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B16-2851 025-120-016
V. 1 .�►frr�r• Butte County Department of Development Services FORM NO PERMIT CENTER •couu� 7 County Center Drive, Oroville, CA 95965 1 DBP -06 Main Phone (530) 538-7601 Fax (530) 538-7785 1 ww,v. buttecou nty.net/dds PLAN CHANGE, RECHECK, OR RETURN Owner's Name: S c c ,., p p'- N -y Contact Person Name: Contact email: ( i Contact Phone Number: 0., X13 Date Submitted: Permit Number: 8 Assessor's Parcel Number: oQ_S- 1b ❑ COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) Please check any that apply: 0 Response to Plan Check Letter? ❑ Response to Building'Inspection Correction Notice? ❑ Is there additional square footage? ❑ Is unfinished area being in -filled or completed? O Other: 2 2./ I 4. 5. LIST OF ITEMS SUBMITTED k� i" 1 Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fecs are requirdd: ❑ Minimum $127.00 paid) ❑ Additional Fee Amount Due: C? 1(.;-2 � 51 1 t'! tV��„'s;;; utl�L 2-nliilding Forms & Documents\2014\2014 Forms - Completed\DBP\DBP- O)�.12O.(i.i(' G6.i'1r'i_Change_Form_REYD_8.13.14_AKM.doc \1)I\H 1 #, 21i.1 7 I Page 1 of 1 RFP!.: FIS 1 RI C_'2. 1 1st Plan Review Response Letter April 11, 2017 B 16-2851 Plan Check # 1 Butte County Department of Development Services Structural Comments: ✓% See revised calculations sheets 1 through 4. 6,2. See sheet S3. ,/3. See new truss sheets. /See attached letter. ✓5. See sheet S2 note #7, sheet S3 note #8, and sheet S5 detail 24. 60 ee new calculations sheets 8B through 8E. ,I7lSee sheets S 1 and S2 revised shear wall schedule. .181.*'See revised calculations sheets 4 and 6. See sheet S4 revised detail 10. 10 See revised calculations sheet 5 and sheet S3. d' . See revised calculations, sheet S3, and sheet S4 details 8, 9, 15, and 19. A`2. See revised calculations sheets 7 and 8. -off. See revised calculations sheet 4B and sheet S5 detail 23. ,'�See revised calculations sheet 3, sheet S3, and sheet S4 detail 15. ,Y5. See sheet S4 revised detail 9. 04"All details referenced. e. See revised calculations sheets 4 and 4A, and sheet S5 detail 22. Je2ero clearance fire place, wood framing, and stove pipe per code. 01.1"See sheet S 1. Ialr, 85.1 025:120.016 j \1'R IL'J 4., 201 1 \C2 I Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR I 7 County Center Drive _ Oroville, CA 95965 530.538.7601 Off Ice 530.538.7785 Fax www.buttecounty.net www.-buttegeneralplan.net March 2, 2017 Phillips Sean & Jonna 1810 Nevada St. Gridley, CA 95948, Assessor Parcel Number: 025-120-016 Building Permit Number: B16-2851 Plan Check ##1 I, Description: New Single Family Residence Occupancy Classification: R-3 / U Construction Type: V -B { Stories: 1 Fire Sprinklers: Yes Building Total Area: R-3 @ 3592 sf! U @ 1112 sf. - Covered Area: 716 sf - 13- l.t 025.120.016 ; APIZIL 14, RC'2 Thank you for submitting permits for your building project. The permit documents have been reviewed and comments are listed below. Please respond in writing to each comment. Complete and clear responses will expedite the re -check and approval of this project. PIease provide two revised plan sets with your response. GENERAL COMMENTS: ot~r at► or. (��'ra i 1 Pleasespecify erosion control meas res on the site plan .p� -}ek PVnoY�e.. eftV-e�+ st Y1'iivt , Brosf� T'w�'►'rn-� 4110tHl 2.aaea Wok- -fD s,VlaM "a ai}ttcl�ec� ����� dv�cwi�1� s. Show the location of the propane tank. Specify the size and setbacks to house and property line. Atided. to aw, NON-STRUCTURAL COMMENTS: )104. An automatic residential fire sprinkler system -shall be installed in one- and two- family dwellings. A permit application and plans shall be required to be submitted prior to four building categories (rough frame) inspection. /ad / ded -ft',v n6te, 1b �., t►-�1e- , sWt sVtoet -rl Please clearly specify the type of vehicle barrier that will provide protection of the Water Heater in the garage per. CPC 507.13.1. I . Please specify the following_on the plans in regards to the new water heater located in the garage: a. Specify seismic anchorage of water heater to include anchors or straps at points within the upper and lower one-third'of its vertical dimension, the lower anchor/strap located to maintain a minimum distance of 4 inches above the controls. CPC 507.2 W Il,av cv► -qA. �l an s +5, l u �e -� {c lis Yt'af•CXs. rt►�: W&tevhea��ra�e has bei TCM ov�d. Jb. Specify that the water heater shall have a: pressure_relief valve with drain to the exterior (or floor drain, etc.), terminate toward the ground maintaining between 6" and 24" of clearance from the ground, and point downward. CPC 608.5 c. Specify the water heater (i.e., that generate a glow, spark or are capable of igniting flammable vapors) must be installed at least 18" above the floor and be protected from vehicle impact (i.e. bollard). CMC 308 (Installed in the garage) d. Provide a barrier for water heater in the garage. Show details on how it will be installed. d. 120V electrical receptacle that is within 3 feet from the water heater and accessible to the water heater with no obstructions; and e. Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is installed; and f. A condensate drain that is no more than 2 inches higher than the base of the installed water eater, and allows natural draining without pump assistance; and g. Gas supply line with a capacity of at least 200,000 Btu/hr. *Receptacles shall be installed so that no point measured horizontally along the floor line in any wall space is ore than 6 -feet from a receptacle. Any wall space 2 -feet or more in width and unbroken along the floor line by doorways and similar openings shall have a receptacle. 2013 CEC Art. 210.52 (A). Please review all wall receptacle locations, by back and front entry doors. Exterior outlets to be water proof Outlets by outdoor sink. A* cieN`ctJ - See- 6100 5_1 Show the location of.the electrical panels and meter. 1 ♦ Ma►n Pa�el a� S►�1'� P�9ti f��•� subnel �h �afa Q,n slne�f Electrical panel and sub -panels grounding shall comply 2013 CEC Article 250-32. Provide separate grounding wire to each panel from main electrical service entrance panel. /� �! �e d r�ofiep1aM Outlets wi hin 6' of a sink shall be GFCI. Laundry room. I>�d� eee El 2013 CGBC 4.106.4.1 effective July 1, 2015. For new constructed dwelling unit, install a listed raceway to mmodate a dedicated 208/240 volt branch circuit. The raceway shall not be less than trade size 1 (nominal 1 - inch inside diameter). The raceway shall originate at the main service or subpanel and shall. terminate into a listed cabinet, box or other enclosure in close proximity to the proposed location of an EV charger. Raceways are required to be continuous at enclosed, inaccessible or concealed areas and spaces. 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 service panel or subpanel circuit directory shall identify the overcurrent protective device space(s) reserved for future EV charging as "EV CAPABLE". The raceway termination location shall be permanently and visibly marked as "EV CAPABLE". J A.AAe.A - 15 note,-+- 46e EI Please list on the cover sheet all Energy requirements for the "Special Feature" and HERS Verification (Duct Testing). L...,W4,.5 re1U e,Sre d- 1-(_- -OAw -Tl )release clearly show the luminary fixture type or control type complying with the mandatory energy lighting requirements throughout. Refer to the Mandatory Measures for Residential Lighting Measures attached to the California Energy Commission, Mandatory Measures, form M^ 1R. .{ C�p�► v� EFv3� o�d c � h i °J h e-�' C.� G"I 't° ��5c 6yt'4Y� �t �l! �- `-� Please clearly show the luminary fixture type or control type complying with the mandatory energy lighting requirements throughout. Refer to the Mandatory Measures for Residential Lighting Measures attached to the California Energy Commission, Mandatory Measures, form MF -I R.. Provide either High Efficacy lights, or if low efficacy such as incandescent lights are installed they must have Dimmers controls and/or Manual -on vacancy sensors. Photocell with motion sensor on incandescent exterior lights. This mandatory requirement also includes the "U" occupancy. V.a.4.0`' .i �-- Energy report needs to be registered and signed. b`^f rc 1 Please specify safety glazing (Le, all panes tempered) at hazardous locations such as windows adjacent to and within 24" of either edge of a door in the closed position per 2010 CRC Section R308.4. Safety glazing is also required for windows adjacent and within 60" of stairways and landings or within 36" horizontally of walking surfaces; when the exposed surface of the glass is less than 60" above the plane ofthe adjacent walkin surface. 2013 CRC Section 8308.4.7. �c� "Jeof ne,<t * -'41�� iaa t�uited —� 4>�v2 S:Z�e ✓,� 3la�vn.3- sec shut ,�.<Please provide a Construction Waste Management for (Obtain from Buil4ing Department Counter) 2013 CalGreen Section 4.408. b+1 Wev w,ll lam- ro O'a Z -N ►3 C 4]1Please provide a plan that is implemented to manage storm water drainage during construction. 2013 ,Green Section 4.106.2. (Show qQn the Site plan the proposed design.) pe, oc. CBNai,, &.& S ( 4dd4J VID-te, 4- s4 STRUCTURAL COMMENTS: a-}ta cW Y3 � CAQn+1 M � - EAS ca- tFV M. _+ avawiAl./ J�. S4 p 0. r A7t.e C -C S L " `G� 6-fr SiY' C.1 VL'Jl ev, 01 ntA- 1. The wind load calculations indicate 4.2 psf was a plied to the roof (zones B & D). Please apply 8.0 psf minimum per ASCE 7-10 Section 28.6.4. 2. Provide drag trusses as referenced in the structural calculations and on the roof plan. 3. Please provide copies of all trusses indicated on the truss layout sheet. Many of the trusses are missing from the truss package. (i.e. trusses Y16, Y20, Y21, Y22, Y23). 4. Please provide documentation from the Registered Design Professional verifying that he/she has reviewed the truss calculations and found them to be in conformance with his/her design of the structure. 5. Provide support (posts, studs, etc.) directly under all truss reactions over 2300# bearing on 2x6 top plates and 2000# bearing on 2x4 top plates. 6D Please provide calculations for roof diaphragm chords and collectors. It appears collector elements (straps, etc.) are necessary in some locations. 7. There are (2) different shear walls both labeled type 2 in the shear wall schedule. Please revise. 8. Allowable shear values for shear walls resisting seismic forces with height -to -width ratios greater than 2:1 and less than 3.5:1 must be reduced by 2bs/h in accordance with ANSI/AF&PA SDPWS-2008 Table 4.3.4. Please revise calculations and shear walls as necessary. 9. Please revise'detail 10/S4 to show panel sheathing type and thickness and show connection of the panel to the top plates as required for shear transfer. (�0 Provide collectors adequate to transfer lateral loads to the shear walls along wall lines P7, P8, and P9. Straps and/or drag trusses may be required. �. Provide shear transfer details of the'roof diaphragm connections to the interior shear walls. Reference details on the roof framing plan. 12. The proposed structure has one or more structural irregularities as defined in ASCE/SEI 7-10 Sec. 12.3.2. Design forces shall be increased 25% for connections of diaphragms to vertical elements and to collectors and for connections of collectors to the vertical elements in accordance with ASCE/SEI 7-10 Section 12.3.3.4 or Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR TCounty Center Drive Oroville, CA 95965 530.538.7601 Office , 530.538.7785 Fax www. buttecou ntv. net www.buttegeneralplan.net May 8, 2017 Phillips Sean & Jonna 1810 Nevada St. Gridley, CA 95948 Assessor Parcel Number: 025-120-016 Building Permit Number: B16-2851 Plan Check #2 Description: New Single Family Residence Occupancy Classification: R-3 % U Construction Type: V -B Stories: 1 ' Fire Sprinklers: Yes Building Total Area: R-3 @ 3592 sf / U @ 11 l2 sf Covered Area: 716 sf Thank you for submitting permits for your building project. The permit documents have been reviewed and comments are listed below. Please respond,in writing to each comment. Complete and clear responses will expedite the re -check and approval of this project. Please provide two revised plan sets with your response. Following are re -check comments, numbered per the original list, requiring further response. The format includes a restatement of the original comments followed by our re -check comment in a separate bold italicized paragraph. • GENERAL COMMENTS: . 1-13.Complete. 14. Energy report needs to be registered and signed. PC2. The following are comments on the reviser/ energy report: A., Front orientation windows do not match'plans. Plans show 182 Sq Ft. *0010" B. Energy report states only one water heater, but plans show two water heaters. Y C. Energy report states one 50 gallon water /renter while plans show two tankless water heaters. 15-17.Complete. c , STRUCTURAL COMMENTS: 1. The wind load calculations indicate 4.2 psf was applied to the roof (zones B & D). Please apply 8.0 psf minimum per ASCE 7-10 Section 28.6.4. 2. Provide drag trusses as referenced in the structural calculations and on the roof plan. 3. Please provide copies of all trusses indicated on the.truss layout sheet. Many of the trusses are missing from the truss package. (i.e. trusses Y16, Y20, Y21, Y22, Y23). 4. Please provide documentation from the Registered Design Professional verifying that lie/she has reviewed the truss calculations and found them to be in conformance with his/her design of the structure. 5. Provide support (posts, studs, etc.) directly under all truss reactions over 2300# bearing on 2x6 top plates and 2000# bearing on 2x4 top plates. 6. Please provide calculations for roof diaphragm chords and collectors. It appears collector elements (straps, etc.) are necessary in some locations. 7. There are (2) different shear walls both labeled type 2 in the shear wall schedule. Please revise. 8.. Allowable shear values for shear walls resisting seismic forces with height -to -width ratios greater than 2:1 and less than 3.5:1 must be reduced by 2bs/h in accordance with ANSI/AF&PA SDPWS-2008 Table 4.3.4. Please revise calculations and shear walls as necessary. 9. Please revise detail 10/S4 to show panel sheathing type and thickness and show connection of the panel to the top plates as required for shear transfer. 10. Provide collectors adequate to transfer lateral loads to the shear walls along wall lines P7, P8, and P9. Straps and/or drag trusses may be required. 11. Provide shear transfer details of the roof diaphragm connections to the interior shear walls. Reference details on the roof framing plan. 12. The proposed structure has one or more structural irregularities as defined in ASCE/SEI 7-10 Sec. 12.3.2. Design forces shall be increased 25% for connections of diaphragms to vertical elements and to collectors and for connections of collectors to the vertical elements in accordance with ASCE/SEI 7-10 Section 12.3.3.4 or diaphragm connections and connections to vertical elements and collectors shall be designed using the load combinations with overstrength factor in ASCE/SEI 7-10 Section 12.4.3. 13. Please provide shear transfer details of offset top plates showing how lateral forces are transferred across changes in top plate heights. 14. Does truss A02 (along line P1) require a connection as shown in detail 16/S4? If so, please reference on the roof plan. 15. Specify A35 clip spacing on detail 9/S4. Please reference this detail to the roof plan where it is required. 16. Please reference all details on the plans to indicate where they apply and remove details that do not apply to this project. 17. Design the patio cover roof for lateral force resistance. If resisted by diaphragm rotation, please provide calculations for the lateral force resisting elements and specify the connections required to transfer lateral forces into the main structure. 18. Specify construction of the chimney and specify connections to the primary structure adequate to resist/transfer lateral forces.. 19. Provide foundations under the shear walls along wall lines P7, P8, and P12.' The Department of Development Services is currently open to the public from 8:00 am to 3:00 pm. If you wish to discuss these plan check comments, please call during our business hours or contact us by e-mail at the address below. Permit status can be tracked by logging on to http://www.buttecounly.net/dds and clicking Building Pertnits Status. Efrain Ruvalcaba Philo Hunt, P.E. Plans Examiner Plan Check Engineer 530.538.2875 530.538.2130 eruvalcaba@buttecountv.net phunt@buttecounty.net t V, 990' OWNER: SEAN AND JONNA PHILLIPS 1810 NEVADA ST GRIDLEY, CA - 530.—.797-2005. co SITE ADDRESS x 281 DRAKE. ROAD ': BIGGS, .CAco , PARCEL NO::. ' .25-120-016 ;N N , DRAWN : BY: CATHY JAICKS 167' 701'=5 934 HILLCREST AVE YUBA CITY, CA 95991 I 530-682-0366 cc — OVERALL SITE PLAN: 990 1 "=400' ll a�'� ��'n cai✓ �;.� �l i 9�b33, t{ �� � Y 1C Nab'- �w�r ,paha ��¢r „a<-• t:�� • PAVED DRIVEWAY PROPOSED RESIDENCE WITH' ATTACHED : GARAGE =gid aw ��N Vit'• 1"67'-3;.: „ w$, CD EPTIC TANK 04 "aGF A DRIVEWAYw AP BUTTE COUNTY DEC 2 2 2016' ' 1%sF DEVEL013MENT'_ ,� 'way �S ES aa aG:✓ "A1S � 9�r NS", s favi' �r ft -, - N`� ,ta� - 11 waG EA HFIELD (E) 12' WIDE GRAVEL DRIVEWAY '�1?,� �St� �aaG .r�A�' �Ati ;%1,�3 Zw�111 wl'a� ,•�,1� ta',ti . ..�,, - - .. . .. I ,a,�•;ra�F_, _I, air ca` a`lh A�• FS - a 1. wtR a' M16>„a� 'ap _ �1t 1G� 1t sSe ' TREE, TYPICAL° N, a e�1Fj'�, , Eav✓ A ��,by r%'j0” �1F' ' %1 •i<3 , R' •,,�P' u,, "''• a a„ i ryt7 cad 5 �, (fir ti,at Tv PER IT # 01,11N $d ati^M N 'a UN1Y I�EVI� `4� =ti! 4m.WEL4ep aR 44 , R, . 'B,J C(� Ev�� , t;> f� j C(I�IPLIANCE CODE ' iia c'aar aS n. aSU �aSfst,✓ ^ q e"., Iµ•1� �L�� ,,:�� "y'' DATE ��# 900' \\ DRAKE- ROAD PARTIAL SITE PLAN 1 "=60' I� BUILDING ENERGY ANALYSIS REPORT PROJECT: Custom Residence for the Phillips 281 Drake Road Biggs, Ca Project Designer: Cathy Jaicks Architect 934 Hillcrest Ave py� Yuba City, Ca 95991 530-682-0366 Report Prepared by: KD Architects Job Number: 15-126 Date: 5/9/2017 'y The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This p' rogram 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. Energ Pro 6. by EnergySoft User Number: 5207 ID: 15-126 I TABLE OF CONTENTS I Cover Page Table of Contents Form CF -1 R -PRF -01-E Certificate of Compliance Form RMS -1 Residential Measures Summary Form MF -1 R Mandatory Measures Summary EnergyPro 6. by EnergySoff Job Number: ID: 15-126 User Number: 5207 1 2 3 11 12 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Phillips residence Calculation Date/Time: 08:38, Tue, May 09, 2017 Calculation Description: Title 24 Analysis Input File Name: phillips.ribdx CF1 R -PRF -01 Pagel of 8 GENERAL INFORMATION 01 Building Complies with`Compute"r Performan' ce �alkr Al" "Iry 9r.y► :rfiMr 01 Project Name Phillips residence 04 05 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location 281 Drake Road Compliance Margin Percent Improvement 04 City Biggs 05 Standards Version Compliance 2015 06 Zip Code 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.8 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 225 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 3592 15 Number of Zones 1 16 Slab Area (ft2) 3592 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20Addition Slab Area (ft?) N/A 21 Glazing Percentage (%) 14.9% —11 k �,_. COMPLIANCE RESULTS 01 Building Complies with`Compute"r Performan' ce �alkr Al" "Iry 9r.y► :rfiMr 02 This building incorporates features that require field est ngland/or ver ficaf�` on�by a0certif ei d)HERS rate under�the supervision of a CEC-approved HERS provider. ow 04 05 ~ This compliance analy5osis is valid= my for permit applications' through December 31, 2016 Registration Number: 217-No115768B-000000000-0000 Registration Date/Time: 2017-05-09 08:45:02 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-05-09 08:38:26 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 58.56 46.23 12.33 21.1% Space Cooling 34.88 37.40 -2.52 -7.2% IAQ Ventilation 0.95 0.95 0.00 0.0% Water Heating 21.06 25.04 -3.98 -18.9% Photovoltaic Offset ---- 0.00 0.00 ---- Compliance Energy Total 115.45 109.62 5.83 5.0% Registration Number: 217-No115768B-000000000-0000 Registration Date/Time: 2017-05-09 08:45:02 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-05-09 08:38:26 - CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Phillips residence Calculation Date/Time: 08:38, Tue, May 09, 2017 Calculation Description: Title 24 Analysis Input File Name: phillips.ribdx REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. NO SPECIAL FEATURES REQUIRED HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2 of 8 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. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow • Verified EER • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: t • --None ? 9 ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption.for:energy ase componenYsincluded in the perfiirmance compliance approach for the Standard Design Building (Energy Budget) and the annual r id Qb" TDV energy consumption for lighting and components notfregulatedby Title`24 Part•;6�(such a}s;domestic appliances.and consumer electromes) and accounting for the annual TDV energy offset by an on-site renewable energy system.�`� 01 1'L_ 11 ,r r' Referenice-Energy Use „ a Energy Design, Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)' 1 66.16` y t 157.39. 8.77 5.3% " 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 Phillips residence 3592 1 4 1 0 2 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC Systeml 3592 9 DHW Sys 1 DHW Sys 2 Registration Number: 217-No115768B-000000000-0000 Registration Date/Time: 2017-05-09 08:45:02 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-05-09 08:38:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Phillips residence Calculation Date/Time: 08:38, Tue, May 09, 2017 Calculation Description: Title 24 Analysis Input File Name: phillips.ribdx CF1 R -PRF -01 Page 3of8 OPAQUE SURFACES 01 02 03 04 05 �� Attic Zone 1 Attic RoofZone 1 'Ventilated 4'F 0.1 0.85 Yes No F. A 0-1 -�r- 06 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 R-21 Wall 180 specify - 889 206 90 Left Wall Zone 1 R-21 Wall 270 specify - 698 89 90 Rear Wall Zone 1 R-21 Wall 0 specify - 889 196.5 90 Right Wall Zone 1 R-21 Wall 90 specify - 698 83 90 Roof 2 Zone 1 R-38 Roof Attic 0.26 Insect Screen (default) 3585 Skylight Roof (- specify --180) OPAQUE SURFACES — Cathedral Ceilings 01 02 03 04 05 �� Attic Zone 1 Attic RoofZone 1 'Ventilated 4'F 0.1 0.85 Yes No F. A 0-1 -�r- 06 07 08 09 10 11 Name Zone Type Orientatio n Area (ft2) Skylight Area (ft2) Roof Rise (x in 12) Roof Pitch Roof Tilt (deg) Roof Reflectance Roof Emittance Framing Factor Roof Zone 1 r R-38 Roof Attic1 - specify - 7.1 7 4 0.33 18.43 0.1 0.85 0.07 ATTIC - 01 s� 1 01 b2' t 3 f s� 1 , t 04 05 06 07 08 Name Construction' T of Roof'Rise Roof Reflectance ) Roof Emittance Radiant Barrier Cool Roof �� Attic Zone 1 Attic RoofZone 1 'Ventilated 4'F 0.1 0.85 Yes No F. A 0-1 -�r- WINDOWS 01 02 03 04 05 06 1 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading Window Window Front Wall ( specify --180) ---- ---- 1 182.0 0.30 0.26 Insect Screen (default) Window 2 Window Left Wall (- specify --270) ---- - ---- 1 65.0 0.30 1 0.26 Insect Screen (default) Window 3 Window Rear Wall ( specify --0) ---- ---- 1 196.5 0.30 0.26 Insect Screen (default) Window 4 Window Right Wall (- specify --90) ---- ---- 1 83.0 0.30 0.26 Insect Screen (default) Skylight Skylight Roof (- specify --180) 1 7.0 0.39 0.37 Registration Number: 217-N0115768B-000000000-0000 Registration Date/Time: 2017-05-09 08:45:02 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-05-09 08:38:26 - - CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Phillips residence Calculation Description: Title 24 Analysis Calculation Date/Time: 08:38, Tue, May 09, 2017 Input File Name: phillips.ribdx CF1 R -PRF -01 Page 4 of 8 DOORS 01 02 03 01 02 03 04 Name Side of Building Area (ft2) U -factor Door Front Wall 24.0 0.50 Door 2 Left Wall 24.0 0.50 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Total Cavity Winter Design Heated Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1 Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) ' Inside Finish: Gypsum Board Cavity / Frame: R-21 / 2x6 R-21 Wall Exterior Walls _Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.069 Exterior Finish: 3 Coat Stucco Inside Finish: Gypsum Board R-38 Roof Ceilings (below ,.� _ Cavity/Frame: R-9.1 /2x4 Attic attic) ,' Wood Framed Ceiling+ 2x4@�24 inO G. R 38� /,0;025 Over Ceiling Joists: R-28.9 insul. 1q 14 Inside Finish: Gypsum Board Cavity / Frame: R-38 / 2x4 R-38 Roof Atticl �_ Cathedral Ceilings WoodtFramed Ceiling 2z4 24 in. O.C: R 38 0.036 Roof Deck: Wood Siding/sheathing/decking Roofing: Light Roof Shingle) @ (Asphalt SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab Zone 1 3592 323 None 0.8 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 --- Registration Number: 217-N0115768B-000000000-0000 Registration Date/Time: 2017-05-09 08:45:02 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFiR-01212016-433 Report Generated at: 2017-05-09 08:38:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Phillips residence Calculation Date/Time: 08:38, Tue, May 09, 2017 Calculation Description: Title 24 Analysis Input File Name: phillips.ribdx CF1 R -PRF -01 Page 5of8 WATER HEATING SYSTEMS 01 02 03 04 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 .0% DHW Sys 2 - 1/1 DHW Standard DHW Heater 2 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Propane Small Instantaneous 0 0.88 120000-Btu/hr 0 0 DHW Heater 2 Propane Small Instantaneous0 0.88 120000-Btu/hr 0 0 WATER HEATING -HERS VERIFICATION- 01 � 02 J - 03 04 05 06 07 Namer' Pipe Insulation (( Cooling Unit Name Pa�a�llel Piping Compact DistributionPoint of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1�,:eo HVAC Fan 1 Air Distribution System 1 DHW Sys 2-1/1 ✓ V IL -11'i - SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC Systeml Other Heating and Cooling System Heating Component 1- Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 94 AFUE Registration Number: 217-N0115768B-000000000-0000 Registration Date/Time: 2017-05-09 08:45:02 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-05-09 08:38:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Phillips residence Calculation Date/Time: 08:38, Tue, May 09, 2017 Calculation Description: Title 24 Analysis Input File Name: phillips.ribdx CF1 R -PRF -01 Page 6 of 8 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name Verified Airflow Efficiency Verified EER Multi -speed Verified Refrigerant Charge Name System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 SplitAirCond 13 14 Not Zonal Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS ';' ., ` 01 02, 03 04 05 06 07 Name Type y _ - - ---Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 ' �DuctsAttiC" - %�' " Sealed and tested _���� 8 D� Attic Air Distribution System None 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION �'?+ '' "' �" _ "�' %A t4 &Z 04, kA 01 ' 02 '* — 03M 04M- V 05 ' C M06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required --- HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 Registration Number: 217-No115768B-000000000-0000 Registration Date/Time: 2017-05-09 08:45:02 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-05-09 08:38:26 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Phillips residence Calculation Date/Time: 08:38, Tue, May 09, 2017 Calculation Description: Title 24 Analysis Input File Name: phillips.ribdx CF1 R -PRF -01 Page 7 of 8 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 73.42 0.25 Default 0 Required Ce CE 01 HERS PROVIDER. J Registration Number: 217-NO11576BB-000000000-0000 Registration Date/Time: 2017-05-09 08:45:02 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-05-09 08:38:26 CERTIFICATE OF COMPLIANCE- RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Phillips residence Calculation Description: Title 24 Analysis Calculation Date/Time: 08:38, Tue, May 09, 2017 Input File Name: phillips.ribdx CF1 R -PRF -01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Cathy Jaicks ea�A41;CW1y Company: Signature Date: KD Architects 2017-05-09 08:45:02 Address: CEA/HERS Certification Identification (If applicable): 934 Hillcrest Ave City/State/Zip: Phone: Yuba City, CA 95991 530-682-0366 RESPONSIBLE PERSON'S DECLARATION STATEMENT e 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 G. the enforc jnenYt„agen�.& r., approval,,w. ith,thiiis,b wilding permit application. Responsible Designer Name: l� iRes"p�onsible Sign atue: Cathy Jaicks r7 Company: *” ERS: KD Architects Date Signed 2017-05-09 08:45:02 Address: License: 934 Hillcrest Ave C21293 City/State/Zip: Phone: Yuba City, CA 95991 530-682-0366 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 217 -Not 15768B-000000000-0000 Registration Date/Time: 2017-05-09 08:45:02 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 ff]�' 0 Easy to Verify at CaICERTS.com HERS Provider: CaICERTS inc. Report Generated at: 2017-05-09 08:38:26 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Custom Residence for the Phillips Building Type (0 Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 5/9/2017 Project Address 281 Drake Road Biggs California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 3,592 Addition n/a # of Units 1 INSULATION Construction Type Area Cavity (ft) Special Features Status Wall Wood Framed R 21 2,600 New Door Opaque Door - no insulation 48 New Roof Wood Framed Attic R 38 3,585 New Slab Unheated Slab -on -Grade - no insulation 3,592 Perim = 323' New FENESTRATION I Total Area: 534 Glazing Percentage: 14.9 New/Altered Average U -Factor: Orientation Area(ft) U -Fac SHGC Overhang Sidefins Exterior Shades 0.30 Status Right (S) 182.0 0.300 0.26 none none Bug Screen New Front (W) 65.0 0.300 0.26 none none Bug Screen New Left (N) 196.5 0.300 0.26 none none Bug Screen New Rear (E) 83.0 0.300 0.26 none none Bug Screen New Skylight 7.0 0.390 0.37 none none None New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 2 Central Furnace 94% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC System Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Instantaneous Gas 0 0.88 Standard New Ener Pro 6. by Ener Soft User Number: 5207 ID: 15-126 Pae 11 of 15 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandator), measures listed, regardless of the conrvliance annroach used. Excentions may analy. Review the respective code section for more informatim? Building Envelope Measures: § 110.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 1 10.6(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 §1 10.8(i) when the installation of a cool roof is specified on the CFIR. § 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-fi-ame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § I50.0(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-fi•ame floor or 0.037 maximum Li -factor. 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 § 150.0(g)1: walls, vented attics and unvented attics with air -permeable insulation. 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 Il § 150.0(g)2: 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 § I50.0(g)3: the crawl space to reduce moisture entry and protect insulation fi•om 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 § 1 10.8 150.0 § (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)1 A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. § I50.0(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. §I50.0(e)IC: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § I50.0(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. §1 10.3(c)5: Nater 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: ances 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)1: 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(1): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). § 150.00)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. § 150.06)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 pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § I50.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. § 150.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary § 150.00)2C: Pipe for cooling system lines shall be insulated as specified in § 150.00)2A. Piping insulation for steam and hydropic 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 I1 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)1: 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. § I50.0(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 SolarRating 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)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B 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. § I50.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § I50.0(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)1 1: 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(rn)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 § I50.0(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:5 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, § I50.0(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 window operation nor continuous operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. § 150.0(0)1 A: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. 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)I : 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. § 1 10.4(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- grammed 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) I A: 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-B, as applicable. §I50.0(k)IB: 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)I C: § 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) I E: 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 § 150.0(k). § I50.0(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. § I50.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § I50.0(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 § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) 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 (EMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it § I50.0(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. § I50.0(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 § 1 10.9, and complies with all other applicable requirements in § 150.0(k)2. § I50.0(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. § I50.0(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 (lie 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 requirements in ' 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § 150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary 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 turn 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. § I50.0(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. § I50.0(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. §I50.0(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)l 1: 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 § I 50.0(k) I 2A: 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)1213: 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 § 1 10.10(a)1: 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 § 110.10(6) through § 1 10.10 e . § 110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of § 1 10.10(b) through § 1 10.10(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 §1 10.10(b)1: 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 roject and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 1 10.10(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 pail of the building that projects above a solar zone shall be located at least twice § 1 10.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone measured in the vertical plane. § 1 10.10(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 § 1 10.10(c): from the solar zone to the point of interconnection with the electrical set -vice (for single family residences the point of interconnection will be the main set -vice panel); a pathway for routing of plumbing from the solar zone to the water -heating system. § 1 10.10(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. § 1 10.10(e)1: 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". KEY & ASSOCIATES CIVIL ENGINEERS - 1646 POOLE BOULEVARD • YUBA CITY, CA 95993 (530) 674-1565 • FAX (530) 674-3528 025.120.!1 i6 .\ITll, I-,.2.01' LA) i LJ D I'l D U LL ?v : Z N. . w. buy 15 Psi z-1 v t ) ( 1�'_ ^k w KZf ly F7 PROJECT I S/�'kl/LLIFS- BY DATE CHECK °'� ` DATE 37-7 SHEET_ OF �-C I PE MIT # Z25 L-3-1 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR COPE COMPLIANC DATE C=> S BY L r UA Iu4!5— COPY peA-?- -_ 1'7,7)e 1129 k� (m ., e 137 F7 PROJECT I S/�'kl/LLIFS- BY DATE CHECK °'� ` DATE 37-7 SHEET_ OF �-C I PE MIT # Z25 L-3-1 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR COPE COMPLIANC DATE C=> S BY L r UA Iu4!5— COPY peA-?- M Basic Wind Speed (mph) Roof Angle (degrees) " J Zones Horizontal Pressures Vertical Pressures Overhangs A B C D E F G H. EOH I. GOH 0 to 5° 1 19.2 -10.0 12.7 -5.9 -23.1 -13.1 716.0 -10.1 -32.3 -25.3 C�:12 10° 15° 1 1 .. 21.6 24.1 -9.0 -8.0 14.4 16.0 -5.2 -4.6 -23.1 -23.1 -14.1 -15.1 -16.0 -16.0 -10.8 -11.5 -32.3 -32.3 -25.3 -25.3 1 10 \� ; .20° 1 . 26.6 -7.0 17.7 -3.9 -23.1 -16.0 -16.0 -12.2 -32.3 -25.3 25° 1 24.1 3.9 17.4 4,0 -10.7 -14.6 -7.7 -11.7 -19.9 -4.1 -7.9 -1.1 -5.1 17.0 - 30 to 45 1 21.6 14.8 17.2 11.8 1.7 -13.1 0.6 -11.3 -7.6 2 21.6 14.8 1T.2 11.8 . 8.3 -6.5 7.2 4.6 -7.6 -8.7 -8.7 0 to 5° 1 21.0 -10.9 13.9 -6.5 -25.2 - -14.3 -17.5 -11.1 -35.3 -27.6 10° 1 23.7 -9.8 15.7 -5.7 45.2 -15.4 -17.5 -11.8 45.3 -27.6 115. 15° 1 26.3 -8.7 17.5 -5.0 -25.2 -16.5 -17.5 -12.6 -35.3 -27.6 20° 1 29.0 -7.7 19.4 4.2 .'-25.2 -17.5 -17.5 -13.3. -35.3 -27.6 25° 1 2 26.3 42 19.1 4.3 -11.7 4.4 -15.9 -8.7 85 -1.2 -12.8 5.5 -21.8 -18.5 - 30 to 45 1 23.6 16.1 18.8 12.9 0.8 -14.3 .0.6 -12.3 , -8.3 2 23.6 .16.1 18.8 12.9 9.1 -7.1 7.9 5.0 8.3 -9.5 9.5 0 to 5- 1 22.8 -11.9 15.1 -7.0 -27.4 15.6 -19.1 -12.1 -38.4 -30.1 120 10° 1 . 25.8 -10.7 17.1 -6.2 -27.4 =16.8 -19.1 -12.9 -38.4 -30.1 15° 1 28.7 -9.5 19.1 -5.4 -27.4 -17.9 -19.1 -13.7 -38A -30.1 20° 1 31.6 •-8.3 21.1 -4.6 -27.4 -19.1 -19.1 -14.5 -38A -30.1 25° 1 28.6 4.6 20.7 4.7 -12.7 -17.3 -92 -13.9 -23.7 2 4.8 -9.4 -1.3 -6.0 -202 - 30 to 45 1 25.7 17.6 20.4 14.0 2.0 -15.6 0.7 -13.4 -9.0 2 25.7 17.6 .20.4 14.0 9.9 -7.7 8.6 -5.5 -9.0 -10.3 -10.3' 0 to 5° 1 26.8 -13.9 17.8 -8.2 -32.2 -18.3 -22.4 -14.2 -45.1 -35.3 10° 1 1 30.2 -125 20.1 -7.3 -32.2 -19.7 -22.4 -15.1 -45.1 -35.3. 15° 1 33.7 -11.2 22.4 6.4 32.2 -21.0 -22'4 16.1 45.1 35.3 130 20' 1 37.1 -9.8 24.7 -5.4 732.2 -22.4 -22.4 -17.0 -45.1 -35.3 25° 1 33.6 5A 24.3 55 -14.9 -20.4 -10.8 -16.4 -27.8 2 �-5.7 -11.1 -1.5 -7.1 -23.7 - 30 to 45 1 30.1 20.6 24.0 16.5 2.3 -18.3 0.8 -15.7 -10.6 2. ..'30.1, 20.6 24.0 16.5 11.6 -9.0 10.0 • -6.4 -10.6 -12.1 -12.1 0 to 5 1 31.1 -16.1 20.6 -9.6 -37.3 -21.2 -26.0 -16.4 -52.3 -40.9 10° 1 35.1 -14.5 23.3 -8.5 -37.3 -22.8 -26.0 17.5 -52.3 -40.9 140 15° 1 39.0 =12.9 26.0 -7.4 -37.3 -24.4 -26.0 -18.6 -52.3 40.9 20° 1 43.0 -11,.4 28.7 -6.3 -37.3 -26.0 -26.0 -19.7 -52.3 -40.9 25° 1 39.0 6.3 28.2 6.4 -17.3 -23.6 -12.5 -19.0 -32.3 2 - -6.6 -12.8 -1.8 -82 -27.5 - 30 to 45 1 35.0 23.9 27.8 . 19.1 2.7 -21.2 0.9. -18.2 -12.3 2 35.'0 ' '23.9 27.8 19.1 13.4' -10.5 11.7 -7.5 -12.3 -14.0 -14.0 0 to 5° 1 35.7 -18.5 23.7 -11.0 -42.9 -24.4 -29.8 -18.9 -60.0 137.0 10° 1 40.2 -16.7 26.8 -9.7 -42.9 -26.2 -29.8 -20.160.0 47.0 15° 1 44.8 . ' -14.9 29.8 -8.5 -42.9 -28.0 -29.8 -21A -60.0- 47.0 150 20° 1 49.4 -13.0 32.9 -7.2 -42.9 -29.8 -29.8 -22.6 -60.0 -47.0' 25° 1 44.8 72 32.4 7.4 -19.9 -27.1 -14.4 -21.8 -37.0 2 - -7.5 -14.7 -2.1 -9.4 -31.6 - 30 td 45 1 40.1' 27.4 31.9 22.0 3.1 1 -24.4 1.0 -20.9 -14.1. 2 40.1 27.4 31.9 22.0 15.4 -12.0 13.4 8.6 -14.1 16.1 -16.1 Main Wind Force Resisting System — Method 2 Figure 28.6-1 1 Design Wind Pressures Enclosed Buildings h560ft. WAS & Roofs I. Pressures shown are applied to the horizontal and vertical projections, for exposure B, at h=30 ft (9.1m). Adjust to other exposures and heights with adjustment factor X L The load pattens shown shall be applied to each comer of the building in turn as the reference corner. (See Figure 28.41) 3. For Case B use B = V. 4. Load cases I and 2 must be checked for 25° < B 5 45'. Load case 2 at 25° is provided only for interpolation between 25° and 30°. 5. ' Plus and minus signs signify pressures acting toward and away from the projected surfaces, respectively. 6. For roof slopes other than those shown, linear interpolation is permitted. 7. The total horizontal load shall not be less than that determined by assuming ps = 0 in zones B & D. S. Where zone E or G falls on a roof overhang on the windward side of the building, use EON and GoH for the pressure on the horizontal . projection of the overhang. Overhangs on the leeward and side edges shall have the basic zone pressure applied. 9. Notation: a: 10 percent of least horizontal dimension -or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft (0.9 m). R: Mean roof height, in feet (meters), except that cave height shall be used for roof angles <I V. a Angle of plane of roof from horizontal, in degrees. 10. For Load Case A, the roof pressure coefficient (GCdwhen negative in Zone 2 and 2E, shall be applied in Zone 22E for a distance from the edge of roof equal to 0.5 times the horizontal dimension of the building measured perpendicular to the ridge line or 2.5 times the eave height at the windward wall, whichever is less; the remainder of Zone 22E extending to the ridge line shall use the pressure coefficient (GC,) for Zone 3/3E. 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Z n� ,� �- E�' LbAP 4-zw 4a� !07 !tel z lay 65)'L.�,z �!� ��z � a2 .741 KEY & ASSOCIATES CIVIL ENGINEERS 1646 POOLE BOULEVARD • YUBA CITY, CA 95993 (530) 674-1565 • FAX (530) 674-3528 BY va, DATE Z �' CHECK DATE SHEET IT OF d 4g- s# ®Q `' v0 O .�. cr e ca ° o O 9 , O A ry _ KEY & ASSOCIATES CIVIL ENGINEERS 1646 POOLE BOULEVARD • YUBA CITY, CA 95993 (530) 674-1565 • FAX (530) 674-3528 t1 U J t u I i A4 L6C � f rit-l[./S I I���DATE *<1 CHECK DATE 35-9Z.-SHEET�� OF PROJECT' C_jo �l .�l��o�� KEY & ASSOCIATES CIVIL ENGINEERS BY DATE �4 1646 POOLE BOULEVARD • YUBA CITY, CA 95993 (530) 674-1565 FAX (530) 674-3528 JOB NO. SHEET OF -------------------------- 3 n 3Wi 12 cif-oIV !fit %.j LZ 4 . E S" N � l - N p U F� e 3600 Tru9s Qiogrom 3000 A) 5t-res5ibt gon for-ko nt i �o 8) f 5tres.s zygon for Joint 2 %V1 Stress Polygon for Joinf 3 I of 1 fitness D ir�gram`e for ErobMTruss. r—ojE Poor rKdrs . 5TXSSS DIFG��jc.�i 12/4/2016 9:30 AM KEY & ASSOCIATES PROJECT CIVIL ENGINEERS BY 1646 POOLE BOULEVARD • YUBA CITY, CA 95993 (530) 674-1565 • FAX (530) 674-3528 CHECK DATE DATE SHEET OF i � r F ! 1 t F f 'v 9 i PROJECT KEY & ASSOCIATES o CIVIL ENGINEERS BY DATE 1646 POOLE BOULEVARD • YUBA CITY, CA 95993 (530) 674-1565 FAX (530) 674-3528 JOB NO. SHEET OF � s � • O G s o Its v� tm a N A _ v1 .ems PROJECT KEY & ASSOCIATES CIVIL ENGINEERS BY 1646 POOLE BOULEVARD • YUBA CITY, CA 95993 (530) 674-1565 • FAX (530) 674-3528 CHECK DATE DATE SHEET 10 OF KEY & ASSOCIATES CIVIL ENGINEERS BYDATE 1646 POOLE BOULEVARD • YUBA CITY, CA 95993 (530) 674-1565 • FAX (530) 674-3528 JOB NO. • SHEET OF LIP 1,21 �'sII 34paax��x�9k2 FT6 a . Y. Y i KEY & ASSOCIATES CIVIL ENGINEERS 1646 POOLE BOULEVARD • YUBA CITY, CA 95993 (530) 674-1565 • FAX (530) 674-3528 PROJECT BY DATE CHECK DATE SHEET OF Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Facsimile www.buttecounty.net/dds • www.buttegeneralplan.net ADMINISTRATION * BUILDING *PLANNING MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Practices) listed below must be in place during Co/!S�✓c.c t0r� , The BMP's listed are minimum requirements ana aaattional 8me's could be required based on site conditions. • Stabilized entry: Provide minimum 3" to 6' fractured rock 50' long x 15' wide by 6" deep over construction grade fabric. • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the strebt. • Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. Internal filters placed inside each drain inlet. • Trash bars across the back of all drain inlets. • Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) • Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. ' • After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. M1 i;_t0 ttt '� C:\Users\rmauldin\Desktop\Erosion & Sediment Control Measures.doc EXHIBIT A DRAWING C:\Users\rmauldin\Desktop\Erosion & Sediment Control Measures.doc i S p h � N r y P 3 P n m Q s O h i A P 3 i o h h 5 '3i- f0 ' - O .+ � �o o�aooaao:oe`o'"- c � � o • 000 3 p �0 a000 000 000000 ., o i 3 3 . a am kn N 'Oh N On 'S < `p 0 N p '00, Qtn P R �'�' S p ' 3 A 3 P t^ O 3 c rp P :;z �0 h to n ix A P N 7 O S ^s a 3 n 0 P 3 rip 0 O O S j O II m h P (� m �+ 3. �F Uroi fu I 0 C:\Users\rmauldin\Desktop\Erosion & Sediment Control Measures.doc - • 990' ` ' r OWNER: • ,."SEAN AND JONNA 'PHILLIPS 1810 NEVADA ST GRIDLEY, CA f 530-797=2005 ' - w ;SITE ADDRESS: 1281. DRAKE ROAD. Y :. -+ k• Ln BIGGS .,CA co 4 "` .. PARCEL NO.: 25-120-016 • k :. , oI o •', z •,�• -DRAWN BY: CATHY JAICKS 167-3 701'-5 .' 934 HILLCREST AVE ' YUBA CITY, CA 95991 _ 530-682=0366 _ ' ;• ' _ NOTE: SEE ATTACHED MINIMUM EROSION AND SEDIMENT -"+-t;y" cc Lr • CONTROLS HANDOUT FOR, ,ADDITIONAL .SITE REQUIREMENTS ' !yY+.•' 14. y•. y^`^"rYyv,-y.'! .4^..i;AY.yl..:. a.,-..- .._ ._'.+.-•'T'•.r`. r "�'rYr'`:-t".r.--rL r+•. wA - w .—"<.. - --'OVERALL SITE, PLAN ` ` '• 990' '' 1:=400' • - k , � ; ►_ `. - •• y� , *,• •, . , _ - .' . ' - I''d -•i .' . ' 'ate,. .`�r ^�b • -•' _ {` � ';'i� w o 00 -Ln Lo 00 00 I k PAVED DRIVEWAY. 3.5'te IIx 10' long= + ' 500 CALLON PRO ANE TANK PROPOSED. • RESIDENCE WITH , , t ATTACHED .. ' 1—. 71 4 GARAGE . - , a 167'--3!` 14 701 5f, '-,, • I i rr , ` , i4 r ..f y T• O r co =' • d - ' . 4\cAp'B8 1, .y :o r £ -•-•• „ �,. s E,_ y • ! ? .. . .v r _ , _—SEPTIC TAN K_ .. , . GRA DRIVEWA 40 1 WW' IM O'J WAS .. ELffT PAL NOTE: GROUNDING MUST COMPLY ITH-. CfARTIE 2032. PVIDE SEPA RATE` GROUNDING WIRE TO EACH F- r _ • . P ELF MM NEL T ,. .4 T >. _ry' ,.j •.- ,. IS/ICNEI i LEAHFIELD: (E) 12' WIDE GRAVEL'DRIVEWAY y 'µ{ng , +`. ' I �. <<, • ;; r � a _ - - r,,•� - , _ TREE, TYPICAL -Ln • v ; ' _ � ^ •-.� • � . a' ' r1 ?' y, � � I 1, r .. - .tr e to ; �+e •-i. WEI •900'. J DRAKE ROAD ` R ` ' . • PARTIAL SITE PLAN • i +? ' =60' 7=60'- i L 4011 Sierra College Blvd., Loomis; CA 95650 ...Phone (916) 652-4655 Fax (916) 652-3860 y ° '5033 Feather River Blvd., Olivehurst; CA 95961 ;µ ` Phone (530)'743-8855 'Fax '(530) 74.3-8856 4. "Serving The Best Builder' _ WWW.GOHOM EWOOD.com russ- Ca1c u mtt" H,�. � - - , -..' �_ -. • �..-, •'� r� , 41" 1 Client: � K t Y � .: 4� ; • • '?' :7 p h lidp,Reskence... Protect: y �. .! � ,p $. 111\1.1.. I-+ L�.lf/ �'�+ � a ... -� • .. •* _ 281 Drake' Rd: 'PERMIT# . BUTTE COUNTY DEVELOPMENT SERVIVICES TE !." EVIE1/v ED FOR s a CODE COMPLiANC - Bias; CA DATE I S I I� ... BY . g Truss Designer: , Trackina / Work Order # Bryan Wagner 00= IJrVa nwi@ hof newoodtruss.co m Phone: (530) 743-8855 ac ory trial version www.q ac orv.com HANGER LEGEND a= MUS26 b= Hus26 C= HGUS26 d= HHUs26-2 e= HGUS26-2 h= HTU26 L= LSU26 r=THASR/29 S='SUR24 t= TJC37 U= SUR26 PERMIT # &. - 2 S G7 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE SBY— y PH (530) 743-8855 PHTLL-TP RESIDENCE SALES REP: BW Wo#: 0011116 Fax (530) 743-8856 DUE DATE: 11/10/16 SCALE: 1"=9' O" PHTLLTPS, DSGNR/CHKR: AW / BW Date: 11/21/2016 8:36 TC Live 20.00 - psf Dur Fac-Lbr 1.25 HOME WOOD TRQ S S co _ 2 8 1 DRAKE RD B=GGS � CA Tc Dean 14.00r psf Dur Fac-P1t. 1 .'25 BC Live 0.00 psf O.C. Spacing: 2 5033 FEATHER R2VER BLVD BC Dead 8.00 psf Design Spec: CRC -2013 0L2VEHURS7, CA 95901 Total 42.00 psf #Tr/#Cfg: 146 / 97 r Ahk' ' ,. ALPINE • arim,m,Rwv Engineenng-eJob 4/12/2017' This eJob is prepared exclusively for: . Homewood Truss (5824) ' PO Box 5010 Marysville, CA 95901-8501 Work Order: 0011116 „ Job Customer: PHILLIPS Job Name: PHILLIP RESIDENCE " e Job Address: 281 DRAKE RD, BIGGS, CA ` Alpine ID: T563163.J592016 I hereby verify that this document was prepared by me or under my direct supervision and that ` I am a duly Licensed Professional. Engineer. I am responsible for the design of each component detail only -- not for the proper manufacture of the components. This document is no longer valid if any modifications are made to it. . Alpine, a division of ITW Building Components Group Inc. '2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 I 4 . ��` Y ALPINE Engineering eJob ' 4/12/2017 Table of Contents t Page No. -Truss Label Page No. Truss Label Page No: IF Truss Label ' 1 A01 2 A02 3 AOG 4 B01 5 B01 H 6 B02 7 B03 8 IFBOG 9 C01 10 CO2 F 11 CO2A 12 CO3 13 C04 14 COG 1 15 W-1 16 D01 17 DOG 18 E01 19 E02 .20 E03 21 22 E05 23 E06 J 24 E07 25 E08 26 E09 27 E10 28 E11 29 E12 30 E1.3 31 E14 32 E15 33' E16 34 E17 35 F01 1 36 FO2 37 J00 38 J02 1 39 JO4 40 J05 -8S 41 J06 42 J07 -8S 43 J08 44 J09 -8S 45 J10 46 J11-8 47 J11 -8S 48 J12 49 J13- 50 J13 -8S 1 51 J14 52 J15- 53 J16 54 J17-8 55' J18 56 J19-8 57 J20 58, J21-8 59 J23-8. 60 M06Z 61 M23A 62 M23B 63 M23C Page 1 Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy.. Grand Prairie, TX 75050 800-521-9790 u ALPINE ` - ILVtI\V�ANM Table of Contents Page No Truss Label 64 M23D 67 M23G 70 SP3 73 SP6 76 W03 79 W06 82 YO1 85 Y04 88 Y07 91 Y10 94 Y13 97 Y16 100 ZOG Engineering eJob 4/12/2017 Page No. Truss Label 65 M23E 68 SP1 71 SP4 74 W01 77 W04 80 W07 83 Y02 86 Y05 89 Y08 92 Y11 95 Y14 98 Z01 Page No. Truss Label 66 M23F 69 SP2 72 SP5 75 W02 78 W05 81 X01 84 Y03 87 Y06 90 Y09 93 Y12 96 Y15 99 Z02 Page 2 Alpine, a division of ITW Building Components Group Inc 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 _ ALPINE Engineering eJob 4/12/2017 Truss Engineer Design Responsibilities ; The engineer's signature on this design certifies that the individual component depicted, if built with the materials and to the placements and tolerances specified, will bear the loads shown on the drawing. Users of the component are responsible for determining that any as -built component conforms to the design. The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The building designer is responsible for ascertaining that the loads shown on the.designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineer's seal on the attached, component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the building designer in accordance with ANSI/TPI 1 Chapter 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component, the transfer of lateral loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection to the shear walls, the design of temporary or permanent building bracing required in the roof and/or.floor systems, transfer of vertical loads down to the foundation, the design of the foundation or'analysis in connection with the roof and/or floor diaphragms of the building. This is a high quality facsimile of the original engineering document. A wet or embossed seal copy of this engineering document is available upon request. . Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy Grand Prairie, TX 75050 800-521-9790 F r ALPINE - ANffWMhftir Engineering eJob 4/12/2017 Required Details* Other Available Details* http://www.itwbcg.com/trussconnections.php *Sealed versions of these details are available upon, request. Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 •% '41 Job Name: PHILLIP RESIDENCE Truss ID: A01 Qty: 1 BRG %-LOC REACT SIZE REQ'D TC 2x4 DFL Y1 & Btr. Designed per ANSI/TPI 1-2014 _ UPLIFT REACTION(S) 1 2- 2-12 999 5.50" 1.50" 2- ec 2x4 DFL Y1 & etr. Fabrication Tolerance = 20.0% Support CSC Wind Non -Wind 2 21- 4 999 S.50" 1.50" bIEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the 1 -94 lb MAX DEFLECTION (Span) Kcr (creel; factor) = 3.00 • Refer to ]oint QC Detail Sheets for lesser of the truss chord lumber value or • 625 for all bearings. 2 -94 lb This truss is designed using the L/999 MEM 10-11 (LIVE) LC 47 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on ASCE7-10 Wind Specification L= -0.06" CC= -0.16" CL= -0.22" loaded for 10 PSF non -concurrent BCLL. testingg and approval as required by IBC 1703 in ESR Bldg Enclosed = Yes, Truss Location Not End Zone MAX DEFLECTION (cant) : ( PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless and AN and are reported -1118. = Exp Category = C L/999 MEM 8-9 (LIVE) LC 50 ' noted otherw se. Bldg Length = 40.00 ft, Bldg Width - 30.00 ft L= 0.02" CC= 0.00" CL= 0.02"" Mean roof height = 11.12 ft, mph = 110 CRITICAL MEMBER FORCES: - - - - - - -0ccupancy Category II, Dead Load = 13.2 psf TC COMP.IDUR. / TENS. DUR. CSI' Designedas Main Wind ForceResisting System 12 -2461.60 / 141 1.25 0.23 - - Low-r,se and Components and Cladding 2-3 -13551.25 / 58 1.60 0.22 _ - Tributary Area = 47 sgft 3-4 -13391.2S / 102 1.60 0,164-5 -13301.25 / 100 1.60 0.15-6 -13591.25 59 1.60 0.226-7 -2491.60 / 139 1.25 0.23 - • - BC .COMP.(DUR.)/ TENS. DUR. CSI - - 8-9 -101(1.253/ 248 1.60 0.11 9-10 -35(1.25 / 347 1.60 0.18 10-11 / 923 1.25 0.28 11-12 33 1.25)/ 349 1.60 0.18 ` - - 12-13 -99(1.25)/ 250 1.60 0.12 , WS COMP. DUR. / TENS. WR. CSI 2-9 -913 1.25 / 89 1.60 0.10 2-10 -44 1.60 / 1078 1.25 0.44 ' 80 1.60 0.05 3-10 -336 1.251�// 4-10 -22 1.60 429 1.25 0.17 4-11 -19 1.60 423 1.25 0.175-11 -333 1.25/ 79 1.600.05 6-11-46 1.60/ 1080 1.25 0.446-12 -911 1.25/ 90 1.60 0.10 • 1 11-9-0 i' 11-9-0 1 + x 1 2 3 4- 5 6 7 t - w 4.00 r i , -4.00 +6X6 T1.5X3 1.5X3 4-2-13 4-2-13 1 4X4 4X4 - SHIP - 3X6 3X6 = 0-3-13., 2X4 6X8 4X8 2X4 0-3-13 V Y.:lUO ` R:999 U:-94 • _ 8 9 1 vv.JVV R:999 U:-94 _ 23-6-0 10 11 12 13 + - - - All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! (C4) "*IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless (7 Jr noted otherwise, top chord shag have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown I��O r� rt for perma shown lateral restraint of webs shah have bracing installed per SCSI sections 83. B7 or 810, as applicable. Apply plates to each face of Vuss and �\ I I\v'J position as shown above and an the Joint Details report, unless noted athenvse. UvV Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the vuw in AN /1W COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great sw Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSVTPI 1 Sec.2 TRUSPLUS 6.0 VER: T6. 5.21For more information see this job's general notes page and these web sites: ALPINE: www. aipineitw.com: TPI: www.thinstorp: WTCA wwwsbcindusiry ora' ICC: www.iccsafeorp No. C 72160 * �CNIL. �P �tF� CALUA 4/12/2017 Cust: PHILLIPS W0: Drive -C_0011116 -L000 ID: Drive_C_0011116_L00005_]00001 Dsgnr: AW #LC = 59 WT/PLY: 138# TC Live 20.00 psf Live Dur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/2401 Job Name: PHILLIP RESIDENCE Truss ID: A02 "Q : " 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Str. ••[PM)=PLATE MONITOR USED -See Joint Report-- UPLIFT REACTIONS) 1 2- 2-12 4834 5.50" 2.58" BC 2x6 OF #2 Designed per ANSI/TPI 1-2014 Support C8C Wind Non -Wind 2 21- 3- 4 5359 5.50" 2.86" WEB 2x4 DFL. STANDARD Fabrication Tolerance - 20.0% 1 -183 lb MAX DEFLECTION (span) : p 2x4 DFL #1 & Btr. 1-9, 13-7 KC'(creep factor) - 3:00 Bearings designed for an Fc Per value of the lesser of the truss chord lumber value or 2 -203 lb HORIZONTAL REACTION(S) L/999 MEM 11-12 (LIVE) LC 2 Refer to 3oint QC Detail Sheets for 625 for all bearin s. 9 support su rt 1 3000 lb• L=. -0.09" CC= -0.20" CL= -0.29" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on support 2 -3000 lb EX WB DEF CRITERIA:L/120 Loaded for 10 PSF non -concurrent BCLL. + 'I+ + + + + + + + + + + + + + + + + + testingg and approval as required by IBC 1703 and ANSI/Tbr and are reported in ESR -1118. This truss is designed using the ASCE7-10 Wind Specification IN MEM 7; T= 0.00" Nail pattern shown is for PLF loads and Permanent bracing is required to Bldg Enclosed = Yes, MEM CRITICAL MEMBER FORCES: - 7C COMP. DUR. / 7EN5.(OUR.) CSI ppoint loads converted to PLF loads only. .. Concentrated loads shall be distributed to prevent rotation/toppling. See • SCSI and ANSI/TGR 1. Truss Location = Not End Zone Exp Category.= C 1-2 -6763 1.25 / 0.19 each ply equally. Multi -ply with hangers are PLATING BASED ON GREEN LUMBER VALUES. Bldg Length = 40.00 ft, Bldg Width = 30.00 ft 2-3 -7285 1.25 / 0.21 based on hanger nails using 3.0" nails min. + + + + + + + + + + + + + + + + + + + + + Mean roof height = 12.12 ft, mph = 110 3-4 -6135 1.25 / 0.14 into the carrying member. -Designed for 3.0 K lbs drag load applied Occupancy Category II, Dead Load = 13.2 psf 4-S -6135 1.25 / 0.14 If shown, use additional fasteners for point horizontally in either direction to the top • Designed, as Main Wind Force Resisting System 5-6 -7885 1.25 / 0.25 6-7 -7672 1.25 / 0.24 loads from the back plys distributed symm. hanger flange. chord panel points, with dead + 0 % live loads load duration - Low-rise and Components and Cladding Tributary Area 243 in the chords, within 121' of IF 2.5" GUN HAILS ARE USED ANY NAIL CLUSTER using = 1.60. Horizontal reaction - 3.0 K lbs at each = sgft Vertical members exposed to wind: 8- 1, 14- 7 BC COMP.ffftoj/ TENS, OUR. CSI 8-9 -3000(1.60)/ 3000 1.60 0.24 AMOUNTS SHOWN shall BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY(TOTAL NAILS bearing individually. Connection by others. + + + + + + + + + + ----------LOAD CASE #1 DESIGN LOADS ---------------- OrL.Plf L.Loc R.Plf R.Loc LL/Tl. 9-10 / 6419 1.25 0.60 6802 0.69 DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS. 2-PLY!+Nail w/10d CO!M ON, sta ered(pper NDS) --PER TC Vert 68.00 2- 0- 0 68.00 21- 6- 0 0.59 10-11 / 1.25 ll - 12 / 7319 1.25 0.73 7262 O.6S 10d - 10q NAILS, SDS = Simpson SDS screws or equivalent substitute. in: TC- 3 BC- 2 WEBS- 2 FOOT! Cluster screws, if shown, are 3" long. BC Vert 16.00 2- 0- 0 16.00 21- 6- 0 0.00 .Type... lbs X.Loc LL/TL Fastener 12-13 / 1.25 13-14 -3000(1.60)/ 3000 1.60 0.32 (•) = Special Connection Req. (by others) NAIL shown is based on: Not designed for attic storage unless noted otherwise. BC Vert 843.0 2- 6-12 0.48 BC Vert 836.0 4- 6-12 0.48 yattern Iod BOX = 0.128" dia. x 3.0" long nail BC Vert 670.0 6- 6-12 0.48 WB COMP. TENS.(DUR.) CSI lOd COMMON = 0.148" dia. x 3.0" long nail BC Vert 670.0 8- 6-12 0.48 fflt.)/ 1-8 -3784(1.25)/ 0.21 16d BOX = 0.13S" dia. x 3.5" long nail BC VerC 661.0 10- 6-12 0.48 1-9 / 6561(1.25) 0.42 2-9 -629((1.25 / 0.04 16d COMMON - 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + BC Vert 854.0 12- 6-12 0.48 BC Vert 8S4.0 14- 6-12 0.48 2-10 -121<1.60 / 551(1.25) 0.11 8X8 BC Vert 885.0 16- 6-12 0.48 3-10 / 876(1.25) 0.18 2x4BI I TqN BC Vert 957.0 18- 6-12 0.48 3-11 -1242(1.25)/ 0.14 4-11 / 3S58(1.25) 0.72 - - BC Vert 1325.0 20- 6-12 0.48 5-11 -1877(1.25)/ 0.22 5-12 / 1432(1.25) 0.29 �y(�11T Ws08 4 883 " 6-12 -289(1.60)/ S3,f 1.60 0.08 1 6-13 -349 1.25 / 28 1.60 0.02 1 " 7-13 / 7446 1.25 0.47 9"9-0 9-9-0 7-14 -4283(1.25)/ 0.24 2-PLYS 1 2 3 4 5 6 7 REQUIRED 4.00 -4.0 268 - Homewood Truss "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (C/a) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 6X6 require extreme care in fabricating, handling, shipping. installing and bracing. Refer to and follow the latest edition of BCSI (Building Component JD: D ri ve_C_0011116_L00005_100001 r Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless , 4-2-13 noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown for permanent lateral ve and n webs shall have bracing installed per BCSI sections B3. B7 or 810, as applicable. Apply plates to each face of truss and posidonasshown abweantlonthe Joint DetaiSrepon,unless noted aUierwse. 2.5X4 2.5X4 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY 4X4 2.5X4 4-2-13 2820 N. Great SW Pkwy. Grand Praire, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spac i ng 2- 0- 0 Designer per ANSUTPI I Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information wethsjob's general rotes page and these web shes: Bldg Code: CRC -2013 9 DEFL RATA): L/240 TC: L/24 >5X8 SHIP 5X8 T T 0-1113 0-1113 zxa 3X12 2.5X4 8X8 3X4 6X12 2x4BI I TqN B2 �y(�11T Ws08 4 883 1 1 1 1 w:508 359 Q U:1 843# 836# 670# 670# 661# 854# 854# 885# 957# 203 1325# U:5 / No. C 72160 2-0-0 1 19-6-0 1 2-0-0 STUB 8 9 10 11 12 13 14 STUB CNIL xP of GA .1F� All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are posltloned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (C/a) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_1-000 require extreme care in fabricating, handling, shipping. installing and bracing. Refer to and follow the latest edition of BCSI (Building Component JD: D ri ve_C_0011116_L00005_100001 r Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 47 WT/PLY: 150# v VTrusses ry O lu�\vll ��� r� n noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown for permanent lateral ve and n webs shall have bracing installed per BCSI sections B3. B7 or 810, as applicable. Apply plates to each face of truss and posidonasshown abweantlonthe Joint DetaiSrepon,unless noted aUierwse. TC Live 20.00 psf TC Sr10W�Pf� 0.00 psf Ll owDu r L=1. 2 5 P=1. 2 5 SrIOWDur L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY conformance with ANSVTPI 1, on for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Praire, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spac i ng 2- 0- 0 Designer per ANSUTPI I Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information wethsjob's general rotes page and these web shes: Bldg Code: CRC -2013 9 DEFL RATA): L/240 TC: L/24 ALPINE:www.alpineitw.com: TPI: www.toinst.om WTCA www.sbcmdusiry orm: ICC: www.iccsafe.orb Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2X4 DFL,#1 & Btr. 1 2- 1-12 171 3.50" 1.50" BC 2x4 OF #1 #1 & Btr. 2 4- 0- 0 271 3.50" 1.50" WEB 2x4 DFL STANDARD 3 5- 4- 0 78 3.50" 1.50" Kcr (creep factor) = 3.00 Refer to Joint QC Detail Sheets for 4 6- 8- 0 157 3.50" 1.50" Cq factors and Rotational Tolerances. 5 8- 0- 0 163 3.50" 1.50" Loaded for 10 PSF non -concurrent BOLL. 6 9- 4- 0 120 3.50" 1.50" Mark all interior bearing locations. 7 10- 8- 0 308 3. 50" 1.50" Permanent bracing is required to 8 12- 6- 0 385 3.50 1.50 6C5Ient androt51 nn /toppling. See 9 14- 2- 0 140 3.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. 10 15- 6- 0 162 3.50" 1.50" HORIZONTAL REACTION(S) 11 16-10- 0 157 3.50" 1.50" support 1 -266 lb 12 18- 2- 0 78 3.50" 1.50" support 15 266 lb 13 19- 6- 0 271 3.50" 1.50" Not designed for attic storage unless noted otherwise. 14 21- 4- 4 0 3.50" 1.50" ' 15 21- 6- 0 171 3.50" 1.50" Mean roof height - 12.12 ft, mph - 110 MAX DEFLECTION (span) : ' L/999 MEM 1-2 (LIVE) LC 1 w Designed as Main Wind Force Resisting System L= -0.02" CC= -0.03" CL= -0.04" - Lav -rise and Components and Cladding Tributary Area - 63 sqft MAX DEFLECTION (cant) : L/999 MEM 18-0 (LIVE) LC 1 L= -0.02" CC= -0.03" CL= -0.04" ' CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. WR. CSI 1-2 52 I./ 336 1.25 0.19 ' 2-3 -22 1.60 / 276 1.25 0.19 - 3-4 -10 1.60 / 303 1.25 0.06 4-5 / 5-6 / 302 1.25 0.06 303 1.25 0.06 - 6-7 / 312 1.25 0.10 7-8 / 283 1.25 0.10 8-9 / 2S6 1.25 0.09 9-10 / 2441.25 0.12 10-11 - / 315 1.25 0.14 11-12 / 3111 11 1.25 0.10 12-13 / 13-14 / 302 1.25 0.05 302 1.25 0.06 Truss ID: AOG 303 1.25 0.06 22((1.60))/ 276 1.25 0.19 Qty: - 1 Designed per ANSI/TPI 1-2014 UPLIFT REACfION(S) : Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind ' Bearings designed for an FcPerp value of the 1 -72 lb lesser of the truss chord lumber value or 2 -18 lb 625 for all bearings. 3 -2 lb IRC/IBC truss plate values are based on 4-4 lb ' testing and approval as required by IBC 1703 5 -5 lb and AN and are reported in ESR -1118. Install interior support(s)before erection. 6 7 -5 lb -9 lb Building designer shall verify gable loads and eave loads, if applicable. 8 9 -12 lb -5 lb (+1 gable bracing re4 fired 0 48" intervals, face. - to -5 lb lb i exposed to wind load applied to , See Ii4lBCG's Gable Bracing Details. 11 12 -4 -2 lb This truss is designed using the 13 -18 lb ASCE7-10 Wind Specification 15 -66 lb Bldg Enclosed - Yes, Truss Location - Not End Zone _ 4 1.60 0.01 45 1.60 0.04 18 19 20 21 22 23 245 20 28 29 30 31 32 33 Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 30.00 ft -82 1.25 / 0.02 Mean roof height - 12.12 ft, mph - 110 29-30 30-31 / 0.01 / 0.01 Occupancy Category II, Dead Load = 13.2 psf w Designed as Main Wind Force Resisting System " - Lav -rise and Components and Cladding Tributary Area - 63 sqft 1.5X3 , The truss is designed to support top chord outlookers, 0-10-0 long and a cladding load not to exceed 10 PSF and 24" span opposite face. Do not notch the top chord. 14-15 15-16 303 1.25 0.06 22((1.60))/ 276 1.25 0.19 I 11_9_0 t 11_9_0 t 16-17 --9(1.60)/ 52 1.60 / 336 1.25 0.19 1 2 3 4 5 6 78 9 101 12 13 14 15 16 17 BC 18-19 COMP.(DUR.)/ TENS.(DUR.) CSI -266(1.25)/ 54(1.60) 0.12 - .. ... - 4,00 4X4 -4.00 20-21 % 0.01 1.SX3' - 21-22 / 0.01 1.5X3 1.5X3 22 3 23 224 % 0 03 1.5X3 1.5X3 1.5X3 25-26 % 04 0.04 11(1.60) 0.01 _ 1.5X3 12-28 1.5X3 1.5X3 27.28 % o:ai 13-29 1.5X3 0.02 14-30 1.5X3 28-29 0.01 15-31 16-32 1.5X3 4 1.60 0.01 45 1.60 0.04 18 19 20 21 22 23 245 20 28 29 30 31 32 33 1-2- -82 1.25 / 0.02 29-30 30-31 / 0.01 / 0.01 4-2-13 1.5X3 OVER SUPPORT AS SHOWN 1.5X3 , 31-32 32-33 / / 0.02 0.12 3X6 3X6 WB 2-19 COMP. OUR. / -all 1.25 / TENS. DUR. CSI 44 1.60 0.04 = 3-20 -43 1.25 / a 1.60 0.01 0-3-13 4-21 5-22 -138 1.25 / -140 1.z5 / 1 1.60 0.02 0.02 1.5X3 5X6 1.5X3 1.5X3 1.5X3 6-23 7-24 -116 1.25 / -130 1.25 / is(1.601 0.02 1(1.60) 0.03 1.5X3 1.5X3 1.5X3 1.5X3 21-6-0 e-25 -82 1.25 / 0.02 1.5X3 1.5X3 1.5X3 10-26 11-27 -1s1 1.25 / -25 l.zs / 0.04 11(1.60) 0.01 1.5X3 - 1.5X3 12-28 -119 1.25 / 16(1.60) 0.02 13-29 -141 1.25 / 0.02 14-30 -138 1.25 / 1 1.60 0.02 23-6-D 15-31 16-32 -43 1.21 / -all 1.25 / 4 1.60 0.01 45 1.60 0.04 18 19 20 21 22 23 245 20 28 29 30 31 32 33 8-25 -82 1.25 / 0.02 10-26 -151 1.25 / 0.04 OVER SUPPORT AS SHOWN - All connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 ya., "S• for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "*WARNING!"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! (C4) "*IMPORTANT" FURNISH THIS DRAWING TO ALLCONTRACTORS INCLUDING THE INSTALLERS. /\ Trusses require extreme care in fabricating. handling, shipping. installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord sha8 have prepedy attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown r� r1 for permanent lateral restraint of webs shall have bracing finless tl per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face oftruss and position as shown above and an the Joint Details report, unless noted otherwise. II�JI�]� ��1��\�/J�I I�IJ Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in AN RW COMPANY conformance with ANSVTPI 1, or for handling, shipping, installation 8 totaling of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSVTPI f Sec.2 TRUS PLUS 6.0 VER: T6 . S 21 I For more information we this job's general notes page and these web sites: . ALPINE: www .aloineitw.wmTPI: www tuinstOroWTCA: www stocindustry oro' ICC: www. iccsafe.ora 1 4-2-13 • SHIP- _ , 0-3-13 �oF 5" No. C 72160 * 1k � CNIL �P OF 4/12/2017 Cust: PHILLIPS W0: Drive -C_0011116 -L000 ID: Drive_C-0011116_L000OS-]00001 Dsgnr: AW #LC = 48 WT/PLY: 149# TC Live20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.00 / 1.00 / 1.00 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 IDEFL RATIO: L/240 TC: Job Name: PHILLIP RESIDENCE Truss ID: B01 Qty: - 1 BRG X -LOC REACT SIZE REQ •D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014. UPLIFT REACTION(S) 1 2- 2-12 743 5.50 1.50 BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Nan -Wind 2 19- 5- 4 922 5.50 1.50" WE 2x4 DFL STANDARD Rcr -factor) 3:00 Bearings designed for an FcPerp value of the lesser lumber 1 -44 lb - MAX DEFLECTION (Span) - (creep = Refer to loin[ OC Detail Sheets for of the truss chord value or - '625 for all bearings. 