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B16-1534 000-000-000
"k BUILDING ENERGY ANALYSIS REPORT RECEIVED ECEIVED Cooper Residence JUL 19 2016 Near Lofty View Dr,' TRB AND ASSOCIATES • Paradise, CA. Project Designer: Drafting by Lynn Smith 1995 Sycamore Valley Rd Chico., CA 95975 BUTTE (530) 891-0585 COUNTY JUL 15 2016 DEVELOPMENT Report Prepared by: SERVICES Adrian Starr A 5 Starr Energy Corporation 2809.Bechelli Lane Redding, CA 96002 530-275-3350 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR' CODE COMPLIANCE DATE—,' Job Number: • NED REVIEk Cooper Residence 2-8-16 FOR CODE COIMPLIAK!f""r. Date: 2/5/2016TRB A?,Nl The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. Ener Pro 6.7 by Ener Soft User Number: 3895 ID: Cooper Residence 2, TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form RMS -1 Residential Measures Summary 3 Form MF -1 R Mandatory Measures Summary 5 HVAC System Heating and Cooling Loads Summary 9 r 1 BUTTE COUNTY BUILDING DIVISION AppROVED EnergyPro 6.7 by EnergySoft Job Number: ID: Cooper Residence 2-3-16 User Number: 3895 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Cooper Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2/5/2016 Project Address Near Lofty View Dr, Paradise California Energy Climate Zone 1 CA Climate Zone 11 Total Cond. Floor Area 3,190 Addition n/a # of Units 1 INSULATION Construction Type Cavity Area (ft)Special Features Status Wall Wood Framed R 23 2,428 Rigid=R-6.7 New Demising Wood Framed R 23 333 New Slab Unheated Slab-on-Grade - no insulation 2,140 Perim = 221' New Roof Wood Framed Attic R 49 2,140 New Demising Wood Framed w/o Crawl Space no insulation 1,050 New Demising Wood Framed no insulation 1,028 New FENESTRATION Orientation Area ft2 I Total Area: 779 Glazing Percentage.. 24.4%1 U-Fac SHGC Overhang Sidefins New/Altered Average U-Factor: 0.32 Exterior Shades Status Front (NE) 24.0 0.320 0.27 none none Bug Screen New Front (NE) 4.0 0.320 0.27 8.0 4.00/4.00 Bug Screen New Front (NE) 48.0 0.320 0.27 8.0 4.00/4.00 Bug Screen New Front (NE) 12.0 0.320 0.27 8.0 4.00/4.00 Bug Screen New Left (SE) 16.0 0.320 0.27 none none Bug Screen New Rear (SW) 69.0 0.320 0.27 15.0 none Bug Screen New Rear (SW) 18.0 0.320 0.27 15.0 none Bug Screen New Rear (SW) 48.0 0.320 0.27 15.0 none Bug Screen New Right (NW) 123.6 0.320 0.27 none none Bug Screen New Front (NE) 20.0 0.320 0.27 1.5 5.00/0.00 Bug Screen New Front (NE) 10.0 0.320 0.27 1.5 none Bug Screen New Front (NE) 10.0 0.320 0.27 1.5 none Bug Screen New Front (NE) 12.0 0.320 0.27 5.5 4.00/1.00 Bug Screen New Front (NE) 12.0 0.320 0.27 5.5 4.00/4.00 Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Split Heat Pump 9.50 HSPF Split Heat Pump 16.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status Heat Pump 9.5 HSPF/16 S, Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distributio Status 1 Small Storage Gas 50 0.62 Standard BUILDING DMOM-114 w APPRovEn Ener Pro 6.7 by Ener Soft User Number: 3895 Run Code: 2016-02-05714:04:11 ID: Cooper Residence 2-,' Pa e 3 of 9 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Cooper Residence Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2/5/2016 Project Address Near Lofty View Dr, Paradise California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 3,190 Addition n/a # of Units 1 INSULATION Construction Type Cavity Area (ft)Special Features Status FENESTRATION Orientation Area(ft) Total Area: 779 Glazing Percentage: 24.4 % U-Fac SHGC Overhang Sidefins New/Altered Average U-Factor: 0.32 Exterior Shades Status Front (NE) 12.0 0.320 0.27 5.5 4.00/4.00 Bug Screen New Front (NE) 24.0 0.320 0.27 1.5 none Bug Screen New Left (SE) 10.0 0.320 0.27 1.5 none Bug Screen New Rear (SM 30.0 0.320 0.27 1.5 7.00/0.00 Bug Screen New Rear (Sw) 30.0 0.320 0.27 1.5 none Bug Screen New Rear (Sw) 21.0 0.320 0.27 15.0 none Bug Screen New Rear (Sw) 96.0 0.320 0.27 15.0 none Bug Screen New Rear (Sw) 21.0 0.320 0.27 15.0 none Bug Screen New Rear (SM 21.0 0.320 0.27 1.5 none Bug Screen New Rear (SM 21.0 0.320 0.27 1.5 none Bug Screen New Rear (SIAL 21.0 0.320 0.27 1.5 none Bug Screen New Rear (SIAL 21.0 0.320 0.27 1.5 none Bug Screen New Rear (SIAL 24.0 0.320 0.27 1.5 0.00/18.00 Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R-Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status BUILDING DIVISION Ener Pro 6.7 by Ener Soft User Number: 3895 RunCode: 2016-02-05T14:04:11 /D: Cooper Residence 2-: Pa e 4 of 9 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. Exceptions may apply. Review the resDective code section for more information. Building Envelope Measures: § 110.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC and infiltration that meets the requirements of §10-111 a . § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110.8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the installation of a cool roof is specified on the CF1R. § 110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CF1R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § 150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. § 150.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § 150.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. §150.0(g)1: In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air -permeable insulation. § 150.0(g)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of §150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8 § 150.0(q): Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U - factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § 150.0(e) I A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e) I B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. § 150.0(e) I C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § 150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110.0-§ 110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: antes without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in § 150.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § 150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). § 150.06)1 A: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. § 150.00)1 B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water i e storage tank, all piping with a nominal diameter of 3/4 inch or larger, all associated t4c e piping c ation system § 150.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or be� gn , 1 � de, and all hot water pipes from the heating source to kitchen fixtures must be insulated�'3'H i L 120.3- A. mmmonm inn § 150.00)2B: All domestic hot water pipes that are buried below grade must be installed in a wat pf tf VJq&3We&aUAr sleeve that allows for installation, removal, and replacement of the enclosed pipe and insuti A. 2013 Low -Rise Residential Mandatory Measures Summary §150.00)2C: Pipe for cooling system lines shall be insulated as specified in § I50.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. § 150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § 150.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I § 150.00)3B: or Class 11 vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the § 150.0(n)l: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(c)5. § 150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed § 150.0(m)l: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 'A inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints § 150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. § 150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § 150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not § 150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation, §150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § 150.0(m)11: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of 150.0(m) 12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow_ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy:S 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §150.0(m)15 an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of>_ 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of < 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither windo io 0 operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation syster>�ir i�Re4dsbrp'o i ing the Whole Building Ventilation. r-31 all n1h1c; N\ IRI §150.0(o)lA: Whole Building Ventilation airflow shall be confirmed through field verification t s ng mac with Reference Residential Appendix RA3. A ODMO Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary § 110.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. § 110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro - rammed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § 150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. §150.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-13, as applicable. §150.0(k)1B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with § 150.0(k) IC: § 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § 150.0(k) ID: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k)IE: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. §150.0(k)1F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 1 50.0 k . § 150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § 150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § I50.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (FMCS) may be used to comply with dimmer requirements if: it functions as a dimmer §150.0(k)2G: according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements of §130.5; and all other requirements in § 150.0(k)2. An Energy Management Control System (FMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if. it § 150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. § 150.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § 150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. § 150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. § 150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. §150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § 150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with §150.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable re uireme For single-family residential buildings, outdoor lighting permanently mounted to a rewbAiAl . Irl gs on the same lot shall be high efficacy, or may be low efficacy if it meets all of the folloi�� 1�� �� i. Controlled by a ON OFF that does ON § 150.0(k)9A: manual and switch not override to the automatic act s o e t 1' and ii. Controlled by a motion sensor not having an override or bypass switch that disabt r F by a motion sensor having a temporary override switch which temporarily bypasses the o s sin tically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary BUTTE COUN`iY BUILDING DIVISION APPROVED a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically tum the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with § 110.9; meets the Installation Certification requirements in § 130.4; meets the requirements for an EMCS in § 130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § 150.0(k)9B: following requirements: i. Shall comply with § 150.0(k)9A; or ii. Shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. § 150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § I50.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. § 150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. § 150.0(k)10: Internally illuminated address signs shall comply with § 140.8; or shall consume no more than 5 watts of power as determined according to § 130.0(c). §I50.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in § 110.9, § 130.0, § 130. 1, § 130.4, § 140.6, and § 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of §150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: § 150.0(k)12B: i. Comply with the applicable requirements in § 110.9, §130.0, §130. 1, § 140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a §110.10(a)l: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of §1 10.10through §110.10(e). §110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of §110.10(b) through §110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for § 110.10(b) l: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. § 110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projEtion of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit § 110.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. § 110.10(e)l: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric'. BUTTE COUN`iY BUILDING DIVISION APPROVED HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Cooper Residence Date 2/5/2016 System Name Heat Pump 9.5 HSPF/16 SEER -12.5 EER Floor Area 3,190 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING CFM Sensible Total Room Loads 1,539 29,753 Return Vented Lighting 0 Return Air Ducts 1,475 Return Fan 0 Ventilation o 0 Supply Fan 0 Supply Air Ducts 1,475 TOTAL SYSTEM LOAD 1 32,703 PEAK COIL HTG. PEAK Heating System Latent CFM Sensible Output perSystem 57,000 1,233 807 29,665 Total Output Btuh 57,000 Output Btuh/s ft 17.9 1,159 Cooling System 0 Output perSystem 60,000 0 0 0 Total Output Btuh 60,000 1,233 0 Total Output Tons 5.0 1,159 Total Output Btuh/s ft 18.8 Total Output s ft/Ton 638.0 31,983 Air System CFM perSystem 0 HVAC EQUIPMENT SELECTION Airflow cfm 0 Heat Pump 9.5 HSPF/16 SEER -12.5 EER 53,720 0 34,631 Airflow cfm/s ft 0.00 Airflow cfm/Ton 0.0 Outside Air % 0.0 % Total Adjusted System Output 53,720 (Adjusted for Peak Design conditions) I TIME OF SYSTEM PEAK 0 Aug 3 PM 34,631 Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 25 OF Outside AirAr- 0 cfm 67 OF 67 OF 105 OF = .I, ,. h. . Heating Coil BUTTE COU BUILDING DIVISION APPROVED _ _ _ '04°F Roots 68 OF COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 99/69°F Outside Air 0 cfm 76/61 OF 76/61 OF 55/54°F __� 0 —13 _ U Cooling Coil 56 / 54 OF 46.2% ;ROOM 75/61 OF EnergyPro 6.7 by EnergySoff User Number. 3895 RunCode: 2016-02-05714:04:11 ID: Cooper Residence 2-: Page 9 of 9 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cooper Residence Calculation Description: Title 24 Analysis Calculation Date/Time: 17:59, Fri, Feb 05, 2016 Input File Name: 2-3-16 Cooper Res.xml CF1 R -PRF -01 Page 1 of 10 GENERAL INFORMATION 01 01 Project Name Cooper Residence 02 This building incorpd6tes feature'Ahat require field testing and/orWrification,{by a"certiiledtHERS raterunder the supervision of a CEC-approved HERS provider. `y.: 02 Calculation Description Title 24 Analysis 08 rre7gy Use (kTDV/ft2-yr) 03 Project Location Near Lofty View Or, Compliance Margin Percent Improvement 04 City Paradise 05 Standards Version Compliance 2015 06 Zip Code 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 50 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 3.190 15 Number of Zones 2 16 Slab Area (ft2) 2140 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available Yes 20 Addition Slab Area (ft2) N/A 21 T Glazing Percentage (%) 24.4% I 1— COMPLIANCE RESULTS 01 Building Complies with Computer:Performan¢e( .. �C S.i• }F F F� ('�^V.'r'1, ..M+"'ti 02 This building incorpd6tes feature'Ahat require field testing and/orWrification,{by a"certiiledtHERS raterunder the supervision of a CEC-approved HERS provider. `y.: 03 This building Incorporates one or_more Special Features shown below 08 rre7gy Use (kTDV/ft2-yr) Standard Design Proposed Design "W Registration Number: 216-No047524B-000000000-0000 Registration Date/Time: 2016-02-05 18:26:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 Report Generated at: 2016-02-05 18:01:27 ENERGY USE SUMMARY 0J 04 05 06 07 08 rre7gy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement pace Heating 20.85 19.66 1.19 5.7% pace Cooling 42.33 40.96 1.37 3.2% Q Ventilation 1.01 1.01 0.00 0.0% .(U.0 (:YIlater Heating 9.21 8.98 0.23 2.5% fZhotovoltaic Offset — 0.00 0.00 -- I 9i ante Energy Total 73.40 70.61 2.79 3.8% "W Registration Number: 216-No047524B-000000000-0000 Registration Date/Time: 2016-02-05 18:26:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 Report Generated at: 2016-02-05 18:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cooper Residence Calculation Date/Time: 17:59, Fri, Feb 05, 2016 Calculation Description: Title 24 Analysis Input File Name: 2-3-16 Cooper Res.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Ceiling has high level of insulation • Window overhangs and/or fins CFI R -PRF -01 Page 2 of 10 HERS FEATURE SUMMARY 01 The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. 04 Building -level Verifications: 06 • IAQ mechanical ventilation Project Name Cooling System Verifications: UTE BV COUNTY • —None -- HVAC Distribution System Verifications: I G BUILDING DIVISION • — None -- ` Domestic Hot Water System Verifications: '- Number of Water Heating Systems Cooper Residence --None -- APPROVE 4 2 0 ENERGY DESIGN RATING This is the sum of the annual TDV energy. consumption for energy use components included in the; performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated ;by Title 24, Part 6 (succi as domestic appliances -and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. / ° �"• Reference Energy us- a Energy Design Rating � Margin Percent Improvement Total Ener 9y (kTDVlf2- r) 1,' 115.99."" 113.20 2.79 2.4% Yr. �:; includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Cooper Residence 3190 1 4 2 0 2 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1: Conditioned Space Conditioned Mini -Split Heat Pump 9.51 2674 9 DHW Sys 1 DHW Sys 2 Zone 2: Conditioned Space Conditioned Mini -Split Heat Pump 9.51 516 9 DHW Sys 1 DHW Sys 2 Registration Number: 216-N0047524B-000000000-0000 Registration Date/Time: 2016-02-05 18:26:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08252015-744 Report Generated at: 2016-02-05 18:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cooper Residence Calculation Date/Time: 17:59, Fri, Feb 05, 2016 Calculation Description: Title 24 Analysis Input File Name: 2-3-16 Cooper Res.xmi CF1 R -PRF -01 Page 3of10 OPAQUE SURFACES 01 02 03 04 05 06 07 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Front Wall Zone 1: Conditioned Space R23 + 6.7 Wall 50 Front 399 88 90 Left Wall Zone 1: Conditioned Space R23 + 6.7 Wall 140 Left 265.5 8 90 Back Wall Zone 1: Conditioned Space R23 + 6.7 Wail 230 Back 293 113.999 90 Right Wall Zone 1: Conditioned Space R23 + 6.7 Wall 320 Right 378 67.6 90 Front Wall 2 Zone 1: Conditioned Space R23 + 6.7 Wall 50 Front 399 99.992 90 Left Wall 2 Zone 1: Conditioned Space R23 + 6.7 Wall 140 Left 247.5 18 90 Back Wall 2 Zone 1: Conditioned Space R23 + 6.7 Wall 230 Back 400 60 90 Right Wall 2 Zone 1: Conditioned Space R23 + 6.7 Wall 320 Right 204 24 90 Interior Wall to garage Zone 1: Conditioned Space»_Garage_ R23 Wall to Garage 333 Roof Zone 1: Conditioned Space R-49 Mtl Roof Attic w/RB 1624 Back Wall 3 Zone 2: Conditioned Space r, R23 + 6.7 Wall - 230 Back 469 267 90 Right Wall 3 Zone 2: Conditioned Space /R23 + 6 7 Wall 4 �' 320 i ;Right �r 152 32 90 Roof 2 Zone 2: Conditioned Space R-49 Mtl Roof Attic w%RB, 516 Front Wall 3 Garage's ,R-0 Wall�� F, a ,50,'� Front 216 144 90 Left Wall 3 —Garage_ x �.. * -R=O Wally '"' 140 t Left ' 220.5 90 Right Wall 4 Garage_ R-0 Wall 320 Right 108 90 Roof 3 Garage_ R-0 Mtl Roof Attic 582 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Garage_ Attic Garage Roof Cons Ventilated 8 0.1 0.85 No No Attic Zone 1: Conditioned Attic RoofZone 1: Ventilated 8 0.1 0.85 Yes No Space Conditioned Space Attic Zone 2: Conditioned Attic RoofZone 2: Ventilated 8 0.1 0.85 Yes No Space Conditioned Space BUTTE COUNTY BUILDING DIV' ED Registration Number: 1473248 OQOQU0000 0000 Registration Date/Time: 2016-02-05 16:26:20 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-02-05 18:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cooper Residence Calculation Date/Time: 17:59, Fri, Feb 05, 2016 Calculation Description: Title 24 Analysis Input File Name: 2-3-16 Cooper Res.xml CFI R -PRF -01 Page 4 of 10 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading Window 2020 f1 Window Front Wall (Front -50) - - 1 4.0 0.32 0.27 Insect Screen (default) Window 2020 1`2 Window Front Wall (Front -50) -- - 1 4.0 0.32 0.27 Insect Screen (default) Window 2020 1`3 Window Front Wall (Front -50) ---- -- 1 4.0 0.32 0.27 Insect Screen (default) Window 2650.f4 Window Front Wall (Front -50) ---- - 1 4.0 0.32 0.27 Insect Screen (default) Window 2650 f5 Window Front Wall (Front -50) -- -- 1 4.0 0.32 0.27 Insect Screen (default) Window 2650 1`6 Window Front Wall (Front -50) --- - 1 4.0 0.32 0.27 Insect Screen (default) Window 2650 1`7 Window Front Wall (Front -50) 2.5 5.0 0.32 4.0 0.32 0.27 Insect Screen (default) SGD 6080 f8 Window Front Wall (Front -50) 6.0 8.0 1 48.0 0.32 0.27 Insect Screen (default) Window 2060 1`9 Window Front Wall (Front -50) 2.0 6.0 1 12.0 0.32 0.27 Insect Screen (default) Window 2040 110 Window Left Wall (Left -140) --- --- 1 8.0 0.32 0.27 Insect Screen (default) Window 4020 b11 Window Back Wall (Back -230) 4.0 2.0 1 8.0 0.32 0.27 Insect Screen (default) French Door 2868 b12 Window Back Wall,(Back-230) �.- - W r . 2.7 - J fr; -,� 6.7 3 1.016 18.0 0.32 0.27 Insect Screen (default) Window 8050 b13 Window Back Wall (Back -230)? 8.0 '+ .� 5.01ti , p .� -40.00 .32 0.27 Insect Screen (default) SGD 6080 b17 Window i Back.Wall (B6ck-230)'��- -y `, 6.0 8:0 1 t � %x.48:0 0.32 0.27 Insect Screen (default) Window 4050 r18 Window Qj �`� Right Wall (Right -320)_6 �11 y.20.0 0.32 0.27 Insect Screen (default) Window 4050 r19 Window VP` Right Wall (Right -320) -- -- 1 20.0 0.32 0.27 Insect Screen (default) Window 4050 20 Window ion IF Right Wall (Right -320) -- -- 1 20.0 0.32 0.27 Insect Screen (default) Window 3026 21 Window Right Wall (Right -320) -- - 1 7.6 0.32 0.27 Insect Screen (default) Window 6040 f22 WindowFront Wall 2 (Front -50) 6.0 4.0 0.833 20.0 0.32 0.27 Insect Screen (default) Window 2640 f23 Window a Front Wall 2 (Front -50) 2.5 4.0 1 10.0 0.32 0.27 Insect Screen (default) Window 2640 1`24 Window c Front Wall 2 (Front -50) 2.5 4.0 1 10.0 0.32 0.27 Insect Screen (default) Window 3040 1`25 Windowrn Front Wall 2 (Front -50) 3.0 4.0 1 12.0 0.32 0.27 insect Screen (default) Window 3040 f26 Window IZFront Wall 2 (Front -50) 3.0 4.0 1 12.0 0.32 0.27 Insect Screen (default) Window 30401`27 Window Front Wall 2 (Front -50) 3.0 4.0 1 12.0 0.32 0.27 Insect Screen (default) Window 6040 f28 Window Front Wall 2 (Front -50) 6.0 4.0 1 24.0 0.32 0.27 Insect Screen (default) Window 5020 129 Window Left Wall 2 (Left -140) 5.0 2.0 1 10.0 0.32 0.27 Insect Screen (default) Window 4020 131 Window Left Wall 2 (Left -140) - --- 1 8.0 0.32 0.27 Insect Screen (default) Window 6050 b30 Window Back Wall 2 (Back -230) 6.0 5.0 1 30.0 0.32 0.27 Insect Screen (default) Window 6050 b32 Window Back Wall 2 (Back -230) 6.0 5.0 1 30.0 0.32 1 0.27 Insect Screen (default) Registration Number: 216-N11047524B-000000000-0000 Registration Date/Time: 2016-02-05 18:26:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-05 18:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cooper. Residence Calculation Date/Time: 17:59, Fri, Feb 05, 2016 Calculation Description: Title 24 Analysis Input File Name: 2-3-16 Cooper Res.xmi CF1 R -PRF -01 Page 5 of 10 Window 6040 r41 Window Right Wall 2 (Right -320) ---- -- 1 24.0 0.32 0.27 Insect Screen (default) Window 3070 b14 Window Back Wall 3 (Back -230) 3.0 7.0 1 21.0 0.32 0.27 Insect Screen (default) SGD Assembly 12080 b15 Window Back Wall 3 (Back -230) 12.0 8.0 1 96.0 0.32 0.27 Insect Screen (default) Window 3070 b16 Window Back Wall 3 (Back -230) 3.0 7.0 1 21.0 0.32 0.27 Insect Screen (default) Window 3070 b33 Window Back Wall 3 (Back -230) 3.0 7.0 1 21.0 0.32 0.27 Insect Screen (default) Window 3070 b34 Window Back Wall 3 (Back -230) 3.0 7.0 1 21.0 0.32 0.27 Insect Screen (default) Window 3070 b35- Window Back Wall 3 (Back -230) 3.0 7.0 1 21.0 0.32 0.27 Insect Screen (default) Window 3070 b36 Window Back Wall 3 (Back -230) 3.0 7.0 1 21.0 0.32 0.27 Insect Screen (default) Window 3070 b37 Window Back Wall 3 (Back -230) 3.0 7.0 1 21.0 0.32 0.27 Insect Screen (default) Window 6040 b40 Window Back Wall 3 (Back -230) 6.0 4.0 1 24.0 0.32 0.27 Insect Screen (default) Window 4040 r38 Window f, Right Wall 3 (Right -320) , -- - 1 16.0 0.32 0.27 Insect Screen (default) Window 4040 r39 Window p Right Wall 3 (Right -320) ---- I --. 1 1 16.0 1 0.32 10.27 Insect Screen (default) DOORS ! F 01 - ` a. 02 _ 03 04 NameSide°of Buildingl 8l Area (ft)U-factor Vehicle Door 18080Front Wall 3 11 .1y+ a e 144.0 1.00 4e HERS PROVIDER Im a= C "0 Z 00 0®0 �C Z ®0:1 Z Registration Number: 216-N0047524B-000000000-0000 Registration Date/Time: 2016-02-05 18:26:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-05 18:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cooper Residence Calculation Description: Title 24 Analysis Calculation Date/Time: 17:59, Fri, Feb 05, 2016 Input File Name: 2-3-16 Cooper Res.xml CF1 R -PRF -01 Page 6 of 10 OVERHANGS AND FINS - 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up Window 2650 f7 8 0.1 9 0.5 0 4 0 9 0 4 0 0.5 0 SGD 6080 f8 8 0.1 2 2 0 4 0 2 0 4 0 2 0 Window 2060 f9 8 0.1 0.5 9 0 4 0 0.5 0 4 0 9 0 Window 4020 b11 15 0.1 4 34.5 0 0 0 0 0 0 0 0 0 French Door 2868 b12 15 0.1 56.5 11 0 0 0 0 0 0 0 0 0 Window 8050 b13 15 0.1 4 34.5 0 0 0 0 0 0 0 0 0 SGD 6080 b17 15 0.1 5 57 0 0 0 0 0 0 0 0 0 Window 6040 f22 1.5 0.1 2 4 0 5 0 2 0 0 0 0 0 Window 2640 f23 1.5 0.1 10.5 4 0 0 0 0 0 0 0 0 0 Window 2640 f24 1.5 0.1" 4- 10.5 0 0 0 0 0 0 0 0 0 Window 3040 f25 5.5 0.1 �-. , 8 r t 1. -,.� , 0 4 0, 8 0 1 0 9 0 Window 3040 f26 5.5 0.1 4.5= X4:4 a- } 0 J,: f 4 4. 01 t :�-5�1 0 4 0 4.5 0 Window 3040 f27 5.5{_� 1 ". 01 1 - _ -1 `, C.tr l,8. z ` 0 e f 4 0 ' " i ' 17 it € 4.5 0 4 0 4.5 0 Window 6040 f28 1.5 ,� 7,5 1 2.5 r- r4.5Z r2 -M ,0 0;». .r» 0,n 0 0 0 0 0 Window 5020 129 1.5 0.1 `5 '" '34.4" -0 ` ' "`0 0"" 0' 0 0 ' 0 0 0 Window 6050 b30 1.5 0.1 20.5 19.5 0 7 0 2 0 0 0 0 0 Window 6050 b32 1.5 0.1 31 5.5 0 0 0 0 0 0 0 0 0 Window 3070 b14 15 0.1 62.5 4.5 0 0 0 0 0 0 0 0 0 SGD Assembly 12080 b15 15 0.1 23 36 0 0 0 0 0 0 0 0 0 Window 3070 b16 15 0.1 20 48.5 0 0 0 0 0 0 0 0 0 Window 3070 b33 1.5 0.1. 20.5 19.5 0 .0 0 0 0 0 0 0 0 Window 3070 634 1.5 0.1 16 23 0 0 0 0 0 0 0 0 0 Window 3070 b35 1.5 0.1 12 27 0 0 0 0 0 0 0 0 0 Window 3070 b36 1.5 0.1 8 32.5 0 0 0 0 0 0 0 0 0 Window 3070 b37 15 34.5 0 0 0 0 0 0 0 0 0 Window 6040 b40 1.5 OKA 0 0 0 0.1 0 18 0 4.5 0 DVIL-LfIO` -- APPROVE Registration Number: 216-No047524B-000000000-0000 Registration Date/Time: 2016-02-05 18:26:20 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 HERS Provider: CaICERTS inc. Report Generated at: 2016-02-05 18:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cooper Residence Calculation Date/Time: 17:59, Fri, Feb 05, 2016 Calculation Description: Title 24 Analysis Input File Name: 2-3-16 Cooper Res.xml CF1R-PRF-01 ` Page 7 of 10 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Inside Finish: Gypsum Board • Cavity/ Frame: no insul. / 2x4 • Exterior Finish: Wood R-0 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.302 Siding/sheathing/decking Ceilings (below Inside Finish: Gypsum Board R-0 Mtl Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.481 Cavity/ Frame: no insul. /2x4 • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Cavity / Frame: no insul. / 2x4 Top Chrd Attic RoofZone 1: Conditioned 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Space Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) +' L: Inside Finish: Gypsum Board Cavity / Frame: R-23 / 2x6 Sheathing/ Insulation: R6 Sheathing R23 6.7 Wall ._,`� Extenor,Walls Wood Framed �:!""" Exterior Finish: Wood + ,= Waller ff 24@ 16 rn: O C. R 231 j*r /0:043 Siding/sheathing/decking aS ?L Inside Finish: Gypsum Board Cavity/ Frame: R-23 / 2x6 R23 Wall to Garage Interior Walls Wood Framed Wallw7— C24@ 16 -in. O.C. ►! R 23-' ,� 0:061 Other Side Finish: Gypsum Board • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-49 Md Roof Attic w/RB attic) Wood Framed Ceiling 2x4 @ 16 in. O.C. ' R49 0.020 Over Floor Joists: R-39.9 insul. • Floor Surface: Carpeted • Floor Deck: Wood Siding/sheathing/decking • Cavity / Frame: no insul. / 2x12 R-0 Floor No Crawlspace Interior Floors Wood Framed Floor 2x12 @ 16 in. O.C. none . 0.196 , Ceiling Below Finish: Gypsum Board • Cavity/ Frame: no insul. / 2x4 Top Chrd Attic RoofZone 2: Conditioned 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Space Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) BUTTE COON IT BUILDING DIVISON APPFt®VED Registration Number: 216-N0047524B-000000000-0000 Registration Date/Time: . 2016-02-05 18:26:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-05 18:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cooper Residence Calculation Date/Time: 17:59, Fri, Feb 05, 2016 Calculation Description: Title 24 Analysis Input File Name: 2-3-16 Cooper Res.xml CFI R -PRF -01 .t Page 8 of 10 SLAB FLOORS = 02 *" 03 "�" �4 01 a 02 01 02 03 04 05 06 07 Name Zone Area (W) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab -on -Grade Zone 1- Conditioned Space 1624 196 None 0.8 No Slab -on -Grade 2 Zone 2: Conditioned Space 516 24.66 None 0.8 No Slab -on -Grade 3 Garage_ 582 60.5 None 0 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required — WATER HEATING SYSTEMS = 02 *" 03 "�" �4 01 a 02 03 04 05 06 Name , Systetri Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHWStandard DHW Heater 1 DHW Heater 1 1 .0% DHW Sys 2 - 1/1 ` 'DHW Standard . `�rti DHW Heater 2 f�- 1 .0% WATER HEATERS -�, 01 02 *" 03 "�" �4 '05 """ `° 06 07 08 Name Heater Element Type Tank Type a&n; a Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Natural Gas Small Storage --b 0.62 40000-Btu/hr 0 0 DHW Heater 2 Natural Gas Small Instantaneous0 0.82 185000-Btu/hr 0 0 W' LL. WATER HEATING - HERS VERIFICATION 01 02 0304 05 06 07 Name Pipe Insulation Parallel Piping ED Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 — — — — — — DHW Sys 2 - 1/1 — — — -- — — Registration Number: 216-N0047524B-000000000-0000 Registration Date/Time: 2016-02.05 18:26:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report'Version - CFIR-08252015-744 Report Generated at: 2016-02-05 18:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cooper Residence Calculation Date/Time: 17:59, Fri, Feb 05, 2016 Calculation Description: Title 24 Analysis Input File Name: 2-3-16 Cooper Res.xml CFIR-PRF-01 Page 9 of 10 SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heat Pump System 1:::2 Heat Pump Heating and Cooling System Heat Pump System 1 Heat Pump System 1 None i None HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 Verified Airtlow�"r Airtlo 7arget�` Heating Cooling Zonally Multispeed HERS Name Type HSPF/COP Cap 47 Cap 17 SEER EER Controlled Compressor Verification Heat Pump System 1 DuctlessHeatPump9 57000 36000 16 12.5 No No Heat Pump System 1 -hers -cool n HVAC COOLING - HERS VERIFICATION t 01 f 02— ., y.p. 03 04 05 06 Name Verified Airtlow�"r Airtlo 7arget�` 'Verified Verified SEER Verified Refrigerant Charge Heat Pump System 1 -hers -cool t' Not 12e.quired $ -�' ^y J '-ss Not Required Not Required Not Required J '-, �,; '% to *. " Q+�:.;✓ ) t U ?.4 x e NZ::.4 %J IAQ (Indoor Air Quality) FANS �R S P "" n V 0 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 63 69.4 0.25 Default 0 Required Registration Number: 216-NO0475248-000000000-0000 Registration Date/Time: 2016-02-05 18:26:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08252015-744 Report Generated at: 2016-02-05 18:01:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Cooper Residence Calculation Date/Time: 17:59, Fri, Feb 05, 2016 Calculation Description: Title 24 Analysis Input File Name: 2-3-16 Cooper Res.xml CF1 R -PRF -01 Page 10 of 10 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Adrian Starr Company: J. Signature Date: A 5 Starr Energy Corporation 2016-02-05 18:26:20 Address: CEA/HERS Certification Identification (If applicable): 2809 Bechelli Ln. City/State/Zip: Phone: Redding, CA 96002 530-275-3350 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. . . ', 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to -the enforcement agency for approval -with this. building permit application. Responsible Designer Name: c ' `Responsible Designer Signature: C Adrian Starr 6-W Company: Date Signed: A 5 Starr Energy Corporation 2016-02-05 18:26:20 Address: License: 2809 Bechelli Ln. N/A City/State/Zip: Phone: Redding, CA 96002 530-275-3350 W C: W X Z M Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of thistem d9�menL and in no way implies Registration Provider responsibility for the accuracy of the information. '�. J _�� m az Registration Number: 216-N0047524B-000000000-0000 Registration DatdWe� 2016-02-05 18:26:20 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1RZ2015-744 Report Generated at: 2016-02-05 18:01:27 TRB + Associates Agency: County of Butte TRB+ Project Number: 16.054.134.2 x , F Final Plan Review Page 1 of 1 Date: August 18, 2016 To:' Dustin Cooper . Email: dcooper(abminasianlaw. com Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner Email: Phunt(a)buttecounty.net; AFranzino(d.buttecounty.net, nspringer(abbuttecounty.net; ddebrunner(a)buttecoutny.net; jdebrunneraabuttecounty.net (via email) RE: Plan Review for: Cooper Residence Project Address: Near Lofty View Drive, Paradise Agency App. No.: X39' icJ3L11 TRB+ Project No.. 16.054.134.2 The following documents were received for review: Plans: (2 sets) Sheets dated 8/9/16: 1 — 9, SN, SD1 — SD5 Structural Calcs: (2 copies) R Burdette, dated 8/9/16 Truss Calcs: (2 copies) K Gunter Truss letter: (1 copy) dated 7/7/16 Energy Calcs (2 copies) A Starr, dated 2/5/16 ' r Other: (2 copies) Response, dated 8/9/16 (1 copy) Response, received 8/12/164 (1 copy) Miniplans (1 copy) Sq Ftg Form Plans have been reviewed for compliance with the Building Department requirements contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code; and County of Butte Ordinances. f There are no further comments. Sincerely, TRB + ASSOCIATES, INC. r . CN-ic>holas Ho- ICC Certified Plans Examiner • I . TRB + Associates, Inc. BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 for MUNICIPALITIES T 925 866.2633 t F 925 790.0011 ss www.TRBp/us.com RESPONSE TO PLAN CHECK �,�iNEDI, �o Project: Cooper Residence RECEIVED � � C M Near Lofty View.Drive EXP. A Paradise, CA AUG 112015 CIVIL Q. TRB+ Project Number: 16.054.134.1 Structur .-N- Check Comments: 1a) See individual shear wall segment lengths (used in calculations) added to Sheet 1. Note that some shear walls/wall segments that appear on plan 0have not been used or included in calculations. 1bi) 8.5' shear wall at stairs braces high roof and landing/stair framing. Attached revised shear wall calculations for Gridline C, conservatively omitting the shear wall at the stairs, results in no required changes -to shear walls at Gridline. C, therefore design ok as is. lbii) Load path is as follows. Second floor diaphragm at Bedroom 4 is connected to exterior shear wall at Bedroom 4, which is connected to roof diaphragm over Walk -in -Closet at first level, which is connected to exterior shear wall. No changes required. Y 1c) Low roof covered porch diaphragm connects shear walls at Gridline A. MsUZiB - Porch -beams are tied together at all splices per 4/SD5. See beam splice �-� strap note added to Sheet 5 for clarification.— " RUIG 1 2)) See individual shear wall segment lengths (used in calculations) added to Sheet 2: Note that some shear walls/wall segments that appear on plan U�v�, 8 SEPtQOLM have not been used or included in calculations. 3a) Shear wall above B1 is not used in calculations, therefore no changes required. 16' shear wall at Bedroom 2 and Kitchen stack over one another, therefore no changes required. Holdowns for shear wall above B7 transfer directly to wall framing below. See attached worst case compression post calc for first level (no changes required). See attached dtypical drag example calc showing compliance with Section 12.3.3.4. oor joists do not extend over Walk -in -Closet. See revised Sheet 4. vac) See revised Sheet 4. Fid' SS ded post a't-left end of B1 and right end of adjacent header, 3e) See added strap/be'amcol'l`ectors at Gridlines 2 and 3. Gridline A collector occurs at -beam line as noted in response to 1.c above. 4b) See added posts on Sheet 5. Please note that posts also occur at plan for first and second level on Sheets 1 and 2 respectively. 4c) See attached top plate calcs for worst case regular truss reaction. Double 2x6 top plate per 9/SD1 is modeled as a single plate with half the load. i 4-d) Drag trusses F01 and F07 provide collectors for Gridlines 2 and 3 respectively. Roof diaphragm and A35 clips (at F07) are adequate to transfer loads to shear walls. At Gridline B both individual shear walls at each end of wall line are capable of resisting full load (conservatively ignoring the other shear wall) with no changes to plan (see attached calc), therefore collector not required. 4e) See revised Sheets 1 and 2 for location of interior bearing walls. Beam/header loads include truss reactions. 4f) See detail 1/SD5 cut at porch eave on Sheet 5. ----5) —See revised notes section 9/SN for added information. RECEIVED Summit Structural Design AUG 12 2010 Project: Cooper Residence Engineer; RKB TRB AND ASSOCIATF'q esign of: Shear Wall Framing Total -- --• Resistive Segment Segment Lateral Wall Edge Overall Resistive Aspect Gravity OT OT Righting Net Wall Load Length Load Nail Length Length Ratio Load Height Moment Moment M/D Line (lbs)_ (ft) (plf) (in) (ft) (ft) Factor (Ib/ft) (ft) (ft -Ib) (ft -Ib) (ib) 1-w 1477 11.50 128 6" 16.50 11.50 1.00 210 9 13297 28586 -234 1 -eq 615 11.50 54 6" 16.50 11.50 1.00 210 9 5539 28586 -704 2-w 2964 12.00 247 6" 12.00 12.00 1.00 210 9 26676 15120 1467 2 -eq 1932 12.00 161 6" 12.00 12.00 1.00 210 9 17392 15120 693 3-w 3267 10.00 327 4"' 4.00 4.00 1.00 210 9 11762 1680 2688 3 -eq 1932 10.00 193 6" 4.00 4.00 0.89 210 9 6957 1680 1487 4-w 889 7.00 127 6" 13.00 7.00 1.00 210 9 8003 17745 -203 4 -eq 492 7.00 70 6" 13.00 7.00 1.00 210 9 4431 17745 -478 A -w 1734 10.00 173 6" 16.00 10.00 1.00 210 9 15609 26880 -32 A -eq 1551 10.00 155 6" 16.00 10.00 1.00 210 9 13958 26880 -136 B -w 2456 19.7S 124 6" 15.75 9.75 1:00 210 9 10911 26047 -299 8 -eq 2708 19.75 137 6" 15.75 9.75 1.00 210 9 1.2032 26047 -228 C -w 1451 26.00 56 6" 9.00 6.00 1.00 210 9 3014 8505 -232 C -eq 714 26.00 27 6" 9.00 6.00 1.00 210 9 1483 8505 -402 1-w 3484 14.50 240 6" 16.50 14.50 1.00 17S 9 31353 23822 1034 1 -eq 1874 14.50 129 6" 16.50 14.50 1.00 175 9 16865 7.3822 156 2-w 6159 24.00 257 6" 24.00 .24.00 1.00 325 9 55431 93600 -30 2 -eq 3696 24.00 154 6" 24.00 24.00 1.00 325 9 33267 93600 -954 3-w 6682 21.50 311 4 " 4.00 4.00 1.00 175 9 11189 1400 2587 3 -eq 3203 21.50 149 6" 4.00 4.00 1.00 175 9 5363 1400 1131 4-w 2227 12.00 186 6" 6.00 6.00 1.00 175 9 10020 3150 1355 4 -eq 1172 12.00 98 6" 6.00 6.00 1.00 175 9 5275 3150 564 A -w 4210 14.00 301 4"' 16.00 8.00 1.00 250 9 21651 32000 153 A -eq 3892 13.50 288 41" 16.00 8.00 1.00 250 9 20757 32000 97 8-w 5682 21.00 271 4"' 3.50 3.50 1.00 175 9 8523 1072 2251 B eq 4276 21.00 204 4 3.50 3.50 0.78 175 9 6414 1072 1649 C w �i ~ __� n __ i[, r � 3367 /� >14; 75�` �t`r"Z28 � � ft. ,. 4ac 3 00 � , 3 00 .�..« ,.. '''"_Y... _ r.=.. vis.___.. ..,,v _.... •.. ...,.-,-..,4e_ 100 ...... •175n `9� .. ..,, s .t,t...;l i 6145 ' '� 788 , , , 9e -::, ,.. 'S; Jaa., 1891.'; �' COMPANY PROJECT VlVoodWorksSummit `� Structural Design Aug. 8, 2016 13:56 IMMIAur roa W001) I)FM., 67 Worst Case Column Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit Loadl Load2 Load3 Load4 Load5 Load$ . Se:if-weight _ Dead Live Snow Wind C&C Earthquake Roof constr. Dead lAxial Axial Axial Axial Axial Axial Axial tern Start End (Ecc. = 0.0011) (Ecc. = 0.00") (.Ecc. = 0.0011) (Ecc. = 0.0011) (Ecc. = 0.0011) (Ecc. = 0.0011) Start End 1908 1264 1083 722 '2728 722 1 39 lbs .lbs lbs lbs lbs lbs lbs Lateral Reactions (lbs): CD 0' 8'-7.5 Lumber Post, D.Fie-L, No.2, 4x6 (3-1/2"x5-1/2") Support: Non -wood; Bearing length- column width Total length: 8'-7.5"; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 8.63 = 8.63 [ft]; Ke x Ld: 1.0 x 8.63 = 8.63 [ft]; Analysis vs. Allowable Stress (osil and Def -rtinn [in) ...;n tine )n4,3. Criterion _ Ana -lysis Value Design Value Analysis/Design Axial fc = 267 Fc' = 517 fc/Fc' = 0.52. Axial Bearing fc = 267 Fc* = 2376 fc/Fc* = 0.17. Additional Data: FACTORS: F/E(p:;i)CD CM Ct CL/CP CF Cfu Cr Cf rt Ci. LC# Fc' 1350 1.60 1.00 1.00 0.217 1.100 - - 1.00 1.00 14 Fc* 1350 1.60 1.00 1.00 - 1.100 - - 1.00 1.00 14 Custorn duration factor for Dead. load = 1.08 CRITICAL LOAD COMBINATIONS: Axial LC (114 = D+.75(L,S+.7E), P = 5140 .lbs D=dead L=7.ive S==snow W=winci T=.i.mpact Lr=rooflive Lc=concentrated E=earthquake A1.1 LC's are listed in the Analysis output Load comb.inat:.ions,: ASCE 7-10 / TBC 2012 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Specification Code (IBC 2012), the National Design (NDS 2012), and NDS Design. Supplement. 1 2. Please verify that the default deflection limits are appropriate for your application. Summit Structural Design Project: Cooper Residence Engineer: RKB Design of Lateral Drags 1 -vv Lateral Overall Shear per Length to Wall Load Length Foot be dragged Lie _ (lbs) (ft) (plf) (ft) 1 -vv 1477 1 -eq 630 2-w 2964 2 -eq 1979 -3267 3-w 118 3 -eq 1979 4-w 889 4 -eq 504 E A -w 1734 A -eq 1589 B -w 2456 B -eq 6770 C -w 1451 C -eq 731 1-w 2006 1 -eq: 1289 2-w 3195, 2 -eq 1807 3-w 3415 3 -eq 1301 4-w 1337 4 -eq 696 A -w 2.476 A -eq 2398 B -w 3226 B=eq 1606 C -w 1.906 C -eq 1089 Drag Drag Load Type (lbs) if applicable 16.:00 92.3 3..00 277 A 16.00 39.4 3.00 118 A 36.00 82.3 24.00 1976 B 36.00 '55..0 24..00 +14.00 1320 A E---- �1taPlar^��� �-i1r•.a- 36.00 90.8 1271 A 36.00 55.0 14.00 770 A 13.00 68.4 3.00 205 A 13.00 38.8 3.00 116 A 53.00 - 32.7 24.00 785 A 53.00 ; 30.0 24.00 719 A 68.00 36.1 15.00 542 A 68.00 99.6 15.00 1493 A 68.00 21.3 12.00 256 A 68.00 10,8 12.00 129 A 63.00 31.8 25.00 796 A 63.00 20.5 25.00 512 A 63.00 50.7 39.00 1978 B 63.00 28,7 .39.00 1118 A 51.00 67.0 16.00 1071 A 51.00 25.5 , 16.00 408 A 5.3.00 25.2 21.00 530 A 53.00 13.1 - 21.00 276 A 68.00 36.4 13,00 473 A 68.00 35.3 13.00 458 A , 68.00 47.4 -'13.00 617 A 68.00 23.6: 13.00 307 A 68,00 28.0 9,00 252 A 68.00 16.0 , 9.00 144 A r COMPANY PROJECT ' SummitStructural Ooslgn 1�" y� � �� `�O � �� � ��� Aug, 8, 2018 10:29 1eY/ OW Top Plato Sorl"W Wr FOR WOOD DE.9G, Design Check Calculation Sheet W000tiftks Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) : Load , - Type Distribution Pat- tern i,ocatlon Iftf NaOnitude Unit start End Start 2nd Loa 1 _ Deed point NO -t .-Tjam j4u lbs Lood2 :now Point No 0.73 490 lbs 1-5d3 Dead: Pol'nt No 2.73 '140 lb. Lo.ld4 "..Polar. No' 2.13 490lba Load5 Dead Point No 4.13 340' lb. Load6� Snow Point No 4.73 490 - lba sol f-welght Doatl F111 UDL No 2.0 1[ rad: - -11.0- -- 139 2:50 149 '.i,i6 236 2G 1 E: � 777 .172 1'38 r,26 57.7 633 :. 50 1.50 1 1 .5C .0 1.00 •50 'd. ;.110• 1 .0'i • 1 . n bcanng leligih sauinp used: 1' for ono "suppons 0 Lumber-soft, D.FIr•L, No.2, 2x6 (1.112"x5.112") Supports: All - Timber -soft Boom, D.Fir•L NO.2 7olet length: 5'•5.5': Lateral support: at supports, Oollom= at supports: Oblique angle: 90.0 deg; Repetitive factor. applied whore permitted (nifer to online helpj: Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Cea tetters M1alY.+i.t Val_ue Desi n Vnluu Anal Ale /beainn - $ ear x•x v --B " 2 I Iv i+v _ Y fv • 91. Fv' 2207 fv/Pv' 0.4: BrndinglU x -x (U 0 Fla - 1$31. Eb/Fb' + O.Uo Y -y fb • 1260 Fb' • 1779 fb/Fb' + 0,7] eer:dtnq(-) x -x fb.• 0 'Yb' v 1531 tb/[b' = 0.00 Y -Y tb 674. F75' - 177- (b/no'0'.39 Dead Dofl'n 1) 1 2"<L/995 Livr boll"' 0.01 • <L/999 0.04 • L/360 0.25 Tocnl Uof!•n 0.02 '• L/695 0.07 - L/240 0,34_ Additional Data: FACTORS: F/E:PsiICD CN Cc CL CF- Cfu Cr CCct Ci C', LCA Fvy' 100 1::5 i.00 1.00 - - - - 1.00 1.00 - 2 Fuy' 900 1..15 3.00 1.00 1,000 1.300 t,15 1.15 1.00 1.00 - 2 Fby- 900 L l5 ' 00 1.00 1.000 1.700 1.15 1.15 1.00 1:00 - 2 - - F<p' 625 ;.00 1.00 - - - - 1.00 1.00 - - E' 1..6 million :.. 00 1.00 - - - 1.00 1.00 - 2 Emirs' O.Sa million _,ell 1.00 - - - 1.00 1.00 - CRITICAL LOAD COMBINATIONS: - SArar 1) V ^ .502, V d"8'9n Sol Iba acndin7(•II 1X p2 U+::, M ,17 1ba it Uond.'-'q! : UC �2 ', M 1'16 lbt-lt aefl aet 101;: fie 12 o U'.'i Iltvl•1 LC 42 D•;: Icacnl l 7 D-doad L+Lve S+tnow x wand I+imp. t Lr- !!vin L -•concentrated L l.a r. nqunl:0 All LC'. aru I.tated 5n't:he Annlys co output Loud combinaciont: ASCe 7.10 / 1BC 20;2 CALCULATIONS: - Uetlrccions E! • J:IuOG Lb-in2 Fly�• 2e.)6 ib -:n2 "L1v,I" dell rction 0.;f Leet ion from all Ion -deed londe (llvo, wind, anow...l ' Total Dofleetlon • 1.SOIDead Load Dofleetioni r Liv,.• Load Defll:ccion. Design Notes: 1. Woodworks analysis and design are in aceorOnnco with the ICC International Building Code gBC 2012), the National Design Specification (NDS 2012). and NDS Design Supplement. 2. Please verify the defaultdeOeClon limits aro appropdate for your Application. 3. Continuous or Cantilevered Seems: 146S Clause 4.2.5.5 requires III nomlaI grading provisions be extended to the mldd10215 of 2 span beams and to the lull length of cantilevers and other spans. ,4. So.) lumbar banding members shall lye Interally supported augrding to We provisions'of NOS Clause.4.4.1. 5. Boom is in a system 069"or more members spaced 24" or less apart. Syslum faclors'apOlicd*eccordinp to NDS 4.3.9 • VvoodWor ks'. n Lond2 Load/ Londa LondS' COIAPANY 'Summit Structural Design Aug 6, 2016 16:10DIN PROJECT ---•-- _---_ Pot nt No 5.00 340 lUs V 1be Snow Point' No 5.00 490' lbs Dead FL1! UUL No 2.0 off Fv' Y -Y fv Top PIa1D 2 207 fv/Fv' 0.5'1 SOFMARE F•OR /1'000.0EfrC fb - Fb' • Design Check Calculation Sheet WoodWbras SI2or 10.1 Loads: LordTypo DSgcribvtion Pat- LOcatlon (ttl Na9nitudc Witt Cu Scare n Lond2 Load/ Londa LondS' rn . End at. -t 2nd 0aad -- Fo nt No l.OU 750 r Snow Point No 1.00 490 !ba an- Point. No 1.00 340 1h: t 1 ����•� �� //^I. �t}�3� t.��l'� Snow Fount No 3.00 490 Dead Lo" d6 Sclt-weight. Pot nt No 5.00 340 lUs V 1be Snow Point' No 5.00 490' lbs Dead FL1! UUL No 2.0 off Maximum Reactions (lbs) and Bearing Lengths (in) 1 "--__- - . -- 5'•5.5' _..-- tl, - J•11.tl- - 76 28" !08 509 27.1 234 124 )]7 !84 897 551 566 '- d 1. Do - Daring length setting used: 1 dr dppons Lumber -soft, D.Fir-L, No:2, 2x6 (1.1/2"x5.1/2") Supports: All • Timaer-soil Boom, D.Fif•L No.2 Total length: Y-5.5': Lateral support: lop= at suppons, bottom= at suppons: Oblique angle: 00.0 deg; Repetitive factor. applied whore pemltlled (rotor to onlino help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Crltorion A:ml^ysla Value Desi n Value_ ,/nal ::fs/Deaton She Additional Data: - -- FACTORS: F/Eipeli CD C4 CC CL CF C!u Cr Cfrc Ci C•n LC4 F\•y• 190l.IS 1.00 1. - - .. -. 1.00. 1.00 2 t3 y' 006 1.:5 1.00 1.0000 1.0-00 ! J00 1.15 .1.. IS 1.00 1. 00 2 ' Fby'- 900 1..15 I.Go '1.00 1.000 1.700 1:15 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - t.UO 1.00 - 2' ! 6railllon 1.00 1.00 - - - - 1.00 1.00, - .2 Froin' 0.58 mill iqn 1.00 1.00 - - - - 1.00 1.00 CRITICAL LOAD COMBINATIO145_: ` sheer : LC 8'L D+3, V 60, V oeelgn 649.1be - sondin9l'11 � a2 0.31 P 189 lbs -ft Dvndi ngl•i: K d: Otd, N 110 lbs -ft O.1 --ion: LC U2 • DI3 Ilivok t:f'a2 Dis II.Oca.li D•dgnd L%iva 4-1- N=wind I•imPnot Lr•rnvf .IL- LI.-neent Yaced C•ehtchyuako C'. Al'1 L'a 're, listed r the Ana l Ys:a output - 'end combinat:ona: ASCE 7-10 / 113C 2012 CALCULATIONS: Da 2Leehton: E! - 1'Jc06 1G-in2 % 2.06 lb-in2 "Li vc" doiloc tion Ua ticeel on from all non -dead loads (live, wind, crow...! Tacnl Deflection < 1.5010ead Load Deflection) 41vu Load Deflection. - Design Notes: -- --- 1. WOOCAN ks analysis and design are In accordance with the ICC International Building Code (ISC 2.012), the National Design Specification (NOS 2012), and NOS Design Supplement. 2. Please verify that the default deflection limits aro OPProprlelo for your appilwti0n. 3. Continuous or Contilevered Seems: NOS Clause 4:2.5.5 requires.lhpl normal grading provisionsbe 4: Sawn lumbar bending mombets shell be laterally supported according io the provisions of NDS Clause 4.4. L extended to the middle 2/3 w 7 0l 2 span Doams and to the lull length of ntllovors and other spans. 5. Beam Is in a system of S or mine members spaced 24' or Tess span. System factors opptied according to NOS 4.3.0 t - er 5 Fv' Y -Y fv = 118Fv' 207 fv/Fv' 0.5'1 Banding(-) x-% fb • C Fb' • 1531 fb/Fb' 0.00 y -y lb = 1101 Fb• - 1'1'10 fb/Fb' 0.62 9unding f-! x -x fn = 0 F, - 1531 fb/FA0.00 ' 11-1ib = 669 Fb' 1779 11,1 'b ,. P.39 bead Defl •n 0.01 cL/999 L".Oef 1.'n O.U1 a -L/999 0.04 a L/360 0.20 Toca! Def.1'n 0.(12 = 1./860 0.07 L/240 Additional Data: - -- FACTORS: F/Eipeli CD C4 CC CL CF C!u Cr Cfrc Ci C•n LC4 F\•y• 190l.IS 1.00 1. - - .. -. 1.00. 1.00 2 t3 y' 006 1.:5 1.00 1.0000 1.0-00 ! J00 1.15 .1.. IS 1.00 1. 00 2 ' Fby'- 900 1..15 I.Go '1.00 1.000 1.700 1:15 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - t.UO 1.00 - 2' ! 6railllon 1.00 1.00 - - - - 1.00 1.00, - .2 Froin' 0.58 mill iqn 1.00 1.00 - - - - 1.00 1.00 CRITICAL LOAD COMBINATIO145_: ` sheer : LC 8'L D+3, V 60, V oeelgn 649.1be - sondin9l'11 � a2 0.31 P 189 lbs -ft Dvndi ngl•i: K d: Otd, N 110 lbs -ft O.1 --ion: LC U2 • DI3 Ilivok t:f'a2 Dis II.Oca.li D•dgnd L%iva 4-1- N=wind I•imPnot Lr•rnvf .IL- LI.-neent Yaced C•ehtchyuako C'. Al'1 L'a 're, listed r the Ana l Ys:a output - 'end combinat:ona: ASCE 7-10 / 113C 2012 CALCULATIONS: Da 2Leehton: E! - 1'Jc06 1G-in2 % 2.06 lb-in2 "Li vc" doiloc tion Ua ticeel on from all non -dead loads (live, wind, crow...! Tacnl Deflection < 1.5010ead Load Deflection) 41vu Load Deflection. - Design Notes: -- --- 1. WOOCAN ks analysis and design are In accordance with the ICC International Building Code (ISC 2.012), the National Design Specification (NOS 2012), and NOS Design Supplement. 2. Please verify that the default deflection limits aro OPProprlelo for your appilwti0n. 3. Continuous or Contilevered Seems: NOS Clause 4:2.5.5 requires.lhpl normal grading provisionsbe 4: Sawn lumbar bending mombets shell be laterally supported according io the provisions of NDS Clause 4.4. L extended to the middle 2/3 w 7 0l 2 span Doams and to the lull length of ntllovors and other spans. 5. Beam Is in a system of S or mine members spaced 24' or Tess span. System factors opptied according to NOS 4.3.0 t - 5 r A. NO .._; Summit Structural Design' .• r .. . ProJecti Cooper Residence Engineer: RKB Design of: Shear Wall Framing F Total Resistive Segment Segment i Lateral Wall Edge Overall Resistive Aspect Gravity OT OT Righting Net Wall Load Length Load Nail Length Length ,•Ratio Load,. '.Height Moment Moment M/0 ?` Line fibs) (ft) (plf) (in) (ft) (ft) Factor (Ib/ft) (ft) (ft -ib) 1-w _ 1477 i1.SO 128 - 6" 16.50 .1 1.50 .1:00' `• 210 9 13297 28586 -234 r c 1 -eq 615 11.50 _ 54 6" 16.50 +'. ` 11.50 1.0o' 210 19 5539 28586 •704 2-w 2964 12.00 247 _ 6" 12.00. 12.00 j1:00 / 210 9 1.6676 1511.0 1467 2 -eq 1932 1 12.00 161 6" 12.00 •'12.00 L1.00 210 9 17392 15120 693 • ^ 3-w 3267 10.00 327 ' 4•" 4.00 4.00 '1.00 210 9 - . 11762 1680 2688 r 3 -eq` '4-w•; 1932 10:00193 6" 4.00 ,4.00 - :0.89 210 ' • 9 6957 1680 1487 • y` 889 7.00 127 6" r 13.00 7.00 1.00 210 9 8003 17745 203 4 -eq. - 492 7.00 70 6" 13.00 7.00 1.00 210 9 4431 17745 •478 �a,15609 A -w 1734 10.00 173 i, 6" 16.00 '10.00 '1.00 no 9 } 26880 -32' • A eq itB`w�3 ir�`ry, 1551 10.00 155 61, 16.00 10 00 1 00 210 9 13958 76880 136 2.4 6k'tU2102 10500 , 1580 rn l 0r 50. 9 1000 2 wrr i it Lr t -r st`wff= (1 `�" I it f I 't H• Nr 4 1 a r k - h, Bre43' rrrl Prf2708,�lill`i".>1000stsfeZZ1Iiti?,�:.tixEs8lQQQi�rC r A .,f ��1000*1'i00„ "1210,.° Y, 9r.K 24317��u i ;tlOS00tf (}«1807:2!i C -w 1451 26.00 56 x26.00' - 6" 9.00 v 6.00 '1.00 210 ; ,9 3014 - 85057.32' =- C -eq 714 27 n 6" 9.00 ` ,Y 6.00 1.00 , 210 9 1483 r 8505. -402 1-w 3484 14.50 240 `. ` 6" 16.50. 14.50 1.00 175• 9 31353 7.3822 1034 • 1 -eq - 1874 14.50 129 6" 16.50 v . 14.50 ! ,1.00. 175 .9 16865 2382.2 '2-w 6159, 24.00 257 6" 24.00 24.00 ti' • .1.00 _ 325. 9 1 55431' .156 93600 -30 ' 2 -eq 3696 •. 24.00 154 6" 24.00 24.00 1.00 325 a 9 33267 93600 -954 ` 3•w 6682 21.50 311 4"' . 4.00 4.00. t' 1.00 175 ' • 9 11189 1400 2587 ' ' ., • 3 -eq 3203 21.50 149 ' �. a 6" , 4.00 'r 4.00 1.00 175 9 • a 5363 1400 1131 4-w 2227 12.60 .186 G" 6.001. 6.00 "1.00--_ :175 9' 10020 3150 1355 4 -eq 1197. 12.00 98 6" 6.00 6.00 1.00 !. 175 9 5275 3150 564 + ;. •A -w 4210 14.00. . 301 41" 16:00 8.00 1.0.0 250- 9 :, 21651 32000 153• A -eq, 3892 13.50 .288 41" •'16.00 .8.00 1.00 250 9 20757 32000 97 " 8-w 5682. 21.00 271 4•" 3.50 3.50 1.00 175 �. 9 8523 1072 2251 8 -eq 4276 21.00 204 t�228. 4 3.50 3.50 0.78 175 9 i{ i' t,-My3 s00 ij �r n x3 00 + 1 > 100't 6414 x:6145 u 1077 1649 c. 788 "1891' -. ,f�eg7x.>1777.J15475,e�121s�!6:4s.3.00i'3`OoLrr0:67 fir::175-3 '3'254785,;. rs ,Y9 927.,:1 1 nr' w T♦ Associates Agency: County of Butte - R B TRB+ Project "Number. -16.054.134.1 ` Initial Plan Review RECEIVE® Page 1 of 5 Date: August 2, 2016 AUG 12 20416 I To: Dustin Cooper TRE AND ASSOC; ATES Email: dcooper(a)minasianlaw. com Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner 'Email: Phunt(a)-buttecounty.net; AFranzino(a)buttecounty.net, nspringer(cD-buttecou nty. net-, ddebrunner(cDbuttecoutnv.net; idebrunnen( buttecounty.net (via email) RE: Plan Review for: Cooper Residence Project Address: Near Lofty View Drive, Paradise Agency App. No.: B1644ag- Sad TRB+ Project No.: 16.054.134.1 , At the County of Butte's request, TRIS + Associates has completed its plan review for the project listed above. Please see the section entitled "FOREWORD" on the following page for information on the scope of the review, instructions on,how to resubmit, and contact information for your.project. The following documents were received for review: Plans: (2 sets) Sheets dated 2/8/16: 1 — 9 t Sheets dated 2/9/16: SN, SD1 — SD5 { Structural Calcs: (2 copies) R Burdette, dated 2/9/16 Truss Calcs: (2 copies) K Gunter Truss letter: (1 copy) dated 7/7/16 r Energy Calcs: (2 copies) A Starr, dated 2/5/16 ' Other. (1 copy) Sq Ftg Form Plan review comments are listed on the following'pages ' am Sincerely, ' • • TRIS +ASSOCIATES, INC. Nicholas Ho ICC Certified Plans Examiner BUILDING SOLUTIONS for MUNICIPALITIES SS �G 1 sem' o ✓L ��- tom, RAW � QST FT / TRB +Associates, 3180 Crow Canyon Place +Suite 216 +San Ramon, CA 94583 T 925 866.2633 F 925 790.0011 www.TRBp/us.com ' Agency: County of Butte TRB+ Project Number. 16.054.134.1 PROJECT DATA Occupancy Group: R -3/U Type of Construction: VB Number of Stories: Two `Total Conditioned Floor Area (s.f.): 3,190 Attic Storage (s.f.): 294 Garage (s.f.): 582 Covered Patio (s.f.): 1,151 Fire Sprinkler System: Yes Valuation: $560,000 FOREWORD ■ This plan review is only for the purpose of evaluating compliance with the provisions contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. Please note that our review does not encompass provisions regulated and enforced by Planning, Engineering, Public Works, Health Departments; or other authorities -outside -the -jurisdiction -of the -Building -Department. ■ Please address all of the following items and return a copy of this list, along with a response sheet, indicating the location of all required changes to the plans, specifications and/or calculations. Be as specific as possible in your responses so that we may expedite your recheck. ■ If any changes have been made to the plan documents unrelated to those items identified in this comment list, please list the changes on a separate sheet and include in your resubmittal documentation. ■ Please submit two (2) complete revised sets of plans and plan documents, wet stamped and signed by the Architect and/or Engineer of Record, to: County of Butte Department of Development Services 7 County Center Drive Oroville, CA 95965 .0 TRB-+-Associates,-I nc. Attention: Todd Bailey 3180 Crow Canyon Place, Suite 216 San Ramon, CA 94583 ARCHITECTURAL COMMENTS Review performed by: Nicholas Ho Sheet 2 Al. Please specify the 3'x4' window at the stairway landing to be safety or tempered glazing. 'CRC Section'R308.4.6 Sheet 6 A2. One the Front Elevation Plan, there is a 3'x5' window above the garage, but it is not shown on the second floor plan. Please clarify discrepancy. A3. Please provide construction details for anchored stone veneer. CBC Section 1405.7 & CRC Section 703.7 -Page 2 of,5 : I RB+ O i Agency: County of Butte TRB+ Project Number: 16.054.134.1 MECHANICAL' COMMENTS M1.. Please indicate new outdoor HVAC units shalt rest -on a'concrete base at least -3 inches above the adjoining ground level. CMC Section 1106.2 ' PLUMBING COMMENTS No comments rioted. ELECTRICAL COMMENTS Sheet 7 E1.. Please indicate the ceiling receptacle for the garage door as GFCI. CEC Article 210.8(A) E2. Please provide location of electrical panel. E3. In the exterior utility room at the left side of the residence, please provide at least one high, efficacy. lighting outlet containing a switch or controlled by a wall switch. CEC Article . 210.70(A)(3) ENERGY COMMENTS Sheets 7 & 8 , EN1. j Please indicate all lighting installed in the garage to be controlled by vacancy sensors. CEnC Section 150.0'(k)6 EN2. Please revise occupancy sensor in the laundry room to vacancy sensor. Vacancy sensors automatically turn lights OFF after an area is vacated of occupants, but requires lights to be turned ON manually. CEnC Section 150.0(k)6 & 100.1 _ EN3. Please show all bathroom exhaust fan switches separate from the lighting switches. CEnC Section 150.0(k)2B EN4. Detail A/Sheet 8: Please specify the following insulation values on the plans to match the energy report: a. R-23 insulation for walls - b. R-49 insulation for roof attic w ENS. Detail A/Sheet 8: Please indicate radiant barrier to be installed in roofs to match page 3 of the energy report. CEnC Section 150.1(c)2 GREEN BUILDING COMMENTS Sheet 3 G61. Cal Green Note, Water Efficiency "& Conservation E: Please indicate the maximum flow rate of residential lavatory faucets shall not exceed 1_2 gallons per minute at 60 psi. CGBSC Section 4.303.1.4.1 , Sheet -7 ' GB2. At the first floor bathrooms, please remove timer switches for exhaust fans. Bathroom exhaust fans must be controlled by a humidity control. CGBSC Section 4.506.1 Page -3 of "5 1 RB+ . Agency: County of Butte TRB+ Project Number: 16.054.134.1 . r ' GB3. To facilitate future installation and use of EV chargers, please indicate a listed raceway shall be installed to accommodate a dedicated 208/240 -volt branch circuit. The raceway shall not be less than trade size 1 (nominal 1 -inch in diameter). The service panel 'and/or subpanel shall provide capacity to install a 40 -ampere minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit overcurrent protective device. The raceway termination location shall be visibly marked as "EV CAPABLE". CGBSC Section 4.106.4.1 FLOOD ZONE COMMENTS .No comments noted. WILDFIRE EXPOSURE CONSTRUCTION REQUIREMENTS Sheet 5 W1. Please specify that the roof gutters shall be provided with means to prevent the ' accumulation of leaves and debris in the gutter. CRC'Section R327.5.4 STRUCTURAL COMMENTS . S1. Sheet 1: a. For the shear walls with openings (designed either using the method of Force Transfer • Around Openings of SDPWS 4.3.5.2, or Perforated Shear Wall of SDPWS 4.3.5.3), ,..please clarify on plans the lengths of the individualsegments:which are part of the shear walls. b. Shear walls of gridline C (at front of the building): i. It appears that the 8.5 -feet long shear wall by the stairs is not connected to any part of the floor diaphragm. ii. It also appears that the diaphragm at the walk-in closet (which is a sloping diaphragm) is not connected to the floor diaphragm (unless a collector is provided to share the load on this line). - Please verify and revise to reflect applicable connections or revise the lateral force calculations for this gridline using assuming loads are accommodated at the wall of the game room using appropriate lateral force demands. c. For the shear walls of gridline A, show how the two shear walls of MASTER BEDROOM (which support the sloping roof) are made integral with the shear walls of KITCHEN, as assumed in calculations of page 19. Please note that these shear walls appears to be interrupted by the ballooned framed walls of GREAT ROOM. Show on -the plan how continuity of the top plates for these shear walls 'is provided. . S2. Sheet 2: Please clarify on plans the lengths of the individual segments of all shear walls that are designed to include the openings, and designed per SDPWS 4.3.5.2 or SDPWS 4.3.5.3. y S3: Sheet 4: a. Some of the floor beams, such as beam B1, B7, and beams of gridline A, appear to be supporting shear walls.of second story fully or partially. Since such beams are - . F - Page 4 of 5 1 T RB+ . r 4 Agency: County of Butte TRB+ Project Number: 16.054.134.1 supporting discontinuous shear walls, this condition triggers Type 4 Vertical irregularity " ' according to ASCE 7-10 Table 12.3-2. Please provide calculations demonstrating compliance with Sections 12.3.3.3 and 12.3.3.4 (using seismic demands, and appropriate load combinations). b. Please clarify/verify whether the floor joists need to be extended over the WALK -1N CLOSET (bottom right corner). Please note that truss layout plan shows prefabricated trusses over this area. c. Please show the headers on gridline A located at/under the second floor level. d. Please show the post at the left end of beam B1, and at the right end of the beam adjacent to it. ' e. Please provide collectors along gridlines 2, 3, and A. S4. Sheet 5: a. Walls shown to be supporting the main roof trusses on this plansheet do not appear to _ match the second floor walls shown on sheet 2. Instead, it appears that these walls are those for the first floor. Please correct/clarify. Please also show headers under the' upper roof framing spanning over the correct openings of the upper story walls (not the first floor walls). _ + b. Please show posts intended to support the girder trusses (and the collector trusses that carry gravity loads) from upper to lower to foundation levels as applicable. c. Similar comment as above applies to the regular trusses which have high reactions, unless shown by calculations that the double top plates (with a nearby splice) can support the truss reactions. d. It appears that collectors will be required along gridlines 2, 3 and B. Please provide or clarify. e. Based on the truss calculations, some trusses utilize interior supports while some do not. Clarify on the plan where the interior supports are not intended/not allowed, and ' where they are required. Please ensure that the applicable beams/headers are designed including the truss reactions. f. Please cut a section along the eave of the porch roof to show the connection. ' S5. Sheet SN: For clarity, please expand the DESIGN LOAD section #9 to include all design loads and other information pertinent to the structural design specified in Sections 1603.1.1 thru 1603.1.9, such as the snow and wind load parameters. See CBC 1603.1. [END] Page 5 of 5 , RB+ 1 CO, C► RESPONSE TO PLAN CHECK Proiect: Cooper Residence Near Lofty View Drive Paradise,.,CA TRB+ Project Number: 16.054.134.1 BUTTE COUNTY AUG 11 205' DEVELOPMENT C SERVICES * EXP. CEIV ED gifi CC v 4 OF CALIF OI9II ` AUG 12 2016 Structural Plan Check Comments: TRB AND ASSOCIATE - 1a) See individual shear wall segment lengths (used in calculations) added to Sheet 1. Note that some shear walls/wall segments that appear on plan have not been used or included in calculations. 1bi) 8.5' shear wall at stairs braces high roof and landing/stair framing. Attached revised shear wall calculations for Gridline C, conservatively omitting the shear wall at the stairs, results in no required changes to shear walls at Gridline. C, therefore design ok as is. lbii) Load path is as follows. Second floor diaphragm at Bedroom 4 is connected to exterior shear wall at Bedroom 4, which is connected to roof diaphragm over Walk -in -Closet at first level, which is connected to exterior shear wall. No changes required. 1c) Low roof covered porch diaphragm connects shear walls at Gridline A. Porch beams are tied together at all splices per 4/SD5. ,See beam splice strap note added to Sheet 5 for clarification, 2) See individual shear wall segment lengths (used in calculations) added to Sheet 2. Note that some shear walls/wall segments that appear on plan have not been used or included in calculations. 3a) Shear wall above B1 is not used in calculations, therefore no changes required. 16' shear wall at Bedroom 2 and Kitchen stack over one another, therefore no changes required. Holdowns for shear wall above B7 transfer directly to wall framing below. See attached worst case compression post talc for first level (no changes required). See attached typical drag example Calc showing compliance with Section 12.3.3.4. 3b) Floor joists do not extend over Walk -in -Closet. See revised Sheet 4. 3c) See revised Sheet 4. 3d) See added post at left end of B1 and right end of adjacent header, 3e) See added strap/beam collectors at Gridlines 2 and 3. Gridline A collector occurs at beam line as noted in response to 1.c above, 4a) By others, 4b) See added posts on Sheet 5. Please note that posts also occur at plan for first and second level on Sheets 1 and 2 respectively. 4c) See attached top plate talcs for worst case regular truss reaction. Double 2x6 top plate per 9/SD1 is modeled as a single plate with half the load. IRE WEO FOR CODE COMPLIANCE AW 18 2016 TRIS AND ASSOCIATES IP 0 4•d) Drag trusses F01 and F07 provide collectors for Gridlines 2 and 3 respectively. Roof diaphragm and A35 clips (at F07) are adequate to transfer loads to shear walls. At Gridline B both individual shear walls at each end of wall line are capable of resisting full load (conservatively ignoring the other shear wall) with no changes to plan (see attached calc), therefore collector not required. 4e) See revised Sheets 1 and 2 for location of interior bearing walls. Beam/header loads include truss reactions. 4f) See detail 1/SD5 cut at porch eave on Sheet 5. 5) See revised notes section 9/SN for added information. 1 .4 • 1 RECEIVED Summit Structural Design AUG 12 2015 RKB Project: Cooper Residence Engingineer. TRB AND ASSOCIATES Desig^ not : Shear Wall Framing Total Resistive Segment Segment Lateral Wall Edge Overall Resistive Aspect Gravity OT OT Righting Net Wall Load Length Load Nail Length Length Ratio Load Height Moment Moment M/D Line jibs) (ft) (plf) (In) _ (ft) (ft) Factor (lb/ft) (ft) (ft -Ib) (ft -Ib) (Ib) 1•w 1477 11.50 128 6" 16.50 11.50 1.00 210 9 13297 28586 -234 1 -eq 615 11.50 .54 6" 16.50 11.50 1.00 210 9 5539 2B586 -704 2-w 2964 12.00 247 6" 12:00 12.00 1.00 210 9 26676 15120 1467 2 -eq 1932 12.00 161 6" 12.00 12.00 1.00 210 9 17392 15120 693 3-w 3267 10.00 327 4- 4.00 4.00 1.00 210 9 11762 1680. 2688 3 -eq 1932 10.00 193' 6" 4.00 4.00 0.89. 210 9 6957 1680 1487 4-w 889 7.00 127 6" 13.00 7:00 1.00 210 9 8003 17745 -203 4 -eq 492 7.00 70 6" 13.00 7.00 1.00 210 9 4431 17745 -478 A -w 1734 10.00 173 6" 16.00 10.00 1.00 210 9 15609 26880 -32 A -eq 1551 10.00 155 6" 16.00 10.00 1.00 210 9 113958 26880 .136 B -w 2456 19.75 124 6" 15.75 9.75 1.00 210 9 10911 26047 -299 B -eq 2708 19.75 137 6" 15.75 9.75 1.00 210 9 12037. -26047 -228 C -w 1451 26.00 56 6" 9.00 6.00 1.00 210 9 3014 8505 -232 C -eq 714 26.00 27 6" 9.00 6.00 1.00 210 9 1483 8505 -402 1-w 3484 14.50 240 6" 16.50 14.50 1.00 17S 9 31353 23822 1034 1 -eq 1874 14.50 129 6" 16.50 14.50. 1.00 175 9 16865 7.3822 156 2-w 6159 24,00 257 6" 24.00 24.00 1.00 325 9 55431 93600 -30 2 -eq 3696 24.60 154 6" 24.00 24.00 1.00 325 9 33267 93600 -954 3-w 6682 21.50 311 4•" 4.00 4.00 1.00 17S 9 11189 1400 2587 3 -eq 3203 21.50 149 6" 4.00 4.00 1.00 175 9 5363 1400 1131 4-w 2227 12.00 186 6" 6.00 6.00 1.00 175 9 10020 3150 1355 4 -eq 1172 12.00 98 6" 6.00 6.00 1.00 175 9 5275 3150 564. A -w 4210 14.00 301 4." 16.00 8.00 1.00 250 9 21651 32000 153 A -eq 3892 13.50 288 4" 16.00 8.00 1.00 250 9 20757 32000 97 8-w 5682 21.00 271 4 - 3.50 3.50 1.00 175 9 8523 1072 2251 8 -eq S Caw rj 4276 21.00 204 4 "' 3.50 3.50 0.78 175 9 ti (3357 '»� �«75228 I �� .6414 1072 145.-1 788..:`>° 1649 r�r i gib` COMPANY PROJECT p Summit Structural Design (DWOodWorks Aug. 8, 2016.13:56 mrpwma.ioa• woon nr.vr.,v • 87 Worst Case Column Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load TypeDistribution FACTORS: .F/1(p3i)CD . CM Ct ,CL/CP CF Cfu Cr Cfrt Pat- tern Location (ft) Start End Magnitude Start End Unit Loadl Dead Axial CRITICAL LOAD COMBINATIONS: (Ecc. = 0.00") 1908 lbs Load2 Live Axial (Ecc. = 0.00") 1264 Design Notes,, Load3 Snow Axial (Ecc. = 0.0011) 1083 .lbs lbs Load4 Wind C&C Axial (Ecc. = 0.00") 722 lbs Loads Earthquake Axial (Ecc. = 0.00") 2728 lbs Load6 Roof constr. Axial (Ecc. = 0.00") 722 lbs Self -.weight Dead jAxial 39 lbs Lateral Reactions (lbs): 8'-7.5" - — Cn — 0 0 - -- -- --- -- 8'-7.5" Lumber Post, D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2") — Support: Non -wood; Bearing length = column width Total length: 8'-7.5"; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 8.63 = 8.63 [ft]; Ke x Ld: 1.0 x 8,63 = 8,63 [ft]; Analysis vs. Allowable Stress (Dsi) and Defln'r-tion (in) Kine )n4,)- Criterion ne,). Criterion _ Analysis Value Desi n Value Anal sis/Design Axial fc = 267 Fc' = 517 fc/Fc' = 0.52 Axial Bearing fc = 267 Fc* = 2376 fc/Fc* = 0.13. Additional Data: FACTORS: .F/1(p3i)CD . CM Ct ,CL/CP CF Cfu Cr Cfrt Ci. LC# Fc' 1350 1.60 1.00 1.00 0.217 1.100 - - 1.00 1.00 14 Fc* 1350 1.60 1,00 1.00 : - 1.100 - - 1.00 1.00 14 Custom duration factor for Dead load =.1.08 CRITICAL LOAD COMBINATIONS: Axial LC 1114 = D+. 7`i (L• -S+. 7E) , P = 5140 1.bs D=dead L=live S==snow W=wind I=.impact Lr=r.00f•live Lc=concentrated E=earthquake All LC's. are listed in the Analysis output. Load combinations.: ASCE 7--10 / IBC 20.12 Design Notes,, 1'. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. is " 1`���ecbSit a 1.�1'�►'`'c�i �o, '. Summit Structural Design Project: Cooper Residence Engineer: RKB .Design of., Lateral Drags Lateral Overall Shear per length to Drag Drag Wall Load Length foot be dragged Load Type Line (lbs) (ft) (plf) (ft) (lbs) if applicable 1=w 1477 16..00 9.2.3 3..00 277 A 1 -eq 630 16.00 39.4 3.00 118 A 2-w 2964 36.00 82.3 24.00 1976 B 2 -eq 1979 36.00 .55.0 - 24.00 1320 A--1PPIk+„(,r� 3-w 3267 36.00 90.8 14.00 1271 A � 3 -eq 1979 36.00 55.0 14.00 770 A I.1'S 4-w 889 13.00 68; 4 3.00 205 A �y 4 -eq 504 13.,00 38..8 3.00 116 A ' A -w 1734 53.00 32.7 24.00 785 A A -eq 1589 53.00 30.0 24.00 719 A B -w 2456 68.00 36.1 15.00 542 A B -eq 6770 68.00 99.6 15.00 1493 A C -w 1451 68.00 21.3 12.00. 256 A r C=eq 731 68.00 10.8 12.00 129 A 1-w 2006 63.00 31.8 25.00' 796 A 1 -eq 1289 63.00 20.5 25.00 512 A 2-w ' 3195 63.00 50.7 39.00 1978 B 2 -eq 1807 .63.00 28.7 39.00 1118 A 3-w 3415 51.00 6.7.0 '16.00 1071 A 3 -eq 1301 51.00 25.5 16.00 408 A 4-w 1337 5.3.00 25.2 21.00 530 A •; 4 -eq 69.6 53.00 113.1 21.00 276 A ` A -w 2.476 68.00 36.4 13.00 473 A A -eq 2398 68.00 35.3- 13.00 458 A B -w 3226 68.00 47.4 13.00 617 A B -eq ` 3.606 68..00 23.6 13.00 307.- A C -w 1.906 68.00 28.0 9.'00 252 A C -eq 3.089 68.00 16.0 9.00 144. A .. Distribution COMPANY Summit Slructurol Oasiga PROJECT VIVO-OdNA/orkso No Aug. 8, 2016 18:28 Load2 Snow Point No 0.73 490 lbs Load3 QW Top Plato - No SOPnvARe rdit weer) nefri:n' Laad4' Ono, Poi nr. Design Check Calculation Sheet Woodworks Sizar 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (In) : ISO (,•lra (t+. Flt,. MT -1 3'•t 1.6' :Dred• - _ 51 t 119 250 199 1,46 236 201 :ad: - 737 171 tl: 730 626 9 573 091 1.50�_-- 5..00• 1.50 1.50 I.UJ• 1.00• 1.00• am baartng length soltingisod: 1' rOr On supports _ 4 Lumber -soft, D.Fir-L, No,2, 2x6 (1-1/2"x5.112") SUppons: All - Tlmber•so!I Boam, D.Fif•L No.2 Total length: 5'.5.5-: Lateral support: lops 01 supports, bottom= at supports: Oblique anglo: 00.0 deg: Repetitive factor applied whore permitted (rotor to online help): Analysis vs. Allowable Stress (psi) and Deflection (In) using NDS 2012: Crl cation Aual aia V.I.. Dca itn Value *4,2.0 i Anal rin qn 5 ear z^x •-� kV 2 l.0 ^.07 Sv/Fv' 0.94 8onttt Type Distribution Pat.- ena•n Location Iftl Magnitude Unit Stare End Start End Point No -0.73 340 to Load2 Snow Point No 0.73 490 lbs Load3 Daad Point No 2-'13 3490 lbs Laad4' Ono, Poi nr. No 2.13 490 lbs Loads Dead Point No 4.13 340 lbs Load6 Snow Point No 4.73 490 Ibn Self -,eight Duad Full UDL No 200 pit Maximum Reactions (lbs) and Bearing Lengths (In) : ISO (,•lra (t+. Flt,. MT -1 3'•t 1.6' :Dred• - _ 51 t 119 250 199 1,46 236 201 :ad: - 737 171 tl: 730 626 9 573 091 1.50�_-- 5..00• 1.50 1.50 I.UJ• 1.00• 1.00• am baartng length soltingisod: 1' rOr On supports _ 4 Lumber -soft, D.Fir-L, No,2, 2x6 (1-1/2"x5.112") SUppons: All - Tlmber•so!I Boam, D.Fif•L No.2 Total length: 5'.5.5-: Lateral support: lops 01 supports, bottom= at supports: Oblique anglo: 00.0 deg: Repetitive factor applied whore permitted (rotor to online help): Analysis vs. Allowable Stress (psi) and Deflection (In) using NDS 2012: Crl cation Aual aia V.I.. Dca itn Value *4,2.0 i Anal rin qn 5 ear z^x •-� kV 2 l.0 ^.07 Sv/Fv' 0.94 8onttt Additional Data: F'ACTOnSt F/Elpsil CD CM Cc CL CF Ctu Cr Cfrt Cl Cn LCO F•vY• 100 '1:!5 5.00 1.00 - - 1.00 1.00 - 2 !'by' 900 .1.15 I.00 !.00 1.000 11300 1.15 1.15. 1.00; 1.00 - 2. F'bY'- 900 1.15 ].00 1.00 1.000 1.300 1.15 1.15 1.0o 1.00 - 2 Fcp' 625 - 5,00 1,00 - - - .1.00 1.00 - - E' X1..6 mill tort ..00 1.00 - - - 1:00. 1.. 00, - 2 k'mir.' O. Sd niipion ].00 1.00 - - - - ],"0o' 1.00 2 CRITICAL LOAD COMBINATIONS: - Shear : LC b3 > 0.,:1, V 502, Y'durign 501 lb. ` a-J-90it LC 142 • U•:1, M . 217 11 Ft IJ endang i-!: LC s2 0•S, M !'16 lb. -Sc sof lactton: he i2 0•N ,live) LC 02 • D• r. (c sent± D>de d Lullve S•6now wNstlnd t•Smpaet. Lr•ronf'.IL- All LC'. ary 1.lsued :r. :he Annlys ie output _ Load Co:rbinat o::s: ASCE 1-10 / IBC 2012 CALCULATIONS: L. aee ton: EI :I3u06. lb-ln7. ElY •• 2e06 lb -6,2. -Live" d0el oetfon . Defl.oel:lun from all non-dand loads (live, wind. snowA Total Deflection !.SO -Dead Load Deflection) • Live Load Deflection. Design Notes: i. Wood Works analysis and design are In accordance wllh the ICC International Building Code (IBC 24912), the Natlonlil Design Specification (NDS 2012)• and NDS Design Supplement. 2. Ploose verify Incl the defoull deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: 1405 Clause 4.2.5.5 requhos Inst normal grading provisions be extended to the middlo 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Semi lumbar bonding members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5.80 am is (n a system of 3 or more members spaced 24- or less *part. System factors applied according to NDS 4.3.0 V t S ng x -x (1, 0 F'b1531 fh/1'b' 0.90 ' Y -y Ila 1260 Fb' = 1779 tb/rb' 0.71 8endingf-{ x -x to 0 Fb' . 1$31 fb/Ib' '• 0.00 Y'y fb • 614 Fb' 177= Ib/f*b • 0'. 38 DuadDofl'n 0.01 •• <L/595 Ll vo Dotl'n 0.01 - <L/999 0.04 a L/360 0.25 Tocol Uof3'n U.02 • 1./695 0.07 • L/240 Additional Data: F'ACTOnSt F/Elpsil CD CM Cc CL CF Ctu Cr Cfrt Cl Cn LCO F•vY• 100 '1:!5 5.00 1.00 - - 1.00 1.00 - 2 !'by' 900 .1.15 I.00 !.00 1.000 11300 1.15 1.15. 1.00; 1.00 - 2. F'bY'- 900 1.15 ].00 1.00 1.000 1.300 1.15 1.15 1.0o 1.00 - 2 Fcp' 625 - 5,00 1,00 - - - .1.00 1.00 - - E' X1..6 mill tort ..00 1.00 - - - 1:00. 1.. 00, - 2 k'mir.' O. Sd niipion ].00 1.00 - - - - ],"0o' 1.00 2 CRITICAL LOAD COMBINATIONS: - Shear : LC b3 > 0.,:1, V 502, Y'durign 501 lb. ` a-J-90it LC 142 • U•:1, M . 217 11 Ft IJ endang i-!: LC s2 0•S, M !'16 lb. -Sc sof lactton: he i2 0•N ,live) LC 02 • D• r. (c sent± D>de d Lullve S•6now wNstlnd t•Smpaet. Lr•ronf'.IL- All LC'. ary 1.lsued :r. :he Annlys ie output _ Load Co:rbinat o::s: ASCE 1-10 / IBC 2012 CALCULATIONS: L. aee ton: EI :I3u06. lb-ln7. ElY •• 2e06 lb -6,2. -Live" d0el oetfon . Defl.oel:lun from all non-dand loads (live, wind. snowA Total Deflection !.SO -Dead Load Deflection) • Live Load Deflection. Design Notes: i. Wood Works analysis and design are In accordance wllh the ICC International Building Code (IBC 24912), the Natlonlil Design Specification (NDS 2012)• and NDS Design Supplement. 2. Ploose verify Incl the defoull deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: 1405 Clause 4.2.5.5 requhos Inst normal grading provisions be extended to the middlo 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Semi lumbar bonding members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5.80 am is (n a system of 3 or more members spaced 24- or less *part. System factors applied according to NDS 4.3.0 V t S • COMPANY PROJECT Summit Structural Design WooclWo r kas'Aug. S. 2010630 Obllop Plala2 Design Check Calculation Sheet WoodkVorks SIzor WA Loads: p, Maximum Reactions (lbs) rind Bearing Lengths (In) : - - Lead Type IolaCcibution Pat- Location (ft) SLilr End H. -gr, I do Start End Unit a Dcad Po n[ 14 0 Oa J40 lb. L*Ad2 snow Point No1.00 490 Abs Load� Dead Point No 3.00 340 Itislo.d4 a,,- P" at N . o3.00 490 Ib. Loads Dead' Point No 5:00 340 lb. LojiJ6 si�ow Point 110 5.00 49 0. 1 ba Se Lw _2,ql,t aa d il UDL �L� U. 0 I[ I ,tared, nd 76 2e7 1.08 409 1 221 234 ..ad: - .124 332 4. 184 6 1 ng: sill 566 th I I I 11.5? 1.50 to .I q " OD• '..03' - Mum bearing length 5011 ng Used; I (Or end Suppu---.(!a Lumber -soft, D:FIr-L, Nol, 2X6 (1.1/2"X5-1/2") f Supports: All - Timber-sofl Beam, G.Fir-L No.2 I Total length: 5'.5.5': Lateral support: top. at supports, bottom= a, SUPPOnS: Oblique angle: 90.0 dog; Repetitive factor. applied whore permitted (rotor to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012; I Do" y 118 F, 20 f v / Fv 0.57 ft.dinq(-) x -"' fb c Fb' 1531 Lb/Fb0.00 1-1 fb 11.01 6- 1.179 , bl Vh 0:62 B,nding(-] x -x fin m a FW 1531. fb/ Fh: O.OD Y -V .1b .609i Ft. - 1775 fb/Fb 0.39 Deed Defl'a 0.01 • <L/959 Li -.-v Defl.'n 0.01 <L/99,9 0.04 n L/360 0,20 T.Lal D.ClIn e.2_2' Idat() U.07 L/24* 0.28 1 Additional Data: FACTORS , F'fE;PwcD5 lcm Ct CL er Ct. Cc cf,t c; Vvy, too 1.1 .00 1.04 Cni LC4 900 ':00 1` '2 I'by:. Soo 1.15 !.Oo �.Oo 1.000 1,09 1 F'by .!5 is , 0 0 .00 ' is 1.00 1 00 I.oDo 1.300 !.Is I Is 1. 1100 2 rf;P 625 .00 :00 1.00 1 1.6 million 1:00 1.00 .00 �.Oo 00 1 2 CRITICAL - O.!ie million .00 1.90 1. RI ICAL LOAD COMBINATIONS: 82r LC 417. • jj':S' v 649, V ... i9. 64- lb. Sending LC p! V.3: x : lb:; -fl "11:. 1!51 D.ndi -1: !,C ni 0 S M Is lbs -ft Ouf lees on: ..0 I,.3 V s2 D-5 D-de�idL-livt, 3-51- W -Wind I -imp -t Lr -roof Iivu L-con-enti,,ted E--thif-ke 411 C,I .'- tasted - theAnalyst.output .i Lead caubination: ASCE 7-I0 Ilic 2012 CALCULATIONS: Vv!!IeC - tion: El - 33"06 lb -l'.2 Ely 2006 lb -i.2 Live" def!oet.ian.. Deflection from all noji-dead loado !live, wind, snow 1 1, T-1 Deflection � 1.5011)od'd Lana Deflaftiian) � ivo Load Deflection. Design Notes: 1. Woodworks analysis am deSian are In accordance with the ICC International Building Coda (ISC,2012). [he National Design Specification (NOS 2012), and NOS Design SUPPIOmem. 2. Please vedry that thodegaull deflection limits are appropriate for your aptPication. 3. Continuous of Conliliverbal Seems: NOS Clause 41.5.5 rcqu11GsJhOt normal grading provisions ,be extended 10 the middle 213 of 2 span beams and to the full length Of Cantilovars and other spans.4: Sawn lumber bending members shall be latoratly supponod according 10 1110 Provisions Of Nos Clause 4.4. 1. 6. Boom IS In 3 System Of 3 Of more Members spacocl 24' or loss apart- SYSIQM factors OPP1ICd according to NOS 4.3.9 Summit Structural Design - Project: Cooper Resldence - - Engineer: RKB Design of : Shear Wall Framing - Total - '^ Resistive Segment Segment `Lateral Wall Edge Overall 'Resistive Aspect- Gravity OT OT Righting Net •� a Wall LoadLength Load Nail Length 'r Length . Ratio Load height Moment Moment M/D ' Line (ibs) If) (ft) ( (in) (ft) (ft) Factor (lb/ft) (ft) (ft -Ib) (ft -Ib) (lb) • 1.w - 1477. 11,50 - 128 6" 16.50 . ' 11.50. .1.00 210 9 13297. 28586 -234 1 -eq 615 11.,50 - 54 6" •., 16.50 t 11.50 ' 1.00 210 9 , 5539 28586 704 ' 2-w 2964 12.00 247 6" 12.00 12.00 1.00 210 9 2.6676 15120 1467- 467- 2 -e4 2 -eq 1932 12.00 161 6" 12.00 12.00 1.00 210 9 17392 15120 693 3-w 3267 10.00 327 4•" 4.00 4.00 1.00 210 9, 11762 1680 2688 r 3 -eq 1932 10:00 193 6" '4.00. 4.00 '• 0.89 210 '` 9 6957 ' 1680 1487 4-w ,4 889 ` 7.00 127 6" 13.00 7.00 1.00 .210 9 8003 17745 203 " -eq' 492': 7.00 70 6" 13.00 7.60 1.00 210 9 -4431 17745 '•478 ` A -w 1734 10.00 173 6" 16:00 10.00 '1.00 • 210 t . 9 15609' 26880 -32 - A eq 'r�8�w?F'� 1551 10.00 155 ��j��456�a`�`3}y =,1000 , �;�246�'�(rr�6n,';��� 6 16.00 10.00 1.00 °1000���s ', ++1+OOt�tx'�G,'210"� 210 9 f ` 9 rtJ� 13958 ' 22102+� 76880 .°� 10500; I+`+:IF1'S80 136 � ` - • ,' .rr il8 a t" r 4,! :10°U0� ta2708dia1.!t;1000.Gth�h�2713�rS4 ��`�tOvOQ Ell 418Q7x; 1-_, 243,17, ,1.�10500,i(ia - C -w 1451 26.00 56 6" 9.00 6.00 1.00 210', 9 3014 8505 •7.32 - C -eq •' 714 F 26.00 27 6" 9.00.. 6.00 1.00. '210, w 9 1483 8505' -402 ' 1-w- 3484 14,50 . 240 6" 16.50 14.50 1.00 175 9 31353 7.387.2 '1034 1 -eq 1874 14.50 129 6" -16.50 •14.50 1.00 175 9 16865 . 2387.2 2-w 6159 24.00 257. 6" 24.00 24.00 1.00 325 9 55431 93600 .156 -30 2 -eq 3696 24.00 154. 6" 24.00 24.00 1.00 t 325 9 33267 93600 "`=' •954 3•w 6682_' 21.50 311 4"' 4.00- 4.00 1.00 175 9 • 11189 1400 2587 3 -eq 3203 ' 21.50 149 6" 4.00 4.00 1.00 175 9 5363 1400 1131 * 4-w 2227 • 12.00. 186 G" 6.00 6.00 1.00 '' 175 9 10020 3150 T _ 1355 ' 4 -eq 1177. 12.00 98 G" 6.00 6.00 1.00 175- 9 5275 3150 564 A -w 4210 '14.00 301 4•" 16:00 ' 8.00 1.00 •250 9 21651 32000' 153 „ A -.eq 389.2 13.50 288 4•" 16.00 +; 8:OC 1.00 250 9 20757 32000 97. B -w 5682 21.00 271 4•" 3.50 3.50 1.00, 175 9 _ 8523 1072 2251 8 eq 4276, 21.00 204 4•" 3.50 3.50 0.78 175 - 9 6414 1077 1649 g1Q 7 "F rh2;2$,` ` �i h:' 3 •: t f� t 8175 x p�-� �9 3 i'��� �i'.6145 �i•t'i Ky�:,788 '' i 1891' +.`��' •i+Yut���uk , �`'e t I't et��3.00g1rt�,f��,7j �r 300 ;k F CFe9.::E.• 1177/cK'� s147$1(Sk"f l'Z'1,!':Iii(iChv: .'i� .1,1.00 .3 r 300w9, 0.67, *._1.751 s =,tc9in 3254i' , it78Sry . _ "( `921), js3 1 RECEIVED JUL 19 TRB AND ASSOCIATES Department of Development Services OnDEVEL01i.1.1 ��Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 SERVICES y PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B16-1534 ' Owner's Name: COOPER DUSTIN C & CHRISTINE E Assessor's Parcel Number: 050-020-002 Date of Application: 7/15/2016 Square Footage Verification No Chan e: g NOTES: F Verified By: Date: (Plan Check Signature) Confirmed TRAMT Updated by: Date:' — At Application: Change To: Living Area 3190 Garage Area 582 Covered Area 1151 Open Arux-- 0 Other U No Chan e: g NOTES: F Verified By: Date: (Plan Check Signature) Confirmed TRAMT Updated by: Date:' — RECEIVED _ AUG 12 2016 TRB AND ASbUUIA- MIRESIMMEEM --REVIIE ED FOR ODE COMPLIANCE �= AGO 1.201 TRE ANDP SSOCIATES . ..m.. w.,s i I _ r /. �\ /�-.ems 'p���L' `'� • I ' r /I{�.��/^ � I _ _ � 4 . tee.. ....w......a • ' �� .I, O\/ ^ �' ,. I_/ ' ...va w i.es r�l'C ✓>s �a� . � I J�•� I �. y { aka tw 'MTM 4I� :.j nTe�emwaow<I p 0 V LN, .. t..., ,. ...-,.�., � e�4n '^��� I .... �--�.N�.-„--- �� - .oHwLvuY yl �_M`^ya” a� - p?�• g-�` � � cam.= . at L03 m p } n Tyr o •I I AHe wooH s, 1� _ wooH. m _ nom_- _ f� C v0 I ' _ +.s. .....,...o. _ _ isr `I • �6 ce,.c.noE bv.. _ . _ ... I l.r um. m..I ° I•— v^� ..me.e ^\ 4I - WEABLE, S.N. !. rtl ruP..uv.rox - ".� • �._ � ..e rox� I � - - .....m.o na. - O ."- a�e.'.�.a u , WIHDOW IA Ls .w. , ! I �°ee>__.• r f ..,,. ,.. ..n..,,.>..e e..o...e., T go�•PL a •e.wnxr •^•a•• OLLUPANL Y6N�WK� roxv nre...ac..w eu.r. wro uxe. .l . e —NSTTRR"U'LTION TYPE: u.e...orraor,e..me •, •wc »e...,. xmmo.�auee -T _ ` �',o...,..,.. m.,,o.... ... Rv OHMET "PERMIT ..... 13uTTE COUNTY DEVELOOMENISW' _ L/\ �) RE ISY CQ iVIhLIANCE _ __ DATE ���� _ _ . �' T n Ali, it 9a9MM AiN 'i':i; '6�111 mum Ili: t it I > Z M 4voA iq Cl) Doi--------- - i5p P, 4--------------°-s N, .913 It qiy A IA MM c 0 All 1-2 \% MU '0 A A A Al A FIVE SEVIELOOM RESIDENCE for: i> COOPER NEARL PTY VEEN PRIVE.PARAP15E.CALIPORHIA 1,11! DUSTIN & CHIUSTINE �e{§ O' �EY A551255ORB P—EL NUMBER 050 - 020 - 002 - i, 2 STM BUILDING DIVISION APPROVED. NNW ----------------- — av ------ F 21 .1 MEE 2 STM BUILDING DIVISION APPROVED. 