The URL can be used to link to this page

Home My WebLink About040-400-089P.O. BOX 459 CHICO, CA 95927 ld Ap WHIR[ PRIM INi11 6"'1 [ills 1�iIUilrj LTi i6 s 91R►tlt7. •St[ittt> Bililti(k MANUFACTURING ENGINEERING DEPARTMENT `June 14, 2005 OCUTTN E JUN 16 2005 DEVELOPMENT SERVICES A Karen Jones Here are the print copies you requested. Permit no. BP051541 (APN: 040400-089-00) Thanks'again for all your help it was a pleasure working with you. M Sincerely, Michael C Young CNC Programmer / manufacturing Engineer Tec. DATE 2/16/2007 REPORT TIM 17 17! . - Dq0 ' �/6t sob% It INCIDENT NUMBER 20124 EVENT NUMBE 22741 LOGGED B SO S LOCAL FIRE NUMBE 101301 RO MANSON_1 STATE FIRE NUMBER � ARI SIA}p F�fp (nor, o� BI CASE NUMBER i ARn ARg a MEDICS j LOCATION u725 ENTLER AVE PRA K105 j ECC ❑ RP 110ERTIFIED SYSTEMS j PHONE NUMBER 800-473-5244REPORT METHO SEVEN DIGIT1. EM j WILDLAND FIRES ❑ ESTIMATED ACRES0� FIRE INFORMATION ------- ---- STRUCTURE FIRE ,INDUSTRIALIMANUFACTURI FIRE INFO SENT HO EMAIL BY rSO TO STA 42 OTHER FIRE �� 7 -DAY LOGGED INITIALS CF MEDICAL AIDS I INCIDENT NAM NORFIELD PSA/OTHER IF— j START DATE 2 /16/2007j START TIME 17:001 HAZ MAT I DIAMOND # 5.0 j Billable Incident ❑ CAUSE DEBRIS BURNING COMMENTS LAND USE OTHER COMM. INDUSTRIES NORFIELD ACRES O1 TYPE OF ACRE j MFG DIAMOND 5 ONLY $ DAMAGE TYP ALL OTHER DOLLAR DAMAGE 5000.001 SAVE 00.00 INJURIES/FATALITIE ❑ #CIVILIAN INJURIES `0-j # CIVILIAN FATALITIES 0 EMD ❑ OES ❑ Interesting Event # FF INJURIE —__—Oj # FF FATALITIES _ FC -40 INFORMATION New Incident q I ' FC -40 ❑ DATE OF FC -40 INC1NC j AGENCY INC # j INC P# FC -40 COMP DATE FC -40 COMP BY U County Notifications ❑d EARS Hard Copy Recieved ❑ EARS Checked Agenst EARS Computer ❑ ki BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 PERMIT NO. BPO51541 B. C. Building Permit 01-16-04 pg 1 LICENSED CONTRACTORS DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of Issued Date: 06/14/2005 APN: 040-400-089-000 the Business and Professions Code, and my license is in full force and effect.C v '% o - 5—Y Z 1, License Class : License Number: O l Site Address: 725 ENTLER AVE CHI j�/ham t Date: ,— f 40 N Contractor: J S / Map Index: Description: LOW OXYGEN OVEN- COMM'L ELEC AND p OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the GAS Contractors' State License Law for the following reason (Sec. 7031.5 Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for such permit to file a Owner: NORFIELD INDUSTRIES signed statement that he or she is licensed pursuant to the provisions of DBA NORFIELD IND the Contractor's State License Law (Chapter 9 commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or P O BOX 459 she is exempt therefrom and the basis for the alleged exemption. Any CHICO, CA 95927 violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does Applicant: NORFIELD INDUSTRIES such work himself or herself or through his or her own employees, DBA NORFIELD IND provided that such improvements are not intended or offered for P O BOX 459 sale. If however, the building or improvements are sold within one year of completion, the owner -builder will have the burden of CHICO, CA 95927 proving that he or she did not build or improve for the purpose of sale.). ❑ 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code. The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed Contractor: JESSEE HEATING & AIR pursuant to the Contractors' State License Law.). ❑ I am Exempt under Article 3 of the Business and Professions Code 3025 SOUTHGATE LANE CHICO, CA 95928-7427 Date: owner: 530-891-4926 WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ' License #: 405424 ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. Architect: I have and will maintain workers' compensation insurance, as Engineer: required by Section 3700 the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier andpolicy number are: ,^^ Carrier: % -- ©CCO (-f `Z (2) Total Square Ft: 0 S. F. Policy #: 2 Valuation: $0.00 C1I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to Census Code: become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with /those provisions. Date: Applicant: WARNING: Failure to secure workers' compensation coverage is % l� �Vn unlawful, and shall subject an employer to criminal penalties and one hundred thousand dollars ($100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest, and attorney's fees. CONSTRUCTION LENDING AGENCY This permit is reby issued u t p 'cable provisions of the Butte County Code and/or I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued (Sec 3097 Civ.) Resolution o do work i is to a ve for ich fees have been paid. / � Name: By: Date: , ! �-1 7 —o Address: PERMIT EXPIRES ON: Date O 1 hereby certify that the use of this facility shall comply with Sections 25505, 25533, and 25534 of the California Health and Safety Code, which regulate the storage, handling and use of hazardous materials. O Notification in accordance with Section 19827.5 of California Health & Safety Code is not applicable to the scheduled construction of this project. ❑ Attached are copies of the required E.P.A. notification forms. I hereby certify that I have read this application, that the above information is correct, and that I am the owner or the duly authorized agent of the owner. I agree to comply with all county and state laws relating to building construction. I acknowledge it is unlawful to alter the substance of any official for or documen tte County. I hereby authorize representatives Butte County to enter upon/the above mentioned property for inspection purposes. 1of Print Name: r y Il/ G + l Gl�l \�O r� r� �o Signature: ir0 7 `05 Date: ❑ Owner ❑ Contractor Agent for Owner ❑ Agent for Contractor B. C. Building Permit 01-16-04 pg 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION AND SUBMITTAL REQUIREMENTS 24 HOUR INSPECTION#: OROVILLE: (530) 538-7636 • CHICO: (530) 891-2834 OFFICE #: (530) 538-7541 A FEE WILL BE REQUIRED AT TIME OFAPPLICA TION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER LastN me r^ C e -Lk-,4vs�✓►c First Name Address 2 Il'e ✓ Alt City CX (`D State Zip q S 92 Phone,) p, Fax 5 /9 36 O 3 1 qU E-mail CONTRACTOR Name --- e I Address302 o Lc Ze , e City CL-,teD to C4 Zlp CJS qZ o Phones 891- 49Z Fax (53a) 8q /- 3 tk z E-mail Lic. # ,�5 Z y Class APPLICANT NAME ARCHITECT/ENGINEER Name City ,, f Ca C.In � Address Zip � City Far � State Zip Phone Map Book Fax E-mail Planner State License Number APPLICANT NAME Name I Y Address 1L - 41e v 4e City ,, f Ca C.In � State C Zip � Phope Far � E-mail rn I ke../ arc e , co rn APPLICANTSIG44TURE X For office use only: Zoning dress &<VI—z� IfVC-1- Pro,V5_ Flood Zone I I SRA Yes I No Occ. Type Const. Subdivision Name Map Book Page Lot # Planner Date Approved: OVER FOR SUBMITTAL REQUIREMENTS K:IFORMS\BUILDING FORMS161dgApplSubRgmts.doc PERMIT TT BIN # LOCATION AP# U b o c A dress &<VI—z� IfVC-1- Pro,V5_ CityC b Cross Street WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address Page 1 of 2 Description or Scope of Work: �7 Sq. Footage ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fee will be REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. Received by: Amount: q:2`�-Bldg SRA Receipt #: Sheriff -1 7o SMIP / b� Other Date: r �� ( �� Total MCV L -L,+ -VD SUBMITTAL & PERMIT REQUIREMENTS The following drawings and specifications must be submitted to the Building Division in order to apply for a permit. INCOMPLETE SUBMITTALS WILL NOT BE ACCEPTED, ALL PLANS MUST BE LEGIBLE AND IN INK. ❑ 1. Site plans, 3 or 4 sets, signed by the preparer of the plans. No graph paper! ❑ 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans (No graph paper!) OR Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 3. Engineered truss details and layouts in duplicate (if required). No faxes! ❑ 4. Energy compliance design and supporting documentation in duplicate. ❑ 5. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 6. Manufactured homes: (A) installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 7. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate (if required). ❑ 9. Site plan and business license approval from the City of Biggs. ❑ 10. Letter of intent for non-residential buildings. ❑ 11. Detached Accessory Building Form filled out by the owner (if required). ❑ 12. Hazardous Material Form (for Commercial Buildings.only). Remaining items needed to issue the permit. Additional items may be required after Plan Check and Planning review (May require additional plan review upon receipt of the following items.) ❑- 1. Agricultural Buffer clearance and site plan approval from the Ag Commissioner's office (if required). ❑ 2. Impact Fees. ❑ 3. California Department of Forestry plan approval (if required). ❑ 4. NPDES Form. ❑ 5. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 6. Contractor's license information. (Number, Name Style, Classification)., ❑ 7. Worker's Compensation Carrier and Policy Number. ❑ 8. Owner -Builder Verification (if required). ❑ 9. Letter of Signature authorization (if required). ❑ 10. Recorded copy of Agricultural Acknowledgment Statement. ❑ 11. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts. ❑ 12. Sanitation and site plan approval from the Environmental Health Department. If you have questions or would like additional information regarding this process, please contact a Permit Assistant at (530)538.7541. EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR FEE REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made within two years from the date of fee payment on permits not issued, and two years from the date of permit issuance for permits issued; however, on issued permits refunds can only be made if no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. OVER FOR BUILDING PERMIT APPLICATION KAFORMS\BUILDING F0RMS\131dgApp1SubRgmts.doc Page 2 of 2 REV 2-24-05 MEMORANDUM To: Karen Jones, Butte County Building Department From: Steve Fowler, Butte County Life Safety Officer Date: June 8, 2005 Re: Norfield Mfg. Low -Oxygen Oven Fire Dept. Review The following are the fire department requirements for the new Class A oven at Norfield Manufacturing: 1. Comply with 2001 edition of the California Fire Code Article 62—Industrial Baking and Drying Ovens (attached.) 2. Comply with National Fire protection Association Standard 86 – for Ovens and Furnaces, 2003 edition; specifically Chapters 5, 9 and 14 (attached.) 3. New oven must be placed no closer than 2-1/2 feet from combustible materials— temperature must remain at less than 160 degrees in area surrounding oven. 4. Call 538 -6837 -ext. 166 for fire department inspection prior to placing oven in service. 5. Remove existing "home -built" oven immediately after new oven is placed in service. ,' 2001 CALIFORNIA FIRM` CODE ARTICLE 62 - INDUSTRIAL BAKING AND DRYING OVENS SECTION 6201 — SCOPE Location. construction and operation of industrial haking and dry- ing ovens which are heated with oil or aas fuel or which during op- eration contain flammable vapors from the products heing baked or dried shall he in accordance with Article 62. This article pro- vides requirements for the operation of these ovens within certain limitations of control depending on oven design. paint formula- tion and ventilation requirements. In addition to the requirements of Article 62. industrial haking and drying ovens shall comply with UFC Standard 62-1. SECTION 6202 — PERMITS AND PLANS For a permit.to operate an oven regulated by Article 62. see Sec- tion 105. Permit o.3. Application for a permit shall he accompa- nied by plans showing essential details and calculations demonstrating safe operation. SECTION 6203 — LOCATION AND CONSTRUCTION 6203.1 General. When locating ovens. oven heaters and related equipment. the possibility of fire resulting from overheating or from the escape of fuel 11as or fuel oil and the possibility of damage to the building and injury to persons resulting from explosion shall be considered. 6203.2 Elevation. Ovens shall be located at or above grade. EXCEPTION: Ovens are allowed in basements having at least 50 percent of the wall area of the room in which the oven is located above rade. 6203.3 Clearances. Ovens shall be readily accessible for in- spection and maintenance and shall have adequate clearances to allow the proper functioning ol'explosion vents. Rool's and floors of ovens shall be sufficiently insulated and ventilated to keep tem- peratures at combustible ceilings and floors below 160°F (71.1°C). 6203.4 Construction. Ovens with a maximum oven -operating temperature exceeding 160°F (71.1°C) shall be constructed of noncombustible materials. The amount of insulation used in oven panel construction shall be adequate to prevent the outside surface temperature from exceeding 160°F (71.1 °C), or adequate guards shall be provided to protect personnel. 6203.5 Explosion Control. Ovens which could contain flam- mable air -gas mixtures shall be equipped with explosion venting. 6203.6 Ducts. Ducts shall be constructed of noncombustible material. Ducts shall be tight and shall not have openings other than those required for the proper operation and maintenance of the system. Ducts passing through combustible walls. floors or 6201 rool's shall have adequate insulation and clearances to prevent sur- face temperatures from exceeding 160°F (71.1°C). Exhaust ducts shall not discharge near doors. windows or other air intakes in a manner that will risk reentry of vapors into the building. SECTION 6204 — VENTILATION 6204.1 General. Ovens in which flammable or toxic vapors are liberated or through which products of comhustion are circulated shall he ventilated by the introduction of fresh air and proper ex- haust to outdoors. Discharge pipes shall not terminate within 10 feet (3048 mm). measured horizontally. from doors. windows or wood frame walls of buildings. Oven ventilation shall he ar- ranged to provide vigorous and well -distributed air circulation within the oven and to ensure that the flammable vapor concentra- tion will he below the lower explosive limit at all times. Unless the oven is operated in accordance with specific approval specifying particular solvents and rate of ventilation. the rate of ventilation shall not he less than 10.000 cubic feet of fresh air per gallon of solvent evaporated (74.8 m'/L.) in continuous process ovens and not less than 380 cuhic feet per minute per gallon (0.047 m3/s per L) of flammable solvent evaporated in hatch process ovens. 6204.2 Duct Intake Openings. Exhaust duct intake openings shall he located in the area of greatest concentration of vapors. 6204.3 Conveying Means. Exhaust shall be conveyed by me- chanical means using power -driven fans. SECTION 6205 — SAFETY CONTROLS 6205.1 General. Safety controls specified in UFC Standard 62-1 shall be provided in sufficient number and substantially constructed and arranged to maintain the required conditions of safety and prevent the development of fire and explosion hazards. 6205.2 Ventilation Controls. Suitably interlocked ventilation controls shall be provided which will ensure required ventilation of the system. 6205.3 Fuel -safety Controls. Suitably interlocked fuel -safety controls shall be provided and arranged to minimize the possibil- ity of dangerous accumulations of explosive air -fuel mixtures in the heating system. 6205.4 Excess Temperature Controls. Excess temperature controls shall be provided to maintain a safe operating tempera- ture within the oven. 6205.5 Conveyor Interlocks. Conveyor interlocks shall be pro- vided in conveyor ovens having a flammable vapor hazard such that the conveyor cannot move unless ventilating fans are operat- ing and discharging the required volume of air. 1-137 Chapter 5 Location and Construction Page 1 of 7 Chapter 5 Location and Construction 5.1 Location. 5.1.1 General. 5.1.1.1 * Furnaces and related equipment shall be located so as to protect personnel and buildings from fire or explosion hazards. 5.1.1.2 Furnaces shall be located so as to be protected from damage by external heat, vibration, and mechanical hazards. 5.1.1.3 Furnaces shall be located so as to make maximum use of natural ventilation, to minimize restrictions to adequate explosion relief, and to provide sufficient air supply for personnel. 5.1.1.4* Where furnaces are located in basements or enclosed areas, sufficient ventilation shall be supplied so as to provide required combustion air and to prevent the hazardous accumulation of vapors. 5.1.1.5 Furnaces designed for use with special atmospheres or fuel gas with a specific gravity greater t than air shall be located at or above grade and shall be located so as to prevent the escape of the special atmosphere or fuel gas from accumulating in basements, pits, or other areas below the furnace. 5.1.2 Structural Members of the Building. 5.1.2.1 Furnaces shall be located and erected so that the building structural members are not affected adversely by the maximum anticipated temperatures (see 5.1.4.2 or by the additional loading caused by the furnace. 5.1.2.2 Structural building members shall not pass through or be enclosed within a furnace. 5.1.3 Location in Regard to Stock, Processes, and Personnel. 5.1.3.1 Furnaces shall be located so as to minimize exposure to power equipment, process equipment, and sprinkler risers. Unrelated stock and combustible materials shall be maintained at a fire -safe distance but not less than 2.5 ft (0.76 m) from a furnace, a furnace heater, or ductwork. 5.1.3.2 Furnaces shall be located so as to minimize exposure of people to possible injury from fire, explosion, asphyxiation, and hazardous materials and shall not obstruct personnel travel to exitways. 5.1.3.3* Furnaces shall be designed or located so as to prevent an ignition source to flammable coating dip tanks, spray booths, and storage and mixing rooms for flammable liquids, or to prevent exposure to flammable vapor or combustible dusts. Exception: This requirement shall not apply to integral quench systems. 5.1.3.4 Equipment shall be protected from corrosive external processes and environments, including fumes or materials from adjacent processes or equipment that produce corrosive conditions when introduced into the furnace environment. 5.1.4 Floors and Clearances. 5.1.4.1 Furnaces shall be located with space above and on all sides for inspection and maintenance purposes. Provisions also shall be included for the installation of automatic sprinklers and the functioning of explosion venting, if applicable. 5.1.4.2* Furnaces shall be constructed and located to keep temperatures at combustible floors, ceilings, and walls less than 160°F (710C). 5.1.4.3 Where electrical wiring is present in the channels of certain types of floors, the wiring shall be installed in accordance with Article 356 of NFPA 70, National Electrical Code. 5.1.4.4 Floors in the area of mechanical pumps, oil burners, or other equipment using oil shall be provided with a noncombustible, nonporous surface to prevent floors from becoming soaked with oil. http://www. nfpa.orglcodesonline/document. asp?action=load&scope=0&path=NFPAlcod... 06-08-2005 Chapter 5 Location and Construction Page 2 of 7 5.2 Furnace Design. 5.2.1 Furnaces and related equipment shall be designed to minimize the fire hazard inherent in equipment operating at elevated temperatures. 5.2.2 Furnace components exposed simultaneously to elevated temperatures and air (oxygen) shall be constructed of noncombustible material. 5.2.3* Furnace structural supports and material -handling equipment shall be designed with the structural strength needed to support the furnace and work when operating at maximum operating conditions, including temperature. Furnaces shall withstand the strains imposed by expansion and contraction, as well as static and dynamic mechanical load. 5.2.4 Heating devices and heating elements of all types shall be constructed or located so as to resist mechanical damage from falling work, material handling, or other mechanical hazards. 5.2.5 Furnace and related equipment shall be designed and located to provide access for required inspection and maintenance. 5.2.5.1* Ladders, walkways, and access facilities shall be provided so that equipment can be operated or accessed for testing and maintenance. 5.2.5.2 Means shall be provided for entry by maintenance and other personnel in accordance with applicable federal, state, and local regulations. (See also Section 14.2.) 5.2.6 Radiation shields, refractory material, and insulation shall be retained or supported so they do not fall out of place under designed use and with proper maintenance. 5.2.7 External parts of furnaces that operate at temperatures in excess of 160T (71'C) shall be guarded by location, guard rails, shields, or insulation to prevent accidental contact with personnel. Bursting discs or panels, mixer openings, or other parts of the furnace from which flame or hot gases could be discharged shall be located or guarded to prevent injury to personnel. Exception: Where impractical to provide adequate shields or guards, warning signs or permanent floor markings visible to personnel entering the area shall be provided. 5.2.8 Observation ports or other visual means for observing the operation of individual burners shall be provided and shall be protected from radiant heat and physical damage. 5.2.9* Each portion of a closed cooling system that can exceed the design pressure shall be equipped with the following: (1) Pressure relief (2) Flow switches equipped with audible and visual alarms 5.2.10 Open cooling systems utilizing unrestricted sight drains observable by the operator shall not require flow switches. 5.2.11 Where a cooling system is critical to continued safe operation of a furnace, the cooling system shall continue to operate after a safety shutdown or power failure. 5.2.12* Furnaces shall be designed to minimize fire hazards due to the presence of combustible products or residue in the furnace. 5.2.13 Furnace hydraulic systems shall utilize fire-resistant fluids. Exception: Use of hydraulicfluids shall be permitted if failure of hydraulic system components cannot result in afire hazard subject to approval by the authority having jurisdiction. 5.2.14 The metal frames of furnaces shall be electrically grounded. 5.2.15* Water-cooled components, such as vacuum vessels, shall be designed with minimum wall thicknesses in accordance with corrosion tables and vessel standards. http-llwww. nfpa. org/codesonlineldocument.asp?action=load&scope=0&path=NFPAlcod... 06-08-2005 Chapter 5 Location and Constiuction Page 3 of 7 5.2.16 Where a vacuum chamber of a Class D furnace operates at a positive internal pressure greater than 15 psig (103.4 kPa), the vacuum chamber shall be designed and constructed in accordance with ASME Boiler and Pressure Vessel Code, Section VIII, Division 1. The additional pressure due to water in the cooling jacket shall be considered in calculating maximum pressure differentials. 5.3 Explosion Relief. — A/D T /reQ • F07r CL. S S A ,,�-VO-AJ, 5.3.1* Fuel -fired furnaces, and furnaces that contain flammable liquids, gases, or combustible dusts, shall be equipped with unobstructed explosion relief for freely relieving internal explosion pressures except for the following cases: (1) Explosion relief shall not be required on furnaces with shell construction having IN -in. (4.8 -mm) or heavier steel plate shells reinforced with structural steel beams and buckstays that support and retain refractory or insulating materials, required for temperature endurance, that make them unsuitable for the installation of explosion relief. (2) Explosion -relief panels shall not be required for low -oxygen atmosphere ovens designed and protected in accordance with Section 9_3. (3) The requirements for explosion relief shall not apply to fume incinerators. (4) The requirements for explosion relief shall not apply to Class D furnaces. (5) Explosion -relief panels shall not be required in the work chamber of indirect fired ovens where it is demonstrated by calculation that the combustible concentration in the work chamber cannot exceed 25 percent of the lower explosive limit (LEL) under any conditions. 5.3.2 Explosion relief shall be designed as a ratio of relief area to furnace volume. The minimum design shall be at least 1 ft2 (0.093 m2) of relief area for each 15 W (0.424 m3) of furnace volume. Hinged panels, openings, or access doors equipped with approved explosion -relief hardware shall be permitted to be included in this ratio of 1:15. 5.3.3 Explosion -relief vents shall be arranged so that, when open, the full vent opening provides an effective relief area. The operation of vents to their full capacity shall not be obstructed. Warning signs shall be posted on the vents. 5.3.4* Explosion -relief vent(s) shall be located as close as practical to each known source of ignition to minimize damage. 5.3.5 Explosion -relief vents shall be located or retained so that personnel are not exposed to injury by operation of the vents. 5.3.6* Where explosion relief is required, explosion -relief vents shall activate at a surge pressure that does not exceed the design pressure of the oven enclosure. 5.3.7* Explosion -relief vents for a long furnace shall be distributed throughout the entire furnace length with the maximum distance between explosion -relief vents not to exceed five times the oven's smallest inside dimension (width or height). 5.4* Ventilation and Exhaust System. 5A&! Building Makeup Air. A quantity of makeup air shall be admitted to oven rooms and buildings to provide the air volume required for oven safety ventilation and combustion air. 5.4.2 Fans and Motors. 5.4.2.1 Electric motors that drive exhaust or recirculating fans shall not be located inside the oven or ductwork, except within vacuum furnaces. 5.4.2.2,Oven recirculation and exhaust fans shall be designed for the maximum oven temperature and for material and vapors being released during the heating process. http-llwww. nfpa. org/codesonlineldocument.asp?action=load&scope=0&path=NFPAlcod... 06-08-2005 Chapter 5 Location and Construction Page 4 of 7 5.4.3 Ductwork 5.4.3.1 Ventilating and exhaust systems, where applicable, shall be installed in accordance with Chapter 1 through Chapter 3 of NFPA 91, Standard for Exhaust Systems for Air Conveying of Vapors, Gases, Mists, and Noncombustible Particulate Solids, unless otherwise noted in this standard. 5.4.3.2 Wherever furnace ducts or stacks pass through combustible walls, floors, or roofs, noncombustible insulation or clearance, or both, shall be provided to prevent combustible surface temperatures from exceeding 160°F (71'C). 5.4.3.3* Where ducts pass through noncombustible walls, floors, or partitions, the space around the duct shall be sealed with noncombustible material to maintain the fire rating of the barrier. 5.4.3.4 Ducts shall be constructed entirely of sheet steel or other noncombustible material capable of meeting the intended installation and conditions of service, and said installation shall be protected where subject to physical damage. 5.4.3.5 Access doors shall be provided to allow for inspection and cleaning of the interior surfaces of ducts handling flammable vapors or combustible solids. 5.4.3.6 No portions of the building shall be used as an integral part of the duct. 5.4.3.7* All ducts shall be made tight throughout and shall have no openings other than those required for the operation and maintenance of the system. 5.4.3.8 All ducts shall be braced where required and shall be supported by metal hangers or brackets. 5.4.3.9 Ducts handling flammable vapors shall be designed to minimize the condensation of the vapors out of the exhaust airstream onto the surface of the ducts. 5.4.3.10 Ducts handling combustible solids shall be designed to minimize the accumulation of solids within the ducts. ' 5.4.3.11 Hand holes for damper, sprinkler, or fusible link inspection or resetting and for purposes of residue clean-out shall be equipped with tight -fitting doors or covers. 5.4.3.12 Exposed hot fan casings and hot ducts [temperatures exceeding 160T (71'C)] shall be guarded by location, guard rails, shields, or insulation to prevent injury to personnel. 5.4.3.13 Exhaust ducts shall not discharge near openings or other air intakes where effluents can re- enter the building. 5.4.3.14 A suitable collecting and venting system for radiant tube heating systems shall be provided. (See Section 6 S.) 5.4.4 Pump Vents. 5.4.4.1 Mechanical vacuum pumps with a capacity larger than 15 ft3/min (7 x 10-3 m3/sec) shall be vented to an approved location in accordance with all applicable codes. 5.4.4.2 An oil drip leg in accordance with the vacuum pump manufacturer's recommendation shall be designed into the vent piping system. 5.4.4.3 Vent piping shall be free from gas or oil leaks and shall be of noncombustible pipe construction. 5.4.4.4 An oil mist separator shall be provided where the discharge vapor accumulations create a hazard. 5.5 Mountings and Auxiliary Equipment. 5.5.1 Pipes, valves, and manifolds shall be mounted so as to provide protection against damage by heat, vibration, and mechanical hazard. 5.5.2 Furnace systems shall have provisions to prevent injury to personnel during maintenance or inspection. Such equipment shall be permitted to be motion stops, lockout devices, or other safety http://www.nfpa. org/codesonline/document.asp?action=load& scope=0&path=NFPA/cod... 06-08-2005 t Chapter 5 Location and Construction mechanisms. Page 5 of 7 5.5.3 As practicable, instrumentation and control equipment shall be brought to a common location and mounted for ease of observation, adjustment, and maintenance. Protection from physical and temperature damage and ambient hazards shall be provided. 5.5.4 Auxiliary equipment such as conveyors, racks, shelves, baskets, and hangers shall be noncombustible and designed to facilitate cleaning. 5.6 Vacuum Pumping Systems. 5.6.1 * For the purpose of Section 5_6 the term pumping systems shall include pumps, valves and associated piping and wiring, related protective equipment, and measuring and control instrumentation that produce and control the level of vacuum in a vacuum furnace. (See Annex I for general pump information) 5.6.2 Mechanical pumps utilizing hydrocarbon oils shall not be used for pumping gases with oxygen contents greater than 25 percent by volume. 5.6.3* Diffusion pumps and other pumps employing a heating source shall include thermostats or other automatic temperature -controlling devices. 5.6.4 A fluid level gauge shall be installed on those diffusion pumps with a pump fluid capacity over 1 qt (0.95 L). 5.6.5 Where petroleum or other combustible fluids are used, the pumping system shall be designed to minimize the possibility of fluid release that might result in a fire or explosion. 5.6.6 Cooling shall be provided for diffusion pumps to prevent excess vapors from backstreaming into furnace chambers, and for mechanical pumps to prevent overheating of the pump fluids. 5.7 Vacuum Gauges and Controls. 5.7.1* Vacuum gauges and vacuum controls shall be selected for a particular system with consideration to vacuum level, sensitivity, and expected contamination. 5.7.2 Vacuum gauges shall be installed so that levels of vacuum can be ascertained in the furnace chamber and between vacuum pumps of multipump systems. 5.7.3 Vacuum gauge controls that operate in conjunction with sequential controls shall be interlocked to prevent damage to the furnace components or workload. 5.7.4 Hot wire filament gauges shall not be used at pressures above 1 x 10-1 torr (13.3 Pa) in the presence of explosive vapors or combustible atmospheres. 5.8 Vacuum Piping Systems. 5.8.1 Vacuum pipelines, valves, and manifolds shall be designed to withstand differential pressures, shall have conductance for the application, and shall have a maximum leak rate as required by the process but not greater than the leak rate specified by the furnace manufacturer. 5.8.2 Isolation vacuum valves shall be installed between the mechanical fore pumps and the remaining system, including the furnace chamber. These valves, if powered, shall automatically close when there is a loss of power to the fore pump or when the control switch for the fore pump is in the off position. 5.8.3 Where applicable, a bypass shall be provided between the furnace and roughing and the fore pump so that the chamber can be rough -pumped while the diffusion pump remains isolated. 5.8.4 Inlet gas quenching valves shall be designed to operate at applicable pressures on the gas side and on the vacuum side. 5.8.5 Where pressurized backfilling is employed, a pressure -relief valve shall be provided on the furnace. It shall be located on the chamber side of all vacuum valves, and shall be set for a safe positive pressure limit consistent with the furnace chamber design criteria. (See Section L2. 1.) http://www.nfpa.orglcodesonline/document. asp?action=load&scope=0&path=NFPAlcod... 06-08-2005 Chapter 5 Location and Construction 5.9 Water -Cooling Systems for Vacuum Furnaces. Page 6 of 7 5.9.1 For the purposes of Section 5_9, the term water-cooling system of a vacuum furnace shall include the apparatus, equipment, and method used to cool vacuum chamber walls, electrical terminals, seals, workload, and, where applicable, the interior of the furnace. 5.9.2* Cold -wall vacuum furnaces shall be specifically designed to maintain the vacuum furnace vessel at proper temperatures. The furnace vessel walls shall be maintained at safe temperatures when the furnace operates at maximum temperatures. 5.9.3* Interlocks shall be provided on closed cooling systems to prevent the heating system from operating without proper flow of the cooling water at the return. 5.9.4 Provision shall be made to cool the terminals if heat from the electric power terminals can damage seals during processing cycles. 5.10* Gas Quenching Systems for Vacuum Furnaces. 5.10.1 The quench vessel, if separate from the heating vessel, shall be equipped with a pressure -relief valve that protects the quench vessel from excessive gas pressure during the backfilling, pressurizing, or cooling cycles. 5.10.2 Internal Heat Exchanger. Internal heat exchangers installed in the furnace chamber for the purpose of extracting heat from a recirculating cooling gas shall be protected from excessive pressure, heat damage, and mechanical damage while the furnace is being loaded or unloaded. 5.10.2.1 Heat exchangers, components, and connections shall be free from water and air leaks. 5.10.2.2 Heat exchangers shall be mounted to prevent vibration or thermal damage that could cause a rupture during processing cycles: 5.10.2.3 Heat exchanger components shall have the design strength to resist permanent deformation while exposed to the simultaneous maximum pressure of the coolant source and the maximum vacuum or pressure attained in the furnace. 5.10.3 External Heat Exchangers. External heat exchangers used for the purpose of extracting heat from a recirculating cooling gas shall be enclosed in a vacuumtight chamber that has a leak rate not exceeding the leak rate specified by the manufacturer for the furnace chamber. 5.10.3.1 Heat exchangers, components, and connections shall be free from water and air leaks. 5.10.3.2 Heat exchangers shall be mounted to prevent vibration or thermal damage that could cause a rupture during processing cycles. 5.10.3.3 Heat exchanger components shall have the design strength to resist permanent deformation while exposed to the simultaneous maximum pressure of the coolant source and the maximum vacuum or pressure attained in the furnace. 5.10.4 Fans and Motors for Gas Quenching Systems. 