2 -94 lb This truss is designed using the ' L/999 MEM 1-2 (LIVE) LC.52 Cq factors and Rotational Tolerances. - IRC/IBC truss plate values are based on ASCE7-10 Wind Specification L= -0.08" CC= -0.13" CL= -0.21" Loaded for 10 PSF non concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. testing and approval as required by IBC 1703 I/TPI in ESR Bldg Enclosed -.Ye s, MAX DEFLECTION (cant) - Not designed for attic storage and AN and are reported -1118. Truss Location Not End Zone Exp Category CO L/999 MEM 10-11 (LIVE) LC 53 unless noted otherwise. x - = Bldg Length = 4.00 ft, Bldg Width = 30.00 ft L- 0.01" CC= 0.00" CL= 0.02" - - Mean roof height - 11.96 ft, mph = 110 EX.WB DEF CRITERIA:L/120 , , , i - - Occupancy Category II, Dead Load = 13.2 psf IN MEM 7- 1; T= 0.00" - Designed.as Main Wind Force Resisting System CRITICAL MEMBER FORCES: .. v - -Low-n se and Components and Cladding Tributary Area = 39 sgft TC COMP. DUR. / TENS. DUR. CSI 1-2 -1217 1.25 / 71 1.60 0.35 W:508 W:508(�j W W: Vertical members exposed to wind: 7- 1 2-3 -1200 1.25 / 110 1.60 0.23 - - 3-4 -1156 1.25 / 109 1.60 0.16 - 4-S -1187 1.25 / 71 1.60 0.22 2-0-0 1 19-8-0 ) S-6 -251 1.60 / 131 1.25 0.23 - - STUB 7 8 9 10 11 BC COMP. TENS. ((((DUR.3)) CSI No. C 72160 • � tit it • 8-9 -25 1.60 / 825 1.25 0.21 _ - ((((WR.))3/ 9-10 42 1.60 / 340 1.60 0.14 All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates _ 4/12/2017 AZ/Z OA7 4I 10-11 -92(1.25)/ 251(1.60) 0.14 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 1 r WB COMP.JOURO / TENS. DUR. CSI1-7 Cust: PHILLIPS • (CA -6921.25 /69 1.600.081-8 W0: Drive -C_0011116 -L000 ^ -321.60 / 1115 1.2S 0.452-8 I D : Dri ve_C_0011116_L00005_300001 -3781.25 / 101 1.600.063-8 Dsgn r : AW #LC = 53 WT/PLY : 120# v V ry -521.60 / 429 1.25 0.17 TC Live 20.00 psf L i ve Du r L=1.25 P=1.25 3-9 -341.60 368 1.250.15 N 4-9 -3201.25 / 81 1.600.055-9 far permanentlateral restraint o1 webs shall have bracing installed per SCSI sections B3. B7 or 810, as applicable. Apply plates to each of truss and position as shown above and on Ne Joint Delads,epod. unless noted otherwse. TC Snow(Pf) 0.00 psf -S61.6 / 923 1.250.385-10 U LI •.8331.25 / 96 1.60 0.09 - Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the buss N 8-10-0 10-10-0 t 1 2 3 4 5 6 _ 4.00 -4.0 T6X6 1.5X3 1.5X3 3-11-2 - 3-11-2 -+ 4X4 3X4 I SHIP 1 3X6 1 0-T13 , = 08 5X6 2X4 X4 T2 0-3-13 OFF�SI QAr� W:508 W:508(�j W W: -0-0 T. R:743 R:922 U:44 U:-94 2-0-0 1 19-8-0 ) STUB 7 8 9 10 11 No. C 72160 • � tit it • CM1.• �P QTFOFCAUf�� - All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates _ 4/12/2017 AZ/Z OA7 4I • are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 1 268 - Homewood Trus **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS • (CA **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Budding Component I D : Dri ve_C_0011116_L00005_300001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 53 WT/PLY : 120# v V ry noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown face TC Live 20.00 psf L i ve Du r L=1.25 P=1.25 � N far permanentlateral restraint o1 webs shall have bracing installed per SCSI sections B3. B7 or 810, as applicable. Apply plates to each of truss and position as shown above and on Ne Joint Delads,epod. unless noted otherwse. TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.1S U LI Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the buss N TC Dead 14.00 psf Rep Mb r Bnd / Comp /Tens AN 17W COMPANY conformance with ANSVTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairfe, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C . SpaCi ng 2- 0- 0 Designer per ANSYTPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more inform aionsee this lob'sgeneral notes page and these web sdes: ALPINE: mgntganeitw.com TPI: www.toinstora: WTCA www.sbcindww or o: ICC: www.iccsafe ora Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: B01 H Qty: " 2. BRIG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed, per ANSI/TPI 1-2014 , Required bearing widths and bearing areas 1 9- 4-12 443 HGR 1. SO" BC 2x4 DFL #1 & Btr. Fa br1cation,Tolerance = 20.0% apply when truss not supported in a hanger., 2 19- 5- 4 630 5.50" 1.50�� WEB 2x4 DFL STANDARD Rcr (creep factor) 3:00 Bearings designed for an FcPery value of the lesser lumber UPLIFT REACTIONS) Support -87 1.60 / BRG HANGER/CLIP NOTE - Refer to Joint QC Detail She for of the truss chord value or 625 for all bearings. C&C Wind Non -Wind 1 -84 lb 8-9 1 °MUS26 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 2 -98 lb TENS. DUR. CSI SU ppo rt Connections)/Hanger(5) are Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. testing and approval as required by IBC 1703 IjPI in HORIZONTAL REACTION(S) ib -339 1.25 / not desiggned for hors Zontal loads. SEF CTMPSON CATALOG - This truss is designed using the and AN and are reported ESR -1118. End verticals are designed for axial loads support 1 -186 support 2 -186 lb 3-7 FOR ADDITIONAL INSTALLATION' NU I'ES ASCE?-10 Wind Specification Bldg Enclosed = res, only, unless noted otherwise. Not designed for attic storage unless -48 1.60 / 360 1.25 0.15 MAX DEFLECTION (span) Truss Location = Not End Zone noted otherwise. 'MUS26 B2 L/999 MEM 3-4 (LIVE) LC 52 Exp Category = C A: 08 R43 R6 R:443 R:630 QFFS$/ � Q� L= -0.05" CC= -0.06" CL= -0.10" Bldg Length 40.00 ft, Bldg Width = 30.00 ft 9-2-0 STUB 6 7 8 MAX DEFLECTION (Cant) : , Mean roof height - 11.96 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf No. C 72160 L/999 MEM 8-9 (LIVE) LC 52 L= 0.01" CC= 0.00" CL= 0.01" Designed. as Main Wind Force Resisting System - Low-rise and Components and Cladding " R EX.WB DEF CRITERIA:L/120 Tributary Area - 25 sqft .. IN MEM 6- 1• T= -0.01" Vertical members exposed to wind: 6- 1 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super TC COMP. DUR. / TENS. DUR. CSI 1-2 -68 1.603/ 74 1.60)) 0.05 2-3 -483 1.25)/ 77(1.60) 0.16 3-4 -516 1.253/ 45((1.60)) 0.20 4-5 -211 1.60 / 148 1.25 0.20 BC COMP. WR. / TENS. DUR. CSI 6-7 -87 1.60 / 130 1.25 0.11 7-8 -176 1.60 / 268 1.60 0.12 8-9 -109 1.25 / 218 1.60 0.11 WB COMP. DUR. / TENS. DUR. CSI 1-6 -88 1.25 / 43 1.60 0.17 2-6 -339 1.25 / 96 1.60 0.09 2-7 -54 1.60 / 464 1.25 0.19 3-7 -315 1.25 / 89 1.60 0.05 4-7 -48 1.60 / 360 1.25 0.15 M-8 -547 1.25 / 102 1.60 0.06 1_ 1-8-0 1 10-10-0 I 1 2 3 4 5 4.0 40 1.5X3 1.5X3 3-11-28 3-11-2 3 -4 - SHIP 2.5X4 1 L 3X8 a 3X6 0-1-J3 B1 2.5X4 2X4 'MUS26 B2 2-0-0 A: 08 R43 R6 R:443 R:630 QFFS$/ � Q� U:-84 1 12-6-0 u: -se 9-2-0 STUB 6 7 8 9 No. C 72160 R CfVIL 61 4�QF CAUff All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus **WARNING!** READ AND FOLLOWALL NOTES ON THIS DRAWINGI Cust: PHILLIPS (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. w0: Dri ve_C_0011116_L000 - Trusses require extreme care in fabricating, handling, shipping, instating and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_100001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 53 WT/PLY : 82# v V ry noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown installed lace TC Live QO psf 20.00 Li r L=1. 25 P=1. 25 for permanent lateral restraint n webs shall have bracing per BC51 sections 63, 07 or 570, as applicable. Apply plates to each of truss and position as shown above and on the Uoint Detail report, unless noted amenvise. . TC Sr1oW Pf 0. UO psf ( ) owDu SnOWDU r L=1.15 P=1.15 L/// LII IlLlll\\\VAI JII Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this draw'ug, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd /Comp /Tens AN 1T IN COMPANY conformance with ANSI/TPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf O. C. Spac i ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21For more infaimationwethis job's general notes page and these websws: ALPINE: www.alnineitw. w TTPI: www.toinst ora: WTCA: www.sbcindu Nord: ICC: www.iocwfe oro Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: B02 Qty: 1 BRG X -LOC REACT SIZE REQ - D TC 2x4 DFL #1 d Btr. ••[PMI=PLATE MONITOR USED -See Joint Report- Required bearing widths and bearing areas 1 9- 4-12 1214 HGR 1.50" 8C 2x6 DFL SS Designed per ANSI/TPI 1-2014 apply when truss not supported in a hanger. 2 19- 5- 4 2102 S.50" 2.24" WEB 2x4 DFL STANDARD Fabrication Tolerance = 20.OY U I REACTION(S) : BRG HANGER/CLIP NOTE 2x4 DFL #1 d Btr. 8-5 Kcr (creep factor) - 3;00 Bearings designed for an Fc Per value of the lesser of the truss chord lumber value or Support CBG Wind Non -Wind 1 -114 lb 1 °HUS26 Refer to 30int QC Detail Sheets for 625 for all bearings. 2 -197 lb Support Conneftion(s)/Hanger(5) are Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on HORIZONTAL REACTION(S) not designed for horizontal loads. Loaded for 10 PSF non concurrent BCLL. Permanent bracing testing9 d approval as required by IBC 1703 AN in ESR -1118. support 1 -192 ib 2 -192 lb SEE SIMPSON CATALOG is require to prevent rotation/toppling. See and and are reported PLATING BASED oN GREEN LUMBER VALUES. support This truss is designed using the FOR ADDITIONAL INSTALLATION NOTES BCSI and ANSI/TPI 1. End verticals are designed for axial loads ASCE7-10 Wind Specification MAX DEFLECTION (span) Not designed for attic storage unless only, unless noted otherwise. Bldg Enclosed = Yes, L/999 MEM 7-8 (LIVE) LC 1 noted otherwise. Truss Location = Not End Zone L= -0.06"CC= -0.14" CL= -0.20" ga. are positioned per plates plates Exp Category = C Bldg Len9th 40.00 ft, Bldg Width = 30.00 ft EX W8 DEF CRITERIA:L/120 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. Mean roof height = 11.96 ft, mph = 110 IN MEM 9- 5; T= 0.00" Cust: PHILLIPS (CA) Occupancy Category II, Dead Load 13.2 psf CRITICAL MEMBER FORCES: - Designed as Main Wind Force Resisting System TC COMP. OUR. / TENS.(DUR.) CSI Safety Information, by TPI and WTCA) fa safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Untess Dsgn r : AW = - Low-rise and Components and Cladding 1-Z -614 1.25 / 0.02 - Li r L=1.25 P=1.25 Tributary Area = 79 sgfC 2-3 -643 1.25 / 0.10 TC Sr1oW (Pf) 0.00 psf owDu Sr10wDU r L=1.15 P=1.15 Vertical members exposed to wind: 6- 1, 9- 5 -3297 1.25 / 0.21 - . Rep Mbr Bnd / Comp / Tens ----------LOAD CASE #1 DESIGN LOADS ---------------- 4 5 -3325 1.25 / 0.27 BC Live 0.00 psf 1.00 / 1.00 / 1.00 Dir L.Plf L.Loc R.Plf R.Loc LL/TL ' TC Vert 68.00 9- 2- 0 68.00 19- 8- 0 0.59 BC COMP.(WR.)/ TENS.TUR.) CSI BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 BC Vert 16.00 9- 2- 0 16.00 19- e- 0 0.00 6-7 -49(1.60)/ 1441.60) 0.17 - .Type... lbs X.Loc LL/TL Fastener 7-8 / 15771.25)) 0.65 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 BC Vert 1280.0 15- 2-12 0.48 8-9 -181(1.60)/ 4311.60 0.24 • BC Vert 577.0 16- 3- 4 0.48 BC Vert 577.0 18- 3- 4 0.48 WB COMP.(WR.)/ TENS.(DUR.) CSI 1-6 -1433(1.25)/ 0.30 1-7 / 1320 1.25 0.54 2-7 / 238 1.25 0.10 3-7 -1329(1.25)/ 0.35 3-8 / 2120 1.25 0.86 4-8 -131(1.25)/ 103 1.60 0.03 ` 5-8 / 3202 1.25 0.41 _8.0 8- 0-0 5-9 -1885(1.25)/ 0.21 1 2 3 4 5 See new joint report for any "boxed" 4.00 __4__0_d plates. The plating has changed. 5X6 010 1.5X3 • 3.11.2 , 4X8 3-11SHIP ` 3-4-8 t I T 0-11-13 � BX, 2 -L • 2X4 7X8 g2 2X4 W-508 y e 119 ��I 1$�a 526 577# 8 577# R 10� STUB 8 7 200 9 STUBG�T. • U 10-6 0 No. C 72160 CN11. �P All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 Plates to be Joint Detail Report. Circled and false frame ga. are positioned per plates plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component J D : Dri ve_C_0011116_L00005_100001 #LC 43 WT/PLY: 90# Safety Information, by TPI and WTCA) fa safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Untess Dsgn r : AW = vj7 V rr noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf Li r L=1.25 P=1.25 rl O I �\ I I ALPOIN for permanent lateral restraint of webs shall have bracing finless tl per SCSI sections 83, 87 or 870, as applicable. Apply plates to each lace of Truss and position as shown above and on the joint Details report, unless noted otherwise. TC Sr1oW (Pf) 0.00 psf owDu Sr10wDU r L=1.15 P=1.15 u v Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN 17W COMPANY conformance with ANSVTPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grend Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSI/TPI1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and These web sites: ALPINE: wwwaloneifwcom TPtwwwtrinstora:WTCA:wwwsWndWor,oro:ICC:wwwiasafeorcr Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 9- 4-12 252 HGR 1.50 BC 2x4 DFL 81 & Btr. 2 14-11- 4 252 HGR 1.50" WEB2x4 DFL STANDARD Rcr (creep factor) 3;00 BRG HANGER/CLIP NOTE Refer to loint QC Detail Sheets for 1 °MUS26 Cq factors and Rotational Tolerances. 2 'MUS26 - Loaded for 10 PSF non -concurrent BCLL. Support Connection(s)/Hanger(5) are PLATING BASED ON GREEN LUMBER VALUES. not delifigned for horl Zon tat loadS. This truss is designed using the w SEE 5 MPS ON CATALOG ASCE7-10 wind Specification Bldg Enclvizd = Yes, - FOR ADDITIONAL INSTALLATION NOTES Truss Location = Not End Zone MAX DEFLECTION (span) : Exp Category = C L/999 MEM 4-5 (LIVE) LC 41 Bldg Length = 40.00 ft, Bldg Width - 30.00 ft L= -0.04" CC= -0.07" CL= -0.11" Mean roof height - 11.96 ft, mph 110 Occupancy Category II, Dead Load 13.2 psf EX.WB DEF CRITERIA:L/120 Designedas Main Wind Force Resisting System IN MEM 5- 3; T. 0.00" - Low-rise and Components and Cladding CRITICAL MEMBER FORCES: Tributary Area .= 12 sqft ` TC COMP1-2 . ((WR. ))/ TENS.((DUI.3 CSI Vertical members exposed to wind: 4- 1, S- 3 .06 2-3 -67((1.60R.))% 87((1.60)) 0.16 - CSI 4g5 C-1111(1.60)/ TE113(1u60) 0.21 WB COMP. ((DUR. ))/ TENS. ((DDR1-4 -28.)) CSI 2-4 -190(1.25)% 159(1. 0) 0.05 - 2-5 -95((1.253/ 81((1.6033 0.05 3-5 -142 1.25 / 65 1.60 0.10 Truss ID: B03 Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing9 and approval as required by IBC 1703 and AN and are reported in ESR -1118. End verticals are designed for axial loads only, unless noted otherwise. - Not designed for attic storage unless noted otherwise. 1-8-0 4-4-0 1 2 3 4.00 4.0 6X6 1.5X3 1.5X3 3-11-2 3-4-8 2-5-13 1 2.5X4) B2 * MUS26 2.5X4 W 508 6 W:508 R:252 R:252 U:-88 U:-127 I 6-0-016-6-0 9-2-0 STUB 4 5 STUB . Qty: 1 Reeg puYired bearing widths and bearing areas gEUPLIFT hen truss not supported in a hanger. REASupport C&C Wind Non -Wind 1 -127 lb HORIZONTAL REACTIONS) support 1 -212 ib support 2 -212 lb 3-11-2 SHIP No. C X2160 • � CfVIL. a�P ,� q�011 CAUfO�" ' All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus ""WARNING!"" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve_C_0011116_L000 ^ Trusses require extreme care in fabricating, handling. shipping. installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_100001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 43 WT/PLY: 48# V V it no. otherwise, top Ch.. shall have property attached structural sheathing and bottom chord shall have a propedy attached rigid ceiling. Locations shown TC Live 20.00 psf Ll r L=1. 25 P=1.2 5 IILL� I`f�\vll for permanent shown and n webs shall have bracing installed per BCS, sections 83, B7 or 870, as applicable. Apply plates to each lace of truss a� lateral above position asshownaboveandonthe Joint Detaikrepon,unless noted oihervrise. TC STIOW(Pf) 0.00 psf owDU $nOWDUr L=1.15 P=1. 1$ Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN 17W COMPANY conformance with ANSUTPI 1, or for handling. shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf O. C. Spac i ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information we this job's general notes page and these web sites: ALPINE: -alom,itw.com III: www .tninst. ora:WTCrtwww sbcindustrvarn ICC: www.iccsefeora Bldg Code: CRC -2013 IDEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: BOG 0 3.50" 1.50" noted of erwise. Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTION(S) : 1 2- 1-12 166 3.50" 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% _ Support C&C Wind Non -Wind 2 4- 0- 0 273 3.50 1.50 WEB 2z4 DFL STANDARD Bearings designed for an Fc Perp value of the 1 -73 lb lun\\��Il.11l 3 5- 4- 0 77 3.50" 1.50" Kcr (creep factor) = 3.00 Refer to Joint a Detail Sheets for lesser of the truss chord lumber value or 625 for all bearings. 2 3 -18 lb lb / 4 6- 8- 0 158 3.SO' 1.50 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 4 -2 -5 lb 2820 N. Great SWPkwy. Grand Prairie, TX 75050 5 8- 0- 0 155 3.50 1.50" Loaded for 10 PSF non -concurrent BCLL. Marl interior bearing locations. testing and approval as required by IBC 1703 S -5 1b / 6 7 9- 4- 0 10- 4- 0 1- 73 290 3.50 3.50" 1.50" 1.50" all Permanent bracing is required to and AN I/TPI and are reported in ESR -1118. Install interior support(s) before erection. , 6 7 -9 lb -9 lb 8 11- 0 290 , 3.50 1.50- prevent rotation/toppling. Sc, SCSI and ANSI PI 1. Building designer shall verify gable loads and loads, if applicable. 8 9 -9 lb lb / 9 12- 4- 0 73 3.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. Y ea _ (+1 gable bracing required @ 48" intervals, - 10 -9 -S lb 10 13- 8- 0 155 3.50" -1.50" HORIZONTAL REACfION(S)) ii ezyyosed to wind load applied to face. 11 -S lb / 11 15- 0- 0 158 3.50 1.50 support 1 -272 lb See ITM'BCG's Gable Bracing Details. 12 -2 1b 0.01 12 16- 4- 0 77 3.50" 1.50" support 15 272 lb This truss is designed using the 33 -18 lb 13 17 8 0 273 3 50" 1 50" Not desi ned for attic storage unless �, ASCE7-10 Wind Specification - - 15 -67 lb TENS.1116 CSI 14 19- 6- 4 0 3.50" 1.50" noted of erwise. 15 19- 8- 0 166 3.50" 1.50" All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S° for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. MAX DEFLECTION (span) : 268 - Homewood Truss L/999 MEM 1-2 (LIVE) LC 1 Cust: PHILLIPS L= -0.02" CC= -0.03" CL= -0.04" MAX DEFLECTION (cant) : ^ L/999 MEM 28-29 (LIVE) LC 1 ID: Dri ve_C_0011116_L00005_300001 L= -0.01" CC= -0.03" CL= -0.04" CRITICAL MEMBER FORCES: V V rr TC COMP. DUR. / TENS. DUR. CSI Li r L=1.25 P=1.25 1-2 -51 1.60 / 343 1.25 0.19 lun\\��Il.11l 2-3 -21 1.60 / 283 1.25 0.19 TC S11oW Pf 0.00 5 f ( , 3-4 4-S -8 1.60 / / 310 1.25 0.06 309 1.25 0.06 5-6 / 311 1.25 0.06 6-7 / 318 1.25 0.12 conformance with ANSU TPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 7-8 / 2s6 1.25 0.11 2820 N. Great SWPkwy. Grand Prairie, TX 75050 8-9 / 256 1.25 0.11 0. C. Spaci ng 2- 0- 0 9-10 / 318 1.25 0.12 10-11 / 311 1.25 0.06 17-12 (( 309 1.25 0.06 13-14 3/ 20(1.60)/ 283(1.25) 0.19 14-15 817 -50(1.60)/ C�2t73(D1u25)/ 343 1.25 0.19 TEN53(OU6.) 16SI OC11 17-18 / 0.02 18-19 / - 0.01 19-20 / 0.01 20-21 / 0,01 21-22 / 0.01 22-23 / 0.01 T 26 0.01 26- 27 % 0.01 27 28 X02 28-29 / 0.11 WB COMP. DUR. / TENS.1116 CSI 3--2 2-17 -310 1.25 / 451. 0.043-18 -43 1.25 / -138 1.25 / 41.60 .014-19 11.60 o.oz 3X6 S-20 6-21 -1331.25101.60 -57 1.25 / 0.02 191.60 0.01 7-22 9-23 -136 1.25 / -136 1.z5 / 0.03 0.03 0-3-13 10-24 -57 1.25 / 19(1.60) 0.01 11-25 -133 1.25 / 10((((1.603)) 0.02 12-26 -138 1.25 / 1 1.60 0.02 13-27 -43 1.25 / 4 1.60 0.01 14-28 -310 1.25 / 45 1.60 0.04 7-22 -HIS 1.2S / 0.03 9-23 -136 1.2S / 0.03 TrussILocatton =Not End Zone Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 30.00 ft Mean roof height = 11.96 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System Low-rise and Components and Cladding Tributary Area - 57 sgft , The truss is designed to support top chord outlookers, 0-10-0 long and a cladding load not to exceed 10 PSF and 24" span opposite face. Do not notch the top chord. 1 2 3 4 5 6 7 '8 9 10 11 12 13 14 15 ' 4.00 4X4 4.0 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 T 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1-2-8 3-11-2 3X6 tSHIP 0-3-13 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 5X6 1.5X3 1.5X3 1.5X3 19-8-0 1.5X3 17 18 19 20 21 22 23 24 . 25 26 27 28 29 T No. C 72160 OVER SUPPORT AS SHOWN CIVIL �P Q�OF CA1�F� All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S° for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/12/2017 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: PHILLIPS (CO **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and Wacing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve_C_0011116_L00005_300001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 48 WT/PLY : 129# V V rr notetl otherwise, top chord shall have properly adached structural sheathing and bottom chortl shall have a properly attached rigid ceiling. Locations shown face TC Live 20.00 psf Li r L=1.25 P=1.25 lun\\��Il.11l lateral restraint of webs shall have bracing finless o per BCSI sections B3, B7 or B70, as applicable. Apply plates to each of Ouss and for german shown poshion as shown alcove and on the Joint Details repon, unless noise otherwise. TC S11oW Pf 0.00 5 f ( , owDu SnowDu r L=1.15 P=1.15 L%// UI Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN nW COMPANY conformance with ANSU TPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SWPkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility o1 the Building - BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sites: www sbandustry ora' I: www.iccsafe ore ALPINE: waw. aloineilw.com: TPI: www.tuinst oro' WTCA CC Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE 268 - Homewood Tru s Truss ID: C01 Qty: '1 BRG X -LOC REACT SIZE REQ 'D iC 2x4 DFL #1 1, Btr. W0: Drive_C_0011116_L000 Designed per ANSI/TPI 1-2014 UPLIFT REACTIONS) , 1 2- 2-12 759 5.50" 1.50" eC 2x4 DFL #1 8, Btr. Safetrusses y Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Fabrication Tolerance = 20.0% Support CBC Wind Non -Wind 2 1S- 5- 4 759 S.50" 1.50" WEB 2x4 DFL STANDARD Ll r L=1.2 5 P=1.2 5 Bearings designed for an Fc Pero value of the 1 -95 lb MAX DEFLECTION (span) Kcr (creep factor) - 3:00 Refer to Joint QC Detail Sheets for ��� I`f�\vll lesser of the truss chord lumber value or 625 for all bearings. 2 -95 lb This truss is designed using the L/999 MEM 5-6 (LIVE) LC 59 Cq factors and Rotational Tolerances. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in IRC/IBC truss plate values are based on ASCE7-10 Wind Specification L= -0.02" CC= -0.03" CL= -0.05" Loaded for 10 PS on -concurrent BCLL. BASED ON GREEN BC Live 0.00 psf Testing and approval as required by IBC 1703 in Bldg Enclosed = Yes, Truss MAX DEFLECTION (cant) ( PLATING LUMBER VALUES. Not designed for attic storage 0. C .Spacing 2- 0- 0 and AN I/TPI and are reported ESR -1118. Location = Not End Zone Exp Category C L/999 MEM 6-7 (LIVE) LC 55 unless noted otherwise. TRUSPLUS 6.0 VER: T6.5.21For more information we this jaWsgeneral notes page and thew web shes: ALPINE: www.alpineitw.mm TPI: waw.toinst Ora: WTCA: www.sbcindustry oro: ICC: www.iccsafe.orc = Bldg Length = 40.00 ft, Bldg Width = 30.00 ft L= -0.01" CC= 0.00" CL= -0.01" CRITICAL MEMBER FORCES: _ Mean roof height = 11.63 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf TC COMP.IDUR. / TENS. DUR. CSI 1-Z -1321.60 / 194 1.25 0.17 Desgnedas Main Wind Force Resisting System Low-rise and Components and fladding 2-3 -8091.25 53 1.600.12 - Tributary Area = 35 sgft 3-4 -7851.25 83 1.600.07 4-5 -7851.2S / 83 1.600.075-6 -8091.25 / 53 1.60 0.12 6-7 -1321.60 / 194 1.25 0.17 BC CTP.(DUR.)/ TENS. WR. CSI e-9 -156(1.25)/ 127 1.60 0.06 9-10 -110(1.25)/ 189 1.60 0.07 10-11 / 570 1.25 0.13 - 11-12 -110(1.25)/ 189 1.60 0.07 12-13 -156(1.25)/ 127 1.60 0.06 WB COMP. DUR. / TENS. DUR. CSI 2-9 -673 1.25 / 75 1.60 0.07 2-10 -52 1.60 / 728 1.25 0.30 3-10 -222 1.2S / 64 1.60 0.03 4-10 -26 1.60 / 221 1.25 0.09 4-11 -26 1.60 / 221 1.25 0.09 5-11 -222 1.25 / 64 1.60 0.03 6-11 -52 1.60 / 728 1.25 0.30 5 1.60 0.07 6-12 -673 1.25 / 751,11 - B-10-0 8-10-0 • 1 2 3 4 5 6 7 ' - 4.00. -4.001 T 3-3-2 T_ 0-3-13 6X6 W:508 W:buB R:759 R:759 ` U:-95 U:-95 I 17-8-0 8 9 10 11 12 13 T 3-3-2 SHIP 11 0-3-13 All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S• for Super _ `J Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tru s '`"WARNING!"* READ AND FOLLOW ALL NOTES ON THIS DRAW/NGI Cust: PHILLIPS icy IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. "IMPORTANT" W0: Drive_C_0011116_L000 ^ require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component xtr ID: Dri ve_C_0011116_L000OS_J 00001 Safetrusses y Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 59 WT/PLY: 102# T y v VT noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf Ll r L=1.2 5 P=1.2 5 ^ n for permanent lateral restraint webs shall have installed per sections 03. B7 or 870, as applicable. Apply pta[es to each lace of buss and ��� I`f�\vll then position as shown abweand onthe Joint Details repon,unless noted otnerw'se. n repon, TC SnoW(Pf) 0.00 psf owDU $nOWDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r 8nd / Comp / Tens AN rrw COMPANY conformance with ANSVTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSVTPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21For more information we this jaWsgeneral notes page and thew web shes: ALPINE: www.alpineitw.mm TPI: waw.toinst Ora: WTCA: www.sbcindustry oro: ICC: www.iccsafe.orc Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 ' 1r Job Name: PHILLIP RESIDENCE 2--8 Truss ID: CO2 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL Y1 & Btr. Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 2- 2-12 758 5.50" 1.50" BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Fabrication Tolerance = 20.0% Bearings designed for FcPerp - apyly when truss not supported in a hanger. 2 15- 5- 4 575 HGR 1.50" Kcr (creepp factor) - 3:00 an value of the lesser of the truss chord lumber value or UPLIFT REACTION(S) Support C&C Wind Non -Wind BRG HANGER/CLIP NOTE Refer to Joint QC Detail Sheets for 625 for all bearings. 1 -99 lb 2 °MUS26 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 2 -48 lb Support Connections)/Hanger(,) are Loaded for 10 PSnon-concurrent BCLL. PLATING BASED ON GREEN testingy and approval as required by IBC 1703 • - This truss is designed using the not designed for horlZOntaI loads. .• SEE SIMPSON CATALOG LUMBER VALUES. Not designed for attic storage unless and AN and are reported in ESR -1118. •. ASCE7-10 Wind Specification Bldg Enclosed - Yes, FOR ADDITIONAL INSTALLATION NOTES noted otherwise. - _ Truss Location = Not End Zone Categoryp = C Exd MAX DEFLECTION (Span) - - - BlLen th 40.00 ft, Bldg Width - 30.00 ft L/999 MEM 9-10 (LIVE) LC 45 n webs shall have bracing installed per BCSI sections or as applicable. Apply plates to each of truss and fa permanent lateral restraint and posbion as shown above and on the Joint Details repos, unless noted otherwise. Meang roo height - 11.63 ft, mph = 110 - L= -0.02" CC= -0.06" CL= -0.08" ' _ Occupancy Category II, Dead Load 13.2 psf Designed Main Wind Force Resisting System MAX DEFLECTION Cant ( ) as Low-rise and Components and Cladding L/999 MEM 1-2 (LIVE) LC 52 - Rep Mb r Bnd / Comp / Tens taryArea Imembers sset L= -0.01" CC= 0.00" CL= -0.01" BC Live 0.00 psf Vertical ex Po to wind: ll- 6 EX.WB DEF CRITERIA:L/120 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf IN MEM 11- 6; T= 0.00" •- Designer per ANSI/TPI 1 Sec.2 CRITICAL MEMBER FORCES: TRUSPLUS 6.0 VER: T6.5.21 .. TC COMP. DUR. / TENS, WR. CSI Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 1-2 -118 1.60 / 200 1.25 0.16 2-3 -825 1.25 / 65 1.60 0.11 3-4 -805 1.25 / 98 1.60 0.06 - + 4-S -841 1.25 / 97 1.60 0.09 - 5-6 -855 1.25 / 6S 1.60 0.13 BC COMP. DUR. / TENS. DUR. CSI , 7-8 -161((((1.253))/ 113((((1.603)) 0.07-9 - 11 5 0 08 9-10 4 1.60 / 588 1.25 0.16 127(1.60) • 10-11 :201(1.60)/ 0.09 _ - WB COMP.(DUR. / TENS. OUR. CSI -684 2 1 25 / 76 1 60 0 07 - '^ 9 - -53 1.60 / 760 1.25 0.31 3-9 , -22011.25 / .. 4-9 -201.60 / 66 1.60 0.03- 206 1.25 0.08 4-10 -351.60 / 257 1.25 0.10 1 8_10_0 1 - 6-10-0' 5-10 -2521.25 / 6-l0 -401.60 / 78 1.60 0.03 793 1.25 0.32 - 1 - 2 - 3 4 5 6 -' 6_ 11 -5381.25 / 63 1.60 0.06 Cust: PHILLIPS CCAS "IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. y 4.00 -4.0 ' Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_J 00001 6X6 'T 3-3-2 3)f 0-3-13 R:758 U:-99 7 8 9 T'' 3-3-2 5X4 SHIP T 0-11-13 2X4 R:575 U:-48 z-0-0 10 11 1 STUB T. No. C 72960 �P QTFor fp(7L1� V` All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/ 12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss _ ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS CCAS "IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_J 00001 - Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 53 WT/PLY" 94# V V rr no. otherwise, top Chord shall have property allached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown B3, B7 870, face TC Live 20.00 psf Li r L=1. 2 5 P=1. 2 5 n webs shall have bracing installed per BCSI sections or as applicable. Apply plates to each of truss and fa permanent lateral restraint and posbion as shown above and on the Joint Details repos, unless noted otherwise. TC SrlOw Pf 0.00 psf C ) owDu SnOWDU r L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN 17W COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SWPkwy. Grand Prairfe, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see th'sjob'sgeneral notes page and these web sites; .toinst aro: WTCA: sbcindlrstrv.ora: ICC: www.iccsafe oro ALPINE: www aloineitw.com: TPI: wwwwww. Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 u Job Name: PHILLIP RESIDENCE Truss ID: CO2A Qt 1 .� BRG X -LOC REACT SIZEREQ'D TC 2x4 DFL #1 & Btr. - Designed per ANSI/TPI 1-2014 . Required bearing widths and hearing areas- - 1 2- 2-12 574 5.50" 1.50 BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD - Fabrication Tolerance - 20.0% Bearings designed for FcPerp apply lien truss not supported in a hanger. 2 1S- S- 4 574 HGR 1.50" BRG HANGER/CLIP NOTE - Kcr:(creep factor) = 3.00 an value of the lesser of the truss chord lumber value or US) REACTIONS) : Support CB,C Wind Non -Wind 2 °MUS26 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. 625 for all bearings. IRC/IBC truss plate values are based on 1 -SS lb 2 -55 lb Support Connections)/Hanger(s) are Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN testingg and approval as required by IBC 1703 - This truss is designed using the not desigyned for horizontal loads. SEE SIMP1 CATALOG LUMBER VALUES. Not designed for attic storage unless - and AN and are reported in ESR -1118. ASCE7-10 Wind Specification Bldg Enclosed =Yes, FOR ADDITIONAL INSTALLATION NOTES noted otherwise. J Truss Location = Not End Zone Exp Category C MAX DEFLECTION (span) � -- - ._ � � - Bldg Length = 40.00 ft, Bldg Width = 30.00 ft L/999 MEM 7-8 (LIVE) LC 41 L= -0.02" CC= -0.06" CL= -0.08" + • Mean roof height - 11.63 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf EX.WB DEF CRITERIA:L/120 _ - Designed as Main Wind Force Resisting System - Lw -rise and Components and Cladding IN MEM 9- 5; T= 0.00" - - - Tributary Area - 27 sqft CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. OUR. CSI - - - - Vertical members exposed to wind: 6- 1, 9- 5 - 1-2 -871 1.25 / 75 1.60 0.13 2-3 -858 1.25 / 110 1.60 0,09 3-4 -858 1.25 / 110 1.60 0.09 ' 4-5 -871 1.25 / 75 1.60 0.13 + BC COMP.(DUR.)/ TENS. (DUR. CSI " 6-7 38(1.603 0.09 - -37(1.60)/ 7-e 46((1.603/ 605((1.253 0.15 ' 8-9 37 1.60 / 38 1.60 0.09 WB COMP. OUR. / TENS. WR. CSI 1-6 -546 1.25 / 71 1.60 0.06 - 1-7 -49 1.60 / BOB 1.25 0.33 " 2-7 -254 1.25 / 78 1.60 0.03 _ 3-7 3-8 -35 1.60 / -35 1.60 / 251 1.25 0.10 251 1.25 0.10 r Li veDu r L=1.25 P=1.25 4-8 -2 S4 1.25 / 78 1.60 0.03 SnoWDu r L=1.15 P=1.15 IILIIT�\\VVI Il 5-8 5-9 -49 1.60 / -546 1.25 / 808 1.25 0.33 -� 71 1.60 0.06 6_10_0 6_10_0 BC Live 0.00 psf 1.15 / 1.10 / 1.10 1 2 3 4 5 0. C . $pacing 2- 0- 0 Designer per ANSVrPI 1 Sec.2 4.00 4.0 3-3-2 2.5X4 T 0-11-13 6X6 2X4 3-3-2 5X4 T THIP J0- _j1-113 2X4 2-0-0 13-8-0 1 2-0-0 STUB 6 7 8 9 1 STUB B1 B2 W:508 'MUS26 R:574 W:508 U:-55 R:574 U:-55 All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are pos18oned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "*WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHIL �OFEsSIQ4,. No. C 72160 * Ctvl ^ (G4) v VTrusses nu r� rl "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component - se Safety Information, by TPI and WTCA) for safety practices prior to performing thefunctions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, lop chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown far permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, B7 or B10, as applicable. Apply plates to each face of truss and W0: Drive -C -0011116-L000 ID: Dri ve-C_0011116_L000OS_100001 Dsgn r : AW #LC = 43 WT/PLY : 87# TC Live 20.00 psf Li veDu r L=1.25 P=1.25 ��� position as shown above antl on the Joint Detai6 report, unless notetl othervrise. TC Snout( Pf) 0.00 s f SnoWDu r L=1.15 P=1.15 IILIIT�\\VVI Il Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr. Bnd / Comp / Tens AN fTW COMPANY conformance with ANSUTPI 1, or for handling. shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C . $pacing 2- 0- 0 Designer per ANSVrPI 1 Sec.2 TRUSPLU$ 6.0 VER: T6.5.21 Formoneinformaion wethis joUsgeneral notes page and these web sites: ALPINE :vm-Haloineitw.com:TPtwww.toinst.ora:WTCA:wwrsbcindustrv.ora:ICC:ww+v.iccsafe oro Bid g Code: CRC -2013 DEFL RATIO: L/240 TC: L/2401 Job Name: PHILLIP RESIDENCE Truss ID: CO3 Qt : 2 BRG X -LOC REACT SIZE REO'D TC 2x4 DFL #1 & Btr. •°(PM]=PLATE MONITOR USED -See loin[ Report•• UPLIFT REACTION ($) : 1 2- 2-12 5346 S. 2.85 BC 2x6 DFL #2 Designed per AN 1-2014 Support CBC Wind Non -Wind 2 15- 5- 4 7479 5.50" 3.99" WEB 2x4 DFL STANDARD Fabrication Tolerance = 20.0% 1 389 lb MAX DEFLECTION (S an pan) : 2x4 DFL #1 & Btr. 1-7, 9-5 Kcr (creep factor) = 3100 Bearings designed for an FcPerp value of the - lesser the truss lumber 2 -544 lb HORIZONTAL REACTION(5)) L/999 MEM 8-9 (LIVE) LC 2 Refer to Joint QC Detail Sheets for of chord value or 625 for all bearings. support 1 -4250 lb L= -0.07" CC= -0.16" CL= -0.24" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on -- support 2 -4249 lb EX.WB DEF CRITERIA:L/120 Loaded for 10 PSF non -concurrent BCLL. testingg and approval as required'by IBC 1703 This truss is designed using the IN MEM 10- 5; T= 0.00" + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and and AN and are reported in ESR -1118. Permanent bracing is required to ASCE7-10 Wind Specification Bldg Enclosed = Yes, CRITICAL MEMBER FORCES: TENS.(DUR.) CSI point loads converted to PLF loads only. pprevent rotation/toppling. See Truss Location Not End Zone TC COMP. WR. / 1-2 -8634 1.25 / 0.46 Concentrated loads shall be distributed to each ply equally. Multi -Ply with hangers are - BCSI and AN5I/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 30.00 f[ 2-3 -7197 1.25 / s 0.17 3-4 -7196 1.25 / 0.18 based on hanger ails using 3.0" nails min. into + + + + + + + + + + + + + + + + + + for lbs Mean roof height = 11.63 ft, mph = 110 4-5 -9194 1.25 / 0.52 the carrying member. If shown, use additional fasteners for point Designed 4.2 K drag load applied horizontally in either direction to the top Occupancy Ca[egory II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System BC COMP.(WR.)/ TENS. DUR. CSI loads from the back plys, distributed symm, in the chords, within 12" of hanger flange. chord panel Points, with dead + 0 % live loads sing load duration 1.60. - Low-rise and Components and Cladding Tributary Area 305 6-7 -4250(1.60)/ 4250 1.603 0.67 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER = Horizontal reaction = 4.2 K lbs at each = sgft Vertical members exposed to wind: 6- 1, 10- S 7-8 / 8088 1.25) 0.78 AMOUNTS SHOWN shall BE INSTALLED FROM THE bearing individually. Connection by others. ----------LOAD CASE #1 DESIGN LOADS ---------------- 8-9 / 8594 1.253 0.76 + FRONT AND BACK FACE EQUALLY(TOTAL NAILS = + + + + + + + + + + + + + + Dir L.Plf L.Loc R.PIf R.Loc LL/TL 9-10 -4250(1.60)/ 4250 1.60 0.77 DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS. 10d 100 SDS Simpson SDS 2 -PLV! Nail w/10d COMMON, staVVered(per NDS) in: •° TC Ver[ 68.00 2- 0- O 68.00 15- e- 0 0.59 WB COMP.(DUR.))/ 7EN5.(DUR.) CSI 1-6 -4260(1.2S)/ 0.24 1-7 8259<1.25) 0.52 = NAILS, = screws or equivalent substitute. (•) = Special Connection Req. (by others) TC- 3 BC -2 WEBS- 2 PER FOOT! Cluster screws, if shown, are 3" long. Not designed for attic storage unless 8C Vert 16.00 2- 0- O 16.00 15- e- 0 0.00 .Type... lbs %.Loc LL/TL Fastener - 8C Vert 1459.0 3- 7- 2 0.48 / 2-7 / 1337(1.25) 0.27 2-8 0.16 NAIL ppattern shown is based on: lOd BO% = 0.128" dia. x 3.0" long nail noted otherwise. - BC Vert 14S9'O S- 7- 2 0.48 BC Vert 1459.0 7- 7- 2 0.48 -1637(1.25)/ 3-8 / 4243(1.25) 0.86 0.22 10d COMMON = 0.148" dia. x 3.0" long nail 16d BOX = 0.135" dia. x V-3' long nail BC Vert 1459.0 9- 7- 2 0.48 BC Vert 1945.0 ll- 7- 2 0.48 4-8 -2291(1.25)/ 4-9 / 1937(1.25) 0.39 5-9 / 8797(1.25) O.S6 l6d COMMON = 0.162" dia. x 3.5" long nail + + + + + + + + + + + + + + + + + + + + + BC Vert 1949.0 13- 7- 2 0.48 BC Vert 1947.0 15- 7- 2 0.48 5-10 -4529(1.25)/ 0.25 6-10-0 6-10-0 2-PLYS 1 2 3 4 5 ` REQUIRED 4.00 4.0 6X6 3X4 3X6 332 332 4X12 4X12 T HIP T T 0-11-13 itj 0-11-13 L-1 Li 8X8 7X8 8X8 2 4 21 PR�E'S'S�Q1( B 1 62 �� T. TSG W:508 W:508 R:5346 R:7479 �2-0-0 389 1459# 1459# 1459# 1459# 1945# 1949# 1947# 2-0-0 U:-544 STUB 6 7 8 9 10 FS -TUB No. c 7a160 13-8-0 * 1.2 i_ �P OF CA If All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 a., "S• for Super Strength 18 ga. Plates are to be positioned per Joint Detail Repos. Circled plates and false frame plates 4/12/2017 are poslloned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss ""WARNING!"" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (c4) **IMPORTANT'`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_1-000 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component J D : Dri ve_C_0011116_L00005_J 00001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 47 WT/PLY : 105# ry noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown BCSI 83, 87 810, Appy to face truss finless TC Li 20.00 psf Li r L=1.25 P=1. 2 5 _ IUI��\V\IJII ��� r� rr for permanent latera! restraint n webs shall have bracing tl per sections or as applirade. plates each of and fwsition as shown above and on the Joint Detaik repos, unless noted otherwise. TC SnOW Pf 0.00 psf ow( ) owDu $rIOWDUr L=1.1$ P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSIrrPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information Beethis jobs general notes page and these websites: ALPINE: www.aloineitw.com: TPI: www.toinst.om WTCA www.sbdrdustn ora' ICC: www.iccsafe om Bid9 Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 r • .1 Job Name: PHILLIP RESIDENCE Truss ID: C04 Qty:' _ 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. ••[PM]=PLATE MONITOR USED -See Joint Report- Required bearing widths and bearing areas ' 1 2- 2-12 1275 5.50,, 1.50•' BC 2x6 DFL #2 - WEB 2x4 DFL STANDARD - Designed per ANSI/TPI 1-2014 Fabrication appl when truss not supported in a hanger. 2 15- S- 4 1280 HGR 1.50 BRG HANGER/CLIP NOTE Kcr (creep factor) = 3.00 Refer to Joint QC Detail Sheets for Tolerance = 20.0% - Bearings designed for an FcPerp value of the lesser the truss lumber UPLIFT REACTION S) : Support CBC Wind Non -Wind - 1 lb 2 *HUS26 - Cq factors and Rotational Tolerances. of chord value or 625 for all bearings. -92 2 -93 lb Support ConneCtion(s)/Hanger(s) are Loaded for 10 PSF non -concurrent BCLL. IRC/IBC truss plate values are based on This truss is designed using the not desiggned for horizontal loads. SEE SIMPSON CATALOG r Permanent bracing is required to - Prevent rotation//toppling. See testing and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. ASCE7-10 Wind Specification Bldg Enclosed = Yes, FOR ADDITIONAL INSTALLATION NOTES SCSI and ANSI/TP 1. Not desig9ned for attic storage unless - PLATING BASED ON GREEN LUMBER VALUES. Truss Location Not End Zone Ezp Category C MAX DEFLECTION (Span) noted otherwise. - _ Bldg Length - 40.00 ft, Bldg Width - 30.00 ft L/999 MEM 7-8 (LIVE) LC 2 O. C. Spaci ng 2- 0- 0 Mean roof height - 11.63 ft, mph = 110 L= -0.05 CC= -0.13" CL= -0.18" - - TRUSPLUS 6.0 VER: T6.5.21 Occupancy Category II, Dead Load - 13.2 psf Force EX.WB DEF CRITERIA:L/120 - Designed.as Main Wind Resisting System - - low -n se and Components and Cladding IN MEM 9- 5; T= 0.00" - - - Tributary Area = 61 sgft CRITICAL MEMBER FORCES: - + Vertical members exposed to wind: 6- 1, 9- 5 TC COMP.(DIft / TENS.(DUR.) CSI 1-2 -2129(1.253/ 0.23 - -• ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L Plf L.Loc R.PIf R.Loc LL/TL 2-3 -2107(((1.25)))/ 0.08 3-4 -2118 1.25 / 0.08 . - TC Vert '68.00 2- 0- 0 68.00 15- 8- 0 0.59 BC Vert 16.00 2- 0- 0 16.00 15- 8- 0 0.00 4-S -2139 1.25 / 0.23 r .Type... lbs X.Lot LL/TL Fastener " BC Vert 230.0 3- 8-12 0.48 BC COMP. DUR.)/ TENS. DUR. CSI 6-7 -33 1.60)/ 34 1.60 0.15 - - BC Vert 230.0 S- 8-12 0.48 BC Vert 230.0 7- 8-12 0.48 - 7-8 / 1413 1.25 0.49 - BC Vert 230.0 9- 8-12 0.48 8-9 -33(1.60)/ 34 1.60 0.17 - - BC Vert 230.0 11- 8-12 0.48 WB COMP. DUR.)/ TENS.(DUR.) CSI BC Vert 257.0 13- 8-12 0.48 1-6 -1143 1.25)/ 0.13 - 1-7 - / 2014 1.25 0.82 9111 2-7 -227(1.25)/ 1 1.60 0.03 3-7 / 787 1.25 0.32 3-e - / 801 1.25 0.33 4-8 -226<1.25)/ 92 1.60 0.03 5-8. / 2024 1.25 0.82 5-9 -1148(1.25)/ 0.13 I 6-10-0 I 6-10-0 ' 1 2 3 4 5 • 4.00 -4.0 See new joint report for any "boxed" plates. The plating has changed. 6X6 T1.5X3 1.5X3 3-3-2 3X8 3X8 3_3.2 SHIP 0. 3 0-11-13 2X4 8X8 7X8 2X4 �Q�iOF1tS.4/ 131 B2 0 8 R:1275 t W 508 U:-92 230# 230# 230# 230# 230# 257# R:1280 20 STUB IB 7 13-8-0 8 9I2-0-0 STUB No. C 72160 � CIVIL �P 9TF� CAUrdea All connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 ga., "S• for Super • Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. " 4/12/2017 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: PHILLIPS (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component J D : Dri ve_C_0011116_L00005_J 00001 Safety Information, by TPI and WTCA) for safety practices prior to performing these tuncuons. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 43 VT/PLY: 99# rr no. otherwise, top chord shall have Properly attached stmQural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown installed BCSI 83, B7 810, Apply lace TC Live 20.00 psf Li r L=1. 2 5 P=1. 25 r� rt _ l�l��\V\IJII ALM lar permanent lateral resUaint of webs shall have bracing per sections or as applicable. plates to each of truss and position as shown abweaM on the Jaint Details report, unless noted oiherw¢e. TC $nOW Pf 0.00 psf ( ) owDu SnOWDUr L=1. 1$ P=1. 1$ Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN fTW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 8C Live 0.00 psf 1.00 / 1.00 / 1.00 1820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 ps f O. C. Spaci ng 2- 0- 0 Designer per ANSYTPI I Sec.2 , TRUSPLUS 6.0 VER: T6.5.21 ALPINE:for more information Beeth'Lsjob•sgeneral notes page and these web sites: ustriam ICC: w.iccsafe.om TCA: wWndww www.alaineitw cam :TPI:w- toimK.om: Wwww rr Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: COG Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTION(S) : 1 2- 1-12 452 3.50" 1.50" BC 2x4 OF #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 4- 0- 0 434 3.50" WEB 2x4 DFL STANDARD - Bearings designed for an FcPerp value of the 1 -40 lb -246 1b 3 .1.50" 5- 4- 0 112 3. SO' 1.50" WEDGE 2x8 DFL #2 . Kcr (creep factor) 3.00 lesser of the truss chord lumber value or 625 for bearings. 2 -9 lb -199 lb 4 6- 8- 0 148 3.50 1.50 = IRC/IBC truss plate values are based on all Refer to loint QC Detail Sheets for 3 -4 lb 4 -10 1b -23 lb 5 8- 1- 0 291 3.50" 1.50" testing and approval as required by IBC 1703 ANSI/TPI are in ESR -1118. cq factors and Rotational Tolerances. Loaded for 10 P5F BOLL. 5 -12 lb 6 lb lb ' 6 7 9- 7- 0 324 3.50" 1.50 11- 0- 0 125 3.50" 1.50 and and reported Install interioupport(s) before erection. non -concurrent Mark all interior bearinu.locations. -12 -35 7 -9 lb 8 12- 4- 0 274 3.50" 1.50" Building designers shall verify gable loads loads, if Permanent bracing is required to See 8 -7 lb -153 lb 9 lb lb 9 13- 8- 0 989 3.50" 1.50" and eave applicable. (+1 gable bracing reyulred @ 48" intervals, prevent rotation/toppling. BCSI and ANSI/TPI 1. -49 -763 ll -8S lb -785 lb 10 11 15- 6- 4 0 3.50" 1.50" 15- 8- 0 990 3.50" 1.50" 1 expposed to wind load applied to face. See IiylBCc's Gable Bracing Details. PLATING BASED ON GREEN LUMBER VALUES. + + + + + + + + + + + + + + + + + + + + + HORIZONTAL REACTION(S) support 1 -830 1b MAX DEFLECTION (span) ( P ) This truss is designed using the Designed for 2.0 K lbs drag load applied support 2 390 lb L/999 MEM 22-23 (LIVE) LC 48 ASCE7-10 Wind Specification Bldg Enclosed - Yes, horizontally in either direction to the top chord points, with dead + 0 % live support 3 195 lb support 4 201 lb L= -0.05" CC= 0.00" CL= -0.05" Truss Location = Not End Zone panel loads sing load duration = 1.60. Partial support 5 213 lb CRITICAL MEMBER FORCES: Exp Category = C continuous bearing (PB) horizontal reaction support 6 213 lb TC COMP. OUR. / TENS. DUR. CSI Bldg Length = 40.00 ft, Bldg Width a 30.00 ft 146 Plf Max. Connection by others. support 7 201 lb 1-2 -424 1.60 / 700 1.60 0.28 Mean roof height - 11.63 ft, mph - 110 + + + + + + + + + + + + + + + + + + + + + + support 8 195 lb ' 2-3 -51 1.60 / 278 1.25 0.10 Occupancy Category II, Dead Load - 13.2 psf PB (1) from 2-0-0 to 15-8-0 support 9 939 3-4 -33 1.60 / 286 1.25 0.06 Designed as Main Wind Force Resisting System Low-rise Components Cladding Not designed for attic storage unless lb support 11 149 1b 4-5 5-6 -22 1.60 / 298 1.25 0.14 -129 1.60 / 363 1.60 0.13 - and and Tributary Area = 45 sq ft noted otherwise. 6-7 -213 1.60 / 447 1.60 0.13 7-8 -367 1.60 / 649 1.60 0.14 8-9 -528 1.60 / B00 1.60 0.10 9-10 -636 1.60 / 907 1.60 0.30 10-11 -1105 1.60 / 1388 1.60 0.45 The truss is designed to support top chord ec COMP. WR. / TENS. DUR. CSI outlookers, 0-10-0 long and a cladding load 12-13 13-14 -s7z�l.6o;/ 8311.60; 0.29 / 0.07 not to exceed 10 PSF and 24" span opposite 14-15 / 0.02 face. Do not notch the top chord. 15-16 / 0.01 16-17 / 0.01' 17-18 / 0.01 18-19 / 0.01 19-20 0.01 20-21 21-22 / 0.13 -1324 1 60 / 1218 1 60 0 39 , 22-23 -1218(1.60)/ 1324(1.60) 0.44 1 8-10-0 8-10-0 WB COMP. DUR. / T111 "6CSI 1 2-14 -354 1.60 / 223(1.603 0.07 2 3 4 5 6 7 8 9 10 11 3-15 -104 1.25 / 8((1.603.0.01 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (BuBding Component 4-16 -103 1.25 / 45 1.60 0.01 -- 4.00 _4.00 5-17 -134 1.25 / 0.02 v V ry ' 7-18 -134 1.25 / 30 1.60 0.02 8-19 -102 1.25 / 22 1.60 0.01 4X4 � L 9-20 -154 1.60 / 62 1.60 0.02 TC Snow(Pf) 0.00 psf 1.5X3 1.5X3 10-21 -666 1.60 / S20 1.60 0.17 5_l0 _134 1.25 _,��i O.O2 TC Dead 14.00 psf 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1-2-8 1.5X3 3-3-2 3X10 11I 3X6 L3X6 0-3-13 3X10 1.5X3 1.5X3 1.5X3 2.5X4 1.5X3 1.5X3 1.5X3 1.5X3 15-8-0 17-8-0 12 13 14 15 16 17 18 19 20 21 22 23 OVER SUPPORT AS SHOWN I - 3-3-2 fHIP 0-3-13 T. T,gN No. C 72160 9�OF CALIF All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates - 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "*WARNING!"* READ AND FOLLOWALL NOTES ON THIS DRAWINGI Cust: PHILLIPS (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (BuBding Component ID: Dr i ve_C_0011116_L00005_100001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 50 WT/PLY: 106# v V ry noted otherwise, top chord shall have property attached struchnal sheathing antl holtom chord shall have a properly attached rigid ceiling. Locations shown installed BCSI B3. B7 B10, Appy to race truss TC Live 20.00 psf L i ve Du r L=1.2 5 P=1.25 � L for permanent lateral restraint of webs shall have bracing per sections or as applicable. plates each of and position as shown above and on the Joint Details report, unless noted. otherwise. TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 U U Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN fllW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSYTPI f Sec.2 TRUSPLUS 6.0 VER: T6.5.21For more information we this job's general notes page and these webshes: ALPINE: www.aloineitw.com: TPI: www.loinsl.ore: WTCA: www.sbandustry om: ICC: vnvw.iccsafe.oro Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: CJ -1 Qty: 1 BRG X -LOC REACT SIZE REQ'D Tc 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTIONS) 1 3- 1- 1 575 7.75 1.50 BC 2x4 DFL #1 d Btr. Fabrl catl on Tolerance = 20.0% Support CBC Wind Non -Wind (CAT 2 11- 4- 9 536 2.12 1.50 WEB 2x4 DFL STANDARD Kcr factor) 3.00 Bearings designed for an FcPery value of the lesser lumber 1 -152 lb 2 lb Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to arid follow the latest edition of BCSI (Building Component MAX DEFLECTION (Span) (creep - Refer to Joint OC Detail Sheets for of the truss chord value or 625 for all bearings. -86 HORIZONTAL REACTION(S) L/999 MEM 3-4 (LIVE) LC 56 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on support 1 179 ib TC Live 20.00 psf L= -0.03 CC= -0.05" Cl= -0.08 Loaded for 10 PSF non -concurrent BCLL. Permanent bracing is testingg and approval as required by IBC 1703 in ESR support 2 179 lb This is designed r� rl l�i��\V\IJII MAX DEFLECTION (cant) ( required to rotation//toppling. See and AN and are reported -1118. PLATING BASED ON GREEN LUMBER VALUES. truss using the ASCE ?-10 Wind Specification SnOWDU r L=1.15 P=1.15 L/999 MEM 1-2 (LIVE) LC 59 pprevent BCSI and ANSI/TPT 1. End verticals are designed for axial loads Bldg Enclosed =Yes, L= 0.03" CC= 0.001, CL= '0.03" Not desi ned for attic storage unless only, unless noted otherwise. Truss Location - Not End Zone AN RW COMPANY EX.WB DEF CRITERIA:L/120 noted ot�ierwise. - -Exp category - C 2820 N. Great SW Pkwy. Grand Pra7rfe, TX75050 IN MEM 8- 4; T= 0.00" BC Dead 8.00 psf 81 dg Length = 40.00 ft, Bldg Width 30.00 ft CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. OUR. CSI - Mean roof height - 11.33 ft, mph= = ll0 Occupancy Category II, Dead Load 13.2 psf TRUSPLUS 6.0 VER: T6.5.21 1-2 -265((1.603/ 247((1.60)) 0.13 Bid Code: CRC -2013 g Designed as Main Wind Force Resisting System - Low -n se and Components and Cladding 2-3 -815(1.25)/ 156(1.60) 0.25 Tributary Area - 26 sq ft 3-4 -92(1.25)/ 138(1.60) 0.30 Vertical members exposed to wind: 8- 4 exposed BC COMP.(DUR. / TENS. (DUR. CSI ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.PIf R.Loc LL/TL 5-6 -230(1.60 / 276(1.60 0.09 TC Vert 0.00 0- 0- 0 163.1 10- 0-10 0.59 6-7 -205((1.60 / 343((1.60 0.09 TC Vert 34.00 10- 0-10 34.00 ll- 5-10 0.59 7-8 -149 1.60 / 768 1.25 0.18 BC Vert 0.00 0- 0- 0 38.57 10- 0-10 0.00 WB COMP. (OUR. / TENS. (DUR. CSI BC Vert - 8.00 10- 0-10 8.00 11- 3- 0 0.00 2-6 -521(1.253/ 142(1.603 0.06 ' 2-7 -125((((1.603))/ 680((((1.253)) 0.28 - 3-7 -27 1.25 / 102 1.25 0.04 3-8 -819 1.25 / 115 1.60 0.28 4-8 -34 1.60 / 377 1.25 0.15 - 3-0-4 T 0-3-13 1 2 3 2.83 0-1:i-10 4 AXd B2 W:202 R:536 U:-86 3-0-4 SHIP /2" GAP MAX T. TgNC P!0. C 72160 VV.r IL R:575 U:-152 11-5-10 5 6 7 8 "H" "S° All connector plates are ALPINE Wave 20 ga., unless preceded by for High Strength 20 ga., for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled Plater and false frame plates 4/12/2017 - are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tru S ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: PHILLIPS (CAT "*IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve_C_0011116_L000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to arid follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_300001 Safety information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary tracing per BCSI. Unless Dsg n r : AW #LC = 61 WT/PLY: 64# Vj7 V yy no. otherwise, top chord shall have Property anached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 _ r� rl l�i��\V\IJII fo permanent lateral restraint of webs shall have bracing finless tl per BCSI sections B3, 87 or 870, as applicahle. Apply plates to each face of truss and position as shown above and on the Joint Details report, unless no. oherwise. TC Sr10W Pf 0.00 psf C ) SnOWDU r L=1.15 P=1.15 1��0 Alpine, a division of ITW Building Components Group Inc., shall no be responsible for any deviation from m"s drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd /Comp /Tens AN RW COMPANY conformance with ANSI/TPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance o1 professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Pra7rfe, TX75050 solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI T Sec.2 TRUSPLUS 6.0 VER: T6.5.21 Form ore informationBeethis pinob'sgeneral not� VVTCA:wwwgeand dvstry Oro ICC: ALPINE: www.alolneitw.com: TPI: www.toinstoro� WTCA www.sbdntlustrv.oro: ICC: www.iccsafe.ore Bid Code: CRC -2013 g DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: D01 Qty: 3 - BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACrION(S) : 1 2- 2-12 640 5.50" 1. 50:: BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% - -Support CBC Wind Non -Wind - 2 12- 6- 4 453 5.50 1. 50 WEB 2x4 DFL STANDARD * Bearings designed for an FcPery value of the 1 -106 lb MAX DEFLECTION (span) Kcr (creep factor) - 3.00 Refer to Joint OC Detail Sheets for lesser of the truss chord lumber value or 625 for all bearings. 2 -55 lb This truss is designed using the L/999 MEM 3-4 (LIVE) LC 2 Cq factors and Rotational Tolerances. - - ... IRC/IBC truss plate values are based on - ASCE7-10 Wind Specification L= -0.05" CC= -0.07 CL= -0.12 Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. - _ testingg and approval as required by IBC 1703 Bldg Enclosed = Yes, MAX DEFLECTION (Cant) Not designed for attic storage and AN and are reported in ESR -1118. Truss Location = Not End Zone Exp Category C L/999 MEM 1-2 (LIVE) LC 52 ,unless noted otherwise. y = Bldg Length = 40.00 ft, Bldg Width = 30.00 ft L= -0.01" CC= -0.01" CL= -0.011, r B2 Mean roof height = 11.39 ft, mph 110 EX.WB DEF CRITERIA:L/120 - - - Occupancy Category. Il, Dead Load = 13.2 psf IN MEM 8- 4; T=, 0.00" -- - - - - - _ _. -_ - - Designed,as Main Wind Force Resisting System. CRITICAL MEMBER FORCES: - t -Low-rise and Components and Cladding TC CO MP. (((DUR.3)/ TENS .(((DUR.3) CSI 1.6 175(1.60) No. C 721$0 - Tributary Area = 26 sgft + _ Vertical members exposed to wind: 8- 4 2-3 570 1.25 / 71 1.60 O.1S �. BC Live 0.00 psf 1.15 / 1.10 / 1.10 3-4 -564(1.25)/ 0.26 - BC Dead 8.00 psf BC COMP. DUR. / TENS. DUR. CSI e - 5-6 -138((1.25))/ 167((1.60)) 0.08 _ TRUSPLUS 6.0 VER: T6.S.21 For more information see this job's Beneralnotes page and these web sites: ALPINE: www .aloineitw.cam: TPI: www.trdnst.ora: WTCA wwwsbcindusirv.oro: ICC: www .icmafe.pro 6-7 219(1.60) 0.11 Bldg Code: CRC -2013 9 r _95(1.253/ 7-8 22(1.60 / 27(1.60) 0.12 - - - WS COMP. DUR. / TENS. <OUR. CSI .. 2-6 -5631.253/ 99(1." 0.06 2-7 -701.60))))/ 467((((1.25)))) 0.19 r - 3-7 -551.25 / 95 1.25 0.04 - 4-7 -31.60 / 494 1.25 0.20 4-8 -401811.25 / 77 1.60 0.04 •748 5-48 1 2 3 4 4.00 4.001 6X6 Cfvl%. �P r OF All connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 2.5X4 6 4/ 12/2017 2.5X4 T 2-9-5 , SHIP Cust: PHILLIPS - (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 0-11-13 W0: Drive -C_0011116 -L000 - ^ require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component I D:: D ri ve-C_0011116_L000OS-300001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless 2X4 2-0-0 3X8 zxa�LLT. � T. TqN E Li veDu r L=1. 2 5 P=1.25 B1 B2 VV:508 W:508 TC Snow( Pf) 0.00 psf SnowDu r L=1. 15 P=1. 15 R:640 R:453 U:-106 12-9-0 12 0 .-55 No. C 721$0 5 6 7 - 8 1 STUB conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility Cfvl%. �P r OF All connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates posltloned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/ 12/2017 268 - Homewood Truss, ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS - (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 - ^ require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component I D:: D ri ve-C_0011116_L000OS-300001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsg n r : AW #LC = 53 WT/PLY: 72# v VTrusses ly no ted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown installed SCSI 83. B7 810, Apply face truss TC Live 20.00 psf Li veDu r L=1. 2 5 P=1.25 � for permanent lateral restraint of webs shall have bracing per sections or as applicable. plates to each of and position as shown above and on the Joint Details report, unless noted otherwise. TC Snow( Pf) 0.00 psf SnowDu r L=1. 15 P=1. 15 U LJ Alpine, a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN RW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Pralrfe, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer perANSI/TPI f Sec.2 _ TRUSPLUS 6.0 VER: T6.S.21 For more information see this job's Beneralnotes page and these web sites: ALPINE: www .aloineitw.cam: TPI: www.trdnst.ora: WTCA wwwsbcindusirv.oro: ICC: www .icmafe.pro Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE i Truss ID: DOG ,fr # Qty,., 1 BRG X -LOC REACT SIZE REQ'D TC Zx4 DFL M1 & Btr. .Designed per ANSI/TPI 1-2014 UPLIFT REACTIONS) 1 2- 1-12 138 3.50 1.50 BC 2x4 DFL #1 8 Btr. Fabn cation Tolerance - 20.0% Support C8C W1 rdNan-Wind 2 4- 0- 0 226 3.50 1.50 WEB 2x4 DFL STANDARD Bearings designed for an Fc Perp value of the 1 -84 lb 3 S- 4- 0 34 3.50 1.50' Kcr (creep factor) - 3.00 .Refer to Joint QC Detail Sheets for lesser of.the truss chord lumber value or 625 for all bearings. , ' 2 -45 lb - 3 -15 lb 4 6- 7- 8 238 3.50 _1.50" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 4 -19 lb 5 8- 1- 8 238 3.50 1.50" Loaded for 10 PSF non -concurrent SCLL. interior bearing locations. testingg and approval as required by IBC 1703 noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown installed BCSI B3, B7 810, Apply lace truss 5 -19 lb - 6 9- 5- 0 34 3.50: 1.50 7 10- 9- 0 226 3.50 1.50 Mark all - Building designer shall erify gable loads and AN and are reported in ESR -1118. Install interior supports) before erection., - 6 -15 lb 7 -44 1b , 8 12- 7- 4 0 3.50' 1.50' and eave loads, if applicable. _ _ - bracing 0 48" intervals, �y PLATING BASED ON GREEN LUMBER VALUES. - 9 -78 lb. 9 12- 9- 0 138 3.50 1.50 [+l gable required 1 expposed to wr nd load applied to face. HORIZONTAL REACTION(S) _ support 1 -249 b This truss is designed using the ASCE7-10 Wind Specification MAX DEFLECTION (span) : See ITWBCG's Cable Bracing Details. support 9 249 lb TC Dead 14.00 psf Bldg Enclosed - Yes, L/999 MEM 8-9 (LIVE) LC 1 Not designed for attic storage unless - BC Live 0.00 psf Truss Location - Not End Zone L= -0.01" CC= -0.02" CL= -0.04" MAX DEFLECTION (cant) -' noted ot�ierwise. BC Dead 8.00 psf Ex p Category = C Bldg Len9th 40.00 ft, Bldg Width - 30.00 ft Mean roof height = 11.39 ft, mph 110 L/999 MEM 16-17 (LIVE) LC 1 Designer per ANSVTPI f Sec.2 - Occupancy Category II, Dead Load = 13.2 psf L= -0.01" CC= -0.02" CL= -0.03" For more information methsjob's general notes page and them web sites: ALPINE: www. aloineitw.corn TPI:www .toinst ora: WTCA www sbcirwusmtorw ICC: www .iccsato oro Bldg Code: CRC -2013 9 Designed as Main Wind Force Resisting System CRITICAL MEMBER FORCES: TC COMP. R. / TENS. WR. CSI ' t - -Lav-rise and Com onents and Claddin Tributary Area 30psgft g 1-2 62 1.60 / 307 1.25 0.14 2-3 29 1.60 / 257 1.25 0.13 - - 3-4 -13 1.60 / 289 1.25 0.:1 ' 4-S / 23S 1.25 0.08 5-6 / 23S 1.25 0.08 6-7 -12(1.60)/ 289 1.25 0.10 - - 7-8 29((1.60))/ 257 1.25 0.13 - - 8-9 61 1.60 / 307 1.2S 0.14 ' The truss is designed to support top chord BC COMI. <1 R.) / TENS. ffR. CSI outlookers, 0-10-0 long and a cladding load 10, 1 --2so(1.2s)/ 66(1.603 o.08 11-1z / 0.01 01 °o: not to exceed 10 PSF and 24" span opposite face. Do not notch the top chord. 13-11 j 01 - - 14-1s / • 0.01 16-17 / 0.08 WB COMP. DUR. / TENS. DUR. CSI 2-11 -249 1.25 / 71 1.60 0.03 - 3-12 -5 1.60 / 33 1.60 0.01 4-13 -108 1.25 / 16 1.60 0.01 - 7-4-8 7_4_8 . " 6-14 aoa 1.2s / 16 1.60 0.01 7-15 -5 1.60 / 33 1.60 0.01 1 2 • 3 4 5 6 7 8 9 _ " 8-16 -249 1.25 / -71 1.60 0.03 4-13 -108 1.25 / 16 1.60 0.01" - - �- - •-. . _ 4.00 _4.0 - - - - . - 6-14 -108 1.25 / 16 1.60 0.01 -' w '4X4 r 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 2-9-5 1-2-8 2.9.5 3X6 1= 3X6 SHIP =1 0-3-13 0-3-13 1.5X3 1.5X3. 1.5X3 1.5X3 1.5X3 1.5X3 12-9-0��T. �OFESSIq,[,� TqN`"� 14-9-0 10 11 12 13 14 15 16 17 14 No. C 72160 ,fr # OVER SUPPORT AS SHOWN CNIL P q�pF�Up� All connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 ga., 'S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (C4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 ^ require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L000OS_300001 Safety inform Information, by TPI and WTCA( for safety practices prior to performing thefunctions. Installers shall provide temporary bracing pet BCSI. Unless Dsgn r : AW #LC = 48 WT/PLY : 72# v VTrusses noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown installed BCSI B3, B7 810, Apply lace truss TC Live 20.00 psf Ll r L=1. 2 S P=1.25 ��� _Ul\\\call r� r1 nor permanent lateral restraint n webs shall have bracing per sections or as appliwde. pWtes to each of and poshionasshawnabweandonme,lointDetaiSreport,unlessnotedotherwse. TC STIOW Pf 0.00 psf ( ) owDu SnOWDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall no be responsible for any deviation from this drawing, any failure to build the buss N TC Dead 14.00 psf Rep Mb r Brill / Comp / Tens AN ITW COMPANY conformance vAANSIrTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on chis drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf O. C .Spacing 2- 0- 0 Designer per ANSVTPI f Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information methsjob's general notes page and them web sites: ALPINE: www. aloineitw.corn TPI:www .toinst ora: WTCA www sbcirwusmtorw ICC: www .iccsato oro Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/2413 Job Name: PHILLIP RESIDENCE Truss ID: E01 Qty: 2 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed, per ANSI/TPI 1-2014 This design based on chord bracing applied 1 2- 2-12 1691 5.50" 1.50 BC 2x6 DFL #2 Fabrication Tolerance = 20.0% per the foll wring schedule: 2 32-10-12 4673 3.50 2.49 WE 2x4 DFL STANDARD Bearings designed for an FcPerp value of the max o.c. from to 3 53- 3-12 2414 HGR 1.50 WEDGE 2z6 DFL #2 lesser of the truss chord lumber value or TC 24.00" 7-10-15 43- 5- 0 Kcr (creep factor) - 3.00 625 for all bearings. Required bearing widths and bearing areas BRG HANGER/CLIP NOTE IRC/IBC truss plate values are based on Refer to Joint QC Detail Sheets for apply when truss not supported in a hanger. 3 °HGUS26-2 testing and approval as required by IBC 1703 Cq factors and Rotational Tolerances. UPLIFT REACfION(S) Support Connections)/Hanger(5) are and AN I/TPI and are reported in ESR -1118. Loaded for 10 PSF on -concurrent BCLL. Support C&C Wind Non -Wind not de5iyy ned for horizontal loads. Install interior supports) before erection. Mark all interior bearing locations. 1 -33 lb SEE SIMPSON CATALOG + + + + + + + + + + + + + + + + + + + + + CAUTION Persons installing trusses should 2 -94 lb Nail pattern shown is for PLF loads and - retain a local engineer for proper lifting, 3 -44 lb FOR ADDITIONAL INSTALLATION NOTES point loads converted to PLF loads only. handling and bracing per TPI/SCSI. This truss is designed using the MAX DEFLECTION (Span) : Concentrated loads shall be distributed to Drainage shall be provided to avoid ponding. ASCE7-10 Wind Specification L/999 MEM 3-4 (LIVE) LC 54 each ply equally. Multi -ply with hangers are Permanent bracing is required to Bldg Enclosed = Yes, L= -0 .21�� CC= -0.42 CL= -0.63 based on hanger ails using 3.0" nails min. prevent rotation/toppling. See Truss Location = Not End Zone into the carrying member. SCSI and ANSI/TP 1. Exp Category = C EX.WB DEF CRITERIA:L/120 If shown, use additional fasteners for point Continuous lateral restraint attached to Bldg Length 40.00 ft, Bldg Width = 30.00 ft IN MEM 23-12; T= 0.00" loads from the back plyst distributed symm. flat TC as indicated. Lumber shall be Mean roof height - 11.48 ft, mph = 110 CRITICAL MEMBER FORCES: in the chords, within 12' of hanger flange. structural grade. Brace 0 24" o.c. unless Occupancy Category II, Dead Load = 13.2 psf TC COMP. WR. / TENS.(DUR.) CSI IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER noted. Designed as Main Ind Force Resisting System 1-2 -2344 1.25 / 0.40 AMOUNTS SHOWN shall BE INSTALLED FROM THE PLATING BASED ON GREEN LUMBER VALUES. - Lav -rise and Components and Cladding 2-3 -2132 1.25 / 0.31 FRONT AND BACK FACE EQUALLY(TOTAL NAILS = 2 -PLY! Nail w/lod COMMON, stal$ered(per NDS) - Tributary Area - 203 sqft 3-4 -4765 1.25 / 0.39 DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS. in: TC- 2 BC- 2 WEBS- 2 PER FOOT!- Vertical members exposed to wind: 23-12 4-S -4137 1.25 / 0.32 10d - 104 NAILS, SDS = Simpson SD5 screws Cluster screws, if shown, are 3" long. ----------LOAD CASE #1 DESIGN LOADS ---------------- 5-6 -901 1.25 / 0.25 or eauival ent substitute. Not designed for attic storage unless Dir L.Plf L.Loc R.Plf R.Loc LL/TL 6-7 -917 1.25 / 0.24 (`) = Special Connection Req. (by others) noted otherwise. TC Vert 68.00 0- 0- 0 68.00 8- 0- 0 0.59 7-8 / 4291<1.25) 0.50 NAIL ppastern shown is based on: TC Vert 122.00 8- 0- 0 122.00 43-10- 4 0.54 e-9 / 4134(1.253 0.60 lOd BO% = 0.128" dia. x 3.0" long nail TC Vert 68.00 43-10- 4 68.00 53- 5- 8 0.59 9-10 -819(1.25)/ 892(1.25 0.35 10d COMMDN = 0.148" dia. x 3.0" long nail 8C Vert 16.00 0- 0- 0 16.00 53- 5- 8 0.00 10-11 -2175(1.253/ 0.18 16d BOX = 0.135" dia. x 3.5" long nail - .Type... lbs X.Loc LL/TL Fastener 11-12 -3964(1.25 / 0.19 l6d COIMION = 0.162" dia. x 3.5" long nail BC Vert 1216.0 48- 3-12 0.48 + + + + + + + + + + + + + + + + + + + + BC Vert 443.0 49-10- 4 0.48 BC COMP. (WR.)/ TENS.(DUR. CSI - BC Vert 443.0 S1-10- 4 0.48 13-14 / 2101(1.253 0.49 14-15 / 2523(((1.25))) 0.44 15-16 / 4880 1.25 0.36 16-17 / 4084 1.25 0.44 17-0 -2878(1.25)/ 0.68 - 17-18 -2878(1.25)/ - 0.68 " 18-19 / 75(1.25) 0.20 19-20 -246(1.25)/ 0.05 20-21 / 2070 1.25 0.18 . - 21-22 / 3668 1.25 0.45 _ 22-23 -56(1.60)/ 23 1.60 0.21 - WB COMP.(DUR.)/ TENS.(DUR.) CSI ' 18-8 -450(1.25)/ . 