21 .1 2 STM BUILDING DIVISION APPROVED. i tt F^, lFy f{ j• 9 /� ao ; ii4�4� q •f{o Glijs�a ��•�FB yq1 L�o-f ':L:�i � 4 • �e r .$ g; I . jRq ACE rFf�j:1•j$!R°I 1 �T� �a4� - �� IR iii ,ed5o•f` ., aj _—�--' i••"• ,. •.� 9g f • I Ig. bag eAgE �Ei1Eg} ��eFa pp [p[ a _ � S: I ��• nA`�Ey14ER�E .�f�F�O: aY':FY b � F Y �.t i • •, a6 : ss IEJ. :t Y e6 a it (SI �FEh '�®' �, f iiaEt�9FF.TE69od aj •y.�s ;� ., �4, "t. - ' . 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CALIFORNIA A99E990R9 PARCEL NUMBER 090 - 020 - 002 E'91EEA i'�E� 9aaaNa ALV" a wig C13AOHdd%'I' NOISIAla ONIOline -AIN noo Pi4no IM Op L Am= 9 IV C� ISIAIO ONicnins no �UNnoo su- mca.d� mm — — — — — — — — — — — — — — — — OR I > c -0 F C Z m XOO M rfiz E a:m a seeeifFSI CPkpE E : •' 0 II A FIVE BEDROOM RESIDENCE for: filh ff� of fl L F GALIFORKIA A55ES DUSnN CHRMNE COOPER .E�. PTY VIE^ PRIVIE PARADIS 90.9�12-MSM 050 - 020 - 002 WEV If I ip E a:m a seeeifFSI CPkpE E : •' 0 II A FIVE BEDROOM RESIDENCE for: filh ff� of fl L F GALIFORKIA A55ES DUSnN CHRMNE COOPER .E�. PTY VIE^ PRIVIE PARADIS 90.9�12-MSM 050 - 020 - 002 WEV If I Ilk W a m 0 :10 c: e. A FIVE BEDROOM fteslviaNctz for: I I DUSTIN & CHRISTINE COOPER NEAR LOPTY VIEN DRIVE PARAO15E. CALIFORNIA 020 - 002 oil A55ES50RS PARCEL NUM3ER 090 Zil Ilk W a m 0 :10 c: e. A FIVE BEDROOM fteslviaNctz for: I I DUSTIN & CHRISTINE COOPER NEAR LOPTY VIEN DRIVE PARAO15E. CALIFORNIA 020 - 002 oil A55ES50RS PARCEL NUM3ER 090 r w ~ r �� �• � • . • • ., .PERMIT # • -s � YI6 • Y � � —l' .. iii E COUNTY DEVELOPMENT SERVICES pp i� E MPLIANCE PWR DA BY -TVA - HTCIRM - -- - PoN NTS, INC,4 ' BUTTE COUNTY DEVELOPMENT SERVICES.,. " REVIEWED FOR' ,CODE' COMPLIANCE' `Bvi-rE ' DATE 5 + BY R . COUNTY . Developer TRILOGY' CONSTRUCTION JUL 15 2016!` ' Project Name' -COOP ER RESIDENCE `DEVELOPMENT . " ' SERVICES.10 r _ Location . PARADISE, A. // Bldg. Contact:... RECEIVED Revisions s o • 1 s , t ,` • '.+ �t t `;� ... JUL•1 9 2016 . Date Changes TP,0 AND ASSOCIATES REVIEWED FOR CODE - COMPLIANCE ,•,' AUG1�2016. TRUSS ENGINEERING DESIGNED PER IBC 2012 (CBC 2013) / TPI 1.2007 t , y+' TRB AND ASSpC�gS TE PLATES I.C.C. ESR REPORT 32765 A5-20 /AS -18H5 ; MINIMUM PLATE DESIGN VALUES HAVE BEEN USED IN THE DESIGN OF THE TRUSSES' QaOFESS/0 L. GuNy r. 1* The truss design drawings referenced below have been prepared based on design criteria and requirements set forth in the Construction i Exp: J2/31R016 'P Documents,as communicated by the Truss Manufacturer.. 67407 2. The engineer's signature on these drawings Indicates professional • - �` ' engineering responsibility solely for the individual components to be able to resist the design loads Indicated, utilizing all the design parameter and materfals Indicated or referenced on each individual design. - ` 07/07/2016 ' 3 It is the Building Designer's responsibility to review the truss design ' Date: 7n/2016 ' . drawings to insure compatibility with the Building design. Refer to all notes on the individual truss design drawings. -Hanson Truss Components Inc. 4476 Skyway Drive Olivehurst, CA 95961 t Mailing Address:.PO Boz 31 Marysville; CA 95901 IL Phone: 530-740-7750 Fax: 530-740-7754 �9 a NOTE: r 2 ROOF PITCH TYP., U.N.O. OVERHANGS TYP., U.N.O. BEAMS TO BE PROVIDED B/O. PSON OR EQUAL HANGERS TO PROVIDED B/O. -FITS BELOW PLATE • HEIGHT TO' PROVIDED B/O. O STRUCTURAL PLANS FOR GE AND SHEAR BLOCKING.lj W Wy m z U W' Z f 2,z ill - .��• ■n ® �� -� � i���•�7 , • • • .. � �. .. ® �� �.` 1■ i■ 1■ ■II I■I Ill I■I I■I ®I wlr .. � �;, - �-- �--- a ecce■ee•eee�eee��ee_eee�eeseeee■ ecce -es Bili■■. ►�®� !, ■■■■ I MIME, •� [� �, SII. .� . • ONES MIN 0-00�l ONE I■�8■ ■!- �71�M10 11 11■�I e ' O •�-■ Rpm Ileiyie�e�eee�eeseseeee�.,ae� 4 10 /®10 ■l��■��■__ .� , ■■® ®� i 11 d,® 0 mi IL wmr s �eeo� ��r; _ ���I� ■ II I ■ his f l\�sm►l■ a • ® ® ®LdLa• ® • • i • i • / e Y I Hanson Components, Inc. Component Solutions""' Truss Version: 2016.5.1 (Build 51 Truss: A01 Project Name: cooperres Date: 7/7/2016 9:06:08 PM Page: 1 of 1 Span Pitch Qty OHL OBR CANTL CANTR PLIES Spacing WGT/PLY 24-0-0 8/12 1 1-9-0 1-9-0 .0-M 0-M 1 24 in 248 lbs T 4 4 N 1-B-0 3-0-0 2-10-0 ' I 3-0-0 I 510 I 5 I -08 I 18 I 4-5-12 I 22-1-00-0-0 •18-1-12 Note: The tap chord may be notched 1.5" deep by 641 3.5" wide at 24' o.c. max. unless noted otherwise. 3x81 6 3x5 I 3x4 - 3x4 - 1x4 I 1x4 l - 3x4 - 5x8 - 3x4 - 0-0-0 0-0-0 :1.0,1-/,33.) (4:Vfi,4-/,33.) (Y.Ud,a-if,3].) (m:ULra-�,ap.J (I 1:3-7,1-15,33.)(12:38,38,0.) (13:0-0,28,0.) (14:1-12.3-8,0.) (1 Reaction Summary 3T Type Bra Canho Brp NSdth Material Rqd Brg Width Max React Max Orae Uplift Max Wind Uplift Mme Uplift Max Hai. 5-10-0 45-12 3-0-0 I 4-5-12 Material Summary Bracing Summary 5-10-0 I 1C. DFL42 2.4 except: TC Bracing: Sheathed or Purlins al 5A-0, Pullin design by Others. Q� �/i/ ' 510-0 I 10.4-0 I 138-0 18-1-12 . 24-" Loading LU General CSI Summary Deflection L/ (loc) Allowed load. (psf) Bldg Code: CBC 2013/ TC: 0.65 (/-8) �/ert 7L 0.76 in L/ 371 14 L 1240 TCIL: 20 TPI 1-2007 BC: 0.95(12-14) Vert TL 0.09m L/999 (13-14) L/360 "CDL:8 Rep h4r In.-.: No Web: 0.43 (10-12) Herz TL 0.03 in 12 _ BCM: 0 D.0.1-: 1 15 % Creep Feta, Ker = 2.0 :1.0,1-/,33.) (4:Vfi,4-/,33.) (Y.Ud,a-if,3].) (m:ULra-�,ap.J (I 1:3-7,1-15,33.)(12:38,38,0.) (13:0-0,28,0.) (14:1-12.3-8,0.) (1 Reaction Summary 3T Type Bra Canho Brp NSdth Material Rqd Brg Width Max React Max Orae Uplift Max Wind Uplift Mme Uplift Max Hai. I8 Pin (Wall) 1 3.5 in Douglas -Fir -larch 1.50 in 1,145 Ila, - -98 !ter A8 lbs 129 lbs i2 H Rd[ (Wall) 1 3.5 in Daglas-Fh-larch 1.50 in - 1, 145 lbs - % A8 Its A8 Has 0 Iba Material Summary Bracing Summary pFESS! 1C. DFL42 2.4 except: TC Bracing: Sheathed or Purlins al 5A-0, Pullin design by Others. Q� �/i/ 3.6 DFL SS 2x4 6A DFL SS 2.4 1. BCDFL#IB 2x4 except: BC Brazing: Sheathod err Purlins a 10-0-0, Purlhs design by Others. Exp: 120 1/2U 16 P 12-13 DFL#22x4 , Webs � DFLStd/Smd 2x4 LU Loads Summary COUNTY I) This truss has been deigned fa the effects due 10 chord lice lad plus dad Inds. gU-�'E ofd balanced deign &new lou. (Ps = 18.1 pouf) and umbdonmd deign snow lades (8 /12, pouf wind, 18.1 p 2) This trona has been designed Gtr the a ed design Calc, wy miWlyosc cd with the (clawing user defined input 29 psfgrand snow lad (Pgj, Terrain Cazcgary C, Fiposure Category PardallyFxped e aecudonm with ASCUl - ae a 5.3 ith A mild/ a DIVISION 1.)for (Cc3)' = C on = Roof Slope Facto (Cs =0.914 DOL- 1.15. Building Catsigned (I = 1.01 Thermal Condition All Others BUILDING e w AS 3) This truss has hem deigned 6r the 01 O d l Bl loads s axadmm with ASCE/ -10 with the following use defend input 1 O mph ultimate, nc Wide C, Fully Enclosed, s Gablehiry, Building Category Q (I= 1.00), Dserdl Bldg Dims 25 fix 60 4 h = 15 f4 Fad 7aee Truss, Both and wets omeidad. DOL- 1.60 , CC Zinc Width 3 8 4) Maimum storage aide lading in accordance with IBC 1hble 1607.1 has been applied 5) A 250 lbs mooing point lice lad has been applied tothe BC concurrent with aha dad lade. APPROVED Member Forces Summary Table radiates: Member In, ilex CS4 max axial face, (toms cempr. form itdifferent from mats extol face) TC19.1 0.265 59 lbs 5-6. 0.462 204 lbs (-115 lbs) 10-I1 0.242 191 lbs (-54 lbs) 6-7 0. 460 205 lbst-I IS Raili 1-20 0.265 59 lbs (-54 �)I7-9 I2-4 0.427 -1,074 lbs 0.648 -1 022 Has 14-15 0.629 800 lbs (-0 IM)l 16-17 0.631 800 The -0 its Webs 1 -IB 0.155 236 lot (-2031hs) 5.16 0.130 3081bs 10-14 0.121 275 Its (-2 lba) 2•IB 0.428-t,166lbs 5.7 0.217 -1,098 an 10-12 0.428 -1, 167 IM 2-17 0.122 2751hs (-1 lbs) 7•Is 0.130 3071Is 11-12 .0.155 236 Has (-203 lbs) pFESS! 4-17 0.090 221 lbs (-IOI lbs) 8-14 0.095 233 1hs (-101 iha) Q� �/i/ Notes: 1. 1) Attach aruc u al gable block& with 1x4 20p plates and stacka chords with 2x4 20ga, U.N.O.' Exp: 120 1/2U 16 P 2) This truss has been designed using the green lumber reduction faders. 3) When this truss has been chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used. Fabrication tdaance= 5 Yo. LU 4) Wtcd wild uplift reactions hand on MWFRS Only loading. W 67407 5) Bering material shown in the abuse table has only how checked for resistance perpendicular to grain, and does net indicate adequacy o fmaeiat for other design considerations. h 6) This truss has been designed for ir�plane wind loading. For bracing requirements for at-cf-plane wind loading, refer to the Construction Documents and/or B(SI•133 7) This gable has been designed for 12- (max.) rake overhang. /07/2016 NOTICE A copy of this design shall be furnished tothe anion contractor. The design ofthis individual truss is hated an design criteria and requirements supplied "t Truss Menubcoorer and reties updi the I Simpson Strong -Tic Company actatracymd completeness tithe itfamadm set forth by the Building Designer. A seal on this drawing indicates acceptance dprdosaional engineering retpansihilitysdety for thetruss component deign shcxvn. Sn the - page and the "Important Inf rnadon &General Noes" page for additional information. All ®nerxer planet shall be manufactured by Simpsm String -The Company Inc in eoeada ce with ESR -2762 . All esnnmor plate at 20 gauge, unless the specified plate sin is followed by "-I8" which indicates an 19 gauge plate, or "S# I8", which indicates a high tension 18 gauge plate Hanson Components, Inc. Truss: A02 _, Project Name: cooperres Component SolutionsTyl Date: 7/6/2016 10:00:39AM Truss Page: 1 oft Version: 30165.1 [Build sl Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 24-0-0 8/12 1 1-9-0 1-9-0 0-M 0-0-0 1 24 in 217 lbs 1-9-0 3-0.0 2-10.4 4-13 2-0-9 2.0-8 4.1-3 2-10-4 3-0.0 1-9-0 1 3-0 0 I 510 1 9 11-7 12-0 0 I 14 0 i I 16-1-12 I 21-0-0 I 24 0 i 6x61 4x4 - - 8x8 - 8x12 l 10x1 o - 4x4 - 0.0.0 0-0.0 Reaction Summary JT Type Big Combo Big Width Material Rqd Big Width Max ReactMax Gov Uplift Max Wind Uplift Max Uplift Max H.A. 510.4 129 His 12-3-8 0 His 510-4 TC 1.12:7-1/4 VERSA -LAM 2.0 2800 DF -pt 7C Bracing Sheathed or Purlins m 4-5-0, Pudin design by Othra. I - 510.4 1 18.1-12 BC DFL 42 2.12 BC Bracing Sheathed or Purlins at 8-5-0, Pudin desig by Othm. 1 24-0.0 I Loading General CSI Summary Deflection L/ Ooc) Allowed Load, (poo BldgCodc: CBC 2013/ TC: 0.51 (8-10) Vat T?• 0.56m L/500 (14-15) L/240 TCLL: 20 TPI 1-2007 BC: 0.77(14-15) VaI I.L.013m L/999 (14-15) L/360 TCDL: 8 Rep Mbrloaesse: No Web: 0.55 (10-12) Hoes7L• 0.02m 12 Member Forces Summary Table mdimtc: Member m, max CSI, rnax axial four, (®t smpt forts if different Bom -axis) fora) BC1L: 0 D.O.L: 115% - -2 0.145 197 lb 111 18 0.159 59 Ibs (51 iba)I8-10 14-524 Crap Furc or, K=2.0 511 7. .1272 BCDL: 10 Pfau OBsets(1nt),Y,Ans: (1:1.12.3-1,90.) (2:0-0,4-3,33.) (3:1-2,1-11,33.) (4:0-0,7-3,90.) (5:1-1-1,0-0,0.) (6:0-0,5-15,90.) (7:1-1-1.0-0,0.) (8:0-0,7-3,90.) (9:1-2.1-11.33.) (10:0-0.4-3.33.) (11:1-12.3-1.90.1(12:3.8.114.0.) (13:0-0.5-10.0.) (14:1-12.9-0.90.)(15:1-12.9-8.0.1 (16:3-8.114.0.1 Reaction Summary JT Type Big Combo Big Width Material Rqd Big Width Max ReactMax Gov Uplift Max Wind Uplift Max Uplift Max H.A. •16 Pm (1Vag) 1 3.5 n Douglas-F.-lmrh 1.68 in 1,595 lbs - - - 129 His 12 H Rog (Wag) 1 3.5 in Douglas-Finlmch 1.68 in 1,595 lbs - - - 0 His Material Summary Bracing Summary TC 1.12:7-1/4 VERSA -LAM 2.0 2800 DF -pt 7C Bracing Sheathed or Purlins m 4-5-0, Pudin design by Othra. 17-3 DFL SS 2x4 9.18 DFL SS 2x4 BC DFL 42 2.12 BC Bracing Sheathed or Purlins at 8-5-0, Pudin desig by Othm. Webs DFL Std/Stud 2x4 Loads Summary l) This truss has been designed forthe ellims due to 10 line load plus dead loads ed design ow l 2) This Dues hen been designed forihe efferas of a balanced desig snow load (Pse 18.1 peso and "balanced design snow loads (B /12, 5.4 psf wind, 18.1 psf la, 23.6 psf lee over BUTTE COUNTY peakto 5.3 ft) forhips/gables in accordance with ASCE7 - 10 with the fogowinguserdehned input 29 psf gourd mow load (Pal Tensin Category C• Exposure Category Paniagy Etpoad(C.- 1.01 Building Category 130-1.01 Themis) Condition All Others(Ct- 1.01 Roof Slope Factor (Ca - 0.911 DOL -1.15. 3) his truss has been designed foe eff rthect of -,d..wind loads in tdance with ASCE? -10 with the following morde5ned input 110 mph ult®q Fi tposum C, Fully Enclosed, BUILDING DIVISION Oab'dAip, Buildmg Category B 0 - 1.001 Ou-11 Bldg Dims 25 Rx 60 fi, h - 15 ft, End Zone Truss, Both end webs considered. DOL- 1.60 , CC Zone Width 3 R 41storagevinstet loading in as with BC he 1607.1 has been applied A250 lm been a B 5) A250 lbs moving point line load her been applied m Ocie BC enncunent with other dead )Dada. APPROVED 6) Aeric Boor mo hes been designed as a living aro with 40 pstftoor line load and a 10 paf800r dead load, and the intaiorveniW webs and ceiling has been designed (ora 5 pat dead IoM. Member Forces Summary Table mdimtc: Member m, max CSI, rnax axial four, (®t smpt forts if different Bom -axis) fora) TC17-1 0.15959 16: 5.6 0.395 822 lbs 10-11 0.145 1971bs (-51 lbs) -2 0.145 197 lb 111 18 0.159 59 Ibs (51 iba)I8-10 14-524 511 7. .1272 llbs 0.403 bs 0.403 1205 bs 2.16 0.547 -1,852 lb. 5-7 0.287-2,2031bs 10-12 0.547 -1,852 His 2-15 0.051 116 lbs (-20 lbs) 8-14 0.413 93416: II -12 0.144 247 lbs (-199 Notes: ')his buss has been designed using the given lumber reduction froom. 2) When this truss has been Chosen for quality assurance inspection, the Double Polygon Method pallil 1-2007/ChV=3 shag be used. Fabrication tulamee- 5 %. 3) Listed wind uplift tractions bead on MWFRS Only loading 4) Bottom chord to the open mcs ofthis was meas 1/360 for live load and 1/240 for total load deflation criteria S) Being materiel shown in the above table has only been obeetxd for resistance perpendicular to gone, and does not indicate adequacy of twaial for other design mnsidemOons. y/�3 1. cuN�(F�\ 4 sap: 12/31/2'-6 'P y M 67_407 b /2016 NOTICE Aenpyof this design shall be &mishd to the ertctioo enntxaaor. The deign ofthis individual truss is based on design ciitcriaend requirements mppgd bytheTmss Manufacturer and reties upon the atcurecy Simpson Strong -Tic Company and con icuor s of the information set forth bythe Building Designer. A and on this dmwmg indicates acceptance ofprofessionn engineeringmponsibility solely for the truss component design shown. Ser the cosec peg: and the "leponmt Information & General Nota' page for additional mfotmetion. All connatorplao shall be manufactured by5iopson Swng-Tic, Company, Inc in accordance with PSR -2762 . All connector plata ere 20 gaup, unless the sprd6d plan sin is followed bya "-1 8" which indirarn an 19 grog plate, or IS# 18', which indicates a high trusion 18 giug plan, Hanson Components, Inc. Truss: A03 " Projer t Name: cooper res. Component Solutions'*" Date: 7/7/2016 2:52:56 AM Truss Page: 1 of2 Version: 2016.5.1 [puiid 5] Span Pitch Qty OHC, OHR CANT L CANT R PLIES Spacing WGT/PLY 24-0-0 8/12 1 1-9-0 1-9-0 0-M 0-M 2 48 in 225 lbs T SQ i 27.6 0 1-9-0 1 3-0-0 I 2-10-0 I 3-0-0 5-104 94- I 9 1 20I I I 0J -0 1 I 21-01-7 2 4-1 24.0-0 8xB \ .2x4 I 8x8 8x8 - Bx12 1 10)(10- US- 2x4 1 0.0-0 - 0-0-0 3-0.0 2-104 12-3-8 2-11 3-0-0 5-1D4 18-1-12 21-0-0 24-0-0 Loading Matt Uplift Max Hair General - -257 Its ' CSI Summary Deflection L/ (loci) Allowed Carried loads (psf) TC1.1 12.7-1 /4 VFRSA4AM 2.0 2800 DF ...pt TC Bracing: Purlins at 5.1-0, Purlin design by Others. . Bldg Code: CBC 2013/ TC: 0.65(7-9) Vat n 0.68 in L/416 416 (14-15) L/240 RnnfStim(Ps): 29.5 paf 1-17 DFL #22:4 10-11 DFL#22x4 TPI 1.2007 BC: 0.84(14-15) 3trt IL 0.22 in L/999 (14-15) L1360 TCDL: 9 Rep Mhr Increase: No Web: 0.80 (I-16) Hors Tl: 0.02 in , I 1 BCIL: 0 D.O.L : 115% '5) This truss has been designed for the effects afwind Inds in aacordanenwith ASCE? - 10 with the following uscr'defined input 110 mph ultimate, Expreure C, Fully Enclosed, Creep Fana, Ka = 2.0 , BCDL: 10 - 7) A250 IM moving point live load has been applied to the BC concurrent with ether dead loads. 9) Atuc ftm am has been designed as o living men with 40 psf flea live lad and a 10 psf Boa dead lad, and the hnerta vertical wed and odlmg has boar designed for a 5 paf Plate Oficts QntYY,Angr (1:3-0,2-3,33.) (2:2-0,24,33.) (3:0-0,8-3,90.) (4:1-1-1.0-0,0.) (5:0-0,5.11,45.) (6:1-1-1.0-0,0.) (7:0-0,6.15,90.) (8:1.2,1-11,33.) Distrbtaed I=& Member locadam l locadm 2 Direction Strread Sart load End load Trib Width - (9:1.12,3.1,33.1 (10:3 -8.1-14.33.)(11:1.12.114.90.112:1.12.114.0.)(13:-0.5-10.0.) (14:24,84,90.) (15:2-5.9-8.0.) (16:1.12,114,0.) Reaction Summary 3T Type Bra Carbo Bra Width Muffin] Rqd Bra Writ Max Reay Mme G - Uplift Max Wind Uplift Matt Uplift Max Hair 17 Pin (Wall) 1 3.5 in Dcuglas4:if-Ionh 2.37 in 4,437 lbs - - -257 Its ' 11 H Roll (Weil) 1 3.5 in Dauglas-Fir-larch 1.86 in 3,495 lbs - - - 0 Its Material Summary Bracing Summary " TC1.1 12.7-1 /4 VFRSA4AM 2.0 2800 DF ...pt TC Bracing: Purlins at 5.1-0, Purlin design by Others. . 121.11P-016U/l/,�(C�C �, Exp: m 18-2 DFL SS 2x4 8-19 DFL SS 2x4 Uj rn 67.,407C %n BC DFL#2 2:12 BC Bracing: Purlins at 7-8-0, Purlin design by Others. Webs DFL Std/Stud 2x6acept r 1-17 DFL #22:4 10-11 DFL#22x4 ^O' 1N TY Loads summary B ��� 1)This wsahas hem designedforrr the effects due m10C lend plus dead loads. GvpIvVISION Uw-tchordC anive 2) Standard loeda m Trusses Carried by this G'uder: TC [iv<= 20 psR 7C Dead = 8 paf; BC Live = 0 pet: BC Dead = 10 pst BvILDIN 3) This wsa u ntln in accordance with ASCE/ -10 erupt rated, with the (drawing ueor defined input psf designed for the e8has edhalanad snow Icada is hied l a d hese hem ignored and the grand snow lend hu been used for the rmf'snaw lend (Pe -Pg), DOL- 1.15. Ifthe rad grand load noun a NOTE All ftm/lding ^ ED differs from esign r & am6gurerim differs frau hip/gade, Building Designer nhdl verify snow Imda. ed. A pv 4) This was has net been designed for the effects dunlnlmnoed snow loads. 1�t{� /y '5) This truss has been designed for the effects afwind Inds in aacordanenwith ASCE? - 10 with the following uscr'defined input 110 mph ultimate, Expreure C, Fully Enclosed, Crade/Hip, Building Caegoryll (1= 1.00). Overall Bldg Dims 25 ft x 60 E h = 15 ft, End 7mc Trues, Bah end wxhs cmeidcred. DOL- 1.60 , CC tam Width 3 fl 6) Minimum ataagc anis loading in aeeadance with IRC 7hde 1607.1 has bear applied - 7) A250 IM moving point live load has been applied to the BC concurrent with ether dead loads. 9) Atuc ftm am has been designed as o living men with 40 psf flea live lad and a 10 psf Boa dead lad, and the hnerta vertical wed and odlmg has boar designed for a 5 paf dead Ind. Load Case Lrl : Std Live Load Distrbtaed I=& Member locadam l locadm 2 Direction Strread Sart load End load Trib Width - Tap Chd 12-0-0 259-0 -Down Pry 20 psf 20 psf 12 in Tap Chd 3-0'012-0-0 Down Pry 20 psf 20 psf 48 in ESS/p Tap Chd 3-0-0 8.6-0 Down Prcj 85.5 plf 85.5 plf Top Chd ' -1-9.0 .25-M Down Pruj 28.5 psf 28.5 pct 12 in RpF OQ v( L. G, i PointLM& MenLDirection Lead TrT 1KdN " ocaum Ba Chd 3-0ow -0 D 249 16s 121.11P-016U/l/,�(C�C �, Exp: m Bra Clad 18.1-12 13- 409 Its 12-0-0 Dawn Uj rn 67.,407C %n Tap Chd 108 IM r 1 It 07/07/2016 NOTICE Aapy afthis design shall be furnished tothe aecdm contractor. The design afthis individual truss is based an design criteria and requirements supplied "eTruss MMU&CO Ter and relies upon the Simpson Strong -Tic Company ecmracyand completeness o fthe information en forth by the Building Designcr. A sed an this drawing indicauctacceptaractol7profiessioral engmerrmg retpmsibigtyadely fa the wee e®ponent design shresn. See the cocci page and the "Impmmt lmfaenuim & General Nara" page for additional infermaim. All oennertor plan shall bemmufacturd by Simpsen String -Tie C®pany Incin nocadanawith ESR -2762 . All ccnnccta plan me 20 gnug4 unless the specified plmc sill is followed by a "-1 B" wbich indicates an 18 gauge plaq a "s# 18", which indicates a high tension 19 gmgc plate 'Hanson Components, Inc. Component Solutions"' Truss Version: 2016.5.1 [Build 51 Span Pitch Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY 24-0-0 8/12 1 1-9-0 1-9-0 0-M 0-0-0 2 48 in 225 lbs Load Case DI: Std Dead Load — Truss: A03 D grhaed Loads PmjectNan= cooper res Member location 1 brim 2I)irectim Snread Start teed rad toad Trib Width Daze: 7/7/2016 2:52:56 AM ' Page: 2 oft Span Pitch Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY 24-0-0 8/12 1 1-9-0 1-9-0 0-M 0-0-0 2 48 in 225 lbs Load Case DI: Std Dead Load — 4 > D grhaed Loads " Member location 1 brim 2I)irectim Snread Start teed rad toad Trib Width Top Chd 3-0-0 86-0 Dove Prg 50 psf 0 psf ,. 48 m - Tap Cbd •1.9-0 3-0-0 Down ,Pro 8 par 8 psf 12 in Tap Chd 12-0-0 25-9-0 Down Pry 8 psf 8 psf 12 in Tap Chd 3-0-0 12-" Dorm Pry 8 par 8 pat . 48 in adChd 0-0-0 3-" Dow Pry 10 psf 10 p.f 12 in BarChd I5-1-12 24-0-0 Doan - Pry 10 psf 10 psf 12 in Bot Chd 3-0-0 I8-1.12' Doan Pry 10 psf 10 pat 48 in -0 Top Chd 3-0 86-0 Doswo Pry 54 plf 54 plf _ Tap Chd •1.9-0 25-9-0 Down Pry - 8 psf 8 psf 12 in Bot Chd 0-0-0 24-0-0 - Dawn Pry 10 psf 10 pat 12 in Point Loads Member r location fhreetietm lead TribWdth BaChd 3-0-0 Dow - 123 lbs oan 1 Bot Chd " 18.1-12 D931hs • Top Chd 12-0-0 Down 43 lbs Member Forces Summary Table indica: Member M, tan CSI, max axis] face,(— mnpc form ifdiflermt from mm axial form) TC 18-1 0.141 .50 lbs (-7 lbs) 4.5 0.490 1,081 lba 9.10 0.157 -1,649 lbs 1-2 0.183 -2,048 Us 56 0.539 974 lbs 10-19 0.141 50 the (-7 lbs) •• 2-3 0.550-2,3531Its 6-7 0.511-1,5251bs ' - 3-0 0.559 -1 659 Its 7-0 0.653 •2 1891Its BC I I-12 0.070 42 ih (•22 lbs) 14-15 0.845 1,5431hs 16-17 - 0.143 107 lbs (86 lbs) 12-I4 0.376 13761bs 15.16 0.485 16961bs Webs 1-17 0.355 -2,061 Ih 3.15 0.421 952 ]bs 9-12 0.213 -1,043 the 1.16 0.801 1,9031bs 46 0.547-2,8511ba 10-12 0.642 1,544 lbs ' 2-16 0.150 -747 Its 7-14 0.510 1,168 the 10-11 0.283 •1,659 [be 2-15 0.070 -307 lbs 9-14 0.127 288 Its Notes: ' 1) This truss has hens designed using the green lumber reduction Factss. s 2) When this truss has been chosen for qualityassurance inspection, the Double Polygon Method per TPI 1-2007/Chaptcr 3 shall hued. Fabrication tolerance = 5 3)1be for— shown for this multiply truss are per ply and the reactions we for all plies. 7ivo identical trusses shall be built and attached as fdlaws: TC • I row of l0d Nails or Guo Nails [min 0.120- dia. x 2 7/9" long) @ 4.25" ore, Except TC 2x8 - 2 staggered rows of 10d Nails or Gun Nail. Irvin 0.120" dia. x 2 7B" long] @ 6" o.e., BC • 3 staggered rows of I ad Nails or Gun Nails [min 0.120" dia. x 2 7/8"long) @ 12" o.c. , Webs - 1 row 10d Nails or Gun Nails [min 0.120" dia. x 2 7/8" long) @ 9" ac.. 4) Where required, sufficient hangers shall be provided (by others) to r®ist rearirla shown. hj 5) Install the screws/nails on we side; dons gip trus. Screws/nails shall be installed in the same trues ply that the hangers at attached to - 6) laeaal bracing shall be attached to each ply. •' 7) All fistmers minimum 2.12' long, unless otherwise noted. , 8) Nails in 1 st and 2nd ply shell be staggered from successive plies by 12 the nail spacing. 9) rioted wind uplift rraetims based on MWFRS Only leading. - 10) Return chord in the open am of this traaa mens 1/360 for live load and V240 for total Iced deflection criteria 11) Bearing material shown in the above table has only been checked for resistance perpendicular to grain, and dm net indiateadequaey of material for other design considerations. r • r 4 > r " r • r cotN o� 13UILD1I4G[ t*16 . AP PROVED L. G.i/N\ Fop: ]2n[12016rn p y m 677407 '/07/2016 NOTICE Acepy afthis design shall be furnished tothe crmion contractor. The design cfthis individual trace is lased on design criteria and requirement supplied bythe Truss Manufadurcr and relies cpm tnc I Simpson Strong- I le Lompany amtraeyand completeness ofthe information act forth by the Building Designer. A scab on this drawing indicates mcepUmm of profrmmimal engineering responsibility adelyfr the true etmpment deign shwm. Sm the carr page and the "Important Information General Ndet" page for additional infrmetim. AD emmxter plate shall be manufactured by Sampson Strong -Tie C®pany Inc m amordanm with FSR -2762 . All cmnmtrr plates we 20 gauge, unless the specified place size is followed by a "-18"which indicates an 18 gauge plate, ar "SN I8", which indicates a high tewion 19 seise plate. r " cotN o� 13UILD1I4G[ t*16 . AP PROVED L. G.i/N\ Fop: ]2n[12016rn p y m 677407 '/07/2016 NOTICE Acepy afthis design shall be furnished tothe crmion contractor. The design cfthis individual trace is lased on design criteria and requirement supplied bythe Truss Manufadurcr and relies cpm tnc I Simpson Strong- I le Lompany amtraeyand completeness ofthe information act forth by the Building Designer. A scab on this drawing indicates mcepUmm of profrmmimal engineering responsibility adelyfr the true etmpment deign shwm. Sm the carr page and the "Important Information General Ndet" page for additional infrmetim. AD emmxter plate shall be manufactured by Sampson Strong -Tie C®pany Inc m amordanm with FSR -2762 . All cmnmtrr plates we 20 gauge, unless the specified place size is followed by a "-18"which indicates an 18 gauge plate, ar "SN I8", which indicates a high tewion 19 seise plate. Hanson Components, Inc. Truss: A04 Project Name: cooper res ComponentSolutiuns"' Daze: 7/7/2016 2:53:02 AM Truss Page: 1 of2 Version: 2016'5.1 [Build 5) Span Pitch Qty OHI, OHR CANTL CANTR PLIES Spacing WGT/PLY 24-0-0 8/12 1 1-9-0 0-M 0-M 0-0-0 2 48 in 222I1as f 4 4 N 1-9-0 4-1-3 I 2-0-9 2-0.92-10-4 3-0-0 x104 9-11-7 12.0-0 14-0.9 1&1-12 21-0-0 24-0-0 8x81 2x4 1 - 8x8 - 8x8 - 8021 1000 - 8x8 - 0-o-0 0.0-0 3.0.0 2-10-4 12-3-e 2-10.4 3.0-0 510.4 18-1-12 21-0-0 za-o-0 Loading General CSI Summary Deflection L l (loc) Allowed Load Carried lds(pst) Bldg Code: CBC 2013/ TC: 0.65(!-9) Vkrt7L 0.68 in. L/415 (14-15) L/240 Roofsoow(Ps): 28.5 psf TPI 1-2007 BC: 0.85(14-15) Vert U.,0.22 in L/999 (14.15) L/360 TCDL: 8 Rep Mb, Increase: No Web: 0.80(1-16) Her. TL 0.02 m 11 - BCIL: 0 13.0.1- : 115% Creep ctorKc = p Fa, 2.0 (9:1-12,3.1,33.) (10:3$,1-14,]3.)(11:1-12,114,90.j12a-12,114,0.)(13:0-0,5-10,0.) (142-5,84,90.) (15:24,9$,0.) (16:1-12,114, (17:1-1 2 114,90.) 11 2x4 Reaction Summary -1-9-0 JT Type Bra Campo Bra Width Material Rqd Brg Width Max Rena Max G—Uplift Max Wind Uplift Max Uplift Max Her. 17 Pin (Wall) 1 3.5 in Dmglas-Fir4.ar h 2.37 in 4,440 Ips - - 381 Ips I 1 H Rall (Wall) 1 3.5 in Dmglas-Fir-Imdt 1.83 in 3,433 Ips - - - 0 Ila Material Summary Bracing Summary 3-0-0 TC 1-12x7-1 /4 VERSA -LAM 2.0 2800 DF uapt: TC Bracing: Purlins at 5-1-0, Purim deign by Oth as. P Down I8-2 DEL SS 2x4 8-10 DFL 552x4 20 pat BC DFL#2 2.12BC Bracing: Purlins at 7$-0, Purlim design by Others. COU NiY Webs DFLStd/Stud 2.4 except , BUTTE 1-17 DFL#22x4 104 I- DFL #22x4 Down Dawe Loads Summary BUILDING DIVISION 1) This has ben designed tared effects dire er 10 t sherd lice load plan deed loads. (� C Liw = 2) Standard Linda m Trusses Carried bl titin Grder: TC I3se = 20 pst; TC Dead = 8 psi; BC Lne = 0 peR BC Dead = 10 psC and TF Point Loads 3) This truss has been designed for the effects ofbalanced anon lands for hips/gable in accordance with ASCE/ - 10 except as noxod, with the follawing user defined input 29 par APPROVED 44 grand snow lead (Pg} NOTE All fiWaloped roof factors have been ignored and cite ground anew land has been used for the rod snow load (Ps = Pill DOL- 1.15. If the roof I—ion Direction eon6guraiian differ. from hip/gable, Building Designer shall verify snow loads. � '� Exp: i2/i l/2U 16 4) Thistruss has not b m designed for the eBerrs of unholancod snow load.. 3-0-0 5) This truss has been designed for the cffcm of wind loads m aaordan a with ASCE? -10 with the fallowing user defined input 110 mph ultimate, Exposure C, Fully Enclosed, 249 ft- ider. DOL- 1.60 , CC Zone Width 3 ft. Gable fp, Building Category (1= 1.00), overall Bldg Dims 25 ft x 60 ft, h = 15 ft, End Tae Truss, Bath and webs caexi 6) Minimum storage attic leading in aaerdanoe with IBC Thhle 1607.1 has been applied U 7) A250 lbs moving paint live load has been applied to the BC certmrrmt with other dead Inds. 18-1.12 12-0-0 8) Attie oar arca has been designed as e living arm with 40 psffioor live load and a 10 psf fioor dead Ind, and the interior vertical webs and ailing has hem designed for a 5 par 40916. 108 Ips dead Ind. Load Case Lrl : Std Live Load 6.407 Distrrturoed Loads Menher Iaetian 1 Iccatiau 2 Direction Spred Start Ind End Ind Trb Width Top Chd -1-9-0 3-0-0 Dow Pr 20 psf 20 paf 12 in Tap Chd 3-0-0 12-0-0 Down Pry 20 pat 20 psf 48 ie R0F ESS/Q Tap Chd Tap Chd 3-0-0 -1-9-0 8-0-0 2d-0-0 Down Dawe Pry Pry 85.5 per 28.5 paf .85.5 plf 28.5 psf 12 in (� TF Point Loads 44 Member I—ion Direction Lad Trb Width - � '� Exp: i2/i l/2U 16 BaChd 3-0-0 Doxy 249 ft- U Be Chd Tap Chd 18-1.12 12-0-0 Dow Dawn 40916. 108 Ips 6.407 4 /07/2016 NOTICE Ampy d'this design shall he fiuoishod to the cro d. contracter. The deign ofthis individual truss is hosed an design criteria and requirements supplied bythc Truss Manuf aura and relic upon theI Sir npson Strong -Tie CoiTipwiy oa straryanw d epicur ess arthe informstim sec forth by the Building Designer. A rel an this drawing radiate acceptance ofprofesional engineering responsibility eddy for the trues cemponent design ahr.,sn. $cc rite rover page and the "important information Be General Nate" page for additimal information. All emneaor plana shall be manufamred bySimpsm Strang -Tse Company Inc in armdnm with ESR -2762 . All connattr plates crc 20 gauge, unless the specified plate via is followed by "-18"which indicates an 18 gauge plate, a "S# I S", which indicate a high tension 18 gouge plain Component Solutions"" Truss . Version: 2016.5.1 [Build 5] Hanson Components, Inc. Truss: A04 - PlojectName: cooper res Top Chd 3-0-0 86-0 Dawe Pro 50 paf Date: 7/7/2016 2:53:02 AM 8 paf 12 in Page: 2 oft Span Pitch Qty OHI. OHR • 24-0-0 8/12 1 1-9-0 0-M CANT L CANT R PLIES Spacing WGT/PLY 0-0-0 0-M 2 48 in 222 lbs Load Case Dl: Std Dead Load Dislnbt 1cd Loads Member 1 ation 1 location 2 Dircetim Spread Start load End land Trb Width Top Chd 3-0-0 86-0 Dawe Pro 50 paf 0 p'sf 48in , Top Chd -1-9.0 3-0-0 Dawe Pro 8 paf 8 paf 12 in Top Chd 12-0-0 24-0-0 Dower Pro 8 paf 8 paf 12 in Top Chd 3-0-0 12-0-0 Dave Pro 8 paf 8 paf 48 In Bat Chd 0-0-0 3-0-0 13— Pro 10 paf 10 pat 12 In Ba Chd I9-1-12 24-0-0 Dow Pro 10 psf • 10 pat 12 in But Chd 3-0-0 18-1.12 Dave Pro 10 paf 10 paf 48 in Top Cbd 3-0-0 86own -0 DPro 54 plf 54 plf Top Chd . -1-9-0 24-0-0 - 13— Pro 8 pct - 8 paf 12 In ButChd 0-0-0 24-0-0 Doves Pro 10 psf 10 paf. 12 in. PointLoads Mernbcr Location, Direction load Trb%Mdth ' Ba Chd 3-0-0 Dow 123 lbs _ But Chd 19-I-12 Down 193 lbs Top Chd 12-0-0 Dave 43 Ito Member Forces Summary Table indicates: Mornber m, max CSI, mm axial fore, (n® cernpr. force ifdifferan frac max axial force) 7C I8-10.141 50 lbs (-71M) 34 0.559 -1,661 lbs 6.7 0.512 -1,5271bt I-2 0.183-2,0501hs 4-5 0.492 1,08316s 7-9 - 0.645-2,1941bs 2-3 0.551 -2 561ba - 56 0.540 9771bs 9-10 0.171 -1 657 BC 11.12 0.071 . 42 lbs (-22 lbs) 14-15 0.845 - 1,534 lb. 16-17 0.143 .148 lb, - 12-14 0.376 1 377 bs 15-16 0.482 1,687 lbs Webs1-17 0.356 -2,063 Iba 3-15 0.421 9531ba 9-12 0.214 -1,042 lbs 1-16 0.802 1,905 Ins 46 0.548 -2,856 lbs 10.12 0.650 1,545 lbs , 2.16 0.150-7491bs 7.14 0.515 1,1761bs 10.11 0.275 - -1,627 lbs 2-15 0.070 -30411s 9.14 0.119 269 lbs Notes: This truss has been designed using the green lumber reduction facts. I) or - 2) When this truss has bctn chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used. Fahriation tolerance - 5 %. 3) Thc force shown for this multiply truss ere per ply and the reactions ere for all plies. Two identical crosses shall be built and aaahed as follows: TC -I raw of I0d Nails or Dun Nails [min 0.120" dia. x 2 7/8" long] Qct 4.25" cc., Except TC 2x8 -2 naggered rows of l0d Nails or Gun Nails lin 0.120" dict x 2 7A" long) @ 6", o.c.,BC -3 staggered rave o r I0d Nails a Gun Nails [min o.120" dict x 2 7B' Img) @ 12" o.c. , Wcbs - 1 row IOd Nails err Gun Nails Imin 0.120" dict. x 2 7/g" Img] @ 9" ec. - 4) Where required, sufficient hangers shall be provided (by ahera) mresist reactions shown. 5) Install the acewa/nails on me side; do not flip trues. Sam/nails shall be installed in the scone truss ply ihat the hungers at =ached ta 6)Lateral trch acing shall be attached to each ply. - 7) All ftstoners minimum 2-12" long, nota¢ ohcrvisc noted. - 8)Nails in 1st and 2nd plysball be staggered frorn sucusive plies by 12 the nail spacing. 9) listed wind uplift reactions Wed on MWFRS Only loading. - 10) Hotton chord in the open am ofthis truss meet L/360 for live load and IR40 for total load de8ectian criteria - 11) Bearing material sho,vn in the above table has only been chocked fa resistance perpendicular to grain, and does not indicate adequacy affmaterial for other design considerations. i s BUTTE COUNTY BUILDING DIVISION APPROVED OQROFESS/pNq L. G,U !Fy � 1=.>;p: I2riln01e 's3 yes 67740,7 XI 07/07/2016 N0710E Aapy ofthis design shall be furnished tothe ermim'contreaa. The design ofthis individual trona is Wed m design criteria -and requirement supplied by the Truss Manufuxura and relies upon the Siinpson Strong -Tie Company —racy and c®pletenas of thc information act forth by the Building aligner. A seal m this drawing indicates acceptance ofprufaeimal engineering raon peililitysdely for m the truss cornpent design shorn. Sec cher sac page and the "Important Inbmhation 9. Gencral Noxa" page for additional infamaim. All emnctur plates shall be meriubemrod by Sirnpson Strong -Tore Connpany Inc in accordance with FSR -2762 . All eonneeon plans are 20 gauge, —Icas the specified plate sins is follo red rya "-18" which radiata an 19 gauge plat, or "St! I8", avhirh indicates a high tmsim 19 gauge plate Hanson Components, Inc. Component Solutionsn' Tniss Vusion: 20165.1 [Build 5] Truss: A05 Project Name: cooperres Date: 7/6/2016 10:00:20 AM Page: I of 1 Span. Pitch Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY 24-0-0- 9112 1 1-9-0 0-0-0 0-M 0-M 1 24 in 214 lbs f 4 9 N 259-0 1-94 1 1-3 - 29 2-0-9 4-7J 2-104 3.0.0 5104 8.11-7 12.0-0 149 18-1-12 21-0.0 6518 1 Reaction Summary i 12 4x4 - 0-0-0 JT Type Big Conbo Big Width Material Rqd Big Width MMReact Max Genu Uplift - Max Wind Uplift Max uplift Max Ho iz 4104 - 191 His BxB - 0 16e Material Summary Bracing Summary 8X12 1 10x10 - 17-3 DFL SS 2.4 9 -II DFLp22x4 0.0.0 BC DFLg2 2x12 BC Braciog Sheathed or Puffins at 8-5-0, puffin design by Others. Webs DFL Std&tud 2x4 Loads Summary BUTTE TE COUN 1 T 1) This nun has been designed for the effms due tolO psi'lionomebord pine dead loads. snow load 2) This was has been designed for the e1Bas of n bel®oed design snow load (Pae 18.1 paQ and =balanced design snow loads B /l2, 5.4 psf wind, 18.1 23.6 ow Q BUILDING DIVISION 1 5104 The®el All Others (Ct a Roof Slope Exposed (Lc a LO), Bugling Cmrthe = 0.911 DOL a 110 12-3.8 e e s orw in ace rd - 10 3) This truss has been designed for the effetta of curd loads i eaardancc with ASCE7 - 10 with the following ueadefincd input 110 rryb ultiwte, Exposure C, Fully Gdoscd, owing(e upb 5104 5104 Oebldllip, Building CotegoryE (I= 1.001 Owall Bldg Diw 25 fix 60 fi, h e 15 0, End Zone Truss, Both ad webs censidmod. DOL= 1.60 , CC Zone Width 3 IL - 18-1-12 24-0-0 Loading General CSI Summary Deflection L/ (loc) Avowed Load (pat) Bldg Code: CBC 2013/ TC: 0.83(8-10) Vert TL 0.36 in L/497 (14-15) L/240 TCIL: 20 , 7PI 1-2007 BC: 0.77(14-15)Vat LL 0.23 in L/999 (14-15) L/360 TCDL: 8 Rep h4r Increase: No Web: 0.55(10-12) Herz TL0.02in 12 BCIL : 0- DAL: 115% Creep Factor, Ra a 2.0 . Reaction Summary i 12 4x4 - 0-0-0 JT Type Big Conbo Big Width Material Rqd Big Width MMReact Max Genu Uplift - Max Wind Uplift Max uplift Max Ho iz _R= 16 Pm (Wei) 1 3.5 m Douglas -Fir -b -eh 1.68 m 1,596 lbs - - - 191 His 12 H Rog (Wall) ] 3.5 i Douglas-Fir-1� 1.61 in 1,533 the - _ 0 16e Material Summary Bracing Summary TC1-12x7.1/4 VERSA-LAM2.0 2800 DF=apt TC Bracing Sheathed or Pudms at3-1-0, Pude desist by Others. 17-3 DFL SS 2.4 9 -II DFLp22x4 BC DFLg2 2x12 BC Braciog Sheathed or Puffins at 8-5-0, puffin design by Others. Webs DFL Std&tud 2x4 Loads Summary BUTTE TE COUN 1 T 1) This nun has been designed for the effms due tolO psi'lionomebord pine dead loads. snow load 2) This was has been designed for the e1Bas of n bel®oed design snow load (Pae 18.1 paQ and =balanced design snow loads B /l2, 5.4 psf wind, 18.1 23.6 ow Q BUILDING DIVISION pe(lee, paClee peak in 5.3 B) for hips/gebles in accordance with ASCE? -10 with the following usadefined input 29 psf Found snow load (Pg), T®in Caegery C, Exposure Category Partially The®el All Others (Ct a Roof Slope Exposed (Lc a LO), Bugling Cmrthe = 0.911 DOL a 110 e e s orw in ace rd - 10 3) This truss has been designed for the effetta of curd loads i eaardancc with ASCE7 - 10 with the following ueadefincd input 110 rryb ultiwte, Exposure C, Fully Gdoscd, owing(e upb Oebldllip, Building CotegoryE (I= 1.001 Owall Bldg Diw 25 fix 60 fi, h e 15 0, End Zone Truss, Both ad webs censidmod. DOL= 1.60 , CC Zone Width 3 IL - APPROVED 4) Mnirwm storm antic loading m accordance with IBC Tbble 1607.1 has been applied 5) A250 Ilea neovig point live load has been applied to the BC concurrent with other dead loads. 6) Attic floor men has been designed as a living amt with 40 psf floor live load and a 10 psf ftoordead load, and the interior vertical webs and ceiighas been designed bora 5 psf dead load. Member Forces Summary Table indicates: Mbar to, ®x CSI, one, axial force, (®x enmpr force if diSaent fomrmr, exist f)rce) TC 0.159 59 lbs 4-5 0.404 -1,273 lb s 7-8 0.403 -1,275 lbs 117-1 1-2 0.145 197 His (-51 lbs) 5-6 0.397 826 fibsI8-10 0.826 -1,715 @s , 24 0.513 -1,712 the 64 0.396 928 [be 10-11 0.253 93 lb, 626 Ihay 2-16 0.549-1,8591bs 5-7 0.289 -2,215 the 10.12 0.552 -1,86916a sl" 2-15 0.052 , 117 1ba (-20 ths) 8-14 0.414 937lbs 11-12 D.090 76 16a (-55 Notes: 1) This =a has been designed using the greenlumber reduction factors. 2) When this truss has baa chosen for quality usu®ce inspection, the Double Polygon Method per 7PI 1.2007/Chapta3 shell be used. Febrication tole>®cern 5 %. 3) liai med d uplift mactions based on MWFRS Only loading _ 4) Bottum dnord in the open ares of this truss moos I/360 for live load and 1/240 for total load defection mitaia 5) Bearing martial ahown in the show table has only been chcJPd for resistance perpendicular to grain, and does not indicate adequacy of mal for other design censidmations. G.tJH\ Exp: 127.t1/2011i ' 4L 07/07/2016 NOTICE Atopy of this design shall be furnished to the antlon connector. The design of this individual was is based on design Cheri. and mqui Is supplied by lheTmss Menufazwrar and relies upon the anuruy Sin Son Slron r -Tic Con an and enmplaeness ofthe information act forth by the Building Dmigna.A seal on this drawing indicant acceptance o17professional engineeringmsponsibility soldy for the was component design 'he- SN the tocosat � 6 � }' page and the "Important Infoimadon & Genera! Notes" page for additional ifo®i m tion. An�u nemor platen shall be faemred by Simpson Strong -13c Company, lee inseenana: rdwith ESR -2762. All ctnnccr plat,, sen 20 pug, unless the specified plate sit is ibllowed bya "-18" which indicates an I8 Fwge plae, or "S# 18", wbieb idieatim ebigh torsion I8 gaugeptanc, s . Component SolutionsTat Truss Version: 2016.5.1 [Build 51 Hanson Components, Inc. Truss: B01 PtDjectNa=: eooperres Date: 7/6/2016 10:02:15 AM Page: I of l Span Pilch Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY 6-0-0 9/12 1 1-9-0 1-9-0 0-M 0-M 1 24 in 36 lbs T 96i-0 1-9-0 34)-0 3-0-0 1-9-0 I 34)-0 F 6-0-0 I The top chord may be notched 1.5" deep by 3.5' Wide at 24" o.c. - - max., unless noted otherwise. Do not tart the connector plates. 5x6 - 2 Loading load (ps0 T1CIL : 20 TCDL: 8 BCLL: 0 0-0-0 CSI Summary 04)-0 Deflection 3.0.0 3-0-0 - - — TC: 0.35(36) - 34)-0 I 6-60 L/999 (34)" L/240 General CSI Summary Max Horiz Deflection LJ (loc) Allowed Bldg Codc: CBC 2013/ TC: 0.35(36) - Yan TL 0in� L/999 (34)" L/240 BC DFL g2 2.4 BC Bracing Sheathed or Pudms at 10-", Pudin design by Others. TPI 1-2007 BC: 0.30(4-1) Wit Om 'L/999 4 L/360 Rep Mbr Inercaec : Yes . Web : 0.12 (24) Hoa TL 0 in 3 DAL : 115 % 3) This truss has b� designed fr,the effms of wind loads in accordance with ASCE7 -10 with the following user defined input 110 nph ultiwto, Fxposute C, Fully Enclosed, 'TAT/ Creep Fatwq Ka- 2.0 ' ruac as linl:n. r,n[cµF Reaction Summary . 3T Type Bqt Coribo Brg Width . Material- Rqd Brg Width Max Reay Max G— Uplift Man Wind Uplift Max Will. Max Horiz 1 Pin (Wall) 1 - 3.5 to Dougles-F r -Larch 1.50 in 496 Has 47 lbs 47 lbs - -8 Its 3 H Rog (Wag) 1 3.5 in DoughtsFiAsuelt 1.50 in 496 lbs - - 47 lbs 47 Its 0 Ibs Material Summary Bracing Summary TC DFL02 2x4 TC Bracing Sheathed or Pud'ms at 6-3-0, Partin design by Others. '. BC DFL g2 2.4 BC Bracing Sheathed or Pudms at 10-", Pudin design by Others. Webs DFLSrd/Smd 2.4 - Loads Summary 1) This truss has been designed forthe efforts due to 10 psfbouom chord live load plus dead loads. 2) This truss has been designed forthe effeea oft. balanced design snow load (Ps - 18.1 ps0 and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.1 psflce, 23.6 psf Ice over prates 4.8 0) for hips/gables in accordance with ASCEra -10 with the following user input 29 psf grand mow load Category C, Exposure Category partially ,a 1.01 L- 1.maie Exposed (Cc= 1.0), Building Category B (1- 1.01 Themml Condition All Others (Ct = ].0), Aoo[Slopc Fedor (Cs = 0.91} DOL- 1.15. BUTTE®� �,.,�„ 3) This truss has b� designed fr,the effms of wind loads in accordance with ASCE7 -10 with the following user defined input 110 nph ultiwto, Fxposute C, Fully Enclosed, 'TAT/ OabldHip, g Category 110 LOOd Oweg Bldg Dims 25 g x 60 ti = 15 0, End Tone Truss, Both and webs mmidaed. DOL- 1.60 , CC Tone Width 3 ft. e , p s ■ ,I ` aq, p afi,s 4) Minimum smragc antic loading in oaordancewith IDC 7tblc 1607.1 has boar applied nstora U I �� DIVISION V I V N 5) A250 @s movingpoint lite load hub= applied m the BC cenenamt with other dead loads. �f`YI Member Forces Summary Tablc inditena: Mmba m, rmx CSL mann axial force, (marc mnpr force if diffemt from a axial force)TC 5-1 0.351 96 362 11-2 136 I I APPROVED 0.259-3621bs 0.351 96lba Notes: 1) Cubic webs placed in 16" o.c., U.N.O. 2) Attach structural gable bloclu with 1x4 toga plates and stacked chords with 2x4 20ga, U.N.O. 3)7bis was has been designed for inpime wind loading For bracing requbernmts for outofplane wind loading refer to the Construction Docur®ts and/or BCSI-B3. 4) Thier wss has been designed using the grow lumber reductionfavors. 5) When this ='a has been chosen for quality assurance inspection, the Double Polygon Method perTPI 1-2007/Chapw3 shag be used. Fabrication tolerance= 5 %. 6) Listed wind uplift reactions based on MWFPS Only loading, pF ESS! 7) Bearing material shown m the above table has only been chocked for—is=. perpendicular main, and does not indicate adequacy ofmmerid for other design considerations. QR 8) This gable has been designed for 12- (max.) it. ovedrang. P L. G•V�'gC� `E- &p: 12!11/2016 Of 67_407 /07/2016 NOTICE Acopy of this design shag be furnished in the erection cenweor. The design ofthis individual truss is based on design criteria and requi as supplied by theTmes Manufaemm and relies upon the occursn I SinlpSOn Strong-TicCompany ce and mplctmes® a of the infortion set forth by the Building Desipar.A seal on this drawing indicates acceptance ofmfe pssional enowing ce solely for the muss rmoawI design shown. Sty the toter pap and the "Important Infommion &Gwml Nota" pap 6r additional infomnmon. All mnnwtorphum shag be ®nufamrted by Smpson Swng'Be Company, Inc in accordance with ESR -2762 . All connector plates are 20 ®alga, unless the specified plate site is followed by a "-18" which indicates an 19 gaup plait, or "SN I9", which indicates a hidr tension 18 gaup plain ' Span Pitch Qty OHI. OHR CANTL CANTR PLIES Spacing WGT/PLY 6-M 8/12 1 1-9-0 1-9-0 0-M 0-0-0 1 24 in 25 lbs 9.6-0 1-94 I 3-40 I 3-40 - . 3.40 6.0.0 4x4 - Hanson Components, Inc. Truss: B02 ProjectName: cooper res Component Sol ut ions IN Date: 07/05/16 14:39:04 Truss Page: 1 of 1 Version. 2016.4.1 [Build 6] Span Pitch Qty OHI. OHR CANTL CANTR PLIES Spacing WGT/PLY 6-M 8/12 1 1-9-0 1-9-0 0-M 0-0-0 1 24 in 25 lbs 9.6-0 1-94 I 3-40 I 3-40 - . 3.40 6.0.0 4x4 - Reaction Summary 1T Type Brg Combo Brg Width Materiel Rod BM Width Max React . Max Case Uplift Max Wind Uplift Max Uplia Max Horix 1 Pin (Wall) 1 3.5 in Douglas-Fir4mch 1.50 in 496 lbs - 47 lbs 47 lbs 8 lbs 3 H Roll (Wall) 1 3.5 in Douglas-FiAsrcb 1.50 in 496 Its - 47 lbs 47 lbs 0 lbs Material Summary Bracing Summary 7C DFL p2 2x4 TC Booing Shesttrd or Portico a 6.3-0, Portia design 4y Other. BC DFL #2 2z4 BC Bracing Sheathed or portico at 10-0-0, Pudin design by Others. Webs DFL Std/Stud 2x4 " Loads Summary I) his truss has been designed fortho effcas due to 10 psfbobnm chord hw load plus dead loads. , I ' 2) his truss has been designed forthe effects ofa balanced design snow load (Ps - 18.1 psl) and unbalanced design snow loadi(8 /12, 5.4 psf wind, 18.1 psf lee, 23.6 part. owe • BUTTE COUNTY NTY peak to 4.8 fi) for hips/gables in accordance with ASCE? - 10 with the followinguser defined input 29 psf ground snow load (PA Twain Category C, Exposure Caugtry Partially 3)Toad(Cc -1been designed focBoryD(Im 1.01 ofwind ®l Cn accordance with (Ct7-10 Roof Slopeowinr(Cs=0.914 DOLL I10 BUILDING DIVISION 3) This were has been designed fnrthe eBee6 of wind lords in aaxordance with ASCF7 -10 with the following user defined input 110 mph ulti®tS Firposure C, Fully Enclosed, , Gable/Hip, Building CategoryB 0- 1.001 0=0 Bldg Dims 25 a x 60 $ h - 15 11, Fad Tune Turas, Both end webs considered. DOL- 1.60 , CC Zone Width 3 8. 4) Mmbourn storage antic loading in accordance with IBC Thble 1607.1 has bow applied 5) -9250 lbs movingpoiet taco load has bow applied tothe BC concrnrcut with older dad loads. A � � � �` V, Member Forces Summary Table indicates: M®mmax ber , CSL mgx axial fora, (ma comps form ifditferwt from —axial force) H EE"D TC 1 lbs S-2 0.259 -362 6s 13.6 03591 362 96 Ihs I _ www 1<-s v.n<v <ro toes Notes: 1) his buss has been designed using the gram lumberreduction fnetoer. b 2) When this mss has been chosen for quality assurance inspection, One Double Polygon Method per TPI 1.2007/Chapta3 shall be used. Fabrication tol nicer- 5 %. 3) Listed wind uplift reactions band on MWFRS Only loading 4) Beaaingmacrial shown in the show table has onlybem thodmd forresistance peopendiwlarto gram, and does not indicate deouary of mtmol forotha design considerations. NOTICE Acopy of this design shall be furnished to the erection contractor. The design of this individual mss is bead on design dteEa and requirements supplied by the Truss Manu f ctuer and relies upon cher attvmcy and complawese of the infa®tion set forth by the Building Desigoe[ A seal on this drawing indicates acceptance ofprofessionul engineering r sponsilility solely for theross component design shown. &c the corn page and the "important Infornanion & General Notes" page for additional mfom>ation. All councou rplanes shall be ®ufswned by Sirpson Strong-Ec Company, Inc in accordance with ESR -2762 . All mr—tor plata —20 guff, unless the specified plate size is followed bye "-I 8" whicb indicates an 18 pug; plane, or "Sq 18", which indicates ahigh tension 18 pulp plane. _ 1 SjR- ap: 12/31/2016 'p 67_407 /07/2016 Simpson Strong Tic Company • 3.60 3-0-0 " 3-0-0 I 6-041 1 Loading General CSI Summary Deflection IJ (loc) Allowed Land (pot) Bldg Cod.. CBC 2013/ TC: 0.35(3-6) MATL Om L/999 (34) L/240 TCIL : 20 TPI 1-2007 BC : 0.30 (4-1) Vet IL 0 in 1.1999 4 1.1360 TCDL : 8 Rep hlbr Increase: Yea Web : 0.12 (24) Hoa TL 0. 3 BCLL : 0 D.O.L. : 115% Crap Furor, Ka - 2.0 BCDL: 10 Pmre OBlets(Jot)CY,Ana (12-7.2-9,0.) (2:0-0,4-3,0.) (32.7,2-9,0.) (4:0-0,38,90.) Reaction Summary 1T Type Brg Combo Brg Width Materiel Rod BM Width Max React . Max Case Uplift Max Wind Uplift Max Uplia Max Horix 1 Pin (Wall) 1 3.5 in Douglas-Fir4mch 1.50 in 496 lbs - 47 lbs 47 lbs 8 lbs 3 H Roll (Wall) 1 3.5 in Douglas-FiAsrcb 1.50 in 496 Its - 47 lbs 47 lbs 0 lbs Material Summary Bracing Summary 7C DFL p2 2x4 TC Booing Shesttrd or Portico a 6.3-0, Portia design 4y Other. BC DFL #2 2z4 BC Bracing Sheathed or portico at 10-0-0, Pudin design by Others. Webs DFL Std/Stud 2x4 " Loads Summary I) his truss has been designed fortho effcas due to 10 psfbobnm chord hw load plus dead loads. , I ' 2) his truss has been designed forthe effects ofa balanced design snow load (Ps - 18.1 psl) and unbalanced design snow loadi(8 /12, 5.4 psf wind, 18.1 psf lee, 23.6 part. owe • BUTTE COUNTY NTY peak to 4.8 fi) for hips/gables in accordance with ASCE? - 10 with the followinguser defined input 29 psf ground snow load (PA Twain Category C, Exposure Caugtry Partially 3)Toad(Cc -1been designed focBoryD(Im 1.01 ofwind ®l Cn accordance with (Ct7-10 Roof Slopeowinr(Cs=0.914 DOLL I10 BUILDING DIVISION 3) This were has been designed fnrthe eBee6 of wind lords in aaxordance with ASCF7 -10 with the following user defined input 110 mph ulti®tS Firposure C, Fully Enclosed, , Gable/Hip, Building CategoryB 0- 1.001 0=0 Bldg Dims 25 a x 60 $ h - 15 11, Fad Tune Turas, Both end webs considered. DOL- 1.60 , CC Zone Width 3 8. 4) Mmbourn storage antic loading in accordance with IBC Thble 1607.1 has bow applied 5) -9250 lbs movingpoiet taco load has bow applied tothe BC concrnrcut with older dad loads. A � � � �` V, Member Forces Summary Table indicates: M®mmax ber , CSL mgx axial fora, (ma comps form ifditferwt from —axial force) H EE"D TC 1 lbs S-2 0.259 -362 6s 13.6 03591 362 96 Ihs I _ www 1<-s v.n<v <ro toes Notes: 1) his buss has been designed using the gram lumberreduction fnetoer. b 2) When this mss has been chosen for quality assurance inspection, One Double Polygon Method per TPI 1.2007/Chapta3 shall be used. Fabrication tol nicer- 5 %. 3) Listed wind uplift reactions band on MWFRS Only loading 4) Beaaingmacrial shown in the show table has onlybem thodmd forresistance peopendiwlarto gram, and does not indicate deouary of mtmol forotha design considerations. NOTICE Acopy of this design shall be furnished to the erection contractor. The design of this individual mss is bead on design dteEa and requirements supplied by the Truss Manu f ctuer and relies upon cher attvmcy and complawese of the infa®tion set forth by the Building Desigoe[ A seal on this drawing indicates acceptance ofprofessionul engineering r sponsilility solely for theross component design shown. &c the corn page and the "important Infornanion & General Notes" page for additional mfom>ation. All councou rplanes shall be ®ufswned by Sirpson Strong-Ec Company, Inc in accordance with ESR -2762 . All mr—tor plata —20 guff, unless the specified plate size is followed bye "-I 8" whicb indicates an 18 pug; plane, or "Sq 18", which indicates ahigh tension 18 pulp plane. _ 1 SjR- ap: 12/31/2016 'p 67_407 /07/2016 Simpson Strong Tic Company Hanson Components, Inc. Truss: C01 ProjectName: cooper res Component SolutionsTM Date: 7/6/2016 10:07:OOAM Truss Page: 1 oft Version: 2016.5.1 [Build 5) Span Pi tch Qty OHL OHR . CANT L CANT R PLIES Spacing WGT/PLY 10-10-0 • 9/12 1 1-9-0 1-9-0 - 0-0-0 0-M 1 24 in 701bs T 1-9-0 4-8-0 48-0 49-0 44" I I 46-0 1 5-5-0 1 E2-0 1 10-10-0 1 -0o Not Notch The top chord may be notched 1.5' deep by IT Wide at 24' o.c. 3x4 - max.. unless noted otherwise. On not rid the a tr nnetnr nlatna. - 0-0.0 r L 0.40 4-8-0 1-0-0 1 4.8-0 I 6-2-0 1 - 1410-0 Loading Max Uplift Max N.d. General 6) lbs •22 1136, CS1 Summary Deflection L/ (loc) Allowed Load (Pao Bldg Codr: CBC 2013/ TC: 0.33(1-2) Vat 7L• 0.06 in L/999 - (7-1) L/240 TCLL : 20 peat to 5.3 ft) forhips/gables in accordance with ASCE7 -10 with the PoOowing user defined input 29 psf guund snow load (Pji,Tenain Catcglry C, Exposure CategoryPatiaby .h®ICnaccird All Others Expose3)Tbisd(Ce-1.ecti RoofSlopeowing(Ca-0.912 DOL -110 TPI 1-2007 BC :0.54 (7-1) •.. Vat 1L 0.01 m L/999 (56) L/360 TCDL : 8 Rep Mbr Inctense : Yes - Web : 0.10(2-7) Ho¢ 7L D.01 in 5 1.2 0.333 602 lbs 36 0.233 126.Ibs (46 lb,) 5A D.198 54 lbs err c� n no AA cow. e_•r n n•,x .n, ,1_ I" , "�, .,.. ._ BCLL: 0 DAL: 115% Creep Factor, Ker -2.0 BCDL: 10 Plate nffi s e1n Y V Ano} e1 •1_1 1-0 n 1 n nJ. n_a 1a \ n•nn a_r c n res n� n_a as 1 rcn_a a� n 1 rx.n11 as on 1 n.ns a.o nn - Reaction Summary Brg Corlbo Brg Width Material Rod Brg Width Max Rcact Max Gray Uplift Max Wind Uplift JT3.53. Max Uplift Max N.d. I Put (fttoType 5 Dou ce{u-trach 1.50 m 639 lbs 61 lbs 6) lbs •22 1136, Ro (Wall) ]in m Dou = glace-Fu4mch 1.50 io ' 639 lbs 61 lbs 61 lbs 0 lbs Material Summary_ Bracing Summary W DFL p2 2.4 TC Bracing Sbethed or Pudma at 6-3-0. Pudin de go by Others. BCDFLg2 2x4 BC Bracing Sheathed or Purlins at 10-0-0. Pudin design by others. Webs DFL Std/Stud 2x4 Loads Summary ')Thiswas has been designed forthe effects due to 10 psf bottom chord live load plus dead loads. 2) his was has been designed forth. effects of abalmad deign snow load (Ps - 18.1 pat) and unbdocod design snow loads (8 A 2, 5.4 psf wind, 18. i psf lee, 23.6 psf Ice over peat to 5.3 ft) forhips/gables in accordance with ASCE7 -10 with the PoOowing user defined input 29 psf guund snow load (Pji,Tenain Catcglry C, Exposure CategoryPatiaby .h®ICnaccird All Others Expose3)Tbisd(Ce-1.ecti RoofSlopeowing(Ca-0.912 DOL -110 w��� ^011 , v 3) Ibis was hes bei designed for the Deas disiineCate@rryBectsof loads in withACt7-10 fL with ASCE? - 10 with rhe, userndinput 110 mph ul Exposure C, Fadoead, B v V 1 , Cate�ry B (I - rawind Oeble/Hip, Octant Bldg Dims. ft . 60 fl x 60 (L b – 15 4 Fad Zone Truss, Both id cadre considered. DOL– 1.60 , CC Zone Width 3 1L Both awe s cons CC Z t. ,'s s"' atom with ®C 1 1607.1 hub— applied 4) Mmimnm storage attic loading. azmbm '` {S I�� s 5) A2501bs ®viogpomt liw load has bei e{nplitd n the BC coacu�t with other dead looms. be B BUILDING � V Member Forces Summary Table indieare: Menber ID, nmr CSI, rnm axial fora, (aux compr Porte ifdifferit fmmoux axial fora) �Ya� ■ TC IB•1 0.198 54ths I2-3 0.233 1261bs - (46lba) 4-5 0.333 60216: (��/ V APPROVED 1.2 0.333 602 lbs 36 0.233 126.Ibs (46 lb,) 5A D.198 54 lbs err c� n no AA cow. e_•r n n•,x .n, ,1_ I" , "�, .,.. ._ H Notes: I) An.& anuctlual gabic blocks with1x4 20ga plates and :ucJced chorda with2x4 20ga. UN.O. 2) This was has been designed using the green lumserroduction f xturs. 3) When this truss has been chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Cbapter3 shall be used. Fabrication tolaa ce= 5 %. t 4) Listed wind uplift reactions based on MWFRS Only loading 5) Bearing material 'hewn m the strove table has only bei ehedeed for resistanex perpendicular to grain, and docs not indicate adequacy of mttaial for other deign considerations. een 6) This gable has bdesigned for a 12' (max. it. ove hang. rrE�, S/ A'7) This ends hu bean deigned far in•plmc wired loading. For besting rtqubemerrts for onwf-plane wind loading, rtfa to the Comtvelion Daarmenu end/m BCSI-B3. RQF ES OAI. G: 12!11/2 /07/2016 NOTICE Acopyofthis deign shall be fumiahaah ed to the aon contractor. e deign ofthis individual was is based on design criteria and tcqubeteitasupplied bytheTmss Manufoisrer and relies upon the uecoracy Simpson Strang -Tic Company real impieties ofthe infomxltion act forth by the Building Designer. A set on this drawing mdicme acceptance of pmfesaioned co�ecring responsibility solely for the was contponernt deign shown. Sec the cover page and the'Tngottant Info®don &Gmerd Notes" page for additional intonation. AB connectorplates shall be ®ufainmd by S7 apson Swnt%c Cornpany, Inc in accordancewith ESR -2762 . All conn x aor plane ase 20 ganga, unless the spedfied plate sin is followed bya "-I8" which indicates co 19 gauge plate, or'S# 18', which indicates a high tension 18 gang: plat Hanson Components, Inc. Cumponent Solutions"" Tn1SS Version: 2016.4.1 JBuild6j Truss: CO2 ProjectName: coopertes Daze: 07/05/16 14:39:05 Page: 1 of 1 Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 10-10-0 9/12 1 1-9-0 1-9-0 0-M 0-0-0 1 24 in 41 lbs g } t-9-0 5-5-0 5-5-0 i 1-9-0 5.5-0 10.70-0 4x4 - 2 0-0.0 0-0-0 5.5-0 1 5-5-0 5-5-0 10-10.0 "Loading Max uplift Man Horiz General al lbs 22 lbs CSI Summary Deflection L/ (loc) Allowed Lead (psf) Bldg Code: CBC 2013/ TC: 0.41(1.2) Ven TL 0.06 in L/999 (4-1) L/240 TCLL: 20 peak to 5.3 R) forhips/gables in eaoedance with ASCE7 - 10 with the following user defined input: 29 psf ground snow toed (PglTemdn CeteptyC, Fipowm Category Partially TPI 1-2007 BC: 0.58(4-1) - Mt IL '0.01 in L/999 (34) L/360 TCDL: 8 Rep Mbr Increase: Yrs Web: 0.15(26) Ho. 7L 0.01 in , 3 I BCLL : 0 D.O.L.: 115 % Factor, Km 2.0 Cary a BCDL: 10 Plate Ogsas Ont,XY.Ang): (12-7,2-9,0.) 2:0-0,4-3,0.) f32-7,2A.OJ (4:0-0,3 ,90.) Reaction Summary IT Type Big Como Big Width Material Rqd Big Width Most Read Max Grey Up]ia Max Wind Uplift Max uplift Man Horiz I pm (Wan) _ 1 3.5 in Douglas-Fir4jacL 1.50 m 639 lbs - fid lbs al lbs 22 lbs 3 H Ron (Wan) 1 3.5 in Dougins- u Lmch 1.50 in 639 His "' •61 lbs 61 His 0 lbs Material Summary Bracing Summary TC DFL$12 2.4 TC Bracing Sheathed or Pudins at 6-3-0. Pudin dsigo by Others. BC DFL #2 2.4 BC Bracing Sheathed or Pudins at 10-", Pudin design by Others. Webs DFL Std/Stud 2x4 ' Loads Summary COUNTY 1) This buss has bca designed forth. efieoe due m 10 psf bobom chord nae load plus dead loads. M BU G V 2)his btra8 has been designed for the efi'eds of a balanced design snow load (Ps 18.1 peQ and unbnl®cad design snow loads (8 /12, 5.4 paCwind, 18.1 psf Ice, 23.6 peClm ow peak to 5.3 R) forhips/gables in eaoedance with ASCE7 - 10 with the following user defined input: 29 psf ground snow toed (PglTemdn CeteptyC, Fipowm Category Partially DIVISION Exposed (Ca a 1.01 Building Category a o - 1.01 Kemal Condition An Othma (Ct a 1.01 Roof Slope Facmr (Cs m 0.911 DOL='x.15. BUILDING nuns hen boa forthe effads of wind load- m with ASCE] - 10 with the following use defined input 310 mph ul Ex C, Fully Fodoaed, ll S ft. 60a CC Z Wilt GableRiip, Building Category H 0- 1.001 Own BldgDi— 25 0 x 60 $ h o 15 ft, End Tone Truss, Both and webs considered. DOLS 1.60 , CC Zone Width 3 d G.bl. Category 4) Min®rm smog sae loading m accordance with IBC'0ble 1607.1 ha- been applied APPROVED 5) A250 lb. --gpoint live load has been applied m the BC connramt with other dad loads. Member Forces Summary Table indicates: Maribor a3, ®t CSL n>ax exist force, (®t comet fora if different fiom®x axis] (once) , TC 15.1 0.198 54 lbs 12.3 0.411 600 lbs I I Nous: l)This truss has been designed usingthe gemnered liruction fidors. 2) When this buss has been chosen for quality assurance inspection, the Double Polygon Method per TP11-2007/Chepta 3 shall be used. Fabrication tolerance =5%. 3)listed wind uplift actions based on MWFRS Only loading 4) Bearing mmaial shown in the show table hes only been checked for ns3etana perpendicular to green, and does not mdicrne adequacy of atrial for other design considerations. `�- Fap: I2ilI/2016 67-407 4 '/07/2016 NOTICE Acapy of this design shall be firmishd to the nation contractor. The design ofthis individual mess is based on design arteria and roquhemmts supplied bytheimss Manufantrc and renes upnn thea -7T I Simpson Strong -Tic Company and completeness of the infomrdon sed forth by the Building Dsipa. A seal on this drawing indicates aaeptana ofpmfssional engineering responsibility solely for the miss component design showy. Sec rhe a,s� page and the "Important hnfomsaion di General News" page for additional infuriation. Ali connector phis shall be manufaenued by Sinpson Strang -Me Company, Inc in accordance with ESR -2762 . An conn mor plan are 20 gaug, unlss the specified plate sim is followed by a "-I 8" which mdievs an 19 guile plate, or "Sp 18", which radians a high tension 18 gauge plate. Ranson Components, Inc. Component Solutions"'M Truss Version: 2016.5.1 [Build 5] Truss: CO3 Project Name: cooperres Date: 7/6/2016 10:07:20 AM Page: 1 of 1 Span Pitch Qty OHI, OHR CANT CANTR PLIES Spacing WGT/PLY 10-2-8 8/12 1 0-M 1-9-0 0-M 0-M 1 24 in 39 lbs i 11-11� i 4-9-8 - SS -0 1-9-0 4-9-8 10-2-8 I i 4x4 - 2 12 1 ' �2 8 3x4 / m 3x8 I ' r 1 A T 3x4 - g CP 3 4 1x4 I 5 Reaction Summary 3T 7ype Brg Combo Brit Width MaMi Kqd V Width Max Reset Max Gmv Uplift Max Wind Uplift Mac Uplift Max Hodz 1 Pin (Wall) 1 3.5 m Douglas•Fir-Lack 1.50 m - 501 lbs - - •24 lbs -24 lbs -65 Iba 3 H Rog (Wall) 1 3.5 m Dougat-Fir-Lath 1.50 in 623 The - 64 lbs b4 Has 0 lbs Material Summary Bracing Summary TC DFLf72 2x4 7C Bracing Sheathed or Pudins at 643-0, Portia design by Others. BC DFLN2 2x4 4 BC Bracing Shcabed or Pudms a 10-", Pudm design by Othen. Webs DFL Std/Sad 2x4 Slid. DFL 1!22x4 Load& Summary 1) Ibis taus has been designed for the effects due to 10 psf battom chord lite load plus dead loads. 2) This truss hes been designed for the effects of a balanced design snow load (P. - 18.1 pso and unbaleneed design scow loads (8 /12, 5.4 psf wind, 18.1 psf Ice, 23.6 part. over palrto 53 fl) for hips/gables in accordancewith ASCE! - 10 with the fallowing userde5nd input 29 psf ground mow load (Pg),Tenain CategoryC, Exposure CategoryParially Exposed (Cc- 1.01 Building Categoryll 0 - 1.01 Thermal Condition All Others (Ct - 1.01 Roof Slope Fedor (Cs - 0.91), DOL- 1.15. 3)This truss ba been designed for the effects of wind loads in accordance with ASCE7 • 10 with the following uacr defined input 110 mph ultimate, Exposure C, FuOy Enclosed, Gable/Hip, Building Category B (I- 1.001, Overall Bldg Dim 25 ft x 60 ft, h - 15 ft, End Tone Truss, Both end webs wnsideced. DOL- 1.60 , CC Zone Width 3 ft. 4) Ivfmimnm stoagc attic loading in accordance with IBC %ble 1607.1 has been applied 5) A250 lbs moving point lire load has been applied to the BC ennctrent with other dead loads. ' Member Forces Summary Tab It indicates: Member ID, rust CSI, trust axial foto, (rant cetepe force ifdiff=t ftom nus ax in) force) 7C1-2 0.275 47016. 2-3 0.430 -561 Iba 3-5 .0.198 5416. BC 34 4.1 0.586 35216. 0.452 35216. Webs 12A 0.142 349 lbs - - Notes: ')This truss has been designed using the ®am lumber reduction factors. 2) When this vu's ha assurance inspection, chosen for quality assurinspection, the Double Polygon Method per TPI 1-2007/Chepw 3 shall be used. Fabrication tolerance- 5 %. 3) Listed wind uplift tar ions based on MWFRS Only loading 4) Boring tavetial shown in the show table has only been cbeclmd for resistance perpendicular to gain, and does not indicate adequacy of ®t.ial for otherdesign ennsiderations. Burn couNrr BUILDING DIVISION APPROVED 1YL.GjA "": 1211 t/2o 16 07/07/2016 N077CE Acopy ofthis dailp shall be famished on the accrion contractor. The design ofthis individual truss is based on design criteria and tequi is supplied bytheTruss Masufamncaod retia upon rite eccuacy Simpson $[ron� TiC Company co�nldena. ofthe mfotroation set forth bythe BuildingResign..A seal on this dtawmg indicates acceptance ofprotbsaional engineering responsibility solely for the tass entmonentdesign eho_ Sea the urs. page and the "huportat Infatuation At General Nota" pag for additional info ®tion. All connector plata shell be ronufawted by Simpson Strong-lle Como®y, fee in acro dens with ESR -2762. All wnnccnar nista ate 20 Snag, unless the specified plate size is followed bye "•I8" which indicates an I8 page plate, or •S8 I8', which radiata. high tension 18 mange Plata 0.070 1 4 9� 55-0 0-" 4-9-8 1 10-2-8 ' Loading ral CSI Summary Deflection L/ (loc) Allowed Load IPA Co CBC 2013/ 7C: 0.43(2-3) Vert TL 0.07m L/999 (34) 1./240 MILL 20 rD.O.L TPI 1-2007 BC: 0.59(34) Wt ll• 0.01 m L/999 (34) LI360 TCDL : 8 .ncrence : Yes Web : 0.14(24) Hou TU 0.01 m 3 BCM: BCDL: 0 10 115% Creep Fede; K.- 2.0 Reaction Summary 3T 7ype Brg Combo Brit Width MaMi Kqd V Width Max Reset Max Gmv Uplift Max Wind Uplift Mac Uplift Max Hodz 1 Pin (Wall) 1 3.5 m Douglas•Fir-Lack 1.50 m - 501 lbs - - •24 lbs -24 lbs -65 Iba 3 H Rog (Wall) 1 3.5 m Dougat-Fir-Lath 1.50 in 623 The - 64 lbs b4 Has 0 lbs Material Summary Bracing Summary TC DFLf72 2x4 7C Bracing Sheathed or Pudins at 643-0, Portia design by Others. BC DFLN2 2x4 4 BC Bracing Shcabed or Pudms a 10-", Pudm design by Othen. Webs DFL Std/Sad 2x4 Slid. DFL 1!22x4 Load& Summary 1) Ibis taus has been designed for the effects due to 10 psf battom chord lite load plus dead loads. 2) This truss hes been designed for the effects of a balanced design snow load (P. - 18.1 pso and unbaleneed design scow loads (8 /12, 5.4 psf wind, 18.1 psf Ice, 23.6 part. over palrto 53 fl) for hips/gables in accordancewith ASCE! - 10 with the fallowing userde5nd input 29 psf ground mow load (Pg),Tenain CategoryC, Exposure CategoryParially Exposed (Cc- 1.01 Building Categoryll 0 - 1.01 Thermal Condition All Others (Ct - 1.01 Roof Slope Fedor (Cs - 0.91), DOL- 1.15. 3)This truss ba been designed for the effects of wind loads in accordance with ASCE7 • 10 with the following uacr defined input 110 mph ultimate, Exposure C, FuOy Enclosed, Gable/Hip, Building Category B (I- 1.001, Overall Bldg Dim 25 ft x 60 ft, h - 15 ft, End Tone Truss, Both end webs wnsideced. DOL- 1.60 , CC Zone Width 3 ft. 4) Ivfmimnm stoagc attic loading in accordance with IBC %ble 1607.1 has been applied 5) A250 lbs moving point lire load has been applied to the BC ennctrent with other dead loads. ' Member Forces Summary Tab It indicates: Member ID, rust CSI, trust axial foto, (rant cetepe force ifdiff=t ftom nus ax in) force) 7C1-2 0.275 47016. 2-3 0.430 -561 Iba 3-5 .0.198 5416. BC 34 4.1 0.586 35216. 0.452 35216. Webs 12A 0.142 349 lbs - - Notes: ')This truss has been designed using the ®am lumber reduction factors. 2) When this vu's ha assurance inspection, chosen for quality assurinspection, the Double Polygon Method per TPI 1-2007/Chepw 3 shall be used. Fabrication tolerance- 5 %. 3) Listed wind uplift tar ions based on MWFRS Only loading 4) Boring tavetial shown in the show table has only been cbeclmd for resistance perpendicular to gain, and does not indicate adequacy of ®t.ial for otherdesign ennsiderations. Burn couNrr BUILDING DIVISION APPROVED 1YL.GjA "": 1211 t/2o 16 07/07/2016 N077CE Acopy ofthis dailp shall be famished on the accrion contractor. The design ofthis individual truss is based on design criteria and tequi is supplied bytheTruss Masufamncaod retia upon rite eccuacy Simpson $[ron� TiC Company co�nldena. ofthe mfotroation set forth bythe BuildingResign..A seal on this dtawmg indicates acceptance ofprotbsaional engineering responsibility solely for the tass entmonentdesign eho_ Sea the urs. page and the "huportat Infatuation At General Nota" pag for additional info ®tion. All connector plata shell be ronufawted by Simpson Strong-lle Como®y, fee in acro dens with ESR -2762. All wnnccnar nista ate 20 Snag, unless the specified plate size is followed bye "•I8" which indicates an I8 page plate, or •S8 I8', which radiata. high tension 18 mange Plata e Curnpuncnt Solutions111 Truss Version: 2016.4.1 [Build 61 Hanson Components, Inc. Truss: DOI PmjectName: cooper res Date: 07/05/16 14:39:06 Page: 1 of 2 Span Pitcb Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY 16-6-0 8/12 1 1-9-0 1-9-0 0-M 0-0-0 1 24 in 70 lbs 5.5-11 4-&10 5-5-11 1-9-0 5-5-11 5-1141 10.6.5 1-0- 166-0 4.0-4 4-0 4 0-0-0 04)-0 5-5-11 5-0.10 5.5.11 5.611 11-0.5 1660 Loading General JT Type Bat Combo Bqt VAdth Material Rqd Brg Width CSI Summary I Pin (Wall) 1 Deflection L/ Ooc) Allowed Carried Leads(pso Material Summary Bldg Code: CBC 2013/ TC DFL02 2x4 TC: 0.54(1.2) 71C Bracing Sheathed or Purlins a 3-9-0, Pudin draign by Others. Vat TL 0.15 in L/999 (4-5) L/240 RoofSnow(Ps): 28.5 psf Down TPI 1-2007 28.5 psf BC: 0.86(4-5) Top Chd V.1 IL 0.06 in L/999 (5.6) L/360 TCDL: 8 Rep Mr Ino"" e : No Web : 0.19(3-5) Hoa *M 0.06 in 4 Location BCIL: 0 D.O.L.: 115% Top Chd 5-5-11 a Carry Fear; K-2.0 329 lbs BCDL: 10 11-0.5 Down 329 lbs Plate Offsets(JntXY.Agb (1:4A,1-14.16.) (2:3.11,2.14,0.) (3:3-11,2.14,0.) (4:4A,1-14,16.) (5:1.15,3-8.90.) (6:3-11.3-0.0.) Reaction Summary JT Type Bat Combo Bqt VAdth Material Rqd Brg Width Max Rea Mex (3r- Uplift Max Wind Uplift Max Uplift Max Horiz I Pin (Wall) 1 3.5 in Douglas-FQ-Iarch 1.15 in 1,640 lbs - -117 lbs -117 lbs 0lbs 4 H Rog (Wall) 1 3.5 m Douglas-Fir-LamL 1.75 in y 1,640 lbs - -117 Ibe •117 Iba 0lbs Material Summary End Land Tnb VVidth Bracing Summary TC DFL02 2x4 - 71C Bracing Sheathed or Purlins a 3-9-0, Pudin draign by Others. BCDFL 42 2x4 • BC Bracing Sheathed or Pudins at 10-", Puelin design by Others. Webs DFL Std/Stud 2x4 11-0.5 18-3-0 Loads Summary 1) This tensa has been designed forthe effects due to 10 psfbotmm rbord live load plus dead loads. 2)Standard Leads on Trusses Carried by this Girds TC 11w - 20 pot 7C fled - 8 pat BC fisc -0 pat BC Dead = 10 psf 3) This uuss has been designed for the effects of balanced avow loads forhips/gsbles in accordance with ASCE7 -10 except as noted, with the followinguser defied input 29 psf ground avow load (Pg). NOTE All Oet/sloped roof factors hese been ignored and the ground mow load has been used for the mof mow load (Ps - Pg). DOL= 1.15. Ifthe roof configuration differs fiomhip/gable, Build'mg Dsigeerandl vmfy snow loads. 4) This tmea hs not beardesigned for the effects ofunbalanred mow loads. 5) This was has been designed for the micas of wind loads in acmrdmm with ASCE7 -10 with the following user defined inp= 110 mph ultimate, Expomm C, Fully Enclosed. 06104, Building Cotegrry0 0- 1.00). Overall Bldg Dims 25 fl x 60 fl, It - 15 fl, End Tone Truss, Both ed webs considered. DOL- 1.60 , CC Zone Width 3 fi. 6) hfinirroum swrage ams Ioadmg m aomrdance with lBC T9ble 1607.1 hs been applied 7) A250 Ibs ®vingpoint gw load has been applied to the BC conenment with other dead loads. Load Case Lrl: Std Live Load Dlsrt$ltaed Loads Maier Location 1 location 2 Dimrioo Spread Stmt Load End Land Tnb VVidth Top Chd -1-9-0 5.5'll Down Proj - 28.5 psf 28.5 par 24 in Top Chd 11-0.5 18-3-0 Down Prof 28.5 psf 28.5 par 24 in Top Chd 5-5.11 I1-0.5 Down Pmj 101.53 plf 101.53 plf Point Loads Manby Location Dhcction Lead Tnb VAdth Top Chd 5-5-11 Down 329 lbs Top Chd 11-0.5 Down 329 lbs Point Loads Member location Direction Load Tkib Width TopChd 5-5-11 Down 92 lbs Top Chd 11-0.5 Do- 92 Ibs Member Forces Summary 7C 17-1 0.296 7 BUTTE COUNTYN BUILDING DMS APPROVED NOMCE Acopy of this design shag be famished to the action conuaetor. The design of this indhidual truss is based on design arteria and require®ts supplied by theTrusa Manufacturer and relies upon the an:uracy and completeness of the ioformnion on foeh by the Building Design¢ A seal on this drawing indicates acceptance afpm fssional engineering responsibiliry solely for the was component design showy. Seo rhe sever page and the "Important lafommstion &General Notes" pale for additionel infomation. All connector plates shag be ®ufuxured by Simpson Strung -le Company, Inc in accordance with ESR -2762 . All connunnr plmay - 20 &ar13, unless the specified plmc aia is Mowed by a "-18" which indicates an 18 gauge plmq or "S# 18', which indicates a high tension 18 gauge plain ,ted: Component SolutionsT"' Truss Version: 2016.4.1 [Build 6] Hanson Components, Inc. Truss: DO1 Project Name: cooper res Date: 07/05/16 14:39:07 Page: 2 of2 Span Pitch Qty OHC. OHR CANT CANTR PLIES Spacing WGT/PLY 16-6-0 8/12 1 1-9-0 1-9-0 0-" 0-" 1 24 in 70 lbs 6 0 45 lbs)S 045 lbs)[6-16 6 Webs . 2L 0.155 383 lbs 13-6 0.102 147 lbs (446 lbs) 3-5 0.190 469 lbs Notes: ')This Lincs has been designed using the gem lumber reduction fiwors. 2) When this muss hes been chasm for quality man== inspection, the Double Polygon Method per 7Pi 1-2007/Charrer3 shell be used. Febris don tolerance m 5 %. 3) California _'W"cibark equals 6.", truss sparing behind girder equals 2.", there is no second girder setback, and jerk type is Opm Faced, and the comer guders an, Ra9e6. 4)Pmvideedequare drainage to ptesmt pood'mg 5) Listed wind uplia reactions based on MWFRS Only loading 6) Bearing mumnl shown m the show table hos only been chedmd for rsistancs perpendicular to gam, and door not indicate adequacy of ®taial for other design considerations. t i v s v s /07/2016 NO'nCE Acopyofthis design shell be fitmished to the erection contractor. The design ofthis individual truss is based on design mtmn and requirements supplied bytheTmss Mmulhaurcrand relies 111-11- 'he +uYuru+j• Simpson Stmne Tic Company and complamors ofthe information sec forth by the Building Dsigne. A seal on this drawing indimts acceptance ofpmfissional m®m neng responsibility solely for the truss component dsigr shotty. S' the mtv page and the "Important hrfomomian & General Noun page for additional information. All connectorplats shall be annufacmrcd by Simpson Strung -Tie company, Inc in accordance with ESR -2762 . All n+nneanr plmc ate 20 ganga unless the epcdfiW plate sins is followed by a "-18" which indicates an 18 gauge plate, or "SN I S", which indicates a high tmsion 18 gauge plate OQROFESsj I L. G,VNT �t BUTTE COUNTY �� Exp: lznlnol(�P J . � BUILDING DIVISION � 6740.7 -APPROVED /07/2016 NO'nCE Acopyofthis design shell be fitmished to the erection contractor. The design ofthis individual truss is based on design mtmn and requirements supplied bytheTmss Mmulhaurcrand relies 111-11- 'he +uYuru+j• Simpson Stmne Tic Company and complamors ofthe information sec forth by the Building Dsigne. A seal on this drawing indimts acceptance ofpmfissional m®m neng responsibility solely for the truss component dsigr shotty. S' the mtv page and the "Important hrfomomian & General Noun page for additional information. All connectorplats shall be annufacmrcd by Simpson Strung -Tie company, Inc in accordance with ESR -2762 . All n+nneanr plmc ate 20 ganga unless the epcdfiW plate sins is followed by a "-18" which indicates an 18 gauge plate, or "SN I S", which indicates a high tmsion 18 gauge plate Hanson Components, Inc. Truss: D02 PmjedNalne: cooperres Component Solutions"' Date: 07/05/16 14:39:07 • Page: 1 of 1 Truss Version: 2016.4.1 [Build 6) Span Pitch Qty OHC OHR CANTL CANT PLIES Spacing WGT/PLY 16-6-0 8/12 1 1-9-0 1-9-0 0-M 0-M 1 24 in 75 lbs 20.04) ' 1-9-0 5-5-11 2-6-0 0-6-10 2.60 5511 1-9-0 5-5.11 7-11-11 11-0.5 16-60 . 4-04 4-04 d Reaction Summary 1T Type Bmc..bo Br8 Width Marcia) Rod Bat Width Mme React Max GmUplift Max Wind Uplift Mos Uplift Max Hods 1 Pin (Well) I 3.5 in Douglas -Fir -lam 1.50 n 804 Has - -77 Ibs -77 lbs 38 lbs 4 H Roll (Wall) 1 3.5 in Douglas -Fir -hath 1.50 in 804 lbs - -77 lbs -77 lbs 0 lbs Material Summary Bracing Summary = TC DFL42 2x4 _ TC Bracing Shwthd or Pudms m 6-0-0. Pudin dcsigo by Other. BCDFLg2 2x4 - BC Bracing Sheathed or Pudins at 10-", Pun design by Others. Webs DFL S td/Stud 2x4 , Loads Summary "Thi truss has been designed forthe cff = due to psfboaom chord live load plus dead loads. 2) This truss has been designed for the effects of a balanced design snow load (Ps - 20 pal) and unbalanced design now loads (8 /12, 5.4 psf wind, 18.2 psflm 23.6 psf Ian overpeak to 5.3 ft) for hips/gables in accordance with ASCEI - 10 with the fall -owing userdefined input 29 psi'ground snow load (Pg), Twain Category C, Fsposure Category Partially Fxposcd (Cc =1.0). Building Category rep=1.0). Thermal Condition All Otto "(Ct=1.OIRoofSlope Feaor(Cn=0.91ZDOL=1.15. - .. 3) This truss has been designed forthe effecas of wind loads m accordance with ASCE? -10 with the following uav defined input 110 mph ulthw- ExposureC, Fully Fnclosd, GabldHip, Building Category g 0 a 1.00), Gvesll Bldg Dims 25 ftx 60 ft, h - 15 n, End Tone Truss, Both end webs censidered. DOL- 1.60 , CC Zone Width 3 R 4)Minimum stamp snit loading in armrd®ce bow applied IBC 7bble, 1607.1 has boapplied 5) A250 Ibs muvmgpomt lite load has ban applied to the BC euncunent with other dead loads. - Member Forces Summary Table mdimma: Member ID, mut CSL note anis) force, (mar amp- fa— if different from rmc mis] fora) I2-3 0.440 I-7701ba - I34 0.449 -1102 lbs I4-10 0.198 54 Ilia Webs 12-6 0.111 273 Has (-0 lbs) 13-6 0.144 206 lbs (-205 that 13-5 '0.146 359 lb. 1 Notes: 1) This truss has been desigord using the grew lumbei reduction (noon;. 2) When this truss hat been chosen for quality assurance inspection, the Double Polygon Method par TPI 1-2007/Chepm 3 shell be used. Fabrication tale®a e 5 3) Provide adequate drainage to prevent ponding 4) Listed wind uplift reactions based on MWFRS Only loading 5) Bing material shown in the show table has only been chedmd for resistance perpendicular to grain, and does not indicate adequacy of mmmal for otha daiga considerations. BUTTE COUNTY BUILDING DIVISION APPROVED NOTICEAcepy ofthis design shall be fiumishd no the erection contractor. The design ofthis individual muss is based on design mtda and requhans M ts supplied by theTrusanufeemtc m:c .' and telies upon the y and complaeness of the infoanotion set forth by the Building Design¢ A seal on this drawing indicates aaeprance of professions) engneaing responsibility, solely for the mess component design shown. Ste the creta pap and the "important Infomntion &General Notes" page for additional mfium>ation. Ag connector plaits shag be ranufeourd by Sampson Strang -1c Company, Inc in snadence with ESR -2762 . AB atnncctnr plates are 20 gene unless the spaafid plate sive is Mowed by a' 19" which indicates an 19 gaup plate, or "Sg 18", which indicates a high tension 18 pup plate. 0-60 [cep: 12/31/2016 67-407 w 07/07/2016 Simpson Stmng-Tic Company 1-60 5-5-11 5-6-10 5-5.11 • 5.5.11 { 11-65 16-6-0 LoadingGeneral CSI Summary Deflection L/ Ooc) Allowed Load (pso Bldg Code: CBC 2013/ TC.: 0.46(2.8) Vert TL. 0.08m L1999 (4.5) L/240 TCLL: 20 TPI 1.2007 BC: 0.63 (4.5) Wt LL- 0.02 in I 1-1999 (4-5) L/360 TCDL: 8 Rep h1brincreaae: Yes Web : 0.15(3-5) Ho6TL• 0.02 in 4 BCA-: 0 D.O.L. : 135 % Cheep Facto; Ker- 2.0 Reaction Summary 1T Type Bmc..bo Br8 Width Marcia) Rod Bat Width Mme React Max GmUplift Max Wind Uplift Mos Uplift Max Hods 1 Pin (Well) I 3.5 in Douglas -Fir -lam 1.50 n 804 Has - -77 Ibs -77 lbs 38 lbs 4 H Roll (Wall) 1 3.5 in Douglas -Fir -hath 1.50 in 804 lbs - -77 lbs -77 lbs 0 lbs Material Summary Bracing Summary = TC DFL42 2x4 _ TC Bracing Shwthd or Pudms m 6-0-0. Pudin dcsigo by Other. BCDFLg2 2x4 - BC Bracing Sheathed or Pudins at 10-", Pun design by Others. Webs DFL S td/Stud 2x4 , Loads Summary "Thi truss has been designed forthe cff = due to psfboaom chord live load plus dead loads. 2) This truss has been designed for the effects of a balanced design snow load (Ps - 20 pal) and unbalanced design now loads (8 /12, 5.4 psf wind, 18.2 psflm 23.6 psf Ian overpeak to 5.3 ft) for hips/gables in accordance with ASCEI - 10 with the fall -owing userdefined input 29 psi'ground snow load (Pg), Twain Category C, Fsposure Category Partially Fxposcd (Cc =1.0). Building Category rep=1.0). Thermal Condition All Otto "(Ct=1.OIRoofSlope Feaor(Cn=0.91ZDOL=1.15. - .. 3) This truss has been designed forthe effecas of wind loads m accordance with ASCE? -10 with the following uav defined input 110 mph ulthw- ExposureC, Fully Fnclosd, GabldHip, Building Category g 0 a 1.00), Gvesll Bldg Dims 25 ftx 60 ft, h - 15 n, End Tone Truss, Both end webs censidered. DOL- 1.60 , CC Zone Width 3 R 4)Minimum stamp snit loading in armrd®ce bow applied IBC 7bble, 1607.1 has boapplied 5) A250 Ibs muvmgpomt lite load has ban applied to the BC euncunent with other dead loads. - Member Forces Summary Table mdimma: Member ID, mut CSL note anis) force, (mar amp- fa— if different from rmc mis] fora) I2-3 0.440 I-7701ba - I34 0.449 -1102 lbs I4-10 0.198 54 Ilia Webs 12-6 0.111 273 Has (-0 lbs) 13-6 0.144 206 lbs (-205 that 13-5 '0.146 359 lb. 1 Notes: 1) This truss has been desigord using the grew lumbei reduction (noon;. 2) When this truss hat been chosen for quality assurance inspection, the Double Polygon Method par TPI 1-2007/Chepm 3 shell be used. Fabrication tale®a e 5 3) Provide adequate drainage to prevent ponding 4) Listed wind uplift reactions based on MWFRS Only loading 5) Bing material shown in the show table has only been chedmd for resistance perpendicular to grain, and does not indicate adequacy of mmmal for otha daiga considerations. BUTTE COUNTY BUILDING DIVISION APPROVED NOTICEAcepy ofthis design shall be fiumishd no the erection contractor. The design ofthis individual muss is based on design mtda and requhans M ts supplied by theTrusanufeemtc m:c .' and telies upon the y and complaeness of the infoanotion set forth by the Building Design¢ A seal on this drawing indicates aaeprance of professions) engneaing responsibility, solely for the mess component design shown. Ste the creta pap and the "important Infomntion &General Notes" page for additional mfium>ation. Ag connector plaits shag be ranufeourd by Sampson Strang -1c Company, Inc in snadence with ESR -2762 . AB atnncctnr plates are 20 gene unless the spaafid plate sive is Mowed by a' 19" which indicates an 19 gaup plate, or "Sg 18", which indicates a high tension 18 pup plate. 0-60 [cep: 12/31/2016 67-407 w 07/07/2016 Simpson Stmng-Tic Company Component Sol utionsTxl Truss Version: 2016.4.1 [Build 6] Hanson Components, Inc. Truss: D03 Project Name: cooper tes • Daze: 07/05/16 14:39:07 Page: I of 1 Span, Pitch Qty OHL OHR CANTL CANT PLIES Spacing 16-6-0 8112 1 1-9-0 1-9-0 0-M 0-M 1 24 in 20-0-0 1-9-0 4-1-8. 4-1-8 4-1-8 4-1$ 1-9-0 4-1-8 12-441 ~ 16.6-0 h .. s 44 - n WGT/PLY 71 lbs Reaction Summary JT7jpe Bra Combo BB p5dth Material Rqd Bpi Width Max Read Max G—uplift Max Wind Uplift 1 Pm (Wall) 1 3.5 in Douglas-F'u-1,arct 1.50 in 804 lbs - -77 bs 5 H Rog (Wall) 1 3.5 in Douglas-FiA arch 1.50 in 804 Iba - -77 gas Material Summary Bracing Summary TC DFL#2 2.4 - '" TC Boeing rm Shhsd or Pudins a-0-0 6. Pudin design by Olhm. BC DFL#2 2x4 BC Bracing Sheathed or Pudin. al 10-0-0, Pudin design by Others. Web, . DFL Std/Stud 2x4 Loads Summary 1) This truss has been designed for the effects due to 10 psfbotwm chord live load plus dead loads. 2) This truss line been drsigaed forthe effects of a balmced design snow load (Ps - 18.1 pso and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.1 par[= 23.6 psf lee over peak to S.3 ft) for hips/gables in accordance with ASCE) -10 with the fallowing neer defined input 29 psf ground snow load ft Teaoin CategoryC, Exposure CmepryPartially Exposed (Ce - 1.0). Building Categlry Ha - 1.01 Theorist Condition All Others (Ct - 1.0). Roof Slope Factor (Ca - 0.91) DOL- 1.15. 3) This truss has been designed far the effects ofwind loads in accordance with ASCE? -10 with the following uac deOned input 110 a ph uldrmte, Exposum C, Fully Foeoa d, Gebld ip, Building CategoryB P- 1.00 Overall Bldg Dims 25 ft x 60 ft, h- 15 8, End Zonc Truss, Both end webs considered. DOL- 1.60., CC Zone Width 3 ft. 4) Mm®tm storage attic loading in accordance with IBC • bble 1607.1 bus been applied ' 5) AM lbs moving point line load has been applied to the BC cencuaent with other dead loads. Member Forces Summary ' Tablc mdieates: Mm be ID, ® CSI, ® axial fomc, (mm cernpr forte if dift'erent Som max amid fora) lbs 26 _ 11.2 _ _ 0.509 -1,02616. 