5.10.4.1 Fans shall not be exposed to any temperature in excess of their design temperature rating. 5.10.4.2 Electric fari motors shall be interlocked to prevent operation at less than a chamber pressure of 7 psi (48 kPa) absolute in order to prevent motor failure. 5.10.4.3 Where motor windings are exposed to argon gas or other ionizing gases, the voltage on the motor shall be limited to 260 volts maximum. 5.10.5 Quenching Gas. The recirculating gas shall be one that is not harmful to the heating elements, furnace heat shields or insulation, or work when introduced at the quenching temperature. 5.11 Heating Elements and Insulation for Vacuum Furnaces. 5.11.1 Material for heating elements shall have a vapor pressure lower than the lowest design pressure http://www. nfpa. org/codesonline/document.asp?action=load&scope=0&path=NFPA/cod... 06-08-2005 Chapter 5 Location and Construction Page 7 of 7 R at the manufacturer's specified maximum design temperature. 5.11.2 Internal electrical insulation material shall remain nonconductive through the full range of vacuum and temperature limits specified by the manufacturer. 5.12 Heat Baffles and Reflectors for Vacuum Furnaces. 5.12.1 Baffles, reflectors, and hangers shall be designed to minimize warpage due to expansion and contraction. 5.12.2 Baffles, reflectors, and hangers shall be of heat -resistant material that minimizes sag, rupture, or cracking under normal operating limits specified by the manufacturer. 5.12.3 Baffles and reflectors shall be accessible and removable for the purpose of cleaning and repairing. http://www. nfpa. org/codesonline/document.asp?action=load&scope=0&path=NFPA/cod... 06-08-2005 Chapter 9 Class A Ovens and Furnaces Chapter 9 Class A Ovens and Furnaces Page 1 of 8 9.1 General. The requirements of Chapter 1 through Chapter 7 and Chapter 13 and Chapter 14 shall apply to Class A ovens and furnaces except as amended by this chapter. 9.2 Safety Ventilation for Class A Ovens. 9.2.1 General Safety Ventilation Requirements. 9.2.1.1 Air circulation shall be used to minimize the volume of flammable concentration regions that are present at the point of evaporation within the oven. 9.2.1.2 Combustible solids or substrate material shall not require safety ventilation unless flammable constituents are evolved in the process of heating. 9.2:1.3 The determination of safety ventilation shall be based on all of the following: (1) Volume of products of combustion entering the oven heating chamber (2) Weight or volume of flammable or combustible constituents released during the heating process, based on maximum loading (3) Solvent that requires the greatest amount of ventilation air per gallon (liter) when a combination of solvents is used (4) Design of the oven heating and ventilation system with regard to all of the following: (a) Materials to be processed (b) Temperature to which these materials are raised (c) Method of heating with regard to direct or indirect venting of combustion products vs. alternate use of steam or electrical energy (d) General design of the oven with regard to continuous or batch -type operation (e) Type of fuel and -chemicals to be used and any by-products that are generated in the heating chamber 9.2.1.4 On completion of an oven installation, airflow tests shall be conducted on the ventilation systems under the oven operating conditions, with flow control devices at their minimum setting. These tests shall be repeated when the flammable or combustible vapor loadings are increased or when modifications are made to the ventilation system. 9.2.1.5 Safety ventilation shall be maintained until all flammable vapors are removed or have been released from the oven and other associated equipment. 9.2.1.6* Class A ovens shall be mechanically ventilated. If reduction of safety ventilation by accumulation of deposits is possible for the oven's intended use, the fan design shall be selected to prevent this accumulation. 9.2.1.7 Class A ovens shall be ventilated directly to outdoor atmosphere or indirectly to outdoor atmosphere through a fume incinerator in accordance with Chapter 8 or through other approved volatile organic compound (VOC) or particulate pollution control devices. 9.2.1.8 Exhaust duct openings shall be located in the areas of greatest concentration of vapors within the oven enclosure. 9.2.1.9* A single fan shall not be used for both recirculation and exhaust. 9.2.1.10 Multiple exhaust fans, manifolded together, shall be designed so that the operation of one or more exhaust fans does not create a hazard, such as backflow to an idle oven or reduced exhaust flow http://www. nfpa.org/codesonline/document. asp?action=load& scope=0&path=NFPA/cod... 06-08-2005 Chapter 9 Class A Ovens and Furnaces Page 2 of 8 due to increased manifold pressure. 9.2.1.11 Ovens in which the temperature is controlled by varying airflow shall be designed so that the air required for safety ventilation is maintained during all operating conditions. 9.2.1.12 A separate exhaust fan shall be used for exhausting the products of combustion from indirect gas-fired or indirect oil -fired air heaters. Exception: On small indirect -fired installations, subject to the approval of the authority having jurisdiction, it shall be permitted to connect the heater exhaust to the oven exhaust system, provided that the temperature of the products of combustion is reduced (when necessary) by the addition of fresh air to a point where it is insufficient to cause ignition of arty combustible fumes in the oven exhaust system. , 9.2.1.13* Air supplied into the oven shall be circulated to produce a thorough distribution and movement in all parts of the oven and through the work in process. 9.2.2 Interlocks. 9.2.2.1 Interlocks for exhaust and recirculation fans shall be installed in accordance with Section 7.5 and Section 7.6. 9.2.2.2 Electrical interlocks obtained through interconnection with a motor starter shall be provided for exhaust and recirculation fans. 9.2.2.3 Conveyors or sources of flammable or combustible material shall be interlocked to shut down on excess temperature or if either the exhaust or recirculation system fails. 9.2.3 Heat Recovery and Pollution Control Devices. 9.2.3.1* If the installation of heat recovery devices and pollution control devices reduces the combustion airflow or exhaust flow below that required for purge or safety ventilation, the flow rate or purge time shall be increased to compensate for the reduction. 9.2.3.2 Heat recovery devices and pollution control devices shall be designed and maintained to prevent reduction or loss of safety ventilation due to such factors as the condensation of flammable volatiles and foreign materials. 9.2.3.3 Heat recovery devices and pollution control devices shall be designed to minimize fire hazards due to the presence of combustible products or residue. 9.2.4 Fresh Air Supply and Exhaust. 9.2.4.1 Ovens in which flammable vapors are being produced or into which the products of combustion are allowed to enter shall be exhausted. 9.2.4.2 Ovens heated by any means, including electricity, infrared lamps, or by combustion of any fuel, shall have the exhaust fan motor starter and airflow switch interlocked in such a manner as to prevent operation of the heating units unless the exhaust fans are running. 9.2.4.3 Flow control devices that affect the volume of fresh air admitted to, and the vapors or gases exhausted from, the oven shall be designed so that, when at the minimum setting, they pass the volume required for safety ventilation. 9.2.5 Corrections for Temperature and Altitude. 9.2.5.1* Temperature Correction Factor. Temperature correction factors for volume shall be applied because the volume of gas varies in direct proportion to its absolute temperature. Volume correction factors shall be determined in accordance with the following relationship or by using Table 9.2.5.1: tF :4W 71YF # �ti�0'F ®. onnation factor (U.& cw6nty units) or tc4mc •cCUTUEtmafactar(Si Units) http://www. nfpa. org/codesonline/document. asp?acf on=load&scope=0&path=NFPA/cod... 06-08-2005 Chapter 9 Class A -Ovens and Furnaces Page 3 of 8 where: t = exhaust temperature Table 9.2.5.1 Temperature -Volume Conversion Table (at Sea Level) Temp. Temp. Temp. OF °C -Factor OF °C Factor OF °C Factor 70 21 1 300 149 1.43 950 510 2.66 100 38 1.06 350 177 1.53 1000 538 2.75 110 43 1.075 400 204 1.62 1050 566 2.85 120 49 1.09 450 232 1.72 1100 593 2.94 130 54 1.11 500 260 1.81 1150 621 3.04 140 ' 60 1.13 550 288 1.90 1200 649 3.13 150 66 1.15 600 316 2.00 1250 677 3.23 175 79 1.20 650 343 2.09 1300 704 3.32 200 93' 1.24 700 371 2.19 1350 732 3.42 225 ' 107 1.29 750 399 2.28 1400 760 3.51 250 121 1.34 850 454 2.47 .275 135 1.38 900 482 2.57 9.2.5.2' LEL Correction Factor. The LEL value for continuous process ovens shall be corrected for the oven operating temperature in accordance with the following formula or by using Table 9.2.5.2. For batch process ovens, the temperature multiplier specified in 9.2.7.4 shall be used. LELI = LEL,7.F 11 - 0.0004.36 (tOF - 77°F)] or LEL, = LEL. ,.c [1 - 0.000784 (1°C - 250C)] where: t = oven temperature, OF or °C Table 9.2.5.2 Oven Temperature • Correction Factors Oven Temperature LEL Correction Factor OF °C 77 25 1.00 212 100 0.94 300 149 0.90 http:Hwww. nfpa. org/codesonl i ne/document. asp?ac6 on=load& scope=0&path=NFPA/cod... 06-08-2005 Chapter 9 Class A•Ovens and Furnaces Page 4 of 8 400 204 0.86 500 260 0.81 9.2.5.3 Altitude Correction Factor. Altitude correction factors for volume shall be applied because the volume of a gas varies in direct proportion to the barometric pressure. Correction values shall be obtained from Table 9.2.5.3. Table 9.2.5.3 Altitude Correction Factors Attitude Correction Factor ft In 0 0 1.00 1,000 305 1.04 2,000 610 1.08 3,000 915 r 1.12 4,000 1220 1.16 5,000 1524 1.20 6,000 1829 1.25 7,000 2134 1.30 8,000 2438 1.35 9,000 2743 1.40 10,000 3048 1.45 ' Exception: Correction factors shall not be required at altitudes not exceeding 1000 ft (305 m) above sea level. 9.2.6* Continuous Process Oven. 9.2.6.1* Rate of Solvent Vapor Ventilation. In continuous process ovens, the safety ventilation rate shall be designed, maintained, and operated to prevent the vapor concentration in the oven exhaust from exceeding 25 percent of the LEL. Exception: The safety ventilation rate shall be permitted to be decreased where a continuous solvent vapor concentration indicator and controller is provided in accordance with 9.2.8. For such installations, the continuous indicator and controller shall be arranged to alarm and shut down the oven heating systems or operate additional exhaust fans at a predetermined vapor concentration that shall not exceed 50 percent of the LEL. 9.2.6.2 Method for Determining Solvent Safety Ventilation Rate. 9.2.6.2.1 The safety ventilation shall be determined by calculation in accordance with 9.2.6.2.3. Exception: As permitted by 9.2.6.2.4. 9.2.6.2.2* Chemical properties shall be those supplied by manufacturers or published data. 9.2.6.2.3* Method for Calculating Solvent Safety Ventilation Rate. In continuous process ovens, when the rate of safety ventilation air is calculated, method A, B, C, or D shall be used. The value calculated in standard cubic feet per minute (SCFM) (or standard m3/min) at 70°F (21'C) shall be http://www. nfpa.orglcodesonlineldocument.asp?action=load&scope=0&path=NFPAlcod... 06-08-2005 Chapter 9 Class A. Ovens and Furnaces Page 5 of 8 corrected for the temperature of the exhaust stream exiting the oven enclosure as well as for altitude, with the result being actual cubic feet per minute (acfm) [actual cubic meters per minute (actual MI/min)]. (1) . Method A (English units) (a) Determine the cubic feet of vapor per gallon of solvent using the following: W vapor galal solvent - (8-328)(SpGr 0.075 VD where: One gal water = 8.328 lb at 70°F. Dry air at 707 = 0.075 lb/ft3 and 29.9 in. Hg SpGr = specific gravity of solvent (water = 1.0) ISD = vapor density of solvent vapor (air =1.0) (b) Determine the cubic feet of barely explosive mixture per gallon of solvent using the following: ft' barely explosive vapor _ fts vapor 100 - LELj. gal solvent gal solvent )( LEIS. where - LEL T here:LELT =lower explosive limit expressed in percent by volume in air, corrected for temperature (c) Determine the cubic feet of diluted mixture at 25 percent LEL per gallon of solvent evaporated in the process using the following- W- diluted mixture 0 25% LEL _ ft' � mkwre gal solvent evaporated gal. sohent (2) Method B (metric units) (a) Determine the cubic meters of vapor per liter of solvent using the following - i mvapor 0.99$ S Gr L solvent - (1.200)\ VD where: One L water = 0.998 kg at 21 °C Dry air at 21 °C = 1,200 kg/m3 and0.76mHg SpGr = specific gravity of solvent (water = 1.0) VD = vapor density of solvent vapor (air = 1.0) (b) Determine the cubic meters of barely explosive mixture per liter of solvent using the following: In' barely explosive vapor. m' vapor 100 - LE4 L solvent L solvent LELT http://www. nfpa.orglcodesonlineldocument.asp?action=load&scope=0&path=NFPAlcod... 06-08-2005 Chapter 9 Class A, Ovens and Furnaces Page 6 of 8 where: LELT = lower explosive limit expressed in percent by volume in air, corrected for temperature (c) Determine the cubic meters of diluted mixture at 25 percent LEL per liter of solvent evaporated in the process using the following: M3 diluted mixture 0 25% LFL _ 4 m' mixture L sohtnt evaporated L solvent (3) Method C (English units) Determine the cubic feet of vapor per gallon of solvent: ft' diluted mixture 0 256 LEG _ 4 (8.328)(SpGr 1�1 gal solvem evaporated 0.075 l YD LE4 JJ (4) Method D (metric units): Determine the cubic meters of vapor per liter of solvent: tn' diluted tnixture 0 25`,x, LEL_ 0.998 (( SpGr 100 L solvent erapond;d �� 1.25o ll vD .jC LEL,. i 9.2.6.2.4* Method for Estimating Solvent Safety Ventilation Rate. In continuous process ovens, where the elevation is below 1000 ft (305 m), the oven operating temperature is at or below 350°F (177°C), and the volume of air rendered barely flammable for the solvent used is less than 2640 standard ft3/gal (19.75 standard m3/L), the rate of safety ventilation for volatile materials shall be a minimum of 12,000 ft' (340 m3) of fresh air referred to 70°F (21°C) (at sea level) per gallon (liter) of solvent evaporated in the oven. This value shall be convected for the temperature of the exhaust stream exiting the oven. 9.2.6.3 Method for Calculating Ventilation Rate for Products of Combustion. In continuous process ovens, including powder coating ovens, where a direct -fired combustion system (within or remote from the oven chamber) is used, the minimum oven exhaust volume for safety ventilation shall include the volume of combustion products from burners. The value used for the products of combustion shall be 183 scfm (5.18 standard m3/min) per 1,000,000 Btu/hr (293.1 kW) burner rating. The products of combustion shall be adjusted for oven operating temperature and altitude. This value shall be added to the value determined from 9.2.6.2. 9.2.6.4* Method for Calculating Ventilation Rate for Powder Curing Ovens. The safety ventilation required for powder curing ovens shall be calculated by assuming that 9 percent of the mass of the powder is xylene and the remaining mass is inert. The safety ventilation shall then be determined for, xylene in accordance with9.2.6.2 and 9.2.6.3. 9.2.7* Batch Process Ovens. 9.2.7.1 Published chemical properties, or Table A.9.2.6.2.2(a) and Table A.9.2.6.2.2(b), shall be used where chemical manufacturer's data are not available. 9.2.7.2* Method for Estimating Rate of Ventilation. In batch ovens, the safety ventilation rate shall be designed and maintained to provide at least 440 scfm of air per gal (3.29 standard m3/min of air per L) of flammable volatiles in each batch. CAUTION: Caution shall be used where applying this method to products of low mass that can heat up quickly (such as paper or textiles) or materials coated with very highly volatile solvents. Either condition can produce too high a peak evaporation rate for this method to be used. http://www. nfpa.orglcodesonlineldocument.asp?action=load&scope=0&path=NFPAlcod... 06-08-2005 Chapter 9 Class A'Ovens and Furnaces Page 7 of 8 Exception No. ]:As permitted in 9.2.7.3. Exception No. 2: For solvents where the quantity of air necessary to render 1 gal (I L) of solvent barely explosive exceeds 2640 ft3 (19.75 m3), safety ventilation shall be adjusted in proportion to the ratio of the actual volume of air necessary to render 1 gal (1 L) of these solvents barely explosive to 2640 ft3 (19.75 m3). 9.2.7.3 Method for Calculating Ventilation Rate. The 440 scfm of air per gal (3.29 standard m3/min of air per L) of solvent shall be used unless the maximum evaporation rate is determined by tests run under actual operating conditions. Ventilation shall be furnished, with exhaust fans and other devices maintained and operating, to prevent average concentration in the oven from exceeding 25 percent of the LEL. Exception No. 1: The safety ventilation rate shall be permitted to be decreased where a continuous vapor concentration high limit controller is provided in accordance with 9.2.8. For such installations, the continuous vapor concentration high limit controller shall be arranged to alarm and shut down the oven heating system or operate additional exhaust fans at a predetermined vapor concentration that shall not exceed 50 percent of the LEL. Exception No. 2: The safety ventilation shall be permitted to be calculated by determining the amount of ventilation air in standard cubic feet (standard cubic meters) that is rendered barely flammable by the vapor generated in gallons per hour (liters per hour) of solvent in use. This value shall then be multiplied by an empirical factor of 10 and divided by 60 min/hour to obtain the safety ventilation in standard cubic feet per minute (standard cubic meters per minute). 9.2.7.4* Correction Factors. Volumes of air specified or calculated in accordance with 9.2.7.2 or 9.2.7.3 shall be corrected for operating temperature in accordance with 9.2.5.1, for altitude in accordance with 9.2.5.3, and for products of combustion in accordance with 9.2.6.3. In addition, for batch ovens operating at temperatures from 250°F to.500°F (12VC to 260°C), the volume shall be increased by a multiplier of 1.4. For temperatures exceeding 500°F (260°C), because the 1.4 correction factor is not appropriate, the correction factor shall be determined by test. 9.2.8 Continuous Vapor Concentration High Limits and Controllers. 9.2.8.1 Where the safety ventilation rate in the oven has been designed to result in vapor concentrations between 25 percent and 50 percent of the LEL, a continuous vapor concentration high limit controller shall be provided. 9.2.8.2* The continuous vapor concentration high limit controller shall be capable of detecting and responding to process upset conditions in time to alarm and initiate reduction of the vapor concentration before the concentration exceeds 50 percent of the LEL. 9.2.8.3* In the case of an oven having multiple heating zones and having at least one heating zone operating at or above 25 percent of the LEL, all other heating zones shall have a continuous vapor concentration high limit controller. Exception: Where it can be shown that a heating zone cannot exceed 25 percent of the LEL in the case of an accidental increase in solvent input, a continuous vapor concentration high limit controller shall not be required for that zone. 9.2.8.4* If a continuous vapor concentration controller is used to modulate the flow of fresh air or exhaust from an oven or zone, there shall be a secondary protection system to prevent an analyzer failure from causing a hazardous condition. This system shall have a separate continuous vapor concentration high limit controller for each zone. Exception: Limits on damper travel (set for 50 percent LEL for the highest design solvent input) for each zone shall be permitted in lieu of a separate continuous vapor concentration high limit controller for each zone. 9.2.8.5 The continuous vapor concentration controller and the continuous vapor concentration high http://www. nfpa. org/codesonl ine/document. asp?acfi on=load& scope=0&path=NFPA/cod... 06-08-2005 Chapter 9 Class A, Ovens and Furnaces Page 8 of 8 limit controller shall be calibrated for the application and solvents used. 9.2.8.6 Where a variety of solvents are used, the solvent to which the controller is least sensitive shall be the primary calibration reference. 9.2.8.7 A record of primary and subsequent calibrations shall be maintained and reviewed for drift in the controller response. 9.2.8.8 Malfunction alarms shall be provided to indicate any sample, flow, circuit, or controller power failures. Activation of a malfunction alarm shall initiate action to reduce the solvent concentration to a minimum. The activation of the malfunction alarm shall require operator intervention in accordance with 9.2.8.10. 9.2.8.9* Activation of the continuous vapor concentration high limit controller shall alarm and initiate the automatic reduction of the solvent concentration to a minimum. 9.2.8.10 When the continuous vapor concentration high limit controller alarm is activated in accordance with 9.2.8.9, the process shall be prevented from restarting until the vapor concentration is below the limit level and the operator has manually reset the system. 9.2.8.11 The sensor and the sample system shall be maintained at a temperature that prevents condensation. Sampling lines shall be clean and airtight. 9.2.8.12 The system shall be secured against unauthorized adjustment. 9.2.8.13 Maintenance shall be performed in accordance with manufacturer's instructions. 9.2.8.14 Calibration shall be performed in accordance with manufacturer's instructions and shall be performed at least once per month. http://www. nfpa. orglcodesonlineldocument.asp?action=load&scope=0&path=NFPAlcod... 06-08-2005 Chapter 9 Class A Ovens and Furnaces Page 1 of 4 9.3 Low -Oxygen Atmosphere Class A Ovens with Solvent Recovery. 9.3.1 Scope. Low -oxygen atmosphere Class A ovens with solvent recovery shall be permitted to operate at much higher concentrations of solvent vapor by limiting oxygen concentration. Oxygen concentration shall be maintained low by the addition of inert gas. 9.3.2 General. 9.3.2.1 * The equipment, including fans and web seals, shall be especially tight in order to avoid admission of air. 9.3.2.2* The high solvent concentrations in these oven atmospheres shall require operational and design considerations not addressed in conventional solvent evaporation ovens. 9.3.2.3* An oxygen analyzer and controller shall be used to ensure that the oxygen concentration remains below the value where no mixture is flammable (limiting oxidant concentration). Start-up and shutdown shall avoid the flammable region. 9.3.2.4* Solvent shall be recovered and sent to a solvent storage system. 9.3.3 Application. The oven shall be designed to accommodate the performance of the following procedures for system operation: (1) Operational procedures to avoid solvent flammable region at all times (2) . Starting and purging of the oven with inert gas to lower the oxygen content to a predetermined level (3) Heating of the recirculating oven atmosphere to the required process temperature (4) Introduction of the workload into the oven enclosure (5) Continuous operation (6) Shutdown procedures to avoid the flammable region of the solvent (7) Emergency shutdown procedures 9.3.4 Oven Construction and'Location. 9.3.4.1 The following requirements shall be in addition to those described in Chapter 5. Exception: Explosion relief shall not be required for low -oxygen atmosphere Class A ovens with solvent recovery. 9.3.4.2 The oven enclosure and any ductwork to and from the enclosure shall be gastight. Access doors shall be gasketed to minimize leakage and shall be designed to prevent opening during operation. 9.3.4.3* The oven and oven end openings shall be designed to restrict the entrance of air and the exit of solvent vapors. 9.3.4.4 The oven atmosphere circulation system shall be designed to provide the required flow throughout the entire oven and ductwork system to avoid condensation of the flammable solvent. 9.3.5 Inert Gas Generation and Storage Systems. 9.3.5.1 The oven system shall have an inert gas supply for oxygen control and purging. Inert gas for reduction and control of oxygen within the oven enclosure and associated equipment shall be any of the following types: (1) Inert gas generators that burn a combustible gas stoichiometrically to produce an inert gas after removal of water vapor (2) Pressure swing adsorption producing nitrogen (3) Nitrogen produced by membrane separation equipment (4) Nitrogen, carbon dioxide, or other inert gases, produced in liquid form. Such liquefied gases are transported to the site and stored in a liquid storage tank. (See http-Hwww.nfpa. org/codesonlin.e/document.asp?action=load& scope=0&path=NFPA/cod... 06-08-2005 ;i Chapter 9 Class A Ovens and Furnaces Page 2 of 4 9.3.6.) 9.3.5.2 All storage tanks and compressed gas cylinders shall comply with local, state, and federal codes relating to the types of fluids stored, their pressures, and their temperatures. The applicable NFPA standards shall be followed. 9.3.5.3 Vessels, controls, and piping that maintain their integrity at the maximum/minimum design pressures and temperatures shall be provided. 9.3.5.4 ASME tank relief devices shall be provided and sized, constructed, and tested in accordance with ASME Boiler and Pressure Vessel Code, Section VIII, Division 1. 9.3.5.5 Locations for compressed gas tanks and cylinders shall be selected with adequate consideration given to exposure.to buildings, processes, personnel, and other storage facilities. Tables of distances specified in the various NFPA standards shall be followed. 9.3.5.6 Bulk storage systems shall be rated and installed to ensure reliable and uninterrupted flow of inert gas to the user equipment as necessary. 9.3.5.7 Where inert gases are used as safety purge media, the volume stored shall always be sufficient to purge all connected low -oxygen atmosphere ovens with a minimum of five oven volumes (see 9.3.6.1 . Recirculating fans shall be kept operating during the purge. Exception: The stored volume shall be permitted to be reduced, provided that both of the following conditions are met: (1) Mixing is adequate. (2) The stored volume is sufficient to reduce the concentration in the oven to the LEL in air. 9.3.6 Vaporizers Used for Liquefied Purging Fluids. 9.3.6.1 Vaporizers utilized to convert cryogenic fluids to the gas state shall be ambient air -heated units so that their flow is unaffected by a loss of power. Exception: Use of powered vaporizers shall be permittedy provided one of the following conditions is met: (1) The vaporizer has a reserve heating capacity sufficient to continue vaporizing at least five oven volumes at the required purge flow rate immediately following power interruption. (2) Reserve ambient vaporizers that are piped to the source of supply are provided so as to be unaffected by a freeze-up or flow stoppage of gasfrom the power vaporizer. The reserve vaporizer shall be capable of evaporating at least five oven volumes at the required purge flow rate. (3) Purge gas is available from an alternate source that fulfills the requirements of 9.3.5.6. 9.3.5.7. 9.3.6.2, and 9.3.6.4. 9.3.6.2 Vaporizers shall be rated by the industrial gas supplier or the owner to vaporize at 150 percent of the highest purge gas demand for all connected equipment. Winter temperature extremes in the locale shall be taken into consideration by the agency responsible for rating them. 9.3.6.3 It shall be the user's responsibility to inform the industrial gas supplier of additions to the plant that materially increase the inert gas consumption rate, so that vaporizer and storage capacity can be enlarged in advance of plant expansion. 9.3.6.4* The vaporizer shall be protected against flow demands that exceed its rate of capacity when this can cause closure of a low-temperature shutoff valve. 9.3.6.5 A temperature indicator shall be installed in the vaporizer effluent piping. An audible or visual low-temperature alarm shall be provided to alert oven operators whenever the temperature is in danger of reaching the set point of the low-temperature flow shutoff valve so that they can begin corrective actions in advance of the flow stoppage. 9.3.7 Inert Gas Flow Rates. http://www. nfpa.org/codesonline/document.asp?action=load&scope=0&path=NFPA/cod... 06-08-2005 Chapter 9 Class A Ovens and Furnaces Page 3 of 4 9.3.7.1 Inert gas shall be required to dilute air infiltration, which otherwise can result in the creation of a flammable gas—air mixture within the oven. The flow rate shall be permitted to be varied during the course of the process cycle. 9.3.7.2 Reliable means shall be provided for metering and controlling the flow rate of the inert gas. 9.3.7.3 The flow control shall be accessible and located in an illuminated area so that an operator can readily monitor its operation. 9.3.7.4 Where an inert gas flow control unit is equipped with an automatic emergency inert purge, a manually operated switch located prominently on the face of the unit and a remote switch that activates the purge shall be provided. 9.3.7.5 The pressure of the inert gas system shall be regulated to avoid overpressurizing components in the system, such as glass tube flowmeters. 9.3.8 Inert Gas Piping System. 9.3.8.1 The piping system for inert gas shall be sized to allow the full flow of inert gas to all connected ovens at the maximum demand rates. 9.3.8.2 Solders that contain lead shall not be used to join pipes. 9.3.8.3* Piping that contains cryogenic liquids, or that is installed downstream of a cryogenic gas vaporizer, shall be constructed of metals that retain adequate strength at cryogenic temperatures. Piping and piping components shall be in accordance with ASME B31.3, Process Piping. 9.3.9 Safety Equipment and Application. 9.3.9.1* The oven shall be analyzed continuously and controlled for oxygen content by modulating the addition of inert gas. The sample point shall be in the condensing system for each zone or multiple zones. The oven shall have a minimum of two analyzers to provide redundancy. 9.3.9.2 An emergency standby power generator shall be provided for emergency shutdown during a power failure. . Exception: This equipment shall not be required if alternate safety shutdown procedures for power failure are employed. 9.3.9.3* Provisions shall be made to restrict entry into the oven where the atmosphere could be hazardous to human health. 9.3.10 Inert Gas Introduction and Starting the Production Line. 9.3.10.1* The following procedures shall be accomplished for inert gas introduction and starting the production line: (1) The operator shall ensure that all personnel are out of the oven enclosure, all guards are in place, and all doors are closed. (2) The operator shall verify that an adequate volume of inert gas is in storage and that the inert gas supply and solvent recovery systems are operational and ready to start production. (3) The solvent recovery system interfaced with the oven shall be operational and prepared to receive solvent -laden gas prior to starting production. (4) The recirculation fans shall be started in the oven enclosure prior to introduction of inert gas to ensure that effective oxygen purging occurs once inert gas enters the enclosure. (5) The oven enclosure shall be purged with inert gas until the enclosure oxygen concentration is three percentage points below the limiting oxidant concentration (LOC) that is able to support combustion of the solvents used. (See Table A. 9.3.10.1.) 9.3.10.2 The recirculating oven gas shall be heated to the required operating temperature. http://www. nfpa. orglcodesonlineldocument.asp?action=load&scope=0&path=NFPAIcc,d... 06-08-2005 Chapter 9 Class A Ovens and Furnaces Page 4 of 4 9.3.10.3 The production line shall be started. 9.3.11 Production Running. 9.3.11.1 The oven enclosure oxygen concentration shall be maintained at least three percentage points below the LOC of the solvent during normal operation. (See Table A.9.3.10.1) 9.3.11.2 If it is not possible to maintain the oxygen concentration at least one percentage point below the LOC, the emergency purge shall be activated and the solvent input shall be stopped. 9.3.11.3 The oven temperature shall not be permitted to approach the solvent dew point temperature in the enclosure, so that solvent vapors do not condense in the oven enclosure. 9.3.12 Shutting Down the Production Line and Access to the Oven Interior. 9.3.12.1 The production line shall be stopped. 9.3.12.2* Flow to and from the solvent recovery system shall be continued and the system shall be purged with inert gas as required until the solvent vapor concentration in the oven enclosure is no greater than the solvent concentration at the LOC. (See Figure A. 9.3.12.2) 9.3.12.3 Flow to and from the solvent recovery system shall be discontinued, and oven heaters shall be de -energized. 9.3.12.4* Air shall be introduced into the oven enclosure until the oxygen level reaches a minimum of 19.5 percent. Once this level has been reached, enclosure access shall be permitted. 93.13 Emergency Procedures. 9.3.13.1 In the event of electrical power failure, the emergency standby power source shall provide electric power to the purge blowers and the oven safety controls. Exception: Emergency standby power source shall not be required if alternative safety procedures for power failures are employed 9.3.13.2 The production line shall shut down automatically when the emergency purge cycle is initiated. The oxygen analyzer that initiates the emergency purge cycle shall be hard -wired to bypass all other process control instrumentation. 9.3.133 The oven enclosure shall have an adequate vent line that opens automatically when the emergency purge cycle is initiated in order to avoid pressurizing the oven enclosure. The vent shall discharge to a location away from building makeup air and ignition sources. 9.3.14* Special Operator Training and Maintenance. Operation and maintenance of a low -oxygen oven and its associated recovery equipment shall be performed by the user in accordance with the manufacturer's recommendations and in accordance with Chapter 14. http:l/www. nfpa.orglcodesonl ineldocument.asp?action=load&scope=0&path=NFPAlcod... 06-08-2005 r Chapter 14 Lnspection; Testing, and Maintenance Page 1 of 1 Chapter 14 Inspection, Testing, and Maintenance 14.1 Responsibility of the Manufacturer and of the User. 14.1.1 The equipment manufacturer shall inform the user regarding the need for operational checks and maintenance and shall provide complete and clear inspection, testing, and maintenance instructions. The final responsibility for establishing an inspection, testing, and maintenance program that ensures that the equipment is in working order shall be that of the user. 14.1.2* When the original equipment manufacturer no longer exists, the user shall develop inspection, testing, and maintenance procedures. 14.1.3 When changes are made to the equipment or process, the user shall modify inspection, testing, and maintenance procedures. 14.2* Equipment Entry. The user's operational and maintenance program shall include procedures that apply to entry into equipment in accordance with all applicable regulations. 