0.17 2-14 / 536(1:25) 0.11 3-14 -957(1.25)/ 0.08 3-1S / 2377(1.25) 0.48 7 0 - 9-11-7 4-15 -556(1.25)/ 0.04 - 4-16 -845 1.25 / 0.16 1 2 3 4 5 6 7 8 9 10 11 12 5-16 / 452(1.25) 0.09 2-PLYS s-17 -3491(1.25)/ 0.66 6-17 -715 1.25 / 0.05 4.00 7-17 / 3992(1.25) 0.81 REQUIRED 35-5-0 -4.0 7-18 -2545 1.25 / 0.20 9-18 -4456 1.25 / 0.67 6x6 18-20 -686 1.25 / 972(1.25> 0.20 1.5X4 6X6 9-z0 / 1040(1.25) 0.21 4X4 6X6 1.5X4 2X4 3X8 6X6 10-20 -1881(1.25)/ 0.33 T 4X10 10 21 / 1oz9(l.zs> o.zl 4X4 11 21 -19z7(l.zs)/ 0.27 2-11-7 3X6 11 22 / 1172(1.z5) o.z4 4-5I-7 1 = 4X6 4-5-7 12-22 / 37sz(l.zs) 0.77 1 I 1SHIP 12-23 -2083(1.25)/ 0.12 0-3-13 4X4 4X4 7X8 4X12 7X12 J 61 1-6-0 B2 4X8 7X8 7X10 1-1-10 Q�OF�SSI W:508 4X6 W:308 2X4 B3 T. TqN 2-0-0 R:1691 32-10-12 RA673 443# `HGUS26-2 5 U:-33 r 33-0-8 U:-94 J 1443# W:308 1216# J, R:2414 U:-44 53-5-8 20-5-0 2-5-8 No. C 72160 13 14 15 16 17 189 20 21 22 23 STUB cturn, �P OFCALIF All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 � �1 �'l 1 are posiboned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/ 1 2/201 / 268 - Homewood Truss ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS "IMPORTANT" W0: Drive_C_0011116_L000 ^ ic�� IMPORTANT'` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. vn V Trusses require extreme cera in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component J D : Dri ve_C_0011116_L000OS_) 00001 Safety Information, by TPI and WTCA) tar safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 65 WT/PLY: 394# 1r noed otherwise, tap chcud shall have propeny attached structural sheathing and bottom ch old shall have a progeny ...".right ceiling. Locations shown ILLI r� r1 t� for permansh lateral restraint n weos shall have bracing installetl per BCS sections 83, B7 or 870, as applicable. Apply plates to each face of truss and TC Live C > 20.00 ppsf Live Dur L=1. 2 5 P=1. 2 5 IIIJI�)I ��I��\V`�JIIIILr�� posbionasshownabweandonthe.loiniDetailsrepon.un!essnotedoherw'se. TC Sr10W Pf 0.00 Sf SnowDur L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall no be responsible for any deviation from this drawing, any failure to build the truss N TC Dead 14.00 ps f Rep Mb r Bnd / Comp / Tens AN l7W COMPANY conformance with ANSIrTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 ps f 0. C. Spac i ng 2- 0- 0 Designer per ANSI/TPl f Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this jobs general notes page and thew web sines: Bid Code: CRC -2013 DEFL RATIO: L/240 TC: L/240 ALPINE: www.aloinenw com' TPI: w-toinstAom WTCwww.sbcindustm ora' ICC: wwwccsa .ife am g Job Name: PHILLIP RESIDENCE Truss ID: E02 QV: , 1 - BRG X -LOC REACT SIZE REM,, TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. This design based on chord bracing applied _ 1 2- 2-12 1386 5.50" 1.50" BC 2x4 DFL #1 & Btr. ® Refer to BCSI for proper required lateral per the following schedule: oto 2 34-10-12 2666 3.50" 2.84" 2x6 DFL #2 23-10 restraint. For alternative web bracing, max o.c. from S- 0 3 53- 2-12 606 RR 1.50"- WEB 2x4 DFL STANDARD Fabrication Tolerance 20.0% see ITWBCG's standard details. Designed ANSI/TPI 1- 20 14 TC 24.00" 9-10-15 41- Required bearing widths and bearing areas BRG HANGER/CLIP NOTE = Kcr (creep factor) - 3:00 per Bearings designed for an FcPerp value of the lumber apppply when truss not supported in a hanger. 3 °MUS26 Support COnnection(s)/Hanger (5) are Refer to loint QC Detail Sheets for Cq factors and Rotational Tolerances. lesser of the truss chord value or 625 for all bearings. UPLIFT REACHON(S) : Support C&C Wind Non -Wind Indeliyyned for h0 r. nta1 loads. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. IRC/IBC truss plate values are based on testingy and approval as required by IBC 1703 1 -98 lb 2 -30 lb SEE SIMPSON CATALOG Install interior support(s) before erection. and AN and are reported in ESR -1118. 3 -34 lb FOR ADDITIONAL INSTALLATION NOTES Drainage shall be provided to avoid ponding. CAUTION - persons installing trusses should This truss is designed using the MAX DEFLECTION (span) : Continuous lateral restraint attached to flat TC as indicated. Lumber shall be retain a local engineer for proper lifting, handling and bracing TPI/BC5I. ASCE7-10 Wind Specification Bldg Enclosed Yes, L/999 MEM 6-7 (LIVE) LC 64 L=' -0.18" CC= -0.37" CL= -0.55" structural grade. Brace 0 24" o.c. unless per Shim bearings (if needed) for req. support. Truss Location Not End Zone MAX DEFLECTION (cant) : noted. Not designed for attic storage unless PLATING BASED ON GREEN LUMBER VALUES. Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 30.00 ft L/859 MEM 14-15 (LIVE) LC 64 noted otherwise. IMPORTANTg FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. "IMPORTANT" Mean root height - 11.61 ft, mph 110 L= 0.03" CC= 0.04" CL= 0.07" Trusses require extreme ore in fabricating, handling. shipping, installing and and followhall the latest edition of SCSI (Building Component Rs. Occupancy Category II, Dead Load = 13.2 psf EX.WB DEF CRiTERIA:L/120 - Designed as Main Wind Force Resisting System - Low-rise and Com nents and Cladding IN MEM 26-13; T= 0.00" #LC = 65 Wi/PLY: 373# !� V ry noted otherwise, top chord shall have properly anached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown Tributary Area - 1077 sg1t CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. DUR. CSI _P=1.25 Live Dur L-1.25 Vertical members exposed to wind: 26-13 1-2 -249 1.60 / 131 1.25 0.20 r� ri far permanent lateral webs shall have Wadng installed per BCS/ sections 83. B7 or 810, as applicable. Apply plates to each face of truss and 2-3 -2163 1.25 / 72 1.60 0.21 ' ��� 3-4 -2128 1.25 / 100 1.60 0.10 I�r��\V\IJII position as shown above and on the Joint Details repon,unlessnoted otherwse. above and n 4-5 -2274 1.25 / 91 1.60 0.20 0.00 psf = SnOWDUr L=1.15 P=1.15 5-6 -2788 1.25 / Bs 1.60 0.31 ,6-7 -2446 1.25 / 70 1.60 0.29 Alpine, a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in 7-8 -1211 1.25 / 59 1.60 0.24 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 8-9 -1211 1.25 / S9 1.60 0.24 BC Live 0.00 psf 1.10 / 1.10 / 1.10 " 9-10 / 988 1.25 0.74 BC Dead 8.00 ps f 0. C. SpaCi ng 2- 0- 0 10-11 / 1842 1.25 0.83 Designer per ANSI/TPI 1 Sec.2 11-12 -417(1.25)/ 4151.25 0.34 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general rotes page and these web shes: ALPINE:MnMLa_loineitw.cow:TPI:Swnvtoinst.ora:WrClcwoMvsbcindustrvora ICC:www.ico femur Bldg Code: CRC -2013 12-13-847i1.25i/ 138 1.25 0.45 BC COMP. DUR. / TENS. DUR. CSI 14-15 93 1.25 / 245 1.60 0.16 15-16 -7 1.25 / 383 1.60 0.17 16-.17 -6 1.60 / 2004 1.2S 0.27 17-18 -10 1.60 / 2329 1.2S 0.33 - 18-19 0 1.60 / 2807 1.25 0.38 19-20 / 2418 1.25 0.36 - ' 20-21 -892 1:22,1,// 87 1.60 0.12 21-22 -1905 1 78 1.60 0.3 22-23 -2612 1.25 / 59 1.60 0.18 23-24 -133 1.25 / 4 1,60 0.26 24-25 -104 1.25 / 749 1.25 0.26 2s-26 ss 1.60 / 24 1.60 0.20 9-10-15 11-11-7 R. / TENS. WR. CSI WB COMP.JW6 22-10 -18701.25 55 1.600.22-15 1 2 3 45 6 7 8 9 10 11 12 13 -12791.2 891.600.14 2-16 -611.0 / 1816 1.25 0.74 -2351.25 / 62 1.60 0.034-16 4.00 31-$-0 -4.03-16 -471.25 71.600.014-17 -331.60 / 690 1.25 0.28 4X126X8 s17 -ssz1.25 / 71.60 0.10 3X4 5X6 1.5X4 5X6 5X8 s-18 / "5001'1 .zs o.zz 6-18 -189<1.25)/ .60 0.03 6-19 27 1.60 0.30 T 1.5X4 T I 3X8 4)(4 -422(1.25)/ 7-19 / 356 1.25 0.14 7-20 -138a 1.2s / 21 1.60 0.96 8-20 -394 1.25 / 56 1.60 0.07 I 5-1-7 3-7-7 1 = 3X6 4X4 5-1-7 9-20 -16(1.60)/ 23811.25 0.97 9-21 -136211.25)/ 30 1.60 0.25 I 6X8 3X4 5X6 5X1 5X6 1 0-3-13 I 1SHIP 10-21 / 1726 1.25 D.7o 22 22 -1955 1.25)/ 39 1.60 0.91 22-24 -225 1.25)/ 453 1.2S 0.20 2 a e1 axa 1 -s -o sxlo 62 sx8 axa W;5013 4 4 zxa 1B310 �T. TqN 11-24 / 418 1.25 0.17 1z-24 -s16 1.zs / s7 1.60 0.29 2-0-0 R:1386 34-10-12 W:308 'MUS26 (� 12-25 -15 167 1.25 0.07 13-2s -102 1.25 / 756 1.25 0.31 U:-98 R:2666 34-9-0 W:508 13-26 -558 1.25 / 63 1.60 0.06 R:606 18-8-8 U:-34 53-5-8 , 2-5-8 No. C 72160 1415 16 17 18 19 20 21 223 24 25 26 STUB * CMIL �P �rFOF CFC All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ?a.,'S' for Super SVength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING/ Cust: PHILLIPS ic�� IMPORTANTg FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. "IMPORTANT" W0: Drive_C_0011116_L000 Trusses require extreme ore in fabricating, handling. shipping, installing and and followhall the latest edition of SCSI (Building Component Rs. JD: Drive_C_0011116_L00005_300001 I stto se functions. BC Safety Information. by TPI and WrCA) for safety practices pion to performing these functions. Installers shall provide temporary bracing per SCSI. Unless to Dsgn r : AW #LC = 65 Wi/PLY: 373# !� V ry noted otherwise, top chord shall have properly anached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf _P=1.25 Live Dur L-1.25 r� ri far permanent lateral webs shall have Wadng installed per BCS/ sections 83. B7 or 810, as applicable. Apply plates to each face of truss and ��� I�r��\V\IJII position as shown above and on the Joint Details repon,unlessnoted otherwse. above and n TC SnOW(Pf) 0.00 psf = SnOWDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Pralde, TX 78050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility o1 the Building BC Dead 8.00 ps f 0. C. SpaCi ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general rotes page and these web shes: ALPINE:MnMLa_loineitw.cow:TPI:Swnvtoinst.ora:WrClcwoMvsbcindustrvora ICC:www.ico femur Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: E03 Qty: 1 BRG X -LOC REACT SIZE REM TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. This design based on chord bracing applied 1 2- 7- 4 1181 3.50" 1.50" BC 2x4 DFL #1 & Btr. ® Refer to SCSI for proper required lateral per the following schedule: 2 34-10-12 2697 3.50" 2.88" 2x6 DFL #2 ZO-9 restraint. For alternative web bracing, max o.c. from to 3 53- 2-12 569 HGR 1.50" WEB 2x4 DFL STANDARD see rMCG's standard details. Fabrication Tolerance 20.0% Designed ANSI/TPI 1-2014 TC 24.00" ll -10-15 39- 5- 0 Required bearing bearing BRG HANGER/CLIP NOTE 3 °MUS26 = per Kcr (creep factor) - 3:00 Bearings designed for an Fc Perp value of the Refer to Joint OC Detail Sheets for - lesser of the truss chord lumber value or widths and areas apyly when truss not supported in a hanger. UPLIFT REACTIONS) Support Connection(5)/Hanger(5) are r Cq factors and Rotational Tolerances. 625 for all bearings. Support G&C Wind Non -Wind ttOt de5lgned for ho rlZOnta1 loads. Loaded for 10 PSF non -concurrent BCLL. IRC/IBC truss plate values are based on Mark all interior bearing locations. testingg and approval as required by IBC 1703 1 -48 16 2 -51 lb SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES Install interior support(s) before erection. and AN and are reported in ESR -1 B. be 3 -31 lb MAX DEFLECTION (span) : Drainage shall provided to avoid ponding. CAUTION persons installing trusses should Continuous lateral restraint attached to retain a local engineer for proper lifting, This truss is designed using the ASCE7-10 Wind Specification L/999 MEM 16-17 (LIVE) LC 41 flat TC as indicated. Lumber shall be handling and bracing per TPI/SCSI. Bldg Enclosed Yes, L= -0.17" CC= -0.42" CL= -0.59" structural grade. Brace O 24" o.c. unless Shim bearings (if needed) for eq. support. noted. PLATING BASED ON GREEN LUMBER VALUES. Truss Location Not End Zone Exp Category C EX.W8 DEF CRITERIA:L/120 Not designed for attic storage unless - Bldg Length - 40.00 ft, Bldg Width - 30.00 ft IN MEM 23-12; T= 0.00" CRITICAL MEMBER FORCES: noted otherwise. Mean roof height - 12.14 ft, mph 110 Occupancy Category II, Dead Load 13.2 psf TC CDMP. DU R. / TENS. OUR. CSI Des igned..s Mad- ind Force Resisting System 1-2 -2018 1.25 / 74 1.60 0.25 - Low-rise and Components and Cladding 2-3 -2035 1.25 / 92 1.60 0.15 3-4 -1971 1.25 / 97 1.60 0.09 Tributary Area - 102 sgft Vertical members exposed to wind: 13- 1, 23-12 4-5 -2254 1.25 / 92 1.60 0.28 S-6 -2254 1.25 / 92 1.60 0.27 6-7 -1206 1.25 / 61 1.60 0.27 7-8 -1203 1.25 / 60 1.60 0.30 8-9 / 936 1.25 0.42 9-10 / 1707 1.25 0.51 10-11 -122(1.25)/ 587 1.25 0.49 ll -12 -795(1.25)/ 142 1.25 0.38 BC CDMP. WR. / TENS. WR. CSI - 13-14 -34 1.60 / 82 1.60 0.10 - - 14-15 -s2 1.60 / 1888 1.25 0.25 15-16 -32 1.60 / 1870 1.25 0.51 - 16-17 -12 1.60 / 1906 1.2s 0.52 1.60 0.28 17-18 -847 1.25 / 9911.60 - 18-19 -1739 1.25 / 1051.60 0.14 - - 19-20 -2667 1.2s / 691.60 0.16 - 20-21 -80 1.25 / 21.60 0.15 21-22 -107 1.25 / 7011.25 -0.28 r 22-23 -80 1.60 / 16 0.20 WB COMP. DDR. / TENS. DIJ - CSI 19-9 -1787 1.25 / 50 1.60 0.20 1-13 -1143 1.25 / 67 1.60 0.13 - - - 1-14 -48 1.60 / .1914 1.2s 0.78 2-14 -323 1.25 / 52 1.60 0.04 2 i 13 1.60 / 65 1.60 o.oz 9-5-7 13-11-7 3_IS ze 1.2s / 26 1.60 0.01 1 2 3 4 5 6 7 8 9 10 11 12 4-15 -1 1.60 / 160 1.25 0.07 4-16 / 455 1.25 0.18 " 5-16 -379 1.25 / 72 1.60 0.10 6-16 -2 1.60 / 467 1.25 0.19 4.00 27-5-0 -4.0 6-17 -914 1.25 / 56 1.60 0.57 - 7-17 -409 1.25 / 59 1.60 0.10 6X6 5X6 5X6 8-17 -18 1.60 / 2252 1.25 0.91 8-18 -1437 1.25 / 55 1.60 0.36 1,SXQ 1.5X4 1.5X4 4X8 5X8 ' 9-18 -12 1.60 / 1723 1.25 0.70 10-19 -1703 1.25 / s9 1.60 0.86 4X4 19-21 -449 1.2s / 117 1.25 0.21 10-21 / 5171.2s 0.21 4-3-7 3X8 4X4 - ll -21 -778<1.25)/ 54 1.60 0.76 5-9-7 I T 4X4 5-9-7 U-22 / 225 1.25 0.09 12-22 -103c(1.25)/ 709 1.25 0.29 1 1 1-1-10 SHIP I OF�S.S/ 12-23-sz5(1.zs)/ 611.60 0.06 6X6 4X8 5X8 5X10 5X6 2X4 Ell 1-6-0 5X10 4X6 5X8 3X4 82 2X4 1-1-10 R:1181 32-5-4 W:308 M *US26 U:48 R:2697 W:508 I 32-3-8 t - I R:569 16-8-8 U:-31 No. C 72160 2-5-8 51-0-0 r 2-5-8 • STUB 13 14 15 16 17 18 190 21 22 23 STUB Cf V 11-V• All connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 ga., "S" for Super /� Strength 18 ga. Plates are to be positioned per Joint Detail Repos. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. A J 4/12/2017 •� 4/ 1 2/20 1 / 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 /\ Trusses require extreme care in fabricating, lumcling, shipping, installing and bracing. Refer to 1", follow the latest edition o1 BCSI (Building Component ID: Dri ve_C_0011116_L00005_100001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 47 WT/PLY: 367# noted otherwise, lop chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceding. Locations shown lace TC Live 20.00 psf Li r L=1. 2 S P=1. 2 5 it �f�Q I r� rI for permas sh lateral above and n webs shall have bracing installed per BCSI sections 83, 87 or 810, as applicable. Apply plain to each of truss and posi8on as shown above antl on the Joint Details repos, unless noted otherw"se. TC Sr10W (Pf) 0.00 psf owDu S110WDU r L=1.15 P=1.15 �%// Ll� IILL11LrJ IILIII�\\\vll II Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY conformance with ANSVTPI 1, or for handling. shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 p5 f 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSUTPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information me this job's general notes page and them webshes: Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 ALPINE:w.wi. aloineitw com: TPI: www .tinst.our WTCA www .sbcmdus9v.orm: ICC: www.icesafe oro Job Name: PHILLIP RESIDENCE Truss ID: E04 Qty:: 1 BRG X-LOC REACT SIZE REM,, TC 2x4 DFL #1 & 8tr. Designed per ANSI/TPI 1-2014 This design based on chord bracing applied 1 2- 7- 4 1182 3.50" 1:50° BC 2x4 DFL sI & Btr. Fabrication Tolerance - 20.0% per the following schedule: 2 34-10-12 2709 3.50" 2.89" 2x6 DFL k2 21-9 Bearings designed for an Fc Perp value of the max O.C. from to 3 53- 2-12 555 HGR 1.50" WEB 2x4 DFL STANDARD lesser of the truss chord lumber value or Kcr (creep factor) - 3.00 625 for all bearings. . TC 24.00" 13-10-15 37- S- 0 Required bearing widths and bearing areas BRG HANGER/CLIP NOTE ';,, IRC/IBC truss plate values are based on Refer to Joint OC Detail Sheets for factors apply when truss not supported in a hanger. ' 3 'MU526 testing and approval as required by IBC 1703 Cq and Rotational Tolerances. _ and AN I/TPI and are reported in ESR-1118. Loaded for 10 PSF non-concurrent BCLL. UPLIFT REACTION(S) 5upport CBC Wind Non-Wind Support Connections)/Hanger($) are not deli ned for horizontal loads. gg SEE SIMPSON CATALOG _ Install interior supports) before erection. Mark all interior bearing locations. Drainage shall be provided to avoid ponding. - - CAUTION persons installIng trusses should 1 -47 lb 2 -56 lb FOR ADDITIONAL INSTALLATION NOTES Continuous lateral restraint attached to _ retain a local engineer for proper lifting, flat TC indicated. Lumber shall be handling.and bracing TPI/BCS I. 3 -27 lb This truss is designed using the NAX DEFLECTION (span) as per structural grade. Brace @ 24" o.c. unless - Shim bearings (if Betted) for req. support. ASCE7-10 Wind Spect Tncetion L/999 MEM 4-5 (LIVE) LC 47 noted. PLATING BASED ON GREEN LUMBER VALUES. Bldg Enclosed Yes, -Truss L= -0.11" CC= -0.22" CL= -0.33" Not designed for attic storage unless noted otherwise. _ Location Not End Zone Exp Category = C EX.WB DEF CRITERIA:L/120 'r - Bldg Length = 40.00 ft, Bldg Width - 30.00 ft height ft, IN MEM 25-13; T= 0.00" CRITICAL MEMBER FORCES: Mean roof - 12.48 mph u0 Occupancy Category II, Dead Load = 13.2.psf TC COMP. WR. / TENS. DUR. CSI Designed as Main Wind Force Resisting System 1-2 -2019 1.25 / 74 1.60 0.25 - - Lox-rise and Components and Cladding 2-3 -2044 1.25 / 87 1.60 0.15 3-4 -2022 1.25 / 107 1.60 0.10 - Tributary Area - 102 sqft Vertical members exposed to wind: 14- 1, 25-13 4-5 -1887 1.25 / 102,1 02 1.60 0.20 5-6 -1881 1.25 / 102 1.'0 0.18 6-7 -1028 1.25 / 80 1.60 0.27 " - 1-8 -1025 1.25 / 80 1.60 0.30 8-9 / 825 1.25 0.40 9-10 / 1507 1.25 0.33 10-11 / 731 1.25 0.22 11_12 -272(1.25)/ 452 1.25 0.42 . 12-13 -749(1.25)/ 144 1.25 0.38 - BC COMP. DUR. / TENS. OUR. CSI 14-15 -34 1.60 / 82 1.60 0.11 15-16 -50 1.60 / 1889 1.25 0.31 - 16-17 -22 1.60 / 1744 1.25 0.47 17-18 -3 1.60 / 1622 1.25 0.45 - 18-19 -7S4 1.2S / 100 1.60 0.23 - 19-20 -1530 1.2S / 107 1.60 0.12- 20-21 -2690 1.25 / 66 1.60 0.16 21-22 -69 1.25 / 3 1.60 0.05 - - - - 22-23 -427 1.25 / 180 1.2S 0.06 23-24 -108 1.25 / 657 1.2S 0.23 . 24-25 -80 1.60 / 16 1.60 0.19 _ WB COMP. DUR. / TENS. DUR. CSI 20-9 -1726 1.25 / 47 1.60 0.25 1-14 -1143 1.25 / 67 1.60 0.13 11-5-7 - 15-11-7 1-15 -48 1.60 / 1914 1.25 0.78 2-15 -330 1.25 / 47 1.60 0.05 2-16 -9 1.60 / 73 1.60 0.02 1 2 3 4 5 6 7 8 9 10 11 12 13 - 3-16 -159 1.25 / 42 1.60 0.04 4-16 -8 1.60 / 295 1.25 0.12 4-17 / 194 1.25 0.08 4.00 23-5-0 -4.0 5-17 -307 1.25 / 65 1.60 0.10 6-17 -2 1.60 / 434 1.25 0.18 1.5X4 6X6 - 6-16 -842 1.25 / 45 1.60 0.60 5X6 6X6 6X6 1.5X4 5X6 7-18 -416 1.25 / 59 1.60 0.14 8-18 -23 1.60 / 2009 1.25 0.82 8-19 -1457 1.25 / 65 1.60 0.50 T I 1.5X4 4X4 4X4 9-19 -16 1.60 / 1696 1.25 0.69 4X4 10-20 -1543 1.25 / 61 1.60 0.74 4-11-7 20-22 -646 1.25 / 73 1.60 0.13 6-5-7 3X6 10-22 -19 1.60 / 800 1.25 0.33 1 6-5-7 11-22 -661 1.25 / 38 1.60 0.43' 11-23 / 4081.25 0.17 I 4X4 SHIP 12-23 -608(1.25)/ 511.60 0.33 1-1-10 6X6 4X8 5X8' 5X10 6X6 2X4 SX1D J 12-24 / 193 1.25 0.27 13-24 -105 1.25 / 664 1.25 0.27 81 1-6-0 4X8 5X6 3X4 1-1-10 2X4 �T. TqN 13-25 -sob 1.25 / 63 1.60 0.06 W:308 4X6 82 B3 _ R:1182 32-5-4 W:308 'MUS26 U:47 R:2709 W:508 32-3-8 R:555 16-8-6 U:-27 No. C 72160 2-5-8 l 51-0-0 2-5-8 STUB 14 15 16 17 18 19 201 22 23 24 25 STUB Cfvl%- �P QTFOFF • All connector plates are ALPINE Wave 20 ga., unless preceded by `H° for High Strength 20 ga.. 'S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Girded plates and false frame plates A A J 4/ 2/201 are posl6oned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (G4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive-C_0011116-L000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve_C_0011116_L000OS_300001 Safety Information, by TPI and WTCA( for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 47 WT/PLY: 388# v(7 V ry noted otherwise, top chontl shall have properly attached structural sheathing and bottom chord shall have a progeny attached rigid ceiling. Locations shown TC Live 20.00 psf Li r L=1. 2 $ P=1. 2 5 r•� rl for permanent lateral restraint we hs shall have bracing installed per SCSI sections 83, 07 or 810, as applicable. Apply pWies to each face of truss and � I�r��\V\IJII position as shownabweand anthe ,lointDetaiSreport, unless noted othemise. shown n TC Sr1oW(Pf) 0.00 psf owDu $nOWDUr L=1.15 P=1. 1$ 1��0 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Brill / Comp / Tens r AN RW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 ' Designer perANS11TPl I Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this jobs general notes page and thew websites: Bid Code: g CRC-2013 DEFL RATIO: L/240 TC: L/240 .ife.oro ALPINE: www.almineitw.com: TPI: www.toinst ora: WTCA www sbcindustw ora ICC: ww wccsa Job Name: PHILLIP RESIDENCE Truss ID: E05 Qty: - 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & 8"' Designed per AN5I/TPI 1-2014 This design based on chord bracing applied 1 2- 7- 4 1635 3.50" 1.74" BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% per the following schedule: 2 34-10-12 2737 3.50" 2.92" zxfi DFL #2 21-9 - Bearings designed for an Fc Perp value. of the max oft from to 3 53- 8- 4 911 5.50" 1.50" WEB 2x4 OFSTANDARD - lesser of the truss chord lumber value or - TC 24.00" 15-10-15 35- 5- 0 MAX DEFLECTION (span) 2x4 DFL #1 & Btr. 1-16 Refer to Joint OC Detail Sheets for 625 for all bearings. Kcr (creep factor) = 3.00 UPLIFT REACTION(5) : Support CBC Wind Non -Wind L/999 MEM 18-19 (LIVE)LC-46 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 1 -57 lb L= -0.32" CC= -0.37" CL= -0.69" Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. - testing9 and approval as required by IBC 1703 in ESR 2 -41 lb MAX DEFLECTION (Cant) : '57 _ , CAUTION persons installing trusses should and AN and are reported -1118. - - - Install interior support(s) before erection. 3 -96 lb _ This truss is designed using the L/999 MEM 24-25 (LIVE) LC L= 0.02" CC= 0.01" CL= 0.02" eta5n a local engineer for proper lifting, handling and bran ng per TPI/BC I. Drainage shall be provided to avoid ponding. Continuous lateral restraint attached to ASCE7-10 Wind Specification - - Bldg Enclosed - Yes, EX.WB DEF CRITERIA:L/120 Shim bearings (if needed) for req. support. flat TC as indicated. Lumber shall be Truss Location - Not End Zone IN MEM 15- 1; T= O.00" PLATING BASED ON GREEN LUMBER VALUES. 20 Live Load bottom in structural grade. Brace 0 24•' o.c. unless Exp Category C CRITICAL MEMBER FORCES: psf applied to chord accordance with IBC/IRC code provisions. noted. Bldg Length 40.00 ft, Bldg Width 30.00 ft Mean roof height - 12.81 ft, mph 110 TC COMP. DUR. / TENS. UR, CSI 1-2 -2820 1.25 / 93 1.60 0.31 ' - Occupancy Categor II, Dead Load 13.2 psf 2-3 -2953 1.25 / lll 1.60 0.16 636 1.25 0.2fi Designed as Main ind Force Resisting System and Cladding - Low-rise and C10 3-4 -2964 1.25 / 154 1.60 0.23 19-5-0 sgnts Tributary Area = 107 sgft 4-5 -2574 1.25 / 140 1.60 0.22 5-6 -2574 1.25 / 140 1.60 0.27 - 6-19 -1136(1.25)/ Vertical members exposed to wind: 15- 1 6-7 -1328 1.25 / 142 1.60 0.21 t 7-8 -1329 1.2S / 142 1.60 0.16 n -4.O 8-9 / 475 1.25 0.27 7-19 -314(1.25)/ 8-19 / 44 1.60 0.14 1860 1.25 0.76 9-10 / 367 1.25 0.26 1;5X4 _ 10 -ll -599 1.25 / 172 1.60 0.18 " 11-12 -604 1.25 / 123 1.60 0.29 12-13 -1140 1.25 / 87 1.60 0.31 28 1.60 0.89 - 13-14 -320 1.60 / 106 1.25 0.30 5X6 1.5)(4 2X4 6X6 DUR. C5I BC COMP. OUR. / TENS.11.601 ' 15-16 -15 1.60 / 781.60 0.12 16-17 -60 1.60 / 26511.25 0.48 17-18 -26 1.60 / 23861.25 0.78 18-19 -22 1.60 / 21261.25 0.75 - 721.60 0.15 T 19-20 / 1941.25 0.46 _ 20-21 -1950(1.25)/ 341.60 0.43, 21-22 -219((((1.2S3))/ 231.60 0.21 - - ,.5X4 22-23 10121.2S 0.29 .. 12-22 -587 1.25 / 23-24 -86 1.60 / 4151.60 0.21 _ 4X4 24-25 -65 1.25 / 325 0.20 WB COMP.(DUR. / TENS. WR. CSI ' a 20-9' -281(1.253/- 26 1.60 0.59 1-15 -1553(((1.253)/ 78 1.60 0.17 - ' - - 12-23 -6 1.25 / 13-23 -55 1.60 / 1-16 -66 1.60 / 2688 1.25 0.34- W0: Drive -C -0011116-L000 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_100001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsg n r : AW 2-16 -416 1.25 / 47 1.60 0.06- noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 Li veDu r L=1.25 P=1.25 for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or BID, as applicable. Apply plates to each face of truss and position as shown above and onthe Joint Details report, unless noted otherwise. TC Snow(Pf) 0.00 psf psf 2-1 / 3-17 -265(1.25)/ 139 1.25 0.06 58 1.60 0.06 13-5-7 psf Rep Mbr Bnd / Comp / Tens conformance with ANSI7TPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 20-4-15 - psf ' - 4-17 -18(1.60)/ 4-18/ 554 1.25 0.23 302 1.25 0.12 1 2 3 4 5 6 -7 6 10 11 12 ,9 - - - -- 5-18 -308(1.25)/ 65 1.60 0.14 DEFL RATIO: L/240 TC: L/2 ALPINE: www.atoineitw.com: TPI: wwx.toigg ora: WTCA: w+vw.sbcindmtN oro: ICC: wvw.imafe.om 9 6-18 - / 636 1.25 0.2fi 4.00 19-5-0 - 6-19 -1136(1.25)/ 50 1.60 1.00 t n -4.O +1 - 7-19 -314(1.25)/ 8-19 / 44 1.60 0.14 1860 1.25 0.76 1;5X4 5X6 " 8-20 -1145 1.25 / 28 1.60 0.89 - 5X6 5X6 1.5)(4 2X4 6X6 10-21 -733 1.25 / 10-22 -32 1.60 / 55 1.60 0.55 960 1.25 0.39. 11.22 _3531.25 / 721.60 0.15 T 1.5X4 ,.5X4 T 12-22 -587 1.25 / 37 1.60 0.44 4X4 12-23 -6 1.25 / 13-23 -55 1.60 / 148 1.25 0.06 797 1.25 0.32 5_7_7 4X8 6X6 13-24 -819 1.25 / 121 1.60 0.09 T;_7 j 7-�7 I 4X43X6 SHIP 11 1-1-10 6X6 5X8 6X8 6X6 _ 2X4 B1 4X8 1-6-0 4X8 6X6 2X4 0-3-13�T W:308 6X8 R:1635 32-5-4 U'-57 268 - Homewood Truss (CA) AN 111th COMPANY 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 TRUSPLUS 6.0 VER: T6.5.21 32-3-8 i�J 21-2-0 No. C 72160 2-5-8 53-5-8 STUB 15 16 17 18 19 201 22 23 29 B2 B3 VV:308 VV:508 Cfvl%. �P R:2737 R:911 �I� �uF U:-41 U:-96 Al connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 8a., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/12/2017 *"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_100001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsg n r : AW #LC = 68 WT/PLY : 393# noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 Li veDu r L=1.25 P=1.25 for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or BID, as applicable. Apply plates to each face of truss and position as shown above and onthe Joint Details report, unless noted otherwise. TC Snow(Pf) 0.00 psf psf SnowDur L=1.1S P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens conformance with ANSI7TPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 - For more information see this job's general notes page and these web sites: B� d Code • CRC -2013 DEFL RATIO: L/240 TC: L/2 ALPINE: www.atoineitw.com: TPI: wwx.toigg ora: WTCA: w+vw.sbcindmtN oro: ICC: wvw.imafe.om 9 Job Name: PHILLIP RESIDENCE Truss ID: E06 Qty: • 1 - BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. This design based on chord bracing applied - 1 2- 7- 4 1467 3.50" 1.56" BC 2x4 DFL #1 & Btr. ® Refer to BCSI for proper required lateral per the following schedule: 2 34-10-12 3236 3.50" 3.45" 2x6 DFL #2 18-8' - restraint. For alternative web bracing, max o.c. from to 3 53- 8- 4 730 5.50° 1.50" WEB 2x4 DFL STANDARD 2x4 DFL #1 & Btr. 16-7 see 1TJBCG's standard details. - Designed per ANSI/TPI 1-2014 TC 24.00" 17-10-15 33- 5- 0 UPLIFT REACTION(S) MAX DEFLECTION (Span) Bearings designed for an FcPerp value of the Fabrication Tolerance = 20.0% - Support C&C Wind Non -Wind ' L/999 MEM 15-16 (LIVE) LC 46 lesser of the truss chord lumber value or- Kcr (treey factor) = 3.00 For 1 -43 lb L=0.22" CC= -0.25" CL= -0.47" r - 625 for all bearings. 'IRC/IBC based Refer to Joint QC Detail Sheets Cq factors Rotational Tolerances. 2 -67 lb 3 lb MAX DEFLECTION (Cant)): truss plate values are on testing and approval as required by IBC 1703 and Loaded far 10 PSF non -concurrent BCLL. -75 This truss is designed using the L/999 MEM 21-22 (LIVE LC 58 and AN I/TPI and are reported in ESR -1118. Mark all interior bearingg locations. ASCE7-10 Wind Specification - L= 0.02" CC= 0.01" CL= 0.03" CAUTION - persons installing -trusses should - for lifting, - Install interior supports) before erection. be " Bldg Enclosed yes, Truss EX WB DEF CRITERIA:L/120 retain a local engineer proper handling and bracing TPI/B I. Drainage shall provided to avoid ponding. ,� Continuous lateral restraint attached to _ Location = Not End Zone Exp Category = C - IN MEM 13- 1; T= 0.00" per Shim bearings (if needed) for req. support. - flat TC as indicated. Lumber shall be Bldg length = 40.00 ft, Bldg Width - 30.00 ft CRITICAL MEMBER FORCES: PLATING BASED ON GREEN LUMBER VALUES. structural grade. Brace 0 24" o.c. unless Mean roof height = 13.14 ft, mph = 110 TC COMP. DUR. / TENS. DUR. CSI 1-2 1.25 53 1.25 0.21 20 psf Live Load applied to bottom chord in - noted. - Occupancy Category II, Dead Load = 13.2 psf -44 / 2-3 -2593 1.25 / 77 1.60 0.29 accordance with IBC/IRC code provisions. - .. Designed as Mar- Wind Force Resisting System - - Low -n se and Components and Cladding 3-4 -1974 1.25 / 109 1.60 0.41 Tributary Area = 107 sgft 4-S -1816 1.25 / 118 1.60 0.21'Vertical 5-6 -981 1.25 / 102 1.60 0.38 For more information Beeth''sjobs general notes page and these web sites: ALPINE: www .aloineftw.com: TPI: MM55LI nsfora WTCA www sbcindusity orn: ICC: yolM iccsafe.oro members exposed to wind: 13- 1 6-7 -979 1.25 / 102 1.60 0.45 7-8 / 1398 1.25 0.54 8-9 -71.60/ 1605 1.25 0.56 9-10 -1121.25/ 534 1.25 0.42 10-11 -7231.25/ 157 1.25 0.30 11-12 -29411.601/ 137 1.25 0.29 , 8C COMP.(DUR.)/ TENS.IllUR. CSI 1314 0.5614-15 _61(1.60)/22511.25 11 1.60 / 24251.250.6015-1614951.25 0.7316-17 -1243 1.25 / 1061.600.17-18 -31971.25 / 911.60 0.1918-19 -43 1.25 / 21.60 0.17 19-20-129 1.25 / . 6141.25 0.2420-21 -71 1.25 / 3661.600.1921-22 -96 1.25 / 2991.60 0.18 WB COMP. (DUR. / TENS. DUR. CSI - • - - 17-6 -729(1.253/ 77 1.60 0.13- 1-13 -149((1.25))/ 44 1.60 0.02 2-13 -2549 1.25 / 68 1.60 0.90 2-14 / 227 1.25 0.09 3-14 / 186 1.25 0.08 - 3-15 -699(1.25)/ 35 1.60 0.72 4-15 / 210 1.25 0.09 - -5-15 -1 1.60 / 524 1.25 0.21. 15-5-7 22-4-15 5-16 -836 1.25 / 53 1.60 0.76 -- - __. - ..- 6-16 -480 1.25 / 83 1.60 0.27 1 2 3 4 5 - 6 8- •..9 10 12 - 7-16 -19 1.60 / 2707 1.25 0.34- 7-17 -1852 1.25 / 67 1.60 0.96 •` 9-17 -1163 1.25 / 52 1.60 0.99 4.00 , 15-5-0 , -4.O 17-19 -439 1.25 / 66 1.25 0.30 ^ 9-19 / 533 1.25 0.22 1.5X4 2X4 10-19 -696(1.25)/ 41 1.60 0.51 ` 10-zo / 2.1.zs 0.os 4X6 3X4 6X8 11-20 -212(1.60)/ 447 1.25 0.18 T 11-21 -645(1.25)/ 112 1.60 0.07 T I 4X4 T ~ 6Xfi 6-3-7 5X8 7-9-7 1.5X4 4X4 3X6 7-9-7 1- 4X4 I SHIP �OF�SS/ 1 1-1-10 3X4 5X8 6X10 8X10 x 1 B1 .3X10 1-6-0 1-6-0 4X6 4X8 6X6 2X4 0-3-13EU-T. T� W:308 B2 B3 R:1467 32-5-4 W:308 W:508 2-0-0 U:-43 R:3236 R:730 32-3-8 U:-67 U:-75 ~ - No. C 72160 2-5-8 , 53-5-8 21-2-0 , STUB 13 14 15 16 118 19 20 22 CfvmL �P OF ' All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates Cr4UF A 4/12/2017 are posltloned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component I D : Dri ve_C_0011116_L00005_) 00001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 68 WT/PLY: 388# /i/// -\\\V ry noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown lace TC Live 20.00 psf Li _ r L-1.25 P=1.25 Q l�r��\V\IJII IILTJ� ��� r� rt l� for perm ahem lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 870, as applicable. Apply plates to each of truss and ppsition as shown above and on the Joint Deuils repos, unless no. otherwise. TC SnOW(Pf) 0.00 psf owDu $f10WDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN fTW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSI/TP1I Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information Beeth''sjobs general notes page and these web sites: ALPINE: www .aloineftw.com: TPI: MM55LI nsfora WTCA www sbcindusity orn: ICC: yolM iccsafe.oro Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: E07 Qty: 1 BRG X -LOC REACT SIZE REM., T2x4 DFL #1 & Btr. Web bracing required at each location shown. This design based on chord bracing applied 1 2- 7- 4 1505 3.50" 1.61" BCC 2x4 DFL #1 & Bir. ® Refer to BCSI for proper required lateral per the following schedule: 2 34-10-12 3183 3.50" 3.39" 2x6 DFL #2 20-9 restraint. For alternative web bracing, • max O.C. from to 3 53- 8- 4 74J S.SO" 1.50" MAX DEFLECTION (Span) WEB 2x4 DFL STANDARD Fabrication Tolerance = 20.0% Kcr (creel factor) 3;00 see ITWBCG's standard details. Designed per ANSI/TPI 1-2014 Bearings designed for an FcPerF value of the TC 24.00" 19-10-15 31- S- 0 UPLIFT REACTION(5) Support CBG Wind Non -Wind L/999 MEM 17 18 (LIVE) LC 46 Refer to ]oint QC Detail Sheets for lesser of the truss chord lumber value or 1 -43 lb L= -0.20" CC= -0.22" CL= -0.43'• Cq factors and Rotational Tolerances. 625 for all bearings. 2 -67 lb MAX DEFLECTION (Cant) Loaded for It)PSF rnu,i-concurrent Rrll.. Mark all interior bearing locations. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 3 -75 lb This truss is designed using the L/999 MEM 23-24 (LIVE) LC 58 Install interior support(s) before erection. and AN and are re rred in ESR -1118. ASCE7-10 Wind Specification L= 0.02" CC= 0.01" CL= 0.03" Drainage shall be provided to avoid ponding. CAUTION - persons installing trusses should Bldg Enclosed = Yes, EX.WB DEF CRITERIA:L/120 Continuous lateral restraint attached to retain a local engineer for propper lifting, _ Truss Location Not End Zone IN MEM 14- 1; T= 0.00" CRITICAL MEMBER FORCES: flat TC as indicated. Lumber shall be structural grade. Brace 0 24" o.c. unless handling and bracing per TPI/BCSI. Shim bearings (if needed) for req. support. Exp Category = C Bldg Length 40.00 ft, Bldg Width - 30.00 ft TC COMP.IDUR,I/ TENS. DUR. CSI 12-431.2/ " 1.250.20 noted. 20psf Live Load applied to bottom chord in PLATING BASED ON GREEN LUMBER VALUES. - ' Mean roof height - 13.48 ft, mph 110 - Occupancy Category II, Dead load 13.2 psf 2-3 -26621.25/ 74 1.60 0.153-4 accordance with IBC/IRC code provisions. Designedas Main Wind ForceResisting. System Lav -rise and Components and Cladding -22681.25/ 106 1.60 0.21 11 I Tributary Area - 107 sqft 4-5 -22551.25/ 146 1.60 0.17 5-6 -13841116 1.600.206-7 4X4 Vertical members exposed to wind: 14- 1 -13841.25/ 116 1.60 0.27 • " 7-8 / 322 1.2S 0.34 8-9 / 337 1.25 0.31 6X6 2X4 rB2 0-3-13 9-10 6(1.60 / 1496 1.25 0.48 W:308 B3T. TAR:1505 10-11 -158(1.25 / 444 1.25 0.40 32-5-48 W:508 11-12 -760((1.25 / 88 1.25 0.30 U:43 12-13 -276 1.60 / 145 1.25 0.26 BC COMP.(DUR.)/ TENS. DUR. CSI 14-15 -64(1.603/ 2327 1.25 0.58 - 15-16 -7(1.60 / 2482 1.25 0.53 16-17 / 1613 1.25 0.69 28 17-18 / 900 1.25 0.61 18-19 116 1.60 0.28 CIVIL �P :137011:2551// 19-20 314512 91 1.60 0.19 20-21 -421.25/ 2 1.60 0.17 -i 21-22 -641.25/ 650 1.25 0.24 All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 22-23 -811.60/ 398 1.60 0.19 - 23-24 -1051.25/ 280 1.60 0.18 ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS WB COMP.(DUR. / TENS. WR. CSI (c4) :*IMPORTANT'`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 19-9 -2673(1.253/ 74 1.60 0.84 1-14 -145((1.253/ 43 1.60 0.02 Trusses require extreme care in fabricating. shipping. installing bracing. Refer to and the latest edition of BCSI (Building Component 2-14 -2635 1.25 / 71 1.60 0.92 _ 17-5-7 2-15 / 202 1.25 0.08 3-11 / 163 1.25 0.07 1 2 3 4 5 6 7 8 9 3-16 -477 1.25 / 25 1.60 0.28 ' 4-16 -283 1.25 / 64 1.60 0.13 5-16 -23 1.60l.zs 9.38 4.00 11-5-0 10 11 12 4.O a 5-17 -422 1.25 / 6-17 -217 1.25 / 46 1.60 0.39 52 1.60 0.15 1.5X4 _ 7-17 / 1093 1.25 0.44 4X6 7-18 -1810 1.25 / 8-18 -344 1.25 / 58 1.60 0.63 36 1.60 0.25 6X6 4X6 7X8 1.5X4 T ' 9-18 -4 1.60 / 10-19 -1148 1.25 / 19-21 -360 1.25 / 2262 1.2S 0.92 52 1.60 0.97 111 1.25 0.25 4X4 6X6 • 10-21 / 11-21 -67(1.25)/ 503 1.25 0.20 411.60 o.so 8-5-7 6-11-7 5X8 4X4 8-5-7 11-zz / zoo 1.2S 60.6508 0.18 I 1.5X4 3X6 12-22 -1s7 1.60 / 12-23 -6721.25/ 445 1.25 1121.60 0.07 SHIP 1 11 I 4X4 1 1-1-10 3X10 374 5X8 4X8 8X8 5X10 131 1-6-0 1-6-0 4X64X8 6X6 2X4 rB2 0-3-13 W:308 B3T. TAR:1505 32-5-48 W:508 U:43 R:3183 R:747 32-3-8 U:-67 U:-75 2-5-8 53-5-8 21-2-0 No. C 72160 STUB 14 15 16 17 18 190 21 22 28 CIVIL �P Q�OF CALIF - All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (c4) :*IMPORTANT'`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_L000 Trusses require extreme care in fabricating. shipping. installing bracing. Refer to and the latest edition of BCSI (Building Component )D" Dri ve_C_0011116_L00005_)O0001 /^\\ Sife pracirg. these shall Safery Information. by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 68 WT/PLY: 409# v V >r noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown lace TC Live 20.00 psf _ _ Ll r L-1.2 5 P-1.2 5 ��� _ ^ n I`f�\\Ifl lateral restraint n webs shall have bracing finless tl per other sections 63, B7 or 810, as applicable. Apply plates to each of truss and for permas Shown position as shown above arW on the Joint Details repos, unless noted otherwise. TC $nOW(Pf) 0.00 psf owDU $nOWDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the cuss in TC Dead 14.00 psf Rep Mbr Bind / Comp / Tens AN trw COMPANY conformance with ANSI/TPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility of the Building BC Dead 8.00 ps f 0. C. Spaci ng 2- 0- 0 Designer per ANS1/TPl 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For moreinformaUonwethsjob'sgeneral win page and these web shes: Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 ALPINE: mmnEAoineitw.com� TPI: wwwtoinst ora: WTCA wwwsbcindu%1w.orm IOC: vww.iccsafe.orp Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 1,4 DFL #1 a Btr. 1 2- 7- 4 1532 3.501.63" -- - eC 2x4 DFL #1 d Btr. 2 34-10-12 3153 3.50" ,3.36" 2x6 DFL #2 18-8 WEB 2x4 DFL STANDARD 3 53- 8- 4 760 5.50" 1.50" Fabrication Tolerance = 20.0% MAX DEFLECTION (span) : Kcr (creep factor) - 3:00 L/999 MEM 16-17 (LIVE) LC 46 OF GAUF Refer to Joint QC Detail Sheets for L= -0.31" CC= -0.32" CL= -0.62" Cq factors and Rotational Tolerances.' MAX DEFLECTION Cant (cant) : - Loaded for 10 PSF non -concurrent BCLL. 'Mark all inferior bearing locations. L/999 MEM 21-22 (LIVE) LC 57 ' - - Install interior support(s) before erection. L= 0.02" CC= 0.01" CL= 0.03" J Drainage shall be provided to avoid ponding. EX.WB DEF CRITERIA:L/120 noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown Continuous lateral restraint attached to IN MEM 13- 1; T= 0.00" - ' flat TC as indicated. Lumber shall be structural Brace Lo 24" o.c. unless CRITICAL MEMBER FORCES: 11-21 -674(1.25)/ grade. noted. TC COMP. DUR. / TENS. WR. CSI - 20 psf Live Load applied to bottom chord in 1-2 2-3 -43 1.25 / 54 1.25 0.21 -2727 1.25 / 73 1.60 0.21 accordance with IBC/IRC code provisions. 3-4 -2261 1.25 / 104 1.60 0.27 -• - 4-5 -2251 1.25 / 154 1.60 0.22 BC Live 0.00 psf 9 5-6 -1061 1.25 / 120 1.60 0.23 BC Dead 8.00 psf - - 6-7 -1061 1.25 / 1201.60 0.30 7-8 / 1301 1.25 0.55 Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 8-9 6 1.60 / 1339 1.25 0.56 ` 9-10 -193 1.25 / 340 1.25 0.40 10-11 11-12 -793 1.25 / 53 1.60 0.30 -298 1.60 / 129 1.25 0.29 3X6 BC COMP. DUR. / TENS. WR. CSI 13-14 -64 1.60 / 2372 1.25 0.59 I 14-15 -10 1.60 / 2546 1.25 0.62 15-16 / 1426 1,25 0.91 tSHIP1 - 16-17 -112 1.2S / 198 1.25 0.76 - 17-18 -3115 1.25 / 91 1.60 0.19 Truss ID: E08 . ®Web bracing required at each location sham. Refer to BCSI for proper required lateral restraint. For alternative web bracing, see ITWBCG's standard details. Designed per ANSI/TPI 1-2014 Bean ngs designed for an Fc Perp value of the' lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in ESR -1118. CAUTION persons installing trusses should retain a local engineer for propper lifting, -handling and bracing per TPI/BCSI. Shim bearings (if needed) for req. support. PLATING BASED ON GREEN LUMBER VALUES. Qty:, 1 This design based on chord bracing applied per the following schedule: ' max o.c. from to TC 24.00" 21-10-1S 29- 5- 0 UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -43 lb 2 -67 lb 3 -72 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed Yes, Teras Location - Not End Zone Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 30.00 ft Mean roof height - 13.81 ft, mph = 110 Occupancy Categor&yi�II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Lav -n se and Components and Cladding Trit-ow-rise butary Area = 107 Comments Vertical members exposed to wind: 13- 1 18-19 -34 1.25 / 3 1.60 0.17 19-20 -47 1.60 / 681 1.25 0.2S • - r - y 20-21 -81 1.60 / 375 1.60 0.19- 21-22 + -89 1,25 / 304 1.60 0.18 WB COMP.(OUR. / TENS. DUR. CSI 17-8 -458(1.253/ 79 1.60 0.08 ... 1-13 -146((1.25))/ 43 1.60 0.02 - 2-13 -2685 1.25 / 69 1.60 0.94 - 2-14 / z27 1.2s 0.09 19-5-7 , 26-4-15 3-14 161 1.25 0.07 t - 3-1S -543 1.25 / - 32 1.60 0.42 1 2 3 4 5 6 7 8 9 10 • 18 4-15 -359 1.25 / 77 1.60 0.19" - -•- 5-15 -25 1.60 / 5-16 -658 1.25 / 5-16 -316 1.25 / 1149 48 1.60 0.21 66 1.60 0.28 4.06 .55-0 - I .,- ,� -4.0 - - - - ,,,•, -- - 7-16 -1 1.60 / 7-17 -2444 1.25 / 1626 1.25 0.66.- 39 1.60 0.88 STUB 13 14 15 16 1T8 19 20 23 1.5X4 6X6 9-17 -1087 1.25 / 53 1.60 0.92 6X6 OF GAUF 17-19 -283 1.25 / 9-19 / 10-19 -671(1.25)/ 141 1.25 0.19 482 1.25 0.20 42 1.60 0.49 - 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1.5X4 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 2X4 (cA) • - ' - 10-20 / 11-20-as(1.60)/ 192 1.25 0.08 50S 1.20 0.21 ID: Drive-C_0011116_L00005_]00001 J st temporary Safety Information, by TPI and WTCA) for safety practices prior to performing (hese functions. Installers shall provide temporary bracing per BCSI. Unless 5X6 //�-�. \\� >d noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf 6X6 - ' - 11-21 -674(1.25)/ 107 1.60 0.07- rot permanent lateral restraint of webs shall have bracing installed per BCSI sections S3.137 or 870, as applicable. Apply plates to each face of true and - position as shown above and an the Joint Detai6 repon, unless noted otherwise. TC Sr10W (Pf) 0.00 psf owDu $nOwDU r L=1.15 P=1.15 6X8 Alpine, a division of INV Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in -• - - -lormance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 9 1-7 - BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 4X4.- 9-1-7 For more information see thsjob'sgeneral notes page and these web shes: ustry oICC: www ALPINE: www.aloineitw.wm TPI: w"ffVnst.ora: WTCA www.sbcirWm: Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 1.5X4 3X6 I 4X41-1-10 tSHIP1 3X4. 6X8 3X10 6X8 7X12s B1 W:308 1-6-0 1-6-0 4X6 4X8 B2 0-3-13�� 6X6 2X4T2-0-0 B3 T. R:1532 32-5-4 W:308 W:508 U:43 - R'3153 R-760 a ...1 32-3-8 U:-67 U:-72 2-5-8 1 53-5-8 21-2-0 No. C 721$0 STUB 13 14 15 16 1T8 19 20 23 Cfvll. OF GAUF All connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 8a., "S- for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates - 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (cA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_L000 Trusses require extreme care in fabricating, hpMltice shipping,ptoinstalling and bracing. Refer are follow the latest of BCSI (Building Component ID: Drive-C_0011116_L00005_]00001 st temporary Safety Information, by TPI and WTCA) for safety practices prior to performing (hese functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 68 WT/PLY: 396# //�-�. \\� >d noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf Li r L=1.25 P=1.25 O r� rt IUI��\v\IJII rot permanent lateral restraint of webs shall have bracing installed per BCSI sections S3.137 or 870, as applicable. Apply plates to each face of true and - position as shown above and an the Joint Detai6 repon, unless noted otherwise. TC Sr10W (Pf) 0.00 psf owDu $nOwDU r L=1.15 P=1.15 ,ALM Alpine, a division of INV Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bind / Comp / Tens - AN f7W COMPANY -lormance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Praire, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see thsjob'sgeneral notes page and these web shes: ustry oICC: www ALPINE: www.aloineitw.wm TPI: w"ffVnst.ora: WTCA www.sbcirWm: Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: E09 uT CN11. �P Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. This design based on chord bracing applied 1 2- 8-12 1359 HGR 1.50 BC 2x4 DFL #1 & Btr. - • .® Refer to CSI for proper required lateral Cust: PHILLIPS per the following schedule: 2 32- 8-12 3024 3.50 3.22 - 2x6 DFL #2 19-7 restraint. For alternative web bracing, ^ max O.C. from to 3 53- 8- 4 864 5.50 1.50 WE 2x4 DFL STANDARD Fabrication Tolerance 20.0% see ITWBCG's standard details. Designed ANSI/TPI 1-2014 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless TC 24.00" 23-10-15 27- 5- 0 Requlired bearing bearing BRG HANGER/CLIP NOTE = Kcr (creep factor) = 3:00 per Bearings designed for an FcPerp value of the widths and areas appyy when truss not supported in a hanger. ' 1 °HUS26 Support Connection(s)/Hanger are Refer to ]mint OC Detail Sheets for •Cq factors and Rotational Tolerances. lesser of the truss chord lumber value or 625 for all bearings. U IFr REACTIONS) : Support C&C Wind Non -Wind not designed for horizon al loads. Loaded for 10 PSF non -concurrent SCLL. Mark all interior bearingg locations. IRC/I8C truss plate values are based on. testingg and approval as required by IBC 1703 TC SnOW(Pf) 0.00 psf 1 -43 lb 2 -67 lb SEE SIMPSON CATALOG Install interior supports) before erection. and AN and are reported in ESR -1118. 3 -78 lb FOR ADDITIONAL INSTALLATION NOTES Drainage shall be provided to avoid ponding. lateral C4UrION - persons installing trusses should - Rep Mbr Bind / Comp / Tens This truss is designed using the MAX DEFLECTION (span) L/999 MEM 3-4 (LIVE) LC 46 Continuous restraint attached to flat TC as indicated. Lumber shall be retain a local engineer for proper lifting, handling, and bracing per TPI/BCSI. 1.10 / 1.10 / 1.10 ASCE7-10 Wind Specification Bldg Enclosed - Yes, L= -0.19" CC= -0.26" CL= -0.45" structural grade. Brace & 24" o.c. unless Shim bearings (if needed) for req. support. 0. C. SpaCi ng 2- 0- 0 Truss Location - Not End Zone MAX DEFLECTION (Cant) noted. 20 psf Live Load appp�lied to bottom chord in 16 IRC PLATING BASED ON GREEN LUMBER VALUES. - Exp Category = C Bldg Length 40.00 ft, Bldg Width - 30.00 ft height ft, L/999 MEM 23-24 (LIVE) LC 58 L= 0.02" CC= 0.01" CL= 0.03" accordance with code provisions. . DEFL RATIO: L/240 TC: L/240 Mean roof - 14.14 mph no Occupancy Categoryy II, Dead Load 13.2 psf EX.WB DEF CRITERIA:L/120 De ise anas dnCwoindnentseandsCl Resisting , IN MEM 13- 1; T= 0.00" - Tributary Area - 10l�sgft CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. WR. CSI ' Vertical members exposed to wind: 13- 1 1-2 -43 1.25 / 51 1.25 0.20 2-3 -2326 1.25 / 72 1.60 0.30 ' , 3-4 -1673 1.25 / 14,11:660 0.35 4-5 -862 1.25 / 143 0.31 S-6 -144 1.25 / 12411.25 0.24 6-7 -210 1.25 / 1431.25 0.12 7-8 / 11691.25 0.38 " 8-9 / 7021.25 0.37 9-10 -487 1.25 / 1431.2S 0.28 10 -ll -1034 1.25 / 461.60 0.30 11-12 -293 1.60 / 1291.25 0.29 BC COMP. (DUR.)/ TENS. WR. CSI 13-14 -56(1.60/ 2005 1.25 0.53 14-15 -8(1.60)/ 2172 1.25 0.55 15-16 / 1488 1.25 0.35 16-17 / 781 1.25 0.23 - 17-18 -1109 1.25 / 118 1.60 0.15 - 18-19 -3016 1.25 / 69 1.60 0.18 19-20 -S9 1.25 / 3 1.60 0.11 20-21 -117 1.25 / 379 1.2s 0.18 21-3-15 28-4-15 21-22 -38 1.60 / 913 1.2s 0.24 22-23 -83 1.60 / 439 1.60 0.21 - 1 2 3 "- - 4 6 7 6 9 1 0' 12 23-24 -89 1.25 / 297 1.60 0.20 , - WB COMP.(DUR. / TENS. DUR. CSI 4.00 �$� - -4.O .. - 18-7 -2175(1.253/ 67 1.60 0.92 1-13 -146((1.25))/ 43 1.60 0.02 2-13 -2285 1.25 / 65 1.60 0.94 2-14 / 220 1.25 0.09 6X6 4X6 3X6 3-14 / 197 1.25 0.08 3 -IS -740(1.25)/ 32 1.60 0.78 T 5X6 6X6 4-1S / 572 1.25 0.23 4-16 -1059(1.25)/ 43 1.60 0.34 - 4X4 •" 5-16 / 981 1.25 0.40 S-17 -1264 1.25 36 1.60 0.47 8-3-7 26X10 6X6 - / 6-17 -333 1.25 / 59 1.60 0.36 9-9-7 4X10 s 9-9-7 7-17 23 1.60 / 19726 1.20' 0.261 1.5X4 4X4 3X6 SHIP ' EI -118 -1229 1.25 / 76 1.60 0.75 18-20 -659 1.25 / 99 1.60 O.11 8-20 -25 1.60 / 993 1.25 0.40 L 4X4 9-20 -870 1.25 / 40 1.60 0.90 9-21 / 0.1s 1-2-2 3X4 3X8 5X6 4X4 7X8 x �E�/ 10-21 -613(1.25)/ 38 1.60 0.45 81 1-6-0 1-6-0 4X6 4X8 5X6 3X4 2X4 0-3-13 1311.2s 10-22 / 171 1.25 0.07 10 22 18 1.60)/ 664 1.25 0.27 •HUS26 262 263 - w �V. T. 11-23-i83(1.20S / 110 1.60 0.09 W:308 30-1-12 W:308 W:508 2-0-0 G R:1359 R:3024 R:864 U:-43 30-0-0 U:-67 U:-78 2-7-0 53-4-0 23-4-0 No. C 72160 STUB 13 14 15 16 17 189 20 21 22 28 uT CN11. �P All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "*WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (G4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component JD: Dri ve_C_0011116_L00005_300001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Ds gn r : AW #LC = 68 WT/PLY: 417# V V noted otherwise, top chord shag have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown installed BCSI 263, 267 810, Apply lace truss TC Live 20.00 psf Ll r L=1.2 5 P=1.2 5 ��0 ^ n Ilf�\vll for permanent lateral restraint of webs shall have bracing per sections or as applicable. plates to each of and position as shown amove and on tne.loini Details repos, unless no. otherwise. TC SnOW(Pf) 0.00 psf owDU $nOWDUr L=1. 1$ P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the buss in TC Dead 14.00 psf Rep Mbr Bind / Comp / Tens AN IM COMPANY contormanice with ANSVTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or coverpage listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SWPkwy. Grand Prairie, 1x75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility or the Building BC Dead 8.00 psf 0. C. SpaCi ng 2- 0- 0 Designer per ANSI?PI 1 Sec.2 - TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sties: ALPINE: www.aloineitw.com: TPI: wvev.toinst.oro: WTCA www.stx9ndustiv otq ICC: www.iccsate.orn Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE 268 - Homewood Truss Truss ID: E10 Cust: PHILLIPS Qty: - 1 BRG X -LOC REACT SIZE REM TC 2x4 DFL #1 & Str, Web bracing required at each location shorn. ID: Drive_C_0011116_L00005_300001 UPLIFT REACTIONS) : 1 3- 5- 4 1354 3.50" 1.50" BC 2x4 OF #1 & Btr. f� V 1r ® Refer to SCSI for proper required lateral TC Live 20.00 psf Support CBC Wind Non -Wind 2 32- 8-12 3018 3.50" 3.22" 3.SO" 2x6 DFL #2 17-7 restraint. For alternative web bracing, (] I�r�\\V\I-III ��� 1 -41 lb 3 53- 8- 4 948 1.50" WE 2x4 DFL STANDARD Fabrication Tolerance 20.0% `_// (JI see ITWBCG's standard details. Designed ANSI/TPI 1-2014 TC Dead 14.00 psf 2 -48 lb 3 lb -288 lb MAX DEFLECTION (Span) Kcr (creep factor) 3:00 BC Live 0.00 psf per Bearings designed for an FcPer value of the 2820 N. Great SWPkwy. Grand Prairie, TX 75050 -29 HORIZONTAL REACrION(S) L/999 MEM 14-15 (LIVE) LC 48 Refer to Joint OC Detail Sheets for lesser of the truss chord lum�er value or support 1 2999 1b L= -0.18" CC= -0.18" CL= -0.36 Cq factors and Rotational Tolerances. for PSF Bid Code: CRC -2013 9 625 for all bearings. based support 2 -3000 lb lb Ex WB DEF CRITERIA:L/120 Loaded 10 non -concurrent BOLL. Mark all interior bearingg locations. IRC/IBC truss plate values are on testing9 and approval as required by IBC 1703 support 3 -3000 This truss is designed using the IN MEM 21-11; T= 0.00" Install interior supporc(s) before erection. and AN and are reported in ESR -1118. ASCE7-10 Wind Specification CRITICAL MEMBER FORCES: TC COMP.DUR. / TENS. DUR. CSI Shim bearings (if needed) for req. support. PLATING BASED ON GREEN LUMBER VALUES. CAUTION - persons installing trusses should retain a local engineer for lifting, Bldg Enclosed - Yes, Truss Location = Not End Zone 1-2 -1321.60 / 134 1.60 0.14 + + + + + + + + + + + + + + + + + + + + + + proper handling and bracing per TPI/BCSI. Exp Category = C 2-3 -21751.25 / 65 1.60 0.28 Designed for 3.0 K lbs drag load applied 20 psf Live Load applied to bottom chord in Bldg Length = 40.00 ft, Bldg Width 30.00 ft 3-4 -16861.25/ 269 1.60 0.35 4-5 -16691.25/ 143 1.60 0.28 horizontally in either direction to the top chord panel points, with dead 0 % live accordance with IBC/IRC code provisions. Mean roof height = 14.44 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf 5-6 -8021.60/ 460 1.60 0.17 6-7 -7961.60/ 443 1.60 0.37 loads using load duration = 1.60. Horizontal reaction - 3.0 K lbs at each Designed as Main Wind Force Resisting System - Lav -rise and Components and Cladding 7-8 -4 S91.60/ 1411 1.60 0.IS bearing individually. Connection by others. Tributary Area 101 sgft 8-9 -10701.60/ 1538 1.60 0.35 + + + + + + + + + + + + + + + + + + + + + Vertical members exposed to wind: 12- 1, 21-11 9-10 -15551.60/ 1241 1.60 0.35 10-11 -170611.601/ 794 1.60 0.43 BC COMP. DUR. / TENS. WR. CSI 12-13 -1524 1.60 / 2917 1.60 0.44 13-14 -1081 1.60 / 2730 1.60 0.56 14-15 -1003111.60 / 1739 1.60O.SS15-16 -19081.60 / 1006 1.60 0.45 16-17 -30061.25 / 52 1.60 0.117-18 -29581.602905 1.60 0.28 18-19 -13781.60 / 1641 1.60 0.30 19-20 -10511.60 / 1873 1.60 0.34 20-21 -30001.60 / 3000 1.60 0.36 WB COMP. DUR. / TENS. WR. CSI 16-7 -T% 1.25 / 71 1.60 0.91 1-12 -126 1.25 / 36 1.60 0.03 - 2-12 -2051 1.25 / 99 1.60 0.64 - 2-13 -207 1.60 / 528 1.60 0.17 - 3-13 -184 1.60 1.60 0.08 3-14 -574 1.25 / 155 1.60 0.70 - - 4-14 -411 1.25 / 77 1.60 0.2S 5-14 -25 1.60 / 1133 1.2S 0.46 22-5-0 28-2-8 5-15 -986 1.25 / 66 1.60 0.32 6-15 -323 1.60 / -224 1.60 0.11 1 2 3 4 5 6 7 8 9 10 11 7-15 -22 1.60 / 1956 1.25 0.79 - - 8-16 -1108 1.25/ 59 1.60 0.68 16-18 -1654 1.60/ 1178 1.60 0.37 4.00 - -4.0 - e-18 -58 1./ 954 1.25 0.39 9-18 -893 1.260510/ 35 1.60 .92 9-19 / 462 1.25 0.19 6X6 - - 10-19 -629 1.25 / 96 1.60 0.51 10-20 -245 1.60 / 336 1.60 0.11 3X6 X6 11-20 -940 1.60 / 1829 1.60 0.58 1,5X4 11-21 -920 1.60 / 313 1.60 0.10 - 8-10-10 5X8 10-4-10 6X6 45X10 104-10SHIP 1.5X4 4X4 1 1 5-0 16X6 3X6 3X4 6X8 5X10 =OFESS/ 3X8 81 1-6-0 W:308 4X6 4X8 5X6 5X6 B2 0-11-13 2X4 B3 Qct R:1354 29-5-4 W:308 W:508 U:41 R:3018 R:948 29-3-8 - U:-288 21-4-0 3-3-8 i 50-7-8 2-0-0 No. C 721$0 STUB 12 13 14 15 167 18 19 20 21 STUB U;K Cpjll- ��P �� CrAUF� All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Repos. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (C4)� r ""IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_L000 Trusses require extreme in handling, installing and bracing. Refer follow the latest edition at SCSI (Building Component shrior ID: Drive_C_0011116_L00005_300001 stare Safety Information, by TPI and WTCA) far safety practices prior to performing these !unctions. Installers shall provide temporary bracing per SCSI. Unless d A) for safe ic to DSgn r : AW #LC = 56 WT/PLY: 393# f� V 1r noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations an- noted TC Live 20.00 psf Li -P=1.25 r L-1. 2 5 r� r7 for permanent lateral restraint of we hs shall have bracing finless ed per SCSI sections 83. B7 or 870, as appliwde. Apply plates to each lace of truss and (] I�r�\\V\I-III ��� position as shown above and on the Joint Details repos, unless noted otherwise. TC Sr10W (Pf) 0.00 psf owDu SNOwDu r L=1.15 P=1.15 `_// (JI Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN RW COMPANY conformance with ANSI/TPI 1, or for handling. shipping, installation 8 bracing of busses. A seal on this drawing or coverpage listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SWPkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information Beeth''sjobs general notes page and these web sties: ALPINE: www. aldneitw.fAm: TPI: vrww.minst.om WTCA vnvwsbdreustrvora ICC: wvnviccsafeorg Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: E11 'Qty: 1 BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 6 Btr. Web bracing required at each location shown. Required bearing widths and hearing areas 1 3- 5- 4 1352 3.50 1.50" 2 32- 8-12 3508 3.50" 99.00" BC 2x4 DFL #1 b BCr. ® Refer to SCSI for proper required lateral - 2x6 DFL #2 19-8 restraint. For alternative web bracing, apply when truss not supported in a hanger. Building Designer shall provide adequate 3 53- 5- 4 970 HCR 1.50" 2x8 OFL SS 19-22, 22-24 see ITWBCG's standard details. WEB 2X4 DFL STANDARD Designed per ANSI/TPI 1-2014 bearing area and anchorage. ...........BEARING AREA REQUIRED........... BRG HANGER/CLIP NOTE SLIDER 2x6 DFL #2 Fabrication Tolerance = 20.0% ID Brg Size Min Size -or- Min Area 3 'MUS26 STR BLK 2.4 DFL STANDARD Bearings designed for an FcPerp value of the 2 0- 3- 8 8- 3- 0 148.5sgin Support Connection(s)/Hanger(s) are Kcr (creep factor) = 3.00 lesser of the truss chord lumber value or UPLIFT REACTION(S) not desiggned for horizontal loads. Refer to Joint QC Detail Sheets for 625 for all bearings. Cq factors and Rotational Tolerances. Attic room load 45 psf, plus any added Support CBC Wind Non-Wind 1 -104 lb SEE SIMPSON CATALOG IRC/I8C truss plate values are based on loads indicated. Room LL Defl. is L/360. This truss is designed using the FOR ADDITIONAL INSTALLATION NOTFS MAX DEFLECTION (span) : testingg and approval as required by IBC 1703 Loaded for 10 PSF non-concurrent SCLL. and AN and are reportedinESR-1118. - Mark all interior bearing locations- .. ASCE7-10 Wind Specification Bldg Enclosed Yes, L/715 MEM 10-11 (LIVE) LC 91 CAUTION - persons installing trusses should Install interior support(,) before erection. local for lifting, it lateral Truss Location Not End Zone Category C L= -0.35" CC= -0.59" CL= -0.94" retain a engineer proper collar tie requires restraint handling and bracing per TPI/BCS I. shown plus bracing at the panel points of Exp Bldg Length 40.00 ft, Bldg Width 30.00 ft EX.WB DEF CRITERIA:L/120 Shim bearings (if needed) for req. support. the collar tie (unless noted otherwise), PLATING BASED ON GREEN LUMBER VALUES. or rigid sheathing is required. Mean roof height = 14.44 ft, mph 110 Occupancy Category II, Dead Load 33.2 IN MEM 14- 1; T= 0.00" CRITICAL 20 psf Live Load applied to bottom chard in Full height blocking reinforcement required psf Designed as Main Wind Force Resisting System MEMBER FORCES: TC COMP. WR. / TENS. WR. CSI accordance With IBC/IRC code provisions. to prevent buckling of members over Brg 1. - Lav-rise and Components and Cladding 1-2 -37 1.25 / SS 1.60 0.14 2-3 -2171 1.25 / 198 1.60 0.28 Blacking design and attachment are per the Building Designer. Tributary Area - 101 sgft Vertical members exposed to wind: 14- 1 3-4 -1679 1.25 / 261 1.60 0.36 26-1 -- --LOAD CASE #1 DESIGN LOADS ---------------- -1659 1.25 / 305 1.60 0.27 1�22 Dir L.Plf L.Loc R.Plf R.Loc LL/TL I 5-6 -S43 1.25 / 314 1.60 0.12 TC Vert 68.00 3- 3- 8 68.00 37- 9-12 0.59 6-7 -544 1.25 / 320 0.14 TC Vert 86.00 37- 9-12 88.00 44- 2- 4 0.45 7-8 / 1727 1.25 0.28 - TC Vert 68.00 44- 2- 4 68.00 53- 8- 0 0.59 8-9 / 1325 1.25 0.28 BC Vert 16.00 3- 3- 8 16.00 37- 9-0.00 9-10 / 454 1.25 0.82 BC Vert 106.00 37- 9-12 106.00 44- 2-124 0.75 10-11 -8881.25)/ 39 1.60 0.78 BC Vert 16.00 44- 2-.4 16.00 53- 8- 0 0.00 11-12 -8431.253)/ 0.18 .Type... lbs X. Loc II Fastener 12-13 -15801.25 / 0.60 BC Vert S3.9 37- 9-12 0.00 12-13 -19111.00 / 0.46 SC Vert 33.6 44- 2- 4 0.00 BC COMP. DQR. / TENS. DUR. CSI 14-15 -158 1.60 / 1715 1.25 0.44 15-16 -151 1.60 / 2035 1.25 0.55 16-17 -141 1.60 / 972 1.25 0.58 17-18 -366 1.25 / 0.48 18-19 -3421 1.25 / 0.20 19-20 -80 1.25 / 0.05 20-21 / 7341.25 0.79 21-22 / 7811.25 0.87 22-23 / 14021.25 0.91 - 22-5-0 27-11-8 23-24 / 142211.2s 0.20 1 2 3 4 5 6 7 8 9 10 11 12 13 Attach the horizontal block to the bottom chord with R2X4's WB COMP.<DUR. / TENS. DUR. CSI 18-8 -234(1.253/ 211.60 0.13 4.00 -4.D Installed at 24.0"O.C. 1-14 -126((1.253/ 36 1.60 0.03 2-14 -2047 1.25 / 176 1.60 0.64 2-15 / 399 1.25 0.16 0.05 - - - -. 6X6 3-1S -SO 1.25 / 119 1.25 3-16 -577 1.25 / 30 1.60 0.61 T 2X4 T 3X6 5X6 4-16 -405 1.2s / 75 1.60 0.24 5-16 -16 1.60 / 1122 1.25 0.46 5-17 -1007 1.2S / 65 1.60 0.33 H0612 1.5X4 5X6 , 6-17 -139 1.2S / 40 1.25 0.05 I I 7-17 / 1443 1.251 0.59 7-18 -21.1 .25)/ 1.00 8-10-10 5X8 4X4 9-18 -1438(1.253/ 0.88 10-4-10 6X6 1.5X4 18-20 -447(1.25 / 35<1.60) 0.07 I 15X4 9-20 / 1609(1.25) 0.65 10-20 -2434(1.25)/ 1.00 10-21 / 1913 1.25 0.78 T 1-5-0 6-1-0 4X4 8X12 11-22 -297 1.25 / 3 1.60 0.07 12-22 -10631.25;/ 431.60 D.v u-23 / 803 1.25 0.33 1 3X8 3X4 6X8 5X8 8X10 J I OFE-✓,S/ SLDRL -1481(1.25)/ 8 1.60 0.11 TB COMP. (OUR.)/ TENS.(WR.) CSI 81 1-6-0 6X6 4X8 3X10 550919 W:308 34-6-010 3X8 RA352 29-5-4 1-0-13 B3 MUS26 - U:-104 W:508 29-3-8 54# 34# R:970 U: 3-3-8 50-4-8 2-3-0 No. C 721$0 STUB 14 15 16 17 189 20 21 22 23 24 STUB B2 W:308 U:3508 21-1-0 �9 Cf1/{L-\P �OP CAu¢C� All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S° for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (G4)FURNISH **IMPORTANT** THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. WO: Drive_C_0011116_L000 /\ //��\\� bracing. Refer to and follow the latest edition o18CSl (Building Component shipping, installing them Trusses require extreme care in fabricating. Safety practices Safety Information, by TPI and WTCA) fa safety practices prior to performing these !unctions. Installers shall provide temporary bracing per SCSI. Unless ID • Dri ve_C_0011116_L00005_100001 Dsgn r : AW #LC = 97 WT/PLY : 452# ry notetl otherwise, top chord shall have properly attached structural sheamirg and bottom chord shall have a Property attached rigid ceiling. Locations shown face TC Live 20.00 psf - - Li r L-1. 2 5 P-1. 2 5 ii �1�� r� r7 I�l�\\\vJl for permanent lateral restraint n webs shall have bracing installed per SCSI sections 83, 07 or 810, as applicable. Apply plates to each of truss and position as shown above and on the Joint Details report. amass noted omerwise. TC SfIOW(Pf) 0.00 psf owDu $nOWDUr L=1.15 P=1.15 /j/1JI IIILLII�rrJl ll Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN RW COMPANY conformance with ANSIrrPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Li ve 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prafrfe, TX 75050 solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANS11TPI f Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information methsjobs geneminotes page and these webSites: Bld Code: 9 CRC-2013 DEFL RATIO: L/240 TC: L/240 ALPINE:w•nyaloineltw.com:TPI:www.toinstoro: WTCA www.shomdustry orot ICC: www.iccsafe.oro Job Name: PHILLIP RESIDENCE 21 Truss ID: E12 Qty: 2 - BRG X -LOC REACT SIZE REM., TC 2x4 DFL #1 & Btr. BC 2x4 DFL #1 & Btr. Web bracing required at each location shown. Required bearing widths and bearing areas 6X6 SS0514 1 3- 5- 4 1543 3.50" 1.65" 2 34-10-12 3474 3.S0" 99.00" 2x6 DFL #2 18-8 ® Refer to BCSI for proper required lateral restraint. For alternative we bracing, apply when truss not supported in a hanger. Building Designer shall provide adequate 3 53- S- 4 885 HGR 1.50" 2x8 DFL SS 18-20, 20-22 2x4 DFL STANDARD see ITWBCG's standard details. bearing area and anchorage. 7.11 _2286(1.25)/ O.BD BRG HANGER/CLIP NOTE WEB SLIDER 2x6 DFL #2 Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% ... ... .BEARING AREA REQUIRED........... ID Br g Size Min Size -or- Min Area 3 °MUS26 STR BLK 2x4 DFL STANDARD Kcr factor) - 3.00 Bearings designed for an FcPery value of the lesser 2 0- 3- 8 8- 3- 0 148.Ssgin 8-10-10 Support Connections)/Hanger(s) are (creep Refer to )Pint QC Detail Sheets for of the truss chord lumber value or 625 for all bearings. UPLIFT REACTION(S) : Support CBC Wind Non not designed for horizontal loads. Cq factors and Rotational Tolerances. Attic room load 45 psf, lus any added -Wind 1 -78 lb SEE SIesignMPSON CATALOG IRC/IBC truss plate values are based on loads indicated. Room LL Defl. is L/360. This truss is designed using the FOR ADDITIONAL INSTALLATION NOTES testing and approval as required by IBC 1703 - Loaded for 10 PSF non -concurrent BCLL. ASCE7-10 Wind Specification MAX DEFLECTION (Span) : and AN I/TPI and are reported in ESR -1118. CAUTION - installing trusses should Mark all interior bearing locations. - Install interior support(,) before erection. Bldg Enclosed yes, Truss Location Not End Zone L/656 MEM 9-10 (LIVE) LC 3 Persons retain a local engineer for provyer lifting, Attic collar tie requires lateral restraint = Exp Category = C T L= -0.34" CC= -0.58" CL= -0.91" EXCRITERIA:L/120 handling and bracing per TPI/BCSI. shown plus bracing at the panel points of Bldg Length 40.00 ft, Bldg Width 30.00 ft .WB DEF IN MEM 13- 1; T= 0.00" Shim bearings (if eeded) for req. support. PLATING BASED ON GREEN LUMBER VALUES. bottom in the collar tie (unless noted otherwise), or rigid sheathing is required. Mean roof height = 14.44 ft, mph = 110 Occupancy Category II, Dead Load 13.2 psf CRITICAL MEMBER FORCES: 20 psf Live Load applied to chord accordance with IBC/IRC code provisions. Full height blocking reinforcement required to buckling of members aver rg 1. Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding 6-1-0 TC COMP. DUR. / TENS. DDR. CSI 1-2 -37 1.25 / 55 1.60 0.15 $X12 prevent Blocking design an attachment are per the Tributary Area = 101 sgft 2-3 -2574 1.25 / 142 1.60 0.29 Building Designer. Vertical members exposed to wind: 13- 1 OFESSB1 Qal 3-4 -21S7 1.25 / 196 1.60 0.41 1-6-0 1-6-0 6X8 10X10 ----------LOAD CASE #1 DESIGN LOADS ---------------- 4 5 -2137 1.25 / 240 1.60 0.28 T. Dir L.Plf L.Loc R.Plf R.Loc LL/TL 5-6 -1080 1.25 / 239 1.60 0.13 - TC Vert 68.00 3- 3- 8 68.00 37- 9-12 0.59 6-7 -1087 1.25 / 246 1.60 0.19 7C VerC 88.00 37- 9-12 88.00 44- 2- 4 0.45 7-8 / 979 1.25 0.33 No. C 72180 TC Vert 68.00 44- 2- 4 68.00 53- 8- 0 0.59 8-9 / 881 1.25 0.90 BC Vert 16.00 3- 3- 8 16.00 37- 9-12 0.00 9-10 -644(1.25 / 97 1.25 0.82 B3 BC Vert 106.00 37- 9-12 106.00 44- 2- 4 0.75 10-11 -610(1.253/ 47 1.25 0.19 BC Vert 16.00 44- 2- 4 16.00 53- 8- 0 0.00 Li -12 -1407((1.253/ 0.46 11-12 -158 1.00 /' 0.40 U.3474 .Type... lbs X.Loc LL/TL Fastener BC Vert 53.9 37- 9-12 0.00 BC Vert 33.6 44- 2- 4 0.00 BC COMP.IDURO / TENS. DUR. CSI13-14 U: OF Cg1.1F -1201.6 / 2008 1.2S.4814-15 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S- for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 -1021.60 / 2422 1.250.54 268 - Homewood Truss ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 15-16 -781.60 1459 1.25 0.8316-17 Cust: PHILLIPS i�A� IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. "IMPORTANT" -1281.60 425 1.25 0.71 /\ Trusses require extreme care in handling, shipping, installing bracing.' Refer to and follow the latest edition of BCSI (Building Component ID' Dri ve_C_0011116_L00005_100001 17-18 -42791.25 / 0.26 thew Safety Information, by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shall provide temporary bracing per SCSI. Unless A) for safe Dsgn r : AW #LC = 97 WT/PLY: 427# 18-19 -691.25 0.6219-20 noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown installed BCSI 83, 87 810, Apply to lace truss TC Live 20.00 psf -341.25 / 552 1.25 0.88 n IfL � �� ^ n I`fj�\\Ifl 20-21 / 1242 1.25 0.92 22 263 25 0 6 22 TC Snow Pf 0.00 5 f ( ) owDu $nOwDu r L=1.15 P=1.15 J- / 1 1. 1 , 22-5-0 l 27-11-8 WB COMP. DUR. / TENS. DUR. CSI 1 2 3 4 5 6 7. 8 9 10 11 12 1:383 -8 -126 1.25 / 103 1.25 0.10 1-13 -127 1.25 / 36 1.60 0.03 2-13 -2397 1.25 / 129 1.60 .0.75 4.00 -4.0 2-14 / 510 1.25 0.21 - Attach the horizontal block to the bottom chord with RZX4's installed at 24.0"O.C. 3-14 -91 1.25 / 860.03 3-15 -503 1.25 / 34 1.60 0.53 4-15 1.25 75 1.60 0.24 ... - 6X6 - -405 / S-15 -23 1.60 / 1054 1.25 0.43 5-16 -960 1.25 / ]0 1.60 0.11 T T 3X6 6X6 SS0514 - 6-16 -87 1.60 / 384 1.25 0.16 7-16 / 1073 1.25 0.44 1.5X4 2X4 7.11 _2286(1.25)/ O.BD I I 9-17 -229211.25)/ 0.98 17-19 / 690 1.25 0.28 8-10-10 5X6 4X4 9-19 / 1733 1.25 0.70 10-4-10 6X8 / x 1.5X4 10-20 -270(1.25)/ 15 1.60 0.06 I 1.5X4 11-20 -1177(1.25)/ 27 1.60 0.3o T 4X4 11-21 / 876 1.25 0.36 SLDRL -1345(1.25)/ 30 1.60 0.10 1 1-5-0 6-1-0 $X12 T8 COMP.(DUR.)/ TENS.(DUR.) CSI 3X10 3X4 6X6 4X6 BX10 3X8 J I 1-0-13 OFESSB1 Qal 1-6-0 1-6-0 6X8 10X10 : 34-8-0 SS0919 R154 R:1543 31-7-4 T. U:-78 34# 31-5-8 154# y 1 3-3-8 50-4-8 18-11-0 r 2-3-0 No. C 72180 STUB 13 14 15 16 198 19 20 21 22 STUB B2 B3 W:308 `MUS26 CfvmL U.3474 R:885 R:885 �P '9jF U: OF Cg1.1F All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S- for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap witstructural plates. 