13.4 0.241 -747 lbs 15-8 .0.198 1054 b, Notes: 1) This truss has been designed usingthe green lumbo eduction factors. - 2) Wbco this =as hasbeen chosen for quality assurance inspection, the Double Polypn Mcthod per TPI 1-2007/Chapta3 shell be used. Fabdeation mletance- 5 W 3) Listed wind uplift reactions based on MWFRS Only loading 4)Bearing ®tmal ahowv in the above table has only been cLalod for resistance perpendicular to gain, and does not indicate adequacy ofreatoin forotherdesignconsiderations -77 lbs 0 lbs V r BUii5 COUNTY BUILDING DIVISION 'APPROVED �/R•� t. GAN\ T Exp: 1211[r-016 f' /07/2016 NOTICE Ampy of this design shall be furnished to the cation contractor. The design of this individual trues is based on design eitois and mquir®m eupplid by theTrues Meaufaaurcrand relics upon the jwcu"y Si nlpson Strong Tic Company and carnpicenesa ofthc infor®tion set forth bythe Building Deaipm A seal on this drawing indicates acceptance of professional eagiaccring responsibility solely for the trues enrnponeat design shown. Son the o— page and the "hrponant Infotmatiaa & lian®1 Notes" pap for additional mfio®tion. All connector plates shall be ®uf ctured by S'mpson Strong -'lie Company, Inc in accordance with SSR -2762 . All connenorplatcs are 20 gnag, unleas the specified plate aim is followed by a "-18" which mdienes an 18 gaup plate, or"S# 18", which indirmes a hilib tension 18 gauge plate ' - 0-0-0 - 0.0.0 • ' 8-3-0 6-3.0 830 ' 16-" Loading General CSI Summary Deflection; L/ (loci) Allowed load (psl) Bldg Code: CBC 2013/ TC: 0.51(1-2) VW TL 0.16m L/999 (5.6) L1240 WILL 20 TPI I-2007 + BC: 0.86(6.1) Wrt IL- 0.02 in L/999 6 L1360 TCDL : 8 Rep N%r masse: Yes VVcb : 0.21 (36) Hort, M,0.02 in 5 BC1L : 0 ' D.O.L : 115% Creep Factor, Ra - 2.0 BCDL: 1 10 Plate Olfsers (JotXY,Ang): (12-7.2-9,0.) (2:0-0,4-3,31.) (3:0-0,4-3,0.) (4:0-0.4-3.31.) (52-7,2-9.0.) (6:0-0.3.8.0.) Reaction Summary JT7jpe Bra Combo BB p5dth Material Rqd Bpi Width Max Read Max G—uplift Max Wind Uplift 1 Pm (Wall) 1 3.5 in Douglas-F'u-1,arct 1.50 in 804 lbs - -77 bs 5 H Rog (Wall) 1 3.5 in Douglas-FiA arch 1.50 in 804 Iba - -77 gas Material Summary Bracing Summary TC DFL#2 2.4 - '" TC Boeing rm Shhsd or Pudins a-0-0 6. Pudin design by Olhm. BC DFL#2 2x4 BC Bracing Sheathed or Pudin. al 10-0-0, Pudin design by Others. Web, . DFL Std/Stud 2x4 Loads Summary 1) This truss has been designed for the effects due to 10 psfbotwm chord live load plus dead loads. 2) This truss line been drsigaed forthe effects of a balmced design snow load (Ps - 18.1 pso and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.1 par[= 23.6 psf lee over peak to S.3 ft) for hips/gables in accordance with ASCE) -10 with the fallowing neer defined input 29 psf ground snow load ft Teaoin CategoryC, Exposure CmepryPartially Exposed (Ce - 1.0). Building Categlry Ha - 1.01 Theorist Condition All Others (Ct - 1.0). Roof Slope Factor (Ca - 0.91) DOL- 1.15. 3) This truss has been designed far the effects ofwind loads in accordance with ASCE? -10 with the following uac deOned input 110 a ph uldrmte, Exposum C, Fully Foeoa d, Gebld ip, Building CategoryB P- 1.00 Overall Bldg Dims 25 ft x 60 ft, h- 15 8, End Zonc Truss, Both end webs considered. DOL- 1.60., CC Zone Width 3 ft. 4) Mm®tm storage attic loading in accordance with IBC • bble 1607.1 bus been applied ' 5) AM lbs moving point line load has been applied to the BC cencuaent with other dead loads. Member Forces Summary ' Tablc mdieates: Mm be ID, ® CSI, ® axial fomc, (mm cernpr forte if dift'erent Som max amid fora) lbs 26 _ 11.2 _ _ 0.509 -1,02616. 13.4 0.241 -747 lbs 15-8 .0.198 1054 b, Notes: 1) This truss has been designed usingthe green lumbo eduction factors. - 2) Wbco this =as hasbeen chosen for quality assurance inspection, the Double Polypn Mcthod per TPI 1-2007/Chapta3 shell be used. Fabdeation mletance- 5 W 3) Listed wind uplift reactions based on MWFRS Only loading 4)Bearing ®tmal ahowv in the above table has only been cLalod for resistance perpendicular to gain, and does not indicate adequacy ofreatoin forotherdesignconsiderations -77 lbs 0 lbs V r BUii5 COUNTY BUILDING DIVISION 'APPROVED �/R•� t. GAN\ T Exp: 1211[r-016 f' /07/2016 NOTICE Ampy of this design shall be furnished to the cation contractor. The design of this individual trues is based on design eitois and mquir®m eupplid by theTrues Meaufaaurcrand relics upon the jwcu"y Si nlpson Strong Tic Company and carnpicenesa ofthc infor®tion set forth bythe Building Deaipm A seal on this drawing indicates acceptance of professional eagiaccring responsibility solely for the trues enrnponeat design shown. Son the o— page and the "hrponant Infotmatiaa & lian®1 Notes" pap for additional mfio®tion. All connector plates shall be ®uf ctured by S'mpson Strong -'lie Company, Inc in accordance with SSR -2762 . All connenorplatcs are 20 gnag, unleas the specified plate aim is followed by a "-18" which mdienes an 18 gaup plate, or"S# 18", which indirmes a hilib tension 18 gauge plate Hanson Components, Inc. Truss: D04 ere ,,,,• s.,• PmjectName: cooper res Component Solutions"" Date: 07/05/16 14:39:08 Truss Page: 1 of 1 Version: 2016.4.1 [Build 6] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 16-4-8 8/12 1 0-M 1-9-0 0-M 0-M 1 24 in 68 lbs Loading Load TCIL TCDL: BCLL: 4) 4-0-0 I 4-1-8 I 4-1.8 4-1-8 I 1 4-0-0 8.1-8 12.3-0 r 16.48 4x4 - 0-0-0 0-0-0 8-1-0 8-1-8 General CSI Summary (poo Bldg Code! CBC 2013/ - TC: 0.51(4-5) 20 TPI 1-2007 BC :0.86 (56) 8 Rep Mbr Inaeasc .- Yes Wb : 0.20(3-6) 0 DAL : - 115 % Reaction Summary TT Type Beat Combo Beg Width Matedal Rod Brg Wdtb - Max Read M. (Lev Uplift Max Wind Uplift Max Uplift Max Had. 1 Pip (Wall) 1 3.5 in Douglas-Fir-Lmrh 1.50 in - 704 lbs - A3 Ibs 43 lbs 66 lb. 5 H Rod (Wall) 1 - 3.5 in D-glas-FLflardn 1.50 in 802 lbs - -79 Ibs -79 lbs 0 lbs Material Summary'. Bracing Summary 7L DFLg2 2x4 TC Bracing Sheathed or Purins at 6-", Pudin design by Others. BCDFLg2 2x4 - BC Bracing Sheathed or Pudms at 10-", Pardo design by Others. Wcbs DFL SW/Stud 2.4 Loads Summary y r "This truss hes been desisted for the effects due m 10 psfbotnm chord live load plus dead loads. 21 This truss has been designed for the effects of a balanced design snow load (Ps a 18.1 pso and unbalanced design wow loads (8 /12, 5.4 par wind, 18.1 par Inc 23.6 psf Ice over peak to 5.3 ft) for hips/gables in eaordance with ASCE/ - 10 with the following usa defind input: 29 psf Bound snow load (PA Twain CategoryC, Exposu , Category Panddly Exposed (Ce - 1.01 Building Category B a m 1.01 The®1 Condition All Others (Ct - 1.01 Roof Slope Fedor (Cs m 0.91). DOL m 1.15. 3) This truss has been dmigaed for the effeda of wind loads in accordance with ASCE? -10 with the Mowinguser defined input 110 nph ulti®te, Fxposum C, FuOy Faclosd, Gable/ ip, Buildiog Categoryll0- 1.001 Os®B Bldg Dims 25 fix 60 ft, h m 15 fi, Fad ZoneTruss, Both and webs considered. DOL- 1.60 , CC Tone Width 3 0. 4) Maim— storage smic loading in accordance with IBC TSble 1607.1 has been applied 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead loads. Member Forces Summary Table indicates: Member ID, mgr CSL mw exist force, (= compt fora if diffctent from war axis] force) TC 11.2 0.469 -1,023 lbs 134 0.241 -744 lbs 15.7 0.198 54 ths 1 26 Notes: 0.203 501 I) This mass has been daigoed using the grow lumber rduction factors. 2) When this truss has been Chosen for quality eseu®cc inspection, the Double Polygon Method pa TPl 1-2007/Chepta 3 shall be used. Fabrication mlemce- 5 %. 3) Listed wind uplift reactions based on MWFRS Only loading 4) Bening mutual shown in the shove table has only been cbcdwd for resistance perpendicular to gram, and does not indicate adequacy of marcid for other design considerations. M BUTTE COUNTY BUILDING DIVISION APPROVED NOTICEAcopy ofthis design &hall be furnished to the erection contractor. The design ofthis individual suss is based on design mteia and requirements supplid by theTmss Manuf crura and relies upon the auunuy and completeness athe information set forth by the Budding Designer. A seal on this drawing indicates acceptance ofpmfimiooal engineering responsibility solely for the trots component design shown. Sm the c— page and the "Important Info mmioa At General Notes" pop for additional mfomffiion. All comamr pbmrs shag be manubatumd by Simpson Strong -11c Company, htc m accordance with FSR -2762 . All mnmmnr plain am 20 gang, "Iwo the specified place aim is followed by "-18" which indicates an 18 genge plate, or "Sp I8", which indicates a high torsion 18 gauge plata �r L. G.(//y 4 Exp: 1251/2016 67-40.7 /07/2016 Simpson Strang -Tic Company 8-3-0 16-4-8 Deflection L/ Ooc) Allowed Vet TL 0.16 in L/999 (56) L/240 Vet LL 0.02m L/999 (6-1) L/360 Hou M. 0.02 in 5 Creep Factor, Ka a 2.0 TT Type Beat Combo Beg Width Matedal Rod Brg Wdtb - Max Read M. (Lev Uplift Max Wind Uplift Max Uplift Max Had. 1 Pip (Wall) 1 3.5 in Douglas-Fir-Lmrh 1.50 in - 704 lbs - A3 Ibs 43 lbs 66 lb. 5 H Rod (Wall) 1 - 3.5 in D-glas-FLflardn 1.50 in 802 lbs - -79 Ibs -79 lbs 0 lbs Material Summary'. Bracing Summary 7L DFLg2 2x4 TC Bracing Sheathed or Purins at 6-", Pudin design by Others. BCDFLg2 2x4 - BC Bracing Sheathed or Pudms at 10-", Pardo design by Others. Wcbs DFL SW/Stud 2.4 Loads Summary y r "This truss hes been desisted for the effects due m 10 psfbotnm chord live load plus dead loads. 21 This truss has been designed for the effects of a balanced design snow load (Ps a 18.1 pso and unbalanced design wow loads (8 /12, 5.4 par wind, 18.1 par Inc 23.6 psf Ice over peak to 5.3 ft) for hips/gables in eaordance with ASCE/ - 10 with the following usa defind input: 29 psf Bound snow load (PA Twain CategoryC, Exposu , Category Panddly Exposed (Ce - 1.01 Building Category B a m 1.01 The®1 Condition All Others (Ct - 1.01 Roof Slope Fedor (Cs m 0.91). DOL m 1.15. 3) This truss has been dmigaed for the effeda of wind loads in accordance with ASCE? -10 with the Mowinguser defined input 110 nph ulti®te, Fxposum C, FuOy Faclosd, Gable/ ip, Buildiog Categoryll0- 1.001 Os®B Bldg Dims 25 fix 60 ft, h m 15 fi, Fad ZoneTruss, Both and webs considered. DOL- 1.60 , CC Tone Width 3 0. 4) Maim— storage smic loading in accordance with IBC TSble 1607.1 has been applied 5) A250 lbs moving point live load has been applied to the BC concurrent with other dead loads. Member Forces Summary Table indicates: Member ID, mgr CSL mw exist force, (= compt fora if diffctent from war axis] force) TC 11.2 0.469 -1,023 lbs 134 0.241 -744 lbs 15.7 0.198 54 ths 1 26 Notes: 0.203 501 I) This mass has been daigoed using the grow lumber rduction factors. 2) When this truss has been Chosen for quality eseu®cc inspection, the Double Polygon Method pa TPl 1-2007/Chepta 3 shall be used. Fabrication mlemce- 5 %. 3) Listed wind uplift reactions based on MWFRS Only loading 4) Bening mutual shown in the shove table has only been cbcdwd for resistance perpendicular to gram, and does not indicate adequacy of marcid for other design considerations. M BUTTE COUNTY BUILDING DIVISION APPROVED NOTICEAcopy ofthis design &hall be furnished to the erection contractor. The design ofthis individual suss is based on design mteia and requirements supplid by theTmss Manuf crura and relies upon the auunuy and completeness athe information set forth by the Budding Designer. A seal on this drawing indicates acceptance ofpmfimiooal engineering responsibility solely for the trots component design shown. Sm the c— page and the "Important Info mmioa At General Notes" pop for additional mfomffiion. All comamr pbmrs shag be manubatumd by Simpson Strong -11c Company, htc m accordance with FSR -2762 . All mnmmnr plain am 20 gang, "Iwo the specified place aim is followed by "-18" which indicates an 18 genge plate, or "Sp I8", which indicates a high torsion 18 gauge plata �r L. G.(//y 4 Exp: 1251/2016 67-40.7 /07/2016 Simpson Strang -Tic Company 0-0.0 5511 1.49 57-75610 5511 5511 6-10.4 12511 160.5. .23.6.0 Loading Hanson Components, Inc. General Truss: E01 Deflection L/ (loc) Allowed Land - (psQ Bldg Code. CBC 20131 TC: 0.41(34) Vat TL 02m PmjectName: cooper fes (9-10) L/240 70,L: 20 .156 lbs Date: 7/6/2016 10:46:14AM Component SolutionsT"' Vat LL 0.08 in L / 999 (9-10) L / 360 Page: I of2 Truss Rep Mbrloermae: No Web: 0.73(5-9) Ho¢TL 0.04m Version:2016.5.1 [Builds) 7 BCLL: 0 D.O.L : Span Pitch Qty OHL OBR CANT CANTR PLIES Spacing WGT/PLY 23-" 9/12 1 1-9-0 1-9-0 0-M 0-M 2 24 in 134 lbs 10 27-0-0 -- __. ,- 0-10-9 5-511 57-7 2-95 2-95 55.11 Load Case DI: Std Dead Load 5511 51-61 12-5.11 153.0 18-0-5 23.60 DiswibutedLoads M®ba location 1 location 2 4-0.4 4-0-4 ' Stat land End Lund 12 Top Chd 5-5-11 12-5-11 • 8F- 5x6 - 8 paf 0-0.0 5511 1.49 57-75610 5511 5511 6-10.4 12511 160.5. .23.6.0 Loading , General CSI Summary Deflection L/ (loc) Allowed Land - (psQ Bldg Code. CBC 20131 TC: 0.41(34) Vat TL 02m L/999 (9-10) L/240 70,L: 20 .156 lbs TPI 1.2007 'c.0.35 (10-11) Vat LL 0.08 in L / 999 (9-10) L / 360 TCDL: 8 Rep Mbrloermae: No Web: 0.73(5-9) Ho¢TL 0.04m BC DFL 02 2.6 7 BCLL: 0 D.O.L : 115% Down Crop Fsaor, Ka=2.0 BCDL: 10 + Dawe __. ' Reaction Summary , PI' Type Bm Cartbo BM VAdthMaterial Rqd Big Width Max Raa et Mars G-UpliftMme Wind Uplift Marr Uplift Max Hodx 1 Pio (Well) ' 1 . 3.5 in Douglas -Fn -latch 1.50 m 2,421 lbs •268 lbs .268 lbs -1,500 abs 7 H Rag (Wall) 1 3.5 in Douglas -Fir -latch 1.50 in 1,605 lbs .156 lbs -156 lbs 0 lbs Material Summary PoatLoads - Bracing Summary 7C DFL122x4 7C Bracing Sheathed or Purlins at 5-10-0, Pude dsiga by Other. Direction BC DFL 02 2.6 Thb Width BC Bracing Sheathed or Purlins u 10-", Partin deign by Others. Webs DFL Std/Stud 2x4 ^OUN 1 i "/ Loads Summary I) This s vasa hbeen designed for the eRam m due 10 paf botrbm chord live load plus dead loads. �C BUTTE 2) Thier truss has been designed for a 1,500 lbs drag load distributed alongthc TC ad. fiom ub dvmion. 3) This masa has been dsigaod for the dSms of a balanced design snow load (Ps m 20 psf) and'unbalanced design anow loads (8 /12, 5.4 psf wind, 18.2 psf Ice, 23.6 psf la overpack BUILDING � 11 � �®� N � D IVI S I O N to 5.3 It) for bips/grm bla accordanco with ASCE7 -10 with the following uses def rod input 29 psf pound now load ftg Tenon Category C. F:posum Category Partially&pond 11 VVII (Ce= 1.0� Building Category 110 e 1.01 The®1 Condition All Others (Ct = 1.01 Roof Slope Factor (Cs = 0.91), DOL- 1.15. 4) This has bas been dsigd for the e6eas cell B d loads in iirxordanco with ASCE/ - 10 with the, Both and er s cons 'input 1 10 m1. ulti®fe, E:posuro C, Fully Enclosed, ® ., . OV E D Gablelliip, BuOding Cmegory0 (1= 1.00). Ot�O Bldg Dim 25 B x 60 0, h = IS 8. Fad Zone Truss, Both end webs considered. DOL- 1.60 , CC Zone Width 3 R 1 5) Minimum storage attic loading in acoardanen with HIC Thble 1607.1 has been applied 6) A250 lbs rmving point live load has been applied to the BC accountant with other dead loads. - Load Case Irl: Std Live Load Distributed Loads , Manby location 1 location 2 - Dbaerion Spread Stmt hood End load 7Tib Width Top Chd 5.5.11 12.5.11 Down Pml 20 paf 20 par 24 in PoatLoads - Mrrrba location - Direction - load Thb Width Bot Chd 6-104 Down BII Ibs Top Chd 5-5-11 Dawe 197 Ibs ' Load Case DI: Std Dead Load DiswibutedLoads M®ba location 1 location 2 Direction Spread Stat land End Lund Tnb Width Top Chd 5-5-11 12-5-11 Down Rol 8 psf 8 paf 24 in I PaintLoads Meatier location Direction load Tnb Width lJr Bot Chd 6-104 Down - 512 lbs 11J Top Chd 5-5.11 Down 132 lbs IV G,U\T Exp: 12111/2011, 67_40.7 /07/2016 NOTICE Ampyofthis design shall be famished to the erection contractor. The design of this individual Meas is based on design aitedaand nquirennhts supplied bytheTms Manufscmraand rclis upnn the uauiacv SIDIpSOn Strong -TIC Company and completeness of the mfomntion ser forth by the Building Desip m A seal on this drawing indicates saxptance of professional engineering responsibility solely for the truss component design shown. Sec the amt+ peg and the "important Infomntion B. Genal Notes" page for additional info. n. Ali connector plus shall be manufactured by Simpson Strang -Tie Company, Inc in accordance with ESR -2762 . All coanunar plates am 20 gang, unless the epecifed plate sin is followed by a"-1 g" which indicts an 18 page plot, or *S# I8", which indicates a high tension 18 gang plan. Hanson Components, Inc. Component Solutionsr" Truss Version: 2016.5.1 (Build 5] Truss: E01 ProjectNalne: cooper res Date: 7/6/2016 10:46:14 AM Page: 2 oft Span Pitch Qty OHI. OHR CANT CANTR PLIES Spacing WGT/PLY 23.6-0 9/12 1 1-9-0 1-9-0 0-0-0 0-M 2 24 in 134 lbs User -defined Load Case W 11: MWFRS-Wind 11 to Ridge ( DOL = 1.60) DiCn'blved Loads Mother Location 1 location 2 Direction Spred Start load Fnd load Tnb Wield Top Cbd .1-9-0 5-11-I1 N Up Rata; 22.64 psf 22.64 psf 24 at Top Chd 5.11.11 12-5.11 N Up Rake 22.64 psf 22.64 psf 24 in Top Chd 12-5-11 15-3-0 N Up Rake 22.64 psf22.64 psf 24 in Top Chd 15-3-0 25-3-0 N Up Rdx 22.64 psf 22.64 pet 24 in Point Loads Mmha location Direction load Tib Width Bar Chd 6.104 Up 918 Lbs Top Chd 5-5-11 Up 223 Lbs Load Combinations N Load Combo Factor load Duration Factor 1 DI 1.000 0.900 .... .... 2.,i.".. "r.Dl +til. .,:; ... 7 ` .ti. , .,r := .....-.. _ .... " .. -. t. _. ;„ .. _,1:000 , .. ... .. 7.150 3 DI+SI1.000 1.150 ;;R'•i..-, 4 Dl+:S2 . ... , ..�„ .. .. ... •:.... - ,.., .' - ... .:�• ...•..��..: :1 000 : :., e: 5 DI +S3 1.000 1.150 ''.':• .6 ...i 'DI +D.6:W3 :- .. ... _ ... .. 1:000 '"w .600. + '. 7 D1+0.45 W3+0.75Lit 1.000 1.600 8 Vii_: 'D1++.0.45W3+0:75:51. .. ., .: ..:':1000 ' - . ..,:1.60g 9 DI +0.45 W3 +0.75 S2 1.000 1.600 DI+'0.45W3 a075S3 :...... .... ;,/..'.. .:, � .-.Y.. ;...:., >:.;;:j.w. . "; ra. •..,x:'.:1000 �.°'.... .° ..'"]:600"s';...-., 110.6 DI + 0.6 W 1 1.000 1.600 .:•k:,; .x:72 '..0(6 DI +0'.6W2 + °E..t .b7:.. ,. ;. `F:.�-. .. .. .. _ u • is.a :.1.000 ` - .. i:xi ":.1c600ti .. ... 13 0.6 Dl +0.6 W41.000 1.600 ^...,. -s: ,0.6 Dl'+'.Ot6+WB IS 0.6 DI +0.6 W9 1.000 1.600 '::.:,....16 ... ..:0i6 Di +.0.6 W71 .. .. -.w... _.. ....-. ., t- w.. ..1.000. :.-:..h k v;- . . >�1:600 �',." : r ,• n-. 17 DI+LDragl 1.000 1.600 `_..:DI+IDraO- ,., :" ._ .•. .v:. '.:' ti .".. •.;: ..., .. -;.r w�,, , ..'; ...''`.'1.000^ ... „' 19 DI+LIO" 1.000 1.250 _.DI+:URI.. '.. : «. .... _ .L1.150 .,�*�4 7. 21 DI+UR2 1.000. 1.150 22• -:DI+OFUI ,. n ....,.. : ..: ... A.256a..,,.. �i ..r 23 DI +OFh2 1.000 1.250 :..izb .....D]+.OFG3 •t _.{ ... .i..:. -- .:d:'^w ..`':.,f ..._. _ �:: o.. .1"-7000n i+",w°.wfk:, w. ..,1[250 25 DI +Mist 1.000 1.250 - .. _. '.: „w ..26 :... ...- , ..DI+OF16 .. -...-. :.'r .� ... ... .. .^. .•�,: ,.,.v.. ,-w•...h. .. .-.. .w>:. a.00g .,^, .,err : 1250 :. 27 DI+OF66 1.000., 1.250 .'..:•'. 28:.. �' [`DI +OFM':��`.. n. i-_.-... .... ..: M'v: :':`i. `�':C.s r^r�'.: .:"" •i' ;:^�.� a-...: .;1000,. 29 DI +OF68 1.000 1.250 r ; ,. i` l.000 i 250' 31 DI +OFId 1.000 1.250 r M.. 32, _ -,'11)1+OFlrll ^?.•^N"+. itt `.. t::,�r. ... .. .. x .:. ;'~. ... _.'.1 g00 ,.'..._..._ ..`.l'250,�. «..... .. Member Forces Summary Table mdicatas: Menoba ID, ®x CSI, mot axinl fora, (curt coapttome if diffctmt from mot saint tome) TC 112-1 0.113 27 Lbs 12.13 0.006 -14 lbs 15.6 0.136 -1.202 lb: 1-2 0.261 -1,972 lbs 3A 0.411 -1,177 lbs 6-7 0.163 4,225 lbs 2.a n 254 A 614 Ibc 6.5 11.222 -1.962 lb, 7-14 0.113 27 lbs 3-11 .0.188 -840 lb, 4A 0.316-1,4261bs 6-9 0.025 -115 lbs 3-10 0.199 451 lbs (-51 Lbs) SA 0.725 1,643 lb, (-152111) Notes: 1)7bis tmu has been designed usingthe green luerbermduction factors. 2) When this -as has been chosen for quality assurance inspection, the Double Polygon Method per 7Pl 1-2007/Chapter 3 shall be used. Fabrication tolerance - 5 %. 3)Provideadequatedminagmpr tponding 4) The fumes shown forthis eultipty, truss tun paplyand the reactions arefor all plies. 7ivo identical trusses shall be built and attached as follows: TC -I mw of t Od Nails or Gun Nails [tin 0.120" die x 2 7/8" long) ®12" o.c., BC - 2 staggered rows of 1 Od Nails or Gun Nails [rain 0.120" dict x 2 7/8" long) 812" o.e. , Webs -I mw Ind Nails orG to Nails [n:n 0.120" dict x 2 718" long] ®9" o.c. ' In addition to the fute ring rot incd above, provide the following supplemental fastaners within 24" of the location(s) fisted below, in Rcu of using hanger connectors that an, capable of taesfeedngthe entire load between the plies: BC: 6-104, (5) 10d Nails or Gun Nails )tdn 0.120" die x 2 7/8" long) 5) When mquired, sufdmt hangers shag bepmvided (by othors) m resist ructions shows. 6) Install the scrm/nai18 on one side; do not Rip truss. Srxeus/oails shall be installed in the same truss ply that the hangers are, attached to. 7) Lottml bmaiog shill be -,6,,d m cath ply. 8)All fasteners ®imnm2-12" long unless otherwise noted. 9)Nails in 1 at and tad ply shag be staggered from suaassiw plies by 12 the nail spacing 10) listed wind uplift notions based on MWFRS Only loading 1 1) Baring nmaial shown in the above table has only been thedmd for resistance perpendicular to gain, and does not indicate adequacy of tutorial for other design considerations. BUTTE COUNTY BUILDING DIVISION APPROVED 1. GVNTC�\ 4� at, :12/31/2OId�� 2 67.407 /07/2016 N0710E Acdpy of this design shall be furnished to the orection contractor. The design ofthis individual truss is based on design ctheria and requbermtta supplied by theTnras ManuGerura and relies upon the accunrcy Simpson Slrring-TIC Company and conic tenre ess ofthe infortion act forth by the Building Desigue ,A seal on this drawing indicates acceptance ofengineeringprosional engineering responsibility solely for the Lcomponent Lusa coonent design shown. ec SIba cow* peg and the "Important Info®tion or t General Notes" page &r additional m® fotena ion. All connector pl"hall be ®cr ufated by Simpson Samm at oag-Me Corany, Inc accordance with ESR -2762. All connor plate' are, 20 grhgc, unless the spedfted plate size is followed bya "-18" which ndicates an 1 S guegplate, or "St! 18", which indicates abigh tension 1 S gang plue. Loading Load TCL-:. 7CDL: BCL.: Hanson Components, Inc. 740-0 Truss: E02 56-10 0 lbs D-0-0 5511 1 _ Project Name: cooperres Component Solutions"`' 1&0-5 was DFL Std/Stud 2x4 236.0 Loads Summary Date: 7/6/2016 10:14:O4AM Truss Deflection L/ (loci) Allowed Page: 1 of I Version: 2016.5.1 [Build 5] TC: 0.33(2-3) Vat 71-- 0.12m L/999 (8A) L/240 Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 23-6-0 9/12 1 1-9-0 1-9-0 0-M 0-M 2 24 in 125 lbs - 27-0-0 Hoa 71, 0.03 in - 1-9-0 1 5.5-11 2.6-0 -4fr0 2-8.5 2-8-5 1 1 5-5-11 1-9.0 1� ' 5-5-11 1 7-11-11 1 12-511 1 153-0 18.0.5 236.0 . - 4-0-4 4 0 4 . Members 2-3 and 3-4 are TCs and shall be braced as defined in the Bracing Summary. 12 (1:2-7,2-9,0.) (2:3-11,1-12,0.) (3:0-0,3.8,73.) (4:0-0,4-3,0.) (5:1-15.2-15,90.)(6:2-7-2-9,0.) (7:3-11,2.8,0.) (8:3.8,3.8,0.) ' t2 8� 1x41 6r 11 tz4[ 2t4- 4x5- 4x6\ 4x6- 4 1x41 12 �6 • o_ 1x4] 3 5 qh Loading Load TCL-:. 7CDL: BCL.: Reaction Summary + JT Type Bra Corrbo Brg Width Material Rqd Brg Width Max Rcct "Max Goo,' uplift Max Wind Uplift Max Uplift 0.0-0 5511 740-0 86 lb. 56-10 0 lbs D-0-0 5511 1 " 5-511 1 12511 1 1&0-5 was DFL Std/Stud 2x4 236.0 Loads Summary General CSI Summary Deflection L/ (loci) Allowed (pso Bldg Code: CBC 20131 TC: 0.33(2-3) Vat 71-- 0.12m L/999 (8A) L/240 20 TPI 1-2007 BC :0.43 (8-9) Vat IL- 0.03 in L1999 (BA) L/360 8 Rep htbr Increase: Yes ' Web : 0.32 (4$) Hoa 71, 0.03 in 6 0 D.O.L : + 115 % Crap Fsaor, Ka - 2.0 10 f,Angk (1:2-7,2-9,0.) (2:3-11,1-12,0.) (3:0-0,3.8,73.) (4:0-0,4-3,0.) (5:1-15.2-15,90.)(6:2-7-2-9,0.) (7:3-11,2.8,0.) (8:3.8,3.8,0.) Reaction Summary + JT Type Bra Corrbo Brg Width Material Rqd Brg Width Max Rcct "Max Goo,' uplift Max Wind Uplift Max Uplift Max Hou 1 Put (Well) 1 - 3.5 m Douglas-Firdach 1.50 in 1,022 lbs - .88 lbs -98 Iba 86 lb. 6 H Rog (Wall) 1 3.5 in Drainers-F'a-11ar1, 1.50 in 1,022 lbs - .105 lbs -105 lbs 0 lbs Material Summary Bracing Summary " 7C DFL p2 2x4. TC Bracing Sheathed or Purlins at 9-5-0, Poulin design by Others. BC DFL 42 2.4 - BC Bracing Sheathed or Purlins at 10-0-0, Pudin design by Others. was DFL Std/Stud 2x4 Loads Summary I) This truebeen deigned forth. effcus due to 10 pafbomm chord lite load plus dead loader. O U N W BUTTE Whas 2) This es:s hbeen dsipd Corthc .Saha rata balanced design snow load (Ps = 20 psQ and unbalanced design :now loads (8 /12, 5.4 psfwind, 18.2 psf la, 23.6 peCla ovcpeak m 5.3 fi) for hips/gabin in acwrdance, with ASCE7 - 10 with the fo0owing userdefe d input 29 psf gouod snow load (Pa Txsia Category C, Exposure Category Pmtially5tposed tom /� (Ce-1.0)Building Catepryllo- LO)ThcmWCondition ABOthm(Ct-1.0),RoofSlopc Factor(Co-0.91),DOL-1.15. �_ I �D BUILDINGDIVISION Ws 3) Ibis a hbea designed for the effects ofwind loads in accordance with ASCE7 - 10 with the following user dcfind input 110 nph uldmnte, Fsposum C, Fully Facloaed, ,�.Yi( Budding Category 110 1.00), Bldg 25 0 x 60 as b 15 Q End Toot Tinea, Both end webs considered. DOL- 1.60 , CC Zone Width 3 A hfi a i-, i- n.Overallwith lob e 4) Mm®hm erorap aeric loading m .eardana with ®C 75h1c 1607.1 has boat applied 4) /`V� 5) A250 lbs moving point Box; load has been applied m the BC enncnrent with other dead loads. ' M �E Member Forces Summary . Table indicts: Member m, nm CSL near axial tura, (rete carpe force ifdirfermt fioa amt axial fora) . 0.099 27 94 lb -927 i 2l lbs I 0 298 -720 Iba _ 1341 0.215 . -893 1b: I6--112 0 099 - 3A 0.152 -306 ]bs " 14.8 0.324 s 734 Ibs (-170 Ibs)IS-7 0.028 .130 lbs Notes: i) Unlabeled plate arc 3.4 20ga. 2) This Was has been designed using the gem lurrberteduaion factors. 3) When this truss has baa rhosm for quality man== inspection, the Double Polygon Method per TPI 1-2001/Chapter3 shall be used. Fabrication rolara ce-5 %. 4) Provide adequate drainage m patent ponding 5)Thc fortes shown forthis mtltiylywss arc per ply and the reactions are for all p6s. Tivo identical trusses shall be built and attached as follows: 71C -I mw of ] Od Nails or Can Nails I in 1).120" din x 2 7B" long) ®12" o.c., BC - 1 mw of l Od Nails or Oun Nailer [min 0.120" din x 2 718" long] ®12" o.c. , Webs. 1 row, 10d Nails or Gun Nails [odn 0.120" din x 2 7B" land Q 9" o.c.. 6) Where required, sufficient hangers shall be provided (by others)no mist reactions shown. 7) Install the screws/nails on one side do not flip truss. Saewe/na0s shall be instdld in the s®e truss ply that the hangers aro attached to. - 8) Lateral bating shall be amrhd m each ply. 9) All faatmces ®imrm 2.12" long unless otherwise noted. 10) Nails in I at and 2nd ply shall be stegp ed fiom succonin a plies by 12 the all spacing 11) listed wind uplift reactions band on MWFRS Only loading 12) Beating rmtaial showy in the &bore table has only baa checked for misana perpendicular to gain, and dos not indicate adequacy ofmncrial for other design considerations. \ Exp:12n[12016 " 67_407 C3 /07/2016 NOTICE Ampy ofthis design shall be Swished to the creation antraaor. The design of this individual Was is based on design criteria and mqui tea supphd byth.Tmsa Maoofuxurermd din upon the-11L,yI Simpson Stmng-Tic Company and complermss of the infortmtion am forth bythe Building Dsiper. A seal on this drawing indican acceptance ofprofnsional engineering responsibility solely for the Was component design shown. Ser the cows pap and the "beportant Informion cit General No" page for additional infatuation. AB connector pleas ® m shall be rufatrtd Company, bySitrpson Strong -Me Coany, me m an acro dce with ESR -2762. All connector plata art 20 pup unless the specified phare size is followed bya "-18" whim mdirctn an 18 gaup plate, or "SN I8", which indicate a high tension 18 gaup plate, - Hanson Components, Inc. Component Solutions", Tniss Version: 2016.4.1 [Build6] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 23-0-0 8/12 1 1-9-0 0-M 0-0-0 0-M . 1 24 in 109 lbs �4 253-0 1-9-0 4$14 4-8-14 31x10 4-0-14 214 4-8-14 9-511 9-11- 1 13-85 14-0-5 18-8-2 23-6-0 6-8-4 6-8-4 r 0.0-0 0.0.0 Truss: E03 JT Type But Comit Width Combo Brit Material Rqd Brg Width Max Resor Max Case Uplift Max Wind Uplift Mex Uplift Mme Hotiz Project Name: cooper res 9-511 Date: 07/05/16 14:39:10 6 H Roll (WW1) 1 3.5 in Douglas-F.-lmrh 1.50 in 929 lbs - 44 lbs 64 lbs 0 lbs Page: 1 of 1 Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 23-0-0 8/12 1 1-9-0 0-M 0-0-0 0-M . 1 24 in 109 lbs �4 253-0 1-9-0 4$14 4-8-14 31x10 4-0-14 214 4-8-14 9-511 9-11- 1 13-85 14-0-5 18-8-2 23-6-0 6-8-4 6-8-4 r 0.0-0 0.0.0 Reaction Summary JT Type But Comit Width Combo Brit Material Rqd Brg Width Max Resor Max Case Uplift Max Wind Uplift Mex Uplift Mme Hotiz 9-511 4.6-10 6 H Roll (WW1) 1 3.5 in Douglas-F.-lmrh 1.50 in 929 lbs - 44 lbs 64 lbs 0 lbs SS11 TC DFL 02 2.4 TC Bracing Sheathed or Pudms at 4-11-0, Pudin design by Others. BC DFLNIB 2.4 BC Bracing Sheathed or Pudins at 10-", Pudin design by Others. 9-511 Z"N Loads summary 23-0.0 Loading General CSI Sununary Deflection L/ (loc) ADowed load (pso Bldg Code: ,. CBC 2013/ TC: 0.62(56) Van TL. T 0.37 in L/740 (6-7) L/240 TOLL: 20 _ 1-2 0.616 -1,385 lbs 3-10 0.010 -19 lbs 56 0.625 .1,396 lbs TPI I-2007 BC: '0.80(8.1) 1 Vat LL 0.04 in L/999 (6-7) LI360 TCDL: 8 Resp Nib, lnamsc: "Yes Web : 0.20(2-8) Ho¢7L 0.04 in 6 Notes: BCM:0 1)Tbis truss has been designed usingthe gem lumba reduction factors. DAL: 115% Factor, Ka=2.0 4)Listed wind uplift reasons based on MWFRS Only loading ESS/ON Reaction Summary JT Type But Comit Width Combo Brit Material Rqd Brg Width Max Resor Max Case Uplift Max Wind Uplift Mex Uplift Mme Hotiz • I Pin (Wall) 1 3.5 in Douglas-Fir-lmrb 1.50 in 1,022 lb. - A8 lbs -98 lbs 76 lbs 6 H Roll (WW1) 1 3.5 in Douglas-F.-lmrh 1.50 in 929 lbs - 44 lbs 64 lbs 0 lbs Material Summary Bracing Summary TC DFL 02 2.4 TC Bracing Sheathed or Pudms at 4-11-0, Pudin design by Others. BC DFLNIB 2.4 BC Bracing Sheathed or Pudins at 10-", Pudin design by Others. Webs DFL Std/Swd 2x4 Loads summary 1)trussThis as hes been designed for the effects due to 10 psfbottom chord lice load plus dead loads. 2) This cuss has been designed for the effects ofd balanced,desigr snow load (Ps - 20 psi) and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.2 psf lee, 23.6 psf lm overpeak to 5.3 ft) for hipslgsblm in accordance with ASCE) - 10 witfi the faBowmgusadefned input: 29 psf g wd snow load (PA Tanin Category C, Exposure CategoryPartially Fnposad ll 0 e 1.01 Tb1 Conditidn All Others (Ct - 1.01 Roof Slope Factor (Ca - 0.91), DOL- 1.15. (C'- 1.0), Building Category ® 3) This cross has been designed for the effects of wind loads in accordance with ASCEI -10 with the following "a defined input: 110 mph uitiram, Exposure C, FuDy Endosd, Cmblc/Mp, Building Cetegtry B 0 - 1.00), Osvall Bldg Diw 25 ft x 60 iLh - 15 ft, End Tone Truss, Both end webs considered. DOL- 1.60 , CC tom Width 3 1. 4) Mmimrm smrag smc lolling m -,d.. withIBC 7561. 1607.1 has baa epphd 5) A250 ibs moving point lice load bas been applied to the BC mnerraent with other dead loads. Member Forces Summary Table indimt`s: Member 1D, ®x CSI, mnx exial bra, (max mmpr tome if diffcat ftom max exist C)me) TC 9.1 0.198 54 lbs 3.4 0.273 -834 lot 4.5 0.295 -1,156 lbs _ 1-2 0.616 -1,385 lbs 3-10 0.010 -19 lbs 56 0.625 .1,396 lbs 2.3 0.325 -1 119 ths 114 0.010 .19 lb. BC. 6-7. 0.792 - 1,132 lbs (429 lb!j 7.8 0.560 885 lbs 0 Ibs 8-1 0.796 1.122 lbs (-109 lbs) Webs 26 0.205 -341lbs 46 0.165 199 lbs (464 U, 5.7 0.179 -300 lbs 3.8 0.153 347 Ibs 4-7 0.179 441 lb s (6 lbs) Notes: 1)Tbis truss has been designed usingthe gem lumba reduction factors. 2) When this was has bean chosen for qualitynsaurance inspection, the Double Polygon Method pa TPI 1.2007/Chapw3 shag be used. Fabrication tolerance- 5 Ye. 3) Provide adequate drainage to prevent pending " 4)Listed wind uplift reasons based on MWFRS Only loading ESS/ON 5) Bearing rnatsW shown in the show table has only been checJmd for resistance papendicula to gain, and does not indicate adequacy of-crial for otha dmigr considerations. OQROF L. G ��� ��� COUNTY �� : BUTTE " BUILDING DIVISION Exr:12n1,2t116�� �; 67407 APPROVE® v 07/07/2016 NOTICE Ampy of this daigr shat be fumiand to the =chop mummioc Th. dwigt of this individualtmss is breedon design mteda orad requi to supplid bytheTrusa Mmufaemra and mlim upon rhe exxuney Simpson Strong -TIC Company and completeness ofthe infom>abon act forth by the Building Denis -A seal on this drawing indicates acceptance of pro6rsaional engineering responsibility solely for the truss component design shown. Stt the cosh page and the'7mpormnt lafommion 8: Gmaal Notes" pago for dditi-al infpmazioa. AD corrector, plot. shall be ®ufaavrd by Simpson Strung -Me Company, Inc in mmrdence with ESR -2762 . All o-crtor plem ere 20 guM unless the specifid plate size is followed by a--18" which indicates an 18 rpug; plate, or "S# 18", which indicates a high tension 18 gauge plot-- Y Hanson Components, Inc. Truss: E04 ProjeetName: cooper res Component Solutions3`, Date: 07/05/16 14:39:11 Truss Page: 1 of 1 Version: 2016.4.1 [Build 6] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 23.4-8 8/12 1 1-9-0 0-0-0 0-M 0-M 1 24 in 101 lbs 6.0-15 5-8-1' 5$1 5-11-7 6.0-15 11-9-0 17-5-1 23-4-8 A g Reaction Summary 3T Type Bra Combo " Bra Width Material Rod Brg Width _.. Max R-1 Max Gmvuplift Mme Wind Uplift Max uplin Msx Horiz 1 Pm (Wag) 1 3.5 m Dougtss-F.4..b 1.50 to 1,019 lbs - A8 Iba A8 lb. 87 lbs 5 H Rog (Wdl) 1 3.5 in DouglarFu•1nrch 1.50 in • 948 lbs -63 lbs .63 lbs 0 lbs Material Summary. Bracing Summary TC DFL N2 2x4 TC Bracing Sheathed or Putting at 5-0-0, Pudin design by Others. BC DFL 02 2x4 • BC Bracing Sheathed or Pudms at 10-0-0. Pudin design by Others. Webs DFL StdlStud 2x4 Loads Summary 1) This truss bas been designed for the effects due to 10 psfbonom chord five load plus dead loads. 2) This truss bas been designed for the effects of a balked design snow load (Ps - 18.1 pso and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.1 psf Ira, 23.6 psf Ice ow peak to 5.3 ft) for hips/gables in accordance with ASCE) -10 with the following user defined input 29 psf ground snow load (PAT -Uhl Category C, Exposure CategoryParday Exposed (Ce - 1.0). Building Category 110 a 1.0), Thenal Condition All Others (Ct - 1.01 Roof Slope Factor (Cs - 0.911 DOL- 1.15. - 3) This trues has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following ma defend input 110 mph u1d nte, Exposure C, Fully Tmdosed, Gable/Hip, Building Category B (1- 1.001 Ov®!l Bldg Di- 25 ft. 60 ft, h - 15 $ End Tone Truss, Both and webs considered. DOL- 1.60 , CC Zone Width 3 R 4) Mm®rm sweep ems loading in accordancewith IBC 7hble 1607.1 has been applied 5) A250 Ibs coovingpoint live load hes been applied to the BC conapeot with othadcad loads. Member Forces Summary . Table indust=: Me.ba ID, - CSI, - venial fbece, (®x wmpc fohxe ifdiff-t from- axial fovea) TC 8.1 0.198 54lbs 2-3 ' 0.465 -1,334 lbs' 4-5 0.418 •1,411 lbs 1.2 0.426 -1420165 3.4 0.464 -1325 Ibs BC5.6 0.891- 1 112 lbs 484 lbs 6-7 0.812 - 691 lbs 7-1 - 0.911 1122 Iba -70 Iba Webs 2-7 0.141-3881bs - Sfi 0345 -608 lbs (81 lbs) 3-7 0249- 626@s (-59 Ibs) 4-6 0.140 -384 lbs Notes: w 1) Ibis truss hes been designed using the gem lumber reduction factors. 2) When this --has been chosen for quality assutanco inspection, the Double Polygon Method per TPI 1-2007/Chapin 3 shag be used. Fabrication wlerance- 5 %. 3) listed wind uplift reactions based on MWFRS Only loading , 4) Bearing maraial shown in the shove table has onlybeen chocked for resistanco perpendicular to gain, and dors not indicate adequacy of mel for other design considerations. r - QROFESS/pN . r B 3TTF s� �1). �1/� 20�16 640BVIL\j V� ~ 07/07/2016 NOnCE Ampyofthis design shell be 6rmished m the erection contractor. The design ofthis individual case is based on dmiip mtmb and mqui a is supplied bytheTruss Mmufacmmmd lieges upon the w:curuy Simpson Sticing Tic Cornpany and mmplemess ofthe infometion set forth bythc Building Desig-A seat on this drawing indicates weeptmco ofymfiseianal engme®gmspanebility moldy for the was cor�opon dcai , shown. Scc rhe emir pap and the "Important lafov¢mon @. Gm®1 Notes" pap for additional nbrudion. All connector phots shag be ®uftcomcd by Shapson Strang -'fie Company, let, in accordance with PSR -2762 . Ag mnncc'inr places are 20 pugs, unless, the specified plan sin is followed by a "-18" which indicates an 18 gasp plate, or "S0 18", which indicates a high tension 18 limp plats, •_ • 1 - 7-11-10 - ,7Si2 7-10-2 7-11-10 15-6-6 23-4-8 ' LoadingGeneral CSI Summary Deflection L/ (loci Allowed teed (psi "` Bldg Code: CBC,2013/ TC: 0.47(2-3) Vet TL 0.25 in L/999 (6-7) L/240 • IML:20 TPI 1.2007 - BC: 0.91 Q-1) Vat LL, 0.14in L/999 (6-7) L/360 TCDL: 8 Rep Mbr Increase: Yes Web : 0.25 (3-7) Hoa TL 0.04 in BCLL: BCDL: 0 .10 D.O.L : 115% Cray Factor, Ka- 2.0 . Reaction Summary 3T Type Bra Combo " Bra Width Material Rod Brg Width _.. Max R-1 Max Gmvuplift Mme Wind Uplift Max uplin Msx Horiz 1 Pm (Wag) 1 3.5 m Dougtss-F.4..b 1.50 to 1,019 lbs - A8 Iba A8 lb. 87 lbs 5 H Rog (Wdl) 1 3.5 in DouglarFu•1nrch 1.50 in • 948 lbs -63 lbs .63 lbs 0 lbs Material Summary. Bracing Summary TC DFL N2 2x4 TC Bracing Sheathed or Putting at 5-0-0, Pudin design by Others. BC DFL 02 2x4 • BC Bracing Sheathed or Pudms at 10-0-0. Pudin design by Others. Webs DFL StdlStud 2x4 Loads Summary 1) This truss bas been designed for the effects due to 10 psfbonom chord five load plus dead loads. 2) This truss bas been designed for the effects of a balked design snow load (Ps - 18.1 pso and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.1 psf Ira, 23.6 psf Ice ow peak to 5.3 ft) for hips/gables in accordance with ASCE) -10 with the following user defined input 29 psf ground snow load (PAT -Uhl Category C, Exposure CategoryParday Exposed (Ce - 1.0). Building Category 110 a 1.0), Thenal Condition All Others (Ct - 1.01 Roof Slope Factor (Cs - 0.911 DOL- 1.15. - 3) This trues has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following ma defend input 110 mph u1d nte, Exposure C, Fully Tmdosed, Gable/Hip, Building Category B (1- 1.001 Ov®!l Bldg Di- 25 ft. 60 ft, h - 15 $ End Tone Truss, Both and webs considered. DOL- 1.60 , CC Zone Width 3 R 4) Mm®rm sweep ems loading in accordancewith IBC 7hble 1607.1 has been applied 5) A250 Ibs coovingpoint live load hes been applied to the BC conapeot with othadcad loads. Member Forces Summary . Table indust=: Me.ba ID, - CSI, - venial fbece, (®x wmpc fohxe ifdiff-t from- axial fovea) TC 8.1 0.198 54lbs 2-3 ' 0.465 -1,334 lbs' 4-5 0.418 •1,411 lbs 1.2 0.426 -1420165 3.4 0.464 -1325 Ibs BC5.6 0.891- 1 112 lbs 484 lbs 6-7 0.812 - 691 lbs 7-1 - 0.911 1122 Iba -70 Iba Webs 2-7 0.141-3881bs - Sfi 0345 -608 lbs (81 lbs) 3-7 0249- 626@s (-59 Ibs) 4-6 0.140 -384 lbs Notes: w 1) Ibis truss hes been designed using the gem lumber reduction factors. 2) When this --has been chosen for quality assutanco inspection, the Double Polygon Method per TPI 1-2007/Chapin 3 shag be used. Fabrication wlerance- 5 %. 3) listed wind uplift reactions based on MWFRS Only loading , 4) Bearing maraial shown in the shove table has onlybeen chocked for resistanco perpendicular to gain, and dors not indicate adequacy of mel for other design considerations. r - QROFESS/pN . r B 3TTF s� �1). �1/� 20�16 640BVIL\j V� ~ 07/07/2016 NOnCE Ampyofthis design shell be 6rmished m the erection contractor. The design ofthis individual case is based on dmiip mtmb and mqui a is supplied bytheTruss Mmufacmmmd lieges upon the w:curuy Simpson Sticing Tic Cornpany and mmplemess ofthe infometion set forth bythc Building Desig-A seat on this drawing indicates weeptmco ofymfiseianal engme®gmspanebility moldy for the was cor�opon dcai , shown. Scc rhe emir pap and the "Important lafov¢mon @. Gm®1 Notes" pap for additional nbrudion. All connector phots shag be ®uftcomcd by Shapson Strang -'fie Company, let, in accordance with PSR -2762 . Ag mnncc'inr places are 20 pugs, unless, the specified plan sin is followed by a "-18" which indicates an 18 gasp plate, or "S0 18", which indicates a high tension 18 limp plats, Hanson Components, Inc. Truss: FO ProjectNalne: cooper res Component Solutions"' Date: 7/7/2016 1:28:39 AM Truss Page: 1 of2 Version: 2016.5.1 (Build 5] Span Pitch Qty OHI, OHR CANT CANTR PLIES Spacing WGT/PLY 36-M 8112 1 1-9-0 1-9-0 0-M 0-0-0 2 24 in 196 lbs 1-9.0 SS11 6-3-5 63-5 6-2-13 5.9-3 0-6-0 5-5.11 1-9-0 SS71 11-9 0 18-0-5 24 3 2 3065 3 5 36 0 0 t 5x6 - 3 12 M. -M 4-0-4 o-0-0 0-" 5-51 63-5 63-5 6-2-13 6-3-2 5.5-11 5.5111 11-9-0 18-0-5 E2 2 30-0x5 36-0.0 Loading General CSI Summary Deflection L/ (loc) Allowed •Load (pat) Bldg Code: CBC 2013/ TC : 0.38 (4-5) btrt7L• 0.48 in L / 881 (8.9) L / 240 TCLL: 20 IPI I-2007 BC: 0.82(8-9) ZtLL 0.17 in L/999 (8-9) L/360 TCDL:8 Rep Mbx Increase: No Web: 0.79(4.11) Hort TL 0.1 in 7 BCLL: 0 D.O.L : 115% Creep Fatter, Ka = 2.0 Reaction Summary 3T Type Bra Corona Big Width Material Rqd Big Width Max Reay Mex G3 -Uplift Max Wind Uplift Mme Uplift Max Hera 1 Pin (Wall) 1 3.5 in , Douglas-Fir-Lanch 1.50 in , 1,863 this - - -165 lbs -165 Has 3,000 lbs 7 H Rall (Wall) 1 3.5 in Douglas•Fir4mch 1.54 in 2,888 IIs - - -255 lbs -255 lbs 0 Its Material Summary Bracing Summary TC DFL 112 2.4 TC Bracing: Sheathed or Purlins m 5.1-0, Purlio design by Others. loaatiane BC DFL#2 2x6 except: BC Bracing: Sheathed or Purlins at 10.", Purlin design by Others. Lead 7-9 DFL SS 2x6 Wes DFL Std/Stud 2x4 Loads Summary Q1 `'FE CO ��� I ) This truss has been designed for the el ecs due m 10 psfbtuan chard lice lend plus dead Inds. 3 �+ /IS10� 2) Ibis truss has beat designed far a3,000 His drag land distributed along the TC rake from each direction. V DIS 3)-rhis truss has been designed far the dficas of s balmteed design mow land (Ps = 20 psQ and unbalanced design maw loads (8 /12, 5.4 psf wind, 18.2 psf ler, 23.6 psfla over pale m 5.3 @) userdefined input psf ground maw load Q'g),'L�rain Category C, Eepanure CmegoryPartinllyBeposed hBuildibia a accordance with ASCE! - 10 with the U����NC All a All Others (Ce _ .0 Building 0- I.01 Thermal Candid Others Fewer ICs ri 0.91), DOL_ 1.15. ED w= AS L17 - 10twi 4) This truss hat born datigned fa the effma odwind lards in eccadana with ASCU/ - 10 with the fdlaving icer defined input: 110 mph ultimate, Fipmure C, Fully s,ciceed, s truss designed i O� GablvEip, Building Category B Q = 1.00 Overall Bldg Dims 25 ft x 60 4 h = 15 0, Fad Zane Truss, Both end webs considered. DOL= 1.60 , CC Zinc Width 3 A 5) Minimum storage same loading in nandance with IBC'mhle 1607.1 has been applied 6) A250 lbs moving pant lite land has born applied in the BC cotanrtrnt with other dead Inds. Load CaseLrl: Std Live Load Point Loads Member I",rim Direction toad Trib Width But Cad 27.7-12 Down 784 U. Tap Clad 306-5 Dowm 197 lbs Load Case DI: Std Dead Load Point Loads. Member loaatiane Direction Lead Trib Width But Chd 27-7-12 Doan 706 ib, - Tip Chd 306-5 Doan 132 lbs User -defined Load Case W11: MWFRS-Wind 11 to Ridge ( DOL =1.60 ) Distn'bmed Loads Member 1-tiouI 1aeatim2 Direction Spread Start toad Fad toad Trib Width Tap Chd -1-9-0 11-9-0 N Up Rake 22.64 psf 22.64 psf 24 in Tp Chd 11-9-0 1 B-0.5 N Up Rake 22.64 psf 22.64 psf 24 in Tap Chd 18-0-5 30-0-5 N Up Rake 22.64 psf 22.64 pat 24 ion Top Chd 30-0-5 37-9-0 N Up Rake 22.64 pat 22.64 psf 24. Paint Loads Member Location Direction load Trib Width Bar Chd 27-7-12 Up 902 lbs - - Top Chd 306-5 UP 199 lbs T Gp: 127.1 [12016 67_407 /07/2016 NOTICE Ampy ofthis design shall he furnished m the cretaiat contractor. The deign afthis individual truss is based an design criteria and rcquo®ane applied bythe Truss Manufacturer and relics upon the I Simpson Strong -Tic Company m ara y and caopleteuess tithe information ant far0t by the Building Designer. A sea) an this drawing indicates eocrpeanee ofprofaaiatal engineering responsibility adely far the truss eanpatant design shrnvn. See the cover page and the "Important Information db General Noe" page for additional information. All catnocter pleat shall be manufixmred by Simpson String -Tie Company Inc in accardance with FSR -2762 . All cannceim plates are 20 gauge, unless the specified plate aim is followed by "-I8" which indicates an 19 gauge plate, a "SN 18", which indicates a high tensiat 19 gauge plat, ' Hanson Components, Inc. Truss: F01 Project Name: cooper res Component Solutions7' Date: 7/7/2016 1:28:39 AM _ Truss Page: 2 of 2 Version: 2016.5.1 [Build 5] Span Pitch Qty OHI. OHR CANTL CANTR PLIES Spacing WGT/PLY 36-0-0 8/12 1 1-9-0 1-9-0 0-0-0 0-M 2 24 in 196 lbs Load Combinations q lad Carbo Feuer ]xad Duratierh Factor 1 DI 1.000 0.900 ana..,,x.ry ^-s.-.tw e-.: .._»r, ,trr...... ..+.R .,^r 2 .:D1+�Iw.�:.i- ..-.it:,:'S'm-.a.:..�- o.k...o:w,. ;;.xt`�:..�:. ,�� �:t''I.000�.:� 3 DI +SI _ 1.000 1.150 ..iiXZ " 5 DI+S3 1.000 1.150 l6_t"'°'.;,_DI +06W3: :�'iY.'„..w..rc_.w.,_.......,-a.'".;.:Y.;i.,..r•H.,..i.'.i1Y.t.�x...t.iw.'e.',1.000..t:�.k•...,tl�Y,.`-1:600: 7D1+0.6WI1 - 1.000 1.600 .8.}D1-+:.OAYW3+0:75:111 9 DI +0.45 WI I +0.751.1 Y 1.000 1.600 r:Ff�a.�10. J7-NSDI+,OAS W3+:075:S1.v.600,. ..."b�....�.. I IDI +0.45 W3 +0.75 S2 1.000 1.600 ' 12�:"_"DG+0.45 W3+0.75 s31Y 'w .."3K.'.. .... "4•b�.:.::�iX/t'�.. ++.t0'rrr�.. _;_, ,.1 a00.s .;:' .,. i 1.:,1:600: w',as 13 D1+0.45 WII+0.75 S11.000 1.600 vw 14:' 4 ; Di'+OAS Wlti+o:75Sz.:' 15 DI +OAS W I I + 0.75 S3 v.. 1.000 1.660 16 ti' J0:6.D1 +0.6:W 1 .5 1„ .�wc -�:., m 1,Z 1 17 0.6 DI +0.6 W2 1.000 1.600 19 0.6 DI +0.6 W$ 1.000 1.600 <' ...4.720. r2<v , + TO.6:DI.0;6'W9,ir .1. 4rS. ...:�;'^,.... .Xv {. .:. :T..'.'�.�`✓,:.rt.. _i,S r'r� :.000 ''"��',a'Cr. :;:1:600 21 0.6 DI +0.6 WI 1 1.000 1.600 r,.;al ." 122<::• ,.DI+.Dreg/-". rw'ks .- m. .. 23 DI +[Drag2 .w .. o - 1 000 1.600 .1.000 511250 Y... 25 DI +URI " 1.000 1.150 26yvw..' ':DI +:I1R2 �x;'>r: y. 1'ycrew�y Ir•r. ri{i . . . . 1 000? &r». 1:50 27 DI +OFlrl 1.000 1.250 .• .� .'f':: "'1:250 r- e:r..n .'%: �"j 1: -�•, 7` t 1.'` t•. -f . .. .1 000 �0•:r S;. 29 DI +0FIr3 1.000 1.250 i.:.., .,01000 ;1s50?`:r.,.... 31DI +OFlr5 1.000 1.250 �rw `.32 _jr. '�Dl +_OFIr6.' 33 DI +0FIt7 1.000 _ 1.250 i.Dl 35DI +OFIr9 1.000 1.250 ±tioSi>' 36 D1+OFIUIO"'--y1t000 37 DI + OFlrl1 . ,..rnw „ ., . v",. ,. .... ..-.. .0 20 03.x .00 39 DI +0Flr13 1.000 1.250 Member Forces Summary Table indicates: Member ID, max CSI, mac axial force, (max caner. fora if diRamt from max axial fora) TC 0.113 8 Hot 0.003 -16 lba 0. 121 0.247 -1,455 lbs 13 0.379 .2 642 Ibs - Ifi 74 0 332 -2,512 lbs 10-11 2-11 0.107-2571bs I4-10 0.082 2571bs (-82 lbs) 0.399 -975 lb, 3-11 0.513 I, 160 be (-79 0s) 5-10 0.190 464 1hs 6.8 0.476 1,077 [be (43 [be) Notes: I ) Tbis truss has been designed using the green lumber reduction factors. 2) When this truss has been ehesen for quality assurance inspection, the Double Polygon Method per TPf 1.2007/Chapta 3 shall be used. Fatriatiah tdaancem 5 %. 3) Provide adequate drainage to prevent ponding. ' 4) The faces shown for this muldyly truss arc per ply and the reactions we for all plies. Residential trusses shall be built and attached as follows: TC -I row ed I Od Nails er Gun Nails [min 0.120" dict x 2 7B" long] ®12" ere, BC -2 staggcred rens mf I Od Nails a Gun Nails [min 0.120" dict x 2 7/8" long]® 12" ac , Webs -I raw IOd Nails cr Gun Nails [min 0.120" dia. x 2 7B" Img) @ 9" ac. In addition to the fastening ondmhed above, provide the following supplmhmW fasteners within 24" tithe lermion(s) listed below in Iia ofus rs hanger came xors thatarc .pablc of transferring the entire Imd betaem the plica: BC: 27-7-12, (6) I Od Nails or Gun Nails [min 0.120" dict x 2 7/8" Img] 5) Where required, sufficient hangers shall tr provided (by others) to resist reactions shown. 6)Install the eaews/nails an we side; do not gip truss. Screwshuaib shall be installed in the same truss ply that the hangers we watched to 7) Imeral tracing shell be ouched to each ply 8)All fastenas minimum 2-12" long, unless otherwise noted. 9) Nails in lot and 2nd piyshal] be staggered from suexxssive plies by 12 the nail spacing. 10) ]/std wind uplill reasons based m MWFRS Only leading. I I ) Bearing material shorn in the above table has mlybem chaYd for resistance perpmdimtw to grain, and dors nor indicate adequacy ofmaterial for other design considerations. e _ 1 0L.GVN��\ Exp: 12/.11/2016 BUTTE GOON �N 67407 . BUILDIN�i DIMS APPROVED 07/07/2016 NOTICE Ampy (this design shall be furnished to the aetaim contractor. The design ofthis individual truss is based on desist, criteria and requamhenu supplied by the Truss Manufamhrer and rdies up,n uhc Sirrlpson Strong -Tic C011lpany ace -a yand complcteness edthe information act forth by the Building Designer. A sal on this drawing indicates aoceptanes ofprmfcssiond engineering respmsibiHty eddy fQ the truss compcncnt design shown. Sot, the cover page and the "Impatent Information Be Gmad Notes" page for additional information. All =no= plata shall be manufactured byS mpsah Strong -Tie Company Inc in accordance with FSR -2762. All connector play are 20 gauge, unless the specified plate sia is followed by a "-I8" which indicates an 19 gauge platc, a "Sg 18", which indicates a high tension 19 gauge plate Hanson Components, Inc. Truss: F02 !` PfojectName: cooper res Componcnt SolutionsTA1 Date: 7/6/2016 10:15:55AM Truss - Page: 1 of 1 Version: 2016.5.1 [Build 5] Span _ . . ' Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 36-0-0 9/12 1_ 1-9-0 1-9-0 0-0-0 0-M 1 24 in 194 lbs 336-0 i 1-30 S511 635 635 62-13 332 2.6.0 SS11 1-30 i I 55 11 I 11-30 I 18.0.5 I 2432 I 2605 I 30 6 5 I 36 0 0 4-0-4 4-0.4 Members 3-4 and 4-6 are TCs and shall be braced as defined in the Bracing Summary. 5x6 - Y IY:Vi1,Lo,U.) II U:Vi1,3i1,U.1 (1 I:U-0,3-0,U.) (12:1-15,3-tl,YO.) ., Reaction Summary _ 1T_ Type Brg Cortbo Btp Width Material Rqd Big NSdth M. Roux M. Grey Up lift Mac Wind Uplift Max- Uplift Max Hodz I7Pi. (Wall) 1 3.5 m ou Dglas-Fn m -l-la 1.56 1,466 lbs - -136 this .136 lbs .86 lbs H Rog (Well) :1 3.5 in Douglas-Fir-Lareb .1.56 in 1,466 lbs - -126 His -126 lb e 0 lbs Material Summary Bracing Summary TC DFL g2 2x4 - - TC Bracing sheathed or Purlins at 2 -Irl -0, Pudin design by Other. BC DFL p2 2.4 BC Bracing sheathed or Pudins at 10-0-0, Podia design by0thers. Webs DFL Std/Stud 2x4 Loads Summary I' Thies trans has been daipnd forthe streets due m 10 psfbomom chord Itve load plus dead loads. 2) This truss has been it igeed for the effects of a balanced design snow load (Ps - 20 psf) and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.2 psf la, 23.6 psf la ow peals m 5.3 fl) for hipa/gablesm accord®ce with ASCE7 - 10 with the following user de6nd input 29 psf ground snow load (Pa Terrain Category C, Eaposurc Cetgpiy Partially Fsposed (Cc =1.01 russ has bee desigry80-heET ofwindrnal loads All Others (Ct rdance - 1.01 hASC 7 --shah thefor (Cs lowing sDOL=ding BUTTE COUNTY 3) This Doss has been designed for the tfiexxa of wind !Dade in accordance with ASCE7 - 10 with the following user defined input ] 10 mph ulti®m, Expoaum G Fully Focloaed, Gablelidip, Building CategoryB (1- 1.001 Orman Bldg Dim; 25 fix 60 fib -15 0, Fad Tone Trues, Both end webs considered. DOL- 1.60 , CC Tone Widal 3 S 4) Mm®nm storage attic loading in accordance with IBC lhble 1607.1 has been applied 5) A250 His novingpoint Iine load has been applied to the BC noncurrent with other dad loads. BUILDING DIVISION e Member Forces Summary Table indicts: .706 m, rtmc 1,54 nine asial Pomo, (r®r minor form if 164-6 0.260 t fmmrrm axial Pone)TC APPROVED Oa / /� D 1:-2 172 It, 0. 0.198 54 lbs 31 4330 0.643 1,76816: 1 Ib (5-6 - 0.S13 S1310 -1,750 ba -1,850 lbs 1715 0.198 21541bs I H V {G,� • BC 7 .703 1,747 Ibs (-177 Ibs) 19.10 0.950 2.955 lbs f-347 Ibnl 11-12 n moxa 1 711 Ih< 1�o that xw 0.894 2,955 lbs -347 lbs 10.11 0.947 3,452 (bs (-361 That 12.1 0.713 1.733 Iba (49 Iba 0-0-0 Webs 2.12 0.147 362 lbs 4-11 0.607 -2,375 lbs 5A 0.153 376 lbs 2.11 0.448 - -10D Iba 4.10 0.057 -177 lbs 5.8 0.355 .1,421 lbs 3.11 0.662 1,498 lbs (-233 Its) 5.10 0.256 580 lbs (-32 lbs) 6.8 0.378 857 lbs (-2411, 0-" Notes: SS11 I 6-3.5 I 6-3-5 62-13 3) When this wsa has been chosen for quality asaur®ce inspection, the Double Polygen Method per TPI I-2007/Cha}rter 3 shall be used. Fabdation mlerance= 5 %. 4)Pm7ndyudequamdr®agetopraeotpondmg 6-3-2 5) I�Sl lndicmes continuous lateral restmint(CIR)nqund m the locadon(s)shown. Rows ofCIR soustbeadequetelydiaganall bremd, sat D-WFBCIRBRACF Foraluzra6wsm y G�U CCy �R� SS11 - 11-30 18-0-5 2432 I W1 30-65 I 36.40 Loading n � 67407 X) General A K, CSI Summary Deflection L/ (loc) Allowed load(3,51) Bldg Codc: CBC 2013/, TC: 0.71(34) Vcrt 7L• 0.67 is L/635 (9-10) L/240 =: - 20 TPI 1.2007 BC: 0.95 (9.10) Vert 1L 013 is L/999 (9-10) L/360 TCDL: 8 Rep Mbr, Inctrase: Ya Web: 0.66(3-11) HO¢TL- 0.18 in 7 BCIL: BCDL: 0D.0.1- 10 - 115% Gap Factor, Y=- 2.0 IY:Vi1,Lo,U.) II U:Vi1,3i1,U.1 (1 I:U-0,3-0,U.) (12:1-15,3-tl,YO.) ., Reaction Summary _ 1T_ Type Brg Cortbo Btp Width Material Rqd Big NSdth M. Roux M. Grey Up lift Mac Wind Uplift Max- Uplift Max Hodz I7Pi. (Wall) 1 3.5 m ou Dglas-Fn m -l-la 1.56 1,466 lbs - -136 this .136 lbs .86 lbs H Rog (Well) :1 3.5 in Douglas-Fir-Lareb .1.56 in 1,466 lbs - -126 His -126 lb e 0 lbs Material Summary Bracing Summary TC DFL g2 2x4 - - TC Bracing sheathed or Purlins at 2 -Irl -0, Pudin design by Other. BC DFL p2 2.4 BC Bracing sheathed or Pudins at 10-0-0, Podia design by0thers. Webs DFL Std/Stud 2x4 Loads Summary I' Thies trans has been daipnd forthe streets due m 10 psfbomom chord Itve load plus dead loads. 2) This truss has been it igeed for the effects of a balanced design snow load (Ps - 20 psf) and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.2 psf la, 23.6 psf la ow peals m 5.3 fl) for hipa/gablesm accord®ce with ASCE7 - 10 with the following user de6nd input 29 psf ground snow load (Pa Terrain Category C, Eaposurc Cetgpiy Partially Fsposed (Cc =1.01 russ has bee desigry80-heET ofwindrnal loads All Others (Ct rdance - 1.01 hASC 7 --shah thefor (Cs lowing sDOL=ding BUTTE COUNTY 3) This Doss has been designed for the tfiexxa of wind !Dade in accordance with ASCE7 - 10 with the following user defined input ] 10 mph ulti®m, Expoaum G Fully Focloaed, Gablelidip, Building CategoryB (1- 1.001 Orman Bldg Dim; 25 fix 60 fib -15 0, Fad Tone Trues, Both end webs considered. DOL- 1.60 , CC Tone Widal 3 S 4) Mm®nm storage attic loading in accordance with IBC lhble 1607.1 has been applied 5) A250 His novingpoint Iine load has been applied to the BC noncurrent with other dad loads. BUILDING DIVISION e Member Forces Summary Table indicts: .706 m, rtmc 1,54 nine asial Pomo, (r®r minor form if 164-6 0.260 t fmmrrm axial Pone)TC APPROVED Oa / /� D 1:-2 172 It, 0. 0.198 54 lbs 31 4330 0.643 1,76816: 1 Ib (5-6 - 0.S13 S1310 -1,750 ba -1,850 lbs 1715 0.198 21541bs I H V {G,� • BC 7 .703 1,747 Ibs (-177 Ibs) 19.10 0.950 2.955 lbs f-347 Ibnl 11-12 n moxa 1 711 Ih< 1�o that xw 0.894 2,955 lbs -347 lbs 10.11 0.947 3,452 (bs (-361 That 12.1 0.713 1.733 Iba (49 Iba Webs 2.12 0.147 362 lbs 4-11 0.607 -2,375 lbs 5A 0.153 376 lbs 2.11 0.448 - -10D Iba 4.10 0.057 -177 lbs 5.8 0.355 .1,421 lbs 3.11 0.662 1,498 lbs (-233 Its) 5.10 0.256 580 lbs (-32 lbs) 6.8 0.378 857 lbs (-2411, Notes: I) Unlabeled plata are I x4 20g. 2) Tbis truss has been desigeed usingthe lines lumberteduetioe factors. - 3) When this wsa has been chosen for quality asaur®ce inspection, the Double Polygen Method per TPI I-2007/Cha}rter 3 shall be used. Fabdation mlerance= 5 %. 4)Pm7ndyudequamdr®agetopraeotpondmg �OFESS/p1 OP 'Yq, I- 5) I�Sl lndicmes continuous lateral restmint(CIR)nqund m the locadon(s)shown. Rows ofCIR soustbeadequetelydiaganall bremd, sat D-WFBCIRBRACF Foraluzra6wsm y G�U CCy �R� CLRs ®d diagonal bracing see D-WEBREINFORCF. �Q<G C 6) Listed wind uplift reactions based on MWFRS Only loading '� &1,: 12/:11/20111' 2 7 Hearin �nl shoves m the shote tablehas onl been chodrad forraistaa endicularm and does not indicate adequacy 8 Y Derp grain, of®terial for otherdeigr considerations. • n � 67407 X) I A K, LIP.N '�c 07/07/2016 N0710E Acopy ofthis design shall be famished in the emaon contractor. The design of this nndMdual was is based on design criteria and require®ts supplied bytheTmss M nufacmrverand tdia upon Iho accunay Simpson Strong -Ti 0 Company conpleserness of the information set forth by the Building Design. A seal on this dea4ng indiesms ameptaoee of pmfcsional engineering responsibility solely for the =as component design shown. Sec the curer page and the "Important bnforenution & Gwcnd Nota" page for additional mfonmtion. All mnnectorplsia shag be ®u5faenrred by Sbapson SmongLe Company, Inc in emordeamwith ESR -2762 . A I connecturplaa ate 20 gauge, unless the specified plate ata is followed bya "-18"which indicates an 18 gauge plain, or'SH 18', which indicates a high tension 18 gauge plata . 4-0-4 4-0-4 Members 3-0 and 4-6 are TCs and shall be braced as defined In the Bracing Summary. 5x6 - 3 12 2x4 1 0-0-0 0-0-0 SS11 635 6-3-5 6-2-13 6-3-2 '1-3-154-1-12 5-5.11 11-9-0 18.0-5 2432 30fr5 1-1 V357 Loading General CSI Summary Deflection L/ (toes) Allowed Load (pal) Bldg Code: CBC 2013/ 1-C 0.93(16-6) Vat TL OA in L/951 (11.12) L/240 TOLL: 20 TPI 1-2007 BC : 0.87 (12-13) %I n LL 0.13 inL/ 999 (12-13) L/360 TCDL : 8 Rep hear lamcase : Yea Web : 0.60(7-10) Cant / OH M 0.08 m UP 2L 1999 (8-8) 2L 1240 BCLL : 0 D.O.L : 115% Cunt I OH 1 0.02 m UP 2L / 999 (8-8)2L / 240 Reaction Summary 1T _ Tjpe Brg Combo Brg Width Material Rqd Brg Width Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Hotit ou 1 Pin (Well) 1 3.5 in Dglas-FG-truer 1.50 m 1,275 Lbs -127 Ibs -127 lbs •158 lbs 9 H ROU (Wall) 1 3.5 in Douglas-Fir•Imch 1.77 m 1,657 lbs -135 lbs -135 lbs 0 lbs Material Summary Bracing Summary TC DFLp2 2x4 TC Bracing Sheathed or Purlins a 3-6-0, Pullin design by Others. BC DFL#2 2x4 BC Bracing Sheathedor Purlins est 6-3-0, Purlin design by Dthen. Webs DFL Std/Stud 2x4 Loads Summary I) This wss has been designed for the effects due to 10 psfbanom chord live load plus dead loads. 2) This truss hes berm designed for the cffeae of a balanced design snow load (Ps - 20 psl) and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.2 psf la, 23.6 psf la overpceh to 5.3e1 for hipslgables in accordance with ASCE7 -10 with the following use defined input:29 psf ground snow load (Pg), Terrain Category C. Exposure Category Partially Exposed ■ Hanson Components, Inc. �Os N� Truss: F03 F (lablelHip, Category0 (I - 1.00), Os�ll Bldg Dim; 25 0 x 60 0, h - 15 8. Fad tune Truss, Both and webs considered. DOL- 1.60 , CC Zone Width 3 d. 4) h6nimom storage attic loading m amordance with IBC We 1607.1 hes been app DIVISION 5) A250 lbs moving point liw load has been applied the BC concurrent with other dead loads. n rappliedappliedBUILDING ProjectNarne: cooperres Component SolutionsT"' C TCI 5-1 0.198 54 lbs 4-5- 0.491 -2,558 lbs 7.8 0.225 587 lbs (-297 lbs) Date: 7/6/2016 10:16:18AM TrussPage: I.2 0.429 -1,82416s 2-3 0.597 •1,426 @s 56 0.306 -319 lbs 16-6 0.925 -135 to 8.17 0.198 5416s 1 of l Version: 2016.5.1 [Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/'PLY 36-0-0 8/12 1 1-9-0 1-9-0 0-0-0 4-0-0 1 24 in 210 lbs 6-7 39-6-0 -301 @s i 1-9-0 SS11 6-3.5 635 52-13 1-9-2 4-6-0 1315 4-1-12 1-9-0 8-9 SS11 11-9-0 16-0-5 24-32 26.0.5 30.6.5 1-1 36.0.0 4-0-4 4-0-4 Members 3-0 and 4-6 are TCs and shall be braced as defined In the Bracing Summary. 5x6 - 3 12 2x4 1 0-0-0 0-0-0 SS11 635 6-3-5 6-2-13 6-3-2 '1-3-154-1-12 5-5.11 11-9-0 18.0-5 2432 30fr5 1-1 V357 Loading General CSI Summary Deflection L/ (toes) Allowed Load (pal) Bldg Code: CBC 2013/ 1-C 0.93(16-6) Vat TL OA in L/951 (11.12) L/240 TOLL: 20 TPI 1-2007 BC : 0.87 (12-13) %I n LL 0.13 inL/ 999 (12-13) L/360 TCDL : 8 Rep hear lamcase : Yea Web : 0.60(7-10) Cant / OH M 0.08 m UP 2L 1999 (8-8) 2L 1240 BCLL : 0 D.O.L : 115% Cunt I OH 1 0.02 m UP 2L / 999 (8-8)2L / 240 Reaction Summary 1T _ Tjpe Brg Combo Brg Width Material Rqd Brg Width Max React Max Gmv Uplift Max Wind Uplift Max Uplift Max Hotit ou 1 Pin (Well) 1 3.5 in Dglas-FG-truer 1.50 m 1,275 Lbs -127 Ibs -127 lbs •158 lbs 9 H ROU (Wall) 1 3.5 in Douglas-Fir•Imch 1.77 m 1,657 lbs -135 lbs -135 lbs 0 lbs Material Summary Bracing Summary TC DFLp2 2x4 TC Bracing Sheathed or Purlins a 3-6-0, Pullin design by Others. BC DFL#2 2x4 BC Bracing Sheathedor Purlins est 6-3-0, Purlin design by Dthen. Webs DFL Std/Stud 2x4 Loads Summary I) This wss has been designed for the effects due to 10 psfbanom chord live load plus dead loads. 2) This truss hes berm designed for the cffeae of a balanced design snow load (Ps - 20 psl) and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.2 psf la, 23.6 psf la overpceh to 5.3e1 for hipslgables in accordance with ASCE7 -10 with the following use defined input:29 psf ground snow load (Pg), Terrain Category C. Exposure Category Partially Exposed ■ (Ce =1.0� Building Category BO -1.01 Th®I Condition All Others(Ct- 1.0) RoofSlopc Factor(Ca-0.911 DOL -1.15. �Os N� has 3) his truss has been designed for the effcas of wind loads in amordance with ASCE7 -10 with the following user defined input 110 mph ultimate, Fiposurc C, FuOy F dosed, BUTTE:U G (lablelHip, Category0 (I - 1.00), Os�ll Bldg Dim; 25 0 x 60 0, h - 15 8. Fad tune Truss, Both and webs considered. DOL- 1.60 , CC Zone Width 3 d. 4) h6nimom storage attic loading m amordance with IBC We 1607.1 hes been app DIVISION 5) A250 lbs moving point liw load has been applied the BC concurrent with other dead loads. n rappliedappliedBUILDING Member Forces Summary Table indicates: Member ID, max CSI, nm axial form, (mar ompt fame if di0ne nt from max axle] tome) C TCI 5-1 0.198 54 lbs 4-5- 0.491 -2,558 lbs 7.8 0.225 587 lbs (-297 lbs) �� �O� I.2 0.429 -1,82416s 2-3 0.597 •1,426 @s 56 0.306 -319 lbs 16-6 0.925 -135 to 8.17 0.198 5416s Notes: ') Unlabeled plates am 1.4 20g, - 2)This moss has been desigoed using the groan lumber reduction factors. 3) Who this wss has berm chosen for quality assurance inspection, the Double Polygon Method per TPl 1-2007/Chapter 3 shall be used. Fabdcauon mlermce- 5 %. ISI 4)Pru adequate gc to prmmt pondponding.ponding.5) bodicaus continuous leteml restmmt(CLR) required at the loation(s)shown. Rows ofClR most be odequotelydiagonallybromd, ace D•WFBCLRBRACE Forahmadwsm CLR, and diagond brxCm& sce D-WEBRENFORCB 6) Listed wind uplift rescuers based on MWFRS Only loading 7) Beating ®rainl shown in the show table has only been dred¢d for resistance perpendicular to grain, and does not indicate adequacy of ®tenial for other design considerations. NOTICE Aopy ofthis design shall be fumishd to the erection contractor. he design ofthis mdhidual mass is based on design criteria and roquir®ts supplied bytheTruss Manufamtrcrand re ies upon the accuracy and oo plooness of the information aft forth by thc Building Dmipm A sal on this drawing radiaance tes acceptof pno fessional @neeft g retpoosibi0rysolely for the wwn ss component design sho. SL, the come pap and the "hoporma t Information R Gmaal Notts" pale foradditiond mfor®tion. All mnneaorplates shall be ®utamud byS mpon Strong -Le Company, mem amard®ce with ESR -2762 . Ali connector plates me 20 gauR unless the specified plate site is followed bya "•18" which indicates an 18 gsu6eplatc, or "SH 18", which indicates a bigh trusion 18 gauge plan Exp: 12/11/2016 67.407 /07/2016 Simpson Strung -Tic Company 34 0.613 -1.513 @s 6-7 0.639 -301 @s BC 8-9 0.346 463 lbs 11-12 0.827 1,730 lbs (-95 lbs) 14-1 0.693 1,456 Lbs 9-10 0.356 463 [b 12-13 0.867, 2,548 Lbs (-154 @s) 10-11 0.734 1,730 the 95 @s 1344 0.759 1,456 @s Webs 2.14 0.148 363 lbs 4-12 0.096 -367 Ibs 6.10 0.140 441 to (-317 lbs) 2-13 0.452 -505 lb s 5-12 0.424 959 Ibs (-72 tbs) 740 0.605 1,369 @s (-532 @s) 3-13 0.496 1,122 16: (-17716.) 5-11 0.154 379 lb c 7-9 0.262 -1,550 Los 4-13 0.422 -1,650 @s 5-10 0.423 -1,692 Ibs Notes: ') Unlabeled plates am 1.4 20g, - 2)This moss has been desigoed using the groan lumber reduction factors. 3) Who this wss has berm chosen for quality assurance inspection, the Double Polygon Method per TPl 1-2007/Chapter 3 shall be used. Fabdcauon mlermce- 5 %. ISI 4)Pru adequate gc to prmmt pondponding.ponding.5) bodicaus continuous leteml restmmt(CLR) required at the loation(s)shown. Rows ofClR most be odequotelydiagonallybromd, ace D•WFBCLRBRACE Forahmadwsm CLR, and diagond brxCm& sce D-WEBRENFORCB 6) Listed wind uplift rescuers based on MWFRS Only loading 7) Beating ®rainl shown in the show table has only been dred¢d for resistance perpendicular to grain, and does not indicate adequacy of ®tenial for other design considerations. NOTICE Aopy ofthis design shall be fumishd to the erection contractor. he design ofthis mdhidual mass is based on design criteria and roquir®ts supplied bytheTruss Manufamtrcrand re ies upon the accuracy and oo plooness of the information aft forth by thc Building Dmipm A sal on this drawing radiaance tes acceptof pno fessional @neeft g retpoosibi0rysolely for the wwn ss component design sho. SL, the come pap and the "hoporma t Information R Gmaal Notts" pale foradditiond mfor®tion. All mnneaorplates shall be ®utamud byS mpon Strong -Le Company, mem amard®ce with ESR -2762 . Ali connector plates me 20 gauR unless the specified plate site is followed bya "•18" which indicates an 18 gsu6eplatc, or "SH 18", which indicates a bigh trusion 18 gauge plan Exp: 12/11/2016 67.407 /07/2016 Simpson Strung -Tic Company 2x4 1 0-0-0 0-0.0 4t-12 7315 6-6-5 6.6-5 7-3-15 4-1-12 41-12 11-511 18.0.0 24$5 31-10-4 36.0-0 Loading General CSI Summary Deflection L/ (loci) Allowed Lead (psi), Bldg Code: CBC 2013/ TC: 0.58(34) IUt TL 0.28 in L/999 (11.12) L/240 7CIL: 20 TPI 1-2007 BC: 0.92(11-12) MALL, 0.06m L/999 (11-12) L/360 7CDL: 8 Rep Mbr Increase : Yes Web : 0.53 (6.9) Cam IOH 7L 0.02 in 2L/999 (7-7) 2L/ 240 BCLL: 0 D.O.L.: 115% • Cant/OH IL 0.01 in 2L/999 (7.7) 2L/240 Reaction Summary fT Type Brg combo erg Width Material Rad Brg95dth Max Reset Max Grsv uplift hoax wind uplift Max uptit Max Horiz 1Pm (Wall) 1 3.5 in Douglas-Fir-ImcIt 1.50 in 1,280 lbs - -114 It -I 14 lbs 62 lbs 8 H Roll (Wall) 1 3.5 m Douglas-Fv-letcb 1.77 m 1,657 lbs - -148 lbs -148 lbs 0 too Material Summary Bracing Summary TC DFL 42 2.4 TC Bracing Sheathed or purlins m4-2-0, Partin design by Others. BC DFL 02 2x4 BC Bracing Sheathed or Parties m 6-3-0, Partin design by Others. Webs DFL Std/Stud 2x4 , Loads Summary 1) Ibis truss has been designed for the eBws due to 10 psfbonom chord five load plus dad loads. 2) This truss bas been designed for the wives of a balanced design snow load (Ps - 20 pet) and unbalanced dmigo now loads (8 112, 5.4 psf wind, 18.2 psf lee, 23.6 psf lee overpak m 5.3 ft) for hips/gibles in accordance with ASCEI - 10 with the following usa defined input 29 psf pound now load (Pt, Terrain Category C, Exposure Category partially Exposed (Ce - 1.01 Building Category 110 - 1.01 7hetarl Condition AD Others (Ct =1.01 Roof Slope Factor (Ca = 0.911 DOL - 1.1 S. 3) This truss has been designed for the eHwa ofwind loads in accordance with ASCE? -10 with the followinguacde5ned it pun 110 mph old mle, Exposum C, FuOy E d.os d, Gable/Ihp, Building Cagy y 110 - 1.001 overall Bldg Dims 25 ft x 60 ft, It - 15 8, End Zone Truss, Both end webs con tideed. DOL- 1.60 , CC Tone Width 3 R 4) Min®nm swrat¢ attic loading in accordance with IBC Thble 1607.1 has been applied 5) A250 lbs =mg point live load hes been applied to the BC concurrect with other dad loads. Member Forces Summary Table indicates: Mccabcr ID, - CST, -axial fame, (®x coapt fora if diftamt from mane axial 6 me) 0.198 I2J1 0.585 -1150 ba 1 .5 0.074 005 1 4, llb bs. 17.16. 0.198 .54 lbs (291 lbs)I SA 0.750 439 lbs 10-I1 0.734 1,192 lbs 12.1 0.659 1.596 lb. -79 lbs Webs 2-12 0.147 362 lbs 3-10 O.H. 267111. (A2 lbs) SA 0.296 -276 lbs 2-11 0.516-4661bs 410 0.447 4241bs 6A 0.526 1,192 lbs (-229 lbs) 3-11 0.192 473 Ib 5-10 0.308 697 lbs (-9 Iba) 649 0.258 -1,524 Pat Notes: I) This truss has been designed using the gem lumber reduction factors. 2) Whey this turas has been chosen for quality asau®m inspection, the Double Polygon Method perTPI 1-2007/Chapter 3 shall be used. Febriation ml®cc= 5 %. 3) provide adequme drainage to prevent ponding 4) ® Indicates continuous Imeral msttamt (Cllr) required at the loation(s) ahown. Rows of CLR met be adequately diagonallybmced, ace D-WEBCIRBRACE Foraltemaave s m CLRs and diagonal bracing as 4WEBREINFORCE 5) Listed wind uplift reactions based on MWFRS Only loading 6) Baring mmerial shown in the show table has only been ehod¢d bar resistance perpendicular to grain, and does not radiate adequacy ofmnerial for other design considerations. - BUTTE COUNTY VISION BUILDING. D APPROVED G,4 j4,>(n1-1 4 Fap: 12/1 _U16 6 407 rn A P KI '/07/2016 NOTICE Aapyof this design shall be furnished to the oration coutmetor. 7bc design of this individual was is based on design criteria and requhmnats supplied bythcTruas Monuftctuc and relies upon the nrxvmn• Simpson Strong -Tic Company and compleenns ofthe inbmstion act fart by the Building Desigrer. A sal on this drawing indicates acceptance ofpmfessional engineering responsibility solely for the truss component design shown. Sce rbc runt page and the "I pont mfn®tion & General Notes" page for additional infomnlion. All connector plena shall be ®ufacumcd by Simpson Soong -lie Company, Inc in accordance with ESR -2762 . All mnnertnr plasm am 20 gaup, unless the specified plate aim is followed by --I S" which indicates an 18 sense plat , or "Sg I S", which radiates a high tmeion 18 stage plmn Hanson Components, Inc. Truss: F04 11.:� ` Pmjeat Name: cooperres Coniponcnt Solutions""' Daze: 07/05/16 14:39:13 Truss Page: 1 of 1 Version: 2016.4.1 [Build 61 Span Pitch Qty OHI, OHR CANT L CANT R PLIES Spacing WGT/PLY 36-0-0 8/12 1 1-9-0 1-9-0 0-" 4-0-0 1 24 in 185 lbs 39.6-0 1-9-0 41-12 7315 0-6.0 635 6.45 0.6.0 7-3-15 41-12 1-9-0 41-72 11-5-11 11-11-11 18-0.0 2435 2 31-10-4 36-40 B-0-4 8-04 - 2x4 1 0-0-0 0-0.0 4t-12 7315 6-6-5 6.6-5 7-3-15 4-1-12 41-12 11-511 18.0.0 24$5 31-10-4 36.0-0 Loading General CSI Summary Deflection L/ (loci) Allowed Lead (psi), Bldg Code: CBC 2013/ TC: 0.58(34) IUt TL 0.28 in L/999 (11.12) L/240 7CIL: 20 TPI 1-2007 BC: 0.92(11-12) MALL, 0.06m L/999 (11-12) L/360 7CDL: 8 Rep Mbr Increase : Yes Web : 0.53 (6.9) Cam IOH 7L 0.02 in 2L/999 (7-7) 2L/ 240 BCLL: 0 D.O.L.: 115% • Cant/OH IL 0.01 in 2L/999 (7.7) 2L/240 Reaction Summary fT Type Brg combo erg Width Material Rad Brg95dth Max Reset Max Grsv uplift hoax wind uplift Max uptit Max Horiz 1Pm (Wall) 1 3.5 in Douglas-Fir-ImcIt 1.50 in 1,280 lbs - -114 It -I 14 lbs 62 lbs 8 H Roll (Wall) 1 3.5 m Douglas-Fv-letcb 1.77 m 1,657 lbs - -148 lbs -148 lbs 0 too Material Summary Bracing Summary TC DFL 42 2.4 TC Bracing Sheathed or purlins m4-2-0, Partin design by Others. BC DFL 02 2x4 BC Bracing Sheathed or Parties m 6-3-0, Partin design by Others. Webs DFL Std/Stud 2x4 , Loads Summary 1) Ibis truss has been designed for the eBws due to 10 psfbonom chord five load plus dad loads. 2) This truss bas been designed for the wives of a balanced design snow load (Ps - 20 pet) and unbalanced dmigo now loads (8 112, 5.4 psf wind, 18.2 psf lee, 23.6 psf lee overpak m 5.3 ft) for hips/gibles in accordance with ASCEI - 10 with the following usa defined input 29 psf pound now load (Pt, Terrain Category C, Exposure Category partially Exposed (Ce - 1.01 Building Category 110 - 1.01 7hetarl Condition AD Others (Ct =1.01 Roof Slope Factor (Ca = 0.911 DOL - 1.1 S. 3) This truss has been designed for the eHwa ofwind loads in accordance with ASCE? -10 with the followinguacde5ned it pun 110 mph old mle, Exposum C, FuOy E d.os d, Gable/Ihp, Building Cagy y 110 - 1.001 overall Bldg Dims 25 ft x 60 ft, It - 15 8, End Zone Truss, Both end webs con tideed. DOL- 1.60 , CC Tone Width 3 R 4) Min®nm swrat¢ attic loading in accordance with IBC Thble 1607.1 has been applied 5) A250 lbs =mg point live load hes been applied to the BC concurrect with other dad loads. Member Forces Summary Table indicates: Mccabcr ID, - CST, -axial fame, (®x coapt fora if diftamt from mane axial 6 me) 0.198 I2J1 0.585 -1150 ba 1 .5 0.074 005 1 4, llb bs. 17.16. 0.198 .54 lbs (291 lbs)I SA 0.750 439 lbs 10-I1 0.734 1,192 lbs 12.1 0.659 1.596 lb. -79 lbs Webs 2-12 0.147 362 lbs 3-10 O.H. 267111. (A2 lbs) SA 0.296 -276 lbs 2-11 0.516-4661bs 410 0.447 4241bs 6A 0.526 1,192 lbs (-229 lbs) 3-11 0.192 473 Ib 5-10 0.308 697 lbs (-9 Iba) 649 0.258 -1,524 Pat Notes: I) This truss has been designed using the gem lumber reduction factors. 2) Whey this turas has been chosen for quality asau®m inspection, the Double Polygon Method perTPI 1-2007/Chapter 3 shall be used. Febriation ml®cc= 5 %. 3) provide adequme drainage to prevent ponding 4) ® Indicates continuous Imeral msttamt (Cllr) required at the loation(s) ahown. Rows of CLR met be adequately diagonallybmced, ace D-WEBCIRBRACE Foraltemaave s m CLRs and diagonal bracing as 4WEBREINFORCE 5) Listed wind uplift reactions based on MWFRS Only loading 6) Baring mmerial shown in the show table has only been ehod¢d bar resistance perpendicular to grain, and does not radiate adequacy ofmnerial for other design considerations. - BUTTE COUNTY VISION BUILDING. D APPROVED G,4 j4,>(n1-1 4 Fap: 12/1 _U16 6 407 rn A P KI '/07/2016 NOTICE Aapyof this design shall be furnished to the oration coutmetor. 7bc design of this individual was is based on design criteria and requhmnats supplied bythcTruas Monuftctuc and relies upon the nrxvmn• Simpson Strong -Tic Company and compleenns ofthe inbmstion act fart by the Building Desigrer. A sal on this drawing indicates acceptance ofpmfessional engineering responsibility solely for the truss component design shown. Sce rbc runt page and the "I pont mfn®tion & General Notes" page for additional infomnlion. All connector plena shall be ®ufacumcd by Simpson Soong -lie Company, Inc in accordance with ESR -2762 . All mnnertnr plasm am 20 gaup, unless the specified plate aim is followed by --I S" which indicates an 18 sense plat , or "Sg I S", which radiates a high tmeion 18 stage plmn Span Pilch, Qty OHL OHR CANT CANT PLIES Spacing WGT/PLY 36-0-0 8/12 1 1-9-0 1-9-0. 0-M 4-0-0 1 24 in 206 Ibs 3360 4-1-12 7-3-15 2.60 435 435 2-6.0 7315 4-1-12 1-30 4-1-12 111 13-11-11 160-0 22-0-5 24-65 31.10.4 36-0-0 • B-0.4 8-0-4 • Member 3-5 is a TC and shall be braced as defined in the Bracing Summary. 3x4 - 3x4 - --- - . ---- 2x4 1 Hanson Components, Inc. Truss: F05 Lfz..: ;tLL 74 Ins y ProjectNot= cooperres Component Solutions"' Material Summary Bracing Summary Date: 7/6/2016 10:17:04AM Page: 1 of 1 Truss 6-6-5 - BC DFLN2 2x4 BC Bracing Sheathed or Purlins at 6-3-0, Pudin design by Others. 665 Version: 2016.5.1 [Build 5] 7-3-15 4-1-12 Loads Summary Span Pilch, Qty OHL OHR CANT CANT PLIES Spacing WGT/PLY 36-0-0 8/12 1 1-9-0 1-9-0. 0-M 4-0-0 1 24 in 206 Ibs 3360 4-1-12 7-3-15 2.60 435 435 2-6.0 7315 4-1-12 1-30 4-1-12 111 13-11-11 160-0 22-0-5 24-65 31.10.4 36-0-0 • B-0.4 8-0-4 • Member 3-5 is a TC and shall be braced as defined in the Bracing Summary. 3x4 - 3x4 - --- - . ---- 2x4 1 Reaction Summary 1T Type Brg Combo Btg Width Material Rqd Brg Width _ Max React Max Ora, Uplift Max Wind Uplift Max Uplift Max Horix I Pio (Wall) 1 3.5 to Douglas-Fmlmch 1.50 to 1,280 lbs - -114 Ina -114 lbs 74 Ins 8 H Rog (Wall) 1 3.5 is Douglas-Fu-L� 1.77 m 1,657 @s -148 lbs -148 lbs 0 lbs 0.0-0 Material Summary Bracing Summary 4-1-12 - 7315 - 6-6-5 - BC DFLN2 2x4 BC Bracing Sheathed or Purlins at 6-3-0, Pudin design by Others. 665 Webs DFL Std/Stud 2.4 7-3-15 4-1-12 Loads Summary .4-1-1 11-5.11 18-0-0 24-6.5 31-10-4 36.0-0 Loading 3) This mass hs been designed for the effects of wind loads in mcondapce with ASCE? -10 with the following user defnd'mmut 110 mph ultimste, Fxposum C, Fully Enclosed, General CSI Summary SIGN DIVISION Deflection BUILDING L/ Ooc) Allowed Lead (pat) Bldg Code: CBC 2013/ TC: 0.65(2-3) 1-2 0.319 -f,1'6 gas 4.5 0.562 . - -1,264 In a 7-I6 0.198 54AIto 11.6 Vat TL• 0.27 is L/999 (11-12) L/240 71011: 20 7P11.2007 BC: 0.92(11-12) 1 Vat 1L• 1 0.06m L/999 (11.12) L/360 7 TCDL: 8 Rep Mar Increase: Yes Web: 0.53(6-9) Cmt/OH7L 0.02 in 2L/999 0-7) 2L/240 BCIL: 0 D.O.L: 115% Capt/OHLL 0.01 is 2L/999 (7-7) 2L/240 BCDL. 10 Ho.7L 0.06 in 8 Reaction Summary 1T Type Brg Combo Btg Width Material Rqd Brg Width _ Max React Max Ora, Uplift Max Wind Uplift Max Uplift Max Horix I Pio (Wall) 1 3.5 to Douglas-Fmlmch 1.50 to 1,280 lbs - -114 Ina -114 lbs 74 Ins 8 H Rog (Wall) 1 3.5 is Douglas-Fu-L� 1.77 m 1,657 @s -148 lbs -148 lbs 0 lbs • • 1 Material Summary Bracing Summary TC DFLi12 2x4 TC Bracing Sheathed or Purlins at 4-2-0. Pudin design by Others. ' BC DFLN2 2x4 BC Bracing Sheathed or Purlins at 6-3-0, Pudin design by Others. Webs DFL Std/Stud 2.4 Loads Summary 1) This suss hes been designed for the effects due to 10 pifbottom chord live load plus dead loads. 2) This vasa has been designed for the effars of a balanced design anow load (Ps = 20 psf) and unbalanced design mow loads (8 /12, 5.4 psf wind, 18.2 psf Ire, 23.6 par I= over panic 5.3 ft) for hips/gables maan put 29 psound mow load T®n Category C, Exposure Campry Partially Fsposed to aordm with ASCE7 -10 with the following usa defend inf Bftp (Ce = 1.01 Building Category 110 e 1.01 Thermal Condition All Others (Ct - 1.01 Roof Slope Factor (Cs = 0.911 DOL- 1.15. BUTTE COUNTY 3) This mass hs been designed for the effects of wind loads in mcondapce with ASCE? -10 with the following user defnd'mmut 110 mph ultimste, Fxposum C, Fully Enclosed, , CC Zone Width 3 Geble/Hip, BuildivgCaugory B 0= 1.001 Omni) Bldg Dim 25 ft x 60 fi, h = 15 ft End Zonc Truss, Both and webs considered. DOL- 1.60 ft SIGN DIVISION 4) Minimum snrag: atcc lodingm mcordapm with ®C Thble 1607.1 hes been applied , BUILDING rtt with other lodes. 5) A 250 lbs moving point lice god m hes haapplied to the BC conenena Member Forces Summary Tablc indicts: Mamba m, nnu CSL u axial form, (enc wnpt form if different fmmrim axial fora) A O� �� TC d3-1 0.198 54 gbar . • 3-14 0.419 • .102 16: 6-7 0.529 561 Ins, (.295 lbs) 1-2 0.319 -f,1'6 gas 4.5 0.562 . - -1,264 In a 7-I6 0.198 54AIto 11.6 2.3 0.654 -1,1 Ns -: 15-5 " 0.419 -102 lbs 3.4 0.561 -1266 Ibs 0.626 -1,154 BC 17.8 0.429 .040 lbs 9-10 ` 0.712 858 lbs _-- 11-12 0.919 - 1,6011bs (-1341bs) 2-11 0.514 _ .462 lbs 4.10 0.435 -012 Ibs 6-9 0.530 1,199 Ins (-299 3-il 0.192 472 In - 5-10 0.306 693 lbs . (.124 lbs) 6-9 0.258 -1,523 lbs Notes: ')Unlabeled plates are Ix4 20gt 2) hie masa has been designed using the gran lumberreduction factors. 3) When this masa has been chrism for quality sap surm inspection, the Double Polygon Method pa7P11.2007/Chapter 3 shad be used. Fabrication tolerance= 5 %. 4)Pro ,0 adequate drainugo to pnnmt ponding 5) Ial Indicates continuous Imetal restraint (CLR) tequird at the location(s) shorty. Rows ofCIR meat be adequately diapriallybmcad, am D-WEBCIRBRACE For olt®ernes to CIRs and diegmel bend.& sin D-WEBRENFORCE 6) Listed wind uplift rescuons bind on MWFRS Only lending 7) Bearing muerial shown is the sbove table has only been chocked for resistance perpendicular to gain, and does not indicate dequary of maerial for other desilp considerations. `�� Exp: Iznuzule�'P I- 6�1 � 61407 /07/2016 NOTICE Acopy of this daigp shag be famished to the acetion contractor. he design ofthis individual mass is bated on design airaia and rtqu'v®ter suppHd bytheTmas Manu&u and Toes upon tho uccunay Simpson Strang -TIC Con-pany and complemocu of the information ad fnnh by the Building Designer. A and on this drawing indica or amcptmm of professional engineering neartng responsibilitysolely for the mass component design shown. See the com pap and the "help eat leformarion &Gated Notes" pap for additional information. An connector plans &hall be manufactured by Simpson Smang-Tic, Company, hie in amardance with ESR -2762. AB connector plates am 20 Stage, uni the sperlfted plane sins is followed by "-18" which indicates ap I8 group plant, or•SW I8", which indicans ahigh tension 18 Setup plan, - f 1 2x4 1 Me Horix 4-1-12 Hanson Components, Inc. 8.6-5 Truss: F06 :.L. 8-r5 TC DFL #2 2.4 TC Bracing Sheathed or Parties m 4-5-0, Pudin design by Others. 53-15 41-12 BC DFL .2 2x4 BC Bracing Sheathed ProjedName: cooper res Component Solutions"t 9-571 18-0-0 1) This ones has been dmigoed for the edeas due to 10 psfbonom chord lire load plus dead loads. Daze: 07/05/16 14:39:14 Truss 31-1. 36.0-0 LoadingGeneral BUTTE COUNTY (Ce - 1.01 Building Cmgpry 8 0 - 1.0), Internal Condition All Others (Ct - 1.0). Roof Slope Factor (Cs - 0.91 � DOL - 1.1 S. Page: 1 0171 Version: 2016.4.1 [Build 6] Deflection ceduacr 01 o rawind 1 webdefinedns GablelLBp, Building Category B (1= 1.00), OwaB Bldg Dims 25 8 x 60 ft, h = 15 4 Fad Inn. Truss, Both end webs considered. DOLS 1.60 , CC Zone Width 3 8 L/ (loc) Allowed Span Pitch Qty OHL OHR CANTL CANT PLIES Spacing WGT/PLY 36-0-0 8/12 1 1-9-0 1-9-0 0-" 4-0-0 1 24 in 180 lbs - 20 39-6-0 M1-2007 BC: 0.98(11-12) I - 1-9-0 4-1-12 5315 52-3 58-3 52� 11-6-0 53-15 4-1-12 1-9-0 4-1-12 9-5-11 9- 1-11 151-14 20-10-2 26-0-5 2 31-10.4 36.0-0 Cant /.OH TU0.02 in UP . 6.84 6-8-4 (841) 2L / 240 12 8� 0 5x8 -15 3x4 - 3x4 - 18 5x6 - 3 4 5 6 115% 12 18 Cant / OH I].: 0 in UP 2L/999 3x4/ 2L / 240 BCDL: \ 4X5 \ aq 0.07 in 9 f 1 2x4 1 Reaction Summary JT Type BrB Combo Bgt Width Material Rqd Bq; Width Max Red Mex r—uplin Me Wind Uplift Max upli8 Me Horix 4-1-12 53-15 8.6-5 0 lbs Material Summary Bracing Summary 8-r5 TC DFL #2 2.4 TC Bracing Sheathed or Parties m 4-5-0, Pudin design by Others. 53-15 41-12 BC DFL .2 2x4 BC Bracing Sheathed i 4-1-12 i 9-571 18-0-0 1) This ones has been dmigoed for the edeas due to 10 psfbonom chord lire load plus dead loads. 26-6-5 2) Thi: ones hes been dmigacd for the effects of u balancd design mow load (Ps - 20 psl) and unbalanced design mow loads (8 /12, 5.4 psfwind, 18.2 psf leo 23.6 part= ovarpeak 31-1. 36.0-0 LoadingGeneral BUTTE COUNTY (Ce - 1.01 Building Cmgpry 8 0 - 1.0), Internal Condition All Others (Ct - 1.0). Roof Slope Factor (Cs - 0.91 � DOL - 1.1 S. CSI Summary Deflection ceduacr 01 o rawind 1 webdefinedns GablelLBp, Building Category B (1= 1.00), OwaB Bldg Dims 25 8 x 60 ft, h = 15 4 Fad Inn. Truss, Both end webs considered. DOLS 1.60 , CC Zone Width 3 8 L/ (loc) Allowed Load (peQ Bldg Cod;: CBC 2013/ TC: 0.37(4-5) Wtrt TL 0.35 in L/999 (11-12) L/240 IL 7C: 20 M1-2007 BC: 0.98(11-12) I Wirt I.L. 1 Olin L/999 (11-12) L/360 7CDL : S Rcp bbr mctese : Ne Web : 0.54(7-10) Cant /.OH TU0.02 in UP . 2L/ 999 (841) 2L / 240 BCIL: 0 D.O.L : 115% Cant / OH I].: 0 in UP 2L/999 (8-8) 2L / 240 BCDL: 10 Hoa 71-- 0.07 in 9 Reaction Summary JT Type BrB Combo Bgt Width Material Rqd Bq; Width Max Red Mex r—uplin Me Wind Uplift Max upli8 Me Horix I Pin (Wall) 1 3.5 in Douglas-Fi 4—b 1. so in 1.280 lbs - -114 lb. -114 lbs 50 lb. 9 H Roll (Wall) '1 3.5 in Douglas-Fhdmdt 1.77 in 1,657 lbs - -148 lbs -148 lbs 0 lbs Material Summary Bracing Summary TC DFL #2 2.4 TC Bracing Sheathed or Parties m 4-5-0, Pudin design by Others. BC DFL .2 2x4 BC Bracing Sheathed Webs DFL Std/Stud 2x4 Loads Summary 1) This ones has been dmigoed for the edeas due to 10 psfbonom chord lire load plus dead loads. 2) Thi: ones hes been dmigacd for the effects of u balancd design mow load (Ps - 20 psl) and unbalanced design mow loads (8 /12, 5.4 psfwind, 18.2 psf leo 23.6 part= ovarpeak to 5.3 B) far hipa/gablm in accordance with ASCE) -10 with the following user definedinput29 paf Pound snow load (Pg). Twain Category C. Exposure Category Partially Exposed BUTTE COUNTY (Ce - 1.01 Building Cmgpry 8 0 - 1.0), Internal Condition All Others (Ct - 1.0). Roof Slope Factor (Cs - 0.91 � DOL - 1.1 S. 3) This ttuea hes been designed forth. loads m aeadana with 5CE7 -10 with the,following input: 110 mph ul, CC Exposure C, FuByFadosd, ceduacr 01 o rawind 1 webdefinedns GablelLBp, Building Category B (1= 1.00), OwaB Bldg Dims 25 8 x 60 ft, h = 15 4 Fad Inn. Truss, Both end webs considered. DOLS 1.60 , CC Zone Width 3 8 BUILDING DIVISION 4) b6nimnm snrege attic loading in mardma with IBC MI. 1607.1 has been applied 5) A250 bs tmvingpoint live load has been applied to the BC mncttnmt with other dead loads. , Member Forces Summary Tabic indicates: Mier m, no CSW, �r axial farce, (nese enmpr force if diffdmt fiom � axial fora) AP PROVED 6-7 0.2S9 1 .0'2 bs t'2911bs)I 0358 554 4 4 J3021bs IS$17 1231 1565 + 0.293 -1,622 lbs 0.364 0.198 lbs 14-12 0,2134 392 ba 16.10 0.152 349 lbs 17A 0.263 -1,554 lbs 1 Notes: RpF ESS/p 1) This true bees designed usingthe green tumbQlyduetion factors. Q N 2) When this =.a hasbeen chasm for quality asauranca inspection, the Double Polygon Method per TPI I-20D7/Chepra 3 shall be used. Fabrication tolmaa- 5 %. v( L. G. 3) Pmvido adoquma draieeg m pteseat pending j• 4) 0 mdicaus continuous latdeltmtn®t(CIR)mquired etthctoelion(a)show.. Rorty ofCIR=stbeadequaWydiagona8ybmwd, ea D•.WPBCiRBRACE Foreltematisesto CIRa and diegnnel braeing am D-WEBREINFORCE `� [cep: I2(-11/2016 5) Listed wind uplift tractions based on MWFRS Only loading W T 6) Bearing tutorial shown in the show table has onlybam ehodcad for rmistance perpendicular gram, and dom not indicate adequacy of matmd for otherdesip considerations. U. Y VG 7 A o7 (I�we Q \\ J 07/07/2016 N0710E Ampy of this deign ahall be furnished to the erection condor. The design ofthis individual truss is based on design criteria and requirements supplied bytheTtusa Manuftuaureand relies upon the nccurseyy Slrnpson Strong TIC CDTTt. -y and mepletenes of the info®tion set forth by the Building Designer. A scat on this drawing indicates aooeptem of pmfrdsional mgmce®g responsibility solely far the ones component design show.. Sr. the arra page and the "hnportmt hnfonmtion & Gmael Notes" page for additional info n. AB connector plate shall be rmaubmtrod by Simpson Strong -lie Company, Inc in accord== with ESR -2762 . All —amtor plata sat 20 gang, unless the sped plate size is followed by a' 18" which indicate an 18 gauge plate, or "S. 18", whish indicates a high rasion 18 gauge plate. Hanson Components, Inc. Truss: F07 Project Name: cooperres Component Solutions'r"t Date: 07/05/16 14:39:15 Truss Page: I of 1 Version: 2016.4.1 (Build 6J Span Pitch' Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY 36-M 8/12 1 1-9-0 1-9-0 0-0-0 0-M 1 24 in 182 lbs en'; uses �I$ 1-90 7-5-11 0;6.0 6.6-3 7-0-3 4-1-9 1-5-5 155 7-5.11 1-9-0 7-5-11 7- 1-11 14514 21-6.2 257-11 27-1-0 2&6-5 36-0-0 544 ' 544 12 8f sxB o-0-0 0.0-0 7-511 7-0-3 7-0.3 4-1-9 2-70-10 7-511 7-511 14-5-14 21-6:2 257-11 28-6-5 36.0-0 Loading General CSI Summary Deflection L/ (loci) AIIowed Load (pso Bldg Code: CBC 2013/ TC: 0.68(/-8) VW 7L 0.SIto L/831 (I1-12) L/240 7CLL: 20 IN I-2007 BC: 0.95(13-1) Vat LL: 0.16 to L/999 (II -12) L1360. 