14.3* Record Retention. Records of inspection, testing, and maintenance activities shall be retained for the period of one year or until the next inspection, testing, or maintenance activity, whichever is longer. http://www. nfpa.orglcodesonline/document. asp?action=load&scope=0&path=NFPAlcod... 06-08-2005 A; P December 8, 1999 Butler Manufacturing Company 7440 Doe Avenue Visalia, CA 93279 Phone: (559) 651-5344 Fax: (559) 651-5370 Bob Parsons North Valley Ready Mix Chico, CA. To Whom It May Concern: I'~ 40x60x14 LRF 1:12 Norfield Industries Chico, CA. BMC ORDER NO. 04 -056433 - BUILDER NO. 99-59 ,QRpfESS/ N SEI TSV/ No. C 056216 Exp. DEC 31, 2000 Jl CIVIL � 9j4J CA1\ Please accept this letter as our certification that the Butler Mfg. Co. (an AISC Class MB Certified Fabricator) components of the subject building, when ordered in accordance with Butler standards, will be designed in accordance with the 1989 Edition of the AISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold -Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1986 Edition of the MBMA Low Rise Building Systems Manual. Loads applied to the subject building are in accordance with the 1997 Edition of the Uniform Building Code. The subject building is designed to carry a basic roof live load of 20 pounds per square foot and a collateral load of 0.0 pounds per square foot in addition to the dead load of the structure. Components are designed for reduced roof live loads in accordance with Section 1607.5 AND 1607.6 of the Uniform Building Code. Roof live load for each component is based on the following schedule: Tributary Loaded Area (Sq. Ft.) Design Live Load (p.s.f.) 0 to 200 20 psf 200 to 600 16 psf Greater than 600 12 psf The building is designed for a basic wind speed of 80 M.P.H., exposure factor "B" applied in accordance with Section 1615 of the Uniform Building Code. The building is designed for Seismic Zone 3 in accordance with Section 1626 of the Uniform Building Code and importance factor 1.0. Soil type SD. Load combinations are in accordance with Section 1612.3.2 of the Uniform Building Code. These Butler Components, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements. The design of this building for wind load assumes that doors not supplied by Butler are designed to sustain the same wind pressures and suctions as the walls in which they are installed. This certification does not cover field modifications or design of material not furnished by Butler Manufacturing Company. The design of this building will be performed in one or more of Butler Manufacturing Company's facilities located in Annville, PA, Birmingham, AL, Burlington, ONT, Galesburg, IL, Kansas City, MO, Laurinburg, NC, San Marcos, TX, and Visalia, CA. Components for this building will be produced in one or more of Butler Manufacturing Company's facilities located i 1s PA, Birmingham, AL, Galesburg, IL, Laurinburg, NC, San Marc s»�tV � All listed facilities are Category MB certified by the c //��Inst}lt�t Construction. �v�� r' `r Cordially yours,, p P R O E Mei Tsui, P.E. Project Engineer FILE COJU '�� ZI 2 m m "9'99 BTLE� BUTLER MANUFACTURING COMPANY ENGINEERING DATA CUSTOMER: NORFIELD INDUSTRIES 4 LOCATION: CHICO, CA. BUILDER: NORTH VALLEY READY MIX BUILDING SIZE UNIT 1: 40X60X14 LRF 1:12 BMC ORDER NO.: 04-056433-1 BUILDER ORDER NO: 99-59 DESIGNER: MOZZ RAUOF DATE: 12/8/99 TABLE OF CONTENTS QRpFESS/pN TS(/� 9e1�2 CID W No. C 056216 m Exp. DEC 31, 2000 Jlgl CIVI1-D8 q OF CAI.\�0 9 / UNIT 1 DESIGN CRITERIA: D1 SPECIFICATIONS: 1 ROOF SECONDARIES: 5 WALL SECONDARIES: 15 ENDWALL STRUCTURALS: 19 LONGITUDINAL BRACING: 23 WALL PANEL: 25 ROOF PANEL: '26 FRAME DESIGN: F1 FRAME CONNECTIONS: S1 QRpFESS/pN TS(/� 9e1�2 CID W No. C 056216 m Exp. DEC 31, 2000 Jlgl CIVI1-D8 q OF CAI.\�0 9 / DATE: 12/07/99 D E S I G N C R I T E R I A R E POR T TIME: 02:36 PM PD120ODDC ------------------------------------ # 056433 BUILDER NORTH BLDR CONTACT - BOB -----BLDR VALLEY READY MIX _ __ ORDER # 99-59 PAGE PARSONS COMPLEX - NO (TYPE) BLDR PHONE # 916-345-7296 (WIDTH) PROJ NAME - NORFIELD BLDR BLDR ACCOUNT INDUSTRIES ENGR # GRP - 20-04-007-90 Visalia UNIT # 1 BLDG DESCRIPTION LRF (LENGTH) 40' 0" 60, (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) (COLUMN SHAPE) 0" (COLUMN KNEE) 14' 0" (COLUMN OFFSET) 20 PSF 80 MPH UBC 97 1.000:12 LSW: TAPERED RSW: TAPERED LSW: HORIZONTAL RSW: HORIZONTAL LSW: 8" RSW: (GIRT DEPTH) ------ 8" ------------------------------------------------- LSW: 8" RSW: 8" ------------------------------------------------------- 1. DESIGN SPECIFICATIONS 1.1 All structural mill sections or welded -up plate sections are designed in accordance with the 1989 edition of the AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. 1.2 All cold -formed structural members are designed in accordance with the 1986 edition of the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. 1.3 All welding shall be done in accordance with the AMERICAN WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION. 2. MATERIAL SPECIFICATIONS (Minimum Fy and Fu in ksi) Built-up Sections matl <=1" thick and <=1211 wide .. Fy = 55. Built-up Sections matl >1" thick or >12" wide .. Fy = 50. Wide flange Sections (unless noted) ............... Fy = 36. Cold -formed Members up to .120 thickness .......... Fy = 60. over .120 thickness .......... Fy = 55. Galvanized Material Fy = 42. Brace Rods up to 3/411 diameter Fu = 80. over 3/4" diameter Fu = 70. Roof Cover BRII 28 Gage ................... Fy = 80. Wall Cover BRII 26 Gage .... Fy = 50. ------- --------------------------------------------------- 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 3.1 BUILDING CODE: The 1997 edition of the "Uniform Building Code" by the International Conference of Building Officials (ICBO). 3.2 DESIGN LOADS Terrain Cat/Wind Exp B Dead Load 2.2 + Frame Weight Roof Live Load 20 psf Exposure of Roof Partial Exposed Rf Thermal Condition Normal Collateral Load 0 psf Wind Speed 80 mph Seismic Zone 3 Snow Importance Factor 1.000 Wind Importance Factor 1.000 Seismic Importance Factor 1.000 MBMA County Ground Snow 0 psf Building Use Category 4 (GENERAL USE) DATE: 12/07/99 ENDWALL SIDEWALL TIME: 02:36 S I G N C'R I T E R I A R E P O R T STRUCTURALS - -------------------- =------ 80.00 mph REW mph RSW 80.00 mph LSW 80 mph 80.00 mph BAYS: 1, 2, 3 PD1200DDC ------------- ORDER # 056433 BUILDER - NORTH ----D-E ----------------------------------------------------------------------------------- VALLEY READY MIX PAGE D2. BLDR CONTACT -.BOB PARSONS COMPLEX - NO PHO BLDR NE # 916-345-7296 BLDR ORDER PROJ NAME # 99-59 BLDR ACCOUNT #-- - 20-04-007-90 (TYPE) UNIT # 1 BLDG DESCRIPTION LRF (WIDTH) (LENGTH)- 40' - (HEIGHT) NORFIELD INDUSTRIES ENGR (LIVE) (WIND) GRP - Visalia (COLUMN SHAPE) 0" 60' 0" (COLUMN KNEE) 14 0 " 20 PSF 80 MPH (CODE/YEAR) UBC (SLOPE) 97 1.000:12 RSW: TAPERED LSW: HORIZONTAL RSW: HORIZONTAL (COLUMN OFFSET) (GIRT DEPTH) Structurals ----------------------------------------- -----_LSW_-TAPERED --LSW: LSW: 8" RSW: 8" LSW: 8" RSW: 8" -------------------------------- ACTUAL DESIGN LOADS -- --------------------------------------------------------------------- LIVE LOAD INTERMEDIATE FRAME 12.0 psf ,FRAMES: 1, 2, 3 ENDWALL STRUCTURALS ROOF STRUCTURALS 116.0 psf FEW 20.0 psf BAYS: -1, 2, 3 none REW COLLATERAL LOAD INTERMEDIATE FRAME none WIND SPEED ENDWALL STRUCTURALS ROOF STRUCTURALS none none INTERMEDIATE FRAME ENDWALL SIDEWALL 80.00 mph FRAMES: 1, 2, 3 STRUCTURALS 80.00 mph FEW STRUCTURALS 80.00 BRACING ROOF STRUCTURALS - 80.00 mph REW mph RSW 80.00 mph LSW 80 mph 80.00 mph BAYS: 1, 2, 3 WIND COEFFICIENT (* INDICATES OVERRIDE) All girts PRESSURE SUCTION 0.900 -0.900 UPLIFT "C" EW Posts 0.800 -0.700 B&P EW Roof Beams -1.100 Bracing 0.80.0Roof -0.500 Structurals ----------------------------------------- -1.000 DATE:. 12/07/99 TIME: 02:36 PM D E S I G N D 0-00-01 GLOBAL DATA A T A R E POR T PD1200DSN ----------------------- ---- LRF DESIGN SPECIFICATIONS PAGE 1 ORDER # 056433 BLDR CONTACT - BOB ---------------------------------------------------------------- BUILDER NORTH VALLEY READY MIX PARSONSBLDR ___-- - ______________ ORDER # 99-59 BLDR BLDR PHONE #. 916-345-7296 COMPLEX - NO (TYPE) (WIDTH) ACCOUNT # 20-04-007-90 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia UNIT # 1 BLDG (LENGTH) DESCRIPTION LRF 40' 0" 60' 0" (HEIGHT) EI ) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ------------------------------------------40' ---PSF 80 MPH --------------------- UBC 97 1.000:12 1 DESCRIPTION ---------------- 1.1 GENERAL The primary structural system consists of rigid frames designed as clear span or with interior columns as a modular rigid frame. The' end frames consist of "C" Section simple beams and posts or an H-Section'modularame. Purlins and The wall panels span from the base d fr eave and may rigid fr eave struts spanning between the frames support the roof panels. be supported at the intermediate points by girts spanning between the frames. 1.2 RIGID FRAMES The rigid frames consist of tapered or straight welded -up plate section exterior columns and roof beams with bolted splices. For modular frames, interior columns are straight sections. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.3 END FRAMES Endwall framing has two options: (1) Light gage "C" section members composed of endwall posts and endwall roof beams. The members are fabricated from 60 ksi minimum yield material except that material greater than 0.120" thick is 55 ksi minimum yield. (2) H -Section roof beams and posts designed as a modular rigid frame. The minimum yield of the steel used for flanges and webs is 55 ksi. 1.4 SECONDARY FRAMING The secondary framing consists of purlins, girts, and eave struts cold -formed from 60 ksi minimum yield material. Purlins and girts are Z-shaped members and eave struts are C-shaped. 2 DESIGN SPECIFICATIONS All structural mill sections or welded -up plate sections are designed in accordance with the AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. All cold -formed structural members are designed in accordance with the AISI SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS. DATE: 12/07/99 TIME: 02:36 PM I G N D DATA A T A R E P O R T PD1200DSN -------------------------- -------_--0_00_01-GLOBAL ----D-E-S LRFDESIGNSPECIFICATIONS PAGE 2 - ORDER # 056433 BUILDER NORTH VALLEY READY MIX BLDR CONTACT - BOB PARSONSBLDR BLDR PHONE _____ __ ______ ORDER # 99-59 BLDR -------------- ACCOUNT # 20-04-007-90 COMPLEX - NO (TYPE) # 916-345-7296 (WIDTH) (LENGTH) PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia UNIT # 1 BLDG DESCRIPTION LRF " 401 0 60, On (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ----------------------------- ----------On- 20 PSF 80 MPH 14� ------------------------------------------------- UBC 97 1.000:12 3 METHOD OF ANALYSIS 3.1 RIGID FRAMES The rigid frame is designed using the stiffness analysis method. The frame is designed with pinned connections at the column bases. Modular frames with interior columns are designed with pinned connections at the column top. The changinglnsections ate tlof on athe ysframe, summations areis for tis frame usesobtainedrby dividingcthelframegintonalnumberlof individualu usections and adding the frame coefficients of these sections. 3.2 ENDWALL FRAMING Endwall framing has two options. Option 1 consists of light gage "C" section endwall roof beams designed as simple span, simple span with cantilever, or two span continuous supported by endwall posts designed as pinned end members. Option 2 consists of H -Section roof beams and posts designed as modular rigid frames with or without endwall bracing. 3.2.1 Light Gage "C" Section Option 3.2.1.1 Endwall Posts Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by wind load from the tributary wall area; the axial load caused by the vertical forces (dead load, live load, uplift) from the tributary roof area; and the bending moment caused by the eccentricity of the vertical forces (roof beam attached to the endwall post flange). All roof and wall loads will be considered uniformly distributed. Except for the addition of the moment caused by the roof beam eccentricity, endwall posts will be assumed to be loaded through the shear center. The posts will be considered adequately braced against torsional-flexuraly buckling by the panels and girts. Girt locations will be considered inner and outer flange brace points. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.1.2 Endwall Roof Beams Endwall roof beams will be designed as simple span, simple span with cantilever, or two span continuous members. All connections will be considered to provide pinned end support. The roof beams will be designed to resist the shear and moment caused by the dead load, live load, and wind uplift applied to the tributary roof area. The endwall panel weight (1.1 psf x eave height) will be deducted from the applied uplift load. The purlin clips will brace the top and bottom flange of all roof beams. Allowable moment c Specification. apacity will be computed in accordance with the AISI Moments and forces will be determined in accordance with the above specifications and procedures. 2.2 H -Section Option The rigid frame endwall consists of straight welded -up plate section corner columns, endwall posts, and roof beams with bolted splices. The minimum yield of the steel used for flanges and webs is 55 ksi. Endwall posts are designed as pinned end members (simple span) to resist the moment and shear caused by the wind load on the endwall and axial load caused by the vertical forces from the roof. Some frames will also be designed with rod bracing attached at the base and top of the endwall post to act in conjunction with the rigid frame action of the frame to resist the force caused by the wind load on the sidewalls. 'DATE: 12/07/99 TIME: 02:36 PM I G N D DATA A T A R E P O R T PD120ODSN --------------------------- -0_00_01-GLOBAL ----D-E-S LRF DESIGN SPECIFICATIONS 3 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX BLDE CONTACT. - BOB PARSONS CT �BLDR BLDR ORDER -------------------- -- ----_-PAGE- # 99-59 COMPLEX - (TYPE) PHONE # 916-345-7296 (WIDTH) (LENGTH) PROJ NAME - BLDR ACCOUNT NORFIELD INDUSTRIES ENGR # 20-04-007-90 GRP - Visalia UNIT # 1 BLDG DESCRIPTION LRF 401 on 60' 0" (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ----------------------------- 141 on --------------------------------------------------- 20 PSF. 80 MPH UBC 97 1.000:12 3.3 SECONDARY FRAMING 3.3.1 Purlins, Eave Struts, And Girts Purlins and girts may be designed as simple span or continuous beams. Eave struts are designed as simple span beams. All members are designed using the stiffness analysis method. The purlins and eave struts are designed for the shear and moment caused by live load or uplift on the tributary roof area and the axial load caused by wind on the tributary endwall area. The girts are designed for the shear and moment caused by wind pressure or suction applied to the tributary wall area. All loads are assumed uniformly distributed, but tapered and concentrated loads can be input and considered in the design. The section is optimized for either allowable forces, moments, or live load deflection in accordance with the above listed specifications and procedures. 3.3.2 Roof Panels Panels will be designed as continuous span members. All live or snow loads and Wind pressure or suction are assumed uniformly distributed. 3.3.3 Wall Panels Panels will be designed as simple span (no girts) or continuous span (with girts) members. The panels will be designed assuming a uniformly distributed wind pressure or suction. Maximum panel spans will be developed in accordance with the above specifications and procedures. 3.4 WIND BRACING The standard wind bracing is provided by using brace rods. Alternate wall bracing can be provided by using portal frames, wind posts, or panel diaphragms. Brace rods will be designed as tension members in accordance with the applicable provisions of RISC. Rods 0.75 inch in diameter and less will have a minimum 80 ksi ultimate tensile strength. Rods larger than 0.75 inch in diameter will have a minimum 70 ksi ultimate tensile strength. Bracing design based on panel diaphragm action will require a lineal footage of full height panels determined by eave height and wind loading. DATE: 12/07/99 TIME: 02:36 DES IGN ,DATA GLOBAL DATA REPORT PD1200DSNi. -------------------- -- -0_00-01 ------------------------------ PAGE 4 ORDER # 056433 BLDR CONTACT - BOB BUILDER -.NORTH VALLEY READY MIX PARSONS -----LRF_DESIGN_SPECIFICATIONS BLDR ORDER -------------- _ # 99-59 _ _ _ BLDR PHONE # 916-345-7296 COMPLEX - NO (TYPE) PROJ NAME - BLDR ACCOUNT # 20-04-007-90 NORFIELD INDUSTRIES ENGR GRP - Visalia UNIT # 1. BLDG .(WIDTH) .(LENGTH) DESCRIPTION LRF 40 0 " (HEIGHT)" (LIVE) (WIND) (CODE/YEAR) (SLOPE) ----------------------------------� 20 PSF 80 MPH ---------------------------------------- UBC 97 1.000:12 3.4.1 Roof And Sidewall Bracing The .standard wind bracing to be provided in all buildings is a parallel chord Pratt truss in the roof and "X" diagonal rod members in the wall. F The rod loads are computed by summing the windward and'leeward•endwall post reactions which act between the ridge of the building and the strut whose load the brace rod is transferring down the roof. If more than one braced bay exists, it is assumed that the accumulated wind load is distributed equally to each braced bay. Hence the sum computed above is divided by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between the strut and the brace rod. The braced bay sidewall reactions are the horizontal and vertical resolution of the load in the sidewall rods. 3.4.2 Endwall Bracing The endwall bracing for the "C" Section endwall will be designed to resist a concentrated load at the top of post equal to the wind load times the tributary sidewall area. the corner The endwall bracing for the H -Section endwall will be designed to act in conjunction with the rigid frame action of the frame to resist the forces caused by the wind load on the sidewalls. DATE: 12/07/99- COMBINATIONS END FORCES TIME: 02:36 PM D E S I G N D 1-02-01 ROOF STRUCTURALS A T A :R E P 0 R T ----_------- LEFT EAVE STRUTS PD1200D5 ORDER # 056433 BUILDER BLDR CONTACT - BOB PARSONS ----------------- - NORTH VALLEY READY MIX BLDR ORDER -SIDEWALL _______ PAGE 5 ---------- _ __ _ # 99-59 COMPLEX - NO BLDR PHONE # 916-345-7) (TYPE) (WIDTH) PROJ NAME - BLDR ACCOUNT # 20-04-007-90 NORFIELD INDUSTRIES ENGR UNIT # 1 BLDG DESCRIPTION (LENGTH) n LRF 40 0 n (HEIGHT) GRP - Visalia (LIVE) (WIND) (CODE/YEAR) ----------------------------- (IN -K) 14 0 (SLOPE) 20 PSF 80 MPH- UBC ----------------------- ------------------ 97 1.000:12 -------------------------------------------- SPANS AND UNIFORM LOADS( FT & PSF) 0.06 -0.08 ----------------------------------------------------------- DL + WL (S) 0.00 0.00 BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT +--------------------------------------- 1 19.50 1.99 . 1.2 0.0, 20.0 0.0 2 20.00 1.99 1.2 0.0 0.0 20.0 0.0 0.0 3 18.00 1.99 1.2 0.0 20.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS BAY------------------------ ----------------+ NUMBER LOCATION/ POSITION ------------------------------------------------------ 1 10.50 ----------------+ TOP 2 10.00 TOP 3 9.00 TOP NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+--------------------------- FRONT EW REAR EW NO DESCRIPTION SHEAR MOMENT SHEAR MOMENT +------------- ----------------- (IN -K) (K) (IN -K) 1 +----(K) ----------------------- -----------+ DL + LL -0.02 0.06 -0.08 2 DL + WL (S) 0.00 0.00 -1.01 0.00 -0.05 DATE: 12/07/99 ------------------- *********** -----------------LBBB-------LBBB---------------- ACTV XV SHEAR *********** ******w**** COMBINED AXIAL & BENDING ********** ALLV----CSRV ------------------- --------------------- *•COMBINED LD XM ACTM ALLM ACTA ALLp LD SHEAR & BENDING STRUT LOAD 1 0.0 _ __ _LBBB-_--_-____CSRB XC ACTVC ----- ___ ___ __ 0.4 10.3 0.043 1 9.7 25.9 --------- ACTMC CSRC LD ACT ALLOW TIME: 02:36 PM ------LBBB-- D E S' I G STRUCTURALS N D A T A R E P O R T 33.2- 27.3 0.042 1 1.6 33.1 NOTES: XV ORDER # 056433 ----_--1_02_01-ROOF ___ ---- - --'----------- POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) SAVE STRUTS ALLV PD1200DSN LDR CONTACT - BOB BUILDER - NORTH VALLEY READY PARSONS MIX = COMBINED STRESS RATIO AT CRITICAL SHEAR -_--LEFT-SIDEWALL BLDR ORDER # 99-59 __________ - _ -'-------_ PAGE 6 __ _ COMPLEX - NO UNIT # (TYPE)- BLDR PHONE WI (WIDTH) # 916-345-7296 ACTA PROJ NAME - NORFIELD INDUSTRIES BLDR ACCOUNT # 20-04-007-90 1 BLDG DESCRIPTION ------------BLDG-DESCRI-TION- LRF 0n (LENGTH) (HEIGHT) AT COMBINED LOCATION SHEARcAND ENGR GRP - (LIVE) Visalia CSRC ----------------LBBB-- 60_ 0 n LD (WIND) 20 (CODE/YEAR) (SLOPE) SECTION PROPERTIES (ACTUAL FURNISHED --------------4�--°�------------LBBB-- ALLOW TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING PSF 80 MPH UBC ----------------------- 97 1.000:12 +-------------------------------- PART) BAY PART NUMBER NUMBER ----------LBBB-- LENGTH DEPTH (IN) (IN) _____ THICK MINTHK (I-- ________ FY _____ FLG ---------------------- RAD LIP AREA -LBBB-+ +---BER UMBEL -----(IN) -------------------------------------LBBB-- (IN) (KSI) (IN) (IN) (IN) (IN**2) IR 11, 1 0540505 239 -4 4 8.00 0.096 --------LBBB-- (IN**4) (IN**4) • 2 0540505 3 0540505 239-4 8.00 0.060 0.096 0.060 60.00 60.00 3.50-_--0.31'---1.38 3.50 1.61 15.98 ----__--.94 LBBB+ 2.94 239-4 8.00 0.096 0.060 60.00 3.50 0.31 0.31 1.38 1.61 15.98 2,94 NOTES: MINTHK = MINIMUM DESIGN THICKNESS 1.38 1.61 15.98 2 94 DESIGN DATA SUMMARY +------------------ AY NUM ------------------- *********** -----------------LBBB-------LBBB---------------- ACTV XV SHEAR *********** ******w**** COMBINED AXIAL & BENDING ********** ALLV----CSRV ------------------- --------------------- *•COMBINED LD XM ACTM ALLM ACTA ALLp LD SHEAR & BENDING STRUT LOAD 1 0.0 _ __ _LBBB-_--_-____CSRB XC ACTVC ----- ___ ___ __ 0.4 10.3 0.043 1 9.7 25.9 --------- ACTMC CSRC LD ACT ALLOW 2 2 20.0 18.0 132.6 0--- 35.60 0---- 1 -0.5 10.3 0.044 1 10.0 27.3 132.6 0.00 35.60 9.7 0.1 -0.4 10.3 . LBBB0.038 --- 25.9 0.038 1--_-0.6 0.206 1 10.0 -0.1 0.040 1 9.0 21.6 132.6 0.00 35.60 0.163 1 33.2- 27.3 0.042 1 1.6 33.1 NOTES: XV 9.0 -0.1 = DISTANCE (FEET) FROM LEFT SUPPORT TO 21.6 0.027 1 0.6 33.3 ACTV POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV XM = COMBINED STRESS RATIO AT CRITICAL SHEAR ACTM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA CSRB = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT = COMBINED STRESS XC ACTVC RATIO AT CRITICAL MOMENT = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF(CRITICCALtes COMBINEDtress = SHEAR (KIPS) 1BENDING ACTMC AT COMBINED LOCATION SHEARcAND CSRC = MOMENT (IN -KIPS) AT COMBINED LOCATION LD = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* = CONTROLLING LOAD ACT indicates overstress COMBINATION FOR GIVEN LOAD CHECK = MAXIMUM AXIAL FORCE (KIPS) DUE condition) ALLOW TO WIND LOAD = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 12/07/99 COMBINATIONS END FORCES TIME: 02:36 PM ------------- D E S I G N D STRUCTURALS A T A R E P O R T ------------ ORDER # 056433 ------1_02_01-ROOF ------__ ------------ EAVE STRUTS PD120ODSN BUILDER BLDR CONTACT - BOB PARSONS - NORTH VALLEY READY MIX BLDR -------- _ _ PAGE 7 COMPLEX - NO BLDR PHONE # 916-345-7296 (WIDTH) (TYPE)GR PROD NRDER-# 99-59 NORFIELD INDUSTRIES BL R ACCOUNT-#--20-04-007-90- UNIT # 1 BLDG DESCRIPTION LRF ° (L60GTHo 0 (HEIGHT)n GRPV (LIVE) ----------------------------- ° - ----------------------------------------- 14 0 (WIND) 20 PSF (CODE/YEAR) (SLOPE) 0.00 0.00 80 MPH 97 1.000:12 SPANS AND UNIFORM LOADS( FT & PSF) -UBC --------------- +------------------------- BAY SPAN LOAD ---------------+ UNIFORM LOADS NUMBER WIDTH DL +--------------------- CLL LL WPRESS WSUCT 1 19.50 1.99 1.2 0.0 20.p-----00-----0.0 2 20.00 1.99 1.2 3 18.00 1.99 . 0.0 20.0 0.0 0.0 1.2 0.0 20.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. EAVE STRUT BRACE LOCATIONS BAY -------------- --------------------------------------- NUMBER LOCATION/ ----------------- +--------------------------------------------------POSITION- 1 10.50 ---------------------------------------------------- TOP + 2 10.00 TOP 3 9.00 TOP NOTES: EAVE STRUT BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------ --------------------- FRONT EW -+ NO DESCRIPTION SHEAR MOMENT REAR EW SHEAR MOMENT (K) (IN -K) (K) (IN-K) 1 DL -------------------------------- 2 + LL DL + WL -0.02 (S) 0.06 -+ -0.08 -1.01 0.00 0.00 0.00 0.05 DATE: 12/07/99 TIME: 02:36 PM D E S I G N D A T A R E P O R T --------------------ROOF STRUCTURALS _-_�__------1_02-,01 ORDER # 056433 ----------------------------------- EAVE STRUTS PD1200DSN PAGE 8 -_RIGHT_SIDEWALL BUILDER - NORTH VALLEY READY MIX -------- ----- -" BLDR CONTACT - BOB PARSONS BLDR ORDER # 99-59 --------------------------------- COMPLEX - NO 1 BLDR PHONE # 916-345-7296 PROJ NAME - (TYPE) )- (40, BLDR ACCOUNT NORFIELD INDUSTRIES # 20-04-007-90 UNIT # 1 BLDG DESCRIPTION 0 (LENGTH) (HEIGHT) n (HEIGHT)�� (LIVE) ENGR GRP (WIND) - Visalia n --------------------'-' 20 PSF (CODE/YEAR) 80 MPH (SLOPE) --------------------------------------------------- UBC 97 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +-------------------------------------------------------------- ____________________ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD NUMBER NUMBER (IN) (IN)• (IN) LIP AREA AREAIx -----------+ ----(IN) ----------- ---- -------KSI) (IN) (IN) (IN) (IN**4) IY (IN**4) 1 0540505 239-4 8.00 0.096 0.060 60.00 3.50 0.31 1.38 2 0540505 239-4 8.00 -------------- ---- ----- 0.096 0.060 60.00 3.50 0.31 1.38 3 0540505 239-4 8.00 0.096 0.060 60.00 1.61 15.98 2,-- 2,94 3.50 0.31 1.38 NOTES: MINTHK = MINIMUM DESIGN THICKNESS 1.61 15.98 2,94 DESIGN DATA SUMMARY +------------------------------------ ----------------------------- AY *********** --------------------- SHEAR *********** *********** -------------------- COMBINED AXIAL & BENDING XV ACTV ALLV CSRV LD XM ********** *. COMBINED --------- ALLM ACTA ALLA CSRB ------ LD XC ACTVC SHEAR & BENDING ** STRUT LOAD ----ACTM- _ 1 0.0 0.4 10.3 0.043 1 9.7 25.9 132.6 ----- ---- ACTMC CSRC ---- LD ACT ALLOW 0.00 35.60 0.195 2 20.0 -0.5 10.3 0.044 1 10.0 27.3 132.6 0.00 3 1---- 9.-- 7 0.-- 1 2-5--.9 0.--038-- ---- --- 1 ------ 35.60 0.206 18.0 -0.4 10.3 0.040 1 9.0 21.6 132.6 0.00 35.60 1 10.0 -0.1 27.3 0.042 33.2 1 1.6 33.1 0.163 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT 1 9.0 -0.1 21.6 0.027 1 0.6 33.3 TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING -ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD indicates overstress condition) CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 12/07/99 TIME: 02:36 -- --------_---1_02-01 D E S I G ROOF STRUCTURALS ---------------- N D A T A R E POR T _--------LEFT-SLOPE PURLINS PD1200DSN PAGE 9 ORDER # 056433 BUILDER BLDR CONTACT - BOB PARSONS COMPLEX - NO UNIT # 1 BLDG DESCRIPTION NORTH VALLEY READY MIX --------------------- BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR PHONE #.- 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (LENGTH) (HEIGHT)' (LIVE) (WIND) (CODE/YEAR) (SLOPE) LRF 401 0n 601 0n 141 On 20 PSF 80 MPH UBC 97 1.000:12 -------------- ------------------------------------------ SPANS AND UNIFORM LOADS (FT & PSF) FRONT EW BAY SPAN +----------------------------------- PERIMETER LOADS SHEAR MOMENT NUMBER BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL' LL WPRESS +----------=------------------------- WSUCT LAP PURLIN LEFT RIGHT TYPE WPRESS 1 19.50 5.001.2 2 20.00 5.00 1.2 3 _ 18.00 5.00 1.2 0.0 20.0 0.0 .0.0 20.0 0.0 0.0 20.0 0.0 10.0 10.01 10.0 1.00 CONTINUOUS 2.00 2.00 CONTINUOUS 1.00 CONTINUOUS 0.15 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +------------------------------+-----------------------------------------+ +------------------------------------------------------------+ FRONT EW BAY SPAN LOAD PERIMETER LOADS SHEAR MOMENT NUMBER WIDTH DL CLL LL WPRESS WSUCT +------------------------------------------------------------+ 1 DL + LL -0.05 0.15 1 19.50 4.49 1.2 0.0 20.0 0.0 12.2 2 20.00 4.49 1.2 0.0 20.0 0.0 12.2 3 18.00 4.49 1.2 0.0 20.0 0.0 12.2 PURLIN BRACE LOCATIONS +---------------------------------------- BAY----------------------------------+ LOCATION/ NUMBER POSITION +--------------------------------------------------------------------------------------------------------------- 1 10.50 + TOP 2 10.00 TOP 3 9.00 TOP NOTES:. PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+-----------------------------------------+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN-K) +------------------------------+-----------------------------------------+ 1 DL + LL -0.05 0.15 -0.21 -2.54 2 DL + WL (S) 0.02 -0.06 0.08 1.05 DATE: 12/07/99 MUMU --MUMU-+ ACTM ALLM ALTA Ai,�,p ------------------------------------------ ------------------ LD XC ACTVC SHEAR & BENDING ** STRUT LOAD 1 18.5 -1.2 2.4 0.480 1' 7.3 38,8 ---_- _---_--_---_-_-CSRB ___ __ __ ACTMC CSRC LD ACT ALLOW 2 2.0 3 TIME: 02:36 PM ------------------------------ ________ -36.8 0.617 1 _+ D E S I G_. N D A STRUCTURALS T A R E P O R T 0.519 1 1.0 1.1 = DISTANCE (FEET) FROM LEFT SUPPORT TO ---- --1_02_01-ROOF ------ ACTV ----------MUMU-- ALLV PURLINS PD1200DSN ORDER # 056433 BUILDER NORTH VALLEY BLDR CONTACT - BOB PARSONS READY -----------MUMU--LEFT-SLOPE MIX BLDR ORDER # __ --------------------------------------------- PAGE 10 COMPLEX -'NO (TYPE) BLDR (WIDTH) PHONE,# 916-345-7296 PROJ 99-59 BLDR ACCOUNT # NAME - NORFIELD INDUSTRIES 20-04-007-90 # 1 BLDG DESCRIPTION LRF 40 0 (LENGTH) (HEIGHT) (LIVE)UNIT ENGR GRP - (LIVE) (WIND) Visalia --------------------------------------------------- overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF 14 0 (CODE/YEAR) 20 PSF (SLOPE) = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC. ---------- ---------------------------------------- 80 MPH UBC 97 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING ---MUMU-- +---------MUMU-- ------------------------------------ BAY PART LENGTH DEPTH NUMBER NUMBER (IN) (IN) THICK (IN) MINTHK _______--- FY FLG _____--- RAD ______ LIP ----------------- AREA' IX -----UMBER--=--(IN) -------------------------- (IN) (KSI) (IN) (IN) (IN) IYMUMU+ (IN**2) (IN**4) (IN **4) 1 0530635 263-4 8.00. 2 0530635 263-4 8.00 0.060 0.060 0.060 60.00 2.63 __ 0.25 _ -- ----- 0.75 --------MUMU-- ' ---------MUMU-+ 0.86 3 0530635 263-4 8.00 0.060 0.060 '0.060 60.00 2.63 60.00 0.25 '0.75 8.35 1.40 0.86 8.35 1.40 J NOTES: MINTHK = MINIMUM DESIGN THICKNESS 2.63 0.25 0.75 0.86 8.35 1.40 DESIGN DATA SUMMARY +------------------- BAY --------------------- SHEAR *********** ****rr****** -------------------------------- COMBINED AXIAL & BENDING ********** ** NUM XAACSRV LD XM COMBINED MUMU --MUMU-+ ACTM ALLM ALTA Ai,�,p ------------------------------------------ ------------------ LD XC ACTVC SHEAR & BENDING ** STRUT LOAD 1 18.5 -1.2 2.4 0.480 1' 7.3 38,8 ---_- _---_--_---_-_-CSRB ___ __ __ ACTMC CSRC LD ACT ALLOW 2 2.0 3 59.2 0.00 11.90 0.655 1 18.5 -1.2 0.9 2.4 0.369 1 2.0 -27.3 59.2 0.00 ________ -36.8 0.617 1 _+ 1.0 13.40 0.461 1 2.0 0.9 1.1 2.4 0.436 1 1.0 -30.7 59.2 0.00 13.40 -27.3 0.349 1 10.1 14.7 NOTES: XV 0.519 1 1.0 1.1 = DISTANCE (FEET) FROM LEFT SUPPORT TO -30.7 0.459 1 11.8 ACTV POINT OF CRITICAL SHEAR = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL ACTM = CRITICAL MOMENT (IN -KIPS) MOMENT ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA CSRB = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT XC = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF ACTVC CRITICAL COMBINED SHEAR AND BENDING = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC. = COMBINED.STRESS RATIO AT CRITICAL COMBINED SHEAR AND LD BENDING (* = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK indicates overstress condition) ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 12/07/99 TIME: 02:36 PM D E S I G N D A 1_02-01 ROOF STRUCTURALS T A R E P O R T PD1200D1 ------------------------------------- LEFT SLOPE PURLINS PAGE 11 ORDER '# 056433 BLDR CONTACT - BOB BUILDER NORTH VALLEY READY MIX PARSONS BLDR PHONE # _______---- _----- BLDR ORDER _------- -- # 99-59 BLDR ACCOUNT # 20-04-007-90 COMPLEX - NO 916-345-7296 . (TYPE) (WIDTH) (LENGTH) PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia UNIT # 1 BLDG DESCRIPTION LRF 401 On 601 on (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) . --------------------- 141 01, 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------ DESIGN DATA SUMMARY - WEB CRIPPLING +---------------------------------- -------------------- AY START **** WEB CRIPPLING **** *****----- COMBINED - CRIPPLING - &- BENDING ***** -+ NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +-------------------------------- S 0.8 CLIP 1 -0.1 59.2 0.80 CLIP 1 1 E 2.4 3.9 0.618 1 -51.5 118.4 2.40 3.90 0.784 1 2 S 2.4 3.9 0.618 1 -51.6 118.4• 2.40 3.90 0.784 1 2 E 2.2 3.9 0.574 1 -44.2 118.4 2.20 3.90 0.708 1 3 S 2.2 3.9 0.574 1 -44.2 118.4 2.20 3.90 0.708 1 3 E -0.8 CLIP 1 -2.5 59.2 -0.80 CLIP 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 12/07/99 TIME: 02:36 PM D E S I G N D A T A R E P 0 R T ---------------------------------- ---1_02_01-ROOF STRUCTURALS ----PURLINS PD120ODSN --------------------------- --RIGHT-SLOPE ORDER # 056433 BUILDER NORTH VALLEY READY MIX BLDR CONTACT - BOB PARSONS BLDR ORDER # 99-59 _ PAGE 12 COMPLEX - NO BLDR PHONE # 916-345-7296 BLDR ACCOUNT #--20-04-007-90- PROJ NAME - NORFIELD INDUSTRIES ENGR (TYPE) (WIDTH) UNIT # 1 BLDG DESCRIPTION (LENGTH) (HEIGHT) GRP - LRF 40 0 (LIVE) (WIND) Visalia ---- -- --- --- ---- - ------------ 14' 0" (CODE/YEAR) (SLOPE) -----------n-----------60�--On- ---- --------------20 PSF 80 MPH UBC ---------------------------------------- 971.000:12 SPANS AND UNIFORM LOADS (FT & PSF) +------------- BAY SPAN LOAD- --------- - -------- ---+ •--�p--------PURLIN LOADS NUMBER -------------UNIFORM WIDTH DL +--------------- -- CLL LL WPRESS WSUCT LEFT RIGHT TYPE ------ 1 19.50 5.00 1.2. 