268 - Homewood Truss ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS i�A� IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. "IMPORTANT" W0: Drive_C_0011116_L000 /\ Trusses require extreme care in handling, shipping, installing bracing.' Refer to and follow the latest edition of BCSI (Building Component ID' Dri ve_C_0011116_L00005_100001 thew Safety Information, by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shall provide temporary bracing per SCSI. Unless A) for safe Dsgn r : AW #LC = 97 WT/PLY: 427# n, noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown installed BCSI 83, 87 810, Apply to lace truss TC Live 20.00 psf Ll r L=1.25 P=1.25 n IfL � �� ^ n I`fj�\\Ifl for permanent lateral restraint n webs shall have bracing per sections or as applicable. plates each of and position as shown above and an the Joint Details report, unless notee anerw'se. TC Snow Pf 0.00 5 f ( ) owDu $nOwDu r L=1.15 P=1.15 J- Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN /TW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairfe, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. $pacing 2- 0- 0 Designer per ANSUTPI I Sec.2 TRUSPLU$ 6.0 VER: T6.5.21 For more information see th'sjob'sgeneral notes page and thew web sites: ALPINE: ww , aloineitw.co.: TPI: www .minstorg' WTCA: www.sWrdustrvow ICC: wwv+jam,afe oro Bldg Code: 9 CRC -2013 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: E13 Qty: 1 BRG X-LOC REACT SIZE REM.. TC 2x4 DFL #1 & Btr. Web bracing required at each location sham. This desiqn based on chord bracing applied 1 3- S- 4 1523 3.50" 1.62" Bc 2x4 DFL #1 & Str. ® Refer to SCSI for proper required lateral per the following schedule: 2 34-10-12 3476 3.S0" 99.00" 2x6 DFL #2 20-9 restraint. For alternative web bracing, max o.c. from to 2x8 DFL SS 20-22, 22-24 see ITYlBCG's standard details. TC 24.00" 24- 4-13 26-11- 1 3 53- S- 4 854 HGR 1.50" WEB 2x4 DFL STANDARD Plates outside the truss perimeter are Required bearing widths and bearing areas BRC HANGER/CLIP NOTE SLIDER 2.4 DFL #1 & Btr. designed for the location shown only. apply when truss not supported in a hanger. 3 'MUS26 STR BLK 2x4 DFL STANDARD Trim to match profile if necessary. Building Designer shall provide adequate Support Connection(s)/Hanger(s) are Fabrication Tolerance = 20.0% Designed per ANSI/TPI 1-2014 bearing area and anchorage. not desiggned for horizontal loads. Kcr (creep factor) = 3.00 Bearings designed for an Fc Pero value of the ...........BEARING AREA REQUIRED........... SEE SIMPSON CATALOG Refer to Joint QC Detail Sheets for les ser of the truss chord lumber value or ID Brg Size Min Size -or- Min Area Cy factors and Rotational Tolerances. 625 for all bearingBs. 2 0- 3- 8 e- 3- 0 148.5sgin FOR ADDITIONAL INSTALLATION NOTES IRC/IBC truss plate values are based on Attic room load - 45 list, pplus any added UPLIFT REACTION(S) : MAX DEFLECTION (span) : testing and approval as required by IBC 1703 loads indicated. Room LL Defl. is L/360. Support CB,C Wind Non-Wind L/644 MEM 10-11 (LIVE) LC 4 and AN I/TPI and are reported in ESR-1118. Loaded for 10 PSF non-concurrent BCLL. 1 -88 lb L= -0.34" CC= -0.58" CL= -0.93" Install interior support(s) before erection. Mark all interior bearing locations. This truss is designed using the Drainage shall be provided to avoid ponding. CAUTION - persons installing trusses should ASCE7-10 Wind Specification EX.WB DEF CRITERIA:L/120 Attic collar tie requires lateral restraint retain a local engineer for proper lifting, Bldg Enclosed - Yes, IN MEM 14- 1; T= 0.00" shown plus bracing at the panel points of handling and bracing per TPI/BCSI. Truss Location = Not End Zone CRITICAL MEMBER FORCES: the collar tie (unless noted otherwise), Continuous lateral restraint attached to Exp Category = C TC COMP. OUR. / TENS. DUR. CSI or igid sheathing is re%ired. flat TC as indicated. Lumber shall be Bldg Length 40.00 ft, Bldg Width - 30.00 ft 1-2 -37 1.25 / 55 1.60 0.14 Shim bearings (if needed) for eq. support. structural grade. Brace @ 24" o.c. unless Mean roof height = 14.23 ft, mph 110 2-3 -2534 1.25 / 171 1.60 0.29 PLATING BASED ON GREEN LUMBER VALUES. noted. Occupancy Category II, Dead Load 13.2 psf 3-4 -2103 1.25 / 231 1.60 0.40 20 psf Live Load applied to bottom chord in Designed as Main Wind Force Resisting System 4-5 -2085 1.25 / 273 1.60 0.29 accordance with IBC/IRC code provisions. - Low-rise and Components and Cladding 5-6 -1234 1.z5 / 273 1.60 0.06 Tributary Area = 101 sgft 6-7 -1155 1.25 / 2760,11:6600)0.14 Vertical members exposed to wind: 14- 1 7-8 -485 1.25 / 320,14-------- --LOAD CASE #1 DESIGN LOADS ---------------- 8-9 -486 1.25 / 303 1.60 0.18 Dir L.Plf L.Loc R.Plf R.Loc LL/TL 9-10 / 968 1.25 0.93 TC Vert 68.00 3- 3- 8 68.00 37- 9-12 0.59 10-11 -559 1.25 / 122 1.25 0.83 TC Vert 86.00 37- 9-12 88.00 44- 2- 4 0.45 11-12 -530 1.25 / 71 1.25 0.19 TC Vert 68.00 44- 2- 4 68.00 53- 8- 0 0.S9 12-13 -1328 1.25 / 0.49 Attach the horizontal block to BC Vert 16.00 3- 3- 8 16.00 37- 9-12 0.00 12-13 -176 1.00 / 0.45 the bottom chord with R2X4's BC vert 106.00 37- 9-12 106.00 44- 2- 4 0.75 BC Vert 16.00 44- 2- 4 16.00 53- 8- 0 0.00 BC COMP. DUR. / TENS. WR. CSI installed at 24.0"O.C. ,Type... lbs X. Loc LL/TL Fastener 14-15 -135 1.60 / 1979 1.25 0.49 BC Vert 53.9 37- 9-12 0.00 15-16 -121 / 2383 1.25 0.53 BC Vert 33.6 44- 2- 4 0.00 16-17 -103111:6600 / 1477 1.25 0.43 17-18 -1191.60 / 687 1.25 0.34 18-19 -9611.25 / 0.20 19-20 -42821.25 / 0.25 20-21 -761.2S / 0.62 21-22 -S71.z5 / 472 1.25 0.88 22-23 / 1163 1.25 0,92 21_1_5 26_7_14 23-24 / 11841.25 o.ls 1 2 3 4 5 8 9 10 11 12 13 WB COMP. WR. / TENS. OUR CSI 19-9 -2051 1.25 / 23 1.66 0.56 1-14 -127 1.2S / 36 1.60 0.03 4.00 2-6-3 -4.0 2-14 -2362 1.25 / 146 1.60 0.74 1� 2-15 / 498 1.25 0.20 3-15 87 1.z5 / 91 1.25 0.04 6X8 24" Slider length 3-16 -517 1.25 / 33 1.60 0.55 4X6 4-16 -409 1.25 / 76 1.60 0.zs T �" 3X6 1.5X4 SS0514 T s-16 -24 1.60 / 1014 1.2s 0.41 I I 1.5X4 5-17 -833 1.25 / 46 1.60 0.85 6X6 6-17 -33 1.60 / 144 1.z5 0.06 7-17 / 10391.25 0.42 5X6 4X4 7-18 -982 1.25 / 0.33 8-5-7 8-18 -332 1.25 / 55(1.60) 0.30 9_11_7 5X8 1.5X4 g_11_7 9-18 / 2053(1.25) 0.83 10-19 -2333(1.25)/ 0.99 15X4 4X4 SHIP 19-21 -13(1.25)/ 607 1.25 0.25 T X10 to-z1 / 6641.2. 00.72 1-5-0 6-1-0 SS1017 11-22 -261(1.z5)/ 19 1.60 0.06 12-23-]1)S(1.z5)� as01.255 0.35 3X10 3X4 6X8 4X8 5X10 6X8 � I OF�S3IpA,_ SLDRL -1315(1.25)/ So 1.60 0.12 B1 1-6-0 10X10 SS0919 1-0-13 Q� :152 R TqN TB COMP.(DUR.)/ TENS.(DUR.) CSI W:308 34-8-0 3X8 T. 31_]_4 U:-88 31-5-834# 41 1810 3-3-8 50-4-8 54# 2-3-0 No. C 721$0 STUB 14 15 16 17 18 120 21 22 23 24 STUB 63 W: *MUS26 3476 R:6 W:508 �q CIVIL �P U 34R:854 �QF CAUF� All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super U. Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tru s **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS "IMPORTANT" W0: Drive_C_0011116_L000 icA IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ID' Dri ve_C_0011116_L00005_J00001 f� V Trusses require extreme care in fabricating. handling. spiior to installing these bracing. Refer to and 1.11-hall the latest edition of SCSI (Building Component safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary Waring per BCSI. Unless Dsgn r : AW #LC = 97 WT/PLY' 451# 7r noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown ��� ^ n la permanent lateral re. a. n webs shall have bracing installed per BCSI sections 83, 87 or D70, as applicable. Apply plates to each face of Uuss and TC Live ( ) 20.00 ps f Ll owDu r L=1.2 5 P=1.2 5 � Ilf�\\IJI position assnownaboveaneonthe.lointDetaitsrepon,unlessnotedaherwse. TC Snow Pf 0.00 psf SnowDur L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss N TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN 17W COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing,indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SWPkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spac i ng 2- 0- 0 Designer per ANSI/TPl1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information wethsjob'sgeneral notespage and these wet, sites: Bldg Code: CRC-2013 ALPINE:-ttloineitw.- TPI: www.toinst.owWTCA:wowvsbdndustrvora ICC:ww olcgsafe.ore 9 DEFL RATIO: L/240 TC L/240 Job Name: PHILLIP RESIDENCE Truss ID: E14 Qty: 1 BRG X -LOC REACT SIZE REQ'D 7C 2x4 DFL #1 & Btr. Web bracing required at each location sham. This design based on chord bracing applied 1 3- S- 4 1543 3.50" 1.65" BC Zx4 OF #1 & Btr. ® Refer to SCSI for proper required lateral per the following schedule: 2 34-10-12 3479 3.50" 99.00" 2x6 DFL #2 18-e restraint. For alternative web bracing, max o.c. from to 3 53- 5- 4 865 R 1.50" 2x8 DFL SS 18-22 see ITYIBCG's standard details. TC 24.00•' 22- 4-13 28-11- 1 WEB 2x4 DFL STANDARD Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas BRG HANGER/CLIP NOTE SLIDER 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% apply when truss not supported in a hanger. 3 °MUS26 S7R BLK 2x4 DFL STANDARD Bearings designed for an FcPerp value of the Building Designer shall provide adequate Support ConneCtion(5)/Hanger(5) are Kcr (creep Factor) = 3.00 lesser of the truss chord lumber value or bearing area and anchorage. not designed for horlZontal loads. Refer to Joint QC Detail Sheets for 625 for all bearings. ...........BEARING AREA REQUIRED........... SEE SIMPSON CATALOG C factors and Rotational Tolerances. Attic roan load = 45 psf, pJus any added ID Brg Size Min Size -or- Min Area IRC/IBC truss plate values are based on loads indicated. Room LL Defl. is L/360. 2 0- 3- 8 8- 3- 0 148.Ssgin FOR ADDITIONAL INSTALLATION NOTES testing9 and approval as required by IBC 1703 Loaded for 10 PSF non -concurrent BCLL. UPLIFT REACTION(S) : MAX DEFLECTION (Span) and AN and are reported in ESR -1118. Mark all interior bearingg locations. Support C&C Wind Non -Wind L/647 MEM 9-10 (LIVE) LC 3 CAUTION persons installing trusses should - Install interior supPort(s) before erection. 1 -88 lb L= -0.34" CC= -0.58" CL= -0.93" retain a local engineer for proppeer lifting, Drainage shall be provided to avoid ponding. This truss is designed using the handling and bracing per,7PI/BCSI. Attic collar tie requires lateral restraint ASCE7-10 Wind Specification EX.WB DEF CRITERIA:L/120 Continuous lateral restraint attached to sham plus bracing at the panel points of Bldg Enclosed - Yes, IN MEM 13- 1; T= 0.00" flat TC as indicated. Lumber shall be the collar tie (unless noted otherwise), Truss Location -lost' End Zone CRITICAL MEMBER FORCES: structural grade. Brace 0 24" o.c. unless or rigid sheathing is required. Exp Category = C TC COMP.IOUR. / TENS. DUR. CSI oted. Shim bearings (if eeded)) for req. support. Bldg length = 40.00 ft, Bldg Width = 30.00 ft 1-2 -371.25 / 55 1.600.1520 psf Live Load applied to bottom chord in PLATING BASED ON GREEN LIMBER VALUES. Mean roof height 13.89 ft, mph = 1102-3 -25741.25 / 17600.30 accordance with IBC/IRC code provisions. Occupancy CategoryII, Dead Load 13.2 psf 3-4 -21541.25 232 1.60 0.42 Designed,as Main Wind Force Resisting System 4-5 -21291.25 / 280 1.600.29 - lav -rise and Components and Cladding S-6 -ll701.25 / 273 1.60 021 Tributary Area = 101 sgft6-7 -11701.25 / 273 1.60 0.32 Vertical members exposed to wind: 13- 1 7-8 / 953 1.25 0.42 Attach the horizontal block to ----------LOAD CASE #1 DESIGN LOADS ---------------- 8 9 / 885 1.25 0.88 the bottom chord W1th R2X4's Dir L.Plf L.Loc R.Plf R.Loc LL/TL 9-10 -589 1.25 / 73 1.25 0.81 7C Vert 68.00 3- 3- 8 68.00 37- 9-12 0.59 10-11 -560 1.25 / 23 1.25 0.19 installed at 24.0"O.C. TC Vert 88.00 37- 9-12 68.00 44- 2- 4 0.45 ll -12 -1354 1.25 / 0.50 TC Vert 68.00 44- 2- 4 68.00 53- 8- 0 0.59 11-12 -183 1.00 / 0.46 BC Vert 16.00 3- 3- 8 16.00 37- 9-12 0.00 BC Vert 106.00 37- 9-12 106.00 44- 2- 4 0.75 BC COMP. WR. / TENS. DUR. CSI BC Vert 16.00 44- 2- 4 16.00 53- 8- 0 0.00 13-14 -136 1.60 / 2007 1.25 0.48 .Type... lbs X.Loc LL/TL Fastener 14-15 -123 1.60 / 2423 1.25 0.54 BC Vert 53.9 37- 9-12 0.00 15-16 -105 1.60 / 1451 1.25 0.83 BC Vert 33.6 44- 2- 4 0.00 16-17 -150 1.60 / 468 1.25 0.72 17-18 -4285 1.2S / 0.26 18-19 -69 1.25 / b.62 19-20 -11 1.25 / 499(1.25) 0.88 20-21 / 1187(1.253 0.92 21-22 / 1207(1.25 0.18 WB COMP. (DUR.)/ TENS. DUR. CSI 19-1-5 24-7-14 v-8 -212(1.26)/ 1121.60 0.10 1 2 3 4 5 6 8 9 1 0 1 1 1 2 1-13 -127i(1.25))/ 36 1.60 0.03 - 2-13 -2395 1.25 / 147 1.60 0.7S 2-14 / su 1.25 0.21 4.00 �� -4.0 3-14 -93 1.25 / 85 1.25 0.03 3-15 -507 1.25 / 34 1.60 0.54 4-15 -393 1.25 / 84 1.60 0.24 1.5X4 5-15 -21 1.60 / 1041 1.25 0.42 5X8 7X8 24" slider length 5-16 -566 1.25 / 9 1.60 0.65 H0612 T 6-16 -268 1.25 / 65 1.60 0.25 1.5X4 7-16 / 1400 1.zs 0.57 2X4 7-17 -2255(1.25)/ 0.89 9-12 -2z6o 1.25 / 0.97 5X8 4X4 17-19 / 634(1:,25 0.26 7-9-7 9-19 v4o 16 o.n5X8 1.5X4 10-20 -268(1.25)/ 18 1.60 0.06 9-3-7 11-20 -1143<1.25)/ 26 1.60 3. g 1.5X4 4X4 t SHIP 11-21 / 828 1.2S 0.34 T 551017 SLDRL -1336(1.25)/ 46 1.60 0.12 1-5-0 6-1-0 TB COMP.(DUR.)/ TENS.(DUR.) CSI 3X10 3X4 6X8 5X8 8X10 J I ' B1 1-6-0 1-6-0 10X10 4X4 1-0-13 QROFESSI R:154 34-8-0 6X8 3X6 T. TqN R:1543 31-7-4 U:-88 31-5-8 54# 34# 18- 1-0 3-3-8 , 50-4-8 t 2-3-0 STUB 13 14 15 16 1T8 19 20 21 22 STUB B2 B3 " W:308 *MUS26 C7VIL U:3479 R:865 FOF CAUfae`y All connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates U' 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (C4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_1-000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Budding Component ID: Dri ve_C_0011116_L00005_3 00001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 97 WT/PLY: 422# v V nwetl atherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown BCSI 83, B7 B7o, face finless TC Live 20.00 f Ll r L=1.25 P=1.25 ��O I�LJJ (� (7 lU�\vl I tw permanent lateral restraint of webs shall have bracing tl per sections or as applicable. Apply plates to each of truss and position as shown above and on the Joint DetaiS report, unless noted wherwise. pps TC Sf10W Pf 0.00 psf ( ) owDu Sr10WDU r L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall nor be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance vrim ANSYTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 M. Great SW Pkwy. Grand Priide, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSI/TPI1 Sec.2 TRU$PLUS 6.0 VER: T6.5.21 For more information see this jab's general notes page and these web sites: ALPINE: www.aloineitw court TPI: www.loinsl.orb�V✓rCA: wwwsbcindustrv.ora: ICC: vrww.iccsafeorb Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: E15 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Web bracing required at each location shown. This design based on chord bracing applied 1 3- 5- 4 1343 3.50" 1.50" BC _ 2x4 DFL #1 & Btr. ® Refer to SCSI for proper required lateral per the following schedule: 2 32- B-12 3034 3.50" 3.23" 2x6 DFL #2 18-8 restraint. For at web bracing, WEB 2x4 DFL STANDARD see 1lW8CG's standard details. max o.c. from to TC 24.00" 20- 4-13 30-11- 1 3 53- 5- 4 674 HGR 1.50" Designed per ANSI/TPI 1-2014 Plates outside the Truss perimeter are Required bearing widths and bearing areas BRG HANGER/CLIP NOTE Fabrication Tolerance - 20.0% designed for the location shown only. applyy when truss of supported in a hanger. 3 'MUS26 Bearings designed for an FcPerp value of the Trim to match profile if necessary. U IFT REACTION(5) : Support Connertion(S)/Hanger(s) are lesser of the truss chord lumber value or Kcr (creep factor) = 3:00 bearings. Refer Joint Detail Sheets for Support CBC Wind Non -Wind lb not designed for pori Zonta1 loads. 625 for all to QC IRC/IBC truss plate values are based on Cq factors and Rotational Tolerances. 1 -45 2 -69 lb SEE SIMPSON CATALOG testingg and approval as required by IBC 1703 Loaded for 10 PSF non -concurrent BCLL. 3 -26 lb FOR ADDITIONAL INSTALLATION NOTES and AN and are reported in ESR -1118. Mark all interior bearing 10-60- CAUTION installing trusses should Install interior support(s) before erection. - HORIZONTAL REACrION(5)) support 1 -111 lb MAX DEFLECTION (span) : persons retain a local engineer for propper lifting, Drainage shall be provided to avoid ponding. support 3 -111 lb L/999 MEM 3-4 (LIVE) LC 42 handling, and bracing per TPI/BCSI. Continuous lateral restraint attached to This truss is designed using the L= -0.17" CC= -0.24" CL= -0.41" Shim bearings (if needed) for req. support. flat TC as indicated. Lumber shall be ASCE7-10 Wind Specification EX.WB DEF CRITERIA:L/120 PLATING BASED ON GREEN LUMBER VALUES. structural grade. Brace 0 24" o.c. unless Bldg Enclosed - Yes, IN MEM 22-12; T- 0.00" 20 psf Live Load applied to bottom chord in noted. Truss Location = Not End Zone CRITICAL MEMBER FORCES: accordance with IBC/IRC code provisions. Exp Category = C TC COMP. DUR. / TENS. OUR. CSI Bldg Length = 40.00 ft, Bldg Width 30.00 ft Mean roof height - 13.56 it, mph = 110 1-2 -37 1.25 / 55 1.60 0.14 2-3 -2152 1.25 / 72 1.60 0.29 Occupancy Category II, Dead Load 13.2 psf 3-4 -1652 1.25 / 106 1.60 0.38 Designed,as Main Wind Force Resisting System - Low-rise and Components and Cladding 4-5 -1602 1.25 / 139 1.60 0.30 S-6 -609 1.25 / 120 1.60 1.33 Tributary Area - 101 sgft 6-7 -609 1.25 / 120 1.60 0.33 Vertical members exposed to wind: 13- 1, 22-12 7-8 / 1070 1.25 0.28 8-9 / .34 1.25 0.36 9-10 / 672 1.25 0.35 10-11 -486(1.2S)/ 92 1.25 0.34 11-12 -1030i(1.25))/ 49 1.60 0.42 BC COMP.(DUR.)/ TENS.DUR. CSI 13-14 17001.25 0.44 _59(1.603/ 14-15 21(1.60 / 20171.25 0.55 15-16 / 12051.25 0.57 16-17 -782 1.25 / 1141.60 0.4S - 17-18 -3026 1.25 / 711.60 0.18 18-19 -56 1.25 / 31.60 0.11 - , 19-20 -80 1.25 / 3741.25 0.16 - 20-21 -38 1.60 / 9221.25 0.24 - 21-22 -97 1.60 / 3211.60 0.20 ' WillCOMP. DUR. / TENS. WR. CSI 17-8 P. 1.25 / 19 1.60 0.11 17.1.5 22_7_14 1-13 -126 1.25 / 36 1.60 0.03 2-13 -2029 1.2S / 68 1. fi0 0.63. _ _ 1 2 3 4 5 6 8 9 10 11 12 2-14 / 396 1.25 0.16 3-14 -46 1.25 / 120 1.25 0.05 3-15 -587 1.25 / 43 1.60 o.6z 4.00 t 10-5-3 , - -4.0 4-15 -322 1.25 / 82 1.60 0.19 - - 5-15 -26 1.60 / 937 1.25 0.38 5-16 -863 1.25 / 29 1.60 0.30 2X4 6-16 -473 1.25 / 82 1.60 0.36 7-16 -26 1.60 / zo12 1.zs 0.az 7-17 -1846 1.25 / 65 1.60 0.85 5X8 1,5X4 1.5X4 T 7X8 3X6 9-17 -1210 1.25 / 84 1.60 0.74 17-19 -630 1.25 / 95 1.60 0.10 5X8 5X6 9-19 -22 1.60 / 979 1.25 0.40 10-19 -871 1.25 / 40 1.60 0.90 7-1-7 6X6 10-20 / 435 1.25 0.18 $-7-7 1.5X4 8-7-7 ' 11-20 -643(1.2S)/ 54 1.60 0.46 T SHIP 11-21 -14(1.25)/ 169 1.25 0.07 12-21 / 929 1.25 0.38 I 1-5-0 14�M X4 12-22 -626(1.25)/ 57 1.60 0.07 1 3X8 3X4 6X8 5X1 8X10 B1 1-6-0 1-6-0 4X8 5X6 3X4 1-0-13 Qct W:308 4X6 B2 2X4 B3 T. ra,� R:1343 29-5-4 W:308 MUS26 U:45 R:3034 W:508 29-3-8 U:-69 R:674 U:-26 3-3-8 50-4-8 21-1-0 , 2-3-0 No. C 72180 STUB 13 14 15 16 178 19 20 21 22 STUB Cfvl%" �P 0F 4:zWp All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: PHILLIPS (C4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve_C_0011116_L00005_300001 Safety information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall povide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 50 VT/PLY: 400# v V tr noted otherwise, top chord shall have property allached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf - - Li r L-1.2 5 P-1.2 5 r� n for permanent lateral of webs shall have installed o per BCSI sections 83, 87 or 870, as applicable. Appy plates to each face oft uss and ��� � �U�\\�J� v, and repoing poshionasshown aboveandonthe Joint Details repon,unlessnoted otherwse. TC Sr10W(Pf) 0.00 psf owDu $nOWDUr L=1.15 P=1.15 !j/ -LI Alpine, a division of iTW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the muss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSUfPI 1, or for handling. shipping, installation & bracing of busses, A seal on this drawing or cover page listing this drawing, indicates acceptance or professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75OW solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSUTPII Sect TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sites: B)d Code: 9 CRC -2013 DEFL RATIO: L/240 TC: L/240 cindusiry ora: ICC: www ora ALPINE: Mont- aioineitw.eom: WA: TPI: www.toinstorm' TCwww.sbccs Job Name: PHILLIP RESIDENCE , 5X6 6X1 6X10 Truss ID: E16 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. B 1 W:308 Web bracing required at each location shown. This design based on chord bracing applied 1 3- 5- 4 1350 3.50" 1.50" BC 2x4 DFL #1 & Btr. ® Refer to SCSI for proper required lateral per the following schedule: 2 32- 8-12 2990 3.50" 3.19" 2x6 DFL #2 17-7 restraint. For alternative webracing, max o.c. from to 3 S3- S- 4 686 k1l 1.50" WEB 2x4 DFL STANDARD 2x4 DFL #1 & Btr. 15-7 see ITWBCG's standard details. MONITOR USED -See Joint Report" TC 24.00" 18- 4-13 32-11- 1 Required bearing and bearing areas BRG HANGER/CLIP NOTE No. C 721$0 Fabrication Tolerance - 20.0% 14 15 16 17 18 19 20 �[PM] =PLATE signed per_ANSI/TPI 1-2014 widths app 1y when truss of supported in a hanger. 3 °MUS26 BC Dead 8.00 psf Kcr (creepp factor) = 3.00 - Bearings designed for an FcPerp value of the UPQIFT REACfION(S) : Support Connections)/Hanger(5) are Refer to Joint QC Detail Sheets for Cq factors Rotational Tolerances. Bldg Code: CRC -2013 lesser of the truss chord lumber value or 625 for bearings. Support C&C Wind Non -Wind lb not deligned for horizontal loads. and Loaded for 10 PSF non -concurrent BCLL. all IR /IBC truss values are based on 1 -47 2 -65 lb SEE SIMPSON CATALOG Mark all interior bearing locations. plate testingg and approval as required by IBC 1703 3 -27 lb FOR ADDITIONAL INSTALLATION NOTES Install interior support(s) before erection. and AN and are reported in ESR -1118. HORIZONTAL REACTIONS) MAX DEFLECTION (Span) Drainage shall be provided to avoid ponding. CAUTION - persons installing trusses should support 1 -111 lb L/999 MEM 5-6 (LIVE) LC 42 Continuous lateral restraint attached to flat TC as indicated. Lumber shall be retain a local engineer fur pru er lifting, - .- handling and bracing TPI/SCSI. support 3 -111 lb This truss is designed using the L= -0.24" CC= -0.33" CL= -0.56" structural grade. Brace 0 24" o.c. unless per Shim bearings (if needed) for req. support. ASCE7-10 Wind Specification EX.WB DEF CRITERIA:L/120 noted. ' PLATING BASED ON GREEN LUMBER VALUES. Bldg Enclosed = Yes, IN MEM 21-11; T= 0.00" 20 psf Live Load applied to bottom chord in Truss Location = Not End Zone CRITICAL MEMBER FORCES: accordance with IBC/IRC code provisions. Exp Category = C TC COMP. WR. / TENS. WR. CSI Bldg Length = 40.00 ft, Bldg Width = 30.00 ft 1-2 -35 1.25 / 44 1.25 0.13 Mean roof height = 13.23 ft, mph = 110 2-3 -2159 1.25 / 72 1.60 0.16 Occupancy Category II, Dead Load 13.2 psf Designed Main Wind Force Resisting System 3-4 -2187 1.25 / 115 1.60 0.25 4-5 -1577 1.25 / 117 1.60 0.33 ' as -,Lm-rise and Components and Cladding 5-6 -732 1.25 / 117 1.60 0.59 Trbutary Area - 101 :q ft 6-7 -733 1.25 / 117 1.60 0.57 Vertical members exposed to wind: 12- 1, 21-11 7-e / lOS3 1.25 0.40 8-9 / 622 1.25 0.36 9-10 -516 1.25 / 101 1.60 0.34 10-11 -1056 1.25 / 50 1.60 0.42 BC COMP. DUR. / TENS. DUR. CSI 12-13 64 1.60 / 1719 1.25 0.46 13-14 -9 1.60 / 1658 1.25 0.47 14-15 / 1516 1.2S 0.S5 15-16 -1391 1.25 / 115 1.60 0.39 16-17 -2982 1.25 / 66 1.60 0.18 17-18 -58 1.25 / 3 1.60 0.11 18-19 -55 1.25 / 402 1.25 0.17 19-20 -37 1.60 / 947 1.25 0.24 20-21 -97 1.60 / 26 1.60 0.20 - WB COMP. DUR./ TENS. DUR. CSI 16-7 -2015 1.25/ 73 1.60 0.64 , 1-12 -120 / 35 1.60 0.03 2-102 -201502 11-22551/ 74 1.60 0.64 15-1-5 20-7-14 2-13 / 366 1.25 0.15 3-13 -310(1.25)/ 54 1.60 0.07 1 2 3 4 6 8 9 10 11 4-13 -26 1.603/ 525 1.25 0.21 4-14 -386 1.25 / SS 1.60 0.22 5-14 / 662 1.25.0.27 _ `- 4.00 14-$-3 -4.0 5-15 -961 1.25 / 18 1.60 0.42 - - - - - - - - - 6-15 -619 1.25 / 98 1.60 0.37 3X6 7-15 -46 1.60 / 2602 1.25 0.33 8-16 -1277 1.25 / 85 1.601 00.78 6X 1.5X4 SS0719 16-18 -569 125 / 87 1.60 0.09 4X4 T - 8-18 -20 1.60 / 939 1.25 0.38 9-18 -861 1.25 / 40 1.60 0.89 1.5X4 _ 5X6 9-19 / 434 1.2S 0.18 6X6 10-19 -639(1.25)/ 54 1.60 0.46 10-20 -17(1.25)/ 166 1.25 0.07 6_ 7 4X4 11-za / 9541.25 0.39 ll -21 -637(1.25)/ SS 1.60 0.07 1.5X4 1 7-11-7 I SHIP 1-5-0 4X4 3X8 4X8 5X6 6X1 6X10 "WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS J = **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. OPEucS1 B 1 W:308 1-6-0 4X6 4X8 5X6 4X4 B2 2X4 1-0-13 B3e,(GV T T R:1350 29-5-4 W:308 MUS26 Ll VCDu r L=1. 2 5 P=1. 2 5 U:47R:2990 permanent lateral webs shall have bracing installed per SCSI sections 83, 07 or 8100, as appliwhle. Apply plates to each face of Wss and W:508 ��,� �I��UU��JJ lu�\vll ve and n p°sition as shown atxwe and on the Joint Details repon, unless noted otherwise. position shown 29-3-8 U:-65 R:686 3-3-8 , 21-1-0 50-4-8 U:-27 , 2-3-0 No. C 721$0 STUB 12 13 14 15 16 17 18 19 20 21 STUB 2820 N. Great SW Pkwy. Grand Praire, TX 75050 All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/12/2017 268 - Homewood Truss "WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) **IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve_C_0011116_L000 ^ sses require extreme care in fabricating, handling. shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_100001 Safety se Information, by TPI and WTCA) for safety practices prior to performing thefunctions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 54 WT/PLY' 387# v VTru ry noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf Ll VCDu r L=1. 2 5 P=1. 2 5 ,� n permanent lateral webs shall have bracing installed per SCSI sections 83, 07 or 8100, as appliwhle. Apply plates to each face of Wss and ��,� �I��UU��JJ lu�\vll ve and n p°sition as shown atxwe and on the Joint Details repon, unless noted otherwise. position shown TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 Alpine, a division of 1TW Building Components Group Inc., shall no be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN IT IN COMPANY conformance with ANS1rTPl 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or coverpage listing this drawing, indicates acceptance of professional engineering responsibility 8C Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Praire, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spati ng 2- 0- 0 Designer perANSI/TPI I Seat TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and Nese web sites: ALPINE: wwwjil eitw.com:TPI:www.minst.om VJTCA wwwsbrindustrvora:ICC:www.iccsafe.orm Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: E17 Qty: • 1 BRG X -LOC REACT SIZE REQ D,, TC 2x4 DFL #1 & Btr. Plates outside the truss perimeter are This design based on chord bracing applied 1 3- 5- 4 735 3.50 1. O BC 2x4 DFL #1 & Btr. designed for the location shown only. per the following schedule: 2 20- 9- 8 1468 - 3.50" 1.50" 2x6 DFL #2 19-8 Trim to match pprofile if necessary. max 0. c. from to 3 22- 8- 2 22 3.50 1.50 WEB 2x4 DFL STANDARD Designed per ANSI/TPI 1-20. TC 24.00" 16- 4-13 34-11- 1 Bearings designed for an Fc Perp value of the Fabrication Tolerance - 20.0% Required bearing widths and bearing areas 4 24- 6-11 101 3.50�� 1.50 lesser of the truss chord lumber value or Kcr (creep factor) 3;00 apply when truss not supported in a hanger. 5 26- S- 5 90 3.50" 1.501, 625 for all bearings. Refer to Joint OC Detail Sheets for UPLIFT REACfION(S) : 6 28- 3-15 70 3.50" 1.50" IRC/IBC truss plate values are based on Cq factors and Rotational Tolerances. , Support CBG Wind Non -Wind 7 30- 2- 9 410 3.50" 1.50 testing and approval as required by IOC 1703 Loaded for 10 PSF non -concurrent BCLL. 1 21 lb and AN I/TPI and are reported in ESR -1118. Mark. all interior bearing locations. 2 -76 lb 8 31- 4-12 49 3.50" 1.50" CAUTION persons installing trusses should - Install interior supportO before erectinn.. 7 -67 lb 9 32- 7- 0 1307 3.50" 1.501, retain a local engineer for propper lifting, Drainage shall be provided to avoid ponding. 9 26 lb 10 53- 6- 4 724 HCR 1.501, handling and bracing per TPI/BCSI. Continuous lateral restraint attached to 10 -22 Ili BRG HANGER/CLIP NOTE Shim bearings (if needed) for req. support. flat TC as indicated. Lumber shall be HORIZONTAL REACTIONS) - 10 °MUS26 PLATING BASED ON GREEN LUMBER VALUES. structural grade. Brace N 24" o.c. unless support 1 355 ib Su ort Connection(s)/Hanger(s) are This truss is designed using the noted. support 2 -601 lb PP ASCE7-10 Wind Specification 20 psf Live Load applied to bottom chord in support 7 -355 lb not designed for ho r7Zontal loads. Bldg Enclosed = Yes, accordance with IBC/IRC code provisions. support 9 665 lb SEE SIMPSON CATALOG Truss Location = Not End Zone support 10 110 lb FOR ADDITIONAL INSTALLATION NOTES Exp Category = C MAX DEFLECTION (span) Bldg Length = 40.00 ft, Bldg Width - 30.00 ft Mean roof height = 12.89 ft, mph = 110 L/999 MEM 11-12 (LIVE) LC 47 Occupancy Categor II, Dead Load = 13.2 psf L= -0.13" CC= -0.19" CL= -0.32" Designed as Main Mind Force Resisting System EX.WB DEF CRITERIA:L/120 - Low-rise and Components and Cladding IN MEM 23-12: T= 0.00" Tributary Area - 101 sgft CRITICAL MEMBER FORCES: Vertical members exposed to wind: 13- 1, 23-12 TC COMP. OUR. / TENS. WR. CSI 1-2 33 1.25 / 45 1.25 0.12 2-3 -858 1.25 / 35 1.60 0.13 3-4 -294 1.25 / 59 1.60 0.17 4-s / 557 1.25 0.35 5-6 / 557 1.25 0.35 6-7 / 600 1.25 0.28 7-8 / 600 1.25 0.22 8-9 / 662 1.25 0.16 9-10 12 1.60)/ 206 1.25 0.26 10-11 -626(1.253/ 66 1.60 0.34 11-12 -1167(1.25 / 35 1.60 0.45 BC COMP. (DUR.)/ TENS.(DUR. CSI - 13-14 -49(1.60)/ 785(1.253 0.33 14-15 / 764((1.253 0.33 15-16. -.210(1.60)/ 247 1.25 0.16 _ 16-17 - / -0.10 _ 17-18 / 0.01 18-19 / 19 1.25 0.06 19-20 -38(1.25)/ 31.60 o.0 13-1-5 18-7-14 20-21 / S61 1.25 0.19 21-22 -21(1.60)/ leas 1.zs o.31 1 2 3 5 6 7 8 9 1 0 1 1 1 2 - 22-23 55((1.60 / 89(l.25) 0.21 WB COMP. WR. / TENS. DUR. CSI 4.00 18-5-3 _rM0 -4.00 18-8 -370 1.25 / 28 1.60 0.07 1-13 -lis 1.25 / 35 1.60 0.03 2-13 -937 1.25 / 28 1.60 0.29 3X4 4X4 - z-14 -s7 1.25 / 92 1.60 0.03 6X 1.5X4 1.5X4 3-14 / 266 1.25 0.11 3_I -647(1.25)/ 32 1.60 0.46 T 4-15 / 53z l.zs o.zz I 4X4 4X4 T 4-16 -1124 l.zs / 48 1.60 0.97 s-16 -377 1.25 / 68 1.60 0.18 5-9-7 4X4 4X4 6-16 -261 1.2S / 78 1.25 0.22 6-17 -393 1.25 / 38 1.60 0.34 7-3-7 T.5X4 7-3-7 7-17 -268 1.25 / 39 1.60 0.13 SHIP 8-17 / 213 1.25 0.09 T 5-0 4X4 9-18 -1103<<<<1.25 / 82 1.60 0.65 18-20 -64(1.253/ 103 1.60 0.03 1-6-0 3X4 3X4 5X6 4X8 4X8 J I 1gNo.C72160 T. 9-20 -28 1.603/ 647 1.25 0.26 10-20 -a1z l.zs / 4z 1.60 0.78 B1 1-6-0 5X10 4X8 5X6 4X4 1-0-13 LL 'vY 10- 1 / 4v 1.25 0 17 4X4 2X4 1-z1-6os(l.zs>/ se 1.60 0.44 810 11 2z 23 1.zs / Iso l.zs o.06 17-6-0 29-3-8 `MUS26 -22 / 1059 1.25 0.4312-23 -676(1.25)/ 49 1.60 0.08 21-1-o 3-3-8 50-4-8 1 2-3-0 STUB 13 14 15 16 17 189 20 21 22 23 STUB uT CNIL• P All connector are ALPINE Wave 20 unless by'H' for High Strength 20 'S'forSupepVER SUPPORT AS SHOWN plates ga., preceded ga., Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (C4) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve_C_0011116_L000 ^ Trusses require extreme care in fabricating, handling. shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_300001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions, Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 58 WT/PLY: 388# v V ry noted otherwise, top chord shall have property attached structural sheathing .. bosom chord shall have a property attached rigid ceiling. Locations shown B3, 810, lace TQ Live 20.00 psf Ll r L=1.2 5 P=1.2 5 I ��O � ^ n Ilf�\vl I for permanent lateral above and of webs shall have bracing installed per BCSI sections 87 or as applicable. Apply plates to each of buss and position as shown alwve ane on the Joint Details report, unless notes otherwise. TC Sr1oW (Pf) 0.00 psf owDu SnOwDU r L=1.15 P=1.15 `j/- LI Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN frW COMPANY wnformanee with ANSIrrPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 1820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C . SpaCi ng 2- 0- 0 Designer per ANS11TPl 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this jobs general notes page and these web sues: ALPINE: Wwwalomeitw.com:TPl:ww.tint.oraWTCAm+wsbandustrypro :ICC:wewicsafe.out Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE OVER CONTINUOUS SUPPORT Truss ID: F01 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. - Designed per ANSI/TPI 1-2014 UPLIFT REACTIONS) 1 0- 1-12 195 3.S0° 1.50" *"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! BC 2x4 DFL #1 & Btr. (104) Fabrication Tolerance = 20.0% Support C&C Wind Non -Wind 2 2- 0- 0 76 3.50" 1.50 Trusses require extreme care in labricating, handling, shipping, installing and bracing. Refer to and tdlow the latest edition of BCSI (Building Component WEB 2x4 DFL STANDARD Kcr factor) 3:00 Bearings designed for an FcPerp value of the lesser lumber 1 -35 lb _ 4 1b 3 4- 0- 0 73 3.50" 1.50" noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown (creep = Refer to Joint QC Detail Sheets for Ll r L=1.25 P=1.25 of the truss chord value or 625 for all bearings. -44 7 -108 1b 4 6- 0- 0 371 3.50" 1.50" ^ n Cq factors and Rotational Tolerances. for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, 87 or 810, as applicable. Apply plates to each lace of truss and IRC/IBC truss plate values are based on 11 -69 lb 5 7- 6- 1 52 3.50" 1.50 ��� Loaded for 10 PSF non -concurrent BCLL. Mark interior bearing locations. Ilf�\vll testing and approval as required by IBC 1703 AN I/TPI in ESR This truss is designed using the ASCE7-10 Wind Specification 6 9- 0- 3 53 3. S0" 1.50" 7 10- 6- 4 514 3.50" 1.50" owDu Sr10wDur L=1.15 P=1.15 all PLATING BASED ON .GREEN LUMBER VALUES. and and are reported -1118. Install interior supports) before erection. Bldg Enclosed Yes, 8 12- 4- 9 68 3.50 1.50 Alpine, a division of ITN Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in Not designed for attic storage unless Rep Mbr Bnd / Comp / Tens End verticals are designed for axial loads Truss Location Not End Zone 9 14- 2-14 66 3.50" 1.50" 1.15 / 1.10 / 1.10 noted otherwise. solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building only, unless noted otherwise.. - Exp Category - C _ Bldg Length = 40.00 ft, Bldg Width - 30.00 ft 10 16- 1- 3 71 3.50 1.50", Designer per ANSI?PI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 Mean roof height - 12.69 ft, mph 110 11 17- 9-12 225 3.50" 1.50" DEFL RATIO: L/240 TC: L/240 Occupancy Category II, Dead Load 13.2 psf MAX DEFLECTION (span) r Designed.as Main nd Force Resisting System - Low-rise and Components and Cladding L/999 MEM 1-2 (LIVE) LC 2 Tributary Area -36 sq ft L= -0.07" CC= -0.10" CL= -0.16" - Vertical members exposed to wind: 6- 1, 9- 5 EX.WB DEF CRITERIA: L/120 IN MEM 9- 5; T= 0.02" CRITICAL MEMBER FORCES: -- - - TC COMP. WR. / TENS. CSI 1-2 -68((1.25))/ 60((1.25 0.31 1." 2-3 -49(1.60)/ 109(1.25 0.27 3-4 22((1.60))/ 105((1.25 0.07 4-5 87 1.60 / 109 1.60 0.19 BCCOMP.(DUR.)/ TENS.(DUR.) CSI - 6-7 / 0.01 7-8 / 0.01 8-9 / 0.01 WS COMP.JOUR,j/ TENSDUR. CSI 1-6 -1811.2/ 44 1.600.021-7 -61.60/ 581.600.02_za -3451.25/ 62 1.60 0.05 13-4-11 4-6-13 2-8 -1141.25/ 79 .60 0.053-e-2041.25/ 53 1.60 0.0623 4 5 4-8 -2601.25/ SS 1.600.154-9 -901.25/ 63 1.60 0.075-9-1441.2S/ 56 1.60 0.23 - 4.00 -4.0 - 5-4-9 2.5X4 T 0-11 0 6X6 1.5X3 2.5X4 3X6 2.5X4 17-11-8 6 7 8 9 1.5X3T 5-4-9 3-10-5 rHIP 1 OVER CONTINUOUS SUPPORT _ oMae - All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are post6oned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/12/2017 268 - Homewood Truss *"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (104) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_1-000 ^ Trusses require extreme care in labricating, handling, shipping, installing and bracing. Refer to and tdlow the latest edition of BCSI (Building Component JD: Dri ve_C_0011116_L00005_300001 Safety Interim. ion. by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracirg per SCSI. Unless Dsgn r : AW #LC = 43 VT/PLY: 125# v V rr noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf Ll r L=1.25 P=1.25 ^ n for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, 87 or 810, as applicable. Apply plates to each lace of truss and ��� Ilf�\vll position as shown above and on the Jaint Details report unless noted otherwise. TC Sr10W(Pf) 0.00 psf owDu Sr10wDur L=1.15 P=1.15 Alpine, a division of ITN Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN f7W COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance ofprotessional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great sw Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSI?PI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this jobse 's general notes page and theweb sues: _ ALPINE: www.aidneitwwm:TPVwww tminst.ora'WTCA:www sbcindusuitgra; ICC: v iccsafearo Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: F02 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL Y1 & Btr. Designed per ANSI/TPI 1-2014 UPLIFT REACTION(S) 1 0- 2-12 754 5. SO° 1.50 BC 2x4 DFL C1 & Btr, Fabrication Tolerance - 20.0% Support CBC Wind Non -Wind 2 17- B-12 754 5.50 1.50 WEB 2z4 DFL STANDARD Bearings designed for an Fc Perp value of the 1 -40 lb MAX DEFLECTION (span) Kcr (creep factor) - 3;00 - ^Refer to Joint IX Detail Sheets for lesser of the truss chord lumber value or - 625 for all bearings. 2 -72 lb HORIZONTAL REACTION(5)) L/999 MEM 8-9 (LIVE) LC 41, Cq IF and Rotational Tolerances. IRC/IBC truss plate values are based on support 1 215 lb• L= -0.08 CC= -0.15 CL= -0.24' Loaded for 10 PSF non -concurrent BCLL. PIATING BASED ON GREEN LUMBER VALUES. testing and approval as required by IBC 1703 AN I/TPI in ESR support 2 215 lb This is designed the EX.WB DEF CRIT ERIA5 L/120 ^ Not designed for attic storage unless and and are reported -1118. End are designed for axial loads - truss using ASCE7-10 Wind Specification IN MEM 9- 5; T= 0.02" noted otherwise. - verticals only, unless noted otherwise. Bldg Enclosed = Yes, CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. WR, CSI _ Truss Location = Not End Zone Exp Category = C 1-2 -1280 1.25 / 66 1.60 0.32 for permanent lateral ve and n webs shall have bracing installed per other sections B3, 87 or 870, as applicable. Apply plates to each of truss and position as shown above and on the Joint Details report, unless noted otherwise. Bldg length = 40.00 ft, Bldg Width = 30.00 ft .2-3 -885 1.25 / 75 1.60 0.25 Sr10WDu r L=1.15 P=1.15 Mean roof height - 12.69 ft, mph 110 3-4 -845 1.25 / 99 1.60 0.16 Occupancy Category II, Dead Load = 13.2 psf , 4-5 -90 1.60 / 109 1.60 0.22 _ Rep Mb r Bnd / Comp / Tens Designed as Main Wind Force Resisting System A. BC COMP. DUR. / TENS. WR. CSI - BC Live 0.00 psf - Lav -rise and Components and Cladding Tributary Area = 36 sq ft 6-7 -204 1.60 / 58 1.60 0.17 7-8 -161 1.60 / 1168 1.25 0.34 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Vertical members exposed to wind: 6- 1, 9- 5 8-9 -120 1.60 / 478 1.25 0.29 ' WB COMP. WR. / TENS. DUR, CSI , Formoreinf aTI,nsee n'sjob'sgeneralnotespageandthesewebInes: 1-6 -708 1.25 / 66 1.60 0.08 Bid Code: • CRC -2013 9 DEFL RATIO: 1-/240 TC: 1-/24 1-7 -25 1.60 / 1174 1.25 0.48 - 2-7 -65 1.25 / 71 1.25 0.03 2-8 -451 1.25 / 70 1.60 0.21 3-8 -166 1.25 / 52 1.60 0.05 4-8 -8 1.60 / 598 1.25 0.24 - 4-9 -721 1.25 / 95 1.60 0.57 S-9 -161 1.25 / 58 1.60 0.24 P 5-4-9 4X4 0-110 2X4 B1 w:508 R:754 U:-40 13-4-11 4-6-13 1 2 3 4 5 ` 4.00 4.0 6X6 7 8 2.5X4 9 ,5X3 5-4-9 SHIP 3-10-5 1/1!7 � B2N w:soa R:754 U:-72 tit No. C 72160 � 1k ' All connector plates are ALPINE Wave 20'unless preceded by "H' for Hiyh StrenyN 20 a., "S' for Super Strength 18 Plates to be Joint Detail Report. Circletl and false frame ga. are positioned per plates plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/12/2017 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C-0011116_L000 Trusses require extreme wre in fabricating, handling, shipping, installing and bracing. Refer to and follow, the latest edition of BCSI (Building Component 30: Dri ve_C-0011116-1-00005_) 00001 Safety Information, by TPI and VJTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 43 WT/PLY : 125# v V iN noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations strowi lace TC Live 20.00 psf Ll VEDu r L=1. 25 P=1. 25 O Ilfj�\vl I for permanent lateral ve and n webs shall have bracing installed per other sections B3, 87 or 870, as applicable. Apply plates to each of truss and position as shown above and on the Joint Details report, unless noted otherwise. TC Sr10W (Pf) 0.00 psf Sr10WDu r L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN fTW COMPANY Alpine. with ANSUTPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Greaf SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSV TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 Formoreinf aTI,nsee n'sjob'sgeneralnotespageandthesewebInes: Bid Code: • CRC -2013 9 DEFL RATIO: 1-/240 TC: 1-/24 ALPINE: VNM•. aloineitw.rAm: TPI: r � WTCA: sbd dust o ICC: www.iasafe oro Job Name: PHILLIP RESIDENCE Truss ID: J00 Qty: 6 ' BRG X -LOC REACT SIZE- REQ 'D TC 2x4 DFL #1 & Btr. - Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 0- 2-12 89 S. 50'' 1. 50:: BC 2x4 DFL #1 & Btr. Fabrication Tolerance --20.0% applyy when truss not supported in a hanger. - 2 1-10- 3 72 HGR 1.50" "cB 2z4 DFL STANDARD Kcr (Creepp factor) 3:00 Bearings designed for an FcPerp value of the • lesser lumber UFLIFr REACTION(S) BRG HANGER/CLIP NOTE - - Refer to ]oi nt QC Detail Sheets for of the truss chord value or 621 for all bearings. Support C&C Wind Non -Wind 1 -20 lb 2 °73237 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 2 -30 lb Support Conndction(s)/Hanger(s) are Loaded for 10 PSF non -concurrent BCLL. testingg and approval as required by IBC 1703 This truss is designed using the not de Signed for hb rl ZOn tai- loads. PLATING BASED ON GREEN LUMBER VALUES. and AN and are reported in ESR -1118. ASCE7-10 Wind Specification SEE SIMPSON CATALOG Not designed for attic storage unless noted otherwise. - Bldg Enclosed = Yes, Truss Location - Not End Zone FOR ADDITIONAL INSTALLATION NOTES "H' "S" _ _ Exp Category = C MAX DEFLECTION (Span) _ Bldg Length 40.00 ft, Bldg Width = 30.00 ft L/999 MEM 1s2 (LIVE) LC 1 L= 0.00" CC= 0.00" CL= 0.00" 268 - Homewood Trus - Mean roof height = 10.32 ft, mph u0 Occupancy Category II, Dead Load = 13.2 psf EX.WB DEF CRITERIA:L/120 _ " **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Desi gned, as Main Wind Force Resisting System - Low-rise and Components and Cladding IN MEM 4- 2; T= 0.00" ^ Trusses require extreme care in fabricating, handling. shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Tributary Area '= 4 sgft CRITICAL MEMBER F3ORCES: COMP TENSO(1L. Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless . Vertical members exposed to wind: 4- 2 (( 3 1-22 1-2 26 1.60 / 14 L.0.02 v V ry noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown installed B3, B7 BiO, face truss 2-0 3(o1U. 25)/ 25) 0 00 Ll r L=1.25 P=1.25 Q ��� BC COMP.(OUR.)/ TENS. (DDR. CSI (� (7 lU�\vl I for permanent lateral restraint of webs shall have bracing tl per then sections or as applicable. Appy plates to each of and posdion as shown above and on me Joint Details repoq unless noted omerwise. 3-4 -10(1.60)/ 36(1.603 0.02 TC Sr10W (Pf) 0.00 psf owDu SnOWDur L=1.15 P=1.15 4-0 -2((1.603/ 4S 1.60 0.01 0-0 0((1.60))/ 0((0.90)) 0.00 ' Rep Mb r Bnd / Comp / Tens COMP TENS DUR. CS conformance with ANSUTPI 1, of for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 2We 54(D1U. 25)/ 2 0.01 2820 N. Great SW Pkwy. Grand Raine, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 2 Designer perANSI/TPI f Sec.2 . '► . _ - w.-� •4.00 TRUSPLUS 6.0 VER: T6. 5.21 For more information we this job's general rates page and these web sites: ALPINE: www alrzneihv com: TPI: www.toinstora:WrCA:www .sbcindustiv oro: ICC: www. iccsafe ora • , Bld Code: CRC -2013 9 1.5X3 ' - 0-11-7 "3X6 0-11-7 0-3-13 r b 2X4 131 B2 W:508 'TJC37 R:89 W:108 No. C 72180 - U:-20 R:72 U:-30 CIVI, �P - -� "H' "S" at �� �+A%�F - - All connector plates are ALPINE Wave 20 ga., unless preceded by for High Strength 20 gga., for Super - Strength 18 Plates are to be Joint Detail Report. CuGed plates and false frame ga. positioned per plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 41 19191D 17. 268 - Homewood Trus **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI � Cust: PHILLIPS (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ Trusses require extreme care in fabricating, handling. shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component 30: Dri ve_C_0011116_L00005_100001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless . Dsgn r : AW #LC = 51 WT/PLY: 8#1 v V ry noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown installed B3, B7 BiO, face truss TC Live 20.00 psf Ll r L=1.25 P=1.25 Q ��� � (� (7 lU�\vl I for permanent lateral restraint of webs shall have bracing tl per then sections or as applicable. Appy plates to each of and posdion as shown above and on me Joint Details repoq unless noted omerwise. TC Sr10W (Pf) 0.00 psf owDu SnOWDur L=1.15 P=1.15 Alpine, a of of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN RW COMPANY conformance with ANSUTPI 1, of for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Raine, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer perANSI/TPI f Sec.2 ' TRUSPLUS 6.0 VER: T6. 5.21 For more information we this job's general rates page and these web sites: ALPINE: www alrzneihv com: TPI: www.toinstora:WrCA:www .sbcindustiv oro: ICC: www. iccsafe ora Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: J02 Qty: 6 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & at"' Designed per ANSI/TPI 1-2014 w0: Drive -C -0011116-L000 Required bearing widths and bearing areas 1 2- 2-12 384 5.50° 1.50:: BC 2x4 DFL #1 & Btr. Fabn cation Tolerance = 20.0% Safety Information, by TPI and WTCA( for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless apply when truss not supported in a hanger. 2 3-10- 3 83 HGR 1.50" WEB 2x4 DFL STANDARD Kcr factor) 3;00 Bearings designed for an FcPerp value of the lesser lumber Li veDu r L=1. 2 5 P=1. 2 5 UPLIFT REACrION(S) : + BRG HANGER/CLIP NOTE (creep = ., Refer to Joint OC Detail Sheets for of the truss chord value or 625 for all bearings. u vV Support C&C Wind Non -Wind 1 -135 lb 2 °TJC37 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2 -46 lb -90 lb Support Connection(s)/Hanger(s) are Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN testingg and approval as required by IBC 1703 - This truss is designed using the not desiggned for horizontal loads.. SEE SIMPI CATALOG - LUMBER VALUES. Not desi ned for attic storage unless and AN and are reported in ESR -3]16. ASCE7-10 Wind Specification Bldg Enclosed =Yes, FOR ADDITIONAL INSTALLATION NOTES noted ot�ierwise. DEFL RATIO: L/240 TC: L/24 Truss Location = Not End Zone Exp Category C MAX DEFLECTION (span) - :.. _ r - _ B1 dg Length = 40.00 ft, Bldg Width = 30.00 ft 10.66 ft, Mean height 110 L/999 MEM 2-3 (LIVE) LC 59 L= 0.00 CC= 0.00" CL= 0.00" _ roof - mph = Occupancy Category II, Dead Load 13.2 psf ' MAX DEFLECTION (Cant) . . • Designed•as Main Wind Force Resisting System Lox-r,se and Components and Cladding L/999 MEM 1-2 (LIVE) LC 61 Tributary Area = 8 sq ft L= -0.01" CC= -0.01" CL= -0.02" = Vertical members ex posed to wind: 6- 3 EX.WB DEF CRITERIA:L/120 IN MEM 6- 3; T= 0.00" ` CRITICAL MEMBER FORCES: - - TC COMP. DUR. / TENS. DUR. CSI 1-2 -84 1.60 / 224 1.25 0.09 2-3 -41 1.60 / 18 1.60 0.05 3-0 -3 1.25 / 0 1.25 0.00 _ BC COMP.(DUR. / TENS. (OUR. CSI 4-5 -187(1.253/ 72(1.603 0.04 S-6 -176(((1.253)/ 84(((1.603) 0:04 6-0 -16 1.60 / 98 1.60 0.01 0-0 0 0.90 / 0 1.60 0.00 WB COMP. WR. / TENS. DUR. CSI 2-5-316 1.25 / 97 1.60 0.03 , 2-6 -70 1.60 / 198 1.25 0.08 .1 2 3 3-6 -46 1.25 / 29 1.60 0.03 ., 4.DO - 1.5X3 1-7-7 2.5X4 1-7-7 3X6 y 0-33--13Li • 2-0-0 Xa 2.5X4 - QµOFESS/qn,� B2 3-10-15 W:508 'TJC37 W'108 4 5 U:-135 6 R:83 - U:-90 No. C 72160 CIVIL- �P q�OF CAA10F�� All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., •S• for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 411212017 are pos"toned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWINGI Cust: PHILLIPS (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. w0: Drive -C -0011116-L000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_J 00001 Safety Information, by TPI and WTCA( for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 61 WT/PLY: 21# V V ry noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a propedy attached rigid ceiling. Locations shown B3, B7 Apply lace truss TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 •� ��� t� t1 O I �\ I I\v'J for peps: sh lateral restraint of webs shall have bracing installed per BCSI sections or 810, as applicable. plates to each of and posh on as shown above and on the Jo tit Detai s report unless noted o he w se. TC Snow Pf 0.00 s f ( ) SnowDu r L=1.15 P=1.15 u vV Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC, Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand P uide, Tar 75050. solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSI/TPI I Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general win page and these web sites: ALPINE:www.aloineiw.com TPl:wvwt'nst.or WTCA s CC:www.iccsafeorg Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: J04 Q 6 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL O1 & Btr. Designed per ANSI/TPI 1-2014 - - Required bearing widths and bearing areas 1 2- 2-12 397 5.50" 1.50" BC 2x4 DFL !1 & Btr. 2x4 DFL STANDARD Fabrication Tolerance - 20.0% Bearings designed for FcPer7 268 - Homewood Trus apyl when truss of supported in a hanger. UPLIFT REACTIONS) 2 5-10- 3 161 HGR 1.50" WEB Kcr (creep factor) - 3:00 - an value of the lesser of the truss chord lumber value or "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Support CBC Wind Non -Wind BRG HANGER/CLIP NOTE Refer to Joint OC Detail Sheets for - - 625 for all bearings. 1 -119 lb 2 °TIC37 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on Dsgn r : AW #LC = 61 WT/PLY: 32# 2 -66 lb Support Connection(s)/Hanger(5) are Loaded for 10 PSF non -concurrent BCLL. GREEN testingy and approval as required by IBC 1703 in Li r L=1. 2 S P=1. 25 HORIZONTAL REACTIONS) 1b not designed for horizon tal 10ad5. SEE SIMPSON CATALOG PLATING BASED ON LUMBER VALUES. This truss is designed using the and AN and are reported ESR -1118. Not desi ned for attic storage unless support 1 149 support 2 149 lb FOR ADDITIONAL INSTALLATION NOTES ASCE7-10 Wind Specification Bldg Enclosed = Yes, noted otherwise. ��� MAX DEFLECTION (span) : Truss Location Not End Zone Cher posNon as shown above and on the Joint Details repot, unless noted otherwse. shown n L/999 MEM 2-3' (LIVE) LC 59 Exp Category-= C ". L= -0.01" CC= -0.01" CL= -0.02" Bldg Length = 40.00 ft, Bldg Width = 30.00 ft Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf MAX DEFLECTION (cant) Mean roof height - 10.99 ft, mph 110 Occupancy Category II, Dead Load = 13.2 list conformance with ANSlfrPi 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility - BC Live 0.00 psf L/999 MEM 1-2 (LIVE) LC 60 Designed, as Main Wind Force Resisting System solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf L= -0.01" CC= -0.01" CL= -0.01" - Low-rise and Components and Cladding - EX.WB DEF CRITERIA:L/120 Tributary Area = 12 sgft For moreinformaionBeeth''sjob'sgeneral w[espageadtheseweDshes: ALPINE: www.al ineitw.w 'TPI: www.toinst.org' WTCA sbci or ICC: www.i-le or Bld Code: CRC -2013 g IN MEM 6- 3; 0.00" Vertical members exposed to wind: 6- 3 - R CRITICAL MEMBER FORCES: . TC COMP. WR. / TENS. DUR, CSI 1-2 -98 1.60 / 208 1.25 0.15 2-3 -76 1.60 / 31 1.25 0.10 3-0 -3 1.25 / 0 1.25 0.00 BC COMP. DUR. / TENS. DUR. CSI 4-5 -170((((1.253))/ 92 1.60))3 0.06 1 07 0 02 10(0.90)/ 150(1. 0 0 0) 0.00 WB COMP.(DUR. / TINS.(WR. CSI 2-5-3z1(l.zs3/ 1131.60 0.04 1 2 3 2-6 -109 1.603/ 148 1.25 0.06 - 3-6 -108 1.25 / 66 1.60 0.07 4.00 • t j. w • _ 1.5X3 2-3-7 2.5X4 2-3-7 3X6 T - 0-3-13 Li 2X4 3X4 J r9 2-0-0 - B1 I . B2 T. • W:508 TJC37 rNk R:397 W:108 U: 119 R:161 4 5 6 U:-66 5-10-15A . I - - . - �PI " 'QCfate M - All connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS CCA "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Drl ve-C_0011116_L000O S_I00001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 61 WT/PLY: 32# v V >r noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown B10, TC Live 20.00 psf Li r L=1. 2 S P=1. 25 ^ rl permas lateral restraint webs snarl have bracing installed per sections B3. B7 or as applicable. Appy plates to each face of truss and forposition ��� D lu�\vll Cher posNon as shown above and on the Joint Details repot, unless noted otherwse. shown n TC Sr10W (Pf) 0.00 psf owDu SnGWDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITW COMPANY conformance with ANSlfrPi 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Peine, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spac i ng 2- 0- 0 Designer per ANSI/TPl 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For moreinformaionBeeth''sjob'sgeneral w[espageadtheseweDshes: ALPINE: www.al ineitw.w 'TPI: www.toinst.org' WTCA sbci or ICC: www.i-le or Bld Code: CRC -2013 g DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: J05 -8S Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 2- 1-12 226 HGR 1.50" BC 2x4 DFL #1 & Htr. Fabn cation Tolerance - 20.0% aDp1 when truss not supported in a hanger. 2 6-11- 8 147 1.50" 1.50" WEB 2x4 DFL STANDARD Rcr factor) 3.00 Bearings designed for an FcPerp value of the lesser the truss lumber or UPLIFT REACTION(5) : Support C&C Wind Non -Wind Cust: PHILLIPS 3 7-11- 4 77 RR ' 1. SO" (creep Refer to Joint OC Detail Sheets for - of chord value 625 for all bearings. 1 -23 lb BRG HANGER/CLIP NOTE Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 2 -79 lb Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless 1 'MUS26 Loaded for 10 PSF on -concurrent BOLL. locations. testingg and approval as required by IBC 1703 in 3 -14 lb 3 °Toe Nails qty 2 16d - Mark all interior bearing for and AN and are reported ESR -1118. - interior before * HORIZONTAL REACTION(5)) . lb Support Connecti on (s)/Han er s are PP 9 ( ) Shim bearings (if eeded) req. suBport. End verticals are designed for axial loads are Install sgort(s) erection. PLATING BASED ON GREEN LUMBER VALUES. support 1 143 support 3 143 lb III deli figned for horizontal loads. only, unless otherwise. - This truss is designed using the. � I�\IIVf IN SEE SIMPSON CATALOG Not designed for attic storage unless ASCE7-10 Wind Specification - owDu SnowDur L=1.15 P=1.15 FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION noted othervrise. _ Bldg Enclosed - Yes, Truss Location - Not End Zone V ,(span) L/999 MEM 1-2 (LIVE) LC SS Exp Category = C Bldg Length - 40.00 ft, Bldg Width - 30.00 ft Rep Mb r Bnd / Comp / Tens AN ITW COMPANY L= -0.04" CC= -0.08" CL= -0.12" EX.WB DEF CRITERIA:L/120 Mean roof height - 11.93 ft, mph - 110 Occupancy Category II, Dead Load - 13.2 psf 1.15 / 1.10 / 1.10 2820 N. Great SWPkwy. Grand Prairie, TX 75050 IN MEM 4- 1; T= 0.00" - Desi gned. as Main Wind Force Resisting System 0. C .Spacing 2- 0- 0 CRITICAL MEMBER FORCES: - Low-rise and Components and Cladding Tributary Area - 12 sgft TRUSPLUS 6.0 VER: T6.5.21 TC COMP. OUR./ TENS.(DUR.)' CSI 1-2 -631.60/ 20(1.25) 0.27 Vertical members exposed to wind: 4- 1 DEFL RATIO: L/240 TC: L/24 '2-3 -3416/ 45((1.25)) 0.17 3-0-111:2051/ 1 1.60 0.00 ' BC COMP.(((OUR.)))/ TENS. (((WR1. .))) CSI 110(1.60)/ 50(1.60) 5-6 86 1.60 / 143 1.60 0.13 6-0 0.00 WB COMP.OUR/ TENS. WR. CSI 1-4 -1611.25/ 20 1.60 0.06 1-S -661.60/ 132 1.60 0.04 2-5 -3211.251/ 56 1.25 0.02 , 1 2 3 2.5X4 3-10-11 210 B1 'MUS26 W:308 - R:226 U:-23 6-0-0 2-0-0 STUB 4 5 6 3-10-1 'Toe Nails W1 T W:108 R:77 U:-14 [� No. C 72160 It CNt1. �P or C�UFC All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false name plates are po. INoned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow, the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_300001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless DSgn r : AW #LC = 55 WT/PLY : 34# ry noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown TC Live 20.00 psf Li r L=1. 2 5 P=1. 2 5 r� rr for permanent lateral restraint of webs shall have installed per 63, B7 or Bl 0, as applicable. Appy pates to each lace of truss and ��0 � I�\IIVf IN report. then isGions poshionasshown abweand onthe Joint Details repon.unless noted otherwise. TC Snow(Pf) 0.00 psf owDu SnowDur L=1.15 P=1.15 V Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSIfTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SWPkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSYMI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information seethis jobs general notes page and thew web Sites: ALPINE: w alpineitw.com: TPI: www.toimn ora: VVTCA: wwxsbcirx1ustN orQ ICC: vnvw.iccsafe ora BldgCode: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE. 268 - Homewood Truss Truss ID: J06 Cust: PHILLIPS Qty: 3 BRG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. ^ Designed per ANSI/TPI 1-2014 ID: Dri ve-C_0011116-LOOOOS-300001 - Required bearing widths and bearing areas 1 2- 2-12 463 5.50" 1.50" BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD v V Jr Fabr canon Tolerance = 20.0%. Bearings designed for an Fc Perp value of the TC Live 20.00 psf aVp1 when truss not supported in a hanger. UPLIFT REACTION(S) : 2 7-11- 0 151 1.50" 1.50" Kcr (creel factor) 3;00 lesser of the truss chord lumber value or //1111 ILJI�II�\ IIIA Support CBG Wind Non-Wind 3 7-11- 4 96 HGR 1.50" Refer to 3oint QC Detail Sheets for L// -L11 I IL�IIJr� ILII \wI 111�� 625 for all bearings. - 1 -98 lb BRG HANGER/CLIP NOTE Cq factors and Rotational Tolerances. BC Live 0.00 psf IRC/IBC truss plate values are based on 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 2 -59 lb 3 *Toe Nails qty 2 16d Loaded for 10 PSF on-concurrent BCLL. • testing and approval as required by IBC 1703 3 14 lb Support Connections)/Hanger(s) are Mark all interior bearing locations. bearings Bldg Code: CRC -2013 9 and AN I/TPI and are reported in ESR-1118. Install interior before HORIZONTAL REACTION(5)) 16 not designed for horizontal loads. g Shim (if,needed)ifor req. support. This truss is designeJ us .ig the support(s) erection. PLATING BASED ON GREEN LUMBER VALUES. support 1 109 support 3 109 lb MAX DEFLECTION (span) ASCE7-10 WindSpecification NIL designed for attic srnrage unless L/999 MEM 2-3 (LIVE) LC 54 Bldg Enclosed = Yes, noted otherwise. - L= -0.06" CC= -0.08" CL= -0.14" Truss Location - Not End Zone - MAX DEFLECTION (cant) Exp Category = C 81 dg Len9th = 40.00 ft, Bldg Width - 30.00.ft L/S26 MEM 5-6 (LIVE) LC 54 Mean roof height = 11.34 ft, mph 110 L= 0.05" CC= 0.04" CL= 0.09" Occupancy Category II, Dead Load = 13.2 psf CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. DUR. CSI Designed as Main Wind Force Resisting System -'Low-rise and Components and Cladding ' 1-2 -162 1.60 / 197 1.25 ,0.14 Tributary Area = 16 sgft 2-3 -74 1.60 / 19 1.0 0.20 3-4 -34 1.60 / 43 1.25 0.21 _ • - 4-0 -1 1.25 / 1 1.0 0.00 - BC COMP. DUR. / TENS.(WR.CSI5-6--1591.25/ 154(1.6030.086-7 -1341.25)/ 167 1.0 0.257-8 I -3710 / 109 10 0.20e-0 01.25 / 0 1.60 0.0o WB COMP. TENS. (((DUR.)3 CSI , 2 2(((O1.UR.3)/ 2-7 173 1.60 / 139 1.25 0.06 392(1.25)/ 3-7 57(1. 0) 0.02 1 2 3 4 . - R 00 _ B2 . _ W:108 R:151 - 1.5X3 _ U:-59 2-11-12 ' 2.5X4 2-11-12. 3X6 - • 0-3-13 2X4 2.5X4 z-ao W:508 W 7-11-1z B3 Toe Nails �u.T. TqH RA63 W:108 U:-98R:96 8-0-0 1 U:-14 5 6 7 8 No. C 72160 ' 1f 4�OF GAIaFC All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S• for Super SVength 18 ga. Plates are to be positioned per Joint Detail Report. Girded plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!'" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (G4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ Trusses require extreme care in fabricating, handling, shipping. installing and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve-C_0011116-LOOOOS-300001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 55 WT/PLY: 39# v V Jr noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling, locations shown TC Live 20.00 psf - _ Li veDu r L-1. 2 5 P-1. 2 5 /1 r� �� r� T7I� for permanent lateral restraint of webs shall have bracing installed per SCSI sections B3. B7 or BID. as applicable. Apply plates to each face of truss and //1111 ILJI�II�\ IIIA position as shown above and on the loin,.-aisiepon, unless noted otherwise. TC Sndw(Pf) 0.00 psf SnowDur L=1. 15 P=1.15 L// -L11 I IL�IIJr� ILII \wI 111�� Alpine, a division o1 ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN fTW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 • Designer per ANSI/TPI f Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web shies: ALPINE: www.aloineitw.com: TPI: www.toinst.ora7 WrCA wwwsbcindmtN oro: ICC: www.iccaafe oro Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE - Truss ID: J07 -8S Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Des igned.per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 2- 1-12 226 HGR 1. 50': BC 2x4 DFL #1 & Btr. - Fabrication Tolerance = 20.0% - appl when truss not supported in a hanger. 2 8- 0-12 459 1.50" 1.50 WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the UPLIFT REACTION(S) : Kcr (creep factor) = 3:00 lesser of the truss chord lumber value or. Support CBC Wind Non -Wind 3 8-11- 8 112 1.501, 1.50° Refer to Joint OC Detail Sheets for 625 for all bearings. 1 -4 lb 4 7-11- 4 83 RR 1.50 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 2 -264 lb BRG HANGER/CLIP NOTE Loaded for 10 PSF non -concurrent BCLL. testing and approval as required by IBC 1703 3 -161 1b -205 lb 1 -MUS26 Mark all interior bearing locations. and AN I/TPI and are reported in ESR -1118. 4 -22 lb 4 °Toe Nails t 2 16d PLATING BASED ON GREEN LUMBER VALUES. Install interior support(s) before erection. HORIZONTAL REACFION(S)) 9 Y This truss is designed using the End verticals are designed for axial loads support 1 171 lb: Support Connectiun(s)/Hanger(s) are ASCE7-10 Wind Specification only, unless noted otherwise. support 4 171 lb not designed for horizontal loads. Bldg Enclosed - Yes, "" Not delig ned for attic storage unless - SEE SIMPSON CATALOG Truss Location = Not End Zone noted otherwise. - a FOR ADDITIONAL INSTALLATION NOTES Exp Category = C MAX DEFLECTION (span) : Mean rooftheigh40 011t, Bldg Width riph = 1100 ft L/999 MEM 1-2 (LIVE) LC 55 Can Category II, Dead Load = 13.2 psf L= -0.04" CC= -0.09" CL= -0.14" Designed as Main Wind Force Resisting System - - EX.WB DEF CRITERIA:L/120 - Lav -rise and Components and Cladding IN MEM 4- 1; T= 0.00" Tributary Area = 12 sgft CRITICAL MEMBER FORCES: Vertical members exposed to wind: 4- 1 - TC COMP. (011.1/ TENS. (DUR.) CSI • - - 1-2 -95((((1.03))/ 24((((1.253)) 0.24 2-3 -67 1.60 / 66 1.25 0.24 ' 3-0 -79 1.25 / 36 1.60 0.23 " 0-0 1 1.25 / 1 1.60 0.00 BC COMP. (((01.13/ TENS.(((0R. CSI 17 6_0 -130(1.60)/ 60(1. 0) 0.00 r _ 5-6 96 1.60 / 172 1.60 0.17 WB COMP. DUR. / TENS.(OUR.) CSI 1-4 -152 1.25 / 0.05 1-5 as 1.60 / 166 1.0 0.05 2 3 -5 so l.zs / 45�1.2s; 0.02 4r 00 B3 W:108 RA 12 U:-205 T 1.5X3 B2 W:108 _ - RA59 4 6 1 2.5X4 U:-264 4- 6 1 4-2-0 SHIP 220 1 IBU E-1 .. 2X4 2.5X4 �I B, Ba W 308 6 W:108 ails �1�T. TqN R:226 . 7-0-4 R.83 J U:-4 6-0-0 r U:-22 ' 2-0-0 STUB 4 5 6 No. C 72160 OVER 4 SUPPORTS cavo, �P Q�OF _ All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates C.AUIF - 4/ 12/2017 are poslboned as shown above. Shift gable stud plates to avoid overlap with structural plates. - 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS - (CA) ** IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_L000 /\ Trusses require extreme core in handling, shipping. installing and bracing. Refer followhall the latest of SCSI (Building Component JD: Drive_C_0011116_L00005_300001 stand temporary Safety Information, by TPI and WTCA) for safety practices pior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless A) for safer Dsgn r : AW #LC = 55 WT/PLY: 3$# rr noted otherwise, top chord shall have properly attached siruau,a, sheathing and bottom chord shall have...open, attached rigid ceiling. Locations shown or TC Live 20.00 psf Ll _P=1.25 r L-1.2 5 ^ n for perm as lateral webs shall have rg installed per SCSI sections B3, 87 870, as applicable. Apply plates to each face of truss and � I`J�\\Ifl ��� above and n position as shownabaveandanthe Joint Details repon,unless noted aherwise. shown repo TC SnOW(Pf) 0.00 psf owDU SnOWDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in " TC Dead 14.00 psf Rep Mb r Brld / Comp / Tens AN ITW COMPANY conformance with ANSUTPI 1, of for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SWPkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 - Designer per ANSI/TPI I Sec.2 - TRUSPLUS 6:0 VER: T6. 5.21 For more information weth'sjob's general notes page and these web sites: ALPINE: Www.aloineitw.com: TPI: www tuinst.orc WTCA: vnvw.sbcindustrv.om: ICC: w8M,iccsafe.gm Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 r Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 2- 2-12 445 5.50" .1.50" -BC 2x4 DFL .#1 & Btr. 2 8- 0-12 3SS 1.50 1.50" WEB 2x4 DFL STANDARD Kcr (CreepP factor) - 3:00 3 9-11- 0 38 1.50" 1.50" Refer to ]oint QC Detail Sheets for 4 7-11- 4 77 HGR 1.50" Cq factors and Rotational Tolerances. BRG HANGER/CLIP NOTE Loaded for 10 PSf on -concurrent BCLL 4 °Toe Nailsqty 2 16d Mark all interior bearing locations. Support ConneCtion(s)/Hanger(s) are PLATING BASED ON GREEN LUMBER VALUES. This truss is designed using the. not designed for horizontal 10 CIS. ASCE?-10 Wind Specification MAX DEFLECTION (span) : Bldg Enclosed = Yes, L/999 MEM 2-3 (LIVE) LC 61 Trus s.Location = Not End Zone L= -0.05" CC= -0.06" CL= -0.11" Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 30.00 ft MAX DEFLECTION (cant) f Mean roof height - 11.34 ft, mph 110 ' L/645 MEM 5-6 (LIVE) LC 61 Occupancy Category II, Dead Load = 13.2 psf L= 0.04" CC= 0.03" CL= 0.07" Designedas Main Wind Force Resisting System CRITICAL MEMBER FORCES: -,L--rise and Components and Cladding TC COMP. DUR. / TENS. DUR. CSI Trbutary Area = 16 sqft 1-2- -142 1.60 / 203((1.253 0.14 _ 2-3 -105 1.60 / 31(1.60) 0.16 3-4 -69 1.60 / 58(((1.253) 0.21 4-0 -45 1.25 / ll 1.25 0.18 0-0 . -1 1.25 / 1 1.60 0.00 BC COMP.(OUR. / TENS.(DUR. CSI 5-6 -166(1.253/ 135(1.603 0.06 6-7 -140(((1.251))/ 148(((1.603) 0.19 7-8 -47 1.60 / 134 1.60 0.15 8-0 0 1.25 / 0 1.60 0.00 I COMP.WR. / TENS.(WR. CSI 2-6 -3221.25/ 46(1.603 0.04 2-7 -1541.60/ 145((1.253 0.06 3-7 -6711.251/ 47 1.60 0.01 1 2 3712 2.5X4 3X6 0-3-13 ; 2X4 r 9 -n -n r9 61 4 Truss ID: J08 Designed per ANSI/TPI 1-2014 - Fabn cation Tolerance = 20.0% Bearings designed for an FcPery value of the lesser of the truss chord lumber value or 625 for all bearings. ' IRC/IBC truss plate values are based on - testingg and approval as required by IBC 1703 - and AN and are reported in ESR -1118. Install interior support(s) before erection. ' Not designed for attic storage unless noted otherwise. .. 3 4 4.00 - vv:Dud , R:445 U:-81 8-0-0 5 6 7 8 - OVER 4 SUPPORTS All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S• for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss *"WARNING!"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. /\ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and fell- the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA( for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless tr noted otherwise, lop chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown • i -I rl �� r� r7 for perm an em lateral resUaint of webs shall have report. installed per otherwise. sections 83, 87 or 870, as applicable. Apply plates to each face of muss and L/// UI IIL IIS IILIII\\\V�I111 position as shown above and on the Joint Detaik report, unless noted aherv%e. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great sw Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer perANSI/TPt I Seat TRUSPLUS 6.0 VER: T6.5.21 For more information see this job'sgeneral notes page and these web sites: ALPINE: www.aloineitw.tom: TPI: 5nntteinst. _ ci. WTCA wwwsbcindustrv.orc ICC: w.wi.iccsafe.or0 + Qty: 3 RyegpuYired bearing widths and bearing areas UPLIFT REACTION(Sj of supported in a hanger. Support C&C Wind Non -Wind - 1 -81 lb 2 -140 lb 3 -9 lb -61 lb 4 -8 lb HORIZOWTAL REACTIONS) support 1 134 1b support 4 134 lb PaOFESb! ���>,yT. TqN�� No. C 72180 * \�Otv F V: \P Lust: PHILLIPS W0: Drive_C_0011116_L000 ID: Drive_C_0011116_L00005_300001 Dsgnr: AW #LC = 61 WT/PLY: 42# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 B3 ' W:108 R:38 U:-61 W:108 R:355 U:-140 3-7-12 2-11-13 64 fHIP 'Toe Nails W:108 R:77 - U:-8 9-11-12 vv:Dud , R:445 U:-81 8-0-0 5 6 7 8 - OVER 4 SUPPORTS All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S• for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss *"WARNING!"