7CDL:8 Rep hmrinerese: Ya Web: 0.81(5-10) H -M, 0.14 to 8 BCLL: 0 D.O.L : 115% Creep Factor, Ker=2.0 Reaction Summary to 5.3 ft) far hips/gable m accordance with ASCEI - 10 with the following userdefined input: 29 psf Bound snow load (PAL T®in Carcgory C, Fiposme CategoryPartially Fiposed JT _Type Brp Combo Bat Width Materiel Rod Brg Width Mme Read ' Max Orae Uplift Max Wind Uplift Max Uplift Mox HON I Pm (Wall) 1 3.5 m Douglas-Fir4me h 1.56 to 1,466 lbs - -130 lbs -130 lbs -2,970 lbs 8 H Rog (Wall) 1 3.5 in Douglss- irvLorch 1.56 to - 1,466 the - -132 lbs -132 the 0 @s Material Summary Bracing Summary TC I DFL 112 2x4 TC 0.198 134 @s (•103 ibs)I34 0.529 -2,376 lbs 0.682 -2,091 lbs TC Bracing Sheathed or Pudms at 34-0, Pudin design by Others. BC DFL42 2x4 114-1 I7-8 1-2 r 0.601 •2,097 @s 4.5 0.510 •2,373 lbs 8-I6 0.198 134 lbs (403 the) BC Bracing sheathed or Pudies at 4A-0, Pudin design by Others. Webs DFL Std/Stud 2.4 2-3 0.513 •2,3761bs 56 0.250 -2,2561b5 Loads Summary 1) Ibis Imes has been designed for the effects due to 10 psfbonom chord live load plus deal loads. 2 Th.. truss has been derged for a 31000 lbs ding load distributed along the TC calx from each dtrcenon. 3)1bis buss has been designed for the effects of to balanced design snow load (Ps a 20 psf) and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.2 psflee, 23.6 psf la over peak to 5.3 ft) far hips/gable m accordance with ASCEI - 10 with the following userdefined input: 29 psf Bound snow load (PAL T®in Carcgory C, Fiposme CategoryPartially Fiposed BUTTE COUNTY (Ce CmegtryB(I=1.01 All Othds(Cs-hA Roof Slope Fedor(Cs e0.91ZDOL- 1.1S. h1.0),Building he.1heanalCondition 4) This truss hes been deigned for the of wind loads m wi- - 30 with the,following input 110 mph ultimate, Exposure C, FunyFnaloed, G DIVISION Off Overall 15 tE7 Oabir/ ner Building CatcgtryB (I = 1 Bldg Dims fix 60 as h fix 601c 15 $Fad lone Truss, Both end wdne considered. DOLS 1.60 , CC Zone W idth 3 8. end we s cons BU I LD I N 5) A'm®tm ams loading a,"tonwi azmrdana with ffiC e 1 e has both applied mein a he B conn 6) A250 lbs movingpoiot li"e load he been applied to the BC conavant with other dead loader. Member Forces Summary Tabic indicate: Mmnba ID, = CSL max axial(ecce, (max amps forcer if diBertht farm ® axial force) APPROVED TC 0.198 134 @s (•103 ibs)I34 0.529 -2,376 lbs 0.682 -2,091 lbs 114-1 I7-8 1-2 r 0.601 •2,097 @s 4.5 0.510 •2,373 lbs 8-I6 0.198 134 lbs (403 the) 2-3 0.513 •2,3761bs 56 0.250 -2,2561b5 9.10 0.767 1,687 lbs 4-214 lbs 11-12 0.938 2.405 lbs (-218 lbs)l 13-1 0.955 2,899 lbs (-1626 lbs Webs 2-13 0.164 404 @s 411 0.196 432 lbs 6A 0.244 761 lbs (-264 lbs) 242 0.419 975 @s (438 lbs) 5-11 0.323 731 lbs (-112 lbs) 7A 0245 -543 lbs 3-12 0.265-5641bs 5-10 0.806 -1 75 412 0.162 483 ths (481 lbs) 6.10 0.785 1,777 lbs (-352 lbs) Notes: 1) This nos hes been designed using the green lu�er reduction factors. 2) When this truss he been chosen for quality assurnnce inspection, the Double Polygon Method per TPi 1.2007/Chopte3 shall be used. Fabrication tolerance= 5 %. 3) k aat P`r`icdeque drainage to prevent pending 4) ® Indicates continuous lateral musint (CLR) mquird at the locatiou(s) shown. Rows ofCIR mrst be dequamly diegruallybeaced, see D-WPBCIRBRACE For alt®aBves to CIRs and diagonal bmdng ea D-WEBREB4FORCE 5) Listd wind uplifteon rons bead oo MWFRS Only loading 6) Beanies masons) shown in the show table has only been chocia d for reiatance perpendicular to gain, and does not indicate adequacy of amdial for other design considerations. T � tap: 12/.11/zoic; � 67_407 /07/2016 NOTICE Acopy ofthis desipn shell be furnished to the eseetion contractor. he design ofthis individual ours is based on design criteria and requuemmts supplied by theTmss Manufacturer and ecliaa upon the ace 7 Simpson Strong -TIC Company and corallesaes of the infoanetion ser forth by the Building Designer A seal on this drawing indicate acceptance of pmfrssional engineering responsibility solely for the truss component design shows. Say the cosi page and the "Important Infounation $ General Notes" pug for additional infraction. AB connector plate shall be mrmufacturcd by Simpson Sarong -To Company, hoc in accordance with FSR -2762 . All a -mor plate ate 20 gang, unless the speoftd plan size is followed by a "-18"which indicate an 18 ung plate, or "Sp 18', which indicate s high tension 19 geug plaza t " Hanson Components, Inc. General Truss: F08 1 Deflection L/ (loc) Allowed ProjedName: cooperres Component Solutions"" Bit Code: CBC 20131 Daze: 7/6/2016 9:54.29 PM Truss L1669 (1011) 1.1240TOLL: Top Chd Page: 1 of 2 Version: 2016.5.1 [Build 5] TPI I-2007 BC: 0.51(10-11) VQLLL 025m Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 36-0-0 8/12 1 1-9-0 1-9-0 0-0-0 0-M 2 24 in 197 lbs SCLL: 39.6-0 DAL: 115% 1-9-0 SS11 05.0 59-3 6-3-2 57-11 3 -SS 3-5.5 1-8-0 VM— - - IN S 1-11 11-8-14 '18.0-0 23-7-11 274-0 30-0-5 4-04 4-0-4 5-5-11 12 6X6- 04-0 0-0-0 55-11 634 6-34 57-7 6-10-10 SSt t 55-11 11-9-0 1840.4 23-7-11 30-6.5 36.0.0 Loading Sll-II General Rol¢ CSI Summary Deflection L/ (loc) Allowed Lead (paf) Bit Code: CBC 20131 TC: 0.50(3 d) VertTL 064 in L1669 (1011) 1.1240TOLL: Top Chd 20 37-9-0 Nup TPI I-2007 BC: 0.51(10-11) VQLLL 025m 1./999 (1011) L/360 TCDL: 8 Rep Mbr Increase: No Web: Q56(3-13) Her. TL 0.1 in 8 SCLL: 0 DAL: 115% Gee, Factor, Kc, =2.0 BCDL: 10 I3p 845 His Reaction Summary rr Type Brit Combo Big Width Material Rqd Big Width Max Read Max f0— liplift Mate Wrid Uplift Max Uplift Mms Horiz 1Pin(Wall) 1 3.5 in DanglasFir-I-ith 150in 2,452 the - -252 Has -252lbs 47 Has 8 HReD(Well) 1 3.5 in Dagi—Fir-Lana 150 in 2,22716; - -227 Has .227 lbs 0lbs Material Summary Bracing Summary TC DFL tQ 2.4 TC Bracing Slam)eA orlaudinsat3-9-0,1audin deign by0thca. BC DFLIR 2.6 BCBmcing Sheathrd or Pudinsat10 0, Pvlindeagoby0thaa Webs DFL StdStud 2x4 except 6-10 DFL12 2,4 Loads Summary 1) 7biaUrsa has beers desigeed for the effects due to 10 ptf bmern chord IM load plus dad loads. 2) This Vms has been deigned for the effects of wind lads in acoadmee with ASCEI -10 with the following user defined input: 110 mph uhirmte, rapoanre C, Fully Fadaed, Gade%p, Building maegoryll(I-1.00 Owdl Bldg Dime25fix60ft, b=158, End Zom True, Both cndwehs considered.DOL= 1.60, CCZonc Width 38 3) Minorum storage side lading in acoardance with ®C Table 1607.1 hasbea applied 4) A 250lba ,roving point liveload has how applied m the BC cone rmxt width crba dad loads. Load Case Lrl: Std Live Load PointLoads Member lnation Direction Lead TibWidth Top Cbd 5 -5 -II Down 197 ;b, I Ba anDown Clad 1844 Dn 8701bs Load Case D 1: Std Dead Load PointLoads Member Location Direction toad Trib Width Top Chd 5 -5 -II Dow 132 lbs Bat Clad 1544 Down 548 lbs User -defined Load Case Wl l: MWFRS-Wind I to Ridge (DOL= 1.60 Distributed Loads Menber l—tionI Loeation2 Direction Stread StartLond FsdLoad Trb Width Top Chd Sll-II 23-7-11 NUp Rol¢ 2264pd 2264psr 24 in Top Chd 23 -7 -.II 27-1-0 NUp Rahe 2264pd• 2264psf 24 in Top Chd 27.1-0 37-9-0 Nup Rake 2264pd' 7264 ptf 24 in PointLoads Manic Lineation Direction Liam] Trib Width Bat Clad 1844 I3p 845 His Top Chd 5-5-11 Up 196 its Load Combinations b Load Combo Factor Lead Duration Factor 1 DI 1.000 0.900 ., ...2. � + ;DI Irl ,. .e..e :, M:••. •..:....: 3:.. :.-,.....� � •, x .,. y -...M. -.t -y;. 1.000.Sit .-: •--T. �1150.:�-+'i., .., ., -••-`1.000 3 DI +0.6V13 1.600 BUTTE COUNTY BUILDING DIVISION APPROVED NOTICE Acopy of this deign shall beflrmshod b the cration cmoneton. 7be deign of this individual Vons is based on design by theTruss Maotdawra madrdia upon the acaamy mad easplescomofthemfia on sol forth by the Building Deaguar. Aseal an thindrawing mdiatm acceptance ofpofaaotalcagirming mporsibiliry solelyfathe truss o®ls—t design shows. Seethe ower lap: andshe '7t�maa Info®ation & Gccal Nora" page for additional mfir®t'on An rmm secr plata sh®ctr all be ufaed by Simpson Ssong-Tie C®aa pany, Inc in eardanwith FSI42762 . AD eonnexta plmmo'- es 0 gaapc..Ness the grcr3fied plate dzeia followed by a `-I8" which indicates -19 Ppxgeplm , a "S4 I B", which radiates a high [maim 18 gmxge plate Eap: 12/31/2016 67_407 /07/2016 Hanson Components, Inc. Truss: F08 r- ProjectName: cooperres Component' Solutions"' Date: 7/&2016 9:59:29 PM Truss Page: 2 of 2 Version: 2016.5.1 [Build 5] Span Pitch Qty OHI, OHR CANTL CANTR PLIES Spacing WGT/PLY 36-0-0 8/12 1 1-9-0 1-9-0 0-M 0-M 2 24 in 19701s 5 DI +0.45W3 1.000 1.600 .626 1)1 +:626 W.1 .: .. ::- .. ._ .�.:'.._. ..- .::: ,�:.:' _ ,. .1000 ..moo 7 0.6 DI+0.6W2 1.000 1.600 .0.6.D]+A6W4 ':..: ,_ ?: > .. rr ,. .., .. :....'.: ' -' ' '1 000 .. :.'L�0 .. 9 0.6 6I+0.6 W8 .. . 1.000 1.600 -.:�.. ... .-.. -....:q, .. _.. a,.:;a3. t r. --�..� {:.'1 OD0, ..: �.,. _,:. ��1:609 n,v,-'v ss, •.... 11 as D1+Q6W11 1.000 1.600 .,.. a 12,,..�".%li Dl +L10" ,,. ,. �Ct;..'�'..t�r✓o'I..-': . ��: ;rt.�;Caic r (`..,� �`? 0' � ;'1 000 � �- �c ��5..�s 1:250. r.-.- :w,.. ^ 13 DI+URI 1.000 1.150 :UR2"� n i 000' IS DI+OFbt 1.000 1.250 7....,.. 16 ....,,"DI+OFh2�; » 17 DI+ OR3 1.000 1.250 nV:,+t 18d:__;.:1)1+:OFG4?p`,w' y.�: '•t ,.a::.. a .a.. 7ry.... .. v. .-r. .-.:1000 * .... ,%.r?:1:250".:: �L .. 19 6I+OFtt5 1.000 1.250 _?1:50 .....,;. 21 DI + ORO 1.000 1.250 Y., 090, 23 DI+OFh9 1.0001.250 So.l i'..:'24.x. .. S13I+:0FIr10 ..'. si.. _ r^� 25 DI+OFWI 1.000 1.250 ..::.:26'C S < 1D1+'.OF612:i ?."..ir : i. _ .. >rsft.. ' "r. t. .. ..., . .r 47 1.1:250 .,'.:1.250 . . s ..•. ..1.000 27 DI+OFh13 1.250 Member Forces Summary forccifdifferertfran- aural fom) TC 114.1 OI D 2716s 16-7 34 0499 -3,55511, 7$0.237 -1,791lbs I.2 0.265 -1,99816, 4-50475-3,5541hc8-16 0113 2111. 2.3 0.229 .1,636lb. 5-6 0.385-3,2831hs2.15 0001-516, 0206 -1.764 Ilia 9-10 .278 1346 Its •73 Ibs 11-12 0,500 2809 lb. (•2281ht)l 13-1 0.321 1,634 lbs +114 Webs 1243 (1343 778lbs 1-31 He) 4-11 0.040 -179 11, 6-1 0.104 2561bs (•4416.) 343 0.560 -1,36811, 5-11 0 . 914@s (-1051bs) 779 0 -III Its 3-12 0.071 18916. 5-10 62533 -2,4041h; 3.11 0381 86316. (-96 Ibs) 6.10 0.541 2¢I716s (-29216x) Notes: 1) This truss has been designed using the gran lunba reduction factors 2) When this truss has been chance for Quality assurance inspection, the Double Pdygoi Method per TR 1-201)7/Chapter3sha11beused Fatricatimtdemrce-5%. 3) Provide sdc fume drainage to prevent pending . 4)The face shown for this multiplywss we pa ply and the tractions are for all plies Two idema l trusses shell be builtatd etterhedesfdlaws:TC-1 mwoflOd NailsaGun Naih[min 0.12D" 60, x 2 7/8"lag1®1 T 0,e, BC - 2 sagged mai of I Od-Nails or Gin Nail. [®n 0120" die x27/8' Imgl Q 12" oe , Webs- 1 row IDdNaik a Gun Nails [min 0.120' dna x2 7/8" Img) @ 9" os,.. In addition to the fasting outlined abase, provide thefdltwing suppicri rel fastmas within 24" of the latatim(s) listed below in lia of using ha%a comuxt ss that arcapableof trmsf Bring the a tiro load bet -co the p lies: _ BC:1 &0-0,, (5) 10dNails a Gun Nails [min 0.120" da. x 2 7B" Img) 5) Wbere ret ftired, suf6dmthmyca shall be provided (by othcro to resist reactions show. 6) Insall the saews/mils m we side do not flip ova:. Saewd.aits shall be installed in the gems, traesply thm the hangers are attancad m 7) [sacral tracing shall be asached to each ply. S) All fastmas minimum 2. in"long, ural- ahenviae noted 9) Nails in 1st and 2nd ply shall be staggered from menessive plies by 112 the nail ipacing 10) Until wind uplift reactimnbaseden MWFRSOnlyloafing 11) Bearing mmaial dhow in the above table has only been charted fo reis arce papendictdm to grain, and dans net hdieme adequacy dtmterial for aha design onnsidaations. BUTTE COUNTY BUILDING DIVISION gpPROVED NOTICE Acopyofthisdeign shall befurashedm the motion contractor. The deign ofthis individualtansis based on design aitriaandrequit®enessupplied by cTmss Maorafactrer andreie upon the acciracy mid rompletminsofthe infix, onset forth bythe Building Designer. Asal on this drawing mdaaua acceptance ofprdesdooal mgirnmirg responsibility solely for, the bust oenpomat design shown. Seethe coven in W and the "Impiutram h,fomuetim ffi Gemol Nira" patio, for additional infamy 'an All connector plates shall be maoufaonrml by Stepson Swig -Tee Catrpany, Inc m mcm ordcewhh ESR -2762 . All mns. eplates arc 20 gear c, unless the gseci6cd plate sizeis followed by 2 "-18" which indicate an 18 giageplme, a "Sp IS", which inflate a high amain 18 gulp plate Sj�Y L. G.U,y\ Fap: 12(-11)2016 67.407 /07/2016 Hanson Components, Inc. Curnponcnt Solutions"' Truss Version: 2016.5.1 [Build 5] Truss: G01 ProjeetName: cooper res Date: 7/7/2016 3:05:47 AM Page: 1 of2 Span Pitch Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY .17-8-8 8112 1 0-0-0 1-9-0 0-0-0 0-M 1 24 in 85 lbs 19-5.8 " 5.4-2P-6�1 5-10.10 p�-q 5-5-11 ' 5-4-2 - 10- 1148-13 1 -2- 3 17-8-8 ' 4-0-3 4.04 a 0-0-0 04)-0 • 5-4-3 6-10.10 5-511 ' 5-4J 12-2-13 I 17-" Loading General . CSI Summary Deflection Ll (Doer) Allowed Carried loads (psf) Bldg Code: CHC 2013/ TC: 0.93 (2-3) Vtrt TL 0.22 in L 1929 (4-5) L/ 240 Roofs -(Ps): 28.5 psf TPI 1-2007 BC: 0.67(4-5) VertLL 0.09 in L/999 (4-5) L/360 11COL:.8 Rep Mr m=e=et: No Web: 0.69 (36) Herr TL 0.06 ie 4 BCIL : 0 DAL : 115% Creep Furor, Ka a 2.0 Reaction Summary 3T Type Brg Carbo Bra Width Material Rod Brg Width Max Resct, Max G - Uplift Mat Wind Uplift Most Uplift Max Herie 1Pin (Wall) 1 3.5 in Dauglas-Fv-Lmdt 2.07 in 1,943 lbs ' - - •119 Its -119 Its 63 lbs 4 H Ron (Wall) 1 3.5 in DengL.-Fir-larch 2.75 in 2,579 IM -180 lbs -180 lbs 0 lbs Material Summary Bracing Summary TC DFL 02 2x4 etcept TC Bracing: Sheathed or Purlins at 2.4-0, Purlin design by others. Member Lactim Direction 2-3 DFLfl1B 2x4' BC DFL SS 2x6 ' BC Bracing: Sheathed a Purlins a 10-0-0, Purlin design by Others. 657 lbs Webs DFL Std/Stud 2x4 " Ttp Chd 54-2 Down Loads Summary ROFESSip,t' 1)'rhis truss has been designed for the effects due to 10 psfbmmt dead live Imd plus dead leads. _ Q 2) Standard Lards m Carried by this Girder: = nor TC Dead = 8 psf; BC lice BC Dead = psL 1 N 4TY i0 AS design ed nes lands, except 3) Thies truss has tem designed for the clime of 6alanoed snow lauds fir hips/gobles m eecadanecwith ASCE? • 10 aoxpt e9 noted, with the fdlawhng user defined 'input: 29 psf v ��1 gretmd anm load (Pg) NOTE A11 flat/sloped roof factors have bear ignored and the armed snow load has Mat used for the ronfanew Imd (Ps =Pg), DOL- 1.15. Ifthe roof 6�"iuAy ����® osafiguradm differs frim hip/gable, Building Designer shall verify snow loads. - Member Location Laestion2 4) This truss has not hem designed far the effms of unbalanced arm toads. �U t 1 t 1 D I �, " 5) This trusa has been designed for the effms of wind loads in accordance with ASCE? - 10 with the following user defined input: 110 mph uhimate, Expesure C, Fully Fed®ed, LKdv t L BU QuotHip, Building Casegoryll (1= 1.00 Overall Bldg Dims 25 ft x 60 R h = IS Q End Tone Truss, Both end wets considered. DOL- 1.60 , CC Zane Width 3 R Tap Chd 12-2-13 19-541 6) Minimum storage amt loading in aeterdance with BC Tbblc 1607.1 has been applied w V �O 7) A250 Its cowing point liw had has been applied tothe BC concurrent with other dead Dotal=. �O'� H Load Case Lrl : Std Live Load Top Chd 54-2 12.2-13 Dismtaved I=& + 4L Tap Chd 12-2-13 19-5.8 Down - Prq 28.5 psf 28.5 paf 24 in Tap Chd - 56-2 12-2-13 Down Pro 105.84 plf 105.84 plf ' Point LM& Member Lactim Direction lead Trb Width Ba Chd 13-04 Data 657 lbs Ttp Chd 54-2 Down 348 lbs ROFESSip,t' Tap Chd 12.2-13 Down 348 Its V ryq R� L. G'jjNT CFiy Load Case D L Std Dead Load Q� Distributed Loads Member Location Laestion2 Dirmim Spread Start Land End Lead Trb Width Exp: 112/0111/2016 Top Chd 0-0-0 5.3-2 Dam Praj 8 psf 8 psf 24 in LU rn Tap Chd 12-2-13 19-541 Down Pro 8 psf 8 pat 24 in 6 407 Be[ Chd - 0-0-0 :7.8.8 Down Pro 10 psf 10 psf - 12 In Top Chd 54-2 12.2-13 Donn Pro 29.7 1plf 29.71 plf + 4L Ba Chd 0-0-0 17-8-8 ' Down Pro 30 plf 30 plf PomtLoads Member I en Direction Load Trb Width But Chd 13-04 Down 415 Its; \ r^•1 \� Top Chd 54-2 Dawn 98 Its Top Chd 12-2-13 Doan 98 lbs 7/07/201 `+ 07/07/2016 NOME Acopy ofthis design shall be famished totter erection wa tracter. The design ofthis mdhidual truss is based on design criteria and requirements supplied by the Truss Manufacturer and rdies upon the Simpson Strong -Tie CompU ally ==ve=ry and o®pleteness ofthe information as fords by the Building Designer. A seal m this drawing indicates acceptance of prdessimal engineering responsibility sddyfor the truss osmpment design ahtwvn. Sec the sac pagemd the "hnpmtset Infamstim & General Nara" page for additional information. All ammo== plates shall be manufactured by Simpson Strong -Tie Company Ire in araadancewith ESR -2762 . All cmnecra planes we 20 geugc, unless the specified plate size is fdtowed bya "-18" which indicates an 18 gauge plate, a "Sq 19", which indicates a high tension 19 gauge plate ' Hanson Components, Inc. Truss: G01 ,•it,, d ProjectNazne: cooper res Component Solutions"I Date: 7/7/2016 3:05:47 AM Truss Page: 2 oft Version: 2016.5.1 IBuild S] Notes: Span Pitch Qty OHI- OHR CANTL CANT PLIES Spacing WGT/PLY 17-8-8 8/12 1 0-M 1-9-0 0-" 0-0-0 1 24 in 85 lbs Member Forces Summary Table indicates: Mender m, max CSI, max axial fare, (max conpt face if digaent from max axis) force) TC I-2 10.808 -3,087 Ila 2-7 0.016 -26 IIs 34 0.901-3,9291ba 2-3 0.935 -2 514 IlE 8.3 0.016 -26 Iba 4-9 0.296 71 Iba -17 Iba • ,Hc - 4-5 0.672 3 139 Its -235 Iba 54 - 0.543 3,139 lbs (-235 Ila 6-1 0.313 2,5 Iba 1-200 Iha Webs 2.6 -0.231 52811. 34 0.689-7181bs 3.5 0.562 1,271 He Notes: ])Ibis trust has been designed using the green lumber reduction factors. 2) When this truss has been chosen Car quality assurance inspection, the Double Polygon Method per TP11-2007/Chopw 3 shall be used. Fabrication tolerant - 5 %. 3) California Gird' setback equals 6-0-0, vase spacing behind girder equals 2-0-0, there is no secondoer girder setback, end jack tape is Open Faced, and the toner girders e Rafter's.' 4) Provide adequate drainage mpresett ponding. + , 5) listed wind uplift rraedms based an MWFRS Only leading. 6) Bracing material shown in the above table has only been checked for.resistance perpendicular to grain, and data no indicate adequacy of mmerial for other design considerations. r + e r - . BUTTE COUNTY BUILDING DIVISION " APPROVED QROF ESS/pH 'P y Fap: 12111/2016Uj 6 407 z \A 07/07/2016 NOTICE Ampyof this design shall be furoiahrd to the'ation contractor. The design off this individual truss is based on design criteria and requirements supplied by the Truss Msnuflrbuc and relics upon ober Simpson Strong. -Tic Company actnracyand completeness of the information act forth bythe Building Designer. A seal m this drawing indicates acceptance of professional engineering responsibility solely for the truss component deign show•.. Sec the cover page and the "Important Information & General Noes" page for additions) information. All connector plates shall he manufacutred by Simpson Strong -Tic Company Inc in accordance with FSR -2762 . All rmnixvor pleas ere 20 gaugq unless the specified plate sit is followed by "•t 8" which indicates an 19 gauge plate,' "SP 18", which indicates a high tension 19 gauge place, Hanson Components, Inc. Component SolutionsT?/ Truss Version: 2016.5.1 [Build 5] Truss: G02 ProjectNm=: cooperres Date: 7/6/2016 10:20:3 8 AM Page: 1 of 1 Span Pitch Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY 17-8-8 8/12 1 0-M 1-9-0 0-M 0-M 1 24 in 83 lbs 5-4-3. I i 0 1 5-5.11 I 11� 5-4-3 7f0.3 8&3 0113 17-8-8 4.0-4 4-0-4 . Member 2-3 is a TC and shall be braced as defined in the Bracing Summary. 0-0.0 - 0-0-0 56-3 6-10-10 5-5-11 5-4-3 I 12-2-13 I 17-8-6 Loading - General CSI Summary Deflection L/ (loc) Allowed Load (psf) Bldg Code : CBC 20131 7C : 0.53 (1-2) Vat TL 0.1 m L/999 (56) L/240 TC1L: 20 I TPI I-2007 BC: 0.74(56) Vat IL 0.02 in L/999 (5fi) L/360 TCDL : 8 Rep lib, In—.: Yes Web : 0.23 (36) Hort TL 0.03 in 4 BOIL : 0 DAY : 115 % Crzcu Furor, Rct= 2.0 BCDL: 10 Reaction Summary JT Type Big Conbo Big Width Mtoerin Rod Big Width Mc Reser Max •3rav uplift Max Wind Uplift Max Uplift Max Hari. 1 Pin (Wall) 1 3.5 m Douglas -Fir -larch 1.50 m 743 Una - -47 The -47 lbs 64 His 4 H Roll (Wall) 1 3.5 in Douglas -FG -Larch 1.50 in 844 lbs - .83 lbs -83 lbs 0 lbs Material Summary ..Bracing Summary TC DFL 02 2.4 TC Bracing Sheathed or parties at 56-0, Purim design by Others. BCDFLt72 2.4 BC Baring Sheathed or Parties to 1".0, Partin design by Others. Webs DFL Std/Smd 2x4 Loads Summary I )'This truss has been designed forthe effma due m 10 psfbomem chord live load plus dead loads. , 2) This truss has been designed for the effcets of a balanced design snow load (Ps - 20 pet) and unbalanced design snow loads (8 /12,5.4 psf wind, 18.2 psf ler, 23.6 psf la overpealc w 5.3 ft) for hips/gables m moa I ce with ASCE7 - 10 with the followinguser defined input 29 psf ground mow load (PATmain Category C, ExposureCategoryPertielly Exposed (Ce a 1.01 Building Category Ila -1.0� Th®l Condition All Others (Ct =1.01, Roof Slope Fa xor (Cs a 0.911, DOL a 1.15. 3) This trues has been desisted for the a 6cre of wind loads in accordance with ASCE7 -10 with the following use defined input 110 mph ultimate, Exposure C, Fully Enclosed, Gable/Flip, Building Category 110 v 1.00). Ovcrall Bldg Dims 25 it x 60 ft, h - 15 R, End Tone Truss, Both end webs considered. DOL- 1.60 , CC Tone Width 3 S 4) Mm®nm storage attic loading in accordance with IBC Thble 1607.1 has been app Bad 5) A 2 5 0 His moving point live load has been applied to the BC conctonmt with other dead loads Member Forces Summary Table indictors: Mentor m, trust CSI, nm: axial forec, (marc coapt force ifdiBerent firm toms axial force) COUNTY TC 1I-2 0.530 -1, 104 His 12-7 0.462 -129 lbs 13.4 0.481 -1,074 His BUTTE CO Notes: I) Unlabeled plains are 3x4 20g3L 2)This truss bas been designed using the green lonber reduction faders. 3) Whm this =as has bcm chosen for quslityassurmce inspection, the Double Polygon Method per7Pl 1-2007/Chapter 3 shag beumd. Fabriestion tolerance= 5 %. 4) Pmvide adequate dminag toprevent ponding 5) Listed wind uplift reactions based on MWFRS Only loading 6) Bearingmatrial shown in the show table has onlybem checked farresisrance perperdimlarto grain, and does not indicate adequacy of tmtcrial forotherdesign considerations. BUILDING DIVISION APPROVED y�RY L. GUS\ Exp: 12n[12016 67_407 /07/2016 NOTICE Atopy of this design shell be finished in the erection contractor. The design of this individual truss is based on design criteria and requnemaoIs supplied bytheTmss Manufctim and relies upon the accuracy Simpson Strong -TIO Company and corpletmess of the mfonmtion ed forth by the Building Designer. A seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. Sm the cows page and the "bapommt Infommion A. General Notes" page for additional mfowation. All connector planes shall be®ubcourod by Simpson Strong -Tie Cotapany, hie in accordance with PSR -2762 . All awnncoor plies arc 20 gauM unless the specified plate sic is followed bya "-18" which mdicaes an 18 paugi plate, or "SN 18", which indicates a high tension 19 ®ug phut, ' Hanson Components, Inc. Deflection Truss: G03 - • - CBC 2013/ TC: 0.57(4-5) Vat TL• 0.21 in ProjedNalne: cooper res Component Solutions''"' TPI 1.2007 BC :0.94 (56) Vat U-10.02 in Date: 07/05/16 14:39:18 Truss Yes W.b : 0.21 (36) Hon TL 0.03 in Page: 1 of 1 Version: 2016.4.1 [Build 6] 115% Crtq Factor, Kae 2.0 Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 17-8-8 8/12 1 0-M 1-9-0 0-M 0-M 1 24 in 73 lbs • 440 4-5-8 4-5-8. 4-5-8 1-30 I - 440 1. I 8-38 113-0 17$-8 I ' 4x4- an uS n n I� 41 S 0-0-0 0-0-0 B-9-8 311-0 338 I 17-B-8 Loading Lord (pet) TCIL 20 TCDL: 8 BCLL: 0 General CSI Summary Deflection L/ Bldg Cod.: CBC 2013/ TC: 0.57(4-5) Vat TL• 0.21 in L/968 TPI 1.2007 BC :0.94 (56) Vat U-10.02 in L/999 Rep Mbr Incense : Yes W.b : 0.21 (36) Hon TL 0.03 in D.O.L. i 115% Crtq Factor, Kae 2.0 (loc) Allowed . - (56) L1240 (6-1) L/360 5 Reaction Summary !T _ _Type Brtt Combo BMVhdth Material Rod Bqi Wdth Max React _ Me {'acv Uplift Max Wind Uplift hoax Uplift hoax Horiz 1 Pm (Wall) 1 3.5 in Douglas-Fu4mch 1.50 in 745 lbs - -07 Ibs 47 Its -70 Its 5 H Rog (Wall) 1 ` 3.5 m' Douglas-Fir-Lerth 1.50 m 843 Its - •83 It s -83 Ibs 0 [bit Material Summary Bracing Summary TC DFL #2 2x4 7C Bracing Sheathed or Purlins at 5.10-0, Podia design by Others. BCDFLfl2 2.4 BC Bracing , She.thd or Pudins m 10-0-0, Pudic design by Others. Webs DFL Std/Stud 2x4 Loads Summary 1) This Was has been designed for the efforts due to 10 psfbottom chord live load plus dead loads. 2) This truss has been designed for the effects of e. balanced design mow load (Ps - 18.1 ps0 and unbalanced design snow loads (8 /12, 5.4 psfwind, 18.1 psf la, 23.6 psf la over peals to 5.3 fl) for bips/grblen in accordance with ASCE/ - 10 with the fo0owinguser defined input 29 psf gourd snow load. (Pg), Terrain CategoryC, Fxpoaum CategoryPartially Exposed (Ce m 1.0). Building Category 110 - 1.01 Thal Condition A0 Others (Ct a 1.0), Roof Slope Factor (Cs - 0.911 DDL- 1.15. 3) This Was hes been designed forth. effects rf wind load& in accordance with ASCE/ -10 with the followingwerdefind input 110 mph ulti®le, Exposur. C, FuOy Fa.losed, (hbldFBp, Building Category B (I= 1.001 0—all Bldg Dim 25 8 x 60 iL It e 15 ft, End Tone Truss, Both and webs ansidemd. DOL- 1.60 , CC Zone Width 3 a 4) AOnimrm storag: cmc loading in accordance with IBC Mle 1607.1 has been applied 5) A250 Its moving point live load hes been applied to the BC ancunant with other dead loads. , Member Forces Summary Table indicates: Marcher ID, mato CSI, ®a axial tome, (not comp[ force ifdiffereat from uses axial foma) TC II -2 0.524 -1,085 lb: 134 0.284 799 lbs 15.7 0.198 5416. I „ 2-3 0.284 .8DI lbs 4-5 0.571 -I.OR6 Ibs webs 126 0.190 -372 Ibs 136 0.213 525 Its (49 lbs)146 0.191 -374 His Notes: 1) Ibis truss hes been designed using the groan lu ubaredudion faetom. 2) When this one has bean chosen for qualityatsur®ce inspection, the Double Polygon Method per TPI 1-2007/Chapm 3 mall be used. Fabrication tol®ce- 5 %. 3) Listed wind uplift reactions based on MWFRS Only loading 4) Besting mal shown in the above table hes only been thcdxd for resistance perpendicular to grain, and does not indicate adequacy of ®taial for otherdesig, ansidaations. l • BUTTE COUNTY BUILDING DIVISION AppROVED i�RY L• G,VN\ Exp: 12n t/2016 67-407 /07/2016 NOTiCEAcopy ofthis design shag be fumishd to the erection contractor. The desist ofthis individual truss is bend on design criteria and requirements supplied bytheTnim Manufremraand relies upon the na•unury I Simpson Simng-Tic Company and complaeness of the info tion ser forth bythc BuOding Desip=A seal on this drawing indicates acceptance ofptofnsional mgirte®grwponsibility solely for the truss component design shown. Sn•. the mt7 pas and the'7¢Qorunt hofmmxtion 8: Genual Notes" page foradditional hibernation. All conncxorplates shall be ®ufactarod by Simpson Stang -Le Company, Inc in accordance with ESR -2762 . A0 annex: pontes =20 par, moons the specified plate size is fogowod by a "-18" which indicates an 18 gauge phue, or "S4 I8", which indicates a high tension 18 gauge plate. Hanson Components, Inc. Truss: GTI - PmjedName: cooper res Component Sol utions"I Daze: 07/05/16 14:39:18 Truss - Page: 1 of 1 Version: 2016.4.1 [Build 61 Span Pitch Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY i-5-8 0/12 1 0-M 0-M 0-M 0-0-0 1 24 in 47 lbs 4 3x4 - 55-8 55-8 5-5-8 2x4 1 3x4 - 0-0-0 - 558 3 2x4 0-0-0 - Loading General CSI Summary Deflection L/ (loc) ' Allowed Carried Load.(pst) -27 BC Is Bldg Code:. CBC 2013/ 7C: 0.40(1.2) Nkn 71,1 0.06m L/963 (34) L/240 RoofSnow(Pa): 28.5 psf TPI I-2007 BC: 0.49(34) Vw LL 0.02m L/999 (34) 1,I360 TCDL: 8 Rep Mbr lncouse: No Web: 0.39(14) He¢TL 0m requh®g outofpbne wind rdaro Constructionw® the Construction Dots mdlor BCSI-B3. 4) This ours has been designed using the gaea lumber reduction factors. 3 5)When this truss has been chosenfar quality assurance inspection, the Double Polygon Method TPI 1-2007/Chapw 3 shall be Fabrication BCLL : 0 D.C.L. : 115% Creep Feetor, Ka- 2.0 • 07/07/2016 BCDL: 10 Plate MM(1nt:XY,A.Rt, (1:1-12.3-8.90.) (2:3.8,3.8,0.) (3:1-12.541.90.) (4:3-8,5-B,D.) Reaction Summary IT Type Bag Combo Bap Width Materiel Rud BagWdth Mex React Max Oreo Uplift Mae Wind Uplift Max Uplift Max Horn. 4 Pm (Wan) 1 3.5 in Douglas-Fu4mch 1.50 in 373 Has - -61 lbs 61 lb s -170 lbs 3 H Roll (Wall) 1 3.5.m Douglas-FirdmrL 1.50 in 373 lbs 61 Has 61 Ibs 0lbs Material Summary Bracing Summary TC , DFL02 2:4 TC Bracing Sheathed or Pudins at 10-0-0, Pudin desigo by0thm. BC DFL112 2:6 BC Bracing Sheathed or Pudins at 10-0-0, Pudin design by0thera. Webs DFL Std/Stud 2x4 Loads Summary 1) This null has been designed Loathe effans due to 10 psfbounergoad live load plus dad loads. 2)Standard LOds on Tout. Carred by this Giadec.. TC live - 20 pat 7C Dead - 8 pat BC Dive - 0 pit BC Dad - 10 pit 3) This truss has been designed for the effwu of balmccd snow loads for hips/gables in accordance with ASCE7 -10 accept as noted, with the following user defined input 29 psf ground snow load (Pgl N07E All flat/sloped roof faetou have been ignored and the pound mow load has baen used farthe roof snow load Ws — Pg), DOL- 1.15. Hthe roof con6gLL®40n differs frombip/gable, Baild'mg Desipla shell VCa(y ipOw IOada. 4) This mus haz not been designed for the effects ofunbalaneed snow loads. 5) This was has been designed for the effects ofwind loads in accordma with ASCE? -10 with the following wa defined input 110 mph uldnote, ExposureC, Fully Enclosed, COUNTY OablrlHip, Building Category D (1- 1.00), Overall Bldg Dina 25 8 ft x 60 ft, h - I5 , End Zone Truss, Both end webs considered. DOL- 1.60 , CC Zone Width 3 ft. ��®TE 6) hfnimrm garage attic loading in mcvrdana, with MC 79ble 1607.1 has not been applied 1 7) A250 lbs wing point fi® to load has bapplied the BC conctntrat with other dad loads. D I� I �I �� Load Case ds Std Live Load BUILDING Distributed Loads APF'ROVE� Member Location 1 Location 2 Diretion - Spread Start Load End load Tho Width Bot Chd 0-0-0 5-5-8 „Down Proj 42.75 plf 42.75 plf Top Chd 0-0-0 5-5.8 Down Ptoj 28.5 par 28.5 psf 12 in Load Case DI: Std Dead Load Dismblaed Leeds Mepta Location 1 Location 2 - Direction Spread Stan Load Fad toad Tnb Width Bot Clad 0-0-0 5.5.8 Doves Prof 27 plf 27 plf Top Clad 0-0-0 5.5-8 Down prof 8 psf 8 psf 12 m ESS/pN� Bot Chd 0-0-0 5-5-5-8wn Dooj 10 psf 10 psf 12 Am Member Forces Summary Table radiates: Matcher M, war CSI, caut axial caret, (mac wmpt tonne ifdifferent bpm ®,c axial force) Te1.2 0.403 85 lbs Ibs OQROF ��F. ��Y L. G. ley -27 BC Is F '�- 34 0.487 lbs (-27 Has) Webs Exp: 12MI2016 y 14 0.388 191 to. (105 lbs) 24 0.068 -104 Has 2-3 D.369 212 lbs( -105 lbs) Notes: 6 407 I )Cable webs placed at 16" o.c., U.N.O. 2) Atmch structural gable bloclm with 1 x4 20pr plates, U.N.O. 3) This =as hes been designed for ingime wind loading Forbrecng ts far loading. requh®g outofpbne wind rdaro Constructionw® the Construction Dots mdlor BCSI-B3. 4) This ours has been designed using the gaea lumber reduction factors. Q' 5)When this truss has been chosenfar quality assurance inspection, the Double Polygon Method TPI 1-2007/Chapw 3 shall be Fabrication per used. mlamce-5 6) Provide adequme drainage to prevent ponding - 7) Listed wind uplift racoons based on MWFRS Only loading 8) Bahagmtedal shown in the above table has cnlybea utheclod fnrresistance papadialato gram, and does not indicate adequacy ofmtedal for olhadesiga considerations. • 07/07/2016 NO'17CE Aapyofthis design ahall be 6unished to the action contractor. The design of this individual truss is band on design edtma and roquiremets supplied by theTruss Manufmana and relies upon ", --YI Sirnpson Strong Tic Company and comple ness of the infomntion act forth bythe Building Design. A sed on this drawingata indiacmptmm of professional amcoen gimongrasponsibility solely for the truss namut design shown. S v. rhe avver page and the"Impottant h&mm ion &Gen®1 Notes" page far additional infatuation. AD connecter plata shell be t®ufi rd by5impson Strong -le Company, be in ecaordma with ESR -2762 . All conmmor plena are 20 gauge, unless the specified plate sic is followed by a "-I 8" which radiata an 18 gorge plate, or "Sp I8", which 'radiata a high tension 19 gage plan. ,a e. Component Solutions'T' Truss Version: 2016.4.1 [Build 6] Hanson Components; Inc. Truss: GT2 Project Name: cooperres Date: 07/05/16 14:39:19 Page: I ofl. Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 5-5-8 0/12 1 0-M 0-0-0 0-0-0 0-M 1 24 in 56 lbs s. 5.5-8 . Y I 5-5-8 --n • + 2x4 1 * 3x4 - 1 2 e 4 3x4 - f � « . 0-0-0 0-0-0 3 2X41 Reaction Summary JT Type Btµ Combo Bra Width Materiel Rad Bq; Width Max Rear Max. Gmv Uplift Max Wind Uplift Max UPM Max Nona 4 Pm (Wall) 1 3.5 in Douglas-Fh4mrL 1.50 in 606 lbs • . - 449 lbs -149 lbs -215 has 3 H Roll (Well) 1 3.5 in Douglas-Fir-Imrb 1.50 in 606 lbs -149 lbs -149 lbs 0 lbs Material Summary Bracing Summary 7C , DFL#2 2x4 TC Bracing Sheathed or Pudins at 10-0-0. Pudin design by0thas. BC DFL #2 2x8 BC Bracing Sheathed or Pudins at 10-0-0, Pudin design by Others. Web. DFL Std/Stud 2x4 - Loads Summary 1) This miss has been designed for the effects due to 10 psfbonom chord live load plus dead loads. ' 2)Standard mads on Trusses Carred by thin Girder. TC live m20 pst TC Dead - 8 psC BC live e 0 psi: BC Dead a 10 psf 3) This wss hen been designed for the effects ofbalmmd mow loads for hips/gibles in accordance with ASCE7 -10 =apt as noted; with the following user defined input 29 psf ground mow load (Pg} NOTE --An fimislopd roof factors have been ignored and the ground snow load bes been used for the roof snow load (Ps m PA 1301.- 1.15. If the roof configuration differs Som hip/gable. Building Designer shall verify snow lode. 417bis was has not been desi d farthe effan of balanced 1 ad gi d l snow o S. 5) his truss hu been desired for m C, Fully Epcload, lode m eaodana with ASCE) - 10 with flit,fbIlowinguserwe defind'uput 110 mph ultiCC Building Cetera 0- 1. 01 0% rawind n (1 a Lord Bldg Dims fl x 60 h ft, Fad Zone Tmss, Both and webs considad. Z ne Wi DOL= 1.60 , CC Zone Width J 8 ^ �� COUNTY 55-5-8 KV /� ION Load CaseLrl: Std Live Load f DI\,I , ' DIVISION BUILDIN 5-5-8 Loading >�LX1 General CSI Summary Deflection L/ Ooc) Allowed Carried meds (pso BotChd 0-" 5-5-8. Down Prof Bldg Code-. CBC 2013/ It: 0.41(1-2) vert M. .0.06 in L 1981 (34) L/240 RoofSnow(Ps): 28.Spsf' 28.5 par 7PI 1-2007 BC: 0.46(34) WILL 0.03 in .. L/999 (34) L/360 TCDL: 8 Rep Mr to ornate No Web: 0.59(14) H—M, Om 52.5 plf 8 psf 3 BCIL:. 0 - DAL: 115% �(`O L. G 9CF Creep Facto,, K.- 2.0 (®x wept fora ifdiffermt fiom®x axial tome) !�� !(�� BCDL: 10 1 _ Gap: 12(.il/2..1, P Reaction Summary JT Type Btµ Combo Bra Width Materiel Rad Bq; Width Max Rear Max. Gmv Uplift Max Wind Uplift Max UPM Max Nona 4 Pm (Wall) 1 3.5 in Douglas-Fh4mrL 1.50 in 606 lbs • . - 449 lbs -149 lbs -215 has 3 H Roll (Well) 1 3.5 in Douglas-Fir-Imrb 1.50 in 606 lbs -149 lbs -149 lbs 0 lbs Material Summary Bracing Summary 7C , DFL#2 2x4 TC Bracing Sheathed or Pudins at 10-0-0. Pudin design by0thas. BC DFL #2 2x8 BC Bracing Sheathed or Pudins at 10-0-0, Pudin design by Others. Web. DFL Std/Stud 2x4 - Loads Summary 1) This miss has been designed for the effects due to 10 psfbonom chord live load plus dead loads. ' 2)Standard mads on Trusses Carred by thin Girder. TC live m20 pst TC Dead - 8 psC BC live e 0 psi: BC Dead a 10 psf 3) This wss hen been designed for the effects ofbalmmd mow loads for hips/gibles in accordance with ASCE7 -10 =apt as noted; with the following user defined input 29 psf ground mow load (Pg} NOTE --An fimislopd roof factors have been ignored and the ground snow load bes been used for the roof snow load (Ps m PA 1301.- 1.15. If the roof configuration differs Som hip/gable. Building Designer shall verify snow lode. 417bis was has not been desi d farthe effan of balanced 1 ad gi d l snow o S. 5) his truss hu been desired for m C, Fully Epcload, lode m eaodana with ASCE) - 10 with flit,fbIlowinguserwe defind'uput 110 mph ultiCC Building Cetera 0- 1. 01 0% rawind n (1 a Lord Bldg Dims fl x 60 h ft, Fad Zone Tmss, Both and webs considad. Z ne Wi DOL= 1.60 , CC Zone Width J 8 ^ �� COUNTY 6) hfinFop, aft.s d nce wi 6)Min®nm emragesmiraliv to diamtdma wits ®C 7cB 160 currcaeit otbaden ad e 1 t be 7) A2501bs moving point vise load has baso applied n the BC cooattmt with omerdead loads. KV /� ION Load CaseLrl: Std Live Load f DI\,I , ' DIVISION BUILDIN >�LX1 MeerLocation I IManninoecation 2 Mannino spread Stan Load Fad loci Tnb VKdih BotChd 0-" 5-5-8. Down Prof 40 plf 40 plf APPROVED Bot Chd "-a 5.5.8 Down pmj 83.13 plf 83.13 plf , Top Chd 0-0-0 5-5.8 Doom Prof 28.5 par 28.5 psf 12 in Load Case Dl: Std Dead Load DistnbwedLmds Member Unman an 1 location 2 • Direction Spread - - Stmt Load - End lad Tnb Vhdtb Bot Chd 0-0-0 5-548 Down _ Raj Top Cbd 0-0-0 5-54 Down Proj 52.5 plf 8 psf 52.5 plf 8 12 in . QROF ESSIpN Hot Chd 0-0-0 5.5.8 Doan Raj 10 psf par 10 psf 12 in �(`O L. G 9CF Member Forces Summary Table indicates: Member m, max CSI, mac axial force, (®x wept fora ifdiffermt fiom®x axial tome) !�� !(�� 7C 11.2 0.406 107 lbs (-34 lbs)l 1 _ Gap: 12(.il/2..1, P Notes: 1) Gable webs plead at 16• a.,, U.N.O. 2)Atrarh structural gable blacks with 1.4 20gi plates, U.N.O. 3) his coca has been da forinplane wind loading For boning rrquhematts for outof-plane wind loading reform the Construction Docu�ta and/or BCSI6B3. 4) his cum has been designed using the gem tumberrcduction &aora. 5) When this was has been chosen for quality assurance inspection, the Double Polygon Mabod per TPI 1,2007/Chepw3 shall be used. Fabrication rolaance e 5 %. 6) Provides dequme drainage to prevent ponding 7) Ustd wind upli0 reactions bawd on MWFRS Only loading 8) Heating mamnl shown in the above table has only been c hadmd for Mietm= papardialer to gain, and does not indicate adequary of mal for other design considerations. NOTICE Acopy of this design shag be furnished to the aemon canusctor. he design of this individual truss is bend an design criteria and rcquhemmts supplied by thcTtu is Manufiuennrer and relies upon the "u racy and camplaatess of the infowation act forth by the Building Design¢ A mal on this drawing indicates acceptance of pmfissioml caginming responsibility solely for the truss camponmt design shown. Sm the — page and the "hMonant Information At (lateral Notre" page for additional in on. AB connector plates shell be ®uftuxured by Simpson Swng-Lc Company, Inc in ecmNma with ESR -2762 . An mnncanr pincaw an 20 grog, unles the specified plate size is followed by a "•18" which indicates an 18 giulp plate, or "S# 18", which indicates a high tension 18 gage plate 4( 07/07/2016 Simpson Strong -Tic Company t. Hanson Components, Inc. 0-0-0 Truss: Hn _ �. 5 3-2 2-11-9 2-11-9 Project Name: cooper res Component Solutions"" General CSI Summary Daze: 7/6/2016 1:04:50 PM Truss CBC 2013/ TC: 0.41 (3-5) were n 0.3 in Page: 1 oft Version: 2016.5.1 [Build 51 BC: 0.53 (12-1) Virt t1. 0.09 to Rep Mir Increase: No Span Pitch Qty OHC. OHR CANT CANTR PLIES Spacing WGT/PLY 11-24 1.414/12 1 2-6-0 1-8-0 0-0-0 0-M 1 24 in 57 lbs (3:1.12,3.5,6.) (4:0-3,1.12.6.) 23-5.4 2-6-05 3-2 2-11-9 2-11-9 2-0 0 2-0 1-8-0 5-3-2 8 2-11 1 11-2 4 13 2-4 15 2-4 1 19-3-4 Loading - -' Load (pat) TCIL : 20 TCDL: 8 BCLL: 0 12 0 9 1x4 3x5 - 3x10 - J31 J32 J33 0-0-0 0-0-0 5 3-2 2-11-9 2-11-9 13-2 8 2-11 ( 11-2-4 General CSI Summary Deflection Bldg Code: CBC 2013/ TC: 0.41 (3-5) were n 0.3 in TPI 1-2007 BC: 0.53 (12-1) Virt t1. 0.09 to Rep Mir Increase: No Web: 0.26(3-10) H- 11, 0.03 in D.O.L : - 115 % - Creep Factor, Kcr = 2.0 (I:1-8-11.1-1,0.)(2:1-12,3.5,6.) (3:1.12,3.5,6.) (4:0-3,1.12.6.) (5:1.12,34,90.) (10:5-0 L/ (loc) Allowed 1./443 (12-1) L/240 L/999 (12-1) L/360 6 w.t Reaction Summary 3T Type Brg Cemba Bra Width Material R9d Brg Width Max Reser Max Gray Uplift Max Wind Will M IPio (Wall) 1 3.5 in Dw im-Fir-larch 1.50 in 703 Ib. -77 1b. 5 H Rd l (Wall) 1 3.5 in Douglas-Firlmch 1.50 in 796 lbs -63 Its 6 HRai: (Wall) 1 3.5 in Douglas -FG -(Inch 1.50 in 31 Its 49 Its -25 Its 7 H Rd1(Wal l) 1 3.5 in Douglas-Fir4-ch 1.50 in 282 Its - 64 Ihs 8 H Rol (Wall) 1 3.5 in Douglas -Fir -larch 1.50 in 269 Ib. - 64 Ibis 9 H Rd[ (Wall) 1 3.5 m Douglas -Fir -Larch 1.50 in 12 Its -3 Its Material Summary Bracing Summary TC DFL11IB 2.4 except TC Bracing: Sheathed a Purlins at 3-10-0, Partin deign by Others. 4-9 DFL 422x4 BC DFL SS 2x4 BC Bracing: Sheathed a Purlins at 7-1'-0, Partin deign by Others. Webs DFL Std/Stud 2x4 Loads Summary 1)tr This uss has beto designed for the effects due to 10 ps(bmem chord live lord plus dead Inds. 2) This truss has lacca designed forth effects afa bolanud design snow Iced (Pa = 20 psi and unholmtrtd design snow loads (1.414 /12, 6 psf wind, 20 psflee, 9.9 psf lceover peak to 12.7 R) for hips/gables in accadmuce with ASCE7 - 10 with the fdluwing user defined input: 29 psfgrwnd snow load (PgX Tamm CmcgoryC, Fxposure Cdcgo y Partially Fxpcscd (Ce = 1.0), Building Category B (1= 1.0). Thermal Condition All Others (Ct = 1.01 Roof Slope Factor (Cs = 1.00), DOL- 1.15. 3) This truss has bom designed for the cffi cts d•wind loads in accordance with ASCE7 -10 with the fallowing user defined input 110 mph ultimate, Eupecure C, Fully Enclosed, Cadefliip, Building Category B 0 m 1.00). Overall Bldg Dims 25 ft x 60 ft, h m 15 8, End 2me Truss, Bah end web. considered. DOL= 1.60 , CC 2mc Width 3 fi 4) hLnimum storage attic loading in accordance with MC Mble 1607.1 has been applied 5) A 250 Ibis moving point live Iced has been applied to the BC coaarrrnt with other dead loads. Load Case Lrl : Std Live Load Pout Loads Member I cuion Dirmiau Iced Trb Width Tap Clad 2.10-0 Dawn 11 Has Ba Clad_ 2-10-0 Up 2 Ibis Top Clad 5-9-0 Dow i3 Its But Chd - 5-8-0 Dawn 1 1 16; Tap Clad 86-0 Dove 90 lbs Ba Clad 86-0 Daae 19 Its - Load Case DI: Std Dead Load Point Loads Member Instica Direction lad Trb Width Tap Clad 2-10-0 Down 11 Ib. Rd Clad 2-10-0 Down 12 Its Top Clad 5-8-0 Doan 31 Ib. Ba Clad 5-9-0 Down 35 lis - Top Clad 86-0 Dow 48 the BaClad 86.0 Down 55 Has Member Forces Summary Table indicate: Member m, matt Cil, rams mtial face, (mats conpr. fast ifdiffercat front ran axial fora) TC 13-1 0.334 16 its 3-5 0.406 -74 Its 7.8 0.175 -24 Its I-2 0.392 -2,4821b. 56 0.311 4416, 0.167 -1311s 2-3 0.149 •1,384 Ib. 6-7 0.176 41 Its I - 63 Ib. 0Ils 49 list 0 lb. 641bs 0lbt 64 lba 0 Ilas _3 Ib. 0 Ib. BUTTE COUNTY ON BUILDING DIVIS AppROVED Exp: 12/31/2016 � 67.407 T CPf 4L '/07/2016 NOTICE Acapy d'this design shall he furnished mthe erection contractor. The design of this individual truss is based on deign criteria and requirements supplied "e Truss Manufacturer and relies upm the Simpson Strom, -Tic Company accuracy and completeness dthc information set forth "c Building Designer. A seal an this drawing Indicate acceptance ofprdcssimd engineering responsibility sddyfa thetruss coupmcat deign shave. S.the cove page ad the "Important Information ✓4Gmaal Ncte" page for additional information. All connector plate manufactured he manufared by S®peau Strong -Tic Company Inc In ES accordance with R-2762 . All -ricew plate at 20 gauge, unless the specified plane size is followed by a "-18" which indicate an 19 gauge plane, a 'SH I8', which indicates a high tension 18 gauge plane Hanson Components, Inc. Component Solutions"' Truss - Version: 2016.5.1 IBuild 5] Truss: HRL PmjectName: cooper req Date: 7/6/2016 1:04:50 PM Page: 2 oft Span Pitch Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY 11-2-4 1.414/12 1 - 2-6-0 1-8-0 0-0-0 0-0-0 1 24 in 57 lbs 2-11 0.205 •-1, 163 lbs 3.10 0.258 .1,447 Im Truss -to -truss Connections Summary m Carried Truss Carrying Truss Carving Odors Angle TT4 131 HRL 2-10-0 45 deg ?..A. " J4 id -Y� T ni Di HRL 8.6-0 45 deg R Notes: 1) This truss has been designed using the green lumber reduction faaas. - - 2) When this truss has been chosen fa qualityassursna inspection, the Dade Polygon Method per TPI 1.2007/Ch2pta 3 shall be used. Fabrication tderarce 5 3) listed wind uplift reactions hued on MWFRS Only loading. - • 4) Beaing material shown in the abme table has onlyb= checked for resistance perpendicular to gram, and dos not indicate adequacy of material fa other design cansidaWona. t BUTTE COUNTY BUILDING DIVISION APPROVED OQFt0FESS/pN9 I-. Glij F2G' s Exp: '12111P2016Uj Z 67407 � 07/07/2016 NOMCEAcapyofthis design shall be furnished tothe ataion contraatr. The design ofthis individual truss is bused on design criteria and requirements supplied bythe Truss Manufacturer and relics ups the Simpson Strong -TIC C.otnpany amtracyand e®pleteness afthe information set forth bythe Building Designer. A seal on this drawing indicates acceptance afprol ssional engineering responaiblgtyadelyfa thetruss couponent deign shone. Scc the. seta page ad the "Important Information ! Gaerai Notes^ poge for additional information. All aonncaa plates shall he msnufaatred by Simpson Strong -Tic Campany Inc is accordance with ESR -2762. All - n -plass we 20 gauge, unless the specified plate sia is followed by a "-18" which indicates a 18 gage plate, a •Sp I8", which Indicates a high tension 18 gage plate. Hanson Components, Inc. Truss: HRN Project Name: cooper res - Daze: 7/6/2016 1:04:06 PM Component Solutions"t Page: 1 oft Truss Span Pitch Qty OHI OHR 11-2-4 1.414/12 1 2-6-0 1-10-0 CANT L 0-0-0 CANT R 0-M PLIES 1 Spacing WGT/PLY 24 in 55 lbs -78 lbs •57 lbs 21-6-4 -59 lbs 7 H Roll (Wall) I 3.5 m Datglas•Fa4-.h 1.50 In 278 lbs - 64 Its 6 Its 64 lbs 6 lbs P_6_0. 5-3-2 2-11-9 2-11-9 2-0-0 4-0-0 1-10-0 5-3-2 8 2-11 11-2� 13 2 4 17-2 4 ur�r mt4"5 NI� a , 0-0-0 8 Loading General Land ('so Bldg Code: CBC 2013/ TCIL: ! 20 TPI I-2007 TCDL: 8 Rep Mbr Increase: No BCLL: 0 D.O.L : 115 % 1x4I US- 3x10- J31 J32 J33 0-0-0 5-3-2 5-3-2 CSI Summary TC: 0.39(1-2) BC: 0.53 (11-1) Web: 0.26(4-9) 2-11-9 2-11-9 11-2-4 Deflection L/ (ioc) Anowea Vat TI_ 0.29 is L/444 (11-1) ,L/240 Vtrt LL 0.09 In L/999 (11.1) L/360 Herxn 0.03 in 8 Creep Factor, Ka - 2.0 Reaction Summary rf Type Brit Combo B g Width Material Rod Br, 9Kdth Mm Roos Mm Gmvl3pli8 Mm Wind Uplift Mm Uplil 1 Pin (Wall) 1 3.5 in Douglas -Fir -larch 1.50 in 703 Ihs - -78 lbs lbs -78 lbs •57 lbs 5H Roll (Wan) 1 3.5 in Douglas-Fir4arch 1.50 in 772 lbs , - -57 6 H Rol (Wall) 1 3.5 in Douglas-Fir-lmch 1.50 in 182 Ihs -13 Its -59 lbs -59 lbs 7 H Roll (Wall) I 3.5 m Datglas•Fa4-.h 1.50 In 278 lbs - 64 Its 6 Its 64 lbs 6 lbs 8 H Bell (Wall) 1 3.5 in Doug las-Fir-larch 1.50 in.20 Iba Material Summary Bracing Summary TC DFL#IB 2.4 TC Bracing: Sheathed a Purlins at 3.10-0, Partin design by0thas. BC DFL SS 2.4 BC Bracing: Shahed a Purtins at 7-1-0, Purtin dmign by Othas. , Webs DFL Std/Stud 2x4 - Loads Summary I) This tmss has been designed for the effects due to 10 psf boon chard liw load plus dead Inds. balanced design lead (Ps -20 and unbalanced design snow Inds (1.414 /12, 6 psf A d, 20 psf la, 9.9 psf Ice owc Poole to ., 2)7bia tensa has been designed for the effects ofa snow psQ 12.7 ft) fix, hips/gables in accordance with ASCE7 - 10 with the following user defined input. 29 psfgrmnd maw bwd (PgI Terrain Category C, Exposure Catcgay Patielly uxpmed (Ce m 1.0), Building Categary B p - 1.01 Thermal Candido All Othas (Ct - 1.0), RmfSlope Resor (Cs- 1.00), DOL- 1.15. 3) This truss has bcea designed for the effects ofwind Inds in aeecrdance with ASCE? -10 with the following user defined input: 110 mph uhimatc, Exposure C, Fully Enclosed, CraNJHip, Building C M saryB 0- 1.001 Osca11 Bldg Dims 25 fix 60 4 It - 15 It, End Toe Truss, Bah and webs considered. DOL® 1.60 , CC Tate Width 3 IL 4) Mmimum storage attic looding in accordance with IBC'Bhle 1607.1 hes been applied 5) A250 Oa mining pant list land has bean applied to the BC cortourrent with Mer dead leads. Load Case Lrl: Std Live Load Porta Loads Member Imatian Direction land Trb VAdth Top Chd 2-10-0 Down 1I Its Bet Chd 2-10-0 Up 2 Its Top Chd 5-9-0 Dow 53 lbs Ba Chd 56-0 Dow I1Ibs Top Chd 86.0 Down 90 Its ' Bet Chd 86-0 - Down 19 lbs Load Case D l: Std Dead Load Point Loads Member Location Direction land Trb Width Tap Chd 2.10-0 - DownI 1 IIs Bet Chd 2-10-0 Doa'e 12 Iba Top Chd 5A-0 Dow 31 lbs ' Be Chd 5$-0 Dow 35 Its, Top Chd 86-0 Dow 48 lbs _ Bet Chd 86-0 Dann 55 lbs Member Forces Summary Table indicates: Member m, mm CSI, max inial face, (mar canpr. farceifdiffamt from max mist form) TC 12-1 0.334 16 Its 4-5 0.239 65 IIs 7-9 0.132 .14 Us I II -2 0.391 -2,481 lbs 156 0.238 -37 Its 0.127 313 lb, 4-10 0.200 4921hs (47 lbs) 5-9 0.205 -1,1631. 4-9 0.258 -1,446 lb, Mm Hcrix 140 HIS 0 lbs 0 Ih; 0 lbs 0 Its T m i BU` TE COUNTY BUILDING DIVISION APPROVED '1 Exp: IJ It -1016 /07/2016 NOTICE Acapy of this design shall be furnished to the erection contractor. The design afthis individual trues is hated an design criteria and requirements supplied bythe Trtrss Manufatsatrer and ream upon the I Simpson Strong -Tic Company atr searyand compleaness of the information ea forth bythe Building Designer. A soul an this drawing indices acceptance dprdessimd angmcaing responsibility sdcomponent the trues nponent dmign sham. S. the cower page and the "bmporallous"t Information & General Napage far additional infiarmetim. All connacta plasm shall be mama cotred by Simpsm String -Tse Company Inc in accadance with PSR -2762. All ennectn plum we 20 gauge, unless the specified plate sin is followed bya "-19" which indiam an 19 gauge plate, a "St! 18", which indicates a high tmsim 19 gage plata Hanson Components, Inc. Component Solutions"' Truss Version: 20 16.5.1 [Build 51 truss -to -truss connecnons summary ID Carried Truss Carrying Truss Carrying Onset Angle TTI- J31 HRN 2-10-0 45 deg iTl2•. `-X732:+ .. >Ay tHRN''` w+ .uxv 5.g-0:5 r �r v41`;45:de8 '�i: .. MOM, f �' i � � " 5 i . a Tia J33 HRN 86-0 45 deg ,. Notes: t 1) This trues has been designed using the green lumbo rcdueaim f=—.2) When this truss hes been comm fa qualiryassuranen inspection, the Double Polygon Method per TPI I-2007/Chapter 3 shall he used. Fabricationtderanoc - 5 %. 3) Listed wind uplift r actiats bated m MWFRS Only loading. 4) Bearing material shown in the chose table has only been checked far resumer perpendicular to grain, and data not indicate adequacy of maeriel for other design considerations. Truss: ERN ProjedName: cooperres Date: 7/6/2016 1:04:06 PM Page: 2 of2 BUTTE COUNT BUILDING DIVISION t . AppROVED r L. GVH\ Exp: 12/.11/2016 n /07/2016 NOTICE Aoapy ofthis design shall be furnished tothe erection contracter. The design ofthis mdi%idual truss is haled on design criteria and roqutremmts supplied by the Truss Manufacturer and relies upon the Simpson Slrong-Tic Company aaairacyand contplaenns ofthe information set forth bythc Building Designer. A seal m this drawing indices accept== ofprdessimal engineering respo sibiliry sddyftr the truss canpment design h,= Sec the cove page and the "hnptrtant Information &Gencral Nota" page for additional information. All connector plana shall he nanufamtred by Simpson Strong -Tie C®pany Inc in accordance with FSR -2762. All cmnecter plats are 2D gauge, unless the specified plate sin is hallowed bya "-18"which indicates an 18 sense plan, or •SN I8", which radian a high tension 18 ganga plan. ° Hanson Components, Inc. Truss: J01 Project Name: cooper res Component Solutions"r Date: 07/05/16 14:39:21 Truss Page: 1 of l Version: 2016.4.1 [Build 6] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 6-0-0 8/12 1 1-9-0 0-0-0 0-0-0 0-M 1 24 in 14 lbs 79-0 t -B-0 I t-11-11 s 8-0.0 . 6-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed load (pat) Bldg Code: CBC 2013/ 0.45(1-2) Vat TL 0.97 is L/986 (3-1) L/240 7CIL: 20 TPI l-2007 BC: 0.61(3.1) WtIL Oin UP L/999 (3-1) L1360 TCDL: 8 Rep Mbr hereat.: Yes I 17C: Web: -0.00(1) He. M, Din 2 I BCIL: 0 D.O.L: 115% Creep Factor, Ka=2.0 BCDL: 10 Plate OBaets(Jnt:J(Y.An8), (1:2-7,2-9,0.) Reaction Summary JT Type Btg Combo Brg Wtdtb Material Rod Brg Vhdth Max React Mac Gay Uplift Max Wind Uplift Max Uplift Max Hou I Pin (Nall) 1 3.5 in Douglas-Fb-imch 1.50 in 376 lb - -37 lbs -37 let 118 lbs 2 H Roo (Wall) 1 3.5 ma Lmcli 1.50 in 171 lbs ' Douglas -F - - - 0 lbs 3 H Roll (Wall) 1 3.5 in Douglas-FQ-larch .1.50 in 296 lbs - - O lbs Material Summary Bracing Summary TCDFL 42 2x4 7C Bracing Sheathed or Pudi a st 6-3-0. Pudin design by Others. BC - DFL 112 2.4 BC Bracing Sheathed or Purlins at It.", Purlin design by Othco. Webs Loads Summary 1) This mass has been designed for the effecter dueto 10 pafbotrom chord fisc load plus dead loads. 2) This truss has been designed for the effects of a balanced desipr snow load (Ps m 18.1 pal) and unbalanced design snow loads (8 /12, 5.4 psfwind, 18.1 parlor, 23.6 psf lce ow peak to 3.7 ft) for hips/gables, in accordance with ASCE) - 10 with the following userdefnd input: 29 psf pound mow load (PATenein CateparyC, Fzposum Category PertitrUy Fiposrd (Ce m I.O1 Building IlaCategory 0' 1.0). Thenml Condition All Others(Ct m 1.01 Roof Slope Factor (Cs - 0.911 DOL -1.15. 3) This truss has been designed for the effeae of wend loads in moortance with ASCE/ -10 with the following over defend input 110 mph ultimry Fzpomte C, Ful1y Fndoard, Gable/Hip, Building Category 0 0 - 1.00} 0%c all Bldg Dim 25 ft x 60 ft, h m 15 4 End Zone Truss, Both end webs mnsidered. DOL- 1.60 , CC Tone Width 3 d 4) Mmimtm storage attic loading in —.I.. with BBC 7hble 1607.1 has been applied 3 0-0-0 5) A250 lbs moyingpomt lite load has been applied to the BC concment with othadend loads. �� COUNTY Member Forces Summary Table indicates: Member ID, ®x CSI, — exist farce, � m� t fora ifditfeent fomenter axial toren) BU T Tc 4-1 0.351 96 Iba z 8.447 -285 Th. BUILDING DIVISION HC 3-1 - 0.607 ISO lbs - (-931bs Web. Not . V � D Notes: = APPR® 1) Ibis uuss has been designed using the gram lumbo reduraon factor;. 2) When this truss has been chosen for qualityass.-ce mspeetion, One Double Polygon Method per TPI 1-2007/Cbtpta 3 shall be used. Fabrication tolerance m 5 %. 3) listed wird uplift rcwd*ns based on MWFRS Only loading ' 4) Rating tMal shown in the show table has only been checlod for rmistance perpendicular to gratin, and does not indicate adequacy of ®vial for other design considerations. �j�Y L. GU,�\ T Exp: 12/11/2016 p /07/2016 NOD:CE Ampy of this design shell be famished to the erection contractor. The design ofthis individual truss is brand on design mime and requi is supplied bytbeTtuas Manufaauraand relies upon the annum Simpson Strong -Tic Company and compltxaneas of the mfor—tioo ser forth bythe Building Designee A seal on this drawing indicates acceptance ofpmfessional mginamng responsibility solely forthe truss component design shown. se, the enter pogo and the "Important Infatuation 6t General Notes" page for additional mfotttmion. AO conamtor platin shall be tmmufaennmd by Simpson Strong•7ie Company, hoc in accordance with ESR -2762. AIJ mnmxtor plates tat 20 gnulp, unless the specified poste sine is followed by a "-1 B" which 'indicates an I S gauge plate, or "SA 18", which indicates a high tension 18 giuge phm Hanson Components, Inc. 1> Component Solutions3N' Truss Version: 2016.4.1'[13ui1d 6] Truss: J02 Proj ect Narne: cooper res Daze: 07/05/16 14:39:22 Page: 1 of 1 Span Pi tch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 6-M 8112 • 1 1-9-0 0-M 0-M 0-M 1 24 in 17 lbs 7-9-0 1-9-0 i 3-11-11 3-11-11 9 _ 9 Deflection L/ (loc) Allowed b q • Ven 7L 0.1 in L/662 (3.1) 0 TCLL: 20 I• BC: 0.70(3-1) ltenLL 0.01n L/999 (3-1) L/360 TCDL: 8 x 0.0-0 6.60 6-0.0 0-60 Loading General CSI Summary Deflection L/ (loc) Allowed Load (pso Bldg Codc: CBC 2013/ TC: , 0.37 (1-1. Ven 7L 0.1 in L/662 (3.1) L/240 TCLL: 20 TPI 1.2007 BC: 0.70(3-1) ltenLL 0.01n L/999 (3-1) L/360 TCDL: 8 Rep ter h+amsc: Yes Web: 0.00(1) Hoa 71 --Om 2 _ BCLL: 0 DAL: 115 % - Creep Factor, Ker- 2.0 BCDL: 10 Plate Offsets Ont)L Y,Ang} -. (1:2-712-9.0.) Reaction Summary IT Type Big Combo B g Width Material • Rad Erg Width Max React Max Omv uplia Max Wind uplift Mm uplift Max Hari. 1. Pin (Well) 1 3.5 in Douglas-F.4-clo 1.50 m 443 lbs - - .20 lbs -20 lbs 166 lbs - 2 H Rob (Wall) L 3.5 in Doughis.F'o-l-b 1.50 in 169 not - •36 lbs -36 lbs 0 Ibs 3 H Rob (Wall) 1 3.5 in Douglas -Fit -larch 1.50 in 301 lbs - - - 0 Iba Material Summary' Bracing Summary . TC DFLp2 2.4 .. TC Bracing Sheathed or Purims at 6-3-0, Pudin daigm by Others. BC ' DFL N2 2.4 BC Bracing Sheathed or Purlins at 10-0-0, Purim dailp by Others. Webs Loads Summary ')This toss has been designed for the effects due to 10 psfbottom chord liw load plus dead loads. 2) Thier truss has been designed for the c eats are balanced design snow load (Ps -18.1 ps0 and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.1 pallet, 23.6 parlor ow peak to S.3 a) for hips/gsbles in accordance with ASCE7 - 10 with the fallowinguscr defined input: 29 psf ground snow load (PATenain CategoryC, Exposure CategoryPmtinlly Exposed (Ce - 1.0). Building Categrry a 0 - 1.01 Thud Condition All Others (Ct - 1.0} Roof Slope Factor (Cs - 0.91). DOL- 1.15. 3) This no. has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input: 110 mph ultimate, Exposure C, Fully Eaelosed, Oablaft, Building Categoryll p - 1.001 OaereO Bldg Dime 25 ft x 60 0, h - 15 ft, Fad Zone Truss, Both and webs considered. DOL- 1.60 , CC Tune Width 3 ft. .r�r� , 4)hfm®nm storage attic loading in accordance with BC 7hble 1607.1 hasbeen applied y 5) A250 lbs movingpomt live load has been applied to the BC concurrent with otba dead loads. COUNTY , 1 O�N, ' FTE Member Forces Summary Tablemdiestes:M-berm,=CSL-vialthee,(=mmprmoresifdff�tftnn-axletth-) �t 1C 4-1 0.286 86 lba 1-2 0.373 - -341 lb. SUIVLDIN••G DIVISION BC 3.1 d.7n1 219166 - ®�/ED Weber _ . -, .. - _ Notes: A PP I) This truss has been designed using the green Inaba reduction factors. 2) When this truss has been chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used. Fabrication ml -ca 5 %. 3) listed wind uplift reactions based on MWFRS Only loading 4) Bearing mutual shown in the show table has onlybeen cberdxd for resistance perpendicular to grain, and does not radiate adequacy of matmal for other design considerations. 9Yt . c,�NT1 F4� ap: 12/.11/2016LU rn 'P y cr m 67407 - 07/07/2016 NOTICE Acepy ofthis design shall be famished to the erection contnactnr. The design ofthis individual mass is based on design criteria and requirements supplied by the7nss Manufacturer and relies up- the n tianin Simpson Strong -Tic Company and cotrplcteness ofthe infomeatiou on fimh by the Building Design¢ A seal on this drawing indicates acceptance ofprefcasional mgmeermgrcsponsibility salely(or the truss component design shown. Se,the cot.. page and the "mponant infommion &Gmeml the pap for additional information. AO connector plena shall be nomufectmed by Simpson Stronglie Company, Inc in accordance with ESR -2762 . AO n+nncmnr plmcs erz 20 gaugq ualms the specified plate aim is followed by a "-18" which mdiamv an 18 gauge phut, or "Sp 18% which indicates a high tension 19 gauge prate. Hanson Components, Inc. Component SolutionsT`t Truss Version: 2016.4.1 [Build 61 Truss: J03 ProjectName: cooper fes Date: 07/05/16 14:39:22 Page: 1 of 1 Span Pitch Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY 6-0-0 8/12 1 1-9-0 0-0-0 0-0-0 0-0-0 1 24 in 20 lbs 7-9-0 1-9-0 _ Stt-tt . 5•t t -t t 2 t2 8I- 4 r ' 3x4 - 1 Reaction Summary rd with BUTTE COUNTY 3T Type Btg Combo Brg Width Material Rud Brit %Mdth Max Read Max 0—Uplift Max Wind Uplift Mm Uplift Max Herr 1Pm (Wall) 1 3.5 in Douglas -FA arch 1.50 in 433 lb. - -I8 lbs -I9 lbs 215 lb. 2 H Roo (Wall) 1 3.5 in Douglas-Fit.1mrL 1.50 in 252 lbs - -07 lbs 67 lbs 0 Iba 3 H Rog (Wall) 1 3.5 in Douglas -Fir Linter 1.50 in 307 lbs . Material Summary Bracing Summary TC DFLp2 2x4 TC Busting Sheathed or Pudins a 6-3-0, Pudin daigo by Others. 6.0.0 Webs • , Loading QROF ESS/pN General L. CSI Sumuuary ' Deflection L/ (Loc) ADowed _load (Pao, Bldg Code: CBC 2013/ It: 0.72(1-2) ^ 07/07/2016 van 7L• 0.I6m L/408 (3.1) L/240 TCM: 20 TPI 1-2007 BC:0.78(3-1) Vett I.L. 0.04m L/999 (3-1) L/360 T'CDL : 8 Rep Mbr loctase : Yea Web : 0.00 (1), Ho¢ TL 0.01 in 2 BC1L: 0 D.O.L : 115 % K. 2.0 Creep Factor,ha BCDL: 10 Plate Offers Ont7LV An -y (12.7 2A 0 ) Reaction Summary rd with BUTTE COUNTY 3T Type Btg Combo Brg Width Material Rud Brit %Mdth Max Read Max 0—Uplift Max Wind Uplift Mm Uplift Max Herr 1Pm (Wall) 1 3.5 in Douglas -FA arch 1.50 in 433 lb. - -I8 lbs -I9 lbs 215 lb. 2 H Roo (Wall) 1 3.5 in Douglas-Fit.1mrL 1.50 in 252 lbs - -07 lbs 67 lbs 0 Iba 3 H Rog (Wall) 1 3.5 in Douglas -Fir Linter 1.50 in 307 lbs 0 lbs Material Summary Bracing Summary TC DFLp2 2x4 TC Busting Sheathed or Pudins a 6-3-0, Pudin daigo by Others. BC DFLN2 2.4 BC Burning Sheathed or Pud'ms at 10-0-0, Pullin design by Othm. Webs • , Loads Summary QROF ESS/pN 1) This truss has been designed for Ore effects due to 10 psfbotmm chord gw load plus dead loads. L. 2) This puss has beer designedfor the effects of abalanced deign snow load (Ps - 18.1 pall and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.1 parlor, 23.6 psf la over ' peak to 5.3 fl) for hips/gabla in accordance with ASCEI -10 with the Wowing user defined input 29 psf gonad snow load (PATenein CrawiyC, Exposum COcgrryPmtially rxp:12/11/2016 y F,,posd (Ce - 1.0). Building Categitry, 0 (1 m 1.01 Th®1 Condition All Others let - 1.01 Roof Slope Factor (Cs - 0.911 DOL- 1.15. j m 6740.7 ; 3) This buss has been designed for the effects ofwind loads in accordance with ASCE/ -10 with the following user defined input 110 mph ultirmte, Exposure C, Fully Enclosed, Oablcffp, Building Category B 0 m 1.002 Osctall Bldg Dive 25 ftx 60 0, It - 15 ft, Fad Zone Truss, Both and webs considered. DOL- 1.60 , CC Tone Width 3 it 41 Mm' m attic I ad' Minimum IBC Mbl 1607 1 h b bed a urge o mg m eeco ance wu e a ca Opp 5) A250 W movingpoint live load has been applied to the BC cone unciat with otherdmd loads. BUTTE COUNTY Member Forces Summary Takla malates: M.717 roar cal lb axles, come (® enmpr come irdiae rat ftnm ® ax nl force) 11 4-1 0.196 54 los 1-2 0.717 -367 lbs BUILDING DIVISION BC 3-1 0.778 237 lbs - -14 Iba Webs ,.. Notes: -APPROVED 1)This was has been designed using the gram lumber reduction furors. 2) Wbm this was has been chosen far qualiryasurance inspection, the Doublc Polygon Method per7P1 1-2007/Chapter 3 shall be used. FabtiWtion ml®ce - 5 k. 3) Listed wind uplift ractiom based en MWFRS Only loading 4) Bearmg®tcial shown in the above table has onlybem ehedxd for resistance perpendicular to gain, and does not radiate adequacy of mvmal for other dwip, considerations. QROF ESS/pN L. h�Q� �FtY rxp:12/11/2016 y j m 6740.7 ; ^ 07/07/2016 NOTICE Acrpy ofthis design shall be furnished to the exaction contractor. The design ofthis individual was is based on design muga and requiu®ts supplied by theTwas Manufnmuc and %ia upon the Yvnuy $impSOn $[rang -TIC Company and compldanesa of the mfo®tion sed forth by the Building Designer, A and on this drawing indicates acceptance ofprofmioael engineering responsibility solely for the was mmponmt design ahowv. S e rhe p•atT page and the "Important Info >mation & Omeml Nota" page for additional mfa®tion. Ali annsOCtol PLOW shell be manubcaud by Siagson Swnglie Company, Inc in eerardance with ESR -2762 . All rnnmm�r plmas are 20 ging; unless the specified plate eine is followed by a "•18" which indicates an 18 gauge plate, or "SN I8", which indices a high trusion I8 gauge pletc, Hanson Components, Inc. Component Solutions][ Truss Version: 2016.4.1 [Build 6] Truss: J04 ProjectName: cooper fes Date: 07/05/16 14:39:23 Page: 1 of 1 Span Pitch Qty OHL- OHR CANTL CANTR PLIES Spacing WGT/PLY 6-M 8/12 1 1-9-0 0-M 0-M 0-M 1 24 in 23 lbs 9-8-11 1-9-0 6.0-0 1-11-11 3 o-0-0 ' C 0-0.0 CSI Summary �o Deflection P (loc) Allowed R (psi Bldg Cod.: ' CBC 20131 TC.: 0.46(1.2) Vet TL 0.13 in r (4-1) , g 20• TPI 1.2007. BC: 0.74(4-1) Nrt IL 0.02m o-0-0 0-0.0 CSI Summary �o Deflection L/ (loc) Allowed Loading General CSI Summary Deflection L/ (loc) Allowed Load .' (psi Bldg Cod.: ' CBC 20131 TC.: 0.46(1.2) Vet TL 0.13 in L/500 (4-1) L/240 TCIL: 20• TPI 1.2007. BC: 0.74(4-1) Nrt IL 0.02m L/999 (4-1) L/360 ]CDL: 8 Rep Mbr Inerwse : ' Yes Web : 0.00 (1) Hoa 7L 0 m 2 BC1L : 0 D.O.L.: 115% - Chep Factor, Ka - 2.0 BCDL: 10 Plan Offscas(JntXYAng): (1:2-7,2-9,0.) Reaction Summary , _ JT Type Brg Combo Bnt PShch Meteiel Rod B g Width Must Reap - mea Omvuog0 Max Wind Uplift 1 Pm (Wal) 1 3.5 in Doul v- .4-h 1.50 in 365 lbs - - 4 H Roo (Wag) 1 3.5 in Douglm-Fvtatrh 1.50 in 304 lbs - - 2 H Ron (Well) 1 3.5 in Doughm-Fib-larch .50 in 508 lbs - .142 lbs 3 H Ron (Wan) 1 3.5 in Douglas -Fir -Larch 1.50 in 2 lbs 44 lbs .28 lbs Material Summary Bracing Summary TC DFL#2 2x4 TC Bracing Sheathed or Pudins st 6-3-0, Pudin design by Others. BC DFL#2 2.4 - BC Bracing Sheathed or Pudins at 10-0-0. Pudin design by0thers. Webs Loads Summary 1) This cuss has been designed forthe effects due to 10 psfbomom chord live load plus dead loads. ,)This cuss hes been designed forthc effects of a balanced design snow load (Pa - 18.1 psi and unbalanced design snow leads (8 /12, 5.4 psf wind, 18.1 psf la, 23.6 psf Ian over peakto 5.3 E) for hips/gabla in accordance with ASCE) - 10 with the fonowinguser defined input 29 psf ground snow load (P&%Tenain Cnt.gnry C, Exposure Cmcgory Partially . Exposed (Cd- 1.01 Building Category H (I - 1.01 Thermal Condition All Others (Ct -1.0), Roof Slope Faetor(C6 - 0.911 DOL- 1.15. 3)'Ibis cuss hes been designed for the effeeta of wind loads in accordance with ASCE7 - 10 with the following user defined i3pue 110 mph ultinme, r posure C, Fully Enclosed, GableMp, Building Category H (1- 1.001 Organ Bldg Dims 25 ft x 60 ft, h - 15 ft, End Zone Truss, Both end webs considered. DOL- 1.60 , CC Zane Width 3 R 4)hfm®nm ammge emit loading in acu rdance with IBC Ibble 1607.1 hes been applied 5) A250 lbs moving point live load hes been applied to the BC comment with other dead loads. _ Member Forces Summary Table indicans: Member m, corer CSI, � niad force, (mu cormt force ifdiff—t nem- mi.l force) 0.198. . 54 lbs 11.2 0.462 - •353 lbs 12-3 0.408 • -122 lbs HC. 4-1 .0.742 "228 lbs (-18 that Webb Notes: 1) Ibis was hes been desigrd usingthe gram lumber reduction factors. 2) When this truss hes been chosen for quality assurance inspection, the Double Polygon Method per IP11-2007/Chapter3 shall be used. Fabrication tolerance- 5 W 3) listd wind uplift reactions based on MWFRS Only loading 4) Hearing material shown in the show table hes only been checked for resistance perpendicular to groin, and does not indicate adequacy of moferial for other design considerations - 0 lbs -142 lbs 0lbs 44 lbs 0lbe BUTTE COUNTY BUILDING DIVISION APPROVED GVN\ Exp: 120 1/2016� 6 407 07/07/2016 NOTICEAmpy of this design shell be famished to the erection centmeror. The design of this individual muss is based oo design mtms and requirements supplied by theTmas Mmufctutc and calico upon the ou:unuy lin pson Strong -Tic Company and ce�olet.nss of the mf nnotion act forth by the Building Designer. A seal on this drawing indican acceptance of profresioml engineering responsibility solely for the cuss component design ahowv. Sec the. entre page and the "Important Information & General Notes" page for edditionelinformation. All cemmeetmr phew shall be �ubcaud by Simpson Stmmg•7Je Company, Inc in accordance with PSR -2762. All -n-, plata am 20 gunge unlma the specified plate sire is followed by a "-18" which indicates an 18 gauge plate, or "S# I8", which indientes a high tension 19 gauge plan • Hanson Components, Inc. 6.0-0 CSI Summary Truss: J05 L/ (loci) Allowed Lead (pso Bldg Code: Project Name: cooptares TC: 0.38(1-2) Vat TL 0.13m - (4-1) L/240 TOLL: Date: 07/05/16 14:3924 Component Solutions"" TPI 1-2007 BC:0.75(4-1). WrtLL 0.02m L/999 Page: 1 of 1 Truss 8 Rep Yes web: 0.00 (1) Hoa TLS 0 in Version: 20 16.4.1 (Build 61 3 BCLL: 0 D.0.1-: 115 % Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 6-0-0 8/12 1 1-9-0 0-0-0 0-M 0-M 1 24 in 26 lbs - .. 11$11 ' 1-8-0 6.0-0 3-11-11 r 6-0.0 -12 8-11-11 ZIA 3 4 8� - N ? 3,- 0-0-0 ' ,. 6.0-0 CSI Summary 6.0-0 0-" Loading General CSI Summary Deflection L/ (loci) Allowed Lead (pso Bldg Code: CBC 2013/ TC: 0.38(1-2) Vat TL 0.13m L1504 (4-1) L/240 TOLL: 20 TPI 1-2007 BC:0.75(4-1). WrtLL 0.02m L/999 (4-1) L/360 TCDL: 8 Rep Yes web: 0.00 (1) Hoa TLS 0 in 3 BCLL: 0 D.0.1-: 115 % Crap Facto, Ka- 2.0 BCDL: 10 I Plate Off cut 0 t•X,YA.g} (1:2.7,2-9,0.) -- Reaction Summary JT Type Bru Combo Br8 Width Material Rqd Brp Width Max React Mme G—Uplift Max wind Uplift 1 Pin (Well) 1 3.5 in D-slat-FiMarch 1.50 m 366 lbs - - 4 H Rog (Wag) 1 3.5 in Doukas-Fv-Imrb 1.50 m 304 Is - - 2 H Rog (Well) , 1 3.5 m Douglas-Fir-ImrL I.50 m 486 lbs - -160 lbs 3 H Rog (Wag) _ 1 3.5 in Dough+-Fu-Imeb 1.50 in . 144 lbs - 41 lbs Material Summary Bracing Summary TC DFLN2 2.4 TC Bracing Sheathed or parlors at 6-3-0, Partin design by Others. BC DFLt72 2.4 BC Bracing Sheathed or parties at 10-0-0, Pudin design by Others. Webs Loads Summary 1) This truss has been designed forthe effects due to 10 psfboanm chord gwe load plus dead loads. 2) This truss has been designed for the effects of.balanced design anow load (Ps - 18.1 psf) and unbelancod deign snow loads (8 /12, 5.4 psf vied, 18.1 psf la, 23.6 psf Ira ova peakto 5.3 0) for hips/gablm in accordance with ASCE7 -10 with the following usa defied input 29 psf ground snow load (PA Tc..ie Category C, Exposure Cmegry Partially Exposed (Ce - 1.01 Building CsaW ry 110 - 1.01 The®! Condition All Others (Ct - 1.01 Roof Slope Factor (Ce - 0.911 DOL - 1.15. 3) This was has been deigned far the effects of wind loads in arenrdance with ASCE7 -10 with the following user defined input 110 mph ulti®te, Exposure C, Fully Enclosed, Gable/Flip, Building Catepry B p- 1.001 0w 11 Bldg Dive 25 fix 60 E, b -IS $ End Tone Truss, Both end webs considered. DOL -.1.60 , CC Zone width 3 8. t 4) Mn®rm storage attic loadingin accordance with BC'Bble 1607.1 has been applied 5) A250 lbs moving point gee toad has been applied to the BC cenarnent with other dead loads: , Member Forces Summary Table maintee: Member m, ®cis, a:� cone (� e�mpr brae Cd tiaentm max ax el (orae) :TC15.1 0.198 54 lbs 11-2 0.383 -334 lbs 12.3 0.363 -139165 BC 4-I 0.746 228 lbs (-25 lbs) Webs Notes: 1) This truss has been designed using the groan lumber reduction factors. 2) When this was has boas chosen for quality assurance inspection, the Double Polygon Method pa TPI 1-2007/Chapta 3 shag be used. Fabrication tolerance- 5 %. 3) listed wind uplift reactions based on h1WFRS Only loading 4) Bearing—,i,l shown in tha.bove table hes onlyb— checked for resistance perpendicularto gain, and does not indicate adequacy of mmaial for othadesip considerations. - 0 lbs -160 tbs 0 lbs 41 lbs 0lbs BUTTE COUNTY BUILDING DIVISION APPROVE® r OQ?,OFESS/pN� CRY L. GLINT F'G CExp: c� r 67_407 /07/2016 NOTICE Acupyof this design shag be famished to the elution conwaor. The deign ofthis individual truss is based on deign muss and requhmmts supplied bytheTrass Manufacturer and rages upon 'hem:.1vr y Simpson Strong Tic Company and cenplaeness of the infoe snion am forth by the Building DesigaccA seal on this drawing mance dirmcs aexxprotpmfessional engmceringresponansilutrussen y solely for the ss compont dmign echoes. Ser rhe cnser page and the'7mporteat hafonmtion & Oenaal Notes" pep for additional info®tion. All enmector plate shag be oxmubaturd by Simpson Sa tog -Le Company, Inc in auodancewith ESR -2762 . All oinnwor pima aR 20 ger, unless the sp=W d pine size is followed by a' l 8" which indicate an 18 spam pia , or •Sp 18", which indicates a high tension 18 stag plats f r ° Component SolutionsT"t Truss Version: 2016.4.1 [Build 6] Hanson Components, Inc.. Truss: J06N Project Name: cooperres Date: 07/05/16 14:39:24 Page: I of 1 6-M 8/12 .1 1-9-0 0-M 0-0-0 0-0-0 1 24 in 29 lbs 1-9-0 I 6-0.0 i _ 5-t1-11 6-0.0 - 11-11-11 0-0-0 0-0-0 6-0-0 Loading General CSI Summary Deflection L/ (roc) Allowed load (k Bldg Code : CBC 2013/ It: 0.66(2-3) Vrr.7L• 0.12 in L/550 . (4-1) L/240 7031: 20 TPI I-2007 BC: 0.74(4-1) W:IL• 0.01 in L/999 (4-1) L/360 TCDL: 8 1 Rep h4rineruac: Yes Web: 0.00(1) HDin 3 BCIL:0 D.O.L: 415% Gap Factor, Ka m 2.0 BCDL: 10 - a Plate O&ers OntXYAngY. (1:2-7.2-9 0.) Reaction Summary 3T Type Btg Combo Brg Width Material Rod Erg Width M. React Max Oreo Uplift Max Wind UP" I Pm (Wall) 1 3.5 in Douglas -F.4 -h 1.50 m 363 lbs - 4 H Rog (Wall) 1 -3.5 m Douglas-F'a-larch 1.50 in 304 lbs - - 2 H Roll (Wall) . 1 3.5 in Douglas -Fu -larch 1.50 in 527 lbs •198 lbs 3 H Roll (Wall) 1 3.5 in Douglas -Fu -Inch 1.50 in 241 lbs - .70 lbs Material Summary Bracing -Summary TC DFLg2 2x4 TC Bowing Sheathed or Purlins at 6-3-0. Pudin design by Others. BC DFL 42 2x4 BC Bracing Sheathed or Pudins a 10-0-0. Pudin design by Others. Webs Loads Summary I) This muss has been designed for the e&cm due to 10 psfbotrotn chord live load plus dead loads. 2) Tbis truss has been designed for the edits of a balanced design snow load (Ps - 18.1 pall and unbalanced design snow loads (8 /12, 5.4 psfwind, 18.1 psf la, 23.6 psf la over pealsto 5.3 6) for hips/gtbles in accordance with ASCE/ - 10 with the following usadebned input 29 psf ground snow load (Pgt,Tauin CaugrryC, Exposure CategoryPartially Exposed (Ce" 1.0), Building Category 110 e 1.01 Thmml Condition All Others (Ct a 1.01 RoofSlopc Factor (Cs - 0.91). DOL- 1.15. 3) This puss bas been designed far the c fetes of wind loads in accordance with ASCE? -10 with the following uses defined uput 110 mph ult®te, Exposure C, FuOy Eddoaed, GablcAEp, Building Category B (1 m 1.001 Oumll Bldg Di= 25 fix 60 A, b - 15 ft, End Zone Truss, Both and webs considered. DOL- 1.60 , CC Zone Width 3 ft. 4) 65ninrn storage attic loading in accordance with IBC 7bble 1607.1 has been applied 5) A250 lbs ®vmg point live load has been applied to the Be conm=t with other dad loads. Member Forces Summary Table indicates: Meda m, nox CSI, arrox axial force, (®x compt tome if different fiumara: axial force) r TC Is.] 0.198. 54 lbs- 11.2 0.567 -351 lbs 12-3 0.657 -179 lbs Notes: I) Thies muss hes baa designed using the pea lumber reduction facture. 2) When this toss has been chasm for quality assurance inspection, the Double Polygon Method per TP] 1-2007/Chapter 3 ahall be used. Fabrication tolerance 5 %. 3) listed wind uplift racoons based on MWFRS Only loading 4) Bearing auerial shorn in the shove table has only been cherlwd for resistance perpendicular to pain, and does not indicate adequnry of eetaint for other design musidernlions. Max Uplift Max Hodz 362 lbs - 0 roe -198 lbs 0lbs -70 lbs 0lbs BUTTE COUNT'?N BUILDING DIVIS APPROVED NOTICEAcopy ofthis design &hell be furnished to the oration contractor. The design of this individual Huss is based on design criteria and requirements supplied bytheTruss Manulbsmn sand relies upon the accurery and conplemesa fthe information nus forth bythe Building DesignerA sal on this drawingindicates acceptance ofprofessional mgincetmg responsibilitysolrly, forthe truss component deign shown. Sm chc cnan page and the "Important bnfomvtion t General Notes" page for additional information. All connector plata shall be ®ufamued by Simpson Strong -le Company, Inc in accordance with ESR -2762 . All connmor plates ase 20 gang, unless the specified plate eine is followed by a `-18" which radiata an 18 gauge plate, or "SO 18", which radiata a higr torsion 19 gauge plate, Gp: 12/11/20161p 67_40.7 El 'W 07/07/2016 Simpson Strong -Tic Company Hanson. Components, Inc. Component Solutions"' Truss Version: 2016.5.11 Build 51 Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY I -II -II 2/12 1 1-9-0 0-0-0 0-" 0-" 1 24 in 81bs . 3-8-11 1_94 1-11-11 2 m 3x4 - 3x4- oI 4 - •- - HRN HRL ' J 0.0.0 r 1-11-11 Loading General CSI Summary Deflection L/ (loc) Allowed turd (psQ Bldg Code : CBC 2013/ TC : 0.24 (4-1) "Atm TL0 in L/999 (1.1) L / 240 TCIL: 20 TPI I-2007 BC: 0.10(3-1) Wrt LL: 0 i BJP L/999 (1-1) L/360 TCDL: 8 Rep MIr Increase: Yes Web: 0.00(l) Hora TL• 0 in 3 BCIL : 0 D.O.L : 115% Croep Factor, K. = 2.0 BCDL: 10 Plate OFhets (JntX,Y Ang)' (1:4-1-.2-5.0.) (1:1-2-10,1.2.0.) Reaction Summary JT Type Bra Combo Bra Width Material Rqd Brit Width Max Ract Mex Grey Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin (Wall) - , - 1 3.5 n Douglaafir4.arb 1.50 m 326 lbs - -50 Has 50 lbs 54 Os 3 H Roll (Truss) t 1.5 in - 1.50 in 262 Ib: - 0 Ibe 2 H Rail (Truss) I 1.5 in - 1.50 in .88 Has - -I lbs •1 Ibe 0 Has Material Summary Bracing Summary TC DFL g2 2x4 TC Bracing: Sheathed a Purlins at 6-3-0, Perlin design by Others. BC DFL#2 2x4 - BC Bracing: Sheathed a Purlins a 6-3-0, Purlin design by Others. Webs Loads Summary 1) ibis truss has been designed for the effects due to 10 psf bm chord lire load plus dead loads. 2) This truss has been designed for the effects of a balanced design anew lead (Ps = 20 psQ for hips/gable in accordance witl: ASCE? -10 with the following now defined input 29 psf , ground anew lend (Pg), Tmain Category C, Exposure Category Partially Fipacd (Ce - 1.01 Building Category TI Q - 1.0� Thermal Condition All Others (Ct- 1.0). Roof Slept Factor (Cs - 1.00). DOL - 1.15. 3) This truss has net been designed for the effects ofunbelanced anew loads. 4) This truss has been designed fir the effoas ofwind Inds in accordance with ASCE) - 10 with the following user defined input: 110 mph ultimate, Fxpmure C, Fully Enclosed, GaNdHip, Building Category B Q - 1.00 Overall Bldg Dims 25 fix 60 ft, h - 15 0, End Zme Trues, Bah end webs considered. DOL= 1.60 , CC Tone Width 3 IL coat N �1/ 5) Minimum or stage attic lending in accordance with IBC Table 1607.1 has been applied BUTT . 6) A250 Us moving pant lire load hes hen applied mthe BC concurrent with other dead Inds. IOw' • Member Forces Summary Table indicates: Mernba m, max CS], max anal face, (mar ampr. sora ifdifTamt Gem max axial lira) BUILDING DMS 'v TC 14-1 0.236 16Ibe 11.2 0.196 -237 lbs A r i"1 ®` /�D BC 3-1 0.096 222 Ibe (-20 lbs) ,/y` e B , V Webs 1-uss-to-truss Connections Summary 1D Carried Truss Carrying Truss Carrying Offset Anal, • 7T1 J31 J11tN 2-1 0-0 45 deg e&-rra�;'f+`tq;""+'..J31 Notes:1 11 This truss has berm designed using the gray lumber reduction lectors. 1) ESS/O't 2) When this truss has hen chosen for quality assurance inspeetim, the Double Polygon Method per TPt 1-2007/Chupw 3 shall be used. Fatriestim tdcranee - 5 %. � N(L. G,(/� q��y 3) Trusst as connection is for graphical interpretation only A hanger a aha structural correction shall be provided m resist the mat reaction and uplift shown in the Reaction Summary. 4) Usted wind uplift reactims lased m MWFRS Only lending. Up: 12111/2016 'P 2 5) Bearing material shown in the above table has only been chocked for resistance perpendicular ingrain, and does net indicate adequmy ofmarcrial for ether design emaiderstims. C� tin - Uj rn \ 67,1407 7 ' . �nt 07/07/2016 NOTICE Acopy of this design shall be famished to the seetion contractor. The design ofthis individual truss is based m design criteria and requirements supplied by the Truss Manufacturer and relies upon the I Simpson Sunni -Tic Company accuracyand canpic toes ofthe information act forth bythc Building Designs. A seal on this &owing indicates acceptance ofI rofessimal engineering responsibility solely for the truas cmponmt design shrwrn. Sce the mer page and the "Important Information &Gmaal Notes" page for additional information. All connector plain shall be manufactured by Simpson String -Tie Company, bete in accordance with ESR -2762. All connects plans ate 20 ganga, unless the specified plate size is f ollencd by a "-18" which indicates an 18 gauge plate, s "SN 18", which indicates a high torsion 18 gange plate. Truss: J31 Project Name. cooper ret Date: 7/7/2016 1:10:59 AM Page: 1 OB Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY I -II -II 2/12 1 1-9-0 0-0-0 0-" 0-" 1 24 in 81bs . 3-8-11 1_94 1-11-11 2 m 3x4 - 3x4- oI 4 - •- - HRN HRL ' J 0.0.0 r 1-11-11 Loading General CSI Summary Deflection L/ (loc) Allowed turd (psQ Bldg Code : CBC 2013/ TC : 0.24 (4-1) "Atm TL0 in L/999 (1.1) L / 240 TCIL: 20 TPI I-2007 BC: 0.10(3-1) Wrt LL: 0 i BJP L/999 (1-1) L/360 TCDL: 8 Rep MIr Increase: Yes Web: 0.00(l) Hora TL• 0 in 3 BCIL : 0 D.O.L : 115% Croep Factor, K. = 2.0 BCDL: 10 Plate OFhets (JntX,Y Ang)' (1:4-1-.2-5.0.) (1:1-2-10,1.2.0.) Reaction Summary JT Type Bra Combo Bra Width Material Rqd Brit Width Max Ract Mex Grey Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pin (Wall) - , - 1 3.5 n Douglaafir4.arb 1.50 m 326 lbs - -50 Has 50 lbs 54 Os 3 H Roll (Truss) t 1.5 in - 1.50 in 262 Ib: - 0 Ibe 2 H Rail (Truss) I 1.5 in - 1.50 in .88 Has - -I lbs •1 Ibe 0 Has Material Summary Bracing Summary TC DFL g2 2x4 TC Bracing: Sheathed a Purlins at 6-3-0, Perlin design by Others. BC DFL#2 2x4 - BC Bracing: Sheathed a Purlins a 6-3-0, Purlin design by Others. Webs Loads Summary 1) ibis truss has been designed for the effects due to 10 psf bm chord lire load plus dead loads. 2) This truss has been designed for the effects of a balanced design anew lead (Ps = 20 psQ for hips/gable in accordance witl: ASCE? -10 with the following now defined input 29 psf , ground anew lend (Pg), Tmain Category C, Exposure Category Partially Fipacd (Ce - 1.01 Building Category TI Q - 1.0� Thermal Condition All Others (Ct- 1.0). Roof Slept Factor (Cs - 1.00). DOL - 1.15. 3) This truss has net been designed for the effects ofunbelanced anew loads. 4) This truss has been designed fir the effoas ofwind Inds in accordance with ASCE) - 10 with the following user defined input: 110 mph ultimate, Fxpmure C, Fully Enclosed, GaNdHip, Building Category B Q - 1.00 Overall Bldg Dims 25 fix 60 ft, h - 15 0, End Zme Trues, Bah end webs considered. DOL= 1.60 , CC Tone Width 3 IL coat N �1/ 5) Minimum or stage attic lending in accordance with IBC Table 1607.1 has been applied BUTT . 6) A250 Us moving pant lire load hes hen applied mthe BC concurrent with other dead Inds. IOw' • Member Forces Summary Table indicates: Mernba m, max CS], max anal face, (mar ampr. sora ifdifTamt Gem max axial lira) BUILDING DMS 'v TC 14-1 0.236 16Ibe 11.2 0.196 -237 lbs A r i"1 ®` /�D BC 3-1 0.096 222 Ibe (-20 lbs) ,/y` e B , V Webs 1-uss-to-truss Connections Summary 1D Carried Truss Carrying Truss Carrying Offset Anal, • 7T1 J31 J11tN 2-1 0-0 45 deg e&-rra�;'f+`tq;""+'..J31 Notes:1 11 This truss has berm designed using the gray lumber reduction lectors. 1) ESS/O't 2) When this truss has hen chosen for quality assurance inspeetim, the Double Polygon Method per TPt 1-2007/Chupw 3 shall be used. Fatriestim tdcranee - 5 %. � N(L. G,(/� q��y 3) Trusst as connection is for graphical interpretation only A hanger a aha structural correction shall be provided m resist the mat reaction and uplift shown in the Reaction Summary. 