0.0 20.0 --------------- -----------------'-'- 0.0 10.0 2 20.00 5.00 1.2 3 18.00 5.00 1.00 CONTINUOUS 0.0 20.0 0.0 10.0 2.00 '2.00 CONTINUOUS 1.2 0.0 20.0 0.0 10.0 1.00 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) +------------------------------------------- BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT ------------------------------------------------------------- 1 19.50 4.49 1.2 0.0 20.0 0.0 12.2 2 20.00 4.49 1.2 3 0.0 20.0 0.0 12.2 18.00 4.49 1.2 0.0 20.0 0.0 12.2 PURLIN BRACE LOCATIONS BAY----------------------------------------------------+ NUMBER LOCATION/ POSITION 1 10.50-----------------------------------------------------------------------------------------------+ TOP 2 10.00 TOP 3 9.00 TOP NOTES: PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +------------------------------+------------- ------------------ FRONT EW REAR EW NO DESCRIPTION SHEAR MOMENT SHEAR MOMENT +------------- ---(K) (IN -K) (K) (IN -K) --------------------------------- 1 DL + LL -+ -0.05 0.15 -0.21 2 DL + WL (S) -2.54 0.02 -0.06 0.08 1.05 DATE: 12/07/99 D E S I G N D A T A R E P O R T PD1200DSN TIME: 02:36 PM 1-02-01 ROOF STRUCTURALS RIGHT SLOPE PURLINS PAGE 13 -------------------------------------------------------------------------------------------- ORDER - 056433 BUILDER NORTH BLDR CONTACT - BOB PARSONS VALLEY READY MIX BLDR ORDER ---------------------------- # 99-59 BLDR ACCOUNT # 20-04-007-90 COMPLEX -.NO (TYPE) BLDR PHONE # 916-345-7296 (WIDTH) PROJ NAME - NORFIELD INDUSTRIES ENGR GRP --Visalia UNIT # 1 - BLDG DESCRIPTION LRF (LENGTH) 401 On (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) - ------- 60'On14' - ---------- -- --------- On ------------------------------------------------------- 20 PSF 80 MPH UBC 97 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------- - BAY PART LENGTH DEPTH THICK MINTHK FY FLG ----------- RAD ----------------------+ ------- LIP AREA NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2), IX (IN**4) IY (IN**4) +-NUMBER -------------------------------------------------------------------------------------------- 1 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 -------------- + 2 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 8.35 1.40 1.40 3 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 NOTES:. MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY +----------------------------------------------------- -----------------------------------------+ BAY *********** SHEAR *********** *********** COMBINED AXIAL & BENDING ********** ** COMBINED SHEAR & BENDING ** STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD *XC ACTVC ACTMC CSRC LD ACT ALLOW +------------------------------------=------------------------ 1 18.5 -1.2 2.4 0.4801 7.3 38.8 59.2 0.00 11.90 0.655 1 18.5 -1.2 -36.8 0.617 1 10.1 2 2.0 0.9 2.4 0.369 1 2.0 -27.3 59.2 0.00 13.40 0.461 1 2.0 0.9 -27,3 0.349 1 14.7 3 1.0 1.1 2.4 0.436 1 1.0 -30.7 59.2 0.00 13.40 0.519 1 1.0 1.1 -30.7 0.459 1 11.8 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ALTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 12/07/99 D E S I G N D A T A R E P O R T TIME: 02:36 PM 1-02-01 ROOF STRUCTURALS ----------------------------------------------------------------------------------------------------------------- RIGHT SLOPE PURLINS PD1200DSN PAGE .14 ORDER # 056433 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR --------- ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS-. BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 60' 0" ---------------------------------------------------------------------------------------------- 14' 0" 20 PSF 80 MPH UBC 97 1.000:12 DESIGN DATA SUMMARY - WEB CRIPPLING , +--------------------------------------------------------------------------------+ BAY START **** WEB CRIPPLING **** ***** COMBINED CRIPPLING & BENDING ***** NUM END ACTP ALLP CSRC LD ACTM ALLM ACTP ALLP CSRBC LD +------------------------------------------------------------------------------------+ - 1 S 0.8 CLIP 1 0.1 59.2 0.80 CLIP 1 1 E 2.4 3.9 0.618 1 -51.5 118.4 2.40 3.90 0.784 1 2 S 2.4 3.9 0.618' 1 -51.6 118.4 2.40 .3.90 ' 0.784 1 ' 2 E 2.2 3.9 0.574 1 -44.2 118.4 2.20 3.90 0.708 1 3 S 2.2 3.9 0.574 1 -44.2 118.4 2.20 -3.90 0.708 1 3 E -0.8 CLIP 1 -2.5 59.2 -0.80 CLIP 1 NOTES: ACTP = ACTUAL WEB CRIPPLING LOAD (KIPS) ALLP = ALLOWABLE WEB CRIPPLING LOAD (KIPS) CSRC = COMBINED STRESS RATIO - WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) CSRBC = COMBINED STRESS RATIO - BENDING AND WEB CRIPPLING (* INDICATES OVERSTRESS CONDITION) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) DATE: 12/07/99 D E S I G ND A T A R E P O R T PD120ODSN TIME: 02:36 PM 1-03-01 SIDEWALL STRUCTURALS LEFT SIDEWALL Z-GIRTS PAGE 15 ---------------------------------------------- __________ _ _ __ _ ------------------------------------ ORDER # 056433 BUILDER NORTH'VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # ---04-007-90 BLDR CONTACT-- BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia COMPLEX - NO .(TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) - UNIT # 1 BLDG DESCRIPTION --LRF -------40'-- ----------- 0"60' 0" 14' 0" 20 PSF 80 MPH UBC 97 1.000:12 ------------------------------------------------------------------ SPANS AND UNIFORM LOADS (FT & PSF) +------------------------------------------------------------------------- BAY SPAN LOAD UNIFORM LOADS _ LAP GIRT NUMBER - WIDTH WPRESS WSUCT LEFT RIGHT TYPE +----------------------------------------------------------------------------+ 1 19.50 6.50 9.0 9.0 1.00 CONTINUOUS 2 20.00 6.50 9.0 9.0 2.00 2.00 CONTINUOUS 3 18.00 6.50 9.0 9.0 1.00 CONTINUOUS GIRT BRACE LOCATIONS +--------------------------------------------+ BAY LOCATION/ NUMBER POSITION +---------------------=----------------------+ 1 NO BRACES FOR THIS SECTION 2 NO BRACES FOR THIS SECTION 3- NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS +------------------------------------------------ ------------------------------+ Y GIRT NUMBER LOCATIONS +--------------------------------------------------------------------------------------------------------------- 7.50 2 7.50 3 7.50 DATE: 12/07/99 TIME: 02:36 PM ------------------------------ 1-03-01 SIDEWALL -------------------------------------------- D E S I G N D STRUCTURALS A T A R E P LEFT O R T SIDEWALL Z-GIRTS PD1200DSN PAGE 16 ORDER # 056433 BUILDER - NORTH VALLEY READY BLDR CONTACT - BOB PARSONS BLDR PHONE # COMPLEX - NO (TYPE) (WIDTH). UNIT # 1 BLDG DESCRIPTION LRF 40' 0" MIX 916-345-7296 (LENGTH) 60' 0" ----------------------------------------------------------------- BLDR ORDER PROJ NAME - (HEIGHT) 14' 0" # 99-59 BLDR ACCOUNT # 20-04-007-90 NORFIELD INDUSTRIES ENGR GRP - Visalia (LIVE) (WIND) (CODE/YEAR) (SLOPE) 20 PSF 80 MPH UBC 97 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------------------- BAY PART LENGTH DEPTH THICK MINTHK FY FLG -----------------------------_ RAD -----=+ LIP AREA NUMBER ---------------------------------------------------------------------------- (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) IX (IN**4) IY '(IN**4) --------NUMBER +------- -----------------------------------------------------------------------------=--------- 1 19.7 0.100 2.0 0.5 -14.6 0.056 1 1 3 1.0 0.6 3.3 0.178 1 12.0 -17.2 55.2 0.312 2 1 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 2 .0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 8.35 1.40-+ 1.40 3 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) +------------------------------------------------------ BAY ************ SHEAR ************ *********** BENDING ************** ------------ ------------------ ** COMBINED SHEAR & BENDING ***** -+ NUMBER XV ACTV ALLV CSRV LD XM ACTM ALLM CSRB LD XC ACTVC ACTMC CSRC LD +----------------------------------------- ---------------------------------------------------------------------------- 1 18.5 -0.6 3.3 0.193 1 7.3 20.9 55.2 0.379 2 18.5 0.6 ____ 2 2.0 0.5 3.3 0.148 1 2.0 -14.6 78.9 0.185 1 19.7 0.100 2.0 0.5 -14.6 0.056 1 1 3 1.0 0.6 3.3 0.178 1 12.0 -17.2 55.2 0.312 2 1.0 0.6 -16.8 0.077 1 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS) ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK DATE: 12/07/99 TIME: 02:36 PM D E S I G N D A T A R E P O R T ----------------1_03-01 SIDEWALL STRUCTURALS PD1200DSN '------------------- --RIGHT-SIDEWALL Z-GIRTS PAGE 17 ----------------------------------- ORDER # 056433 BUILDER - NORTH VALLEY READY MIX ---------------------------------------- BLDR CONTACT - BOB PARSONS BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90• COMPLEX - NO BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" (CODE/YEAR) (SLOPE) -----------------------------------------------------------0'--�n-PSF MPH UBC 97 1.000:12 20 --- --------14�--On--------------------------------------------------- SPANS AND UNIFORM LOADS (FT & PSF) ` -- --------------------------------------- NUMBER ----WIDTH- ---SPAN LOAD UNIFORM WPRESS ---- --- --------- ----- LOADS WSUCT LEFT -----------------+ GIRT RIGHT TYPE 19.50 6.50 2 20.00 6.50 3 18.00 6.50 9.0 9.0 9.0 ------------- 9.0 9.0 - 2.00 9.0 1.00 _ 1.00 CONTINUOUS 2.00 CONTINUOUS CONTINUOUS GIRT BRACE LOCATIONS +--------------------------------------------+ BAY LOCATION/ NUMBER POSITION +--------------------------------------- 1 ---+ NO BRACES FOR THIS SECTION 2 NO BRACES FOR THIS SECTION 3 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS BAY NUMBERGIRT ------------------------------------------------------+ LOCATIONS 1 7.50 2 7.50 3 7.50 DATE: 12/07/99 ************ SHEAR ***********r ACTV ------------------------------- -BAY--------------- *********** --------------------1111-+ BENDING ************** ** COMBINED A -SRV D-E S I G N D TIME: 02:36 PM 1-03-01 SIDEWALL STRUCTURALS A T A R E P O R T SHEAR & BENDING ***** PD1200DSN ---------------1111-------- ------------ ------------1111-----------------------------------------------------------• - XC RIGHT ACTMC CSRC Z-GIRTS 1 2 PAGE 18 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX BLDR CONTACT - BOB PARSONS BLDR ORDER # 99-59 -19-7---0----------+ -19.7 0.100 BLDR -#--20-04-007-90- BLDR PHONE COMPLEX - NO (TYPE) (WIDTH) # 916-345-7296 PROJ NAME - NORFIELD ACCOUNT 20-04-007-90 INDUSTRIES ENGR GRP - Visalia UNIT # 1 BLDG DESCRIPTION LRF 40 0 (LENGTH) ' " (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ----------------------------- 1 14' 0" ---------------- 20 PSF MPH UBC 97 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) ACTV = CRITICAL SHEAR (KIPS) ------------- ------------------- +-------------'------------- ------------------------------- ALLV = ALLOWABLE SHEAR (KIPS) BAY PART LENGTH DEPTH THICK NUMBER NUMBER (IN) (IN) -----------------------------------1111-- MINTHK FY FLG RAD LIP __ ____ AR --------+ (IN) +-------------------------- ---- ----------------------------------- (IN) (KSI) (IN) (IN) (IN) (IN**2) (IN**4) (IN**4) 1 0530635 263-4 8.00 0.060 2 ____ 0.060 60.00 ____ 2.63 0.25 __ 0.75 ___ ---------------1111-+ 0530635 263-4 8.00 0.060 3 0.060 60.00 2.63, 0.25 0.75 0.86 8.35 1.40 0530635 263-4 8.00 0.060 0.060 60.00 2.63 0.25 0.75 0.86 8.35 1.40 ACTMC = MOMENT AT COMBINED LOCATION 0.86 8.35 1.40 NOTES: MINTHK = MINIMUM DESIGN THICKNESS CSRC LD = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) +------------------------------------ NUMBER ************ SHEAR ***********r ACTV ------------------------------- -BAY--------------- *********** --------------------1111-+ BENDING ************** ** COMBINED A -SRV XM ACTM ALLM CSRB _ LD SHEAR & BENDING ***** -----------------------------------------------------1-- ---------------------------- XC ACTVC ACTMC CSRC LD 1 2 18.5 -0.6 3.3 0.193 1 2.0 0.5 3.3 0.148 7.3 -20.9 55.2 0.379 2 ----0.6 18.5 -0.5 -19-7---0----------+ -19.7 0.100 3 1 1.0 0.6 3.3 0.178 1 - 2.0 14.6 78.9 0.185 12.0 -17.2 55.2 1 2.0 1 0.312 2 1.0 0.6 -16.8 0.077 1 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV XM = COMBINED STRESS RATIO AT CRITICAL = DISTANCE (FEET) FROM SHEAR (* indicates overstress condition) ACTM LEFT SUPPORT = CRITICAL MOMENT (IN. -KIPS) TO POINT OF CRITICAL MOMENT ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB XC = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) ACTVC = DISTANCE (FEET) FROM LEFT SUPPORT = SHEAR AT COMBINED LOCATION TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTMC = MOMENT AT COMBINED LOCATION CSRC LD = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates + = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK overstress condition) DATE: 12/07/99 DEPTH (IN) THICK (IN) MINTHK (IN) --------------- FY (KSI) TIME: 02:36 PM 1-04-01 ENDWALL D STRUCTURALS A T A•.' R.E P 0 R T 'PD1200DSN --------------------------- ----------- --------------D-E-S-I-G-N- 9.50 9.50 ENDWALL Z-GIRTS PAGE 19 RDER 056433 BUILDER - NORTH BLDR CONTACT - BOB PARSONS VALLEY READY ----------- MIX --FRONT ---------_ BLDR ORDER # 99-59 BLDR --------04-------- ACCOUNT # COMPLEX - NO (TYPE) BLDR PHONE # (WIDTH) 916-345-7296 20-04-007-90 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia UNIT # 1 BLDG DESCRIPTION LRF 40 0 (LENGTH) .(LENGTH) 60� (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ----------------- 0" � n 20 PSF 80 MPH UBC 97 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) +--------------- -------------------------- BAY SPAN LOAD UNIFORM LOADS LAP NUMBERWIDTH-WPRESS WSUCT LEFT RIGHT GIRT TYPE +--------------- ------- 1 20.00 6.92 9.0 9.0 ---SIMPLE 2 20.00 6.92 9.0 9.0 SIMPLE GIRT BRACE LOCATIONS +--------------------------------------------+ BAY LOCATION/ NUMBER POSITION +--------------------------------------------+ 1 NO BRACES FOR THIS SECTION 2 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS BAY ----------+ NUMBER GIRTLOCATIONS 1 7.50 + 2 7.50 SECTION PROPERTIES (ACTUAL FURNISHED PART) +----------------------------------------- AY PART LENGTH +NUMBER ---------NUMBER- (IN) ------------------------------------------------------------ DEPTH (IN) THICK (IN) MINTHK (IN) --------------- FY (KSI) FLG (IN) ----- ----- RAD (IN) LIP (IN) AREA IX IY -+ (IN**2) (IN**4) (IN**4) 1 2 0550303 211-2 0550303 211-2 9.50 9.50 0.060 0.060 0.060 0.060 60.00 60.00 2.75 2.75 0.25 0.25 1.06 1.06 ____ 1.00 13.47 1.9g-+ 1.00 13.47 1.98 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 12/07/99 TIME: 02:36 PM D E S I G N D A T A R E P O R T 1-04-01 ENDWALL STRUCTURALS PD1200DSN -------------------------- -- -LBBB---LBBB--FRONT ENDWALL Z-GIRTS --LBBB--------------LBBB PAGE 20 - ______________ ---.--LBBB-- _____ ORDER # 056433 BUILDER NORTH VALLEY READY MIX BLDR CONTACT - BOB PARSONS BLDR ORDER # 9 _ _ _ BLDR ACCOUNT # COMPLEX - NO 20-04-007-90 BLDR PHONE # 916-345-7296 PROD NAME - NORFIELFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) UNIT # 1 BLDG .(LENGTH) (HEIGHT) (LIVE) ^ DESCRIPTION LRF 40 0 60' (WIND) (CODE/YEAR) (SLOPE) -------------BLDG-__SCRIP__ 0^ � n ----------- ---20 PSF 80 MPH UBC 97 1.000:12 DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) +------------------------------------------------------------------- AY NUMBfiR --------------------------- ++++++++++++------------------------------------------------------- SHEAR ++++++++++++ +++++++++++ BENDING ++++++++++++++ +* --LBBB-- BENDING XV ACTV COMBINED SHEAR ALLY CSRV LD CSRB LD XC +---------------------------------------------------- XM ----- A--- & BENDING ***** ACTVC ACTMC CSRC LD 1 2- ---- ---------------------LBBB-- 0.0 0.6 2.7 0.230 1 10.0 -37.4 53.6 0.697 2 10.0----------------------- 20.0 -0.6 2.7 ---- R + 0.1 37.4 _ 0.230 1 10.0 -37.3 53.6 0.697 2 10.0 0.1 37.3 0.122 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR 1 ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV XM = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS) ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB XC = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) ACTVC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC LD = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress = CONTROLLING LOAD condition) COMBINATION FOR GIVEN LOAD CHECK DATE: 12/07/99 PROPERTIES (ACTUAL FURNISHED PART) D E S I G N D A T A R E P O R T TIME: 02:36 PM ------------------------------------------------------------------------------------------------------- 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL Z-GIRTS PD1200DSN PAGE 21 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" ------------------------------------------------------------------------------------------- 60' 0" 14' 0" 20 PSF 80 MPH UBC 97 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) +----------------------------------------------------------------------------+ BAY SPAN LOAD UNIFORM LOADS LAP GIRT NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE +----------------------------------------------------------------------------+ 1 20.00 6.92 9.0 9.0 SIMPLE 2 20.00 6.92 9.0 9.0 SIMPLE GIRT BRACE LOCATIONS +--------------------------------------------+ BAY LOCATION/ NUMBER POSITION +--------------------------------------------+ 1 NO BRACES FOR THIS SECTION 2 NO BRACES FOR THIS SECTION NOTES: GIRT BRACE LOCATIONS ARE MEASURED STARTING FROM FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS +------------------------------+ NO DESCRIPTION +------------------------------+ 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS +------------------------------------------------------------------------------------------------------------------------+ BAY GIRT NUMBER LOCATIONS +------------------------------------------------------------------------------------------------------------------------+ 1 7.50 2 7.50 SECTION PROPERTIES (ACTUAL FURNISHED PART) +--------------------------------------------------------------------------------------------------------------------+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN**2) IX (IN**4) IY (IN**4) +--------------------------------------------------------------------------------------------------------------------+ 1 0550303 229-2 9.50 0.060 0.060 60.00 2.75 0.25 1.06 1.00 13.47 1.98 2 0550303 229-2 9.50 0.060 0.060 60.00 2.75 0.25 1.06 1.00 13.47 1.98 NOTES: MINTHK = MINIMUM DESIGN THICKNESS DATE: 12/07/99 D E S I G N D A T A R E P O R T PD1200DSN TIME: 02:36 PM 1-04-01 ENDWALL STRUCTURALS REAR ENDWALL-Z-GIRTS PAGE 22 -----------------------------------------------------------=----------------------------------- ORDER # 056433 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia COMPLEX -.NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 60' 0" 14' 0" 20 PSF 80 MPH UBC 97 1.000:12 ----------------------------------------------------------------------------- DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) +-----------------------------------------------------------------------------------------------------------------------------+ BAY ************ SHEAR ************ *********** BENDING ************** ** COMBINED SHEAR & BENDING ***** NUMBER XV ACTV ALLV CSRV LD XM ACTM ALLM CSRB. LD XC ACTVC ACTMC CSRC LD +-,-----.---=------------------------------=---------------_------------------------------------------------------------------+ 1 0.0 016 2.7 0.230 1 10.0 37.4 53.6 0.697 2 10.0 0.1 37.4 0.122 1 2 20.0 -0.6 2.7 0.230 1 10.0 -37.3 53.6 0.697 2 10.0 0.1 37.3 0.122 1 NOTES: -XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS) ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) - XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK DATE: 12/07/99 D E S I G N D A T A R.E P 0 R T PD1200DSN TIME: 02:36 PM 1-05-01 LONGITUDINAL BRACING ROOF BRACING PAGE 23 --------------------------------------------------------------------------------------------------------- ORDER # 056433 BUILDER NORTH BLDR CONTACT - BOB PARSONS VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04- 007-90 COMPLEX -.NO (TYPE) BLDR PHONE # 916-345-7296 (WIDTH) (LENGTH) PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia UNIT # 1 BLDG DESCRIPTION LRF 40' 0" 60' 0" (HEIGHT) (LIVE) (WIND) (CODE/YEAR)- (SLOPE) - DIA 14' 0" 20 PSF 80 MPH UBC 97 1.000:12 -------------------- ROOF BRACE BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE BRACING SECTIONS STARTING WITH THE LEFT SIDEWALL STRUCTURE LINE AND THE FIRST BRACED BAY FROM THE FRONT ENDWALL. ANY DIRECTIONS INDICATED ASSUME YOU ARE LOOKING AT A PLAN VIEW OF THE ROOF BRACING WITH THE FRONT ENDWALL AT THE BOTTOM OF THE DRAWING. +------+-----+--------+-------+-------+--------+----------+---------1--+ ROD BAY DIST BAY ROD ROD CONNECTION PART DIR- NUM FROM LEN I LOAD DIA DET NUMBER ECTION FROM EAVE FEW (FT) (FT) (KIPS) (IN) LEFTIRIGHT +------+-----+--------+-------+-------+--------+----+-----+------------+ 1/ 1 2! 0.00 l 20.00 l 1.45 l 0.5000 1BOO11B001 l 544047 1 1 \ 1 2 1 0.00 ! 20.00 1 1.45 1 0.5000 1B001!B001 1 544047 ! ! / 1 2 1 20.00 1 20.00 l 1.45 ! 0.5000 lB001!B001 1 544047 ! 1\ 1 2 1 20.00 1 20.00 1 1.45 l 0.5000 1B0011B00l 1 544047 ! +------+-----+--------+-------+-------+--------+----+-----+------------+ DATE: 12/07/99 D E S I G N D A T A 'R E P 0 R T PD1200DSN TIME: 02:36 PM 1-05-01 LONGITUDINAL BRACING WALL BRACING PAGE 24 - -------------------------------------------------------------------------------------=---------------------------- - ORDER # 056433 BUILDER NORTH VALLEY READY MIX BLDR ORDER - # 99-59 BLDR ACCOUNT #' 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF -------------------------- 40' 0" ----------60' 0" --------14'--0"----------20 ------- REACTIONS PSF 80 MPH UBC 97 1.000:12 ---------------------------------------- LEFT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM THE ;OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X , \ , OR / . RIGHT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X , \ , OR / . +------+-----+-------+-------+-------+--------+----------------+------------+--------------+-------------+ ROD BAY BAY BR NOM ROD ROD CONNECTION PART REACTIONS REACTIONS DIR- NUM SIZE EAVE LOAD DIA DET NUMBER I HORIZI VERT HORIZI VERT ECTION FROM HT ANCH (WIND) (SEISMIC) FEW (FT) (FT) (KIPS) (IN) BASE TOP (BOLT 1(KIPS)j(KIPS)1(KIPS)j(KIPS)1 +------+-----+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+ 1 / 1 2 1 20.00 1 14.00 1 3.00 1 0.5000 1B0011 B0011 N/R 1 0544047 I 1.951 1.171 1.64! 0.991 1 \ I 2 ! 20.00 ! 14.00 1 3.00 1 0.5000 1B0011 B0011 N/R 1 0544047 1 1.951 1.171 1.641 0.99! +------+-----+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+ 4 +=-----+-----+-------+-------+-------+--------+----------------+----------"--+-------------+-------------+ ROD BAY BAY BR NOM ROD ROD CONNECTION PART REACTIONS REACTIONS DIR- NUM SIZE EAVE LOAD DIA DET NUMBER HORIZI VERT HORIZI VERT ECT ION FROM HT ANCH (BOLT (WIND) (SEISMIC) FEW (FT) (FT) (KIPS) (IN) BASEI TOP (KIPS)I(KIPS) (KIPS)I(KIPS) +------+-----+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+ ! \ ! 2 1 20.00 l 14.00 l 3.00 1 0.5000 1B0011 B0011 N/R 1 054404`1 l 1.951 1.171 1.641 0.991 ! / l 2 1 20.00 1 14.00 1 3.00 1 0.5000 1B0011 B0011 N/R ! 0544047 1 1.951 1.171 1.641 0.991 --------------------------------- ----+-------------+-----------+------------+------+------+------+------+ RIGHT SIDEWALL BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE SIDEWALL BRACE RODS STARTING WITH THE FIRST BRACED BAY FROM THE FRONT ENDWALL. THE ROD DIR. INDICATES THE ROD DIRECTION AS VIEWED FROM THE OUTSIDE. THE ROD DIR HAS 3 VALUES WHICH MAY BE X , \ , OR / . +------+-----+-------+-------+-------+--------+----------------+------------+--------------+-------------+ ROD BAY BAY BR NOM ROD ROD CONNECTION PART REACTIONS REACTIONS DIR- NUM SIZE EAVE LOAD DIA DET NUMBER I HORIZI VERT HORIZI VERT ECTION FROM HT ANCH (WIND) (SEISMIC) FEW (FT) (FT) (KIPS) (IN) BASE TOP (BOLT 1(KIPS)j(KIPS)1(KIPS)j(KIPS)1 +------+-----+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+ 1 / 1 2 1 20.00 1 14.00 1 3.00 1 0.5000 1B0011 B0011 N/R 1 0544047 I 1.951 1.171 1.64! 0.991 1 \ I 2 ! 20.00 ! 14.00 1 3.00 1 0.5000 1B0011 B0011 N/R 1 0544047 1 1.951 1.171 1.641 0.99! +------+-----+-------+-------+-------+--------+----+-----+-----+------------+------+------+------+------+ Butlerib® If Wall System - Panel PANEL DESIGN DATA Calculated sectional properties for Butlerib0ll wall panel materials using 1986 edition of AISI design manual with 1989 Addendum. —_ 36" f 12" 12" 4 1/2" : 3" 4� 1/2^ 41/2" 3" 41/2" 1 1/2" � 0.. tside Face I i � • � I Panel Material Fy No. of (ksi) Spans Allowable Uniform Load (psf) Span = 5.0' Span = 7.0' Span = 7.5' P S I P S P S Section Through Panel Section Properties for One Foot of Width 48 41 Panel Design Fy E Weight�moression on Outsil Material Thick (in) (ksi) (ksi) (#jFt.)Sx (in3) I (in4) 26 Ga. Steel 0.017 50 29500 1.14 0.0448 0.0546 24 Ga. Steel 0.0225 50 29500 1.06 0.0640 0.0776 Panel Material Fy No. of (ksi) Spans Allowable Uniform Load (psf) Span = 5.0' Span = 7.0' Span = 7.5' P S I P S P S 26 Ga. Steel 24 Ga. Steel 50 1 1 48 41 24 21 21 18 50 1 2 1 41 48 21 24 18 21 50 3 51 60 26 30 23 50 1 68 50 35 26 30 26 22 50 2 50 68 26 35 22 50 3 63 79 32 40 28 30 35 12" 41/2" 1 3" _ , 41/2" repression on Insid Sx (in3) I (in4) 0.0382 0.0305 0.0475 0.0386 Legend: P = Pressure on Outside face S = Suction on Outside face The above values are computed for the panel only in accordance with 1986 AISI. Pressure and suction values shown have been increased 1.33 as allowed by section A4.4 of the 1986 AISI Specification with 1989 Addendum. - Butlerib®11 Roof System - Panels PANEL DESIGN DATA Calulated sectional properties for Butleribw roof systemane) design manual with 1989 Addendum and representativep materials using 1986 edition AISI center section. of 36" - 12„ I 12" i 12" 3" i i ' ; 41/2" 3" "I I 412" II412" 1 1/2" 1 3"I 41/2" I Fa4c1e2 I1 Ou3ts"ideIi Section Through Paneli 'I Section Properties for One Foot of Width Pan=ue >: gompressionon Outside) oideMate)I (ksi ) 28 Ga. Steffi Sz (in3) II 0.0140 80 29500 0.86 I in4 I ( ) 0.03288 0.04070 �26G a. Steel 0.0170 80 129500 1.14 0.02710 24 Ga. Steel 0.04190 0.05153 0.02270 0.0225 80- 0.03501 29500 1.45 I 0.0598 i 24 Ga. Steel 0.0225 0.07267 0.02870 50" 29500 1.45 I 0.05135 122 Ga. Steel 0.0285 Sp 20- 0.06415 10.07716 0.05686 X00 1.40 0.04060 0.04340 0.032 Alum. 0.09770 0.11370 0.07400 0.0320 21.5 10000 0.55 I 0.09710 0.115300.06170 0.08740 0.06630 Panel Allowable Uniform Load (ps} F!' Span= 2.) 1 Span = 3.0' Span= Material 4.0' S (ksi) p S pan = 5.0' Span 1116 = 5.27' 28 Ga. Steel 80 104 I 77 I S I P S I P S P 87 67 153 142 26 Ga. Steel 80 36 38 185 285 35 210 86 140 55 90 49 24 Ga. Steel 80- 306 32 127 � 13591 218 1259� 2001 81 1128 72 24 Ga. Steel 50^ 220 278 113 199 81 116 22 Ga. Steel I 50 87 134 55 86 50 319390 313 0.032 Alum. 21-51 ,tea „�., . _ _ 280 123 11541 118 I jr), -7,j 78 .... ou -~ = rressure on Outside faces J- b1 28 - 47 -S = Suction on Outside face- Painted Finish Only ALZN Finish Only The above values are computed for the panel only in accordance with 1986 AI Suction values shown have been increased 1.33 as allowed by section A4.4 of the 1 Specification with 1989 Addendum. 986 AISI All values shown are for continuous conditions of spans greater than 2. Weight of panel has been deducted from "P" values and added to "S" values. Pressure values must be limited to 150 psf as this can exceed normal system capacity. The suction values shown in the above allowable load table do not take into account and fastener pullout. � p tY� panel deformation DATE: TIME: 12/07/99 02:33 PM F. I N , A L• F RAME D E S -I GN - CONTENTS + ------------------ ORDER # 056433 LDR CONTACT - BOB PARSONS ---BUILDER-- NORTH VALLEY BLDR READY MIX PHONE # 916-345-7296 BLDR ORDER # PROD NAME -------------------- _ 99-59 NORFIELD INDUSTRIES BLDENGRCGRP T # CADDS P��[—,_ 007-90 Visalia DESIGN DESIGN DESIGN FRAME # FRAME # FRAME # (TYPE) 1 EWDS .2 LRF 3 EXDS (WIDTH) 40'-0" 40'-0" 40'-0" (HEIGHT) 14'-0" 14'-0" _ 14�0n (SNOW) 16 PSF 12 PSF 12 PSF (WIND) 80 MPH 80 MPH 80 MPH (CODE/YEAR) UBC 97 UBC 97 UBC 97 (SLOPE) ------- 1.00 TO 12 1.00 TO 12 1.00 TO -12 (UNIT), ---- 1 1 1 (FRAMELINES) __ FEW ,02�03�p 4 REW PAGE N _ ___ 1 F 22 43 DATE: 12/07/99 0.000 FRAME D. S I GN - GENERAL I N F 0 R M A T 1 TIME: 02:33 PM 2 1.161 12.600 0 0 0 I ON 0 2 1- 2 3 20.000 13.960 0 0 0 CADDS ORDER # 056433 BLDR CONTACT - BOB BUILDER - ---------------------------------- NORTH VALLEY READY MIX • BLDR ___ ________ ----- PAGE:F 2 1 PARSONS BLDR PHONE # 916-345-7296 4- 3 ORDER PROJ.NAME # 99-59 BLDR ACCOUNT # - NORFIELD ---04-007-90 DESIGN SYSTEM FRAME (TYPE) (WIDTH) # 1 DESCRIPTION EWDS (HEIGHT) (LIVE) INDUSTRIES ENGR GRP - (WIND) (CODE/YEAR) Visalia -' 0.000 • 40'-0" 14'-0 " 16 PSF (SLOPE) 80 MPH UBC 97 6- 5 ( 0 = FREE 1 = 1.000 TO 12. ----- ... LEFT SIDE RIGHT SIDE SPAN NO. WIDTH .---------------------------- EAVE HEIGHT = 13.669 FT. MISCELLANEOUS PROPERTIES FRAME HEIGHT - 13.000 FT. 13.669 FT. 13.000 FT. 1 TO 2 = 20.000 FT MODULUS OF,ELASTICITY COL. CLEAR HT. = 12.145 FT. 12.145 FT. = 29000 KSI SLOPE (P/12.) = 1.000 1.000 CMX SW R -BEAM OFFSET = DIST. TO RIDGE 0.125 IN. 0.125 IN. = CMX(stepped column/no wind) = 0.850 0'.950 = COLUMN OFFSET = 20.000 FT. 8.000 20.000 FT. CMY(pinned in minor axis) = 0.600 GIRT DEPTH - = IN. 8.000 IN. 8.000 IN. CMY(fixed in minor axis) = 0.400 PURLIN DEPTH = 8.000 IN. 8.000 IN. 8.000 IN. ENDWALL (PURLIN UNINSULATED) FRAME OFFSET = 6.000 IN. POST OFFSET = 1.000 IN. --------------------- JOINT DATA --------------------- JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM NUMBER FT FT X Y MZ Z MX --------------------- MEMBER DATA ------------------------------ MEMBER NUMBER JOINTS 1 1.161 0.000 1 1 0 1 0 1 0 2 1.161 12.600 0 0 0 1 0 2 1- 2 3 20.000 13.960 0 0 0 1 0 3 2- 3 4 20.0000.000 1.00 1 1 0 1 0 4- 3 5 38.839 12.600 0 0 0 1 0 4 5 5- 3 6 38.839 0.000 1 1 0 1 0 6- 5 ( 0 = FREE 1 = FIXED ) MOM. RELEASE K VALUES START END IN PLANE OUT OF PLANE 0 0 1.50 1.00 0 Rotated 0 0 1 0.75 1.00 1.00 1.00 0 0 0.75 1.00 0 0 1.50 1.00 ( 1 = RELEASE 0 = NO RELEASE ) DATE: 12/07/99 F R A M E D E S.I G`N - S E C O N D A R Y / B R A C E L O C A T I O N S , TIME: 02:33 PM CADDS ----------------------------------------------------------- _ PAGE:F 3 --------------------------- --------=------------ ORDER # 056433 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM.FRAME # 1 DESCRIPTION EWDS 40'-0" 14'-0" 16 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------- DIST -Distance to secondary from the end of the member in FEET.' BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. No support ID - B Base, G Girt, P Purlin, E Eave strut, O Other, 0 FL Outside flange only braced L Landmark 2000 truss purlin. O -IF Outside and Inside flange braced MAJOR - Major axis brace point.indicator. ( YES or NO ) O -SF Outside braced and inside Single flange brace I NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange . COLUMN 4 - 3 BRACE DIST ID BRACE MAJOR FORCE 0.00 B O -IF 7.50 G O -IF 13.25 O O -IF 15.34 E COLUMN 6- 5 BRACE ROOFBEAM 2- 3 BRACE DIST ID BRACE MAJOR FORCE. DIST ACCUM ID BRACE FORCE YES COLUMN 1--2 B BRACE DIST ID BRACE MAJOR FORCE 0.00 B O -IF YES. G 7.50 G O -SF YES 3.98 12.14 0 O -IF YES 12.14 13.67 E 0 FL NO 8.98_ ROOFBEAM 5- 3 BRACE DIST ACCUM ID BRACE FORCE 0.00 0.00 E O FL P 3.98 3.98 P O -SF 8.98 8.98 P O FL 18.98 13.98 13.98 P O -SF 18.98 18.98 P O -SF COLUMN 4 - 3 BRACE DIST ID BRACE MAJOR FORCE 0.00 B O -IF 7.50 G O -IF 13.25 O O -IF 15.34 E COLUMN 6- 5 BRACE ROOFBEAM 2- 3 BRACE DIST ID BRACE MAJOR FORCE. DIST ACCUM ID BRACE FORCE YES 0.00 B O -IF YES 0.00 0.00 E O FL NO 7.50 G O -SF YES 3.98 3.98 P O -SF YES 12.14 O O -IF YES 8.98_ 8.98 P 0 FL NO 13.67 E O FL NO 13.98 13.98 P O -SF 18.98 18.98 P O -SF DATE: 12/07/99 TIME: 02:33 PM F R A M E D E S I G N - C O N V E N T I O N S CADDS ---------------------- ORDER # 056433 ---------- ----- BUILDER NORTH VALLEY READY MIX __________________ ---- PAGE:F 4 ""------------ BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 BLDR ORDER PROJ NAME # 99-59 BLDR ACCOUNT #--20-04-007-90 DESIGN SYSTEM FRAME (TYPE)(HEIGHT) # 1 DESCRIPTION TEWDS - NORFIELD INDUSTRIES (CODE/YEAR) ENGR GRP - Visalia 40'-0"I) 16LPSF) 80MPH 97 ----------------------------------------- 1.000OTO)12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the. global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the .MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). DATE: 12/07/99 F R A M E D E S I G N L O A D S U M M A R Y • - TIME: 02:33 PM CARDS ----------------------------- -- PAGE:F S -------------------------------------------------------------- ORDER 056433 BUILDER NORTH VALLEY READY MIX BLDR CONTACT - BOB PARSONS- BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 1 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) -__DESCRIPTION EWDS 40'-0" 14'-0" 16 PSF 80 MPH UBC 97 1.000 TO 12 ------------------------------------- GENERAL BUILDING INFORMATION DESIGN BAY = 10.250 FT. TOTAL BUILDING LENGTH = 60.000 FT. PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL BRII 26STL 0.87 PSF ROOF BRII 28STL 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL BRII 26STL 0.87 PSF ENDWALL BRII 26STL 0.87 PSF BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 16.000 PSF MIN COUNTY GROUND SNOW LOAD = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR Roof Exposure MIN County Rain on Snow - 0.0 PSF P = Partially Exposed Roof - Thermal Condition = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 100.00$ 1.00 16.00 RIGHT ROOF 100.00$ 1.00 16.00 DATE: 12/07/99 F R A M E D E S I G N - L O A D S U M M A R Y TIME: 02:33 PM ---------------------------- CARDS -------------------------------------- ORDER # 056433 BUILDER - NORTH VALLEY READY MIX ----------------------------------------------------------------- PAGE:F 6 BLDR CONTACT - BOB PARSONS ORDER # 99-59 BLDR PHONE # 916-345-7296 BPROJ BLDENGRCG # DESIGN SYSTEM FRAME # 1 (TYPE) (TEWDS NAME NORFIELD INDUSTRIES (HEIGHT)(CODE/YEAR) PT Visalia DESCRIPTION 402D0"I) 16PSF80 MPH) 97 ---------------------------------------------- 1.000OTO)12 UNBALANCED SNOW LOADS (SLL)', (SLR) ROOF LIVE LOAD (LL ) = 16.000 PSF COEFFICIENTS' TRIBUTARY LOAD LOAD NET ROOF LOAD LEFT ROOF FACTOR COEFF (PSF) RIGHT ROOF 100.001 100.00% 1.00 16.00 1.00 16.00 WIND LOADS WIND LOAD LEFT = WIND LOAD RIGHT 80.000 MPH ( 10.000 PSF) MIN COUNTY WIND SPEED = 76 MPH = 80.000 MPH ( 10.000 PSF) WIND UPLIFT = 80.000 MPH ( 10.000 PSF) INCLUDES 1.00 IMPORTANCE FACTOR WIND LOAD CASE = 1 WIND ENCLOSURE = ENCLOSED COEFFICIENTS WIND FROM LEFT (WLL) WIND FROM RIGHT INTERNAL PRESSURE INTERNAL SUCTION LEFT SIDEWALL 0.800(PRESSURE) (WLR) (IP ) -0.500(SUCTION ) (IS ) LEFT ROOF -0.700(SUCTION ) 0.000 -0.700(SUCTION ) 0.000 RIGHT ROOF -0.700(SUCTION ) 0.000 -0.700(SUCTION ) 0.000 RIGHT SIDEWALL -0.500(SUCTION ) 0.000 0.800(PRESSURE) 0.000 0.000 0.000 ENDWALL WIND PRESURE ENDWALL WIND SUCTION SIDEWALLS (EWP) -0.700(SUCTION ) (EWS) -0.700(SUCTION ) ROOF -0.700(SUCTION ) -0.700(SUCTION ) ENDWALL 0.800(PRESSURE) -0.700(SUCTION ) SIDEWALL CANOPY/OVERHANG -1.200(SUCTION ) -1.200(SUCTION ) ENDWALL CANOPY/OVERHANG -1.200(SUCTION ) -0.700(SUCTION ) DATE: 12/07/99 F R A M E D E S I G N - L 0 A D S U M•M A R Y TIME: 02:33 PM CADDS -------------------------- ---------------------------- •. PAGE:F 7 ORDER # 056433 BUILDER BLDR CONTACT - BOB PARSONS - NORTH VALLEY READY MIX ___ __ ----------------------------- BLDR ORDER # 99-59 --------------------------- BLDR ACCOUNT # 20-04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 1 DESCRIPTION (WIDTH) EWDS 40'-0" .(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) . --(TYPE) --------------------------------------- .14'-0". 16 PSF 80 MPH -UBC 97 1.000 TO 12 SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = 0.000% Seismic W - LEFT ROOF - 4.220 PSF Seismic ,W - RIGHT,ROOF = 4.220 PSF SEISMIC ZONE = 3 R FACTOR .MIN CTY SEISMIC ZONE = 3 I FACTOR 4.500 = 1.000 STORY DRIFT LIMIT - 0.025 Na LATERAL FACTOR 1.000 OMEGA0 DEFLECT AMPLIF FACTOR = 2.800 SOIL PROFILE Nv FACTOR D 1.000 Ct FACTOR = 0.035 T FACTOR = 0.253 Ca FACTOR = 0.360 Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 DATE: 12/07/99 F R A M E D'E S I G N - L 0 A D C O M B I N A T I O N S TIME: 02:33 PM CARDS------------PAPP-- -------------------------------------------------------- ORDER # 056433 BUILDER NORTH VALLEY READY MIX --------------------------- PAGE:F g PAGE------ BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 LDR BPROJ ORDER # 99-59 - BLDENGRCGRPT DESIGN SYSTEM FRAME # 1 DESCRIPTION (TYPE) (WIDTH) (HEIGHT) (LIVE) NAME NORFIELD (WIND) INDUSTRIES (CODE/YEAR) Visalia007-90 EWDS 40'-0" 14'-0" 16 PSF 80 MPH UBC 97 (SLOPE) -------------------------- 1.000 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP ---------------------------- INCREASE STR LAT LONG CATEGORY PERCENT LOADING PERCENT GRP LOADING GRP LOADING GRP LOADING GRP 1 DL + LL PERCENT PERCENT PERCENT 2 DL + WLL 1.000 1.333 N N N N Std Des 100.00 DL 100.00 LL 3 DL + WLR 1.333 N N N N Std Des 100.00 DL 100.00 WLL 4 DL + EQL/1.4 1.333 N N N Std Des 100.00 DL 100.00 WLR 5 DL +. EQR/1.4 1.333 N N N Std Des 100.00 DL 72.00 EQ 6 PDL+0.70PL+2.80EQL 1.700 Y N N Std Des 100.00 DL -72.00 EQ 7 PDL+0.70PL+2.80EQR 1.700 Y N N N Axial C Axial 100.00 DL 70.00 LL 200.00 EQ 8 0.85PDL + 2.80EQL 1.700 Y N N C Axial 100.00 DL 70.00 LL -200.00 EQ 9 0.85PDL + 2.80EQR 1.700 Y N. N T Axial 85.00 DL 200.00 EQ 10 DL +2.80EQL 1.700 Y N N T Conns 85.00 DL -200.00 EQ 11 DL +2.80EQR 1.700 Y N N Conns 100.00 DL 200.00 EQ 12 DL + EWP 1.333 N N N Std Des. 100.00 DL -200.00 EQ 13 DL + EWS 1.333 N N N Std Des 100.00 DL 100.00 EWP 100.00 DL 100.00 EWS A DATE: 12/07/99 F R A M E D E S I G N- A P P'L I E D L 0 A D S TIME: 02:33 PM -------- ------- ---- _ CADDS ORDER 'BLDR CONTACT # 056433 - _ BUILDER- BOB PARSONS _ _ NORTH VALLEY READY _ MIX ___ ------------------------------------------------------- BLDR ORDER # 99-59 PAGE:F 9 BLDR PHONE (TYPE) TEWDS # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES BLDR ACCOUNT_ #__ ENGR GRP 20-04-007-90 DESIGN SYSTEM FRAME # 1 DESCRIPTION 401-0;) (HEIGHT) (LIVE) (WIND) (CODE/YEAR)(SLOPE - Visalia 14. 