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. /\ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and fell- the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA( for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless tr noted otherwise, lop chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown • i -I rl �� r� r7 for perm an em lateral resUaint of webs shall have report. installed per otherwise. sections 83, 87 or 870, as applicable. Apply plates to each face of muss and L/// UI IIL IIS IILIII\\\V�I111 position as shown above and on the Joint Detaik report, unless noted aherv%e. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great sw Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer perANSI/TPt I Seat TRUSPLUS 6.0 VER: T6.5.21 For more information see this job'sgeneral notes page and these web sites: ALPINE: www.aloineitw.tom: TPI: 5nntteinst. _ ci. WTCA wwwsbcindustrv.orc ICC: w.wi.iccsafe.or0 + Qty: 3 RyegpuYired bearing widths and bearing areas UPLIFT REACTION(Sj of supported in a hanger. Support C&C Wind Non -Wind - 1 -81 lb 2 -140 lb 3 -9 lb -61 lb 4 -8 lb HORIZOWTAL REACTIONS) support 1 134 1b support 4 134 lb PaOFESb! ���>,yT. TqN�� No. C 72180 * \�Otv F V: \P Lust: PHILLIPS W0: Drive_C_0011116_L000 ID: Drive_C_0011116_L00005_300001 Dsgnr: AW #LC = 61 WT/PLY: 42# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: J09 -8S Qty: 1 BRG X -LOC REACT SIZE REQ'O TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 2- 1-12 229 HGR 1.50" BC 2.4 DFL #1 & Btr. WEB 2.4 DFL STANDARD Fabrication Tolerance = 20.0% Bearings designed for Fc Perp apply when truss not supported in a hanger. 2 8- 0-12 375 1.50" 1.50" 3 10- 0-12 48 1.50 1.50 - Kcr (creep factor) = 3:00 • - an value of the , lesser of the truss chord lumber value or UPLIFF REACTION(S) : Support CB,C Wind Non -Wind W:108 _' 4 10-11- 8 70 1.50" 1.50" Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. 625 for all bearings. IRC/IBC truss plate values are based on 2 -216 1b 3 -48 lb -101 lb 5 7-11- 4 84 HCR 1.50" Loaded for 10 PSF non -concurrent BOLL. testingg and approval as required by IBC 1703 4 -34 lb Dsgn r : AW #LC = 63 WT/PLY: 42# BRG HANGER/CLIP NOTE Mark all interior bearinglocations. and AN and are reported in ESR -1118. 5 -24 lb Li veDu r L=1. 2 5 P=1. 2 5 1 'MUS26 PLAT NC BASED ON GREEN LMBER VALUES. Install interior support(s) before erection. HORIZONTAL REACTION(S) 5 *Toe Nails t 2 16d qty This truss is designed using the ASCE7-10 Wind Specification End verticals are designed for axial loads only, unless noted otherwise. support 1 198 b support 5 198 1b A Support Connec tion(5)/Hanger(s) are Bldg Enclosed = Yes, - Not designed for attic storage unless - R:4 RAS U:-101 _ not designed for hurl Zontal loads. Truss Location =Not End Zone noted otherwise. ' AN ITW COMPANY ' SEE SIMPSON CATALOG Exp Category = C T 7820 N. Great SWPkwy. Grand Praire, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building FOR ADDITIONAL' INSTALLATION NOTES Bldg Length = 40.00 ft, Bldg Width - 30.00 ft Mean height 11.93 ft, 110 O. C. Spaci ng 2- 0- 0 , Designer perANSI/TPl1 Sec.2 MAX DEFLECTION (5 an) : roof = mph Occupancy Category II, Dead Load = 13.2 psf TRUSPLUS 6.0 VER: T6.5.21 L L/999 MEM 1-2 (LIVE) LC 55 Desi gned.as Main Wind Force Resisting System DEFL RATIO: L/240 TC: L/24 L= -0.05" CC= -0.10" CL= -0.14" - Low-rise and Components and Cladding EX.WB DEF CRITERIA:L/120 Vertical Area = 12 vertical 1 IN, MEM 4- 1; T= 0.00" eSqft members exposed to wind: a- xposed - 6-0-12 8-0-12 CRITICAL MEMBER FORCES: W:308 TC COMP.IDUR.. / TENS. OUR.CSI1-2 9-0-4 R:229 -1241.0 /40 1.600.24 BS 2-3 -10. /65 1.25 0.223-0 ails -541.2S / 6 1.25 0.210-0 B-0-0 V:108 -151.60 / 21 1.25 0.040-0 2-0-0 STUB 4 5 6 R:84 -11.25 / 1 1.60 0.00 f BC COMP. (((WR.3)/ TENS. (((WR.3) CSI 4-5 17 -160(1.60)/ 70<1.60) OVER 5 SUPPORTS • 5-6 -107 1.60 / 198 1.60 0.17 0.00 - WB COMP. (((WR. / TENS.(DUR.) CSI 1 r 2 3 - . 1-4 -153(1.253/ 0.05 1-S 90((1.603/ 197(1.60) 0.06 2-5 55 1.25 / 42(1.25) 0.02 All connector plates are ALPINE Wave 20 ga., unless preceded by "H° for High Strength 20 a., "S° for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4.00- are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. B4 . 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) W:108 ' W0: Drive_C_0011116_1-000 ^ - R:70 Safety Information, by TPI and WTCA( for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 63 WT/PLY: 42# v V >r U:-34 TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 /'� /�J� 83 O I for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3. 07 or B10. as applicable. Apply plates to each of truss and position as shown above and on the Uoim Details report, unless noted ache-. W:108 TC Snow(Pf) 0.00 psf SnowDu r L=1. 15 P=1. 15 A _R:375 U:-216 - R:4 RAS U:-101 -- - ' 5-2-1 2.5X4 Rep Mbr Bnd / Comp / Tens ' AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 5-2-1 BC Live 0.00 psf T 7820 N. Great SWPkwy. Grand Praire, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building 4-2-0 SHIP O. C. Spaci ng 2- 0- 0 + 220 Designer perANSI/TPl1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 L BId Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 2.5X4 . B1 2X4 'MUS26 6-0-12 8-0-12 W:308 9-0-4 R:229 BS U. ails B-0-0 V:108 2-0-0 STUB 4 5 6 R:84 f U:-24 OVER 5 SUPPORTS No. C 72160 All connector plates are ALPINE Wave 20 ga., unless preceded by "H° for High Strength 20 a., "S° for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. - 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) ** IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_1-000 ^ Trusses require extreme rare in fabricating, handling, shipping, installing and bracing. Refer to and follow, the latest edition of SCSI (Building Component I D : D rl ve_C_0011116_L00005_300001 Safety Information, by TPI and WTCA( for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 63 WT/PLY: 42# v V >r mored otherwise, lop chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown face TC Live 20.00 psf Li veDu r L=1. 2 5 P=1. 2 5 /'� /�J� O I for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3. 07 or B10. as applicable. Apply plates to each of truss and position as shown above and on the Uoim Details report, unless noted ache-. TC Snow(Pf) 0.00 psf SnowDu r L=1. 15 P=1. 15 A Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens ' AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 7820 N. Great SWPkwy. Grand Praire, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf O. C. Spaci ng 2- 0- 0 Designer perANSI/TPl1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web saes: ALPINE: www.ahimenw..,: TPI: wyN:.toinslord: W1.1wwhv.sbci',' .ora: ICC: www.iccsafe.orm BId Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: J10 r 10-0-12 Qt : 3- BRG X -LOC REACT SIZE REQ -0 TC 2x4 DFL #1 & Btr. _ Designed per ANSI/TPI 1-2014 _ Required bearing widths and bearing areas 1 2- 2-12 445 5.50 1.50 BC . '2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Fabrlc9tion Tolerance = 20.0% Bearings designed for FcPerp apply when truss not supported in a hanger. 2 8- 0-12 359 1.50 1.50' Kcr (creepp factor) = 3.00 . an value of the lesser of the truss chord lumber value or UPLIFT REACTION 5) Support C&C Wind Non -Wind . 3 10- 0-12 124 1.50 1.50 Refer to ]oi nt OC Detail Sheets for' - 62S for all bearings. 1 -69 lb 4 11-11- 0 74 1.50 1.50 Cq factors and Rotational Tolerances. +s IRC/IBC truss plate values are based on "" - 2 -134 lb 5 7-11- 4 78 HGR 1.50 Loaded for 10 PSF non -concurrent BCLL. Mark interior bearing locations. testingg and approval as required by IBC 1703 3 -37 lb -49 lb All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid ovenap with structural plates. BRG HANGER/CLIP NOTE . k 5 Toe Nails qty 216d all PLATING BASED ON GREEN LUMBER VALUES. - and AN and are reported in ESR -1118. - Install interior support(s) before erection. 4 5 -30 lb -6 lb "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Support Connections)/Hmryer(s) are HORIZONTAL REACTION(S) , V,l rt 1 159 1b This truss is designed using the _ _ ASCE7-10 Wind Specification Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edhion of SCSI (Building Component ID: Dri ve_C_0011116_L00005_J 00001 not designed for horizontal loads. support S `159 lb •- Bldg Lnclosed = Yes, _ noted otherwise, top chord sha0 have property attached structural sheathing and bonom chord shall have a popery attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS( sections 83, B10,13 10, as apptiwNe. Appy plates to each face of Uuss and TC Live 20.00 psf MAX DEFLECTION (span) Not designed for attic storage .unless Truss Location Not End Zone - - - L/999 MEM 2-3 (LIVE) LC 63 noted otherwise. Exp Category = C L= -0.05" CC= -0.06" CL= -0.11 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in Bldg Length = 40.00 ft, Bldg Width = 30.00 ft - Rep Mb r Bnd /Comp /Tens AN 1TINCOMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility MAX DEFLECTION (cant) BC Live 0.00 psf Mean roof height = 11.34 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf L/644 MEM 5-6 (LIVE) LC 63 L= 0.04" •CC= 0.03" CL= 0.07" ,. Desi gned _as Main Wind Force Resisting System - Lox -rise and Components and Cladding TRUSPLUS 6.0 VER: T6.5.21 CRITICAL MEMBER FORCES: Tributary Area = 16 sqft DEFL RATIO: L/240 TC: L/24 TC .COMP. WR, / TENS. DUR. CSI 1-2 -142 1.60 / 203 1.25 0.14 2-3 -132 1.60 / 41 1.60 0.18 - 3-4 -99 1.60 / 58 1.25 0.21 4-0 .-46 1.25 / 16 1.25 0.19 0-0 -23 1.25 / 21 1.25 0.04 - - - 0-0 -1 1.25 / 1 1.60 0.00 ' BC COMP.(WR. / TENS. (DUR. CSI 5-6 -165(1.253/ 135(1.603 0.06 _ , 6-7 -140(((1.253)/ 149(((1.603) 0.19 - 7-8 -57 1.60 / 160 1.60 0.15 8-0 0 1.25 / 0 1.25 0.00 - WB CoMP.DUR. / TENS. (DUR.) CSI - 2-6 -3221.253/ 32(1.60) 0.04 - 1 2 3 4 . 2-7 -141.603/ 145((1.253 0.06 - f 3-7 -6S711.25 / 43 1.60 0.01 - - 4.00 .. - - . B4 " W:108' s 13:74 W:108 - U:-30 2 W:108 R:124 U:49 4-3-12 1.5X3 R:359 4-3-12 U:-134 SHIP 2-11-13 2.5X4 3X6171 1 ' 0-T-13 r 10-0-12 11-11-12 2-0-0 8-0-12 W:50T. 135 �LL � U:-69 *Toe 'Toe Nails + 8-0-0 W:108 5 6 7 8 R:78 U:-6 No. C 72160 OVER 5 SUPPORTS CfV{L OF CAUFO�" All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid ovenap with structural plates. 4/12/2017 268 - Homewood Truss "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edhion of SCSI (Building Component ID: Dri ve_C_0011116_L00005_J 00001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 73 WT/PLY: 46# v V ry ^ n noted otherwise, top chord sha0 have property attached structural sheathing and bonom chord shall have a popery attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS( sections 83, B10,13 10, as apptiwNe. Appy plates to each face of Uuss and TC Live 20.00 psf Ll r L=1.25 P=1.25 ��� I`f�\�II positionasshownaboveandonthe JointOetaisrepon,unless notedatherx'se. TC $nOW(Pf) 0.00 psf owDU $nOWDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd /Comp /Tens AN 1TINCOMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information wethsjob'sgeneral notes page and thew web sdes: ALPINE: www.alpineitw.min TPI: www tpinst.orm: WTCA: www.sbcindusin.era ICC: www .iccsafe.om Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: J11-8 Qty: 1 BRG X-LOC REACT SIZE REQ 'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 2- 2-12 445 5.50 1.50 BC 2x4 DFL #1 & Btr. .Fabrication Tolerance - 20.0% apply when truss not supported in a hanger. 2 8- 0-12 360 1.50 1.50 WEB 2x4 DFL STANDARD Bearings designed for an Fc Perp value of the Rcr (Creepp factor) 3:00 lesser of the truss chord lumber value or U I REACTION(S) Support C8C Wind Non-Wind 3 10- 0-12 120 1.50" 1.50" Refer to ]oint QC Detail Sheets for 625 for all bearings. 1 -63 lb 4 12- 0-12 144 1.50 1.50 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 2 -129 lb 5 12-11- 8 27 1.50" 1.50" Loaded for 10 PSF on-concurrent BCLL. testing and approval as required by IBC 1703 bearing 3 -36 lb -54 lb 6 7-11- 4 78 HGR 1.50" .RG HANGER CLIP NOTE /. Mark all interior locations. and AN I/TPI and are reported in ESR-1118. PLATING BASED ON GREEN LUMBER VALUES. Install interior support(s) before erection. 4 -60 lb 5 -5 lb -11 lb 6 °Toe Nails qty 2 16d HORIZONTAL REACFION(S)) This truss is designed using the support 1 172 lb - ASCE7-10 Wind Specification 6 -6 lb - Support ConneC tion2V110ange r(8) are support 6 172 lb Bldg Enclosed = Yes, not designed for ho rl2 ntal loads. Not designed for attic storage unless Truss Location Not End Zone MAX DEFLECTION (span) : L/999 MEM 2-3 (LIVE) LC 86 noted otherwise. Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 30.00 ft L= -0.05" CC= -0.06" CL= -0.11" Mean roof height = 11.34 ft, mph 110 Occupancy Category II, Dead Load = 13.2 psf MAX DEFLECTION (cant) L/644 MEM 5-6 (LIVE) LC 86 Desi Bredas Mar. Wind Force Resisting System - Low- ise and Components and Cladding Tributary Area 16 sq ft L= 0.04" CC= 0.03" CL= 0.07" = CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. WR. CSI 1-2 -142 1.60 / 203 1.25 0.14 2-3 -146 1.60 / 47 1.60 0.18 3-4 -114 1.60 / S8 1.2S 0.21 4-0 -66 1.60 / 16 1.25 0.17 0-0 -39 1.60 / 27 1.25 0.04 - 0-0 -18 1.25 / 7 1.25 0.03 0-0 -1 1.2s / 1 1.60 0.00 - BC COMP.(DUR. / TENS. DUR. CSI 5-6 -166(1.25 / 135 1.603 0.06 6-7 -140(((1.25 / 149 1.60))) 0.19 7-8 -62 1.60 / 173 1.60 0.ls a-o 0 1.60 / 0 1.zs 00.00 1 2 3 4 WB COMP. DUR. / TENS. Wft. CSI 2-6 -322 1.25 / 25 1.60 0.04 2-7 -154 1.60 / 145 1.25 0.06 4.00 - 3-7 -67 1.25 / 41 1.60 0.01 135 W:108-- R:27 U:-11 B4 W:108 W:1 8 R:120 R:1 4 WA 08 U:-54 U:-6 4-7-14 1.5X3 R:360 4-7-14 U:-129 SHIP 2-11-13 2.5X4 3X6 B6 Toe Nails 0-i13 W:108 1 2X4 2.5X4 R:78/ B1 U:-12-0-12 � M ao R 445 1 8-o-1z 100-a12 �V.T• TqN U:-63 13-0-4 8-0-0 5 6 7 8 No. C 72160 OVER 6 SUPPORTS Ctv Q�� CAUF� All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "*IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive-C-0011116-L000 require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and fallow the latest edition of BCSI (Building Component JD: Dri ve_C_0011116_L00005_J 00001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 97 WT/PLY : 48# v VTrusses noted otherwise, lop chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown installed 93, 810, face truss TC Live 20.00 psf Ll VEDU r L=1.25 P=1. 2 5 luj�\vl I ��� ^ n for permanent lateral restraint of webs snail have bracing per SCSI sections B7 or asapplicable. Apply pWtes to each of and position as shown above and on the Joint Details report, unless noted otherwise. TC Sr10W( Pf) psf 5 f $nOWDU r L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this diawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN fTW COMPANY confonmance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 78080 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf O. C .Spacing 2- 0- 0 Designer per ANSUTPI T Sec.2 TRUSPLU$ 6.0 VER: T6. 5.21 For more information Beeth''sjob'sgeneral notes page and Newweb sites: Bid Code: CRC-2013 9 DEFL RATIO: L/240 TC: L/24 ALPINE: www aldineiiw.Com: TPI: A-yI iostorg' WTCA vmwsbcindustry or. ICC: www•.iccsale.oro Job Name: PHILLIP RESIDENCE 268 - Homewood Trus "*WARNING!"* READ AND FOLLOWALL NOTES ON THIS DRAWING! Truss ID: Al -8S Qty: 1 BRG X -LOC REACT SIZE REQ 'D TC 2x4 DFL #1 & Btr. ^ require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Designed per ANSI/TPI 1-2014 - Required bearing widths and bearing areas 1 2- 1-12 229 HGR 1.50:: BC 2x4 DFL #1 & Btr. v VTrusses ry no. otherwise, top chord shall have property ..ached structural sheathing and bottom chord shall nave a property ..ached rigid ceiling. Locations shown Fabrication Tolerance - 20.0% apply when truss of supported in a hanger. 2 8- 0-12 370 1.50 1.50" WEB 2x4 DFL STANDARD TC Snow Pf 0.00 psf ( ) owDu $nOWDur L=1.15 P=1.15 Bearings designed for an Fc Perp value of the UPLIFT REACTION(S) : 3 10-0-12 89 1.50 1. 50:: Kcr (creepp factor) = 3.00 Refer to Joint QC Detail Sheets for AN /TW COMPANY conformance with ANSIRPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility lesser of the truss chord lumber value or 625 for all bearings. Support C&C Wind Non -Wind 2 -207 lb 4 12- 0-12 146 1.50:: 1.50 Cq factors and Rotational Tolerances. BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 IRC/IBC truss plate values are based on 3 -8 lb -63 lb . 5 12-11- 8 25 1.50 1. 50:: Loaded for 10 PSF on -concurrent BCLL. Mark all interior bearing locations. TRUSPLUS 6.0 VER: T6.5.21 For more information we this job's general notes page and these web sites: ALPINE: www aloineitwcom:TPI: wwwiPinst.om WTCA:www .sbcindusintom ICC: www icusafe.orm testing and approval as required by IBC 1703 AN in ESR -1118. 4 -74 lb S lb lb 6 7-11- 4 85 HCR 1.50�� BRG HANGER CLIP NOTE PLATING BASED ON GREEN LUMBER VALUES. and and are reported Install interior supports) before erection. -3 -12 6 -24 lb 1 °MUS26/ HORIZONTAL REACTION(S)) 1 224 lb: - .,End verticals are designed for axial loads This truss is designed using the 6 -Toe Nails qty 2 16d support support 6 224 lb only, unless noted otherwise. Not designed for attic storage unless ASCE7-10 Wind Specification Bldg Enclosed Yes, Support Connection(s)/Hanger(s) are noted otherwise. Truss Location = Not End Zone not designed for horizontal loads. ' Exp Category = C SEE SIMPSON CATALOG Bldg Length = 40.00 ft, Bldg Width - 30.00 ft Mean roof height 11.93 ft, mph = 110 FOR ADDITIONAL INSTALLATION NOTES - Occupancy Category II, Dead Load = 13.2 psf MAX DEFLECTION (span) Designed as Main Wind Force Resisting System L/999 MEM 1-2 (LIVE) LC 69 - Low-rise and Components and Cladding L= -0.05" CC= -0.10" CL= -0.14" Tributary Area = lz esqft vertical members exposed to wind: a- 1 xposed EX.WB DEF CRITERIA:L/120 IN MEM 4- 1; T= 0.00" CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. OUR CSI 1-2 -150 1.60 / 50 1.60 0.24 2-3 -132 1.60 / 65 1.25 0.22 3-0 -53 1.25 / 8 1.25 0.21 ' 0-0 -42 1.60 / 28 1.25 0.04 0-0 -18 1.25 / 6 1.25 0.03 0-0 -1 1.25 / 1 1.60 0.00 ' BC COMP. DUR. / TENS. WR. CSI 4-5 -191 1.60 / 86 1.60 0.17 5-6 -117 1.60 / 224 1.60 0.17 6-0 0 1.60 / 0 1.60 0.00 1 2 3 WB COMP. ((OUR.3/ TENS.(DUR.) CSI - 4. 00 - BB51-5 . -102.60 227(1.60) 0.07 ` - W:108 - 2-5 -55R.zs)/ / 42(1.2s) 0.02 R:25 ' U:-1 B W:108 W 108 R:89 R: 46 - 1.5X3 W:108 U:-63 U:74 R:370 5-10-1 U:-207 5-10-1 - 2.5X4 SHIP • 4-2-0 - . , 2TD- B6 'Toe Nai s 1 L R858 r 2X4 B1 2.5X4 s -o-12 U:-24 . 8-0-12 io-o-lz�V.T.Tp/y"`� OFESSI wsoe6 R:229 11-0 4 2-0-0 i 6-0-0 STUB 4 5 6 No. C 72160 OVER 6 SUPPORTS All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., 'S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Girded Plates and false frame plates A are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/12/20 A 1 7 268 - Homewood Trus "*WARNING!"* READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA)"IMPORTANT" " FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_1-000 ^ require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri Ve_C_0011116_L00005_100001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 79 WT/PLY: 45# v VTrusses ry no. otherwise, top chord shall have property ..ached structural sheathing and bottom chord shall nave a property ..ached rigid ceiling. Locations shown TC Live 20.00 Li r L=1. 2 5 P=1. 2 5 lU^\\��ll.11l A��� r� rI for permanent lateral resUaint of webs shall have bracing finless tl per other isections 83. B7 or 870, as applicable. Apply plates to each lace of truss and position as shown above and on the 3oint Details report, unless noted mherwae. TC Snow Pf 0.00 psf ( ) owDu $nOWDur L=1.15 P=1.15 L�//-UI Alpine, a division or ITN Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN /TW COMPANY conformance with ANSIRPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairle, TX 75050 solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI1Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information we this job's general notes page and these web sites: ALPINE: www aloineitwcom:TPI: wwwiPinst.om WTCA:www .sbcindusintom ICC: www icusafe.orm Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 2- 2-12 445 5.50" 1.50 BC 2x4 DFL #1 & Btr. 2 8- 0-12 361 1.50 1.50 WE s 2x4 DFL STANDARD 3 10- 0-12 119 1.50" 1.50" Kc (creepp factor) = 3:00 Refer to ]tint QC Detail Sheets for 4 12- 0-12 171 1.50" 1.50" Cq factors and Rotational Tolerances. 5 13-11- 0 58 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. 6 7-11- 4 78 RR 1.50" Mark all interior bearing locations. BRG HANGER/CLIP NOTE PLATING BASED ON GREEN LUMBER VALUES. 6 *Toe Nails t 2 16d HORIZONTAL REACTION(5 Q y support 1 165 b Support Connections)/Hanger(s) are support 6 185 lb not designed for horizontal loads. Not designed for attic storage unless MAX DEFLECTION (span) : noted otherwise. L/999 MEM 2-3 (LIVE) LC 86 L= -0.05" CC= -0.06" CL= -0.11" , MAX DEFLECTION (cant) : L/644 MEM 5-6 (LIVE) LC 86 L= 0.04" CC= 0.03" CL= 0.07" CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS.OUR. CSI 1-2 -142 1.60 / 2031.25 0.14 2-3 -159 1.60 / 511.60 0.18 3-4 -127 1.60 / 581.25 0.21 4-0 -80 1.60 / 161.25 0.17 0-0 -54 1.60 / 281.25 0.04 0-0 -25 1.25 / 171.25 0.04 0-0 -1 1.25 / 111 .60 0.00 BC COMP. DUR. / TENS. WR. CSI 5-6 -166 1.25 / 135 1.60 0.06 6-7 -182 1.60 / 149 1.60 0.19 7-8 -67 1.60 / 185 1.60 0.15 _ 8-0 0 1.60 / 0 1.25 0.00 - WB COMP.(DUR.)/ TENS.(DUR. CSI 1 2-6 -322(1.25)/ 19(1.603 0.04 2-7 -154((1.60))/ 194((1.60)) 0.06 3-7 67 1.25 / 39 1.60 0.01 ' 4-11-12 3X6 0-3-13. G 2X4 2.5X4 2-0-0 W W:508. 8-0-12 RA45 U:-57 8-0-0 5 6 7 8 2.5X4 2 3 4.00 1.5X3 i Truss ID: J12 Desi gned,per ANSI/TPI 1-2014 Fabrication Tolerance = 20.0% Bearings designed for an Fc Perp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in ESR -1118. Install interior support(s) before erection. This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, ° Truss Location - Not End Zone Exp Category = C Bldg Length 40.00 ft, Bldg Width 30.00 ft Mean roof height = 11.34 ft, mph = 110 Occupancy Category II, Dead Load = 13.2 psf Designed,as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 16 sgft 4 Qty: 3 Required bearing widths and bearing areas apppply when truss not supported in a hanger. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -57 lb 2 - 12 5 lb 3 -33 lb -60 lb 4 74 lb 5 24 lb 6 -7 lb No. C 72160 B5 W:108 4 R:58 W:108 U:-24 R:171 - 08 U:-74 eR: 19 CSA 0 4-11-12 :31 U:-125 SHIP , *T Toe Nails W:108 R:78 U:-7 12-0-12 10-0-12 13-11-12 2-11-13 _ 1 Qty: 3 Required bearing widths and bearing areas apppply when truss not supported in a hanger. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -57 lb 2 - 12 5 lb 3 -33 lb -60 lb 4 74 lb 5 24 lb 6 -7 lb No. C 72160 OVER 6 SUPPORTS • - � CIVIL P All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super ' Strength 18 ga. Plates are to be positioned per Joint Detail Report. Cirded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. CAUF 4/12/2017 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: PHILLIPS CSA "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_1-000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Budding Component JD: Dri ve_C_0011116_L00005_J 00001 Safety Information, by TPI and -A) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 97 WT/PLY : SO# v V ry noted otherwise, top chord shad have properly anached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown TC Live 20.00 psf - - Live Dur L-1. 25 P-1. 2 5 permanent lateral restraint of webs shall have bracing installed per BCSI sections B3. B7 or BID, as applicable. Apply plates to each face of truss and LIPONfor position as shown above and on the Joint Details report, unless noted otherwise. TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 /��--�� U U Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSUTPI 1, of for handling. shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.1S / 1.10 / 1.10 282D N. Great SW Pkwy. Grand Prairie, TX 73050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more inform ation see this job'sgeneral notes page and these web shes: ALPINE: wwvraloineow.corw TPI: 28mmi inslom: WTCA www.sbcmdusirv.orn: ICC: www iccsafe.ora Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ 'D TC - 214 DFL a1 a Btr. 1 2- 2-12 444 5.50" 1.50" BC 2.4 DFL C1 & Btr. 2 8- 0-12 303 1.50" 1.50" WEB 2x4 DFL srANDAaD 3 10- 0-12 58 1.50" 1.50" 00 Rcr (creepp factor) ail Refer to to int OC Detail Sheets for 4 12- 0-12 156 1.50" 1.50" Cq factors and Rotational Tolerances. 5 14- 0-12 108 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. 6 14-11- 818 1.50" 1.50" - Mark all. interior bearing locations. 7 7-11- 4 74 kll 1.50" PLATING BASED ON GREEN LUMBER VALUES. BRG HANGER/CLIP NOTE HORIZONTAL REACTION(S) support 198 b 7 "Toe Nails qty 2 16d 7 support 7 198 lb a Support Connection(s)/Hanger(s) are -Not designed for attic storage unless not designed for horizontal loads. noted otherwise. MAX DEFLECTION (span) :. L/999 MEM 2-3 (LIVE) LC 1 - L= -0.03" CC= -0.06" CL= -0.09" + MAX DEFLECTION (cant) : - L/999 MEM 5-6 (LIVE) LC 1 L= 0.01" CC= 0.03" CL= 0.04" CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS.IDUR. CSI12 -76 1.60 /1491.25 0.12-3 -172 1.60 S71.60 0.153-4 -141 1.60 / 751.60 0.21 4-0 -96 1.60 241.600.17 0-0 -70 1.60 261.25 0.04 0-0 -38 1.60 / 191.2S 0.030-0 -15 1.2S / 51.25 0.02 0-0 -1 1.25 / 11.60 0.00 BC COMP. WR. / TENS. WR. CSI S-6 -109 1.25 / 63 1.60 0.06 6-7 -195 1 60 / 57 1 60 0 12 7-8 -72 1:60 / 198 1:60 0:12 1 2 3 8-0 0 1.25 0.00 - WB COMP . ((r( OUR.)}}/ TENS.((jDUR.)}j CSI 4.00 1_76 3r:r:7i 11Si 1771 FnS n ns . 2-7 34 1.60 / 208 1.60 0.07 - 4 n B5 W:108 W: 08 R:156 R:1 8 W:108 U:-73 U: -!;l 5-314 1.5X3 WA08 U:5 0 I 5 3 SHIP R:303 U:-121 2.5X4 2-11-13 3X6 B7 • Toe Nails 1 I W:108 0-3-13 2.5X4 R:74 2X4 B1 U:-7 2-0-0 W:508 8-0-12 10-0-12 12-0-12 14-0-12 RA44 U:-50 15-0-4 B-0-0 5 6 7 8 OVER 7 SUPPORTS 4 Truss ID: J13-8 Designed per ANSI/TPI 1-2014 Fabrication Tolerance = 20.0% Bearings designed for an FcPerp value of the Iof the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in ESR -1118. Install interior support(s) before erection. NOT ANALYZED FOR UNBALANCED LOAD CASES + + + + + + + + B6 WADS R:,8 T U:-8 I All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S• for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. - 268 - Homewood Truss "'`WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI (c4) "*IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating. handling. shipping. installing and [bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless jj n noted otherwise, top chord 5ha0 have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown I�IJ r� r1 for permas sh lateral restraint n webs shall have bracing installed per other seclians B3, B7 or 870, as app6wtMe. Apply plates to each face of truss and II`fj�) I I �\ I I\v'f position as shown above and an the Joint Details repon, unless noted otherwise. uvV Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANSI/TPI 1, or for handling, shipprng, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI T Sec.2 TRUSPLUS 6.0 VER" T6.5.21 For more information see this job's general notes page and these web sites: ALPINE: w.+ w.aloineitw.com: TPI: www.toinst.oro' WTCA: wvom sbcirdustiv.om: ICC: www.iccsafe pro Qty: 1 . Required bearing widths and bearing areas appyylyy when truss not supported in a hanger. UPLIFT REACTION(S) : Support CB.0 Wind Non -Wind 1 -50 lb • 2 121 lb 3-30 lb -1 lb 4 73 lb S -51 lb 6 -8 lb 7 -7 lb This truss is designed using the ASCE7-10 Wind Specification- - Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category = C Bldg Length = 40.00 ft, Bldg Width - 30.00 ft Mean roof height - 11.34 ft, mph = 110 Occupancy Category II, Dead Load 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 16 sqft T No. C 72160 4 � CNIL �P q>� C= 4/12/2017 OF Cust: PHILLIPS W0: Drive_C_0011116_1-000 1D: Drive_C_0011116_L00005_100001 Dsgnr: AW #LC = 52 WT/PLY: 52# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bind / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: JIMS Qty: • 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 2- 1-12 230 HGR 1.50" BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD Fabrt cat i on Tolerance - 20.0% Bearings designed for an FcPerp value of the applyy when truss not supported in a hanger. U IFf REACfION(S) 2 8- 0-12 371 1.50 1.50" 3 10- 0-12 88' 1.50" 1.50" Kcr (creel factor) - 3;00 Refer to ]oint QC Detail Sheets for lesser of the truss chord lumber value or 625 for all bearings. - - Support C&C Wind Non -Wind 2 -204 lb 4 12- 0-12 170 1.50" 1.50" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 3 -14 lb -69 lb 5 14- 0-12 116 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. interior bearing locations. testing and approval as required by IBC 1703 4 -87 lb 6 14-11- 8 30 1.50" 1.50" 7 7-11- 4 85 RR 1.50" Mark all PIATING BASED ON GREEN LUMBER VALUES. and AN I/TPI and are reported in ESR -1118. _ Install interior support(s) before erection. 5 -54 lb 6 -9 lb -3 lb BRG HANGER/CLIP NOTE HORIZONTAL REACFION(S)) support 1 250 lb: End verticals are designed for axial loads only, unless noted otherwise. 7 -27 lb This truss is designed using the 1 °MUS26 support 7 250 lb - - Not designed for attic storage unless ASCE7-10 Wind Specification 7 ^Toe Nails qty 2 16d COMP. OUR. / noted otherwise. Bldg Enclosed Yes, Support Connections)/Hanger(S) are - 1-5 Truss Location - Not End Zone not desiggned for horizontal loads. SEE SIMPSON CATALOG 2-5 -55 1.25 / Exp Category = C Bldg Length 40.00 ft, Bldg Width = 30.00 ft FOR ADDITIONAL INSTALLATION NOTES B7 U Mean roof height = 11.93 ft, mph = 110 occupancy Category II, Dead Load = 13.2 psf MAX DEFLECTION (span) : -. STUB 4 5 Designed,as Mand force Resisting System L/999 MEM 1-2 (LIVE) LC 72 U:-27 - Low-rise and Components and Cladding L= -0.05" CC= -0.10" CL= -0.14" - Tributary Area = 12 sq ft Vertical members exposed to wind: 4- 1 EX.WB DEF CRITERIA:L/120 IN MEM 4- 1; T= 0.00" TC COMP. DUR. / TENS. DUR. CSI 1-2 -176 1.60 / 60 1.60 0.24 2-3 -162 1.60 / 90 1.60 0.22 3-0 -92 1.60 / 16 1.60 0.21 0-0 -76 1.60 / 29 1.25 0.05 0-0 -39 1.60 / 21 1.25 0.04 0-0 -16 1.25 / 8 1.25 0.02 0-0 -1 1.25 / 1 1.60 0.00 BC COMP. WR. / TENS. DUR. CSI 4-5 -218 1.60 / 97 1.60 0.17 5-6 -127 1.60 / 250 1.60 0.17 6-0 0 1.60 / 0 1.60 0.00 WB COMP. OUR. / TENS.(DUR.) CSI 1-4 -153 1.25 / 0.05 1-5 -114 1.60 /. 257(l.60) 0.08 2-5 -55 1.25 / - 42(l.25) 0.02 1 2 3 4.00 - OVER 7 SUPPORTS B6 W:108 I R:30 U:-9 108 16 54 T 6-6-1 SHIP 4-2-0 1 13-0-4 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail=n. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. _ 268 - Homewood Trus "*WARNING!"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! /^\\ (G4T "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. v VTrusses require extreme care in fabricating, handling. shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component se Safety Information, by TPI and WTCA) for safety practices prior to performing thefunctions. Installers shall provide temporary bracing per BCSI. Unless >v no. otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown ��� r� rl for permanent lateral restraint n webs shall have bracing installed per he sections B3. B7 or 870, as applicable. Apply plates to each lace of truss and Q l�r��\V\IJII position as shown above and on the Jaint Details report, unless noted otherwbe. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer perANS11TP/ 1 Sec.2 TRUSPLUS 6.0 VER' T6.5.21 For more information see this job's general rates page and these web nes:ALPINE: www.alolneitw.com: TPI: www. tolist .oro: WTCA www sbcindusuv ora ICC: www iccsafe om - T. No. C 72160 * CNIL- OF �P q�Fla 4/12/2017 Cust: PHILLIPS W0: Drive -C_0011116 -L000 ID: Drive_C_0011116_L00005_300001 Dsgnr: AW #LC = 111 WT/PLY: 49# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 IDEFIL RATIO: L/240 TC: L/2 Y W R: 1.5X3 W:108 U: 6-6-1 R:371 U:-204 2.5X4 2-2.0 T lj 2X4 61 2.5X4 `MUS26 6-0-12 8-0-12 10-0 W:308 R:230 B7 U Toe Nails a 2-0-0 6-0-0W:108 STUB 4 5 6 R:85 U:-27 - OVER 7 SUPPORTS B6 W:108 I R:30 U:-9 108 16 54 T 6-6-1 SHIP 4-2-0 1 13-0-4 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail=n. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. _ 268 - Homewood Trus "*WARNING!"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! /^\\ (G4T "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. v VTrusses require extreme care in fabricating, handling. shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component se Safety Information, by TPI and WTCA) for safety practices prior to performing thefunctions. Installers shall provide temporary bracing per BCSI. Unless >v no. otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown ��� r� rl for permanent lateral restraint n webs shall have bracing installed per he sections B3. B7 or 870, as applicable. Apply plates to each lace of truss and Q l�r��\V\IJII position as shown above and on the Jaint Details report, unless noted otherwbe. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer perANS11TP/ 1 Sec.2 TRUSPLUS 6.0 VER' T6.5.21 For more information see this job's general rates page and these web nes:ALPINE: www.alolneitw.com: TPI: www. tolist .oro: WTCA www sbcindusuv ora ICC: www iccsafe om - T. No. C 72160 * CNIL- OF �P q�Fla 4/12/2017 Cust: PHILLIPS W0: Drive -C_0011116 -L000 ID: Drive_C_0011116_L00005_300001 Dsgnr: AW #LC = 111 WT/PLY: 49# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 IDEFIL RATIO: L/240 TC: L/2 Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 2- 2-12 444 5.50" 1.50" BC 2x4 DFL #1 & Btr. 2 8- 0-12 303 1.50" 1.50" WEB 2x4 DFL STANDARD 3 10- 0-12 S9 1.50 1.50" Kcr (Creep factor) = 3.00 Refer to Joint QC Detail Sheets for 4 12- 0-12 150 1.50" 1.50" Cq factors and Rotational Tolerances. 5 14- 0-12 142 1.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. 6 15-11- 0 55 1.50" 1.50" Mark all interior bearing locations. 7 7-11- 4 74 RR 1.50" PLATING BASED ON GREEN LUMBER VALUES. BRG HANGER/CLIP NOTEsupport HORIZONTAL REACTIONS 1 210 b 7 •Toe Nails qty 2 16d support 7 210 lb Support COnnection(s)/Hanger(s) are Not designed for attic storage unless, not designed for horizontal loads. noted otherwise.. MAX DEFLECTION (span) : - L/999 MEM 2-3 (LIVE) LC 1 , L= -0.03" CC= -0.06" CL= -0.09" MAX DEFLECTION (cant) : L/999 MEM S-6 (LIVE) LC 1 L= 0.01" CC= 0.03" CL= 0.04" CRITICAL MEMBER FORCES: TC COMP. OUR. / TENS. DUR. CSI 1820 N. Great sou Pkwy. Grand Prairie, TX 75050 1-2 -76 1.60 / 149 1.25 0.14 • 2-3 -185 1.60 / 62 1.60 0.15 TRUSPLUS 6.0 VER: T6. 5 3-4 -154 1.60 / 80 1.60 0.21 .21For 4-0 -109 1.60 / 29 1.60 0.16 0-0 -8S 1.60 / 37 1.60 0.03 0-0 -53 1.60 / 21 1.25 0.03 0-0 -24 1.25 / 16 1.25 0.03 0-0 -1 1.25 / 1 1.60 0.0 BC COMP. OR. / TENS. OR. CSI S-6 -109 1.25 / 63 1.60 0.06 IT 6-1 -207 / 58 1.0 0.12 7-8 7 1.210 0 12 70 1 8-0 0.90 / 1. 0 0.00 TENS.((1.6 CSI WB OMP. ((DUR.)1. 2)/ 339(1.603% 2-7 220(1.603 0.07 3-7 66(1.25 / 35(1.60 0.01 5-7-12 0-3-13 3: Truss ID: J14 Designed per ANSI/TPI 1-2014 Fabrication Tolerance = 20.0% Bearings designed for an FCPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. Install interior support(s) before erection. NOT ANALYZED FOR UNBALANCED LOAD CASES + + + + + + + + + + + + + + 3 4 4.00 - KA44 U:-44 B7 8-0-0'Toe Nails r 5 6 7 B r W:108 - R:74 U:-8 OVER 7 SUPPORTS 66 W:108 R:55 U:-25 T 5-7-12 1tSHIP 2-11-13 l Qty: 3 Reepgqpyy Required bearing widths and bearing areas UPLIFT when truss not supported in a hanger. REASupport G&C Wind Non -Wind 1 -44 lb 2 -121 lb 3 -25 lb -1 lb 4 -71 lb S -67 lb 6-25 1b 7 -8 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category = C Bldg Length 40.0 ft, Bldg Width = 30.0 ft Mean roof height = 11.34 ft, mph = 110 Occupancy Categoryy.�II, Dead Load 13.2 psf Designed as Main yh nd Force Resisting System - Low -n se and Components and Cladding Tributary Area - 16 sqft '�/0 ��u. T. TqN No. C 72160 Cust: PHILLIPS W0: Drive_C_0011116_1-000 ]D: Drive_C_0011116_L000OS_I00001 Dsgnr: AW #LC = 52 Wi/PLY: 54# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bind / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 IDEFL RATIO: L/240 TC: L/24 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates - are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! (CA) *"IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. require extreme rare in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component .Trusses Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless v V rr no. otherwise, top chord shag have Properly aaachetl structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown r� ri for perm an em lateral we hs shall have bracing installed per BCSI sections B3, B7 or 570, -applicable. Apply plates to each face of buss and ��� ^\ I I position as shown above and an the Joint Details report, unless noted otherwise. above and m uv Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in AN frW COMPANY conformance with ANSIrrPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 1820 N. Great sou Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building • Designer per ANSI/TPI1 Sec.2 TRUSPLUS 6.0 VER: T6. 5 more information see this job's general notes page and these web saes: .21For ALPINE: _www .1pineiby corn TPI: www toinst orbVVTCA: www.sbcindusuv afq� ICC: www.iccsafe orn Qty: 3 Reepgqpyy Required bearing widths and bearing areas UPLIFT when truss not supported in a hanger. REASupport G&C Wind Non -Wind 1 -44 lb 2 -121 lb 3 -25 lb -1 lb 4 -71 lb S -67 lb 6-25 1b 7 -8 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category = C Bldg Length 40.0 ft, Bldg Width = 30.0 ft Mean roof height = 11.34 ft, mph = 110 Occupancy Categoryy.�II, Dead Load 13.2 psf Designed as Main yh nd Force Resisting System - Low -n se and Components and Cladding Tributary Area - 16 sqft '�/0 ��u. T. TqN No. C 72160 Cust: PHILLIPS W0: Drive_C_0011116_1-000 ]D: Drive_C_0011116_L000OS_I00001 Dsgnr: AW #LC = 52 Wi/PLY: 54# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bind / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 IDEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE OVER 8 SUPPORTS Truss ID: J15-8 Qty: 2 RRG X -LOC REACT SIZE REO'D TC 2x4 DFL #1 b Btr. Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 2- 2-12 234 S. 1.50" BC 2x4 DFL #1 b Btr. WEB 2x4 DFL STANDARD A A J Fabrication Tolerance - 20.0% designed appyyly when truss not supported in a hanger. 2 8- 0-12 354 1.50 1.50 Kcr (creep factor) - 3.00 ""WARNING!"" READ AND FOLLOWALL NOTES ON THIS DRAWINGI Bearings for an FCPer value of the p lesser of the truss chord lumber value or - UPLIFr REACFION S) S Support CBC Wind Non -Wind 3 10- 0-12 30 1.50" 1.50" Refer to 3oint OC Detail Sheets for 62S for all bearings. 2 -141 lb 4 12- 0-12 155 1.50 1.50 Cq factors and Rotational Tolerances. ID: Dri ve_C_0011116_L00005_100001 IRC/IBC truss plate values are based on - 3 -13 lb -23 lb 5 14- 0-12 137 1.50 1.50 Loaded for 10 PSF non -concurrent BCLL. Mark interior bearing locations. testingg and approval as required by IBC 1703 ANSI/TPI in ESR 4 -77 lb lb 6 16- 0-12 112 1.50" 1.50 7 16-11- 8 17 1.SO" 1.50 all PLATING BASED ON GREEN LUMBER VALUES. ALPINE and and are reported -1118. Install interior supports) before erection. 5 -71 6 -58 lb 8 7-11- 4 85 HGR 1.50" HORIZONTAL REACTION(S) support 1 237 ib _ + + + + + + + +NOT+ANALYZED FOR UNBALANCED LOAD CASES 7 -8 lb 8 -15 lb BRG HANGER/CLIP NOTE support 8 237 lb + + + + + + + + + + + + + + + + + + + + + This truss is designed using the 8 °Toe Nails qty 2 16d Not designed for attic storage unless TC Dead 14.00 psf ASCE7-10 Wind Specification Support Connections)/Hanger(s) are noted of erwise. BC Live 0.00 psf Bldg Enclosed - Yes, not designed for horizontal loads. - BC Dead 8.00 psf Truss Location = Not End Zone p Category x = C EBldg MAX DEFLECTION,(Span) Designer per ANS11TPI f Sec.2 Lenyth = 40.00 ft Bldg Width - 30.00 ft L/999 MEM 1-2 (LIVE) LC 1 L= -0.04" CC= -0.09" CL= -0.13" - Bid9 Code: CRC -2013 Mean roof height - 11.'i4 ft, mph no Occupancy Category II, Dead Load = 13.2 psf EX.WB DEF CRITERIA:L/120 Designed _as Main Wind Force Resisting System IN MEM 4- 1; T= 0.00" - Low-rise and Components and Cladding Tributary Area = 12 sgft CRITICAL MEMBER FORCES: TC COMP.IDUR. / TENS. WR. CSIVertical members exposed to wind: 4- 1 1-2 -2101.60 74 1.600.22 2-3 -1781.60 94 1.60 0.21 3-0 -1291.60 / 31 1.60 0.20 0-0 -1071.60 45 1.60 0.04 0-0 -731.60 / 29 1.60 0.03 0-0 -401. 20 1.25 0.03 0-0 -151.25 / 4 1.25 0.02 0-0 -11.2S / 1 1.60 0.00 BC COMP. WR. / TENS. DUR. CSI 4-S -224 1.60 / 89 1.60 0.17 - 5-6 -101 1.60 / 237 1.60 0.17 1 2 3 - 6-0 0 1.60 / 0 1.60 0.00 WB COMP. DUR. / TENS. CSI 4,00 - 1-4 -157 1.25 / 0.02 ' 1-S 911.60 / 231(1.60) 0.07. • _ B7 2-S -SB 1.25 / 38(1.25) 0.02 _ 1 W10 19 - R:17 ' U.-8 BE - - WAD W 108 t R:137 ' R: 112 . W:108 U:-71 U: 58 R:155 5-11-14 W:108 U: -77T 5-11-14 1.5X3 W:1 08 WA R:30 U:-23 SHIP I U:-141 2.5X4 2-11-13 O_ 11 13 1 2.5X4 2X4 B1_ QtLM_IQ4f� -11 W:508 6-0 12 8-0-12 10-0-12 12-0-12 14-0-12 R:234 U: B8 15-04 2-0 0 6-0 0 'Toe Nails W:108 STUB 4 5 6 R:85 U:-15 T No. C 72160 OVER 8 SUPPORTS * CIVIL �P All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Girded plates and false frame plates . A A J are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 2/2O 1 / 4/12/2017 4� 1 268 - Homewood Truss ""WARNING!"" READ AND FOLLOWALL NOTES ON THIS DRAWINGI Cust: PHILLIPS ' (CA) ""IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_1-000 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_100001 Safety Information, by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 51 WT/PLY : 48# noted otherwise, top chord shall have properly attached su...ral sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf Li r L=1.25 P=1.25 ALPINE O ri IU��\V\Ifll for permanent lateral restraint n webs shall have bracing installed per Cherwise.sections 83, 87 or 870, as applicable. Apply plates to each face of truss and position as shown abweand onthe Joint Details repon,unless noted otherwise. TC SnowPf 0.00 psf ( ) owDU SnOWDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN 171W COMPANY conformance with ANSVTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or coverpage listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SWPkwy. Grand Pre7rfe, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 _ Designer per ANS11TPI f Sec.2 TRUSPLUS 6.0 VER: T6.5.21 on see th'sjobsgeneralnotes pageandthesewebsites: Formoreinforma Wwww ALPINE: www. aloineirw.com: TPI: www.toinst pro: TCA: .sbcmdustrv.oro: ICC: w.wi. iccsafe.orb Bid9 Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 r Job Name: PHILLIP RESIDENCE Truss ID: J16 ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS Qty: 3 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 3D: Drive_C_0011116_L00005_300001 Required bearing widths and bearing areas 1 2- 2-12 444 5.50" 1.50" BC 2x4 DFL #1 & Btr. 2x4 DFL STANDARD _ Fabrication Tolerance - 20.0% Bearings designed for FCPerp Ll _ _ r L-1.2 5 P-1.2 5 app! when UPLIFT REACTION(S) truss not supported in a hanger. 2 8- 0-12 303 1.50" 1.50" WEB Kcr (creepp factor) = 3:00 an value of the lesser of the truss chord lumber value or TC Sr10W(Pf) 0.00 psf Support C&C Wind Non -Wind Alpine, a dvision of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in 3 10- 0-12 59 1.50" 1.50" Refer to )oi nt QC Detail Sheets for 625 for all bearings. conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of Uusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 1 -32 lb 2820 N. Great SWPkwy. Grand Praire, TX 75050 4 12- 0-12 151 1.50" 1.50" Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 2 -127 lb S 14- 0-12 132 1.50" 1.50" Loaded for 10 PSF on -concurrent SCLL. testingg and approval as required by IBC 1703 in DEFL RATIO: L/240 TC: L/24 3 -22 lb -1 lb lb 6 16- 0-12 146 1.50" 1.50" 7 17-11- 0 - 54 1.50" 1.50" Mark all interior bearing locations. PLATING BASED ON GREEN LUMBER VALUES. and AN and are reported ESR -1118. Install interior supports) before erection. 4 5 65 -63 lb 8 7-11- 4 74 RR 1.50" HORIZONTAL REACTION(S) support 1 235 b - + + + + +NOT+ANALYZED FOR UNBALANCED LOAD CASES 6 7 -69 lb -25 lb ERG HANGER/CLIP NOTE support 8 2351b +++++++++++++++++++++ - e -91b - 8 °Toe Nails qty 2 16d This truss is designed using the Not designed for attic storage unless Support Connection (5)/Hanger(5) are ASCE7-10 Wind Specification noted otherwise. not desi ned for horizontal loads. 9 Bldg Enclosed = Yes, Truss Location - Not End Zone MAX DEFLECTION (span)Exp Category = C L/999 MEM 2-3 (LIVE) LC 1 Bldg Length = 40.00 ft, Bldg Width - 30.00 ft L= -0.03" CC= -0.06" CL= -0.09" Mean roof height = 11.34 ft, mph = 110 MAX DEFLECTION (Cant) Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System L/999 MEM 5-6 (LIVE) LC 1 - Lox -rise and Components and Cladding L= 0.01" CC- 0.03" CL= 0.04" Tributary Area = 16 sq ft CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. DUR. CSI 1-2 -76 1.60 / 149 1.25 0.14 2-3 -211 1.60 / 72 1.60 0.15 3-4 -182 1.60 / 90 1.60 0.21 4-0 -135 1.60 / 39 1.60 0.16 0-0 -115 1.60 / 47 1.60 0.03 0-0 -84 1.60 / 33 1.60 0.03 0-0 -53 1.60 / 22 1.25 0.03 0-0 . -24 1.25 / 16 1.25 0.03 ' 0-0 -1 1.25 / 1 1.60 0.00 - BC COMP.(DUR.)/ TENS. (DUR. CSI 5-6 -109(1.25)/ 63(1.603 0.06 1 2 3 4 - 6-7 -231(((1.603)/ 58(((1.603) 0.12 7-8 . -86 1.60 / 236 1.60 0.12 - - 4.00 - 8-0 0 1.60 / 0 1.60 0.00 WB COMP.DUR.)/ TENS. (DUR. CSI 2-6 -3221.25)/ 2(1.603 0.04 2-7 491.603/ 246((1.603 0.08 87 3-7 6611.25 / 25 1.25 0.01 _ WA 08 WAID R:54 _ _ - R:146 U:-25 4 W:108 U:-69 - W:108 R:132 U:-63 R:151 6-3-12 W:108 U:-65 6-3-12 T SHIP 1.5X3 W:108 U'-2 U:-22 R:303 2.5X4 U:-12 2-11-13 3X6 1 I 0-3-13 2.5X4\ K:444 U:-32 B8 8-0-0 `Toe Nails W:108 5 6 7 8 R:74 U:-9 OVER 8 SUPPORTS T. No. C 72160 °%9 Cfvl%L �pF C.AUF� All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS icy IMPORTANT* FURNISH THIS DRAWING. TO ALL CONTRACTORS INCLUDING,THE INSTALLERS. "IMPORTANT" W0: Drive_C_0011116_L000 Trusses require extreme care in fabricating. shipping. installing and bracing. Refer to and follow the latest of SCSI (Building Component 3D: Drive_C_0011116_L00005_300001 temporary Safety Information, by TPI and WTCA) for safety practices prior to performing Nese functions. installers shall provide temporary bracing per BCSI. Unless practice Dsgn r : AW #LC = 52 WT/PLY : 57# v V noted otherwise, top chord shall have Property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf Ll _ _ r L-1.2 5 P-1.2 5 ^ n for permanent lateral restraint of webs shall have bracing installed tl per BCSI sections B3, 87 or B70, as applicable. Apply plates to each lace of truss and I`f�\vll ��� ALF f�itionasshownatrove,ndanthedointDetaiisrepon.unlessnotedothenv"se. TC Sr10W(Pf) 0.00 psf owDU $nOWDUr L=1.15 P=1.15 Alpine, a dvision of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd /Comp /Ten$ AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of Uusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SWPkwy. Grand Praire, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/rP/ 1 Sec.2 TRUSPLUS 6.0 VER: T6. 5.21 For more nlormatlonseethsjob'sgeneralnoinpageandthesewebsrtes: ALPINE: www.almineitw.com: TPI: www.t 'nst.o ' WTCA ymvesbcindustrv.0,_ ICC: www.iccsafe.orm Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 8, Btr, 1 2- 2-12 444 5.50" 1.50" BC 2x4 DFL #1 8, Btr, 2 8- 0-12 303 1.50" 1.50" FILL CHO 2x4 DFL STANDARD 3 10- 0-12 59 1.50" 1.50" WEB 2x4 DFL STANDARD Kcr creep factor) - 3.00 4 12- 0-12 151 1.50" 1.50 IRC/,BC truss plate values are basedon 5 14- 0-12 132 1.50" 1.50 testingg and approval as required by IBC 1703 6 16- 0-12 142 1.50 1.50" and AN and are reported in ESR -1118. 7 18- 0-12 111 1.50 - 1.50" Install interior support(s) before erection. + + + + + + + + + + + + + + + + + + + + + + 8 18-11- 8 17 1.50" 1.50" NOT ANALYZED FOR UNBALANCED LOAD CASES 9 7-11- 4 74 HGR 1.50" + + + + + BRG HANGER/CLIP NOTE This+truss+is designed+using+the+ d = 9 -Toe Nails qty 2 16d ASCE?-10 Wind Specification , ose Support Connection (s)/Hanger(5) are Bldg Truss loEnt lcation Yes, Not End Zone not designed for horizontal loads. Exp category = C r MAX DEFLECTION (span) : Bldg Length = 40.00 ft, Bldg Width = 30.00 ft L/999 MEM 2-3 (LIVE) LC 1 Mean roof height = 11.34 ft, mph = 110 L= -0.03" CC= -0.06" CL= -0.09" Occupancy Category II, Dead Load = 13.2 psf MAX DEFLECTION cant Designed as Main Wind Force Resisting System (cant) : - Low -n se and Components and Cladding L/999 MEM 5-6 (LIVE) LC 1 Tributary Area = 16 sq ft L= 0.01" CC= 0.03" CL= 0.04" CRITICAL MEMBER FORCES: TC COMP.OUR. / TENS. OUR CSI 1-2 -761.60 / 149 1.25 0.14 2-3 -22S1.60 / 77 1.60 0.15 3-4 -1961.60 / 96 1.60 0.21 4-0 -1481.60 / 44 1.60 0.16 0-0 -1281.60 / 53 1.60 0.03 0-0 -1001.60 / 39 1.60 0.03 0-0 -701.60 / 20 1.60 0.03 0-0 -611.60 / 29 1.60 0.03 0-0 -381.60 / 20 1.25 0.03 0-0 -IS1.25 / 4 1.2s 0.02 1 2 3 4 0-0 -ill. 25 / 1 1.60 0.00 _ BC COMP. OUR. / TENS. DUR. CSI 4.00 5-6 -109((1.253/ 63 1.603 0.06 6-7 -243(1.60)/ 58(1.60) 0.12 7-8 91((1.603/ 249((1.603 0.12 .. e-0 1 1.60 / 0 1.60 0.00 WB COMP.(DUR.)/ TENS.(DUR.) CSI _ 2-6-322(((1.25)))/ 0.04 2-7 -34 1.60 / 260(1.60) 0.08 3-7 -66 1.25 / 25(1.25) 0.01 6-7-14 I 0-3-13 268 - Homewood Truss (C4) �Ijjj���^\ Ij1I rr A LM IF AN ITW COMPANY 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 TRUSPLUS 6.0 VER: T6.5.21 Truss ID: J17-8 Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings.. Refer to loint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF on -concurrent BOLL. Mark all interior bearing locations. PLATING BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTION(S] support 1 246 ib supporn 9 248 lb Not desig ed for attic storage unless noted otherwise. W:10 W:10 R:151 R:59 U:-59 1.5X3 R:30 U:-21 R:303 2.5X4 U:-12 3X6 04 2X4 �10-0-12 �14-0-12 0 W:5082.5X4 R.444 U:-26 8-0-12 12-0-12 15-0-9 B9 `Toe Nails 8-0-0 W:108 5 6 7 8 R:74 U:-10 OVER 9 SUPPORTS All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled prates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. BB W:108 r R:17 U:-8 WAO8 EB R:142 )8 U:-67 R:111 i2 U:-52 1 6-7-14 2'1�JSHIP -13 �1 "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING/ *"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCS/ (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shag have property attached structural sheathing and bottom chord shall have a propedy attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report, unless noted Wherwme. Alpine, a division of ITN Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSVTPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance o1 professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility o/ the Building Designer perANSI/TPI f Sec.2 For more information we this job's general notes page and these web sites: ALPINE: www. aloineitw.com: TPI: www.toinstora: WTCA w,vwsbcindustry oru: ICC: www .ic sate. Wo Qty: 2 Required bearing widths and bearing areas aypl when truss not supported in a hanger. UPLIFT REACTION($) : Support CBC Wind Non -Wind 1 -26 lb 2 -129 lb 3 -21 lb -1 lb 4 -59 lb 5 -61 lb 6 67 lb 7 52 lb 8 -8 lb 9 -10 lb T. No. C 72160 * CNIL" �P q�OFCAUV- 4/12/2017 Cust: PHILLIPS W0: Drive_C_0011116_1-000 )D: Drive_C_0011116_L00005_300001 Dsgnr: AW #LC = 52 WT/PLY: 60# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 JDEFL RATIO: L/240 TC: L/2 Job Name: PHILLIP RESIDENCE BRC X -LOC REACT SIZE REQ 'D TC 2x4 DFL #1 & Btr. 1 2- 2-12 444 5.50" 1.50" BC 2x4 DFL #1 & Btr. 2 8- 0-12 303 1.50" 1.50" FILL CHD 2x4 DFL STANDARD 3 10- 0-12 59 1.50" 1.50" WEB 2x4 DFL STANDARD Kcr (creep factor) - 3.00 4 12- 0-12 151 1.50" 1.50" IRC/IBC truss plate values are based on 5 14- 0-12 133 1.50" 1.50 testing and approval as required by IBC 1703 AN I/TPI in 6 16- 0-12 135 1.50" 1.50" 7 18- 0-12 145 1.50, .1.50 and and are reported ESR -1118. I^stall interior support(s) before erection. 8 19-11- 0 54 1.50" 1.50" ++++++++++++++++++++++ NOT ANALYZED FOR UNBALANCED LOAD CASES 9 7-11- 4 74 HCR 1.50" +++++++++++++++++++++' BRG HANGER/CLIP NOTE This truss is designed using the Nails 9 -To e Nails qty 2 16d ASCE7-10 Wind Specification Support- COnnection(s)/Hanger(s) are Bldg En closed Yes, not designed for horizontal loads. Truss ocation = Not End Zone Exp Category = C MAX DEFLECTION (Span) Bldg Length 40.00 ft, Bldg Width = 30.00 ft L/999 MEM 2-3 (LIVE) LC 1 Mean roof height = 11.34 ft, mph - 110 L= -0.03" CC= -0.06" CL= -0.09" Occupancy Category. II, Dead Load = 13.2 psf MAX DEFLECTION (cant) De signedas Main nCompo Force Resisting System Components and Cladding L/999 MEM 5-6 (LIVE) LC 1 Tributary Area = 16 sgft L= 0.01" CC= 0.03" CL= 0.04" CRITICAL MEMBER FORCES: 7C COMP. OUR. / TENS. DUR. CSI 1-2 -761.60 / 149 1.25 0.14 2-3 -2371.60 / 82 1.60 0.15 3-4 -2091.60 / 101 1.60 0.21 4-0 -1611.60 / 49 1.60 0.16 0-0 -1411.60 / 58 1.60 0.03 0-0 -1131.60 / 44 1.60 0.03 0-0 -851.60 / 25 1.60 0.03 0-0 -761.60 / 34 1.60 0.03 0-0 -531.60 / 22 1.25 0.03 0-0 -241.25 / 16 1.2s 0.03 1 2 3 0-0 -111.25 / 1 1.60 0.00 BC COMP. DUR. / TENS. DUR. CSI - 4.00 S-6 -109 1.25 / 62 1.603 0.06 - 6-7 -255 1.60 / 58 1.60) 0.12 7-e -96 1.60 / 261 1.603 0.12 8-0 0 1.60 / 0 0.90 0.00 WB COMP.(DUR.)/ 7ENS.(DUR.) CSI 2-6 -322(1.25)/ 0.04 2-Z 59((1.603/ 272 1.60 0.09 3-7 66 1.25 / 25 1.25 0.01 6-11-12 2.5X4 3X6 I 0-3-13 2X4 2-0-0 5 6 1.5X3 4 Truss ID: J18 Designed per ANSI/TPI 1-2014 Fabrication Tolerance = 20.0% Bearings designed for an FcPery value of the lesser of the truss chord lumber value or 625 for all bearings.. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. PLATING BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTIONS) support 1 260 lb support 9 260 lb Not designed for attic storage unless noted otherwise. 4X4 W:108 W:108 RA 45 R:135 U:-68 4 :1133 U:-65 W:10 ;_56 WAO RA51 R:59 U:-57 R:10 U:-20 R:30 U:-13 2.5X4 Qty: 3 B1 bearing widths and bearing areas UPLIFT Ren truss not supported W:508 8-0-12 2-( R:444 U:-20 10-0-12 131 lb 69 8-0-07 *Tpi Nails 8 -57 lb R:74 5 U:-11 OVER 9 SUPPORTS 4-0-12 J 15-0-9 BEI W:108 R:54 U:-25 6-11-12 T SHIP 2-11-13 ill"11 q, No. C 72160 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are posit oned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tru5s "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! ./^\\ (C4) '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. vn V Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and VVTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless 1r noted otherwise, top chord shall have Property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown 1��or� rtl for permanent lateral restraint n webs shall have bracing installed per th SI sections 83, B7 or 870, as applicable. Apply plates to each face of truss and �\ I I\v'J position as shown above arW on the Joint Details repod, unless noteo otherwise. UvV Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in AN 17W COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great SW Pkwy. Grand P ide, 7X 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building DesignerperANSI/TPI 1 Seat TRUSPLUS 6.0 VER: T6. 5 .21For more information see this job's general notes page and these web sites: ALPINE: www.aloineilw com: TPI: w tuinst are WTCA: www.sbcindustry oro' ICC: www.iccsafe ora � C= IVIL �P � fla 4/12/2017 Cust: PHILLIPS W0: Drive_C-0011116_L000 JD: Drive_C_0011116_L00005_JO0001 Dsgnr: AW #LC = 52 WT/PLY: 62# TC Live 20.00 psf Live Dur L=1.25 P=1.2S TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bind / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 I Qty: 3 Rpegpuyired bearing widths and bearing areas UPLIFT Ren truss not supported in a hanger. Support 1 G&C Wind Non -Wind -20 lb 2 131 lb 3 -20 lb -1 lb 4 -57 lb 5 -S6 lb 6 -65 lb 7 8 -68 lb -25 lb 9 -11 lb BEI W:108 R:54 U:-25 6-11-12 T SHIP 2-11-13 ill"11 q, No. C 72160 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are posit oned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tru5s "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! ./^\\ (C4) '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. vn V Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and VVTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless 1r noted otherwise, top chord shall have Property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown 1��or� rtl for permanent lateral restraint n webs shall have bracing installed per th SI sections 83, B7 or 870, as applicable. Apply plates to each face of truss and �\ I I\v'J position as shown above arW on the Joint Details repod, unless noteo otherwise. UvV Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in AN 17W COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great SW Pkwy. Grand P ide, 7X 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building DesignerperANSI/TPI 1 Seat TRUSPLUS 6.0 VER: T6. 5 .21For more information see this job's general notes page and these web sites: ALPINE: www.aloineilw com: TPI: w tuinst are WTCA: www.sbcindustry oro' ICC: www.iccsafe ora � C= IVIL �P � fla 4/12/2017 Cust: PHILLIPS W0: Drive_C-0011116_L000 JD: Drive_C_0011116_L00005_JO0001 Dsgnr: AW #LC = 52 WT/PLY: 62# TC Live 20.00 psf Live Dur L=1.25 P=1.2S TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bind / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 I Job Name: PHILLIP RESIDENCE BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 2- 2-12 444 5.50" 1.50" BC 2x4 DFL #1 & Btr. - 2 8- 0-12 303 1. SO" 1.SO" FILL CHD 2x4 DFL STANDARD 3 10- 0-12, 59 1.50" 1.50,, WEB 2x4 DFL STANDARD Kcr (creep factor) = 3.00 4 12- 0-12 151 1.50" 1.50" IRC/IBC truss plate values are based on 5 14- 0-12 133 1.50" 1.50 testing and approval as required by IBC 1703 6 16- 0-12 136 1.50 1:50" and AN I/TPI and are reported in ESR -1118. 7 18- 0-12 141 1.50" 1.50" Install interior support(s) before erection. 8 20- 0-12 112 1.50" 1.50" ++*+++++++++++++++++++ NOT ANALYZED FOR UNBAUINCED LOAD CASES 9 20-11-8 17 1.50" 1.50" +++++++++.++++++r 10 7-11- 4 74 HGR 1.50° Thi + struss is designed usinq the BRG HANGER/CLIP NOTE •• ASCE7-10 wind Specification 10 -Toe Nails t 2 16d Bldg Enclosed = Yes, Q y Truss Location = Not End Zone . Support Connections)/H0nger(s) are Exp Category = C not designed for horizontal loads. .Bldg Length 40.00 ft, Bldg Width - 30.00 ft MAX DEFLECTION (span) - Mean roof height = 11.34 ft, mph 110 L/999 MEM 2-3 (LIVE) LC 1 Occupancy Categor II, Dead Load = 13.2 psf L= -0.03" CC= -0.06" CL= -0.09" Designed,as Main Mind Force Resisting System Low-rise and Components and Cladding MAX DEFLECTION (cant) Tributary Area = 16 sq ft , L/999 MEM 5-6 (LIVE) LC 1 L= 0.01" CC= 0.03" CL= 0.04" - CRITICAL MEMBER FORCES: TC COMP. DUR. / TENS. WR. CSI 1-2 -76 1.60 / 149 1.25 0.14 2-3 -2S1 1.60 / 87 1.60 0.15 3-4 -224 1.60 / 107 1.60 0.21 4-0 -174 1.60 / 54 1.60 0.16 0-0 -155 1.60 / 63 1.60 0.03 0-0 -127 1.60 / 49 1.60 0,03 0-0 -100 1.60 / 30 1.60 0.03 0-0 -91 1.60 / 39 1.60 0.03 0-0 -69 1.60 / 29 1.60 0.03 1 2 3 0-0 -38 1.60 / 20 1.25 0.03 0-0 -15 1.25 / 4 1.25 0.02 0-0 1 1.25 / 1 1.60 0.00 4.00 BC COMP. DUR. / TENS. DUR. CSI S-6 -109((1.253/ ' 62 1.603 0.06 " 6-7 -268(1.60)/ 59(1.60) 0.12 7-8 -101((1.603/ 274((1.603 0.12 ' 8-0 0 1.60 / 0 1.60 0.00 WB COMP.(DUR.)/ TENS.(DUR.) CSI 2-6 -322(((1.253)/ 0.04 2-7 -64 1.60 / 285(1.GO) 0.09 3-7 -66 1.25 / 25(1.25) 0.01 ' 7-3-14 2.5X4 3X6 I 0-3-13 2X4 BI R.444.5X4 I J I14 -0-12I 0 W:508 10-0-1 999 U:-13 B-0-12 B10 12-0-12 15-0-9 Mails 8-0-0 5 6 7 8 R:74 U:-11 OVER 10 SUPPORTS 1.5X3 Truss ID: J19-8 Designed per ANSI/TPI 1-2014 -Fabs cation Tolerance - 20.0% Bearings designed for an Fc Perp value of the lesser of the truss chord lumber value. or 625 for all bearings. Refer to " nt QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations: PLATING BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTION(S) support 1 274 ib support 10 274 lb Not designed for attic storage unless noted otherwise. 4 P Qty/: 2 Required bearing widths and bearing areas p�1 when truss not supported in a hanger. UPLIFT REACTION, C&C Wind Non -Wind 1 -13lb 2 -133 lb 3 -19 lb -1 lb 4 58 lb 5 -50 lb 6 -63lb 7 -67 lb 8 -S2 lb 9 -8 lb 10 -11 lb B9 W:108 R:17 U: -B B8 " 4X4 WA 8 W:108 W:108 R:141 R:112 _ :108 R:136 U:-67 U:-52 - U:-63 : 507.3.14 SHIP T9U: fE:133 2-11-13 fR1:30 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High. Strength 20 gga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Girded plates and false ha me plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! (CA) '"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. !(�j �^V Trusses require extreme Care in fabricating, handling. shipping. installing and bracing. Refer to and follow the latest edition o1 BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless rr noted otherwise, top chord shall have proper,, attach. structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown ICU r� rl for permanent lateral restraint n webs shall have bracing installed per BCSI sections 83, B7 or 810, as applicable. Apply plates to each lace of Vuss and fltJr�� I I �\ I I position as shown above and on the Joint Details report, unless noted otherwise. u v Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the uuss in AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great SWPkwy. Grand Prairfe, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSUTPI I Sec.2 TRUS PLUS 6. D VER' T6.5.21 ' For more information we th''6 job's general notes page and these web sten: ALPINE: www.aloineitw.com: TPI: wvnv.toinsl.ors WTCA www.sbdndustry.oro ICC: www.iccwte. ora T. No. C 72160 4/12/2017 Cust: PHILLIPS W0: Drive -C_0011116 -L000 ID: Drive-C_0011116_L00005_300001 Dsgnr: AW #LC = 52 WT/PLY: 64# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bill / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 6 Bir, 1 2- 2-12 444 5.50" 1.50" BC 2x4 DFL #1 8, Btr. - 2 8- 0-12 303 1.50" 1.50" FILL CHO 2x4 DFL STANDARD 3 10- 0-12 59 1.50" 1.50 IWccB (creep factor) =D3L00STANDARD 4 12- 0-12 151 1.50" 1.50" IRC/IBC truss plate values are based on 5 14- 0-12 133 1.50" 1.50" testing and approval as required by IBC 1703 6 16- 0-12 137 1.50" 1.50" and AN IPI and are reported in ESR -1118. 7 18- 0-12 135 1.50" 1.50" Install/Tinterior support(s) before erection. $ 20- 0-12 145 1.50 1.50" +NOT+ANALYZED FOR UNBALANCED. LOAD CASES + + 9 21-11- 0 54 1.50" 1.50" ++++++++++++++++++++++ 10 7-11- 4 74 HGR 1.50" This truss is designed using the BRG HANGER/CLIP NOTE - ASCE7-10 Wind Specification - 10 *Toe Nails qty 2 16d Bldg Enclosed = Yes, Truss Location - Not End Zone Support Connections)/Hangs r(5) are Exp Category = C not designed for horizontal loads. Bldg Length 40.00 ft, Bldg Width 30.00 ft MAX DEFLECTION (span) : L/999 MEM 2-3 (LIVE) LC 1 Mean roof height - 11.34 ft, mph - 110 Occupancy Category II, Dead Load = 13.2 psf L=--0.03" CC= -0.06" CL= -0.09" Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding MAX DEFLECTION (cant) : Tributary Area = 16 sgft L/999 MEM 5-6 (LIVE) LC 1 L= 0.01" CC= 0.03" CL= 0.04" CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. OUR. CSI 1-2 -75 1.60 / 149 1.25 0.14 2-3 -264 1.60 / 92 1.60 0.15 3-4 -237 1.60 / 112 1.60 0.21 4-0 -187 1.60 / 59 1.60 0.16 0-0 -168 1.60 / 68 1.60 0.03 2820 N. Great SWPkwy. Grand Prairie, TX 75050 0-0 -140 1.60 / 54 1.60 0.03 0-0 -114 1.60 / 35 1.60 0.03 TRUSPLUS 6.0 VER' T6. $ 21 0-0 -105 1.60 / 44 1.60 0.03 . ' 0-0 -84 1.60 / 34 1.60 0.03 0-0 -53 1.60 / 22 1.2S 0.03 0-0 -24 1.25 / 16 1.25 0.03 1 2 3 o-0 1 1.z5 / 1 1.60 0.00 - BC COMP.(WR.)/ TENS.(DUR. CSI 41 00 5-6 -109(1.25)/ 62(1.603 0.06 - 6-7 -279(((1.60)))/ 63(((1.60))) 0.12 " 7-8 -106 1.60 / 286 1.60 0.12 8-0 0 1.60 / 0 1.60 0.00 WB. COMP.(DUR. / TENS. (MR.) CSI 2-6 -322(1.253/ - - 0.04 2-7 69((1.603/ 298(1.60) 0.09 - - 3-1 66 1.25 / 25(1.25) 0.01 7-7-12 t 0-3-13 a � - s 'Toe Nails ' 1 Truss ID: J20 Designed per ANSI/TPI 1-2014 Fabrication Tolerance = 20.0% Bearings designed for an FcPero value of the lesser of the truss chord lumber value or 625 for all bearings.. Referto Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. PLATING BASED ON GREEN LUMBER VALUES. - HORIZONTAL REACTION(S) support 1 286 1b support 10 286 lb - - Not designed for attic storage unless noted otherwise. 4 W: W:108 ' /:108 R:54 :14 U:-25 7-7-12 1 SHIP 2-11-13 1 . Qty. 2 Required bearing widths and bearing areas appl when truss not supported in a hanger. UPLIFT REACTIONS) : Support CBC Wind Non -Wind 1 8 lb 2 -135 lb 3 -18 lb -1 lb 4 -58 lb 6 58 1b 7 -64 lb 868 lb 9 25 lb 10 -12 lb No. C 72160 �P RrFor vas - 4/12/2017 Cust: PHILLIPS W0: Drive -C_0011116 -L000 ID: Drive_C_0011116_L00005_100001 Dsgnr: AW #LC = 52 WT/PLY: 65# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/240 U:-8 8-0-12 810 12-0-12 15-0-9 'Toe Nails 8-0-0 WaOB • 5 6 7 8 R:74 U:-12 ' OVER 10 SUPPORTS • ' All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Repot. Girded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. " 268 - Homewood Truss "*WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! (GO "*IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating. handling. shipping. installing and bracing. Refer to and follow the latest edition of BCSI (Building component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall Provide temporary bracing per BCSL Unless //^\\ ry noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property anached rigid ceifing. Locations shown r� rt for permanent lateral r of webs shall have report, installed per she sections B3. B7 or 870, as applicable. Apply plates to each faze of truss and ��� Q I�r��\\\JI . and position as shown above and on the Joint DetaiS repos, unless noted athervrise. JII Alpine, a division of ITW Building components Group Inc., shall not be resPonside for any deviation from this drawing, any failure to Will the truss in J AN 17W COMPANY conformance with ANSVTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility - 2820 N. Great SWPkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSVTPI f Sec.2 TRUSPLUS 6.0 VER' T6. $ 21 For more information see this job's general nates page and these web sires: . ' ALPINE: www.alaineirw. com: TPI: www .toi ira am WTCA: www.sbandustiv.cro: ICC: www icceafe. ora Qty. 2 Required bearing widths and bearing areas appl when truss not supported in a hanger. UPLIFT REACTIONS) : Support CBC Wind Non -Wind 1 8 lb 2 -135 lb 3 -18 lb -1 lb 4 -58 lb 6 58 1b 7 -64 lb 868 lb 9 25 lb 10 -12 lb No. C 72160 �P RrFor vas - 4/12/2017 Cust: PHILLIPS W0: Drive -C_0011116 -L000 ID: Drive_C_0011116_L00005_100001 Dsgnr: AW #LC = 52 WT/PLY: 65# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: J21-8 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. - Designed per ANSI/TPI 1-2014 .Required bearing widths and bearing areas 1 2- 2-12 444 5.50" 1.50" 'BC 2x4 DFL #1 & Btr. FILL CHD Fabrication Tolerance - 20.0% Bearings designed for FcPerp apppp!y when truss of supported in a hanger. - 2 8- 0-12 303 1.50" 1.50 2x4 DFL STANDARD WEB 2z4 DFL STANDARD an value of the lesser the truss lumber UPLIFr Support REACTION(S) : C&C Wtnd Non B10 'W:108 ' 3 10- 0-12 59 1.50" - 1.50 Kcr (creep factor) = 3.00 of chord value or 625 for all bearings. 