4) Usted wind uplift reactims lased m MWFRS Only lending. Up: 12111/2016 'P 2 5) Bearing material shown in the above table has only been chocked for resistance perpendicular ingrain, and does net indicate adequmy ofmarcrial for ether design emaiderstims. C� tin - Uj rn \ 67,1407 7 ' . �nt 07/07/2016 NOTICE Acopy of this design shall be famished to the seetion contractor. The design ofthis individual truss is based m design criteria and requirements supplied by the Truss Manufacturer and relies upon the I Simpson Sunni -Tic Company accuracyand canpic toes ofthe information act forth bythc Building Designs. A seal on this &owing indicates acceptance ofI rofessimal engineering responsibility solely for the truas cmponmt design shrwrn. Sce the mer page and the "Important Information &Gmaal Notes" page for additional information. All connector plain shall be manufactured by Simpson String -Tie Company, bete in accordance with ESR -2762. All connects plans ate 20 ganga, unless the specified plate size is f ollencd by a "-18" which indicates an 18 gauge plate, s "SN 18", which indicates a high torsion 18 gange plate. Hanson Components, Inc. Truss: J32 PmjectName: cooper res Component Solutions"' Date: 7/7/2016 1:11:04AM - Page: 1 of 1 Truss Version: 2016.5.1 [Build 5] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 3-1.1-11 2/12 1 1-9-0 0-M 0-M - 0-0-0 1 24 in 13 lbs 5-8-11 1-9.0 } 3-11-11 3-11-11 12 2.F- 2 3x4 - 3x4 - 3 HRN HRL 0 0-0 0-" 3-11-11 ' 3-11-11 Loading General Max Uplift Mai Hort, CSI Summary Deflection L/ (loci) Allowed Lead (P-0 Bldg Cade: CBC 2013/ TC: 0.29(1-2) Vcn.M 0.03 in L/999 (3-1) L/240 TCIL: 20 I) his truss has been deigned for the effcta due in 10 psfbttm chord live land plus dead loads. TPI 1-2007 BC: 0.37(3-1) ver- 11-1 0.01 in L/999 (3-1) L/360 TCDL: 8 Rep Mhr Increase: Yes Web: 0.00(l) H— M, 0 in COUNTY 3 G B��� BCIL: 0 D.O.L : 115% Creep Factor, Ker - 2.0 BC 3-I 0.369 3531. -21 bos _ Webs :. BCDL: 10 Plate Of stu (JntX,Y,Ang} (1:4-14,2-5.0.) (1:1-2-10.1-2.0.) Reaction Summary !T Type Big Conbo Big Width Material Rod Big Width Max Reay M. Giavuplift Max Wind Uplift Max Uplift Mai Hort, I Pin (Wall) 1 3.5 in Dwghes-Fir-Imch 1.50 in 356 the - - -07 lbs - 47 Itis 70 Itis 3 H Roll (Truss) 1 1.5 in - 1.50 in 285 lbs - - - 0 Itis 2 H Roll (Truss) 1 1.5 in - - 1.50 in 83 lbs - -19 IM -19 IIs 0 Ice Material Summary Bracing Summary TC DFL42 2x4 TC Bracing: Sheathed a Purlins at 6-3-0, Purlin deign by Others. BC DFL g2 2.4 _ BC Bracing: Sheathed or Purlins at I M-0, Purlin deign by Others. Webs Loads Summary I) his truss has been deigned for the effcta due in 10 psfbttm chord live land plus dead loads. 2) This truss has boost deigned for the effms cf a balanced deign snow load (Ps = 20 pst) for hips/gables in accordance with ASCE) - 10 with the following user defined input 29 per grand snow Iced (Pgl Tarsin Category C, Exposure Category Partially Exposed (Cc = 1.01 Building Category B (1= 1.01 Thermal Condition All Others (Ct - 1.0). Raa'Slope Factor (Cs= 1.00), DOL= 1.15. 3) This truss has net been deigned for the efforts ofunbolanad snow Imola. 4) his truss has loom designed for the effects afwind leads in aaade ncewith ASCE) - 10 with the following user defined input 110 mph ultimate, Exposure C, Fully Endued, GaNe/tEp, Building Caugayn Q - 1.00), Overall Bldg Dims 25 Its 60 ft, h - 15 ft, End 2onc Truss, Bah end webs cuhsidcred. DOL- 1.60 , CC 2me Width 3 R COUNTY 5) Minimum storage ®c lading N accadanea with IBC IkM. 1607.1 hon been applied G B��� 6) A250 lbs moving point live Iced has been applied m the BC cmavrrmt with other dead leads. \, ^1 I SI O N Member Forces Summary Table indicate: Mesmhc M, ams CSI, max axial face;mors ccrnpr, faeeifdifferern from mar aerial face) BUILDING DI • TC. 4-I 0.236 16 lobs I-2 - 0.287--374Its BC 3-I 0.369 3531. -21 bos _ Webs :. APPROVED Truss -to -truss Connections Summary m Carried Tmu Carrying Truss C9rVing Offser Angle Tr2 J32 HRN 5-8-0 45 deg 132`t � >raft.".a;.! >-i.k �..l.v-...:1': 5'g-0,: .a `:�1 `:x'45deg Notes: I) his was lea hem deigeedusing the green lumber reduction fiats. QSOF ESS/p N 2) When this truss has been chosen for quality assurance inspection, the Duuloie Polygon Method per TPI I-2007/Chapter 3 shall housed. Fabrieatian talerance- 5 %. C`� Y L. G V q(t 3) Trusstoauss canneaion is for graphics] interpretstiun only A hmga a other structural connection shall be provided toresiat the max reaction and uplift shown in the Reaction Summary. 4) listed wind uplift reactions based on MWFRS Only trading. Exp: 12(-31/2016 5) Bcaing material shown in the aline table has onlybom checked for resistanceperpmdicular ingrain, and does not indicate adequacy of material for other deign considerations. W 67_40.7 07/07/2016 NOTICE Acopy cfthis deign shall be furnished tothe erection co ntracmr. The deign ofthis individual truss is hand ce deigr. kriteria and requirements supplied "e Truax Manufamra and "dies upon mite I Simpson Strong -Tic Company eauracyand conplcrmes tithe information ser forth lythe Building Designer. A seal on this drawing indicate acceptance aft,m rofssiotal engineering respsibilitysdely for the truss crmpment den shtsvSere the ign. sac page and the "Important Information B.Gmeral Notes" page for additional information. All connector plains shall be manufactured by S®pson Strong -Tse Caapany Inc in ae[adanee with ESR -2762 . All cmnener plana are 20 gaigov unlet the specified plate sins is followed by s "-18" which indicates an 19 gauge plate, a "SA 18% which indicates a high tension 18 gauge plare, Loads Summary [)'Ibis truss has bom designed for the effects due to 10 psfbottmt chord list Ind plus dead Inds. 2) This truss has been designed for the efiats of a balanced design anow lead (Ps =20 psf) for hips/gables in acsadanm with ASCE7 - 10 with the fallowing user defined input 29 psf grand snow Ind (PIll Terrain Category C, Expoure Can" Partially Fipesed (Ce- 1.01 Building Category n 0- 1.0), Thermal Cmditien All Others (Ct - 1.0), Rod'Slapc Factor (Cs - 1.00), DOL - 1.15. 3) This truss has net been designed for the efforts armholanced snow leads. 4) This truss hasbeen designed for the etrcas of wind leads in accordance with ASCE? -10 with the following user defined input 110 mph ultimate, Expeaurc C, Fully Enclosed, QWdHip, Building Camgayn (I= 1.001 Oscal1 Bldg Dime 25 ft. 60 fi h - 15 ft, Fad 2me Trues, Hath end wehs omsidered. DOL- 1.60 , CC Zmc Width 3 R 5) Minimum storage otic lending in accordance with IBC Thblc 1607.1 has been applied 6) A2501bs moving point liwc land has been applied tothe BC ca current with other dead Inds, t Member Forces Summary Tale indicates: Member ID, max CSI, mu axial fora, trom cm pr. force ifdifferent ft= max axial form) TC 4-1 0.230 161hs 1-2 0.463 452 lbs BC 3-1 0.674 4281bs -51 lbs Webs Truss -to -truss Connections Summary ID Carried Truss Ccrryimg Truces Carrying Offset Angle TM 133 HRN 86-0 45 dcg £;. 17116 \''�' .....,ZJ33 Notes: 1) This truss has been designed using the green lumber reduction faetas. 2) When this tNab has been ehesm for quality assurance: inspection, the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used. Fabrication tolerance = 5 %. 3) Truu4o-truss connection is for graphical interpretation only A hangcr or other structural emnection shall be presided mraist the max reaction and uplift shown m the Reaction Summary. 4)listed wind uplift reaaims based m MWFRS Only leading. 5) Bearing material shown in the above able has only hem checked for resistance perpendicular to grain, and does nes indicate adequacy afemocrial for other design emsidwatims. BUTTE COUNTY BUILDING DIVISION APPROVED " 07/07/2016 NOTICE Ampy efthis design shall be furnished to the creetiup contractor. The design of this individual truss is lased an design criteria and requirements supplied by the Truss Manufacturer and redia wpm uta Simpson Strong -Tic Company acc nary and completmess orthe mf vrmetim ser forth lythe Building Designer. A seal m this drawing indicates acceptance ofprofnssimal enginccmg responsibility solely for the truss competent design shtnvn. See the cove page and the "Important Information Q. General Noes" page for additional infamatim. All mtneetnr plain shall be manufamred by Simpson Strong -Tie Company Inc in mcadana with FSR -2762 . All connector plata we 20 gauge, unless the specified plate sin is followed by a "-18" which indicates an 19 gauge plat a "Sq I8", which indicates a high (maim 18 sense plate. Hanson Components, Inc. Truss: J33 PrcjectName: cooper res Date: 7/7/2016 1:11:43 AM Component Solutions"" Truss Page: 1 of 1 Version: 2016.5.1 IBuild 5] Span Pitch Qty OHL Oh -R CANTL CANTR PLIES Spacing WGT/PLY 5-11-11 2/12 1 1-9-0 0-" 0-0-0 0-0-0 1 24 in 18 lbs 7-8-11 ' 1-8-0 511-11 511-11 12 .21 2 I Nm q A n _ 3x4 - r�o 3x4- 4 3 HRN HRL • 0-0-0 0-0-0 511-11 511-11 Loading General CSI Summary Deflection L/ (loci) Allowed Lead .. (psi) Bldg Code: CBC 2013/ TC: 0.46(1.2) Ver17L• 0.16 in L/424 (3-1) L/240 , TCLL: 20 TPI 1.2007 BC: 0.67(3-1) 1trt IL 0.04 in L/999 (3-1) L1360 TCDL: 8 Rep Mbr Increase: Yes Web: 0.00(1) Hot. TL Din 2 BCU: 0 D.O.L : 115% Crap Faun, Kcr = 2.0 BCDL: 10 Plate Ofsets(Jnt:),Y.AnBj (1:4-14,2-5,0.) (1:1-2-10,1-2,0) Reaction Summary 1T Type Erg Carbo Erg Width Material Rqd Bre Width Max Renu Max Orae Uplift Max Wind Uplift Max Uplift Mas Haiz I Pin (Wall) 1 3.5 in Douglas -Fir -Larch 1.50 in 3901hs - -50 lbs -50 lbs 85 lbs 3 H Rdl (Truss) I 1.5 in - 1.50 in 305 Ib, - - - 0 Its 2 H Rol (Truss) I 1.5 in - 1.50 in 138 to, - -34 lbs -34 Its 0 lbs Material Summary Bracing Summary TC DFL #2 2.4 TC Bracing: Shushed or Purlins at 6-3-0, Purlin design by Others. BC DFL 42 2.4 BC Bracing: Sheathedm Purlins m 10-0-0, Purlin dmign by Othas. wet; Loads Summary [)'Ibis truss has bom designed for the effects due to 10 psfbottmt chord list Ind plus dead Inds. 2) This truss has been designed for the efiats of a balanced design anow lead (Ps =20 psf) for hips/gables in acsadanm with ASCE7 - 10 with the fallowing user defined input 29 psf grand snow Ind (PIll Terrain Category C, Expoure Can" Partially Fipesed (Ce- 1.01 Building Category n 0- 1.0), Thermal Cmditien All Others (Ct - 1.0), Rod'Slapc Factor (Cs - 1.00), DOL - 1.15. 3) This truss has net been designed for the efforts armholanced snow leads. 4) This truss hasbeen designed for the etrcas of wind leads in accordance with ASCE? -10 with the following user defined input 110 mph ultimate, Expeaurc C, Fully Enclosed, QWdHip, Building Camgayn (I= 1.001 Oscal1 Bldg Dime 25 ft. 60 fi h - 15 ft, Fad 2me Trues, Hath end wehs omsidered. DOL- 1.60 , CC Zmc Width 3 R 5) Minimum storage otic lending in accordance with IBC Thblc 1607.1 has been applied 6) A2501bs moving point liwc land has been applied tothe BC ca current with other dead Inds, t Member Forces Summary Tale indicates: Member ID, max CSI, mu axial fora, trom cm pr. force ifdifferent ft= max axial form) TC 4-1 0.230 161hs 1-2 0.463 452 lbs BC 3-1 0.674 4281bs -51 lbs Webs Truss -to -truss Connections Summary ID Carried Truss Ccrryimg Truces Carrying Offset Angle TM 133 HRN 86-0 45 dcg £;. 17116 \''�' .....,ZJ33 Notes: 1) This truss has been designed using the green lumber reduction faetas. 2) When this tNab has been ehesm for quality assurance: inspection, the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used. Fabrication tolerance = 5 %. 3) Truu4o-truss connection is for graphical interpretation only A hangcr or other structural emnection shall be presided mraist the max reaction and uplift shown m the Reaction Summary. 4)listed wind uplift reaaims based m MWFRS Only leading. 5) Bearing material shown in the above able has only hem checked for resistance perpendicular to grain, and does nes indicate adequacy afemocrial for other design emsidwatims. BUTTE COUNTY BUILDING DIVISION APPROVED " 07/07/2016 NOTICE Ampy efthis design shall be furnished to the creetiup contractor. The design of this individual truss is lased an design criteria and requirements supplied by the Truss Manufacturer and redia wpm uta Simpson Strong -Tic Company acc nary and completmess orthe mf vrmetim ser forth lythe Building Designer. A seal m this drawing indicates acceptance ofprofnssimal enginccmg responsibility solely for the truss competent design shtnvn. See the cove page and the "Important Information Q. General Noes" page for additional infamatim. All mtneetnr plain shall be manufamred by Simpson Strong -Tie Company Inc in mcadana with FSR -2762 . All connector plata we 20 gauge, unless the specified plate sin is followed by a "-18" which indicates an 19 gauge plat a "Sq I8", which indicates a high (maim 18 sense plate. ° - Hanson Components, Inc. Truss: J34 t ProjectName: cooperres Component Solutions"', Date: 07/05/16 14:39:26 Truss Loading Page: 1 ofl Version: 2016.4.1 [Build 6] Allowed load + (psQ Bldg Code: CBC 2013/ TC: 0.79(1-2) Span Pitch Qty OHI. OHR CANT L CANT R PLIES Spacing WGT/PLY 8-0-0 2/12 1 1-9-0 0-M 0-M 0-0-0 1 24 in 26 lbs 8-9-0 6-0-0 1-51-11 + 6.0-0 7-I1-11 a, N • 4 �ru �c; I0I S I • 0-0-0 (gry Y P ® a 1.01 This Busing betegory en designed 1.01, Thal of ind to All in (Cl m with Roof Slope with - Lwin DOL= 1.15. �� CO�w,T�1/ 3) This truss hen been desiped for the 0R os ofwmd lode m ecft x 6oce with ASCEJ -10 with the, Both end we defined input: J10 mph ultimate,CCZ Exposure C, Fully Fadoaed, BUTTE UT 'v GableJHip, Building Cetepry 110 = 1.00). Overeat Bldg Dims 25 ft x 60 $ h m 15 $ End Tone Truss, Both end verbs enneidmd. DOL- 1.60 , CC Z.. Width 7 fl. 4Vj 4) Mmimtm awing attic loading in accordance with TBC Tlble 1607.1 has been applied ', • D'� /' �I O 5) A250 lbs ®vingpomw t live load has been applied the BC ornament with other dead loads. BUILDING V Member Forces Summary table indicates: Member m, max CS1,axial force, (mine enrpr force irdifferent from to om its axime) - �o� V / �D 7C 5•I 0.271 231ba 1-2 0.792 -72 -723161 2-3 0.32D -281bs w BC 4.1 0.869 695 lbs (-293161 //A\` Webb 24 -0.104 t 758 ass - Notes: t) This truss has been designed using the gh>m lumber reduction factors. 2) When this truss has baa chosen for quality assurance inspection, the Double Polygon Method pa TPI 1-2007/Chapter 3 shall be used. Fabrication whence= 5 %. ' 3) listed wind uplift reactions based on MWFRS Only loading 4) Beating material shown in the above table has only been cho*W for resistance perpendicular to grain, and does not indicne adequacy of rmimnl for other design considerations. QROF ESS/GN Exp: 12/11/2016 s - W 07An7 07/07/2016 NOTICE Acepy oftbis design shell be furnished to the atmop WntaaWL The design ofthis individual muss is based on daigo criteria and requirements supplied by theTruse Manufuturcr and relies upon the eccune"Y Simpson Strong -TIC Company and completeness ofthe information ad forth by the Building DesigamA sed on this drawing indictees apaptanec ofprufissional mginee®g responsibility solely for the trues component design shown. Sec the '" t page and the "Important Information tion General information.® Notes" pap for additional information. AD connector plum shall be mthemrd Strong -lie Co by Simpson Strom ue 20 gorge, unless the epemfim plate size is followed by "•l8" which radiap tes an 18 gauge plate, or "Sq 18", which radiata n hi tension IS many, Incme m umedance with FSR -2762 . All mnmm�r p Wtti � 8an8ePmto t 0-0-0 s Loading General CSI Summary Deflection L/ ^ Ooc) Allowed load + (psQ Bldg Code: CBC 2013/ TC: 0.79(1-2) blot TL 0.27m L/335 (4-1) L/240 TCM 20 M1-2007 BC: 0.87(4-1) Vert lL 0.04m L/999 (4.1) L/360 7CDL: 8 Rep NO, lnamse: Ya Web: 0.10(24) HoaTL 0.01 in 4 BCLL : 0 D.O.I. : - 115% Creep Fatwr, Kam 2.0 BCDL: 10 Plate O&ds (JntXY.AnA): (1:4.14.2-5,0.) (1:1-2-10.1-2.0.) (2:0-0,3.9.24.) (4:4-5.341,24.) Reaction Summary JT" Type Brg Combo Brit Width Matedsl Rod Brg%Mdth Max Read - Max Oreo Uplia Mn Wind Uplift Mor uplift Max Horiz I Pin (Wall) 1 3.5 in Douglas-Finl orrb 1.50 in 553 lbs - .53 lbs -53 lbs 95 lb. ' 3 H Ron (Wall) 1 3.5 in DDuglav-Fir-lamb 1.50 in 3 Ibs -67 lbs -I8 lbs -67 lbs 0 lb. 4 H Ron (Wall) 1 3.5 m Douglas -Fir -Leach 1.50 in 407 Ibs - -3 lbs -3 lbs 0 Ibs Material Summary Bracing Summary TC DFL g2 2x4 TC Bracing Sheathed or Purlins at 6-3-0, Pudin design by Others. - BC DFL 02 2.4 - BC Bracing Sheathed or Pudias m 10-0-0, Pudin design by0rhers. Webs DFL Std/St d2x4 - - Loads Summary "This trues hes been designed forthe effects due to 10 psfbonom chord live load plus dead loads. 2) This trues hes been draigocd for thc effects of a balanced design mow load (Ps - 20 psf) and unbalanced design snow loads 2 112,6 psf wind, 20 psflee, 11.8 psf ice over peak w 9.7 ft) forhips/ipblcs in accordance with ASCE? - 10 with the fosowmg usadefinedinput: 29 psf gmund snow load (PS) Temain CategoryC &posureCell PartiallFx osd (Ce 0-0-0 (gry Y P ® a 1.01 This Busing betegory en designed 1.01, Thal of ind to All in (Cl m with Roof Slope with - Lwin DOL= 1.15. �� CO�w,T�1/ 3) This truss hen been desiped for the 0R os ofwmd lode m ecft x 6oce with ASCEJ -10 with the, Both end we defined input: J10 mph ultimate,CCZ Exposure C, Fully Fadoaed, BUTTE UT 'v GableJHip, Building Cetepry 110 = 1.00). Overeat Bldg Dims 25 ft x 60 $ h m 15 $ End Tone Truss, Both end verbs enneidmd. DOL- 1.60 , CC Z.. Width 7 fl. 4Vj 4) Mmimtm awing attic loading in accordance with TBC Tlble 1607.1 has been applied ', • D'� /' �I O 5) A250 lbs ®vingpomw t live load has been applied the BC ornament with other dead loads. BUILDING V Member Forces Summary table indicates: Member m, max CS1,axial force, (mine enrpr force irdifferent from to om its axime) - �o� V / �D 7C 5•I 0.271 231ba 1-2 0.792 -72 -723161 2-3 0.32D -281bs w BC 4.1 0.869 695 lbs (-293161 //A\` Webb 24 -0.104 t 758 ass - Notes: t) This truss has been designed using the gh>m lumber reduction factors. 2) When this truss has baa chosen for quality assurance inspection, the Double Polygon Method pa TPI 1-2007/Chapter 3 shall be used. Fabrication whence= 5 %. ' 3) listed wind uplift reactions based on MWFRS Only loading 4) Beating material shown in the above table has only been cho*W for resistance perpendicular to grain, and does not indicne adequacy of rmimnl for other design considerations. QROF ESS/GN Exp: 12/11/2016 s - W 07An7 07/07/2016 NOTICE Acepy oftbis design shell be furnished to the atmop WntaaWL The design ofthis individual muss is based on daigo criteria and requirements supplied by theTruse Manufuturcr and relies upon the eccune"Y Simpson Strong -TIC Company and completeness ofthe information ad forth by the Building DesigamA sed on this drawing indictees apaptanec ofprufissional mginee®g responsibility solely for the trues component design shown. Sec the '" t page and the "Important Information tion General information.® Notes" pap for additional information. AD connector plum shall be mthemrd Strong -lie Co by Simpson Strom ue 20 gorge, unless the epemfim plate size is followed by "•l8" which radiap tes an 18 gauge plate, or "Sq 18", which radiata n hi tension IS many, Incme m umedance with FSR -2762 . All mnmm�r p Wtti � 8an8ePmto Hanson Components, Inc. Truss: J35 ProjectNam: coopares Component Solutions'`+ Daze: 07/05/16 14:39:27 Tnlss Page: 1 ofl Version: 2016.4.1 [Build 6] Span Pitch Qty OHL OHR CANTL CANT PLIES Spacing WGT/PLY 5-0-0 2/12 1 1-9-0 0-0-0 0-M 0-M 1 24 in 29 lbs f 1-9-0 6-0-0 3-11-11 6-0-0 - I 9-11-11 Reaction Summary ed effects ads rdan with th 0.0.0 M. uplia Max Horiz - -56 lbs - 110 lb. 4 H Roll (Wall) 1 3.5 in Douglas -Fir -lamb 1.50 in 422 @s - -20 lbs 0.0.0 3 H Roo (Wall) 1 3.5 in Douglss-F.-Larch 1.50 in 114 lbs b Ibs -34 Ibs -34 Ibs O lbs Material Summary Bracing Summary TC DFL#22x4 TC Bracing Sheathed or Pudins to 640, Pudin design by Others. 6-041 - BC DFL#2 2x4 BC Bracing Sheathed or Pudms in 1040, Purim desigt by Otbm. 1 Loading Loads Summary General ')This was hub= designed far the eff6w duc m W psfbomom chord liw load plus dead loads. CSI Summary Deflection L/ (loci) Allowed . load (Pao Bldg Cod.: CBC 20131 TC : • 0.79(l.2) Ven 71,* 0.26 in L/342 (4.1) 1.1240 TOIL: 20 TPI 1-2007 BC:0.87(4-1) Vet 1L• 0.014 in L/999 (4-1) L/360 TCDL: 8 Rep Mbr Increase: Yes Web: 0.12(24) HocrM 0.01 in 4 BCIL: 0 DAL: 115% - Creep Factor, Ka -2.0 BCDL: 10 Plate Offses(Jnt:X.Y.Angt (1:4-14.2-5.0.) (1:1-2-10,1.2.0.)2:0-03-924.) (4:4.5,3.8,24. Reaction Summary ed effects ads rdan with th JT Type Brg Combo Br8 Width Material Rod Brg Width Max React Mme flee Uplift M. Wind Uplift M. uplia Max Horiz 1 Pin (Wall) 1 3.5 in Douglas -Fir -lamb 1.50 in - 533 lbs - - -56 lbs -56 lbs - 110 lb. 4 H Roll (Wall) 1 3.5 in Douglas -Fir -lamb 1.50 in 422 @s - -20 lbs -20 lb s 0lbs 3 H Roo (Wall) 1 3.5 in Douglss-F.-Larch 1.50 in 114 lbs b Ibs -34 Ibs -34 Ibs O lbs Material Summary Bracing Summary TC DFL#22x4 TC Bracing Sheathed or Pudins to 640, Pudin design by Others. BC DFL#2 2x4 BC Bracing Sheathed or Pudms in 1040, Purim desigt by Otbm. Webs DFL Std/Smd 2x4 Loads Summary ')This was hub= designed far the eff6w duc m W psfbomom chord liw load plus dead loads. 2) This truss has been designed for the effects of a balantxd design mow load (Ps -20 psl) and unbalanced design snow loads (2 /12,6 psf wind, 20 psflee, 11.8 pef lecoverpeak to 10.7 ft) for hips/gables in accordance with ASCE? -10 with the following now defined input: 29 psf gmund snow load (Pa Taein CacgDryC, Exposure Category Partially Exposed (Ce - 1.01 Building Category 110 - 1.01 Thr®] Condition All Others (Ct - 1.0a Roof Slope Factor (Cs - 1.00), DOL - 1.15. 31 This ors h b d In th f d I ' CEl 10 'th In ' v s u yen esngnn r e own o m soon ce AS w e llownguser defined Input 110 rob ult®te, ExposureC, Fu Fadosrd, COUNTY Gable/Hip, Building Categoryll 0 - 1.00 Overall Bldg Dims25 ft x 60 ff h - IS 0, Eod Zone Truss, Both end webs considered. DOL- 1.60 , CC Zane Widtb 3 f . BUTTE COU 4) Mmimrm smelt eerie loading in accordance with IBC Mble 1607.1 has beat applied 5) A250 lbs movingpoint live load has been applied to the BC enncument with other dead loads. BUILDING y Member Forces Summary Table indicates: Member lD, error CSI, max axial force, (=comer force ifdifermt from®x Innis] tome) EU I LD I N G DIVISION 7C 15-1 0.210 19 tbs 11-2 0.792 .823 lbs 12.3 0.389 •37 lb, :dr Notes: 1) This was hes been designed uaing the gree lumberrcducton factars. 2) When this was has baen chosen for quattyassurance inspcetion, the Double Polygon Method pa TPI 1-2007/Cbapc 3 shell be used. Fabdestion mletwce- 5 W 3) Listed wind uplift reactions based on MWFRS Only loading 4) Boring material shown in the show table has only been chcd d for moist.. perpendicular 1m gain, and does not indicate adequacy of ®raid for other design considerations. APPROVED y�RY L. G U^,\ Exp:12n112016 67_407 /2016 NOTICE Aenpy ofthis design shall be fumisbed m the erection ennnuctor. The design of this individual was is based on design criteria and requirements supplied bytheTruss Manufanera and relies upon the taco nu:y Simpson Strong-TieCompany and completeness ofthe information set fonh by the Building DesigmA seal on this dewing indicates acceptance ofpmfessionul engineering responsibility solely for the truss component design showy. Set ihr coir page and the "Important Information & General Notes" page for additional hibernation. All conmectorplmrs shall be ®ubcoured by Sinpson Strong -Me Company, Inc in atxaNance with ESR -2762. All connector plates an, 20 guile, unless the specified plain sive is followed by a' l8" which indicates an 19 pule plait, or "S# 18", which indicates a high tension 18 peg plate Span Pitch Qty OHL OHR CANTL CANT PLIES Spacing WGT/PLY 9-M 2112 1 1-9-0 0-M 0-M 0-M 1 24 in 31 lbs 13-8-11 19.0 SO -0 � 571-11 _ ' I 6-0-0 I 11-11-11 . 4 Hanson Components, Inc.. Truss: J36 :,, ,,, • m.. . _ 8-0-0 8.0-0 ProjectNatne: cooper res Component Solutions"" CSI Summary Deflection L/ (loc) Date: 07/05/16 14:39:28 Truss TC: 0.79(1-2) Vert TL 0.24 in L/ 369 (4-1) Page: 1 of 1 Version: 2016.4.1 [Build 6] BC: 0.87(4-1) %to LLI 0.02 is L/999 (4-1) L/360 TCDL : 8Rep'Mb Span Pitch Qty OHL OHR CANTL CANT PLIES Spacing WGT/PLY 9-M 2112 1 1-9-0 0-M 0-M 0-M 1 24 in 31 lbs 13-8-11 19.0 SO -0 � 571-11 _ ' I 6-0-0 I 11-11-11 . 4 2x4 \ 000 0-0-0 8-0-0 8.0-0 Loading General CSI Summary Deflection L/ (loc) Allowed - Load (Pat) Bldg Code : CBC 2013/ TC: 0.79(1-2) Vert TL 0.24 in L/ 369 (4-1) L/240 • TCLL 20 TPI 1-2007 BC: 0.87(4-1) %to LLI 0.02 is L/999 (4-1) L/360 TCDL : 8Rep'Mb ca r hrose : Yes Web : 0.15 (24) H—TL 0.01 in 4 ' BCLL: 0 D.O.L : 115% Creep Factor, Ker 2.0 - BCDL: 10 Plate Onsets Onl:$Y.Angt - (1:4.14.2-5,0.) (1.1.2-10,1-2.0.) (2:0-0.3-924.) (4:4-5,3.8,24.) Reaction Summary W 3T Type Brg Conbo Brg Width Maisie] Rqd Brg Width Max Reset Max Oreo Uplift Max Wind Uplift Max Uplift Max Horiz I Pin (Wall) 1 3.5 m Douglas-RAaeb 1.50 in 496 lbs -57 lbs -57 lbs 125 lbs 4 H Ron (Wall) I 3.5 in Douglas -F6 -Lamb 1.50 m 490 lb - .401bs 40 lba 0 lbs 3 H Ron (wan). 1 3.5 m Douglas -F r -lamb 1.50 is 194 lbs - 49 Iba 49 The 0 lbs Material Summary 'Bracing Summary TC DFL N2 2x4 - TC Bracing Sheathed or Purlins at 5.8.0 Podia design by others. , BC DFLp2 2x4 BC Bracing Sheathed or Pud n m 9-3-0, Pudin design by 0th=. . Webs DFL Std/5rnd 2x4 , Loads Summary 1) This truss has been designed for the enws due to 10 chord lice load plus dead loads. 2) This truss has been designed for the enacts ofe balanced design snow load (Ps = 20 psi and unbalanced daffy snow loads LZ /12, 6 psfwind, 20 pefla; 11.6 paf la overpealt rn ed design BUTTE COUNTY 10.7 n) forbipa/gubles m arxxtrdan. with ASCE? -10 with the fonowmguserdefinad input 29 psf ground mow load (P&,Tmais Category C, Exposure C zegory PmtisllyF poad 01 ding Cdteyryd Q=heeffbemual Condition All Our®(Ct=1.01 eth ctor Clowing ), DOLnedini 3)This massh hASCE7-10 the 3) This was has beth designed teethe efferxe of wind loads in acoordanm with ASCE/ - I O with the following use defined input 110 oph ultimute, Fipoaum C, Fully Fncioaed, BUILDING DIVISION GabldHip, Building Cmeyry 0 0 = 1.001 Oman Bldg Dins 25 0 x 60 $ h = 15 fi, Fad Zone Truss, Both end webs mnsideed. DOL- 1.60 , CC Zone Width 3 8. 4) Mmimnrn srntay attic loading a aemtdana witha 1607.1 baa beth opened to the 5)-9250 lbs ®vingpoint Inn load has bath applied m the BC mncuvmt with other dead loads. , Member Forces Summary - Table indicates: Member m, ®x CSL —axial (a¢a, (� ..pr forte if ditivmt fiom®r said farts) APPROVED TC 5•I 0.210 .16 lbs 1-2 0.792 -989 lbs 2-3 0.581 49 lbs BC 4-1 0.867 961 Has (423 lbs Webs 24 0.147 -1,050 lbs Notes: 1) This muss has been designed usingthe green Iunmberreduction factors. - 2) When this muss has been chosen for quality assurance inspection, the Double Polygon Method par 7PI 1-2007/Chapter 3 shall be used. Fabrication toloancc= 5 %. , 3) Listed wind uplift rcactiona based on MWFRS Only loading 4) Bestial; material shown is the above table has only been mbeciad for resistance perpendicular to stain, and does not indicate sdequary of matoial for other deign coaaidmuiosa. QROFESsi Y - Exp: Illi/20161 2 Uj 6 407 � FCS 07/07/2016 NOTLCEAmpyof this design shall be furnished to the creation convector. The deign ofthis uttlMdual was is based on design mime sud requb®ts supplied bytheTruss Manufamav and relies upon the m:meay Simpson Strong -TIC Company and mmplctmes ofthe informIDon set f tab bythe Building Daiy¢ A seal on this dewing indicates soup== ofpmfessional mgisemng responsibility solely for the truss mmponeat deign shows. Sm the cm« pay and the "trrpottant Info�tion ffiGmmd Note" pay for additional mfotttotion. All connector shell be®ufiimtmd by Simpson SwagIle Company, Inc in emotdanm with ESR -2762 . All connector pines are 20 gang, unless the specified plate site is followed by a "•18" which indicates an 18 1puy plme, or "Sy 18", which indicate a high tmaion 18 sang plant ' e Hanson Components, Inc. Component Solutionsl`' Truss a Version: 2016.4.1 [Build 6] Truss: J37 Project Name: cooper res Date: 07/05/16 14:39:28 Page: 1 of 1 Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing M-0 2/12 1 1-9-0 1 0-M 0-0-0 0-0-0 1 24 in 2x4 t is-e-tt TCA-: 20 .. 0.0.0 " - 1-9-0 6-0-0 6.0-0 t-11-11 B-0-0 6-0-0 12-0-0 - I r 13-11-11 BC1L: 0 D.O.L: 115% 4 12 32F— 2 Plate Offsets(JntXY.Anp} (1:4-142-5,0.) (1:1-2-10,1-2,0.)(2:0-0,3.9,24.) (5:4-5,3.8,24.) fV 2x4 1 - 1T_ Type Ben Como Brg Width Material Rod Bw Width M. Reset M. oras uplift M. Wind uplift M. uplift 2 3.5 in Douglas -Fie -larch 1.50 in 459 Ib. - -54 lbs -54 lbs 5 HRon (Well) 1 3.5 in Douglat-Fu--larch 1.50 in 436 lbs " - -30 Has -30 lbs 3 H Ron (Wall) 1 30 - -108 Ibs 4 H Rog (Wall) 1 3.5 in Douglas-Fir—Larch 1.50 in 20 lbs -27 lbs -20 Its 3x4 Material Summaryr Bracing Summary t TC Bracing Sheathed or Purlins at 6-2-0, Pudin design by Others. BC DFL #2 2x4 6 Webs DFL SubSmd 2x4 Loads Summary 1) This truss has been designed for the e&ers due to 10 psfbottom chord live load plus dead loads. - Loading General CSI Summary Deflection L/ (loc) .. - 5 Bldg Code: CBC 2013/ TC: 0.79(1-2) 2x4 t 0-0-0 TCA-: 20 .. 0.0.0 " BC: 0.87(5-1) B-04) L/360 TCDL : 8 B-0-0 Wed : 0.13 2-5) Loading General CSI Summary Deflection L/ (loc) Allowed Lead(psQ Bldg Code: CBC 2013/ TC: 0.79(1-2) Vat 7L• 0.25m L/357 (5-1) L/240 TCA-: 20 TPI 1-2007 BC: 0.87(5-1) Nrtd LL• 0.03m L1999 (5-1) L/360 TCDL : 8 Rap Mbr Inerasc : Yes Wed : 0.13 2-5) H—M 0.01 in 5 " BC1L: 0 D.O.L: 115% Crap Factor, Ker -2.0 BCDL: 10 Plate Offsets(JntXY.Anp} (1:4-142-5,0.) (1:1-2-10,1-2,0.)(2:0-0,3.9,24.) (5:4-5,3.8,24.) Reaction Summary - 1T_ Type Ben Como Brg Width Material Rod Bw Width M. Reset M. oras uplift M. Wind uplift M. uplift I Pm (Wall) 1 3.5 in Douglas -Fie -larch 1.50 in 459 Ib. - -54 lbs -54 lbs 5 HRon (Well) 1 3.5 in Douglat-Fu--larch 1.50 in 436 lbs " - -30 Has -30 lbs 3 H Ron (Wall) 1 3.5 in Doughav-Frtlinch 1.50 in 424 lbs -108 lbs , -108 Ibs 4 H Rog (Wall) 1 3.5 in Douglas-Fir—Larch 1.50 in 20 lbs -27 lbs -20 Its -27 lb. Material Summaryr Bracing Summary 7C DFL#2 2x4 TC Bracing Sheathed or Purlins at 6-2-0, Pudin design by Others. BC DFL #2 2x4 BC Bracing Sheathed or Purlins at 10-0-0, Pudin design by Other. Webs DFL SubSmd 2x4 Loads Summary 1) This truss has been designed for the e&ers due to 10 psfbottom chord live load plus dead loads. - ,)Ibis Was has been designed for the eEaxs of a balanced design snow load (Ps - 20 psf) and unbalanced design snow loads (1112, 6 psf wind, 20 psf lee, 11.8 psf la ovapesk m 10.7 ft) forhips/gables in accordance (Ce - 1.01 Building Caegery II Q - 1.0). with ASCE) - 10 with the fonowmg werdefnted input 29 psf gmund snow load (Pgj.Tsorin CategoryC, F:posum CaregrryPartially Exposed Thermal Condition All Oth® (Ct - 1.01 Roof Slope Factor (Ca - 1.00), DOL - 1.15. 0 lbs 0 lbs 0 lbs WGT/PLY 34 lbs 3) This taus has been designed for the efl'ccts of wind loads in acoonlena with ASCEI -10 with the following user defined input 110 mph ultimate, F posum C, Fullyfsciosed, BUTTE g��� COUNTY G.bldHip, Building C,wgiryI1Q - 1.00), Overall Bldg Dim 25 ft x 60 fib - 15 ft, End Znae Truss, Both end web. considered. DOL- 1.60 , CC Znne Width 3 It MVd I�atlr 4) Mmimamsmugeatdintlivmgm eorord®awith ®Che le 1607.1BC conco haz been applied B�I��II\�/1 �I�I�I�- e 5).9250 lbs movingpoint live load hos been applied m the BC continent with othadad loads. N Member Forces Summary Table mdictres: Memerm, mu CSI max axial fora (meat eorept fora ifdiffircut frommax axil lora) TC 6-1 0.290 16 Ibc 2-3 0.449 -bs APPROVED 1-2 0.792 -863 Ibs " 3.4 0.355 -3030 lbs - BC 5-1 0.867 842 lbs -334 Wall Webs '-12-5 0.126 -919 lbs „ Notes: 1) Ibis nos$ has been designed using the green, lutbaaduetion factors. 2) when this truss has been chosen for quality asmeara inspection, the Double Polyp- Method per TP11.2007/Chapter 3 shall be used. Fabrication mlenma - 5 W 3) listed wind uplift rasions based on MWFRS Only loading 4) Bcmng®wial shown in the shove table has only been chedmd for resistmce perpendicular to grain, and does not indicate adequary of material for otherdesigr considerations. :cjRY L. G.(JN\ �11; Eap: 12P (/2016 ' 67-407 4 /07/2016 NOMCEAcopy of this design shall be famished to the mention mummer. The design of this individual truss is hosed on design criteria and mquircats supplied by theTruse Manufeauta®d mlies upon the wxutun• Simpson Strong -Tie Co npany and completeness of the infametion set forth bythe Building Designer. A sal on this drawing indicates soup== of pmfieeional enginee®g responsibility solely for the truss component design ahowv. S t the cover page and the "Important Jnfo®tion 6t General Nota" page for additional mfomostion. AD connector plata shall be ®ufaaured by Simpson SWng7l3c Company, Inc in acc rdance with ESR -2762 . All mnncouir galenas arc 20 gaugq unless lb—pacified plate sin is followed by a "-I8" which indicates an IS gorge plate, or "S# 18", which mdiams a high tension I B gauw plate• Hanson Components, Inc. Truss: J38 ProjectNarne: cooperres Component Solutions'"' Date: 07/05/16 14:39:29 Truss Page: 10171 Version: 2016.4.I (Build 6) - Span. Pitch Qty OHL OHR CANT CANT PLIES Spacing WGT/PLY 8-0-0 2/12 1 1-9-0 0-0-0 0-0-0 0-M 1 24 in 33 lbs 14-10.8 1 1-8-0 • 6-" 7-1-8 i i 6-" 13-1-8 3 12 . 2F— • 2x4 V - 2 ry WNL � 3x4 - 3x4 - - 1 - 5 r 4 . - 20 t . 0.0.0 0-" - • _ 8-0-0 Loading General CSI Summary Deflection L/ Ooc) Allowed Load (pso Bldg Code: CBC 2013/ TC: 0.81(2-3) %InTU 0.22m L/400 (4.1)• L/240 ' TCLL: 20 TPI 1-2007. BC: 0.87(4-1) Mot U-- .0.01 in L/999 (4-1) L/360 MDL: 8 Rep Mbrhu""": Ya 2 Web: 0.174) Ho¢70.01 in 4 " BCIL: 0 D.0.1-: 115% Cmcp Factor, a= 2.0 Ka- BCDL: l0 • Plate Offsets (JntXY.An0, (1:4-14.2.5,0.) (I:1.2-10,1-2,0.) (2:0-0,3-9.24.) (4:4-5.35.24.) Reaction Summary IT . Type B g Combo Big W9dth Material Rod B g Width Ment Read Max Caav OpliB Wer: Wind Uplift Max Uplift Most H.Az 1 Pin (Wall) 1 3.5 in Douglas-Finl.arrh 1.50 in 478 lbs. - - -56 lbs -56 Its 134 lbs , 4 H Roll (wall) 1 3.5 in Douglas -Fir -larch 1.50 in 530 Ibs -52 lbs -52 lbs 0 lbs 3 H Roll (web) 1 3.5 in Douglas -Fir Lmrh 1.50 in - 236 lbs -57 lbs -57 The 0Ibe Material Summary Bracing Summary 7C DFLt/2 2:4 TC Bracing Sheathed or Pudins a 5.6-0, Pudin design by Others. BC DFL#2 2:4 _ BC Bracing Sheathed or Pudms a 8.8-0, Pudin design by Others. , Webs DFL Std/Smd 2x4 , Loads Summary ')This truss hasbeen designed for the effects due to 10 psfboaom chord tiw load plus dead loads. - 2) This =as has been dwigned for the effects of a balanced design avow load (Ps = 20 pso and unbalanced design snow loads 2 /12, 6 psf wind, 20 psflec, 11.8 psf leo overpeak to 10.7 0) for hips/gtblm m accordance with ASCE? - 10 with the fo0owmgusadcbvd input 29 psf ground snow load (P&J Tessin Category C, Exposure Category Partially Exposed (Cc =s Building Condition All Other�ce 1.00�lowing DOL_dinp opith degaryB(I=hec xzs of E7-1 trusts with the fol 3) This truss has b designed for the effacre of wind loads m mcordance with ASCF7 -10 with the following user defined input' I10 mph ulti®te, Exposure C, Fully Enclosed, -TTE Oabldit, Building Category B 0 = 1.001 Overall Bldg Dims 25 a x 60 $ h = 15 0, Fad Ione Truss, Both and webs considered. DOL= 1.60 , CC Ione Width 3 IL 1 COUNTY U 4) hfm®nm strange antic losdmg m emdance with IBC 7hble 1607.1 has been applied �' 5)A250 its movingpomt live load has bem applied m theBC conamantwith othadcad loads. - N DIVISION Member Forces Summary Table indicates: Memba 1D, ma: CSI, ®x curial force, (®. mope force if diff=t from ma axial foto) BUILDING 7C5- 0.210 16 lb. 1-2 0.793 -1.088 lbs 2.3 0.813 -58 lbs BC 4-1 1 0.866 1.06716s (4801ba 866 P I�O�/ Wcbs 24 0.166 -1,165 lbs AP Notes: 1) This truss has been designed using the groan lumber reduction factors. 2) When this truss hes been chosen for quality assu®ce inspection, the Double Polygon Method pa 7PI 1.2007/Chapter 3 shag be used. Fabrication tolerance = 5 %. 3) listed wind uplift reactions based on MWFRS Oslyloadg iv 4) Bcmmg matmal shows in the show table has onlybean checked for rmistmce perpendicular to gr®, and does not indicate adequacy of mel for other design considerations. Q�LOF ESSIpN NIL 1. G•U�T� ��C Exp: 12t.31/2016 y rn J 67407 07/07/2016 NO•nCEAcopy of this design shall be famished to the exaction contractor. 7be dwi® ofthis individual truss is based on design dtma and-rtquhearacats supplied bytheTnuss Manufsemcerand mlim upon the nuvvrav; Simpson Strung -Tic Company and coai¢nlaaness (the mfiorrmtion set forth by the Building Designer. A and on this drawingindicaus acceptance ofprofassional mgmee®gresponsibiliry solely for the truss component design shows. Scc the mv� peg; and the •7mportmt Infpreention R(ianeml Notes" page foradditional mfommtian. All connermrplates shall be mmuficmnd bySiapson Strong -Lc Company, Inc in accordance with PSR -2762. All connccnor plata ate 20 puM unless the specified plate sin is followed by a "-18" which indiastm g m 18 unge plane, or "S# 18", which indicates a high tension 18 gauge plata Hanson Components, Inc. Component Solutions"m Tntss Version: 2016.4.1 [Build 61 Truss: J39 Project Name: cooperres Daze: 07/05/16 14:39:29 Page: 1 0171 Span " Pitch Qty OHL OHR CANTL CANT PLIES Spacing WGT/PLY 8-0-0 2/12 1 1-9-0 0-M 0-M 0-0-0 1 24 in 36 lbs 17-5-6 1-8-0 6-0-0 4.0.0 5-84 t— 6-0.0 10-0-0 15.8-8 4 12 2F— a 3 • 1x4\ N' 2 3x4 - 30 - } 1 IXJ- - - 5 • 2x4 V 0-" . 8-0-0 AIIowed Loading General CSI Summary Deflection L/ (loci) load (psl) Bldg Code: CBC 2013/ TC: 0.79(1.2) MA TL 0.27 in L/330 (5-1) L/240 TCIL: 20 TPI 1-2007 BC: 0.87(5-1) Vat LL a.04m L/999 (5.1) L/360 TCDL: 8 Rep hthr increase: Yes Web : 0.09(2-5) Hoa M0.01m S , 8CIL: 0 D.O.L.: 115 % Creep Feem; K. 2.0 BCDL: 10 Plate Offsets Dot:XY.Angk (1:4-14.2-5.0.) (1:1-2-10.1-2.0.)(2:0-0,3.9.24.) (5:4-5.3-8,24.) Reaction Summary 3T Type Big Combo Big PSdth Material Rqd Big PSdth Max Read Max Chsv Uplift Max Wind Uplift Max Uplift Max Horiz 1 Pm (Wall) 1 3.5 m Douglas-Fir4mrh 1.50 in 424 lb. - 48 lbs .48 lbs 154 His 5 H Roo (Wal) 1 3.5 in Douglas-Firvlmrh 1.50 in 398 ba -7 ass -7 lbs 0 His3 H Roa (Wall) 1 3.5 in Douglas -Fir Lore t 1.50 in 459 His -113 lbs -113 His 0 His 4 H Ron (Wall) 1 3.S m Douglas.Fvlarch I.so in 186 lbs - 42 ba 42 lbs 0 lbs Material Summary Bracing Summary 7C DFL p2 2x4 - TC Bracing Sheathed orPurlins at 6-3-0, Pudin design by others. BC DFLp2 2.4 BC Bracing Sheathed or Purlins st 10-0-0, Podia desiga by Others. Webs DFL Std/Swd 2.4 - Loads Summary I)Ibis truss has been designed for the effws due to 10 psfbottom chord live load plus dead loads. 23 This truss has been designed for tha effects of a balanced design snow load (Ps = 20 Pao and unbalanced design snow loads (2 /12.6 psf wind, 20 psf lm 11.8 psf Ice over peak to 10.7 ft) for bips/gpbles m accordance with ASCE? -10 with the followingueerdefmod input 29 psf ground snow load (Pg),Tarain Categoryc, Exposure CategtryPaitielly Exposed (Ce - 1.01 Building Catepry 0 0 - 1.0), Thewtl Condition AO Others (Ct - 1.0)., Roof Slope Factor (Cs - 1.001 DOL= 1.15. BUTTECOUNTY 3) This buss has been designed for the enacts ofwipd loads m accordance with ASCE? -10 with the following userdc5ned input 110 nph ultimate, Fxposum C, FuOy Enclosed, Oabldtlip, Building Campry 110 - 1.0010-11 Bldg Dim 25 ft x 60 IL h = 15 @, End Tone Truss, Both and webs considered: DOL- 1.60 , CC Tone Width 3 ft. DIVISION 4) h(in®nm storage attic loading m accordance with IBC Ihble 1607.1 has been applied B u I LD I 5) A250 Pis moving point lite load has been applied m the BC mnatrmt with other dead loads. Member Forces Summary Table indicates: Mcoba m, ®r Csl, nox axial for«, (®x camp[ force if different ftom ®x exist force)TC r I34 I I APPROVED r V M I1-2 0 792 -591 His 0.468 44 lbs Notes: 1) wed This as has been designusing the gem Inaba reduction finers. 2) When this was has been chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Chapw 3 shall be used. Fabrication tolerance= 5 %. 3) listed wind uplift reactions based on MWFRS Only loading 4) Basting —W shown in thaabove table has only been eher2xd for resistancc perpendicular to Stam, and does not indicate adequacy ofmaierial for other design considerations. OQROF ESS/Q�9 L. G UST !�'L r Earp: Iznuzol(; 'P y �. frt 67407 Uj � FCf—`-\Y 07/07/2016 NOTICE Aeopy of this design shall be finished to the erxtion contractor. The design ofthis individual truss is based on design mteda and raquitcincita supplied by theTruss Manufienuc and relics upon the ucuSimpson Strong-TicCompany and completeness of the information ea firth by the Building Dmigte A seal on this drawing indicotas acceptance ofprotkssional =&aering responsibility solely for the wss component design shown. S v the c— page and the "Important information & Goo cral Notes" pap for additional mfiwatiou. All comeaor plains shall be ®ufacwrd by Simpson Strong -Tic Company, me in accordance with ESR -2762 . AO connector plaies on, 20 gory, unless the specifted plate size is followed by a "-18" which indicates an 18 Sang plste, or "S# I S", which indiestes &high tension 18 gore phae. Hanson Components, Inc. Component SolutionsT"t Truss ' Version: 20165.1 [Build 5] Truss: J40 ProjectName: cooper fes Date: 7/6/2016 10:25:23 AM Page: 1 of 1 Span Pitch Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY 9-0-0 2/12 1 0-M 0-" 0-M 0-0-0 1 24 in 27 lbs 3x 5-0-0 3-0-0 • 5.0-0 12 2X4 0 0-0 0-0-0 B-0-0 8-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed Load (pet) Bldg Code: CBC 2013/ TC: 0.78(1-2), WtTL. 0.22 in, L/399 (4-1) L/240 TCIL: 20 TPI I-2007 BC: 0.84(4-1) %tit LL 0.04m L/999 (4.1) L/360 =L: 8 Rep Mbr lnaesse: Ym Web: 0.14(24) Hoa TL0.01 in 4 BCA: 0 D.O.L: 115% Gap Factoq Kcr-2.0 BCDL: 10 Plat Offsets; Unt),Y,AnRb (1:4-14,2-5,0.) (1:1-2-10,1-2,0.) (2:0-0,3-9,11.) (3:1.12,3-13,90.)(4:3.8,3-8,0.) Reaction Summary 3T Type Brg Combo Brg Width Material R Bag Width Max React Max Carr Uplift Max Wind Uplift Maio Uplift Mm Horix 1 Pin (Wau) 1 3.5 in Douglas -Fre laRL 1.50 in 485 the -203 the -21 lbs -203 lbs -2,000 lbs 4 H Roll (Wa11) 1 3.5 in Douglas -Fir -Lamb 1.50 in 397 lbs - -28 the -28 lbs 0 the Material Summary Bracing Summary 7t DFLp2 2x4 TC Bracing Sheathed or Purlins at 4-3-0, Pudin design by Others. BC DFLp2 2x4 BC Bracing Sheathed or Purlins a 9-", Podia design by Others. Webs DFL Std/Std 2.4 Loads Summary 1) This truss has been designed for the cffcas due to 10 psf bosom chord the load plus dead loads. 2) his truss has been designed for a 2,000 Ibs drag load distributed along the TC tale fiom each direction. 3) his truss bas been designed for the effete are balanced design snow load (Ps - 20 pst) forhips/gables in accordance with ASCE) - 10 with the following usa defined input 29 psf ground snow load (Pg). Tmsin CategoryC, &posum CatcgoryPmtially Exposed (Ce - 1.01 Building Category B (1= 1.01 Theoml Condition All Othess (Ct - 1.0Z Roof Slope Factor (Cs - 1.001 DOL- 1.15. 4) 7bis truss has not been designed for the cffau of unbalanced snow loads. 5) This truss has been daigad forthe c116,s of wind loads in accordance with ASCE/ - 10 with the following usa defined input- I10 mph uldmxe, Exposure C, Fuuy Fndosd, GabldFlip Buildin Garage B (I = 1 001 Owen Bid Dims 25 8 x 60 4 h = 15 >L Fad Zone TruBoth end web o idrxed 1701- 160 CC 2n Width 3 ft 4 3x4 - g ry g Ba, B en a ere a 7) Mitirmmamnngpoinoliw lea etas been ewili BChe le BC 1607.1 has been applied BUTTE COUNTY 7) 4250 the rmvingpoint lice load has been applied m Nc BC cotenrrmt with otlnadead lode. Member Forces Summary Table indicates: Member 11), race CSI, rear axial fora, (max cotrpc fora ifdiffere nt from max =is] fora) I NG", DIVISION Notes: a BUILD APPROVED 1) his muss has been designed using the gem hurber reduction fetwa. 2) When this muss has been chosen for qualiryassurance inspection, the Double Polygon Method per TPI 1-2007/Chspta 3 shall housed. Fabrication tolerance- 5 %. 3) fisted wind uplift reactions based on MWFRS Only loading 4) Beating material shown in the above table has only been dnedxd for resistance perpendicular to gain, and does not indicate adequacy of material for other design considerations. 4 N0710EAmpy of this design shall be furnished to the erection contractor. The design ofthis individual buss is based on design criteria and requirements supplied by theTws Manufacturer and relit upon the aauacy and conplcteness of the itineration set forth by W e Building Desipm A seal on this dewing indicates acceptance ofpmfcssional engimmingresponsibiliry solely forthe truss component daign shown. Sm the — page and the "Important Infon ttion & Gated Nota" page for additional information. All connector plaint shall be manufactured by Simpson Stmng'fie Company, bre in accordance with ESR -2762 . All connector plates are 20 gauge, unless the specified plate size is followed by "-18" which indicates an 18 Sats: plate, or "S# 18', which indicates a high tension 18 stage plain L. G.UN Fap: 12(11/21116 'P 67,407 07/07/2016 Simpson Stmng-Tic Company .r. � Hanson Components, Inc. Truss: JAI ProjectName: cooperres Conlponwl Solutions)TM Daze: 07/05/16 14:39:31 Tnlss Page: 1 ofl Version: 2016.4.1 [Build 6] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 3-0-0 8/12 1 1-9-0 0-M 0-0-0 0-M 1 24 in 21 lbs 4-8.0 r- 1-8-0 I 3-0-0 - . 3-0-0 2x41 2 12 3x4/ v7 , qI :^ 5 N 0-0-0 General Bldg Codc: . CBC 2013/ TPI I-2007 Rep Mbr Inerease : Ya D.O.L: 115 k CSI Summary TC: 0.41(5-1) BC: 0.36 (34) Web : 0.32(2-3) - 3-0-0 Allowed L/240 L1360 3-0-0 3 3x4 - 04}0 Loading fend (pso Ira 20 ' TCDL : 8 BCLL: 0 BCDL: 10 General Bldg Codc: . CBC 2013/ TPI I-2007 Rep Mbr Inerease : Ya D.O.L: 115 k CSI Summary TC: 0.41(5-1) BC: 0.36 (34) Web : 0.32(2-3) - Deflection L/ (loc) Vat TL 0.01 in L1999 (34) Vac LL• 0 in UP L / 999 3 Hoa Il. 0 m 3 Gap Feetoq Ka 2.0 Allowed L/240 L1360 Pleu offsera OntXY.Ane) (1:3-9,1-14,33.) (2:34,6-6,90.) (3:5-0.3-8.0.) (4:1.12,341,90.) Reaction Summary 3T Type Bra Combo - Brg Width Mataid Rqd Brg Width Max Reser Max Gmv Upllfl Max Wind Uplift Max Uplift Max Horiz 4 Pm (Wall) 1 3.5 in Douglas-Fir4.amh 1.50 in 413 lbs t -37 Ib .37 lb a 227 lbs 3 H Roll (Wall) 1 3.5 m Douglas-Fu-lmeb 1.50 in 322 lbs - 485 Ib; -85 lbs 0 Iba Material Summary Bracing Summary TC DFL N2 2x4 7C Booing Sheathed or Purlins an 6-3-0, Pudin design by0thas. BC' DFL 112 2.4 BC Bracing Sheathed or Pudina m 10-0-0, Pudin deign by0thas. Webs DFLStd/Smd 2.4 - Loads Summary I) This truss has been designed for the effects due to 10 psfbottom chord gw load plus dead loads. 2) This was bas been dmig od for the effects of a balanced design anow land (Ps - 18.1 pso and unbalanced design snow loads (B /12, 5.4 psf wind, 18.1 psf la, 23.6 psf Ice a— peak m 4.8 it) farhips/gables in accordance with ASCE7 - 10 with the followingusadefind input 29 psf ground snow load (Pg),Tcmin CategoryC, Exposure Category Partially Exposed (Ce - 1.0� Building Cmegory110 - 1.0). Thcural Condition All Others (Ct -1.0) Roof Slope Fador(Cs - 0.91), DOL -1.15. 3) This was hos been designed for the eff=w ofwmd loads in accordance with ASCE? -10 with the following user defined input 110 mph ult®te, Fxposum C, Fully Fadosed, " (able/flip, Building Category 1l(1- 1.001 0 -all Bldg Dims 25 8 x 60 0, h -15 $ End Zone Truss, Both end webs mnsidead. DOL- 1.60 , CC Tone Width 3 a 4) Mmimam storage attic loading in aaxordance with IBC •able 1607.1 has been applied �� 5) A250 lbs movmgpaint gw load has been applied m the BC conam ut with othadead loads. TTE COUNTY V1 Member Forces Summary Table indicates: M®ber m, mat Csl, max axial come, (mast mapr force ifdiffaent sem ®a axial fora) BU G [VISION TC 5.1 0.410 1O51ba 1.2 0.356 -109 lbs HC 34 0.360 .IBS lbs Webs 14 0.088 - .395 lbs 1-3 0.071 224 lbs (A lbs) 2.3 0.319 A7 lbs UII-p Notes: Ap p FIOV Ep 1) Ibis was has been desisted usingthe gem lumbarcduaion feaom. - 2) When this was has been chosen for Quality assurance inspection, the Double Polygon Method per TPI 1.2007/Chapter 3 shall be used. Fabrication tolerance - 5 k. 3) Listed wind uplift reactions based on MWFRS Only loading 4) Beadngtmtainl shown in the show table has ontyboen dwdmd forrmimanoe perpendimlarto gain, and does not indicate adequacT of mal for other design considerations. 1CO Exp:12n- Inu16 P 67407 LU � a / v 07/07/2016 NOTICE Ampyofthis design shall be fiamisbd smwao to the ection nr. The design ofthis individual mass is based on design aitaio and requirements supplied bytheTwfaW a Manurtcmd relies upon the axvacv SI(npSOn Strong -Tic Company and mmplaencas ofthe info�tion sen fatth bythe Building Designee A sad on this dmwing indicmrs semp=m of pmfrssional mgme®gresponstbWty soldy fortbe mass mnponmt design shown. Scc the cora pass and the"Important htformiCon &Gmanl Notes" peg for additional info®tion. AD c anator plates shell be rt®ubco d by Simpson Smang'Re Company, Inc in accordance with ESR -2762. All mnnecrnr pinim me 20 pyug, unless the specified plate sin is followd by a "-18" which indicates an 18 gage plate, or "Sfl 19", which indicates a high tmeiou 18 stage plate Hanson Components, Inc. Truss: JA2 .nnabse ProjectName: cooperres Component SolutionsT' Daze: 07/05/16 14:39:31 Truss Page: 1 of l Version: 2016.4.1 [Build 6] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 5-8-8 -8/12 1. 0-M 1-9-0 0-M 0-M 1 24 in 61 lbs . - 13-8-4 6-2-12 2-8-8 6-2-12 8-11-4 W 3x4 - 3x4 - 0.0.0 D-0.0 Reaction Summary 7-6-t0 JT Type Big Combo Bra Width Material Rqd Brg Vhdth Mme React Mas O—Upli0 - Max Wind Uplift M. Uplift Max H.& 'H Ro0 (Wall), 1 3.5 m w Doser-Fir4jacit 1.50 in 211 lbs - , -81 @s -91 lb. 0 lbs 7 Pin (frass) 1p 1.5 to 1.50 in 556 lbs - -233 lbs -233 Ibs 5-8-8 6 H Roll (Wall) 1 3.5 in Douglas -F r arch 1.50 in 440 @a - - - 0 lbs Loading General CSI Summary Deflection L/ (loc) Allowed Load (pat) Bldg Code: CBC 2013/ 7C: 0.24(4-5) Ven TL, 0.09 in L/694 (6-7) L/240 TCLL : 20 Exposed (Ce - 1.0), Building Category 110 - 1.0), Themrl Condition All Others (Ct a 1.01 Roof Slope Factor (Cs a 0.911 DOL - 1.15. TPI 1.2007 BC :0.83 (6.7) Vat LL 0 m UP L/999 6 L / 360 TCDL: 8 Rep Mr Increase: Yes Web: 0.23(2-7) Hoa7L 0.01 to 1 BCIL : 0 D.O.L : 115% Crap Factor. Ka - 2.0 Reaction Summary 7-6-t0 JT Type Big Combo Bra Width Material Rqd Brg Vhdth Mme React Mas O—Upli0 - Max Wind Uplift M. Uplift Max H.& 'H Ro0 (Wall), 1 3.5 m w Doser-Fir4jacit 1.50 in 211 lbs - , -81 @s -91 lb. 0 lbs 7 Pin (frass) 1p 1.5 to 1.50 in 556 lbs - -233 lbs -233 Ibs 438 lbs 6 H Roll (Wall) 1 3.5 in Douglas -F r arch 1.50 in 440 @a - - - 0 lbs Material Summary Bracing Summary iCDFL N2 2.4 except TC Bracing Sheathed or Pudms m6-3-0, Partin design by Others. 1-3 DFLN22x8 BC DFL p2 2.4BC Bracing Sheathed or Purlins a6-3-0, Podia design by Others. Webs DFLStd/Sad 2x4 Loads Summary - 1) truss ss has been designed for the efeam s due to 10 psfbottochord Die load plus dead loads. 2) This truss hes been designed for the effpab of a balanced design sooty load (Ps = 18.1 psQ and unbalanced design snow loads (8 n2, 5.4 psf wind, 18.1 psClco, 23.6 psflce ow peat to 5.3 ft) for hips/gables in accordance with ASCE? - 10 with the following user defined input, 29 psf grand snow load ftTmuin CaagoryC, Exposure CetegpryPartiaOy Exposed (Ce - 1.0), Building Category 110 - 1.0), Themrl Condition All Others (Ct a 1.01 Roof Slope Factor (Cs a 0.911 DOL - 1.15. 3) This truss beer been designed for the effects ofwind loads in mxordaoce with ASCE/ -10 with the following user defined input 1?0 mph ulti®te, Exposure C, Fully Enclosed, OxbldHip, Bunldirg CetegnryD (1= 1.001 Overall Bldg Drms 25 fix 60 ft, h - 15 ft, Fad Tone Truss, Both end webs considered. DOL- 1.60 , CC Tone Width 3 IL ��� 4) hfm®um storage cmc loading accordance with ®C he a 1607.1 has been applied - BUTTE �® 5) A250 @s ®vingpoint Live load hes been applied to the Be conennmt with other dead loads. Member Forces Summary Table indicates: Member 13), — CS1, amt axial fax, (— creep, to=ifdiferent from max axis] to—) I OI���ION TC I24 0.187 -250 @s 1.2 0.205 -195 lbs I5.8 0.231 265 @s 13 lbs (-08 @8)I _ I BuILp ,1r/7a 4-7 0.056, 177 Ibs (453 lbs) 15-6 0.167 276 Has (-275 the) Notes: ')This truss has been designed usingthe gram lumbareduaion factors. 2) When this trues has been chosen far quality assurance inspection, the Double Polygon Mahod per TPI 1-2007/Chapta 3 shell be used. Fabrication tolerance- 5 %. 3) Truseta ause .—action is for graphical interpretation only Ahmger orother simennl connection shell be provided to resist the ®e reaction and uplift shorn in the Reaction Summery. 4) listed wind uplift reactions based on MWFRS Only loading 5) Bearing macrial shown in the show able has onlybeen checked for resistance perpendicular to grain, and does not indicate adequacy of anterial for other design considaetions. APPRWEL) 'E- Eap: 12/:11/2016 UjC 67-407 /07/2016 NOTICE Acopy of this design shall be furnished to the erection contractor. The design ofthis individual miss is based on design mteda and requirements supplied bytheTruss Manufnent Brand relies upon the ermnuy Simpson Stang -Tic Company and complamms ofthe information ms forth by the Building DesigoceA seat on this drawing indicates acceptance ofprafrssional engi—mg responsibility solely for the ousa component design shown. Sa the cnsv page and the'bnponmt Info - a& Oeneral Notes" page far additional inaostion. AD connector plates shall be ®ubcatrcd by Simpson Strong -11e Company, Inc in accordance with ESR -2762. All connennr plans an 20 gaunt males the spedfid place size is allowed bys "-18" which indicates an 18 gaugeplete, or"S# 18", which indicates ahigh torsion 19 gangepate. Component Solutions"' Tnlss Version: 2016.4.1 [Build 61 Hanson Components, Inc. Truss: JA3 PlojectName: cooper res Date: 07/05/16 14:39:32 Page: 1 of 1 Span Pitch Qty , OHI. OHR CANT L CANT R PLIES Spacing WGT/PLY 5-8-8 -8/12 1 0-0-0 0-M 0-0-0 0-0-0 1 24 in 58 lbs 11-114 6.2-12 2-8.8 1 3-0-0 6.2-12 8-11-0 11-114 0 3x4 - 0-0-0 6 3x4 - 0-0-0 1 7-6-10 H55 1 1 } Reaction Summary IT Type Brg Combo BT Width Materiel Rqd Brg Width Mm React I- M. arevuplift Moe Wind Uplift Mex Uplift Mas Horiz 1Pin (VAdI) 1 3.5 in Douglas-F.4—h 1.50 in 244 lbs - 5-B-8 7 H Rog (Wall) 1 3.5 in Douglas -Fir -Larch 1.50 in 512 lbs - -171 lbs -171 to. 0lbs 6 H Roll (Well) 1 3.5 in Douglas-FiAmcir 1.50 in 344 lbs, -31 lbs -31 Ibs 0 lba LoadingGeneral TCDFL1l2 2.4 except TC Bracing Sheathed or Purtins at 6-3-0, Pudip design by0ibas. CSI Summary Deflection L/ (loc) Allowed . Load (psf) Bldg Codc : CBC 2013/ " TC: 0.22(1-2) %4,,t TL 0.09 in Ll 662 (6-7) 240 L/240 TCIL: 20 Gabldf6p Building Caaegnryll It - 1.00} OverallBldg Dims 25 fix 60 ft, It - 15 ft, Fad Tune Tress Both end webs considered. DOL- 1.60 CC tune Width 3 R TPI 1-2007 BC: 0.83(6-7) VFxt IL Om UP L1999 6 L/360 TCDL: 8 Rep Mbr Increase: Yes Web: 0.21(2-7) He. TL Din 7' BOIL: 0 DAL: 115% ' Creep Factor, Ker -2.0 Reaction Summary IT Type Brg Combo BT Width Materiel Rqd Brg Width Mm React I- M. arevuplift Moe Wind Uplift Mex Uplift Mas Horiz 1Pin (VAdI) 1 3.5 in Douglas-F.4—h 1.50 in 244 lbs - -370 Ibs 7 H Rog (Wall) 1 3.5 in Douglas -Fir -Larch 1.50 in 512 lbs - -171 lbs -171 to. 0lbs 6 H Roll (Well) 1 3.5 in Douglas-FiAmcir 1.50 in 344 lbs, -31 lbs -31 Ibs 0 lba Material Summary Bracing Summary TCDFL1l2 2.4 except TC Bracing Sheathed or Purtins at 6-3-0, Pudip design by0ibas. 1-3 DFLW22x8 BC DFL #2 2.4 " " BC Bracing Sheathed or Pudips at 6.3-0, Partin desip by Others. _ Webs DFL Std/Smd 2.4 Loads Summary ')Ibis nuns has been desiped forthe effmts due re 10 psfbotrom chord live load plus dead loads. " 2) Tbis tress has berm designed for the effects of s balanced drip snow load (Ps - 18.1 pso and unbalanced design mow loads 48 /12, 5.4 psf wind, 18.1 psf lee, 23.6 psf lee over peakto 5.3 fi) for hips/gables in accordance with ASCE7 - 10 with the foaowingusade6nod input 29 psf p}und snow load (PSL Tannin Category C, Exposure Category Partially Exposed (Ce - 1.01 Building Category 110 - 1.01 hca al Condition All Other (Ct - 1.01 Roof Slope Factor (Ce - 0.91 L DOL - 1.15. - 3) This truss has been designed for the cf ects of wind loads in accordance with ASCE? -10 with the following user defined input 110 mph ulnare, Exposure C, Fully Enclosed, Gabldf6p Building Caaegnryll It - 1.00} OverallBldg Dims 25 fix 60 ft, It - 15 ft, Fad Tune Tress Both end webs considered. DOL- 1.60 CC tune Width 3 R 4) Min®rm storage attic lording a eaurdmz with to he B 1607.1 has been applied BUTTE COUNTY �� 5) A250 lbs movingpoint wee load has been applied m the BC coneuvmt with other dead loads. (`/' lO Member Forces Summary Table indicates: Member ID, max CSL tre,x axial fome, (ren mmpr tome if difiecmt farm ®x axial I—)101 O N 473 lbs 4fi 0.064 -170 lbs -175 roes 5.6 0.107 -101 Ibs Notes: 1) This truss has been designed using the green Inaba reduction factors. 2) When this trans hes been chosen forqualityarsu�ce inspection. the Double Polygon Method perTPI 1-2007/Chapm 3 shall be used. Fabrication mleranccc- 5 %. 3)listed wind uplift reactions based on MWFRS Only loading 4) Beteg tint shown in the above table has only been chedmd for resistance perpendicular to gain, and does not indicate adoWacy of ®acrid for other design considerations. BUILDING DIV APPROVED ell - Exp: 12/1112016�'p Cy M 67407 � r , 07/07/2016 N07ICEAcopy ofthis design shall be fumiabod to the erection conusctnr. The design ofthis individual puss is based on design edura and requirements supplied by theTmss Manufnctma and alioupnn the xi:cunuy Simpson Strong -Tie Company and mnpleeness of the info®tion ser forth by the Building Doig¢ A sol on this drawing indicates =cap==ofmfpnsional engineering responsibility solely for the truss component design shown. Sce rhe cneR page and the "IeMortant Infn®tion B:Gmoml Notes" pap for additional info>mttion. All counaelorplates shall be t®uh—red by Si pBon Strong -Tie Comp®y, hsc in mwtdance with ESR -2762 . All cnnmm�r plena ere 20 gauge, unless the sprdied plate sine is EDIT—d bya "-I8" which indicates an18 pulp plane, or"S4 18", which indicates a high tension 18 ganpplate ® Hanson Components, Inc. Truss: K01 .hate. •• b: ProjtmtNa133e: cooper les Component Solutions"' Date: 07/05/16 14:39:33 'Truss Page: 1 of2 Version: 2016.4.1 [Build 61 Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 13-0-0 • 8/12 1 1-9-0 1-9-0 0-0-0 0-M 1 24 in 58 lbs t-9-0 SS11 0-6-0 110 12m".1 .6.0 SStt 1-9-0 - 5-5-1111-1 7-0.5 7.6.5 130-0 y 4-0.4 44-4 . Reaction Summary IT Type Bra Combo Beg WVtdth Material Rod Bra Width Max React Max 0 -uplift Max Wind Uplift Mme Uptift Max Hodz 1 Pm (wall) 1 3.5 in Douglas -Fir -herb 1.50 in 1,290 lbs A2 lbs -92 lbs 0 lbs 4 H Roll (Wali) 1 3.5 in Douglas-F'u-lertb 1.50 in 1,290 lbs A2 lbs -92 lbs 0 lbs Material Summary Bracing Summary TC DFL#2 2x4 7C Bracing Sheathed orPuAins at 46-0, Pudin design by Othem. BC DFL 02 2x4 BC Bracing Shembed orPurlins an 10-", Pudin design by Others. Webs DFL Std/Stud 2x4 Loads Summary 1) This mus has been designed forthe effects due to 10 psfbottom rbord live load plus deed loads. - 2) Standard Lords oa Trusses Carred by this Gindcr:TC Live - 20 psg TC Deed - 8 pag BC live - 0 pag BC Dead - 10 pal 3) Ibis truss has been designed for the of xm ofbelanced snow loads for hips/gables in accordance with ASCE7 -10 except as noted, with the following user defined input: 29 psf ground anon, loci (Pg). NOTE: AB fist/sloped roof faaon; baCc been ignored and the ground snow load has been used for the toot seen, load (Ps - Pg), DOL- 1.15. V the roof .- configuration diBas from hip/gable, Building Designs shalt verify snow loads. 4) This puss has not been designed for the e$cera of unbalanord snow loads. ..5) This truss hat been designed for the eff is ofwmd loads in accordance with ASCEI -10 with the following user defined input 11 D rmph ufti- FsposureC, Fully Enclosed, Gable/Hip, Building Cmegtry B p - 1.00} Overall Bldg Dins 25 fix 60 4 It - 15 0, End Zane Truss, Both end webs considered. DOL- 1.60 , CC Zane Width 3 S 6) h6nimtm storage ortic loading in anenidance with ®C lhble 1607.1 hes berm applied 7) A250 lbs craving point live load has been applied to the BC concunect with other deed loads. 0.0-0 Load Case Lrl : Std Live Load o-" load 301 Lbs Tnb Width - - RU -RE CQ U NT1r BUTTE Distrtbtthed Loads Down 301 Ibs 5-5-115-5-11 Member 1oea6on1 5-5-11• Direction . Start Load 5511 �- 7Vi5 Top Chd -1-9-0 5-5.11 130-0 Loading General 28.5 psf 24 m BUILDING CSI Summary Deflection L/ (loc) Allowed Carried Loads (psf) Bldg Code : CBC 2013/ 7-6-5 76-5 TC: 0.41(34) Vet 7L 0.15 in L/999 (4-5) L/240 Roof Snow (Ps) : 28.5 per TPI 1-2007 Do" BC: 0.82(4-5) Vat IL 0.03 in L/999 (4-5) L/360 7CDL: 8 Rep Mbr Increase: No . Proj Web: 0.17(3-5) Ho¢7L 0.03 in 4 Top Chd 5-5-11 BCIL: 0 D.O.L : 115% 25 plf - 25 plf Crap Factor, K. 2.0 d' 407 Bot Chd 0-0-0 13-0-0 BCDL: 10 Prej - 30 plf 30 plf Point Loads Reaction Summary IT Type Bra Combo Beg WVtdth Material Rod Bra Width Max React Max 0 -uplift Max Wind Uplift Mme Uptift Max Hodz 1 Pm (wall) 1 3.5 in Douglas -Fir -herb 1.50 in 1,290 lbs A2 lbs -92 lbs 0 lbs 4 H Roll (Wali) 1 3.5 in Douglas-F'u-lertb 1.50 in 1,290 lbs A2 lbs -92 lbs 0 lbs Material Summary Bracing Summary TC DFL#2 2x4 7C Bracing Sheathed orPuAins at 46-0, Pudin design by Othem. BC DFL 02 2x4 BC Bracing Shembed orPurlins an 10-", Pudin design by Others. Webs DFL Std/Stud 2x4 Loads Summary 1) This mus has been designed forthe effects due to 10 psfbottom rbord live load plus deed loads. - 2) Standard Lords oa Trusses Carred by this Gindcr:TC Live - 20 psg TC Deed - 8 pag BC live - 0 pag BC Dead - 10 pal 3) Ibis truss has been designed for the of xm ofbelanced snow loads for hips/gables in accordance with ASCE7 -10 except as noted, with the following user defined input: 29 psf ground anon, loci (Pg). NOTE: AB fist/sloped roof faaon; baCc been ignored and the ground snow load has been used for the toot seen, load (Ps - Pg), DOL- 1.15. V the roof .- configuration diBas from hip/gable, Building Designs shalt verify snow loads. 4) This puss has not been designed for the e$cera of unbalanord snow loads. ..5) This truss hat been designed for the eff is ofwmd loads in accordance with ASCEI -10 with the following user defined input 11 D rmph ufti- FsposureC, Fully Enclosed, Gable/Hip, Building Cmegtry B p - 1.00} Overall Bldg Dins 25 fix 60 4 It - 15 0, End Zane Truss, Both end webs considered. DOL- 1.60 , CC Zane Width 3 S 6) h6nimtm storage ortic loading in anenidance with ®C lhble 1607.1 hes berm applied 7) A250 lbs craving point live load has been applied to the BC concunect with other deed loads. 0.0-0 Load Case Lrl : Std Live Load Dunton Down load 301 Lbs Tnb Width - - RU -RE CQ U NT1r BUTTE Distrtbtthed Loads Down 301 Ibs Member 1oea6on1 "on2 Direction Spread Start Load End load Trib Width DIVISION Top Chd -1-9-0 5-5.11 Down Raj 28.5 psf 28.5 psf 24 m BUILDING Top Chd 7.6-5 2 5-5-11 Down prej psf ' 28.5 psf 24 b Top Chd 5-5.11 7-6-5 76-5 Down Raj 69.06 plf 9.0 89.06 plf Point loads 14-9-0 Do" ptoj - . APPROVED Manby loesuon Top Chd 5.5-11 Dunton Down load 301 Lbs Tnb Width - - Top Chd 76.5 Down 301 Ibs Load Case D1: Std Dead Load QRUF ESS/ON DimibutedLoads Member Iranian 1 loeatiap ��� RY L. G.0 T� �C Top Chd -1-" 2 5-5-11 Direction Down Spread pmi Stmt load 8 Fad load Th'b Width 8 �� ��- Top Chd 76-5 psf psf 24 m `� Exp: 12/3112016 2 14-9-0 Do" ptoj gar 8 psf 24 in Bot Chd 0-0-0 • 13-0-0 Down Proj IO psf 10 psf 12 in LU6 Top Chd 5-5-11 76-5 Down P -i 25 plf - 25 plf d' 407 Bot Chd 0-0-0 13-0-0 Down Prej - 30 plf 30 plf Point Loads .K Member L cation Direction toed Tnb Widal Top Chd5-5-11 Top Chd 76.5 Down Down 84 lbs 84 lbs r Member Forces Summary Table indicates: Member M. meat CSI, - minl fame, (mer cor pr tome if diffo-t fro.- inial (etre) 7C I7.1 0296 71 lbs (-17lbs)I2.8 0.013 -21 Ib 14-10 0.296 71 lbs (17Ibs)I • 07/07/2016 12 0.399 -1,644 Ib s 9J 0.013 -21 Ibs 12-3 0.331 -1283 lbs 13-0 0.408 -1,643 lbs I I NOTICE Awpyofthis design shall be firmished to the erection contractor. The design ofthis individual rmea is based on design criteria and mqubemeats supplied bytheTmes Manufeammand relies upon them: vnu.� and cornplaeness ofthc info�ttion act forth bythe BuildingDesigpecA seal on this drawing indicates acceptanoc ofpmfrasional mginemng responsibility solely for the most component design chows. Sec rhe corn pug: and the "Important Infor®tion Be Geaeral Notes" psg: for additional mfomdan. AE connector plates shdl be manufactured by Simpson Strong -le Company, Inc in accordance with ESR -2762 . All mnnmor plmcs are 20 gsulF, unless the specified plane size is followed by a "-18" which indicates an 18 ppm plane, or •SO 18 which indicmra a high tension 18 Stag; plate. Simpson Strong -Tie Company Hanson Components, Inc. Truss: K01 ProjectNllme: cooper res Component Solutions"" Date: 07/05/16 14:39:33 Truss Page: 2 oft Version: 2016.4.1 [Build 61 Span Pitch Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY 13-M 8/12 1 1-9-0 1-9-0 0-M 0-M 1 24 in 58 lbs EC 11-5 0.816 1,282 6 6 6 6 b b Webs 2fi 0.118 289 lbs 3-6 0.078 191 lbs (.184 lbs) 3.5 0.165 4071b6 Notes: ')Ibis truss has been designed using the green lumber reduction factors.2) When this truss has bet chosen for qualityassurance inspection, the Double polygon Mdhod per IPI 1.2007/Chapter3 shall be used. Fabrication tolerance- 5 % 3) Cuhfomis Girder setback equals 6-M, truss spacing behind girder equals 2-0-0, them is no second gado setback end jack type is Open Faced, and the comer girders are Raftds. 4) Provide adequate dtioage to pm t ponding 5) listed wind uplift reactions based on MWFRS Only loading 6) Bea®gmktreaa! shown in the show table has onlybeca�dwelmd foe resistance papmdiwlww gem, and does not indicate adequacy of n.L.W for other daiso considerations. r � . a BUTTE COUNTY BUILDING DI�f ISION y A''�OVED OQROF ESS/pN9 1.. CO Exp: 12/11/2016 � 677407 t \f• C' •tY 07/07/2016 NOMCEAmpyof this design shall be famished to the erection annotator. The design of this individual truss is based on design aitma and requh®ts supplied by theTrues Manufeenne and reliesupon the nxv , Simpson Strong -Tic Company and wngletmon of the infatuation act Earth bythe Building Daigaa. A sal on this drawing indicates aaxptanceofpmfessional mgmee®g responsibility solely for the truss wmponmt dais. showy. San khc LvrtR page and the "lmponant Information & Oman] Notes" page for additional mfo®tion. Aa connector plates shalt be ®u6curad by Simpson Swnt7fic Company, Inc in accordance with FSR -2762 . Aa conntt nr plwLs am 20 gsug; unless the specified plate sive is followed by a "-18"which indicates an I8 gsup plate, or *S# 19% which indicates a high tension 18 gauge p We Hanson Components, Inc. Component Solutions"' Truss Version: 2016.4.1 [Build 6] Truss: K02 ProjeetName: cooperres Date: 07/05/16 14:39:33 Page: I of 1 Span I Pitch . Qty OHL OHR CANT L CAVI' R PLIES Spatting WGT/PLY 13-M 8/12 1 1-9-0 1-9-0 0-" 0-M 1 24 in 48 lbs 6.6-0 13.0-0 4x51 t 0-" 0-0-0 Loading - General toad (pso Bldg Coder , CBC 2013/ TOIL: 20 TPI 1-2007 TCDL: 8 Rep Mbr lnaense:, Yen BCI.: 0 D.0.1-: 115% 6.6-0 6--0 CSI Summary TC: 0.63(1-2) BC: 0.71 (4-1) Web : 0.16 (24) Deflection L/ (loci) Allowed Vint TL 0.12 in L1999 (4-1) L/240 Vat IL 0.02 in L / 999 (36) L/360 Hoa TL 0.01 in 07 lbs 754 3 BUILDING Crap Factor, Ka= 2.0 lbs Reaction Summary 3T Type Big Combo Big Width Material Rqd Brgwidth M. Reser Mme Grey uplift Max Wind Uplift Max Uptift Max Hodz I Pm (wall) 1 3.5 in Douglas -FA -ch 1.50 m 700 Ins - -67 lbs -67 lbs -29 Ins 3 H Roo (Wan) 1 3.5 is Douglas -Fu latch 1.50 in 700 Iba - -67 roe -67 roe 0 lbs Material Summary Bracing Summary w TC DFL#2 2.4 TC Bracing Sheathed or Parties at 6.2-0, Pudin design by Others. BCDFL#2 2.4 BC Bracing Sheathed or Pudins a 10-M, Pudin design by Others.. Webs - DFL Sid/Stud 2.4 - - Loads Summary 1)This truss has been designed for the effects due to 10 pafbottom chord lite load plus dead loads. 2) This truss has been designed for the effects of a balanced design scow load (Ps m 18.1 psQ and "balanced design mow loads (8 A2, 5.4 psf wind, 18.1 paf la, 23.6 part= over pink to 5.3 B) for hips/gables in aceordanx with ASCEI - 10 with the following usa defined input: 29 psf ground snow load (PA Terrain Category C, Exposure Cmegery Partially Reposed (Ce a 1.01 Building Category B Q e 1.01 Thal Condition An Others (Ct m 1.01 Roof Slope Factor (Cs a 0.911 DOL m L 15. 3) This truss has been designed for the effects of wind loads in accordance with ASCET -10 with the following user defined input 110 aph uldmdc, Fzposum C, Fuoyi dosed, Gable fiip, Building Category B (1 e 1.001 Overall Bldg Dims 25 0 x 60 ft, h e 15 ft, Fad Tone Truss, 1` Both end webs ennsideod. DOL- 1.60 , CC Tone Width 3 ft. � p� loading in —d.. with MC Table 1607.1 has been applied 4) Mmimnm storage suit, load ay � N COUNTY ®Live load has been applied to the BC con t with other dead loads. 5)A250 lb. ving point leanm ��� BUTTE B Member Forces Summary Table indicates: Mornba 11), nor CS1, runt atin] force, (= coupt force ifdiflereut fiorn rout atial force) DIVISION 07 lbs 754 BUILDING I1-2 0.629 -707 lbs I36 0.198 lbs !LCWe 3A 0.711 470 Iba 4-1 0.711 470 lbs iAPPRMED weber240.]62 398 lbs Notes: 1) This truss has been designed usingthe gem lumbareduction fella. 2) when this truss has been chosen forqualityassurma inspection, the Double Polygon Method pa TPI 1-2007/Chapter 3 shell be used. Fabrication tolerance= 5 %. 3) listed wind uplift reactions based on MWFRS Only loading 4) Bearing ®serial the— in the show table has only been checlacd for resistance perpendicular to grain, and does not indimre adequacy of mal for other design considerations. A OQROF ESS/oak �. � L. G,UNT F,'L Exp: 12131/2016Uj Z 67407 ~ 07/07/2016 NOTICE Aenpy of this design shall be famished to the nation enntr anter. The design ofthis individual truss is based on design criteria and eequire®ts supplied bytheTruss Mmufeentra®d relies upon ihc+u:curuy I Simpson Strong -Tic Company d ancompinenese ofthe info�uiop ant forth by the Building Designer. A seal on this drawing indicates acceptance ofprofeen ssional engineering responsibility solely for the truss ment design shown. sttponrhe cater page and the "Important Infnt®tion & Genemi Notes" page for additional infomation. All connector plates shall be t®uktured by Simpson Strong -Tic Company, Inc in accordance with PSR -2762 . All cnnmm�r plmce aR 20 gmge, unless the spea6d plain size is followed by a'l 8" which indictors an 18 Ssuge plate, or "S# 18", which indicates a high tension 19 gauge plate Hanson Components, Inc. Component Solutions"" Truss Version: 2016.4.1 [Build 61 Truss: K03 Project Name: cooper res Date: 07/05/16 14:39:34 Page: 1 oft Span Pitch . Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 12-10-8 8/12 1 1-9-0 0-M 0-M 0-M 1 24 in 45 lbs Loading land (P-0 TCIL : 20 TCDL: 8 BC(L: 0 14-7-8 —( 6-6-0 --I 12-10-6 46 1 2 0-0-0 0.0.0 ' 6.6-0 6-4.8 6.6-0 12-10-8 General . CSI Summary Deflection L/ (loc) Allowed Bldg Code: CBC 2013/ TC: 0.63(1-2) Vat TL 0.13 in L/999 (4-1) LJ240 TPI I-2007 BC: 0.71(4-1) ltd 1L 0.02 in 1./999 (34) L/360 Rep Mbr Increase: Yes Web : 0.16 (24) Heb TL 0.01 in 3 D.O.L : 115% Creep Fedor, Kam 2.0 Reaction Summary TT Type Brg Combo Erg Width Material Rqd Btg VKdth Max Reset Max a—Uplift Max Wind Uplift Mor Uplift Max Honz 1 Pin (Wall) 1 3.5 m Douglas�'u-ImeL 1.50 in 699 lbs - -70 Ibs -70 Flat 64 16s 3 H Roll (Wall) _ 1 3.5 in Douglas -Fill -Larch 1.50 in 599 lbs - -32 Ila -32 lbs 0 lbs Material Summary Bracing Summary TC DFL02 2x4 TC Bracing Sheathed or Purims or 6-2-0, Partin design by Others. BC DFLp2 2x4 BC Bracing Sbeathed or Purtins a 10-04, Partin design by Mon;. Webs DFL Std/Stud 2x4 Loads Summary ])This muss has been designed for the dcora duc to 10 psfbomorn chord live load plus dead loads. 2) This muss has been deaigned for the effects of a balanced design snow load (Ps - 18.1 psl) and unbalanced design snow loads (8 /12, 5.4 psf wind, 18.1 psflm 23.6 part. ow peak to 5.3 It) for hips/gables in accordance with ASCE! -10 with the following user defined input: 29 psf ground snow load (Pa Terrain Category C, Exposure Category Partially Exposed (Ce - 1.01 Building Category no - 1.01 Thmenl Condition All Others (Ct - 1.0). Roof Slope Factor (Cs -0.91), DCL- 1.15. 3) This meas has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input: 110 mph ulrirmte, Ficposum C, Fully Fmelosd, OabldHip, Building CdegoryB 0 - I.OD). Overall Bldg Dims 25 fix 60 ft, h - 15 2, Fad Tone Truss, Both end wens considered. DOL- 1.60 , CC Zone Width 3 IL 4) hfm®tm storage amc loading in accordance with BC Thble 1607.1 has been applied 5) A250 lbs moving point live load has been applied to the BC conatmat with other dead loads. co Member Forces Summary Tablp indica: MmtbalD, max CSL max axinl tome, (= corer fume ifdtffamt fmm� axial force) BUTTE COUNT 1y, TC 15.1 0.198 54 lb. 11-2 0.634 -705 lbs 12.3 0.627 - -707 Ibs 1 Notes: 1) This Nass has been designed using the gram lumber reduction factors. - 2) Wbm this was has been chosen for quality assurance inspection, the Double Polygon Method perTPI 1-2007/ChEpw 3 shag be used. Fabrication tolerance - 5 W 3) listed wind uplift reactions based on MWFRS Only loading 4) Bearing material sbowo in the show table has only bow chwJmd for mistance perpendicular to grain, and does not indicate adequacy of mal for other deago considerations. G BUILDING DIVISION APPROVE® A L. G,VNT l�\ EAP: 12/31/2016 'P R UJ 07 /07/2016 NOTICE Aapyofthis design shall be furnished to the action connaaer. The design ofthis individual moss is based on design .atwa and requirements supplied by thcTnm Mauftaurer and ¢lies upon the mxunay Simpson Strong -TIC Company and compic mess of the information as Earth by the Building Designer. A seal on this drawing indite acceptance of pm6asional mgineetingrtaus responsibility solely for the ms componaSar the design shown. Sthe acv; peg and the "Important Info®tion & General Notes" page for additional infom3tion. Aa weacca rplates shall be ®ufaanmd'ay Simpson Swog-lie Company, Inc in aaurduna with ESR -2762 . All cnnmm�rplmes an 20 grog, unless, the specified plate sin is &II d by a "-18" which indicates an 18 gm9;pin1w or "Sp 18", which indicates ahigh torsion 19 pulp plate. Hanson Components, Inc. Truss: K04 ProjectName: cooper res Component Solutions"," Date: 07/05/16 14:39:35 Truss Page: I of I Version: 2016.4.1 [Build 61 Span- Pitch Qty OHL OHR CANTL CANT PLIES Spacing WGT/PLY 12-9-0 8/12 1 0-0-0 0-M 0-M 0-M 1 24 in 42 lbs Loading Lead (pall TCLL: 20 TCDL: 8 BCiL: 0 0.60 � - 0-0.0 a .6-4-8 64-8 ' 6.4-6 I 12-6-0 General CSI Summary Deflection L/ (loci) Allowed Bldg Codc: CBC 2013/ TC: 0.63(2-3) ., Wt TL• 0.11 in L/999 (34) L/240 . TPI 1.2007 BC : 0.70 (34) Vet LL• 0.02 in L/ 999 (34) L/360 Rep Mbr Inc mss : Yes Web : 0.16(24) Ho¢ M.0.01 in 3 DAL: 115 % Creep Factor, Ker a 2.0 Reaction Summary IT Type Beg Combo Brg Vhdth Material Rod Brg Width Max Reset: Mme a—uplift Max Wind Uplift Mme uplift Max Horiz 1 Pm (Wall) 1 3.5 in DouglasFir4—b 1.50 in 598 lbs - -36 16. -36 lbs 39 lbs 3 H Rog (Wall) 1 3.5 in DouglasFn-l—b 1.50 in 598 ms - -36 lbs -36 lbs 0 lbs Material Summary Bracing Summary 7C DFL #2 2x4 7C Bearing Shembed or Purlins at 6-2-0, Pudic design by Others. BCDFL#2 2.4 - BC Bracing Sheathed or Purlins at 10-0-0, Pudin design by Others. Webs DFL Std/Smd 2x4 Loads Summary 1) This =a has been designed ferthe effects due to 10 psfboumn chord live load plus dead loads. 2) This noes has been designed for the effects of a balanced design mow load (Ps - 18.1 pall and -balanced design snow loads (6 /12, 5.4 psf wind, 18.1 parlor, 23.6 psf la over peak to 5.3 B) for hips/gtbles in accordance with ASCEI - 10 with the following user defined input 29 psf ground now load (Pa Tenain Category C, r posure Category Partially Fiposed (Ce a I *a� Building Category 110 - 1.01 Thermal Condition All Others (Ct m 1.0), Roof Slope Factor (Cs m 0.91), DOL= 1.15. .. 3) This truss hes bem designed far the effects of wind loads in accordance with ASCE/ -10 with the following user defined input 110 mph ulti>sID de, Exposure C, Fully Fndoaed, Onble/Hip, Building Category 110 m 1.00), Overall Bldg Dims 25 Its, 60 ft, h ® 15 ft, End Zone Truss, Both and webs considers. DOL- 1.60 , CC gene Width 3 8 4) bLo®rm storage aIDe loading in accoedanee with IBC 7lble 1607.1 has bean applied 5) A250 lbs moving point live load has been applied to the BC conaanmt with other dead load.. Member Forces Summary Table indicates: Member 11), max CSI, max axial fora, (max air fora ifdiffer ant from max axial tome)' TC 11-2 0.632 -705 ths 12.3 0.632 -705 lbs Notes: 1) This truss has been designed using the gem lumber reduction factors. 2) What this truss has bom chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used. Fabrication tolersoce- 5 %. 3) listed wind uplift reactions based on MWFRS Only loading ' 4) Beningmateda! shown in the shove table has only been tbmW far rosistencc perpendicular to Scum, and does not radiate adequacy of ®taial far othadmigh ansidaetions. BUTTE COUNTY BUILDING DIVISION APPROVED F j�Y L. G.UH 4 Exp: 12/-11/2016 'P /07/2016 NOTICE Acopy ofthis design shall be famished to the action contractor. The design ofthis individual truss is bond on design mean and requirements supplied bythcTmss Manufectarermd reins upon rhe wcumn Simpson Strong -Tic Company encom d mpleess ofthe information act forth by the Building Designee A seal on this dewing indicates aaeptma ofpcolusional engineering responsibility solely far the truss component design shown. Sm the— y page end the "hrgortart Inf-ratiou & Gme d Notes" page for additional mfommtion. AE connector plata shall be®ufactured by Simpson Strong -To Company, Inc in accordance with ESR -2762 . All mnncranr plates are 20 gaup, unless the specified plate size is followed bye "-18" which 'radiates ®I8 Stage plate, or "S# 18", which 'indicates a high tension 18 gauge phim fTw QVIn SST 17 axe - 6x6 - O -G-0 0-0-0 0.2-11 B-9-50.�-�12 6-9-4 s - 6-2-11 15.0.0 152-12 22-0.0 Loading General Hanson Components, Inc. CSI Summary Truss: L01 Deflection L/ (loci) Allowed Carried Loads (poll Bldg Code: CBC 20131 TC: 1.00(34) Member Forces Summary Mt71 0.43m L/417 , (8.1) L/240' Roofs -(Ps): 28.5 psf I14 1.00 ProjectName: cooper res Component Solutions"" Vet 1L 0.18 m. L/973 (8.1) L/360 TCDL: 8 Date: 07/05/16 14:39:35 Truss Web: 0.87(35) 2,622 the (-209 lbs Hoa TL 0.04m 7 Page: 1 oft Version: 2016.4.1 [Build 61 115% Creep Factor, Ker- 2.0 Span Pitch Qty OHI, OHP. CANT L CANT R PLIES Spacing WGT/PLY 22-M 2/12 1 1-9-0 0-M 0-0-0 0-M 2 24 in ' 86 lbs (1:1-2.10,1-2,0.)(2:10-13.1-12,0.)(3:6.14,3.8,0.) 43-9-0 (7:0-0,3-0,0.) i 1-9-0 6-2-11 1 1-9-0 4-1-3 S10-3 414 52-11 7-11-11 12-0.14 17-11-2 22-0-0 1-4-4 fTw QVIn SST 17 axe - 6x6 - O -G-0 0-0-0 0.2-11 B-9-50.�-�12 6-9-4 s - 6-2-11 15.0.0 152-12 22-0.0 Loading General CSI Summary Mamba Location Direction Deflection L/ (loci) Allowed Carried Loads (poll Bldg Code: CBC 20131 TC: 1.00(34) Member Forces Summary Mt71 0.43m L/417 , (8.1) L/240' Roofs -(Ps): 28.5 psf I14 1.00 TPI 1-2007 BC:0.89(8-1) Vet 1L 0.18 m. L/973 (8.1) L/360 TCDL: 8 Rep Mbr lnctense: No Web: 0.87(35) 2,622 the (-209 lbs Hoa TL 0.04m 7 BOLL: 0 D.O.L. : 115% Creep Factor, Ker- 2.0 BCDL: 10 Plate OOsets(1nt:XY,Ang): (1:4-14.2-5,0.) (1:1-2.10,1-2,0.)(2:10-13.1-12,0.)(3:6.14,3.8,0.) (4:0-0,3-8,0.) (5:34,3.8,90.) (6:5-0,35,0.) (7:0-0,3-0,0.) (8:10-13.4-0.0.) Reaction Summary IT Type Bm Combo Bm Width Material Rod Bm Width Man React Mme Ca -Uplift Max Wind Uplift Max Uplift Max He- 1 Pm (Well) 1 3.5 in Douglas-Fir4mch 1.50 in 1,467 lbs - .88 [be .88 @s -1,864 lbs 7 H Rog (Wan) 1 3.5 in Douglas -Fir -Larch 1.88 in 3,525 lbs - -236 the -236165 0 the 6 H Rog (Wall) 1 3.5 in Douglas-Fu-lordr 1.50 in 341 lbs - - 0 the Material Summary Bracing Summary 7C DFL #2 2x4 TC Bracing Sheathed or Pudrts at 4-0-0, Pudm design byothes. BC DFL N2 2x4 BC Bracing Shestbed or Pontine m 10-0-0, Poulin design by0the s. Webs DFL Std/Stud 2x4 Loads Summary 1) Ibis was has been designed for the effects due to 10 psfbowom chord live load plus dead loads. 'I) Ibis truss has been designed for a 2,000 the dmg load distributed along the TC ralre from each diversion. 3) Standard toads on Trusses Carried by this Glide: 7C Linc - 20 pet TC Dead - 8 pat BC Live - 0 pal: BC Dead - 10 psf 4) Ibis wss hes beandesig2ed for the ctlkct ofbalanced snow loads for hips/gibles in accordance with ASCE7 -10 except as noted, with the following user defined input: 29 psf ground avow load (Pg). NOTE: AR Bat/sloped mof fisctora have been ignored and the ground snow load has been used for the mof snow load (Ps - Pa DOL- 1.15. If the roof configuration dill=firm hip/gable, Building Desigoer&hall verify snow loads. 5) This nos has not been designed for the effects of unbalanced snow loads. - 6) This tress has been designed for the okra of wind loads in err ordance with ASCE7 -10 with the following new defined input 110 nph ultimate, Expomm C, FuOy Enciosed, GabldHip, Building Category 110 - 1.001 Overall Bldg Dims 25 fix 60 ft, h - 15 IL Fad Zone Truss, Both end webs considered. DOL- 1.60 , CC Zone Width 3 8 7) Minimum storage attic loading in eoeordance with BC "Able 1607.1 has been applied 8) A250 the moving point lies load has been applied to the BC conernrmat with other deed loads. Load Case LA: Std Live Load Dtstrtbtded Loads Member - Location I location 2 Direction spread Srmt Load End load Tnb Width Top Chd -1-9-0 6-2.11 Down Proj 28.5 psf 28.5 par 24 in Top Chd 6-2-11 22-M Down Pmj 135.38 plf 135.38 plf Point Loads Member Location Direction Load TKb Width Top Chd 6.2-11 Down 585 lbs Load Case D 1: Std Dead Load I� c 11MM1111K?r3 Bot Chd 0-0-0 22-0-0 Down Top Chd 6-2-11 22-0-0 Doom Bot Chd ".a 22-0-0 town 10 psf 10 par 12 in 38 plf 38 plf 40 plf 40 plf Point Lends Mamba Location Direction Load Tnb Width Top Chd 6.2.11 Lown 164 lbs Member Forces Summary Table indicates: MemberM, max CSI, max mint force, (anx comp[ fora ifdifirent fiommex axial force) TC -I1 (66 ths)I2-10 0.533 5 29 [be I14 1.00 81 lbs (-260 the)I 1-159 2 0.649 -2,678 ti71 s 0.084 42 the 4 3 0 625 lbs BC 6.7 0.584 -360 lbs 7.8 0.608 705 the (-133 Iba)18-10 886 2,622 the (-209 lbs 6 3x4 - BUTTE( COUNrf BUILDING DIVISION APPROVED L. Gu4,TF Exp: IMIA /2016. y m 67.407 ;0 4( /07/2016 r�RY NOTICE Acopy ofthis design shall be furnished to the erection contractor. The design of this individual truss is based on design mtedn ad requirements supplied bytheTnrss Mm f t -and relies upon the wmny Simpson Strong -Tic Conpany and coroplermess of the information set forth by the Building Dosigum A sal on this drawing indicates aacpt®ce ofprofrssionel mgmeeing responsibility solely lir the truss component design shown. Sec she cove pep and the "Important Information AtGeneral Note" page fcradditiopel infomntion. All mmeaorplmes shall be manufactured byS®pson Swng-Tie Company, Inc in aceordance with ESR -2762 . All acnnexsmrplmcs art 20 geng, unless the specified plate size is ftRowed bye "-18" which indicates an 18 pub plate, or "Sp I8", which indicates ahigh tension 18 gainplate Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 22-0-0 2/12 1 1-9-0 0-M 0-" 0-0-0 2 24 in 86 lbs Web63B 6x .7 7 , s e s (-78@s) 0.866 1,90 0.33 -1725 56 0.025 -124 lb, Notes: 1) Ibis truss hes been designed using the gram lutea reduction fiuzors. 2) When this trues hes been cbosm for qualityssusmce inspection, the Double Polygon Method pa TPI 1-2007/Chapter 3 shell housed Fabdcatiom tolerance= 5 %. 3) Califomis C9rda serbaelt equals 9-", truss spacingbehind girds equals 2-0-0, there is no second gbda sabadk and jack type is Open Faced, and the roma girders ac Ragds. 4) Provide adequate desinage to pmsmt ponding 5) The form shown for this onrlti-ply trues are per ply and the reactions are for all plies. Two identical wass shall be built and attached as follows: TC -I mw of IOd Nails orGun Neils [min 0.120" dice x 2 7/8" longl @ 11" o.c, BC -1 row of l0d Nail. or (hen Nailer [®n 0.120" dice x 2 7/9" lang) Q 12" o.c , Webs -I row lad Nails or Gun Nails [min 0.120" dice x 2 7/8" lon9)®9" o.c. In addition to the 6sstming outlined show, provide the following supplemental fasteners within 24" of the location(s) listed below in Ica of using hanger conmmrs �that arc capable of ' �nafemng the entire load between the plis: TC: 6-2-11, (3)1 ad Nails or Gun Nails [min 0.120" dice x 2 7/8" long) ' 6) Where required, sufficient hangers shall be provided (by others) to mist reactions shown. 7) Install the screws/nails on one side; do not flip truss. Sam-donilc shall be installed in the same arras ply that the hangers are anarbed to. 8) Lateral bracing shall be attached to each ply. 9) All fastmers ®nimrm 2.12" long unless otherwise noted. 