0 ---------------- 16 PSF 80 MPH UBC 97 1.000TO) 12 LOAD CASE (DL ) DEAD LOAD ---------- LOAD LABEL MEMBER NO JOINTS (START -END) LOAD TYPE DISTANCES LOADS FT FT X DIRECTION/ DL 2 2 - 3 Y Z LOCATION DL 4 5 - 3 UNIF UNIF 0.00 20.00 20.00 40.00 0.000 K/FT -0.023 K/FT 0.000 K/FT 0.000 K/FT -0.023 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT X LOADS DIRECTION/ LL 2 2 - 3 Y Z LOCATION LL 4 5 - 3 UNIF UNIF 0.00 20.00 20.00 40.00 0.000 K/FT -0.164 K/FT 0.000 K/FT 0.000 K/FT -0.164 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPEFT FT X LOADS DIRECTION/ WLL 1 1 - 2 Y Z LOCATION WLL 2 2 - 3 UNIF UNIF 0.00 13.67 0.00 20.00 0.082 K/FT 0.000 K/FT 0.000 K/FT WLL WLL 4 5 - 3 UNIF 20.00 40.00 -0.072 K/FT 0.072 K/FT 0.072 K/FT 0.000 K/FT 5 6 - 5 UNIF 0.00 13.67 0.051 K/FT 0.072 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FTLOADS X DIRECTION/ WLR 1 1 - 2 Y Z LOCATION WLR 2 2 - 3 UNIF UNIF 0.00 13.67 0.00 20.00 -0.051 K/FT 0.000 K/FT 0.000 K/FT WLR WLR 4 5 -' 3 UNIF 20.00 40.00 -0.072 K/FT 0.072 K/FT 0.072 K/FT 0.000 K/FT 5 6 - 5 UNIF 0.00 13.67 -0.082 K/FT 0.072 K/FT 0.000 K/FT 0.000 K/FT 0.'000 K/FT LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT X LOADS DIRECTION/ EQ EQ 1 2 1 - 2 2 - UNIF 0.00 13.67 0.002 K/FT Y 0.000 K/FT Z LOCATION EQ 4 3 5 - 3 CONC CONC 0.00 40.00 0.173 KIP 0.000 KIP 0.000 K/FT 0.000 IN -K Outside flange EQ 5 6 - 5 UNIF 0.00 13.67 0.002 K/FT Outside flange 0.000 K/FT 0.000 K/FT DATE: 12/07/99 F R A M E D E S I G N - A P P L.I E D L O A D TIME: 02:33 PM S ------------------ CADDS •'• • ORDER BLDR CONTACT # 056433 ------------------------------------------- BUILDER NORTH VALLEY READY MIX------"-'---------------------------------- ----- PAGE:F 10 - BOB PARSONS BLDR PHONE # 916-345 -7296 BLDR ORDER # 99-59 PROJ NAME BLDR ACCOUNT•# 20-04-007-90 ' DESIGN ' SYSTEM FRAME # 1 .DESCRIPTION (TYPE) EWDS (WIDTH) (HEIGHT) - NORFIELD (LIVE) (WIND) INDUSTRIES (CODE/YEAR) ENGR GRP' - Visalia 40'-0" 14'-0" 16 PSF 80 MPH UBC ------------------------------------------- 97 1.000OTO)12 LOAD CASE (SLL) MIN SNOW LOAD LEFT -------- LOAD LABEL MEMBER JOINTS LOAD DISTANCES NO (START -END) TYPEFT FT X LOADS DIRECTION/ SLL 2 2 - 3 UNIF 0.00 20.00 Z LOCATION 0.000 K/FT -0.164 K/FT 0.000 K/FT LOAD CASE (SLR) MIN SNOW LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT X LOADS DIRECTION/ SLR 4 5 - 3 UNIF 20.00 40.00 0.000 K/FT Y Z LOCATION -0.164 K/FT 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE* LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPEFT FT X LOADS DIRECTION/ EWP 1 1 - 2 UNIF 0.00 13.67 Z LOCATION EWP EWP 2 2 - 3 UNIF 0.00 20.00 -0.072 K/FT -0.072 K/FT 0.000 K/FT 0.000 K/FT EWP 3 4 4 - 3 5 - 3 UNIF 0.00 15.34 0.000 K/FT 0.072 K/FT 0.000 K/FT 0.000 -0.160 K/FT EWP 5 6 - 5 UNIF UNIF 20.00 40.00 0.00 0.072 K/FT 0.072 K/FT 0.000 K/FT K/FT 13.67 0.072 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FTLOADS X DIRECTION/ EWS 1 1 - 2 Y Z LOCATION EWS 2 2 - 3 UNIF UNIF 0.00 13.67 0.00 20.00 -0.072 K/FT 0.000 K/FT 0.000 K/FT EWS EWS 3 4 - 3 UNIF 0.00 15.34 -0.072 K/FT 0.000 K/FT 0.072 K/FT 0.000 K/FT EWS 4 5 5- 3 6 - 5 UNIF 20.00 .40.0 0 0.072 K/FT 0.000 K/FT 0.072 K/FT 0.140 K/FT UNIF 0.00 13.67' 0.072 K/FT 0.000 K/FT 0.000 K/FT 0.000 K/FT s DATE: 12/07/99 F RAM E' D E: S I GN - S E C T I' O N P R O P E R T I TIME: PM E S -02:33 •------------CADDS ORDER # 056433 ' -------------------------------------- BUILDER'- ---------- .- NORTH VALLEY READY MIX -' PAGE:F. 11 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 BLDR PROJ ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 ' DESIGN SYSTEM FRAME # 1. DESCRIPTION (TYPE)- (WIDTH) (HEIGHT) (LIVE) NAME - NORFIELD (WIND) INDUSTRIES (CODE/YEAR) ENGR GRP - Visalia EWDS 40'-0" 14'-0" 16 PSF 80 MPH UBC 97 (SLOPE) ------------------------------------ 1.000 TO 12 MEMBER NO. 1 JOINTS 1 - 2 ' SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 ANAL SEC PTS. NO. DIST (FT) DEPTH (IN) AREA (IN2) IX (IN4) IY (IN4) RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO LUBO (FT) LUBI 1 -1 2 0.00 3.75 11.88 11.88 3.26 3.26 79.42 79.42 3.92 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 (FT) 3 7.50 11.88 3.26 79.42 3.92 1.29 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 7.50 7.50 7.50 7.50 4 12.14 11'.88 3.26 79.42 3.92 1.29 .1.29 1.29 4.94 4.94 •1.10 1.29 1.29 12.63 12.63 95.83 7.50 7.50 MEMBER NO. 2 1.10 1.29 1.29 12.63 12.63 95.83 4.64 4.64 JOINTS 2 - 3 SECTION NO. SECTION NO. 1 2 OUTER OUTER FLANGE FLANGE = 5.000 X 0.188 WEB - 0.120 INNER FLANGE 5.000 = 5.000 X 0.188 WEB - 0.120 INNER FLANGE X 0.188 = 5.000 X 0.188 ANAL SEC PTS. NO. DIST (FT) DEPTH (IN) AREA (IN2) IX (IN4) IY (IN4) RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO LUBO LUBI 1 1 1.57 11.88 3.26 79.42 3.92 1.29 1.29 (FT)- (FT) 2 3.98 11.88 3.26 79.42 3.92 1.29 1.29 5.19 5.19 1.10 1.29 1.29 12.63 12.63 95.83 3.99 2.41 3 4 8.98 11.88 3.26 79.42 3.92 1.29 1.29 5.19 1.10 1.10 1.29 1.29 12.63 12.63 95.83 5.01 10.03 5 13.98 11.88 3.26 79.42 3.92 1.29 1.29 5.19 1.10 1.29 1.29 12.63 12.63 95.83 5.01 10.03 6 2 14.99 11.88 3.26 79.42 3.92 1.29 1.29 5.19 1.07 1.29 1.29 12.63 12.63 95.83 5.01 10.03 7 15.01 12.00 3.28 81.36 3.92 1.29 1.29 5.19 1.07 1.28 1.28 14.41 14.41 95.83 5.01 5.01 8 18.98 15.95 3.75 154.52 3.92 1.25 1.25 5.19 1.07 1.28 1.28 14.41 14.41 96.91 5.01 5.01 19.94 16.90 3.86 176.40 3.92 1.24 1.24 5.19 1.01 1.28 1.28 14.41 14.41 129.77 5.01 5.01 MEMBER NO. 3 1.25 1.25 17.47 17.47 137.70 1.92 1.92 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 ANAL SEC PTS. NO. DIST (FT) DEPTH (IN) AREA (IN2) IX (IN4) IY (IN4) RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) LUBI (FT) 1 1 2 0.00 3.75 7.88 7.88 2.78 2.78 32.00 32.00 3.92 3.92 1.34 1.34 3.39 1.19 1.34 1.34 8.38 8.38 62.50 7.50 3 7.50. 7.88 2.78 32.00 3.92 1.34 1.34 1.34' 1.34 3.39 1.19 1.34 1.34 8.38 8.38 62.50 7.50 7.50 7.50 4 10.37 7.88 2.78 32.00 3.92 1.34 1.34 3.39 3.39 1.19 1.34 1.34 8.38 8.38 62.50 7.50 7.50 5 13.25 7.88 2.78 32.00 3.92 1.34 1.34 3.39 1.19 1.19 1.34 1.34 8.38 8.38 62.50 5.75 5.75 1.34 1.34 8.38 8.38 62.50 5.75 5.75 DATE: 12/07/99 F R A M E D E S.I G N - S E C T I O N P R O P E R T I E S TIME: 02:33 PM CADDS .--------------------------------------------- PAGE:F 12 ORDER # 056433 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 99-59 .' BLDR CONTACT - BOB PARSONS BLDR-PHONE # 916-345-7296 PROJ.NAME BLDR ACCOUNT # 20-04-007-90 ' DESIGN SYSTEM'FRAME (TYPE) (WIDTH) (HEIGHT) (LIVE) - NORFIELD (WIND) INDUSTRIES (CODE/YEAR) ENGR GRP. - Visalia # 1 DESCRIPTION EWDS 40'-0" 14'-0" 16 PSF 80 MPH (SLOPE) UBC 97 1.000 TO 12 MEMBER NO. 4 JOINTS 5 - 3 ------------------------ SECTION NO. SECTION NO. 1 2 OUTER OUTER FLANGE FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE 5.000 X 0.188 = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 ANAL SEC PTS. NO. DIST (FT) DEPTH (IN) AREA (IN2) IX (IN4) IY (IN4) RTO RTI WRX WRY WRTO WRTI. WDAFO WDAFI H/T LUBO LUBI (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) - 1 1 2 1.57 3.98 11.88 11.88 3.26 3.26 79.42 79.42 3.92 1.29 1.29 5.19 1.10 1.29 1.29 12.63 -12.63 95.83 3.99 2.41 3 8.98 11.88 3.26 79.42 3.92 3.92 1.29 1.29 1.29 1.29 5.19 1.10 1.29 1.29 12.63 12.63 95.83 5.01 10.03 4 13.98 11.88 3.26 79.42 3.92 1.29 1.29 5.19 5.19 1.10 1.29 1.29 12.63 12.63 95.83 5.01 10.03 5 14.99 11.88 3.26 79.42 3.92 1.29 1.29 5.19 1.10 1.07 1.29 1.29 12.63 12.63 95.83 5.01 10.03 6 2 15.01 12.00 3.28 81.36 3.92 1.29 1.29 5.19 1.07 1.28 1.28 14.41 14.41 95.83 5.01 5.01 7 18.98 15.95 3.75 154.52 3.92 1.25 1.25 5.19 1.07 1.28 1.28 14.41 14.41 96.91 5.01 5.01 8 19.94 16.90 3.86 176.40 3.92 1.24 1.24 5.19 1.01 1.28 1.28 14.41 14.41 129.77 5.01 5.01 1.25 1.25 17.47 17.47 137.70 1.92 1.92 MEMBER NO. 5 JOINTS 6 - 5 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 ANAL SEC PTS. NO. DIST (FT) DEPTH (IN) AREA (IN2) IX (IN4) IY (IN4) RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 2 0.00 3.75 11.88 11.88 3.26 3.26 79.42 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 7.50 7.50 3 7.50 11.88 3.26 79.42 3.92 3.92 1.29 1.29 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 7.50 7.50 4 12.14 11.88 3.26 79.42 3.92 1.29 1.29 4.94 4.94 1.10 1.29 1.29 12.63 12.63 95.83 7.50 7.50 1.10 1.29 1.29 12.63 12.63 95.83 4.64 4.64 F..R A M E D E S I G N - DATE: 12/07/99 C O N T R O L L I N G S T R_E S S TIME: 02:33 PM CADDS PADDS ------------------ 13 ---------- _____________________ ORDER # 056433 BUILDER - NORTH VALLfiY READY MIX BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 BPROJ NAME LDR ORDER # NORFIELD INDUSTRIES 99-59 BLDENGRCG PT V Visalia007-90 (TYPE) (WIDTH) .(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 14'-0._ 16 PSF 80 MPH UBC 97 1.000 TO 12 ------------------------------------------------------------------n- ---------------------------------------------------- COLUMN 1 - 2 AXIAL ST SHE PT. DEPTH AREA SOX SIX FORCE MOMENT FA-ALLOW FBOPSFBI FORCE AR ---STRESS RATIOS --COMB CONT NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) QS QA CB O.FL I.FL STRESS COMB AXIAL BENDG BENDG RATIO M -V 1* 11.88 3.26 13.37 13.37 1.93 0.00 28.40 28.40 33.00 1.04 17.20 0.86 1.00 1.75 0.02 0.00 0.00 0.02 1 2 2 '11.88 3.26 13.37 13.37 -0.60 32.84 43.99 37.85 43.99 0.73 17.20 0.86 1.00 1.75 0.00 0.06 0.06 0.06 2 2 3 11.88 3.26 13.16 13.16 -0.64 65.69 43.99 37.85 43.99 0.73 17.20 0.86 1.00 1.75 0.00 0.13 0.12 0.13 2 2 4* 11.88 3.26 13.37 13.37 -0.70 75.12 43.99 37.85 43.99 0.39 17.20 0.86 1.00 1.06 0.00 0.15 0.13 0.15 2 12 ROOF BEAM 2 - 3 PT. DEPTH AREA SOX SIX XIAL E MOMENT -ALLOW FSTRESSES- FORCE ALLOW SHEAR FA ---STRESS RATIOS --COMB CONT NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AR QS QA CB AXIAL BENDBEND I.FL STRESS COMB G BENDG RATIO M V 1* 11.88 3.26 13.37 13.37 0.02 77.30 43.99 37.85 43.99 1.40 12.90 0.86 1.00 1.12 0.00 0.15 0.13 0.15 2 1 2 11.88 3.26 13.16 13.16 0.08 -66.95 43.99 43.99 32.38 1.39 3 11.88 3.26 13.37 13.16 0.06 -52.50 43.99 43.99 32.38 12.90 0.85 1.00 1.38 0.00 0.12 0.16 0.16 3 1 12.90 0.86 1.00 1.38 0.00 0.10 0.12 0.12 3 1 5* 11.88 3.26 13.37 13.37 4 11.88 3.26 13.16 13.16 0.05 -26.53 43 0.53 .99 43.99 32.38 -1.44 12.90 0.86 1.00 1.38 0.00 0.05 0.06 0.06 3 1 6* 12.00 3.28 13.55 -0.02 20.38 43.99 37.85 43.99 -1.45 12.90 0.86 1.00 1.06 0.00 0.04 0.03 0.04 2 1 7 15.95 3.75 19.04 13.55 -0.02 20.37 43.99 37.81 43.99 -1.45 12.75 0.86 1.00 1.06 0.00 0.04 0.03 0.04 2 1 19.04 0.14 -71.99 33.00 33.00 27.37 -2.15 9.45 0.83 1.00 2.00 0.00 0.12 0.14 0.14 1 1 8* 16.90 3.86 20.88 20.88 0.11 -96.92 33.00 33.00 27.16 -2.17 8.89 0.82 1.00 1.14 0.00 0.14 0.17 0.17 1 1 COLUMN 4 - 3 Rotated 90 degrees ARSOX six FORCE MOMENT FA AXIAL -ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT NO. DEPTH (IN2)EA N2A (IN3) (IN3) (KIPS) (IN KIP) (KSI) (KSIO) (KSI) (KIPS) (KIPS) FBI FORCE SHEQS 4A CB O.FL I.FL STRESS COMB AXIAL BENDG BENDG RATIO M V 1* 7.88 2.78 8.13 8.13 4.45 0.00 32.61 31.57 33.00 0.51 22.71 0.99 1.00 1.75 0.05 0.00 0.00 0.05 1 12 2 7.88 2.78 8.13 8.13 4.45 0.00 20.87 31.57 33.00 0.51 22.71 0.99 1.00 1.75 0.08 0.00 0.00 0.08 1 12 3 7.88 2.78 8.13 8.13 -0.54 45.53 43.99 42.09 43.99 -0.72 22.71 0.99 1.00 1.75 0.00 0.13 0.13 0.13 12 12 4 7.88 2.78 8.13 8.13 4.38 0.00 24.58 32.61 33.00 -0.72 22.71 0.99 1.00 1.75 0.06 0.00 0.00 0.06 1 12 5* 7.88 2.78 8.13 8.13 4.36 0.00 24.58 32.61 33.00 -0.72 22.71 0.99 1.00 1.75 0.06 0.00 0.00 0.06 1 12 DATE: 12/07/99 F' RAM E D•E S I G N -� C O N T R O L L I N G TIME: 02:33 PM S T R E S S ---------------------- ORDER # 056433 BUILDER "- NORTH VALLEY READY -`------'-------- MIX -- _ _ BLDR CONTACT - BOB PARSONS BLDR PHONE BLDR ORDER # 916-345-7296 PROJ # 99-59 BLDR ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME # 1 DESCRIPTION (TYPE) TEWDS '(WIDTH) ) (HEIGHT) NAME - NORFIELD INDUSTRIES (CODE/YEAR) ENGR GRP - Visalia --------------------------------------------------------------------------- 1(LIVE) PSF------80 8(WMPH) MP 97 (SLOPE) --------------- 1 000 TO 12 F BEAM 5 - 3 - -------- --- ---- ------------- PT. DEPTH NO. (IN) AREA (IN2) SOX SZX AXIAL FORE MOMENT -ALLOW FBORESFBI FORCE ALLOW ---STRESS RATIOS --COMB CONT (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) SHEAR QS (KIPS) QA CB O.FL I.FL STRESS COMB 1* 11.88 3.26 13.37 13.37 0.02 AXIAL BENDG BENDG RATIO M V 2 11.88 3.26 13.16 13.16 0.08 77.30 766.95 43.99 43.99 37.85 43.99 43.99 1.40 12.90 0.86 1.00 1.12 0.00 0.15 0.13 0.15 3 11.88• 4 11.88 3.26 13.37 13.16 0.06 -52.50 43.99 43.99 32.38 32.38 1.39 12.90 0.86 1.00 1.38 0.00' 0.12 0.16 0.16 3 12 1 5* 11.88 3.26 3.26 13.16 13.16 0.05 -26.53 43.99. 43.99 32.38 0.53 -1.44 12.90 0.86 1.00 1'.38 0.00 0.10 0.12 0.12 2 1 6* 12.00 3.28 13.37 13.55 13.37 -0.02 20.37 43.99 37.85 43.99 -1.45 12.90 0.86 12.90 1.00 1.38 0.00 0.05 0.06 0.06 2 1 7 15.95 3.75 19.04 13.55 19.04 -0.02 20.37 43.99 37.81 43.99 -1.45 0.86 12.75 0.86 1.00 1.00 1.06 0.00 0.04 0.03 0.04 3 1 8* 16.90 3.86 20.88 20.88 0.14 0.11 -71.99 33.00 33.00 27.37 -2.15 9.45 0.83 1.00 1.06 2.00 0.00 0.00 0.04 0.03 0.04 3 1 -96.92 33.00 33.00 27.16 -2.17 8.89 0.82 1.00 1.14 0.00 0.12 0.14 0.14 0.14 1 1 COLUMN 6 - 5 0.17 0.17 1 1 PT. DEPTH NO. (IN) AREA (IN2) SOX SIX AXIAL FORCE MOMENT FALLOW FBOTRESFBI FORCE --STRESS RATIOS --COMB CONT (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) SHL EAR QS (KIPS) QA CB O.FL I.FL STRESS COMB 1* 11.88 3.26 13.37 13.37 1.93 AXIAL BENDG BENDG RATIO M V 2 11.88 3.26 13.37 13.37 -0.60 0.00 32.84 28.40 43.99 28.40 37.85 33.00 1.04 17.20 0.86 1.00 1.75 0.02 0.00 0.00 0.02 3 11.88 4* 3.26 13.16 13.16 -0.64 65.69 43.99 37.85 43.99 43.99 0.73 17.20 0.86 1.00 1.75 0.00 0.06 0.06 0.06 1 3 3 3 11.88 3.26 13.37 13.37 -0.70 75.12 43.99 37.85 43.99 0.73 17.20 0.86 1.00 1.75 0.00 0.13 0.12 0.13 3 3 0.39 17.20 0.86 1.00 1.06 0.00 0.15 0.13 0.15 3 12 DATE: 12/07/99 'FRAME -DESIGN - W E L D S U M M A R Y TIME: 02:33 PM CARDS ---=--------------------------- -ORDER # 056433 BUILDER - NORTH __ _ _ VALLEY READY MIX _ PAGE:F 15 BLDR CONTACT - BOB PARSONS BLDR ORDER BLDR PHONE # 916-345-7296 PROJ NAME # 99-59 BLDR ACCOUNT'•# "20-04-007-90 •' DESIGN SYSTEM FRAME # 1 (TYPE) (WIDTH) (HEIGHT) (LIVE) - NORFIELD (WIND) INDUSTRIES (CODE/YEAR) ENGR GRP - Visalia DESCRIPTION EWDS 40'-0" 14'-0" 16 PSF 80 MPH UBC (SLOPE) 97 1.000 TO 12 PART NO. WEB WEB FLG-TO-WEB FILLET ALLOW --------------- CONTROLLING SECT THK STRESS SIZE SHEAR (IN) (KIPS/IN) MEMB ANAL LOAD (KIPS/IN) NO. PT COND OV47934 1 0.120 0.054 1/8 2.620 1 OV47936 1 0.120 0.101 1/8 2.620 1 2 2 OV47938 1 0.120 0.103 1/8 2,620 5 2 1 OV47940 1 0.120 0.061 1/8 2.620 7 1 3 3 12 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD DATE: TIME: ------------------ 12/07/99 02:33 PM F I'NAL' FRAME DES I GN - S PL I C'E SUMMARY CADDS DDS ORDER # 056433 BUILDER NORTH VALLEY READY BLDR CONTACT - BOB PARSONS BLDR PHONE (TYPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS MIX # 916-345-7296 (WIDTH) (HEIGHT) 40'-0" 14''-0" ------------- BPROJ NAME (LIVE) 16 PSF 80 ----------------'---------- NORFIELD (WIND) MPH ----------------------------------------- INDUSTRIES (CODE/YEAR) UBC 97 PA16 ---------------- BLDENGRCOUNTGRP # V20-04-007-90 (SLOPE) 1.000 TO 12 SPLICE NO LOCATION TYPE MOD SEQ MEMBER ANALYSIS CONTROLLING NO. PT. LOAD COMBINATION KI KIPSSHER IN -KIPS 01 02DL 03 04 05 06 07 OB COLUMN 00 COLUMN 01 COLUMN 02 BEAM 01 BEAM O1 1 2 13 2 1 2 1 1 1 1 4 1 5 5 1 4 2 5 4. 5 DL + WLL + WLL DL + WLL DL + WLR DL + WLR DL + WLR DL + WLR DL + WLR DL + WLR DL + WLR DL + WLR DL + WLL DL + WLL DL + WLR DL + WLR DL + WLL -0.56 -0.56 -0.70 -0.04 -0.66-, -0.66 -0.79 -0.79 -0.56 -0.56 -0.70 -0.04 -0.02 0.04 -0.02 0.04 1.04 1.04 0.17 -0.24 0.00 0.00 0.00 0.00 1.04 1.04 0.17 -0.24 -0.04_ 0.62 -0.04 0.61 0.00 0.00 75.12 -66.47 0.00 0.00 0.00 0.00 0.00 0.00 75.12 -66.47 20.38 -18.92 20.37 -18.92 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS • DATE: 12/07/99 F R A M ' E D E S I'G N - R E A C T I O N S TIME: 02:33 PM CADDS ---------------------------------&------------------= PAGE:F 17 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX • BLDR ORDER # 99-59 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES BLDR ACCOUNT # 20-04-007-90 (TYPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) ENGR GRP - (SLOPE) Visalia 40'-0" 14'-0" 16 PSF SO MPH --- -------------------------------------------------- UBC 97 1.000 TO 12 POSITIVE REACTION DIRECTION H KIPS Horizontal Force to Right V 2-------3-------5 V KIPS Vertical Force Up II Z KIPS Horizontal Out of Plane +---H I I No. Loading Combination 1 DL + LL 2 DL + WLL 3 DL + WLR 4 DL + EQL/1.4 5 DL +•EQR/1.4 6 PDL+0.70PL+2.80EQL 7 PDL+0.70PL+2.80EQR 8 0.85PDL + 2.80EQL 9 0.85PDL + 2.80EQR 10 DL +2.80EQL 11 DL +2.80EQR 12 DL + EWP 13 DL + EWS ID Load Case DL DEAD LOAD LL LIVE LOAD WLL WIND LOAD LEFT WLR WIND LOAD RIGHT EQ SEISMIC LOAD SLL MIN SNOW LOAD LEFT SLR MIN SNOW LOAD RIGHT EWP EW WIND PRESSURE EWS EW WIND SUCTION / 1 Z 4 6 1H 1V 3Z 4V 4Z 6H 6V Sum H Sum V Sum Z 0.20 1.93 0.00 4.45 0.00 -0.20 1.93 0.00 8.32 0.00 -1.04 -0.56 0.00 -0.66 0.00 -0.78 0.10 -1.82 -1.12 0.00 0.78 0.10 0.00 -0.66 0.00 1.04 -0.56 1.82 -1.12 0.00 -0.11 0.33 0.00 0.92 0.00 -0.18 0.51 -0.29 1.76 0.00 0.18 0.51 0.00 0.92 0.00 0.11 0.33 0.29 1.76 0.00 not applicable not applicable not applicable not applicable not applicable not applicable 0.38 -0.33 1.35 -0.47 1.11 -0.38 -0.33 0.00 -1.12 2.45 0.38 -0.33 -1.18 -0.47 -0.97 -0.38 -0.33 0.00 -1.12 -2.15 1H 1V 3Z 4V 4Z 6H 6V Sum H Sum V Sum Z 0.03 0.42 0.00 0.92 0.00 -0.03 0.42 0.00 1.76 0.00 0.17 1.51 0.00 3.53 0.00 -0.17 1.51 0.00 6.56 0.00 -1.07 -0.98 0.00 -1.58 0.00 -0.75 -0.32 -1.82 -2.88 0.00 0.75 -0.32 0.00 -1.58 0.00 1.07 -0.98 1.82 -2.88 0.00 -0.20 -0.13 0.00 0.00 0.00 -0.20 0.13 -0.40 0.00 0.00 0.08 1.63 0.00 1.77 0.00 -0.08 -0.12 0.00 3.28 0.00 0.08 -0.12 0.00 1.77 0.00 -0.08 1.63 0.00 3.28 0.00 0.34 -0.74 1.35 -1.39 1.11 -0.34 -0.74 0.00 -2.88 2.45 0.34 -0.74 -1.18 -1.39 -0.97 -0.34 -0.74 0.00 -2.88 -2.15 FINAL F R A:M E DESIGN - S TRESS SUMMARY DATE: 12/07/99CADDS TIME: 02:33 PM PAGE:F 18 -------------------------------------=---- ORDER # 056433 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS' BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 14'-0" 16 PSF 80 MPH UBC 97 1.000 TO 12 ------------------------------------------------------------------------- MEMBER NO. 1 JOINT 1— 2 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COAD 1• 12.14 55. 3 4.64 FT 11.88 IN 11.88 IN 5.000 X .188 .120 5.000 X .188 0.148 2 CONTROLLING ACTIONS ---AXIAL--- --- MAXIMUM -STRESSES --- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -0.70 75.12 -0.21 5.62 5.62 43.99 37.85 43.99 1.04 17.20 0.060 2 MEMBER NO. 2 JOINT 2 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 15.00 55. 4 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .120 5.000 X .188 0.158 3 2 5.00 55. 2 3.98 FT 11.88 IN 16.96 IN 5.000 X .188 .120 5.000 X .188 0.172 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 0.08 -66.95 0.02 -5.48 -5.09 43.99 43.99 32.38 -1.45 12.90 0.113 1 2 0.11 -96.92 0.03 -4.64 -4.64 33.00 33.00 27.16 -2.17 8.89 0.244 1 MEMBER NO. 3 JOINT 4 - 3 Rotated 90 degrees ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 13.25 55. 4 3.75 FT 7.88 IN 7.88 IN 5.000 X .188 .120 5.000 X .188 0.133 12 CONTROLLING.ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -0.54 45.53 -0.19 5.60 5.60 43.99 42.09 43.99 -0.72 22.71 0.032 12 F I N A L F R DATE: 12/07/99 A M E D E S I G N - S T R E S S S U M M A R Y TIME: 02:33 PM CARDS PAGE:F 19 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT #--20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 14'-0" 16 PSF 80 MPH UBC 97 1.000 TO 12 ---------------------------------------------------------------------------------------- MEMBER NO. 4 JOINT 5 - 3 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 15.00 55. 4 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .120 5.000 X .188 0.158 2 2 5.00 55. 2 3.98 FT 11.88 IN 16.96 IN 5.000 X .188 .120 5.000 X .188 0.172 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES-'-- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- •SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO GOND 1 0.08 -66.95 0.02 -5.48 -5.09 43.99 43.99 32.38 -1.45 12.90 0.113 1 2 0.11 -96.92 0.03 -4.64 -4.64 33.00 33.00 27.16 -2.17 8.89 0.244 1 MEMBER NO. 5 JOINT 6 - 5 ---------------------------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.14 55. 3 4.64 FT 11.88 IN 11.88 IN 5.000 X .188 .120 5.000 X .188 0.148 3 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR -------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 -0.70 75.12 -0.21 5.62 5.62 43.99 37.85 43.99 1.04 17.20 0.060 3 DATE: 12/07/99 FRAME :D'E S IGN - J O I N T D E F L E C T I O N S TIME: 02:33 PM CADDS -------- PAGE:F 20 ORDER # 056433 BUILDER - NORTH VALLEY . READY MIX BLDR ORDER # 99-59 ---------007--- BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD BLDR ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME # 1 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) INDUSTRIES ENGR GRP - Visalia (CODE/YEAR) (SLOPE) DESCRIPTION EWDS 40'-0" 14'.-0" 16 PSF ---------------------------------------------------------- 80 MPH UBC 97 1.000 TO 12 POSITIVE DEFLECTION DIRECTION H INCHES Horiz. Deflection to Right V 2 ------- 3 ------- 5' V INCHES Vertical Deflection Up +---H /I 6 z No. Loading Combination Cd 2H 2V 3H 3V 5H 5V 1 DL + LL N 0.000 -0.003 0.000 -0.009 0.000 -0.003 2 DL + WLL N 0.650 0.001 0.650 0.001 0.650 0.000 3 DL + WLR N -0.650 0.000 -0.650 0.001 -0.650 0.001 4 DL + EQL/1.4 N 0.172 0.000 0.172 -0.002 0.172 -0.001 5 DL + EQR/1.4 N -0.172 -0.001 -0.172 -0.002 -0.172 0.000 12 DL + EWP N -0.002 0.001 0.000 0.001 0.002 0.001 13 DL + EWS N . -0.002 0.001 0.000 0.001 0.002 0.001 i DATE: 12/07/99 FRAME D E S IGN - M E M B E R D E F L E C T I O N S TIME: 02:33 PM CADDS ---------------------------------=--------------------------------------------- PAGE:F 21 ORDER # 05CT - BLDR CONTACT - BOB PARSONS BUILDER - NORTH VALLEY READY MIX BLDR ---------------------------------------------------- ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 1 DESCRIPTION (TYPE) EWDS (WIDTH) 40'-0" (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) --------------------------------------------------------------------------------------------------------- 14'-0", 16 PSF 80 MPH UBC 97 1.000 TO 12 -------------------------- POSITIVE DEFLECTION DIRECTION H ,INCHES Horizontal to the Right V +---2---+---4---+ V INCHES Vertical Up- I I I I +---H 1 3 5 / I I I Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3H MEMBER 4V: MEMBER 5H No. Loading Combination PT DEFL PT DEFL PT DEFL• PT DEFL PT DEFL 1 DL + LL 3 -0.019 3 -0.060 6 0.000 3 -0.060 3 0.019 2 DL + WLL 5 0.650 3 -0.093 6 0.650 3 0.118 5 0.650 3 DL + WLR 5 -0.650 3 0.118 6 -0.650 3 -0.093 5 -0.650 4 DL + EQL/1.4 5 0.172 ' 3 -0.040 6 0.172 3 0.019 5 0.172 5 DL + EQR/1.4 5 -0.172 3 0.019 6 -0.172 3 -0.040 5 -0.172 12 DL + EWP 3 -0.005 3 0.006 3 0.101 3 0.006 3 0.005 13 DL + EWS 3 -0.005 3 0.006 3 -0.089 3 0.006 3 0.005 1 2 .F I NAL 'F RAM E DESIGN -- FRAME LAYOUT DATE: 12/07/99 TIME: 02:33 PM CADDS- ORDER --------------------------------------------------------------------------------------------------------------------- # 056433 BUILDER - NORTH VALLEY READY MIX:' ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 _BLDR PROJ.NAME - NORFIELD INDUSTRIES ENGR GRP '- Visalia' (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN ----------------------------------------------------------------------------------------------------------------------------=------ SYSTEM FRAME # 1 . DESCRIPTION EWDS 40'-0" . .14'-0" 16 PSF 80 MPH UBC 97 1.000 TO 12 LEFT SIDE RIGHT SIDE - SLOPE (P/12.) _ 1.000 SLOPE (P/12.) = 1.000 DIST. TO RIDGE _ 20.000 FT. DIST. TO RIDGE = 20.000 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH = 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = 8.000 IN.. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 20.000 FT. SPAN 2 = '20.000 FT. -R- OV47936 OV47938 OV47936 0 0 0 V V V 4 4 4 7 7 7 9 9 9 3 4 3 4 0 4 1 2 DATE: 12/07/99 F INA L F R A M E D E S I G N ' TIME: 02:33 PM CADDS •;....-------------------------------------- ---------------------------------------------------- PAGE:F 22 ORDER # 056433 BUILDER -.NORTH VALLEY READY MIX" BLDR ORDER # 99-59 ------- BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD BLDR ACCOUNT # 20-04-007-90 :• DESIGN SYSTEM FRAME (TYPE) (WIDTH) (HEIGHT) # 2 DESCRIPTION (LIVE)• INDUSTRIES (WIND) (CODE/YEAR) ENGR GRP - Visalia .'(SLOPE) LRF 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 F R A M E D E S I G N - G E N E R A L I N F O R M A T I O N DATE: 12/07/99 TIME: 02:33 PM CARDS ---------------------- ------------- - --------------------=------------ "PAGE:F . 23 ORDER # 056433 "BLDR BUILDER - NORTH VALLEY READY MIX BLDR ORDER-#-99-59 -------------- ------------------ - BLDR-ACCOUNT-#'-20-04-007-90 ------------ CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP -:Visalia (TYPE)' (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF. 40'-0" -------------------------------------------------------- 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 -------------------------- ,_. . LEFT SIDE RIGHT SIDE SPAN NO. WIDTH MISCELLANEOUS PROPERTIES EAVE HEIGHT = 13.669 FT. 13.669 FT. 1 = 40.000 FT MODULUS OF ELASTICITY = 29000 KSI FRAME HEIGHT = 13.000 FT. 13.000 FT. COL. CLEAR HT. = 12.146 FT. 12.146 FT. CMX SLOPE (P/12.) = 1.000 1.000 = CMX(stepped column/no wind) = 0.850 0.950 SW R-BEAM OFFSET = 0.125 IN. 0.125 IN. CMY(pinned in minor axis) = 0.600 •DIST. TO RIDGE = 20:000 FT. 20.000 FT. CMY(fixed in minor axis) = 0.400 COLUMN OFFSET = 8.000 IN. 8.000 IN. GIRT DEPTH = 8.000 IN. 8.000 IN. PURLIN DEPTH = 8.000 IN. 8.000 IN. (PURLIN UNINSULATED) ** P Delta Analysis ** --------------------- JOINT DATA --------------------- ------------------------------ MEMBER DATA ------------------------------ JOINT X-COORD Y-COORD DEGREE-OF-FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF'PLANE 1 1.031 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2 1.214 12.605 0 0 0 1 0 2 2- 3 0 0 1.50 1.00 3 20.000 14.170 0 0 0 0 0 3 4- 3 0 0 1.50 1.00 4 38.786 12.605 0 0 0 1 0 4 5- 4 0 0 1.50 1.00 5 38.969 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) DATE: 12/07/99 F R A M E.- D E S I G N S E C O N D A R Y / B R A C E L O C A T I O N S TIME: 02:33 PM CARDS PAGE:F 24 ------------ ORDER # 05BUILDER ------------------------------ NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME NORFIELD INDUSTRIES ENGR GRP - Visalia ' (TYPE) (WIDTH) -(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) i DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 401-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 ------------------------------------------------------------------------- DIST - Distance to secondary from the end of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. O FL Outside flange only braced ID - B Base, G Girt, P Purlin, E Eave strut, O Other, 0 -IF Outside and Inside flange braced L Landmark 2000 truss purlin. O -SF _Outside braced and inside Single flange brace MAJOR - Major axis brace point indicator. ( YES or NO ) NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 1-2 BRACE DIST, ID BRACE. MAJOR FORCE 0.00 B O -IF YES 7.50 G O FL NO 12.15 O O -IF YES 13.67 E O FL NO COLUMN 5- 4 BRACE ROOFBEAM 2- 3 BRACE ROOFBEAM 4- 3 BRACE DIST ID BRACE MAJOR FORCE DIST ACCUM ID BRACE FORCE DIST ACCUM ID BRACE FORCE 0.00 B O -IF 7.50 G O FL 12.15 O O -IF 13.67 E O FL FRAME CONSTRAINTS - SPLICE LOCATION RESTRICTIONS YES 0.00 0.00 E O FL 0.00 0.00 E O FL NO 3.98 3.98 P O -SF 3.98 3.98 P O -SF YES 8.98 8.98 P O FL 8.98 8.98 P O FL NO 13.98 13.98 P O -SF 13.98 13.98 P O -SF 18.98 18.98 P O -SF 18.98 18.98 P O -SF LOCATION - Distance is referenced from previous location #. WIDTH/HEIGHT - Clear opening size, used to locate posts and perform the frame profile interference check. UNIT #1 - REW - LOCATIONS FROM RIGHT TO LEFT (Reversed) LOC RESTR. FLOOR LINE # TYPE LOCATION WIDTH/HEIGHT OFFSET DESCR. 1 Post 20.00 0.00 x 0.00 0.00 EW Post FLOOR LINE OFFSET. - Distance from bottom of restriction to baseline reference of frame DATE: 12/07/99F R A M E D E S I G N - C O N V E N T I O N S TIME: 02:33 PM CADDS GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing -concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). PAGE:F 25 ORDER # 056433 BUILDER NORTH VALLEY READY MIX BLDR CONTACT - BOB PARSONS BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME NORFIELD INDUSTRIES ENGR GRP Visalia (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" (LIVE) (WIND) (CODE/YEAR) (SLOPE) 14'-0" ----------------------------------- --- 12 PSF 80 MPH UBC 97 .1.000 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC - Moment producing -concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN - Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). • DATE: 12/07/99 F RAM E D E S I G N - L O A D S U M M A R Y USE CATEGORY ' TIME: 02:33 PM TERRAIN CAT/WIND EXP = B APPLIED LOADINGS CADDS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.220.PSF + FRAME PAGE:F 26 ORDER —BLDR CONTACT # 056433 - BOB BUILDER NORTH VALLEY READY PARSONS BLDR PHONE MIX BLDR ORDER -------------------- # 99-59 = 12.000 PSF --------------------------- BLDR ACCOUNT'# 20-04-007-90 (TYPE) # 916-345-7296 (WIDTH) (HEIGHT) PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-0" (LIVE) 12 PSF (WIND) 80 (CODE/YEAR) (SLOPE) LOAD NET ROOF LOAD FACTOR ---------------------------------------------------------------- (PSF) MPH UBC 97 1.000 TO 12 12.00 GENERAL BUILDING INFORMATION DESIGN BAY = TOTAL BUILDING LENGTH = PANELS LEFT SIDEWALL ROOF RIGHT SIDEWALL BUILDING USE AND LOCATION 20.000 FT. 60.000 FT. TYPE DESCRIPTION BRII 26STL BRII 28STL BRII 26STL WEIGHT 0.87 PSF 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) 0.87 PSF STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.220.PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 12.000 PSF MIN COUNTY GROUND SNOW LOAD MIN County Rain on Snow Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 100.00% 1.00 12.00 RIGHT ROOF 100.00% 1.00 12.00 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR 0.0 PSF DATE: 12/07/99 F R A M E D E S I G N - L O A D S U M M A R Y TIME: 02:33 PM 12.00 1.00 • 12.00 CADDS ------------------j-------------------------------------------------------- INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT PAGE:F 27 ORDER # 056433 BLDR CONTACT - BOB -BUILDER --- NORTH VALLEY READY PARSONS MIX BLDR ORDER ----------------------------------------- # 99-59 (IS ) BLDR ACCOUNT # 20-04-007-90 0.000 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia 0.000 (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-0" ----------------------------------------------------------------------------- 12 PSF 80 MPH UBC 97 1.000 TO 12 UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) = 12.000 PSF COEFFICIENTS TRIBUTARY LOAD FACTOR LEFT ROOF 100.00% RIGHT ROOF 100.00% WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE WIND ENCLOSURE COEFFICIENTS LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL = 80.000 MPH ( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 80.000 MPH ( 10.000 PSF) = 1 = ENCLOSED WIND FROM LEFT (WLL) 0.800(PRESSURE) -0.700(SUCTION ) -0.700(SUCTION ) -0.500(SUCTION ) LOAD NET ROOF LOAD COEFF (PSF) 1.00 12.00 1.00 • 12.00 MIN COUNTY WIND SPEED = 76 MPH INCLUDES 1.00 IMPORTANCE FACTOR WIND FROM RIGHT INTERNAL PRESSURE INTERNAL SUCTION (WLR) (IP ) (IS ) -0.500(SUCTION ) 0.000 0.000 -0.700(SUCTION ) 0.000 0.000 -0.700(SUCTION ) 0.000 0.000 0.800(PRESSURE) 0.000 0.000 ENDWALL WIND PRESURE ENDWALL WIND SUCTION (EWP) (EWS) SIDEWALLS-0.700(SUCTION )-0.700(SUCTION ) ROOF-0.700(SUCTION )-0.700(SUCTION ) SIDEWALL CANOPY/OVERHANG-1.200(SUCTION )-1.200(SUCTION ) 'F R A DATE: 12/07/99 M E D E S I G N - L O A D S U M M A R Y TIME: 02:33 PM CADDS '-------------- PAGE:F 28 ORDER # 056433 BUILDER NORTH VALLEY READY MIX ------------------------------- BLDR ORDER # 99-59 --------------------------- BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD BLDR ACCOUNT # 20-04-007-90 (TYPE) (WIDTH) DESIGN SYSTEM FRAME # 2 INDUSTRIES (HEIGHT) (LIVE) (WIND) (CODE/YEAR) ENGR GRP - Visalia (SLOPE) DESCRIPTION LRF 40'-0" 14' -On. 12 PSF 80 MPH UBC 97 ---------------------------------------------------------- 1:000 TO 12 SEISMIC LOADS (EQ ) PERCENT SNOW LOAD = .0.000% Seismic W - LEFT ROOF = Seismic W — RIGHT ROOF = 4.220 PSF 4.220 PSF SEISMIC ZONE = 3 MIN CTY SEISMIC ZONE = 3 R FACTOR 4:500 I FACTOR = 1.000 STORY DRIFT LIMIT - 0.025 Na LATERAL FACTOR = 1.000 P DELTA LIMIT 0.100 SOIL PROFILE = D" OMEGAO DEFLECT AMPLIF FACTOR = 2.800 Nv FACTOR Ct 1.000 FACTOR - 0.035 T FACTOR = 0.253 Ca FACTOR = 0.360 Cv FACTOR = 0.540 p FACTOR = 1.000 NET SEISMIC FACTOR = 0.200 Maximum P Delta Stability Coefficient = 0.01, Associated Load Combination 05 F'R A'M E D E S I G N - L O A D C O M B I N A T I O N S. DATE: 12/07/99 TIME: 02:33 PM CADDS PAGE:F 29 ORDER #'056433 BUILDER NORTH VALLEY READY MIX'BLDR ORDER # 99-59 BLDR ACCOUNT•# 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) •(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF ------------------------------------------------------------------------------------------- 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + LL 1.000 I.N N N Std Des 100.00 DL 100.00 LL 2 DL + WLL 1.333 N N N Std Des •100.00 DL 100.00 WLL .3 DL + WLR 1.333 N N N Std Des 100.00 DL 100.00 WLR 4 DL + EQL/1.4 1.333 N - Y N Std Des 100.00 DL 72.00 EQ 5 ,DL + EQR/1.4 1.333 . N Y N Std Des 100.00 DL -72.00 EQ 6 PDL+0.70PL+2.80EQL 1.700 Y N N Axial C 100.00 • DL' 70.00 LL 200.00 EQ 7 PDL+0.70PL+2.80EQR 1.700 Y N N Axial C 100.00 DL 70.00 LL -200.00 EQ 8 0.85PDL + 2.80EQL 1.700 Y N N Axial T 85.00 DL 200.00 EQ 9 0.85PDL + 2.80EQR 1.700 Y N N Axial T 85.00 DL -200.00 EQ 10 DL +2.80EQL 1.700 Y N N Conns 100.00 DL 200.00 EQ 11 DL +2.80EQR 1.700 Y N N Conns 100.00 DL -200.00 EQ 12 DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP ' F R A M E D E S I G N - A P P L I E D L 0 A D S DATE: 12/07/99 DIRECTION/ LABEL NO (START -END) TIME: 02:33 PM FT FT X Y CADDS Z LOCATION DL 2 2 - 3 30 0.00 20.00 0.000 K/FT -0.044 K/FT 0.000 ORDER # 056433 BUILDER- NORTH VALLEY READY MIX BLDR ORDER # 99-59 4.- 3 -------------PAGE BLDR ACCOUNT # - 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-0" ----------------------------------------------------------------------------------- 12 PSF 80 MPH UBC 97 1.000 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS. DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION DL 2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.044 K/FT 0.000 K/FT DL 3 4.