1 -Wind -1 lb 4 12- 0-12 151 1.50" 1.50" IRC/IBC truss plate values are based on Refer to Joint OC Detail Sheets for 2 -137 lb 5 14- 0-12 133 1.:50" X1.50 testingg and approval as required by IBC 1703 Cq factors and'Rotati onal Tolerances. 3 -17 lb -1 lb _.. . 6 16- 0-12 137 1.50 1.50 and ANSJ/TPI and are reported in ESR -1118. Loaded for 10 PSF non -concurrent BCLL. 4 -58 lb 7 18- 0-12 135 1.50 1.50 I^stall interior support(s) t,efore erection.. Mark all interior bearing locations. 5 -49 lb 8 20- 0-12 141, 1.50 1.50 + + + + + + + + + + + + + + + + + + NOT ANALYZED FOR UNBALANCED LOAD CASES - PLATTNG BASED ON GREEN LUMBER VALUES. HORIZONTAL REACrION(�) 6 7 -52 lb -63 lb 7-11-14 9 22- 0-12 112 1.50" 1.50 +++++++++++++++++++++ support 1 29916 R -67 lb W:1)8 10 22-11- 8 17 1.50" 1.50" This truss is designed using the support 11 299 lb - 9 -52 lb _ 11 7-11- 4 74 HGR 1.50" ASCE7-10 Wind Spec,fi cation - Not designed for attic storage unless 10 -8 lb BRG HANGER/CLIP NOTE Bldg Enclosed = Yes, - noted otherwise. ll -13 lb 3 U.-1 11 *Toe Nails t 2 16d qty Truss Location = Not End Zone Exp Category = C Support Connections)/Hanger(s) are Bldg Length = 40.00 ft, Bldg Width - 30.00 ft Mean height 11.34 ft, 110 U:-1 - 2-11-13 not designed for horizontal loads. MAX DEFLECTION (span) _ roof - mph - Occupancy Category II, Dead Load = 13.2 psf - 3X6 L/999 MEM 2-3 (LIVE LC 1 Designedas Main Wind Force Resisting System - Lav- ise and Components and Cladding 'I , L= -0.03" CC= -0.06" CL= -0.09" Tributary Area = 16 sgft MAX DEFLECTION (cant) : - - 0-3-132X4 B1 2.5X4 L/999 MEM 5-6 (LIVE) LC 1 - OFESSI L= 0.01" CC= 0.03" CL= 0.04" 12-0-1 15 0-9 CRITICAL MEMBER FORCES: U:_1 10-0-12 14-0-12 T• ' B11 TC COMP. DUR. / TENS. WR. CSI ' 8-0-0 `Toe Nails 1-2 -75 1.60 / 149 1.25 0.14 - 2-3 -217 1.60 / 97 1.60 0.15 R:74 3-4 -251 1.60 / 117 1.60 0.21 4-0 -200 1.60 / 64 1.60 0.16 , No. C 72160 ' 0-0 -182 1.60 / 74 1.60 0.03 OVER 11 SUPPORTS 0-0 -154 1.60 / 59 1.60 0.03 0-0 -127 1.60 / 41 1.60 0.03 0-0 -119 1.60 / SO 1.60 0.03 - 4 �OF CgUFC 0-0 .-100 1.60 / 39 1.60 0.03 0-0 -70 1.60 / 29 1.60 0.03 - 1 2 3 4 .. 0-0 0-0 -38 1.60 / 20 1.25 0.03 -15 1.25 / 4 1.25 0.02 _ ' 0-0 _ -1 1.25 / 1 1.60 0.00 F4 00 ' BC CTP.(WR.)/ TENS. ((DUR. [SI B10 'W:108 ' 5-6 6-7 -109(1.25)/ 62(1.603 0.06 -292(((1:603)/ - 68(((1.603). 0.12 - R:17 7-8 - -Ill 1.60 / 299 1.60 0.12 - ..- ._ U:-8 8-0 WB z-6 0 1.60 / 0 1.60 0.00 COMP. DUR. / TENS. (DUR.) CSI -3zz l.zs / 0.04 - R 14 4X4 W:108 R:141 w 69 W.108 _.. . z-7 74 1.60 / 311<1.60 0.10 to U:-67 W.108 R:112 3-7 -66 1.25 / zs�l.zs; 0.01 ' U:-63 '108 R:137 U:-52 7-11-14 WA g :133 U:-52 7-11-14 W:1)8 R:1 1 :49 SHIP 1.5X3 W:1 8 R:5 U:-53 R:3 3 U.-1 2.5X4 U:-1 37 2-11-13 3X6 'I - 0-3-132X4 B1 2.5X4 OFESSI 2-0-0 R 4448 8-0-12 12-0-1 15 0-9 U:_1 10-0-12 14-0-12 T• ' B11 ' 8-0-0 `Toe Nails 5 6 7 8r W:108 R:74 U:-13 ' No. C 72160 ` OVER 11 SUPPORTS CML. �P - 4 �OF CgUFC ' All connector plates are ALPINE Wave 20 ga., unless preceded by •H' for High Strength 20 ga., "S' for Super Strength 18 Plates to be Joint Detail Report. Circled false frame ga. are positioned per plates and plates 4/12/2017 are poslooned as shown above. Shift gable stud plates to avoid overlap with structural plates. - 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (GA) "IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ Trusses require exbeme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C-0011116-L00005-)00001 se Salety Information, by TPI and WTCA) for safety practices prior to performing thefunctions. Installers shall provide temporary bracing per SCSI. Untess Dsgn r : AW #LC = 52 WT/PLY : 67# v V 7Y noted d structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown otherwise, top chord shall have property attache, TC Live 20.00 psf L i ve DU r L=1.25 P=1.25 it rt � �0 r� rt IUr��\V\IJII fa permalateral restraint webs shall have bracing installed per BCSI sections 83, applicable. or 810, as applicae. Apply pWtes to each face of truss and position ass sh shownabweaMon the Joint Details report, unless noted oiherwse. TC SrIOW(Pf) 0.00 psf $nOWDUr L=1.15 P=1.15 �//UIIIL1I� ` Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the I- in TC Dead 14.00 psf Rep Mb r Bnd /Comp /Tens AN RW COMPANY conformance with ANSVTPI 1, or for handling, shipping, installation & bracing of busses. - A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SWPkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C . $pacing 2- 0- 0 Designer perANSI/TPI f Sec.2 TRUSPLU$ 6.0 VER: T6.5.21 For more information wwtpie this nob'sgeWT rotespage ciand theseweb ICCsties: ALPINE: wNM/.aloineitw.com: TPI: www.toinst.ora � WTCA: wwvisbcintlustrv.aro: ICC: www.iusafe.ora Bldg Code: CRC -2013 g DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 8'Btr. 1 2- 2-12 444 5.50" 1.50" BC 2x4 DFL tl1 d' St". 2 8- 0-12 303 1.50" 1.50° WILL CHO 2x4 DFL STANDARD 3 10- 0-12 59 1.50 1.50 WEB 2x4 DFL STANDARD • - Kcr (creep factor) = 3.00 4 12- 0-12 151 1.50" 1.50" IRC/I8C truss plate values are based on 5 14- 0-12 133 1.50" 1.50" testing and approval as required by I8C 1703 6 16- 0-12 137 1.50" 1.50" 4 and AN and are reported in ESR -1118. _ 7 18- 0-12 136 1.50" 1.50" - -Install interior support(s) before erection. 8 20- 0-12 135 1.50" 1.50" ++++++++++++++++++++++ NOT ANALYZED FOR UNBALANCED LOAD CASES 9 22- 0-12 141 1.50" 1.50" ++++++ +++ ++ ++++++ 10 24- 0-12 112 1.50" 1.50" This truss is designed +using+the 11 24-11- 8 17 1.50" 1.50" ASCE7-10 Wind Specification - 12 7-11- 4 74 RR 1.50" Bldg Enclosed = Yes, BRG HANGER/CLIP NOTE Truss Location = Not End Zone Exp Category.= C 12 *Toe Nails qty 2 16d Bldg Length 40.00 ft, Bldg Width = 30.00 ft ' Support Connec ti0n(s)/Hanger(5) are Mean roof height - 11.34 ft, mph - 110 not designed for hon ZontaI loads. Occupancy Category II, Dead Load 13.2 psf MAX DEFLECTION (span) Designed as Main Wind Force Resisting System L/999 MEM 2-3 Low-rise an Components and Cladding (LIVE) LC 1 Tributary Area 16 sq ft L= -0.03" CC= -0.06" CL= -0.09" MAX DEFLECTION (cant) : L/999 MEM 5-6 (LIVE) LC 1 L= 0.01" CC= 0.03" CL= 0.04" CRITICAL MEMBER FORCES: TC COMP. OUR. / TENS. DUR. CSI 1-2 -75 1.60 / 149 1.25 0.14 2-3 -303 1.60 / 107 1.60 0.1S 3-4 -219 1.60 / 128 1.60 0.21 4-0 -227 1.60 / 74'1 4 1.60 0.16 0-0 -209 1.60 / 84 1.60 0.03 0-0 -180 1.60 / 70 1.60 0.03 0-0 -154 1.60 / S1 1.60 0.03 0-0 -145 1.60 / 60 1.60 0.03 - 0-0 127 1.60 / 50 1.60 0.03 1 2 3 4 0-0 -100 1.60 / 39 1.60 0.03 03 0-0 -38 1. 0 % 20 1.25 0.03 , 41 00 0-0 -15 1.25 / 4 1.25 0.02 0-0 -1 1.25 / 1 1.60 0.00 BC COMP. DUR. / TENS. DUR. CSI - 5-6 -109 1.25 / 62 1:603.0.06 _ . - 6-7 -316 1.60 / 77 1.603) 0.12 - - 7-8 -121 1.60 / 325 1.60 0.12 B-0 0 1.60 / 0 1.60 0.00 WB COM1 tfft. / TENS.(DUR.) CSI 2-6 -322(1.253/ 0.04 2-7 84((1.603/ 337 1.60 0.11 3-7 66 1.25 / 2S 1.25 0.01 R-7-14 Truss ID: J23-8 Designed per ANSI/TPI 1-2014 Fabrication Tolerance = 20.0% Bearings designed for an Fc Perp value of the lesser of the truss chord lumber value or - 625 for all bearings. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Mark all interior bearing locations. PLATINL BASED ON GREEN LUMBER VALUES. HORIZONTAL REACTION(S) - support 1 324 ib support 12 324 lb Not designed for attic storage unless noted otherwise. - 04 W. 108 :133 U 1.5X3 W: 08R:1 1 :-49 7R:�)3 08R:5 U:- 9 2.5X4 U:- 5 3X6 42 0-3-13 2X4 812.5X4 2_0_0 W:50B , -D-, R:444 U: 8-0-12 8122-0-12 15-0-9 8-0-0 *Rj.Aails 5 6 7 8 R:74 U:-14 OVER 12 SUPPORTS B11 W:108 R:17 U:-8 1310 W:108 R:112 U:-52 8-7-14 SHIP .T 2-11 13 y Qty: - 2 Required bearing widths and bearing areas app, when truss not supported in a hanger. UPLIFT REACTION(S) Support CBC wind Non -Wind 2 -142 lb 3 -15 lb -1 lb 4 59 lb 5 49 lb 6 -50 lb 7 -51 lb 8 63 lb 9 67. lb 10 S2 lb 11 -8 lb 12 14 1b �OFESSlQ,,� ���.T. TqH E No. C 72160 CIVIL �P '9TFOF ` CAUF0 All connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 ga., "S' for Super t Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. A A 4I12I2O 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (C4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ require extreme Care in fabricating, handling. shipping. installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L0000S_300001 W Safety Information, by TPI and TCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsg n r : AW #LC = 52 WT/PLY: 71# v VTrusses ry noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a Property attached rigid ceifing. Locations shown S P=1. 2 S Ia permanem lateral restraint of webs shall have bracing installed per BCSI sections 83, 87 or 810, as applicable. Apply plates to each face of truss and TC Live 20.00 psf Li VeDu r L=1.2 � LFd N position as shown above a. on the Joint Details report, unless noted oche-.. TC Snow(Pf) 0.00 psf SnowDu r L=1. 15 P=1. 15 U LJ Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in v TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN 17W COMPANY conformance with ANSVrPI 1, of for handling, shipping, installation 8 bracing o1 trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 8C Live 0.00 psf 1.15 / 1.10 / 1.10 1820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building 8C Dead 8.00 psf 0. C. Spac i ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 - TRUSPLUS 6.0 VER: T6.5.21 For more information see th'isjob'sgeneral notes page and these web sites: ALPINE www win TPI: www .toinst.ore WTCP:www .somndustw oro: ICC: www.imafe oro Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: M06Z Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x6 DFL #2 Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 0- 2-12 916 5. SO" 1.50" BC 2x6 DFL #2 2x4 DFL STANDARD Fabrication Tolerance - 20.0% Bearings designed for FcPerp appl when truss not supported in a hanger. UPLIFT REACTION(S) 2 5-10- 4 918 NGR . 1.50" web •- SLIDER 2x4 DFL #1 b Btr. an value of the lesser of the truss chord lumber value or . Support CBC Wind Non -Wind BRG HANGER/CLIP NOTE Rcr (creep factor) - 3.00 625 for all bearings.. 1 -223 lb - 2 °MUS26 - IRC/IBC truss plate values are based on Refer to Joint QC Detail Sheets for _ 2 -223 lb Support Connection(s)/Hanger(s) are testingg and approval as required by IBC 1703 AN in ESR -1118. Cq factors and Rotational Tolerances. Loaded for 10 PSF -concurrent BCLL. HORIZONTAL REACTIONS)) 1 1711b• not de Signed for horizontal Zontal loads. and and are reported PLATING BASED ON GREEN LUMBER VALUES. non .. Permanent bracing is required co support support 2 171 lb SEE SIMPSON CATALOG End verticals are designed for axial loads prevent rotatiMtoppling. See This truss is designed using the FOR ADDITIONAL INSTALLATION NOTES only, unless noted otherwise. SCSI and ANSI/TP 1. ASCE7-10 Wind Specification MAX DEFLECIIUN (span) Nut damyned for attic storage unless - �. - Bldg Enclosed - Yes, L/999 MEM 4-5 (LIVE) LC 2 noted otherwise. - - - - Truss Location - Not End Zone L= -0.01" CC= -0.03" CL= -0.04" EX.WB DEF CRITERIA:L/120 No. C 72160 ` Exp Category = C Bldg Length 40.00 ft, Bldg Width = 30.00 ft IN MEM 6- 3; T= 0.00" i Mean roof height = 11.25 ft, mph = 110 Occupancy Category II, Dead Load 13.2 psf CRITICAL MEMBER FORCES: - Designed as Main Wind Force Resisting System . TC COMP. DUR: / TENS.(DUR.) CSI 1-2 -135 1.25 / 0.14- - • - Low-rise and Components and Cladding Tributary Area 44 sgft 1-2 -1060 1.25 / 0.15 '- Vertical members exposed to wind: 6- 3 2-3 -54 1.60 / 45(1.25) 0.14 4/12/2017 - --LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL '. BC COMP.(DUR.)/ TENS.<WR.) CSI Cust: PHILLIPS 7C Wert 68.00 0- 0- 0 68.00 6- 0- 0 0.59 4-5 - / 940(1.25) 0.49 5-6 / 885(1.25) 0.28 W0: Drive -C -0011116-L000 BC Vert 16.00 0- 0- 0 16.00 6- 0- 0 0.00 .Type... lbs X.Loc LL/TL Fastener Trusses require exbeme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component 3D: Dr l ve-C-0011116-L00005-) 00001 ,.Type... 665.0 2- 0-12 0.48 We COMP.(DUR.)/ TENS.(DUR.) CSI Dsgn r : AW #LC = 51 WT/PLY: 49# BC Vert 665.0 4- 0-12 0.48 2-5 / 1041(1.25) 0.42 TC Live 20.00 psf Ll r L=1.25 P=1.25 2-6 -1109 1.25 / 0.17 ��� O r� rl 3-6 -151 1.25 / 1(1.60) 0.09 bracing installed per other sections B3.137 or B10, as applicable. Appy plates to each of truss and n webs intshall Details for permanent lateral resU and posiUonasshownabovearMonNeJoiniDetaikrepon,unlessno[etlotherwise. ' TC SrIOW(Pf) 0.00 psf SLDRL -1021(1.25)/ 0.10 IILIII�\\`villi • 1 2 3 TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens 4.00 conformance with ANSIrTPI 1, or for handling, shipping, installation 8 bracing of busses, A seal on this drawing or cover page listing this drawing, indicates acceptance o1 professional engineering responsibility •„ - 1.5X3 3X6 - solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility of the Building 2,11-13 3X4 0. C. Spac i ng 2- 0- 0 ' 2-11-13 + TRUSPLUS 6.0 VER: T6. 5.21 5X10 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC L/24 - r T ~ 0-11-13 ` 1 I 3X6 3X4 J PEtOFESSI T. Ti4� B1 W:508 B2 MUS26 R:916 W:308 U:-223 665# 665# R:918 4 5 6 U:-223 I 6-0-0 I No. C 72160 CN{L �P OFCAUF All connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 ga., "S" for Super Strength Plates to be Joint Detail Report. Clrrled false frame 18 ga. are positioned per plates and plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/12/2017 268 - Homewood Truss "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ Trusses require exbeme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component 3D: Dr l ve-C-0011116-L00005-) 00001 Safety Information, by TPI and WTCA) for safety practices Prior to performing these functions. Installers shall provide temporary bracing per SCSI. unless Dsgn r : AW #LC = 51 WT/PLY: 49# v V noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown face TC Live 20.00 psf Ll r L=1.25 P=1.25 ��� O r� rl bracing installed per other sections B3.137 or B10, as applicable. Appy plates to each of truss and n webs intshall Details for permanent lateral resU and posiUonasshownabovearMonNeJoiniDetaikrepon,unlessno[etlotherwise. TC SrIOW(Pf) 0.00 psf owDU $nOWDUr L=1.15 P=1.15 IILIII�\\`villi Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN fM COMPANY conformance with ANSIrTPI 1, or for handling, shipping, installation 8 bracing of busses, A seal on this drawing or cover page listing this drawing, indicates acceptance o1 professional engineering responsibility •„ BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Greaf SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spac i ng 2- 0- 0 ' Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6. 5.21 For more information see this job's general notes page and these web sites: ALPINE: wwwaioneiwcom:TPl:www toinstom wlcA:www slxindusntOra ICC:wwwirxsafe.ag Bldg Code: CRC -2013 DEFL RATIO: L/240 TC L/24 Job Name: PHILLIP RESIDENCE Truss ID: M23A Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & 8tr. Designed per ANSI/TPI 1-2014 This design based on chord bracing applied 1 2- 2-12 2184 5.50" 2.33° BC 2x4 DFL #1 & etr. Fabn cation Tolerance = 20.0% " per the following schedule: '2 23- 3- 4 2216 5.50" 2.36" WEB - 2x4 DFL STANDARD 2x4 DFL #1 & Str. 2-11, Bearings designed for an Fc Perp value of the lesser lumber max o.c. from to TC 24.00" 7-10-15 23- 6- 0 MAX DEFLECTION (span) "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 13-8 Kcr ((creep factor) = 3.00 of the truss chord value or 625 for all bearings., - UPLIFT REACTIONS) : L/999 MEM 5-6 (LIVE) LC 50' IRC/YBC truss plate values are based on Refer to Joint OC Detail Sheets for Support C&C Wind Non -Wind - L= -0.17" CC= -0.35 CL= -0.52 Dsgn r : AW - #LC = 53 WT/PLY : 150# testingg and approval as required by IBC 1703 in 'ESR Cq factors and Rotational Tolerances. for PSF BCLL. 1 -98 lb 2 lb MAX DEFLECTION (cant) ( ��� ^ n ALFItf�\vll and ANSI/TPI and are reported -1118. Permanent bracing is required to Loaded 10 non -concurrent Drainage shall be to avoid -69 HORIZONTAL REACTIONS L/704 MEM 9-10 (LIVE) LC 50 - - prevent rotation/toppTing. See provided ponding. Continuous lateral restraint attached to support 1 135 1b L= 0.04" CC= 0.05" CL= 0.09" BC Live 0.00 psf BCSI and ANSI/TPI 1. _ flat TC as indicated. Lumher shall be support 2 135 lb EXDEF CRITERIA:L/120 0. C. Spaci ng 2- 0- 0 PLATING BASED ON GREEN LUMBER VALUES. structural grade. Brace G 24" o.c. unless This truss is designed using the .W8 IN MEM 14- 8; T= 0.00" TRUSPLUS 6.0 VER: T6.5.21 are .End verticals are designed for axial loads noted. ASCE7-10 Wind Specification CRITICAL MEMBER FORCES: only, unless otherwise. Not designed for attic storage unless - noted otherwise. Bldg Enclosed = Yes, Truss Location Not End Zone TC COMP. OUR./ TENS. DUI. CSI Exp Category = C 1-2 -1821.60/ 185 1.25 0.24 Bldg Length 40.00 ft, Bldg Width = 30.00 ft 2-3 -34111.25/ 52 1.60 0.30 Mean roof height - 11.48 ft, mph = 110 3-4 -33601.25/ 72 1.60 0.11 - Occupancy Category II, Dead Load 13.2 psf 4-5 -48351.25/ 72 1.60 0.83 - Designed as Main Wind Force Resisting System 5-6-48351.25/ 72 1.60 0.67 5-7 -33921.25/ 43 1.60 0.57 .. - Low -n se and Components and Cladding Tributary Area = 104 sett 7-8 -338611.251/ 43 1.60 0.78 Vertical members exposed to wind: 14- 8 BC COMP. DUR. / TENS. DUR. CSI ----------LOAD CASE O1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.PIf R.Loc LL/TL 9-10 -144((1.25))/ 178 1.603 0.17 TC Vert 68.00 0- 0- 0 68.00 e- 0- 0 0.59 10-11 -134(1.60)/ 384 1.60) 0.21 ll -12 -133(((1.603)/ 3364 1.2S 0.66 TC Vert 165.04 8- 0- 0 165.04 23- 6- 0 O.S9 SC Vert 38.83 0- 0- 0 38.83 23- 6- 0 0.00 12-13 -107 1.60 / 4590 1.25 0.86 . .Type... lbs X.Loc LL/TL Fastener 13-14 -35 1.60 / 101 1.60 0.31 Vert 220.0 8- 0- 0 1.00 WB COMP. UR. / TENS. DUR. CSI TC Vert 154.0 8- 0- 0 0.00 2-10 -1998ID 1.25 / 791.600.222-11 -S1.60 / 30371.250.393-11 -1051.2S / 51 1.60 0.02 4-11 -4 S11.25 / 27 1.60 0.084-12 -111.601706 1.250.69 5-12-7241.25 / 63 1.60 0.10 6-12 / 288 1.25 0.12 6-13 -1405(1.25)/ 48 1.60 0.52 7-13 -792(1.25)/ 74 1.60 0.11 - - 8-13 -36((1.603/ 3831 1.2S 0.49 8-14 -2142 1.25 / S7 1.60 0.33 7-10-15 1 2 3 4 6 7 - 6 4.00 15-6-0 374# 5X10 1.5X3 3X6 1.5X3 5X10 1.5X3 2_T 7 4X10 2T2 2_„_7 T 3X6 I I SHIP 2 1 1 0-3-13 5X14 H0514 5X16 _ 62�LL T. YY.J5,0 w:soa R:2184 R:2216 U:-98 U:-69 23-6-0 No. C 72160 9 10 11 12 13 14 1t C[V 11 �P 4�QF VC All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 Ba., "S' for Super Strength 18 Plates to be Joint Detail Report. Circled and false frame ga. are positioned per plates plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/12/2017 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve_C_0011116_L00005_100001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW - #LC = 53 WT/PLY : 150# v V ru noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown lace truss TC Live 20.00 psf Ll r L=1.2 5 P=1.2 5 ��� ^ n ALFItf�\vll for permanent lateral restraint n webs shall have reportg installed per BCSI sections 83, 87 or 870, as applicable. Appy plates to each of and position as shownabweand onthe JointDetails repon,unless notedotherwae. TC SnOW(Pf) 0.00 psf owDu Sr10WDur L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ifW COMPANY conformance with ANSI/TPl 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 ps f 0. C. Spaci ng 2- 0- 0 Designer per ANSVTP11 Seo,2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these websites: _ ALPINE: www.alDineim-m: TPI: www.toinst.orb:WTCP: wwwsxindustrv.oro ICC: wa'w.irxsate orm Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: M23B - BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 8' Btr. Designed,per ANSI/TPI 1-2014 1 2- 2-12 1081 5.50" 1.50" BC 2x4 DFL #1 d Btr. Fabrl cats on Tolerance = 20.0% 2 23- 3- 4 904 5.50 1.50 WEB 2x4 DFL STANDARD Kcr (cree0 factor) 3:00 Bearings designed for an FcPerp value of the lesser lumber MAX DEFLECTION (span) - Refer to Joint QC Detail Sheets for of the truss chord value or 625 for all bearings. L/999 MEM 6-7 (LIVE) LC 51 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on L= -0.10" CC= -0.15" CL= -0.251, Loaded for 10 PSF on -concurrent BCLL. - testing and approval as required by IBC 1703 MAX DEFLECTION (cant) : Drainagge shall be provided to avoid ponding. and ANSI/TPI and are reported in ESR -1118. L/999 MEM 8-9 (LIVE) LC 51 PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads Continuous lateral restraint attached to " flat TC as indicated. Lumber shall be L=0.02" CC= 0.01" CL- 0.03" only, unless tinted otherwise. structural grade. Brace G 24" o.c. unless EX.WB DEF CRITERIA:L/120 This truss is esigned using the -ted. IN MEM 13- 7; T= 0.01" ASCE7-10 Wind Specification Bldg Enclosed = Yes, _ Not designed for attic storage unless noted otherwise. - CRITICAL MEMBER ROES. TC COMP. DUR. / TENS. DUR. CSI Truss Location - Not End Zone 1-2 -152 1.60 / 181 1.25 0.17 Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 30.00 ft ' 2-3 -1463 1.25 / 46 1.60 0.13 - Mean roof height = ll.el ft, mph = 110 3-4 4-5 -1444 1.25 / -1510 1.25 / 74 1.60 - 0.09 84 1.60 0.20 Occupancy Category II, Dead Load = 13.2 psf 5-6 -1510 1.25 / 84 1.60 0.37 Designed as Main Wind Force Resisting System _ Lav -rise and Com and Cladding 6-7 -1299 1.25 / 65 1.60 0.38 Tributary Area = 47 ' ft BC COMP. WR. / TENS. WR. CSI Vertical members exposed to wind: 13- 7 8-9 -143 1.25 / 145 1.60 0.08 9-10 -165 1.60 / 240 1.60 0.09 - 10-11 -150 1.60 / 1312 1.25 0.23 ll -12 -103 1.60 / 1363 1.25 0.29 12-13 -44 1.60 / 128 1.60 0.17 WB COMP.WR./ TENS. DUR. CSI 2-9 -9911.25/ 75 1.60 0.11 - 2-10 -561.60/ 1305 1.25 0.53 , 3-10 -2281.2S/ S6 1.60 0.03 4-10 -201.25/ 66 1.60 0.02 4-11 5-11 -191.60/ -2841.25/ 369 1.25 0.15 72 1.60 0.05 - 6-11 - -311.60/ 165 1.25 0.07 ' 6-12 -5661.25/ 93 1.60 0.10 _ 7-12 -551.60/ 1462 1.25 0.59 7-13 -85511.251/ 75 1.60 0.18 9-10-15 1 2 3 4 5 6 4.00 13-6-0 1.5X3 6X6 2.5X4 T 1.5X3 34-7 4X4 r 3X6 III • 0-3-13 6X8 5X6 3X8 ' 2X4 2.0.0 B 1 W:508 R:1081 U:-96 ' '• I 23-6-0 . 8 9 10 11 12 7 a. Qty: 1 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 9-10-15 23- 6- 0 UPLIFT REACTIONS) : Support CBC Wind Non -Wind 1 -96 lb 2 -SO lb HORIZONTAL REACfION(S) support 1 172 lb support 2 172 lb IIX 8 T T 3-4-2 3-7-7 SHIP + �OFESS/ 2X4'` 1 j, B2 W:508 R:904 U:-50 13-1No. C 72160 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are Positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss *"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI (G4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. vj7 V Trusses require extreme care in fabricating, handling, shipping. installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless >r noted otherwise, top chord shall have property attached structural sheathing and bottom chortl shall have a property attached rigid ceiling. Locations shown I�L1 r� r1 for permanent lateral restraint n webs shall have bracing finless tl per Other sections B3, B7 or B70, as applicable. Apply plates to each face of Imss and II'J'�l I �t��\V\�JII position as shown above and on the Joint Details rePotl, unless noted otherv+5e. Alpine, a division of ITW Building Componems Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great SW Pkwy. Grand Prairie, TX 75080 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI1 Sec.2 TRUS PLUS 6.0 VER' T6 . S . 21 For more information see this job's general rotes page and these web sites: ALPINE: www.aloine4w.com,TPI: vwow.tcinstora: WTCA: www.sbcirdustrv.orm ICC: www.iccsafe.au CIVIL �P T grFOFCAUF�� 4/12/2017 Cust:' PHILLIPS W0: Drive_C_0011116_L000 ID: Drive_C_0011116_L00005_100001 Dsgnr: AW #LC = 53 WT/PLY: 151# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.10 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: M23C Qty: 1 F BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL Yl & Btr. Designed per ANSI/TPI 1-2014 This design based on chord bracing applied 1 2- 2-12 1081 5.50" 1.50" BC 2x4 DFL Y1 & Btr. Fabrication Tolerance = 20.0% per the following schedule: Dsgn r : AW #LC = 53 WT/PLY: 149# 2 23- 3- 4 904 5.50" 1.50" WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the max o.c. from to MAX DEFLECTION (S an P ) : Kcr (creep factor) - 3.00 Refer to oint QC Detail Sheets for lesser of the truss chord lumber value or 625 for all bearings. TC 24.00" 11-10-15 UPLIFT REACTIONS) : 23- 6- 0 L/999 MEM 5-6 (LIVE) LC 2 • Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on Support C&C Wind Non -Wind BC Live 0.00 psf L= -0.17" CC= -0.26" CL= -0.42" Loaded for 10 PSF non -concurrent BCLL. Drainage be testingg and approval as required by IBC 1703 1 -94 lb 0. C. SpaCi ng 2- 0- 0 MAX DEFLECTION (Cant) : shall provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. nd ANSI/TPI and are reported in ESR -1118. Continuous lateral restraint attached to 2 -59 lb HORIZONTAL REACTION(S)) TRUS PLUS 6.0 VER: T6.5.21: L/999 MEM 7-8 (LIVE) LC 51 are End verticals are designed for axial loads flat TC as indicated. Lumber shall be support 1 209 lb: L= 0.02" CC= 0.00" CL= 0.02" only, unless otherwise. structural grade. Brace N 24" o.c. unless support 2 209 lb EX.WB DEF CRITERIA:L/120 This truss is designed using the noted. IN MEM 11- 6; T= 0.02" ASCE7-10 Wind Specification - - Bldg Enclosed = Yes, Not designed for attic storage unless noted otherwise. - CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. DUR. CSI Truss Location = Not End Zone , 1-2 -264 1.60 / 130 1.25 0.25 2-3 -1554 1.25 / 49 1.60 0.24 Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 30.00 ft 3-4 -1518 1.25 / - B1 1.60 0.15 4-5 -1232 1.25 / 82 1.60 0.42 Mean roof height = 12.14 ft, mph - 110 Occupancy Category II, Dead Load 13.2 psf S-6 -1232 1.25 / 82 1.60 0.57 Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding BC COMP. DUR. / TENS. WR. CSI 7-8 -90 1.25 / 265 1.60 0.13 Tributary Area - 47 Sq ft Vertical members exposed to wind: ll- 6 8-9 -206 1.60 / 375 1.60 0.18 9-10 -165 1.60 / 1190 1.25 0.40 ' 10-11• -54 1.60 / 156 1.60 0.27 WS COMP. DUR. / TENS.IDUR. CSI -8 -997 1.25 / 91.6.112-9 -44 1.60 / 12371.25 0.503-9 -305 1.25 721.0.05 4-9 -12 1.60 / 3271.25 0.13 4-10-19 1.60 791.25 0.03 5-10 -522 1.25 901.600.13 6-10 -74 1.60 13841.25 0.566 -ll -848 1.25 891.60 0.26 11-10-15 1 2 3 4 5 4.00 11-6-0 6 1.5X3 4-3-7I 4-3-7 4-0-2 4X4 I SHIP 3X6 11I 2 0-3-13 2X4 6X8 6X8 2X4 B1 2 0 0 WB2:508 B2T. R:1081 _ R:904 U:-94 U:-59 23-6-0 7 8 9 10 11 No. C 72160 tit Cfvl% ,�a�P • '91FpF ��0�" All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "*WARNING!"* READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust:. PHILLIPS (C4T "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve_C_0011116_L000 ^ require extreme rare in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L000OS_100001 Safely Information, by TPI and V✓TCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 53 WT/PLY: 149# v VTrusses >r noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown br lateral have bracing installed SCSI B3, B7 810, Apply to face truss TC Live 20.00 ppsf Ll r L=1.2 5 P=1.2 5 ��� ^ n I`f�\\Ifl permanent n webs shall per sections or as applicable. plates each of and rve a- on position as shownabwearWanlheJoint Detai6rePon,unlessnoted otherwise. TC Sr10W Pf 0.00 Sf ( ) owDu $nOWDUr L=1.15 P=1.15 Alpine, a division of 17W Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 p5 f Rep Mb r Bnd / Comp / Tens AN 17W COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use o1 this drawing for any stnucture is the responsibility o/ the Building BC Dead 8.00 ps f 0. C. SpaCi ng 2- 0- 0 Designer per ANSUfPI f Sec.2 TRUS PLUS 6.0 VER: T6.5.21: For more information see this job's general notes page aril these web sites: ALPINEwww .aloineitw.com:TPI:www.toinst oro: WTCA www.sbdndustry oro: ICC: www iccsafe oro Bl d g Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE . Truss ID: M23D Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Str. Designed per AN 1-2014 This design based on chord bracing applied 1 2- 2-12 1081 5.50" 1.50" BC 2x4 DFL #1 & Btr. . Fabrication Tolerance - 20.0% per the following schedule: 12-13 2 23- 3- 4 904 5.50" 1.50" WEB •2x4 DFL STANDARD K (creep factor) - 3.00 Bearings designed for an FcPerp value of the - lesser lumber max o.c. from to MAX DEFLECTION (span) Refer to Joint QC Detail Sheets for - of the truss chord value or - 625 for all bearings. TC 24.00" 13-10-15 UPLIFT REACTION(S) 23-'06- 0 L/999 MEM 3-4 (LIVE) LC 2 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on : Support CBC Wind Non -Wind 3-11 L= -0.05" CC= -0.11" CL= -0.16" Loaded for 10 PSF non -concurrent BOLL. Drainage shall be to avoid testingy and approval as required by IBC 1703 in 1 -91 lb - MAX DEFLECTION (cant) : provided ponding. PLATING BASED ON GREEN LUMBER VALUES. and AN and are reported ESR -1118.- Continuous lateral restraint attached to 2 -69 lb HORIZONTAL REACTION((5) -544((((1.25))))/ -246 1.25 / L/999 MEM 8-9 (LIVE) LC S1 are End verticals are desiyned for axial loads flat TC as indicated. Lumber shall be support 1 24d 1b 7-13 L= 0.01" CC= 0.00" CL= 0.02" only, unless otherwise. structural grade- Brace 0 24" o.c. unless support 2 246 lb BC Live 0.00 psf EX.WB DEF CRITERIA:L/120 This truss is designed using the noted. BC Dead 8.00 ps f 0. C. Spaci ng 2- 0- 0 IN MEM 13- 7; T= 0.03" ASCE7-10 Wind Specification Not designed for attic storage unless TRUSPLUS 6.0 VER: T6.5.21 CRITICAL MEMBER FORCES: Bldg Enclosed Yes, Truss Location = Not End Zone noted otherwise. TC COMP.JOUR,. / TENS. DUR. CSI Exp Category C2-3 1-2 -2581.6 / 129 1.25 0.23 81dg Length = 40.00 ft, Bldg Width = 30.00 ft3-4 -15401.25 50 1.60 0.23 Mean roof height = 12.48 ft, mph 1104-5 -11811.25 79 1.60 0.22 II,DeadLoad 13.2 psf5-6 -10671.2S 82 1.60 0.09OccupancyCategory -5841.25 / 75 1.60 0.09 Designed as Main Wind Force ResistingSystem 6-7 -5841.25 / 75 1.60 0.09 - Low-rise and Components and Cladding Tributary Area = 47 sgft BC COMP DUR / TENS DUR CSI Vertical members exposed to wind: 13- 7 8-9 -91 1.25 / 258 1.60 0.15 9-10 -235 1.60 / 366 1.60 0.15 10-11 -201 I . / 1412 1.25 0.21 11-12 -136 1.60 / 908 1.25 0.25 12-13 -64 1.60 / 183 1.60 0.12 WS COMP. WR. / TENS. DUR. CSI 2-9 -986 1.25 / 90 1.60 0.11 2-10 -49 1.60 / 1236 1.25 0.50 3-10 -107 1.25 / 63 1.60 0.02 3-11 -393 1.25 / 49 1.60 0.26 4-11 / 154 1.25 0.06 5-11 -30(1.60)/ 261 1.25 0.11 5-12 6-12 -544((((1.25))))/ -246 1.25 / 63 1.60 0.28 63 1.60 0.08 7-12 -59 1.60 / 966 1.25 0.39 7-13 -879 1.25 / 80 1.60 0.41 13-10-15 1 2 3 4 4.00 5 6 7 9-6-0 Y L.J Y I.,/xJ Y/xY 2.5X4 4-11-7 4-8-2 4-11-7 t = 4X4 - - k/\ - / aI SHIP 3X6 11 0-3-13 2X4 6X6 3X6 4X8 B2.T. - W:508 R:1081 R:904 U:-91 U:-69 23-6-0 No. C 72160 8 9 10 11 12 - 13 - Cfvll P 9�OF All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super CAUIF SVength 18 ga. Plates are to be positioned per Joint Detail Repos. Cirded plates and false frame plates J 4/12/2017 A 2/2O A are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. �{I 1 1 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (C4) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ Trusses require extreme care in labricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve_C_0011116_L0000 S_] 00001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 53 WT/PLY : 164# v V rr noted otherwise, top chortl shall have property attached structural sheathing and bottom chord shall have a propedy attached rigid ceiling. Locations shown for lateral have bracing installed 83, B7 870, Apply to face truss TC Live 20.00 pps f Ll r L=1.25 P=1.25 I� rl ALFON iii "' em restraint n webs shall per Cher sections or as applicable. plates each of and position as shown above and on the .joint Details repos, unless noted otherwise. � TC $nOW Pf 0.00 Sf ( , owDU SrIOWDUr L=1.15 P=1.15 IIIIILLLLIIIIrr-r�U--����1 IIUII\\\V\IJII Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 ps f Rep Mb r Bnd / Comp / Tens AN fTW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or coverpage listing this drawing, indicates acceptance ofprofessional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 ps f 0. C. Spaci ng 2- 0- 0 Designerper ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web saes: ALPINE: www .aloineitw.mm:TPI: www .toinst.oto :WTCA:vrww.slicudustmorm� ICC: www .iccsafe.Ono Bl d g Code: CRC -2013 DEfL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE 8 9 10 11 12 ' Truss ID: M23E Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 This design based on chord bracing applied 1 2- 2-12 1081 5.50 1.50 BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% per the following schedule: 2 23- 3- 4 904 5.50 1.50" WEB 2z4 DFL STANDARD 268 - Homewood Truss Bearings designed for an Fc Perp value of the max o.c. from to MAX DEFLECTION (span) P ) : Kcr (creep factor) - 3.00 Refer to oint QC Detail Sheets for ^ lesser of the truss chord lumber value or 625 for all bearings. TC 24.00" 15-10-15 REACTION(S) 23-t6- 0 L/999 MEM 11-12 (LIVE) LC 45 Cq factors and Rotational Tolerances. v VTrusses rr IRC/IBC truss plate values are based on UPLIFT : Support C&C Wind Non -Wind Li r L=1. 2 5 P=1. 2 5 L= '0.09" CC= -0.17" CL= -0.26" Loaded for 10 PSF on -concurrent BOLL. DTaina9e Obe TC Snout Pf 0.00 psf ( ) testingg and approval as required by IBC 1703 1 -89 lb Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in MAX DEFLECTION (Cant) : shall provided to avoid ponding. PLATIN( tlA.SEb ON GREEN LUMBER VALIIFS. AN ITiNCOMPANY and ANSI/TPI and are reported in ESR -1118. Continuous lateral 2 -81 lb 1.10 / 1.10 / 1.10 L/999 MEM 8-9 (LIVE LC 51 End verticals are designed for axial loads BC Dead 8.00 psf restraint attached to flat TC as indicated. Lumber shall be HORIZONTAL REACTION(5)) support 1 283 lb Designer per ANSI/TPl f Sec.2 L= 0.02" CC= 0.00" CL= 0.02" only, unless noted otherwise. TRU$PLUS 6.0 VER: T6.5.21 structural grade. Brace 0 24" o.c. unless support 2 283 lb DEFL RATIO: L/240 TC: L/240 EX.WB DEF CRITERIA:L/120 This truss is designed using the noted. IN MEM 12- 7; T= 0.06" ASCE7-10 Wind Specification Not designed for attic storage unless CRITICAL MEMBER FORCES: Bldg Enclosed - Yes, TrussLocation =Not End Zone nootherwise. TC COMP.JOUR. / TENS. DU CSI Categggory C 1-2 -2461.60 / 136 1.25 0.22 2-3 -15661.25 / 45 1.60 0.24 BldExp ft3-4 -15741.25 / 101 1.60 0.25 4-5 -9511.25 / 88 1.60 0.20 Mean rooftheighC=�12t(il ft9 mphth= 110.00 Occupancy CategoryII, DeadLod=13.2 psf 5-6 -8731.25 / 81 1.60 0.16Lav-rise Designed as Main Wind Force Resisting System and Components and Cladding 6-7 -741.60 / 80 1.60 0.15 Tributary Area = 47 sgft BC COMP. DUR. / TENS. WR. CSI vertical members exposed to wind: 12- 7 RIC -98 1.25 / 245 1.60 0.14 9-10 -268 1.60 / 353 1.60 0.14 10-11 -14 1.60 / 1006 1.25 0.40 11-12 -1373(l.60)/ 560 1.25 0.39 WB COMP. DUR. / TENS.CSI 2-9 -986 1.25 / 86 1.60 0.11 2-10 -47 1.60 / 1276 1.25 0.52 3-10 -408 1.25 / 80 1.60 0.06 4-10 -44 1.60 / 537 1.25 0.22 - 101.16R.1 4-11 -507 1.25 / 98 1.60 0.21 5-11 -8 1.60 / 232 1.25 0.09 6-11 -21 1.60 / 508 1.25 0.21 6-12 -919 1.25 / 98 1.60 0.66 7-12 -116 1.2S / 36 1.60 0.41 15-10-15 - 1 2 3 4 6 7 4.00 7-6-0 5-7-7 0-3-13 iri4 t t 5-4.2 5-7-7 t I SHIP 82 T W:508 ��V' R:1081 R:904 U:-89 U:-81 a 8 9 10 11 12 ' No. C 72160 CfvnL �P 9�OF All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super ' CAL1f� Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates Shift 4/12/2017 are positioned as shown above. gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS CCAS "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve_C_0011116_L00005_300001 Safety Information, by TPI and TCA) for safety practices pnor to performing mese functions. Installers shall provide temporary bracing per BCSI. Unless W Dsgn r : AW #LC = 53 WT/PLY: 164# v VTrusses rr no. otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown have bracing installed BCSI B3. B7 870, Apply lace TC Live 20.00 psf Li r L=1. 2 5 P=1. 2 5 - IUr��\V\IJII ��� r� rt for permanent lateral restraint n webs shall per sections or as applicable. plates to each of truss and position as shown above and on me Joint Details repos, unless noted otherwise. TC Snout Pf 0.00 psf ( ) owDU $r10WDUr L=1. 15 P=1. 1$ Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN ITiNCOMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility • BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SWPkwy. Grand Praire, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPl f Sec.2 TRU$PLUS 6.0 VER: T6.5.21 For more information we this job's general notes page and these websbes: ALPINE: www.aluineitw.com: TPI: www.toinsLord: WTCA: wwwsbcindustrv.ord: ICC: www.icceafe.ora Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: M23F Qty: 1 BRC X -LOC REACT SIZE REQ'D TC 2x6 DFL #2 Web bracing required at each location shown. This design based on chord bracing applied 1 2- 5-12 1473 HGR 1:57" 2 23- 3- 4 1676 5.50 1.79 2x4 DFL #1 & 8tr. 1-4 BC 2x4 DFL #1 & Btr. ® Refer to SCSI for proper required lateral restraint. For alternative web bracing, per the foilowi ng schedule: max O.C. from to BRG HANGER CLIP NOTE / WEB 2x4 DFL STANDARD GBL BLK 2x4 DFL STANDARD see ITWBCG's standard details. TC 24.00" 17-10-15 23- 6- 0 1 'HUS26 Bearings designed for an FcPerp value of the Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20:0% Required bearing widths and bearing areas appl when truss not supported in a hanger. Support Connection(s)/Hanger(5) are lesser of the truss chord lumber value or 625 for bearings. - Kcr (creep factor) = 3.00 UPLIFT REAC7ION(5) : not desiggned for horizontal loads. SEE SIMPSON CATALOG all IRC/IBC truss plate values are based on Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Support C&C Wind Non -Wind 1 -42 lb FOR ADDITIONAL INSTALLATION NOTES testing and approval as required by IBC 1703 _ and AN I/TPI•and are reported in ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Drainage be 2 -49 lb MAX DEFLECTION (span) Building designer shall verify gable loads shall provided to avoid ponding. Permanent bracing is reywired to HORIZONTAL REACTIONS) support 1 -3500 3b• L/999 MEM 2-3 (LIVE) LC 1 and eave loads, if applicable. [.j bracing 0 48" intervals, prevent rotation/toppling. See support 2 -3500 lb L= -0.08" CC= -0.32" CL= -0.40" gable required - 1 exppoosed to wind load applied to face. SCSI and ANSI/TPI 1. Continuous lateral restraint attached to This truss is designed usingthe ASCE7-10 Wind Specification EX.W8 DEF CRITERIA:L/120 See ITylBCG's Gable Bracing Details. flat 7C as indicated. Lumber shall be Bldg Enclosed Yes, IN MEM 10- 5; T= 0.10" PLATING BASED ON GREEN LUMBER VALUES. structural grade. Brace 0 24" o.c. unless Truss Location - Not End Zone CRITICAL MEMBER FORCES: are End verticals are designed for axial loads noted. Exp Category =.0 TC COMP. DUR. / TENS. CSI 1-2 -2207 1.25 / 0.48 only, unless otherwise. Not designed for attic storage ........ ............ Designed for 3.5 K lbs drag load Bldg Length = 40.00 ft, Bldg Width = 30.00 ft - 2-3• -2197 1.60 / 40(1.60) 0.4B 3-4 1.25 unless noted otherwise. applied horizontally in either direction to the top Mean roof height = 13.14 ft, mph = ll0 Occupancy Category II, Dead Load = 13.2 psf -1613 / 0.33 4-5 -1222 1.60 / 1222(1.60) 0.67 I�Jj�\\�J� chord panel Points, with dead 0 % live loads using load duration = 1.60. Designed as Main Wind Force Resisting System - Lav -rise and Components and Cladding TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens Horizontal reaction - 3.5 K lbs at each - Tributary Area = 63 sgft BC COMP. WR. / TENS. WR. CSI BC Live 0.00 psf bearing individually. Connection by others. Vertical members exposed to wind: 6- 1, 10- 5 6-7 -3500 1.60 / 3500 :.ti 0.40 - 7-e -427 1.60 / 3173 1.60 0.41 - ♦ ..................... ----------LOAD CASE #1 DESIGN LOADS ---------------- ------------ - Dir L.Plf L.Loc R.Plf R.Loc LL/TL B-1 -1967 1.60 / 3503 1.60 0.40 9-10 -1962 1.60 / 3507 1.60 0.43 Designer per ANSYTPI f Sec.2 TC Vert 78.00 2- 3- 0 128.00 18- 0- 0 0.51 TC Vert 128.00 111 0- 0 128.00 23- 6- 0 0.31 WB COMP. DUR. / TENS.(WR.) CSI TRUSPLUS 6.0 VER: T6.5.21 For more information we this job's general notes page and mese web sites: ALPINE:www aloineitw.comloineitw.wm:TPI: www toinst.ora:WTCAw�wsbdodustrv.ormbdodustry.ora:ICC: wicaafeoro BC Vert 16.00 2- 3- 0 16.00 23- 6- 0 0.00 1-6 -1189 1.25 / 0.13 DEFL RATIO: L/240 TC: L/24 1-7 -325 1.60 / 3094 1.60 0.98 2-7 -371 1.60 / 157 1.60 0.05 2-8 -1223 1.60 / 457 1.60 0.95 3-8 -458 1 25 / 0 21 4-8 -70 1.60 / 1220((1.60>) 0.39 15-7-15 4-9 / 19s(1:251 0.08 1 2 3 4 4-10 -2025(1.60)/ 0.63 5-10 -441(1.255/ 0.62 4.OD 5-6-0 5 2X4 6-0-2 6-3-7 SHIP B1 3X8 • HUS26 ` T. W: TpH W:508 W:508 R A 676 R:1473 U:49 U:42 1 21-3-0 2-3-0 STUB 6 7 8 9 10 No. C 72160 TYPICAL PLATE: 1.5X3 CfvnL �P 4TFOF GAt�F�a All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 Plates are to be Joint Detail Report. Circled and false frame ga. positioned per plates plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/12/2017 y/ A 1 2/2O A 1 7 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS icA "IMPORTANT" IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_L000 /\ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve_C_0011116_L00005_300001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 47 Wf/PLY • 257# r y noed otherwise, top chord shall have properly attached ,uuctura, sheathing and bottom Chad shall have a property attached rigid ceiling. Locations shown ^ Tl lw permanent lateral restraint webs shall have bracing installed per sections B3, 87 or B70, as applicab e. Apply p aces to each lace oftrues and TC Live 20.00 psf Li veDu r L=1.2 5 P=1.2 5 O ��� position as shown above and on the Joint Details report, unless noted otherwise. n the, TC $r10W Pf 0.00 5 f ( ) $nOWDU r L=1.15 P=1.15 I�Jj�\\�J� Alpine, a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN 17W COMPANY conformance with ANSVTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility o/ the Building - BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSYTPI f Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information we this job's general notes page and mese web sites: ALPINE:www aloineitw.comloineitw.wm:TPI: www toinst.ora:WTCAw�wsbdodustrv.ormbdodustry.ora:ICC: wicaafeoro Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: M23G Qty: 1 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 b etr. Web bracing required at each location shown. This design based on chord bracing applied 1 2- 5-12 913 HCR 1.50" BC 2x4 DFL #1 b Btr. ® Refer to BCSI for proper required lateral per the following schedule: , 2 23- 3- 4 1021 5.50" 1.50" WEB 2x4 DFL STANDARD restraint. For alternative web bracing, max O.C. from to BRC HANGER CLIP NOTE / Designed per.ANSI/TPI 1-2014 Bearings designed for an FcPer9 value of the see 1TWBCG's standard details. Fabrication Tolerance 20.0% TC 24.00" 19-10-15 Required bearing bearing 23- 6- 0 1 °MUS26 lesser of the truss chord lumber value or - Xcr (creep factor) = 3:00 widths and areas apply when truss not supported in a hanger. Support Connection(s)/Hanger(s) are 625 for all bearings. Refer to of nt QC Detail Sheets for UPLIFT REACTION(5) : V V 1Y not for horizontal loads. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BOLL. Su rt CBC W1nd Non -Wind ppo 1 -36 lb IMPSOgNed SEE SIMPSON CATALOG and AN and are reported in ESR -1118. Drainage shall be provided to avoid ponding. 2 -107 lb for permanent lateral restraint n webs shall have bracing per sedans or as applicable. plates each of and position as shown above and on the joint Details report unless noted otherwise. FOR ADDITIONAL INSTALLATION NOTES PLATING BASED ON GREEN LUMBER VALUES. Continuous lateral restraint attached to HORIZONTAL REACTIONS)) MAX DEFLECTION (span) End verticals are designed for axial loads flat TC as indicated. Lumber shall be support 1 367 lb: L/999 MEM 8-9 (LIVE) LC 42 only, unless noted otherwise. - structural grade. Brace @ 24" o.c. unless support 2 367,lb L= -0.22" CC= -0.33" CL= -0.55" This truss is designed using the noted. solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building - EX.WB DEF CRITERIA:L/120 ASCE7-10 Wind Specification Bldg Enclosed = Yes, 20 psf Live Load applied to bottom chord in accordance with IBC/IRC code provisions. Designer per ANS11TPI T Sec.2 IN MEM 9- 5; T= 0.16" CRITICAL MEMBER FORCES: Truss Location = Not End Zone Exp Category = C TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sites: ALPINE: www .al.ineitwcom:TPLwww f.instom WTCA:www six:indrstrv.ro ICC: www iccafe.orit TC COMP. DUR. / TENS. OUR. CSI Bldg Length 40.00 ft, Bldg Width = 30.00 ft 1-2 -1558 1.25 / 57 1.60 0.30 Mean roof height = 13.48 ft, mph 110 2-3 -1199 1.25 / 67 1.60 0.29 Occupancy Category II, Dead Load = 13.2 psf 3-4 -1181 1.25 / 114 1.60 0.20 Designed as Main Wind Force Resisting System '4-5 -92 1.60 / 100 1.60 0.22 - Lox -rise and Components and Cladding Tributary Area = 43 sq ft 8C COMP.(OUR.)/ TENS.(DUR.) CSI Vertical members exposed to wind: 6- 1, 9- 5 6-7 -353(1.60)/ 56(1.60) 0.16 " 7-8 -234((1.603/ 1440((1.25)) 0.55 8-9 -162 1.60 / 471 1.25 0.49 WB COMP. OUR. / TENS. OUR. CSI 1-6 -863 1.25 / 61 1.60 0.10 1-7-21 1.60 / 1450 1.25 059 ' 2-7 -166 1.25 / SS 1.60 0..03 2-8 -446 1.25 / 79 1.60 0.35 17-7-15 3-8 -360 1.25 / 75 1.60 0.14 4-8 -16 1.60 / 963 1.25 0.39 1 2 3 4 5 4-9 -851 1.25 / 127 1.60 0.82 5-9 -158 1.25 / 41 1.60 0.69 4.00 3-6-0 2X4 3X4 6-8-2 131 B2 MUS26 W:508 W:508 R:1021 R:913 U:-107 U:-36 21-3-0 2-3-0 STUB 6 7 8 9 6-11-7 SHIP No. C 72160 tit it CIVIL �P OF MrIa All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates =overlap - are positioned as shown above. Shift gable stud plates to with structural plates. 268 - Homewood Tru s "*WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS icy IMPORTANTg FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. "IMPORTANT" W0: Drive_C_0011116_L000 Trusses require care in handling, shipping, installing and bracing. Refer and follow the latest edition o1 BC51 (Building Component ID: Dri ve_C_0011116_L00005_100001 Safety Information, by 7P1 and WTCA) for safety practices pion to performing these functions. Installers shall provide temporary bracing per SCSI. Unless y TPI a A) for safe to st Dsgn r : AW #LC = 46 WT/PLY: 153# V V 1Y ......'wise, top chord shag have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown installed BCSI 13, 17 810; Apply to face truss TC Live 20.00 f _ _ Ll r L-1.2 5 P-1. 25 Ilfj�\\IJI for permanent lateral restraint n webs shall have bracing per sedans or as applicable. plates each of and position as shown above and on the joint Details report unless noted otherwise. pps TC SNOW(Pf) 0.00 Sf owDu Sr10WDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall no be responsible (of any deviation from this drawing, any failure to build the truss in TC Dead 14.00 ps f Rep Mb r Bnd / Comp / Tens AN r7W COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of protessional engineering responsibility BC Live 0.00 ps f 1.10 / 1.10 / 1.10 2820 N. Great sw Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 ps f 0. C. Spac i ng 2- 0- 0 Designer per ANS11TPI T Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sites: ALPINE: www .al.ineitwcom:TPLwww f.instom WTCA:www six:indrstrv.ro ICC: www iccafe.orit Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: SP1 Qty: 1 BRG X -LOC REACT SIZE REQ 'D TC 2x4 DFL STANDARD r Designed per ANSI/TPI 1-2014 Left end vertical is laterally supported by 1 0- 1-12 1441 3.50:: 1.50-- BC 2x4 DFL STANDARD Fabn cation Tolerance - 20.0% connection to the vertical webs in the 2 1- 7- 2 1441 3.50 1.50" WEB 2x4 DFL STANDARD Kcr factor) 3.00 - Bearings designed for an FcPerp value of the lesser lumber trusses on each side or other adequate Use 10d toe -nails 2" MAX DEFLECTION (span) (tree - Refer to �oint QC Detail Sheets for of the truss chord value or 625 for all bearings. sup ort. common at o.c. or Rardware by,ochers L/999 MEM 1-2 (LIVE) LC 3 Cq factors and Rotational Tolerances. NOTE:MAXIMIMUM TRUSS SPACING IS 12.0 " O.C. - Right end vertical is laterally supported by L= -0.01" CC= 0.00' CL= -0.01 PLATING BASED ON GREEN LUMBER VALUES. IRC/IBC truss plate values are based on connection to the vertical webs in the CRITICAL MEMBER FORCES: End verticals are designed foraxialloads ,. testing and approval as required by IBC 1703 AN I/TPI and in+E+SR-1118.+ trusses on each side or other adequate Use 10d toe -nails at 3" C. TC COMP.(WR. / TENS R. CSI only unless noted otherwise. DPL Fr REACTION(S) and are reported + + + + + + + + + + + + + + support. common or hardware by others 1-2 -369(1.60)/ 369(1.60):n.11. Support 1 1418 lb Designed for 400 Plf drag load applied HORIZONTAL REACTION(5) BC COMP. TENS.(DUR .) CSI Support 2 -1418 lb • - hurl zontally in either direction to the top support 1 347 ib 3-4 / 0.01 20 psfLiveLoad applied to bottom chord in IBC/IRC code chord uanel paints, with dead + 0 % live loads load duration 1.60. xupport 2 347 lb accordance with provisions. sing - Continuous bearing horizontal reaction = WB .COMP. (OUR. / TENS.(WR. CSI 1-3 -1437(1.603/ 1422(1.603 0.45 400 Plf Max. Connection by others. 1-4 -1487((1.603/ 1487((1.603 0.47 - +++++++++++++,+++++++++ - 2-4 -123 1.60 / 109 1.60 0.03 , r 1 2 4r00- • 1.5X3 5X6 3-6-12 2-11-13 6 5X6 Shear Panel System: All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Shear - panels shall be restrained against over- turning by connection at each end for the uplift reaction shown,.or to ad7'acent panels for the.same PLF magnitude as the drag load stated. - 1-8-14 _ • 13 4 _ OVER CONTINUOUS SUPPORT All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Repot. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "*WARNING!"* READ AND FOLLOW ALL NOTES ON THIS DRAWINGI (CA) "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. V V Trusses require extreme care in fabricating, handling. shipping. installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety prac ices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Untess 1r notetl otherwise, top chortl shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown ALM r� r1 to permanent lateral restraint n webs shall have reportg installed per BCSI sections B3. B7 or 870, as applicable. Apply plates to each lace of uuss and O I�t��\V\IJIt Ixsition as shown above and on the Joint Details repot, unless noted otherwise. Alpine, a division of ITW Building Components Group Inc., shall not be responsible tot any deviation from this drawing, any failure to build the truss in AN f7W COMPANY conformance with ANSIrTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great SW Pkwy. Grand Praid., TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI1 Sec.2 , TRUSPLUS 6.0 VER • T6. 5 .21 For more information we this job's general notes page and these web sees: ALPINE: mmw alpineitw conn TPI: www tuinstora: WTCA sbcindustry cuo, ICC: www.icosafe oro �OFESSI T. TqN r No. C 72960 CN 1_ �P of CAUF� Cust: PHILLIPS W0: Drive_C_0011116_1-000 ID: Drive_C_0011116_L00005_100001 Dsgnr: AW #LC = 4 WT/PLY: 23# TC Live 0.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 8.40 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 4.80 psf O.C.Spacing 1- 0- 0 Bldg Code: CRC -2013 IDEFIL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: SP2 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL STANDARD Plates outside the truss perimeter are Left end vertical is laterally supported by 1 0- 1-12 3.50 1. 50': BC 2x4 DFL. STANDARD designed for the location shown only. connection to the vertical we in the .2458 2 1- 8-10 2458 3.50:: 1.50" WEB 2x4 DFL STANDARD Trim to match pprofile if necessary. trusses on each side or other adequate MAX DEFLECTION (span) : Fabrication Tolerance = 20.0% Kcr (creep factor) - 3.00 Designed per,ANSI/TPI 1-2014 Bean ngs designed for an Fc Perp value of the support. Use 10d common toe -nails at 2" o.c. or hardware by others L/999 MEM 1-2 (LIVE) LC 2 - Refer to oint QC Detail Sheets for lesser of the truss chord lumber value or - Right end vertical is laterally supported by L= -0.01 CC= 0.00" CL= -0.01 C factors and Rotational Tolerances. 625 for all bearing9s. " connection to the, vertical webs in the CRITICAL MEMBER FORCES: TC L MEMBER OR TENS. (DUR.) CSI IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 NOTE:MAXIMIMUM TRU 55 SPACING IS 12.0 O.C. PLATING BASED ON GREEN LUMBER VALUES. trusses on each sde or other adequate support. Use lOd common toe -nails at 3" o. c. 1-2 -391(1.60)/ 391(1.60) 0.12 and ANSI/TPI and are reported in ESR -1118. + + + + + + + + + + + + + + + + + + End verticals are designed for axial loads only unless not otherwise. or hardware by others UPLIFT REACrION(S) Li r L=1.25 P=1.25 Designed for 400 Plf drag load applied HORIZONTAL REACTIONS) Support 1 -2433 lb BC COMP. (DUR.)/ TENS. (OUR.) CSI 3-4 / 0.01 horizontally in either direction to the top support 1 378 1b Support 2 -2433 lb TC Sr10W(Pf) chord panel points, with dead + 0 %live support 2 -377 lb WB COMP. DUR. / TENS. DUR. CSI loads using load duration = 1.60. -, 20 psf Live Load applied to bottom chord in 1-3 -1250((1.60))/ 1235 1.60 0.45 Continuous bearing horizontal reaction = accordance with IBC/IRC code provisions. 8.40 psf 2-4 -2453(1.60)/ .2438 1.60 0.83 400 Plf Max. Connection by others. conformance with ANSI/TPI 1, or for handling, shipping, installation 8 bracing of trusses, A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 1-6 -1340(((1.603)/ 13401.60 0.43 ++++++++++++++++++++++ - 2820 N. Great SW Pkwy. Grand Praire, TX 75050 5-6 -12 1.60 / 12 1.60 0.00 BC Dead 4.80 psf 3-6 -1421 1.60 / 1421 1.60 0.45 Designer per ANSYTPI 1 Sec.2 / 1 2 4.00 1.5X3 4X6 5X8 5-9-3 5-1-12 6X8 5X6 3X6 1-10-6 3 4 OVER CONTINUOUS SUPPORT Shear Panel System: All panels shall be attach- ed to the shear wall and roof diaphraggm for the drag load stated. Shear panels shall be re- strained against overturning by connection at eachend for the uplift reaction shown, or to adjacent panels for the same PLF magnitude as the drag load stated. �oFFss/o� . ���T. TqN No. C 22160 • "S" 'Qll� pF�f�" All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., for Super - Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are poslboned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/12/2017 268 - Homewood Trus *"WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (C%� * "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS., W0: Drive -C_0011116 -L000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve_C_0011116_L00005_J 00001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing Per SCSI. Unless Dsgn r : AW #LC = 4 WT/PLY: 39# v V JV noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown B7 B70, Apply lace truss TC Live 0.00 psf Li r L=1.25 P=1.25 ��� � r� rt I�t��\V`IJII lateral ve and n webs shall have bracing installed per then sections 63. or as app6whle. plates to each of and lof ition: shown posibonasshownaboveandantne.lointDetailsrepon,unlessnotedotherwise. TC Sr10W(Pf) 0.00 psf owDu $nOWDUr L=1.15 P=1.15 - Alpine, a division of INV Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 8.40 psf Rep Mb r Bnd / Comp / Tens AN 17W COMPANY conformance with ANSI/TPI 1, or for handling, shipping, installation 8 bracing of trusses, A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Praire, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 4.80 psf 0. C .Spacing 1- 0- 0 Designer per ANSYTPI 1 Sec.2 TRUSPLUS 6.0 VER: T6. 5.21 For more information see this job's general notes page and these web sties: ALPINE: www.aloineirw com- TPI: www.tpinst ora' WTCA: wvnv.sbcindustrv.ora: ICC: www.iccsafe.ora Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: SP3 Qty: 1 BRIS X -LOC REACT SIZE REQ 'D TC 2x4 DFL STANDARD _ Plates outside he truss perimeter, are Left end vertical is laterally supported by 1 0- 1-12 2774 3.50 1.50" BC - 2x4 DFL STANDARD designed for the location shown only. connection to the vertical webs in the 2 1- 8-10 2774 3.50 1.50" WEB 2x4 DFL STANDARD Trim to match rofile if necessary. - pp trusses on each side or other adequate MAX DEFLECTION (span) P ) Fabrication Tolerance = 20.0% Kcr (creep factor) = 3;00 Designed per .ANSI/TPI 1-2014 Bean ngs designed for an FcPerp of the support. Use 10d common toe -nails at 2" o.c. hardware by L/999 MEM 1-2 (LIVE) LC 3 Refer to ]pint QC Detail Sheets for value lesser of the truss chord lumber value or - or others Right end vertical is atsupported by L= -0.01 CC= 0.00" CL= -0.01" C factors and Rotational Tolerances. `IRC/IBC 625 for all bearings. connection to the vertical webs in the CRITICAL MEMBER FORCES: TC COMP.(OUR.)/ TENS.(DUR.) CSI truss plate values are based on testing9 and approval as required by IBC 1703 ANSI/TPI in ESR NOTE:MAXIMIMUM TRUSS SPACING IS 12.0 O.C. PLATING BASED ON GREEN LUMBER VALUES. End designed for loads trusses on each side or ocher adequate support. Use 10d common toe -nails at 3" o. c. 1-2 -390(1.60)/ 390(1.60) 0.12 and and are reported -1118. + + + + + + + + + + + + + + + + + + verticals are axial only nless are otherwise. or hardware by others UPLIFT REACTION(S) BC COMP.(WR.)/ 7EN5.(WR.) CSI Designed for 400 Plf drag load applied _ HORIZONTAL REACTIONS) - Support 1 -2749 lb 3-4 / 0.01 hon zontally in either direction to the Lop- -support 1 379 1b - .. - Support 2 -2749 lb WB COMP.WR./ TENS. DUR. CSI chord panel points, with dead 0 % live loads using load duration 1.60. support 2 -379 lb 20 psf Live Load applied to bottom chord in 1-3 -14811.60/ 1466 1.60 0.55 Continuous bearing horizontal reaction = accordance with IBC/IRC code provisions. 2-4 -27691.60/ 2754 1.60 0.95 400 Plf Marx. Connection by others. 1-6 -15371.60/ 15371.60 0.49 -+++++++ ++++++ +++,++++ - 5-6 -191.60/ 14 1.60 0.00 - 3-6 -149511.601/ 1495 1.60 0.47 - 1 2 4O- 1.5X3 5X6 at r 5-9-126-5-3 6X8H64 6X8 Shear Panel System: All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against overturning y connection at each end for the uplift reaction shown, or to adjacent panels for the same PLF magnitude as the drag load stated 1-10-6 • 3 4 No. C 72160 OVER CONTINUOUS SUPPORT CNIL �P q�vdO pF=ame All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super - " Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frplates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss *"WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS CC4 "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 Trusses require extreme care in fabricating, handling. shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_300001 Sarety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 4 WT/PLY : 43# rr noted otherwise, top chortl shall have properly attach. structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown installed B3, 87 870, Apply face truss TC Live 0.00 ppsf Live Dur L=1.25 P=1.25 r� r1 r� I�r��\\\J�JII IILr�� ALPO lateral restraint n webs shall have bracing per then sections or as appliwde. plates to each of and for perm as shown position as shown above and an the Joint Details report, unless noted otherwise. TC Sr10W Pf) 0.00 Sf ( SnOWDUr L=1.15 P=1.15 IIIJ'�ll Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation It= this drawing, any failure to build the truss in TC Dead 8.40 ps f Rep Mb r Bird / Comp / Tens AN 17W COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 ps f 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 4.80 ps f 0. C. Spac i ng 1- 0- 0 Designer per ANSYTPI t Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these webshes: : ww.alpineitw.cOTPI: www.toinst o: WTCA wvvw.shandustoLgrg; ICC: www .iccsafe.wo ALPINEwm: ra Bld Code: CRC -2013 g DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: SP4 Qty: 1 BRC X -LOC REACT SIZE REQ - D TC 2x4 DFL STANDARD Plates outside the truss perimeter ar, Left end vertical is laterally supported by 1 0- 1-12 3090 3.50 1.50 2 1- 8-10 3090 3.50 1.50 BC 2x4 DFL STANDARD WEB 2x4 DFL STANDARD designed for the location shown only. Trim to match 00rofile if necessary. - connection to the vertical webs in the trusses on each side or other adequate MAX DEFLECTION (span) 2x4 DFL tl1 d Btr. 4-2 Bearings designed for an FcPerp value of the Designed per ANSI/TPI 1-2014 Fabn cation Tolerance - 20.0% Support. Use lOd common toe -nails at 2'• o.c. or hardware by _others L/999 MEM 1-2 (LIVE) LC 3 lesser of the truss chord lumber value or 625 for all bearings. Kcr (creep factor) = 3:00 Refer to Joint QC Detail Sheets for Right end vert cal is laterally supported by connection to the vertical webs in Che L= -0.02" CC= 0.00" CL= -0.021, CRITICAL MEMBER FORCES: NOTE:MAKIMIMUM TRUSS SPACING IS 12.0 " O.C. PLATING BASED ON GREEN LUMBER VALUES. Cq factors and Rotational Tolerances. IRC/IBC based trusses on each side or other adequate Use 10d 3" TC COMP.(WR.)/ TFNS. fflt.) CSI - End verticals are designed axial loads truss plate values are on testingg and approval as required by IBC 1703 support. common toe -nails at o.c. ar hardware byy others 1-2 -387(1.60)/ 387(1.60) 0.12 ,for only less oted otherwise. - - - and AN and are reported in ESR -1118. UPLIFT REACTION(5) BC COMP TENS.(DUR.) CSI HORIZONTAL REACTION(S) .+ + + + + + + + + + + + + + . + + r Support 1 -3065 lb 3-4 / 0.01 ' support 1 384 ib - Designed for 400 Plf drag load applied Support 2 -3065 lb WB COMP. DUR. / TENS. DUR. CSI support 2 -384 lb 20 psf Live Load applied to bottom chord in horizontally in either direction to the top chord panel points, with dead 0 %live Trusses require extreme care in fabrirating, handling, shipping. installing and bracing. Refer to aro follow the latest edition of SCSI (Building Component 1-3 -1783((1.603/ 1768((1.603 0.68 accordance with IBC/IRC code provisions. loads using load duration = 1.60. Sal"y Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCS). Unless 2-4 -3085(1.60)/ 3070(1.60) 0.35 1-6 -1808(((1.603)/ 1808(((1.60))) 0.57 Dsgn r : AW Continuous bearing horizontal .reaction = 400 Plf Max. Connecton by others. v V rr 5-6 -181.60 / 181.60 0.01 ++++++++++++++ +++++++ 0.00 psf 3-6 -1512 1.60 / 1511 1.60 0.48 ALM O 1 2 ; DO - 1. 5X3 01.5X3 6X6 6-5-12 7-1-3. 7X8 7X8 5X6 4X6 Shear Panel System: All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against over- turning by connection at each end for the -. uplift reaction shown, or to adjacent panels for the same PLF magnitude as the . drag load stated. t 1106 3 4 OVER CONTINUOUS SUPPORT Z;7 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud. plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (G4 "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 ^ Trusses require extreme care in fabrirating, handling, shipping. installing and bracing. Refer to aro follow the latest edition of SCSI (Building Component ID: Dri ve_C_0011116_L00005-) 00001 Sal"y Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCS). Unless Dsgn r : AW #LC = 4 WT/PLY: 47# v V rr noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid wifing. Locations shown face TC Live 0.00 psf L i ve DU r L=1.25 P=1.25 ALM O r� rt I�i.�\\\JIJII for p an a t sh lateral restraint n webs shall have bracing installed per SCSI sections B3, 87 or 810, as appfiwMe. Apply plates to each of truss and position as shown above and on NeJoint DetaiSrepon,unless noted otherwise. TC STIOW(Pf) 0.00 psf SnOWDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible (of any deviation from this drawing, any failure to build the truss in TC Dead 8.40 psf Rep Mbr Bind /Comp /Ten s AN ITINCOMPANY wnformance with ANSUTPI 1, or for handling, shipping. installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great Sw PAwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 4.80 psf 0. C. Spaci ng 1- 0- 0 Designer perANSI/TPI f Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sites: ALPINE: wwx aloineitw.cem: TPI: www.tninst ora: WTCA wvrw.sbandustrv.ora ICC: www.iccsafe ora Bld Code: CRC -2013 g DEFL RATIO: L/240 TC: L/24 t Job Name: PHILLIP RESIDENCE Truss ID: SP5 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL g1 & Btr. Plates outside the truss perimeter are Left end vertical is laterally supported by 1 0- 1-12 3229 3.50" 1.50 BC 2x4 OFL & Btr. designed for the location shown only. connection to the vertical webs in the 2 1- 8-10 3227 3.50" 1.50" S1 WEB 2x4 DFL STANDARD Trim to match profile if necessary. trusses on each side or other adequate MAX DEFLECTION (5 an) p Bearin s desi 2z4 DFL O1 & Btr. 4-1 for an Fc Perp value of the Designed per ANSI/TPI 1-2014 - Fabrication Tolerance = 20.0% support. Use 10d common toe -nails at 3" o.c. or hardware by others L/999 MEM 2-3 (LIVE) LC 3 - g gned lesser of the truss chord lumber value or - Kcr (creel factor) 3.00 Right end vertical is laterally supported by L= -0.02" CC= 0.00" CL= -0.03" 625 for all bearings. " Refer to 3mint QC Detail Sheets for connection to the vertical webs in the MAX DEFLECTION (Cant) NOTE:MA%IMIMUM TRUSS SPACING IS 12.0 O.C. Drainage shall be to avoid Cy factors and Rotational Tolerances. IRC/IBC truss values are based on trusses on each side or other adequate support. Use 10d common toe -nails at 3" O.C. L/446 MEM 1-2 (LIVE) LC 3 provided ponding. PLATING BASED ON GREEN LUMBER VALUES. plate testing and approval as required by IBC 1703 or hardware by others L= -0.03" CC= 0.00" CL= -0.03" are End verticals are designed for axial loads and AN I/TPI andare reported in ESR -1118. - UPLIFT REACTI N(5) CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. DUR. CSI only unless otherwise. HORIZONTAL REACTION(S) - - + + + + + + + + + + + + + + + - Designed for Plf drag load applied Support 1 -3201 lb Support 2 -3202 lb 1-2 -134((1.603/ 135((1.603 0.01 support 1 374 1b ,400 horizontally in either direction to the top - 2-3 -508(1.60)/ 508(1.60) 0.05 support 2 -374 lb chord panel points, with dead + 0 % live BC COMP.(OUR.)/ TENS.(DUR.) CSI 20 psf Live Load applied to bottom chord in accordance with IBC/IRC code provisions. - .loads using load duration = 1.60. Continuous bearing horizontal reaction 8.40 psf 4-5 / 0.00.400 AN /Iw COMPANY Plf Max. Connection by others. We COMP. DUR. / TENS. DUR. CSI 0.00 psf + + + + + + + + + + + + + + + + + + + + + + 2820 N. Great SW Pkwy. Grand Prairie,TX 75050 1-4 -3224 1.60 / 3206 1.60 0.33 BC Dead 4.80 psf 3-S -1181 1.60 / ll66 1.60 0.39 Designer per ANSI/TPl1 Sec.2 - 3-6 -1388 1.60 / 1388 1.60 0.44 TRUSPLUS 6.0 VER: T6.5.21 6-7 -3 1.60 / 3 1.60 0.00 5-6 -2175 1.60 / 2174 1.60 0.76 Bldg Code: CRC -2013 9 ' 03 1 2 3 a.01�-2 3X8 4X4 Shear Panel System: All panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against over- turning by connection at each end for the _ uplift reaction shown, or to adjacent panels for the same PLF magnitude. as -the 7X10 XIS drag load stated. -13 7-0-14 7-4-3 SHIP 4X6 6X6 .LLQ a OVER CONTINUOUS SUPPORT * No. C 72160 CfV11_�P R�FOF CgL1F All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 • are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: PHILLIPS icy **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 ^ Trusses require extreme are in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_300001 Safety information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 4 WT/PLY: 49# 1r noted otherwise. top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown B3,87 810, Apply face TC Live 0.00 psf Ll r L=1.25 P=1.25 �p� D fo anem sh lateral restraint of webs shall have bracing installed per BCSI sections or as applicable. plates to each of buss and posiUonasshownabweaMontheJointDetailsreport,unlessnotedoherw¢e. TC SnOW(Pf) 0.00 psf owDU $nOWDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 8.40 psf Rep Mb r Bnd / Comp / Tens AN /Iw COMPANY confomnance with ANSUTPI 1, or for handling, shipping, installation & bracing or trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie,TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 4.80 psf 0. C. Spac i ng 1- 0- 0 Designer per ANSI/TPl1 Sec.2 - TRUSPLUS 6.0 VER: T6.5.21 For more information see this jobs general notes page and these web sites: ALPINE: wwa/.aioineitw.com: TPI: www.tpmst.ora: WiCA www.sWndustry oro: ICC: www iocsafe ore Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: SP6 Qty: 12 8RG X -LOC REACT SIZE REQ �D TC 2x4. DFL #1 d Btr. Designed per ANSI/TPI 1-2014 , End verticals are laterally supported by 1 0- 1-12 3371 3.50 1.50 BC 2x4 OF#1 d Btr. Fabs cation Tolerance = 20.0% connection to the ertical webs in the 2 1- 8-10 3371 3.50 1.S0" WEB • - 2x4 DFL STANDARD Bearings designed for an Fc Perp value of the � trusses on each side or other adequate MAX DEFLECTION (span) 2x4 DFL #1 & Btr.. 4-2 Kcr (creep factor) 3.00 lesser of the truss chord lumber value or 625 for all hearings., support. Use 10d common toe -nails at 3" o.c. or hardware by others L/999 MEM 1-2 (LIVE) LC 3 NOTE:MA%INIMUM TRUSS SPACING IS 12.0 " O.C. Refer to Joint OC Detail Sheets for UPLIFT REACTI N(5) ; L= -0.02" CC= 0.00�� CL= -0.02" IRC/IBC truss plate values are based on Cq factors and Rotational Tolerances. Support 1 -3346 lb CRITICAL MEMBER FORCES: testing and approval as required by IBC 1703 AN I/TPI and are reported in ESR -1118. Drainage shall be provided to avoid ponding. PLATING BASED ON G EEN LUMBER VALUES. • SuFport 2 -3346 lb HORIZONTAL REACTION(S)) - TC COMP.