10) Nails in I at and 2nd ply obeli be staggered fioro succea.iw plies by 12 the mail spacing 11) Listed wind uplia reactions based on MWFRS Only loading 12)Bearing ®terial shown in the show table has only been cbadod for resistance perpendicular to g®, and dos not indicate adequacy of material for other dsigi considerations. - " y Hanson Components, Inc. Truss: L01 :`•'"' Project Name: cooper res Component Solutions"" Date: 07/05/16 14:39:36 Truss Page: 2 of 2 Version: 2016.4.1 [Build 6] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 22-0-0 2/12 1 1-9-0 0-M 0-" 0-0-0 2 24 in 86 lbs Web63B 6x .7 7 , s e s (-78@s) 0.866 1,90 0.33 -1725 56 0.025 -124 lb, Notes: 1) Ibis truss hes been designed using the gram lutea reduction fiuzors. 2) When this trues hes been cbosm for qualityssusmce inspection, the Double Polygon Method pa TPI 1-2007/Chapter 3 shell housed Fabdcatiom tolerance= 5 %. 3) Califomis C9rda serbaelt equals 9-", truss spacingbehind girds equals 2-0-0, there is no second gbda sabadk and jack type is Open Faced, and the roma girders ac Ragds. 4) Provide adequate desinage to pmsmt ponding 5) The form shown for this onrlti-ply trues are per ply and the reactions are for all plies. Two identical wass shall be built and attached as follows: TC -I mw of IOd Nails orGun Neils [min 0.120" dice x 2 7/8" longl @ 11" o.c, BC -1 row of l0d Nail. or (hen Nailer [®n 0.120" dice x 2 7/9" lang) Q 12" o.c , Webs -I row lad Nails or Gun Nails [min 0.120" dice x 2 7/8" lon9)®9" o.c. In addition to the 6sstming outlined show, provide the following supplemental fasteners within 24" of the location(s) listed below in Ica of using hanger conmmrs �that arc capable of ' �nafemng the entire load between the plis: TC: 6-2-11, (3)1 ad Nails or Gun Nails [min 0.120" dice x 2 7/8" long) ' 6) Where required, sufficient hangers shall be provided (by others) to mist reactions shown. 7) Install the screws/nails on one side; do not flip truss. Sam-donilc shall be installed in the same arras ply that the hangers are anarbed to. 8) Lateral bracing shall be attached to each ply. 9) All fastmers ®nimrm 2.12" long unless otherwise noted. 10) Nails in I at and 2nd ply obeli be staggered fioro succea.iw plies by 12 the mail spacing 11) Listed wind uplia reactions based on MWFRS Only loading 12)Bearing ®terial shown in the show table has only been cbadod for resistance perpendicular to g®, and dos not indicate adequacy of material for other dsigi considerations. - " y f ' a BUTTE couNrY BUILDING DIVISION APPROVED G.iIN\ Exp: IW 1/2016 " U 67.407 07/07/2016 NOTTCEAcopy of this design shallbe fiumished to the etaaion contractor. 7be design of this individual truss is bated on design enteda and requirements supplied bythe71rus Meoufimua and relic upnn the necunuy Simpson Strong -Tie Company and rpicrosa of the infomeation set forth by the Building Designer. A seal on this drawing indicates acceptance ofprofssional mgneeungr sponsibility solely forthe truss component design ab enu co . S —he caw• ns pap and the "Important hrfoumtion $ General Nous" page for additional mthmco® ntion. All nnactor plats shell be ubat urdStrong-leby Simpson Strong -le Company, Inc accordancemn accordance with ESR -2762 . All nm'r pla are 20 guugr, unless the specified plate aim is followed by a "-1 gn which inducts an 18 gauge plate, or "Sp 18", which indicts a hiah torsion 18 gauge plana r been dmeen 4) This Dasa ha beenof nal lea noord-ca with desipd for0e eliecta ofwind loads m naw»rdana with ASCEI -10 with the followinguaer defined input 110 mph uldmatq Exposure C, Furey Fadoaed, BUTTE Hanson Components, Inc. Truss: L02 - Max He& 1 Pin (Wall) 1 3.5 in Douglas-Fir-Iaach 1.50 in 589 lbs - - a6 lbs ProjedNllme: coopares 'Component Solutions"t 7 H Rog (Wall) 1 3.5 in Douglas -Fir -Larch 1.50 in -, 1,092 lbs - -79 Has " Date: 07/05/16 14:39:36 Truss ' B-9-6-12 0 Its ,t Page: I ofl Version: 2016.4.1 [Build 6] _ 3-8 0.484 1,137 lbs (-345 lbs) 4-7 0.225 -1,059 Its 5.6 0.035 •7716s TC DFL42 2x4 .. TC Bracing Sheathed or Purima at 4.", Pudin design by Others. 6.2-11 - Span ' Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 21-10-0 2/12 1 1-9-0 0-M 0-0-0 0-0-0 1 24 in 85 lbs QPRO L• CSI Summary 23-7-0 L/ • 1-9-0 - 6-2-11 3-B-0 2-13 I 5.103 I 3-10-14 I 6-2-11 I 9-11-11 12-0.14 17-11-2 21-10-0 L/605 (8-1) L/240 144 20 Member 2-5 Is a TC and shall be braced as defined In the Bracing Summary. . 40 - 5X6 - 6 3x4 - . been dmeen 4) This Dasa ha beenof nal lea noord-ca with desipd for0e eliecta ofwind loads m naw»rdana with ASCEI -10 with the followinguaer defined input 110 mph uldmatq Exposure C, Furey Fadoaed, BUTTE •0-0.0 TT Type Bap Combo Bap Width Material Rqd Bag Width Max React Mm Gray Uplift Max Wind Uplift .. Max He& 1 Pin (Wall) 1 3.5 in Douglas-Fir-Iaach 1.50 in 589 lbs - - a6 lbs 0-0-0 103 Has 7 H Rog (Wall) 1 3.5 in Douglas -Fir -Larch 1.50 in -, 1,092 lbs - -79 Has " 6-2-11 - 6 H Roll (Wall) 1 3.5 in Douglas-Fir-laada 1.50 in . 297 The ' -:!S Its -7 lbs ' B-9-6-12 0 Its ,t 6-7-4 _ 3-8 0.484 1,137 lbs (-345 lbs) 4-7 0.225 -1,059 Its 5.6 0.035 •7716s TC DFL42 2x4 .. TC Bracing Sheathed or Purima at 4.", Pudin design by Others. 6.2-11 - I 15-0.0 152-12 21-10-0 Loading 3) Pmvide adequme dminap to prevent pondingF ESS/�N General QPRO L• CSI Summary Deflection L/ (loci) AIIowed toed _ (pall Bldg Code: CBC 2D63/ TC: 0.54(3.4) Vet TU 0.29 in L/605 (8-1) L/240 TCIL: 20 Simpson Strong -Tic Company and co�ltaanas ofthe info®otion em font by the Building Designer. A sal on this dmwingindiates acuptanan ofprufiaasiooal atgmemng responsibility solely for the truss component design shown. Sec rhe. co.cr TPI 1-2001 BC: 0.83 (9.1) %tat LU 0.1 in L/999 (8-1) L/360 'MDL: 8 Rep Mr Increase: Ya - Web : 0.48(3-9) Hart TL• 0.03 in 7 BCIL : 0 D.O.L. : 115 % Creep Factor, Ka = 2.0 Reaction Summary been dmeen 4) This Dasa ha beenof nal lea noord-ca with desipd for0e eliecta ofwind loads m naw»rdana with ASCEI -10 with the followinguaer defined input 110 mph uldmatq Exposure C, Furey Fadoaed, BUTTE COUNTY TT Type Bap Combo Bap Width Material Rqd Bag Width Max React Mm Gray Uplift Max Wind Uplift Max Uplift Max He& 1 Pin (Wall) 1 3.5 in Douglas-Fir-Iaach 1.50 in 589 lbs - - a6 lbs -66 lbs 103 Has 7 H Rog (Wall) 1 3.5 in Douglas -Fir -Larch 1.50 in -, 1,092 lbs - -79 Has -79 lbs 0 Has 6 H Roll (Wall) 1 3.5 in Douglas-Fir-laada 1.50 in . 297 The ' -:!S Its -7 lbs -25 lbs 0 Its ,t Material Summary Bracing Summary _ 3-8 0.484 1,137 lbs (-345 lbs) 4-7 0.225 -1,059 Its 5.6 0.035 •7716s TC DFL42 2x4 .. TC Bracing Sheathed or Purima at 4.", Pudin design by Others. Notes: BC DFLN2 2.4 BC Bracing Shouted or Pudins at 6-3.0, Pudin design by Othco. 2) When this truss hasbeen rbosm for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Chepra 3 shall be used. Fabrication tolmma - 5 %. Webs DFLStd/Stud 2.4 3) Pmvide adequme dminap to prevent pondingF ESS/�N Loads Summary QPRO L• 5)Besting armorial shown in the shove table has only beat chadcd for —W-. perpendicular to gr®, and does not indicate adequacy ofmateial for other design considerations. _ 1) This taus: has been daiped for the a&as due to 10 psf bottom chord are load plus dead loads. ���fG �� Cy 2) This truss has beat designed for the cffms oCabalanced drip anew load (Ps = 20 goal) for hips/gablesis accordance, with ASCB7 -10 with the foaowinguser defined input 29 psf at,: Ili 1/2016LU Rt ground snow load (Pg), Max® Category C, Fiposure Category Patially Exposed (Ce - 1.01 Building Category Ila = 1.0), Thermal Condition All Others (Ct - 1.0). Roof Slope Factor (Cs - 1.001 DOL- 1.15. ~ �j 1 3) This mass hes tot enc d mow s. daiped Cor Who, been dmeen 4) This Dasa ha beenof nal lea noord-ca with desipd for0e eliecta ofwind loads m naw»rdana with ASCEI -10 with the followinguaer defined input 110 mph uldmatq Exposure C, Furey Fadoaed, BUTTE COUNTY GnbldFBp, Building CategoryB a - 1.001 Overall Bidg Dims 25 fix 60 8, h - 15 t4 Eod Zone Trues, Both and webs considered. DOL- 1.60 , CC Zone Width 3 It S) Minim ams londmoa azmcdma with 607.1has hem otheird BUILDING theBC 6) A250 lbs ®vingpoinl live load has hem applied rn the BC comm�ant with other dead loads. onm8po DIVISION Member Forces Summary Table indicates: Mcoaba 1D, ®r CSI, max social force, (mac compr force if di6ermt fiom®a axial force) TC 9-1 0.191 16 Is 2-3 0.284 •1,494 lbs 34 0.545 1,164 Its (453 the) APPROVED 1-2 0.509 -1 531 lbs 2.10 0.427 -28 Has 4-5 0.343 21 lbs (A lb.) BC 6-7 0.812 -305 lbs 17.8 0.820 419 Has (•211 lbs)18-1 0.826 1,490 lbs (-543 lbs Webs 2-9 0.059 1681bs (-64 ibs) 3-7 0.357 -1,679 lb, 4.6 0.129 319 lb. (d6 lbs) _ 3-8 0.484 1,137 lbs (-345 lbs) 4-7 0.225 -1,059 Its 5.6 0.035 •7716s Notes: 1) This truss has been designed using the green hrmber reduction factors. 2) When this truss hasbeen rbosm for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Chepra 3 shall be used. Fabrication tolmma - 5 %. 3) Pmvide adequme dminap to prevent pondingF ESS/�N 4)Listed wind uplift tractions based on MWFRS Only loading QPRO L• 5)Besting armorial shown in the shove table has only beat chadcd for —W-. perpendicular to gr®, and does not indicate adequacy ofmateial for other design considerations. _ �Ry G,(���L.2 ���fG �� Cy at,: Ili 1/2016LU Rt Of 07 6 4� ~ 07/07/2016 NOTICE Ampy ofthis design shall be furnished to the erection contrsctor. The dnip of this individual truss is based on design mteda and requir®ts supplied bytheTrum Manufuxurcand relies upon the ae-uan'V Simpson Strong -Tic Company and co�ltaanas ofthe info®otion em font by the Building Designer. A sal on this dmwingindiates acuptanan ofprufiaasiooal atgmemng responsibility solely for the truss component design shown. Sec rhe. co.cr pap and the "Important Information &Gan®1 Nota" pap for additional infom action. All connacmr plena shall be ®ufmauacd by Simpson Strung-•Rc Company, Inc in aeeordanco with ESR -2762 . All rnnnccanr plena are 20 gage, unless the specified plate size is followed by a "-18" which indicates an 18 gaup plot-, or "Sp 18", which indicates a high torsion 18 gaup plate. Hanson Components, Inc. ' Truss: L03 - " Project Name: cooper res Component Solutions'?1 Date: 07/05/16 14:39:37 Truss Page: 1 of 1 Version: 2016.4.1.[Build 6] Span Pitch Qty OHL OHP CANT CANTR PLIES Spacing WGT/PLY 21-10-0 2/12 1 1-9-0 0-M 0-M 0-M 1 24 in 88 lbs 23-7-0 51-6 1 5.1.6 l 1-7.8 1 34-9 1 6-74 5-1-6 10.2-11 11-10.3 15 2-12 21-10.0 2-0-4 v I - 1x4 1 - 4x8 - 5x6 - 0.0-0' 0-0-0 5-1-0 5-0.1 6.74 ' 11-6 10-2-11 1 15-2-12 1 21-10-0 ' Loading General CSI Summary Deflection U (Doc) Allowed Load (psf) 'Bldg Cod.: CBC 2013/ TC: 0.68(4-5) Wt TL• 0.29 in L/602 (8-9) L/240 TCLL: ' 20 TPI 1-2007 BC: 0.83(8-9) Man LL 0.1 in L/999 (8-9) L/360 TCDL: 8 Rep hbr Increase: Ya Web: 0.65(4-8) He= TL 0.03 in 7 BCLL : D D.0.1-: 115% Creep Factor, Ka- 2.0 BCDL:, ` 10 - PlmeOBsetsQnLXY,Angk 0:4.14,2.5,0.) (1:1-2-10,1-2,0.)(2:1-12,34,9.) (3:10-13,1-12,0.)(4:0-0,3.8,0.) (5:34,3-9,90.) (6:5-0,3-8,0.) (7:0-0,2-8,0.) B:9 -I,3 �,O. 19:0-0,90 ) Reaction Summary 3T Type Brp Combo BM Width Matctial Rqd Brg Width Max Read I M. Oreo liplin Mme Wind Uplift Max upli8 Max Hodz I*Pin (Wall) 1 3.5 m Douglas-Fir-lamh 1.50 •m 703 lbs - -64 lbs 64 lbs 96 lbs 7 H Rog (Wall) 1 3.5 in Douglas -Fir -larch 1.50 in 1,208 lbs - -86 lbs 46 lbs 0 lbs 6 H ..It (Wall) 1 3.5 in Douglas -Fir -larch 1.50 in 256 lbs -141 lbs -107 lbs -141 lbs 0 lbs Material Summary Bracing Summary TC "' DFLg2 2x4 TC Bracing Shmthd or Pudms a 3.11-0, Pudic design by Other. BC DFLD2 2x4 - BC Bracing Sheathed or Purlins a 5.10-0, Partin design by Oben. Webs • DFLStd/Smd 2x4 ' Loads Summary ' ')This truss has been designed fnrtbe c(feas due to 10 psfbouomehord five load plus deed loads. 2) This buss has been designed for the alle s of a balanced design snow load (Ps - 20 psO and unbalanced design mow loads (2 /i2, 6 psf wind, 20 psf lee, 11.8 part= over pesk to 10.7 fi) for hips/gtbles in azmrdance with ASCE) -10 with the following user defined input: 29 psf gmund snow load (PATmmn CatgPty C, Exposure Category Patial1y &posd (Ctf - 1.0)t Budding Category110 - 161 Theorist Condition All Other (Ct - 1.01 Roof Slope Factor (Cs - 1.001 DOL- 1.15. 6 3x4 - { 3) Thu mass has been dwig+d for the etbcts of ward loads in accordance with ASCE! -10 with the following user defined input 110 apb ult®te, Exposure C, Fully Fadosd, BUTTE COUNTY OsbldHip, Building Categorya (1- 1.001 Overall Bldg Dims 25 fix 60 4 h - 15 0, End Tone Truss, Both end webs considered. DOL- 1.60 , CC Zane Width 3 1L 4)hfin®nm storage sttic loading in accordance with IBC •able 1607.1 has been applied BUILDING DIVISION 5) A250 lbs moving point live load has b® applied to the BC conemmt with other dead loads. Member Forces Summary Table indicates: Member m, stmt CSI, max axial force, (mm cortpr force if difamt fiom max exist force) B 0.051 -11 ass I l-2TC 0.345 -2.064 bs 0.196 18 ass I34 0.528 450 lbs 14-51 0.683 31 lbs (-i4 lbs) APPROVED BC 6-7 0.797 -1,000 lbs SA 0.827 21018 bs (-366 lbs) 2-8 0.323 1 lb I3-8 0.050 1.201 lb: I46 0.458 1,037 bs (-186lbs)I I , Notes: 1) This truss has been designed using the geed lumber reduction factum. 2) When this truss has been xhosm for quality assurance inspection, the Double Polygon Method per TPI 12007/Chapter3 shell be used. Fabrication tolerance - S %. ROF ESS/Q 3) Provide adequate dramege to prevent ponding Q 4) ®Indicatamntinuous larval rmtmint (CLR) rcquird or the location(s) ahown. Rows ofCIR mut be adequoVlydiagonaaybmced, sen D-WEBCIRBRACE For alt®atives to �0 �r L. G � q� CLRs and diagonal brag am D-WEBRffidFORCE - �� �•� �/�. 5) listed wind uplift reactions based no MWFRS Only loading (C 6) Bcaringe meoal shown in be show table has only been dnaJmd for resistance perpendicular to grain, and does not indicate adequacy of material for other design considerations. Cap: 12/31/2016 (j 67-407 /07/2016 NOTICE Atopy *(this design sbdl be famished to the creation contractor. The design of this individual truss is based on design criteria and requirements supplied bytheTmss Mmufazmrcmd relies upon. ihc+u.urazy Simpson Strong -TIC Company and corepleeneas ofth. infomartion set forth by the Building Designer. A seal on this drawing indicates acceptance of profeusional mginotung responsibility solely for the component design shown. Svc the rover' peg and the "Important Information At Oencral Nous" page for additional information. All connector plates shall be manufactured by Simpson Strong -'fie Company, Inc in accordance with ESR -2762 . All connccrnr plmcw am 20 gauge, unless the specified plan sive is followed by 8`18" Which indicates se 18 grog Plea, or "SO 18", which indicates a higb tension 18 grog plata Hanson Components, Inc. Component Solutionsl'l Tniss Version: 2016A.1 [Build 61 Span Pitch Qty OHI. OHR CANTL CANT PLIES Spacing WGT/PLY 14-10-0 2/12 . 1 1-9-0 0-M 0-M 0-0-0 1 24 in 60 11a 1_9-0 6.1-6 6-7-67-7$ 0.11-13 - 6-1-6 12-2-11 73-10-3 14-10-0 244 Truss: M01 • 0-0.0 ProjectNarne: cooperres Date: 07/05/16 14:39:38 Page: 1 of 1 Span Pitch Qty OHI. OHR CANTL CANT PLIES Spacing WGT/PLY 14-10-0 2/12 . 1 1-9-0 0-M 0-M 0-0-0 1 24 in 60 11a 1_9-0 6.1-6 6-7-67-7$ 0.11-13 - 6-1-6 12-2-11 73-10-3 14-10-0 244 Reaction Summary IT Type B gCombo Brg Width Material Rqd Btg Width Max Renet Max Ores Uplift' Mas Wmd Uplift Max UDLO Max Horiz 1 Pin (Wall) 1 3.5 in Douglas -Fir -(arch 1.50 in 784 lbs - -68 the -68 the 115 Has 5 H Roll (tall) 1 3.5 m Dough -Fu -larch 1.50 m 620 lbs - A5 lbs -65 [be 0 the Material Summary Bracing Summary TC DFL112 214 TC Bracing Sheathed or Pudms at 3-6-0, Pudin design by0thres. BCDFL42 2x4 BC Bracing Sheathed or Purims at 9-2-0, Partin design by0thm. ' Webs DFL Std/Stud 2x4 Loads Summary 1)Tbie trues has been designed for the effects due to 10 psfbottom chord lw load plus dead loads. ' 2) Thi: truss has been designed for the effects of abel®ad design snow load (Ps m 20 psl) and unbalanced design snow loads (2 A 2, 6 psf wind, 20 psf Ice, 11.8 paf lee over peak to 10.7 11) for hips/gables men nonlance with ASCE7 - 10 with the following ueadefteed input: 29 psf gmund snow load (PA Terrain Category C, Exposure Category Partially Exposed (Cc 1.01 Building Category B 0 - 1.01 Thermal Condition Aa Others (Ct - 1.0� Roof Slope Factor (Cs m 1.00} DOL m 1.15. 5 2x4 3) Thier was has been designed for the effects of wind lends m accordance with ASCE7 -10 with the follovnng usadefined input: 110 mpb ult®tr, Exposum C, Fuay Fnrlosed, Cmble/Hip, Building Category 0 0 e 1.001 Ov®11 Bldg Dims 25 8 x 60 0• h - 15 $ End Zone Truss, Both end the considered- DOL® 1.60 , CC Tone Width 3 & 4) Mm®tm smnp ani. loading In aacetdance with IBC Ublc 1607.1 has been applied 5) A2501ba moving point live load has been applied to the BC cencttnent with other dead loads. �^}'^'� l^, Member Forces Summary r Table indicates: Member ID, max CS( mor exist forer, (®vt tutor force ifdiff-t fiom� =is] force) ������f COUNTY TC 18.1 0.191 16 lbs 12.3 0.529 -640 lbs 13-9 0.051 -11 lbs 12-6 0.477 -1.972 lbs 14-6 0.428 969 lbs (-262 the)1 Notes: ')Ibis ones has been designed usingthe gram lumber reduction feceoa. 2) When this was has been chosen for quality nsuence inspection, the Double Polygon Method per TPI 1-2007/Chapter 3 shalt be used. Fabrication mlerence- 5 %. 3) Pmvide edegnot drainage to presort ponding 4) ® Indicates continuous heated resunmt (CLR) requited at the locatiou(s) shown. Rowe of C1R oast be adequately diapnaaybeeced, ace D•WPBCLRBRACE For dtemath. to CIRs and diagonal buuing sat D-WEBRPa4FORCE _ 5) listed wind uplift reactions based on MWFRS Only loading 6) Bearing muteal shown in the show table has only been eted¢d for resistance perpendicular to gain, and don not indicate adequacy of material for other design considerations. �•�Ira uivI510N APPROVED L. G.(/N��F�\ r� Exp: 12n 112016Uj �� C� f 6740.7 . n 07/07/2016 NO'RCE Acopyof this design shall be frmishod to the erection contractor. The deign ofthis individual ass is based on design mama and mquhemenn suppled bytheituaa Manufaenma and reline upon the auurac� Simpson Slr()ng-Tie Company and complamess of the information act forth by the Building Dnignec A seal on this drawing indicates acceptance of pmfmionsl mginoeing responsibility solely for the weer component design shown. Sit be env,• pap and the "Important Information &Oen®1 Notes" page for additional infn®tion. All connector planes shall be ®ubourred by Simpson Swug-lie Company, Inc in accordance with ESR -2762 . All nrnmm�r plan y am 20 gaup, unless the specified plate sin is followed by a `-18" which indicates an 18 Grp plate, or "Sfl 18", whist indicates a high torsion 18 gaup plate. • 0-0.0 0.04 6-1-6 6-1-6., 2-7-5 i 6-1-6 1 12-2-11 14-10.0 Loading General CSI Summary, Deflection L/ (loc) Allowed Load (psl) Bldg Code : , CBC 2013/ It : 0.53 (2.3) Viet iL 0.34 in L / 502 (6.7) L/ 240 7012.: 20 7P11-2007 BC: 0.92(6-7). Wt 11-*0.12in - L/999 (7.1) L/360 7CDL: 8 Rep bthr tnaesae: Yea Web: 0.48(2-6) Hou 77: 0.05 in 5 BCIl.: 0 D.O.L : 115 % ,. Creep Fecat'• Ra= 2.0 Reaction Summary IT Type B gCombo Brg Width Material Rqd Btg Width Max Renet Max Ores Uplift' Mas Wmd Uplift Max UDLO Max Horiz 1 Pin (Wall) 1 3.5 in Douglas -Fir -(arch 1.50 in 784 lbs - -68 the -68 the 115 Has 5 H Roll (tall) 1 3.5 m Dough -Fu -larch 1.50 m 620 lbs - A5 lbs -65 [be 0 the Material Summary Bracing Summary TC DFL112 214 TC Bracing Sheathed or Pudms at 3-6-0, Pudin design by0thres. BCDFL42 2x4 BC Bracing Sheathed or Purims at 9-2-0, Partin design by0thm. ' Webs DFL Std/Stud 2x4 Loads Summary 1)Tbie trues has been designed for the effects due to 10 psfbottom chord lw load plus dead loads. ' 2) Thi: truss has been designed for the effects of abel®ad design snow load (Ps m 20 psl) and unbalanced design snow loads (2 A 2, 6 psf wind, 20 psf Ice, 11.8 paf lee over peak to 10.7 11) for hips/gables men nonlance with ASCE7 - 10 with the following ueadefteed input: 29 psf gmund snow load (PA Terrain Category C, Exposure Category Partially Exposed (Cc 1.01 Building Category B 0 - 1.01 Thermal Condition Aa Others (Ct - 1.0� Roof Slope Factor (Cs m 1.00} DOL m 1.15. 5 2x4 3) Thier was has been designed for the effects of wind lends m accordance with ASCE7 -10 with the follovnng usadefined input: 110 mpb ult®tr, Exposum C, Fuay Fnrlosed, Cmble/Hip, Building Category 0 0 e 1.001 Ov®11 Bldg Dims 25 8 x 60 0• h - 15 $ End Zone Truss, Both end the considered- DOL® 1.60 , CC Tone Width 3 & 4) Mm®tm smnp ani. loading In aacetdance with IBC Ublc 1607.1 has been applied 5) A2501ba moving point live load has been applied to the BC cencttnent with other dead loads. �^}'^'� l^, Member Forces Summary r Table indicates: Member ID, max CS( mor exist forer, (®vt tutor force ifdiff-t fiom� =is] force) ������f COUNTY TC 18.1 0.191 16 lbs 12.3 0.529 -640 lbs 13-9 0.051 -11 lbs 12-6 0.477 -1.972 lbs 14-6 0.428 969 lbs (-262 the)1 Notes: ')Ibis ones has been designed usingthe gram lumber reduction feceoa. 2) When this was has been chosen for quality nsuence inspection, the Double Polygon Method per TPI 1-2007/Chapter 3 shalt be used. Fabrication mlerence- 5 %. 3) Pmvide edegnot drainage to presort ponding 4) ® Indicates continuous heated resunmt (CLR) requited at the locatiou(s) shown. Rowe of C1R oast be adequately diapnaaybeeced, ace D•WPBCLRBRACE For dtemath. to CIRs and diagonal buuing sat D-WEBRPa4FORCE _ 5) listed wind uplift reactions based on MWFRS Only loading 6) Bearing muteal shown in the show table has only been eted¢d for resistance perpendicular to gain, and don not indicate adequacy of material for other design considerations. �•�Ira uivI510N APPROVED L. G.(/N��F�\ r� Exp: 12n 112016Uj �� C� f 6740.7 . n 07/07/2016 NO'RCE Acopyof this design shall be frmishod to the erection contractor. The deign ofthis individual ass is based on design mama and mquhemenn suppled bytheituaa Manufaenma and reline upon the auurac� Simpson Slr()ng-Tie Company and complamess of the information act forth by the Building Dnignec A seal on this drawing indicates acceptance of pmfmionsl mginoeing responsibility solely for the weer component design shown. Sit be env,• pap and the "Important Information &Oen®1 Notes" page for additional infn®tion. All connector planes shall be ®ubourred by Simpson Swug-lie Company, Inc in accordance with ESR -2762 . All nrnmm�r plan y am 20 gaup, unless the specified plate sin is followed by a `-18" which indicates an 18 Grp plate, or "Sfl 18", whist indicates a high torsion 18 gaup plate. Hanson Components, Inc. Truss: M02 Project Name: cooperres Component Solutions"[ Date: 07/05/16 14:39:38 Truss Page: 1 of 1 Version: 2016.4.1 [Build 6] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 14-10-0 2/12 1 1-9-0 0-M 0-M 0-M 1 24 in 57 lbs 16.7-0 - i 1-0-0 t 5.041 i 5-0-0 i 4-10-0 . 10.0-0 14-10-0 2X41 4 Loading Load(PSI)=: 20 TCDL: 8 BCIL : 0 Reaction Summary 5 3x5 - 0.0.0 0-0.0 7-0-0 7-" 7.6-0 i 14-10-0 1 General CSI Summary. Deflection L/ (loc) Allowed Bldg Codc: CBC2013/ It: 0.55(1-2) Mt IL 0.28m L/603 (56) L/240 7PI 1-2007 BC: 1.00(5-6) Mat Il• 0.09 in a L/999 (6-1) L/ 360 - Rep h4rIncrease: Yes Web: 0.63 (3-5) Hoa7t 0.05 in 5 DAL : 115% Crap Factor, Ka m 2.0 JT Type BT Cordon Brg N5dth Maters] Rod Brg Width Max React Max Gas, Uplift Max Wind up" Mas Uplift Max Horix 1 Pm (Wall) 1 3.5 in Douglas-Fu4—cla 1.50 in 744 lbs - 67 lbs 67 lbs 124 lbs 5 H Rall (Wall) 1 3.5 in Dawes-Fm-Lm;h 1.50 in 732 lbs - 46 lbs 46 lbs 0lbs Material Summary Bracing Summary 7C DFLp2 2x4 TC Booing Sheathed or Pud ns at 36.0, Pullin design by Other. BCDFLN2 2x4 BC Bracing Sheathed Webs DFL Sul/Stud 2x4 Loads Summary ])This truss hes been designed for the effects due m 10 psfbotmm elord live load plus dead loads. 2) This trues hes been designed for the ef6cts of a balanced design snow load (Ps a 20 pal) and unbalanced design snow loads (2 /12, 6 psf wind, 20 paf lee, 11.8 psf la over peak to 10.7 a) for hips/gables m —,d-. with ASCE7 -10 with the followingusadclined input 29 psf sound snow load (PBL Twain Category C, Exposure Category Partially Exposed (Cc! 1.01 Building Category 130 m 1.0� Th®l Condition All Others (Ct - 1.01 Roef Slope Factor (Ca a 1.001 DOL- 1.15. 3) Thia truss hes beat desistedforthe ef&ct of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph ultimate, Exposure C, Fully Enclosed, Oable/hlip, Building Category 110 a 1.001 overall Bldg Dims 25 ft. 60 a h - 15 0, End Tone Tress, Both end webs mneiderd. DOL- 1.60 , CC Ione Width 3 IL BUTTE 4) Mm®rm am age attic lolling m amordance with BC Ub1e 1607.1 has been applied Liv �e`n iso o ,�� 5) A-250 lbs movingpoiot live load has beat gbpkd m the BC cenarrtmt with other dead loads. w �IUT v U Member Forces Summary Table indicates: Member ID, msx CSL an axis] force, (ran oonpt force, ifdif6xent eam®s axial tome) /L•J( NG DI VISI O TC 17-1 0.191 16 lbs 12.3 0.390 -1,955 lbs I I N Webs 126 0.130 -749 lbs 13-5 0.629 -1,464 lbs 36 0.327 804 Obs 4-5 0.155 -161 Ito Notes: t) This truss hes been desisted using the tmen luarber reduction heroes. 2) Wbca this truss has been chosen for qua0ryassu®ce inspection, the Double Polygon Method pa TPI 1-2007/Chapter 3 shall be used. Fabrication mlerance- 5 %. 3) Bated wind uplift rcections based on MWFRS Only loading 4) Bearing mutual shown in the show table has only been rhaJmd for resistance perpendicular to gain, and does not indicate adequacy of ontectal for other desist considerations. APPROVED �r Exp:12NI2016 67_407 707/2016 NOTICEAcopyofthis design shell be fumichd to the erection c atactot. The design ofthia individual truss is based on desist mtaa and requueaenta Supplied bytheTmss Mmufeenrraand relies upon the na-unu)• Simpson Strong Tic Company and eompletaness of the intottmtion act forth bythe Building Desigae. A Seal on this drawing indicates acceptarm ofprufcasional eoginee®g responsibility solely forthe truss component design shown. Sea the cnwY peg and the'7mportmt inforantion & Crm®1 Notes" page for additional mfnnamon. AO connector plates shall be ®ufaenud by Simpson Strang -Me Company, Inc in azmrdonce with ESR -2762 . All --tor plmcs as 20 gage, unless the specified plate size is followed by a' ] 8" whirl 'radiates an 18 soup plaue, or "SO 18", which ini icates a high tension 18 gauge plate. Hanson Components, Inc. Component Solutions7l Truss Version: 2016.4.1 [Build 6] Truss: MG1 PrejeetName: cooper res Date: 07/05/16 14:39:39 Page: 1 of 1 Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 6-M 8/12 1 0-0-0 0-0-0 0-0-0 0-0-0 1 24 in 33 lbs I� S 6.0.0 3-2-7 r 3-2-7 311 2x4 1 4 3x4 - Reaction Summary 1TType Bra Combo Bra Width Material Rad Bit Width Max Reset Alex Graff Uplift Mar Wind Uplift Max Milia Max Horiz 1 Pip (Wall) 1 3.5 in Dougarch 1.50 in 1,258 His -99 lbs -99 lbs 146 Iba 4 H Roll (Wall) 1 3.5 in Douglas-Fir-lmeh • 1.50 in 1,323 @a -99 lbs -99 His 0 lbs Material Summary Bracing Summary TC DFL02 2x4 h TC Bracing Sheathd or Pudips at 5-3-0, Partin design by Others. _ BC DFL p2 2x6 BC Bracing Sheathd or Purlins at 10-0.9, Partin design by Others. Webs DFL Std/Smd 2x4 Loads Summary 1) This truss has been designd for the effma due to 10 psfbonom chord lite load plus dead loads. 2) Standard Loads on Trusses Carried by this Gird¢ TC Lite - 20 pst TC Dead e 8 pat BC lite - 0 pat BC Dead a 10 psf 3) This puss has been designed farthe effects ofbalonced mow loads for hips/gables in accordance with ASCE? -10 except as noted, with the following user dcfipd input: 29 psf ground mow toed (Pg). NOTE All am/sloped roof factors limb= ignored and the ground mow load has been used farthe roof snow load (Ps -Pg), DOL- 1.15. Ifthe mof mpfiguration differs from hip/gable, Building Designer shall verify snow loads. 4) This wss hm not been dmigped for the effms of unbalanced mow loads. 5) This wsa has b® designed for the efforts ofwipd loads in accordance with ASCE7 -10 with the followinguser defaced input: 110 mph uh®te, Fxposum C, FunyEadosd, g UTTE COUNTY Gable/Hip, Building Category B (1= 1.00),0-11 Bldg Di= 25 fix 60 $ h m 15 ft, Fad Ione Truss, Both end webs considered. DOL- 1.60 , CC Tone Width 3 R 6) Mm®rm atonge antic loading in accordance with IBC 7hble 1607.1 has been applied - dryry�.s{��( 7)A250 lbs mmgpowt lie load has b® applied to the BC concurrent with otherdeed loads. - BUILDING DIVISION Load Case Lrl : Std Live Load D�br APPROVED M®ber loostiop l location 2 Dirxtion Spread Stmt Load Fad lad Tnb Width Bot Chd 0-0-0 6-0-0 - Down Pmj 235.13 ptf 235.13 plt Top Chd D-0-0 6-" Down Proi 28.5 psf ` 0-" Load Case DI: Std Dead Load DismbtaedLoads 3-2-7 Mme 1—tion 1 location 2 Direction Spread Stn load Fad lad Tnb Width But Chd 0-0-0 6-0-0 Down Prof 3-2-7 148.5 ptf Top Chd 0-0-0 6-0-0 Down Loading 8 psf General But Chd 0-0-0 6-0-0 CSI Summary Proi Deflection L/ (loci) Allowed Carried loads (p.0 Bldg Code: CBC 20131 .. TC: 0.23(1-2) vet TL 0.05 in L/999 (5-1) L/ 240 anfSnow(Ps): 28.5 psf TPI 1-2007 BC: 0.56(5-1) NkA IL 0.02 in L/999 (5.1) L/360 TCDL: 8 Rep Mb, Increase: No Web: 0.58(2-5) Hoa TL 0.01 in 4 BCLL: 0 D.O.L : 115% Cusp Facto; Kc- 2.0 BCDL: 10 Plare Offsets (Jnt:X,Y,AnB): (1:3-15,1-9,0.) (2:1-12,3-1.33.) (3:1-12,5.6.90.) (4:3.8,5.8,0.) (5:0-0,4-12.90; Reaction Summary 1TType Bra Combo Bra Width Material Rad Bit Width Max Reset Alex Graff Uplift Mar Wind Uplift Max Milia Max Horiz 1 Pip (Wall) 1 3.5 in Dougarch 1.50 in 1,258 His -99 lbs -99 lbs 146 Iba 4 H Roll (Wall) 1 3.5 in Douglas-Fir-lmeh • 1.50 in 1,323 @a -99 lbs -99 His 0 lbs Material Summary Bracing Summary TC DFL02 2x4 h TC Bracing Sheathd or Pudips at 5-3-0, Partin design by Others. _ BC DFL p2 2x6 BC Bracing Sheathd or Purlins at 10-0.9, Partin design by Others. Webs DFL Std/Smd 2x4 Loads Summary 1) This truss has been designd for the effma due to 10 psfbonom chord lite load plus dead loads. 2) Standard Loads on Trusses Carried by this Gird¢ TC Lite - 20 pst TC Dead e 8 pat BC lite - 0 pat BC Dead a 10 psf 3) This puss has been designed farthe effects ofbalonced mow loads for hips/gables in accordance with ASCE? -10 except as noted, with the following user dcfipd input: 29 psf ground mow toed (Pg). NOTE All am/sloped roof factors limb= ignored and the ground mow load has been used farthe roof snow load (Ps -Pg), DOL- 1.15. Ifthe mof mpfiguration differs from hip/gable, Building Designer shall verify snow loads. 4) This wss hm not been dmigped for the effms of unbalanced mow loads. 5) This wsa has b® designed for the efforts ofwipd loads in accordance with ASCE7 -10 with the followinguser defaced input: 110 mph uh®te, Fxposum C, FunyEadosd, g UTTE COUNTY Gable/Hip, Building Category B (1= 1.00),0-11 Bldg Di= 25 fix 60 $ h m 15 ft, Fad Ione Truss, Both end webs considered. DOL- 1.60 , CC Tone Width 3 R 6) Mm®rm atonge antic loading in accordance with IBC 7hble 1607.1 has been applied - dryry�.s{��( 7)A250 lbs mmgpowt lie load has b® applied to the BC concurrent with otherdeed loads. - BUILDING DIVISION Load Case Lrl : Std Live Load D�br APPROVED M®ber loostiop l location 2 Dirxtion Spread Stmt Load Fad lad Tnb Width Bot Chd 0-0-0 6-0-0 - Down Pmj 235.13 ptf 235.13 plt Top Chd D-0-0 6-" Down Proi 28.5 psf 28.5 pal 12 in Load Case DI: Std Dead Load DismbtaedLoads Mme 1—tion 1 location 2 Direction Spread Stn load Fad lad Tnb Width But Chd 0-0-0 6-0-0 Down Prof 148.5 pff 148.5 ptf Top Chd 0-0-0 6-0-0 Down Proi 8 psf 8 pet 12 in But Chd 0-0-0 6-0-0 Down Proi 10 psf 10 par 12 in Member Forces Summary Table indicates: MemberlD, rest CSI ess axial tome, (matt compe force if diffcrmt aen®x axial fame) Notes: 1) This truss hes been designed using the green lumber reduction factors. 2) When this truss has been chosen for quality assurma inspection. the Double polygon Method per 7PI 1-2007/Chapter 3 shall be used. Fabrication tolerna=5%. 3) reactionsListed wind uplift reactions based on MWFRS Only loading 4) Bernal; notarial shown in the ebote table has only been checked for resistance perpendicular to gram, and does not indicate adquacy of eatedel for other design considerations. yjRY L. G:U/y\ Exp: 12n1/2016 'P 67_407 4 /07/2016 NODCEAapy ofthis design shall be 6r nishd to the erection 001MWOa The design ofthis individual tmaa is band on design ta•.da and requirements supplied by thc7ross Manufnmrrc and relies upon thc, curacy Simpson Strong -Tic Company and copplereness ofthe info®tion am fonh by the Building Designer. A sed on this drawing indicates acceptance ofpwfimional enginemng responsibility solely for the truss component design shown. Sec thc. en ser page and the •Important hhfo®tion & Groom Notes" page for additional nfnanation. All connector plums shall be®uracturd bySimpson Strong -Le Company, Inc in me rdeacc with ESR -2762 . All connector plants ate 20 smug, unless the specified plate sin is followed by a "-18" which indicates an 18 gm plate, or "Sp I8", which indicates a high tension 18 grog: plata Hanson Components, Inc. _ Truss: MG2 ProjectName: cooper res ComponentSolulions'*t -r Daze: 7/6/2016 10:30:04AM Tnlss Page: 1 of 1 Version: 2016.5.1 [Build s] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 6-0-0 8/12 1 0-M 0-0-0 0-M 0-0-0 1 24 in 34 lbs Y 6.0.0 3-2-7 3-2-7 t 2x41 r 4 4x4 = 0.0.0 2-9-9 vet TL- 0.07 in L/979 (5-I) L/240 vet LL• 0.03 in L/999 (5.1) L/360 Hoa 7L' 0.01 in 4 Crap Factor, Ker=2.0 Reaction Summary 37 Type Brg Combo Brg Width Material Rqd Bqt Width Max Read Max Csma Uplift Mac Wind Uplift Max Uplift Marc Horiz 1 Pio (Well) 1 13.5 in Douglas -Fir -larch 1.85 to 1,734 lbs - -128 ]bs .128lbs 242 lbs 4 H Roll (Wall) 1 3.5 in Douglass -Fu -larch 1.94 m 1,823 lbs - -129 lbs -129 lbs 0 lbs Material Summary Bracing Summary TC DFL#2 2.4 TC Bracing Sheathed or Pudins at 44-0, Pudin design by Others. BC _ DPL112 2.6 BC Bracing Sheathed or Purlins at 10-0.0, Pudin design by Othem. Webs DFLStd/Stod 2.4 Loads Summary "This was has been designed forthe dines due to 10 psfbouom chord live load plus dead loads. 2) Standard Loads on Trusses Carried by this Girder. TC Live= 20 psg TC Dead = 8 psg BC live = 0 pst; BC Dead = 10 psf 3) his buss has been .designed for the cffnes ofbalanced snow loads for hips/gables in accordance with ASCEI - 10 except as noted, with the following uscr defined input: 29 psf pound mow load (Pa NOTE All OaUsloped roof feaara have been ignored and the pound snow load has been used for the roof snow load (Ps =Pa DOL- 1.15. If the mof configuration differs from hip/gablq Building Designer shall verify mow loads. 4) This buss has not been designed for the etfam ofunbalanad snow loads. 5) This buss has been designed for the effe of wind loads in accordance withASCL77 -10 with the following user defined input: -110 mph ultimate, Ficpomrr C, Fully E c1oscd, Gable tp, Building Category B (1= 1.001 Overall Bldg Dim 25 ft x 60 ft, It = 15 ft, End Zone Truss, 3-2-7 - BUTTE COUNTY • , ~ 3-2-7 Loading General 7) A 25 0 lbs novingpoint live load has been applied to the BC concurrent with other dead loads. CSI Summary Camel Loads(pso Bldg Codc: CBC 2013/ - TC: 0.35(1-2) Rool'Snow(Ps): 28.5 psf - TVII.2007 BC: 0.78(5-1) TCDL : 8 Rep Mbr Increase : No Web : 0.92(2-5) BOIL: 0" D.O.L.: 115% 28.5 psf r 4 4x4 = 0.0.0 2-9-9 vet TL- 0.07 in L/979 (5-I) L/240 vet LL• 0.03 in L/999 (5.1) L/360 Hoa 7L' 0.01 in 4 Crap Factor, Ker=2.0 Reaction Summary 37 Type Brg Combo Brg Width Material Rqd Bqt Width Max Read Max Csma Uplift Mac Wind Uplift Max Uplift Marc Horiz 1 Pio (Well) 1 13.5 in Douglas -Fir -larch 1.85 to 1,734 lbs - -128 ]bs .128lbs 242 lbs 4 H Roll (Wall) 1 3.5 in Douglass -Fu -larch 1.94 m 1,823 lbs - -129 lbs -129 lbs 0 lbs Material Summary Bracing Summary TC DFL#2 2.4 TC Bracing Sheathed or Pudins at 44-0, Pudin design by Others. BC _ DPL112 2.6 BC Bracing Sheathed or Purlins at 10-0.0, Pudin design by Othem. Webs DFLStd/Stod 2.4 Loads Summary "This was has been designed forthe dines due to 10 psfbouom chord live load plus dead loads. 2) Standard Loads on Trusses Carried by this Girder. TC Live= 20 psg TC Dead = 8 psg BC live = 0 pst; BC Dead = 10 psf 3) his buss has been .designed for the cffnes ofbalanced snow loads for hips/gables in accordance with ASCEI - 10 except as noted, with the following uscr defined input: 29 psf pound mow load (Pa NOTE All OaUsloped roof feaara have been ignored and the pound snow load has been used for the roof snow load (Ps =Pa DOL- 1.15. If the mof configuration differs from hip/gablq Building Designer shall verify mow loads. 4) This buss has not been designed for the etfam ofunbalanad snow loads. 5) This buss has been designed for the effe of wind loads in accordance withASCL77 -10 with the following user defined input: -110 mph ultimate, Ficpomrr C, Fully E c1oscd, Gable tp, Building Category B (1= 1.001 Overall Bldg Dim 25 ft x 60 ft, It = 15 ft, End Zone Truss, Both end webs considered. DOL- 1.60 , CC Tone Width 3 R BUTTE COUNTY 6) Minimum storage attic loading in accordance with MC 13d, In 1607.1 has been applied 7) A 25 0 lbs novingpoint live load has been applied to the BC concurrent with other dead loads. U I LD I N G DIVISION Load Cage Lrl : Std Live Load Member tted � Location I Location 2 Direction Spread Stan Load End load Tnb Vhdth APPROVED �`Y /� O� C But Chd 0-0-0 6-0-0 Down Pmj 334.88 plf 334.88 plf , `■ Top Chd 0-0-0 6-0-0 Down Pmj 28.5 psf 28.5 psf 12 in Load Case Dl: Std Dead Load Dish7'buted I=& Member Location 1 Location 2 Direction ' Spread - Start Load End Load Tnb Width Bot Chd 0-0-0 -6-0;0 Down Proj- 211.5 plf - 211.5 plf Top Chd 0-0-06.0 Down Proj - 8 psf 8 psf 12 in ESSIp�,9 Bot Chd "_0 " 6-0-0 Down Proj 10 psf 10 psf 12 m oQRpF L. G, Member Forces Summary Table indicates: Member 11), max est, mac axial fume, (mar enmpr tome if diffeent fiommac axial tome) NT F2 TC 1-2 0.349 -1,865 Lbs 2.3 0.091 -98 L BC 4-5 0.624 1,3901ba .113 lbs 5.1 0.775 - I,437lb, 423 lbs)l �• Exp: 12/11/20111 Webs 2-5 0.816'. 1.847 lbs (A2 Lbs) 124 0.368 -1,775 lbs 34 0.386 90 lbs (-54 lbs) 111 rfl Notes: Ir 6 407 T 1) This buss has been designed using the peen lumber reduction fesom. 2) When this was has been chosen for quality assurance inspection, the Double Polygna Method per TPI 1.2007/Chaptcr3 shagbe used. Fabrication tolerance= 5 %. 1 3) Listed wind uplift Fractions based on MWFRS Only loading p 4) Bearing matrical shown in the above table has only been chedad for resiatance perpendicular to grain, and does not indicate adequacy ofmaerial for other design considerations. w 07/07/2016 N077CB Acopy of this design shall be famished to the exertion contractor. The design ofthis individud tale is brand on design cri-,ertu and requirements supplied bytheTmss Mmu6co rtrand rdies upon Uhe:uccomcy Simpson Strong -TIC Company and compleeness of We mfowarion ea forth bythe Building Designer. A veal on this dnwmg vudiwes aoxprana of pmfisaiond engirueerteg roponsibilitymldy forthehaler cor�onent design shown. Sa Lha• n>wT peg and the "Important mfen nation &.General Nota" page for addidonal information. All conntxsorplam shall be r®uficutrd bySimpmn Strong-Tle Cottpmy, Incin accordanawits ESR -2762 . All annortor plats am 20 gang, unless the specified plate she is followed by a "-1 S" which indicates a 18 gugnplsm, or "S# 18", which indicates ahigh tension 18 guign plain Hanson Components, Inc. Component Solutionsl' a Truss Version: 2016.4.1 [Build 6] Truss: -MG3 PmjectName: cooperres Date: 07/05/16 14:39:40 Page: I of 1 Span Pitch Qty OHL OHR CANTL CANF•R PLIES Spacing WGT/PLY 6-M 8/12 1 0-0-0 0-M 0-M 0-M 1 24 in 33 lbs 6-0.0 3-2-7 • I 3-2-7 2x4 1 ' Reaction Summary JT Type Big Combo Brg Width Material Rqd HTWidth Max Rem Max Gm, Uplift Max Wind Uplift Mme Uplift Marc Hodx _ 1 Pin (Wall) 1 3.5 in Douglas-FiAaach 1.50 m 1,349 lbs - -105 lbs - •105 lbs 146 lbs F 4 H Rog (Wall) 1 3.5 in Douglas-Fa4 mch 1.51 in 1,418 lbs -105 lbs -105 bs 0 lbs Material Summary. Bracing Summary TC DFL 02 2x4 TC Bracing Shcdhd or Pudma a 5-0-0. Partin design by Othem. • HC + DFLil2 2x6 BC Bracing Sheathed or Pudina a 10-", Purtin design by OWcrs. it 3x5 - ., zr—z Loads Summary , - 1) This truss has been designed forthe effects due to 10 psfbottom chord live load plus dead loads. 23 Standard Load' on Trusses Camel by this Girdm 71C live = 20 psg TC Dead = 8 pst BC Live m 0 pst BC Dud = 10 psf 3)This puss has been designed for the effects ofbamced now loads brhipa/gables in accordance with ASCE? -10 exapt as no -ed, with the following user defend input 29 psf - gNund mow load(Pg). NOTE All fladsloped mof boom have been ignored and the ground snow load has been used brthe mcf snow load (Ps m PA DOL= 1.15. If the mof .. configuration differs from bip/gable, Building Designer shall verify mow loads. ' 4) This =as has not been designed for the eSats of unbaimced mow loads. 5) Ibis puss has been designed for the effects of wind loads in accordance with ASCE? -10 with the Mlowingusaddmd input 110 mph ultimate, Exposure C, Fuay Fncload, (iabldffip, Building Category 110 - 1.001 Overall Bldg Dims 25 a x 60 $ b = 15 ft, Fad Tone Truss, Both end webs considered. DOL- 1.60 , CC Tone Width 3 R 6) Mm®rm storage m i. loading m —,d-. with IBC •bbl, 1607.1 bas been applied - BUTTE COUNTY 7) A250 bs. mavingpomt live load has been applied to the BC concorrent with othudcad loads. Load Case Lrl:Std Live Load BUILDING DIVISION Disnbtaed Loads Barber Location0.,0 1 Location 2 Down Spread Stmt loci F25 load • Tnb Widal Bot Chd 0-0-0 6-0-0 - Down Pmj 254.13 254.13 APPROVED pplf par ar Top Cbd 0-0-0 6-0-0 Down Pmj 28.5 psf 28.5 psf 12 m 5 Load Case DI: Std Dead Load 4 DL&i1;a1ed I oeds .. Bot Chd 0-0-0 - 6-0-0 Down Pmj 160.5 plf 160.5 plf _ Top Chd 0-0-0 6.0 Down Pmj 8 psf 8 par 12 m 3x8 ... ' oQROF � L �� 3x5 - • G'VN ��� IAI�4 1C 1 -1,451 Ibs 12.3 0.084 77 !bs (.64 ball A F Al255 BC 4- 0.479 1.0g21bs .1 lbsl 5-1 0.601 LI 17Ibs (-104lbn1 Up: 12 _ I/201(1 0-" 0-0-0 • 3-2-7 2-9-9 ' 3-2-7 I 6-0-0 . Loading General. 7 CSI Summary Deflection L/ (loc) Allowed Carried loads (pat) Bldg Code : CBC 2013/ TC: 0.26(1-2) Vat TUI 0.05 in L1999 (5-1) .L/ 240 RoofSnow(Ps): 28.5 par TPI 1-2007 BC:0.60(5-1) W11 --0.02m L/999 (5-1) L1.360 TCDL: 8 Rep Mbr haauae : No Web : 0.62(2-5) Ho¢TL- 0.01 in 4 BCLL: 0 D.O.L: 115% Gap Faxnr,Ka=2.0 BCDL: 10 _ Plate Offs=(Jnt:XY.Angt (1:3.15,1-9.0.) (2:1-12.3-1.33.) (3:1-12,5.6.90.) (4:3-0,5-8.0.) (5:0-0,4.12,90.) Reaction Summary JT Type Big Combo Brg Width Material Rqd HTWidth Max Rem Max Gm, Uplift Max Wind Uplift Mme Uplift Marc Hodx _ 1 Pin (Wall) 1 3.5 in Douglas-FiAaach 1.50 m 1,349 lbs - -105 lbs - •105 lbs 146 lbs F 4 H Rog (Wall) 1 3.5 in Douglas-Fa4 mch 1.51 in 1,418 lbs -105 lbs -105 bs 0 lbs Material Summary. Bracing Summary TC DFL 02 2x4 TC Bracing Shcdhd or Pudma a 5-0-0. Partin design by Othem. • HC + DFLil2 2x6 BC Bracing Sheathed or Pudina a 10-", Purtin design by OWcrs. it Webs DFL Std/Stud 2.4 - Loads Summary , - 1) This truss has been designed forthe effects due to 10 psfbottom chord live load plus dead loads. 23 Standard Load' on Trusses Camel by this Girdm 71C live = 20 psg TC Dead = 8 pst BC Live m 0 pst BC Dud = 10 psf 3)This puss has been designed for the effects ofbamced now loads brhipa/gables in accordance with ASCE? -10 exapt as no -ed, with the following user defend input 29 psf - gNund mow load(Pg). NOTE All fladsloped mof boom have been ignored and the ground snow load has been used brthe mcf snow load (Ps m PA DOL= 1.15. If the mof configuration differs from bip/gable, Building Designer shall verify mow loads. ' 4) This =as has not been designed for the eSats of unbaimced mow loads. 5) Ibis puss has been designed for the effects of wind loads in accordance with ASCE? -10 with the Mlowingusaddmd input 110 mph ultimate, Exposure C, Fuay Fncload, (iabldffip, Building Category 110 - 1.001 Overall Bldg Dims 25 a x 60 $ b = 15 ft, Fad Tone Truss, Both end webs considered. DOL- 1.60 , CC Tone Width 3 R 6) Mm®rm storage m i. loading m —,d-. with IBC •bbl, 1607.1 bas been applied - BUTTE COUNTY 7) A250 bs. mavingpomt live load has been applied to the BC concorrent with othudcad loads. Load Case Lrl:Std Live Load BUILDING DIVISION Disnbtaed Loads Barber Location0.,0 1 Location 2 Down Spread Stmt loci F25 load • Tnb Widal Bot Chd 0-0-0 6-0-0 - Down Pmj 254.13 254.13 APPROVED pplf par ar Top Cbd 0-0-0 6-0-0 Down Pmj 28.5 psf 28.5 psf 12 m Load Case DI: Std Dead Load DL&i1;a1ed I oeds Member Location 1 louticin 2 Direction Spread Stan load End load Tnb Width Bot Chd 0-0-0 - 6-0-0 Down Pmj 160.5 plf 160.5 plf _ Top Chd 0-0-0 6.0 Down Pmj 8 psf 8 par 12 m ESS/pN Bot Chd 0-0-0 - 6-" Down Pmj 10 par 10 par 12 m ' oQROF � L �� Member Forces Summary Table indicates: Meniaer m, C54 man axial 6'oaa, (� covpc fora ifdiffermt fiommax axial bra) • G'VN ��� IAI�4 1C 1 -1,451 Ibs 12.3 0.084 77 !bs (.64 ball A F Al255 BC 4- 0.479 1.0g21bs .1 lbsl 5-1 0.601 LI 17Ibs (-104lbn1 Up: 12 _ I/201(1 Notes: 1)This tram but been desipd using the grew lumber reduction factors. s 2) When this truss has boa chosen for quality maurana inspection, the Double Polygon Method per TPI 1-2007/Chapta3 shell be used. Fabrication tole®a=5 %. 3)listed wind uplift reactions based on MWFRS Only loading 4) Bearing material shown in the show table has only been ebeelmd for minuet papmdimlmto gam, and does not indicate adequacy ofmodal for other design considerations. NOTICEAcopy of this design shall be famished to dee carrion conanaor. The design ofthis individual truss is bend on design aitch and requirements supplied by the7rues Manuberuraand alis upon the —any and compldmcas of the information nen forth by the Building Desigam A" on this drawing indicates aaxprana ofpmfmionnl engineering responsibility solely for the truss component design shown. Ser the o—v pap and the "Important hrb®tion &Oenanl Notes" pap for additional information. All connector plains shall be mmuf ctured by Simpson Strong -lie Company, Ire in accordance with ESR -2762 . All mnnmor planes am 20 pup, unless the specified plate sive is followed by "-18" which indicates an 18 gmp plat, or "S4 18", which indicates a high torsion 19 gnrp plate " 07/07/2016 Simpson Strong -Tic Company Hanson Components, Inc. Truss: MG4 Project Name: cooperres Component Solutions"" Page: 07/05/16 14:39:41 Page: 1 of 1 Truss Version: 2016.4.1 [Build 6] . Span Pitch Qty OHL OHR CANT CANTR PLIES Spacing WGT/PLY 6-0-0 8/12 1 0-0-0 0-M 0-0-0 0-M 1 24 in 331bs 6-0-0 ' 3-2-7 3-2-7: 6�0 2x41 ' 3 12 43x6/ 8F I 30 - h f 5 4 . 3x81 3x4 - 0-" 3-2-7 2-�9 3-2-7 'Loading General CSI Summary Deflection L/ (loc) Allowed Canted Loads(pso Bldg Code: CBC 2013/ TC: 0.18(1-2) vat TL 0.04m L/999 (5-1) L/240 'RoofSnow(Ps): 28.5psf - TPI 1-2007 BC:0.45(5-1) vat LL 0.02m L/999 (5-1) L/360 TCDL: 8 Rep Mb, he ase : No Web : 0.46 (2-5) Ho¢TL• 0.01 in 4 • BCLL: 0 D.O.L: 115% Creep Factor, Ker 2.0 BCDL: 10 Plate Ofsess GncXY.Anxk (1:3.15,1-9,0.) (2:1-12.3.1,33.) (3:1.12,5.6,90.) (4:3-8.5-8,0.) (5:0-0.5-0.90.) Reaction Summary IT Type Brg Combo Bp Width Mmaial Rqd Brg Width Max Rina Mex Gmv:lplifi M. Wind Uplift Mme Uplift Mm No& 1 Pm (Wall) 1 3.5 in Douldss-FiMArch1.50 m 1,020 Ibs - -85 lb. -85 Has 146 lbs 4 H Roll (Wall) - 1 3.5 m ` Douglas -Fir -Lore. 1.50 in 1,072 Ibs - .84 @s -84 @e 0 @s Material Summary Bracing Summary 7C DFLp2 2x4 7C Bracing Sheathed or Purtins m 5-9-0, Pudin design by0thm. BCDFL "22.6 - BC Bracing Sheathed or Purlins at 10-", Pudin design by Othens. Webs DFL Std/Stud 2.4 - Loads Summary 1) This miss hes been designed for the effects due to 10 psf bosom chord live load plus dead loads. has 2) Standard on Tresses Carred by this Girds TC live - 20 pst TC Dead - 8 pet BC Live - 0 peg BC Dead - 10 psf 3) This truss has been designed for the eSoae of balmead now loads for hips/gables in accordance with ASCU/ -10 except as noted, with the following user defined input 29 psf ground snow load (Pg) NOTE AB fia/slopcd roof factors have been ignored and the ground snow load has Dem used for the mofsoow load (Ps — Pg), DOL- 1.15. If the roof configuration differs from hip/gsble, Building Designer shall vaafy snow loads. 4)This truss has oat been designed for the efccad ts ofunbalanan ow loads. 5) This mass has been designed for the effects ofwmd loads in accordance with ASCE7 -10 with the following usa defined input 110 mph ultimate, Exposure C, Fully Enclosed, ' Gabldl6p, Building Category 110 - 1.00 Ov®ll Bldg Dims 25 8 x 60 fi, It - 15 it, End Zone Tress, Both end webs considered. DOL- 1.60 , CC Zane Width 311 R 6) Mm®hm storage attic loading in accordance with IBC 1607.1 has been applied y U TT ®LINTY mto coble 7) A250 lbs moving point live load has been applied the BC nahnent with other dead loads. Load Case Lrl:Std Live Load R BUILDING DIVISION M-belazdLoads Messer loention 1 Inesmon 2 Direction Spread Stan load- Fad load Thb Widal APPROVED Bot Chd - 0-0-0 6-0-0 Down Pmj 185.25 pLf 185.25 pit Top Chd 0-0-0 6-0.0 Down Roj 28.5 psf . 28.5 psf 12 in . Load Case DI: Std Dead Load Disht'btrted Loa& Member Location I Location 2 Diroaion Spread Stmt lead End load Tab Width But Chd 0-0-0 6-" Doan Prof 117 plf 117 plf Top Chd 0-0-0 6-0-0 Down Pruj 8 psf 8 psf 12 in OF ESS+%Q�� w Bot Chd 0-0-0 6-0-0 an DoPmj 1 O psf 10 psf 12 m Member Forces Summary Table indicates: McasbaID, nox, CSI, mct axial forty (oxxx compr force if different 6ommve axial force) QR,(L. G•U^'T l Fy 7C el 0.184 -I 099 lbs 2-3 0.081 77 @a 144 lbs � BC 4-5 0.356 919Ibs _ (-79 lbs)5-1 0.452 8245 lb!! 14:7 lbs (-55 lbs) Up: 12/11/20 6 2 n Webs 2-5 OA60 1,042 lbs (43 @s) 124 0.216 -1,045 lbs 13.4 0.379 58 lbs Of 67407 Notes: , 1)This miss has been designed usingthe green lumbertedudion femurs. \ 2) When this Was has been chosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Chepta 3 shall be used. Fabrication tolerance= 5 %. 3) Listed wind uplift reactions based on MWFRS Only loading 4) Bearing material shown in the shove table has only been chock d for resistance perpendicular to gam, and dna not indicate adequacy of ®aerial for other design considerations. 07/07/2016 NOTICEAcopyofthis design shall be finmished to the oration contractor. The design of this individual =a is based on design criteria said roquir®enm supplied bytheTruss Manufamura and relies upon he aecuruy Simpson Strong -Tie Company and complacss of4141).013110.e inon sec forth by the Building Desigeer.A seal on this drawing indicates acceptance ofpmfessional engineering responsibility solely for the ss co�orent design showun. yeti rhe mrnver pugs and the "hoporant Information &Genera) Notes" page far additional information. All connector plates shall be t®ufatmrod by Simpson SWng'fie Company, Inc in accordance with FSR -2762 . All nvnnecuwr plmcs me 20 gmge, unless the spedfied plate sin is followed bye `-18" which indicates an 18 gangs plctn, or *S# 18", which indicates ahigh tentsior 19 mange plate Z�1;051 00 Component Solutions7T1 Truss Version: 2016.4.1 [Build 61 Hanson Components, Inc. Truss: N01 PfojectName: cooperres Date: 07/05/16 14:39:42 Page: 1 oft Span Pitch Qty OHI, OHR CANT L CANT R PLIES Spacing WGT/PLY 33-2-0 2/12 1 1-9-0 0-0-0 0-0-0 0-0-0 2 24 in 133 lbs cMl 3411-0 1 1-9-0 1 6-22--71 -11B1--01 1 I 120-88.50 112 .11-12 I 11-12 I 5-11-12 6- I 7 I 7-0 I 21-2-852-2 33-2-01-4-4 12 _. 3.12- 1xal 6x12- 1. 5x12- 0-0-0 0-0-0 Reaction Summary JT Type Beg Combo Btg Width Mmaial Rod Btg Ridth Max Rena Mme GrarUp60 Mme Wind Uplia Max uplift Merz Horiz 6-2- -78 lb. 1,905 lbs 11 H Roo (Wall) - 1 3.5 m Douglas-Firvlerh 2.59 in . 4,852 Ibs - -325 Has 4 8 H Rog (Wall) 1 3.5 in Douglas -Fit Larch 1.50 in 1,708 Has - -99 lbs A9 lbs 0 lbs -12 1-12 57z-11 TCDFLg1B 2.4 except TC Bracing Sheathed or Purlins m 4-3-0, Pudin design by Others. ' 14-15 DFLp22.4 2-5 DFL SS 2.4 I I tI zt-z-e62 I I ' 4 32-0- LoadingGeneral 1) 7bis taus has been designed for the effects due to 10 psfbotmm chord live load plus dead loads. CSI Summary Deflection L/ Doc) Allowed Carried load,(pso nfiguamon diffaa from hip/gable. Building Designer shall verify snow loads. Bldg Code: CBC 2013/ TC: 0.99(4.5) 6) This am. has been dsigeced forth. -T— of word loads in accord®. with ASCE7 -10 with the following user defined input 110 �nh ultin— r=posute C, FuOyFndoad, Vat TL• 0.67in L/311 (9-10) L/240 Roofsnow(Ps): 28.5 pet DistnJu tedLoads TPI 1-2007. BC: 0.96(10-11) Vat IL 0.28 in L1739 (9-10) L1360 TCDL : 8 Rep Mbr Inaosse : No Web : 0.84 (3-11) 1P Ho¢ T7: 0.08 in Fap: 12/11/20 6 2 8 BCLL.: 0 D.O.L : 115% d' 6 407 .'i C.M Faaoa K. 2.0 ' BCDL: 10 Bot Chd 0-0-0 33-2-0 Down Raj 40 pit 40 pit Pt7intLaads '\ r Member location Direction Load Tnb Width Top Chd 6-2-11 Down 156 lbs Reaction Summary JT Type Beg Combo Btg Width Mmaial Rod Btg Ridth Max Rena Mme GrarUp60 Mme Wind Uplia Max uplift Merz Horiz 1 Pin (Well) 1 3.5 in Douglas -Fir -Larch 1.50 in 1,309 It - -78 lb. -78 lb. 1,905 lbs 11 H Roo (Wall) - 1 3.5 m Douglas-Firvlerh 2.59 in . 4,852 Ibs - -325 Has -325 lbs 0 lb. 8 H Rog (Wall) 1 3.5 in Douglas -Fit Larch 1.50 in 1,708 Has - -99 lbs A9 lbs 0 lbs Material Summary Bracing Summary TCDFLg1B 2.4 except TC Bracing Sheathed or Purlins m 4-3-0, Pudin design by Others. 14-15 DFLp22.4 2-5 DFL SS 2.4 ' BC DFLf72 2x4 BC Bracing Sheathed or Pudins ai 10-0-0. Partin design by Others. WebsDFL Std/Stud 20 except 7-9 DFL 422x4 Loads Summary 1) 7bis taus has been designed for the effects due to 10 psfbotmm chord live load plus dead loads. 2) Tbis trues has been designed fora 2,000 lbs ding load distributed alongthe TC ral¢ fium each direction. " 3) Standard Loads on Trusses Canied by this Girder. TC Live - 20 psf; TC Dead - 8 pag BC live - 0 pst BC Dead - 10 psf - 4) This muss has been designed for the effects ofbalmad snow loads for hips/gables in accordance withASCE? -10 except as noted, with the fn0owinguser defined input 29 psf ground snow lord (Pg). NOTE AO fiWslopcd roof fiictots have been ignored and the ground snow load has been used for the roof snow load (Ps - Pg), DOL- ).15. If the roof /� /�O nfiguamon diffaa from hip/gable. Building Designer shall verify snow loads. BUTTECOUNTY' � �� 5) This etas hes oat bra designed for the effects ofunbalanced snow loads. 6) This am. has been dsigeced forth. -T— of word loads in accord®. with ASCE7 -10 with the following user defined input 110 �nh ultin— r=posute C, FuOyFndoad, BUILDING GabldL6p, Building Categotyll 0- 1.001 Overall Bldg Dim 25 fix 60 $ h - 15 ft, End Tone Tro. ss, Both end webs nsidered-DOL- 1.60 , CC Zone Width 3 ft. DI1/ S I ® N 7) Min®tm stomgn attic loading inaccordance withlBC lhble 1607.1 has been applied !� - g) A250 lbs®vingpoin[ live load has beer applied to the BC .narvent with other tied loads. Load Case Lrl: SW Live Load w P P H ® E APPROVED DistnJu tedLoads Menbc Location I location 2 D'neaton Spread Stan Load End toad Tnb Width Top Chd .1-9.0 6-2-1 l - Down Raj 28.5 par 28.5 pit 24 in Top Chd 6-2-11 33-2.0 Down Proj 142.5 pit 142.5 plf POmtLoads ESS/QA, Member Location Direction toad Tib Width QROE L. GV�TC�� Top Chd 6-2.11 Down 5561bsrP Load Case DI: Std Dead Load 1P Dismla tcdI=& Fap: 12/11/20 6 2 Mentes location 1 Location 2 Direction Spread Stan fond Fad toad Tnb Wdth LU rr Top Chd -IA-0 6-2-I1 Down Prof 8 pat 8 pit 24 in - d' 6 407 .'i Bot Chd 0-0-0 33-2-0 Down Prof 10 pat - 10 pat' 12 in ' Top Chd 6d-11 33-2-0 Down Raj 40 plf 40 pit Bot Chd 0-0-0 33-2-0 Down Raj 40 pit 40 pit Pt7intLaads '\ r Member location Direction Load Tnb Width Top Chd 6-2-11 Down 156 lbs ` ,,.• v� �� /07/2016 NOTICE Aenpyofthis design shell be fitmiand to the eerrton.ntraaor. The design ofthis individual mus is based on design mama and tequu®ts supplied bytheTruss Manuf catrc®d "i" upnn the "I Simpson I Simpson Strong -Tic Company and .tapletmess of the info�on as forth bythe Building Desigam A seal on this drawing indicates acceptance ofpengineeringfessional eneering responsibility solely for the =a c nponeot design shown. 5. the 11111 page and the "Important Infnt�on & General Noun" pop for additional info tion. All connector plats shall be ®ufemnad by Sitspson Strong -le Company, lot in accordance with PSR -2762 . All alnmm�r plmuw — 20 gntge, unless the specified 'We size in followed by a "-18" which indicates an 18 gorge plea , or "SN 18", which indicates a high tension 18 gauge plate Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 33-2-0 2/12 1 1-9-0 0-0-0 0-0-0 0-M 2 24 in 133 lbs Member Forces Summary Table indicates: Member Lorout eaal force, , t CSI. nr trine, (a- ca�� cop. ifdi�enranm t fioaxis, m ce) TC 14-1' ' 0.143 50 lbs (4S lbs) 2-15 0.088 .30 lbs 5-6 0.558 -2,876 lbs 1-2 0.566 -2,246 lbs 34 0.993 2,736 lbs (495 lbs) 6-7 0.855 -2,876 lbs 2-3 ' 0280 -2,202 lbs 4-5 0.993 2,736 lbs (49516s BC 8A 0.519 9lbs (-5 lbs) 10-11 0.957 1,690161 (-87 lbs) 12-13 0.332 517 lbs (-167161) 940 0.635 1,690 lbs (-87 lbs),11-12 0.731 517161 (467 lbs) 13-1 0.782 2.198168 (-204 lbs webs 2-13 0.060-3011bs 4-11 0.126 .635 lbs 6A 0.117 -589 lbs 3-13 0.773 1,749 lbs (-136 tbs) 5-11 0.748. 4,496 Ibs 7A 0.562 2,925 d, (-166 W)3-12 0.068 167 let 5.10 0.100 245 lbs 7.8 0.154 -779 lbs 3.11 0.841 -3,340 lbs 5A 0.532 1,204 lbs (.82 lbs) Notes: 1)7his truss has been designed using the green lumn fa berreductioctors. 2) When this truss has been edosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Cbepw 3 shall be used. Fabrication tolerance 5 3) California Gilder setback equals 8-0-0, miss spacing behind girder equals 2-0-0, the second girder setbant equals 10-0-0, end jack We is Open Faced, and the comer gliders an Reads. 4) Provide adequate drainage to pru nl pending 5) ® Indicates continuous lateral restraint (CLR)requimd m the location(s) showy. Rowe of CIR must be adequately diagonallybmced, ace 6WEBCLRBRACE For alt®ativesto CLRs and diagonal bracing ace DYWFBRENFORCE 6) 7be forces shown for this multi -ply trues ran per ply and the reactions are for all plies. Two identical cusses shag be built and anaehed av follows: TC -I nw of I Od Nails or Gun Nails (®a 0.120" die. x 2 7/8" long) Q 10.5" o.e, BC - 1 nw of I Od Nails or Gun Nails [min 0.120" dim x 2 7/8" long]Q 12" o.c. , webs -I row 10d Nails or Gun Neils Into 0.120" dim x 2 7B" long) ® 9" In addition to the fastening outlined above" provide the following supplemental fasteners within 24" of the locstion(s) listed.below in lieu ofusinghanger connectors that an capable of , vansfcniog the entire load between the plica: 7C: 6-2-11, (3)1Od Nails of Oun Nails [min 0.120" dia, x 2 7B" long) 7) Where required, sufficient hangers shall be provided (byoth�) a resist rection, shown.. 8) Install the sere—/nails on one side; do act flip was. Screws/nails shall be installed in the static, truss ply that the hangers an easrhed to. 9) Larraal bracing shallbe en, d to cad ply. 10) All fasteners minimrm2-12" long unless othnwi.a noted. • - 11) Nail. in 1st and tad ply.hall be staggered fiom successive plies by 12 the ..it spacing 12) Listed wind uplift reactions based on MWFRS Only loading - 13) Bening eaterial shorn in the above table het only been chanted for resistance perpendicular to 8mm, and does not indi®L- adequm7 of ®tcisl for othordesign considerations. t � BUTTE COUNTY BUILDING DIVISION i APPROVED OQROF ESS/o L. G,(/F.L. Exp: 121nl112016�� y a c9 m LU 67407 � F � C 07/07/2016 NOTICEAenpy of thi. desiip shall be famished m the erection contractor. The desigo of this individual cuss is based ort desigr mtcriz end requin>rmts supplied by theTluss ManuBcturcrandplies upon the • Sin p5On Strong -TIO Company and completeness of the infsanetion set fanb bythe Building LksignmA seal on this drawing indicates acceptance cfpmGaeional engteoermg responsibility solely forlhe cuss component dtsigo shown. Sec the timer nuxirwl page and the "leapomst mfe®tion At General Notes" pogo fonntien for additional b.on. All nncem® tor plmes shell be ufaenind by Siapson Strong -71e Company, ma Etc in anrdence with ESR -2762 . All cnnmm�r pltue ase 20 gaugq unlet the specified plate size is followed bye "-18" which indicates an 18 gmgo plate, or"SW 18", which indicates a high tension 18 gauge plat. Hanson Components, Inc. Truss: N01 ProjectName: cooper res CorrTponcnt SolurionsTx' Daze: 07/05/16 14:39:42 Truss Page: 2 oft Version: 2016.4.1 [Build 61 Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 33-2-0 2/12 1 1-9-0 0-0-0 0-0-0 0-M 2 24 in 133 lbs Member Forces Summary Table indicates: Member Lorout eaal force, , t CSI. nr trine, (a- ca�� cop. ifdi�enranm t fioaxis, m ce) TC 14-1' ' 0.143 50 lbs (4S lbs) 2-15 0.088 .30 lbs 5-6 0.558 -2,876 lbs 1-2 0.566 -2,246 lbs 34 0.993 2,736 lbs (495 lbs) 6-7 0.855 -2,876 lbs 2-3 ' 0280 -2,202 lbs 4-5 0.993 2,736 lbs (49516s BC 8A 0.519 9lbs (-5 lbs) 10-11 0.957 1,690161 (-87 lbs) 12-13 0.332 517 lbs (-167161) 940 0.635 1,690 lbs (-87 lbs),11-12 0.731 517161 (467 lbs) 13-1 0.782 2.198168 (-204 lbs webs 2-13 0.060-3011bs 4-11 0.126 .635 lbs 6A 0.117 -589 lbs 3-13 0.773 1,749 lbs (-136 tbs) 5-11 0.748. 4,496 Ibs 7A 0.562 2,925 d, (-166 W)3-12 0.068 167 let 5.10 0.100 245 lbs 7.8 0.154 -779 lbs 3.11 0.841 -3,340 lbs 5A 0.532 1,204 lbs (.82 lbs) Notes: 1)7his truss has been designed using the green lumn fa berreductioctors. 2) When this truss has been edosen for quality assurance inspection, the Double Polygon Method per TPI 1-2007/Cbepw 3 shall be used. Fabrication tolerance 5 3) California Gilder setback equals 8-0-0, miss spacing behind girder equals 2-0-0, the second girder setbant equals 10-0-0, end jack We is Open Faced, and the comer gliders an Reads. 4) Provide adequate drainage to pru nl pending 5) ® Indicates continuous lateral restraint (CLR)requimd m the location(s) showy. Rowe of CIR must be adequately diagonallybmced, ace 6WEBCLRBRACE For alt®ativesto CLRs and diagonal bracing ace DYWFBRENFORCE 6) 7be forces shown for this multi -ply trues ran per ply and the reactions are for all plies. Two identical cusses shag be built and anaehed av follows: TC -I nw of I Od Nails or Gun Nails (®a 0.120" die. x 2 7/8" long) Q 10.5" o.e, BC - 1 nw of I Od Nails or Gun Nails [min 0.120" dim x 2 7/8" long]Q 12" o.c. , webs -I row 10d Nails or Gun Neils Into 0.120" dim x 2 7B" long) ® 9" In addition to the fastening outlined above" provide the following supplemental fasteners within 24" of the locstion(s) listed.below in lieu ofusinghanger connectors that an capable of , vansfcniog the entire load between the plica: 7C: 6-2-11, (3)1Od Nails of Oun Nails [min 0.120" dia, x 2 7B" long) 7) Where required, sufficient hangers shall be provided (byoth�) a resist rection, shown.. 8) Install the sere—/nails on one side; do act flip was. Screws/nails shall be installed in the static, truss ply that the hangers an easrhed to. 9) Larraal bracing shallbe en, d to cad ply. 10) All fasteners minimrm2-12" long unless othnwi.a noted. • - 11) Nail. in 1st and tad ply.hall be staggered fiom successive plies by 12 the ..it spacing 12) Listed wind uplift reactions based on MWFRS Only loading - 13) Bening eaterial shorn in the above table het only been chanted for resistance perpendicular to 8mm, and does not indi®L- adequm7 of ®tcisl for othordesign considerations. t � BUTTE COUNTY BUILDING DIVISION i APPROVED OQROF ESS/o L. G,(/F.L. Exp: 121nl112016�� y a c9 m LU 67407 � F � C 07/07/2016 NOTICEAenpy of thi. desiip shall be famished m the erection contractor. The desigo of this individual cuss is based ort desigr mtcriz end requin>rmts supplied by theTluss ManuBcturcrandplies upon the • Sin p5On Strong -TIO Company and completeness of the infsanetion set fanb bythe Building LksignmA seal on this drawing indicates acceptance cfpmGaeional engteoermg responsibility solely forlhe cuss component dtsigo shown. Sec the timer nuxirwl page and the "leapomst mfe®tion At General Notes" pogo fonntien for additional b.on. All nncem® tor plmes shell be ufaenind by Siapson Strong -71e Company, ma Etc in anrdence with ESR -2762 . All cnnmm�r pltue ase 20 gaugq unlet the specified plate size is followed bye "-18" which indicates an 18 gmgo plate, or"SW 18", which indicates a high tension 18 gauge plat. Span Pitch Hanson Components, Inc. Truss: NO2 �b 33-0-0 '` 2/12 1 1-9-0 PfojedName: cooper res Component Solutions"" Deflection L/ Qoc) 34-9-0 Date: 07/05/16 14:39:43 Truss 53-i 511-12 1 511-12 I 59-12 Page: 1 oft Version: 2016.4.1 [Build 61 33-0-0 L/360 1.84 Rep MrIntense: Yes Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 33-0-0 '` 2/12 1 1-9-0 0-0-0 0-0-0 0-0-0 1 24 in 134 lbs CSI Summary Deflection L/ Qoc) 34-9-0 Load (psf) 1-9-0 4-t-0 1-9-0 53-i 511-12 1 511-12 I 59-12 - 4-1-6 1 6-2-11 9-11-11 152-12 21-2-8 27-2� 33-0-0 L/360 1.84 Rep MrIntense: Yes Web: 0.86(6$) N ♦ - BCLL: 0 D.O.L : 115% 6x16 - 6x6 - 3x4 - r 8 3x4 - 0-0-0 - 0.0.0 B-2-11 7-0-1 8-11-10 8-510 B-2-11 152-12 24-2-6 33.0-0 Loading General CSI Summary Deflection L/ Qoc) Allowed Load (psf) Bldg Codc: CBC 2013/ IC: 0.96(4-5) Vat 7L• 0.39 in L/459 (11-I) L/240 ' 7CIL: 20 7P11.2007 BC: 0.93(8-9) Man IL 0.09 in - L/999 (11-1) L/360 TCDL: 8 Rep MrIntense: Yes Web: 0.86(6$) Hoa TL0.04 in 8 BCLL: 0 D.O.L : 115% Creep Factor, K. 2.0 BCDL: 10 Plate OffserS OntX,Y,Angk (1:4-14.2-5,0.) (1:1-2-10,1-2,0.)12:0.0,3-9,3.) (3:10-13,1-12,0.)(4:1-12.3-9,0.) (5:0-0,3-0,0.) (6:0-0,3-9,0.). (1J4,34I,90.) OJ 19:0-0,3.8,0.)12.3 (11:9-1.3-9:0.) Reaction Summary 3T Type Brg Combo Brg Width Metaiol Red BrnWdth Max React Mm Cnav Uplift Mex Wind Uplift Mm Uplift Max Horiz IPin (Wall) 1 3.5 in Douglas-Fir4-b 1.50 in 710 lbs - b3 lbs -63 lbs 85 lbs to H Rog (Wall) 1 3.5 in Douglas -Fu -1 acb 1.75 in 1,645 lbs - -112 lbs -112 Ibs 0Ibs 8 H Roll (Wall) 1 3.5 in Douglas- u Inch 1.50 in 573 lb. - - 40 lb. 40 lbs 0 lbs Material Summary Bracing Summary TC DFL #2 214 TC Bracing Sheathed or Pial ms et 4-0-0, Partin desilp by0them. BC DFL #1B 2x4 a=pt BC Bracing Sheathed or Purlins at 5.7-0, Pudin design by Others. 10-1 DFL #22x4 Webs DFL Std/Stud 2x4 Loads Summary "This crass has been designed for the affcm due to IO psfbottom chord five load plus dead loads. 2) This truss has been designed for the effects ofa balanced design now load Das - 20 psO and unbalaooed design snow loads (21 /12, 6 psf wind, 20 psf 1=. 11.8 part= ow peak to 10.7 ft) for hips/gthles in n=otion= with ASCE/ - 10 with the following uawdefinod input 29 psf Wound now load (PA Tennin Category C, Eaposum Category ParliaOy Exposed (C'- LOX Building Category 110- 1.0). Therml Condition All Others (Ct- LOX Roof Slope Factor (Cs - 1.00� DOL- 1.15. 3) This trues has been designed for the effects of wind loads in accordance with ASCE7 -10 with the following user defined input 110 mph ult®tc, Exposum C, FuOy Fado,ed, 061.4lip, Building CategoryB 0- I.ODX Ovwll Bldg Dims 25 ft x 60 ft, h - 15 ft. End Zone Truss, Both and webs considered. DOL- 1.60 , CC Zone Width 3 IL 4) Minimum storage sme loading in accordance with ®C lhble 1607.1 has been applied 5)A250lbs nnvingpcint five load has been applied to the BC concurrent with other dead loads. i BUTTE COUNTY Member Forces Summary ruble inaiestes: Meer m, ran: lb axial come (rmx mrapr corse ire from max ,4001 tome) .83 -305 7C - 0271 23 lbs - 3,1 0.588 -832 lbs Sfi - b.305 -1,400 BUILDING D IVI S I O N lbs - I-2 0.730 .1,939 lbs3.13 0.067 -131ba 6-7 0.375 231bs (-Il l-2 lbs) 2.3 0.324 •848 lb. 4-5 0.962 1,291 lbs (-265 ba)APPROVED BC 8-9 0.934 1,413 lbs (-290 lbs) 10-I 1 0.628 -I.20' lb: 9-10 0.735 992 lbs (-1841bs)11-1 0.932 19021bs 4361bs Webs 2.11 0.512. .1,147 lbs 4.10 0.120 -961 lbs 6-9 0.145 356 lbs (-59 lbs) 3-11 0.055 -218 lbs 5.10 0.457 .2,202 lbs 6.8 0.864 -1,457 bs 4-11 0.860 1,946 lbs (-516 lb.) 5-9 0.276 679 lbs 7.8 0.054 -141 lbs Notes: factors. ' ESS/pN9 is ss has been designed using the Wlumber reduction 1) htrusseen 2) When this cuss has been sboam for quality assurance inspection, the Double Polygon Method per 7P11-2007/Chapter 3 shat be used. Fabrication tolan=- 5 %. OQROF L. Q,U� 3) Provide adequate drainage to prevent ponding ��� ��Y j X 4) CKIndicates continuous larval restraint (CIA) required m the location(s) shorn. Rowe of CIR =at be adequately diagonally braced. a= D-WEBCIRBRACE Forahemaiws to CUU and diagonal bracing am D-WEBRFINFORCF. Exp: 12/-11/2016 y 5) listed wind uplift reactions bond ons boon MWFRS Only loading 6) Boating material 6b ownin the above table has only been chociod for mesiatance, perpendicularto gain, and does not indicate adequacy ofa'pmal for other design considerations. W 67-407 O7 ;0 I � f 07/07/2016 N07ICEAmpyofthis design shall be furnished to the elation contractor. The design ofthis individual mass is band on design emaie and requirements supplied by theTrusa Memufacnucand relies upon the rrw:unuy Simpson Strong -Tie Company and completeness of theinforms¢on set Earth by the Building Desigoer. A seal on this drawing indicates acceptance of professional engineering tcponsbilitysolely for the buss component design shown. S= the cover page and the "Important Infcem tion 80enatd the page foraddNonal information. All mnnednr plates shall be ®ufaenued by Simpson Strong -Ile Company, Inc in ac omance with ESR -2762 . All conmmnr pima son 20 WuM unless the specified plate sin is followed bye "-18" which indicates an 18 ppugo plate, or "S# 18% which indicates a kiEb trusion 19 gngo pleat Hanson Components, Inc. Componeni Solutions"" Truss Version: 2016.4.1 [Build 6] Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 33-M 2/12 1 1-9-0 0-" 0-M 0-M 1 24 in 139 lbs 34-9.0 I - i 1--0 - 511-12 2 i 59-121-9-0 Still S6 10. - 1191-11 31 211.14 33.0-0 2-04 ; T{� Qd,b 1411 f ,: 1x41 4x10- 5x6- 5x16- 1x41 Truss: NO3 ProjectNa=: cooper res Date: 07/05/16 14:39:43 Page: 1 of l Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 33-M 2/12 1 1-9-0 0-" 0-M 0-M 1 24 in 139 lbs 34-9.0 I - i 1--0 - 511-12 2 i 59-121-9-0 Still S6 10. - 1191-11 31 211.14 33.0-0 2-04 ; T{� Qd,b 1411 f ,: 1x41 4x10- 5x6- 5x16- 1x41 /07/2016 NanCEAcopyofthis design shell be fihmished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied bytheTruss Mmufeaurcand relies upon the accuracy SimpS(In Strong Tic Coffipany and mmpleuaess ofthe information bel froth by the Building Designee A seal on this drawing indicates acceptance of pm6rssionel ague®geesponsbility, solely for the trust conponmt design shown. See the corer page and the "Important Infotrmtion &Gen®1 Notes" pep for additional mfozrattion. All anneaor plata shall be otanufihaured by Simpson Stroull-Mc Company, Inc in anoordencc with ESR -2762 . Ali amnnonnr plates an 20 gaup, unless tho specified plate aim is followed by a "-18" which indicates= 18 gaup plate, or "Sq 18", which indicates a high tension 18 gaup plate. 51-6 S14i 50.1 511-12 I 511-12 59.12 I ' 51.6 142-11 152-12 - 21-2-13 27-2-4 33-0-0 Loading General CSI Summary Deflection L/ (loc) Allowed. Lost! (pso Bldg Code: CBC 2013/ TC: 0.56(34) Vat TL 0.25 in L/709 (12.13) L/240 TCIL: 20 TPI 1-2007 BC: 0.81(6-9) Vat tL 0.08 to L/999 (12-13) L/360 - TCDL: 11 - Rep Mr Increase: Yes Web : 0.94(4-10) Hoa IL -0.03 in .8 BCIL: 0 D.O.L.: 115 % Creep Factor, Kc =2.0 BCDL: 10 Plate OBacts(1ntY,Y,An& (1:4.14,2.5,0.) (1:1-2-10.1-2,0.)(2:1-12,34,9.) (3:10-13,1-12,0.)(4:0-0,3.8,0.) (5:0-0,2.8,0.) (6:0-0,3-8,0.) (/:34,3.8,90.) B:5-0,3.8,0.) (9:0-0,3.8,90.) (10:0-0,3.8,0.) (11:0-0.2.8,0.) (12:9-1.3.8,0.) (13:0-0,3.8.90.) Reaction Summary r JT Type .. . Bra Como Bra Wdlh Material Rad Bra VAdth Max Resor Mm Oran Uplift Max Wind Uplift Mm uplift Max Horix 1 Pm (Wall) 1 3.5 m D-glas-F.4� 1.50 in 665 lbs - 60 lbs .60 lbs 97 lbs 11 H Roo (Wall) 1 3.5 m Douglas-Fir•1mrL 1.76 m 1,650 lbs - -115 lbs .115 Its 0 lbs 8 H Rou (Wall) 1 3.5 in Douglas-Firvlatrlt 1.50 in 571 lbs - 5 -40 lbs 40 lb. 0 lbs Material Summary Bracing Summary TC DFL#2 2x4 TC Bracing Sheathed orPurlins a 4-2-0, Pullin design by Others. BC DFLp2 2.4 BC Bracing Sheathed or Pudivs at 5-M, Pullin design by Others. Webs DFLStd/Smd 2x4 Loads Summary I) This trues has been designed for the effects due to 10 psfbotmm chord lite load plus dead loads. 2) This truss has been designed forthe effoas of abalanced design mow load (Ps a 20 psl) and unbalanced design mow loads (2 A 2, 6 psf wind, 20 psf lac, 11.8 psf Ira owpmk to 10.7 ft) for hips/gables in accordance with ASCE? - 10 with the thuowinguse defined input 29 psf ground mow load (Pg1Te®in Cetegnry C, Exposure CatcgnryPartially &Posed (Ce - 1.01 Building Catagnry Do e 1.01 Thamal Condition All Others (Ct m 1.01 Roof Slope Factor (Ca =1.001 DOL- 1.15. 3) This truss hasbeen designed for the effects ofwmd loads m accordance with ASCE7 -10 with the followinguser defined input 110 rtph ultimam, Fxposum C, Fully Enclosed, Gable/Hip, Building Categnryll 0 - 1.001 O ersu Bldg Dins 25 R x 60 0, h - 15 ft, End Zone Truss, Both and webs considered DOL- 1.60 , CC Zone Width 3 8. 4) Minimrm amrap aeric loading in aceordanee with IBC 7hble 1607.1 has been applied 5) A250 lbs ®ting point lite land has been applied to the BC coneunmt with other dead loads. Member Forces Summary Table indicates: Member ID, ®t CS1, max axial mree, (ma comps force if diffaml fiom-axis] force) BUTTE COUNTY TC - 1.2 0.196 5-0 0.304 .828 lbs - 34 0.559 --13 lbs lbs 54 3-I5 0.067 -13 lbs 6-7 0.372 28 lbs (-14bs) 1.2 0.343 -1-292 DIVISION lbs 2-3 0.405 -292 lbs 4-5 0.437 .860 lb. BUILDING BC 8-9 0.811 1,213 lbs (-18216x) 10-11 0.605-1,367lb, 12-t3 0.794 1,8111ba (-3071bs) 9-]0 0.758 1 13 Ibs -182 be I1-12 0.349 -1,367 Has - 13-1 0.630 1 811 lbs -307 lbs) Webs 2.13 0.136 341 lbs 4-11 0.195 -1,522 lbs 6-9 0.152 373 lbs ���O��D 2-12 . 0.325 -1,693 lbs 4-10 0.940 2,129 lbs (361 bs) 6-9 .0.736 -1,270 as; 342 ` 0.057 -277 lbs 5.10 0.050 •387 Has 7.8 0.071 •142 lbs 4-12 0.710 1,607 lbs (408 lbs) 6-10 0.372 -559 lbs Notes: been designed lumbo factors. ESS/0N9 1)Thisrmss has using the green reduction 2) When this truss bas bea chosen for quality assurance Inspection, the Double Polygon Method pa TPI 1-2007/Chapter 3 shall be used. Fabrication tolerance= 5 %. OQROF � � L. G, 3) rovidc edequete drainage to preven ponding j 4) ®Indiestescentinuouslaters restraint(CIR) requred at the loc�on(s)shown. Rows ofClR meat be adequately diagrsnauybreced,am D-WFBCLRBRACE Fordt®atiteam CTRs and diagonal bracing am D-WEBREAIFORCE `� E'xp: IZKi 1/2016 2 COD 5) listed wind uplift reactions based on MWFRS Only loading 6) Brining material shown in the above table has only been choclod for resistance perpendicular to grain, and does not indicate adequacy of nerain! for other design considerations. � 67407 %0 /07/2016 NanCEAcopyofthis design shell be fihmished to the erection contractor. The design of this individual truss is based on design criteria and requirements supplied bytheTruss Mmufeaurcand relies upon the accuracy SimpS(In Strong Tic Coffipany and mmpleuaess ofthe information bel froth by the Building Designee A seal on this drawing indicates acceptance of pm6rssionel ague®geesponsbility, solely for the trust conponmt design shown. See the corer page and the "Important Infotrmtion &Gen®1 Notes" pep for additional mfozrattion. All anneaor plata shall be otanufihaured by Simpson Stroull-Mc Company, Inc in anoordencc with ESR -2762 . Ali amnnonnr plates an 20 gaup, unless tho specified plate aim is followed by a "-18" which indicates= 18 gaup plate, or "Sq 18", which indicates a high tension 18 gaup plate. Ranson Components, Inc. Component Solutions", Truss Version: 201.6.4.1 [Build 6] Truss: N04 PfojectName: cooper res Date: 07/05/16 14:39:44 Page: 1 of 1 Span Pitch Qty OHI, OHR CANT L CANT R PLIES Spacing WGT/PLY 33-M 2/12 1 1-9-0 0-0-0 0-0-0 0-M 1 24 in 134 lbs 1-8-0 61� 61-6 1-B-0 131 511-12 Stt-12 59-12 " 61-6 12-2-11 1111-11 52-12 21-2$ 27-2-4 33-0.0 2.4-4 T 1x4 3x5- 6x8- 3x4- , . 0..60 IT Type Bqt Combo Brg Width Material Rod Brg Width Max Reset M. Oreo Uplift Max Wind Uplift Max Uplift Man Hodz ' 1 Pin (Wail) 1 3.5 is Douglas-Fh larch 1.50 in 597 lbs - -57 lbs -57 @s - 10 H Roll (Wa11) 1 3.5 in Douglas -F.4 -h 1.72 in 1,621 @s - -119 @s -119 @s 0 lbs 0-60 0 @s Material Summary Bracing Summary 61-6 TC DFL 42 2.4 TC Bracing Sheathed orPudin& at 4-" Pudin design by Others. 6-1-6 i 3-0.1 611-10 10-1 DFL #22x4 6610 Webs DFL Std/Stud 2.4 61-6 12-2-11 • 152-12 - 24-2.6 i 33-0.0 LoadingGeneral All Others = LOOS DOL ingbe Category 0 0= LO),'@a®wind - 01 RooASCE? 3)Thmi as has loads ee with - 10 with the following 3)Thia masa bas bath deigned for the effara of wend load" in emordma with ASCE? • 10 with the followiaguser deftnd input 110 apb ulti®tq Fipostrs C, Fully En closed, nad input CSI Summary Gable4lip, Building Category B a e 1.001 Ovc all Bldg Dims 25 ft x 60 ft, b = 15 ft, End Zone Truss, Both and webs considered. DOL- 1.60 , CC Tone Width 3 8. Deflection L/ Ooc) Allowed load (psQ Bldg Code: CBC 20131 7C: 0.81 (34) ltrt TL 0.31 is L/677 (BA) 1.1240TCIL: APPROVED 20 TPI 1.2007 BC: 0.88 (SA) Vat LL 0.08is L1999 (12.1) L/360 TCDL : 8 Rep Mbr heermse : Yes Web : 0.66(6-8) Ho¢ TL 0.04 in ,' 2-11 0.501 -2,072 @s 5-10 0.411 -1,911 Iba 7.9 0.091 -140 lbs 8 BCU-: 0 D.0.1- : 115% Creep FedaS Ker=2.0 . Reaction Summary IT Type Bqt Combo Brg Width Material Rod Brg Width Max Reset M. Oreo Uplift Max Wind Uplift Max Uplift Man Hodz ' 1 Pin (Wail) 1 3.5 is Douglas-Fh larch 1.50 in 597 lbs - -57 lbs -57 @s 110 lbs 10 H Roll (Wa11) 1 3.5 in Douglas -F.4 -h 1.72 in 1,621 @s - -119 @s -119 @s 0 lbs 8 H Rog (Wall) 1 . , 3.5 in Douglas-Fir-Imrh 1.50 is 580 lbs - -39 @s -39 @s 0 @s Material Summary Bracing Summary TC DFL 42 2.4 TC Bracing Sheathed orPudin& at 4-" Pudin design by Others. BC DFL41B 2.4 except BC Bracing Sheathed or Pudins a 6.3-0, Podia design by Others. 10-1 DFL #22x4 Webs DFL Std/Stud 2.4 Loads Summary 1) This muss has beer dmignd for the efforts due to 10 psfbottom chord fiw load plus dead loads. 2) This wee hes been demigod forth" effects of abalaneod design mow load (Ps = 20 paQ and unbalanced design snow lode (2 /12, 6 psf wind, 20 pall«, 11.8 pefla owrpeak to 10.7 D) for hips/pbla in accordance with ASCEI -10 with the following user defined input 29 psf ground mow load (Pa Terain Category C, Exposure Category Parodly Exposed All Others = LOOS DOL ingbe Category 0 0= LO),'@a®wind - 01 RooASCE? 3)Thmi as has loads ee with - 10 with the following 3)Thia masa bas bath deigned for the effara of wend load" in emordma with ASCE? • 10 with the followiaguser deftnd input 110 apb ulti®tq Fipostrs C, Fully En closed, nad input BUTTE COUNTY Gable4lip, Building Category B a e 1.001 Ovc all Bldg Dims 25 ft x 60 ft, b = 15 ft, End Zone Truss, Both and webs considered. DOL- 1.60 , CC Tone Width 3 8. 4) Mm® nm enrage mit leading a eaortlma with IBChas been applied he B conn 5) A250 @s moving posit fere load has been applied n the BC mncumtht with other dead loris. BUILDING DIVISION Member Forces Summary, Table indicates: Meier m, near cal ex� Co a, (mac) fame f t spa ex� rasa) TC 13.1 0.191 16 lbs 34 0.813 1,499 lbs (258 @s) Sfi 0.347 -I,OOD lbs lb 5-6 0.347 1 1-2 0.423 -1,549 @s 3-14 0.067 •13 lbs 6-7 0.392 - 32 @s (46 lbs) APPROVED 2-3 0.685 614 @s (4 06 @s 4-5 0.663 1 492 @s (-258 Iba BC 8A 0.878 983 lbs (-177 @s) 10-11 0.590 -574 lbs 12-1 0.705 1,507 lbs (-221 Iba) 9-10 . 0.678 736 lbs (-221 lbs) 11-12 0.807 1,507 In. (•221 @s Webs 2-12 0.152 373 Iba 4-10 0.044 -323 @s 6B 0.659 -1,049 lbs 2-11 0.501 -2,072 @s 5-10 0.411 -1,911 Iba 7.9 0.091 -140 lbs 3-11 0.196 483 @s (4 ths) SA - 0225 554 @s 3-10 0.238 -1.325 lbs 6A 0.099 243 @s r-132 Ihs1 Notes: OQgOF ESS/p 1) This musshas been designed using the gram lumber reduction factors. 2) Whth this as has born chosen for quality assurance inspection, the Double Polygon Mdhod per TPI 1-2007/Chopm 3 &bell be used. Fabrication tolerance= s �Ry L' G•�NT << 3) Pmvida adequate drainage topmmmn' ponding !� !� 4) ® Indicates continuous latasl ""'mint (CLR) squired a the lotadon(&) shown. Rowe of CIR drat be adequately disgnnailybnned, am D-WEBCiRBRACE Forah.;,mves to Exp: 12/1111 /2011i C1Rs and diagonal bracing ace 6® WREINFORCE 0. 5) listed wind uplift reactions based on MWFRS Only loading W 6) Bearing ®serial shown in the show table bat onlybem thadmd forrmistance perpthdimlagrain, ain, and does not indicate adequary of mdth cial fiaroer design considerations. d' 67407 7/2016 NOMCE Ampy ofthis design shell be furnished to the aectiom monmor. The design ofthis individual muss is based on design criteria and squixmmts applied by theTrum Manufixemrer and relies upon rhe tu:cumty I Simpson Strong -TIO Company and mraploeness of the mfommtion am forth by the Building Desigam A seal on this drawing indicates soup== ofpmf ssional engineering responsibility palely for the muss component design shown. See the mvR pap and the "Important Infomnuion B: Geneod Nous" page for additional infatuation. AD contractor platm shell be ®utequrd by Simpson Strung -le Company, Inc in a t rdana with ESR -2762 . AD connw plmc are 20 gang, mica" the specified plate size is followed by "-18" which indicates an 18 gorge plata, or "S# 18", which indicates a high t¢sion 18 garge plate Ranson Components, Inc. Truss: N05 -•, n - ProjectName: cooperres Cornponenr Solutions""' Date: 07/05/16 14:39:45 Truss Page: 1 of 1 Version: 2016.4.1 [Build 6] Span Pitch Qty OHI. OHR CANf.L CANTR PLIES Spacing WGT/PLY 33-0-0 2/12 1 1-9-0 0-0-0 0-0-0 0-M 1 24 in 136 lbs 34-9-0 • 1-9-0 { 7-0-6 7-0.6 i t-9-0 I 52-9 6-11-8 7-0.6 14-0.11 159-11 21.0-4 27-11-12 33.0-0 t 2-7-15 acxrr�MIR 5x6 - 400 - 5x6 - 3x10 - 0.).0 7-0-6 7-0.6 1-2-1 5-9-8 eers ads' rdan withw 6-11-8 5-0.4 7-0.6 14-0.11 52-1 21-0-4 27-11-12 330 Loading General CSI Summary Deflection L/ (loc) Allowed I.2 0.581 -1,991 lbsthe 3-14 0.467 43 the Load (pal) Bldg Code: CBC 2013/ TC: 0.88(2-3) Vat TL 0.48 in L/373 111-12) L/240 BC 7-8 0.548 37 lbs (48 lbs) 940 0.820 894 the (.117 ths) 11-12 0.770 1,546 lbs (-240 lbs) 10L: 20 TPI 1-2007 BC: 0.82 (8A) Vat IL 0.13m L/999 (11-12) L/360, "CDL: 8 Rep Mbrloinase: Yes Web: 0.75(1-11) Hoa TL 0.04 in 7 BCIL: - 0 D.O.L: 115% Crap Factor, Ka -2.0 BCDL: 10 Plate 06scts(1ntXY,An0 (1:4-14.2-5,0.) (1:1-2.10,1.2,0.)(2:1.12,34,9.) (1:10-13,1-12,0.)(4:0-0,3.8,0.) (5:0-0,3-8,90.) (6:5-0,3-8,0.) (7:34,3-8,90.) (8:0-0.3-8,0.) (9:0-0,2-8.0.) (11:9-1.3-8,0.) (12:0-0.2-8.0.) Reaction Summary fT Type Big Combo BB Width. Ma'am] Rqd Bra Wdth Max Resat Alex Oreo Uplifi Max Wind Uplill Max Upufi Moot Horiz 1Pin (Wall) 1 3.5 in Douglas-Fn4,rch I.so m 599 lbs - -57 lbs -57 lbs 121 the Douglir4=b 1.65 in 1,546 lbs - .117 lbs 10 H Roll (Well) 1 3.5 m ns -F .117 lbs 0 the 7 H Roll (Wall) 1 3.5 in Douglas -F.4 -h 1.50 in 640 lbs - 40 the 40 lbs 0 [be Material Summary Bracing Summary TC DFL a2 2.4 TC Bracing Sheathed or Pudms at 4-5-0, Pudic dwige by Others. BC DFL t/2 214 except BC Bracing Sheathed or Pudina at 6-3-0, Poulin design by Others. 9-12 DFL#lB 2x4 Webs DFL Std/Said 2x4 - Loads Summary "This was has been designed for the effects due to 10 psfbotrom chord live load plus dead loads. 2) This was has been designed for the eff- of abelaneed design snow load (Ps - 20 Pao and unbalanced design snow loads (2 /12,6 psfwind, 20 psf Ia, 11.8 psf lee ovapesltto 10.7 A) forhips/goblet in mcorrlance with ASCE? - 10 with the followmgus r defined input 29 psf ground snow load (Pa Terrain CategoryC. Exposure CategoryPectially Exposed (Ce - 1.0), Building Category 110 - 1.01 Thal Condition AO Others (Ct - 1.01 Roof Slope Factor (Ca -1.00), DOL - 1.15. f d1 ASCE7 10 •thth fall de5nd' L 110 hut' Ex osureC Full Fadosed I N N 7 2X41 3)Thos uuse". been desw brthffee o wen o mmco a - e owmguea mpu up 'tante, p I y Oablelftip, Building CalcgoryR (1- 1.001 Overall BldgDines 25 A x 60 a h - 15 0, Find Zone Truss, Both and webs &onside d. DOL- 1.60 , CC Zone Width 3 R 4) Mm®rm storage eerie loading m mcortlana with MC 7961e 1607.1 hub= applied BUTTE COUNTY 5) A250 His moving point lite load has bean applied to the BC concurrent with other dead lode. " Member Forces Summary Table mdicatca: Mccoball), - CSI, - axial fo�. (ozer compr fora ifdi6aent from- axial firoc) BUILDING DIVISION 7C 13.1 0.191 16 the 34 0.816 936 lbs (-141 lbs) 5-6 0.359 -1,003 the I.2 0.581 -1,991 lbsthe 3-14 0.467 43 the 2.3 0.879 991 Ibs-1781bs 4.5 0.493 -1.003 Ibs APPROVED BC 7-8 0.548 37 lbs (48 lbs) 940 0.820 894 the (.117 ths) 11-12 0.770 1,546 lbs (-240 lbs) 8-9 0.820 894 Obs (-117 Ibs) 10-11 0.820 894 lbs (-117 lbs) 12-1 0.799 1.546 the -240 Ibs Webs 2.12 0.173 426 lbs 4-11 0.363 -1,622 lbs 5-8 0.056 -383 lbs , 2 -ll 0.749 -2,509 lbs 4A 0.128 314 nos 6-8 0.495 1,121 lbs (447 lbs) 3-11 0.089 -573 lbs 4-8 0.226 511 lbs (-76 lbs) 6-7 0.128 .605 the Notes: OQROF ESSjO 1) trussIbis ss has been designed using the gram lureber reduction factors. 