- 3 UNIF 20.00 40.00 0.000 K/FT -0.044 K/FT 0.000 K/FT LOAD CASE (LL ) LIVE LOAD . LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION LL 2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.240 K/FT 0.000 K/FT LL 3 4 - 3 UNIF 20.00 40.00 0.000 K/FT -0.240 K/FT 0.000 K/FT LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLL 1 1 - 2 UNIF 0.00 13.67 0.160 K/FT 0.000 K/FT 0.000 K/FT WLL 2 2 - 3 UNIF 0.00 20.00 -0.140 K/FT 0.140 K/FT 0.000 K/FT WLL 3 4 - 3 UNIF 20.00 40.00 0.140 K/FT 0.140 K/FT 0.000 K/FT WLL 4 5 - 4 UNIF 0.00 13.67 0.100 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION WLR 1 1 - 2 UNIF 0.00 13.67 -0.100 K/FT 0.000 K/FT 0.000 K/FT WLR 2 2 - 3 UNIF 0.00 20.00 -0.140 K/FT 0.140 K/FT 0.000 K/FT WLR 3 4 - 3 UNIF 20.00 40.00 0.140 K/FT 0.140 K/FT 0.000 K/FT WLR 4 5 - 4 UNIF 0.00 13.67 -0.160 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 13.67 0.003 K/FT 0.000 K/FT 0.000 K/FT EQ 2 2 - 3 CONC 0.00 0.338 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 3 4 - 3 CONC 40.00 0.338 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 4 5 - 4 UNIF 0.00 13.67 0.003 K/FT 0.000 K/FT 0.000 K/FT ' F R A M E D E S I G N - A P P L I E D L O A D S DATE: 12/07/99 DIRECTION/ LABEL NO (START -END) TIME.' 02:33 PM FT FT X Y CARDS ------------------------------------------------------------------------------------------ LOCATION SLL .2 2 - 3 31 ORDER # 056433 'BLDR BUILDER NORTH VALLEY READY MIX BLDR ORDER # 99-59 -0.240 ---------------PAGE_F-- BLDR ACCOUNT # --- 20-04-007-90 CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" .141 -On ----------------------------------------------------------------------------------------------------- 12 PSF 80 MPH UBC 97 1.000 TO 12 LOAD CASE (SLL) MIN SNOW LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLL .2 2 - 3 UNIF 0.00 20.00 0.000 K/FT -0.240 K/FT 0.000 K/FT LOAD CASE (SLR) ;MIN SNOW LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLR 3 4 - 3 UNIF 20.00 40.00 0.000 K/FT -0.240 K/FT 0.000 K/FT LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWP 1 1 - 2 UNIF 0.00 13.67 -0.140 K/FT 0.000 K/FT 0.000 K/FT EWP 2 2 - 3 UNIF 0.00 20.00 -0.140 K/FT 0.140 K/FT 0.000 K/FT EWP 3 4 - 3 UNIF 20.00 40.00 0.140 K/FT 0.140 K/FT 0.000 K/FT EWP 4 5 - 4 UNIF 0.00 13.67 0.140 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 1 1 - 2 UNIF 0.00 13.67 -0.140 K/FT 0.000 K/FT 0.000 K/FT EWS 2 2 - 3 UNIF 0.00 20.00 -0.140 K/FT 0.140 K/FT 0.000 K/FT EWS 3 4 - 3 UNIF 20.00 40.00 0.140 K/FT 0.140 K/FT 0.000 K/FT EWS 4 5 - 4 UNIF 0.00 13.67 0.140 K/FT 0.000 K/FT 0.000 K/FT LOAD CASE (PDE) P Delta Unit Story S LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION C 1 1 1 - 2 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 1 1 1 - 2 CONC 12.60 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 4 4 5 - 4 CONC 0.00 -0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis C 4 4 5 - 4 CONC 12.60 0.500 KIP 0.000 KIP 0.000 IN -K Neutral axis F R'A.M E -D E S I G N - S E C T I O N P R O P E R T I E S DATE: 12/07/99 CADDS TIME: 02:33 ----------------------------------------------------------------------------------------------------------------------------------- PM PAGE:F ' 32 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT-# 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION LRF 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 MEMBER NO. 1 JOINTS 1 - 2 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. .NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 3.10 37.02 4.56 1.33 1.37 4.25 1.19 1.31 1.35 9.82 8.00 63.02 7.50 12.14 2 3.75 9.23 3.25 50.73 4.56 1.31 1.36 4.25 1.19 1.31 1.35 9.82 8.00 73.31 7.50 12.14 3 7.50 10.47 3.39 66.91 4.56 1.30 1•.35 4.25 1.19 1.31 1.35 9.82 8.00 83.60 7.50 12.14 4 12.14 12.00 3.58 90.52 4.56 1.28 1.34 4.25 1.14 1.29 -1.35 11.95- 8.00 96.34 4.65 12.14 MEMBER NO. 2 JOINTS 2 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.58 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 4.00 2.41 2 3.98 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 5.02 10.03 3 8.98 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 5.02 10.03 4 13.98 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 5.02 10.03 5 18.98 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 5.02 5.02 6 19.96 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 1.96 1.96 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 1.58 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 4.00 2.41 2 3.98 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 5.02 10.03 3 8.98 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 5.02 10.03 4 13.98 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 5.02 10.03 5 18.98 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 5.02 5.02 6 19.96 11.88 3.26 79.42 3.92 1.29 1.29 4.94 1.10 1.29 1.29 12.63 12.63 95.83 1.96 1.96 MEMBER NO. 4 JOINTS 5 - 4 SECTION NO. 1 OUTER FLANGE = 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.250 ' F R A M' E. D,E S I G N - S E C T I O N P R O P E R T I E S DATE: 12/07/99 TIME: 02:33 PM CADDS ---------------------------------------------------------------------------------------------------------------------- PAGE:F 33 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS. BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP -"Visalia (TYPE) (WIDTH) .•(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ------------------------------------------------------------------------------------------------------------------- # 2 DESCRIPTION LRF 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) .(IN) RATIO (FT) (FT) 1 1 0.00 8.00 3.10 37.02 4.56 1.33 1.37 4.25 1:19 1.31 1.35 9.82 8.00 63.02 7.50 12.14 2 3.75 9.23 3.25 50.73 4.56 1.31 1.36 4.25 1.19 1.31 1.35 9.82 8.00 .73.31 7.50 12.14 3 7.50 10.47 3.39 66.91 4.56 1.30 1.35 4.25 1.19 1.31 1.35 9.82 8.00 83.60 7.50 12.14 4 12.14 12.00 3.58 90.52 4.56 1.28 1.34 4.25 1.14 1.29 1.35 11.95 8.00 96.34 4.65 12.14 F R A M E D E S I G N - C O N T R O L L I N G S T R E S S ' DATE: 12/07/99 TIME: 02:33 PM CARDS PAGE:F 34 ORDER # 056433 'BLDR CONTACT - BOB BUILDER - PARSONS NORTH VALLEY READY MIX BLDR ORDER # 99-59 ---------------------------------------- BLDR ACCOUNT # 20-04-007=90 BLDR PHONE# 916-345-7296 PROJ.NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia • (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-0" -----------------------------------------------------=------------------ 12 PSF 80 MPH UBC 97 1.000 TO 12 COLUMN 1 - 2 PT. DEPTH AREA. SOX SIX AXIAL FORCE MOMENT -ALLOW FA STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) FBO (KSI) FBI (KSI) FORCE (KIPS) SHEAR (KIPS) QS QA CB - O.FL I.FL STRESS COMB AXIAL BENDG BENDG RATIO M V 1* 8.00 3.10 8.47 10.20 6.06 0.00 32.61 31.37 33.00 -2.13 17:16 0.99 1.00 1.75 0.06 0.00 0.00 0.06 1 1 2 9.23 3.25 10.09 12.06 6.06 -95.77 33.00 33.00 23.57 -2.13 17.03 0.99 1.00 1.75 0.06 0.29 0.34 0.39 1 1 3 10.47. 3.39 11.78 13.76 6.02 -191.59 33.00 33.00 23.57 -2.13 14.95 0.98 1*00 1.75 0.05 0.54 0.59 0.64 1 1 4* 12.00 3.58 13.95 16.43 5.98 -310.23 33.00 33.00 23.57 -2.14 12.90 0.97 1.00 1.75 0.05 0.67 0.80 0.85 1 1 ROOF BEAM 2 - 3 PT. DEPTH AREA SOX SIX AXIAL FORCE MOMENT -ALLOW FA STRESSES- FBO SHEAR ALLOW ---STRESS RATIOS --COMB CONT NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) FBI (KSI) FORCE (KIPS) SHEAR (KIPS) QS QA CB O.FL I.FL STRESS COMB AXIAL BENDG BENDG RATIO M V 1* 11.88 3.26 13.37 13.37 2.65 -304.95 33.00 33.00 28.40 5.12 12.90 0.86 1.00 1.29 0.02 0.69 0.80 0.83 1 1 2 11.88 3.26 13.16 13.16 2.65 -157.90 33.00 33.00 28.40 5.12 12.90 0.86 1.00 2.30 0.02 0.39 0.42 0.45 1 1 3 11.88 3.26 13.37 13.16 -0.54 -106.43 43.99 43.99 28.75 3.82 12.90 0.86 1.00 1.13 0.00 0.20 0.28 0.28 3 1 4 11.88 3.26 13.16 13.16 2.42 212.67 33.00 28.40 33.00 2.35 12.90 0.86 1.00 1.43 0.02 0.57 0.53 0.59 1 1 5 11.88 3.26 13.16 13.16 2.30 264.80 33.00 28.40 33.00 0.88 12.90 0.86 1.00 1.10 0.02 0.71 0.66 0.73 1 1 6* 11.88 3.26 13.37 13.37 2.21 262.24 33.00 28.40 33.00 0.70 17.20 0.86 1.00 1.00 0.02 0.69 0.59 0.71 1 3 ROOF BEAM 4 - 3 PT. DEPTH AREA SOX SIX AXIAL FORCE MOMENT -ALLOW FA STRESSES- FBO FBI SHEAR FORCE ALLOW ---STRESS RATIOS --COMB CONT NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) SHEAR (KIPS) QS QA CB O.FL I.FL STRESS COMB AXIAL BENDG BENDG RATIO M V 1* 11.88 3.26 13.37 13.37 2.65 -304.95 33.00 33.00 28.40 5.12 12.90 0.86 1.00 1.29 0.02 0.69 0.80 0.83 1 1 2 11.88 3.26 13.16 13.16 2.65 -157.90 33.00 33.00 28.40 5.12 12.90 0.86 1.00 2.30 0.02 0.39 0.42 0.45 1 1 3 11.88 3.26 13.37 13.16 -0.54 -106.43 43.99 43.99 28.75 3.82 12.90 0.86 1.00 1.13 0.00 0.20 0.28 0.28 2 1 4 11.88 3.26 13.16 13.16 2.42 212.67 33.00 28.40 33.00 2.35 12.90 0.86 1.00 1.43 0.02 0.57 0.53 0.59 1 1 5 11.88 3.26 13.16 13.16 2.30 264.80 33.00 28.40 33.00 0.88 12.90 0.86 1.00 1.10 0.02 0.71 0.66 0.73 1 1 6* 11.88 3.26 13.37 13.37 2.21 262.24 33.00 28.40 33.00 0.70 17.20 0.86 1.00 1.00 0.02 0.69 0.59 0.71 1 2 DATE: 12/07/99 F R A M E D.E S I G N - C O N T R O L L I N G S T R E S S TIME: 02:33 PM CADDS PAGE:F 35 ------------------- ORDER # 056433 BUILDER'- NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR-ACCOUNT-#--20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME NORFIELD INDUSTRIES ENGR GRP Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # '2 DESCRIPTION LRF 40'-0" 14'-0", 12 PSF 80 MPH UBC 97 1.000 TO 12 ------------------------------------------------------------- COLUMN 5 - 4 AXIAL '-ALLOW STRESSES- SHEAR ALLOW ---STRESS RATIOS --COMB CONT PT. DEPTH AREA SOX SIX FORCE MOMENT FA FBO FBI FORCE SHEAR QS QA CB O.FL I.FL STRESS COMB NO. (IN) (IN2) (IN3) (IN3) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) (KIPS) AXIAL BENDG BENDG RATIO M V 1* 8.00 3.10 8.47 10.20 6.06 0.00 32.61 31.37 33.00 -2.13 17.16 0.99 1.00 1.75 0.06 0.00 0.00 0.06 1 1 2 9.23 3.25 10.09 12.06 6.06 -95.77 33.00 33.00 23.57 -2.13 17.03 0.99 1.00 1.75 0.06 0.29 0.34 0.39 1 1 3 10.47 3.39 11.78 13.76 6.02 -191.59 33.00 '33.00 23.57 -2.13 14.95 0.98 1.00 1.75 0.05 0.54 0.59 0.64 1 1 4* 12.00 3.58 13.95 16.43 5.98 -310.23 33.00 33.00 23.57 -2.14 12.90 0.97 1.00 1.75 0.05 0.67 0.80 0.85 1 1 F R'A M E D E S I G N - W E L D S U M M A R Y DATE:, 12/07/99 TIME: 02:33 PM CADDS -------------------------------------- J- - - - - - - - - -.-.- - - - - - - - - - - - - - PAGE:F 36 ORDER # 056433 BUILDER- NORTH - - - - - - - - - - - - - - - - - - - - - - VALLEY READY MIX BLDR ORDER - - - - - - - - # 99-59 - - - - - - - - - - - - - - - - - - - - - - - - - - - - BLDR ACCOUNT #--20-04-007-90' ------------ ----------- . - - 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP- - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-0" 12 PSF -------------------------------------------------------------------------------------------- 80 MPH UBC 97 1.000 TO 12 PART WEB WEB FLG-TO-WEB FILLET ALLOW CONTROLLING NO. SECT THK STRESS SIZE SHEAR MEMB ANAL LOAD (IN) (KIPS/IN) (KIPS/IN) NO. PT COND OV47942 1 0.120 0.253 1/8 2.620 1 1 1. OV47944 1 0.120 0.354. 1/8 2.620 2 1 1 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD DATE: 12/07/99 ' F I N A L F R A M E D E S I G N - S P L I C E S U M M A R Y TIME: 02:33 PM CARDS ----------------------------------- t PAGE:F 37 # 056433` BUILDER BLDR CONTACT - BOB PARSONS - NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 2 DESCRIPTION (TYPE) (WIDTH) LRF 40'-0" (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) ------------------------------------------------------------------------- 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO' TYPE MOD SEQ NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS O1 COLUMN 00 1 1 1 DL + WLL -2.21 2.59 0.00 DL + WLL -2.21 2.59 0.00 02 2 4 DL + WLL -2.35 0.89 223.77 03 COLUMN O1 1 4 DL + LL 5.95 -2.22 -310.23 1 DL + WLR -2.21. 2.59 0.00 04 DL + WLR -2.21 2.59 0.00 2 4 DL + WLR -2.35 0.89 223.77 05 BEAM O1. 1 DL + LL 5.95 -2.22 -310.23 2 6 DL + LL 2.21 -0.18 262.24 DL + WLL -0.68 -0.59 -73.99 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE.FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS . F R A M E D E S I G N. - R E A C T I O N S DATE: 12/07/99 ' TIME: 02:33 PM CADDS ---------------------------------------------------------------------------------------------------------------- PAGE:F 38 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE.# 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) .(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # -------------------------------------------------------------------------------------------------------------------------- 2 ..•DESCRIPTION LRF 40'-0" . 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2---3---4 V KIPS Vertical Force Up +---H / 1 5 Z ** P Delta Analysis Performed ** No. Loading Combination 1H 1V 5H 5V Sum H Sum V 1 DL + LL 2.22 6.03 -2.22 6.03 0.00 12.06 2 DL + WLL -2.59 -2.21 -0.97 -0.93 -3.55 -3.14 3 DL + WLR 0.97 -0.93 2.59 -2.21 3.55 -3.14 4 DL + EQL/1.4 0.15 1.05 -0.70 1.41 -0.55 2.46 5 DL + EQR/1.4 0.70 1.41 -0.15 1.05 0.55 2.46 6 PDL+0.70PL+2.80EQL not applicable 7 PDL+0.70PL+2.80EQR not applicable 8 0.85PDL + 2.80EQL not applicable 9 0.85PDL + 2.80EQR not applicable 10 DL +2.80EQL not applicable 11 DL +2.80EQR not applicable 12 DL + EWP 0.28 -1.57 -0.28 -1.57 0.00 -3.14 ID Load Case 1H 1V 5H 5V Sum H Sum V DL DEAD LOAD 0.43 1.23 -0.43 1.23 0.00 2.46 LL LIVE LOAD 1.79 4.80 -1.79 4.80 0.00 9.60 WLL WIND LOAD LEFT -3.01 -3.44 -0.54 -2.16 -3.55 -5.60 WLR WIND LOAD RIGHT 0.54 -2.16 3.01 -3.44 3.55 -5.60 EQ SEISMIC LOAD -0.38 -0.25 -0.38 0.25 -0.76 0.00 SLL MIN SNOW LOAD LEFT 0.90 3.67 -0.90 1.13 0.00 4.80 SLR MIN SNOW LOAD RIGHT 0.90 1.13 -0.90 3.67 0.00 4.80 EWP EW WIND PRESSURE -0.14 -2.80 0.14 -2.80 0.00 -5.60 EWS EW WIND SUCTION -0.14 -2.80 0.14 -2.80 0.00 -5.60 PDE P Delta Unit Story S 0.00 -0.33 0.00 0.33 0.00 0.00 F I N A L •' F.,R A M E DES IGN - S T R E S S S U M M A R Y DATE: 12/07/99 TIME: 02:33 PM CADDS PAGE:F 39 ORDER # 056433 1. BUILDER - NORTH VALLEY READY MIX------ BLDR ORDER # 99-59 BLDR ACCOUNT # 20'-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROD NAME - NORFIELD INDUSTRIES ENGR GRP Visalia. (TYPE) .(WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF. 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------- MEMBER NO. 1 JOINT 1 - 2 ---------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.15 55. 3 4.64 FT 8.00 IN 12.00 IN 5.000 X .188 .120 5.000 X .250 0.852 1 CONTROLLING ACTIONS ---AXIAL-- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- --------------SHEAR --------------- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 5.98 -310.23 1.67 -22.24 -18.89 33.00 33.00 23.57 -2.14 12.90 0.166 1 MEMBER NO. 2 JOINT 2 - 3 ----------------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT .NO. (FT) STRESS SEGS SIZE START END 1 20.00 55. 5 5.00 FT 11.88 IN 11.88 IN CONTROLLING ACTIONS WEB OUTER FL. THK. 5.000 X .188 .120 ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 2.65 -304.95 0.81 -22.80 -22.80 33.00 33.00 28.40 MEMBER NO. 3 ---------------------------------- JOINT 4 - 3 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. 1 20.00 55. 5 5.00 FT 11.88 IN 11.88 IN 5.000 X .188 .120 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES --- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 1 2.65 -304.95 0.81 -22.80 -22.80 33.00 33.00 28.40 COMB. STRESS LOAD INNER FL. RATIO COND 5.000 X .188 0.828 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 5.12 12.90 0.397 1 COMB. STRESS LOAD INNER FL. RATIO GOND 5.000 X .188 0.828 1 --------------SHEAR-------------- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) . RATIO COND 5.12 12.90 0.397 1 FINAL' F R.A M E DES I G.N - S T R E S S S U M M A R Y DATE: 12/07/99 CADDS TIME: 02:33 PM ----------------------------------- PAGE:F 40 -----=--------------------------- - ---------------------------------------------------------------- ORDER # 056433 BUILDER -. NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT #' 20-04-007-90 BLDR CONTACT - BOB PARSONSBLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 -------------------------------------------------------------------------------------------------------------- MEMBER NO. 4 JOINT' S - 4 -------------------------- ------- SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS. SEGS SIZE START END OUTER FL. THK. INNER FL. RATIO COND 1 12.15 55. 3 4.64 FT 8.00 IN 12.00 IN 5:000 X .188 .120 5.000 X .250 0.852 1 CONTROLLING ACTIONS ---AXIAL--- ---MAXIMUM STRESSES--- ---ALLOWABLE STRESSES--- -------------- SHEAR: ----------_-- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 5.98 -310.23 1.67 -22.24 -18.89 33.00 33.00 23.57 -2.14 12.90 0.166 1 POSITIVE DEFLECTION DIRECTION R H INCHES Horiz. Deflection to Right V 2---3---4 V INCHES Vertical Deflection Up +---H 1 5 z ** P Delta Analysis Performed ** No. J O I N T D E F L E C T I O N S 3H 3V DATE: 12/07/99 4V 1 DL + LL N • TIME: 02:33 PM 0.000 -1.826 0.146 -0.007 2 CADDSPAGE:F ---------------------------------------------------------------------------------------------------------------------.. N 1.336 -0.016 1.292 0.526 41 ORDER # 056433 " BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-59 N BLDR ACCOUNT # '20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia N (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) 0.003 DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" . 14'-0" ------------------------------------------------------------------------------------------------- 12 PSF 80 MPH UBC 97 1.000 TO 12 -0.332 POSITIVE DEFLECTION DIRECTION R H INCHES Horiz. Deflection to Right V 2---3---4 V INCHES Vertical Deflection Up +---H 1 5 z ** P Delta Analysis Performed ** No. Loading Combination Cd 2H 2V 3H 3V 4H 4V 1 DL + LL N -0.146 -0.007 0.000 -1.826 0.146 -0.007 2 DL + WLL N 1.336 -0.016 1.292 0.526 1.251 0.020 3 DL + WLR N -1.251 0.020 -1.292 0.526 -1.336 -0.016 4 DL + EQL/1.4 N 0.305 -0.006 0.332 -0.353 0.361 0.003 5 DL + EQR/1.4 N -0.361 0.003 -0.332 -0.353 -0.305 -0.006 12 DL + EWP N 0.029 0.002 0.000 0.402 -0.029 0.002 FRAME DESIGN - M E M B E R D E F'L E C T I O N S DATE: 12/07/99 TIME: 02:33 PM CADDS ---------------------------------------------------------------=---------------------------------------------------. PAGE:F 42 ORDER # 056433 BUILDER '- NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90' BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION ---------------.-------------------------------------------------------------------------------------------------------------------- LRF 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 POSITIVE DEFLECTION DIRECTION R H INCHES Horizontal to the Right V +-2-+-3-+ V INCHES Vertical Up +---H 1 4 Z MAXIMUM MEMBER DEFLECTIONS MEMBER 1H MEMBER 2V MEMBER 3V MEMBER 4H No. Loading Combination PT DEFL PT DEFL PT DEFL PT DEFL 1 DL + LL 3 -0.322 7 -1.826 7 -1.826 3 0.322 2 DL + WLL 5 1.336 7 0.526 4 0.602 5 1.251 3 DL + WLR 5 -1.251 4 0.602 7 0.526 5 -1.336 4 DL + EQL/1.4 5 0.305 5 -0.360 7 -0.353 5 0.361 5 DL + EQR/1.4 5 -0.361 7 -0.353 5 -0.360 5 -0.305 12 DL + EWP 3 0.053 7 ' 0.402 7 0.402 3 -0.053 ' - FINAL FRAME. DES I GN - 'FRAME LAYOUT - DATE: 12/07/99 TIME: 02:33 PM CADDS ------------------------------------------------------------------- -ORDER # 056433 - '.*BUILDER NORTH VALLEY READY MIX BLDR CONTACT - BOB PARSONS ----------------------------------- BLDR ORDER # 99-59 -------------- BLDR ACCOUNT #--20-04-007-90 BLDR PHONE # 916-345-7296 PROJ•NAME - NORFIELD INDUSTRIES ENGR GRP' - Visalia. (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-0" --------------------------------------------------------------------------------- 12 PSF 80 MPH UBC 97 1.000 TO 12 LEFT SIDE RIGHT SIDE SLOPE (P/12.) = 1.000 SLOPE (P/12.) = 1.000 DIST. TO RIDGE = 20.000 FT. - DIST. TO RIDGE = 20.000 FT. COLUMN OFFSET = 8.000 IN. COLUMN OFFSET = 8.000 IN. GIRT DEPTH = 8.000 IN. GIRT DEPTH - 8.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) PURLIN DEPTH = r 8.000 IN. SPAN WIDTHS (LEFT TO RIGHT) SPAN 1 = 40.000 FT. -R- OV47944 OV47944 0 0 V V 4 4 7 7 9 9 4 4 2 2 1 F I'N A L FRAME D E.S IGN DATE: 12/07/99 CADDS TIME: 02:33 PM -----------------------------------------------------•----------------------------------------------------------------- PAGE:F 43 ORDER # 056433 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT"# 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE.# 916-345-7296 PROJ.NAME - NORFIELD INDUSTRIES ENGR GRP' - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EXDS 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT. SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE _ COLUMN OFFSET = GIRT DEPTH = PURLIN DEPTH = LEFT SIDE RIGHT SIDE 13.669 F'R A.M'E D E S I G N - G E N E R A L I N F O R M A T I O N FT. 13.000 DATE: 12/07/99 13.056 FT. 13.056 FT. 1.000 1.000 0.125 IN. 0.125 IN. CADDS TIME: 02:33 PM ------------------------------------------------------= 20.000 FT. 8.000 IN., 8.000 PAGE:F 44 ORDER # 056433 --------------------------------------------------------------------------- BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-59 8.000 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916.-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EXDS 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 EAVE HEIGHT = FRAME HEIGHT = COL. CLEAR HT. SLOPE (P/12.) _ SW R -BEAM OFFSET = DIST. TO RIDGE _ COLUMN OFFSET = GIRT DEPTH = PURLIN DEPTH = LEFT SIDE RIGHT SIDE 13.669 FT. 13.669 FT. 13.000 FT. 13.000 FT. 13.056 FT. 13.056 FT. 1.000 1.000 0.125 IN. 0.125 IN. 20.000 FT. 20.000 FT. 8.000 IN., 8.000 IN. 8.000 IN. 8.000 IN. 8.000 IN. 8.000 IN. (PURLIN UNINSULATED) --------------------- JOINT DATA-----------= JOINT X-COORD Y-COORD DEGREE -OF -FREEDOM NUMBER FT FT X Y MZ Z MX 1 Deleted 2 Deleted 3 20.000 14.667 1 0 0 1 0 4 20.000 0.000 1 1 0 1 5 Deleted 6 Deleted SPAN NO. WIDTH MISCELLANEOUS PROPERTIES 1 TO 2 20.000 FT MODULUS OF'ELASTICITY = 29000 KSI CMX = 0.850 CMX(stepped column/no wind) = 0.950 CMY(pinned in minor axis) = 0.600 CMY(fixed in minor axis) = 0.400 ENDWALL _ FRAME OFFSET 24.000 IN. POST OFFSET = 1.000 IN. ------------------------------ MEMBER DATA --------------- MEMBER MOM. RELEASE K VALUES NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 Deleted 2 Deleted 3 4- 3 Rotated 0 0 1.00 1.00 4 Deleted 5 Deleted ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) F RAM E' DES I G'N .- .,SE CONDARY / B R A C E. L O C A T I O N S DATE: 12/07/99 TIME: 02:33 PM CADDS PADDS 45 ------------------------------ ----------------------------------------------------------------------------------------------------- ORDER # 056433 BUILDER NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EXDS 40'-0" .. 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 ---------------------------------------------------------------------------------------------------- DIST - Distance to secondary from the end.of the member in FEET. BRACE - Minor axis secondary bracing code as follows: ACCUM - Distance to purlin from the low sidewall in FEET. No support ID - B Base, G Girt, P Purlin, E Eave strut, O Other, O -IF Outside and Inside flange braced L Landmark 2000 truss purlin. MAJOR Major axis brace point indicator. ( YES or NO ) NOTE: BRACE FORCE is the required support force (in kips) perpendicular to the flange COLUMN 4- 3 BRACE DIST ID BRACE MAJOR FORCE 0.00 B O -IF YES 7.50 G O -IF NO 14.67 O O -IF YES 15.34 E NO . F R A M E D E S I G N - C O N V E N T I O N S DATE: 12/07/99 TIME: 02:33 PM CADDS --------------------------------------------------------------------------------------------------------------------- PAGE:F 46 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX' BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME -.NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME ----------------------------------------------------------------------------------------------------------------------------------- # 3 DESCRIPTION EXDS 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 GENERAL In general, forces and coordinates follow the right hand rule. The X axis is horizontal and posi- V tive to the right. The Y axis is vertical and posi- `I tive upward. The Z axis is normal to the X and Y axis, and is positive out of this plane. Positive +---H moments about the X, Y, and Z axis are counter- / clockwise as viewed looking toward the origin of the Z axis. APPLIED LOADS For load application, vertical and horizontal distances are measured from an origin point at the left structure line and the base of the left exterior column. UNIF - Uniformly distributed loads. These loads can be in X ( horizontal ), Y ( vertical ), or Z ( normal, out -of -plane ) direction. The magnitude of the load is kips/foot. The distances are the location of the start and the end of the load, along the axis of the member. TAPR - Tapered distributed loads. The magnitude in kips/foot of each end of the load is given. Loads can be in the X, Y, or Z direction. Distances are measured along the axis of the member. CONC - Concentrated load. This load can be a force in the X or Y direction or a moment about the Z axis. The location of the load is measured along the member. The load exists at the neutral axis of the member, or at the outer or inner flange of the member. MCONC -.Moment producing concentrated load. This load type is similiar to a concentrated load except the location of the load is given in global coordinates, and can exist off the member. ZCONC - Out -of -plane concentrated load. This load can be a moment about the global X or Y axis, or a force in the Z axis direction. SCRAN -.Special load for crane loads. This is similiar to the MCONC load except that the moment is in the minor axis direction of the member and is supported by only one flange. DISTANCE TO SECONDARY MEMBERS AND ANALYSIS POINTS Columns use the vertical distance measured from the base plate of the column. Roofbeams use the horizontal distance measured from the start of the member. In the case of exterior roofbeams, the start of the member is at the exterior structure line. MEMBER FORCES Positive axial force, the member is in compression. Positive shear force, outward force on the end of the member. Positive moment, compression on the outer flange. FRAME REACTIONS Reactions use the global coordinate system. A positive horizontal (H) force is to the right. A positive vertical (V) force is upwards. A positive in -plane moment (M) is counter- clockwise in the X -Y plane. A positive out -of -plane force (Z) is out of the X -Y plane. A positive out -of -plane moment (MX) is counter clockwise about the X axis ( near side rotating down ). , GENERAL BUILDING INFORMATION DESIGN BAY F R A M E D E S I G N - L O A D S U M M A R Y PANELS TYPE DESCRIPTION WEIGHT DATE: 12/07/99 BRII 26STL 0.87 PSF ROOF BRII 28STL 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL CADDS TIME: 02:33 PM ------------------------------------------------------------------------------------------------------------- BRII • .26STL 0.87 PSF BUILDING USE AND LOCATION PAGE:F 47 '. ORDER # 056433 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-59 USE CATEGORY BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) -,(WIDTH) (HEIGHT) (LIVE) (WIND)• (CODE/YEAR) (SLOPE) LOAD DESIGN SYSTEM FRAME -------------------------------.---------------------------------------------------------------------------------------------------- # 3 '.DESCRIPTION EXDS 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 LEFT ROOF GENERAL BUILDING INFORMATION DESIGN BAY = 0.000 FT. = UBC - 1997 TOTAL BUILDING LENGTH = 60.000 FT. DEAD LOAD PANELS TYPE DESCRIPTION WEIGHT LEFT SIDEWALL BRII 26STL 0.87 PSF ROOF BRII 28STL 2.22 PSF (INCLUDING ALLOWANCE FOR SECONDARIES) RIGHT SIDEWALL BRII 26STL 0.87 PSF ENDWALL BRII • .26STL 0.87 PSF BUILDING USE AND LOCATION STATE = CALIFORNIA COUNTY = BUTTE (INLAND) USE CATEGORY = 4 (GENERAL USE) TERRAIN CAT/WIND EXP = B APPLIED LOADINGS BUILDING CODE = UBC - 1997 DEAD LOAD (DL ) = 2.220 PSF + FRAME DL COLLATERAL LOAD (CLL) = 0.000 PSF ROOF LIVE LOAD (LL ) = 12.000 PSF MIN COUNTY GROUND SNOW LOAD = 0 PSF INCLUDES 1.00 IMPORTANCE FACTOR MIN County Rain on Snow = 0.0 PSF Roof Exposure = Partially Exposed Roof Thermal Condition = Normal COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 166.67% 1.00 20.00 RIGHT ROOF 166.67% 1.00 20.00 • F R A M E D E S I G N - L O A D S U M M A R Y DATE: 12/07/99 TIME: 02:33 PM CADDS ----------------------------------------------------------------------------------------------------------------------------------- PAGE:F 48 ORDER # 056433 'BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 ----------------------------------------------------------------------------------------------------------------------------------- DESCRIPTION EXDS 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 UNBALANCED SNOW LOADS (SLL), (SLR) ROOF LIVE LOAD (LL ) _. 12.000 PSF COEFFICIENTS TRIBUTARY LOAD LOAD NET ROOF LOAD FACTOR COEFF (PSF) LEFT ROOF 166.67% 1.00 20.00 RIGHT ROOF 166.67W 1.00 20.00• WIND LOADS WIND LOAD LEFT = 80.000 MPH ( 10.000 PSF) MIN COUNTY WIND SPEED = 76 MPH WIND LOAD RIGHT = 80.000 MPH ( 10.000 PSF) INCLUDES 1.00 IMPORTANCE FACTOR WIND UPLIFT = 80.000 MPH ( 10.000 PSF) WIND LOAD CASE = 1 WIND ENCLOSURE = ENCLOSED COEFFICIENTS WIND FROM LEFT WIND FROM RIGHT INTERNAL PRESSURE INTERNAL SUCTION (WLL) (WLR) (IP ) (IS ) LEFT SIDEWALL 0.000 0.000 0.000 0.000 LEFT ROOF 0.000 0.000 0.000 0.000 RIGHT ROOF 0.000 0.000 0.000 0.000 RIGHT SIDEWALL 0.000 0.000 0.000 0.000 ENDWALL WIND PRESURE ENDWALL WIND SUCTION (EWP) (EWS) ENDWALL 0.800(PRESSURE) -0.700(SUCTION ) F R A•M E D E S I G N - L O A D S U M M A R Y DATE: 12/07/99 CADDS TIME: 02:33 PM PAGE:F 49 - --------------------------------------------------------------------------------------------------------------------- ORDER # 056433 BUILDER - NORTH VALLEY READY MIX BLDR ORDER #•99-59. BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EXDS 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- SEISMIC LOADS (EQ ) PERCENT SNOW LOAD 0.000%; Seismic W - LEFT ROOF - 4 220 PSF SEISMIC ZONE = 3 MIN CTY SEISMIC ZONE 3 STORY DRIFT LIMIT 0.025 OMEGAO DEFLECT AMPLIF FACTOR = 2.800 Seismic W - RIGHT ROOF R FACTOR I FACTOR Na LATERAL FACTOR SOIL PROFILE Nv FACTOR Ct FACTOR T FACTOR Ca FACTOR Cv FACTOR p FACTOR NET SEISMIC'FACTOR = 4.220 PSF 4.500 = 1.000 = 1.000 D 1.000 = 0.035 0.253 = 0.360' 0.540 1.500 0.300 F-R A M E =D'E S I G N L 0 A D C O M B I N A T I O N S ' DATE: 12/07/99 CADDS TIME: 02:33 PM PAGE:F 50 ------------------------------------------------------------------------------------------------------------------------ ORDER # 056433 BUILDER.- NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT'- BOB PARSONS- BLDR PHONE #' 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 :DESCRIPTION EXDS 40'-0", 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 ------------------------------------------------------------------------------------------------------------------------------ LCN LOAD DESCRIPTION STRESS MEMB P DELTA DESIGN LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE STR LAT LONG CATEGORY PERCENT PERCENT PERCENT PERCENT PERCENT 1 •DL + EWP 1.333 N N N Std Des 100.00 DL 100.00 EWP, 2 DL + EWS 1.333 N N N' Std Des 100.00 DL 100.00 EWS F R A.M E D E S I G N - A P P L I E D L O A D S DATE: 12/07/99 TIME: 02:33 PM CADDS -------------------- ------------------------------------------------------------------------------------------------ PAGE:F 51 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR-ACCOUNT-#---20-04-007-90 # '20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EXDS 40'-0" 14'-0" 12 PSF 80 MPH, ------------------------------------------------------------- UBC 97 1.000 TO 12 LOAD CASE (EWP) EW WIND PRESSURE LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT' FT X Y Z LOCATION EWP 3 4'- 3 UNIF 0.00 15.34 0.000 K/FT 0.000 K/FT -0.160 K/FT. LOAD CASE (EWS) EW WIND SUCTION LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION EWS 3 4 - 3 UNIF 0.00 15.34 0.000 K/FT 0.000 K/FT 0.140 K/FT ' I)ATNt "1.2/0'7/99 FRAME DP131aN - nrhC-pT N FR(�k�@R')'7:I�f_I TIME: 02:33 PM CADDS :. ......---------------- -----•------------------------------------' PAGE•F 52 ORDER # 056433 BUILDER NORTH VALLEY READY MIX -------------------- BLDR ORDER # 99-59 ------------ '-- BLDR CONTACT -'BOB PARSONS BLDR PHONE # 916-345-7296 PROJ•NAME - NORFIELD INDUSTRIES BLDR ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME # 3 (TYPE) .(WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) ENGR GRP - (SLOPE) Visalia DESCRIPTION EXDS 40'-0" ...-14'-0" 12 PSF ------------------------------------------------------- 80 MPH UBC 97 1.000 TO 12 .> MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE 5.000 X 0.188 WEB = 0.120 INNER FLANGE = 5.000 X 0.188 ANAL SEC DIST PTS. NO. (FT) DEPTH (IN) AREA (IN2) IX (IN4) (IN4) IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI ;x (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1' 0.00 2 3.75 7.88 7.88 2.78 2.78 32.00 3.92 1.34 1.34 3.39 1.19 1.34 1.34 8.38 8.38 62.50 7.50 7.50 3 7.50 7.88 2.18 32.00 32.00 3.92 3.92 1.34 1.34 3.39 1.19 1.34 1.34 8.38 8.38 62.50 7.50 7.50 4 11.08 7.88 2.78 32.00 3.92 1.34. 1.34, 1.34 1.34 3.39 3.39 1.19 1.34 1.34 8.38 •8.38 62.50 7.50 7.50 5 14.66 7.88 2.78 32.00 3.92 1.34• 1.'34 3.39 1.19 1.19 1.34 1.34 8.38 8.38 62.50 7.17 7.17 1.34 1.34 8.38 8.38 62.50 7.17 7.17 DATE: 12/07/99 -;FRAME :,DES IGNCONTROLL - ING S.TRES S :i TIME: 02:33 PM ---------------------------=- CADDS ! ORDER # 056433 •. ----- BUILDER - -------------------------------- NORTH VALLEY READY MIX ----------------------------- ---------------------- PAGE:F 53' r'' BLDR CONTACT -.BOB PARSONS BLDR PHONE # ." BLDR 916-345-7296 ORDER'# PROJ NAME 99-59 BLDR ACCOUNT # 20-04-007-90' DESIGN SYSTEM FRAME # 3 DESCRIPTION (TYPE), (WIDTH) EXDS '(HEIGHT) (LIVE) - NORFIELD (WIND) INDUSTRIES (CODE/YEAR) ENGR GRP - (SLOPE) Visalia 40'-0" . : 14'-0" 12 PSF 80 MPH -------------------------------------------------- UBC 97 1.000 TO 12 COLUMN 4 - 3 Rotated 90 degrees PT. DEPTH AREA SOX SIX AXIAL FORCE MOMENT -LLOW FSSTTRESSEES- FORCE SHE ALLOW ---STRESS RATIOS --COMB CONT NO. (IN) (IN2) (IN3) (IN3) ' (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) SHEAR (KIPS) QS 4A CB O.FL I.FL STRESS COMB AXIAL BENDG BENDG RATIO M V 1* 7.88 2.78 2 7.88 2.78 8.13 8.13 8.13 8.13 0.14 0.00 37.08 42.09 43.99 0.57 22.71 0.99 0.85 1.75 0.00 3 7.88 2.78 8.13 8.13 0.14 25.69 0.10 51.38 43.99 42.09 43.99 0.57 22.71 0.99 1.00 1.75 0.00 0.00 0.00 0.08 0.07 0.00 1 1 4 7.88 2.78 8.13 8.13 0.07 23.19 43.99 43.99 42.09 43.99 43.03 -0.66 22.71 0.99 1.00 1.75 0.00 0.15 0.14 0.08 0.15 1 1 1 1 5* .7.88 2.78 8.13 8.13 0.03 -5.00 43.99 43.99 43.99.43.03. -0.66- 22.71 0.99 1.00 1.85 0.00 0.07 0.06 0.07 1 1 - -0.66 22.71 0.99 1.00 1.85 0.00 0.01- 0.01 0.01 1 '1 DATE: TIME: 12/07/99 02:33 PM F RAM E D E S I G N' - W E L D S U M M A R Y CADDS ORDER # 056433 BLDR CONTACT - BOB ' DESIGN SYSTEM FRAME ---------- BUILDER"- NORTH VALLEY READY MIX ' PARSONS BLDR ORDER BLDR PHONE•# 916=345-7296 PROJ NAME (TYPE) (WIDTH) (HEIGHT) (LIVE) # 3 DESCRIPTION EXDS. 40'-0" 14'-0" 12 PSF --------------- # 99759 - NORFIELD INDUSTRIES (WIND) (CODE/YEAR) 80 MPH UBC 97 -------------------------------------- --------------------------- BLDR ACCOUNT # ENGR GRP - (SLOPE) 1.000 TO 12 PAGE:F 54 20-04-007-90 Visalia PART NO. WEB WEB FLG-TO-WEB FILLET ALLOW SECT THK STRESS SIZE SHEAR (IN) (KIPS/IN) (KIPS/IN) CONTROLLING MEMB ANAL LOAD NO. PT COND OV47946 1 0.120 0.056 1/8 2.620 3 3 1 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE.LOAD DATE: 12/07/99 F: I`. N A L."