<WR.)/ TENS.(WR.) CSI 1-2 -366(1.60)/ 366(1:60) 0.04 and + + + + + + + + + + + + + + + + + + + + End verticals are designed for axial loads support 1 378 lb noted oUlerviise. top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown lace Designed for 400 Plf drag load applied only, unless noted otherwise. support 2 -378 1b BC COMP TENS.(DUR.) CSI horizontally in either direction to the top 20 psf Live Load applied to bottom chord in . 3-4 / 0,00 chord panel points, with dead + 0 %live accordance with IBC/IRC code provisions. WB COMP. WR. / TENS. WR. CSI loads using load duration = 1.60. Continuous bearing horizontal reaction = - owDu $nOWDUr L=1.15 P=1.15 ,. 1-3 -1544 1.60 / 1529 1.60 0.56 400 Plf Max. Connection b+ others.. 2-4 -33661.60/ 33511.60 0.36 - ++++++++++++++ ++++++ TC Dead 8.40 ps f 1-6 -1703 1.60 / 1703 1.60 0.54 AN fTW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 5-6 -9 1.60 / 9 1.60 0.00 0.00 psf 1.15 / 1.10 / 1.10 " 3-6 -1973 1.60 / 1973 1.60 0.63 BC Dead 4.80 psf 1 2 1.5X3 5X6 6X6 X12 7-4-8 7-4-8 6X6 4X6 .110-6' 3 4 Shear Panel 5 stem: Al panels shall be attached to the shear wall and roof diaphragm for the drag load stated. Shear panels shall be restrained against over- turning by connection at each end for the • uplift reaction shown, or to adjacent panels for the same PLF.magnitude as the drag load stated. T. No. C 72160 OVER CONTINUOUS SUPPORT �CIV11. � �P All connector plates are ALPINE Wave 20 ga., unless preceded by 'H* for High Strength 20 ga., •S• for Super Strength 18 ga. Plates are to be positioned per Joint Detail Repavoidort. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to overlap with structural plates. 4/12/2017 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (Gil "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116-L000 ^ require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_300001 Safety Information, by TPI and TCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless W Dsgn r : AW #LC = 4 WT/PLY: 49# v VTrusses ry noted oUlerviise. top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown lace TC Live 0.00 psf Ll r L=1.2 5 P=1.25 ��� ^ n Ilfj�\\Ill for permanent lateral restraint n weds shall have bracing installed per BC51 sections 83, B7 or D70, as applicable. Apply plates to each at truss and poshion as shown oboe and on the Joint Details repos, unless no. oiberwbe. TC SnOW(Pf) 0.00 psf owDu $nOWDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 8.40 ps f Rep Mb r Bnd / Comp / Tens AN fTW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2620 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use o/ this drawing for any structure is the responsibility or the Building BC Dead 4.80 psf 0. C .Spacing 1- 0- 0 Designer per ANSYTPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see thiisjob'sgeneral notes page arid these websites: ALPINE: MMMLAIoineiiw.com: TPC t"n or WTCA: www sbandustry ow ICC: www.iccsafe.pro Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE BRIG X -LOC REACT SIZE REQ'D TC 2x6 DFL #2 1 2- 2-12 2097 S. SO" - 2.24 2x4 DFL #1 & Btr. 1-4 2 22- 5- 2 2114 RR , 2.25" BC 2x4 DFL #1 & Btr. BRG HANGER/CLIP NOTE WEB 2x4 DFL STANDARD 2x4 DFL #1 & Btr. 2-10, 12-7 2 °HTU26 Refer to Joint QC Detail Sheets for Su pport Connection(s)/Hanger(s) are Cq factors and Rotational Tolerances. not designed for'horiiontal loads. Loaded for 10 PSF non -concurrent BOLL. SEE SIMPSON CATALOG Drainage shall be provided to avoid ponding. Continuous lateral restraint attached to FOR ADDITIONAL INSTALLATION NOTES flat TC as indicated. Lumber shall be MAX DEFLECTION (span) structural grade. Brace 0 24" O.C. unless L/999 MEM 4-5 (LIVE) LC 50 -noted, L= -0:17" CC= -0.32" CL= -0.49" This truss is designed using the MAX DEFLECTION (cant) ASCE7-10 Wind Specification , L/858 MEM 8-9 . Bldg Enclosed = v (LIVE): Not LC SO Truss Location = Not End Zone L= 0.03" CC= 0.03" CL= 0.06" Exp Category = C EX.WB DEF CRITERIA:L/120 Bldg length = 40.00 ft, Bldg Width = 30.00 ft Mean roof height = 11.48 ft, mph = 110 IN MEM 13- 7; T= 0.00" Occupancy Category II, Dead Load = 13.2 psf CRITICAL MEMBER FORCES: Designed as Main Wind Force Resisting System TC COMP.JOUR. / TENS.WR. CSI - Low-rise and Components and Cladding 1-2 -1471.60 / 21S 1.25 0.25 Tributary Area = 100 sgft 2-3 -32831.25 / 43 1.60 0.30 Vertical members exposed to wind: 13- 7 3-4 -32171.25 61 1.60 0.13 4-5 -47791.25 / 76 1.60 0.91 5-6 -47791.25 / 76 1.60 O.S1 6-7 -32771.25 / 48 1.60 0.S1 BC COMP. WR. / TENS. DUR. 'CSI 8-9 -171 1.25 / 147 J. 60 0.13 9-10 -134 1.60 / 348 1.60 0.29 10-11 -128 1.60 / 3188 1.25 0.63 - 11-12 -82 1.60 / 3511 1.25 0.60 12-13 -33 1.60 / 97 1.60 0.18 WB COMP. OUR. / TENS. DUR. CSI 2-9 -1956 1.25 / 69 1.60 0.21 2-10 -45 1.60 / 2951 1.2S 0.37 Truss ID: W01 Designed per ANSI/TPI 1-2014 r Fabrication Tolerance - 20.0% Bearings designed for an Fc Perp value of the ,lesser of the truss chord lumber value or 625 for all bearings. - Kcr (creep factor) 3.00 IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in ESR -1118. Permanent bracing is required to prevent rotation/toppling. See BCSI and ANSI/TPI I. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only, unless noted otherwise. Not designed for attic storage unless noted othervn se. 3-.10 -93 1.60 / 4-10 -381 1.25 / 53 1.60 0.02 - 51 1.60 0.06 - 4-11 -24 1.60 / 1705 1.25 0.69 - 5_11 922 I 1 �1 6-11 1.60 % 1418 1.25 0.58 - T. r� 6-12 -1471 1.25 / 7-12 -44 1.60 / - -68 1.60 0.19 _ 3665 1.25 0.47 7-10-1$ - 7-13 -2023 1.25 / 62 1.60 0.30 1 2 - 3.. '- 4 - _ 5- _ 6 t r 7 W:308 . 4.00 14-6-14 Qty: 1 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7-10-15 22- 6-14 Required bearing widths and bearing areas apppply when truss of supported in a hanger. UPLIFT REACTIONS) Support C&C Wind Non -Wind 1 -98 lb 2 -68 lb HORIZONTAL REACTION(S support- 1 ' 130b: -support 2 130 lb ' LOAD CASE #1 DESIGN LOADS ----------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 68.00 0- 0- 0 68.00 8- 0- 0 0.59 TC Vert AS 04 8- 0- 0 165.04 22- 6-14 0.59 - BC Vert 38.83 0- 0- 0 38.83 22- 6-14 0.00 .Type... lbs X.Loc LL/TL Fastener TC Vert 220.0 e- 0- 0 1.00 TC Vert 154.0 8- 0- 0 0.00 374# 0-3-13 5X14 H0514 4X10 J T8X 1. 3 • 1.5X3 2.11.7 4X,f) 3X6 X8 4X1 T 2T2 2_i T7 I SHIP = I 1 �1 + 0-3-13 5X14 H0514 4X10 J �tOFFSS/Qti� 2X4 2X40 2-0-0 s, B2 T. r� W:508 •HTU26 ` R:2097 W:308 U:-98 + R:2114 l 22-6-14 I U:-68 ' No. C 72160 8 9 10 11 12 13 9�OFIF ' All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super SVength 18 ga. Plates are to be positioned per Joint Detail Report. Girded plates and false frame plates 4/12/2017 are posl6oned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS - (CA) "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. WO: Drive -C -0011116-L000 ^ Trusses require extreme care in fabricating, handling, shipping, mstafling and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve-C-0011116-L00005-300001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 53 VT/PLY: 156# v V rr noted otherwise, top chore shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for lateral have bracing finless a BCSI B3. B7 BtO, Apply face TC Live 20.00 psf Ll r L=1. 2 5 P=1. 2 5 � lU�\vlI ��� r� n restraint of webs shall per sections or as applicable. plates to each of truss and lianas shown posaionasshownabweand onthe ,lointDetailsrepon.unlessnoted otherwLse. TC Sr1oW Pf ( ) 0.00 psf owDU $nOWDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the buss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN rrw COMPANY conformance with ANSUrPI t, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 ps f 1.00 / 1.00 / 1.00 2820 N. Great SWPkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI1 Sec.2 TRUSPLUS 6.0 VER: T6. 5 . 21 For more information see this job's general rotes page and these web shes: ALPINE: wvnv atotneitw.com: TPI: M2nvtoinstoo:WTCAwvnvsbcindustry.orb:ICC:Wny.csaleora Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: W02 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Des igned per ANSI/TPI 1-2014 This design based on chord bracing applied 1 2- 2-12 1046 5.50" 1.50" 8C 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% per the frill awing schedule: -44 1.60 / 2 22- 5- 2 861 HGR 1.50" WES 2x4 DFL STANDARD factor) 3.00 Bearings designed for an FcPero value of the lesser lumber max o.c. from TC 24.00" 9-10-15 to 22- 6-14 BRG HANGER CLIP NOTE / Kcr (creepp = Refer to ]oint QC Detail Sheets for of the truss chord value or 625 for all bearings. Required bearing widths and bearing areas 2 'MUS26 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on appl when truss not supported in a hanger. Support Connection(s)/Hanger(s) are Loaded for 10 PST non -concurrent BCLL. testingy and approval as required by IBC 1703 UPLIFT REACTION (S): 2-10 not desiggned for horizontal loads. Drainage shall be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. and AN MPI and are reported in ESR -1118. Continuous lateral restraint attached to Support C&C Wind Non -Wind 1 -95 lb 53 1.60 0.03 SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES End verticals are designed for axial loads only, unless noted otherwise. flat TC as indicated. Lumber shall be structural grade. Brace 0 24" o.c. unless 2 -51 lb HORIZONTAL REACTIONS) TC Dead 14.00 psf MAX DEFLECTION (span) This truss is designed using the noted. support 1 172 ib BC Live 0.00 psf L/999 MEM 11-12 (LIVE) LC 45 ASCE7-10 Wind Specification Not designed for attic storage unless support 2 172 lb BC Dead 8.00 psf L= -0.13" CC= -0.23" CL=, -0.36" Bldg Enclosed = Yes, noted otherwise. MAX DEFLECTION (cant) ExusCate orlon Not End Zone For more information see this job's general notes page and these websnes: ALPINE: www .afpineitw.corn TPI: www.toinst omr WTCA www .sbcmdustry.orn: ICC: www .ici sale oro Bldg Code: CRC -2013 9 L/999 MEM 8-9 (LIVE) LC 51 Bldg Leng9thy= 40.00 ft, Bldg Width - 30.00 ft L= 0.02" CC= 0:00" CL= 0.02" Mean roof height - 11.81 ft, mph = 110 EX.WB DEF CRITERIA:L/120 Occupancy Category II, Dead Load = 13.2 psf _ IN MEM 12- 7; T= 0.01" Designed,as MainWind Force Resisting System - - Low-rise and Components and Cladding CRITICAL MEMBER FORCES: Tributary Area - 45 sq ft TC COMP. OUR. / TENS. DUR. CSI Vertical members exposed to wind: 12- 7 1-2 2-3 1142 1.60 / -1404 1.25 / 191 1.25 0.18 36 1.60 0.14 3-4 -1379 1.25 / 62 1.60 0.07 4-5 -1426 1.25 / 65 1.60 0.19 5-6 -1426 1.25 / 65 1.60 0.17 6-7 -44 1.60 / 48 1.60 0.15 BC COMP. DUR. / TENS. OUR. CSI 8-9 -152 1.25 / 137 1.60 0.07 9-10 -169 1.60 / 230 1.60 0.12 10-11 11-12 -158 1.60 / -109 1.60 / 1235 1.25 0.46 ' 930 1.25 0.48 WB COMP. DUR. / TENS. DI1R. CSI 2-9 -973 1.25 / 67 1.60 0.11 2-10 -42 1.60 / 1258 1.25 0.51 3-10 -206 1.25 / 53 1.60 0.03 4-10 -2 1.60 / 103 1.25 0.04 - 4-11 / 259 1 o.11 5 -ll -318(1.25)/ 65 1..zs 60 0.06 9-10-15 6-11/ 612 1.25 0.25 1 2 3 4 5 6 7 6-12 -1147 1.25 / 81 1.60 0.55 7-12 -127 1.25 / 38 1.60 0.14 4.00 12-6-14 T 3-7-7 1= 0-3-13 VV.DVO R:1046 U:-95 8 9 10 OIL 12 �OFESS/ nnuszs �,(�11T. *M TpN W:308 R:861 U:-51 _ No. C 72160 I . U> Will q�pF CA1aF� 3-4-2 3-7-7 SHIP 268 - Homewood Truss �OFESS/ nnuszs �,(�11T. *M TpN W:308 R:861 U:-51 _ No. C 72160 U> Will q�pF CA1aF� All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S° for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to bold overlap with structural plates. 4/12/2017 268 - Homewood Truss "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_L000 Trusses require core in fabricating. handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component - ID: Dri ve_C_0011116_L00005_300001 Safety information. by TPI and VJTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless y TPI a Dsgn r : AW #LC = 53 WT/PLY: 140# //^\\ !� V ry noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 psf - _ L i ve Du r L-1. 2 5 P-1. 2 5 ��� � r� rt I�t��\V\IJII lateral restraint of webs shall have bracing installedlesnper then sections 83, B7 or 810, as applicable. Apply plates to each lace of truss and for permanent shown position as shown above and on the Joint Devils repos, unless noted otherwise. TC Sr10W (Pf) 0.00 psf SnOwDu r L=1. 15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance YA thANSIrrPf 1, of for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Praire, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing . 2- 0- 0 Designer per ANSYTPI f Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these websnes: ALPINE: www .afpineitw.corn TPI: www.toinst omr WTCA www .sbcmdustry.orn: ICC: www .ici sale oro Bldg Code: CRC -2013 9 DEfL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: W03 Qty: 1 BRIG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 This design based on chord bracing applied , 1 2- 2-12 1046 5.50" 1.50 BC 2x4 DFL #1 & Btr. Fabn cation Tolerance - 20.0% - per the following schedule: 2 22- 5- 2 861 RR 1.50" NEB 2x4 DFL STANDARD Bearings designed for an FCPerp value of the max o. c. from to BRG HANGER CLIP NOTE / °MUS26 Kcr (creel factor) - 3:00 lesser of the truss chord lumber value or Refer to ]oint OC Detail Sheets for 625 for all bearings. TC 24.00" ll -10-15 22- 6-14 Required bearing widths and bearing areas 2 Support Connections)/Hanger(5) are Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on Loaded for 10 PSF on -concurrent BOLL. - testing9 and approval as required by IBC 1703 ayypply when truss not supported in a hanger. UPLIFT REACTION(S) : for horizontal loads. Drainage shall be provided to avoid ponding. and ANSI/TPI and are reported in ESR-llle. Support C&C W1nd Non -Wind not designed SEE SIMPSON CATALOG PLATING BASED ON GREEN LUMBER VALUES. Continuous lateral restraint attached to 1 -93 lb FOR ADDITIONAL INSTALLATION NOTES End verticals are designed for axial loads _ _ flat TC as indicated. Lumber shall be only, unless noted otherwise. structural grade. Brace @ 24" o.c. unless 2 -60 lb HORIZONTAL REACTION(S) MAX DEFLECTION (Span) This truss is designed using the noted. support 1 209 ib L/999 MEM 11-12 (LIVE) LC 45 ASCE7-10 Wind Specification Not designed for attic storage unless support 2 209 lb w L= -0.14" CC= -0.25" CL= -0.39" Bldg Enclosed = Yes, - noted otherwise. Not End Zone MAX DEFLECTION (cant) EausCate orlon - - L/999 MEM 8-9 (LIVE) LC 51 Bldg Lengthy 40.00 ft, Bldg Width = 30.00 ft height ft, L= 0.01" CC= 0.00" CL= 0.02" EX WB DEF CRITERIA:L/120 - Mean roof = 12.14 mph = 110 , Occupancy Category II, Dead Load = 13.2 psf. Designed, as Main Wind Force Resisting System IN MEM 12- 7; T= 0.02" n - ow -rise and Components and Cladding CRITICAL MEMBER FORCES: TriL butary Area = 45 sqft TC COMP.IDUR. / TENS. OUR. CSI 12-2731.60 118 1.25 0.242-3 Vertical members exposed to wind: 12- 7 -14611.25 56 1.600.23-4 -14271.25 / 89 1.600.16 4-5 -11541.25 75 1.60 0.105-6 -U541.25 75 1.600.17 6-7 -541.60 / 58 1.60 0.16 ' BC COMP. DUR. / TENS. OUR. CSI - 8-9 -80 1.25 / 273 T. 0.18 9-10 -200 1.60 / 376 1.60 0.19 - 47 1765 11-12 -120 1.60 % 1.25 0.43 , WB COMP.(WR. / TENS. WR. CSI 2-9 -946(1.25 / 97 1.60 0.10 2-10 -57(((1.60 / 1147 1.25 0.47 - - 3-10 -310 1.25 / 71 1.60 0.05 - _ - 4-10 -34 1.60 / 305 1.25 0.12 11-,D-15 4-11 -1(1.60 / 108 1.25 0.04 5-11 -247 1.2s / 60 1.so 0.06 6-11 / 518 1.25 0.21 - 1 2 3 4 5 6 7 - ' 6-12 -1019(1.25)/ 88 1.60 0.56 7-12 -124 1.2s / 37 1.60 0.21 4.00. I 10-6-14 f 6X 1.5X3 3X4_X3 T 1.5X3 I 4-3-74.0.2 T 4-3-7 T 1 4X4 t SHIP 3X6 _ItJ l • 0-3-132X4 =2-0-0wo 4X8 5X6 3X4 W os OFES3/ 82 � T. ra, Mu szs V - R:1046 W:308 U:-93 R:861 t 22-6-14 I U:-60 8 9 10 11 12 No. C 72160 CIV1%. OF F All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates A7 wI12e�I2O 4 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 268 - Homewood Trus "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWINGI Cust: PHILLIPS (Cf1) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 Trusses require extreme care in labrirating, handling. shipping, installing and bracing. Refer to and follow the falest edition of SCSI (Building Component I D : D ri ve_C_0011116_L00005_300001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsg n r : AW #LC = 53 WT/PLY: 148# ��/�//���\V noted otherwise, top chord shag have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown face TC Live 20.00 psf - Li r L=1. 2 5 P-1. 2 5 ^ ��� � r� r7 for permanent lateral restraint of webs shall have bracing installed per BCSI sections 83, 87 or 810, as appliwMe. Apply plates to each of truss aM position as shown above ane on the 3oint Details report. unless noted othenrise. TC SnOw(Pf) 0.00 psf owDu SnowDur L=1.15 P=1. 15 /��/UI IlLllr�\\Vv111 Alpin, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN 1 MIN COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. SpaCi ng 2- 0- 0 DesignerperANSUTPI 1 Sec.2 TRUSPLU$ 6.0 VER: T6.5.21 For more information see th'sjob's general notes page and these web sges: ' Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 ALPINE :www.aloineitw.com: TPI: www.trinst erg WTCA vnvwsbdnduslrv.orm: ICC: www.ircafe arm Job Name: PHILLIP RESIDENCE BRG X -LOG REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 2- 2-12 1046 5.50" 1.50" BC 2x4 DFL #1 & Btr. 2 22- 5- 2 861 RR 1.50" WEB - 2x4 DFL STANDARD Kcr (creep factor) - 3:00 BRG HANGER CLIP NOTE / Refer to Joint OC Detail Sheets for .ANGER/CLIP 2 - Support Connection(s)/Hanger(s) are Cq .factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. not designed for horizontal loads. . Drainage shall be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. SEE SIMPSON CATALOG End verticals are designed for axial loads FOR ADDITIONAL INSTALLATION NOTES only, unless noted otherwise: , MAX DEFLECTION (span) This truss is designed using the L/999 MEM 10-11 (LIVE) LC 45 - ASCE7-10wind Specification L= -0.18" CC= -0.31" CL= -0.49" Bldg Enclosed Yes, MAX DEFLECTION (Cant) TrussaLo ation Not End Zone L/999 MEM 7-8 (LIVE) LC 51 Bldg Leog thY= 40.00 ft, Bldg Width = 30.00 ft L= 0.01" CC= 0.00" CL= 0.02" Mean roof height = 12.48 ft, mph - 110 ' EX.WB DEF CRITERIA:L/120 _ - Occupancy Category II, Dead Load - 13.2 psf IN 0.03" . IIT 1EM 6; De Main Wind Force Resisting System -signed Low-rise and Components and Cladding CA CRITICAL MEMBER FORCES: OR Tributary Area - 45 sgft TC COMP. DUR. / TENS. UR. CSI 1-2 -265 1.60 / 121 1.25 0.23 Vertical members exposed to wind: 11- 6 2-3 -1462 1.25 / 54 J. Bo 0.22 - 3-4 -1100 1.25 / 70 1.60 0.21 II IIL J 4-5 -989 1.25 / 72 1.60 0.20 IILIIr�\\\vll II 5-6 -64 1.60 / 69 1.60 0.19 Alpine, a division of ITN Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in OURCSI BC COMP. WR. / TENS.11.661 , 7-B -83 1.25 / 264 0.198-9 AN fTW COMPANY -230 1.60 / 3671.60 0.209-10 -200 1.60 13331.25 0.53 1.10 / 1.10 / 1.10 10-11 -135 1.60 / 6831.25 0.47 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building WB COMP. OUR. / TENS. DUR. CSI 2-8 -943 1.25 / 95 160 0.10 BC Dead 8.00 psf Truss ID: W04 Designed per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% Bearings designed for an FcPero value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and re reported in ESR -1118. Continuous lateral restraint attached to flat TC as indicated. Lumber shall be structural grade. Brace 0 24" o.c. unless ... - noted. .. Not designed for attic storage unless noted otherwise. 2-9 -57(1.60)/ 116111:620S 0.47 ' 3-9 -108((1.253/ 531.60 0.02 - 3-10 4-10 -387 1.25 / / 601.60 0.26 1311.25 0.05 13-10-15 5-10 5-71 -9(1.60)/ -953((1.253/ 4391.25 0.18 - 1 2 1001.0 0.66 .. ;3 e 4 $ 6 . - 6-11 -129 1.25 / 391.6 0.30 - - ID: Dri ve_C_0011116_L00005_100001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. unless 4.00 8-6-14 4-11-7 2 0-3-13 Qty: 1 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 13-10-15 22- 6-14 Required bearing widths and bearing areas apppply when truss not supported in a hanger. UPLIFT REACHON(S) : Support CBC Wind Non -Wind, 1 -91 lb HORIZONTAL REACTION(S) support 1 246 1b support 2 246 lb i VV. DUO R:1046 U:-91 7 8 9 10 Fy. BT. 2 'MUS26 W:308 R:861 U:-71 rNo.0 72160 "S" All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates A are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 2/20 1 7 4/12/2017 4I 268 - Homewood Truss "WARNING!'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve_C_0011116_L000 ^ Trusses require extreme care in fabricating, handling, shipping. installing and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve_C_0011116_L00005_100001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. unless Dsgn r : AW #LC = 53 WT/PLY: 146# v V ry noted... -4w. top chord shall have Property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown face TC Live 20.00 psf L i ve Du r L=1. 2 5 P=1. 2 5 � for permanent lateral restraint n webs shall have bracing installed per SCSI sections 83, B7 or 810, as applicable. Apply plain to each at truss and posNon as shown above and on the Joint Details report, unless noted otherwise. 5f TC Sr10W( Pf) 0.00 psf SnOWDU r L=1.15 P=1.15 �// UI ` II IIL J IILIIr�\\\vll II Alpine, a division of ITN Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r 8nd / Comp / Tens AN fTW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of trusses.A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, 7X 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSI/TPI f Sec.2 TRUSPLUS 6.O VER: T6.S.21 - For more inform abon weth-s job's general notes page and these webshes: ALPINE: www.aloineitw.cam: TPI: www.toinstom: WTCA www.sbcindusuv oro: ICC: 1wnv iccsefe ora Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: W05 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 6 Btr., Designed per ANSI/TPI 1-2014 This design based on chord bracing applied 1 2- 2-12 1046 5.50 1.50 BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% per the following schedule: 5-10 2 22- 5- 2 861 HGR 1.50" WEB 2.4 DFL STANDARD Bearings designed for an FcPerp value of the max o.c. from to BRG HANGER CLIP NOTE. / Kcr (creep factor) = 3.00 Refer to Joint QC Detail Sheets for lesser of the truss chord lumber value or 625 for bearings. TC 24.00" 15-10-15 22- 6-14 2 •MUS26 Cq factors and Rotational Tolerances. Loaded for 10 PSF SCLL. all IRC/IBC truss plate values are based on Required bearing widths and bearing aypl when truss not supported areas in a hanger. Support Connections)/Hanger(S) are non -concurrent Drainage shall be Crovided to avoid ponding. testingg and approval as required by IBC 1703 and ANSI/TPI and re reported in ESR-ll18. UPLIFT REACTION(S) : Support CBC Wind Non -Wind not deSI ned for horiZontal loads. PLATING BASED ON GREEN LUMBER VALUES. Continuous lateral restraint attached to 1 -89 16 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. SEE SIMPSON CATALOG End verticals are designed for axial loads flat TC as indicated. Lumber shall be 2 -83 lb Cust: PHILLIPS FOR ADDITIONAL INSTALLATION NOTES only, unless n tcd otherwise. structural grade. Brace @ 24" o.c. unless HORIZONTAL REACTION(S) Trusses require extreme care in handling, shipping,pto installing and bracing. Refer and follow the latest SCSI (Building Component MAX DEFLECTION (Span) This truss is designed using the - noted. - - .. support 1 283 ib #LC = 53 Wl-/PLY : 151# L/999 MEM 5-6 (LIVE) LC 50 ASCE?-10 Wind Specification Not designed for attic storage unless support 2 283 'Ib - L= -0.21" CC= -0.31" CL= -0.51" Bldg Enclosed - Yes, noted otherwise. - 20.00 psf Ll r L=1.25 P=1.25 MAX DEFLECTION (cant) : Truss Location - Not End Zone Exp Category = C TC Sr10W (Pf) 0.00 psf owDU $nOWDU r L=1.15 P=1.15 L/999 MEM 7-8 (LIVE) LC 50 Bldg Length 40.00 ft, Bldg Width = 30.00 ft Mean roof height 12.81 ft, 110 14.00 psf - AN ITW COMPANY L= 0.02" CC= 0.00" CL= 0.02" EX.W8 DEFCRITERIA:L/120 = mph = Occupancy Category II, Dead Load = 13.2 psf 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Plaine, TX 75050 IN MEM 1EM 6; 0.06" Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding 8.00 ps f 0. C .Spacing 2- 0- 0 OR CRITICAL MEMBER FORCES: Tributary Area - 45 sqft TRUSPLUS 6.0 VER: T6.5.21 TC COMP. DIR. / TENS. DUR. CSI 1-2 -254 1.60 / 134 1.25 0.24 Vertical members exposed to wind: 11- 6 CRC -2013 DEFL RATIO: L/240 TC: L/240 2-3 -1474 1.25 / 40 1.60 0.23 _ 3-4 -1462 1.25 / 82 1.60 0.18 4-5 -872 1.25 / 85 1.60 0.24 5-6 -800 1.25 / 86 1.60 0.69 BC COMP. DUR. / TENS. DUR. CSI 7-8 -95 1.25 / 2S5 1.60 0.13 8-9 -272 1.60 / 359 1.60 0.16 -. 9-10 -186 1.60 / 1053 1.25 0.36 10-11 -74 1.60 / 210 1.60 0.25 WB COMP. DUR. / TENS. DUR. CSI 2-8 -960 1.25 / 85 1.60 0.11 15-10-15 2-9 3-9 -38 1.60 / -348 1.25 / ll77 1.25 0.48 68 1.60 0.05 1 2 3 4 -5 4-9 -4-10 -21 1.60 / 468 1.25 0.17 - 5-10 -363 1.25 / -175 1.25 / 49 1.60 0.18 98 1.60 0.08 - 4.00 6-10 -91 1.60 / 988 1.25 0.40 C 72160 6-11 -809 1.25 / .110 1.60 0.57 ' 6 6-6-14 4/t 4 2.5X4 / 1.5X3 5-7-7 5-4-2 5-7-7 SHIP 4X4 3X6 t t 0-3-13 _... 6X8 3X10 13 1311 2-0-0 W:508 132 MUS26 T. R:1046 W:308 U:-89 R:861 22-6-14 U: -83 U:-83 7 8 9 10 11 C 72160 cfvl%. �P OF C.AUFC All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Clyded plates and false frame plates 4/ 12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss **WARNING!** READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS icA� IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. "IMPORTANT" WO: Drive_C_0011116_L000 Trusses require extreme care in handling, shipping,pto installing and bracing. Refer and follow the latest SCSI (Building Component ID: Dri ve_C_0011116_L00005_J00001 st Safety Information. by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless A) for Sife temporary y Dsgn r : AW #LC = 53 Wl-/PLY : 151# //^\\ v V 7Y noted otherwise, top chord shag have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown ^ n ror permanent lateral of webs shall have bracing installed per BCSI sections 83, 87 or 810, as applicade. Apply plates to each lace of truss and TC Live 20.00 psf Ll r L=1.25 P=1.25 � Ilf�\\I!I ��� above and position as shown above and on the Joint Oetaifs repoq unless noted otherw'se. TC Sr10W (Pf) 0.00 psf owDU $nOWDU r L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall no be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSUrPI 1, or for handling, shipping, insaallation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Plaine, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 ps f 0. C .Spacing 2- 0- 0 Designer per ANSYTPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general rotes page and Nese web saes: ALPINE: www.aloineiwcom: TPI: wwwlninetaro:WTCA:wnmait6dusMora:ICC:mnnyjcsale.ma Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/240 13 Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'DTC 2x4 DFL #1 & 8tr. 1 2- 2-12 1046 5.50" 1.50" BC 2x4 _DFL #1 & Btr. 2 22- 5- 2 861 k1l 1.50" BRG HANGER / CLIP NOTESheet WEB2x4 DFL STANDARD - - Rcr (creepp factor) = il 2 °MU526 Support Connection(s)/Hanger(s) are Refer to loam OC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. Ilot deslg9nod for hnr-i7.ontal loads. Drainage shall be p ovided to avoid ponding. PLATTNr, BASED ON GREEN LUMBER VALUES. SEE $IMPSON CATALOG - End verticals are designed foraxidl loads - FOR ADDITIONAL INSTALLATION NOTES only, unless noted otherwise. MAX DEFLECTION (span) : This truss is designed using the L/999 MEM 9-10 (LIVE) LC 45 ASCE7-10 Wind Specification L= -0.14" CC= -0.28" CL= -0.42" - Bldg Enclosed - Yes, , Truss Location = Not End Zone MAX DEFLECTION (cant) : Exp Category = C L/999 MEM 7-8 (LIVE) LC 50 Bldg Length = 40.00 ft, Bldg Width = 30.00 ft L= 0.02" CC= 0.00" CL= 0.01" Mean roof height - 13.14 ft, mph = 110, EX.WB DEF CRITERIA:L/120 occupancy category II, Dead Load = 13.2 psf IN MEM 11- 6; T= 0.10" DesL ned .as M- Wind Force Resisting System - Low-rise and Components and Cladding CRITICAL MEMBER FORCES: TC .COMP. WR. / TENS. DUR. CSI Tributary Area - 45 sqft Vertical members exposed to wind: ll- 6 1-2 -2351.603/ 152(1.253 0.29 2-3 -14931.2S / 27((((1.603)) 0.23 3-4 -14861.2S / 75 1.60 0.19 4-5 -6661.25 / 86 1.60 0.14 5-6 -58111.25 / 87 1.60 0.31 BC COMP. DUR. / TENS. DUR. CSI 7-8 -111 1.25 / 237 1.60 0.08 Truss ID: W06 Qty: 1 Designed per ANSI/TPI 1-2014 This design based on chord bracing applied Fabrication Tolerance - 20.0% per the following schedule: 17-10-15 Bearings designed for an Fc Perp value of the lesser lumber max o.c. from o of the truss chord value or •- - 625 for all bearings. - TC 24.00" 17-10-15 Required bearing widths and bearing 22-t6-14 areas IRC/IBC truss plate values are based on by IBC 1703 apppply when truss not supported in REACfION(S) a hanger. testingg and approval as required • and AN and are reported in ESR -1118. UPLIFr : Support CBC Wind Non -Wind Continuous lateral restraint attached to 1 -87 lb TC Dead 14.00 psf flat TC as indicated. Lumber shall be 2 -96 lb conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility struccurdl grade. Brace 0 24" n.r. unless HORIZONTAL REACTION($) 2820 N. Great SW Pkwy. GrandPraide, TX 75OW noted. suppnrr 1 320 1b 0. C. Spaci ng 2- 0- 0 Not designed for attic storage unless 4 support 2 320 Ib • noted otherwise. TRUSPLUS 6.0 VER: T6.5.21 For more informationse,thojobs stogeneral miles VVTCA:wwwgeabthesewebC:w ALPINE: vnvw•.aloine8w.com:TPI: www.toinstorm: WTCA: wwwsbcindustrv.or,� ICC: www.iccsaleor, 9- 10 34 194 1.60 / 984 1.25 0.44 3 "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 10-11 83(1. 0)/ 237<1.60) 0.28 *"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. WB •COMP. OUR. / TENS. DUR. CSI 17-10-15 2-8 2-9 -976 1.25 / 73 1.60 0.11 -20 1.60 / 1214 1.25 0.49 - ' '" 1 2 . 3 4 5 6 3-9 -363 1.25 / 71 1.60 0.06 • 4-9 4-10 -10 1.60 / 498 1.25 0.20 -546 1.25 / 69 1.60 0.37 4 - 4.00 4-6-14 _ 5-10 -149 1.25 / 98 1.60 0.09 6-10 -85 1.60 / 881 1.25 0.36 TC Dead 14.00 psf 6-11 -833 1.25 / 110 1.60 0.82 conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility .UIIIIIIIIIIIIIIII 6-3-7 0-3-13 .:JVO R:1046 " U:-87 22-6-14 7 8 9 10 11 6-0-2 6-3-7 SHIP t t 82 T. 'MUS26�y� W:308 R:861 U:-96 No. C 72160 %3>" CIVIL P • '9TF pF��F� . All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S"for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/ 12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (154T *"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ Trusses require extreme care in fabricating. handling. shipping. installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Dri ve_C_0011116_L00005_300001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 53 Wr/PLY : 155# v ry no. otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown lace TC Live 20.00 psf f L i ve Du r L=1. 25 P=1. 2 5 ^V I l�f��\\\JIJII ALPON r� rl lotpo permanem lateral restraint of webs shall have bracing installed per BCSI sections 83, 87 or 870, as applicable. Apply plates to each of truss and posilion as shown above and on the Joint Details repon, unless noted otherwse. TC SnowPf 0.00 psf C ) SnOWDu r L=1.15 P=1.15 IILII�7 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN RW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. GrandPraide, TX 75OW solely for the design shown. The suitability and use of this drawing for any structure is the responsibility o1 the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TP11 Sec.2 ' TRUSPLUS 6.0 VER: T6.5.21 For more informationse,thojobs stogeneral miles VVTCA:wwwgeabthesewebC:w ALPINE: vnvw•.aloine8w.com:TPI: www.toinstorm: WTCA: wwwsbcindustrv.or,� ICC: www.iccsaleor, Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE 7 8 9 10 11 12 ' Truss ID: W07 Qty: 2 BRG X -LOC REACT SIZE REQ 'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 This design based on chord bracing applied 1 2- 2-12 3440 5.50" 1.83" 8C • 2x6 .DFL #2 Fabn cation Tolerance - 20.0% per the following schedule: 2 22- 5- 2 2122 HGR 1.50" 2x6 DFL SS 7-9 are posltloned as shown above. Shift gable stud plates to avoid overlap with structural plates. Bearings designed for an FcPerp value of the max o.c. from to BRG HANGER/CLIP NOTE WEB 2x4 DFL STANDARD WEDGE 2x6 DFL #2 (C� lesser of the truss chord lumber value or 625 for bearings. TC 24.00" 18- 6-15 22-t'6-14 2 °HHUS26-2 Refer to Joint QC Detail Sheets for ID: Dri ve_C_0011116_L00005_J 00001 all Kcr (creep factor) = 3.00 Required bearing widths and bearing areas apppp!y when truss of supported in a hanger. - Support Connections)/Hanger(s) are Cq factors and Rotational Tolerances. noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown face IRC/IBC truss plate values are based on UPLIFT REACTION(S) : not designed for horizontal loads. - Loaded for 10 PSF non -concurrent BCLL. + + + + + + + + + + + + + + + + + TC Sr10W Pf 0. DD psf ( ) testingg and approval as required by IBC 1703 and AN and are reported in 11%g18. Support CB,C Wind Non -Wind 1 -112 1b SEE SIMPSON CATALOG Nail pattern shown is for PLF loads and - Drainage shall be provided to avoid ponding. 2 -69 lb FOR ADDITIONAL INSTALLATION NOTES point loads converted to PLF loads only. _ Permanent bracing is required to HORIZONTAL REACFION(5)) MAX DEFLECTION (span) Concentrated loads shall be distributed to Designer per ANSI/TPI 1 Sec.2 prevent rotation/toppling. See support 1 329 lb L/999 MEM 2-3 (LIVE) LC 1 each ply equally. Multi -ply with hangers are Bldg Code: CRC -2013 BCSI and ANSI/TPI 1. support 2 329 lb L= -0.10" CC= -0.23" CL= -0.33" based on hanger nails using 3.0" nails in. Continuous lateral restraint attached to This truss is designed using the EX= DEF CRITERIA:L 120 r / into the carrying member. If additional fasteners for flat TC as indicated. Lumber shall be Brace @ 24" ASCE7-10 Wind Specification Bldg Enclosed Yes, IN MEM 12- 6; T= 0.06" shown, use point loads from the back plys, distributed symm. structural grade. o.c. unless noted. = Truss Location - Not End Zone CRITICAL MEMBER FORCES: in the chords, within 12" of hanger flange. PLATING BASED ON GREEN LUMBER VALUES. Exp Category = C TC COMP. DUR. / TENS.(DUR.) CSI 1-2 -3837((1.253/ 0.51 IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN shall BE INSTALLED FROM THE End verticals are designed for axial loads only unless noted otherwise. Bldg Length = 40.00 ft, Bldg Width 30.00 ft Mean roof height = 13.26 ft, mph = 110 2-3 -5721(1.25)/ 0.46 FRONT AND BACK FACE EQUALLY(TOTAL NAILS = DOUBLE THE AMOUNT SHOWN), 3 PLY OR 2 -PLY! Nail w/10d COMMON, staggered& NDS) in: FOOT!•• Occupancy Category II, Dead Load = 13.2 psf 3-4 -3740(((1.253)/ 0.15 4-5 -1578 1.25 / 0.08 LESS. 10d = 104 NAILS, SDS = Simpson SDS screws TC- 2 BC- 2 WEBS- 2 PER Cluster screws, if shown, are 3" long: Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding 5-6 -1459 1.25 / 0.13 or equivalent substitute. (°) = Special Connection Req. (by others) Full height blocking reinforcement required to prevent buckling of members over rg 1. Tributary Area = 132 sgft Vertical members exposed to wind: 12- 6 BC COMP.(DUR.)/ TENS. OUR. CSI NAIL pattern sham is based on: Blocking design and attachment are per the ----------LOAD USE #1 DESIGN LOADS ---------------- 7-e / 3445 1.25 0.77 Iod BOX = 0.128" dia. x 3.0" long9 nail Building Designer. Dir L.Plf L.Loc R.PIf R.Loc LL/TL 8-9 / 3519 1.25 0.77 lod COMMON = 0.148" dia. x 3.0" long.nail Not designed for attic storage unless TC Vert 68.00 0- 0- 0 68.00 22- 6-14 0.59 9-10 / 5333 1.25 0.67 10-11 / 3364 1.25 0.41 16d BOX = 0.135" dia. x 3.5" to nail 16d COMMON = 0.162" dia. x 3.5" long nail noted otherwise. BC Vert 16.00 0- 0- 0 16.00 22- 6-14 0.00 lbs X.Loc LL/TL Fastener 11-12 -85(1.60)/ 245 1.60 0.05 + + + + + + + + + + + + + + + + + + + + + + .Type... BC Vert 1062.0 4- 8- 8 0.48 ' BC Vert 886.0 7- 6- 8 0.48 WB COMP. DUR. / TENS.(DUR.) CSI BC Vert 718.0 10- 4- 8 0.48 2-8 -1069 1.25 / 0.06 2-9 / 2222(1.25) 0.45 3-9 / 1120 1.25 0.23 18-6-1$ BC Vert 550.0 13- 2- 8 0.48 BC Vert 439.0 16- 0- 8 0.48 3-10 -2082(1.25)/ 0.32 1 2 3 4 6 4-10 / 2168(1.25) 0.44 2-PLYS 4-11 -2631(1.25)/ 0.45 5-u / 252(1.60) 0.04 6-11 / 24421 1.25) 0.50 REQUIRED 4.00 ' 3 10-14 6-12 -2108<1.25)/ 0.36 3X6 6-8-2 5X6 6-2-13 6-6-2 4X4 SHIP 4X10 3X6 = J 0-3-13 r9 1.5X4 7X8 3X6 4X8 BHHUS26-2 W:308 1062# 886# 718# 550# 439# R:2122 U:-69 big,;- 7 8 9 10 11 12 ' No. C 72160 61 - W:508 R:3440C[ViL. U:--1111229�OF All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Clyded plates and false frame plates CAUF�a`P w A 4I 2/20 7 7 are posltloned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 268 - Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (C� "*IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ Trusses require extreme care in fabricating, handling, shipping, instatling and bracing. Refer to and follow the latest of ilmn of BCSI (Building Component ID: Dri ve_C_0011116_L00005_J 00001 SafInformation, by TPI and WTCA) for safety practices prior to performing Nese functions. Installers shall provide temporary bracing per BCSI. Unless ety Dsgn r : AW #LC = 53 WT/PLY : 183# V V tr noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown face TC Live 20.00 psf Li r L=1.25 P=1.25 n Ilf�\VI � ALMIN for permanent lateral restraint n webs shall have Waring installed per BCSI sections 83. B7 or 870, as applicable. Appy plates to each of truss and position as shown above and on the Joint Details repon, unless noted otherwise. TC Sr10W Pf 0. DD psf ( ) owDU SnOWDU r L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shag nor be responsible for any deviation room this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN IIW COMPANY conformance with ANSIrrPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance o/ professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Pni ie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sties: ALPINE: www alpineitw.com TPI: wwwtnfnstorm WTCA:v-sbcindustryPro :ICC: 1+ww.i=afe.Pro Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: X01 Qty: 1 BRG X -LOC REACT SIZE REG - D -1-12 TC 2x4 DFL #1 8 Btr. Web bracing required at each location shown. - Required bearing widths and bearing areas 1 0- 257 HGR 1.50 BC 2x4 DFL #1 8 Btr. WE 2x4 OFL STANDARD Refer to BCSI for proper required lateral ® restraint. For alternative web bracin aypl when truss not supported in a hanger. UPLIFT 2 4- 5- 0 307 HGR 1.50 BRG HANGER CLIP NOTE / Designed per ANSI/TPI 1-2014 see ITWBCG's standard details. g REACTION(S) Su Support CBC wind Non -wind 1 °MUS26 Bearings designed for an dlumb value of the lesser of the truss chord lumber value or Fabrication Tolerance 20.0% Kcr (creepp factor) = 3.00 1 -376 lb 2 -326 lb 2 ^TJ C37 625 for all bearings. Refer to Joint QC Detail Sheets for HORIZONTAL REACTIONS) Support Connections)/Hanger(s) are IRC/IBC truss plate values are based on Cq factors and Rotational Tolerances. support 1 -425 lb In designed for horizontal loads. testingy and approval as required by IBC 1703 and AN and are reported in ESR -1118. Loaded for 10 PSF non -concurrent BCLL. PLATING support 2 -425 lb SEE SIMPSON CATALOG Not desiyned for attic storage unless BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads This truss is designed using the FOR ADDITIONAL INSTALLATION NOTES noted otherwise. - only, unless noted otherwise. ASCE7-10 Wind Specification Bldg Enclosed =Yes, MAX DEFLECTION (span) MEM 2-3 (LIVE) LC 2 L= Truss Location = Not End Zone I- -0 L= -0.01" CC= -0 01" CL= -0.01" for permanent lateral restraint webs shall have bracing installed per BCSI sections 83. B7 4r B76, as applicable. Apply plates to each lace of Uuss and ,. B1dgCLen99thy= 40.00 ft, Bldg Width 30.00 ft EX.WB DEF C3; A:.14" ALPO Mean roof height = 13.60 ft,. mph 110 Occupancy T= IN MEM 6- 3; T= 0.14" - - - Category II, Dead Load = 13.2 psf r Designed as Main Wind Force Resisting System CRITICAL MEMBER FORCES: owDu $nOWDu r L=1.15 P=1.15 - Low-rise and Canponents and. Cladding TC COMP. DUR. / TENS. DUR. CSI lI - Tributary Area = 9 sqft 1-2 -129 1.60 / 68 1.60 0.02 2-3 -132 1.60 / 63 1.60 0.07 TC Dead 14.00 psf P Re Mb r Brill Com Tens. P / P / Vertical members exposed to wind: 4- 1, 6- 3 BC COMP.(DUR.)/ TENS.(WR.) CSI BC Live 0.00 psf 1.15 / 1.10 / 1.10 4-S -282((1.. 325((1.. O.OS solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility o/ the Building BC Dead 8.00 psf 5-6 -322 1.60 / 296 1.60 0.04 Designer per ANSI/TPII Sec.2 WB COMP. WR. / TENS. DUR. CSI TRUSPLUS 6.0 VER: T6.5.21 For more information we this job's general notes page and these web sees: ALPINE: www.aloineitw.com: TPI: www.toinst.oro: WTCA www.sbcindustry om ICC: -vg iasafe.Ora 1-4 -246 1.60 / 375 1.60 0.80 Bldg Code: CRC -2013 ' 1-5 -359 1.60 / 288 1.60 0.27 2-5 -144 1.25 / 84 1.60 0.12 3-5 -304 1.60 / 346 1.60 0.22 3-6 -289 1.60 / 340 1.60 0.80 1-9-0 2-9-12 , 1 2 3 4.00 -4.00 6X6 2.5X4 2.5X4 7-2-8 728 678 6-3-4 SHIP 3X8 2X4 2X4 B1 B2 'MUS26 'TJC37 W:308 W:308 R:257 R:307 U:-376 4.6.12 U:-326 4 5 6 T. No. C 72160 C=NiL Q�p�1 ,,�a�P All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 • are poslboned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (G4) "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve_C_0011116_L000 ^ require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component 3D: Dri ve_C_0011116_L00005_300001 Safety Information, by TPI and VVTCA( for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Osg n r : AW #LC = 43 WT/PLY : 74# v VTrusses ry noted othenwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown r� T7 for permanent lateral restraint webs shall have bracing installed per BCSI sections 83. B7 4r B76, as applicable. Apply plates to each lace of Uuss and ,. TC Ll 20.00 psf Ll r L=1. 25 P=1. 25 ALPO lU^\\�`I n position as shown above and on the Joint Detai6 report, unless noted otherwise. y TC $nOW Pf 0.00 psf ow( ) owDu $nOWDu r L=1.15 P=1.15 lI Alpine, a division of ITW Building Components Group Inc., shall no be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf P Re Mb r Brill Com Tens. P / P / AN 1T147COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SWPkwy. Grand prairie, TX 75050 - solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility o/ the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPII Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information we this job's general notes page and these web sees: ALPINE: www.aloineitw.com: TPI: www.toinst.oro: WTCA www.sbcindustry om ICC: -vg iasafe.Ora Bldg Code: CRC -2013 DEFL RATIO: L/240 TG L/240 Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ 'DTC 2x4 DFL #1 s Bcr. 1 2- 2-12 2041 5.50 1.50" BC 2x6 DFL #2 2 33- 9- 4 2274 5.50" 1.50" WEB 2x4 DFL STANDARD MAX DEFLECTION (Span) WEDGE 2x6 DFL #2 Bearings designed for an FcPer value of the L/999 MEM 4-5 (LIVE) LC 1 lesser of the truss chord lumber value or L= -0.35" CC= -0.77" CL= -1.12" 625 for all bearings. CRITICAL MEMBER FORCES: IRC/IBC truss plate values are based on TC COMP. DUR. / TENS.(DUR.) CSI testingg and approval as required by IBC 1703 1-2 -3359 1.25 / 0.58 and ANSI/TPI and are reported in ESR -113.8. 2-3 -3233 1.25 / 0.31 -Drainage shall be provided to avoid ponding. 3-4 -6763 1.25 / 0.34 . Permanent bracing is required to _ - 4-5 -7977 1.25 / 0.41 pprevent rotation/toppling. See 5-6 -7977 1.25 / n 0.20 BCSI and ANSI/TPI 1. 6-7 7-8 -6098 1.25 / - 0.15 -6098 1.25 / 0.33 Continuous lateral restraint attached to flat TC as indicated. Lumber shall be 8-9 -3648 1.25 /- 0.61 structural grade. Brace 0 24" o.c. unless . noted. BC COMP.(OUR.)/ TENS. OUR CSI PLATING BASED ON GREEN LUMBER VALUES. 10-11 / 3067 1.25 0.78 2 -PLY! Nail w/lOd COMMON, staVVered(pper NDS) ll -12 / 3373 1.25 0.69 in: TC- 3 BC- 2 WEBS- 2 PER F00T! •• 12-13 / 6379 1.25 0.54 Cluster screws, if shown, are 3" long. 13-14 14-15 / 7191 1.25 0.59 / 3234 1.25 0.85 Not designed for attic storage unless noted otherwise. 15-16 / 3336 1.25 0.86 ' TRUSPLU$ 6.0 VER:.T6.5.21 WB COMP.(DUR.)/ TENS.fflf.) CSI Bid Code: CRC -2013 9 2 / 132(1.25) 003 3-11-11 -614(1.25)/ 0..06 3-12 / 4468(1.25) 0.91 4-12 -2937(1.25)/ 0.19 4- 13 / 1743 1.25 0.35 5-13 -302(1.25)/ 73 1.60 0.02 6-13 / 945 1.25 0.19 6-14 7-14 -131_1 1.25 / 0.14 -370 1.25 / 4 1.60 0.02 8-14' / 3293 1.25 0.67 8-15 -784(1.25)/ 0.05 Truss ID: Y01 Plates outside the truss perimeter are designed for the location shown only. Trim to match profile if necessary. Designed per ANSI/TPI 1-2014 Fabrication Tolerance = 20.0% Kcr (creep factor) - 3.00 = Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. + + + + + + + + ++ + + + + + + + Nail pattern shown +is for PLF loads and point loads converted to PLF loads only. Concentrated loads shall be distributed to each ply equally. Multi -ply with hangers are based on hanger nails using 3.0" nails min. - into the carrying member. .. If shown, use additional fasteners for point loads from the back plys, distributed symm. in the chords, within 12" of haWr flange. IF 2.5" GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN shall BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY(TOTAL NAILS = DOUBLE THE AMOUNT SHOWN), 3 PLY OR LESS. 10d = 104 NAILS, SDS = Simpson SOS screws or equivalent substitute. (•) - Special Connection Req. (by others) NAIL pattern shown is based on: lod BOX - 0.128" dia. x 3.0" long nail lod COMMON = 0.148" dia. x 3.0" long nail 16d BOX - 0.135" dia. x 3.5" long nail l6d COMMON = 0.162" dia. z 3.5" long nail + + + + + + + + + + + + + + + + + + + + + + 10-0-0 2-10-8 7-10-15 2-PLYS . 1 _- 2 3 4 5 6 7' 8 9 REQUIRED 4.00 -4.0 15-1-8 -4.0 374# 5X8 5X12 2.5X4 5X10 T 1.5X3 1.5X3 1.5X3 T 3-7I-13 • 4X10 3-7I-13 1 3X6 3X6 I SHIP x x 1 0-3-13 3X4 6X6 7X8 4X10 1.5X3 0-3-13 81 B2 01 2-0-0 VV:508 VV:508 2-0 R:2041 I R:2274 U:-83 904# +I U:-92 36-0-0 10 11 12 13 14 15 16 Qty: 2 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 12-10- 8 28- 0- 0 UPLIFT REACTION(S) : Support CB,C Wind Non -Wind 1 -83 lb 2 -92 lb This truss is designed using the ASCE7-10 Wind Specification - Bldg Enclosed = Yes, Truss Location = Not End Zone Exp Category = C Bldg Lenyth = 40.00 ft, Bldg Width = 30.00 ft Mean roof height - 11.83 ft, mph = ll0 Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System - Lav -rise and Components and Cladding Tributary Area - 102 sqft __________LOAD CASE #1 DESIGN LOADS ________________ DirL.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 68.00 0- 0- 0 68.00 36- 0- 0 0.59 BC Vert 16.00 0- 0- 0 16.00 36- 0- 0 0.00 .Type... lbs X.Loc LL/TL Fastener TC Vert 374.0 28- 0- 0 0.48 BC Vert • 904.0 17-11- 4 0.48 T It 1 No. C 72160 � e M - All connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates - A 4I ZI� O 7 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 1 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS iCA "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_L000 Trusses require extreme care in handling. shipping.pto installing and bracing. Refer and follow the latest edition of BCSI (Burning Component JD' Drive_C_0011116_L00005_300001 st Safety Information. by TPI and WTCA)1w safety practices prior to performing these functions. Installers snag provide temporary bracing per SCSI. Unless A) for safe Dsgn r : AW #LC = 59 WT/PLY: 239# iN noted otherwise, top ..to shall have property attacned structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS I sections 83, B7 or B70, as applicable. Apply plates to each face of truss and TC Live 20.00 psf Live Du r L=1. 2 5 P=1. 2 5 � D LIN positionasshownabove and onthe Joint DetaiSreport. unless noted aherwise. TC Snow(Pf) 0.00 psf $nowDur L=1.15 P=1.15 U LJ Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the vuss in TC Dead 14.00 psf Rep Mb r Bind / Comp / Tens AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of uusses. A seat on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Li ve 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Praine, TX 75050 solely for the design shown. The suitability and use or this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 ' TRUSPLU$ 6.0 VER:.T6.5.21 For more information see th'sjoUsgeneral notes page and these web sles: ALPINE www com:TPI:www.toinstora�WTCA: wwwsbcineustry oro: ICC: www. imafe oro Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 d Btr. 1 2- 2-12 1519 5.50" 1.62" BC 2x4 DFL #1 & Btr. 2 33- 9- 4 1345 5.50 1.50" WEB 2x4 DFL STANDARD Fabrication Tolerance = 20.0% MAX DEFLECTION(span) Rcr (cree factor) = 3.00 point L/999 MEM 6-7 (LIVE) LC 50 Refer to QC Detail Sheets for L= -0.19" CC= -0.41" CL= -0.60" Cq factors and Rotational Tolerances. MAX DEFLECTION (cant) - Loaded for 10 PSF non -concurrent BCLL. Drainage shall be provided to avoid ponding. L/813 MEM 11-12 (LIVE) LC 50 Continuous lateral restraint attached to L= 0.03", CC= 0.04" CL= 0.07" flat TC as indicated. Lumber shall be EX.WB DEF CRITERIA:L/120 structural grade. Brace @ 24" o.c. unless IN MEM 17-10; T= 0.00" noted. - CRITICAL MEMBER FORCES: . TC COMP. WR. / TENS. CSI = 1-2 -325 1.60 / 93IDUR,1.20.27.,2-3 v V >r -2534 1.25 / 991.60 0.29'3-4 ' -2501 1.25 / 1271.60 0.164-S 6X8 3X10 7X8 2X4 -3230 1.2S / 1091.60 0.29 �1�� 5-6 -3230 1.25 / 1091.60 0.266-7 t� rl tUt�\\V\l.11l -3238 1.25 / 1211.600.26 7-8 -3237 1.25 / 1211.60 0.31 for permanent lateral restraint n webs shah have bracing installed per BCSI sections B3, 87 or 870, as applicable. Apply plates to each of truss and position as shown above and on the .joint Details repon, unless noted otherwise. 8-9 -2581 1.25 / 1331.60 0.26 TC Snow Pf 0.00 s f ( ) 9-10 -2584 1.2S / 1011.60 O.SO W:W:508 W:508R:1519 BC COMP.IDUR. / TENS. DU CSI IllJlrJ '.R. 1112 -541.25 / 325 1.60 0.20 12-13 -451.60 488 1.60 0.22 13-14 -631.60 2293 1.25 0.44 Rep Mb r Bnd / Comp / Tens 14-15-851.60 / 3402 1.25 0.54 U:-56 15-16 -611.60 / 2316 1.25 0.44 #No. 16-17 -211.60 / 25 1.60 0.17 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 WB COMP. DUR. / TENS. DUR. CSI 2-12 -1414 1.25 / 105 1.60 0.15 ' 0. C. Spac i ng 2- 0- 0 2-13 -72 1.60 / 2056 1.25 0.84 14 15 16 17 STUB 3-13 -306 1.25 / 77 1.60 0.05 4-13 -25 1.60 / 113 1.25 0.05 TRUSPLUS 6.0 VER: T6.5.21 4-14 -20 1.60 / 1096 1.25 0.45 5-14 -305 1.2S / 6611 0.06 DEFL RATIO: L/240 TC: L/240 6-14 -221 1.25 / 32 1.60 0.10 6-15 -207 1.25 / 28 1.60 0.09 - _ 7-15 -307 1.2S / 67 1.60 0.06 8-15 -14 1.60 / 1071 1.25 0.44 8-16 -72 1.60 / 212 1.25 0.09 Truss ID: Y02 Plates outside the truss perimeter are designed for the location shown only. Trim to match profile if necessary. Designed per ANSI/TPI 1-2014 Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 625 for all bearings. IRC/IBC truss plate values are based on testing9 and approval as required by IBC 1703 and ANSI/TPI and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. Not designed for attic storage unless ...noted otherwise. - - 9-16 -419 1.25 / 121 1.60 0.06 9-10-15 7-10-15 10-16. -61 1.60 / 2422 1.25 0.98 10-17 -1295 1.2S / 81 1.60 0,14 1 2 3 4 5 6 7 8 9 10 4.00 - - 16-0-0 - _ -4.0 - Qty: 1 This design based on chord bracing applied per the following schedule: max 0.c. from to TC 24.00" 9-10-15 26- 0- 0 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -104 lb 2 -56 lb Thistruss is designed using the ASCE'-10 Wind Specification Bldg Enclosed - Yes, Truss Location = Not End Zone Exp Category C - Bldg Length = 40.00 ft, Bldg Width = 30.00 ft Mean roof height = 11.81 ft, mph 110 Occupancy Category II, Dead. = 13.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 68 sqft Vertical members exposed to wind: 17-10 2.5X4 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super SX 1.5X3 1.5X3 5 4/12/2017 T1.5X3 1,5X3 T 3-73X8 (C4) 4X8 3-7-7 WC: Drive_C_0011116_L000 ^ 3X6 T SHIP . Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless = 0-11-13 v V >r noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown lace 0-3-13 2X4 7X8 6X8 3X10 7X8 2X4 it �1�� I t� rl tUt�\\V\l.11l for permanent lateral restraint n webs shah have bracing installed per BCSI sections B3, 87 or 870, as applicable. Apply plates to each of truss and position as shown above and on the .joint Details repon, unless noted otherwise. T. TC Snow Pf 0.00 s f ( ) W W:W:508 W:508R:1519 IllJlrJ R:1345 TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens U:-104 U:-56 #No. 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 34 -o -o 2-0-o 72160 0. C. Spac i ng 2- 0- 0 11 12 13 14 15 16 17 STUB TRUSPLUS 6.0 VER: T6.5.21 For more information wethis job'sgeneral notes page and these web sites: ALPINE: waay.aloineitv,Gom:TPI:www.toinst.orn:WTCA: www sbcindustry oro :ICC: -v iccsatemo Bldg Code: CRC -2013 9 ">' CIVIL �P All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (C4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. - WC: Drive_C_0011116_L000 ^ Trusses require extreme care in tabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component 3 D : Dri ve_C_0011116_L00005_J00001 . Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 53 WT/PLY : 217# v V >r noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown lace TC Live 20.00 psf Li veDu r L=1.25 P=1.25 it �1�� I t� rl tUt�\\V\l.11l for permanent lateral restraint n webs shah have bracing installed per BCSI sections B3, 87 or 870, as applicable. Apply plates to each of truss and position as shown above and on the .joint Details repon, unless noted otherwise. TC Snow Pf 0.00 s f ( ) SnowDu r L=1.15 P=1.15 U// -UI IllJlrJ Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN r7W COMPANY wnlo,m..e with ANSI/TPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance o1 professional engineering responsibility BC Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spac i ng 2- 0- 0 Designer per ANSUTPl1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information wethis job'sgeneral notes page and these web sites: ALPINE: waay.aloineitv,Gom:TPI:www.toinst.orn:WTCA: www sbcindustry oro :ICC: -v iccsatemo Bldg Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: Y03 Qtv: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 This design based on chord bracing applied 1 2- 2-12 1500 5.50" 1.60 BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% per the following schedule: 2 33- 3-12 1325 RR 1.50 WEB " 2x4 DFL STANDARD Kcr (creepp factor) 3:00 Bearings designed for an FcPerp value of the lesser lumber max o.c. TC 24.00" from to ll 24- 0- 0 BRG HANGER/CLIP NOTE - Refer to ]oint QC Detail Sheets for of the truss chord value or 625 for all bearings. -10-15 Required bearing widths and bearing areas 2 'HUS26 Cq factors and Rotational Tolerances. for IRC/IBC truss plate values are based on apply when truss not supported in a hanger Support Connection(s)/Hanger(s) are Loaded 10 PSF non -concurrent BCLL. Drainage shall be provided to avoid testingg and approval as required by IBC 1703 and AN and are reported in ESR -1118. UPLIFT REACTIONS) Support C&C Wnd Non -Wind In desiggned for ho riZontal loads. SEE SIMPSON CATALOG ponding. PLATING BASED ON GREEN LUMBER VALUES. Continuous lateral restraint attached to 1 -103' lb 73 1.60 711 1.25 131 1.25 FOR ADDITIONAL INSTALLATION NOTES This truss is designed using the ASCE7-10 Wind Specification flat TC as indicated. Lumber shall be structural grade. Brace 0 24" o.c. unless 2 -57 lb -352 1.25 / -56 1.60 / MAX DEFLECTION (span) Bldg Enclosed = Yes, noted. 9-16 L/999 MEM 5-6 (LIVE) LC 50 Truss Location = Not End Zone 4 Not designed for attic storage unless - 6x8 L= -0.17" CC= -0.35" CL= -0.52" Exp Category = C noted otherwise. MAX DEFLECTION (Cant) Bldg Length 40.00 ft, Bldg Width = 30.00 ft Mean roof height - 12.14 ft, mph = 110 L/999 MEM 10-11 (LIVE) LC 50 Occupancy Category II, Dead Load = 13.2 psf L= 0.03" CC= 0.02" CL= 0.05" Designed as Main Yli nd Force Resisting System EX.WB DEF CRITERIA:L/120 - Lox -rise and Components and Cladding IN MEM 16- 9; T= 0.00" CRITICAL MEMBER FORCES: Tributary Area - 67 sq ft Vertical members exposed to wind: 16- 9 TC COMP. UR. / TENS.WR. CSI1-2 -318ID 160 / 100 1.250.272-3 -24981.25 / 96 1.60 0.293-4 -24631.25 / 131 1.60 0.16 5 -26571.25 / 122 1.600.285-6 -26511.25 / 130 1.60 0.3467 -26551.25 / 130 1.60 0.27 7-8 -23661.25 / 128 1.60 0.23 8-9 -23811.25 / 90 1.60 0.40 - BC COMP. DUR. / TENS. DUR. CSI 10-11 -61 1.25 / 319 1.60 0.17 ll -12 -54 1.60 / 480 1.60 0.16 12-13 -74 1.60 / 2189 1.25 0.37 13-14 -69 1.60 / 2684 1.25 0.39 14-15 -65 1.60 / 2129 1.25 0.37 15-16 -24 1.60 / 31 1.60 0 .1 5 WB 2-11 COMP. OUR. / -1400 1.25 / TENS. OUR. 101 1.60 CSI 0.15 - - 2-12 -66 1.60 / 2031 1.2S 0.83 - 3-12 -307 1.25 / 70 1.60 0.05 4-12 4-13 -17 1.60 / -12 1.60 / 165 1.25 652 1.25 0.07 0.27 11-10-15 9-5-7 5-13 544 -344 1.25 / -38 1.25 / 69 1.60 23 1.60 0.09 0.04 r 1 2 3 4 5 6 7 8 9 6-14 7-14 7-15 -353 1.25 / -12 1.60 / -46 1.60 / 73 1.60 711 1.25 131 1.25 0.09 0.29 0.05 - 4.00 12-0-0 -4.0 - - - 8-15 9-15 -352 1.25 / -56 1.60 / 95 1.60 2244 1.25 -0.05 0.91 •� , 9-16 -1282 1.25)/ 78 1.60 0.14 6x8 R:11500 U:-103 10 11 12 13 14 K8 •l 4-3-7 ; SHIP B2 'HUS26 W:508 R:1325 U:-57 15 16 STUB All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! (C4) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. !� V Trusses require extreme care in fabricating. handling. shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless ry noted otherv+ise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown ��� r� rl for permanent lateral restraint n webs shall have bracing installed per SCSI sections B3, 87 or 810, as applicable. Apply plates to each face of truss and Q I�r��\V\lJll position az shown above and on the Joint Details report, unless noted otherwise. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability, and use of this drawing for any structure is the responsibility of the Building Designer per ANSYTPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21For more information see this job's general notes page and these web shes: ALPINE: www .almneitw.com: TPI: wwx toinstormWTCA: wwx.sbdrWusir r om ICC: www tccsafe orm T. TgNG r No. C 72160 CIVIL. P OF CAL1f�� 4/12/2017 Lust: PHILLINS W0: Drive -C_0011116 -L000 ID: Drive_C_0011116_L00005_300001 Dsgnr: AW #LC = 53 WT/PLY: 217# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.10 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/2, Job Name: PHILLIP RESIDENCE Truss ID: Y04 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 This design based on chord bracing applied 1 2- 2-12 1499 5.50" 1.60" BC 2x4 DFL #1 & Str. Fabrication Tolerance - 20.0% per the following schedule: All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 a., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 2 33- 3-12 1325 HGR 1.50" WEB 2x4 DFL STANDARD Kcr factor) 3.00 Bearings designed for an FcPerp value of the lesser lumber max O.C. from TC 24.00" to 22- 0- 0 BRG HANGER CLIP . NOTE / (creepp - Refer to ]oint QC Detail Sheets for of the truss chord value or 625 for all bearings. 13-10-15 Required bearing widths and bearing areas 2 'HUS26 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on apply when truss not supported in a hanger. SU ppO rt Connections)/Hanger(s) are Loaded for 10 PSF on -concurrent BCLL. testingg and approval as required by IBC 1703 U I REACTION(S) noted otherwise, top Chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown face If desiggned for horizontal loads. Drainage shall be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. and ANSI/TPI and are reported in ESR- 1118. Continuous lateral restraint attached to Support C&C Wind Non -Wind 1 -104 lb ��� SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION. NOTES This truss is designed using the ASCE7-10 Wind Specification flat TC as indicated. Lumber shall be structural grade. Brace G 24" o.c. unless 2 -57 lb MAX DEFLECTION (span) Bldg Enclosed = Yes, noted. L/999 MEM 12-13 (LIVE) LC 45 Truss Location = Not End Zone_ Nnr deci9ned for attic, storage unless TC Dead 14.00 psf L= -0.17" CC= -0.42" CL= -0.58" Exp Category = C noted ot�ierwise. BC Live 0.00 ps f MAX DEFLECTION (cant) : Bldg LenBth = 40.00 ft, Bldg Width = 30.00 ft Mean roof height = 12.48 ft, mph = 110 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility o1 the Building - L/999 MEM 9-10 (LIVE) LC 50 Occupancy Categor II, Dead Load = 13.2 psf Mind Designer per ANSI/TPII Sec.2 L= 0.02" CC= 0.02" CL= 0.04" Designed as Main Force Resisting System - Bld Code: CRC -2013 9 EX.WB DEF CRITERIA:L/120Tr- Low-rise and Components and Cladding IN MEM 15- 8; T= 0.00" CRITICAL MEMBER FORCES: ihItary Area = 67 sgft vertical members exposed to wind: 15- a ' ' TC COMP.IDUR. / TENS. OUR. CSI1-2 -3201.60 /94 1.25 0.26 2-3 -24831.25 / 1031.600.283-4 -22911.25 / 121 1.60 0.21 4-5 -21461.25 / 126 1.600.245-6 -21111.25 / 122 1.60 0.24 6-7 -22571.25 117 1.60 0.2S 7-8 -23591.25 / 97 1.60 0.36 BC COMP. DUR. / TENS. OUR. CSI 9-10 -56 1.25 / 33 1.60 0.21 10-11 -48 1.60 / 479 1.60 0.23 ll -12 -88 1.60 / 2304 1.25 0.53 ' X12-13 -83 1.60 / 2315 1.25 0.53 13-14 -77 1.60 / 2204 1.25 0.51 14-15 -30 1.60 / 37 1.60 0.15 WB COMP. OUR. / TENS. OUR CSI ' 2-10 -1386 1.25 / 106 1.60 0.15 - 2-11 78 1.60 / 2021 1.25 0.82 ' 3-11 -230 1.25 / 61 1.60 o.oa _ 13-10-15 3-12 -207 1.25 / 51 1.60 0.14 4-12 / 406 1.25 0.16 1 2 3 4 5-12-238(1.25)/ 59 1.60 0.17 5-13 -282(1.25)/ 56 1.60 0.20 6-13 / 403 1.25 0.16 4.00 7-13 -135 1.25 / 79 1.60 0.08 7-14 -307 1.25 / 60 L. 0.05 e-14 -62 1.60 / 2225 1.25 0.90 e-15 -1276 1.25 / 81 1.60 0.14 - 5 8-0-0 11-5-7 6 7 8 4.0 R:1499 U:-104 4-11-7 K8 I SHIP T 11 1-110 B2 �OFES.S/p�- •HU826 T. TiwC w:so8 R:1325 U:-57 9 10 11 12 13 14 15 STUB No. C 721$0 CfvnL �,ea�V jFd OF All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 a., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. CAUIV 4/12/2017 A A 4/ 1 2/20 1 T 268 - Homewood Truss **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: PHILLIPS (G4) **I **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 ^ require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Budding Component I D : Dri ve_C_0011116_L00005_100001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 53 WT/PLY: 215# v VTrusses tr noted otherwise, top Chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown face TC Live 20.00 psf Ll r L=1.2 5 P=1.2 5 ��� ^ n Ilfj�\vll for permanent lateral restraint n webs shall have bracing installed per Cher sections B3, B7 or 810, as applicable. Apply plates to each of truss and positianasshownabweandonthe.loinlDetailsrepon,unlessnotedothenwise. TC SflOw(Pf) 0.00 psf owDu $nOWDur L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN fTW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance o1 professional engineering responsibility BC Live 0.00 ps f 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility o1 the Building BC Dead 8.00 ps f 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPII Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web Sires: ALPINE: www .aloineitw.corn TPI: www.toinst oro[ WTCA www.sbardusbv ora ICC: www.ic safe. oro Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE Truss ID: Y05 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 OFL O1 & Str. Designed per ANSI/TPI 1-2014 All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super This design based on chord bracing applied 1 2- 2-12 1499 5.50" 1.60" BC 2z4 DFL tll & Btr. .R Fabrication Tolerance - 20.0% 268 - Homewood Tru5s per the followin schedule: 9 2 33- 3-12 1325 HGR 1.50" WE 2z4 DFL STANDARD Bearings designed for an FcPerp value of the * "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. max O.C. from to BRG HANGER/CLIP NOTE' Kcr (creep factor) = 3.00 Refer to Joint QC Detail Sheets for -- lesser of the truss chord lumber value or 62S for all bearings. TC 24.00" 15-10-15 20- 0- 0 Required bearing widths and bearing areas 2 'HUS26 Cq factors and Rotational Tolerances.. IRC/IBC truss plate values are based on Dsgn r : AW #LC = 53 WT/PLY" 225# appl when cross not supported in a hanger. _ Support Connection(s)/Hanger(5) are Loaded for 10 PSF non -concurrent BCLL. Drainage be testing and approval as required by IBC 1703 in _ Ll VE:DU r L=1. 2 5 P-1. 2 5 UPLIFT REACTION(S) : not desiggned for horsZontel loads. shall provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. and AN I/TPI and are reported ESR -1118. y Continuous lateral restraint attached to Support C&C Wind Non -Wind 1 -104 lb SEE SIMP50N CATALOG FOR ADDITIONAL INSTALLATION NOTES This truss is designed using the ASCE7-10 Wind Specification flat TC as indicated. Lumber shall be " structural grade. Brace 0 24" o.c. unless U u 2 -S7 lb MAX DEFLECTION (span) Bldg Enclosed = Yes. t noted. - L/999 MEM 5-6 (LIVE) LC 50 Truss Location = Not End Zone - Not designed for attic storage unless - - L= -0.16" CC= -0.30" CL= -0.46" Ekp Category = C noted otherwise. solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility of the Building MAX DEF(cant) ( ) Bldg Length = 40.00 ft, Bldg Width = 30.00 ft Mean roof height 12.81 ft, 110 , Designer per ANSVTPI I Sec.2 L/999 MEM 10-11 (LIVE) LC 51 - mph Occupancy Category II, Dead Load = 13.2 psf TRUSPLUS 6.0 VER: T6.5.21 ALPINE: wMw.aloinelM'.com:TPl: www.tninst.ar4: WTCA www.sbcinaustry ora' ICC: www.iccsateor4 Falomemor more information TPI:wwwtsnob'sgeWTCA:wwwneral notes page and trrorghese eCC:w , L= 0.02" CC= 0.02" CL= 0.04" - Designed .as Main Wind Force Resisting System EX.WB DEF CRITERIA:L/120 - Lon -rise and Components and Cladding _ IN MEM 16- 9; T= 0.00" CRITICAL MEMBER FORCES: sqft Tributary Area = ex osed Vertical members exposed to wind: 16- 9 TC COMP. / TENS. WR.CSI 1-2-313JOUR, 1.60 104 1.25 0.272- -25041.25 / 93 1.600.293-4 -24131.25 131 1.60 0.184-5 -20921.25 / 142 1.60 0.15 5-6 -19541.25 / 140 1.60 0.39 6-7 -20661.25 / 138 1.60 0.157-8 -23721.25 / 134 1.60 0.228-9 -23841.25 / 90 1.60 0.39 - - BC COMP. OUR. / TENS. DUR. CSI ' 10-U -64 1.25 / 33 1.60 0.18 ' 11-12 -56 1.60 / 475 1.60 0.21 12-13 -81 1.60 / 2158 1.2S 0.37 13-14 -54 1.60 / 1969 1.25 0.37 ' 14-15 -63 1.60 / 2109 1.25 0.40 _ 15-16 -36 1.60 / 42 1.60 0.17 ,. WB COMP. (DUR. / TENS. OUR. CSI ' - 2-11 -1401(1.2 s3/. 99 1.60 0.15 Z-12 -6611:603))3))/ 2042 1.25 0.83 •+ 15-10-15 13-5-7 - R 3-12 -327125 / 63 1.60 0.05 - 4-12 -101.60 / 206 1.25 0.08 1 2 3 4 1 6 7 8 _. 9 4-13 -3101.25 / 39 160 0.15 • - + - ' 5-13 / 367 1.. 25 0.15 5-14 -46(1.60)/ 40 1.60 0.04 4.00 _ 4-0-0 -4.O �� - r 6-14 / 353 1.25 0.14 - 7-14 -263(1.25)/ 43 1.60 0.13 7-15 -47(((1.60)))/ 159 1.25 0.06 8-15 -366 1.25 / 96 1.60 0.06 6X 4 6 9-15 -56 1.60 / 2248 1.2S 0.91 9-16 -1282(1.25)/ 78 1.60 0.14 2.5X4. 