2) When this truss has bean chosen for quality seen==mspoction, the Double Polygon Method pa IPI 1-2007/Chapta3 shag be used. Fabrication tolerance - 5 Yo. �� RY L. 3)Provide adequate drainage to present ponding 4) ® hodiestes continuous lateral restraint (CIR) mquimd at the location(s) abown. Rows of CLR meet be adequately diagenallybe ced, see D•WPBCIRBRACE Foraltmstives to 1G Me =4 diagonal bracing ase D-WEBREINFORCE Exp: 12/31 /2 016 5) fisted wind uplift reactions based on MWFRS Only loading 6)Bcmig-,ad-' shown in the show table has only been ehedood for rraistance perpendicular to green, and does not indicate adequacy ofeecamial for other design considerations. 11J 67407 a v 07/07/2016 NOMCEAcopy of this design &hall be &wished to the action coatreator. The design ofthis individual truss is based on design mtma and rcqubants supplied bytheTeras Manufaentterand relies open the mcunocy Simpson Strong -Tic Company and camplaaneas of the info�stio t sat forth by the Building Designa. A Beal on this drawing indiesren acceptance ofpro&ssioml =&wdng mponsib(liry solelyforthe was component design shown. .,'.P'" the msec page and the'7mpommt Infm®tion &General Notes" page for additional mf nnotion. All connecter plates shall be comufaqurd by Sibson Swug-71e Cottpany, Inc in accurdanco with ESR -2762 . All ntnnoctor pinies arc 20 gust, unless the epcdfid plate size is foaowed by. "-18" which indicates an 18 gauge plate, or "Sf/ 18", which indicates a high tension 18 Smge plate. Hanson Components, Inc. Truss: SJl Project Name: cooper res Component SolutionsTA1 Date: 07/05/16 14:39:46 Truss Page: I of 1 Version: 2016.4.1 [Build 6] Span Pitch Qty OHL OHR CANT L CANT R PLIES Spacing WGT/PLY 2-0-0 8/12 1 1-9-0 0-M 0-M 0-0-0 1 24 in 9 lbs 3-9.0 1-9-0 1-11-11 1-11-11 2 E 3 Reaction Summary JT Type Bre Combo Erg RSdth Material Rud Bre Width Max Read Max Grarupa0 Mat Wind Uplift Mex Uplift Mat Hari. 1Pin (Wall) 1 3.5 in Douglas-Fir•Lmch 1.50 in 369 lbs 46 lbs .46 lbs - 119 Iba 2 H Roll (Well) 1 3.5 in Douglas -F. 1.50 m 52 lbs -12 lbs -12 lbs 0 lbs 3 H Roll (Wall) 1 3.5 in Douglas -F Aramb 1.50 in 263 lbs -6lbs - 6 lbs 0 Has Material Summary Bracing Summary - TC DFL#2 2x4 - TC Bracing Sheathed or Pudms at 6-3-0, Pudin design by Others. 2.0-0 Webs Loads Summary • 2-0-0 peakm 3.7 fl) for hips/gables in accordance with ASCE) - 10 with the followmgusaddmed input_ 29 psf ground snow load (PgLT®n Category C, Exposure Category Partially Exposed (Ce- 1.01 Building Category a 0 - 1.01 Thermal Condition All Others (Ct - 1.0), Roof Slope Factor (Ca - 0.911 DOL- 1.15. Loading 3) This truss has been designed for the effacer ofwi d loads in aerardenee with ASCE) -10 with the followinguserde6ned input 110 mph ultimate, Exposure C, Fully Enclosed, General CSI Summary Deflection L/ (loci) Allowed Load (psi) Bldg Codc: CBC 2013/ TC: 0.35(4-1) Vat 71-• Om L/999 (3-J) L/240 , TC1L: 20 TPI 1-2007 BC: 0.20(3.1) WLL• Om UP L/999 (3.1) L/360 TML: 8 Rep Mbrinermse: Ya Web: 0.00(1) Ho¢7L• Om 2 BCIL : 0 D.O.L : 115% Gap Fixe r, Ra= 2.0 - BCDL: 10 Plate OBsets 0.0Y,A.&.. (1:2-7,2-9,0.) Reaction Summary JT Type Bre Combo Erg RSdth Material Rud Bre Width Max Read Max Grarupa0 Mat Wind Uplift Mex Uplift Mat Hari. 1Pin (Wall) 1 3.5 in Douglas-Fir•Lmch 1.50 in 369 lbs 46 lbs .46 lbs - 119 Iba 2 H Roll (Well) 1 3.5 in Douglas -F. 1.50 m 52 lbs -12 lbs -12 lbs 0 lbs 3 H Roll (Wall) 1 3.5 in Douglas -F Aramb 1.50 in 263 lbs -6lbs - 6 lbs 0 Has Material Summary Bracing Summary - TC DFL#2 2x4 - TC Bracing Sheathed or Pudms at 6-3-0, Pudin design by Others. BC DFL q2 2x4 BC Bracing Sheathed or parties a 10-0-0, Pudin desist by Others. Webs Loads Summary 1) This truss has been designed for the eseas due to 10 psfbotrom chord aw load plus dead loads. 2) Tbis truss has been designed forthe Ams ofa balanced design snow load (Ps - 18.1 psi) and unbalanced design seow loads (8 /12, 5.4 psfwied, 18.1 psf la, 23.6 parlor over peakm 3.7 fl) for hips/gables in accordance with ASCE) - 10 with the followmgusaddmed input_ 29 psf ground snow load (PgLT®n Category C, Exposure Category Partially Exposed (Ce- 1.01 Building Category a 0 - 1.01 Thermal Condition All Others (Ct - 1.0), Roof Slope Factor (Ca - 0.911 DOL- 1.15. 3) This truss has been designed for the effacer ofwi d loads in aerardenee with ASCE) -10 with the followinguserde6ned input 110 mph ultimate, Exposure C, Fully Enclosed, Gable/Hip, Budding Catgp y ]3 0 - 1.001 Overall Bldg Dina 25 fix 60 14 h - 15 ft, Fad Tone Truss, Both end webs considered. DOL- 1.60 , CC Zone Width 3 ft. 4) Minim storage attic loading in accordance with IBC Thble 1607.1 has been applied���� O I ' A 1TY 5) A250 Iba moving point liw load has bare applied m the BC coaarrent with other dead loads. v, v Member Forces Summary Table indimtct: Mmoba ID, ®c CSI, atm axial force, (®= compr fora irdiffamt lineament, axial fora) BUILD 1 N G D 1 V I S 1 O N Nates: 1) This truss hes been designed using the gram lumbamduction factors. 2) When this truss has been chosen for qualitymsumnce inspection, the Double Polygon Method pa7P11-20071Cbapta 3 shall be used. Fabrication tolerance- 5 %. 3) Listed wind uplift rehictions based on MWFRS Only loading ' 4) Hearing material shown in the above table has only been cha sed for resistance perpendicular n grain, and does not indicate adequacy of ®taiel for other design considerations. APPROVED Q- tjT Exp: 12/11P2016 07/07/2016 NOTICE Avopy *f this design shall be fumishd to the enxhon contractor. The design ofthis individual truss is based on design criteria and requirements supplied by theTruas Manufacturer and relies upon the Yvrary I Simpson Strong -Tic Company end completeness of the inforrmtion sat forth bythe Building Designer. A seal on this drawing indicates occeptata ofprofmsional ened ginengresponslbiliry solely for the truss component design ahowv. S c the cin page and the'7mportmt Info tion & General Notes" page foradditional infitaation. All connector plates shall be ®ufnxured by Simpson Strong -le Company, Inc in acaotdence with ESR -2762 . All cnnnecrnr plaux are 20 gaug, unless the specified plane sill is Mowed by a "-18" which indicates en 18 gauge plate, or "SO 18', which indicates a high tension 18 gauge plate. Hanson Components, Inc. Component SolutionsT"' Tnlss Version: 2016.4.1 [Build 61 Truss: SJ2 PlojectName: cooper res Date: 07/05/16 14:39:46 Page: 1 of 1 Span Pitch Qty OHL OHR CANTL CANT PLIES Spacing WGT/PLY 2-0-0 8/12 1 1-9-0 0-M 0-M 0-" 1 24 in 121bs 5.8-11 _ 1-8-0 3-11-11 2 ` 0-0-0 .. 0.0.0 CSI Summary 2.0-0 Allowed 2-0-0 Bldg Cod.. CBC 2013/ Loading General CSI Summary Deflection ]L/ (loci) Allowed Load (pso Bldg Cod.. CBC 2013/ 'TC: 0.29(4-1) Vat Tit 0.01 in L/999 (3-1) L/240 ' 7CLL: 20 TPI I-2007 BC: 0.25(3-1) Vat M,Om L/999 (3-1) L/360 TCDL: 8 Rep Mbrintxense: YM - Web: 0.00(1) Hoa 7L• Om 2 BCLL: 0 D.0.1-:, 115% Creep Fadm, K. 2.0 ' BCDL: 10 Pim, Offsda OntXY.Anpy. (1:2.72-9,0.) Reaction Summary IT Type Beg Combo Btg Width Materiel Rqd Brg Wodtb Mme Reset Max C— Uplift Mme Wind Uplift Mas Uplift Max Herbs _ 1 Pin (Wall) 1 3.5 in Dougas-Fu-Imrb 1.50 m 384 lbs - -34 Its -34 lbs 168 lbs 3 H Roo (Wall) 1 3.5 m Douglas-F'n-I�ch L50 m 273 Its - - 0 @a 2 H Rou (Wall) 1 3.5 m Douglas-Fi, Lmcb 1.50 m 146 lbs - 42 Its 42 roe 0 Has Material Summary Bracing Summary 7C DFL 02 2x4 TC Bracing Sheeted orPurlins at 6-3-0, Pudin design by Others. • BC DFLg2 2x4 i BC Bracing Sheal'id or Purim e at 10-0-0. Purlin design by Others. Webs Loads. Summary I) Ibis truss hes bre designed for the effcdt due m 10 psfbottomchod Dve load plus dead loads. 2) Ibis truss has been designed forthe effmis of a balanced design snow load (Ps - 18.1 pso and =balanced design snow loads (8 /12, 5.4 psfwind, 18.1 psf let, 23.6 psf Ire ow .. peak to 5.3 d) for hips/gtbles in accordance with ASCEI -10 with the following user defend input 29 psf Bound snow load (PATennin CategoryC, Exposure Category Partially Exposed (Ce- 1.0), Building Category ]]a - 1.01 Tbemnl Condition All Others (Ct - 1.0), Roof Slope Factor (Cs - 0.911 DOL -1.15. s 3) This taus has been designed forth. e&ds cfwind loads in sccordance with ASCE7 -10 with the following user defined input 110 mph ult®tc, Exposure C, Fully Eaclosd, Geble7Hip, Building Cmegoryll (I- 1.001 Overall Bldg Dias 25 ft x 60 $ h - 15 ft, End Zoac Truss, Both end webs considered. DOL- 1.60 , CC Zone Width 3 8 4) Minimum smug: suit lod'mg m —d.. with ®C 7hble 1607.1 hes been epplid r 5) A250 Its movingpoint live load has been applied on the BC conanmt with other dead loads. BUTTE COUNTY Member Forces Summary Tablc mdi.mcs: Mcmber ID, = CSL mss .sial Come, came wmpr force ifdiffacot fom arae vial fere.) Notes: 1) This truss has been designed using the green lumberredudion faders. - - 2) When this truss bas been chosen for quality msmance inspection, the Double Polygon Method per 7411-2007/Chapter 3 sha:l be used. Fabrication mlaance- 5 %. 3) Listed wind uplift reactions bused on MWFRS Only loading 4) Bing animal shown in the above table has only been chedmd for resistance perpendicular to gain, and does not indicate adequacy of material for other design considerations. i BUILDING DIVISION APPROVED L•xp:12/11/2011, 67-40.7 /07/2016 NOTICEAmpy of this design shall be furnished to the eeeetion contraa0r. The design ofthis individual truss is based on design coma and mquu®u supplied by theTrusa Manufacturer and relies upon the n —7' Simpson Strong -Tie Company and completeness of the information as forth by the Building Designer A seal on this drawing indicates acceptance ofpmfessional mgmee®g responsibility solely far the truss component design shown. Sec the eras+ pago and the "bWorsat Information At Geotel Notes" pap for additional mftrmsrtion. AD connectorplates shall be mmubdurad by Simpson Strong -Lc Company, Inc in accordance with ESR -2762 . AD atnnec pimcs am 20 gmg, unless the specified plate sin is followed by a "-18" which indicates an 18 gauge platy or "St/ I8", which indicates a aigu tension 18 gauge plata Hanson Components, Inc. Truss: Zl PmjectName: cooperfes Date: 7/6/2016 10:31:50 AM Component SolutionsT11 Page: 1 of 1 Truss Version: 2016.5.1 [Build 51 Span Pitch Qty OHL OHR CANTL CANTR PLIES Spacing WGT/PLY 1-10-6 0/12 1 0-0-0 0-0-0 0-M 0-M 1 24 in 16 lbs 1-10.6 1-10-6 1-1076 4) This cuss has not been designed for the effects of unbalanced snow loads. BUTTE C . 5) This onus has been designed for the effects of wind loads in moordence with /SCSI • 10 with the fo0owmguser defined input 110 mph ultizate, Exposure C. Fully Enclosed, COUNTY OabldHip, Building C tcgoryll(I- 1.001 Overall Bldg Dive 25 fix 60 0, h - 15 11, End Zone Trues, Both end webs mnsidaed. DOL- 1.60 , CC Zonc Width 3 S. v 6) Minirmm storage eerie loading in acc rdena with BC •Bblc 1607.1 has not been applied BUILDING 7) A250 lbs vovingpoint live load has been applied to the BC co—nent with other dead loads. DIVISION Member Forces Summary Table indicates: Manby m, roux CSI, nett =is] force, (nox inapt fora if different from romt oxial force) TC 11_2 0.076 659 lbs WC 34 0.212 59 lbs (-29 lbs)PROVED Wks 14 0.192 6fi lbs (•52 lbs) 24 0.417-1,3131bs 12-3 0.357-I,1541bs I Notes: ')This buss has been designed using the groin lumber reduction factors. 2) Wbe' this cuss has been chosen for quality msuranee inspection, the Double Pol)gpn Method per TPI 1.2007/Chapta3 shall be used. Febrimtion tolerance- 5 %. 3) Provide adequate drainage to prevent ponding 4)Ilsted wind uplift reactions based on MWFRS Only loading 5) Bearing rmmcial showy in the above table has only been dnalxd for resistance papendimlar to gain, and does not indicate adequacy, of motorial for other design considerations. ��� L • G.U,y\ ' 4 F co Exp: 1^_/31/2010 w 6 407 . Ca/ /07/2016 NOTICE Ampy ofthis design sha0 be furnished to the action contractor. The design ofthis individual was is based on design criteria and requi to supplied by theTntes Manufacturer and relies; upon the ancora<�' Simpson Strong -Tie Company and covplamess ofthe intor®tion ea forth by the Building Designer. A 6921 on this drawing radiata acceptance of pmfixeional mginmingresponsibility, solely for the cuss couponent design shown. Ser the cosce page and the "Ivpotmnt Info nation &General Notes" page for additional n6otrmtlon. All connector plata shell be t®ufacorrod by Siapson Strung -lo Company, Inc in accordance with FSR -2762 . All connaxor plies ere 20 gang; unless the specified plat size is followed by "-18" which indicates an 18 gauge pla , or "Sp I8", which indicates ahigh tension 19 puge plat 2x41 30 - 1 2 9 X 4 3 4x6 3x6 l 0-0.0 0-0-0 1-10.6 11-106 Loading General CSI Summary Deflection L/ (loc) Allowed load (pso Bldg Codd : CBC 2013/ TC: 0.08(1-2) Yat TL 0 in L/999 (34) L/ 240 TCLL: 20 TPI I-2007 BC: 0.21(34) Vat LL Om L/999 3 L/360 Rep Mbr lnase : Yes Web: 0.42 (24) TCDL : 8 res Ho¢TL O in 3 " BCLL: 0 D.O.L : 115 % Crory Factor, Ka 2.0 BCDL: 10 Plan Offsets (l t),YAnft. (1:1-12,3.8,90.) (2:3-8,3-8.0.) (3:1-12,3.3,90.) (4:348,3-2,90.) Reaction Summary 1T Type Brg Conbo Erg Width Material Rqd Bra: Width Max React Max C—uplift Max Wind Uplift Max Uptifi Mac Honz 4 Pin (Wall) 1 3.5 in Douglas-Fvlath 1.50 to 1, 17216x -1.105 lbe -x4 [be -1,105 lbs 653 the , 3 H Rog (Wall) 1 3.5 in Douglas-Fir-Lmdt 1.50 in 1,172 roe -1,105 roe .94 lbs -1,105 the 0lbs Material Summary Bracing Summary 70 DFL N2 2.4 TC Bracing Sheathed or Purlins at 9-", Purlin deign by Others. BCDFLN2 2x4 BC Bating ShaWed or Pudnn s d 10-M, Puddesign by Others. Webs DFL Std/Stud 2.4 Loads Summary 1) This was has been designed for the effects due to 10 psfbotmn chord live load plus dead loads. 2)This ones has been designed for a 350 plfdmg load dismbuted along the 7C tale bon each direction. ' 3) This case has been designed forthe effects oft. balanced design avow load (Ps - 20 pso forhips/gbles in aceotdance with ASCE! -10 with the following user defined input: 29 psf ground snow load (Pg). Twain Category C, Exposure Category Partially Exposed (Cc- I.0Z BuBding Cerogsry110 - 1.01 Theonal Condition All Other (Ct - 1.01 Roof Slope Factor (Cs - 1.001 DOL- 1.15. 4) This cuss has not been designed for the effects of unbalanced snow loads. BUTTE C . 5) This onus has been designed for the effects of wind loads in moordence with /SCSI • 10 with the fo0owmguser defined input 110 mph ultizate, Exposure C. Fully Enclosed, COUNTY OabldHip, Building C tcgoryll(I- 1.001 Overall Bldg Dive 25 fix 60 0, h - 15 11, End Zone Trues, Both end webs mnsidaed. DOL- 1.60 , CC Zonc Width 3 S. v 6) Minirmm storage eerie loading in acc rdena with BC •Bblc 1607.1 has not been applied BUILDING 7) A250 lbs vovingpoint live load has been applied to the BC co—nent with other dead loads. DIVISION Member Forces Summary Table indicates: Manby m, roux CSI, nett =is] force, (nox inapt fora if different from romt oxial force) TC 11_2 0.076 659 lbs WC 34 0.212 59 lbs (-29 lbs)PROVED Wks 14 0.192 6fi lbs (•52 lbs) 24 0.417-1,3131bs 12-3 0.357-I,1541bs I Notes: ')This buss has been designed using the groin lumber reduction factors. 2) Wbe' this cuss has been chosen for quality msuranee inspection, the Double Pol)gpn Method per TPI 1.2007/Chapta3 shall be used. Febrimtion tolerance- 5 %. 3) Provide adequate drainage to prevent ponding 4)Ilsted wind uplift reactions based on MWFRS Only loading 5) Bearing rmmcial showy in the above table has only been dnalxd for resistance papendimlar to gain, and does not indicate adequacy, of motorial for other design considerations. ��� L • G.U,y\ ' 4 F co Exp: 1^_/31/2010 w 6 407 . Ca/ /07/2016 NOTICE Ampy ofthis design sha0 be furnished to the action contractor. The design ofthis individual was is based on design criteria and requi to supplied by theTntes Manufacturer and relies; upon the ancora<�' Simpson Strong -Tie Company and covplamess ofthe intor®tion ea forth by the Building Designer. A 6921 on this drawing radiata acceptance of pmfixeional mginmingresponsibility, solely for the cuss couponent design shown. Ser the cosce page and the "Ivpotmnt Info nation &General Notes" page for additional n6otrmtlon. All connector plata shell be t®ufacorrod by Siapson Strung -lo Company, Inc in accordance with FSR -2762 . All connaxor plies ere 20 gang; unless the specified plat size is followed by "-18" which indicates an 18 gauge pla , or "Sp I8", which indicates ahigh tension 19 puge plat LATERAL RESTRAINT & DIAGONAL BRACING DETAILS FOR WEB MEMBERS 0 This detail provides information for laterally restraining and bracing web members to prevent lateral buckling using continuous lateral restraints (CLRs) in combination with diagonal bracing. In addition to the CLRs indicated on the truss design drawing, diagonal bracing must be installed as indicated in this detail and BSCI-133. See WEBREINFORCE for web reinforcement options that may be used as an alternative to this detail when installing CLRs and diagonal bracing is not practical or desired. Properly attached full-length sheathing satisfies (may replace) any bracing requirements specified for end vertical webs. Refer to the Construction Documents for additional bracing requirements. D-WEBCLRBRACE Pg. 1 of 1 WEB MEMBERS WITH LATERAL RESTRAINT Install 2x4 diagonal bracing at each end ^'' ^• ^ ^^ '1' along the length of the gonal Bracing Details -2 & 3. Note: Not all truss members shown for clarity. Min. 2x4x12' CLRs.installed on web members where indicated on the -truss design drawing. Attach CLRs to each web with min. 2-10d nails ;s uvenap encs or ULRs at least one truss spacing or use splice detail (see Detail 1) For webs with one row of CLRs, diagonal bracing shall be installed using Option 2A or 2B. Attach diagonal braces to each truss with min. 2-10d nails. 45 Option 2A Option 2B Detail 2 - Diagonal Bracing for 1 Row of CLRs DETAIL LIMITATIONS: 1. Restraint and Bracing Material min. 2x4 stress graded lumber. 2. This detail does not address permanent building stability bracing to resist lateral forces acting on the building. 3. This detail shall not supersede any project -specific truss member permanent bracing design for the roof framing structural system. N Section A -A Web CLR splice CLR ZMin.'2'-Iong 2x scab block centered over the CLR splice and web. Attach to CLR with min. 8-10d nails on each side of splice. Detail 1 - CLR Splice For webs with 2 rows of CLRs, diagonal bracing shall be installed using Option 3A or 3B. Attach diagonal braces to each truss with min. 2-10d nails. I01Ml ia"SMl . iml Option Option 3B Detail 3 - Diagonal Bracing for 2 Rows of CLRs IBUTTE COUNTY IN BUILDING DIVIS QROFESs/p4, PROVER� L. G,��T CO �< AP 0' 1 /20 Exp: 12/3 UJ Nail Dimensions: 6407 10d=3"x0.128" . - /07/2016 This detail is to be used only for the application and conditions indicated herein, and its suitability for any particular trusslproject shall be verified (by others). This detail is not intended to SiiWson Strom: -Tic Company supersede any project -specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanying this detail for specific truss design information. Simpson Strong -Tie Inc. is not responsible for any deviations from this design. rSIMPSON W NOTES: INDIVIDUAL WEB REINFORCEMENT DETAIL I D-WEBREINFORCE 1. This detail provides web reinforcement options that may be used as an alternative to continuous lateral restraint (CLR) when installing CLRs in combination with diagonal bracing is not practical or desired. 2. Refer to the truss design drawing for web lateral restraint requirements. A I� on the truss design drawing indicates that continuous lateral restraint is required at the locations shown (either at the midpoint or 1/3 -points of the web member). Refer to the tables below for acceptable web reinforcement options that may be used in place of one or two rows of CLR. 3. This detail may not be used to substitute CLRs for T-, L-, I- or scab reinforcements that are specified on the truss design drawing. 4. T-, L-, I- and scab web reinforcements must be the same or better species and grade of the web member as indicated on the truss design drawing. 5. All reinforcements must extend to within 6" of each end of the web member. 6. This detail does not apply to single -ply webs -that exceed 14' in length. 1 Row of CLR @ Web Mid -point 2Rows of CLRs @ Web 1/3 points WEB REINFORCEMENT OPTIONS FOR SINGLE -PLY TRUSSES' Specified Acceptable'Web Reinforcement Substitutions - Type & Size Acceptable Web Reinforcement Restraint Web Member Web Substitutions -Type &Size Reinforcement -to -Web Lateral ember T- L- Scab Connection Restraint Size Requirements 2x4 2x4 --- (CLRs) 2x6 T- L- Scab 1- 2x8 2x8 2x8 --- 2x4 2x4 2x4 2x4 --- I No substitutions allowed 1 Row @ 2x6 2x6 2x6 2x6 2x6 --- Mid-point 2x8 2x8 2x8 2x8 -- 16d gun nails @ 6" on -center 2x4 2-2x4 2 Row @ 1/3 -points No substitutions allowed 2x6 2-2x6 2x8 2-2x8 WEB REINFORCEMENT OPTIONS FOR 2 -PLY TRUSSES' Specified Web Member Lateral Web Member Acceptable'Web Reinforcement Substitutions - Type & Size Reinforcement -to -Web Connection Restraint Size Requirements (CLRs) T- L- Scab 1- 1 Row @ Mid -point 2x4 2x4 2x4 --- 16d gun nails @ 6" on -center 2x6 2x6 2x6 — — 2x8 2x8 2x8 --- --- 2 Row @ 1/3 -points 2x4 I No substitutions allowed 2-2x4 2x6 2-2x6 2x8 I I 2-2x8 Pg. 1 of 1 Web nber ryp•) 1N -, q Add member to both edges for I -Reinforcement T- Reinforcement (I -Reinforcement similar) L- Reinforcement Scab Reinforcement 1. The maximum allowable web length for single -ply trusses is 14'. 2. For 2 -ply trusses, the reinforcement must be nailed to both plies of the web with the nailing pattern specified in the table. 3. For the scab reinforcement, 2 rows of 10d gun nails @ 6" o.c may be used in place OFESSI of 16d gun nails for attaching the reinforcement to the web. BUTTE COUNTY Q`4D' the nailing pattern specified in the table. BUILDING DIVISI EL. G ti91p << 4. For I -reinforcement, attach each 2x_member to opposite edges of the web using �. �,� r� xI' 12(tl/2U 16 Nail Dimension 16d=3.5"x0.131" 10d = 3" x 0.120" APPROVEQ 6407 �* /07/2016 This detail is to be used only for the application and conditions indicated herein, and its suitability for any particular trusslproject shall be verified (by others). This detail is not intended to Simpson Strong -Tic Company supersede any project -specific details provided in the Construction Documents. Truss configurations shown are for illustration only. Refer to the truss design drawing(s) accompanying this detail for specific truss design information. Simpson Strong -Tie Inc. is not responsible for any deviations from this design. t Component SolutionsTm Important Information & General Notes Symbols and Nomenclature Indicates the plate size; the first digit is the plate width 5X7 (perpendicular to the slots) and the second digit is the plate length (parallel to the slots). 5X7-18 Indicates the plate is 18 ga. _ I These symbols, which follow the truss plate size, designate the required direction of the slots in the connector plate. Plates with this symbol next to it must be installed with a *-* solid section of steel (area between the slots) directly over the joint. 10-4-3 Dimensions are shown in feet -inches -sixteenths (for this example the dimension is 10'-4 /161. 3 Joints are numbered clockwise around the truss starting at the left end. Chords and webs are identified using their end joint numbers (e.g., TC 2-3). When this symbol is shown, lateral restraint is required on the member near the location indicated and may be on either edge of the member. See Note 3 under Handling, Installing, Restraint & Bracing for more information. Truss -to -wall (or other structural support) connection. Trusses must bear completely on all supports. When the species of bearing material is shown on the TDD, it �- indicates that the perpendicular -to -grain resistance of the material has been checked. The Building Designer is responsible for all other bearing design considerations. Truss -to -Structural Element Connection. The design of the )14 Structural Element and the connection of the Truss to the Structural Element is by'others. Truss -to -Truss Connection, which may be a hanger or other _41 structural connection (e.g., toe -nail) that has adequate capacity to resist the max. reactions and uplifts shown in the Reaction Summary on the TDD. Note: These symbols are for graphical interpretation only; they are not intended to give any indication of the geometry requirements of the actual item (i.e., restraint, bearing, Structural Element, hanger, etc.) that is represented. Materials and Fabrication 1. Design assumes truss is manufactured in accordance with the TDD and the quality criteria in ANSI/TPI 1 Chapter 3, unless more restrictive criteria are part of the contract specifications. 2. Unless specifically stated, lumber shall not exceed 19% moisture content at time of fabrication or in service. 3. Design is not applicable for use with fire retardant, preservative treated or green lumber unless specifically stated on the TDD. 4. Plate type, size, orientation and location indicated are minimum plating requirements. Plates shall be embedded on both faces of the truss at each joint. 5.. Truss plates shall be centered on the joint unless otherwise specified by the plate offsets on the TDD or joint details. Referenced Standards ANSI/TPI 1: National Design Standard for Metal Plate Connected Wood Truss Construction , a Truss Plate Institute publication (www.tpinst.org). BCSI: Guide to Good Practice for Handling, Installing, Restraining & Bracing Metal Plate Connected Wood Trusses, a joint publication of the Truss Plate Institute (www.tpinst.org ) and the Structural Building Components Association (www.sbcindustry.com ). General Notes 1. Each Truss Design Drawing (TDD) provided with this sheet has been prepared in conformance with ANSI/TPI 1. Refer to ANSI/TPI 1 Chapter 2 for definitions of all capitalized terms and for the responsibilities of all parties involved, which include but are not limited to the responsibilities listed on this sheet. 2. TDDs should not be assumed to be to scale. 3. The Contractor and Building Designer shall review and approve the.Truss Submittal Package. 4. The suitability and use of the component depicted on the TDD for any particular building design is the responsibility of the Building Designer. 5. The Building Designer is responsible for the anchorage of the truss at all bearing locations as required to resist uplift, gravity and lateral loads, and for all Truss -to -Structural Element connections except Truss -to -Truss connections. 6. The Building Designer shall ensure that the supporting structure can accommodate the vertical and/or horizontal truss deflections. 7. Unless specifically stated otherwise, each Design assumes trusses will be adequately protected from the environment, including not being used in locations where the sustained temperature is greater than 150° F. 8. Trusses are designed to carry loads within their plane. Any out -of -plane loads must be resisted by the Permanent Building Stability Bracing. 9, Design dead loads must account for all materials, including self -weight (if the word "rake" follows the specified dead load on the TDD that indicates the software applied a pitch increase). 1 o.Trusses installed with roof slopes less than 0.25/12 may experience (but are not designed for) ponding. The Building Designer must ensure that adequate drainage is provided to prevent ponding. Handling, Installing, Restraint & Bracing 1. The Contractor is responsible for the proper handling, erection, restraint and bracing of the Trusses. In lieu of job -specific details, refer to BCSI. 2• ANSI/TPI 1 stipulates that for trusses spanning 60' or greater, the Owner shall contract with any Registered Design Professional for the design and inspection of the temporary and permanent truss restraint and bracing. Simpson Strong -Tie is not responsible for providing these services. 3. Trusses require permanent lateral restraint of chords and certain web members (when indicated) at the locations or intervals indicated on the TDD. This shall be accomplished in accordance with: standard industry lateral restraint/bracing details in BCSI-133 or BCSI-B7, supplemental bracing details referenced on the TDD, or as specified in a project -specific truss permanent bracing plan provided by the Building Designer. 4. Additional building stability permanent bracing shall be installed as specified in the Construction Documents. 5. Special end wall bracing design considerations may be required if a flat gable end frame is used with adjacent trusses that have sloped bottom chords (see E COUNTY 6. Do not cut, t, drill, trim, prpoth s t egg qr �at y without prior written a �h''�� e�,,,ggh��'' all noted on the TDD. ����� 7. Piggyback assemblies sha a less otherwise specified in the onstruction Documents. DSB-89: Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses, a Truss Plate Institute publication (www.tpinst.org ). NDS: National Design Specification for Wood Construction published by American Forest & Paper Association and American Wood Council. ESR -2762: Simpson Strong -Tie AS Truss Plates are covered under ESR -2762 published by the International Code Council Evaluation Service (www.icc-es.org ). TD -GEN -0002A 2/2014 A TRLMS CC31w'1F'{7NE%1TS . KEC. GENERAL NOTES 1. No splices except as noted on truss drawings. 2. Panel point locations shall be equal divisions unless noted or dimensioned otherwise. 3 . Gusset plates shall be installed on each side of all joints and shall not be installed where knots or wane are greater than 10% of plate area. 4 . Gusset plates shall be centered on joints unless noted or dimensioned otherwise. 5. Truss designs shall comply with ANSVT.P.I - 1-2002 unless noted otherwise . 6. All gusset plates are 20 gauge and stamped TP, Unless noted otherwise. 7. All hangers specified are Simpson strong -tie or equal and are provided by others unless noted otherwise. 8 . All trusses are spaced at 24" on center unless dimensioned otherwise . 9. Moisture content in the lumber used may exceed 19% at the time of fabrication . A 20% reduction in plate values has been used. 10. The Hanson Truss, Inc., engineering program is in compliance with section 2321 of the 2006 I.B.C. All heel joint connections are designed using an analysis considering the vector sum of concentric and eccentric loads. 11 . All nalis specified are to be box nalls or better. 12. Top chord dead load (TCDL) may vary due to roof load adjustment 13. Wind loads are applied at exposure (C), speed at (105) MPH. average height a t (25) feet. Uno. BASE DESIGN Vol t1FS 1=nR VI14IIAI I v r_RenFn I II"P=o SPECIES 8 ABBREVIATIONS Bending TensionShear Parallel B.C. Bottom Chord MBKG Mono Backing GRADING B/0 By Others MGET Mono gable end truss Parallel to BKG Backing MGOV. Mono gable over GRADES BLK: Blocking O.A-H.S. Overall heel stand to grain Fc BM. Beam S.B Setback BRG. Bearing Sc. Scissor CBO Conventional framing by others ScBKG Scissor Backing 1,000 DBL. Double member SCGET Scissor gable end truss WCLIB WWPA DR. BM. Drop Beam SOF, Soflll (Non-structural) Construction 2'to 4' thicker 1,000 650 95 625 1.650 1.500,000 FILL Vertical @ 16" o.c SPL. Splice FL. BM. Flush Beam STB. Stub GET Gable end truss T.C. Top chord GIR GOV. Girder truss Gable over U.N.O. wl •Unless noted otherwise With BUTTE COUNTY HGR Hanger(s) w/o Without BUILDING DIVISION INV. COV. • JY.S Inverted gable over Jacks PROVED . BASE DESIGN Vol t1FS 1=nR VI14IIAI I v r_RenFn I II"P=o SPECIES 8 SIZE Bending TensionShear Parallel Compression Compression Modulus of GRADING COMMERCIAL CLASSIFICATION Fb To grain Parallel to Perpendicular Parallel to Elasticity E RULES GRADES X25.4 for mm grain Fv to grain Fc grain Fc AGENCY DOUGLAS FIR LARCH Select Struct. 1.500 1,000 95 625 1,700 1,900.000 WCLIB WWPA No.1 G Better 2' to 4" thick 1.200 800 95 625 1,550 1.800,000 No.1 1,000 675 95 I 625 1.500 1,700.000 No.2 2" to 4" wide 900 575 95 625 1.350 1.600.000 Stud 700 450 95 625 850 1,40D,000 Construction 2'to 4' thicker 1,000 650 95 625 1.650 1.500,000 Standard 575 1 375 95 625 1,400 1,400,000 2x4 BRACE AT 4B' O.C. r RIGE BLOCKS rii (A) S 3x4 IJ r 2x4 SOLID BLOCK 1 AS SPECIFIED - LL LL F- _ ON PLANS 05 1 1/2' NOTCH BY OTHERS (3) 16d% (3) 16d E w Z i LL Z i u z� VES Q 2x4 ADD BY OTHERS I 0 U) If NOTCHES DO NOT H . . Z � lii,..e Lu FALL ON STUDS - W D > j 16d'S TO TRUSS 00 0 �. Z Q g o w� n % [CROSS ., W Z �D U I oa Z O 16'OC 2x4 BRACE AT 4B' O.C. r RIGE BLOCKS rii (A) S 3x4 IJ r 2x4 SOLID BLOCK 1 LL LL F- _ \ 05 _ (3) 16d% (3) 16d J w Z i LL Z i u J odf Q VES Q I O I— U) Q 2x4 BRACE W/(4) Z W W O W U) W Q 16d'S TO TRUSS REO O Z Q g w= w� n % [CROSS ., z U U I oa Z O Z — mmw n x j U) I '� Z BRACE AT RIDGE(FOR TRUSS STACKING ID w OR 16'- 0' O.C. MAX. ONLY. SEE O TYPICAL 2x3 TYPICAL STRUCTURAL DETAILS O M (OPT. TOE NAIL C FOR WALL BRACING. W L! a = W/(3)16d) U. 2 Q� O m g U. SECTION A -A U) a.. U) TYPICAL GABLE END TRUSS '• � I:' z � GABLE STUD Z / O - (1116d Z (2) 16d 2x4 BRACE Q AT 46' O.C. _ IF STUD HEIGHT EXCEEDS 6' - 9' } SEE SPECIFIC TRUSS DRAWINGS FOR 2x4 CONT. AS SPECIFIED WOOD AND PLATE SPECIFICATIONS BRACE PER SECTION'A - A' _ _ ON PLANS (2) 16d N Q 1 1/2' NOTCH ' 1 � � - w BY OTHERS IF WEB LENGTH EXCEEDS 7'- 6' �' , o w BRACE AT MID PANEL W/B' - 0' 3x4 �,- LONG MEMBER TO WEBS BEYOND Q (A) CONNECTION DETAIL U _...._-1.._ \`— 2x4 ADD ON BY BIO. 0 j -Al I IF NOTCHES DO NOT FALL ON STUDS �I I I \ 10 / I I D w J Q TYPICAL TYPICAL FILL TRUSS Zx3 IYPICAL (OPT. TOE NAIL W/(3)16d) X. 9 IJ r 2x4 SOLID BLOCK 1 LL LL F- _ 05 o (3) 16d% (3) 16d J w Z i LL Z a TRUSS TRUSS J odf Q Q I O I— U) Q 2x4 BRACE W/(4) Z W W O W U) W Q 16d'S TO TRUSS m U) O Z Q w� iBl CONNECTION DETAIL z m� J 0 oa Z 2-8d NAILS 74 lbs. EACH (2% BRACED)'. OK TO 7400 lbs. AXIAL 1X4 BRACING �} TRUSS PER ENGINEERING OCOMPRESSION WEB BRACE NOTE: COMPRESSION WEBS MAY OCCUR AT ANY ANGLE, THEREFORE THE 45 DIAGONAL IS NAILED TO THE WEB ON THE SAME PLANE THAT THE WEB OCCURS. PLEASE SE FIGURE lid) IN THE COMMENTARY AND RECOMMENDATIONS FOR BRACING WOOD TRUSSES BY T.P.I Inc. FOUND IN THE INSIDE FRONT COVER OF OUR SHOP DRAWINGS. BEND OF COMPRESSION BRACING DETAIL MPRESSION :B NERAL LACING 5d ®Q Rigz z jw Lujl: pao(3> plow-gr Z ��,� LL � a 2X4 SCAB 16d's' s uIOQ UN 33w z� 1 d=$w3 C C O @ 12' O.C. �a) Z.o Ca COMPRESSION gj (n % WEB �C 111 till \ \Y:�lill ,1111 ii O a Z 1�rr(\ I B O SECTION A -A Q o W 2X4 SCAB —� F' Q TRUSS WEB — \ ;\ \ r 16d@12-O.C. o O Ln U — 1 Lt_ F - SECTION A -A a Z m ZZ U ILL "TEE"BRACING O o— d p W o zz (7 U W — O rf a z LL� o� Um Z Q _❑ J 3: z o t 0. z S ° 0 R A i g Z S2 Uj : D=1.5"� Q i j ' / (LU Z cc, z yej� J JT: X,Y -4. =•3 = 1 �© J a z 1: 1 .03 a. z Q cn , m u a Q TYPICAL HEEL CONDITION OFF SET CONDITIONS01 g cn w ® U) `n D I' tY O z J Q z O w W U) Z Q Z W _ (, CENTERLINE ON JOINT— ,: cc o m LL.I CENTERLINE ON JOINT /'1 U LL w .. \\�� LIJ i -`Lli CENTERLINE ON JOINT -t;'. U LL IS z LL ' W �_J LL a TYPICAL CENTERLINE ON JOINT -- OFF SET CONDITIONS OU > .. • - - m z L J Z t GABLE OVERSTACK VALLEY FILL TO 36' - 0' -o•n NOTE! FOR SHORTER VALLEY FILLS I i A ESTIMATE LONGER MEMBERS AND ; RESPECTIVE DETAILS. 2x4 VALLEY RAFTERS W/(3) 16d NAILS - TOE NAIL TO RIDGE (TYP) = w w r- 2x6 #3 DFL RIDGE SUPPORTED AS SHOWN >_ O .rl . Cl i LJuj >> >z -U00 L W Z z w cc ° o N'. MD^^� 0 �w. U) \� j Of Z O in Z L 2x4 POST TO PURLIN UNDER RAFTER AT 8'- 0' _ i j - 2x4 POST TO BEARING, GABLE END OR GIRDER (TYP) - 2x4 SCAB ON IF RAFTER BEARS ON 70P CHORD AND— NOTCH POST FOR PURLIN (TYP) N m IS 2'- 0' OR GREATER FROM THE PANEL POINT 2X FULL BEARING WIDTH NAILER WI(2) 16d NAILS PER TRUSS BELOW NOTES: 1. ROOF LIVE LOAD DEAD LOAD = 32 PSF. 2. VALLEY RAFTERS TO BE MIN. 2x4 CONST. GRADE DOUG -FIR OR #2 HEM -FIR. CLEAR SPANS NOT TO EXCEED 8'- 0' FOR 32 PSF LOADING OR 7' - 0• FOR 32 PSF LOADING. OR 2X6 NOT TO EXCEED 10'- 0' 3. ALL NAILING PER U.B.0 94 EXCEPT AS NOTED. 4. PROVIDE SOLID BLOCKING BETWEEN TRUSSES TO SUPPORT RIDGE IF NECESSARY. 5. ALL POST 8 PURLIN MATERIALS TO BE PROVIDED BY OTHERS. W Q RIDGE C) HIP COMMON SOFFIT RETURN IF GREATER.THAN 2'-0/ m �-� '2X SLEEPERS Q J LL \ Qo / \ w Z LL Q HIP OVERSTACK .. _Q O Z FN > �O J W J< Co Z fUmLU Q ° oa Z o6� TC: DFL #2 2X4 a z BC.- DFL #2 2X4 UM a— SPCG: 24", O.C. I -PL Y€m U LSI: 1.25, PSI: 1.25 �_:�6m ~ a� z f. TCLL=20ps� Z TCDL= 26psf.b 01a 'BCLL= 10psf.a 0 BCDL= 10 psf v .2 U) ` STANDARD LOADING 1.25 0 U) UBC LL CHECK 1.25 PLUS UNBALANCED LOAD CASES ~ 16d Toenails �J = 12 / '• J-10 - If-- � W=106 w SUPPORT - - - w WELD ?!70 Q 3XHe / / rj I Q . •� _ _ _ 16d Toenails• - �.. > o. w Ir 3X ��/ W �8 r _ j F- ---------------- - _�SUPPORT �l p 1_ 0--------- �.8 o N Z Imo, q� -- �,� 1 I N I. LL W=308 co s < N O .. c MAX. - Y ❑ CANT. JACKS Q _j U Q v� Q _1 W U W a W j> X. 0 Z f Z i SEE "CA HIP DETAIL" DESIGN FOR TOE W F- 3 Q (f)NAILING PATTERN IN THIS PACKAGE. O w' 0 � LL C �O \ / act vp xz ch • \ _ _ O -ZI xa p 00 Z�N ?� \ r Z C O i m mQ m gam F \. . y m p -4 N N \ NO imy m _ v D O m n y N C O _ in N T m ' TE COUNTY BUTTE BUILDING DIVISION APPROVED TRUSS CAP DETAIL HANSON TRUSS CoMPONENTS. INC. AND JOEL - A HOUTMAN ACCEPT NO RESPONSIB LT' FOR DRAWN BY FILENAME D TnUS,5:CaMmNmNT-!.jNC. THE ACCURACY. STRUCTURAL ADEQUACY OR PETE ROBERTS MS-TRUSSCAP i I -Z% -9B ANY OTHER FEATURE OF Tli6 DESIGN UNLESS SPECIFICALLY FABRICATED By NULL AND VOID IF NOT FABRICATED BY HANSON TRUSS COMPONENTS, INC. SON TRUSS COMPONENTS. INC. x m ti r N D r �� m z ED \\ p `cp O �p N x m z= ;o D Z U) • Z D C �O Z m / act vp xz ch En N D TAy. xa p 00 Z�N ?� Z O r Z i m mQ m gam F Z 0 C m p -4 N N O NO imy _ v D O m n y N C O _ in N T m ' TE COUNTY BUTTE BUILDING DIVISION APPROVED TRUSS CAP DETAIL HANSON TRUSS CoMPONENTS. INC. AND JOEL - A HOUTMAN ACCEPT NO RESPONSIB LT' FOR DRAWN BY FILENAME HT' DATE •, TnUS,5:CaMmNmNT-!.jNC. THE ACCURACY. STRUCTURAL ADEQUACY OR PETE ROBERTS MS-TRUSSCAP i I -Z% -9B ANY OTHER FEATURE OF Tli6 DESIGN UNLESS SPECIFICALLY FABRICATED By NULL AND VOID IF NOT FABRICATED BY HANSON TRUSS COMPONENTS, INC. SON TRUSS COMPONENTS. INC. CALCULATIONS FOR STACKED NAnsoNrnusscaMPDNExrs.e Arm oE< 2X4 HIP RAFTER . A HOUfMAN ACCEPT NO RESp0NSMLrTyFCR 'LAWN BY FILENAME DATE .E. • � TRU9S G�plefF!'DiyEt�'IT'6. IIY C:. THE ACCURACY. STRUGRRALADEOLIACY OR 'DMS-HIPCALC.DWG 11-11-99 AWCIT IER FEATURE OFTMDESIGNIlMFSS NULL AND VOID IF NOT FABRICATED BY HANSON TRUSS COMPONENTS, INC. tNT>si�MPa�nstN W SET BACK STACK 2X4 HIP RAFTER Over -All Length: 11 .3 Rets at: 0 11.3 Applied Loads (Down +) 128 AT 2.8 Cone Load 11 256 AT 5.7 Cone Load 4 384 AT 8.5 Cone Load fi Reactions (Up Lett 318 Right: 450. , Use 2 - NO2 DFL 2X4 Stocked A= 10.5 S= 12.25 I= 42.875 Fv-- 95 E= 1600000 Df= 1.25 Crit Shear. V= 450 @ 10.7 1.5'V/(Fv'A'DQ= 0.54 Span: Max Mom= 17317' # @ 5.7 ' Fb= 1313 :M/(Fb•S•OI)=,0.86 Defl= -0.46 @ 5.81 U120= 1.13 B'-0' SETBACK MAX, 6'-0' UNSUPPORTED I , ' SET BACK MAX.. T BUILT - UP HIP RAFTER P1 Load at 2' Set Back Over -All Length: 10 Rcts at . 0 B 10 Applied Loads (Down +) 32 FROM 0 TO 8 P'll Load #Af 64 FROM 8 TO 10 P'0 Load #Af n n n P1 Reactions (Up+): P1 - D Lett: 102 Mid: 324 Right -42 '•••" Use 1&B DFL 2X4 --- A= 5.25 S= 3.063 . 1= 5.359 Fv-- 95 E= 1800000 Df-- 1.25 Grit Shear. V= 151 @ 8.29 1.5'V/(FV'A•Df)= C.36 Lft Span: Max Mom= 2534`# @ 8 Fb= 1725 M/(Fb•S-DQ= 0.38 ` - Defl= -0.16 @ 3.57 L240= 0.4 Rgt Span: Max Mom= 2534"# @ 8 Fb= 1725 M/(Fb-S•00= 0.38 DeO= 0.01 @ 8.77 L240= 0.1 • P2 Load at 4' Set Back Over-AII Length: 12 Rcts at: 0 B 10 Applied Loads (Down +) ' 32 FROM D TO 8 P'tl Load #Af 64 FROM 8 TO 10 P'II Load #Af A n P2 Reactions (Up +): n • Leff: 101 Mid: 336 1Right 75 P2= 75 2 = 150lbs "• Use 1&B DFL 2X4 -- A= 525 S= 3.063 1= 5.359 Fv-- 95 E= 1800000 Df-- 1.25' Crit Shear: V= 163 @ 829 1.5'V/(FV'A'Df)= 0.39 Lit Span: Max Mom= 2560"# @ 8 Fb= 1725 M/(Fb-S-Df)= 0.39 • Defl= -0.16 @ 3.57 L240= 0.4 ' Rgf Span: Max Mom= 2560'# @ 8 Fb= 1725 M/(Fb•S'DO= 0.39 Defl= 0.01 @ 9.2 L/240= 0.2 ' 6' RUN CANTILEVER 2X4 HIP RFTR Over -All Length: B.49 Rcts at: 0 8.49 Applied Loads (Down +) - ?Z PZ 12 Unif Load #Af - 150 AT 5.66 Cone Load #Af Reactions (Up +): Left: 101 Right: BUTTE COUNTY • "••" Use NO22 2X4 '•'^' DFL ' A=5.25 5=3.063 I=5.359 Fv--95 E= 1600000 Df ---1.25 BUIL®ING DIVISION Crit Shear: V= 147 @ 82 ' 1.5'V/(FV'A•Df)= 0.35 Span: Max Mom= ** 5.66 Fb= 1313 M/(FbSDf)DQ= 0 0.9 Defl= -0.49 @4.46 U120=0.85 -APPROVED CALCULATIONS FOR STACKED NAnsoNrnusscaMPDNExrs.e Arm oE< 2X4 HIP RAFTER . A HOUfMAN ACCEPT NO RESp0NSMLrTyFCR 'LAWN BY FILENAME DATE .E. • � TRU9S G�plefF!'DiyEt�'IT'6. IIY C:. THE ACCURACY. STRUGRRALADEOLIACY OR 'DMS-HIPCALC.DWG 11-11-99 AWCIT IER FEATURE OFTMDESIGNIlMFSS NULL AND VOID IF NOT FABRICATED BY HANSON TRUSS COMPONENTS, INC. tNT>si�MPa�nstN LOOSE JACK RAFTER �y 2x4 BLOCK L - ATTACH TO TOP PLATE W/3 -12d NAILS HIP TRUSS SECTION B 2x4 RAFTER 7 i 2x4 RAFTER LINE OF PLATED 2x4's @ ALTERNATE STACKED HIP RAFTER. FIRST COMMON TRUSS — SEE SECTION 'A' � CONTINUOUS HIP BEAM W/TAIL RIPPED TO 2x4 L.L. PLUS D.L. < 36 PSF: USE #2 DFL 2x6 FOR SET BACK OF T- 2' OR LESS USE q1 DFL 2x6 FOR SET BACK OF T- WTO T- 5' USE #2 DFL 2x6 FOR SET BACK OF T- 6' TO 8'- 0' FIRST COMMON TRUSS e 3•�j 8'- 0' MAXIMUM TOP CHORD EXTENSION (6' - 0- MAXIMUM @ STACKED 2X4 HIP RAFTER) BLK W/(4) 16d TO TRUS$. (ALTERNATE BAYS) L (4) 16d TOE NAIL TO B.C. OR A34 FRAMING CLIP DOUBLE TRUSS AT 1 ST HIP ONLY WHEN REQUIRED. REFER TO ENGINEERING SET BACK VARIES TO 8'- 0' (WITH 2x4 TOP CHORD) BOTTOM CHORD ONLY WHEN REQUIRED JACKS WIBOTTOM CHORDS (WHEN REQUIRED OR 2x4 RAFTERS ATTACH B.C. TO TOP PLATE W/3 -12d NAILS L— HIP TRUSS LOOSE JACK RAFTER PLAN VIEW �— JACKS W/B.C. 1X CONT. LATERAL BRACING BY OTHERS @ EACH MID PANEL. ATTACH W12 -16d TO TRUSS T.C. ' NO LATERAL BRACING NESSARY IN CASE OF ALL BUILD-UP TRUSSES TOE NAIL (2) 16d EACH SIDE FROM TOP CHORD TO HIP FLAT (ALSO OCCURS AT BUILD UP FLATS) �\ L OR DBL.HIP \� TRUSS HI CLIP @48' o.c. \JACK RAFTER TO \ TRUSS TOP CHORD SECTION 'C' 2X BLK. BIC UNDER HIP RAFTER W/(4) 16d TO T.C. (BLK NOT REQUIRED @ STACKED 2X4'sl /_ HIP RAFTER —/ 1ST HIP TRUSS 2X BLKG. B(O (ALT. BAYS) SECTION 'A' U Z U) F— Z w Z 0 n.. 2 0 U U) U) Z O U) z Q } m w F - Q U_ of m Q LL F- O Z LL 0 0 O Z Q J J D Z Cade CBC 10 Fb#Y 1-Fy TC 1-2 NO2 DFl 2w4: P=9BC 0.000 Mm=7046 Mp=1792 0.994=0.945 BC W NO2 DFL 2E4: PSC 0.000 Mn=6433 Mp=366 0.972=0.972 TC AXIAL: 1-2 -102 BC AXIAL: 1-30 WB MAL 3-2- 236 SEE'CALFCRMA HIP DETAIL" FOR GENERAL d6DQHP DETAIL _ 2 . 7.71 RCTS 1 3 W VRT: 317 317 Plates: TP -500 IC80:5039 LA:23996 Centered on joint UNO RANSON TRUSS COMPONEMS. PNG AND JOEL A HOUTMAN ACCEPT NO RESPONSIBILITY FOR THE ACDPACY. STRUCTURAL ADEQUACY OR ANY OTHER FEATURE OF THIS DESIGN ii TELA y111143(:AAIRSRulm' .INC. DATE: 12116/00 PD DRWG Rs JACK CALC UNCI GRAD SPEC SIZE z it o Tc: NO2 DFL 2X4 Inelng rs z CO ec: NO2 DFL 2X4 WEB: STDG DFL 2X4 Oc)O TCLL: 20 PLF ', ! C5� 7BCLL: TCDL: 14 a. BCDL: 7 a. DUR LDG FCTR: 1.25 W 3.5' Min Brg Width UNO Plates: TP -500 IC80:5039 LA:23996 Centered on joint UNO RANSON TRUSS COMPONEMS. PNG AND JOEL A HOUTMAN ACCEPT NO RESPONSIBILITY FOR THE ACDPACY. STRUCTURAL ADEQUACY OR ANY OTHER FEATURE OF THIS DESIGN ii TELA y111143(:AAIRSRulm' .INC. DATE: 12116/00 PD DRWG Rs JACK CALC 3X4/1, , ` SLIDER —12- 04 Z4X4 -Z 3-10 � J � 1 I i 2.0.0 STUB 6" - 12-- 3-7r, -7 r- -2 % STUB/ 1 ' 3X4 1 � 2-0-0 STUB 3 1/2" 16d Toenails 12 .3-10 W=108 SUPPORT 12 32' STUB . 3X4 WEDGE i i 1 , I 1 . , TC: DFL V 2X4 BC: DFL #2 2X4 SPCG: 24", O.C. 1 -PLY LSI: 1.25, PSI: 1.25 TCLL= 20 psf. �j TCDL= 26 psf. BCLL= 10 psf. 2-0-0 BCD,L= 10 psf. ' - - - - " 16d Toenail STUB 3 1/2" 16d Toenails STANDARD LOADING 1.25 UBC LL CHECK 1.25 16d Toenails PLUS UNBALANCED LOAD CASES j �, /j / II W=108 / SUPPORT " I 2-0.0 12 / 3X4t/ / 3-101 '\S 4-0-0 6-0-0 16d Toenails %/, / _ 1 112" SUPPORT WILL PRC;�E/REPEAT /•' i - " , - , - ' W=108 / \ _ - J BASED ON THE UPPER S � C 3 �� La SUPPORT / / - a� _ - ' - - . THE GIRDER TRUSSE s u _ _ _ _ _ - _,_ _ - - _ _ _ / - - _ , _ 16d Toenails (z j 3X4 �> W=308 - r t 7~ y 0 0 0 I 20-0 4-0.0 6-0-0 ' . SIDE/ END JACKS 16d Toenails W Z LJ.. W=308 CL e 600 .� END JACKS m Q SEE "CA HIP DETAIL" DESIGN FOR TOE NAILING PATTERN IN THIS PACKAGE. Toenails U J Z 329– ci zz�a z iI�POi — U) R='oc5- MEE�j Z W o� (U7i� p e � ^0z Q ZQNZ O Z U 1n i U) g F— O Z U). O Z Y Q Q U mLLj O m W > Q w Ir LL O N O N Z Q LL � � Q o In O 1n Y p U Q J ~ O U'. W J ::) C1 Z y w w 0 Z F � v C9 U) 4 HEEL PLATE DRAG FORCE 3X4 1870#- 3X6 2800# 4X8 3740# 5X10- 4680# ❑ ALT HIP CARRIER WHERE OCCURS ❑ (See Truss Framing) Up ZU HH1 00 IJ _ c Z ALT HIP RAFTER bi f— WHERE OCCURS _2: Z (See Truss Framing) r W JACK W/BOTOM CHORD (YP) OT T —.N C) U\ I af i�/. '�/. //� // �� /: i .� is/�• / i'// �:/•, •� Z O SHEAR WALL PER PLAN in Z Q 8'-0' MAXIMUM SPAN O0i } t c FW - JACK W/ BOTTOM CHORD OVER SHEAR WALL Q v TO TRANSFER LATERAL FORCES o CC Q O r`�i Q X ,Z UP TO 6'-6' T.C., CONNECT T.C. TO LEDGER W/(3)16d NAILS. CONNECT LEDGER TO STUDS W/(3)16d NAILS AT EACH STUD. i FROM 6'-7^ T.C. TO 8'-0" T.C., CONNECT T.C. W/(1)A34. CONNECT LEDGER TO STUDS W/(1)A34 AT EACH STUD. PRESSURE BLOCK B.C. OR USE U24 HANGER 8'-0' MAXIMUM SPAN JACK TRUSS SUPPORT DETAIL (AGAINST HIGH WALL) i goo7. kq� . > > VJ Opo. WZ cc a � a �i Imj f Z im Q I CONNECT T.C. TO LEDGER W/(2)16d NAILS. CONNECT LEDGER TO WALL W/(2)16d NAILS AT EACH STUD. ! W a Z U O CL z> O U ( } D z O SEE;TRUSS2t OUT FOR HANGER SIZE (f) Z Q SEE TRUSS CONFIGURATION Z • m m MONO TRUSS SUPPORT DETAIL (AGAINST HIGH WALL) w Q � U 0 o u - W O Z a c Z LLz O �od �o F- Y Z W UQ Q O m J P Z TH F FIRE SPRINKLER PIPE �-- TRUSS PER PLAN/ FIRE SPRINKLER \ \ PIPE LEAN TYPICAL BOTTOM e. CHORD 2x4 SCAB -ON BY OTHERS J Wlt6d @ 12' O.C. MATERIAL AND HARDWARE BY OTHERS onus sowh ua mx®rwa uamwrrartswu. ur�a.cnw - _ murwr�cwuur m.�•c�erocva ucuEu rw.tnua cawrox. .n�nmsxr.su c mwm*�nc ucauommanewu naw mo¢sa `' murwc�ra.cruu manm�s..sncrmc uss c.n.uaaxr. . x So Z � 0 o `d Lg D (AL CLIP y z o (ALTERNATE .Ar 2x4 @ B.C. W/2 -16d zU @ ENDS) TOE NAIL OR A34 EA. END OR *LU' TYPE HANGER. 1 6 °N FIRE SPRINKLER NOTES: P 116 IF PIPE ATTACHMENT OCCURS WOR LESS FROM Vi P A JOINT, NO SCAB -ON IS REQUIRED. Q - IF PIPE ATTACHMENT OCCURS GREATER THAN 8' FROM A JOINT, PROVIDE 2x4 SCAB -ON TO ONE SPACING DETERMINED SIDE W116d NAILS @ 12.O.C. FIRE SPRINKLER CONTRACTOR. -TO DESIGN ATTACHMENT CONNECTION O TO TRUSS. DESIGN SHALL BE APPROVED W J BY HANSON TRUSS, INC. PRIOR TO zCn Lu INSTALLATION. r 2x4 SCAB -ON BY OTHERS / \ W/16' @ 12' D.C. @ O.C. @ 2- DIA. PIPE TOE NAIL OR A34 GREATER THAN w Z LL ^ W/2 -16d EA. END TO B.C. OR'LU' TYPE HANGER / TYPICAL TOP CHORD U ALTERNATE SUPPORT SECTION A CL LL p W Z �� SCAB -ON DETAIL FOR / 250 Ib. SPRINKLER PULL LOADj" �-- TRUSS PER PLAN/ FIRE SPRINKLER \ \ PIPE LEAN TYPICAL BOTTOM e. CHORD 2x4 SCAB -ON BY OTHERS J Wlt6d @ 12' O.C. MATERIAL AND HARDWARE BY OTHERS onus sowh ua mx®rwa uamwrrartswu. ur�a.cnw - _ murwr�cwuur m.�•c�erocva ucuEu rw.tnua cawrox. .n�nmsxr.su c mwm*�nc ucauommanewu naw mo¢sa `' murwc�ra.cruu manm�s..sncrmc uss c.n.uaaxr. . x So Z � 0 o `d Lg D (AL CLIP y z o (ALTERNATE .Ar 2x4 @ B.C. W/2 -16d zU @ ENDS) TOE NAIL OR A34 EA. END OR *LU' TYPE HANGER. 1 6 °N O U Z U 1-Z z Z Z u 0 IL BY FIRE SPRINKLER CONTRACTOR 0 . 'A(MAX. IT -0- D.C. W12- DIA. PIPE) PLAN �, to I— Z 0 cn Z • 2x4 @r.c. 4 D}p WHERE OCCURS . GREATER THAN (SIMILAR ATTACHMENT AS BOTTOM CHORD) P 116 p LLI Vi P Q • SPACING DETERMINED U O U Z U 1-Z z Z Z u 0 IL BY FIRE SPRINKLER CONTRACTOR 0 . 'A(MAX. IT -0- D.C. W12- DIA. PIPE) PLAN �, to I— Z 0 cn Z • 2x4 @r.c. 4 D}p WHERE OCCURS . GREATER THAN (SIMILAR ATTACHMENT AS BOTTOM CHORD) ui p p LLI Q �- FIRE SPRINKLER 8 U / ATTACHMENT BIO. w co O \ W J Q LL zCn Lu \ ` 2x4 FLAT B/O. 8'-0' 2x4 @ B.C. W/2-t6d Y 0 @ O.C. @ 2- DIA. PIPE TOE NAIL OR A34 L w Z LL ^ W/2 -16d EA. END TO B.C. OR'LU' TYPE HANGER U ALTERNATE SUPPORT SECTION A CL LL p W Z �� rtY1 r+r al a Z - o � 2X6 PURLINS AT TOP CHORD B/O LOU Z o z ' o ..0 U m � Z H 13 w CL Z O u a is o 0 O \ \ rTRUSS PER ENGINEERING ; U !v � O 0- N Ln m Q \� �\LL LADDER BLOCK AT 24' O.0 2X4 TOP CHORDS B/0—�' WwZ Q (� � o LL JQLL�o U o 2X6 PURLINS (TYPICAL) AT EACH PANEL POINT CONNECT TO TRUSS WITH A35's 4 > W _ - MATERIAL & HARDWARE BY OTHERS. MAY VARY. SEE SHOP L W Z TRUSS WEB CONFIGURATION r m O Q DRAWING FOR ACTUAL LOCATION OF PURLINS. Q m it J z W J Z EXTERIOR WALL > PERMANENT DIAGOBRACING 050 v!IS TRUSSES LUz�^^ SLEEPERS Z PLAN VIEW y� 2x4 CONTINUOUS BRACE-NAIL(— W/ (2)16d'S AT EACH VERTICAL W —DRAG FORCE @ CAP TRUSS Z TRUSS CAP ^� (SEE STRUCTURAL PLANS V d PLYWOOD SHEATHING TO RUN CONTINUOUS OVER JUNCTION - NAILING PER ARCH. PLANS 2 2x4x6'-0" LONG SCAB W/ 6-16d EA. O END TO TOP CHORDS @ DRAG TRUSSES ONLY, l U j NAIL 2x4 SLEEPERS INTO FLAT OF U) / TRUSS w/(3)16d'S. TOE NAIL TRUSS I) CAP INTO SLEEPERS w/(2)16d'S \\ PLYWOOD GUSSET SPACING SEE/ rt,� U) SCHEDULE / \ J ZQ 2x4 PERMANENT DIAGONAL BRACING W/2 -16d ! - _ @ EA. T.C. CROSSING �j W 6 m w 0 oc W C Q U 15/32'x8 1/2"x1'-0" APA RATED STRUCTURAL I SHEATHING Q ONE SIDE. ATTACH W/10 -8d BOX NAILS @ EA. 2x4 MEMBER U m j/ (20-8d BOX NAILS TOTAL PER PLYWOOD GUSSET) , ` A41 PLYWOOD TRUSS B.C. DRAG FORCE @ CAP TRUSS PLYWOOD SPACING 700 PLF 1' - 0" O.0 , 600 PLF TRUSS B.C. 400 PLF ;�� p;/%! �•: 200 PLF 2" 100 PLF 8' - 0" O.0 MATERIAL AND HARDWARE BY OTHERS • OETAILS SHOWN ARE CONCEPTUAL AND 00 NOT NECES-Y REFLFCT ACT- - CON=ONS,CONSULTORAWIHGSBYOESx:NENGWEEA FORACTUALCOXIT10N. - • ' ARACNMEHT. SO A OUANTTTV ARE RECOMMENDED GNOELWES. REFERTO DESIGN . Nr PLYWOOD GUSSET DRAG FORCE @ CAP TRUSS PLYWOOD SPACING 700 PLF 1' - 0" O.0 , 600 PLF l'- 4" O.0 400 PLF 2'- 0" O.0 200 PLF '4' - 0" O.0 100 PLF 8' - 0" O.0 - rt DRAWINGS FOR ACTUAL CONOTTTONS. APWCASLE USE A _ 0 Z A �- O LL G Q Q/ O W- o = Z m O J L 3 Z _I - rt DRAWINGS FOR ACTUAL CONOTTTONS. APWCASLE USE A _ 0 Z A Photo Voltaic Over -All Length: 7.75 Rcls at: 0 7.75 Applied Loads (Down +) 64 Unif Load #/If 20 AT 4 Conc Load # Reactions (Up +) Left: 258 Right: 258 •**'** Use 18B DFL 2X4 """ A=5.25 S=3.063 1=5.359 Fv = 95 E =1800000 Df = 1.25 Crit Shear: V = 240 @ 7.46 1.5•V/(FV•A•Df) = .58 Span: Max Mom= 6225"# @ 4 Fb = 1984 M/(Fb•S•Df) = .82 Dell = -.57 @ 3.91 0240 = '39 Solar Wale r Over -All Length: 7.75 Rcls at: 0 7.75 Applied Loads (Down +) 84 Unif Load #/If Reactions (Up +): Left: 326 Right: 326 •'•'•' Use NO2 DFL 2-2X4 •""' A = 10.5 S = 6.126 1= 10.718 Fv = 95 E =1600000 Df = 1.25 Crit Shear: V = 301 @ .29 1.5'V/(FV'A'DO = .36 Span: Max Mom= 7568"# @ 3.88 Fb = 1509 M/(Fb'S'Df) = .65 Deft = -.4 @ 3.88 U240 =.39 TYPICAL JACK CALCULATION Max Rafter Lgth for Solar Water Over-AII length: 6.75 Rcts at: 0 6.75 , Applied Loads (Down +) Unif Load #/lf 84 LEAVE TILE ON ROOF Reactions (Up +) 4X10.5' AREA 2.8LBS/FT2 Left: 284 Right: 284 , •••'•• Use NO2 DFL 2X4 """ WORST CASE @ 8'-0" PANEL A=5.25 S=3.063 1=5.359 Fv = 95 E =1600000 Df = 1.25 LUMBER Crit Shear: V = 259 @ .29 1.5•V/(FvA'Df) = .62 NO2 DFL 2X4 Span: Max Mom= 5741"# @ 3.38 M/(Fb'S•Df) _ O D = 1509 Deft = -.46 @ 3.38 U2424 0 = .34 U) W .04 = j PHOTO VOLTAIC OK UP 8'-0" 00 O JACK OR JACK RAFTER i (le) CHECK W/26psf DEAD LOAD • OVER 3'X8' AREA 0 SOLAR WATER W RAFTER OK UP TO 6'-9" F.z .SINGLE DOUBLE RAFTER OK UP TO 8'-0" I"- 0 n Z55 co SOLAR PANEL CALCULATIONS , PHOTO VOLTAIC � LEAVE TILE ON ROOF _ 4X10.5' AREA 2.8LBS/FT2 20LBS PER CLEAT - 4'-0" o.c U Q WORST CASE @ 8'-0" PANEL ADDITIONAL MOMENT = 480in lbs LUMBER ADDITIONAL C.S.I NO2 DFL 2X4 .08 1&B DFL 2X4 .06 ' NO2 DFL 2X6 .04 SOLAR WATER 26LBS/FT2; REMOVE TILE i (le) CHECK W/26psf DEAD LOAD • OVER 3'X8' AREA J W � YZ uQ o U Q Z I- QQ.WaO Z OV - 0 _0 d� O Z Q 3 J as Z I i , DIVISION: 06 00 00—WOOD, PLAS–ICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICi1TED WOOD TRUSSES BUTTE COUNTY REPORT BUILDING L.DING DIVISION APPROVED SIMPSON STRONG -TIE C®MPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUB! ECT: SIMPSON STRONG -TIE® METAL CONNECTOR PLATES FOR WOOD TRUSSES ICC ICC ICC - C� PMG LIS7W Look for the trusted marks of Conformity! A Subsidiary ofCDOEcouucic ICC -ES Evaluation Reports are not to be construed as representing aesthetes or ani other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of zae report or a recommendation for its use. t There is no warranty by ICC Evaluation Service, LLC, express or implied, as :a anyf finc.:mg or other matter in this report, or as to any product covered by the report. Copyright © 2015 ICG -ES Evaluation Report ESR -2762* Reissued January 2015 This report is subject to renewal January 2016. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00 -WOOD, PLASTICS AND 3.2 AS -1 8 -HS (AS018HS): COMPOSITES Simpson Strong -Tie AS -18 -HS metal connector plates are Section: 06 17 53 -Shop -Fabricated Wood Trusses sta eyed -tooth metal lates manufactured from minimum REPORT HOLDER: SIMPSON STRONG -TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 999-5099 www.strongtie.com EVALUATION SUBJECT: to p No. 18 gage [0.0466 inch (1.184 mm) total thickness] steel complying with ASTM A653, HSLAS Grade 60 with a CON �� G60 galvanization coating [0.0005 inch on each nl ITTG �;ON 013 mm)] and having a, base -metal thickness of Qv' ' - - e inc (1.158 mm). Each plate has eight teeth per Qi ��I �iNG DI�, and each tooth is 0.375 inch (9.5 mm) long. e e are punched in pairs and formed at right angles Ap P �p ce of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch on SIMPSON STRONG-TieMETAL CONNECTOR PLATES ' ch on FOR WOOD TRUSSES 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2015, 2012, 2009 and 2006 International Building Code® (IBC) ■ 2015, 2012, 2009 and 2006 International Residential Code® (IRC) Property evaluated: Structural 2.0 USES Simpson Strong -Tie® metal connector plates are used as joint connectors for wood roof and floor trusses. 3.0 DESCRIPTION 3.1 AS -20 (AS#20): Simpson Strong -Tie AS -20 metal connector plates are staggered -tooth metal plates manufactured from minimum No. 20 gage [0.0356 inch (0.904 mm) total thickness] steel complying with ASTM A653, SS Grade 40 with a minimum G60 galvanization coating [0.0005 inch on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.879 mm). Each plate has eight teeth per square inch, and each tooth is 0.375 inch (9.5 mm) long. The teeth are punched .in pairs and formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch on center (25.4 mm), and the pairs are spaced 0.25 inch on center (6.35 mm) along the width of the plate. Alternating rows of teeth are staggered 0.125 inch (3.18 mm) from adjacent rows. See Figure 1. center (25.4 d th d 0 25 mm), an a pairs are space in center (6.35 mm) along the width of the plate. Alternating rows of teeth are staggered 0.125 inch (3.18 mm) from adjacent rows. See Figure 2. 3.3 AS018S: Simpson Strong -Tie AS#18S metal connector plates are staggered -tooth metal plates manufactured from minimum No. 18 gage [0.0466 inch (1.184 mm) total thickness] steel complying with ASTM A653 HSLAS Grade 60 with a minimum G60 galvanized coating [0.0005 inch (0.013 mm) on each side] and having a base -metal thickness of 0.0456 inch (1.158 mm). Each tooth is 0.375 inch (9.5 mm) long. The teeth are punched in pairs and formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch on center (25.4 mm). 3.3.1 AS*18S6: Each plate has six teeth per square inch. The punched slots are spaced a minimum of 0.25 inch apart and are grouped in sets of three and four as shown in Figure 3. 3.3.2 AS01855: Each plate has five teeth per square inch. The punched slots are spaced a minimum of 0.25 inch apart and are grouped in sets of two and three as shown in Figure 4. 4.0 DESIGN AND INSTALLATION 4.1 General: The design, manufacture and installation of wood trusses employing the metal connector plates must comply with IBC Section 2303.4 and IRC Section R502.11 or R802.10, as applicable. All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of 'Revised May 2015 ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed pw as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to arty finding or other matter in this report, or as to any product covered by the report. ami .oco~ Copyright © 2015 Page 1 of 5 ESR -2762 I Most Widely Accepted and Trusted partial embedment roller presses and hydraulic -platen embedment presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances provided by the Truss Plate Institute (TPI) Quality Criteria for the Manufacture of Metal Plate Connected Wood Trusses, shown as Chapter 3 in ANSI/TPI 1, National Design Standard forMetal Plate Connected Wood Truss Construction. 4.2 Design Values: Allowable design values for Simpson Strong -Tie metal connector plates to be used in the design of metal -plate - connected wood roof .and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. 5.0 CONDITIONS OF USE The Simpson Strong -Tie metal connector plates for wood trusses described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a, conflict between the manufacturer's published installation. instructions and this report, this report governs. 5.2 Each application for a building permit, where these metal connector plates are to be used, must be accompanied by calculations, details and other documentation showing that the design, manufacture and proposed • installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and inspection, refer to ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The applied design values used in the design of trusses using Simpson Strong -Tie metal connector Page 2 of 4 plates, must not exceed the allowable lateral resistance, tension and shear values listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using Simpson Strong -Tie metal connector plates must be graded in compliance with the applicable building code, and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4.6 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal connector plates subject to corrosive environments must be protected in accordance with ANSI/TPI 1 Section 6.5. 6.0 EVIDENCE SUBMITTED C1 Data in accordance with the National Design Standard for Metal -plate -connected Wood Truss Construction, ANSI/TPI 1-2002, 2007 and 2014. 6.2 Quality documentation in accordance with the ICC -ES Acceptance ' Criteria for Quality Documentation (AC10). 7.0 IDENTIFICATION Each Simpson Strong -Tie metal truss connector plate is identified by the product name (AS -20, AS020, AS -18 -HS, AS#18HS, or AS*18S) embossed into the surface of the plate. Additionally, boxes containing the Simpson Strong -Tie metal connector plates are identified with the name of the manufacturer (Simpson Strong -Tie), the product name (AS -20, AS020, AS -18 -HS, AS#18HS, AS018S) and the evaluation report number (ESR -2762). BUTTE COUNTY IVISI BUILDING D h 1, *ESR -2762 I Most Widely Accepted and Trusted Page 3 of 4 TABLE 1 -ALLOWABLE LATERAL RESISTANCE DESIGN VALUES'''' (Iblin.'/PLATE) CONNECTOR PLATE DESIGNATION LUMBER SPECIES SG AA EA AE EE AS -20 AS#20 AS -18 -HS Douglas Fir -Larch 0.50 248 194 168 167 Douglas Fir -Larch North 0.49 247 190 164 164 Hem -Fir 0.43 217 167 144 144 AS018HS Spruce- Pine -Fir 0.42 211 170 154 136 Southern Yellow Pine 0.55 246 195 186 185 Pounds/ Douglas Fir -Larch 0.50 158 145 - - inch/Pair of Douglas Fir -Larch North 0.49 158 145 - - AS#18S6 Hem -Fir 0.43 148 135 Connector - Spruce- Pine -Fir 0.42 145 132 - - Plates Southern Yellow Pine 0.55 158 145 - - Douglas Fir -Larch 0.50 165 154 - Douglas Fir -Larch North 0.49 165 154 - _ AS#A8S5 Hem -Fir 0.43 149 144 - - 2246 Spruce- Pine -Fir 0.42 145 141 - - Southern Yellow Pine 0.55 165 154 - - For 51: 11b/ln.1 = 6.9 kPa. 'Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates of equal size must be installed on opposite sides of the joint with the teeth oriented in the same direction. ZAA = Plate parallel to load, wood grain parallel to load. EA = Plate perpendicular to load, wood grain parallel to load. AE = Plate parallel to load, wood grain perpendicular to load. EE = Plate perpendicular to load, wood grain perpendicular to load. 'All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedmeMbrpUr to ci aten presses that feed trusses into a stationary finish roller press. VV G °Specific gravity. BUILDING DIVISION APPROVED TABLE 2 -ALLOWABLE TENSION AND SHEAR DESIGN VALUES' rOr J1: 1 IDT/Incn = u.1 to n/mm, 1 Inca = Z5.4 mm. 'Minimum coated thickness for 20 gage is 0.0356 inch (0.904 mm) and for 18 gage is 0.0466 inch (1.184 mm). Minimum coating thickness for G60 is 0.0010 inch (0.025 mm), total, for both sides in accordance with Section 6.3.4.1.3 of ANSI/TPI 1 2007 and 2014. CONNECTOR PLATE AS -20 AS -18 -HS PROPERTY AS#20 AS*18HS AS018S6 AS#18S5 FORCE DIRECTION pounds! Pounds/ Pounds/ Pounds/ inch/Pair Efficiency inch/Pair of Efficiency inch/Pair of Efficiency inch/Pair of Efficiency of Connector Connector Connector Connector Plates Plates Plates Plates Tension Values in Accordance with Section 5.4.4.2 of TPI 1 (Minimum Net Section over the Joint)2 Tension @ 0.51 901 0.50 1728 0.61 2108 0.65 2246 0° Tension @ 0.51 901 0.50 1728 0.50 1728 0.50 1728 90° Shear Values Shearat00 0.57 671 0.58 1336 0.58 1336 0.58 1336 Shear at 30° 0.72 848 0.66 1521 0.66 1521 0.66 1521 Shear at 60° 0.82 966 0.75 1728 0.75 1728 0.75 1728 Shear at 901 0.46 542 0.50 1152 0.50 1152 0.50 1152 Shear at 0.50 589 0.46 1060 0.46 1060 0.46 1060 120° Shear at 0.57 671 0.52 1198 0.52 1198 0.52 1198 150° 1 rOr J1: 1 IDT/Incn = u.1 to n/mm, 1 Inca = Z5.4 mm. 'Minimum coated thickness for 20 gage is 0.0356 inch (0.904 mm) and for 18 gage is 0.0466 inch (1.184 mm). Minimum coating thickness for G60 is 0.0010 inch (0.025 mm), total, for both sides in accordance with Section 6.3.4.1.3 of ANSI/TPI 1 2007 and 2014. IL "ESR -2'762 I Most Widely Accepted and Trusted Page 4 of 4 U3 cz cn �co�000000000000 tm :17 LO n� nn nn� . � inn 3c .cr Q_ 000.O0D000o Ln L4 pls.� 185 0 0 0.00 0 D 0 0 0 a = I &A C:p0 AS ;4 1 as 0 0 DOD 0 0 000 AS X18S �� � 0 000 D 0 ODD �� BU-rTrbbUNTY BUILDING DIVISION APPROVED nn� �nnn ��� o� ODo 000*0 D g D . .aW As j4 las .4c 000 0000 000_ Lj AS/18s 0:0 D_D 0.00 DDO ncn C5 ^.t AS X IeS u ODD OD00 DOD L'i U- r f e cL� BVM COUNTY JUL 15 NO OF,VBI.OPAam SERVICES B16-)S3q 383 Rio Lindo Ave, Chico, CA 95926 p..(530) 592-4407 www.surnrnitchico.corn Structural Calcu],Elfions I Client: Dustin Cooper ' Project: Cooper Residence., Plan 3190 Address: Near Lofty View Drive, Paradise, CA �J 'HERMIT # C7 88Of BUTTE COU TY DEVELOPMENT SERVICES, REVIEWED FOR Cnm �P CODE C2OMPLIANCE q�OF cA►aF°�`� ti�i I Il OTE ISI 23 BY RECEIVED JUL 19 2015 TRB AND ASSOCIATES r -or REVIEWED FOR CODE COMPLIANCE AUG 18 2015 TRB AND ASSOCIATES Note: SumMit Structural Design (SS,D) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural elelrlenf or system hof specifically noted in this set of specifications/.calcufatio,ns unless:authorized in writing: by SS[.. Workmanship shall be! of the :highest quality and in all cases shall .follow accepted construction practice the latest edition of the California Building Code, and local building department stand<�r' ` N S$ mit Structural D STRUCTURAL. NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL I1;EMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES OE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUTTHE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND. CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACFOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE -SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) AIJY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BYTHE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHTTO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITHICONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...),' IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. , 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL.. ENGINEER HAS NOT MADE A Gr.:oTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND. LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. k D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. I E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. I F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL, G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. I 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC. THIS ENGINEER SHALLI NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 4. CONCRETE / REINFORCING A) CONCRETE. 51-IALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALI. CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LON ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT�ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS i0 ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL_ DESIGN RECOMMENDS THE FOLLOWING ASA SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4'' THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGAITE BASE. USE 3-1/2" SLAB WITH 113 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 .WWF ABOVE MID -DEPTH OF SLAB WITH S BUILDUP AT ALL OTHER AREAS. BUTTE N BU14aING DIVISIO Summit structural Desien PRO.IECT:C000er R G) SAW -CUT TOP'/" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" VHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: T' CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1/:" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAIII DIAMETERS U.N.O. AND LAP TOP BARS; PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADE(2UATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT, 6. FRAMING/LUMBER I 6-1 MATERIALS: A•) SHEATHING: j 1. ROOF SHEATHING: '/:" APA RATED 32/16 EXPOSURE 1, STRUCTURAL.SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT G' O.C. EDGE, 12;" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: %" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8 -.GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS j 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. j GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & 1 V = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSUS (PARALLEL STRAND. LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE M)\NUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATEDl1'-0" MAXIMUM FROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL LINO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BYITHE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. I. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. i 3. 2X AND 33% RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2)(JOIS-fs SHALL BE DF -L #i2 U.N.O. S. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6jAND LARGER) F.) NAILS: ALI. NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN p8" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I•) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED. WOOD SHALL BE STAINLESSISTEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. J.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS, TRUSS JOISTS) SHALL BE I''NSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N,O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE R LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS), i BUTTE ®i NTY BUILDING DIVISION APPRO - - i 6-2 GENE0kL, FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304,9.1, B.) LARGERMEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE N MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH CO ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBI SHALLTAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF S 63 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE .OR MULTIPLE 2X JOISTS AND BEA TOGETHER WITH 16d NAILS AT 6" O,C,, T&B U.N.O.. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING P UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHING: SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATE REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE,. ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MI GREATER THAN 10'-0" 6-4 POSTS/TRIMMERS A•) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH E( BLOCKOR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B•) WHERE POSTSWITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-S WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEAR1I THE CENTER EINE OF SUPPORTING STUD. TOP PLATE.SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIC WHERE SPLICE IS INTERRUPTED, USE.ST6224 STRAP U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD. WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 1 C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTU AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -1N BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARYBRACING ON ANY V WHICH:DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE: NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G•) WALL FRAMING RECEIVING NAILING AT 3" O.C.. OR LESS SHALL BE 3X NOMINAL UNO PER 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASI AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTEN AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED 7. STEEL 7.1 STRUCTURAL;STEEL A:) STRUCTURAL STEEL: ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-992. B•) STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A-500 GRADE B. C.) ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND SHALL BE PERFORMED ONLY BY EXPI QUALIFIED WELDERS. NIMUM S; LARGER LD CAUSE SETTLEMENT OF IS. THE CONTRACTOR RINKAGEE. 5 SHALL BE NAILED tALLEL TO JOIST SPAN AND VHICH MAY NOT BE HEATER, STOVE, ;PAN OF JOISTS SPANNING IVALEENT FRAMING AND TRANSFERRED TO THE G WALL SHALL OCCUR AT E OF EACH SPLICE U.N.O. )1-011. USE HILTI QWIK-BOLT II OF LERS RECOMMENDATIONS IOTALLOWED. STUDS ALL FRAME. STEEL STRAPS 'LANS AND DETAILS. IERS WHERE BEARING ED BEFORE CLOSING IN OR GALVANIZED., A-36. RIEI 'TTE COUNTY BUILDING DIVISION APPROVED ctural Design PROJECT:t000er Resid F.LECfRODES SHALL BE E60 XX FOR METAL DECK AND E70.XX OTHERWISE, UNLESS SPECIFICALLY NOTED OTHERWISE'. WELDING SHALL.CONFORM TO AWS DIA. I D.) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. WELD SIZE SHALL BE PER AISC SPECIFICATIONS FOR THE THICKER PART'OFTHE JOINT. ! E.) ALL STEEL SHALL BE:SHOP PAINTED,.UNLESS ENCASED IN CONCRETE, GROUTED.MASONRY, OR SPRAYED FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. ! F.) BOLT$ AND LAG SCREWS: BOLT.S.AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES` PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BYlTHE TRUSS FABRICATOR PER THE: REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS.AND CBC 2303.4. B) -COMPLETE CALCULATIONS AND SHOP DRAWINGSJNCLUDING LAYOUT,. SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED 13Y AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED T.0 THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND•P.RIOR TO TRUSS FABRICATION. C) TRUSS DESIGN -LOADS: TOP CHORD SNOW LOAD 28.5 PSF ! TOP CHORD DEAD LOAD 8 PSF BOTTOM CHORD DEAD LOAD 10 PSF TOTAL LOAD 46.5 PSF UPLIFT LOAD AS,REQUIRED BYTHE 2013 CBC D) TRUSS BRIDGING SHALL. BE, AS, REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E). TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. I F.) TRUSSES SHALL BE DESIGNED. FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS:. LIVE LOAD;DEFLECTION = L/360, TOTAL LOAD. DEFLECTION = L/240 ! 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16,. DIVISIONS 1, 11, 111, AND IV U.N.O. B) ROOFILIVE LOAD/SNOW LOAD: 20.PSF/28.5 PSF C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C i ! i ( I i i i i j BUTTE COUNTY BUILDING DIVISION ;APPROVED DVI IC I,VVItlI BUILDING DIVISION 1APPROVED i Summit Structural i Dle.(9ig'n F'roj;ect: Cooper Residence Engineer: RKB Design of : Gravity Loads ,Gravity Leads: ! Roof Slope= 8 to 12 i. Roof.Dead Load Ply i 2.5 psf Roofing. 2.5 psf Framing ; 5.5 psf Gyp 2.2 psf Insul j 1.0 psf Misc. 2.7 psf -Tota l (sloped) i 16.4 psf Total (horit). 18.0 psf Roof Live Load Roof Live toad ; 20.0 psf I Wall :Dead 'Load Siding 11.0 psf (exterior) 3/8 Ply. 1.8 psf 2x Framing i 1.7 psf Gyp? 2.2 psf Insul. _1 1:3 psf Total: _ I 18.0 p'sf Wall Dead Load. 2x4 Framing:_@ 16" o.c. j 1.6 psf (interior) Gyp. 2 sides 4.4 psf Total 6.0 psf .Floor Deail;Load Framing.@ 16" o..c. 5.5 psf 3/4" ply 2.25 psf Gyp. j 2.2 psf Flooring I 2 psf i Misc. ! 3 psf Total _ -I'-T5.0 psf .Floor Liveaoad Residential ! 40 DVI IC I,VVItlI BUILDING DIVISION 1APPROVED Summit Structural Desig Projec ' t: Cooper Residence Engineer RKB Design Wall Line Shear Forces due to Seismic Roo Area (ft) Weight (IL) Roof 2020 36288 Floor 0 0 Walls(ext) 9 210 17010 Walls(Int) .9 120 3240 i Total 54538 I.st Floor Area (ft2) Weight (1131s) Roof 2440 '13833 Floor/Deck, 1300 1.9435 H61ght (ft), Length (ft) Weight (145) Walls(ext) .9 235 36045 1 Waft(int) 9 180 8100 1 Total 107413 V�aq(lbs)i I Ve.q(lbs) Roof Area (ft2) Floor Area (ft) 0 timatd Ws Roof 2020 - 0 6962 i 49713 1st Floor' `2440 1300 0961 4972 BUTTE COUNTY BUILDING DIVISION APPROVED COO : aco --oco Naow—;9UvAswo5 Y., (e) Nil 71 IC6 G. a pl 5 j{1 i ( oj� COO : aco --oco Naow—;9UvAswo5 Y., (e) Nil 71 a pl j{1 i ( oj� 4>19 Nil I it BUTTE COUNT/ Q BUILDING DIVISION I APPROVED .61i. vvu Rg Summit Structural M--)ject:; Cooper Residence Engiheer.; RKB ,Design of: Wall Line Shear Forces due to. -Seismic (cont.) Desigr�� Trib Area (ft) Line Shear (Ips) Line Shear (lbs) Wall Line Roof Floor. W/S itrho W/$ — Roof Level 1 250 615 1 1.00 615 2 785 1932 1 1.00 1932 3 785 1932 1 1.00 1932 4 200 492, I 1.00 492 A 630 I 1551 1.00 155.1 0: 1100 2708 1.00 2708 C 290 7.14 1.00 714 Second Level i 1 650 290 1258 1 1.00 1258 2 750. 600 1764 i 1.00 1764 3 65.0 300 1270 1 1.00 1270 4 390 110 680 i 1:00 680 A 1450 250 2341 1.00 2341 Q 270 1010 1568 1 1.00 1568 C 720 40 1064 1:00 1064 BUTTE COUNTY BUILDING DIVISION APPROVED i� � I t� 3� P p'r4��r � �> f 1 j! : ! �"rt �' Y� •^•+ ty+4a � a �r i�r �'��. ,i;• 5 1 r i� , �^7i I�k ' t r r yi'. ' YJ3' r y { -•iii j �!5 J r vs r'1t��,A"J h in.Tr.i:r y OPV ,r � tr ,�2 qty T+y,� 157 I + to:,M Y J 7X ' 7jl a f 4 � ✓ rrz`XY� 5 e�` t .t rAV ', �+ Jlr.l IS i. � rJ .1 +lr,,i t S��Tf 1ti '.t'R4'tla�T�>..r y\t'� �� � �5k1 •,a> +.fi ,� o'. !- I � I.: ,i .'fie. •�Jr.. .�h.>-. 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USGS-Provo sled °�I;�tput 'a SS0 645 9 S. ` 0 828 g S.os 0..5:52 g �0 Sn,i 0.495 g "�Soi 0 33.0 9 For }nforrnat2on on how the SS and Sl val'ues above have beeri;calcu,lated from probabilistic (nsk-.targeted) and determiritst2c g"round Inottons In:Ehe dtrec,tion of,maximum ho.rizoritaf response, pleaseeturn tis the application and, sdlect th`e "20.09 NEMRP' building ,code reference".iiocument . } • Nt(FR:.Response Spectrum Design Respo~1se`!SF�ectrurn - , UryU e� TOGO J ®^I. lJ®V1�9 d r Y BVTT� Q 81 d '• 1CTY BUILDING DIVISION +� o as x '0 42 + t 4T a • APPROVED ®/ , u•` s. ..018 r 01S k � 0 OG % 0 00 f 0.20 O,d0 ' O: GU .0;80 1 00 l: + 00'- 0 00?, 0 U O.d0 0 GO: 0 80, 1'.00 7 ?0 .1 d0 1.60 1.20 `2•UO I .eeiod. T (sec)` Althoughihi� knfoiniat4on;ts a,proeluct of,the U:S..Geological Survey, r�o j�lov.ltic no warranty, expke sed or Implied; as to theT accuracy of the data contamF d-thereln;;7iils tool is no a''substituf fot•feclimcal subject=rnatt<:r kno alcdgp.: htfp;//ehp1=earthquake.or usgs:gov/desrgnrrkaps/us/summary:php?template=minlrnal&iaGtude=39.79&Ioiia4tude==191:59Rcir( Summit Structural Design Proji�et: Cooper Residence Engineer RKB "Design of :YSeismic Load Development (ASCE 7-10.) Page: Date: 2/3/2016 Seismic DesignCate!ory D Ss 0.645. Mapped 0.2 s.ec spectral response Occupancy 2 510.265 Mapped 1 sec spectral response. C I 1 Site Class �.,; In accordance with .Ch 20. Tl_ 16 !�!L.tsh .SMS '0:83 Max Considered EQ I SM1 0.50 Max Considered EQ .SDS 0;552 Design Spectral Response (0:2 Sec) !�Dl 0:330 _Design Spectral Response (1 0 Sec) Sys1 em Ught Framed Shear Walls r i R 6.5 Omega 3 Cd 4• Ht Limit 65 Cs 0.08 12:8-2 Max Cs 0.28 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 'x 0.75 Ta 0.18 Cu 1.4 Max T 0.25 Nig limit lfor drift Use T 0.18 Alt Ss 0.645 Ss maybe 1.5 if 5 stories and regular V= 0.085 *W Height to Roof (hn) = 19 ft V= 13.9 k Vert Dist Exp. (k) 1 Level Story Ht. (ft) hi ft wi kis ( ) ( p) (wi*hi) (kip ft) cvx Veq (kij7s) S VEQ C ROOF 9 19 57 1074 0:50 7.01 _ 7 2nd 10' 10 107. 1074 0.50 0 __ 14 1st 0 0 0' 0 0.00 0:0 13.9 1 164.0 2148 BUTTE COUNW BUILDING DIVISION APPROVED- i-�- Summit Structural Design XLDING UTTE COUNTY Project: Cooper Residence DIVISION EngineE;r: RK.B I e PROVED Design of : MWFRS-Envelope. Procedure (ASCE 7-10, Section 28.61 i /'l f --\ Conditions: 1. Simple Diaphragrn C j �.Y�, ,;,r�,i ✓ CASE 0 2. Low-rise-- - �,.� 3. Enclosed 4. Regular Shaped I i �`" ✓'� �`�. 5. Not Flex;ibfe «, 6. Not Subject to: „ASE Ii a) across wnd loading b) vortex shedding i !��-� .• c) instability (gallup%flutter) l d) channeling effect: 'i f e) buffeting (upwind obstructions) 7. Approx. tSymetrical Cross Section '= With Flat, Gable, or Hip Roof <45° \ /`' •�f �r / / <. �. ���; r!✓ :� 8. Exempt rom Torsional Load. Cases Indicated in Note 5 of Fig. 28.4-1, � ('C) ., � / `� �✓/ / or. I the Torsior)al Load Gases do not f `F�'Ir l� CASE A Control th Design: �( g CASE 13 :. E' '� (1) story arld h:530 ft. or (2) story max and light framed or (2) story max and flex. diaphragm L= 68 Long. Bldg. Dim. (ft) 2aL= 12.6 ; ft. T= 63 Transv. Bldg, Dim. (ft) 2aT= 12.6 ft. V= 110 Basic Wind Speed (110 or. 115 mph)' LCF= 0.60 Load Combination factor �= 1.29 Adjustment Factor K:t= 1.00 Topographic Factor _-- Adjustment Factor for Bldg Height. and 'h= 22 Mean Roof Height (ft) Exposure, 0= 30 Closest'Roof Angle Mean Roof ( Ex_p-ps ure _ (5°,100,150,20°,25",or 30°) Ht. (ft) _ B C D. MINFRS Wind Loads (psf), ps=LCF"X*Kzt*ps30 1S 1.00 �F 1.21 1.47 L"o..catiori ps, 0=0 ps, 0=30 Min. Net Ovhg. 20 1.00 1.29 1.55 A-110 14.9 .16.7 9.6 25 1.00 1.35 1.61 6-110 11.5 4.8: 30 1.00 ( 1.40 1.66 C-110 .8 .3 9.6 35 1.05 j 1,4!i 1.70 D-110._ 9.1 4.8 40 1.09 j 1.49 1.74 E-110 _ -1i.9 6.4 -5.9 4-5 1.12 1 1.5:3 1.78 F-110_ 50 1.16 ; 1.56 1.81 G-11.0 _ -12:4 5.6 -6.7 55 1.19 ; 1.!)! 1.84 H=110. _ =7.8 - .7 60 1.22 1 1.87 Summit Structural Design Project: Cooper Residence Engineer: RKB Design of : C+C-Envelope Procedure (ASCE 7-10, Section 30.5) BUTTE COUNTY 13UILDING DIVISION APPROVED 01 o5 . -0b 00 0 HIP ROOF <25' HIP ROOF, (25*< G <27*) (2) oe iu 40 (4-D`Adjustment r 141 ps. F-L,T ROOF- and GABLE ROOF (7*<.E) <451 GARS- ROOF (b<7*) L= 68 Long. Bldg. Dim. (ft) T= 63 Transv. Bldg. Dim. (ft) a (ft) = 6.3 V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor X= 1.29 Adjustment Factor Kzt= I Topographic Factor h= 22 Mean Roof Height (ft) RAN= 3 Roof Angle Number (1=0'-7*, 2=8* -27*, 3=28*- -45-) dlonditions: 1. Mean Roof Height:5 60 ft. 2. Enclosed 3. Regular Shapdd 4. Not Subject to: a) across wind lo',ading I b) vortex sheddly g c) instability (gall up/f lutter) d) channeling effect e) buffeting (upwind, obstructions) 5. Flat Roof or G6ble Roof :5 45% or Hip Roof :5 27*1 factor for Bldg Height and' Exposure, A can I Exposure Roof Ht. i (ft) B C D 15 1.00 1.47 --1.21 20 1,0Q 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1-1i -1.53 1.78 so 1.16 1.56 1.81 1 55 1.19, 1.84 __1.59 �6 1.22 1.62 1.87 C+C Wind Loads (psf), p,,t=LCF*X*K,t*Pnet30 Loc. 4- 0 0 EWA Pnet Ovhg. Zone (ft) + 10 15.4 -16.9 Loc. EWA_Pnet Zone (ft2)1+ 1 4 101 16.9 - -18.3 20 15.0 -16.0 4 2011 --1 -17.5 1 50 14.4 -14.9 4 501 15.1 -16.5 1 100 14.0 , -14.0 4 L100 111.3 L -15.8 2 170- 15.4 -19.7 -28.6 -15.0- --18.8 4 5001 -14.0 210 -27.7 _12,5 -5 10 -22.5 50 14.4 -17.7 -26.5 5 201. -21.1 2 100 14.0 -16.9 q -25.7 5-513 -19,0 3 10 1-5-4 -19.7 -28.6 5 100 14.3 -17.5 3 20 15.0 -18.8 -27.7 --1-4-.4 5 5001 12.5 50 -17.7 -26.5 I. T 100 14.0 -16.9 -25.7-- Contrt 147.' 2964 3267 889 1734 2456 1451 2006 3195 3415 1337 2476 3226 1906 BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design Project: Cooper Residence Engineer: RKB Design of : Wind Loads r A B C D End Zone End Zone Int. Zone Int. Zone Line •Min: N Wall Line. Wall Area Roof Area Wall Area Roof.Area Shear (lbs) Shear. I •1 s0 56 1477 749 2 82 205. 2964 1771 3 19 24 98. 150 3267 1958 4 34 28 889 461 A 64 54 1.734 893, B 50 196 2456 1'421 C 1.2 70 20 20 1451 739 1 120 2006 1152 2 240 3195 ?304 3 45 200 3415 2.352 4 80 1337 768 A 133 22 2476 1382 B 43 10 166 20 3226 2150 C 90 35 3.906 1032 Contrt 147.' 2964 3267 889 1734 2456 1451 2006 3195 3415 1337 2476 3226 1906 BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design Rroji?ct; Cooper Residence Engineer; RK Design of : Lateral Force Summary Wind Seismic Wall -Line Shear.(Ibs) Shear.(Ibs) Control' ' 1 1477 615 Wind 2 2964, 1932 Wind 3 3267 1932 Wind 4 889, 492 Wind A 1734 1551 Wind B 2456 270.8 Seismic C 1451 714 Wind ' 1 3484 - 1874 Wind, 2 6159 3696 Wind ' 3 .6682 3203 Wind. 4 2227 1172 Wind A 42.10 3892 Wind B '5682 4276 Wind C 3357 1777' Wind BUTTE COUNTY BUILDING DIVISION APPROVED Summit Structural Design Project: Cooper Residence Engin-eer: RKB iign of: Sherr Walls Panel Thickness Panel Orientation Nail Type. Anchor Bold Diam. Stud Spacing, Spec Grav Of Framing Frid Sill Plate.Grade AB in 2X Sill AB in 3X Sill Sill Plate/Rim Anchorage Short Dimension Across Studs b; 8d. 1/2 da 16 in o.c. 0.5 620 Ills 730. lbs 1. Use 3X frarning at adjacent'panel edges and stagger -nailing AB -Spacing (ft) 2X Sill 3X -Sill :3.82 4.49 1.83 3.34 1.31 3.07 1.01 2:38 NG 1.83. NG :1.54 .NG ''1%19 NG 0:91 BUTTE COUNTY BUILDING DIVISION APPROVED Nail Embed` Index 0 Nail Length (in) Diam. (in) (in) Cd Load (lbs) 1 .12d .3.25 0.135 1.75 1:6 165 2 16d 3.5 0.148 2.00 1.6 189 3: 20d 4 0.1.7.7 2.50 1.6 261 4 30d 4.5 0.19.2 10.0 1.6 272- 5 1/4" SDS 3.5 0.25 2:00: 116 544 6 A35 1:6 695 7 A34 1.6 515 Shear Wall SW Plate Fastening SW.Rim Fastening (No Ply E.N.) Edge Nail (In) Load (Ibs) Fastener # Spacing Fastener # Spacing 6 260 1 7.6 inches 6.' 32.1 inche 4* zsb 1 5.7 inches 6 23.8 inche 4, Note 1 380 1 5:2 inches- 21.9 inche 3, Note 1 490 1 4.0. .inches 6 17.0 inche 2; Note 1. 640 1 3.1 inches 6 13.0 inche 44, Note -1 760 3 4.1 inches. 6 11.0 inche 33, Note 1 980 3 3.2 inches 6 8:5 inche 22, Note l 1280 3. 2.4. inches 6 6.5 inche 1. Use 3X frarning at adjacent'panel edges and stagger -nailing AB -Spacing (ft) 2X Sill 3X -Sill :3.82 4.49 1.83 3.34 1.31 3.07 1.01 2:38 NG 1.83. NG :1.54 .NG ''1%19 NG 0:91 BUTTE COUNTY BUILDING DIVISION APPROVED S.ummit Structural Design Project: Cooper Residence Engineer: RKB esign of :.5hear Wall fral BUTTE COUNTY BUILDING DIVISION APPROVED Total _ Resistive Segment Segment Lateral Will Edge Overall Resistive Aspect 'G'ravity OT OT i Righting. Net Wall Load Length Load Nail Length Length Ratio Load Height Moment Moment M/D Line jibs) (ft) (plf) (in) (ft) (ft) factor (IG/k) (fq (ft -1b) ( (ft -1b) (I b) 17w 1477 11:50 128 6" 16.50 11.50 1.00 210 9 13297 i 285E6 234 1 -eq 615. 11.50 54 6" 16.50 11.50 '1:00 210 9 5539 285E6 -704 2-w 7964 12.00 247 6" 12,00 12.00 1.00 210 9 26676 15120 1467 2 -eq 1932 32.00 161 6" 12.00 .12.00 1.00 210 9 :17392 ; 15120 693 3-w 37.67 1000 327 .44" 4.00 4;00 1.00 210. 9 :11762 I 1680- 2688 3 -eq 1932 10.00 -193 6" 4:00 4.00 0:89 210 9 6957 1680 1487 4-w .889 7:00 127 6" 13.00 7.00 1.00 210 9 8003 I 17745 -203' 4 -eq 492 7.00 70 6" 13.00 7:00 1.00 210 9 4431 i 17745 478, A -w 1734 10.00 173 6" 16.00 10.00 1.00 210 9 15609 26880 -32 A -eq 3.551 10.00 155 6" 16.00 10.00 1.00 210 9 13958 ! 26880 336 8-w 2456 19:75 124 6" 15:95 9.75 1.00 210 9 10911 j 26047' 299 8 -eq; 2708 19.75 137 6"15.75 9.75 1.00 210 9 12032 .26047" 228 C -w 1451 26.00 56 6" 9.00 6'.00 1.00 210. 9 3014 MOS -232 C -eq 714 26.00 276" 9.00 6.00 1.00 210 9 1483 8505 -402 1-w 3484 14.50 240 6" 16.50 14.50 1.00 175 9 I 31353 i _ -23822 1034 1•eq 1874 14:50 129 6" 16:50. 14.50 1.00 175 9 16865 23822 156 2-w 6159 24.00, 257 6" 24.00 24.00 1.00 .325 9 55431 .93600 -30 2 -eq 3696 24.00 '154 6" 24,00 24.00 1.00 325 9 33261' I 93600 -9.54 3-w 6682 21.50 311 4.1" 4.00 4.00 '1.00: 175 9 11189 I 1400. 2587 3 -eq 3203 21.50 149 6" 4.00 4.00 1.00 -175 R 5363 1400 1131 4-w 2227 12.00:.1816 6" 6:00 6.00 1.00 175 9 10020 3150. '1'355 4.qq 1172 12,00, 98 6'' 6:00 6.00, 11.00 175 9 5275 3150 564 A -w 4210 14.00 301 4" 16.00 8.00 1.00 250 9. I 21651 32000 153 A -eq 3892 13.50 288 4,•" 16.00 8.00 1.00 250 920757 I 32000 97 8-w 5682 21.00 271 4" 3.50 3.50 1.00 175 9' 8523. 1072 2251 4 -eq 4276, 21.00 204 41" 3.50 3:50 0:78 175 9 6414 1 1077. 1649 C -w 3357 20:25 166 6" 100 3.06 1.00 175 9 4476. j 788 1334. 'C -eq 1777 20.25 88 6" 3.00. 3.00 0.67 175 9. 