- :F RA M 'E, D E S I G N - S P L I C E S U M M A R Y ' TIME: 02:33 PM ' ------------------------- ORDER # 056433 ' --------------------------------CADD ----------�'=-------------------------___________ BUILDER NORTH VALLEY READY MIX PAGE:F 55 BLDR CONTACT - BOB BLDR ORDER # PARSONS BLDR PHONE # 916-345-7296 PROJ.NAME 99-59 007-90 BLDENGRCT # - (TYPE) :(WIDTH) (HEIGHT) (LIVE) DESIGN SYSTEM FRAME # 3 ..DESCRIPTION EXDS NORFIELD (WIND) INDUSTRIES (CODE/YEAR) GRP Visalia" (SLOPE) 40'-0" 14'-0" 12 PSF 80 MPH ---------------------- UBC 97 1.000 TO 12 SPLICE- ' NO LOCATION MEMBER ANALYSIS CONTROLLING AXIAL TYPE MOD SEQ SHEAR MOMENT ------------------------ ,NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS O1 COLUMN O1 1 3 1 NO NET TENSION 0.00 0.00 0.00 02NO NET TENSION 0.00 2 0.00 0.00 _ 5 DL + EWS -0.57 0.03 0.00 DL + EWS -0.57 .0.03 0.00 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS DATE: 12/07/99 F R A M E D E S I G N - R E A C T I O N S TIME: 02:33 PM ' ----------------------------- CADDS • ORDER 056433 BLDR CONTACT ----------------------------------------- BUILDER'- NORTH VALLEY READY MIX -------------------------------------------------------------- ORDER PAGE:F 56 - BOB PARSONSBLDR BLDR PHONE # 916-345-7296 PROJ NAME # 99-59 BLDR ACCOUNT # 20-04-007-90 ' DfiSIGN SYSTEM FRAME ' (TYPE) (WIDTH) (HEIGHT) # 3 DESCRIPTION EXDS (WIDTH)H (LIVE) - NORFIELD INDUSTRIES (WIND) (CODE/YEAR) ENGR GRP - (SLOPE) Visalia POSI------------------------------------------- 0 '= "----12-PSF 80 MPH UBC 97 1.000 TO 12 TIVE REACTION DIRECTION V KIPS Vertical Force Up Z KIPS Horizontal Out of Plane No. Loading Combination 1 DL + EWP 2 DL + EWS ID Load Case DL DEAD LOAD EWP EW WIND PRESSURE EWS EW WIND SUCTION 3Z 1.28 -1.12 3Z 0.00 1.28 -1.12 V 2 1 +---H / Z 4V 4Z 0.14 1.17 0.14 -1.02 4V 4Z 0.14, 0.00 0.00 1.17 0.00 -1.02 3 I 4 Sum V 0.14 0.14 Sum V 0.14 0.00 0.00 [-9 Sum Z 2.45' -2.15 Sum Z 0.00 2.45 -2.15 DATE: 12/07/99 FINAL"•FRAME DESI.GN - STRESS SUMMARY TIME: 02:33 PM CARDS ....... ---------------- PAGE:F 57 ''" ____ ORDER # 056433 BUILDER - NORTH VALLEY READY MIX ------------------------------- BLDR ORDER # ----------------'---- 99-59 BLDR CONTACT'- BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - BLDR ACCOUNT # NORFIELD INDUSTRIES - 20-04-007-90 DESIGN SYSTEM FRAME # 3 (TYPE)- (WIDTH) ..(HEIGHT) DESCRIPTION (LIVE) ENGR GRP ODE/YEAR) (WIND) (C(SLOPE) Visalia .,: EXDS 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 MEMBER NO. 3 JOINT 4 - ------------------------- 3' Rotated 90 degrees ----------------------- • SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH -AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. COMB. STRESS LOAD INNER FL. RATIO COND 1 14.67 . 55. 4 3.75 FT 7.88 IN 7.88 IN 5.000 X 188 .120 5.000 X 188 0.151 1 CONTROLLING ACTIONS- ' ---AXIAL--- --- MAXIMUM -STRESSES --- ---ALLOWABLE STRESSES--- SECT. FORCE MOMENT AXIAL FBO FBI FA FBO -------------- SHEAR -------------- NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) FBI (KSI) (KSI) FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND j; 1 0.10 51.38 0.04 6.32 6.32 43.99 42.09 43.99 -0.66 22.71 0.029 1 FRAME 'D E DATE: 12/07/99 S IGN — J O I N T D E F L E C T I O N S TIME: 02:33 PM CADDS PAGE:F 58 ORDER 056433 BUILDER'- NORTH VALLEY READY BLDR CONTACT - BOB PARSONS BLDR PHONE MIX # BLDR ORDER -------------------------------- # 99-59 BLDR ACCOUNT # ------ 20-04-007-90 (TYPE) 916-345-7296 (WIDTH) (HEIGHT) PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 3 .DESCRIPTION EXDS 40'-0" 14'-0" (LIVE) 12 PSF (WIND) (CODE/YEAR) 80 (SLOPE) ------------------------------------------------------------------ MPH UBC 97 1.000 TO 12 POSITIVE DEFLECTION DIRECTION H INCHES Horiz. Deflection to Right V 2 3 5 - V INCHES Vertical Deflection Up +---H / 4 Z No.-Loading,Combination Cd 3V - 1 DL + EWP N 0.000 2 DL + EWS N 0.000 DATE: 12/07/99 FRAME D'E S I G N- M E M B E R D E F L E C T I O N S '. TIME: 02:33 PM ------------------------------_______________ CADDS ORDER # 056433 BUILDER-- NORTH VALLEY READY MIX ----------- PAGE:F 59 BLDR CONTACT - BOB PARSONS- BLDR PHONE # 916-345-7296 BLDR ORDER PROJ-NAME # 99-59 BLDR ACCOUNT # 20-04-007-.90 ' DESIGN SYSTEM FRAME (TYPE) # 3. DESCRIPTION (WIDTH) (HEIGHT)• (LIVE) - NORFIELD (WIND) INDUSTRIES (CODE/YEAR) ENGR GRP -.,Visalia EXDS 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 ----- 1.00OOPE)12 TO ' POSZTI ' VE DEFLECTION DIRECTION H INCHES Horizontal to the Right V + + V INCHES Vertical Up I I A +---H 3 Z/ MAXIMUM MEMBER DEFLECTIONS MEMBER 3H• No. Loading Combination PT DEFL 1 DL + EWP 3 0.130 2 DL + EWS 3 -0.114 DATE: - 12/07/99 FINAL FRAME DE S I GN - FRAME LAYOUT • TIME: 02:33 PM CADDS ORDER BLDR CONTACT # 056433 BUILDER - NORTH VALLEY READY MIX - BOB PARSONS -BLDR-ORDER # 99-59 BLDR ACCOUNT 20-04-007-90 BLDR PHONE # 916-345-7296 (TYPE). (WIDTH) -PROJ NAME - NORFIELD INDUSTRIES # ENGR GRP - Visalia DESIGN SYSTEM FRAME # 3 (HEIGHT) DESCRIPTION EXDS 40'-0" (LIVE) (WIND) (CODE/YEAR) (SLOPE) 14'-0" 12 PSF 80 MPH ------------------------------------------------- UBC 97 1.000 TO 12 LEFT SIDE SLOPE (P/12.) = 1.000 RIGHT SIDE DIST. TO RIDGE = 20.000 FT. SLOPE (P/12.) = 1.000 COLUMN OFFSET = 8.000 IN. DIST. TO RIDGE = 20.000 FT. GIRT DEPTH = 8.000 IN. COLUMN OFFSET $.000 IN. PURLIN DEPTH = 8.000 IN. (PURLIN UNINSULATED) GIRT DEPTH PURLIN DEPTH 8.000 IN. • = 8.000 IN. SPAN WIDTHS SPAN 1'= 20.000 FT. (LEFT TO RIGHT) SPAN 2 = 20.000 FT. _ -R- 0 V 4 7 9 4 + 6 + 1 2 DATE: 12/07/99 SPLICE DESIGN - CONTENTS TIME: :.......--------------------------- 02:33 PM CADDS •ORDER # 056433 BLDR CONTACT - BOB ---------------------------------------- "BUILDER".'- NORTH VALLEY PARSONS -_BLDR-PHONE READY MIX # -------------------- BLDR•ORDER # 916-345-7296 PROJ:NAME - ________ ----------------[�A_= 99-59 BLDR ACCOUNT NORFIELD INDUSTRIES ENGR GRP # 20-04-007-90 - Visalia --------------- DESIGN DESIGN DESIGN FRAME # FRAME # FRAME # 1 2 3 (TYPE) EWDS LRF EXDS (WIDTH) 40'-0" 40'-0" 40'-0" (HEIGHT) ------ 14'-0" 14'-0" 14'-0" (SNOW) ------ 16 PSF 12 PSF 12 PSF (WIND) -----= 80 MPH 80 MPH 80 MPH (CODE/YEAR) (SLOPE) ------------------ UBC 97 1.00 TO 12 UBC 97 1.00 TO 12 UBC 97 1.00 TO 12 (UNIT) ------ 1 1 1 (FRAMELINES) _________ FEW ,02,03,04- REW .... PAGE NO. ____ S_ 47 S--77 DATE: 12/07/99 "S P.L I C E D E S I G N - C O V E R S H E E T 2 01 2 TIME: 02:33 PM Std Plates 3 03 1 Pinned Base CADDS --------------------------------- 2 Int. Col. to Roof Bm 5 05 2 ORDER # 05 - BOB BLDR CONTACT CT PARSONS BUILDER NORTH VALLEY READY MIX BLDR PHONE # --------------------------- BLDR ORDER # 99-59 BLDR ACCOUNT # ---PAGE:S- "20-04-007-90 7 02 916-345-7296 (TYPE) (WIDTH) (141-0") PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 1 DESCRIPTION 401-0"1). OV47934 OV47934 (CODE/YEAR) Full Full Optimization Optimization 5 Optimization w/ - 16LPSF) ------------------------------------------------------- 80MPH 97 1.000OTO)12 Optimization Optimization RUN OPTIONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 01 STRESS RATIO LIMIT 1.030 COVER SHEET SIGN CONVENTIONS APPLIED LOADS SUMMARY PART DIMENSIONS BOLTS / SPLICE PLATE INFORMATION REPORTS SELECTED BOLT LOADS / ALLOWABLES LAYOUT SKETCH FLANGE / WEB PLATE INFORMATION WELD INFORMATION SPLICES SELECTED SPL MEMB SEQ Connection -GROUP- INFORMATION ASSEMBLY INFORMATION NUM NUM NUM Description I NUM Connection Plate Opt I NUM Stiffener Opt Weld Opt ------- -- ----------------- ------------------------ 1 01 1 Pinned Base Plate 2 01 2 Knee Splice Std Plates 3 03 1 Pinned Base Plate 4 03 2 Int. Col. to Roof Bm 5 05 1 Pinned Base Plate 6 05 2 Knee Splice Optimization 7 02 1 Intermediate Roof Bm 8 04 1 Intermediate Roof Bm 1 Analysis Only OV47934 01 Full Optimization 2 Optimization w/ Std Plates OV47934 02 Full Optimization 3 Analysis Only OV47936 OV47940 01 01 Full Full Optimization Optimization 4 Optimization w/ Std Plates OV47940 02 Full Optimization 1 Analysis Only OV47938 03 Full Optimization 2 Optimization w/ Std Plates OV47934 OV47934 01 02 Full Full Optimization Optimization 5 Optimization w/ Std Plates OV47936 OV47936 01 02 Full Full Optimization Optimization 5 Optimization w/ Std Plates OV47938 OV47936 01 02 Full Full Optimization Optimization OV47938 02 Full Optimization Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds DATE: 12/07/99 S P.L'I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y TIME: 02:33 PM CADDS ----------------------------------=----------------------------------------- -----_ ___ PAGE:S 3 ORDER # 056433 BUILDER•- NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR CONTACT - BOB PARSONS BLDR ACCOUNT V 20-04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 1 'DESCRIPTION (TYPE) THE EWDS 40'-0" (142-0") 16(LIVE) 80 MPH) (UBCE/YEAR). 97 1.000(SLOPE) SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE No Ext Corner - S Nuts ----------------------------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y STRESS MEMBER NO CATEGORY (kips) (kips) (kips) FACTOR STRENGTH 1 DL + LL Std Des 1.93 -0.20 0.00 1.00 N 2 DL + WLL Std Des -0.56 1.04 0.00 1.33 N 3 DL + WLR Std Des 0.10 -0.78 0.00 1.33 N 4 DL + EQL/1.4 Std Des 0.33 0.11 0.00 1.33 N 5 DL + EQR/1.4 Std Des 0.51 -0.18 0.00 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T -Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns Category 2 Load Combination - Does not apply to this Splice Type. 11 DL +2.80EQR Conns Category 2 Load Combination - Does not apply to this Splice Type. 12 DL + EWP Std Des -0.33 -0.38 0.00 1.33 N 13 DL + EWS Std Des -0.33 -0.38 0.00 1.33 N P A R T D I M E N S I O N S Dimensions at Connection Column Sidewall Endwall Flg. to Flg. Dimension 11.876" Offset from Structure Line 8.000" 6.0001, Adjacent Depth Change Information Distance to Depth Change 121- 1.739" Flg. to Flg. Dimension 11.876" Adj. P1. Angle (Degrees) 0.000 DATE: 12/07/99 :S P L I C E' .'D EsS'I-"G N - B O L T S / 'S P L I C E P L A T E TIME: 02:33 PM _.,..------------------------------------------- CARDS ORDER # 056433- BUILDER''= NORTH VALLEY READY MIX _ ________________ PAGES 4. 'BLDR CONTACT - BOB PARSONS ". BLDR PHONE #: 916-345-7296 BLDR ORDER PROJ:NAME # 99-59 BLDR ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME (TYPE) (WIDTH) (HEIGHT) # 1 '.DESCRIPTION (LIVE) - NORFIELD (WIND) INDUSTRIES (CODE/YEAR) ENGR GRP -'Visalia (SLOPE) SPLICE # 01 EWDS 40'-0" 14'-0" Pinned Base Plate 16 PSF 80 MPH UBC 97 1.000 TO 12 ------------ ----------"-------TYPE-�- SUBTYPE No Ext Corner - - Nuts PLATE TYPE PART NUMBER ORIENTATION PLATE WIDTH PLATE LENGTH PLATE THICKNESS PLATE YIELD STRESS PLATE OFFSET, DESIGN STRESS RATIO CONTROLLING COND. CONTROLLING LOCATION : BOLT DIAMETER BOLT TYPE WASHERS BOLT # BOLTS ROW IN ROW OUTER 1 2 S P L I C E P L A T E STANDARD 0042852 NORMAL 8.000" 12.500" 0.500" 55.00 KSI 0.000" 0.022 1 Cat. 2 Compression B O L T I N F O R M A T I O N 0.750" BOLT GAGES - INNER: 4.000" A307 NO DIST FROM DIST FROM EDGE PREV ROW 3.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 145.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD GOND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS .0.031 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.842 KSI CONCRETE STRESS RATIO 0.017 DATE: 12/07/99 S P L I C E D: E: S. I' G N' - B O L T ' L O A D S / A L L O W A B L E S TIME: 02:33 PM CADDS ------------------------------- ORDER # 056433 =BUILDER ___________________ NORTH VALLEY READY -- PAGE:S 5 BLDR CONTACT - BOB MIX PARSONS BLDR ORDER BLDR PHONE # 916-345-7296 PROJ NAME # 99-59 BLDR ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME # 1 (TYPE) TEWDS (WIDTH)(HEIGHT) - NORFIELD INDUSTRIES ENGR (CODE/YEAR) GRP - Visalia SPLICE # 01 .DESCRIPTION 1(LIVE)6 PSF TYPE Pinned Base Plate 80 MPH) 97 1.00OOTO'12 SUBTYPE ----------------------------------------------- No Ext Corner - S Nuts LOAD OUTER EDGE B O L T L O A D S / A L L O W. A B L E S NO OUTER'l OUTER 2 OUTER 3 OUTER 4 INNER EDGE INNER 4 INNER 3 INNER 2 INNER 1 SHEAR TENSION ------------------------------ (Kips per Bolt) ------------------------------ fv Act. Fv All. ft Act. Ft All. COLUMN SIDE (Ksi) (Ksi) (Ksi) -(Ksi) 1 2 Total Section is in Compression 0.280 0.000 10.000 0.000 20.000 3 Total Section is in Compression 1.174 '13.329 0.633 26.659 4 Total Section is in Compression 0.827 13.329 .0.000 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.659 6 Category 3 Load Combination - Does not apply to Splice Design. 0.000 13.329 0.000 26.659 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.162 13 0.162 0.426 13.329 0.368 26.659 0.426 13.329 0.368 26.659 DATE: 12/07/99 S P L" I C E D E S I G N - L A Y O U T S K E T C H W _ o TIME: 02:33 PM W W ----------------- W CAD---DS ORDER # 056433 -- *-------------------------------- BUILDER'- NORTH VALLEY READY MIX _ ______________________ PAGES 6 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 BLDR ORDER PROJ NAME # 99-59 BLDR ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME (TYPE) # 1 DESCRIPTION (WIDTH) (HEIGHT) (LIVE) - NORFIELD (WIND) INDUSTRIES (CODE/YEAR) ENGR GRP - Visalia SPLICE # 01 EWDS TYPE: Pinned Base 40'-0" 14'-0" Plate 16 PSF 80 MPH UBC 97 (SLOPE) 1.000 TO 12 --------------------------------------------------------------- W SUBTYPE -------------------------------------------------------- No Ext Corner - S Nuts SPLICE PLATE W W 0042852 8.000" X 12.500" X 0.500" OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 -+---------+--- 3.000" I 9.500" 11.876" –,— COLUMN +- 4.000"-+ ----------------------- FFFFFFFFFFFFFFFFFFFFFFF FFFFFFFFFFFFFFFFFFFFFFF --------------- ----------------------- BOLTS:•0.750" DIA A307 NO WASHERS W o W _ o W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF --------------- ----------------------- BOLTS:•0.750" DIA A307 NO WASHERS S P L I::C'E DATE: 12/07/99 DES I G N: - F.L A N G E *AND W E B PL A T E I TIME: PM N F O R M A T I O N CARDS -- ------ ----------�--�----- ------------------------------------------------------CADDS RDER 056433 BUILDER.- NORTH VALLEY READY MIX PAGES 7 ----- BLDR CONTACT - BOB PARSONS' BLDR PHONE # 916=345-7296 BLDR ORDER # 99-59 PROJ NAME BLDENGRCOUNT # DESIGN SYSTEM FRAME # 1 .. DESCRIPTION (TEWDS (14IGOn) - NORFZELD INDUSTRIES (UBCE/YE97) GRP Visalia20-04007-90 SPLICE # 01 40ID0"I) TYPE Pinned Base Plate 16LPSF) 80 MPH) 1.000OTO)12 SUBTYPE No Ext Corner ---------------------------------------- - S Nuts F L A N G E P L A T E S LOCATION DESCRIPTION PART NO.SIZE ----------- MAXIMUM STRESSES -------- TX W X L DIST FROM - TENSION - COMPRESSION CSR LOAD --- ---- Inches --------- EDGE .(In.) ACT. ALLOW (Ksi) (Ksi) ACT. ALLOW GOND COLUMN SIDE (Ksi) (Ksi) OUTER 1 Main Flange 0.188 X 5.000 INNER 1 Main Flange0.000 0.188 X 5.000 0.15 43.99, 0.59 49.50 0.012 1 0.624 0.01 43.99 0.59 49.50 0.012 1 W E B P L A T E S DESCRIPTION PART NO. SIZE ----------------- MAXIMUM STRESSES ------- --------COAD X W X OL X IL ACTH ALLOW CSR LOAD --T- --------- Inches -------------- (Ksi) (Ksi) ACT. ALLOW ,(Ksi) (Ksi) ACCT. ALLOW (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 0.70 29.33 0.60 43.99 0.59 49.50 0.024 2 COLUMN SIDE W E L D I N F O R M A T I O N DESCRIPTIONFLANGE PLATE FULL ------------------- S WELD STRENGTH ---- FILLET ------------- SIZE ------- ------------ PENETRATION -------- MAXIMUM STRESSES ------ Out Face In Face Out --------- Face In Face TENSION Win) SHEAR ALLOW Win) Win) CSR LOAD OUTER 1 Main Flange GOND Flange to Splice Plate 1/811 INNER 1 Main Flange 0.02 3.71 0.008 2 Flange to Splice Plate 1/811 0.00 1.86 0.000 1 COLUMN SIDE W E L D I N F 0 R M A T I O N DESCRIPTION B P L A T E S -W-E ------------------ WELD SIZE --------------- -------------------------........ - LENGTH - - FILLET ------------ PENETRATION MAXIMUM STRESSES ------ Near S. Far S. Near --------- Side Far Side TENSION Win) SHEAR ALLOW Win) Win) CSR LOAD Main Web COND Web to Splice Plate 1/811 1/81 0.07 0.08 6.24 0.018 2 DATE: 12/07/99 S P L I E :D:E.S I•G N A P P L I E D L O A D S S U M M A R Y - TIME: 02:33 PM .-----------•--- _ _ _ _ _ ------------------ -------------------------------------------------------------- __________ S _ _ PAGES 8 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX ---BLDR ORDER # 99-59------------------------------------------- BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ.NAME - NORFIELD INDUSTRIES BLDENGRCGRPT # Visalia 'DESIGN SYSTEM FRAME # 1 DESCRIPTION (TEWDS (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) SPLICE # 02 16 PSF 80 MPH UBC 97 1.000OTO)12 ---------TYPE-: Ext Col - Roof Beam Knee SUBTYPE ------------------------------- LOAD DESCRIPTION DESIGN AXIAL SHEAR 0MOMENT STRESS MEMBER --- -------------------- CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH -------- 1 DL + LL Std Des 1.85 -0.20 -29.17 .2 DL + WLL Std Des -0.70 0.17 1.00 N 75.12 3 DL + WLR 1.33 N Std Des -0.04 -0.24 -66.47 1.33 N 4 DL + EQL/1.4 Std Des 0.24 0.09 14.68 1.33 N 5 DL + EQR/1.4 Std Des 0.43 -0.16 -24.68 1.33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. ' 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination 8 0.85PDL + 2,80EQL - Does not apply to Splice Design. Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2.80EQL Conns 0.08 0.32 49.67 11 DL +2.80EQR 1.70 y Conns 0.59 -0.39 -59.66 1.70 Y 12 DL + EWP Std Des -0.46 0.39 11.89 1.33 13 DL + EWS Std Des -0.46 N 0.39 11.89 1.33 N P A R T D I M E N S I O N S Dimensions at Connection Column Roof Beam Flg, to Flg. Dimension 11.876" Part Slope 11.876" Conn. Plate Angle (Degrees) 1.000 TO 12 4.764 4.764 Offset from Structure Line Main Flange Dimensions 8.000" 0.125" Outer Flange Width Thickness 5.000" Inner Flange Width 0.188" Thickness 5.000" Adjacent Depth Change Information 0.188" Distance to Depth Change 121- 1.739" Flg. to Flg. Dimension 11.876" 131- 76110" 11.8 Adj. P1. Angle (Degrees) 0.000 0.000 DATE: 12/07/99 S P Is I'C'E D E S I G N - B O L T S / S P L I C E P L A T E TIME: 02:33 PM CADDS PAGE:S 9 ORDER BUILDER - NORTH VALLEY READY MIX ---------- ------- ------------------ BLDR ORDER # 99-59 - - - - - - - - - - - - - - - - - - - - - - - BLD------ R CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES BLDR ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME # 1 (TYPE) TEWDS (142G0", (CODE/YEAR) ENGR GRP - Visalia DESCRIPTION SPLICE # 02 40'-0"I, 16LPSF, 80 MPH 1.000OT0,12 TYPE - ----------------------------------------------------------------------------------------------------------------------------------- Ext Col - Roof Beam Knee SUBTYPE O/I Extens Flg S P L I C E P L A T E ' COLUMN SIDE ROOF BEAM SIDE PLATE TYPE STANDARD FLANGE PLATE PART NUMBER 0042867 ORIENTATION NORMAL PLATE WIDTH : 6.000" 5.000" PLATE LENGTH 16.750" PLATE THICKNESS' 0.375" 0.187" PLATE YIELD STRESS 55.00 KSI 55.00 KSI PLATE OFFSET 2.3755" DESIGN STRESS RATIO 0.168 0.456 CONTROLLING GOND. 2 2 CONTROLLING LOCATION Inner Flg 2 Inner Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.625" BOLT GAGES - INNER: 2.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.125" INNER 2 2 4.125" 3.000" OUTER 2 2 4.125" 3.000" INNER 1 2 1.125" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR DATE: 12/07/99 S P L I C E ' D E: S• I G N' - B O L T L O A D S / A L L O W A B L E S TIME: 02:33 PM CADDS ` - ---- PAGE:S 10 RDER 05CT BUILDER NORTH VALLEY READY MIX ------------------------------------------- BLDR ORDER # 99-59 - BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 BLDR ACCOUNT PROJ:NAME - NORFIELD INDUSTRIES # 20-04-007-90 DESIGN SYSTEM FRAME # 1 "DESCRIPTION (TYPE) TEWDS I) (HEIGHT) ENGR GRP - (SCE/YEAR) Visalia SPLICE # 02 TYPE Ext Col 40'-0" Roof Beam Knee 16LPSF) 80WMPH) 97 1.00OOTO)12 SUBTYPE ----------------------------------------------------------- O/I Extens Fig LOAD OUTER EDGE B O L T L O A D S / A L L O W A B L E S NO OUTER 1 OUTER 2. OUTER 3 OUTER 4 INNER 41. INNER INNER 3 INNER,2 EDGE INNER 1 SHEAR fv TENSION ------------------------------ (Kips per Bolt) ------------------------------ Act. Fv All. ft Act. Ft All. COLUMN SIDE (Ksi) (Ksi) (Ksi) (Ksi) 1 2 0.601 0.000 0.279 0.000 0.000 0.000 0.143 21.000 1.960 43.999 3 1.828 1.088 1.293 2.119 0.092 27.992 6.906 58.65158.651 4 0.000 0.000 0.000 0.000 0.096 27.992 5.959 5 0.630 0.d 0.210' 0.371 0.030 27.992 1:211 58.651 6 Category 3 C Load Combination - Does not apply to Splice 0.000 Design. 0.000 0.080 27.992 2.053 58.651 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 11 0.000 1.572 0.000 0.909 0.793 1.338 0.128 23.204 4.363 56.099 12 0.000 0.000 0.000 0.000 0.179 23.204 5.124 56.099 13 0.000 0.000 0.241 0.372 0.172 27.992 1.213 58.651 0.241 0.372 0.172 27.992 1.213 58.651 LOAD OUTER EDGE B O L T L O A D S / A L L O W A B L E S NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER EDGE INNER 4 INNER 3 INNER 2 INNER 1 SHEAR fv Act. TENSION ------------------------------ ROOF (Kips per Bolt) ------------------------------ (Ksi) Fv All. (Ksi) ft Act. (Ksi) Ft All. BEAM SIDE (Ksi) 1 2 0.516 0.000 0.275 0.000 0.000 0.000 0.018 21.000 1.684 43.999 3 1.696 1.097 1.312 1.988 0.045 27.992 6.482 58.651 4 0.000 0.000 0.000 0.000 0.099 27.992 5.531 58.651 5 0.574 0.356 0.214 0.342 0.046 27.992 1.117 58.651 6 Category 3 Load Combination - Does not apply to Splice 0.000 Design. 0.000 0.051 27.992 1.871 58.651 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9. Category 4 Load Combination - Does not apply to Splice Design. 10 11 0.000 1.442 0.000 0.911 0.809 1.250 0.134 23.204 4.075 56.099 12 0.000 0.000 0.000 0.000 0.139 23.204 4.702 56.099 13 0.000 0.000 0.251 0.362 0.140 27.992 1.183 58.651 0.251 0.362 0.140 27.992 1.183 58.651 DATE: 12/07/99 S. P L I "C E D E S I G N - L A Y O U T S K E T C H' TIME: 02:33 PM CADDS ----------------------- ----------------------------------- S 11 BLDR CONTACT # 056433 - BOB --=--- BUILDER NORTH VALLEY READY MIX PARSONS BLDR PHONE # BLDR ORDER # 99-59 ------PAGE_ BLDR ACCOUNT ORDER # 20-04-007-90 916-345-7296 (TYPE) PROJ NAME - NORFIELD INDUSTRIES ENGR GRP -.Visalia DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS (WIDTH) (HEIGHT) 40'-0" (LIVE) (WIND) (CODE/YEAR) (SLOPE) SPLICE # 02 TYPE Ext Col - 14'-0" Roof Beam Knee 16 PSF SUBTYPE 80 MPH UBC 97 O/I Extens 1.000 TO 12 -------------------------------------------------------- - ��IFlg SPLICE PLATE 0042867 6.000" X 16.750" X 0..375" OUTSIDE.FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 --------------- 1.125" +---------+--- 1.125" 2.375" 3.000" 11.917" 8.500" 1 COLUMN SIDE -->I<-- ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS USE EXIST. FLG.: 5.000" X 0.188" +- 2.750"-+ A W W o W o W FFFFFFFFFFFFMSMSMSMSMSM W o W o W W W W W W W W W W W W W W W W W W W W W W W W W W W o W o W FFFFFFFFFFFFMSMSMSMSMSM W o W o W W 2.375" MAIN STIFFENER 0042872 0.250 X 2.500 X 11.000 NS/FS 11.875" MAIN WEB 0.120 _ _ MAIN STIFFENER 0042872 0.250 X 2.500 X 11.000 NS/FS S P. L.'I DATE: 12/07/99 C• "DESIGNN - -' F LAN G.' E: A N D W E B P L A T E I N F O R'M A T I O N j TIME: 02:33 PM CADDS "--------- ' PAGES 12 ____ ORDER # 056433 BUILDER - NORTH VALLEY READY MIX' ------------------------------------------------------------ BLDR ORDER # 99-59 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME NORFIELD BLDR INDUSTRIES ACCOUNT # 20-04=007-90 DESIGN SYSTEM FRAME # 1 (TYPE) (WIDTH) .(HEIGHT) DESCRIPTION (LIVE) (WIND) (CODE/YEAR) ENGR GRP (SLOPE) Visalia • SPLICE # 02 EWDS 40'-0";:14'-0 Ext Col - Roof Beam Knee " 16 PSF 80 MPH UBC 97 1.000 TO 12 -----------------TYPE-_- SUBTYPE ------------------------------------------------------------- 0/I Extens Flg F L A N G E P L A T E S LOCATION DESCRIPTION PART NO. SIZE ----------- MAXIMUM STRESSES -------- X W X DIST FROM - TENSION - COMPRESSION CSR LOAD L --T- -_-- Inches --------- EDGE (In.) ACT. ALLOW (Ksi) (Ksi) ACT. ALLOW (Ksi) (Ksi) COND COLUMN SIDE OUTER 2 Main Flange INNER 2 Main Flange -0.188 X 5.000 0.188 2.375 4.75 43.99, 4.91 65.98 0.108 3 X 5.000 2.458 5.63 43.99 4.57 65.98 0.128 2 ROOF BEAM SIDE OUTER 2 Main Stiffener INNER 2 Main Stiffener 0042872 0.250 X 2.500 X 11.000 0042872 0.250 2.375 2.07 43.99 3.17 65.98 0.048 2 X 2.500 X 11.000 2.500 2.36 43.99 2.95 65.98 0.054 2 W E B P L A T E S DESCRIPTION PART NO. SIZE ------------------ MAXIMUM STRESSES ----------- X W X OL X -- SHEAR --- IL - TENSION - COMPRESSION CSR LOAD --T- --------- Inches ACT. ALLOW ACT. ALLOW ACT: ALLOW COND -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 0.26 22.00 3.64 43.99 4.81 65.98 0.082 2 ROOF BEAM SIDE Main Web 0.120 4.45 23.65 7.14 43.99 4.99 65.98 0.188 2 W E L D I N F O R M A T I O N COLUMN SIDE FLAN G E P L A T E S DESCRIPTION ------- FULL --------- WELD SIZE ------------------- -------- MAXIMUM STRESSES ------ STRENGTH ---- FILLET ------------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face Win) Win) Win) COND OUTER 2 Main Flange Flange to Splice Plate YES 3/16" • 3/16" 0.91 8.27 0.110 3 INNER 2 Main Flange Flange to Splice Plate YES 3/16" 3/16" 1.08 8.27 0.131 2 COLUMN SIDE DESCRIPTION Main Web Web to.Splice•Plate ROOF BEAM SIDE DESCRIPTION OUTER 2Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION Main Web Web to Inner Flange W E L D I N F O R M A T I O N W E B P L A T E S. ------------------------- WELD SIZE -------- LENGTH - --- _ _ _--------'----- - MAXIMUM STRESSES ------ - FILLET --- ------- Near S. Far S. Near S- PENETRATION.------___ TENSION SHEAR ALLOW CSR LOAD Far Side (k/in) (k/in) (k/in) GOND 1/8° 1/8n W E L D I N F O R M A T I O N 0.44 0.02 7.42 0.059 2 FL A N G E P L A T E S ------- FULL ---------__ WELD SIZE STRENGTH --- ___ _ ------------------- - FILLET ------------ MAXIMUM STRESSES -------- Out Face In Face Out FdCPENETRATION --------- TENSION SHEAR ALLOW CSR LOAD In Face' (k/in) (k/in) (k/in) COND 1/8n DATE: 12/07/99 S.PL I'CE.; DES IGN - WELD INFORMATION TIME: 02:33 PM 0.51 7.42 0.070 3 0.18 2.47 0.073 ' ORDER # 056433 BUILDER.- NORTH VALLEY READY MIX - - -__ PAGE:S .13 BLDR CONTACT - BOB PARSONS.- BLDR PHONE # 916-345-7296 '" BLDR ORDER'# 99-59 PROJ NAME BLDR ACCOUNT # --- 20-04-007-90 2 DESIGN SYSTEM FRAME (TYPE) (TYPE) (WIDTH) (HEIGHT) # 1 .DESCRIPTION EWDS 40'-0" - NORFIELD INDUSTRIES (LIVE) (WIND) (CODE/YEAR) ENGR GRP = Visalia— • SPLICE # 02 ---------------------------- 14'-0", Ext Col :-Roof Beam Knee 16 PSE 80 MPH UBC 97 (SLOPE) 1.000 TO 12 -TYPE-:' SUBTYPE O/I Extens ------------------------------- I� Flg COLUMN SIDE DESCRIPTION Main Web Web to.Splice•Plate ROOF BEAM SIDE DESCRIPTION OUTER 2Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Inner Flg Stiffener to Web Plate ROOF BEAM SIDE DESCRIPTION Main Web Web to Inner Flange W E L D I N F O R M A T I O N W E B P L A T E S. ------------------------- WELD SIZE -------- LENGTH - --- _ _ _--------'----- - MAXIMUM STRESSES ------ - FILLET --- ------- Near S. Far S. Near S- PENETRATION.------___ TENSION SHEAR ALLOW CSR LOAD Far Side (k/in) (k/in) (k/in) GOND 1/8° 1/8n W E L D I N F O R M A T I O N 0.44 0.02 7.42 0.059 2 FL A N G E P L A T E S ------- FULL ---------__ WELD SIZE STRENGTH --- ___ _ ------------------- - FILLET ------------ MAXIMUM STRESSES -------- Out Face In Face Out FdCPENETRATION --------- TENSION SHEAR ALLOW CSR LOAD In Face' (k/in) (k/in) (k/in) COND 1/8n 1/8" 1/8" 0.51 7.42 0.070 3 0.18 2.47 0.073 2 1/8" 0.58 7.42 0.079 2 0.16 2.47 0.068 3 W E L D I N FORMAT I O N W E B P L A T E S ------------------- WELD SIZE - LENGTH - ---- FILLET --- F --------_ -------- MAXIMUM STRESSES ------ Near Far S. Near S- PENETRATION Far Side TENSION Win) SHEAR ALLOW CSR LOAD Win) (k/in) COND 17.000" 1/8" 1/8" 0.90 0.44 7.06 0.142 2 DATE: 12/07/99 S P L I C fi D E S I G N - A P P L I E D L O A D S TIME: 02:33 PM S U M M A R Y CADD ORDER # 056433 BUILDER - NORTH. -VALLEY READY MIX.'" BLDR CONTACT - BOB ------ ------------- _________ PAGESS 14 _ __ PARSONS BLDR ORDER BLDR PHONE # 916-345-7296 PROJ NAME (TYPE) TEWDS # 99-59 BLDR - NORFIELD INDUSTRIES ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME # 1 DESCRIPTION 40ID0"I) (HEIGHT)(LIVE) (WIND) (CODE/YEAR) ENGR GRP - Visalia SPLICE ------------------------------------------------------ # 03 TYPE Pinned Base Plate 16 PSF 80 MPH UBC 97 1.000OTO)12 SUBTYPE : No Ext EWI Pin - S Nuts LOAD NO DESCRIPTION--------------------------- DESIGN CATEGORY AXIAL (kips) SHEAR X SHEAR Y STRESS MEMBER -------------------- (kips) (kips) --- FACTOR STRENGTH 1 2 DL + LL DL + WLL Std Des Std Des 4.45 0.00 0.00 ------ 1.00 N 3 DL + WLR Std Des -0.66 -0.66 0.00 0.00 0.00 1.33 N 4 5 DL + EQL/1.4 Std Des 0.92 0.00 0'00 1.33 N 6 DL ,+ EQR/1.4 PDL+0.70PL+2.80EQL Std Des Axial 0.92 0.00 0.00 0.00 1.33 3not N 7 PDL+0.70PL+2.80EQR C Axial C Category 3 Category 3 Load Combination Load - Does apply to Splice Design. 8 9 0.85PDL + 2.80EQL 0.85PDL Axial T Category 4 Combination Load Combination - Does not - Does apply to Splice Design. 10 + 2.80EQR DL +2.80EQL Axial T Conns Category 4 Load Combination - not Does not apply apply to Splice Design. to 11 DL +2.80EQR Conns Category 2 Category 2 Load Combination - Load Does not apply Splice Design. to this Splice Type. 12 13 DL + EWP Std Des -0.47 Combination - 0.51 Does not apply to this Splice Type. DL + EWS Std Des -0.47 -0.44 0.00 0.00 1.33 1.33 N N P A R T D I M E N S I O N S Dimensions at Connection Column Flg. to Flg. Dimension 7.87611 Offset from Structure Line Adjacent Depth Change Information 1.000" Distance to Depth Change 131- 3.041" Flg, to Flg. Dimension 7.87611 Adj. P1. Angle (Degrees) 0.000 DATE: 12/07/99 -S P L I C E D E'S I G N B O L T S / S P L I C E P L A T E TIME: 02:33 PM CADDS --------------------- -PAGE:S. 15 -------------r-------------------------------- ----------------- BUILDER:- NORTH VALLEY READY MIX ORDER ------------------------------------------- ORDER #.056433 BLDR CONTACT - BOB PARSONS BL ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 :BLDR PHONE # 916=345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 1 DESCRIPTION (TYPE) TEWDS (WIDTH) IDTH): .(HEIGHT) H IGH ) 1(LPVE) 80 MPH(WIND) (CODE/YE9AR7) 1.000 TO SPLICE # 03------------------ TYPE -: Pinned Base Plate --- ----- SUBTYPE : No Ext EWI Pin - S Nuts PLATE TYPE S P L I C E P L A T E PART NUMBER STANDARD ORIENTATION 0042856 PLATE WIDTH .8000„ PLATE LENGTH 8.500" PLATE THICKNESS 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.076 CONTROLLING COND. 1 CONTROLLING LOCATION Cat. 2 Compression B O BOLT DIAMETER 0.750" L T I N F O R M A T I O N BOLT TYPE A307 BOLT GAGES - INNER: 4.000" WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 3.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE CONCRETE STRENGTH 105.000 ( In**2 ) CONTROLLING LOAD COND. NUMBER 3.000 KSI ACTUAL ULTIMATE CONCRETE STRESS 1 0.105 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.901 KSI CONCRETE STRESS RATIO 0.055 DATE: 12/07/99 = `S P L I C E D` S, I: G: N.' ;- B O L T L O A D S / A L L O W A B L E S TIME: 02:33 PM CADDS ORDER 'BLDR CONTACT # 056433 - BOB 'BUILDER - NORTH VALLEY'READY MIX-------------------------------- BLDR ORDER PARSONS BLDR PHONE # --------------------------------------.-•-_E_S---16 # 99-59 BLDR ACCOUNT # `20-04'-007-90 (TYPE) TEWDS 916-345-7296 PROJ�.NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 1 ..'DESCRIPTION 40ID0"I) 16LPSF) (CODE/YEAR) SPLICE # 03 .(14'-0") Pinned Base Plate SUBTYPE 80WMPH) 97 1.00OOTO)12 ----TYPE-: -------------------------------------------------- No Ext EWI Pin - S Nuts ---------------- ' LOAD OUTER EDGE B O L T L O A D S / A L:L O W A B L E S ~ NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER EDGE INNER 4 INNER 3 INNER 2 INNER 1 SHEAR fv Act. TENSION • COLUMN ------------------------------ SIDE (Kips per Bolt) ------------------------------ Fv All. (Ksi) (Ksi) ft Act. (Ksi) Ft All. (Ksi) 1 2 0.330 Total Section is in Compression 0.000 10.000 0.000 20.000 3 0.330 0.000 13.329 0.747 26.659 ' 4 Total Section is in Compression 0.000 13.329 0•.747 26.659 5 Total Section is in Compression 0.000 13.329 0.000 26.6590.000 6 Category 3 Load Combination - Does not apply to Splice Design. 13.329 0.000 26.659 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. • 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.235 13 0.235 0.572 13.329 0.532 26.659 0.500 13.329 0.532 26.659 S P'L"I-.0 E D E S I G N L A Y O U T S K E T C H DATE: 12/07/99 TIME: 02:33 PM CADDS PAGES 17 -----------__ ORDER # 056433 BUILDER = NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT V','20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROD NAME - NORFIELD INDUSTRIES ENGR GRP .- Visalia (TYPE) (WIDTH) •(HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 1 DESCRIPTION EWDS 40'-0" 14'-0"." 16 PSF 80 MPH UBC 97 1.000 TO 12' SPLICE # 03 TYPE Pinned Base Plate SUBTYPE No Ext EWI Pin - S Nuts ------------------------------------------------------ SPLICE PLATE 0042856 COLUMN 8.000" X 8.500" X 0.500" BOLTS: 0.750" DIA A307 NO WASHERS OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 -+--------- 3.000" i 7.876" 5.500" --------------- +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W o W' W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF S P L'IC'E DATE: 12/07/99 DES I G,N - F'L-A'N'G'E A -N D W E B P L A T E I N F O R M A T I O N M A T I O N _ TIME: 02:33 PM W E B P L A T E S CADDS '-----•-------------------------------------- ------------------------- PENETRATION -------- MAXIMUM STRESSES -------- Near S. Far S. Near PAGE:S 18' ____ ORDER #'056433 BUILDER - NORTH VALLEY READY MIX ------------------ BLDR ORDER # 99-59 ----------------------------------------=- BLDR CONTACT - BOB PARSONS BLDR PHONE # 916=345-7296 PROJ NAME - NORFIELD BLDR ACCOUNT #--20-04-007-9'0 INDUSTRIES DESIGN SYSTEM FRAME # 1 (TYPE) DESCRIPTION EWDS (WIDTH) (HEIGHT) `. (LIVE) (WIND) ENGR GRP- Visalia (CODE/YEAR) (SLOPE) SPLICE # 03 TYPE Pinned Base 40'-0" 14'-0" Plate 16 PSF 80 MPH UBC 97 1.000 TO 12 . SUBTYPE No Ext EWI Pin - S Nuts ------------------------------------------ F L A N G E P L A T E S LOCATION DESCRIPTION PART NO. SIZE ----------- MAXIMUM STRESSES ----------- T X W X DIST FROM - TENSION COMPRESSION CSR LOAD ` -------- L Inches --------- EDGE (In.) ACT. ALLOW ACT. ALLOW GOND (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 Main Flange INNER 1 Main Flange DESCRIPTION COLUMN SIDE Main Web COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Splice Plate INNER 1 Main Flange Flange to Splice Plate COLUMN SIDE DESCRIPTION 0.188 X 5.000 0.188 X 5.000 W E B P L A T E S PART NO. SIZE T X W X OL X IL ------------- Inches -------------- 0.000 0.16 43.99 1.60 49.50 0.032 1 0.624 0.04 43.99 1.60 49.50 0.032 1 ------------------ MAXIMUM STRESSES ---------- -- SHEAR --- - TENSION - COMPRESSION CSR LOAD ACT. ALLOW ACT. ALLOW ACT. ALLOW COND (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.120 0.51 29.33 0.68 43.99 1.60 49.50 0.032 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------ ---- --- WELD SIZE ------------------- -------- MAXIMUM STRESSES -------- STRENGTH ---- FILLET --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) COND 1/8" 0.03 3.71 0.008 2 1/8" 0.00 1.86 0.000 1 W E L D I N F O R M A T I O N W E B P L A T E S -------------------- --WELD SIZE - LENGTH - ---- FILLET --------- ------------------------- PENETRATION -------- MAXIMUM STRESSES -------- Near S. Far S. Near --------- Side Far Side TENSION SHEAR ALLOW CSR LOAD Win) Win) Win) COND Main Web Web to Splice Plate 1/8" 1/8" 0.06 0.06 6.36 0.013 12 DATE: 12/07/99 S P L I C E ':-D'"E'S I G N - A P P L,I E D L O A D S S U M M A R Y TIME: 02:33 PM CADDS ---------------------------------- PAGE:S 19 ORDER # 056433 BUILDER NORTH VALLEY READY MIX BLDR CONTACT - BOB PARSONS BLDR PHONE # BLDR ORDER # 99-59 'PROJ BLDR ACCOUNT # ------------- '20-04=007-90 916=345-7296 NAME - NORFIELD (TYPE) (WIDTH) (HEIGHT) (LIVE) INDUSTRIES ENGR GRP - Visalia. DESIGN SYSTEM FRAME # 1 ..DESCRIPTION EWDS (WIND) 40'-0" 14'-0". 16 PSF 80 (CODE/YEAR) (SLOPE) SPLICE # 04 Interior Col to Roof Bm SUBTYPE MPH UBC 97 1.000 TO 12 -------------------TYPE ------------------------------------------------------- EW Post Top Clip w/o Stif LOAD DESCRIPTION DESIGN AXIAL SHEAR X SHEAR Y ADJ MOM ALLOW MOM STRESS MEMBER ---- CATEGORY (kips) --- (kips) (kips) -------------- (in -k) (in -k) ---------------- FACTOR ------ STRENGTH -------- 1 DL + LL 2 DL + WLL Std Des Std 4.36 0.00 0.00 -96.92 566.91 ,1.00 N 3 DL + WLR Des Std Des -0.79 -0.79 0.00 0.00 0.00 19.05 566.91 1.33 N 4 DL + EQL/1.4 Std Des 0.82 0.00 0.00 0.00 19.05 566.91 -16.94 566.91 1.33 N 5 DL + EQR/1.4 6 PDL+0.70PL+2.80EQL Std Des Axial C •0.82 0.00 0.00 -16.94 566.91 1.33 1.33 N N 7 PDL+0.70PL+2.80EQR Axial C Category 3 Category 3 Load Combination Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL 9 Axial T Category 4 Load Combination - Does not apply to - Does not apply to Splice Splice Design. Design. 