2.5X4 1.5X3 1.5X3 5-7-7 5-7-7 3X8 4X8I SHIP t 3X6 1 1-T10 + 0.3-132X4 7X8 5X6 3X8 7X8 2X4 �OFESSIO'Y • 2-0-0 W:508 F W *H US26�i-T• R:1499 "6 W:508 U:-104 R:1325 U:-57 33-6-8 2-5-8 = ---J No. C 72160 10 11 12 13 14 15 16 STUB • � � CfV{L P pF = All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S' for Super Sfrength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. A A A 4I 1 Z/Z O 1 7 268 - Homewood Tru5s ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS icy * "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116-L000 ^ Trusses require extreme care in fabricating. handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component I D : Dr l ve_C_0011116-L00005-) 00001 Safety Information. by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 53 WT/PLY" 225# v V rr ly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. shown noted otherwise, top chord shall have properLocations B10, face truss Live 20.00 psf _ Ll VE:DU r L=1. 2 5 P-1. 2 5 � O for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3. B7 or as applicable. Apply plales to each of andTC position as shown above and on the Joint Details repon, unless noted otherwise. TC Snow(Pf) 0.00 psf SnowDu r L=1.15 P=1.15 U u Alpine, a division of ITW Building Components Group Inc., shag net be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN fTW COMPANY conformance with ANSVTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 8C Live 0.00 psf 1.10 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSVTPI I Sec.2 TRUSPLUS 6.0 VER: T6.5.21 ALPINE: wMw.aloinelM'.com:TPl: www.tninst.ar4: WTCA www.sbcinaustry ora' ICC: www.iccsateor4 Falomemor more information TPI:wwwtsnob'sgeWTCA:wwwneral notes page and trrorghese eCC:w BldgCode: CRC -2013 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: Y06 Qty: 4 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed,per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 2- 2-12 1882 5.50,. 2.01,, BC 2x4 DFL #1 & Btr. _ Fabrication Tolerance = 20.0% 2x4 DFL S7ANOARD Bearings designed for FcPerp a pp1y when truss not supported in a hanger. UBLIFf REACTION(S) 2 33- 3-12 1659 HGR 1.77" WEB an value of the 2x4 DFL #1 & Btr. 2-11, 14-8 lesser of the truss chord lumber value or Support C&C Wind Non -Wind BRG HANGER/CLIP NOTE Kcr (creep factor) = 3.00 - 625 for all bearings._ 1 -93 lb 2 °HU126 IRC/IBC truss plate values are based on Refer to loint OC Detail Sheets for 2 -45 lb Support �onnection(5)/Hanger(5) are testing9 and approval as required by IBC 1703 Cq factors and Rotational Tolerances. in This truss is designed using the not desiggned for horizontal loads. and ANSI/TPI and are reported ESR -1118. ,Loaded for 10 PSF non -concurrent BCLL. bottom in BASED GREEN ASCE7-10 Wind Specification Bldg SEE SIMPSON CATALOG 20 psf Live Load a0plied to chord PLATING ON LUMBER VALUES. Is Enclosed = Yes, Truss Location Not End Zone FOR ADDITIONAL INSTALLATION NOTES accordance with code provisions. = Exp Category = C MAX DEFLECTION (Span) Bldg Length = 40.00 ft, Bldg Width = 30.00 ft L/999 MEM 12-13 (LIVE) LC 46 Mean roof height = 13.16 ft, mph 110 L= -0.27" CC= -0.32" CL= -0.58" + Occupancy Category II, Dead Load = 13.2 psf Designed as Main Wind Force Resisting System MAX DEFLECTION (Cant) - Low-rise and Components and Cladding L/999 MEM 9-10 (LIVE) LC 54 Tributary Area - 67 Sq L= 0.03" CC= 0.02" CL= 0.05" Vertical members exposed to wind: 15- 8 EX.WEI DEF CRITERIA:L/120 IN MEM 15- 8; T= 0.00" - CRITICAL MEMBER FORCES: TC COMP.OUR. / TENS. DUR. CSI 1-2 -28211.60 / 117 1.25 0.23 2-3 -30931.25 / 64 1.60 0.27 3-4 -28361.2S / 92 1.60 0.29 - 4-5 -28211.25 / 138 1.60 0.22 , 5-6 -28001.25 / 135 1.60 0.21 6-7 -28101.25 / 94 1.60 0.29 - 7-8 -29701.25 / 72 1.60 0.34 BC COMP. DDR. / TENS. DUR. CSI 9-10 -79 1.25 / 281 1.60 0.22 - 10 -ll -50 1.60 / 441 1.60 0.25 ll -12 -53 1.60 / 2883 1.25 0.64 12-13 -12 1.60 / 2095 1.25 0.55 13-14 -55 1.60 / 2785 1.25 0.62 14-15 -44 1.60 / sl 1.60 0.15 -" WB COMP. OUR. / TENS. OUR. CSI 2-10 -1668 1.25 / 93 1.60 0.18 16-0-0 15-6-8 ' 2-11 -58 1.60 / 2620 1.25 0.33 3-11 -222 1.25 / 65 1.60 0.03 1 2 3 4 5 6 7 8 + 3-12 -280 1.25 / 37 1.60 0.22 4-12 -355 1.25 / 80 1.60 0.14 , 5-12 -25 1.60 / 945 1.25 0.38 - 4.00 -4.O 5-13 -28 1.60 / 897 1.25 0.36. 6-13 -350 1.2S / 79 1.60 0.13 7-13 -ZO1 1.25 / - 74 1.60 0.15 • , 7-14 -298 1.25 / 62 1.60 0.05 6X6 - .. 8-14 -39 1.60 / 2814 1.25 0.36 8-15 -1565 1.25 / 69 1.60 0.18 T 1.5X3 1.5X3 2.5X4 2.5X4 6-3I-13 6-3-13 SHIP 3X10 4X8 t 3X6 t = J 1-110 0-3-13 2X4 3X10 5X8 4X8 4X10 2X4 �tOF�•SSI QAr� 81 82 2 ° Q W:508 *HUS26 EU -T. TqN R:1882 W:508 U:-93 R:1659 33-6-8 2-5-8 U 45 9 10 11 12 13 14 15 STUB No. C 72160 CNII- �P OF IF All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super ' Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates A J are poslhoned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/12/2017 4/12/20 t / 268 - Homewood Tru s ""WARNING!"" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (C4, "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component I D : Dri ve_C_0011116_L00005_300001 'Safety Information, by TPI and TCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless SW Dsgn r : AW #LC = 56 WT/PLY : 220# v VTrusses rr noted otherwise, top... ..It have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown TC Live 20.00 Ll VEDu r L=1.25 P=1.25 ^ n for permanent lateral webs shall have bracing installed tl per BCS- sections 83. B7 or 570, as applicable. Apply plates to each face of truss and psf ��� � lU�\�II and n poshionasshownabweandonthe dointDetails repon,unlessnoteeotherw'se. I, above TC SnOW(Pf) 0.00 psf $nOWDUr L=1.15 P=1.1$ Alpine, a division of ITW Building Components Group Inc., shag not be responsible for any deviation from this drawing. any failure to build the muss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN RW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. A seat on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Reside, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 ps f 0. C .Spacing 2- 0- 0 Designer per ANSUTPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information wethsjob's general notes page and these web sites: Bldg Code: 9 CRC -2013 DEFL RATIO: L/240 TC: L/240 ALPINE: www .aloineitw.corn TPC www.tuinst.ora:WTCA: wmy sbcindvstrv.oro: ICC: www.iccsafe.om Job Name: PHILLIP RESIDENCE Truss ID: Y07 "T CN4L.,�a�P Qty: 1 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Detail Report. Circled false frame BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. - Designed per ANSI/TPI 1-2014 4/12/2017 UPLIFT REACTION(S) "*WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 1 2- 2-12 1877 5.50 2.00:: BC 2x4 DFL #1 & Str. Fabs cation Tolerance - 20.0% ""IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Support C&C Wind Non -Wind W0: Drive -C -0011116-L000 2 33- 3-12 1654 5.50 1.76 WEB 2x4 DFL STANDARD Bearings designed for an FcPerp value of the ID: Drl ve-C-0011116-L00005-) 00001 1 -108 lb Safety Information, by TPI and WTCA) for safety practices prior to performing thefunctions. Installers shall provide temporary bracing per BCSI. Unless se MAX DEFLECTION (span) : 2x4 DFL #1 & Btr. 2-11, 14-8 Kcr (creep factor) = 3.00 lesser of the truss chord lumber value or 625 for all bearings. noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown lace 2 -59 lb This truss is designed using the TC Live 20.00 psf L/999 MEM 3-4 (LIVE) LC 46 IRC/IBC truss plate values are based on -Refer to Joint QC Detail Sheets for O ASCE7-10 Wind Specification I� L= -0.23" CC= -0.33" CL= -0.56" testing and approval as required by IBC 1703 AN I/TPI in ESR Cq factors and Rotational Tolerances. for owDu SnOWDU r L=1.15 P=1.15 Bldg Enclosed Yes, MAX DEFLECTION (Cant) : and and are reported -1118. Live Load appplied to bottom chord in Loaded 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in Truss Location = Not End Zone Exp Category C TC Dead 14.00 psf L/999 MEM 9-10 (LIVE) LC 53 0.02" CC= 0.02" CL= 0.05" -20 psf accordance with IBC/IRC code provisions. conformance with ANSIrTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility = Bldg Length = 40.00 ft, Bldg Width = 30.00 ft Mean height 13.07 ft, 110 1.15 / 1.10 / 1.10 L= EX.WB DEF CRITERIA:L/120 _ - - - • _ _ BC Dead 8.00 psf roof - mph = Occupancy Category II, Dead Load = 13.2 psf IN MEM 15- 8: T= 0.00" ` Designed as Main Nind Force Resisting System - Low-rise and Components and Cladding For more information see this job's general notes page and these web sites: ALPINE: wwaloineitwcom:TPtwww.tuinst.oro WTCA:wwwsbcntlustrvorm:ICC:wwwiccsafe.om w CRITICAL MEMBER FORCES: - DEFL RATIO: L/240 TC: L/240 -Tributary Area - 61 sgft1-2-258 TC COMP. DUR. / TENS.IDUR. CSI members exposed to Wind: 1S- 8 1.60 / 1321.25 0.21Vertical 2-3 -3115 1.25 / 1101.600.33 3-4 -2722 1.25 / 1391.600.534-5 -2609 1.25 / 1791.600.19S-6 -2769 1.25 1761.60 0.20 6-7 -2785 1.25 1321.600.297-8 -2966 1.25 / 981.60 0.34 BC COMP. DUR. / TENS.IDU CSI 9-10 -94 1.25 / 2541.60 0.19 10-11 -57 1.60 4151.60 0.19 11-12-107 1.60 29071.25 O.SS12-13 -44 1.60 21S31.25 0.50 13-14 -80 1.60 27811.25 0.50 14-15 -42 1.60 491.60 0.14 NB COMP. WR. / TENS. UR,' CSI 2-10 -1675 1.25 / 103 1.60 0.18 2-11 -89 1.60 / 2680 1.25 0.34 3-11 -214 1.2S / 79 1.60 0.03 3-12 -428 1.25 / 41 1.60 0.42 4-12 -176 1.25 / 94 1.60 0.08 ,. 5-12 -4S 1.60 / 678 1.25 0.28 5-13 -29 1.60 / 811 1.25 0.33 6-13 -333 1.25/ 77 1.60 0.13 7-13 -224 1.25 / 71 1.60 0.17 14-10-13 3-7-9 15-0-2 7-14 -294 1.25 / 70 1.60 0.05 8-14 -64 1.60 / 2811 1.25 0.36 1 2 3 4 5 6 7 8 - 8-15 -1564 1.25 / 81 1.60 0.18 4.00 2.83 -4.0 5X6 _ t 5X6 1.5X3 t 2.5X4 7 2.5X4 6-1-11 >� 6-1-11 3X10 4X8 l tSHIP =3X6. - 1-110 0-3-13 2X4 4X8 5X8 5X6 4X10 2X4 B1 82 2-0-0 W:508 W:508E11T. TqN R:1877 R:1654 U:-108 U:-59 3368 258 9 10 11 12 13 14 15 STUB No. C 72160 * - "T CN4L.,�a�P All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Detail Report. Circled false frame • Strength 18 ga. Plates are to be positioned per Joint plates and plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/12/2017 268 - Homewood Truss "*WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (c4) ""IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ require extreme care in labriCitung, handling. shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component ID: Drl ve-C-0011116-L00005-) 00001 Safety Information, by TPI and WTCA) for safety practices prior to performing thefunctions. Installers shall provide temporary bracing per BCSI. Unless se Dsgn r : AW #LC = 56 WT/PLY : 221# v VTrusses ry noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown lace TC Live 20.00 psf Li r L=1.25 P=1. 25 i•i ��� O r� rl I� lateral nee and of wehs shall have bracing finless tl per BCSI sections 83. B7 or 870, as applicable. Apply plates to each of buss and fa permas shown position as shown ahwe and on fine Joint Details report, unless no. otherwise. TC Sr10W Pf 0.00 psf C , owDu SnOWDU r L=1.15 P=1.15 U// -UI IlLlll\\\\�I1111 IILL-��� Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN 17W COMPANY conformance with ANSIrTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 ps f 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C . SpaCi ng 2- 0- 0 Designer per ANSUTPl1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sites: ALPINE: wwaloineitwcom:TPtwww.tuinst.oro WTCA:wwwsbcntlustrvorm:ICC:wwwiccsafe.om w Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/240 Job Name: PHILLIP RESIDENCE 1► 1k Truss ID: Y08 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL 91 & etr. Designed per ANSI/TPI 1-2014 UPLIFT REACTION(S) 1 2- 2-12 1893 5.50" 2.02,E BC 2x4 DFL dl & etr. "*WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 33- 9- 4 1895 5.50 2.02 WEB 2x4 2x4 DFL STANDARD DFL N1 & Btr. 2-13, 16-9 Bearings designed for an Fc Perp value of the lesser lumber 1 -113 lb MAX DEFLECTION (Span) Kcr (creep factor) - 3.00 Dsgn r : AW #LC = 61 WT/PLY : 232# of the truss chord value or - 625 for all bearings.. - 2 -101 ib This truss is designed using the L/999 MEM 14-15 (LIVE) LC 48 IRC/IBC truss plate values are based on n Refer to 3oint 9 Detail Sheets for - ASCE7-10 Wind Specification L= -0.27 CC= -0.34" CL= -0-.60" • testing and approval as required by IBC 1703 I/TPI in Cq factors and Rotational Tolerances. Bldg Enclosed = Yes, MAX DEFLECTION (Cant) and AN and are reported ESR -1118. 20 Live Load a0to bottom in Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER Truss location Not End Zone L/987 MEM 11-12 (LIVE) LC 61 psf accordance with IBC/IRC plied chord code provisions. VALUES. Ezp Category = C Bldg Length = 40.00 ft, Bldg Width 30.00 ft L= 0.03" CC= 0.03" CL= 0.05" TC Dead 14.00 psf _ • AN 17W COMPANY = Mean roof height a 12.93 ft, mph 110 CRITICAL MEMBER FORCES: BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75060 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Occupancy Category II, Dead Load 13.2 psf TC COMP. DDR. / TENS. OUR CSI - - - Designer per ANSI/TPI 1 Sec.2 - - - - - Designed.as Main Wind Force Resisting System 1-2 2-3 3-4 -306 1.60 / 106 1.25 0.26 -3107 1.25 / 112 1.60 0.30 -3061 1.2S / 146 1.60 0.17 Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: -L/24 , -,Lm-rise and Components and Cladding Trbutary Area 72 sq ft 4-5 -2985 1.25 / 131 1.60 0.21 5-6 6-7 -3005 1.25 / 168 1.60 0.29 -2848 1.25 / 158 1.60 0.22 7-8 -2873 1.25 / 118 1.60 0.32 8-9 -3123 1.25 / 88 1.60 0.27 " 9-10 -283 1.60 / 117 1.25 0.23 _ BC COMP. OUR. / TENS. WR. CSI 11-32 -67 1.25 / 306 1.60 0.22 - 12-13 13-14 -39 1.60 / 469 1.60 0.25 -58 1.60 / 2825 1.25 0.61 - 14-15 -3 1.60 / 2295 1.25 0.57 15-16 16-17 -39 1.60 / 2912 1.2S 0.64 -18 1.60 / 443 1.60 0.25 17-18 -79 1.25 / 281 1.60 0.22 WB COMP. WR. / TENS. WR. CSI 2-12 2-13 -1682 1.25 / 114 1.60 0.18 -90 1.60 / 2597 1.25 0.33 3-13 -279 1.25 / 81 1.60 0.04 4-13 4-14 -26 1.60 / 92 1.25 0.04 / 76 1.25 0.03 5-14 -355 1.25 / 73 1.60 0.12 6-14 -37 1.60 / 835 1.25 0.34 6-15 -22 1.60 /' 821 1.25 0.33 7-15 8-15 -306 1.25 / 78 1.60 0.12 -275 1.25 / 411.60 0.22 10 o -1a 9-3 is -11 8-16 -229 1.25 / 67 1.60 0.04 9-16 -75 1.60 / 2647 1.25 0.34 1 2 3 4 5 6 7 e 9 1O , 9-17 -1680 1.25 / 101 1.60 0.18 4.00 2.83 -4.0 _ - 5X6 T 1.5X3 1.5X3 T 5X6 1.5X3 2.5X4 5-10-6 73X6 5-10-6 3X10 3X10 I SHIP 3X6 ll x 5X12 5X8 5X6 4X8 11 x 0-3-13 2X4 2X4 12-0-0 0-3-13 OF.S� � E1 2-0-0 W: w:soa��- T. Tw:so8 ANc R:1893 R:1895 U:-113 U:-101 A 36-0-0 11 12 13 14 15 16 1718 No. C 72160 _ 1► 1k � �P_q F M All connector plates are ALPINE Wave 20 ga., unless preceded by "H• for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are poslboned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/ 12/2017 268 - Homewood Trus "*WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "*IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component J D : Dri ve_C_0011116_L00005_J 00001 Information, by TPI and TCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Safety W Dsgn r : AW #LC = 61 WT/PLY : 232# v VTrusses 7Y noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a propedy attached rigid ceiling. Locations shown n ^ n for perm an em lateral resb of webs shall have bracing installed per BCSI sections B3, 87 or 010, as applicable. Apply plates to each race of buss and TC Live 20.00 psf Ll veDu r L=1.2 5 P=1.2 5 ILL= � �� Ilfj�\\If� and positron as shown alxrve and on tbe.loint oetaifs repon, unless no. aherwse. TC Snow Pf 0.00 psf ( ) SnowDu r L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Brid / Comp / Tens AN 17W COMPANY conformance with ANSI7TPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75060 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spac i ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6. 5.21 For moreinformationseeNsjob'sgeneraInotes page and thesewebsites: ALPINE: www.aloinehw co TPI; r WTCA: wwwsbciMustry orm ICC: vrviw.iccsafe orc Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: -L/24 Job Name: PHILLIP RESIDENCE Truss ID: Y09 Qty 1 BRG X -LOC REACT SIZE REO'D 7c 2x4' DFL #1 & Btr. ••IPM]=PLATE MONITOR USED -See Joint Report- UPLIFT REACTION(S) : 1 2- 2-12 1519 5,50 1.62" Sc. 2x4 DFL Y1 & Btr. •Designed per ANSI/TPI 1-2014 Support C&C Wind Non -Wind 2 33- 9- 4 1519 5.50 1.62" WEB 2x4 DFL STANDARD Fabrication Tolerance = 20.0% 1 -117 lb MAX DEFLECTION (Span) : Kcr (creeyy factor) = 3.00 Refer to ]oint OC Detail Sheets for Bearings designed for an Fc Perp value of the lesser of the truss chord lumber value or 2 -96 lb HORIZONTAL REACTIONS)) ' L/999 MEM 5-6 (LIVE) LC 63 •Cq factors and Rotational Tolerances. 625 for all bearings. support 1 -3750 lb: L= -0.18 CC= -0.34" CL= -0.51" Loaded for 10 PSF on -concurrent 8CLL. ' IRC/IBC truss plate values are based on support 2 -3749 lb MAX DEFLECTION (cant) ( ' - PLATING BASED ON GREEN LUMBER VALUES. + + + + + + + + + + + + + + + + + + + + + testingy and approval as required by IBC 1703 and AN and are reported in ESR -1118. This truss is designed using the ASCE7-10 Wind Specification L/349 MEM 9-10 (LIVE) LC50- .+ Designed for 3.8 K lbs drag load applied • Not designed for attic storage unless Bldg Enclosed - Yes, L= 0.08" CC= 0.02" CL= 0.10" horizontally in either direction to the top -- noted otherwise. Truss Location - Not End Zone CRITICAL MEMBER FORCES: chord panel points, with dead + 0 % live •- - ,. Exp Category = C 7C COMP. OUR. / TENS.J.DURD. CSI loads using oad,duration = 1.60. 61 s2 Bldg Length = 40.00 ft, Bldg Width 30.00 ft 1-2 -354 1.60 /521.250.25 Horizontal reaction = 3.8 K lbs at each , - Mean roof height - 12.80 ft, mph 1102-3• -404 1.60 1261.600.26 bearing individually. Connection by others. Occupancy Category II, DeadLoad =13.2psf 3-4 -2644 1.25 1001.600.29 + + +++ ++++++ + + +++++ - Designedas Main Wind ForceResisting System 4-5 -2710 1.25 / 1061.6 0.31 5-6 -2722 1.25 1461.600.32 '6-7 -2265 1.25 142.600.227-8 - No. C 72160 -Low-n se and Components and Cladding Tributary Area 72 sgft -2292 1.25 1061.600.268-9 - -2532 1.25 791.600.25 f�a 9-10 -308 1.60 1521.60 0.23 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 , BC COMP. OUR. / TENS. WR. CSI 268.- Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 11-12 -110 1.60 / 354 1.60 0.18 (G4 "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 12-13 -1844 1.60 / 3916 1.60 0.40 require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve_C_0011116_L0000S_300001 13-14 -1243 1.60 / 3898 1.60 0.44 Dsgn r : AW #LC = 63 WT/PLY: 228# - noted otherwise, top chord shall have propedy attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown installed SCSI 83, B10, Apply face truss 14-15 -1103 1.60 / 3082 1.60 0.41 Li veDu r L=1.25 P=1.25 � O L for permanent lateral restraint of webs shall have bracing per sections B7 or as applicable. plates to each of and posidonasshownaboveandanthe.lointDetailsrepon,unlessnotedotherwse. 15-16 -1440 1.60 / 3858 1.60 0.43 SnowDur L=1.15 P=1.15 U Ll Alpine, a division of ITN Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in 16-17 -3298 1.6o / 3557 1.60 0.39 Rep Mbr Bnd / Comp / Tens AN fTW COMPANY _ 17-18 -245 1.60 / 328 1.60 0.18 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 ' WB COMP. DUR. / TENS. WR. CSI 0. C. Spaci ng 2- 0- 0 Designer per ANS1/TPI f Sec.2 2-12 -393 1.25 / 67 1.60 0.04 TRUSPLUS 6.0 VER: T6.5.21 For more information see th'sjob's general notespage and these web saes: ALPINE: www.aloineitw.com: TPI: s.ar WTCA: www six moustny.orw ICC: www.iccsafe.ora 3-12 -2152 1.25 / 137 1.60 0.49 DEFL RATIO: L/240 TC: L/24 3-13 -12 1.60 / 608 1.25 0.25 4-13 -270 1.25 / 93 1.60 0.04 4-14 -529 1.60 / 578 1.60 0.38 , 5-14 -452 1.25 / 83 1.60 0.12 . 6-14 -87 1.60 / 889 1.25 0.36 6-15 -28 1.60 / 573 1.25 0.23 - ' 7-1S -299 1.25 / 78 1.60 0.1z- 8-15 -603 1.60 / 362 1.60 0.44 - 5-2-16. 14-11-5 15-9-12 See new joint report for an "boxed" p y - 8-16 -229 1.25 / 66 1.60 1.oa _ plates. The plating has changed. 9-16 -6, 1.60 / 2082 1.25 0.85 1 2 3 4 5 6 7 8 910 _ . 9-17 -1403 1.25 / . 96 1.60 0.15 4.00- 2.83 - - _____4O01 ` 5X6 1.5X3 1.5X3 2.5X4 2.5X4 5-7-1 7X8 " 3X8 1 5-7-1 1.5X3I SHIP 3X6 3X6 I ; 1 x x 1 2.5X4 6X6 3X8 6X6 Ed 0-3-13 30 8 0-3-13 QµOFESSI 61 s2 I 2-0-waoe VV 2-0-0 T. Ti � m G R:1519 R:1519 U:-117 U:-96 36-0-0 " 11 12 13 14 15 16 1-A8 No. C 72160 - CIVIL �P y�OF f�a All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are posltloned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268.- Homewood Trus "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (G4 "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C -0011116-L000 ^ require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve_C_0011116_L0000S_300001 Safety Information, by TPI and WfCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 63 WT/PLY: 228# v VTrusses ry noted otherwise, top chord shall have propedy attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown installed SCSI 83, B10, Apply face truss TC Live 20.00 psf Li veDu r L=1.25 P=1.25 � O L for permanent lateral restraint of webs shall have bracing per sections B7 or as applicable. plates to each of and posidonasshownaboveandanthe.lointDetailsrepon,unlessnotedotherwse. TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 U Ll Alpine, a division of ITN Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN fTW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of mosses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANS1/TPI f Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see th'sjob's general notespage and these web saes: ALPINE: www.aloineitw.com: TPI: s.ar WTCA: www six moustny.orw ICC: www.iccsafe.ora Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 2-12 1317 5.50" 1.50" BC 2x4 DFL #1 & Btr. 2 31- 1- 6 1491 5.50" 1.59" WEB 2x4 DFL STANDARD MAX DEFLECTION (span) 2x4 OFL #1 & Btr. 1-9 Kcr (creel factor) - 3:00 L/999 MEM 1-2 (LIVE) LC 56 Refer to oint OC Detail Sheets for L= -0.18" CC= -0.32" CL= -0.50" Cq factors and Rotational Tolerances. MAX DEFLECTION (cant) : Loaded for 10 PSF non -concurrent BCLL. - • PLATING BASED ON GREEN LUMBER VALUES. L/295 MEM 6-7 (LIVE) LC 48 Not designed for attic storage unless L= 0.09" CC= 0.02" CL= 0.12" noted othierwise. EX.W8 DEF CRITERIA:L/120 IN MEM 8- 1: T= 0.00" TC COMP. OUR. / TENS. WR. CSI 1-2 -3148 1.25 / 71 1.60 0.80 2-3 -278S 3'S / 91 1.60 0.35 3-4 -2069 1.25 / 109 1.60 0.22 4-5-2120 1.25 / 105 1.60 0.29 5-6 -2515 1.25 / 80 1.60 0.38 6-7 -434 1.60 / 115 1.60 0.35 BC COMP. 10 R. / TENS. Wft. CSI B-9 -3750 1.60 / 3750 1.60 0.42 9-10 -960 1.60 / 4126 1.60 0.42 10-11 -685 1.60 / 3436 1.60 0.37 ll -12. -1308 1.60 / 3704 1.60 0.40 12-13 -3187 1.60 / 3587 1.60 0.41 13-14 -215 1.60 / 440 1.60 0.2S We COMP. DUR. / TENS.DUR. CSI 1-8 -1261 1.25 / 701.60 0.14 1-9 -43 1.60 / 30411.25 0.39 2-9 -244 1.25 / 731.60 0.03 2-10 -721 1.60 / 3031.60 0.50 3-10 -24 1.60 / 3111.2S 0.13 3-11 -818 1.25 / 431.60 0.65 4-11 / 7701.25 0.31 5-11 -710(1.60)/ 2921.60 0.52 5-12 -129(((1.25)))/ 1101.60 0.03 6-12 -53 1.60 / 19091.25 0.78 6-13 -1379 1.20 / 1-1311.60 0.15 Truss ID: Y10 ••[PM)=PLATE MONITOR USED -See Joint Report- Destgned per ANSI/TPI 1-2014 Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the lesser of the truss chord lumber value or 62S for all bearings. IRC/IBC truss plate values are based on testing9 and approval as required by IBC 1703 and AN and are reported in ESR -1118. + + + + + + + + + + + + + + + + + + Designed for 3.8 K lbs drag load applied horizontally in either direction to the top chord panel ppoints, with dead 0 % live loads using load.duration -1 Horizontal reaction - 3.8 K lbs at each bearing individually. Connection by others. + + + + + + + + + + + + + + + + + + + + + + 1_ 2 3 4 5 6 7 f2 -83 -4.0 5X6 T 2.5X4 2.5X4 5-3-12 2.5X4 3X8 4X8 3X6 11 T 0-11-13 2X4 4X10 2.5X4 6X6 6X6 R7X8 B1 B2 W:508 W:508 2-0-0 R:1317 R:1491 U:42 U:-95 33-4-2 8 9 10 11 12 1314 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TrusSett require xtr me care in fabricating.handling,shipping. installing and bracing. Refer to and follow the latest edition of BCSI(Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these lunclions. Installers shall provide temporary bracing per BCSI. Unless ry no. otherwise, top chold shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of wets shall have bracing installed per BCSI sections 63, B1 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details report, unless noted otherwise. Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in ALMNAN 17W COMPANY conlorma- whh ANSUTPI 1, or for handling. shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 2820 N. Great SWPhwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer perANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21For more information see this job's general notes page and these web sties: ALPINE: www.aloineitw, cam: TPI: www toinsl ora: WTCA www.sbCm1ysRv.omICC: www.ic safe. pre Qty: 1 UPLIFT REACTIONS) : Support CIC Wind Non -Wind 1 -42 lb 2 -95 1b HORIZONTAL REACTION(S) support 1 3750 ib support 2 -3750 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed = Yes, Truss Location Not End Zone Exp Category = C Bldg Length = 40.00 ft, Bldg Width 30.00 ft Mean roof height 12.66 ft, mph 10 Occupancy Category II, Dead Load 13.2 psf Designed,as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area = 67 sgft Vertical members exposed to wind: 8- 1 See new joint report for any "boxed" plates. The plating has changed. t 5-3-12 SHIP = 11 0-3-13 �O+ESSI T. No. C 72160 C[Vl%- \P q�OFCA430-wc: 4/12/2017 Cust: PHILLIPS W0: Drive -C_0011116 -L000 ID: Drive_C_0011116_L00005_300001 Dsgnr: AW #LC = 57 WT/PLY: 208# TC Live 20.00 psf LiveDur L=1.25 P=1.25 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/2- Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 2-12 1218 5.50" 1.S0" BC 2x4 DFL #1 & Btr.- 2 28- 9- 2 1218 5.50 1.50" WES 2x4 DFL STANDARD 2x4 DFL #1 & Btr. 1-8 MAX DEFLECTION (span) Rcr (creep factor) = 3.00 L/999 MEM1-2 (LIVE) LC 1 IRC/IBC truss plate values are based on L= -0.16" CC= -0.28" CL= -0.44" testing and approval as required by IBC 1703 EX.WB DEF CRITERIA:L/120 and AN I/TPI and are reported in ESR -1118. Not designed for IN MEM 12- 6; T= 0.00" attic storage unless noted otherwise. - CRITICAL MEMBER FORCES: of webs shall have orating installed per SCSI sections 83, 87 or 870, asapplicable. Apply plates to each oftruss and lateral above and Ion permas shown position as shownabweandonthe Joint Details repon,unless noted omerwise. TC COMP. WR. / TENS. DUR. CSI owDu SnowDur L=1.15 P=1.15 1-2 -2779 1.25 / I1 1.60 0.65 x 2-3 -2367 1.25 / 96 1.60 0.35 Rep Mb r Brill / Comp / Tens 3-4 -1880 1.25 / 107 1.60 0.16 4-5 -1947 1.25 / 106 1.60 0.31 conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. , A seat on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 5-6 -2312 1.25 / 78 1.60 0.35 - 1.15 / 1.10 / 1.10 BC COMP. DUR. / TENS. WR. CSI solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building 7-6 -33 1.60 / 44 1.60 0.20 0. C. SpaCi ng 2- 0- 0 e-9 - 60 2675 1.25 0.39 Designer per ANSI/TPI 1 Sec.2 9-10 -42 1.60 / 2253 1.25 0.32 10-11 -63 1.60 / 2153 1.25 0.34 For more information wethsjobs general notes page and thew websites: ALPINE:www.aloineitw.com: TPt www.toinst ora:WTCA: www sbcindushv.orm: ICC: www.iccsafe oro 11-12 -44 1.60 / 40 1.60 0.15 DEFL RATIO: L/240 TC: L/24 WB COMP. WR. / TENS. DUR. CSI 1-7 -ll66 1.25 / 70 1.60 0.13 1-8 -43 1.60 / 2684 1.25 0.34 2-8 -233 1.25 / 76 1.60 0.03 2-9 -438 1.25 / 54 1.60 0.31 3-9 / 285 1.25 0.12 3-10 -638(1.25)/ 35 1.60 0.32 " 4-10 / 704 1.25 0.29 5-10 -409 1.25 / 64 1.60 0.33 5-11 -182 1.25 / 72 1.60 0.03 6 -ll -38 1.60 / 2164 1.25 0.88 6-12 -1173 1.25 / 71 1.60) 0.13 t 5-0-7 1 4XE T 1-y-13 B1 W:508 R:1218 U:-42 Truss ID: Y11 Designed.per ANSI/TPI 1-2014 Fabricate on Tolerance - 20.0% Bearings designed for an Fc Perp value of the lesser of the truss chord lumber value or 625 for all bearings.. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. 16-10-0 12-1-14 1 2 3 4 5 6 2.83 _ -4.0 5X6 2X4 8 9 10 Qty: 1 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -42 lb 2 -47 lb This truss is designed using the ASCE7-10 Wind Specification Bldg Enclosed - Yes, Truss Location - Not End Zone Exp Category C Bldg Length 40.00 ft, Bldg Width = 30.00 ft Mean roof height - 12.52 f7, mph - 110 Occupancy Category II, Dead Load 13.2 psf Designed as Main Wind Force Resisting System - Law -rise and Components and Cladding Tributary Area =S8 sqft Vertical members exposed to wind: 7- 1, 12- 6 t 5-0-7 X8 SHIP T 0-11-13 2X4 B2 W:508 R:1218 U:-47 11 12 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., 'S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tru s "*WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS icy ** IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_1-000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BC51 (Building Component 30: Dri ve_C_0011116_L00005_300001 Safety Information, by TPI and WTCA) for satety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 43 WT/PLY : 186# v V r y noted otherwise, top... shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown face TC Live 20.00 psf L l r L=1.2 5 P=1.25 � I`f�\vIl ��� (� T(� of webs shall have orating installed per SCSI sections 83, 87 or 870, asapplicable. Apply plates to each oftruss and lateral above and Ion permas shown position as shownabweandonthe Joint Details repon,unless noted omerwise. TC Snow(Pf) 0.00 psf owDu SnowDur L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the buss in TC Dead 14.00 psf Rep Mb r Brill / Comp / Tens AN rTW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation & bracing of busses. , A seat on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. SpaCi ng 2- 0- 0 Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information wethsjobs general notes page and thew websites: ALPINE:www.aloineitw.com: TPt www.toinst ora:WTCA: www sbcindushv.orm: ICC: www.iccsafe oro Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 2-12 1054 HGR 1.50 BC 2x4 DFL #1 & Btr. 2 24-10- 8 1054 HGR 1.50" WEB 2.4 DFL STANDARD 00 BRG HANGER CLIP NOTE Ref (creel factor) = ail / Refer to Ioind Rotational Detail Sheets for 1 °THASR/218 Cq factors and Rotational Tolerances. , 2 °THASR/218 Loaded for 10 PSF non -concurrent BCLL. Supp 0 rt Connections)/Hanger(5) are PLATING BASED ON GREEN LUMBER VALUES. not desi ned for horizontal loads. This truss is designed using the AS E7-10 Wind Specification SEE SIMPS N CATALOG - Bldg Enclosed = Yes, FOR ADDITIONAL INSTALLATION NOTES Truss Location = Not End Zone MAX DEFLECTION (span) Exp Category = C L/999 MEM 1-2 (LIVE) LC 2 • Bldg Length 40.00 ft, Bldg Width = 30.00 ft y L= -0.13" CC= -0.21" CL= -0.34" Mean roof height = 12.62 ft, mph 110 Occupancy Category II, Dead Load 13.2 psf EX.WB DEF CRITERIA:L/120 Designed.as Main Wind Force Resisting System IN MEM 13-`7; T= 0.00" - Lox -rise and Components-nd Cladding CRITICAL MEMBER FORCES: Tributary Area = 50 sqft TC COMP. DUR. / TEN57DUR. CSI Vertical members exposed to wind: 8- 1, 13- 7 1-2 -1725 1.25 / 6 1.60 0.53 2-3 -16ll 1.25 / 871.60 0.31 3-4 -1S91 1.25 / 1111.60 0.10 4-5 -1541 1.25 / 1151.60 0.10 5-6 -1541 1.25 / 751.60 0.10 6-7 -1245 1.25 / S411.60 0.10 BC COMP. DUR. / TENS. DUR. CSI 8-9 -62 1.60 / 84 1.60 0.21 9-70 -74 1.60 / 1646 1.25 0.29 10-11 -66 1.60 / 1259 1.25 0.29 11-12 -94 1.60 / 1214 1.25 0.25 12-13 -86 1.60 / 68 1.60 0.04 WB COMP. DUR. / TENS. DUR. CSI 1-8 -1004 1.25 / 74 1.60 0.12 1-9 -48 1.60 / 1689 1.25 0.69 2-9 -328 1.25 / 69 1.60 0.06 2-10 -157 1.25 / 53 1.60 0.07 3-10 -182 1.2S / 47 1.60 0.06 4-10 -9 1.60 / 455 1.25 0.19 4 -ll -19 1.60 / 280 1.2S 0.11 - 5-11 -256 1.25 / 65 1.60 0.07 6-11 / 247 1.25 0.10 - 6-12 -496(1.25)/ 49 1.60 0.07 7-12 44 1.60 / 1273 1.25 0.52 7-13 -1026 1.25 / 63 1.60 0.12 5X6 - s 1.5X3 2.5X4 _ 2.5X4 5-15 . 3X8 5-2-15 T4X4 SHIP 1- 1 L ,16 2X4 5X6 5X6 3X6 3X6 2X4 B, B2 THASR/218 *THASR/218 W:508 W:508 R:1054 R:1054 U:45I 25-14 I U:-48 8 9 10 11 12 13 Truss ID: Y12 Designed per ANSI/TPI 1-2014 Fabri canon Tolerance - 20.0% Bearings designed for an Fc Perp value of the lesser of the truss chord lumber value or 625 for all bearings. - IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN MPI and are reported in ESR -1118. End verticals are designed for axial loads only, unless noted otherwise. 'Not designed for attic storage unless -- _ noted otherwise. 14-2-8 10-10-12 1 2 3 4 5 6 7 2.83 -4.0 Qty: 1 Required bearing widths and bearing areas apppply when truss of supported in a hanger. UPLIFT REACTION(5) : Support C&C Wind Non -Wind 1 45 lb 2 48 lb HORIZONTAL REACfION(S] support 1 -110 b support 2 -110 lb Jr No. C 72160 • "H' "S' �" CIV{L �P - All connector plates are ALPINE Wave 20 ga., unless preceded by for High Strength 20 ga., for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tru s **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: PHILLIPS icy IMPORTANT* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. "IMPORTANT" WO: Drive_C_0011116_L000 Trusses require extreme are in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component JD: Dri ve_C_0011116_L00005_J 00001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 43 Wf/PLY : 175# ry noted otherwise, top chord shall have properly allached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown for lateral have bracing installed BCSI B3, B7 870, Apply to face truss TC L1 ve 20.00 psf Ll r L=1.25 P=1.2 5 ��� _ ^ n ILf�\\Ifl permanent restraint n webs shall per sections or as applicable. plates each of and position as shown atxrve and on the Joint Details report, unless noted otherwise. TC Snow Pf 0.00 5 f C ) owDu SnowDu r L=1.15 P=1.15 Npine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the Mw in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN RW COMPANY conformance with ANSVTPI 1, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSI/TPl1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information wethis jobs general notes page and these web sites, ALPINE: www.aloineitw.wm: TPI: wvnv.toinstoro: WTCA: wvnvsbeindustrvora ICC: www.iccsafe.om Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: Y13 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Des igned, per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 0- 2-12 1118 HGR 1.50 BC 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD , Fabrication Tolerance - 20.0% Bearings designed for an FcPerp value of the appyyly when truss of supported in a hanger. • UPLIFT REACTION(S) : 2 20-10- 8 1121 HGR 1.50" Kcr (creeyy factor) - 3.00 lesser of the truss chord lumber value or Support G&C Wind Non -Wind BRG HANGER/CLIP NOTE Refer to ]oint QC Detail Sheets for 625 for all bearings. 1 -53 lb 1 °THASR/218 Cq factors and Rotational Tolerances. - IRC/IBC truss plate values are based on 2 -51 lb 2 °THASR/218 Loaded for 10 PSF on -concurrent BOLL. testing and approval as required by IBC 1703 HORIZONTAL REACTION(S) Support Connection(s)/Hanger(5) are PLATING BASED ON GREEN LUMBER VALUES. and AN I/TPI and are reported in ESR -1118. ` support 1 -170 1b not desi ned for horizontal loads. This truss is designed using the ASCE7-10 Wind Specification End verticals are designed for axial loads support 2 -170 lb SEE SIMPS N CATALOG Bldg Enclosed = Yes, only, nless noted otherwise. 20 psf Live Load applied to bottom chord in 388 1.25 0.16 FOR ADDITIONAL INSTALLATION NOTES Truss Location = Not End Zone accordance with IBC/IRC code provisions. - MAX DEFLECTION (span) : Exp Category = C - - - -34 1.60 / L/999 MEM 7-8 (LIVE) LC 42 Bldg Length = .40.00 ft, Bldg Width = 30.00 ft - Mean height 12.76 ft, 110 -1079 1.25 / 65 1.60 0.15 L= -0.22" CC= -0.25" CL= -0.47" roof = mph = Occupancy Category II, Dead Load - 13.2 psf 82 THASR/218 T. rqN EX.WB DEF CRITERIA:L/120 De signedas Main Wind Force Resisting System - W:508 IN MEM 9- 5; T= 0.00" - Low-rise and Components and Cladding R:1121 4 CRITICAL MEMBER FORCES: TC COMP. OUR. / TENS. DUR. CSI Tributary Area =42 sq ft Vertical members exposed to wind: 6- 1, 9- 5 , U:-53 t 21-1-4 1-2 -1384(1.253/ 66(1.603 0.46 2-3 -1400106(((1.60))) 0.31 3-4 -1352 1.25 / 105 1.60 0.20 4-5 - -1325 1.25 / 52 1.60 0.20 BC COMP. DUR. / TENS. DUR. CSI 6-7 -92 1.60 / 129 1.60 0.32 7-8 -105 1.60 / 1054 1.25 0.53 8-9 -135 1.60 / 104 1.60 0.29 WH COMP. DUR. / TENS. DUR. CSI 1-6 -1036 1.25 / 76 1.60 0.18 1-7 -47 1.60 / 1409 1.25 0.57 2-7 -463 1.25 / 94 1.60 0.14 3-7 -13 1.60 / 388 1.25 0.16 3-8 -30 1.60 / 255 1.25 0.10 4-8 -385 1.25 / 97 1.60 0.09 5-8 -34 1.60 / 1326 1.25 0.54 5-9 -1079 1.25 / 65 1.60 0.15 11-4-8 9-8-12 1 2 3 4 5 F2 83 -4.0 5X6 1.5X3 1.5X3 3X6 5-6-4 T 4X4 5-6-4 T SHIP 2-10-1 2-3-5 1 1 4X1 D 06 2X4 2X4 *T HASR/218 82 THASR/218 T. rqN W:508 W:508 R:1118 R:1121 U:-53 t 21-1-4 I U:-51 6 7 8 9, No. C 72160 ' 1R CfvnL �P QF F - All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S' for Super SVength 18 ga. Plates are to be positioned per Joint Detail Report. Circled Tates and false frame plates 4/12/2017 are posltloned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tru s **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS icy **IMPORTANT' * FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_L000 Trusses require extreme care in fabricating, handling. shipping, instating and bracing. Refer follow the latest edition of SCSI (Building Component )D' Dri ve_C_0011116_L00005_100001 stand Safety Information, by TPI and WrCA) for safety practices prior to performing these lunclions. Installers shall provide temporary bracing per BCS!. Unless Dsgn r : AW #LC = 46 WT/PLY: 144# noted otherwise, top chord shall have property anached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown lace TC Live 20.00 psf _P=1.25 Li r L-1. 2 5 for puma Permanent la...... estraint of webs shall have bracing installed per BCS! sections B3, B7 or 810, as applicable. Apply plates to each o1 truss and position as shown above and on the Joint Details report. unless noted otherwise. TC SnOW(Pf) 0.00 psf owDu SnOwDUr L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN 17W COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 pS f 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSIITPI I Sec.2 - TRUSPLUS 6.0 VER: T6.5.21 For more information see this general runes page and thew web sites: ALPINE: www. atoineit., com: TPI: vm w.toinst orc: WTCA wawsbuntlustrv.arm:ICC: vnw.iccsale.wm Bld Code: CRC -2013 9 DEFL RATIO: L/240 TC L/24 rf: Job Name: PHILLIP RESIDENCE Truss ID: Y14 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 214 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas. 1 0- 2-12 910 HGR 1.50�� BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% designed for FcPerp appl when truss not supported UPLIFT REACTION(S) in a hanger. 2 10-10- 8 910 HGR 1.50 WE 2x4 DFL STANDARD - factor) Bearings an value of the lesser lumber : Support CB,C Wind Non 174 1.60 0.20 BRG HANGER/CLIP NOTE Kcr (creep - 3:00 Refer to Joint QC Detail Sheets for of the truss chord value or 625 for all bearings. -Wind 1 -67 lb -184 1.60 / 1 ^THASR/218 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on - 2 -S8 lb 1-6 2 °THASR/218 Loaded for 10 PSF non -concurrent BCLL. testing and approval as required by IBC 1703 HORIZONTAL REACTION(S] 1b 892 1.25 0.36 Supp0 rt Connection(s)/Hanger(s) are PLATING BASED ON GREEN LUMBER VALUES. This designed and AN I/TPI and are reported in ESR 1118. End designed for loads support 1 -230 2 lb -19 1.60 / not deli ggeed for ho rl Zontal loads. truss is using the ASCE7-10 Wind Specification verticals are axial only, unless noted otherwise. support -230 4-8 S-8 SEE SIMP50N CATALOG Bldg Enclosed - Yes, 20 psf Live Load applied to bottom chord in - 73 1.60 0.15 FOR ADDITIONAL INSTALLATION NOTES - Truss Location - Not End Zone - accordance with IBC/IRC code provisions. Trusses require extreme care in fabricating, handling. shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component functions. Installers temporary bracing BCSI. Unless MAX DEFLECTION (span) : Exp Category = C Safety Information, by TPI and WTCA( for safety practices prior to performing these shall provide per noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown face TC Live 20.00 psf L/999 MEM 7-8 (LIVE) LC 42 Bldg Length 40.00 ft, Bldg Width = 30.00 ft Mean roof height - 12.90 ft, mph - 110 ��� , L= -0.10" CC= -0.11" CL= -0.21" Occupancy Category II, Dead Load = 13.2 psf - TC Snow(Pf) 0.00 psf owDu SnowDu r L=1.15 P=1.15 EX.WB DEF CRITERIA:L/120 IN MEM 9- 5; T= 0.01•• Designed.., Main Wind Force Resisting System -;Low-rise and Components and Cladding U v CRITICAL MEMBER FORCES: TC COMP. DU / TENS. Oil CSI Trihutary Area = 34 sgft Vertical members exposed to wind: 6- 1, 9- 5 ' Rep Mbr Bnd / Comp / Tens AN RW COMPANY 1-2 -749 1.25 / 70 1.60 0.17 2-3 -757 1.25 / 100 1.60 0.15 3-4 -854 1.25 / 95 1.60 0,15 4-S -842 1.25 / 50 1.60 0.17 SC COMP. DUR. / TENS. WR, CSI 6-7 -122 1.60 / 174 1.60 0.20 7-8 -132 1.60 / 660 1.25 0.34 8-9 -184 1.60 / 139 1.60 0.20 WR COMP. DU / TENS. WR. CSI , 1-6 -859 1.25 / 82 1.60 0.23 1-7 -63 1.60 / 892 1.25 0.36 2-7 -336 1.25 / 83 1.60 0.13 3-7 -19 1.60 / 75 1.25 0.03 3-8 -36 1.60 / 181 1.25 0.07 4-8 S-8 -335 1.25 / -47 1.60 / 91 1.60 0.11 891 1.25 0] 5-9 -859 1.25 / 73 1.60 0.15 3Xr _ 5.9.9 3-9-6 T I 8-6-9 t 8-6-11 I 1 2 3 4 5 2.83 4.0 5X6 3X10 3X10 (4 T 5-9-9 SHIP 2.11.5 'I 2X4 2X4 --^at(�/ _ *T HASR/218 *T TiQH HASR/218 T. W:508 W:508 R:910 R:910 U:-67 I 17-1-4 I U:-58 6 7 8 9 No. C 72160 • 1R CIVIL �P R�OF CAUF�� ' All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are poslboned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 ^ Trusses require extreme care in fabricating, handling. shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component functions. Installers temporary bracing BCSI. Unless 3 D : Dr i ve_C_0011116_L00005_300001 Dsgn r : AW #LC = 46 WT/PLY : 130# v V ry Safety Information, by TPI and WTCA( for safety practices prior to performing these shall provide per noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown face TC Live 20.00 psf Li r L=1.25 P=1.25 ALF ��� r� ri I �\ I I lot permanem lateral restraint of webs shall have orating installed per BCSI sections B3, 87 or 870, as apptirade. Apply plates to each of truss and position as shown above and on the doint Details repon, unless notes o ne wse. TC Snow(Pf) 0.00 psf owDu SnowDu r L=1.15 P=1.15 U v Alpne, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build me truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN RW COMPANY conformance with ANSUTPI i, or for handling, shipping, installation & bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 1810 N. Great SW Pkwy. Grand Prairie, TX 75080 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spaci ng 2- 0- 0 Designer per ANSI/TPI f Sec.2 TRUSPLUS 6.D VER: T6.5.21 For more information Beeth''sjobs general notes page and these web shes: ALPINE: www .aloinerw.mm: TPI: www.t Inst oro' WTCA www.sbcindust, UU ICC: wwe iccsafe.Oro Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC L/24 3-6 -506 1.25 / 120 1.60 0.26 1' 6-5-4 I 6-8-0 I 1 2 3 2.83 -4.0 4X6 2.5X4 2.5X4 6-2-14 4-8-11 , 4-0-4 - - t I- J 3X6 2X4 2X4 B1 B2 'LSU26 'LSU26 W:508 W:508 ' R:550 _ R:550 U:-107 I 13-1-4 � U:93 4 5 6 6-2-14 SHIP T• No. C 72160 Job Name: PHILLIP RESIDENCE Truss ID: Y15 Qty: 1 BRG X -LOC REACT SIZE REQ TC 2x4" DFL #1 & Btr. Designed per ANSI/TPI 1-2014 .Required bearing widths and bearing areas 1 0- 2-12 550 HGR 1.50 BC 2x4 DFL #1 & Btr. Fabn cation Tolerance - 20.0% appl when truss not supported in a. hanger. 2 12-10- 8 550 HGR 1.501, WEB 2x4 DFL STANDARD factor) • Bearings designed for an Fc Pero value of the lesser lumber UPLIFT REACTIONS) : Support C&C Wind Non -Wind BRG HANGER/CLIP NOTE I,- (creep - 3.00 .Refer to Joint QC Detail Sheets for of the truss chord value or 625 for all bearings. _ 1 -107 lb . 1 °LSU26 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 2 -93 lb 2 'LSU26 Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON testingg and approval as required by IBC 1703 in ESR HORIZONTAL REACTION(S) 1 -294 b Support Connection(s)/Hanger(s) are GREEN LUMBER VALUES. This truss is designed and AN and are reported -1118. End designed for axial loads support support 2 -294 1b not designed red for ho ri eon tat lo ds. g using the ASCEI-10 Wind Spen fi cation verticals are only, unless noted otherwise. for permanem lateral restraint webs snail have brain9 installed per sedbns 83, B7 or 810, asapplicable. Apply plates to each face of truss and SEE SIMPSON CATALOG Bldg Enclosed = Yes, Not desi nedfor attic storage unless - r FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) Truss Location = Not End Zone Exp Category = C noted ot�ierwise. L/999 MEM 2-3 (LIVE) LC 2 Bldg Length a 40.00 ft, Bldg Width = 30.00 ft TC SnOW (Pf) 0.00 psf owDu SnOwDu r L=1.15 P=1.15 L= -0.11" CC= -0.15" CL= -0.26" Mean roof height = 13.12 ft, mph 110 Occupancy Category II, Dead Load 13.2 psf - ^ EX.WB DEF CRITERIA:L/120 IN MEM 6- 3; T= 0.02" Designed,as Main Wind Force Resisting System - Low-nse and Components and Cladding .. r _ - CRITICAL MEMBER FORCES: Tributary Area = 26 sq ft conformance with ANSVTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility TC COMP. ((WR.3/ TENS.((WR.3 "CSI Vertical members exposed to wind: 4- 1, 6- 3 2820 N. Great SW Pkwy. Grand Praire, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 2-3 -412((1.25)/ 73((1.60)) 0.39 COM29(1u60)/ TE191(1., I For more information See this job's general notes page and these web snes: ALPINE: ww,ralpmenw.wm: TPI: www toin%Oro: WTCA www .sbcmdustrv.Ora: ICC: vnvw.iccsaf0Orn Bid Code: CRC -2013 9 4-5 -174 1.60 / 224 1.60 0.20 SBS ' O.21 WB COMP. DUR. / TENS. DUR. CSI 1_4 -510 1.25 / 131 1.60 0.37 1-5 -110 1.60 / 409 1.25 0.17 2-5 -312 1.25 / 102 1.60 0.19 3-5 -87 1.60 / 388 1.25 0.16 - 3-6 -506 1.25 / 120 1.60 0.26 1' 6-5-4 I 6-8-0 I 1 2 3 2.83 -4.0 4X6 2.5X4 2.5X4 6-2-14 4-8-11 , 4-0-4 - - t I- J 3X6 2X4 2X4 B1 B2 'LSU26 'LSU26 W:508 W:508 ' R:550 _ R:550 U:-107 I 13-1-4 � U:93 4 5 6 6-2-14 SHIP T• No. C 72160 All connector plates are ALPINE Wave 20 ga., unless preceded by "H' for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOW ALL NOTES ON THIS DRAWING! Cust: PHILLIPS (c4) :*IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_L000 /\ Trusses require extreme care in fabricating, handling. shipping. installing arid bracing. Refer follow the latest of SCSI (Building Component 3D: Drive_C_0011116_L00005_300001 stand temporary Safety Information, by TPI and VJTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless _ Dsgn r : AW #LC = 43 WT/PLY : 98# >r noted otherwise, lop chord shall have property attached structural sheathing and bottom chord shall have a propedy attached rigid ceiling. Locations shown TC Live 20.00 psf - Ll r L-1.15 P=1.2 5 ^ f1 for permanem lateral restraint webs snail have brain9 installed per sedbns 83, B7 or 810, asapplicable. Apply plates to each face of truss and ��� �if�\vl I other position as snovm above arW on the Joint Details report, unless noted otnerw"se. n TC SnOW (Pf) 0.00 psf owDu SnOwDu r L=1.15 P=1.15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens AN frW COMPANY conformance with ANSVTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Praire, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C .Spacing 2- 0- 0 Designer per ANSI/TPI T Sec.2 TRUSPLUS 6.0 VER: T6.5.21 I For more information See this job's general notes page and these web snes: ALPINE: ww,ralpmenw.wm: TPI: www toin%Oro: WTCA www .sbcmdustrv.Ora: ICC: vnvw.iccsaf0Orn Bid Code: CRC -2013 9 DEFL RATIO: L/240 TC: L/24 Job Name: PHILLIP RESIDENCE Truss ID: Y16 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 b Btr. Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 0- 2-12 475 HGR 1.50:: BC 2x4 DFL #1 8 Btr. Fabrication Tolerance = 20.0% apppplyy when truss not supported in a hanger. 2 8-10- 8 595 HGR 1.50 WEB 2x4 DFL STANDARD Kcr (creep factor) = 3.00 Bearings designed for an FcPerp value of the lesser lumber UPLIFT REACTION S) ' BRG HANGER/CLIP NOTE Refer to Joint QC Detail Sheets for of the truss chord value or 625 for all bearings. Support CBC Wind Non -Wind 1 -131 lb 1 •LSU26 - Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 2 -87 1b 2 °SUR26 Loaded for 10 PSF non -concurrent BCLL. Permanent bracing is testing and approval as required by IRC 1703 HORIZONTAL REACTION(S) Support Connections)/Hanger(5) are not designed for horizontal loads. required to prevent rotation/toppling. See and AN and are reported in ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. support 1 -360 lb support 2 -360 lb SEE SIMPSON CATALOG FOR ADDITIONAL SCSI and ANSI/TPI 1. Not designed for attic storage unless End verticals are designed for axial loads only, unless noted otherwise. This truss is designed using the ASCE7-10 Wind Specification INSTALLATION NOTES MAX DEFLECTION (span) : nototherwise. - - - Bldg Enclosed = Yes, Truss Location = Not End Zone L/999 MEM 5-6 (LIVE) LC 1 Exp 40.00 L= -0.04" CC= -0.10" CL= -0.13" BldgCLen99thy= ft, Bldg Width = 30.00 ft Mean roof height = 13.36 ft, mph 110 EX.WB DEF CRITERIA:L/120 = Occupancy Category II, Dead Load = 13.2 psf IN MEM 6- 3; T= 0.06" Designed as Main Wind Force Resisting System CRITICAL MEMBER FORCES: - Low-rise and Components and Cladding TC COMP. DUR. / TENS. DUR. CSI Tributary Area = 25 sgft 1-2 -253 1.25 / 20 1.60 0.17 2-3 -277 1.25 / 21 1.60 0.21 Vertical members exposed to wind: 4- 1, 6- 3 ----------LOAD CASE #1 DESIGN LOADS ---------------- - Dir L.Plf L.Loc R.Plf R.Loc LL/TL BC COMP. DUR. / TENS. DUR. CSI TC Vert 68.00 0- 0- 0 68.00 9- 1- 4 0.59 4-5 -231 1.60 / 275 1.60 0.27 5-6 -276 1.60 / 246 1.60 0.4S BC Vert 16.00 0- 0- 0 16.00 9- 1- 4 0.00 ...Type... lbs X.Loc LL/TL Fastener BC Vert 306.0 6- 3- 0 0.48 WB COMP.DUR./ TENS. DUR. CSI 1-4 -4811.25/ 130 1.60 0.59 1-S -991.60/ 365 1.25 0.15 2-S -2101.25/ 119 1.60 0.15 3-5 -81160/ 329 1.25 0.13 3-6 -46211:251/ 118 1.60 0.46 I 4-5-4 4-8-0 I 1 1 2 3 2.83 -4.00 6-8-9 2.5X4 5-8-0 4X6 .5X4 5-1-14 3X6 2X4 2X4 81 82 LSU26 SUR26 W:508 I W:508 RA75 306# a R:595 U:-131 9-1-4 U:-87 4 5 6 6-8-9 SHIP All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Cirded plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Trus "WARNING!'" READ AND FOLLOW ALL NOTES ON THIS DRAWING! CG4T "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. /\ Trusses require extreme care in labricatirg. handling, shipping. installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless tY noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown ror -'-.nem lateral resUaim of webs shall have bracing installed per BCSI sections 83. B7 or 1310, as applicable. Apply plates to each face o1 truss and � position as shown above and on the Joint Details report, unless no. otherwise. U U Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the Uuss in AN Ina COMPANY conformance with ANSUTPI 1, of for handling, shipping, installation 8 bradng of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility 1820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2 TRUSPLUS 6.0 VER: T6. 5 .21 For more information we this job's general notes page and these web sites: ALPINE: wn'w.aloineitw.com: TPI: www.tdnstoro: WTCAI www .stiondustrv.orm: ICC: www .iccsafe.oro o T. TgHG No. C 72160 Cfvl%- �P OFICAUF 4/12/2017 Lust: PHILLIPS W0: Drive -C_0011116 -L000 JD: Drive_C_0011116_L0000S_300001 Dsgnr: AW #LC = 43 WT/PLY: 86# TC Live 20.00 psf LiveDur L=1.25 P=1.25 ' TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 14.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.00 / 1.00 / 1.00 BC Dead 8.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CRC -2013 IDE Job Name: PHILLIP RESIDENCE Truss ID: Z01 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. - ••[PM]=PLATE MONITOR USED -See Joint Report-- UPLIFT REACTION(S) : 1 2- 2-12 894 S.SO" 1.50" BC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Support C&C Wind Non -Wind 2 17- 8- 8 189 4.00 1.SO WEB 2x4 DFL- STANDARD Fabrncati on Tolerance - 20.0% 1 -95 lb -2 lb MAX DEFLECTION (span) Kcr (creep factor) = 3;00 Refer to Joint OC Detail Sheets for Bearings designed for an FcPerp value of the lesser of the truss lumber 2 -43 lb -107 lb HORIZONTAL REACTION(5)) L/999 MEM 5-6 (LIVE) LC 54 Co factors and Rotational Tolerances. chord value or 625 for all bearings. support 1 -3750 lb• L= -0.07" CC= -0.11" CL= -0.19" Loaded for 10 PSF non -concurrent BOLL. IRC/IBC truss plate values are based on support 2 3750 lb MAX DEFLECTION (Cant) PLATING BASED ON GREEN LUMBER VALUES. - ,. + + + + + + + + + + + + testingg and approval as required by IBC 1703 in This truss is designed using the - L/393 MEM 7-8 (LIVE) LC 45 + + + + + Designed for 3.8 K lbs drag load applied and AN and are reported ESR -1118. Not designed for attic storage unless ASCE7-10 Wind Specification Bldg Enclosed = Yes, L= 0.07" CC= 0.00" CL= 0.07" horizontally in either direction to the top noted otherwise. Truss Location = Not End Zone EX WBDEF CRITERIA:L/120 chord panel points, with dead + 0 % live TRUSPLUS 6.0 VER: T6.5.21 Exp Category = C IN MEM 11- 6; T= 0.00 loads using load duration - 1.60. !' Horizontal reaction - 3.8 K lbs at each _ _ Bldg Length 40.00 ft, Bldg Width 30.00 ft CRITICAL MEMBER FORCES: bearing individually. Connection by others. t Mean roof height - 11.83 ft. mph 110 Occupancy Category II, Dead Load = 13.2 TC COMP. DUR. / TENS. DUR. CSI 1-2 -246 1.60 / 202 1.60 0.22 + + + + + + + + + + + + + + + + + + + + + + psf Desi ed,as Main Wind Force Resisting S stem y A 2-3 -1020 1.25 / 276 1.60 0.21 - - - Low and Components and Cladding 3-4 -990 1.25 / 107 1.60 0.16 -- - - - Tributary Area = 36 soft 4-5 -1030 1.25 / 109 1.60 0.24 - - Vertical members exposed to wind: 11- 6 5-6 -1347 1.60 / 333 1.60 0.33 - BC COMP. DUR. / TENS_ DUR. CSI - - J - 7-e -407((((1.60))))/ 431((((1.60))3 0.209 + 32 r r- 9-10 -1696 1.60 / 2442 1.60 0.28 10-11 -3750(1.60)/ 3750(1.60) 0.39 WB COMP.DUR. / TENS. DUR. CSI ' - - 2-8 17591.25 / 99 1.60 0.08 - 2-9 -10511.60 / 1667 1.60 0.62 3-9 -4321.60 / 180 1.60 0.06 4-9 -4411.60 / 766 1.60 0.24 4-10 -34411.60 / 755 1.60 0.24 5-10 -3801.25 / 119 1.60 0.06 6-10 -9101.60 / 1888 1.60 0.60 6-11 -6141.25 / 148 1.60 0.07 I 10-0-0. - I 7-10-8 I 1 2 3 4 5 6 4.00 -4.0 6X6 See new jointreport for any "boxed" plates. -The plating has changed. _ 3-7-13 (6 rHIP 1L B2 W:400 R:894 R:789 U:-95 U:-107 17-10-8 2-1-8 7 8 9 10 11 STUB T No. C 72160 . • � CNIL ,,�a�P � CA1�f0�" ., All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 4/12/2017 268 - Homewood Tru S ""WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: PHILLIPS (CAI "*IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Dri ve_C_0011116_L000 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component J D: Dri ve_C_0011116_L000OS_1 OOOOl Sitety se Information, by TPI and VJTCA) for safety practices prior to performing the Installers shall provide temporary bracing per SCSI. Unless Dsgn r : AW #LC = 5 7 WT/ PLY: 113# . v Vfunctions. noted otherwise, top chord shall have property attached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown for lateral have bracing installed BCSI 83, B7 870, Apply to face truss TC Live 20.00 f Ll r L=1.2 5 P=1.2 5 [� [] luj�\vl I ALM permanent restraint n webs shall per sections or as applicable. plates each of and position as shovm above and on the Joint Details; report, unless noted otherwise. pps TC STIOW Pf 0.00 Sf C ) owDu $nOWDU r L=1.15 P=1. 15 Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the truss in TC Dead 14.00 psf Rep Mb r Bnd / Comp / Tens AN RW COMPANY conformance with ANSITTPI 1, or for handling, shipping, installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, indicates acceptance o1 professional engineering responsibility BC Live 0.00 ps f 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, Tx 75050 solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility of the Building BC Dead 8.00 ps f 0. C .Spacing 2- 0- 0 Designer per ANSI/rP/ 1 Sec.2 - TRUSPLUS 6.0 VER: T6.5.21 For more information we this job's general notes page and these web sites: ALPINE: cow.v.aloineitw.com: TPI: www toinst.Ora WTCA: www sbcindustry.trio ICC: www icsafe om Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/2414 Job Name: PHILLIP RESIDENCE Truss ID: Z02 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2014 Required bearing widths and bearing areas 1 2- 2_12 851 5.50 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% appl when truss not supported in a hanger. 2 17- 8- 8 665 kit 1.50 WEB 2x4 DFL STANDARD Kcr (creepp factor) 3:00 Bearings designed for an Fc Perp value of the lesser lumber UPLIFT REACTION(S) BRG HANGER/CLIP NOTE = Refer to ]oinL QC Detail Sheets for of the truss chord value or 625 for all bearings. Support CBC Wind Non -Wind 1 -95 lb 2 °MU526 Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on 2 -43 1b Support Connection(s)/Hanger(s) are Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. testing and approval as required by IBC 1703 I/TPI in This truss is designed using the not designed for horizontal loads. SEE SIMPSON CATALOG Not desi ned for attic storage unless and AN and are reported ESR -1118. ASCE7-10 Wind Specification Bldg Enclosed = yes, FOR ADDITIONAL INSTALLATION NOTES noted otherwise. Truss Location = Not End Zone Exp Category = C MAX DEFLECTION (span) L/999 MEM 5-6 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. Bldg Len9fth = 40.00 ft, Bldg Width = 30.00 ft ft. heiegory�III (LIVE) LC 50 L= -0.07" CC= -0.11" CL= -0.19" "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS occupancy Dead oadh= 1312 psf MAX DEFLECTION Cant (cant) W0: Drive_C_0011116_L000 ^ Designed.as Main 6nnd Force Resisting System - Low- ise and Components and Cladding L/999 MEM 7-8 (LIVE) LC 51 - Tributary Area - 36 Sq ft L= 0.01" CC- 0.00" CL= 0.02" V rr _ Vertical members exposed to wind: 11- 6 EX.WB DEF CRITERIA:L/120 Li veDu r L=1.25 P=1.25 �\ I I ��� n Il lateral above and n webs shall nave repo r, n per sections or as appliwde. plates each of a� far permas shown position as shown alwve ane on the Joint Details report, unless noted athenvise. IN MEM 11- 6; T= 0.00" psf ) 0.00 5 f $f10WDU r L=1.15 P=1.15 U v CRITICAL MEMBER FORCES: TC Dead 14.00 psf Rep Mbr Brld / Comp / Tens TC COMP. DUR. / TENS. OUR. CSI conformance with ANSUTPi 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance o1 professional engineering responsibility BC Live 0.00 psf 1-2 -246 1.60 / 131 1.25 0.22 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility o/ the Building BC Dead 2-3 -1020 1.25 / 73 1.60 0.21 0. C .Spacing 2- 0- 0 Designer per ANSUTPI I Sec.2 3-4 -990 1.25 / 107 1.60 0.16 TRUSPLUS 6.0 VER: T6.5.21 4-S -1030 1.25 / 109 1.60 0.24 5-6 -1043 1.25 / 73 1.60 0.33 Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 BC COMP .jDUR.j// TENS DJR. CSI 7-8 -921.25/246(.3 8-9 -371.25 325(((1.60))) 0.159-10 -251.60723 1.25 0.1810-11 -231.60/ 28 1.60 0,16 WB COMP. DUR. / TENS. DUR. CSI 2-8 -759 1.25 / 99 1.60 0.08 ' 2-9 -60 1.60 / 779 1.25 0.32 3-9 -317 1.25 / 85 1.60 0.05 4-9 -47 1.60 / 337 1.25 0.14 4-10 -64 1.60 / 399 1.25 0.16 1 10-0-0 1 7-10-8 I 5-10 -380 1.25 / 108 1.60 0.06 6-10 -35 1.60 / 950 1.25 0.39 1 2 3 4 5 6 6-11 -614 1.25 / 68 1.60 0.07 F4_0 _0 6X6 -4.0 3-7-13 (4 rHIP 1L 2-0-0 W:508 W *MUS26 MUS26 TqN Y R:851 VVAO0 U:-95 R:665 17-10-8 U:-43 7 8 9 10 11 2-1-8 STUB No. C 72160 CIVIL. �P OFf All connector plates are ALPINE Wave 20 ga., unless preceded by 'H" for High Siren gth 20 ga., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/ 12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss "WARNING!" READ AND FOLLOWALL NOTES ON THIS DRAWING! Cust: PHILLIPS (CA) "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive_C_0011116_L000 ^ Trusses require extreme wre in tabriwting, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component ID: Dri ve_C_0011116_L00005_] 00001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsgn r : AW #LC = 53 WT/PLY : 111# V rr noted otherwise, top chord shall nave property adached structural sheathing and bottom chord shall have a property attached rigid ceiling. Locations shown BCSI B3, 87 870, Apply to lace buss finless TC Live 20.00 Li veDu r L=1.25 P=1.25 �\ I I ��� n Il lateral above and n webs shall nave repo r, n per sections or as appliwde. plates each of a� far permas shown position as shown alwve ane on the Joint Details report, unless noted athenvise. TC STIOW Pf ( psf ) 0.00 5 f $f10WDU r L=1.15 P=1.15 U v Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 14.00 psf Rep Mbr Brld / Comp / Tens AN f7W COMPANY conformance with ANSUTPi 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance o1 professional engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility o/ the Building BC Dead 8.00 ps f 0. C .Spacing 2- 0- 0 Designer per ANSUTPI I Sec.2 TRUSPLUS 6.0 VER: T6.5.21 For more information see this job's general notes page and these web sites: ALPINE:waw.aloioeitwcom:TPl: www .toinstpro :WTCAwww.sbandustivom:ICC: www .iccsrfe.oro Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 <, s" Job Name: PHILLIP RESIDENCE Truss ID: ZOG Qty: 1 BRG X -LOC REACT SIZE REQ 'D TC 2x4 DFL #1 b Btr. Des igned, per ANSI/TPI 1-2014 14 15 16 17 18 19 20 z1 zz z3 za zs 2s 27 UPLIFT REACTION(S) : - 1 2- 1-12 326 3. SO" 1.50" BC 2x4 DFL #1 1, Btr. Fabrication Tolerance = 20.0% Support CSC Wind Non -Wind ' 2 4- 0- 0 400 3.50" 1.50" WEB 2.4 DFL STANDARD Bearings designed for an FcPerp value of the CNiL. 1 -9 lb -212 lb 3 5- 4- 0 187 3.50" 1.501, WEDGE 2x10 DFL #2 Kcr factor) 3.00 lesser of the truss chord lumber value or All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super - 2 -12 lb -47 lb 4 6- 8- 0 162 3.50" 1.50 creep = IRC/,BC truss plate Values are based on 625 for all bearings. Refer to Joint QC Detail Sheets for 3 -2 lb -130 lb 4 -5 1b ' S 8- 0- 0 252 3.50" 1.50" testing and approval as required by IBC 1703 and AN I/TPI and are reported in ESR -IU§. IA factors and Rotational Tolerances. Loaded for PSF 5 -11 lb -153 lb 6 9- 3- 0 566 3.50: 1.50,, 7 10- 9- 0 722 3.50" 1.50" Install interior suCport(s) before erection.. designer 10 non -concurrent BCLL. Mark all interior bearing locations. W0: Drive -C_0011116 -L000 6 -12 lb -230 lb 7 -12 lb -387 lb 8 12- 0- 0 101 3.50 1.50" Building shall verify gable loads and eave loads, if applicable. Permanent bracing is required to event rotation/toppling. See 8 -7 lb lb lb 9 13- 4- 0 209 3.50 1.501, [+77 gable bracing required 0 48" intervals, ii pp BCSI and ANSI/TPI 1. noted otherwise, top chortl shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown 9 -5 -49 10 -14 lb -459 lb 10 14- 8- 0 531 3.50 1.50" 11 16- 0- 0 2186 3.50: 1.50" exposed to wind Toad applied to face. See IT4BCG's Cable Bracing Details'. PLATING BASED ON GREEN LUMBER VALUES. - + + + + + + r + + + + + + + + + + 11 -66 lb -1845 lb 13 -102 lb -2112 lb 12• 17-10- 4 0 3.50 1.50 HORIZONTAL REACfION(S)Designed for 3.8 K lbs drag load applied This truss is designed using the 13 18- 0- 0 2224 3.50 1.50', support 1 -987 lb 2 625 lb horizontally in either direction to the top ll[Jl�1Jl ASCE7-10 Wind Specification MAX DEFLECTION (span) support support 3 312 lb chord panel joints, with dead 0 % live loads using load duration = 1.60. Partial TC Snow(Pf) 0.00 psf Bldg Enclosed = Yes, Truss Location Not End Zone L/999 MEM 26-27 (LIVE) LC 48 support 4 312 lb continuous bearing (PB) horizontal reaction = Exp Category = C L= -0.09" CC= -0.01" CL= -0.101, support 5 302 lb = 234 Plf Max. Connection by others. Re P Mb r Bnd / Comp / Tens Bldg Length = 40.00 ft, Bldg Width = 30.00 ft CRITICAL MEMBER FORCES: support 6 322 lb support 7 322 lb + + + + + + + + + + + + + + + + + + + + from 1.00 / 1.00 / 1.00 Mean roof height = 11.83 ft, mph 110 TC COMP. DUR. / TENS. DUR. CSI support 8 302 lb PB (1) 2-0-0 to 18-0-0 Not designed for attic storage unless 0. C. Spac i ng 2- 0- 0 Occupancy Category II, Dead Load 13.2 psf Designed as Main Wind Force Resisting System 1-2 -302 1.60 / 716 1.60 0.31 2-3 -78 1.60 / 375 1.25 0.19 supporC 9 312 16 noted otherwise. - Low-rise and Components and Cladding ' 3-4 -154 1.60 / 541 1.60 0.07 support 10 312 lb support 11 417 lb Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24 Tributary Area - 52 syyft 4-5 -417 1.60 / 801 1.60 0.09 support 13 2085 lb ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL 5-6 -702 1.60 / 1103 1.60 0.30 6-7 -783 1.60 / 1118 1.60 0.30 TC Vert 76.00 0- 0- 0 109.00 10- 0- 0 0.59 7-8 -922 1.60 / 1257 1.60 0.31 ' TC Vert 109.00 10- 0- 0 76.00 20- 0- 0 0.59 8-9 -1246 1.60 / 1647 1.60 0.35 BC Vert 16.00 0- 0- 0 16.00 20- 0- 0 0.00 9-10 -1471 1.60 / 1855 1.So 0.19 10-11 -1743 1.60 / 2129 1.60 0.25 n_12 -1872 1.60 / 2245 1.60 0.79 The truss is designed to support top chord 12-13 -2840 1.60 / 3260 1.60 0.69 outlooke rs, 0-10-0 long dnd a cladding load BC COMP.<(DUR.>/ TENS.<(DUR.>) CSI not to exceed 10 PSF and 24" span opposite INS -fizz(1.60>� 9s7<1.60) 0.35 face. Do not notch the top Chord. 16-17 / 0.03 17-18 / 0.01 18-19 / 0.01 2-21 i 0.00 1 t 10-0-0 1 10-0-0 1 21-22 / 0.01 22-23 / 0.01 1 1 2 3 4 5 6 7 8 9 10 11 12 13 5 0.17 4'00 25-2624-2 -1042(1.60)% 933(1.60) 0.46 -4.D 26-27 -933(1.60)/ 1042(1.60) 0.52 3X4 1'5X3 ' WB COMP. OUR. / TENS. WR. CSI 2-16 -390 1.60 / 148 1.60 o.OS - 1,5X3 1.5X3 1.5X3 3-17 -163 1.60 / .2 1.So 0.04 4-18 -139 1.25 / 181.60 0.02 5-19 -232 1.60 / 1741.60 0.06 1.5X3 1.5X3 1.5X3 T 6-20 -272 1.60 / 1261.60 0.05 1,5X3 8-21 -350 1.60 / 2051.60 0.06 9-zz 81 1.25 / 191.60 0.01 3_7_13 1.5X3 1-2-8 3X6 4X14 3-7-13 10-23 -136 1.25 / 581.60 0.02 11-22 -390 1.60 / 3301.60 0.10 3X10 SHIP 12-25 -1759 1.60 / 15281.60 0.49 6-20 -272 1.60 / 1261.60 0.05 3X6 t 3X8 8-21 -350 1.60 / 20511.60 0.06 a B B a A 0-3-13 1.5X3 3X10 1.5X3 1.5X3 1.5X3 3X6 0-3-13 OF.4I OA Q� 4X14 1.5X3 1.5X3 18-0-0 �.T. 1.5X3 �i'� 1 20-0-0 1 14 15 16 17 18 19 20 z1 zz z3 za zs 2s 27 No. C 72160 ,k OVER SUPPORT AS SHOWN CNiL. QFCAUV All connector plates are ALPINE Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super - Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates 4/12/2017 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Tru s **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWINGi Cust: PHILLIPS (CA. � **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W0: Drive -C_0011116 -L000 ^ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component JD: Drl ve_C_0011116_LD0005-100001 Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless Dsg n r : AW #LC = 50 WT/PLY : 135# ry vjj noted otherwise, top chortl shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown ��V r� r7 for permanent lateral restraint webs shall have bracing finless tl per BC51 sections B3. B7 or 870, as applicable. Apply plates to each lace of Truss and TC Live 20.00 psf Li r L=1.25 P=1.25 d ll[Jl�1Jl �UI��\\\JIJII n position asshown atoveand onmedoNtDetails repon,unlessnoted otnerwise. TC Snow(Pf) 0.00 psf owDu SnowDur L=1.15 P=1.15 ICU Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing. any failure to build the truss in TC Dead 14.00 psf P Re P Mb r Bnd / Comp / Tens AN ITW COMPANY conformance with ANSUTPI 1, or for handling, shipping, installation 8 bracing of busses. A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility BC Live 0.00 psf 1.00 / 1.00 / 1.00 2820 N. Great SW Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use o1 this drawing for any structure is the responsibility of the Building BC Dead 8.00 psf 0. C. Spac i ng 2- 0- 0 Designer per ANSI?Pl 1 Sec.2 TRUSPLUS 6.0 VER: T6.5.21For more information we this job's general notes page and these web sites: ALPINE:ww.alpineitw.cornTPI:www.tpinstorc: WTCA www sbcindustry.oroICC: www iccsafe pro Bldg Code: CRC -2013 DEFL RATIO: L/240 TC: L/24