2370 j 788 632 BUTTE COUNTY BUILDING DIVISION APPROVED S remit Structural Design Project: Cooper Residence ) 126.7 Engineer: RK6 12 230 Design of: Force Transfer Around Opening in Shear Wail Location; 'Wail Line 1 -.1st level I 211 Wall Shear .3484 t#. 207 Wall Dead Load 115 pif C C 8.5 Wall'Length 16.50 ft OT Forte ?034.4f Wall Height 9 ft _ 115 W Window Length 2 ft A 8 C Window Height. 4 ft D E Window X dim 6. ft, F G H WindowNdim 3.00 ft - E 8.5----; Element Dimensions ....__240 Element a fftl N #ftl V k—l'.1.141 0 1 -A, rel v...,.:>_iev _. 1"1 A 6 2 00211 207 pit ) 126.7 1. 115 12 230 — -- - 2 0 0 I 211 422 207 i 414__ C C 8.5 2 00 211 1795 _ 115 W u 230 D 6 -- —�__ 4.00 - 240 1441- - 113 _ 460 - E 8.5----; --4:00. ....__240 Tie force at bott;of window Into F 257'#. 460_. Tie force.attop of window into H 1 100 I 211 _2042 -x-....__.._115:.._...__..__ 1267 115 ._ 345 G_2 ..._ . --H - 3 00 211 _� 207 6_20 8.5 [...._-_3.00-...-1 .21.1. _4_22_ 1795- i. 115 - .345 I_.- ..._... 1 1v1ax cwu pir 207 pit Static Tie Forces Tie force into 0 175 .H: Upper Left. Tieforce.into E 248 u Upper Right, Tie, ie force From F 175 ## Lower Left Tie, force from H 248 ;k, Lower -Right Element Equilibrium Te force at top of window into D 171 A UpperLeft Tie force at top of window into E 242 4 Lipper R.ight Tie force at bott;of window Into F 257'#. Lower left Tie force.attop of window into H 364 q. Lower Right Max 364 N i i i BUTTE COUNTY BUILDING DIVISION APPROVED Summit .Structural [design4i Project; - Cooper Residence Eagineer: RKB Design cif Lateral Drags Lateral Overall Wall Load Length Line (lbs) (ft) 14 717 16.00 1 -eq 630 16.00 2-W 2964 36.0.0 .2 -eq., 1,979 36.0.0 3267' 36.00 3 -eq 1979 36:0:0 4-w 889* 1100 4 -eq 504 13.00 A -w 1.734 53.00 A -eq 1.589 53.00 13-w 2456 68,00 B-e.q 1.774 68.00 c -w 1.451 68.00 C -eq 731 58.00 17W 2006 63.00 1 -eq 1.289 63.00 2-w 3195 63.00 2 -eq 1807 63.00 .3-w 341.5 51.00 3 --eq 1.301 51.00 4-w. 1337 53.00 4 -,eq .696 5.3.00 A -w 247.6 68.00 A -eq .2398 68.00 B -w. 3226 I 68.00 B.-e.q 16.06 I 68.00 &W 1906 68,00 C -eq 108.9 68.00 .Shear per Length to Footbe dragged -(plf) (ft) 92.3. 39.4 82.3 .55.0 90.'8 55.0 68.4 38.8. 32.7 30,0 3.6.1 40; 8 21.3 1048 31..8 20.5 50,..7 29,.7 67,0 25.5 25.2 13.1 36.4 35.3 47.4 23.6 2-8.0 16.0 3.00 3.00 24.00 24.00 14.00 14;00 3,00 3.00 24.00 24.00 15.00 15.00 12.00 12.00 - 25.00 25.00 39.00 .39.00 16'.00 16.00 21.00 21.00, 13.00 13.00 13.00 13.00 9.00 9.00 Drag Load 277 118 1976 1320 1271 770 205 116 785 719 542 612 256 129 796 512 1978. 1,119 1071 408 530 276 473 .458, 617 307 252 144 Drag Type applical A 13 A A A A A El A BUTTE COUNTY BUILDING DIVISION A APPROVED A A A A A A A A Summit Structural Des.lig Projeft'. Co.6.per Residence Engineen, RKB Design of: Foundations A116Wable Soil -Bearing: 1.500 psf Concrete C(ampressive. Strength: 2500 psi Concrete Stem \/Vall (Non -Retaining): a V'wide with (1) #4 continuous. at*top and bottom of wall and i full height. Provide #4 at 18" o.c.-verti.cal developed by hook ,Continuout,footings: Width (in)' Thick..(in) Cap (plf) Reinforcing 12 12 1500 (2) #4 cont. 15 12 1875 (2) #4 cont. 19 12 2250 (3) #4 cont, 24. 12 3000 (3) #4 cont. 30 12. 375.0 (4) #4 cont. Spread Fooiings: Reinforcing Cap, Label Size Thick. (in) Each Way Kips F1 1'".0" Sq. 12 (1) #4 1.5 F1.5 11-611 Sq,. 12 (2) #4 3375' F12 2'-0" Sq. 12 (3) #4 6 F2.5 21-611 Sq. 12 (4) #4 9.375 F3 T -O" Sq. 12 (4) #4 '13.5 F3.5 3'-6" Sq. 12 (5) #4 18.375 F4 41-011 Sq. 12 (5) #4 24 F4.5 4'-6" Sq. 12 (6) #4 30.875 F5 5`4' Sq, 12 -(7) #4 37.5 F5.5. 5'-:6" Sq. 12 (5) #5 45375 F5 6'-011 Sq. 18 (8) #5 54 F6.5 61-611 Sq. 18 (9) #5 63.375 Note: 1364orn of each footihg.sh a I I beat least -12" be low finished grade or as per local re 1% t4 at 18" o. c. , ito footing, U.N.D. BUTTE COUNTY BUILDING DIVISION APPROVED juirernents. Summit Structural Design Project.: Cooper Residence Eng'ine.er: RKE3 Design: of: 4x.Timber Column Design Values (NDS 3.7) 4x DF-L(N) #1 Fc E d 1400 1600000 3.5 17892 Stability ;6925 10882 Reduction 1879 le (ft) _ Cp Fc' (p? 1565 4842 7609 5 0.59 820 6 0.49 682 7 0.40 565 8 '0.34 471 9 0.28 395 10 0.24 335 11 0.20 286 12 0.18 247 13 0.15 214 14 0.13 188 15 0.12 166 16• 0.11 147 17, 0.09 132 18: 0.08 118 19 0.08 107 20 0.07 97 KCE c -CD 0.3 .0.3 1.00 Column Capacity (lbs) 4X4, 4X6 4X8 4X11 10050 15793 21536 2727 8350 13.121 17892 2266 ;6925 10882 14840 1879 5.769 9065 12362 1565 4842 7609 10376 1314 4100 6443 8786 1112 3504 5506 7509 9511 3021 4748 6474 8201 2,627 4128 5630 7131 2302 3618 .4933 624 2032 3193 4354 551! 1805 2837 3868 490C 1614 2536, 3458 438C 1450 2279 310.7 393E 1310 2058 2807 3555 1189 1868 2547 322E 4X12 33022 27434 22754 18955 15909 13472 115.13 9927. 8632 7564 fi676 i932 5302 11765 11304 3905 'BUTS COL8+ A.', I�\Y - DIVISION � PROVED f 1 i i Summit Structural Design 'Project: Cooper Residence Engineer; RKB 6X6 DF-L(N) #1 Fc 1000 le (ft) E 1600000 Stability Reduction Cp d 5.5 Fc' (p! 5 X0.84. 844 6 0.79 786. 7 0.72 724 8 .0..66 '663 9 0.60 603 10 0.55 547 1.1 0.49 495 12 0.45 447- 13' 0.40 404 14 0.37 366 .15 0.33 332 16 0.30. 302 17 0.28. 276 '18 0.25. 252 19 0.23 231 20 0.21 212 KcE c Cp 0.3 0:3 1.00 Column Capacity (lb's) i 6X6 6)(8; 6X10 6X121: 25524 34805 44086 53369-,` 23765 324.07 41049 4969114 21915 29884 37853 45822' 20053 27345 3463.7 41930 18245 24880 31515 38150, 16538 22552 28566 34580' '14961 .20.401 25841312821 ; 13525 18444 23362 7.82.80 12234 16682 21131 255791 11080 15109 19138 23167 10053 13109 17365 21021�i 9143 .12467• 15792 19117+; 8335 11366 14397 174281: 7619 10389 13160 :159301 6983 9522 12061 14600 6416 875.0 11083 13416 i i I; i j. BUTTE COUNTY BUILDING DIVISION :APPROVED v' COMPANY I Summit Structural Design ' Wood � /�, f O r �� s r!t 00, Feb. 3, 20161.1:27 � ,Sol/lf'ANrfUR f4.0000ESIG.M Design Check Calculation Sheet WoodWorks Sizer 10:1 Loads: Load' Type. Distribution Pat- tern .Locatlon.(f.t) -Start End Magnitude Start End Unfa. Laa 1 ` Dead-' Axial UDL i (Ecc. T-016--) (0 p f Load2 Show, ilxial UDL fc.- 73. (Ecc. 0.00") 330, plf Load3 Roof coriE,ti; A401 UDL F'c•' - (Ecc. = 0..00`.) 220 pit. Load4 Ni3id C&C Axial UDL 181. (£cc. 0.,00".) 220 plf toads Wind',,06_C_ "Full Area Eq. 3..9-3.= _ 26..50 (8.0) • psf Self-weight.-.De'ad 5 Axial UDL F.cp sup 625' - 1.00 1.00 - - -. .-Live, Defl'n 55 .lf Lateral Reactions (lbs): m 18'-7.5" Typical Slud LCL p 1001 -) 8'-7 5" 1'� Unfactoredi Dead• Anal sy is value i Arial si.^,/Desi-h Snow :; fv 8 Fv. 288 fv Fp' = 165 i fb - 72.9. :Roof hoof '.Live 2392 fb/Fb) 165 Factored: fc.- 73. Fc' - 901 L ->R .99._99 Axial Searing fc - 73: Lumber Stud, D.Fir-L, No,1, 2x6 (1-1/2"x5-1/2") 1 Support Lumber Stud Bottom plate, D.Fir-L No. 1: bearing length = stud thickness1 Spaced'at 6:0" dc; Total length: 16:7.5"; Pinned base; ;Load.face width(U); Ke x Lb: 1.0 x 0;0 = 0.0lf1); Ke, x Ld: 1:0 x 18.63'= 18,63 (ft); Lateral supporli.top = Lb; bottom = Lb; Repetltive faclor..applied where permitted (reser to online help): Analysis vs; Alloiivable Stress (psi) and Deflection (in) uslnn-Nos 2012: Criterion Anal sy is value Desi n Value' Arial si.^,/Desi-h S oar :; fv 8 Fv. 288 fv Fp' = 0.06 Sending:(.-) fb - 72.9. Fb' - 2392 fb/Fb) •E•q'+ 1000 1.60 L.00 1..00 '1.000 -1.300 i.00 Arial _ fc.- 73. Fc' - 901 fc/Fc' - .0:30. 0.24 Axial Searing fc - 73: F'c•' - 2640 fc/Fc• _ '0.03 Support Sea in -(axia 'cp'u 7.3 F•cp a. 181. fcp7Fcp - .0.09 .Combined, compression + sale .load bendirg) Eq. 3..9-3.= �0. 41 Dead Def --'n negligible 1.00 5 F.cp sup 625' - 1.00 1.00 - - -. .-Live, Defl'n .0.57 = 'L/893 0.62 - L/360 CRITICAL LOAD COMBINATIONS'. 0.92 Total Defl.1 1 0.57 P L/393 0.93 . Shear 7 LC (16: _ .6D1„6t•t;'V _ .99, V design =. 99 -Lbs Additional Data FACTORS: F/F(p3i)CD CN Ct CL/CP CF Cfe Cr Cfrl Ci LC If Fv' 180 1__60, 1..00 .1:00 - - - 1,00 1.00' 6 •E•q'+ 1000 1.60 L.00 1..00 '1.000 -1.300 i.00 1.15 1:00 1.00 G Fc' 1500 1,60 1.00 1.00 0:114 1.;100 - - 1.00 1,.00 5. Fc: cgmb, 1500 1.66 - - '0.114 - - - _ _ ,•! 1.7 million 1.00 1..00 - - - - 1.00 1.00 6 I - Emin' 0. 62. miA l on 1.60 1.:00. - - - 1.00 1`.00 6 Fc' 1500 i..60 1.00 1.00 - 1.,100 - 1:00 1.00 5 F.cp sup 625' - 1.00 1.00 - - -. - 1.00 '1.00 3 CRITICAL LOAD COMBINATIONS'. Shear 7 LC (16: _ .6D1„6t•t;'V _ .99, V design =. 99 -Lbs Sending,(+).: LC 06 =..GD+..422, .l .qGO lbs -ft R Deiilectlon: LC 66 = 6U4 47.W� (live) I BUTTE! COUNTY LC II6. _ 6D+ 42tJ. (t.etfc Axial 1C 115 = DI '75(S+.6W) P 601 lbs Combined LC h1 = D+ GW• (1 Cc/FCL) = 0.82 i BUILDING DIVISION Support :SLC IIS = U+,75(5.+.6W)• R 601 lbs, Cap.= 6445, Lb 1.50"., Cb 1.25 D=dead L live SsiLow�t! mind 1 -impact L =look Live Lc'=concentrated e E=eacthqua a ):e All LC s.are listed in the Analysis output ��� �®��® Load corabinaticns: ASCE 7-10 ) I8C 2012 CALCULATIONS: Deflection: FI •• 3;e0G lb -'i62 "Live deflection's Ueflectiori 'from all non -dead loads (live, wind, snow.,:): Total Deflection = I.56.(Dead Load. Deflection) + Live Load De'flecLion. Design Notes: - - i. WoodWorksan lysis and design aro in accordance.with the ICC International Building Code (IBC 2012), the National Design Specifics[ on (NDS 2012), and NDS Design.Supplement. 2: Please verify. thr,l the default deflection limits are'appropriale:for your application, 3: FIRE RATING:_ Jolsts 'wall studs, and multi -ply members are not rated for fire endurance: _L� COMPANY PROJEc'r Summit Structural Design © Feb. 3, 2016 11:32 Mi0odWorks SOFFWA.REPORWODU DrsrcN Balloon Kuing-Trimmer for 3' Opening Design Check Calculation Sheet WooJWorks Sizer 10.1 I Loads Load -- Type Distribution Pat- tern Location (ftl Start End Magnitude Stott Ehd Unit. Loadl pea Ax i7a Bending(+) (`Jcc. = 0.00") 1500 ins Load2 Snbw, Axial fc - 65 (ECC. _ 0:00") IQoo Lbs Load3 Roof constr. Axial Fc+ = (Ecc. - 0.0011) 450 lbs Loa04 1•;lndCaC. Axial bending) (Ecc. = 0,00") 450 lbs Lo.ad5 rRind C&C. Ful Area 6 I 2.6.50 (3.00)'• psf Serf -weight I Dead jAxial -0.82 Total Deft'n. 182 lbs ,.,.,wt !y >, L., ua.r Lateral Reactions (lbs): w d M N 0' 18'-7.5" i- n V 18'-7. Unfactored: i -- Dead I Snow Wind '7.40 I 74,0 Roof Live Faetoicd:_ - 44'4 LL!mber n -ply, D.Fir-L, NoA, 2x6, 5 -ply (7.112"x5-112") Support: Non -wood; Bearing length ='column.width I Total,length:,1 B'4.5"; Pinned base; Load face- width(b); Built-up fastener: nalls;.Ke x Lb: 1.0 x 0.0 = 0.0 (ftl; Ke x'Ld: 1.0 x 18.63 = 18;63 (111; Lateral Support: to = Lb, bottom = Lb; Repetitive factor) applied Where permitted (refer to online help); 1 WARNING: 5 -ply built-up column, ero not recommended. Refer to Design Note below. Analysis vs. A110'wable Stress (psi) and Deflection (in) usinp:NDS 2012: Criter'i'on. -_ Analvsis Value Deai n Value Anal. sis/Desi n Shear v =- 16 Fv' = 288 fv E _ .0 Bending(+) :fb - 656 Flo' - 2392 tb/Fb' = 0.21 Axial fc - 65 Fc.' = 298 fc/Fc' - 0.22 Axial Bearin'g fc - 65 Fc+ = 1897 fc/Fc! - 0..03 Comb.lne'd (axis. compression + s de. load bending) Eq:3.9'-3 - '0.35 Dead Defl'n negligible - 1,00 1.00 6 I Live Defl'n. 0.51 a L/437 0.62 = L/360 I -0.82 Total Deft'n. 0.51 = L/437 6.93 L/240 Shear LC U6 - .6D+„6ti, V - 444, V design 0.55 Additional Data: FACTORS: F/E(psL)CD CM Ct CL/CP CF CCu Cr Cfrt Ci LC 11 Fv' 180 1.60 1.00 1.60 - - - - 1. do 1.00 6 Fn'. 1000 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1'. 0.0 1.00 6 Fc' 1500 1.15 1.00 1.00 0.157 1.100 - - 1.00 1.00, 4 Fc'comb 1500 1.60 - - 0.114 - - - -- 7 ! E' 1...7 ti.11Loit 1.00 1:00 - - - - 1.00 l.00 .6 Em n- 0.62. million 1.00 1.00 - - - - 1,00 1.00 6 I Fc' 1500 1:15 1.00 1.00 - 1.100 - - 1.00 1.00 4' I CRITICAL LOAD COMBINATIONS: Shear LC U6 - .6D+„6ti, V - 444, V design 444 ibs Bending(-.); LC 06 - .6D+.6t5, M = 2066 lbs-f.tI .Deflection: LC it 6. _ .6D+.4211 (live)' BTTCOUNTY „r LC 114. = .6D+..42!5 '2662,, Axial !.0 II4�. _ D4 -S, P '2462, lbs Kf = 1:00 I` .' Iy�� 66•.;Y !L. I\`!A V V ,�l^ ��. M DIVISION BUILDING Combined. LC 117 =,D+.611; (i - fc/Fc F,) - 0.85 D=dead L=live S"snow w=wind 1 -impact t=roof live LcWconcentreteii 'LC's:are E=earthquake All 1Ssted in the Analysis output 1APPROVED Load combinations: ASCE 7=10 % IBC 2042 ' CALCULATIONS: Deflection: El =, 35c06 lb-int/ply "Live" deflection.- Deflection from all ncn-dead loads (live',i+ind, snow:..l i Total Deflection, 1.50(Dead Load DeflecEion) + Live Load Deflection.. Design Notes: j -- 1-. Wood Works analysis and design are in accordance with the ICC International Building Code.(IBC 2012), the National Design Specirical on (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits'are appropriate for your application: 3. BUILT-UP COLUMNS; nailed or bolted built-up.columns shall conform to the provisions:of NDS Clause 15.3: 1. FIRE RATING (Joists„wall studs, and multi -ply members are not rated for fire endurance.' is Q4 COMPANY PROJECT Summit Structural Design Ob N loodWorlks- Feb. 3, 201611:40 .. ( sor7wnarioa tvooD riesren• Balloon KIng-Trimmer for 12' Opening Design Check Calculation.Sheet WeodWorks Sizer 10.1 Loads:. Load Type Distribution Pat- term Location (ft) Start End Magnitude Start End unit L05TI fh�.ar)- Axia fb - 1007 (Ecc.. - 0.00")--3-20-U-lbs Factored:' fb/Fb' - Load2 .Snow I Akis1. 11-.05 (Ecc. = 0.'00") 6246 Lbs L6ad3 Hoof ronat'r. Axial 1811 (Ecc'. = 0.0011) 4.160 'lbs .Load'4 I•lind CaC Axial F.q.3.9-3 - (Ecc. = 6.00") 416.0 lbs LoadS I3 hri CCC Full 'AreaSe - .26:50 (0.00)' paf lf-weight „Deid: COUNTY Axial Total De'fl'h. -0.60= 1.%375 241 lbs Lateral Reactions (lbs): 18'-7.5" e unfactored-• Dead Aral sts value Desi - Value Anal .1 /Design i --- -- Snow Fv' = 200 i Wind Roof Live 1974 fb - 1007 Fb' = Factored:' fb/Fb' - -. I L ->R 11-.05 1268 f_c/Fc' _ 0.17 _ Pc = 215 Fc' = Lumber n•ply, D.Fir-L, No.1, 2x8, 5 -ply (7-112'W-414") Support: Non -wood; Bearing length = column width Total length: 18'-7.5'; Pinned base;.load face ?.width(b); Built-up fastener. nails; Ke x Lb: 1.0 x 0.0 = 0.0 (I'll;Ke x L&, 1.0 x 10.0 = 10.0 Ifil; Lateral support: top I Lb, bottcm Lb; Repetilive factor. applied whore permitted (refer to online help); WARNING: 5 -ply tiuill-up columns are not recommended. Refer to Design Note.below. Analysis vs. Allowable Stress (psi) and Deflection (in) ..firm NDS 2rH2 Criterion Aral sts value Desi - Value Anal .1 /Design 'Shear. fv •• 7 Fv' = 200 v F.1 0.11 Bending('+) fb - 1007 Fb' = 2200: fb/Fb' - 0.46 .Axial fc = 215 Fc' = 1268 f_c/Fc' _ 0.17 Axial Bearing Pc = 215 Fc' = 1811 Pc/Fc` - 0.12 Combined (axi'a. Compression + sale load bending) F.q.3.9-3 - 0.51 Dead Defile negligible CRITICAL LOAD. COMBINATIONS: Live Defl.''n 0.60i� L/375. 0.62 =' L/360 COUNTY 0.-96 Total De'fl'h. -0.60= 1.%375 0.93 = L/240 0.64 Additional Data': FACTORS.: F/E'(psi.)•CD CM Ct CL/CP CF' Cfu cr Cfrt 'Ci'. LCR Fv°' :too 1.60 1'.00 1.00 - - - 1..00 1.00 6 .Fb'+ 1000 1.60 1.00 1.00 1.000 "1.200 1.0.0 1.15 1.00 1:00 G Fc' 1500 1.15 1.00' 1..00 0.700 1.d50 - - 1.00 1.00 4 Fc'comb 1500 1.60 - 0.579 7 E' 1.7 million .1:.00 1.00 - - .- �- 1 00 2.00 -6 i Emin' 0.62'miliion 1.60 1.00 - - - 5.0.0 .6 _1.00 Fc" 1500 1.15 1..00 1.00 - 1;.050- - 1.00 :.00 4 CRITICAL LOAD. COMBINATIONS: Shear : LC. GD -+.6W, = 1105, v design = 1185 lbs Bending (+) : LC 116 - _ GD+.421 i COUNTY . y .?, = 5516 lbs-f.t BUTTE Deflection: LC IIG = .6D+,.42>! (live) L 06 _ .6D+ 42w (total) DIVISION Axial Lr 94 = D+S P - 11661 lbs Kf•- .1.00 BUILDING Combined LL .D+ ort (1 fc/FCE) _ 0.92 p. D -dead L live 5 snow t•7 wind I=.impact lir-roof live. Lc --concentrated E=earthquake st LG D A1.1 LCs are Listedin the Analysis output' � O� APPROVED toad combinations. ASCE. 1710 / IBC 2012 I CALCULATIONS: Deflection: Ei = 01a06 1b-i'n2/ply "Live" deflection= Deflection from --ill non -dead loads (live,. wind, snow-.) i Total Deflectl.n a 1�.50(Dead Load Def3ection) + Live Load Deflection. Design Notes: '1'. WoodWorks analysis and design, are in accordance with the ICC International Building COde.(IBC 2012), the National Design Specifical n (NDS2012), and NDS -Design Supplement. 2. Please verify That tho default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNSnailed or bolted built-up columns shall conform to the provisions of NOS Clause 15.3. 4. FIRE RATING: Joists wall studs• and.multi-ply members are not. rated for firweridurance. 1,� COMPANY - Summit Structural Design I . t, p®� A 'O _ I � © Feb. 3; 2016 11:'!2 hili icy, �VIIUy y'I/ y{I/ tj ... .. SOr71VdR4 FOR tVOOO O[SrGx Design Check Calculation Sheet WoodWorks.Sizer 10.1 Loads: Load 'Ti/pe Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit Loadl Dead Axial Bending(+) (Ecc. - 0.00") 2000 s Load2 Show Axial fc _ .107 (Ecc. = 0.00") 600 .lbs Load3 Roof constr. Axial Fc (Fitt. - 0.00") 400 lbs Load4 Wird C&C Axial bending) (Etc. - 0.0011) 400 lbs Loads Wind CLC Full Area - BUILDING Axial LC. I!4 DfS, P = 2651 lbs Kf 1.00 - 26...50(10.00)• psf Self-wei hC Dead Axial 6.45 Total Defl'n._ 51 lbs Lateral Reactions (lbs): 6'-7.5" for 18' Opening R'.7 �l Onfactored• - Dead Snow wind 3143 i 114:3 Roof Live Factored; L ->R 68:6 i - 63G Lurnbern-ply, D.Fir-L, N6:1, 2x6, 3-ply.(4-112"i(5=1/2") i Support: Noh-wood; Bearing length = column width III Total length:.6'-7.5"; Pinned base: Load face .= widlh(b); Bulli -up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 (fll; Ke.x Ld:'1.O x 8.63 = 6.63 (fly Laleral'suppon: top 3 Lb. boltcm = Lb; Repetitive factor: applied whore permitted (refer to online help); Analysis vs. Alto W$ able Stress (psi) and Deflection (in) using NDS 2012: Criterion ' 'Analysis Value Desiqn Value Anal sis/Desi n S ear ry42 Fv' = 288 Fb'� 1000 1.60 1.00 .1._00 1.000 1.300 1.'00 1.15 1'.00 1.00 Bending(+) fly'= 702 Fb' 2392 fb/Fb' - 0.33 Axial fc _ .107 Fc' 1118 fc/E'c' = 0.10 'Axial. Bearing fc X107 Fc 1897 fc/Fc' = 0.06 Combined (axis compression + s de load bending) Eq.3.9-3 - 0.36 Dead Defl'.n negligible Deflection: LC I16. - 6D. 42W (live) LC IM .GD,.42t1 .(total) BUILDING Axial LC. I!4 DfS, P = 2651 lbs Kf 1.00 - Live Defl'n' 0.13.. .L/792 0.29 - L/360 6.45 Total Defl'n._ 0..13.= .W-792 0:43 = L/240 CALCULATIONS: 0.30 Additional Data: i FACTORS: F/E,(Psi)CD -MI, Ct CL/CP CF Cfu Cr cfrt CI LCB � Fv' 180 .1.60 1..00 1,.00 - - - - 1.00. L.00 �6. Fb'� 1000 1.60 1.00 .1._00 1.000 1.300 1.'00 1.15 1'.00 1.00 6 i Fc' 1500 1.15 1:00 1..00 0.589 1.100 - 1:00 1..00 4 Fc'comb 1500- 1.60 - - 0.465 - -_ - - 7 1.7 million, 1.00 1.00 - - - - 1.00 1.00 G Emin' 0.62 miliion 1.00 1.00 - - - - 1.00 :.00 6 Fc.• 1500 1.1.5 1..00 1.00 - 1.300 - - 1.00 1:00 4 CRITICAL LOAD COIVIBINATIONJ ( Shea : LC 1!G .615+.M .4 = 686, v design = 6e6 lbs Bending(-): LC 115 6D+• 6Y7 M 14.79 lbs -ft � ���� COUNTY Deflection: LC I16. - 6D. 42W (live) LC IM .GD,.42t1 .(total) BUILDING Axial LC. I!4 DfS, P = 2651 lbs Kf 1.00 - DIVISIO Combined LC. Pr = (1 - fc/FcE) = i l0.94 D=doad L='are S snow W=win ie 3 -impact ive live t:c=concentrated-E�eax Chquake n hll LCs are listed in the Analysis output output Load combination -,ASCD 7-10 / IDC 2012 ��� ����D CALCULATIONS: Deflection:* EI 35e06 Lb-int/ply i "Live" defleet16n = Deflection from all non -dead loads (live, wind, snow..:) I Total. b6f.lection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes.: 1. WoodWorks onzlysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that Ilio default deflection limits are appropriate for* application: 3. BUILT-UP COLLIMMS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. ! 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for Are 'endurance. i i i i Summit Structural Design Profect: Cooper Residence j Engineer: RKB i Design of: Roof Framing i Roof Loads i DL= 18 psf S= 28.5 psf I i Roof plywood;. 1/2"CDX.APA rated plywood or OSB"equivalent. Apply face grain per pendicularito framing,;stagggr.panels, and nail with 8d;at 6" o.c. edges and 12" o.c.. field. Edge Edge nail at gable end trusses, drag trusses, eave blocking, and all supported edges. Trusses: I Spacing = 24 o.c. loads: I T.C. Snow Load = 28;5 psf I T.C. Dead Load = 10 .psf j B.C. Dead Load = 8: psf, i Total Load.= 46.5 psf i I i i i i BUTTE COUNTY BUILDING DIVISION APPROVED i I i i LOO '• Oro - OGO waawm laowjyj gwoss;GGy M,I Aljol Wva. 113JOW *LLSIVID V NL . Lsna UO) al.,M201VOW Hool;Cgg 2AW Y Z ;A 7 �' (( BUTTE COUNTY (u > BUILDING DIVISION Iw APPROVED COMPANY Summit Structural Design Feb. 3,2016 1.1:51. Wood SOFFIVARE Works FOR WOOoD61GN Design Check.Ca.1culation Sheet WoodWdrks Sizer 101 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) 20:-2.8` S1 .Unfactored: I Dead Snow f Wind Roof Live Factored: 0 9.9 2732 11321 162i i a_ 1799 2132 1,021 ! 1021 Total j Dearing: 4667 4667 Lpnqth Min icokc! 1.46 Load Type' DistributionPat- fv kv. 0.28 fb/Fb' .0'.64 Location Ift] Magnitude Unit 1.8i InUlion 1.00 1.00' - - - - 1.00 - 4 live Defl'n tern Start End Start End L/360 0.7e Loadl 0.70 - Area - - 1.01 = L/240 le..00 (9.,00.) * Psf Lyad2 Show. Fell Area LIC IN - D+S (tqtaij+) 30.00 (9,00)' pqf D -dead L=live; S -snow W6wind 1 -impact Lr=roof live Lc -concentrated e -earthquake Lo60 ,Jifid CCC Full Area Load combinationsiASCE 7-10 / IBC 2012 20.00 (0.00)* Psf CALCULATIONS: Load4 _'o b f constr. Full Area 20.00 (9.001 psf Self -weight Dead Full .UDL 15.9 P1, f Maximum Reactions (lbs) and Bearing Lengths (in) 20:-2.8` S1 .Unfactored: I Dead Snow f Wind Roof Live Factored: 0 9.9 2732 11321 162i i a_ 1799 2132 1,021 ! 1021 Total j Dearing: 4667 4667 Lpnqth Min icokc! 1.46 1.40 1,40 Glulam-Unbal., West Species, 24F -V4 OF, 5-118".x13-112" 9 l6mination% 5-1/8" maximum width, Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 20'-2.8"; Lateiral support ..top= 24 bottom= at supports, I in) Analysis vs. Allo w'able Stress fosil and DeflArtinn (inl _i_ Kine on-. Criterion Aria Iis Value Design Value [Analvsi(;/D6sian Shear Sending(t) v TV - 6 .1.747 Fv' = Fb' - 305 2739 fv kv. 0.28 fb/Fb' .0'.64 Dead Defl'n 0.35 = 1,/696 1.8i InUlion 1.00 1.00' - - - - 1.00 - 4 live Defl'n 0.53 = L/458 0.67 - L/360 0.7e Total. Defl'n. 0.70 - L/345 1.01 = L/240 0.70 Additional Mitzi: F/E'(p!;1)CD CH ct CL CV cfu Cr Cfrt Notes,Cn-Cvr LC0 Fv1 265 1.15 1.00 1.00 - - 1.00 t.00 1.00 f, Fb!, 2406, '1.1.5 1.00 1.00 0.996 0.993 1..00 1.00 1.00 e.00 - 4 Fco, 650. 1.00 1.06 - - - - 1. . 00 1.8i InUlion 1.00 1.00' - - - - 1.00 - 4 Eminy' 0. 85. r_llio.,i, 1.00 1.00 - - - - 1.00 - 4 Only the lessen of.:CL and. CV is'applie4l, as per NDS 5.3.6, CRITICAL LOAD CON]BiNA71ONS: Shear 114' = D+S, V a 4505, V design 3975 lbs Bendinql+):LC 114 - D+$*, M 22659 lbs -ft Deflection: 'LC fl4 - WS Ilive) LIC IN - D+S (tqtaij+) D -dead L=live; S -snow W6wind 1 -impact Lr=roof live Lc -concentrated e -earthquake All LC's are listed *=.n the Analysis output Load combinationsiASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: E i - '891e0G -lb-in2 "Live!" deflection - Deflection. from all non-dPadjoads (live wind,, snow:..) Total. Deflection'- 0.50(Dead Load, Deflection*) + Live Load Deflection.ection. Design Notes: 1. WoodWorks anolysis and design are in accordance with the ICC Intemational Building Code (IBC 2012). the National Design Specification (NDS 2012), and Nos Design Supplement. 2. Please verify thE51 the default deflection limits are appropriate for your Application. 3:: Glularn deiign v�31urri Are for materials conforming to ANSI 'l 17-2010 and manufactured in accordance with ANSI A190.1.2007 .4. GLULA�4: 6Jid =Actj'ai breadth x actual depth. 5. Glulam Beams shall be laterally supported According to the provisions of NOS Clause 3.3.3. 1 6.- 6LU'LAM: bearin ,g length based on smaller of Fcp(tenslon), Fcp(comp'n). BUTTE COUNTY ,UILDING DIVISION APPROVED �0 COMPANY PROJECT i Summil Structural Design Feb. 3, 2016 11:54 MlodWorksoo• S2 ; SOrr1VA Re rOR moon nrsrrx , Design Check Calculation Sheet We odWoiks Slier 101 Loads: Load -1y(rc- 1 Di.tributlon Pat- Location (ft) [ern Start End" Magni tudu Start End Unit Lon Deai Part a Area Total 111.6 19. 01- paf Load,' !:nar Partial A-, D.. 00 9.25 30.00 (9.00)• paf Lead •uind C4C Partial A rca 0.00 9.25 20.00 (9..00)' paf Lo.. 110.9 conn tr. ParLfS1 Area 0,00 9.25 20.00'(9.00)'. paf Le11t15 Dead point 9:25 120 - lbs Lord& !jno+r' Point 9.24 1200' lbs Lcad7 Wind C4C Point 9.25 000 lb. LandB Hoof con. tr. paint, 9,75 800 lb. Sal f-wolOht flea,I _:[Full UDI, 1 1 15.9 pit Maximum Reactions (lbs) and Bearing Lengths (in) 16'.11.2" Un[ectoredr Anal I --�v "111"111111, Doad Brow Gird^. _ Roof Live 1152 2364 1!:76 1676 1L 34 334 { flee raccorad r. 1.00 1.Do 1.00 N9. Total 4639 -- soaring: tb " i 2.335 LonOhh' 1.21 ---- L UO Hln'tc 'd •Pdintmum oar 1:21 nn !ronin u.waa r,cnn• r re,. a,�n •.,,.,.,...• --- _ 1. 00: Glulam-Unbal., West Species, 24F -V4 DF, 5.118"x13.112" 0 laminations. 5.118" maximum width., Supports: All - Timber -soli Scam. D.FIr-L No.2 I Total length; 16'-11.2": Lateral support: top- 24 bottom - al supports; (in) Analysis vs. Allowable Stress (psi) and Deflection (In) using NDS 2012: Cciturlon Anal I --�v "111"111111, DceF n Value iblaivala/Dea1094 n ar - 1.00 1.Do 1.00 4 Pv: 100 11.00 1.00 1.00 - v t'v, 6:24 oing l+l [5.61 tb " 1305 Fb' 2750 fb/tb' a 0.47 Dfl'n 01.7cF;/9e 4 i CRITICAL LOAD COW)INATIONS: Def1'n 0.26 =• L/709 0. 56� L/360 0.46 a3 Do f l'.n O.34 +' L/595 0.84' L/240 0.90 Additional Data: i FACTORS, P/E(p@i)CD CM Ct CL Cv Cf. Cr Cfrt Notes CA'Cvr LCO l'v' 265 1.15 '1.00 1.,00. 1.00 1.Do 1.00 4 rb'r 2400 1.15 1.00 '1.00 0..996 '1.000 100 11.00 1.00 1.00 - 4 Pcp' 650 1.00 1.00 1.8m1111on 1.00 1.00 - - - 1.00 - - y I ']sing' 0.05 mi l l l on 1.00 1:00 - - - - 1.00 - - 4 i CRITICAL LOAD COW)INATIONS: shear r -LC Ito • D+5, V " 1094, V design a 3385 lbs 9endlnq l+l: I.0 ib • D+S, N, " 1'6927. 11,4 -ft j U.flee[ton: LC i)9 D+S Il:ve) LC. 114 d D+S Icoeal) i Dedem L -lieu S._ w G+wind ,I-lrrynct L -roof live 1 -concentrated E=enrchyulte f All LC'.; aro llctcct tr. the Annlyaie output .Load co::binationa: ASCE 7-10 / 70C 2012 CALCULATIONS: I Dstleeci oar F.1 e. 1891006 lb-Sn2 "Give" dofleetl nn Dafleclilon from all lion -dead loads Ilivu, wind, snow_.) Total Deflactfon � 0.501DaaC Load Defioetlon) + Live Loud Deflection. Design Notes: 1. WOOdW01ks analysis ar,d design are In accordance wllh the ICC Intornallonal Building.Code'(ISC 2012), the National Design Speoficalion (NDS 2012)• and NDS ,. �esign Supplement. Please verify that Me di. fault deflection limits'me'rippropilmo for your apolcallon. 3. Glulnm design vnlutis fire for material; conforming to ANSIA 172010 and manufactured In ncmrdancc with ANSI A19D.1:2007 4. GLULAM: bald a actual hroadlh x actual depth. 5. Glulam Bpams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bcadno hmoih based on smaller of Fep(lension), Fcp(eomp n). BUTTE COUNTY BUILDING DIVISION i CSV -D , f �1 COMPANY I'R t Summlt.Slructural Design Ivo ® d W O�� s©S0F71Feb. 3; 2016 11:58 VARf FOR!1V000 MS/GA' S3 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution, ' Pat- tern Location [ft] Magnitude Start End Start. End Unit:. Loadl Dear WaREUET Area .F.v n 0-. 66-4.77- .18. 00(18.00)t pst Load2 Snow Partial Area Fb' - 0.00 A% 75 30.00(18.00)' p::f Lcad3 hind CaC Partial Area - - 1.00 0.00 4.75 20.00(18.00)• pst Load4 Roof•constr. Partial Area 0..30 = '0.00 4.75 •20..00(18.00)' psf 1,005 Dead Poing 0.46 = 4.75 1260. lbs Loa46 Snow, Point BBUILDINGCRITICAL 4. 75, 2100 ins Load7 Wind. C&C. Point 6endiri4(+); .LC 44' •• D+S, M .1239E lbs -EC Deflection: LIC 44 D+S .1 -live) 4.75 1400 lbs Loadl) Roof constr. Point 4.75 1400 lbs Self-wei ht _ Dead Full UDL 14•..7 plf Maximum React(ons (lbs) and Bearing Lengths (In) P'-2.4" .acs Unfactorcd: Dead Snow Wind Roof Live Factored:. :132.5 2930 1953 1953 - - 1108 1.175 1157 1'157 Total. Bearing: 490.1 293U _ Length Mini re'd 1..43 1.00• Timber -soft, D.Fir-L, No: 1, 6x12 (5.112"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L.No.2 i Total length: 9'-2.4": Lateral. supporl: top='at supports, bottom= at supports; ? Analysis vs. AIIowa ble.Stress (Dsi) and Deflection (int ...; , unc,3n,r. Criterion Ai1ai9 Value Desi n Value Anal sis/DesL n Shear fv 9q .F.v n 19' fv fv, = 0.98 Bending(+) fb = 1282 Fb' - 1536 fb/Fb' = 0.83 Dead Defl',r. 0.06 "� <L/999 - - 1.00 1.00 -. ' Live Dafl'n 0.1a! <L/:999 0..30 = L/.360. 0.32 Total Dof1.'r. - 0.19 L/585 0.46 = L/2.40 0.41. Additional Diita: 'FACTORS: F/t; (psi)CD Cil Ct CL CF Cfu Cr Cfrt Ci Cn LCq Fv' 170 1.15 1.00 1.00 - 1.00 1.00 1.60 4 E'b'+ 1350 1.15 1..00 1.00 .0.990. 1.000 -1.00 1.00 1.00, 1.00 1.00 - 4 Fcp' 625. - 1.00 - - - - 1.00 1.00 -. - R E' 1.6 mCll ion 1.00 1..00, - - - - 1.00 1.00 - 4 �/�) ,w`' ,�yQ BUTTE COUNTY 0million 1,00 1.00 - - - 1...00 1.00 4 , RITICnn! LOADD COA181NATIONS: BBUILDINGCRITICAL Shear liC :'14='D+S, V= 4704, V design 3875 lbs DIVISION 6endiri4(+); .LC 44' •• D+S, M .1239E lbs -EC Deflection: LIC 44 D+S .1 -live) i 1C -�14 D+S '(focal) APPROVED �� D=dead L=live. S=sliow w=wind 'I=impact Lr -roof live Lc -concentrated E=earthquake *in All LC's are' listed Eh- Analysi's output .Load combine talons :. ASCE 7-10 / IBC 2012 CALCULATIONS: I De�fleetion: El 1094e06 lb=1n2 � "Live" deflec,t1on = b6flaciion from all non -dead loads (Live, wind, snow...I Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes.: 1. Wood Works arinlysis and design are in accordance with the ICC' International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. .?.,Please verify that the default dellectidri limits are appropriate for your applicallah. 3. Sawn lumber bending members shall be laterally supported according'to.the provisions of NDS Clause 4.4.1. Wood Loads: • COMPANY PROJECT Summit Slruclural Design W Feb. 7, 2010 17:22 %rkso S4 AOfilmarro8 h'000 &Slam Deslgn.Check Calculation Sheet Woodworks -Sizer 10.1 Loud Typo ^ Dlatributlon Pet- Co... Locntlon [ft) Start End Magnitude Stait End Unit' LoaU _ %Jen^ - fu Aro .Bondi ng l+l fb 16. 0 4.8.00). Ps Loads S."'. FullArte P. pG'- 'wit 9 30.00 (8.00)• P. Loadlo Wind C4C Full Area -•<L/s99' 0.21 - 20.00 18.00)• Pnt Lcadll' he.I .011.t..iLl.1 Arch 0.41 - L/240 20.00 18.00)• paC Load6 .tavr, Full 'Area 40.00 (9.00).- P, Load7 Oe;n1 Full Area 15:00 19.00)• Pnf Load@ be. Point 6.00 2600 lb. Load 12 .marl Point 6..00 2000 11,3Ldad13 pYud CAc, Point 6.00 1300 lbs Load14 3001 conatr. Point 6.00 1300 lbi. Self-uelnht Dead Full Un", 14:7. if Mulmum Reacticns (lbs) and Bearing Lengths (in) `. 8'-3.3" Un facto odd: - -- Dead 1912 " 311" .Livo 1.105 i I47ti Snow 1330 i 245.r 141'nd 1071 PooE Live 3011 16.1.4 Factored: -- 161'1 Total 4420 Deering: = j _ 600•' L]:cngth 1i3.1 I - 1.91 F1in rco'tl 1'JS 1.•'u Tlrnber,soft, D:Fif-L, No. 1, 6x12 (5.1/2"x11.1/4") Supports: All - Timber-sofl'Beam, O.Fif-L No.2 Total length: 6'-3.7"; Lateral support: lope at supports, bottom- at supports: Analysls vs. Allowable Stress (psl) and Deflection (In) using NDs'2012t .Criterion Anmjp Valuu D¢ailn Value Anal nla/D¢si n 5 en[ tV'e il.0 Fv' 1 tv Tv .Bondi ng l+l fb -+_'1107• Fri' - 1538, Eb /Fb' _ 0.77 Dead. Dofl'n P. pG'- 'wit 9 Live oefl'n 0.07 -•<L/s99' 0.21 - L/360 0.27. 'Total D.W. 0.17 - L/530 0.41 - L/240 0.41 Additional Datz: i FACTORS: F/Z(p:i1)CD cN Ct CL CF Cfu c[ Cfet cl. Cn. LCd II, �j® pp - 170.. 1.15 1.00- 1.o0 DD 100 1:00 5 B- `✓ u slic b'* 1350 1.15 1.00 '1:00 0.991 '1.000 1.00 1.00 1.00 1 00: - 5 KVW D1�� V P. 62S 1 00 3 00 - c - - 1.00 7.00' - - 1 1 6 m-11 on 1 00 1.00. - - - - 1.00 1.00 - 6 I E TI 0 59 m 17 on 1..00 '.1.00 - - - - 1.00 1.00. - 6 , CRITICAL LOAD COAIDIAIATIONS `� r• Shone LC 11ti D+ 15 1 151, V - 6021, b d¢afgn - 5264 lb., � p ■ "N44 8ending(+): Lc 115 •• D+.75(L131 N - (live) lba-fC . Dc fSect ion: 1C ffG • D+.'IS (1.13+, q2:4) Illvo) LC '06 - D+-..75(L+Sa. 42N) (toral) I -0-d6ad L-llvo S•:nnnr hl -wind iPd.mpact Lt -roof live Le-cuncentrated-E-earthquatie . All W'a aro liateQ in the Analyafa; output i Load noinlil na bona: ASCE 7-10 ! flit 2012 _ 'CALCULATIONS: Defluetlon: EI - 1044e0G.lb-in2 i "Livo^.deflection-'[i'Eluction from all non -dead loads (llye, wind, nnov...l E .Total Deflection'- 1.Wlo.ad 'Lomd Deflection) F'Liva Load 04floctlon. Design Notes: L WoodWorks'analysts and design are fn accordance with the ICC International BullUing Code (IBC 2012), the National Design Specification (NOS 2012), and NDS esigh Supp?emenl 2. Please verify that the dnfetdl deflection limitsare appropriate for your application, 3: Sawn lumber tiendgig members shell bo laterally supported'aecording to the provisions of NDS Clause 4.4. 1.. COMPANY PROJEC� Q�. Summit Struclural Design 'WoodWorks© Feb. 3, 201813:25 SOOMWAAARRF. FOR WOOD of. -SIGN S5 Design Check Calculation Sheet WocdWorks Sizer 10.1 Loads: Load ' Type Distribution Pat- tern Location (ft) Start. End Magnitude Start End Unit Loadl ( Oeao Fu i;rea SA :i i 363 18.00 jTT.00)" ps): Load§ Snow Full Area 363 Factored: 0: 3.00 (2.00)*,psf 36'3 Loadib i•7ind CaC Full Area Bearing:L. Deflection: LC N6 = D+.75(L+S+,42W) (live) 20..00 (2.00)-' puf Loadll Roof constr. Full Area t 1..02 1.02 20.00 (2.00)• psf Load,6. Live' Full :Area 40.00 (1.00)•' psf Load?- Dead. Fu11.;Aroa Deflection: EI'= 1328e06 lb=in2 15.00 (1.0.0)• psf Self-u+cicht Dead Fuld. UDL j - 14.2 hf Maximum Reactions.(Ibs) and Bearing Lengths (in) 18'-2" Unfac"red: Additional D.ita: I .Dead 2554 Live I 363 ' 255 Snow, SA :i i 363 Wind f 363 i 345 Aoof Live p •363 I 363 Factored: RITIC' 0D million L,<00 1:00 - - - - 1:00 - - 6 .CRITICAL LOAD (:OfABINA'rIONS: 36'3 Tatar (3399 V V BUILDING DIVISION Bearing:L. Deflection: LC N6 = D+.75(L+S+,42W) (live) 3.399 Length `',1.02 APPROVED Plin re -'d: t 1..02 1.02 . _ 1.02 Glulam=Unbal., West Species, 2044 DF, 5.1/8"x12" 8laminations, 5-118" maximum width, Supporls: All - Timber -soft Beam, D.Fir-L No.2 Total length: 19'-2.0'; I Lateral support: top= at.supports, bottom= at supports; I Anal'vsis vs. Allowable Stress fosil and DeflActinn,finl Criterion A nalysis Value Desi.on valub Anal sis/Desi n Shear v = .63 Fv' 2.6 v F.v' 0.24 Bending.(+) fb = 1281 Fb' _ ?-318 fb/Fb' = 0.55, Dead Defl'n 51 „ t,/425Live ZefA.'n 0.46 <L/999 '0.60 - L/360: 0.'26 Total. Defl'n 0.4.11 L/524 0.90 = L/240 0:46 Additional D.ita: I '.FACTORS: cl" ct CL CV Cfu Cr Cfrt Cn•Cvc LC1" _Notes Fv' 26'5 I.Do 1,.:60 1.0o - - - - I.OD 1.00 1.00 2 Fb'+ 2400 1:00 1,00 1.00 0.966 1.000 1.00 1.00 1.00 1:00 - 2 Fcp'' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1. El million 1.Q6 1.00 -_ - - - 1.00 - - G 4 RITIC' 0D million L,<00 1:00 - - - - 1:00 - - 6 .CRITICAL LOAD (:OfABINA'rIONS: COUNTY y � �/ BUTTE V041N I Y Shear : 1C Y2 = DFL," V = 2904, V design = 2509 lhs Bending(+.):. 1;C R2 m D4 I., M:= 13130 lbs-ft V V BUILDING DIVISION Deflection: LC N6 = D+.75(L+S+,42W) (live) IC .B6 = D+ 75(L+S+,.42W) (totil) D="dead 'L=lree S snow nW-wirlder I=impact [ live Lc=concer.['ratsd E=earthquakeAl! 1,C's aro listed In the .Analysis APPROVED utput outputLoad combina,:ions; ASCE. 7-10,/ IBC 2012 CALCULATIONS: Deflection: EI'= 1328e06 lb=in2 "Live".defleet'm =.Deflection fr6ri all non -dead .Loads '(live, wind; snow.:.) Total Deflecting = 0.50(Dead Load Deflection) +. Live Load .Deflection. j Design Note; 1:.WoodAforks an7lyvis"and design are in accordance with the ICC International Building Code,(IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify. lh ii Ola default deflection Ili -nits are approprialo for your application: I 3. Glulam design 4was:are for materials conforming to ANSI 147-2010 and manufactured in accordance with ANSI A190A-2007 4. GLULAM; bxd = actual breadth x actual depth. 5. Glulam Beams :;hall be laterally supported according to the provisions of NDS Clause 3.3.3: 1 6. GLULAM: bearing length based on smaller of Fcp(lension), Fcp(cpmp'n). COMPANY 1 Summit Structural Oesign e Wood �1 /�, /O rkFeb. 3. 2016 13:28 sbrr%vAARREFOR W0*o' O'Df$I(;N a Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat- Location.iftI Magnitude Unit fv _ Fv = 20 tern Start End Start End 924 Eli' = Loadl Dea Fu 1 Area 0.05 ,L/99,9 1S.OD (6.00)• psf- t V � Load9 Snow .Full Area '0.25 = .L/360 30:00 16..001' psf 0.1.5 Load10; Wind C&C Full Area 0.39 Tota'I Deflection = 1.50(Dead, Load Defloctlon). + Live Load Deflection. '20.00 (6,00)+ psf ; Load11. Roof constr. Full Area .ding,members.Shall be laterally supported according to the,provisions of NDS Clause 4.4:1. 120..00 (6.00)1 psf. , I Self -wet ht Deed _ Full UDL 6.0 Plf Maximum Reactions (lbs) and Bearing Lengths (in) ; ! C- -- T.8„ -t S6 unfactored• Dead w Ssind .Roof Live Factored: - - - - i. 431. j 430 690 6:70 ) 460 60 � 460. � 460 Total Dearing: _ _ (.1161 lib' Length' Min ire 'd •Minim, - Yw Ir `LOON tl.-DQ- la,. Lumber -soft, D.Fir-L, No.2,.4x8 (3-1/2"x7.1/4") j Supports: All - Timber -soft Beam, D.Fir-L No.2 i Total length: T-8.0'; 1 Lateralsupport: lop='full, bottom=at.supports: Analysis vs. Allowable Stress (psi) and Deflection (int ,,,.i , tine on,,). Criterion nal sis Value Desi n value Anal cis/Desi n S sear - fv 55 Fv = 20 fv Fv 0.2 Rending(+) fb 924 Eli' = 1345 fb/Fb' . 0.61 Dead Defl'n 0.05 ,L/99,9 ®� ED IC 04 =D+S *(cotal) t V � Live Defl'A b.09 = <L/999 '0.25 = .L/360 0.30 Total Defl'6 0.1.5 d L/619 '0.38 a L/240 0.39 Additional D;6: FACTORS: 'F/E'(psi)CD Cl, Ct CL CF Cfu Cr. Cfrt Ci Cn LCN FV,lad. 1.15 ].Do 1 00 - .- 1.o0 1.00 Fb'+ 900 1.15 06 1.00 1.000 '1.300 1.00 1 00 1.00 1-.00 4 .1 FCP' 125 - 1 00 '1.00 - - - 1,00 100 - - TY yKu� E' '1.6 million 1.00. 1.00 - - - 1...00 1.00 - 4 1 E C��� E O. 1.00 1.00 - - - - 1.00 1.00 4 l ITC 60MBI1'ion CRITICAL LOAD (SOMBINATIONS: DIV II Shear : �liC. 04 - D+S, V. = 1.115,, V design = 925 lbs Bu ILDING ,I Bendilg(+) 'C 0.4 m D+S M 2114 lbc-ft / Deflection.: _C t14. = D+S (live.) - ®� ED IC 04 =D+S *(cotal) t V � .i D=dead L=live 5 snoa Hind I=impact Li=roof live Lc-concentrateii E -earthquake All LC's are.'1'..sted in the Analysis output Load combinations: ASCE 7-10 / I8C.-2012 i CALCULATIONS:, i Deflection: iEI. 17SeO,6 lb-in2 ; "Live" deflection - Deflection from -all non -dead loads (live, wind, snow...) Tota'I Deflection = 1.50(Dead, Load Defloctlon). + Live Load Deflection. ! :; ; alyers anddesign are in accordance with the ICC International Building Code (IBC'2012), the E2v National Design Specification (NOS 2012), and NDS Design Supplement. i3t thoiJefault deflection limits are appropriate for yourapplication. .ding,members.Shall be laterally supported according to the,provisions of NDS Clause 4.4:1. ! i , I COMPANY V.Vo Summit Structural Design 0/(<, d orksFeb. 3, 201613:29 snWAVAAAIM.-YOR WOOD Dasrcn• Design Check Calculation Sheet WocdWorks Sizer 10.1 Loads: Load j Type Distribution Pat- tern Location (ft.) Start End :Magni-tude Unit Start End Loa j Dead Point 608 6.00 lbs Lo d2 Snow Point . 394394Factor6d: I 6.00 1200 lbs Load3 i Wind C&C Point ; :107,7 ''--. 6.00 800 lbs L.04 R60f constr. Point _ i 6.00 600 lbs Self -weight Dead Fu11. UDL ].2..1 pif Maximum Rpactions (Lbs) and Bearing Lengths (in) 12'-2" 37 Unfactoreo:* Anal sy i::.Value - - - Dead• i 436 Ev = 195 428 .Snow 608 � 592 Wind 406 . 394394Factor6d: I Roof Live 406 -- 0.40= L/360. 0.40 Total Bearing.:- ; :107,7 ''--. 0.60 - L/240 _ ].049 Length i1.00' _ i Min re 'd i1..0V 1.00• .1.00• Timber -soft, D,Fir-L, No.2, 6x10 (5-1/2•'x9-1/4") { Supports: All - Timber -soft Beam, D.FIr-L No:2 i { Total length: 12'-2:0'; Lateral support top= at supports, bottom= at supports: Analysisys. Allowable .Stress fosi) and Deflection lint -inn unc.in,o .Criterion i Anal sy i::.Value Desi. -n Value nal n Shear fv = - '31 Ev = 195 •fv,Fv 0.1 Bending( +) r fb 921 Fb' = 1006 fb/Fb" = 0.92 Doad Defl!n 10:1,1 =, <L/999. Live Def'''t ,0.16 = L/097 0.40= L/360. 0.40 Total Defl'n. '0.33 L/445 0.60 - L/240 0.54. Additional Data: FACTORS: F/E(psi1'CD CM Ct CL CF cfu Cr, Cfrt CiCn LC(I Fv' 'i7o 11..1.5 :1.00 1.00 - - 1.00 1..00 1,00 4 Pb°+ 875 1_35 1.'00 l.00 1.000 1.000 1.00 1.00 1.00 1.00 - 4 Ftp'- 625 - .1.00 1.00 - - - - .1.00 1.00 - - E, IA ioillion 1.00 .1.00 - - - - 1.00 1.00 - %1 CRITICAL LOAD C01`ABiNATION5: Shear : %c .11C ='D+S; V = 1046., V -design = 1036 lbs Bendingl+): LC 94' D*S, N = 6019. lbs -ft Deflection: LC ll' = D+S (live) I,C A,4•. D+S` (total) D -dead L=live) S=snow t4=a'ind 1=impact Lr=roof live Lc -concentrated E=earthquake i All Lc's areilisted In the Analysis output Load combinat.fdhs;: ASCE 7-10:/ 'IBC 2012 i CALCULATIONS:: Defiection: El =- 4 2e06 lb-in2 "Live" deflection.- Deflection from all non -dead loads (live, wind, snow...) Total Deflect, of ' 1- 50('bead Load Deflection) + Live Load' Deflection. Design Note:. 1. Wood Works anl3lysisiand douign are in accordance with the ICC International Building Gado (IBC 2012). Ino National Design. Specifica ion (NDS 2012), and NDS Design Supplement. 2. Please verify INA Iho:defeult deflection limits are appropriate for your application, 3. Sawn lumber br!nding members shall be laterally supporled.according to the provisions of NDS Clause 4:41. �IST pIVISI is COMPANY PROJECT I -- i Summit Structural Design Feb.3,2183: <'oodWorr S6 sprnviab roq'wppo Drsrr,;,v l Design Check Calculation Sheet W_oodworx5'siier 10.1 • Loads: ! ns (Ibs) and Bearing Lengths (in) i c 7'-6.8' 0'•I' Dead 190 Snow dIS I 1.10 . Wind 123 i tel. Roof Live +23 t 123 Factorad: I I23 Total 335 i Boacln9i ,bong th. 1.U0' -- l.en• Nlrr roq'd 1.011• 1 ! 'Minimum bear n 1jklll seiF�Used: 1• fdr and nunports-- 1.00- Lumbor-soft, D.Fir-L, Noi2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber -1011 Seem, D.1'ir-L N0.2 Roof'Jolsl.spaeOd a124.0' de; Total length: 7'-6.6'; Pilch: 6112; Lateral support: top= full, botlom= at supports; Repetlllve factor, applied where permitled (rol'ec to online help); Analysis vs. AIlowablo Stress (psi) and Deflection (in) using NDS 2012: Criterion' Anal sla R. Value_ Dea i'rn value Anal -nfa/Doo Fqn She • 4 kV • Load Typo'; UFs crlbution Pat- Location (ftl Ftugnit ude ['nit. fb/Fb' m 0.50 Dead' Uofl!n I's cL/999 ecrn Sart F.nd Stiff rt. End 0.011 _ <1./999 0.37 • L/240 ' FL' Area 0.16: a L/490 10. Ug /. 1-'Fs- E/la0 0.30 Total .Oofloctlon' 1.50(Dcad Lood Deflection) + Llve Lond .Deflection. load2 Snov Full Area as per NDS4.10.'3. 30.00 12/.01• p.f 1. WOOdWOrks anglysCi and design are In accordance with the ICC;Inlernallonal Building Carlo (ISC 2012), the National Design Specification (NDS 2. PIC ISOverity that th) default Uelledtion limits aro appropriate 2012j, end NOS OLign'Supptemem. 1,oaa3 af.ne CCC FullArea S. FIRE RATING: Jois!'s, wall studs, and muhl-ply mem0ersaro not rated for fire endurance. 20.00 12A.0 L' paE ! Lond4 Root fano[:. 1.:11 Acca E APPROVED 20.00 (2,4.,01• pat Sel E-deidht i. w.,r.... Dead , 61:11 UDL 2.0 if ns (Ibs) and Bearing Lengths (in) i c 7'-6.8' 0'•I' Dead 190 Snow dIS I 1.10 . Wind 123 i tel. Roof Live +23 t 123 Factorad: I I23 Total 335 i Boacln9i ,bong th. 1.U0' -- l.en• Nlrr roq'd 1.011• 1 ! 'Minimum bear n 1jklll seiF�Used: 1• fdr and nunports-- 1.00- Lumbor-soft, D.Fir-L, Noi2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber -1011 Seem, D.1'ir-L N0.2 Roof'Jolsl.spaeOd a124.0' de; Total length: 7'-6.6'; Pilch: 6112; Lateral support: top= full, botlom= at supports; Repetlllve factor, applied where permitled (rol'ec to online help); Analysis vs. AIlowablo Stress (psi) and Deflection (in) using NDS 2012: Criterion' Anal sla R. Value_ Dea i'rn value Anal -nfa/Doo Fqn She • 4 kV • E' 1.6 n,fVl.l.n 1.00 1.00 - - - - 1.00 1,00 - v,.Fv' _ V. 0 9ending(ti (6 - 77 5'. db' • 1547 fb/Fb' m 0.50 Dead' Uofl!n 0.06 cL/999 LC 95 D+.7515+.4211) Ito tall Live Down 0.011 _ <1./999 0.37 • L/240 0.23 Total Dafl-n 0.16: a L/490 0.49 v E/la0 0.30 Additional Data': FACTORS: 'F/Glpsl);CD rN CC CL CF CLu Cr Cfrt Cl. Cn Wit -v' F '180 1.15 1.00 1'.00' - - - 1.00 1.00 '1.00 S Fb'+' 900 1.15 1.00 '1:D0, 1.000 1.300 1.00 1.1.5 1.00 -1.00' r Fcp' 625 E ' 1.00 1.00 - - - 1.00 1.00 - E' 1.6 n,fVl.l.n 1.00 1.00 - - - - 1.00 1,00 - lhiu' 0._58' ni'13ion' 1.00 1.00 1.00 1:00 5 CRITICAL LOAD COMBINATIONS:. Shcar :'LC gl O+S, V - 267, V. design = •231 lbs Bunding M):� 1.0 84 ? b+8,. 1,.'. .409'11 -ft Defl'oction': LC. a5 • ,Df.75lS.A2x1 (live)' LC 95 D+.7515+.4211) Ito tall D=decd L•live S=snbv if -wind 7 -impact W -roof live Lci-atcntraied E -earthquake All LC -s ace 11'atedlu the Annlysl$ output i Land ccmblnatloiis: ASCE 7-30 / 18C 2012 i CALCULATIONS: ! Deflect ion: EI„= 33.06 lb-in2 "Live" de[lcotlen p�t,leecioa from. all non -dead loads (live, wind, snow...) Total .Oofloctlon' 1.50(Dcad Lood Deflection) + Llve Lond .Deflection. Brgring: pllovatila'bcuring at an. angle P'the to calculated for each support as per NDS4.10.'3. Design Notes: Ij -- 1. WOOdWOrks anglysCi and design are In accordance with the ICC;Inlernallonal Building Carlo (ISC 2012), the National Design Specification (NDS 2. PIC ISOverity that th) default Uelledtion limits aro appropriate 2012j, end NOS OLign'Supptemem. for your appliest!on. 3: Sown u lumber beading mem'aers shall be laterally supported according 10 lhoprOlslons of NDS Clause A.4.1. ! IE 4. SLOPED BEAMS: vo! be5dng Is required foroli sloped beams. S. FIRE RATING: Jois!'s, wall studs, and muhl-ply mem0ersaro not rated for fire endurance. i I BUi'TE COUNTY BUIL[ ING DIVISION E APPROVED t I I 082 COO - oro - OGO waah N lalvvd swo I NVON Aig m;,A Aldo 1134003 3NUSINO V NLLSna Rip i :Joi "Kadll.,aw HooWdag 2AW v ... .. . ..... . .... L fF�. . ........ . ..... J3 1. M i! pill 511. ? ni" 30immitif ill . fit" F � ),)*:11.1,-% Hl!i It, ; " i 1! lii!E. Whi IN") 4,11 gm W 1Z, it I 11 I II BUTTE COUNTY BUILDING DIVISION APPROVED c ' COMPANY PROJECT Summit Structural Design Feb. 3. 2018 13;48 i o WoodWorl<s` v Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: ) Load Type Distribution Per- Loea tion (ftl Magnitude unit Load Corn start End _St.art End Dcar1-- tL 17F Arca Lo9d2. 1 1' Pc anew Full .Area 30.00(13.00)'. psf Londa Nind C4C Pu Are 20:00!13.001• psf Load4 Roof const'. full. Arca. 20.00113:001' pa f: Load$ Drad FL11 Area 15.00 (8.00)' pa f. Loads" 'Live Full Arca 40.60 (0".00)• psf Load7 Dead Full 'Arca 18.06 (9.00)• psf sel'f-wa1 ht 'bend FL11 UDL 12..0 101f Maximum Reaytions (Ibs).and Beaeing Lengths (in) 7'•3:5' u Dead 1925 I Live 1d 67 i 1925 snoi,• -1423 l i!7 Mind Q4 t1 j 1427 Root Live 948 - 141 Factored:" -- ) 948 Total 4194 >---- ,,anring:4294 Length 1!.77 - - - Min leo1.77•• 1.77 "Min mum.be., .7c h boveme by the reounetl width el me aunnodmn 1.77•• (' LVL n -ply; 2.0E, 3100F6, 1.3/4"x11-7/8", 2 -ply (3.1/2"x11.718") Supports: All - Timborsoll Basin, D.Fir•L No.2 41 Tot at length; F•3.5'; + - - Lateral Supporl; at full, bottom- at Supports; Is vs, Alloviable Stress (psi) and Deflection (in) „sing NDS 26t2: Criterion Aaa l'e-y-la. vd leo Dealnn Value Anal ala/Deslrn S car EV v Fv 0. B6ding(+) of 988 Fb' - 3569 ib/fb' - 0.28 DeadDefl'n 0.03 = <L/499 Live Doff , 0.04 a <L/999 0.24 a- L/160 0.16 Total Deft. 0.06 a r, L/999 0:36 a L/240 0.24 Additional Dadc FACI`ORS: 1'/Elp4f)CD' C>t et CL CV cf. Cr Cert Ci CA LC II Fv' 285 'E 1,.15 '1,00 - - - - 1.00 - 1.00 '5 Fb'+ 3100 1 1:15 - 1.00 1.000 1.00 - 1.o0 1..00' - - 5 Fop' 750 - - !.00 - _ - 1:00. _ .. E'. 2".0"million •• 1.D0 - - - - 1.00 - .6 eeilny' 1.04 mill'lon - 1.00 - - - - 1.00; - - 6 ! CRITICAL LOAD CVBINATIONS: - .sheec : LC IS v'D+.'/5(L+5), v e 3790, V design 2662 lbs IIend!nq(4): LC,JS =:D+; 751L+9:,: M - 6773 lbs -ft Uo fleetloc: LC.116 y•D+:75IL+9+.421,) (live) LC 16--D-1511i+5+..42W) Itotal) Dadead "live Spkinow �4:ywlnd i'impac[ "L-rof live Lc-concontratad Eyearthquape ,All LC'c arc lintcd in theAralysla output Load -134 --ti -I.- 'LSCS 7-10; / IDC 2012 CALCULATIONS! Dof106tion: EI(ja .408606 lb-i'n2/ply "Live" deflection v Deflection from all non -dead. loads (live, ,"d,.anot4_.) Total Daflectioir 050(D-1 LoadDeflection) + Live Lead Deflactlon. Design Notes' W I 1. WoodWAs analysis and design are in accordance with the ICC IMCAoalional euliding Code (IBC 2012), the Nalion. 2. Please verity, that Ihe.dulaull dellection limits are approprime for your application. at Design Specification (NDS 2012), and NDS Design Supplement. 2 - 3.'SCL•BEAMS'(Slnulural Composite Lumber): the allnched SCL selectionis'for preliminary design only. For final member design contact your local SCL manufacturer. .4: Size factors vary.lrt)m ono manufactuter to another for SCL materials. They can be cAanpod In'Ihe database -editor - 5. BUILT-BE\MS: cunieW manufacturer for connection details when Ioods-are not applied equally, to:all p!ys. 8: FIRE RATING: Joists, walf.studs, and rnulll•ply members are not rated for fire endurance. 1 1 - _ 2 BUTTE COUNTY BUILDING DIVISION APPROVED Kesidential Floor Span Takales a ::�'N:tN''1,- . !.'�� �F' ' i1.M 'Y.'fJ SAMe' ^1f+ N,•`M J dera»a s y -i Pi^�'ti L } rhe 4'�X z+. a ,<+=d+ a�ikY'rr$•'I` Y'� M x { d'a3.Y`I''' ^'�'a�'i Y�q�+^It�`� •..ti , ;'c^5.'7 �.SZ^-59+^�Ren .q _..Yw•S_.:,'*!^.`^x?M:7p-; c:��A1 1 "Sr .aA�'aa �•+r r S1~!ti rta• arf� s�.i`.. lh 4k r,,.txw,iv'�R �'€ li1l.+,• Tn.{k''•A'�,^N'1S .'�'�^:^'>•°.^"'mev`.'vC+•-'RtS!KN':R4. .T •*.T•.++++r '+nSf;•r.. �y..*�.. r"8� off'+.: rm�-r .. .r.. •S'R3, 'S!a,"C.I�. ^'9W` .a:�'r'...I..:lir ,•xf, 4FG. .. /'"a- •t. ^ y _ About Floor" Performance _Homeownei's'expectatlo;ns a'nd opintohs vary greatly due to the increase the joist.depth, Irnrritjoist deflections, glue. and screw a subjective nature of rating anew floor. Communicatron :with the. 'thicker, tongue-and,groove�subfloor, install tha, joists lierticalty ultimate end ,ti er to determine their expectation is"critical. Vibration plumb with We an supports, and install a direct -attached is'usually-the cause of.most complaints. Installing lateral bridging may , ceiling, to' the' bottom flanges N'the Joists. help, however, squeaks may occur if not "Installed properly. Spacing the joists closer. together does little to affect the perception of the. The floor span tables jilted below offer three.;very"different floor's perfotmance al h'e most Commoli.meth'ods'used to increase , performance options„based on performance requirements of the the performance and reduce vibration of w,00.d floor systems is to. .' homeowner. Table.values based on residential floor loads of 40 psf live.load and"10 psf dead Table values assume minimum beating lengths without web stiffeners for joist load (12.psf dead, load for BCI? 90.2:0 Joists).` depths'o(116" inchesand less (18” & 20" joist require web stiffeners at all bearing Span values assume }1/32 min plywood/OSB rated sheathing Is glued and nailed to',",- locations). joists for composite, action (foists spaced at 32 ox, require "sheathing rated for such • Floor tile will increase dead load an may require.s ecific deflection limits, contact spacing -.%' plywood/OSB) ` ` Boise Cascade EWP Engineering -If r furtherinformation. Tablewaldes represent the most re trictiye.of simple or multiple span applications. This table was designed to, apply to; a broad range oFapplications. It+maybe Table'values are lhe'nlaximum allowable clear distance' betweensupports. ' possible to exceed9he limitations ofi this table by analyzing.asprcificapplication with the BC CALCI? sizing softwaire.� . ,)ne Hour Erre -Resistive Assf�m urich�(�DanAiTvti%t�'3R,�1 iFk6TS�:A'Tdi � yr *� T&i(29.l�'. "17ir, �. `s•� .. ,9 +i •r.•...�.,.n.. e-r..�^.,•*.•,:sr�.+.�-.+•.. .:.gym-.•-uve,-..rir_.•. : rti,•.. dY.if 4`�''}2;t.7tG. i`yr'#',�°r4. ICG ESR 1336 FiRE ASSEMBLY COMPONENTS � ' 1 1. Min. 23is2"thlck:tongue and groove sheathing (exferior glue),'installed with long rt cd���e edge perpendicular to joist length, stagge eed one joist spacing with adjacent 2 sheets and glued -to joists with construction adhesive. 2 BCI®Joi'sts at 24"''o.c. or less. , 3' Two layers %",Type X or two layers. %2' Type C. gypsum board. insta5 Pee Figures 2 or of ICC E813.1336: > SOUND ASSEMBLY COMPONENTS i > When constructed with resilient channels i... ✓ v See Boise Cascade!Fire Des' n &.Installation Guide - US:.version for spedifid specific assemblyinfor/nation .carpet &pad to fire assembly:` �. STc- tt 1 -:11c -- :x 3 e r and other fire resisl:1ve options or contact yowr,local Add' 3/z glass fiber insulation to. fire assembly: STG=IIC Boise Cascade re r`ese.,itatnin.. A- an additionallayer of minimum %a:'�sheatfifnc) p : • .and 9'/i'.glass fiber Insulation to iiire as"rnbiy:, STG-8.1 IIC=SJ t. ",* *THREE STAR*' * y1 <i f o k* k*fOUR STAR r �� R * *fir 1 ', t t4G1" *'14IINIMUM"STI.FFNESS CAUJI()J CAUTIQN - - .t rR v i� er f v� ALLOWED BY CODE * s TI( dive loatl deflection limped to U480 'TheLIve r b561'L P A L<' I I •vyC-LoaddeHectfon Ilmied 6 F" to L1960,F1, Live Ldad deflection limited to,L1360; ommon lndusfry;and design community.In >tandard ad"dlti`on to prOVltlin +affloor t,vTt+ ax ,Fr x'}. g a.: that is7100 /off } rxtf tI- Y r F'oors,ih2t Moet the minimum building g for residenilal floor,joists :33% stiffer; ffer kiflo¢or field7s p c4 de L/3('i0:crileria'are structurally sound 10 ¢tan 01360 cgde'minlm�fmr Hovieve� floor • . performance may;'slill be m �han�t�heahre-6 n exgeerrlenc y;h�as% en-ncorporatedfrnt'otthe� ?fi atptemitm„ crirry the.:>pecified loads; however, there is a an,ssue certain4yalues ' - to€pr�ovidea iloo€wlh 4 i r much higher risk of floor performance issues: 13pplications * especially with9'/z and 11'W./e" �pe`rformance Ieyei,fo� the morediscr:Iminaliig This table should oniy'be used foraplilications �ieE pjolsis �✓rtFiouC'a direct-attached•cerhng: . ' home wne1 � r ; � ..where floor performance is not a concern. r.JoiSt -Jost •...{I1� 16. .192" 24,32' -_-o.c-.- 24" 32„ Series ocbepth toc o c o.c. 5000 1.7 0 1� frIse�C'.ie���-0?rg1w0?�a�g�96 _ O.C. 13,_11„ 12,_0„ 9h 800018 art+7 11;'6ril`10-0" y0�'9ti10 19:10„ 18'-2" 17'-2" :-15_9„ 13_8„ 6500 1 8 (:18 5' ° +^ avr I x 4• r s� s ,16 10 ( 15 11 14 1013� 6 31sf7s� f3 20 -5" 18, �,,. 17,_8„ �16'-5" 14,_3„ 5b.00 1 7 `ir0 2 �� 18` r� 17 5 '�. 155l9c 13-4 �t70 X15=36;ypa =144 �ft1 r13 G r/ 1C,! re ` �a12 `7 gcf'11{ 5K'�p 221=3"-F9 4" 17'-7" ^15'=9" 13'-4"' �'. ' ". .Nr it 3 19 h 18-a �r +` ; ; l.1s7 1 14 10 <15�°6 .,"S. fM'4(f afi• f' tI r15�t c14 3'' 1 '{hSAl d+k'�ft`iLL:'F A13a'3ra12 0+ _ _ 231 6" 21'•-6" Y1T=11" 600018 . .. •. 28 IA "!A� 7 rw f > S-1 i Yak -51 � �,cfF aM• 20'-0" 14'-10"- :650018 11% ` peel 111��;20 0 x'18 11 1r7 9 1'10' ` 16-0)15�T�� 14 9x`13 8sM"112,t� _ -3'22'•-2-11"14 24I 18'-10" 14'-10" 6020 523 3'F { 21' 3 X201 1 1B 8 16-4 _-18l-0,I16T15. 7r�x A 01481�Y132 _ 251-9" ?.3'..6 22'_3" 20'-9" 1'8'�t' 90 2,0 `f276 3 23 11 122-6 20 il' {. T19 1 `22 11 z+2115 ,+ 1, 119 2 t17 2� .� 3 11 9-0� u St ���17 6 .za .. L'e �s8-0f 16�Ss 15-6 + 16 2 14 8 ' »� t k: 14 5 rp13 1 29� 0" ?6'-6" 25'-0' 23'-3"+ 19'x' 1 241-4" . 21 -0" 19'-T' ' 13'-11 56001-7 ' 6000 1 82`4 2r 1Y. 22 2' 20 11 ,!19 6 +' - 15 5 ' r •rc �•tx'N tCf iG4.w^3t �18b"11' ' 17� 3� z, X16 Y3 r h.01 ''krT A.€ taYr J / 1x15 2t! ' 13°9t23'-'1'1!' xz ttr� Ji k. _ 17-2" -- 21'-10' 19'-6„ 15-5 u14 ! a�3 rb ry --� — ' 271-6" 25,1" 22'-11" 2b,_61 6500 4 82 9 h2 2 1!'7.- �'term?x�1�7ir�f16�t8F..s5r6�i�w14�,1,� r r 6020 26'-$" 25.-,3" 41'-10' 16�" c, 1�6 _ 32 10" S0'--0" 28'-3' 26'-0' ' `6000 1 8 6500 1 8 X26 9 ' ;24' S ;23 1 r 20 10 15 9 27 5 , 25 11H,Ltr I.y 1A9�� 1 fy 8 0`g r7 }78 µt � �7y X16 a9 r' 1� i64K. `�2 29-6 2 ® 2' S -S' 16" = j 1 .. 23-8 I .21 1 !: 15 9 2J 'S17 °n a Y✓2 . k y 1517 r Gael �r ¢f 30`-4 1. ., w' 6020 29 3 126 9 y 25 2 21 10 ;I 16-4 ' t t r ?!2 10x 20-10x�'19`7,182�n�16�' �f. r•F r>I '" iF 1� a ..Y.. . t -.. t X23 4 s X21 11. fa} r.?c„s n',✓ }, ad`s N ' t.v f 3 27 21, .-4•� _i 90:2..0 i32 11 129 11 ' 128 2 26 2 7 .:- i .19 ,25 8 } T r X20 31 M 1�8}}' f u. 36'` 4 _ — 18".,' 902.6 35 11 i; `32 3 .30 9 F 28 7 23 10213 slit ck� 5 i?3>il?'xf`?? yz3'20�-0 39� 8' .38'-•2" '34'-1 31-9G 23-10 20" „9020 I39 10 135-4' 33-4 30 11 24-8 w25? r(�0�a�t T27}6}r 2511 n2 r�24i-0 �21`s8� 42 11'--9'-•1"' 36'-10" 32'=11" - 24'-8" Table.values based on residential floor loads of 40 psf live.load and"10 psf dead Table values assume minimum beating lengths without web stiffeners for joist load (12.psf dead, load for BCI? 90.2:0 Joists).` depths'o(116" inchesand less (18” & 20" joist require web stiffeners at all bearing Span values assume }1/32 min plywood/OSB rated sheathing Is glued and nailed to',",- locations). joists for composite, action (foists spaced at 32 ox, require "sheathing rated for such • Floor tile will increase dead load an may require.s ecific deflection limits, contact spacing -.%' plywood/OSB) ` ` Boise Cascade EWP Engineering -If r furtherinformation. Tablewaldes represent the most re trictiye.of simple or multiple span applications. This table was designed to, apply to; a broad range oFapplications. It+maybe Table'values are lhe'nlaximum allowable clear distance' betweensupports. ' possible to exceed9he limitations ofi this table by analyzing.asprcificapplication with the BC CALCI? sizing softwaire.� . ,)ne Hour Erre -Resistive Assf�m urich�(�DanAiTvti%t�'3R,�1 iFk6TS�:A'Tdi � yr *� T&i(29.l�'. "17ir, �. `s•� .. ,9 +i •r.•...�.,.n.. e-r..�^.,•*.•,:sr�.+.�-.+•.. .:.gym-.•-uve,-..rir_.•. : rti,•.. dY.if 4`�''}2;t.7tG. i`yr'#',�°r4. ICG ESR 1336 FiRE ASSEMBLY COMPONENTS � ' 1 1. Min. 23is2"thlck:tongue and groove sheathing (exferior glue),'installed with long rt cd���e edge perpendicular to joist length, stagge eed one joist spacing with adjacent 2 sheets and glued -to joists with construction adhesive. 2 BCI®Joi'sts at 24"''o.c. or less. , 3' Two layers %",Type X or two layers. %2' Type C. gypsum board. insta5 Pee Figures 2 or of ICC E813.1336: > SOUND ASSEMBLY COMPONENTS i > When constructed with resilient channels i... ✓ v See Boise Cascade!Fire Des' n &.Installation Guide - US:.version for spedifid specific assemblyinfor/nation .carpet &pad to fire assembly:` �. STc- tt 1 -:11c -- :x 3 e r and other fire resisl:1ve options or contact yowr,local Add' 3/z glass fiber insulation to. fire assembly: STG=IIC Boise Cascade re r`ese.,itatnin.. A- an additionallayer of minimum %a:'�sheatfifnc) p : • .and 9'/i'.glass fiber Insulation to iiire as"rnbiy:, STG-8.1 IIC=SJ t. "n COMPANY' Summit Structural Design Works © Feb. 3, 2016 13:42 SOFr1VAREF45R 111000 DfS)CN Design Check Calculation Sheet WoodWorks Sizer 10.1 Load - Analysis Value lue Desi n Value ' Dead ) 306.3G6 fv -_ ! Type. Distribution Pat- Location [ft) Magnitude Unit Total i 469 i 3103 -turn Start End Start End 10 Loa Dea Fu 1 Area Min ra "'d .UO 9.00)' psf Load2 i Deod Full. Area 0.03 15.00 (1.00)• psf Load3 1 Live Full Area ; _-- 40.00 (1.001•. psf Solf`wei: hl' Iv.Dead I .Fula UDL Size factors vary from. one manufacturer to another for SCL materials. They can be changed in the database editor. - 6'.0.. if Maximum R6actions (lbs)'and Bearing Lengths (in) t)f S 8'-2" B3 Unfactored- Analysis Value lue Desi n Value ' Dead ) 306.3G6 fv -_ Dive f 163 ! 285 Factored: ,,Oar Bending (�) 1 lE•3 Total i 469 i 3103 .Dearing: - I 10 Lengt}i _ I L.00' D=dead L area S sed. t wind Ialysist Lr -roof live 1c=concentrated E=earthquake All. LC s are�'isted.in the -Analysis output Min ra "'d .1.00' 1.0C' -'Minimum bear nn lnnnlh s 11inn ,,.0.1 fes. e..a �,,.......,.. ! __ 1.00' LVL n -ply, 2.0E, 310.01`b, 1-3/4"x11-7/8", 1 -ply Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8'-2.9% j 7 lateral support: top= full, bottom= at supports; , I Analvsis vs. Allowable Stress (ngii nnrf Mpf)arfinn nn1 Criterion ; Analysis Value lue Desi n Value Anal sis/Design. � fv -_ 25 FV = 285 fv F'v' _ 0.09 ,,Oar Bending (�) 1 fb = 294 Fb' '_ 3103 "fb/Fb Dead Defl'n -0.01 •• <L/999 BUILDING DIV D=dead L area S sed. t wind Ialysist Lr -roof live 1c=concentrated E=earthquake All. LC s are�'isted.in the -Analysis output Live Defl'r) 0.01 <L/999 0.27 - L/360 0.03 .total Defl'ri 0,03 =0,/999 Defiectiion = 1.50(Dead Load Deflection) -I Live Load &aflact611' 0.40 = :L/2.40. ; _-- Additional Data: I FACTORS: F/.ft(psi)CD GSI Ct CL CV Cfu Cr Cfrt Ci Cn LC 11 FV' i 26!i I.OD - 1.00 - - - 1.00 - 1.00 2 Fb'+ 310O 1.00 - .1.00 1,000 1.00 - 1.00 -.1.,.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E" 2..:0 aaililon - 1.00 - - .- - 1.00 -- - 2 Eminy' 1.04 mll'lion- 1.00 - - - - 1.00 - - 2. j CRITICAL LOAD (;OMBIN- DI L,> Shea t T,C ,q2 +•.L, V m. 465,; V' design = 346 lbq COUNTY Bandill ): I U2 - D•L, M = 939 lbs -ft. BUTTE Deflection: LC N2 - D+L (.live) LG U2 - D+.1, (total) BUILDING DIV D=dead L area S sed. t wind Ialysist Lr -roof live 1c=concentrated E=earthquake All. LC s are�'isted.in the -Analysis output Load combinations-: ASCF.7 10 / IBC.2012' P ROVED CALCULATIONS: A� Deflect ton; FI 46ee06 lb-in2 "Live deflertiort =Deflection from all. non -dead loads (live, caind,. snow..:) Total Defiectiion = 1.50(Dead Load Deflection) -I Live Load &aflact611' Design Note:.: ; _-- 1, WoodWorks analysisand design aro in accordance with the ICC International" Building Code (IBC 2012), the National Design 2: Please;verify tti;il the and deflection Specification (NDS 2012), and NDS Design, Supplement. limits are appropriate for your.application. I 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL, selection Is for preliminary design only. For final member design contact, your load SCL manufacturer. .4. Size factors vary from. one manufacturer to another for SCL materials. They can be changed in the database editor. i 5. BUILT-UP SCL-,BEAMS: contact manufacturer for connection details whenloads are not, applied equally to all plys. 6: FIRE RATING: wall studs, and mulll-ply members are not rated for fire endurance. i U\ COMPANY WbodWorks' Summit Structural Design Feb. 3, 2016 13:43 SO"WARFFOR is -00i OFSIGY Design Check.:Calculation Sheet WoodWorks Sizer -10.1 Loads: Load. Type Distribution Pat- Local -ion l.ft.] Magnitude Unit fv = '0 28 tern Start End Start End 032 Fb' - Loa,_ Dead Full Area 0.14 = <L/999 6.00 (9. op)* psf .Load2 Dead .Full Area 0.47 = L/360 15.00: (1.00)` psf 0.23 - Load3. ' } Live Full Area 40.00 (1:00), psf Self-weicht I Dead Full UDL 6.0 pif Maximum R6actiohs (lbs) and Bearing Lengths (in) I , 4 r Unfactored: 77 Dead i 531. Live' { 2e3 Factored: - Total 614 Bearing: -- Length .in req -.d - ;1.00° 14'-2" B4 S LVL n -ply, 2.0E, 3100Fb, 1-314"x11-7/8", 1 -ply Supports; All - Timber -soft Beam, D:Fir-L'No.2 f I Total length: 14'-2.0"; Lateral support: top= full,.botlom= at,supporls: Analysis vs. Allowable Stress (osi) and Deflection finl „ it unc gn,i . Criterion 1 Anal sis Value Desi n Value Anal sis/Des:0.27 Shear p fv = '0 28 fv EY' = aending(r) ' fb = 032 Fb' - 3103 fb/Fb' Dead, Defl': 0.14 = <L/999 Live Defl':i 0.07 - <IJ999 0.47 = L/360 Total Defl':i 0.23 - L/611 0,70 - 1./240' 14'•1" Additional Dilta:: FACTORS; F/E 1psi),CD CM Ct CL CV 'Cfu Cr Cfrt Ci C11 Lc F"'785 1:00 - 1.00 - - - - .1.00 - 1.00 2 Fb'+. 3106 1.00 - 1.00 1.000 1..00 - 1.00 1.00 - - 2 Fcp' 75i! - - 1..00 - - - - 1.00 - - - E ;2,.0 thIll:ion - I.00 - - - - 1.00 - - 2 EIfICA 1.0 mldlion - 3:00 - - - - 1.00 2 UiTE COUNTY CRITICAL LOAD <>OfdBINATIONS: Bondi : 14 112 m D+:L, .V:= 8.10, V'design = 691 lbs IL�IN G D IVI�IO N ilending(+�): LC 9.2 D+L, .M:= 2851 lbs -ft Deflection: lc A2 - DSL -('live) 1;C't12 = D+L (total.) APPROVED 0=dead 1:=li.vi; >='snow Plnthe I=impact ut,put f. live Lc-concentrateii E=earthquaAeAil Lt's ar.elisted In the Analysis outputLoad combinar,ions: ASCE: "7-.10- / IDC 2012 CALCULATIONS: Deflection: !F1 48ee06 lb -!n2 "Live" deflecit!'on = Dei'lection .from all non -dead loads (live,. wind, snow...) Total Deflecfion.m 1..50(Desd Load Deflection) ., Live Load Dcflecton. Design Note:): - 1. WoodWorks ar6lysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specificayion'(NDS 2012); and NDS Design Supplement. .2. Piease.verify th31 the default deflection limits are appropriate for your application. 3. SCL-BEAMS.(Struclural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your loud SCL manufacturer. 4 -Size factors vary from one, manufacturer to another for SCL materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEANS;contact manufacturer for connection details when loads are nct applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply numbers aro not rated for fire endurance• ) COMPANY ���ppp Summit Structural Design 'Wood Works (9) sFeb.3.201613:44 1Jy�SOf71VARFFOR $V000 DFS/GA' i Design Check Calculation Sheet { WoodWorks,Sizer 10.1 Loads: ' Maximum Reactions (lbs) and Bearing Lengths (in) {i f i 1 85 Unfactored:. Criterion -y Anal sic Value Dead Live Factored: 456 73,0, -Magnitude Total 8oa ring: ? 1186 `- _ Load Type Distribution Pat- Location (ftl Fb' _ 3103 unit Dead Defd.' ii 0.07 = <L/999 tern Start End Start End Live Defl'i1 LoadS .` Deacr- Fu = Area.;00 .(4.00)' psi 0.60 = L/240 Load2 Dead Full Area 15,1)0 (3.00)` psf Load S' ld.ve Full Area 40.00 (3.001• psf Self'-.weijht Dead Full UDL 6.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) {i f i 1 85 Unfactored:. Criterion -y Anal sic Value Dead Live Factored: 456 73,0, 456 7'30 Total 8oa ring: ? 1186 `- _ 1106 Length Nin re 'd 'Minimam'hwaririn '1.00` .51.00. I 1-nlh.mllinn , w=.1• Tl,:. e..N ......,...,. -. - .1•C� p- 1 . ('0' LVL n -ply; 2.0E, 3100Fb, 1.3/4"x11,7/8", 1 -ply i Supports,All- Timber -soft Beam, D.Fir-L No.2 iTotal length: 12'-2:0'; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress (osil and Deflection lint -irant on,� . Additional Data: FACTORS: F/.I,(psi)CD GN Ct CL CV Cfu Cr' Cfrt Ci Cn. LC 11 Fv," 20.''i. 1.00 1..00 - - - - 11.00 1-:00 2 Fb'.+. 3300 1.00 - 1.00 1.000 r.o0 - 1.00 1.00 - - 2 BI Fcp'.. '756 - - 1.00 - - - - 3.00. - - - E' 2.0 million - 1.00 - - - - '1.00 - - 2 Eminy' 1.OA mi -11i on - 1.00 - - - 1,00 _ _ 2. BU CRITICAL LOAD COMBINATIONS: Shear : i,C 92. D«1„ V. = 1178, V design,- 977 lbs Bending(+); 1,C 02. D+ L, M = 3559 lbs -ft Deflecttion: l,C fi2_ D+ E. (live) I.0 92 D+ 1. (total) Ddead L-livf;:5-snow W=wind.I=.impact Lr -roof live Lc=concentrated E -earthquake All LC's are listed .in the .Analysis output Load combing Lions: ASCE, 7-10 / IBC 2012 CALCULATIONS:' Deflection: IEI = 488e06 lb-In2 "Live" deflection - Deflection' from all nim -dead loads (live, wind, snow..:) Total Deflection = 1.50(Dead Load -Deflection) +: Live Load Deflection. Design Notes 1. Woodworks anilysis and design are in accordanco.with the [CC International Building Code (IBC2012), the National Design Specific 2. Please verify lhaithe default deflection Ilmils are-appropriato for your application. 3. SCL-BEAMS (Sirucluial'Composite Lumber): the.atladled SCL selection is for preliminary design only. For final member dosign conte 4. Size factors very from onemanufacturer to another for SCL materials. They can bochanged in the database editor. 5.,BU,ILT�UP SCL-BEAM1IS: contact manufacturer for connection details when loads are not applied.equally to all p)ys. 6. FIRE,RATING: ,loisl4,'wall studs, and multi -ply members are not rated for fire endurance. i t 6 1 ' 1 TE COUNTY )ING DIVISION PROVED on (NOS .2012), and NDS Design Supplement., your local SCL manufacturer. Criterion -y Anal sic Value Desi n Value Analtisis/Desi la Shear tv .71 E'v =• 85' fv Fv' _ 0..25. Bending I+) ' fB = 1038 Fb' _ 3103 £b/F'a' 0.33 Dead Defd.' ii 0.07 = <L/999 Live Defl'i1 0..12 = <1.7999 0,40 = L/060 0.29 Total Defl'A 0.23 - L/635 0.60 = L/240 0.38 Additional Data: FACTORS: F/.I,(psi)CD GN Ct CL CV Cfu Cr' Cfrt Ci Cn. LC 11 Fv," 20.''i. 1.00 1..00 - - - - 11.00 1-:00 2 Fb'.+. 3300 1.00 - 1.00 1.000 r.o0 - 1.00 1.00 - - 2 BI Fcp'.. '756 - - 1.00 - - - - 3.00. - - - E' 2.0 million - 1.00 - - - - '1.00 - - 2 Eminy' 1.OA mi -11i on - 1.00 - - - 1,00 _ _ 2. BU CRITICAL LOAD COMBINATIONS: Shear : i,C 92. D«1„ V. = 1178, V design,- 977 lbs Bending(+); 1,C 02. D+ L, M = 3559 lbs -ft Deflecttion: l,C fi2_ D+ E. (live) I.0 92 D+ 1. (total) Ddead L-livf;:5-snow W=wind.I=.impact Lr -roof live Lc=concentrated E -earthquake All LC's are listed .in the .Analysis output Load combing Lions: ASCE, 7-10 / IBC 2012 CALCULATIONS:' Deflection: IEI = 488e06 lb-In2 "Live" deflection - Deflection' from all nim -dead loads (live, wind, snow..:) Total Deflection = 1.50(Dead Load -Deflection) +: Live Load Deflection. Design Notes 1. Woodworks anilysis and design are in accordanco.with the [CC International Building Code (IBC2012), the National Design Specific 2. Please verify lhaithe default deflection Ilmils are-appropriato for your application. 3. SCL-BEAMS (Sirucluial'Composite Lumber): the.atladled SCL selection is for preliminary design only. For final member dosign conte 4. Size factors very from onemanufacturer to another for SCL materials. They can bochanged in the database editor. 5.,BU,ILT�UP SCL-BEAM1IS: contact manufacturer for connection details when loads are not applied.equally to all p)ys. 6. FIRE,RATING: ,loisl4,'wall studs, and multi -ply members are not rated for fire endurance. i t 6 1 ' 1 TE COUNTY )ING DIVISION PROVED on (NOS .2012), and NDS Design Supplement., your local SCL manufacturer. i . �t COMPANY PROJEdT 9n t8 © s6rnmil:Strdual Design Feb. 3„2016 13:45Wood[W'-grks l I B6 i Design Check Calculation Sheet. I I WcodWorks Sizer.10:1 f Loads: ! Maximum Rflactions (Ibs) and Bearing Lengths (in) ; Unfactoredr- i - - •Deod 1801 I .Load Type. Distribution Pat- Location [ft) -Magnitude Unit i 2301 Total tern Start End Start End Dearing: .Load Dead - Full Area.0 Illgth i 1.fi9 (9..00) Ps J. l:oad2 { Dead Full Area '0.46 - ..Mi 'Minimum haarihn 15.00 (9,00)'^ osf Load 3 ' i Li.ve Full Area 40.00 (9.00)• psf Self -wet ht Dead .Full UDL 12.0 PIC Maximum Rflactions (Ibs) and Bearing Lengths (in) ; Unfactoredr- i - - •Deod 1801 I - v , Live. 1. 2301' 285 1801 Factored: f.'b - i 2301 Total j..4162 Dead. Deft .a 0.17 _ Dearing: `. I--- 41QZ Illgth i 1.fi9 I _ _ 0..42 _ in seg'd ').69'. Total, DeflltY '0.46 - ..Mi 'Minimum haarihn 1ann1h n vnr. A h., rha L/240 0.:13. LVL n -ply; 2.6E, 3100Fbi 1 -314`'x114/8"„2 -ply (3.14"x11-718") I I} Supporls: All - Timber -soft Beam, D.Fir-L No.2 j Total length: 12'-9.4"; Lateral support: top= full, bottom= at supports; Analysis vs. AIIoWable'Stress (nsil and ❑eflacfinn (int CriterionAnal s1s value Design Value Ansis/Desi n shear + - - v , 122 FU = 285 fv 17.4 : Bending I+)i f.'b - 1:071 Fb' =.3103 fb/Fb' =. 0.60 Dead. Deft .a 0.17 _ .L/914 ' Live Defl'A .0.21 - L/716 0..42 _ 1/360 0..sb Total, DeflltY '0.46 - L/329. 0.63 - L/240 0.:13. Additional Data: FACTORS: F/i'(psl)CD C*1 Ct CL Cv CCU Cr Cfrt .CS Cn LC 1 - Fv' 285 1..00 - 1,.00 - - - 1.00 - 1.00 2 I Fb'+ 3106 3.00 - 1.00 1.000 1..00 - ].00 1.Ob - - 2 , Fcp' 756 -: 1..00 - - - - 1.00 E' 2.4 lai.l'Lion - I : oo - - - 1.00 - - .2 i Eminy' 1::04 million - 1.00 - - - _ 1. op _ _ 2 i CRITICAL LOAD I,OMBINATIONS: Shear: I,C 2 = D+ L, V 4056,,V design 337.7 lbs BUTTE COUNTY Bending)+j: i 9 .0 B2. _ D+1, M m 12824 lbs -ft Deflection: ICfit = D+L (live) lL "? = D+l, (to=il) 13UILIDING DIVISION - DmdoadL=lives .;=snow W '.rand I=Impact Lr -roof live Lc=.coreentretec'E-earthqual:e ' All LC's are listed. in the Analysis outpat. APPROVED Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS:]Deflection: IF.I 4'0Eeb6 ib-int/ply "Live" deflection Deflaciion from all non -dead loads (live, wird, snow-.) Total Deflec*ion 1:50.06ad Load Deflection) + Live Load,Deflection, Design Note;;: 1. WoodWorks'ar6lysis and design are in accordance with the ICC International Building Code (IBC 2012),.Ihe. National Design Spocificabon (NDS 2012), and NDS Design Supplement. 2. PleasO verify th it the default deflection limits are appropriate for your application. 3. SCL-BEAMS: (Structural Composite Lumber): the atlached.SCL selection is for preliminary design only. For final mohlber design contecl your locof SCL manufacturer. 4i.Size factors varOrorn one manufacturer to another.forSCL materials. They can be changed in the database editor, 5. BUILT-UP SCL BEAMS: contact manufacturer for: connection details when loads are not applied equally to all plys. B. FIRE RATING: Ioists lvali studs, and multi -ply members are not rated for rlro onduren-e. - `0 COMPANY PROJECT I Summit Structural Design Feb. 3. 2018 13:48 it oodl`Works . 87 SDf-t1yARr FOR WOOD nrsn:.v i I Design Check Calculation Sheet Woodworks sizer 10.1 Loads: i Load Type Distribution Pat- torn Location Lfti Stott End kagnitudt Start' 'End Unit 1083 T. a 1 _ Dena I*Ull Area. j 1083 Roof Liv. 1 .00 (8.00)- paf Load2 5ncw Full Area Total 3993- 30.00 10.001• psf- Levo OOeI'n. Lead3 Ffind C4C Pull Are.. - L/360 Rin ro 'd 20:00 (0..00)• pat ^Minimum bear Loatl4 Root conetr. FullArca LC itetall 20.00 .(0.00).• psC D-dcnd l: -live S'--!, W=Hlhd I-impacq Lt-eoof live Lcxconeantes,teds Load5 'Daed 11,11 Area. . 15.00 17.001• psf Loadli Live tit l'1 A'rci bcElocci'ont EI;- •401X06 16-in2/ply 40.00 (7.001• 'pnE 1;dnd7 Dead Full Area- 19. J0 (9.001'• ps[ Ssl E-weioht b�ndaT_ fLll. UO L 12.0 1t Maximum Rea:tlons (lbs) and Bearing Lengths (in) 9'-0.3- UnIaeCOled:' boad - 1 19oa - - - � -- � v.w- i la vn 7264 j 1908, Snow 1083 I !2a•) Wind )22 j 1083 Roof Liv. .722 i •122 Facterad• as DotP'n, 722 Total 3993- - Staring: Levo OOeI'n. 3493 L. gth 0.30 - L/360 Rin ro 'd 1.65'•• 1.65 ^Minimum bear riMuth aovernetl WI e reau rea wide or um -nn -1- .a•,nn-. - 1.1..65 LVL n -ply, 2,OE, 3.100Fb; 1.314"x11.718", 2 -ply (3.112"x11.718") 1 Supports: All • Timber -soft Boom, D.Fir-L No.2 Total length:_ 0<0.3% _ Lateral support: lop- full, bottom= al' supports: Analysis.vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Crl'torlon Anal Vo_ • aWo Ocal' n Vnlno Mal ala/Dd,,1 n Shonr f 3� Fv • v Fv. •. 0.. 9o.nding(f) Lb:- 117L Fb' • 3569' fb/Eb' - 0.33 as DotP'n, A.DG'- <L/,999 6 -Eminy' 1.04 7411101, 1.00 - - - - 1.00 Levo OOeI'n. 0'.O* - '0.15 <L/999 0.30 - L/360 0.21 Total 6. IS :L/690 0.44 - L/240 o.35 Additional Data: FACTORS: 'pit!!CO el 'CN Ct CL CV CEu Cr Ctct CS C. I:CII Fv' 285 !' 1.15 - 1.00 - ,1.00. - 1.00 5 3100 + 1..15. 1.00 1.000 1. .00 - 1 00 1.00. - - 5 FP, F'cp' 750 ' - - 1.00 _ _ _ ' _ 1.00. e' 2.0 mint.. 1.00 1.00 - 6 -Eminy' 1.04 7411101, 1.00 - - - - 1.00 CRITICAL LOAD.CO.IABINATIONS: . Shan, : I:C tis-;V4.751LIS), V 3613, V design = 2752.1b. Bending(+): I;C 45 = Di.15(La); H 807.7 lbs -ft Oefl•OCtEOItt LC :16 - Pe.'15'(L43+.42111 '(livo) LC itetall D-dcnd l: -live S'--!, W=Hlhd I-impacq Lt-eoof live Lcxconeantes,teds E=caithgcako :.11 EC's ore 11stud.lo tree Analynla output . Load cocbinatioim: ASCE 7-10 7 '10C 2012 CALCULATIONS: bcElocci'ont EI;- •401X06 16-in2/ply "Elva'• dofleetlon •• Dotlocticn from all non -dead loads Ilive, wind, snow Total DoflocEiai 1:50 (Dead'Load Deflection) r Live Load Deflection. BUTTE COUNTY BUILDING DIVISION APPROVED Design Notes: f - - 1. WOOAVOft analysis and dosign ora In accordance with the ICC International Building Code (I8C.2012); the National Design Specification (NDS 2012)• and NOS Dosign Supplement. 2: Please verity Ihaldlie'delauh deffacticai limits are appropriate for yourapplicallon. ) 3..SCL-BEAMS '(Structural Composito Lumber): the attached SCL Selection Is for preliminary design only. For final member design contact your local SCL manufactu{er. a. Size factors varyfr6m one manufacturer lo,enolher for SCL materials. They can be changed In tho database editor. I 5. BUILT-UP SCL•BEr,1MS: contaU mnnuincturetfor connection details when loads are not applied equally to all pays. i '8. FIRE RATING,Jolsts, vial), studs, and mulll-ply members Oro not rated for fire endurance. COMPANY Summit -Structural Design WoodWorlks Feb. 3, 2016 13:51 SOFitYARE FON. n•OOO oISICN. i Design Check Calculation Sheet 1 WcodWorks Sizer 10.1 r Load. i,'!•ype Distribution Pat- tern Location [ft) Start End Magnitude Start End Unit Loadl Dead Portia Area Tota'1 2-.10-0---7 97-00 18.00(13.00)" psf Load2 Snow Partial Area ki.00 2.00 6,00 30.00(13.00)• psf Load3. WEnd CaC Partial Area Live Defl'i 2-.00 6.00 20.00(13.00)" psf 'Load4 Roof constr. Partial Area X0.07 = 2..00 6.00 20.00(13.00) ps,f LoadS Dead Point - Load conbinatlions.: ASCE 7-10 / I8C 2012 2,00 720 lbs Load§- { Prow Point 2..00 1200 .lbs Load?Hind CLC Point Please verify th71 the default deflection limits are appropriate for your application. 2.00 800 113S Load5elfewei Roof constr. PoinFull. 2 00 lbs ht Dead 12.1 Maximum Rtlactions (lbs)and Bearing Lengths,(in) : 6-2" 88 Unfa'ctored:.I - - - Dead Snow 852 0�8 1355 wind I l4(.1 } 90 . 6 401 Roof Live ; 906 i Factored: �_. - 94 Tota'1 - 2278 8 earing: ( 2349 Length 1'1.00' ttin re 'd ki.00 "Min i_rn hw inn i lnnnlh enllinn „e=A. 1'• l.,. .,..., ...:.......,.. 1 . DO' 1 r � Timber -soft, D.Fir-L, No. -2, 6x10 (5.1/2"x9.114^) { Supporls:,All'- Timber -soft Beam, D.Fir-L Not Total length: 6-2.0'; I Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowable Stress fnsil anti DPflertinn finl Criterion ?-. Analysis value Design Value Fo.'+ 87!i 1.19 1,. 00 1.00 1..000 1.000 1.00. 1.00 1.00. 1..00 - 4 v-= 6 kti' n ly f Bending(+) fb = 667 Flo' _ .1006 fb/E'b! 0.66 Dead Defl.':i .0.02 - <L/999 C 114(t 7}� D+5 (total)) P jAri,144islDesi!g,aShear Live Defl'i 0.04 <L%999 0.20 = L/360. -0.1.0 Total Defl1A X0.07 = <L/999 0.30 = L/240. 0.23 - Additional D lta: I FACTORS: F/:(Asi)CD CM Ct CL. CF Cfu Cr Cfrt Ci Co- LC 0, t ' 170 1.15 •1..00 1.00 - - - 1.00 1.'00 1.00 4 Fo.'+ 87!i 1.19 1,. 00 1.00 1..000 1.000 1.00. 1.00 1.00. 1..00 - 4 Fcp' 62:. - ,1.00 1.00 - - - - 1.00 1.00 - - E" I..3'niIIion BUTTE COUNTY 1.00. 1.00 - - - - 1.00 1.00 - 4 CRITICAL : ] LOAD dBINATIONS: Shear. 1,,CC 00 D+S, 2198, V. design 2198 lbs I BUILDING DIVISION - M �� Bending(+) : Ii,C 114. = D+S, t4 4362 lbs -Pt - Deflection: LC 114 =. D+s. (Lova. ' C 114(t 7}� D+5 (total)) P P R ®V E D D=dead .L=live S-11 _w End I-inpaet Lr -roof live Lc=concentrated'-E=earthquake Ali LC's are ilisted .in the Analysis output Load conbinatlions.: ASCE 7-10 / I8C 2012 I. CALCULATIONS:' 'Deflection: iEl = 472e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wird, sno-:+_:) Total Defleetlion.'=1.5o(Dead load Deflection) +. Live Load -Deflection. Design Note:,;:-- I'. WoodWorks ana'ly islonddesign are in accordance with the ICC International Building Cede (IBC'2012), the 2. National Design Specification (NDS 2012), and NDS Design Supplement. Please verify th71 the default deflection limits are appropriate for your application. 3. Sawn lumber bcndmg;members shall be laterally supported according to the provisions of NDS Clause 4.4.1:. i COMPANY Summit Structural Design Mlood'Worlkso Feb. 5, 2016 10:07 SOFTIVARf FOR WOOO Of SIGH' Design Check. Calculation Sheet WcoclWorks Sizer 10.1 Loads: Load t Type*f.F ution Pat- tern Location .lftl Start End Magnitude Unit Start End Loa ] i Dea Furea Wind f 3213 ,10.00(26.00)' psf Losd2 Deadea 1 321337.13 Factored: 1.8.bC(12:001` psf Lop d3 t SnowFul .ea Aearine: `-m - 30.00(2Gr00)' psf Load4 t Wind C&rea ! "Re'd 20.00(26.00)' psf Loads. Roof coea aevnn,ed by rharnmdrn r .a r,n r _ �,, r _ _ __ -- 2.15^ .23.00(26.001' psf Self -weight DeadL 22.7 PH Maximum Reactions (lbs) and Bearing ,Lengths (in) 12'-4.3" B9 Unfactored^ - - - - 0ead 4365 I Snow a 4820 4365 Wind f 3213 482D Roof Live ? 12,1-3 1 321337.13 Factored: - To[al i 9426 -- Aearine: `-m - -- 9426 Length ) 2.1:5 ! "Re'd 2,15 I°, "Minimum bearirib lenbth aevnn,ed by rharnmdrn r .a r,n r _ �,, r _ _ __ -- 2.15^ LVL.n-ply, 2.0E,,3100Fb; 1-3/4"x11-1141', 4 -ply (7"x11-1/4") ( Supports: All - Timber -soft Beam, D.Fir-L No.2 i i Total length: 12'-4.3 l Lateral support: lop= at supports, bottom= at supports; Repetitive factor: applied whero permitted (refer to online'help)i lysis vs., -Allowable Stress (osi) and Deflectinn finl .,- _ . „ . Criterion 'i- Anal'sis Value Desi nValue Anal is/Design Shear fv 143 F'v = 728 v.Fv' 0:44 Oendinq(+) t fb - 2240" Fla = 3699 fb/Fb° 0:61 Dead De'fl'r 0.21 = L/693 Live befi'd 0:23 ", L/628 0.41 - 1/360' 0.57 Total Defl'-i 0.34 _' L/432 0.61. - 1,/240 Additional With: I I FACTORS: F1 E' (psi)CD' -CM C CL CV Cfu Cr Cfzt Ci. *Cn LC!! i Fv' 28 1.15 - 1.00 - - - - 1.00 - 1.00 9 Fb.'y 310,0 .1.15 - 1.00' 0.909 1..01 - 1.04 1.00 - - 4 CC COUNTY + y `''�/ E! 75g - 1.00 - - - - ?:Do BUTTE C�IJN Y , E' 2.C? million - 1."00 - - - - 1�. 00 - - 4 � Eminy' 1.04 million - 11.00 - - - - 1.00 - 4 CRITICAL LOA l[C Of,COMBI D+S,c BUILDING DIVISION Shear �: tiC h4 ='D+S, V -- 9054, V design-= 7527 lbs -Deflection: : L'C 1i4. -' 6+ S, M 27568 lbs -ft APPROVED .0eflectlon: tiC N4 - D+'S (live) I LG W4' = D+S �(total) D=dead L -live Svsnow t.1 -wind !=impact Lr=roe€ live Lc=concentrated E=earthquake ,All.LC'-s.aro!Lietad`.in 06 An'al;ysi�s output Loadcomb'inarlons: ASCE 7-10 / WC 2012 CALCULATIONS: Deflection: �EJ415e06 lb-int/ply ; "Live" deflection='geflecti'on 'from all non -dead loads (live, wind; snow...) Total DeflecCi'on 0.50 (Dead 'Load Deflection) + Live Load Deflection. , Desigh' Notes;: i 1. Woodworks an;)lysis and design are in accordance with the ICC,lnternational Building Code'(ISC 2012),liie National Design Specifica�on (NDS 2712), and NDS Design Supplement. 2. Please verify thai6the default deflection limits are appropriate for your application: 3. System.factor. K(i may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (S(ructural Composite Lumber); the attached SCL selection is for preliminary design only. For final member design contacllyour Iocal,SCL manufacturer. S.:Size factors vary from=6 manufacturer to another for SCL materials: They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when toads are not applied' equally to all plys. I T FIRE RATING: ,foists, wall studs; and multi -ply members are not rated for fire endurance. I "1� ' 1 qi,)'WoodWorks COMPANY PROJECT Summit Structural Design. Feb. 3, 2016 17:50 I Sorni ARLfOR woob 014ICN B10 Design Check Calculation Sheet WoodWorks Sizef 10.1 Loads: Maximum.Riaactions (Ibs) and Bearing Lengths (in) 15'-3.7" d Unfactored:'i - Dead Live Factpcod:- j ::032 i 3$'15' i 2892 --- 3d 75 Total _ i f567 - - - load Type Distribution Pat- Location (ftl Magnitude Unit "Minimum bearingg lonoth novernnd by !hn ramaroH-i,;rh „r IN. �,,....�....... ........�.,. ! 1 .87^ fb/Fb' tern 'Start End' Start 'End L/593' Loa S i Dead Fu 1 urea Live Defl1h 10. 0flT oo psf Load2 { Dead Full Nrea Total Oefl'it 15:00(12.00)• psf Load3 Lice Full Area 40:00(12,00)1 psf. Self -wee ht } -1.11-11 w Dead Full UDL 4. SQL-BEAMS(Siruclueal Composite Lumber); the.attachod SCL selection is for preliminary design" only. For final member design comae( your loarl SCL manufacturer: 5. Size factors ver j from one. manufacturer to 18.0 PH Maximum.Riaactions (Ibs) and Bearing Lengths (in) 15'-3.7" d Unfactored:'i - Dead Live Factpcod:- j ::032 i 3$'15' i 2892 --- 3d 75 Total _ i f567 - - - Bearing: 65fr7 Length i1,07 .Nin req'd 1.07" 1.07 "Minimum bearingg lonoth novernnd by !hn ramaroH-i,;rh „r IN. �,,....�....... ........�.,. ! 1 .87^ LVL 11 -ply, 2.OE,_310OFb, 1.3/4"x11-718", 3 -ply (5.1/4"x11-7/8") t Supports:. All:- Timber -soft Beam, D.Fir-L No.2 I To°al length; 1.$-3.7'; -�_ Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis v.s. Allowable Stress (osil and naflp&tinn (int -- Criterion i Anal si;r Value - :Desinn Value Anal sis/Desi n' shear fv"= 134 R, = 285 fv Fv' 0.47 Sending(+) fb - 2396 Fb' _ 322.7 fb/Fb' 'Dead Defl'i1 0.31 - L/593' DeflecL'lon: t.0 N2 D+L (live) LC k2. = D+1. (total) Live Defl1h 0.39 = L/467 0.51 = 1;/360 p.77 Total Oefl'it 0.54 1)%335 '0,76 - L/240 0.72 Additional Wita: l FACTORS:' .F/(psi)CD CPI Ct CL 6v Cfu Cr Cfrt Ci Cn LCII Fv,' 205 1.:00 - 1.00 - - - 1.00 - 1.00 2 F -o'+ 3100 1.00 - 1. 00 1.000 1.00 - 1.04 1..00 - - 2 Fcp' 756 - - 1.00 - - - - 1..00 - E' 2..Q trillion - ' 1..00 - - - - 1.00 - - .2 j Eminy' 1.0,1 trillion - '1.00 - - - - 1.00' - - - 2 1 CRITICAL LOAD fC 112 NATIONS: Shear :. 1,C 112 D+L," V 6502, v design = 5566 -lbs �� �����Q BUTTE I Y - - Deflection:, tj,C' N2 = D+l„ :h1 J.4634 lbs -ft DeflecL'lon: t.0 N2 D+L (live) LC k2. = D+1. (total) VUwiw,y{✓I�f�/l DIVISION ��I�Y i D -dead L=live S=snow, t4-winc! 1 -impact Lr. -roof. live Lc -concentrated E=erfthquake Ali LC's bareiiol Inthe Analysis output Load combinationsns:: ASCE 7-10 / I11C 2012 i �����® CALCULATIONS:; peflection: lEi = 488e0G lb-in2/ply "Live" defle(ttion = Deflection from all non -dead Joads"(five,'wLnd, snow...) l Total.Defleci;ion ="0,"50(Dead Load Deflection) .r Live Load Do. flection. II Design Note;.: 1., Woodworks analysis.anddesign are in accordance with the ICC International Building Code (IBC 2012), the National Design Spocifica�Ion 2012), 2. Please verify'lh 1t ilio defeulfdeflecllon limits are appropriate for (NDS and NDS Design Supplement. your application. 3: System factor KH nmy not apply to,field-assembled multi -ply beams. 4. SQL-BEAMS(Siruclueal Composite Lumber); the.attachod SCL selection is for preliminary design" only. For final member design comae( your loarl SCL manufacturer: 5. Size factors ver j from one. manufacturer to another for SCL materials: They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection dotails.when loads ere not applied equally to all plys. l G 7. FIRE'RATIN.Joists, wall studs, and multi -ply members are not rated for fire endurance.