0.85PDL + 2.80EQR 10 DL +2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 11 DL +2.80EQR Conns Conns 0.82 0.82 0.00 0.00 0.00 -16.94 566.91 1.70 Y 12 DL + EWP Std Des -0.60 0.00 -0.72 0.00 -16.94 566.91 15.24 566.91 1.70 1.33 Y N 13 DL + EWS Std Des -0.60 0.63 0.00 15.24 566.91 1.33 N P A R T D I M E N S I O N S Lower End EW Post Upper End Dimensions at Connection Roof Beam Top Clip Roof Beam Flg. to Flg. Dimension 12.000" 7.500" Part Slope 1.000 TO 12 16.959" Conn. Plate Angle (Degrees) Main Flange Dimensions 0.000 Outer Flange Width 5.000" Thickness 0.188" Inner Flange Width 5.000" Thickness 0,188" Adjacent Depth Change Information Distance to Depth Change 51- 0.000" Adj. Pl. Angle (Degrees) 0.000 0'- 0.000" 0.000 DATE: 12/07/99 S P L' I• C.`,E " D E S I•• G N - B O L T S / S P L I C E P L A T E TIME: 02:33 PM CADDS -------------------------- PAGE:S 20 ORDER # 056433BUILDER - NORTH VALLEY READY MIX ---------'--------- -------------------------------------------------------------- � BLDR CONTACT -'BOB PARSONS BLDR ORDER # 99-59BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES BL ENGRCGRPT # Visalia007-90 DESIGN SYSTEM FRAME # 1 'DESCRIPTION (TYPE) (WIDTH) 40ID0"I) (HEIGHT) (LIVE) (WIND) (CODfi/YEAR) SPLICE # 04 16 PSF 80 MPH UBC 97 1.000(SLOTO)12 -----------------------------TYPE-: Interior Col to Roof -- SUBTYPE --------------------------------------------------------EW_Post-Top Clip w/o Stif --------------- ---------------- PLATE TYPE S P L I C E P L A T E PLATE WIDTH PLATE LENGTH PLATE THICKNESS PLATE YIELD STRESS PLATE OFFSET DESIGN STRESS RATIO CONTROLLING GOND. CONTROLLING LOCATION : BOLT DIAMETER BOLT TYPE WASHERS BOLT # BOLTS ROW IN ROW FLANGE PLATE 5.000" 6.000" 0.187" 55.00 KSI 0.000" 0.080 2 Inner Row 1 B O L T I N F O R M A T I O N 0.625" BOLT GAGES - INNER A325 NO DIST FROM DIST FROM BOLT # BOLTS EDGE PREV ROW ROW IN ROW OUTER 1 2 1.500" P O S T T O P COLUMN WEB THICKNESS : 0.120" SHEAR FORCE IN BOLTS : 4.355 kips CONNECTION DETAIL NO.: E137 USE PART NO. 0543358 WITHOUT BACKER PLATE C L I P 2.750" DIST FROM DIST FROM EDGE PREV ROW INNER 1 2 1.500" CAPACITY = 13.0 kips '. DATE: 12/07/99 S P L I C E D. E'S .I G N -B O L T L O A D S / TIME: 02:33 PM • A L L O W A B L E S -' ORDER #'056433 BLDR CONTACT - BOB ----------------- ---------------'- BUILDER - NORTH VALLEY READY MIX --------------------------------- -----'-- CARDS PAGE;S 21 ` ?' DESIGN SYSTEM PARSONS # BLDR PHONE 916-345-7296 (TYPE) (WIDTH) ------------- BLDR ORDER # 99-59 BLDR ACCOUNT # PROJ NAME - NORFIELD INDUSTRIES ___-- 20-04-007-90 SPLICE FRAME # 04 # 1 DESCRIPTION EWDS (HEIGHT) 40'-0" �_ n 0.. (LIVE) (WIND) ENGR GRP - (CODE/YEAR) (SLOPE) Visalia -------_--TYPE_: Interior Col to Roof Bm14 16 PSF 80 MPH SUBTYPE UBC 97 1.000 12 EW Post ---- Top Clip w/o ti Stif LOAD OUTER EDGE B O L T L O A D S / A L L O W A B L E S NO OUTER 1 -------------------------'- INNER EDGE OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 SHEAR ROOF BEAM SIDE --- (Kips per Bolt)___________________________� INNER 2 INNER 1 fv Act. Fv All. ft Act.TEN Ft -- (Ksi) (Ksi) (Ksi) All. (Ksi) 1 2 0.197 Total -Section is in Compression _ 3 4 0.197 0.197 0.294 0.053 21.000 27`.992 0:000 43.995 5 Total Section is in Compression 0.197 0.053 27.992 0.643 0.643 58.651 6 Category 3 Total Section is Load Combination - Does in Compression 0.055 27.992 0.000 58.651 58.651 7 Category 3 not Load Combination - Does not ly to Splice Design. 0.055 27.992 0.000 58.651 8 9 Category 4 Load Combination - Does not apply to Splice Design. Category 4 Load Combination - Does apply to Splice Design. 10 11 not apply to Splice Design. Total Section is in Compression 12 '0.149 Total Section is in Compression 0.055 23.204 0.000 56.099 13 0.149 0.149 0.055 0.588 23.204 0.000 56.099 0.149 0.515 27.992 27.992 0.488 58.639 0.488 58.642 DATE: 12/07/99 S P: L., I• C E D E S I G N' - L A Y O U T S K ` TIME: 02:33 PM E T C H ,;. •--------------------------------------------- .ORDER # 056433 BLDR CONTACT ----- :BUILDER - NORTH VALLEY READY ---- ----------- MIX' - -- ------------- B -ESS - BOB PARSONS BLDR PHONE # 916-345-.7296 BLDR ORDER PROJ NAME # 99-59 BLDR ACCOUNT # ---22 20=04-007-90 DESIGN SYSTEM.FRAME # 1 DESCRIPTION (TEWDS (WIDTH) IDT ) (HEIGHT) (LIVE) - NORFIELD (WIND) INDUSTRIES ENGR GRP - (CODE/YEAR) Visalia SPLICE # 04 Interior Col to Roof BM 16 PSF 80 MPH UBC 97 1.000 TO 12 ------- -------TYPE-: SUBTYPE -------------------- EW Post Top Clip w/o Stif ' USE EXIST. FLG.: 5.000" X 0.188" ROOF BEAM ---------------- BOLTS: 0.625" DIA A325 NO TOP CLIP DETAIL: E137 WASHERS MAIN WEB 0.120 -+---------+--- 1.500" 3.000" 1.500" 1 -+------------- +- 2.750"-+ -------�v------------- v^ ...... - W W 0 W o W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 0 W 0 W W ^- ------�v------------- V ------- S PL I'C:E DATE: 12/07/99 "DES'I.GN '.- FLA".N"G'E•'-AND WEB PLATE TIME: 02:33 PM INFOR'M'ATI O_N ------------------PAGE:S CADDS --------------------------------------------------------------- ORDER 056433 BUILDER -- NORTH VALLEY READY MIX 23 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 BLDR ORDER PROJ NAME # 99-59 BLDR ACCOUNT'# "20-04-007-90 DESIGN SYSTEM FRAME # 1 (TYPE) (WIDTH) (HEIGHT) DESCRIPTION EWDS . (LIVE) - NORFIELD (WIND) INDUSTRIES (CODE/YEAR) ENGR GRP - (SLOPE) Visalia SPLICE # 04------------------ 40'-0" 14'-0" TYPE Interior Col to Roof Bm 16 PSF 80 MPH UBC 97 1.000 TO 12 --------- -: ---SUBTYPE : fiW Post Top Clip w/o Stif W E B P L A T E S DESCRIPTION PART NO.SIZE ----------------- MAXIMUM STRESSES ------ -------- X W X OL X IL ACT. ALLOW SSION CSR LOAD LOAD --T- --------- Inches----------- --- (Ksi) (Ksi) ACT. ALLOW (Ksi) (Ksi) ACT.ALLOW (Ksi) (Ksi) ROOF BEAM SIDE Main Web 0.120 0.50 22.00 1.10 43.99 6.03 4.9.50 0.122 1 ROOF BEAM SIDE W E L D I N F O R M A T I O N DESCRIPTION W E B P L A T E S ------------------------- WELD SIZE ------------------------- - LENGTH - ---- FILLET.------------ PENETRATION--------- ------- - MAXIMUM STRESSES-------- Near S. Far S. Near Side Far Side TENSION (k/in) SHEAR ALLOW (k/in) (k/in) CSR LOAD Main Web GOND Web to Inner Flange 6.000" 1/8" 1/8" 0.13 0.01 7.41 0.018 2 DATE: 12/07/99 S P L' I" C E- ': D E' S I G: N - A' P P L I E D L O TIME: 02:33 PM A D S S U M M A R Y ' CADDS 'ORDER # 056433---------------- ::BUILDER - NORTH' VALLEY READY MIX "' BLDR CONTACT - BOB ------------------------------------------------------PAGES---41 PARSONS BLDR ORDER BLDR PHONE # 916-345-7296 PROD NAME (TYPE) TEWDS # 99-59 - NORFIELD INDUSTRIES BLDR ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME # 1 SPLICE DESCRIPTION 40IDOH) (HEIGHT) H IGH ) (LIVE) (WIND) (CODE/YEAR) ENGR GRP Visalia # 08 __________ Intermediate Roof Beam 16 PSF 80 MPH UBC 97 1.00OOTO)12. --_TYPE-: -SUBTYPE -------------------------------- O/I Extens - Comp Beam LOAD NO DESCRIPTION DESIGN AXIAL SHEAR MOMENT STRESS' --------------------------- CATEGORY (kips) (kips) (in -k) ------ MEMBER FACTOR STRENGTH -50% +50%' MOMENT CAPACITY MOMENT CAPACITY Std Des 0.00 0.00 -220.69 ------ 1.00 1 DL + LL Std Des Std Des 0.00 0.00 `220.69 1.00 N N 2 DL + WLL Std Des 0.08 0.04'• -1.45 N 3 4 DL + WLR Std'Des -0.02 0.61 -18.92 --0.04 1.33 5 DL + EQL/1.4 DL + EQR/1.4 Std Des 0.02 20.37 -0.16 -5.67 -1.33 1.33 N 6 PDL+0.70PL+2.80EQL Std Des Axial C Category 3 5.423not Load 3Combination N 7 8 PDL+0.70PL+2.80EQR 0.85PDL Axial C Category 3 - Load Combination Does5 apply to Splice Design. 9 + 2.80EQL 0.85PDL + 2.80EQR Axial T Axial T Category 4 - Load Combination - Does not Does not apply apply to to Splice Design. Splice 10 DL +2.80EQL Conns Category 4 Category 2 Load Combination - Load Does not apply to Design. Splice Design. 11 12 DL +2.80EQR DL Conns Category 2 9 Combination - Load Combination Does not apply to this Splice Type, 13 + EWP DL + EWS Std Des -0.69 69 - 0.25 0.90 Does not 1.33 apply to this Splice Type. Std Des -0.69 0.25 0.90 1.33 N N Dimensions at Connection Flg. to Flg. Dimension Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) P A R T D I M E N S I O N S Lower Upper Roof Beam Roof Beam 11.876" 12.000" 151- 0.000" 11.876" 0.000 5'- 0.000" 16.959" 0.000 DATE:±12/07/99 S P.L I" C'E D. S I. N - B O L T S / TIME: 02:33 PM ';...._ - S P L,I'C E P L A T E ' .------------------ ------•------------- " ".ORDER # 056433 _----------------------------- BUILDER-- NORTH VALLEY READY ' BLDR CONTACT.- BOB MIX-:-. ------------------- ___________ PAGE:S 42 PARSONS BLDR PHONE (TYPE) #• 916-345-7296 BLDR ORDER PROJ NAME # 99-59 - NORFIELD INDUSTRIES BLDR ACCOUNT # 20-04=007-90 DESIGN SYSTEM FRAME # 1 s SPLICE DESCRIPTION 40IDOH) (1EIGOn) (LIVE) (WIND) (CODE/YEAR) ENGR GRP - Visalia # 08 -------- "----- Intermediate Roof Beam 16 PSF 80 MPH UBC 97 (SLOPE) 1.000 --------------TYPE-: SUBTYPE---_-------0/I-Extens - --------------------- TO 12 Comp Beam S P L I C E P L A T E PLATE TYPE BOTH SIDES PART NUMBER STANDARD ORIENTATION 0 2866 PLATE WIDTH NORMAL MAL PLATE LENGTH 6.000" PLATE THICKNESS 16.750" PLATE YIELD STRESS 0.375" 55.00 KSI PLATE OFFSET DESIGN STRESS RATIO 2.375" 0.971 CONTROLLING COND. CONTROLLING LOCATION Side 1 InnergFlg 2 BOLT DIAMETER BOLT TYPE WASHERS BOLT # BOLTS ROW IN ROW OUTER 1 B O L T I N F O R M A T I O N 0.625" BOLT GAGES - INNER: 2 A325 ,750n NO DIST FROM DIST FROM BOLT EDGE PREV ROW # BOLTS DIST FROM ROW IN ROW EDGE 2 1.125" INNER 1 2 1.125" DIST FROM PREV ROW DATE: 12/07/99 S P L' I C, E D E'. S I G N' - B O 'L T L 0 A D S / A L L O W A B L E S TIME: 02:33 PM ---------------PAPP--I ORDER - ----------------------------PAPP-- # 056433 ' � - BUILDER NORTH ------------------------------------------------PAPP--PAGE-PAPP-- VALLEY READY MIX PAGES 43 BLDR CONTACT - BOB PARSONS BLDR ORDER'# 99-59 BLDR PHONE # 916.=345-7296 PROJ BLDR AC ACCOUNT #-"-20-04-007-90 DESIGN SYSTEM FRAME # 1 DESCRIPTION (TYPE) (WIDTH) (HEIGHT) (LIVE) NAME - NORFIELD (WIND) INDUSTRIES (CODE/YEAR) GRP "- Visalia SPLICE #-08------------------ TYPE EWDS 40'-0" : t141 -0P 16 PSF 80 MPH Intermediate Roof Beam UBC 97 1.000 (SLOPE) TO 12 ------ -: -- -SUBTYPE--------------- - ----Extens ------ - Comp --------------------------PAPP-- Beam LOAD OUTER EDGE B O L T L 0 A D S / A L L O W A B L E S NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER INNER EDGE 2 SHEAR TENSION LOWER ------------------------------ ROOF BEAM SIDE (Kips per Bolt) --------------PAPP-----INNER-- INNER 1 fv Act. (Ksi) Fv All. ft Act. Ft All. (Ksi) (Ksi) (Ksi) -50% 8.684 +50$ 1 0.000 0.000 0.000 21.000 28.307 44.000 2 0.058 0.737 8.604 0.000 0.000 1.184 21.000 28.044 44.000 3 0.000 0.000 0.499 21.000 27.992 0.189 2.403 43.929 58.642 4 5 0.219 0.798 0.036 27.992 2.601 58.651 6 0.000 0.000 0.133 27.992 0.714 58.651 7 Category 3 Load Combination - Does not apply to Splice Design. 0.210 0.284 27.992 0.684 58.648 8 Category 3 Load Combination - Category 4 Load Combination Does not apply to Splice Design. 9 - Category 4 Load Combination - Does not apply to Splice Design. Does not apply to Splice 10 11 Category 2 Load Combination - Category Design. Does not apply to this Splice Type. 12 2 Load Combination - 0.142 Does not apply to this Splice Type. 13 0.142 0.201 0.201 27.992 0.657 58.650 0.201 0.201 27.992 0.657 58.650 LOAD OUTER EDGE B O L T L O A D S / A L L O W A B L E S NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER ER 2 ININNERDIE PER ----- ------------------------- ROOF BEAM SIDE (Kips per Bolt) ------------------------------ fv Act. (Ksi) Fv All. (Ksi) ft Act. FtAll. (Ksi) (Ksi) -50$ 8.604 +50$ 0.000 0.000 0.000 21.000 28.044 44.000 1 2 0.057 8.604 0.000 21.000 28.044 44.000 3 0.730 0.000 1.184 21.000 0.186 43.929 0.000 0.000 0.499 27.992 2.380 58.642 4 5 0.217 0.798 0.036 27.992 2.601 58.651 6 0.000 0.000 0.133 27.992 0.707 58.651 7 Category 3 Load Combination - Does not apply to Splice Design. 0.210 0.284 27.992 0.684 58.648 8 Category 3 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 11 Category 2 Load Combination - Category 2 Load Does not apply to this Splice Type. 12 Combination - 0.141 Does not apply to this Splice Type. 13 0.141 0.203 0.201 27.992 0.662 58.650 0.203 0.201 27.992 0.662 58.650 DATE: 12/07/99 - Z S P L' I C E r D E S I G N - L A_Y O U T S K E T C H TIME: 02:33 PM ------------- CADDS -------------------------------------------- -- ______ ORDER # 056433 BUILDER - NORTH'VALLEY READY MIX ________ PAGE:S 44 BLDR CONTACT - BOB PARSONS BLDR ORDER # 99-59 -- BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES BLDENGRCOUNT - Visalia DESIGN SYSTEM FRAME (TYPE) (WIDTH) # 20-04-007-90 SPLICE # OS ---#- 1 DESCRIPTION EWDS 40'-0n (HEIGHT) (LIVE) (WIND) (CODE/YEAR) ---_---TYPE-: Intermediate Roof Bei 14 0 16 PSF 80 MPH UBC 97 (SLOPE) -------------------- � ----SUBTYPE ; 1.000 TO 12 -------------- /I Extens - Comp Beam -------------- ' PLICE PLATE .0042866 ----'---------- ----------- ----------------- 6.000" X 16.,750" X 0.375" LOWER ROOF BEAM SIDE --> c-- UPPER ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS I +- 2.750"-+ 1 Inc" ------------------------- OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 2.375" -+--- I 11.876" 14.500" 1.125" 1 -+------------- 0 O FFFFFFFFFFFFFFFFFFFFFFF W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF 0 0 2.375^ 12.000" OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 "S P L I'C' DATE: 12/07/99 - E D E S. 2 G N F L'A'N G..E A N D W E B P LAT fi TIME: 02:33 PM I N FORMAT Z O N .---------------------------- CARDS ORDER # 056433BUILDER --------------------------------------------------------------------------PAGES---45 - 14ORTH VALLEY READY MIX BLDR CONTACT - BOB PARSONSBLDR.ACCOUNT BLDR PHONE # 916-345-7296 BLDR ORDER PROJ NAME # 99-59 #20-04-007-90 .ACNGR DESIGN SYSTEM FRAME # 1 (TYPE) DESCRIPTION TEWDS 40ID0"I) (14IG0°.' (LIVE) - NORFIELD INDUSTRIES (WIND) (CODE/YEAR) GRP - Visalia ' SPLICE # 08 --------------- Intermediate Roof Beam 16 PSF 80 MPH UBC 97 (SLOPE) 1.000 TO 12 --TYPE -: SUBTYPE : O/I Extens - Comp Beam ----------------------------- LOCATION DESCRIPTION LOWER ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange UPPER ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange DESCRIPTION LOWER ROOF BEAM SIDE Main Web UPPER ROOF BEAM SIDE Main Web LOWER ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate F L A N G E P L A T E S PART NO. SIZE DIST FROM TX W X L EDGE- -------- Inches --------- (In.) 0.188 X 5.000 2.375 0.188 X 5.000 2.499 0.188 X 5.000 2.375 0.188 X 5.000 2.375 ----------- MAXIMUM STRESSES -------_ TENSION - COMPRESSION CSR LOAD ACT. ALLOW ' ACT. ALLOW COND (Ksi) (Ksi) (Ksi) (Ksi) 18.48 33.00 14.38 49.50 0.560 -50t 18.31 33.00 14.54 49.50 0.555 +50t 18.31 33.00 14.38 49.50 0.555 -500 18.31 33.00 14.38 49.50 0.555 +50% W E B P L A T E S PART NO. SIZE MAXIMUM STRESSES ------------------- -- SHEAR --- - TENSION - COMPRESSION T X W X OL X IL ACT. CSR LOAD ALLOW ACT. ALLOW ACT. ALLOW -- ------ Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COND 0.120 1.02 22.00 0.00 33.00 14.24 49.50 0.287 -50t 0.120 1.01 22.00 0.00 33.00 14.08 49.50 0.284 +50% W E L D I N F O R M A T I O N -----F-L A N G E P L A T E S - FULL - --------__ WELD SIZE ------------------- - MAXIMUM STRESSES ------ STRENGTH ---- FILLET -----'----- PENETRATION --------- TENSION SHEAR ALLOW Out Face In Face Out Face CSR LOAD In Face (k/in) (k/in) (k/in) COND YES 3/16" 3/16" 3.55 6.21 0.573 -50t YES 3/16" 3/16" 3.52 6.21 0.568 +50t DATE 12/07/99 S P . L' I" C. E D E S I G N - W E L D TIME: 02:33 PM T' N FORMAT I O N CADDS ORDER # 056433 --------- -------------------------------------------- ---------------PAGE: S---46.. ''BUILDER - NORTH VALLEY READY MIX "BLDR CONTACT - BOB PARSONS BLDR ORDER # 99-59 BLDR ACCOUNT # -----04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM.FRAME # 1 DESCRIPTION (TEWDS 40IDTH) .(HEIGHT) (LIVE) (WIND) (CODE/YEAR) SPLICE # 08 16 PSF 80 MPH UBC 97 (SLOPE) ------ SUBTYPE0/1 Extens--- ------ - Comp Beam ----------------------- LOWER ROOF BEAM SIDE W E L D I N F O R M A T I O N DESCRIPTION WE B P LATE S _ ------------------------- WELD SIZE ------------------------- LENGTH - --- __ _ MAXIMUM STRESSES-------- Main,Web FILLET ----------- -- PENETRATION ------___ TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) Win) COND Main'Web ' Web to Splice Plate 1/8" 0.12 1.86 0.066 1 UPPER ROOF BEAM SIDE W E L D I N F O R M A T I O N DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate UPPER ROOF BEAM SIDE DESCRIPTION Main Web Web to Splice Plate FL A N G E P L A T E S FULL ------------------- WELD SIZE STRENGTH --- -------------- - MAXIMUM STRESSES -------- - FILLET ---- '------ PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k/in) (k/in) (k/in) GOND YES 3/16" 3/16" YES 3/16" 3/16" W E L D I N F O R M A T I O N 3.52 6.21 0.568 -50% 3.52 6.21 0.568 +50% W E B P L A T E S -------- --------- WELD SIZE ------------------------- - LENGTH - ---- FILLET --- ____-------- MAXIMUM STRESSES -------- Near F Far PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near Side Far Side (k/in) (k/in) (k/in) COND 1/8" 0.12 1.86' 0.065 1 DATE: 12/07/99 S P.L I TIME: 02:33 PMC E' D E S I G N ----------- ORDER # 056433 --------------------------------------------------- ------------ - NORTH'VALLEY READY MIX._. -------------- CAD BLDR. CONTACT - BOB PARSONS. PAGESS 47 BLDR PHONE BLDR ORDER # 99-59 ----------------------------------- DESIGN SYSTEM FRAME # 2 (TYPE) # 916-345-7296 PROD NAME NORFIELD INDUSTRIES BLDR ACCOUNT'# 20-04-007-90 'DESCRIPTION LRF (WIDTH) (HEIGHT) (LIVE) (WIND) ENGR GRP Visalia •-------------- 40'-0" .14'-0" (CODE/YEAR) (SLOPE) ------ 12 PSF 80 MPH ---------------------------------- UBC 97 1.000 TO 12 PT IONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 03 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET SIGN CONVENTIONS BOLT LOADS / ALLOWABLES APPLIED LOADS SUMMARY LAYOUT SKETCH PART DIMENSIONS FLANGE / WEB PLATE INFORMATION BOLTS / SPLICE PLATE INFORMATION WELD INFORMATION SPL NUM DATE: 12/07/99 S P L I C E D E S I G N - C O SPLICES SELECTED GROUP INFORMATION --- TIME: 02:33 PM -- --------- V E R S H E E T NUM ' .. ----------- -------------- ORDER # 056433 - BLDR CONTACT - BOB ------------ _______ ------- BUILDER NORTH VALLEY ---------------------------------------------------------------------- READY MIX -•---------- Pinned Base Plate Knee Splice 6 CADDS PAGE:S 48 DESIGN SYSTEM FRAME PARSONS PHONE #: 916-345-7296 # 2 : 'DESCRIPTION (TYPE)..(HEIGHT) BLDR ORDER PROD NAME # 99-59 - 99-59NORFILD INDUSTRIES _ BLDR BLDR ACCOUNT #_`20-04-007-90 Optimization w/ Std Plates OV47942 OV47942 4OWIDOTH) 14 (LIVE) (WIND) (CODE/YEAR) ENGR GRP ='Visalia " ---------------------- 0 12 PSF 80 MPH UBC 97 (SLOPE) 7 Optimization w/ Std Plates ------------------------------- O1 02 5 1.000 TO 12. 1 Ridge 8 VTTM O Plates V47944 01 ------------- PT IONS AND INFORMATION SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES 03 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET SIGN CONVENTIONS BOLT LOADS / ALLOWABLES APPLIED LOADS SUMMARY LAYOUT SKETCH PART DIMENSIONS FLANGE / WEB PLATE INFORMATION BOLTS / SPLICE PLATE INFORMATION WELD INFORMATION SPL NUM MEMB �M SEQ �M Connection Description I SPLICES SELECTED GROUP INFORMATION --- -- --------- NUM Connection Plate -------------- Opt I NUM 1 " 2 01 01 1 2 Pinned Base Plate Knee Splice 6 Analysis Only __ -- 7 Optimization w/ Std Plates OV47942 OV47942 01 3 4 04 04 1 2 Pinned Base Plate6 Knee Splice Analysis Only OV47944 02 01 7 Optimization w/ Std Plates OV47942 OV47942 O1 02 5 02 1 Ridge 8 Optimization w/ Std Plates V47944 01 OV47944 02 OV47944 02 ASSEMBLY INFORMATION -Stiffener-Opt Weld Opt ------ ------------P----------- Full Optimization Full Optimization Full Optimization Full Optimization Full Optimization Full Optimization Full Optimization Full Optimization Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds Design w/ Combined Welds DATE: N 12/07/99 S P L I - C E. " D E S I G N - A P P L I E D DL + WLR Std Des Std Des 4 DL + EQL/1.4 TIME: 02:33 PM DL + EQR/1.4 L O A D S S U M M A R Y Axial C 7 ,. ------------------------------_ .; . ORDER # 056433 ___- H VALLEYRE---------------------------------------------- BUILDER NORTH VALLEY READY MIX BLDR CONTACT - BOB `Axial C 8 0.85PDL + 2.80EQL _ CADDS AGES 49 DESIGN PARSONS SYSTEM FRAME # BLDR PHONE # 916-345-7296 (TYPE) (142G0°,. BPROJ NAME LDR ORDER BLDR # NORFIELD INDUSTRIES _ _______________ ACCOUNT #'•:::20-04-007-9p E N(S GRP DL +2.80EQR SPLICE # O1 2 DESCRIPTION 402D0"") (LIVE) (WIND) � (CODE/YEAR) -- (SLOPE) Visalia ...-.---------------------------------------- TYPE : Pinned Base Plate 12 PSF SUBTYPE 80 MPH UBC 97 1.000 TO 12: _________________________._ No Ext SW Pin - S Nuts LOAD DESCRIPTIONDESIGN A}(I --------------------------- -O - -------------------- AL SHEAR X CATEGORY (kips) (kips) 1 2 DL + LL DL + WLL Std Des 3 DL + WLR Std Des Std Des 4 DL + EQL/1.4 Std Des 5 DL + EQR/1.4 Std Des 6 PDL+0.70PL+2.80EQL. Axial C 7 PDL+0.70PL+2.80EQR `Axial C 8 0.85PDL + 2.80EQL Axial T 9 0.85PDL + 2.80EQR Axial T 10 DL +2.80EQL Conns 11 DL +2.80EQR Conns 12 DL + EWP Std Des Dimensions at Connection Flg, to Flg. Dimension Offset from Structure Line Adjacent Depth Change Information Distance to Depth Change Flg, to Flg. Dimension Adj. P1. Angle (Degrees) SHEAR Y STRESS MEMBER (kips), FACTOR STRENGTH 6.03 -2.22 0.00 1.00 N -2.21 2.59 0.00 1.33 N. -0.93 -0.97 0.00 1.33 N 1.05 -0.16 0.00 1.33 N 1.41 -0.70 0.00 1.33 N Category 3 Load Combination - Does not apply to Splice Design. Category 3 Load Combination - Does not apply to Splice Design. Category 4 Load Combination - Does not apply to Splice Design. Category 4 Load Combination - Does not apply to Splice Design. Category 2 Load Combination - Does not apply to this Splice Type. Category 2 Load Combination - Does not apply to this Splice Type. -1.58 -0.28 0.00 1.33 N P A R T D I M E N S I O N S Column 8.000" 8.00On 12'- 1.750" 12.000" 0.000 BOLT DIAMETER BOLT TYPE WASHERS BOLT # BOLTS ROW IN ROW OUTER 1 2 B O L T I N F O R M A T I O N 0.750" A307 BOLT GAGES - INNER: 4.000" . NO DIST FROM DIST FROM EDGE PREV ROW 2.375" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE CONCRETE STRENGTH CONTROLLING LOAD GOND. NUMBER ACTUAL ULTIMATE CONCRETE STRESS FACTORED ULT. ALLOW. CONCRETE STRESS : CONCRETE STRESS RATIO 114.807 ( In**2 ) 3.000 KSI 1 0.127 KSI 1.881 KSI 0.068 DATE: 12/07/99 S P'.L I:C E D E' S I"G N - B O,L T S / ......------------------------------ TIME: 02:33 PM S P L I C E P LAT E -' 'ORDER # 056433 -----------------------=------------------------•----- BUILDER - NORTH VALLEY READY MIX BLDR CONTACT - BOB --------------------------------------PAGE_S--_50 CADDS PARSONS DESIGN SYSTEM FRAME # ": BLDR PHONE # 916-345-7296 (TYPE) (WIDTH) (HEIGHT) BLDR ORDER PROD NAME # 99-59 BLDR BLDR - NORFIELD INDUSTRIES ACCOUNT --------------------------- ENGR 2 SPLICE #_O1 DESCRIPTION LRF 401-0",, 14'-0" (LIVE) 12 (WIND) (CODE/YEAR) GRP - (SLOPE) Visalia :;. ----------------------------- TYPE Pinned Base Plate ---- --- ------------------------------------ PSF SUBTYPE 80 MPH UBC 97 1.000 TO 12 ----------------- Ext-SW--Pin---S-Nuts PLATE TYPE S P L I C E P L A T E PART NUMBER STANDARD ORIENTATION 0042357 PLATE WIDTH NORMAL -PLATE LENGTH 9.000" PLATE THICKNESS 8.437" PLATE YIELD STRESS 0.500" PLATE OFFSET 55.00 KSI DESIGN STRESS RATIO 0.375" CONTROLLING COND. 0.144 CONTROLLING LOCATION : Cat. 2 Compression BOLT DIAMETER BOLT TYPE WASHERS BOLT # BOLTS ROW IN ROW OUTER 1 2 B O L T I N F O R M A T I O N 0.750" A307 BOLT GAGES - INNER: 4.000" . NO DIST FROM DIST FROM EDGE PREV ROW 2.375" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE CONCRETE STRENGTH CONTROLLING LOAD GOND. NUMBER ACTUAL ULTIMATE CONCRETE STRESS FACTORED ULT. ALLOW. CONCRETE STRESS : CONCRETE STRESS RATIO 114.807 ( In**2 ) 3.000 KSI 1 0.127 KSI 1.881 KSI 0.068 S: P L I C E D E S ISG:N: - B O L T : L O A D S / A L L O W A B. L E S DATE: 12/07/ 99 - TIME: 02:33 PM CADDSPAGE:S ... _. ._ .-----.-.----------------------------- I -------------------- 51 ':;ORDER "BLDR CONTACT # 056433 - BOB BUILDER NORTH VALLEY READY'MIX BLDR ORDER PARSONS # 99-59 BLDR ACCOUNT'# 20-04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) .(WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF :40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts B O L T L O A D S / A L L O W A B L E S LOAD NO OUTER EDGE OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER EDGE INNER 4 INNER -3 INNER 2 INNER 1 SHEAR fv-Act. TENSION ' ------------------------------ (Kips per Bolt) ------------------------------ Fv All. (Ksi) (Ksi) ft Act. (Ksi) Ft All. (Ksi) • COLUMN SIDE 1 ' 2 1.104 Total Section is in Compression 0.000 , 10.000 0.000 20.000 3 0.466 2.927 13.329 2.499 26.659 4 Total Section is in Compression 1.094 13.329 0.000 13.329 1.055 0.000 26.659 26.659 5 6 'Category 3 Load Total Section is Combination - Does not in Compression apply to Splice Design. 0.000 13.329 0.000 26.659 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 9 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 2 Load Combination - Does not apply to this Splice Type. 11 Category 2 Load Combination - Does not apply to this Splice Type. 12 0.787 0.318 13.329 1.783 26.659 " S' P L I: C E'D E S I G N t DATE: 12/07/99 - L A Y O U T S K E T C H TIME: 02:33 PM • - --------------- ---------- ORDER # 056433 BUILDER - NORTH VALLEY READY MIX ------------------------------------------ _______.___- _-__ PAGES52 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296' BLDR PROJ NAME ORDER # NORFIELD INDUSTRIES BLDCOUNT' # Visalia007-90 ENGR (TYPE), (WIDTH) '(HEIGHT) (LIVE) (WIND) (CODE/YEAR) DESIGN SYSTEM FRAME # 2 (SLOPE) SPLICE # 01 DESCRIPTION LRF. 40'-0" ' 14'-0.".• 12 PSF 80MPH UBC 97 1.000 TO 12 - -------TYPE-_- Pinned Base Plate - _SUBTYPE : - -------------------- No_ Ext SW Pin - S Nuts ----------- _ SPLICE PLATE 0042357 ------------ --'------------ 9:000" X 8.437" X 0.500" COLUMN 0.375" 4_000"_+_ OUTSIDE FLANGE -'-+--- 0.188 X 5.000 2'337575 " FFFFFFFFFFFFFFFFFFFFFFF W -+--- O W o W W W W W W W W W W W W W W W 8.375" W MAIN WEB W 0.120 6.062" W W W W W W W W W W W W W W W W W W W INSIDE FLANGE W 0.250 X 5.000 _ FFFFFFFFFFFFFFFFFFFFFFF -+-------- -- --- ----------------------------- BOLTS: 0.750" DIA A307 NO WASHERS DATE: 12/07/99 'S PL I CE "DESI"GN . - FL`A:NG'E AND WEB TIME: 02:33 PM :,.__.------------------ PLATE INFORMATI ON _ _ _ __ ORDER # 056433 BUILDER - NORTH VALLEY READY MIX ____________________ ' BLDR CONTACT CADDS _ PAGE:S 53 - BOB PARSONS BLDR ORDER # 99-59 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES (TYPE) BLDR ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME # 2 SPLICE (WIDTH)HEIGHT)(LIVE) (WIND) ..DESCRIPTION (CODE/YEAR) ENGR GRP -:Visalia # 01 -------------------------- 12 PSF 80 MPH _-_TYPE-: Pinned Base Plate UBC 97 (SLOPE) 1.000 SUBTYPE : ------------------ No Ext SW Pin TO 12 -S Nuts F L A N G E P L A T E S - ------------------------ LOCATION DESCRIPTION. PART NO. SIZE DIST FROM X W X L ----------- MAXIMUM STRESSES--------- - TENSION - -- COMPRESSION __T_ EDGE ---- Inches ACT. ALLOW CSR LOAD ACT. ALLOW GOND COLUMN SIDE .(Ksi). (Ksi) (Ksi) (Ksi) OUTER 1 Main Flange INNER 1 Main Flange 0.188 X 5.000 0375 . 0.250 X 5.000 0.062 1.24 43.99 1.95 49.50 0.039 1 0.03 43.99 1.95 49.50 0.039 1 W E B P L A T E S DESCRIPTION PART NO. ------------------ SIZE MAXIMUM STRESSES ------ -- SHEAR --- T X W X OL X IL ACT. ALLOW ------------- ACT. CSR LOAD - LOAD COLUMN SIDE Inches -------------- (Ksi) (Ksi) ALLOW .(Ksi) (Ksi) ACT.COMPALLOW (Ksi) (Ksi) Main Web 0.120 2.35 22.00 1.74 43.99 1.95 49.50 0.107 1 COLUMN SIDE W E L D I N F O R M A T I O N DESCRIPTION F L A N G E P L A T E S FULL ___________________ WELD SIZE STRENGTH ----------------- - FILLET ---- " ------- PENETRATION --------- -'----- _ MAXIMUM STRESSES -------- Out Face In Face Out Face In Face TENSION (k/in) SHEAR ALLOW CSR LOAD OUTER 1 Main Flange (k/in) Win) COND Flange to Splice Plate 1/8" INNER 1 Main Flange 0.23 3.71 0.064 2 Flange to Splice Plate 1/8° 0.00 1.86 0.000 1 COLUMN SIDE W E L D I N F O R M A T I O N DESCRIPTION W E B P L A E S ------------------------- WELD SIZE — LENGTH - ----------------------------- FILLET ------------ PENETRATION --------- ------- MAXIMUM STRESSES -------- Near S. Far S. Near Side Far Side TENSION (k/in) SHEAR ALLOW CSR LOAD Main Web (k/in) Win) GOND Web to Splice Plate 1/811 1/8" 0.21 0.33 5.92 0.066 2 DATE: 12/07/99 S P L IC E D E'S I G N - A' P P L I E D L O A D S ' S U M MAR Y TIME: 02:33 PM 7 ------------------------------- # 056433 �------`-"--- _ _ ______ BUILDER - NORTH VALLEY READY MIX' ________ _ _--P GESS ---54 BLDR CONTACT - BOB PARSONS BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 2 DESCRIPTION (TYPE) 40IDT°) (HEIGHT) H IGH ) (LIVE) (WIND) (CODE/YEAR) SPLICE # 02 TYPE Ext Col - Roof Beam Knee 12 PPF 80 MPH UBC (SLOPE) ------------------------------------- SUBTYPE 97 1.000 iz 12 ' 2 Row Outer Hmhd - Horiz LOADDESCRIPTION ----------------------------------------------------------- NO ESIGN AXIAL SHEAR MOMENT STRESS MEMBER ----------- ------ CATEGORY (kips) (kips) (in -k) FACTOR STRENGTH ------- ------ -50% MOMENT CAPACITY Std Des 0.00 0.00 -220.69 1.00 N +50%- MOMENT CAPACITY Std Des X0.00 0.00 220.69 1.00 N 1 DL + LL Std Des 5.95 -2.22 -310.23 1.00 N 2 DL + WLL Std Des -2.35 0.89 3 DL + WLR Std Des 223.77 1.33 N -1'07 0.09 -50.32 1.33 N 4 DL + EQL/1.4 Std Des 0.97 -0.18 -22.22 1.33 N 5 DL + EQR/1.4 Std Des 1.33 6 PDL+0.70PL+2.SOEQL Axial C Category 3 Load 6Combination - Does3not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2.80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 4 Load Combination - Does not apply to Splice Design. 10 DL +2,80EQL Conns 0.66 0.27 44.23 1.70 11 DL +2.80EQR Conns 1.64 -1.12 -163.43 1.70 Y 12 DL + EWP Std Des -1.71 Y 1.20 85.36 1.33 N P A R T D I M E N S I O N S Dimensions at Connection Column Roof Beam Outside Hammerhead Dimension Flg. to Flg. Dimension 7'875" Part Slope 12,000" 11.876" Conn. Plate Angle (Degrees) 1.000 TO 12 Offset from Structure Line 0.000 0.000 Main Flange Dimensions 8.000" 0.12511 Outer Flange Width Thickness 5.0001, Inner Flange Width 0.188" Thickness 5.000,, Adjacent Depth Change Information 0.188" Distance to Depth Change 121- 1.750" 18'- 4,986 Flg, to Flg, Dimension " Adj. P1. Angle (Degrees) _ 8.000" 11.876" 0.000 0.000 DATE: 12/07/99 S P L I -'C E D E S I G N - B.0 L T S / S P L I C E P L A T TIME: PM E -02:33 '-------------------------------- CADDS 'ORDER # 056433 BUILDER NORTH VALLEY READY MIX• PAGE:S 55 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345=7296 BLDR ORDER PROJ # 99-59 BLDENGRCGRP DESIGN•SYSTEM FRAME # 2 (TYPE) DESCRIPTION (WIDTH) (HEIGHT) NAME (LIVE) - NORFIELD (WIND) INDUSTRIES (CODE/YEAR) - Visalia007-90 SPLICE-# 02 LRF TYPE 40'-0" .. 14'-0" 12 PSF 80 MPH UBC 97 (SLOPE) --------- Ext Col - Roof Beam Knee SUBTYPE 1.000 TO 12 2 Row Outer Hmhd - Horiz S P L I C E P L A T E PLATE TYPE BOTH SIDES STANDARD ' PART NUMBER 0042869 ORIENTATION' REVERSED PLATE WIDTH 6.000" PLATE LENGTH 21.000" PLATE THICKNESS 0.375" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.347 CONTROLLING GOND. +50% CONTROLLING LOCATION Side 2 Inner Row 1 BOLT DIAMETER' BOLT TYPE WASHERS BOLT # BOLTS ROW IN ROW OUTER 1 2 OUTER 2 2 B O L T I N F O R M A T I O N 0.625" BOLT GAGES - INNER: 2.750" A325 NO DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM EDGE PREV ROW ROW IN ROW EDGE PREV ROW 1.625" 6.625" 5.000" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR INNER 2 2 5.500" 3.000" INNER 1 2 2.500" DATE: 12/07/99 S P L I C E D E S' I G N' B O L T L O A D S / TIME: 02:33 PM A L L O W A B L E S ' ,.._._._------------- CARDS ;ORDER # 056433 ------------------------------------------------ BUILDER NORTH VALLEY READY MIX -------------------------------------- -PAGE_S__-56 BLDR CONTACT - BOB PARSONS- BLDR ORDER # 99-59 BLDR ACCOUNT #. 20-04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 2 DESCRIPTION (TYPE) (WIDTH) IDTH). (HEIGHT) (LIVE) (WIND) (CODE/YEAR) SPLICE # 02 TYPE Ext Col - Roof Beam Knee 12 PSF 80 MPH UBC 97 (SLOPE) SPLICE # 02---------------- SUBTYPE 1.000 iz 12 '-------=---------------------------------- 2 Row Outer Hm-- - Horiz ---------------------------------- OUTER EDGE B O L T L O A D S / A L L O W A B L E S NO INNER EDGE SHEAR OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. ----------------------------- TENSION _ COLUMN SIDE - (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) -50% 4.475 2.517 +50% 0.000 0.339 0.000 0.000 .0.000 21.000 14.587 - 44.000 1 5.842• 3.046 2.837 3.681 0.000 21.000 12.000 44.000 2 0.000 0.510 0.000 0.000 0.903 21.000 19.042 43.959 3 1.105 0.666 3.268 4.201 0.364 27.992 13.693 58.647 4 0.379 0.175 0.000 0.000 0.037 27.992 3.602 58.651 5 1.865 0.995 0.000 0.000 0.072 27.992 1.236 58.651 6 Category 3 Load Combination - Does not apply to Splice Design. 0'000 0.000 0.275 27.992 6.081 58.649 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination- Does not apply to Splice Design. 0.000 0.022 11 3.188 1.727 0.460 0.608 0.109 23.204 1.983 56.099 12 0.000 0.253 0.000 0.000 0.457 23.204 10.394 56.091 1.383 1.765 0.489 27.992 5.754 58.643 LOAD OUTER EDGE B O L T L O A D S / A L L O W A B L E S NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER D1 fv ActSHEAR TENSION ROOF BEAM SIDE-------------------------- (Kips per Bolt) ------------------------------ Fv All. ft Act. Ft All. (Ksi) (Ksi) (Ksi) (Ksi) -50!k 4.029 2.339 +50% 0.000 0.247 0.000 0.000 0.000 21.000 13.135 44.000 1 5.113 2.747 2.810 3.677 0.000 21.000 2 0.000 0.425 0.000 0.000 . 11.985 44.000 0903 21.000 16.668 43.959 4 3 1.024 0.637 3.245 4.199 0.364 27.992 13.687 58.647 0.320 0.150 0.000 0.000 0.037 27.992 3.340 58.651 5 1.646 0.906 0.000 0.000 0.072 27.992 1.043 58.651 6 Category 3 -Load Combination - Does not apply to Splice Design. 0'000 0.000 0.275 27.992 5.367 58.649 7 Category 3 Load Combination - Does not apply to Splice Design. 8 Category 4 Load Combination - Does not apply to Splice Design. 10 Category 4 Load Combination - Does not apply to Splice Design. 0.000 0.001 11 2.829 1.580 0.453 0.606 0.109 23.204 1.976 56.099 12 0.000 0.223 0.000 0.000 0.457 23.204 9.222 56.091 1.375 1.765 0.489 27.992 5.754 58.643 ' DATE: 12/07/99 S.P•L.I C E D E S I G N- - LA Y 0 U T S K TIME: 02:33 PM E T C H -----------=--- ------------- -------------------------------------- CADDS ORDfiR # 056433 BUILDER NORTH --BLDR CONTACT - BOB VALLEY READY MIX ---------- _________ •.PAGE•S 57 PARSONS BLDR PHONE # 916-345-7296 (TYPE). BLDR ORDER PR OJ NAME # 99-59 - NORFIELD INDUSTRIES __ BLDR ACCOUNT # 20-04-007-90 DESIGN SPLICE SYSTEM FRAME # 2 DESCRIPTION 40'-On (HEIGHT) (LIVE) (WIND) (CODE/YEAR) ENGR GRP - Visalia ----------------------------------------------- # 02 TYPE Ext Col - Roof Beam Knee 12 PSF 80 MPH UBC 97 (SLOPE) 1.000 TO SUBTYPE 2 12 Row Outer Hmhd - Horiz SPLICE PLATE 0042869 REVERSED -------------------------- 6.000" X 21.000" X 0.375" OUTER HAMMERHEAD FLANGE 0030924 0.375 X 7.000 X 6.000 OUTER HAMMERHEAD GUSSET 0030925 0.250 X 7.500 X 6.000 X 10.000 OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.250 X 5.000 -+---------+--- 1.625" 7.875" 5.000" I 8.875" 3.000" 2.500" 12.000" COLUMN SIDE -->I'C - ROOF BEAM SIDE BOLTS: 0.625" DIA A325 NO WASHERS +- 2.750"-+ ---------------- HFHFHFHFHFHEFEFEFEFEFEF END FLANGE W 0 W 0 0.375 X 6.000 X 10.063 W W W 0 W 0 W FFFFFFFFFFFF W W W W W W W W W W W 21.000" W MAIN WEB W W 0.120 W W W W W W W W W W W 0 W 0 W W W o W 0 W ---FFFFFFFFFFFFMSMSMSMSMSM _ MAIN STIFFENER ----- 0.250 X 2.500 X 11.375 NS/FS S'P L I DATE: 12/07/99 C E D E'•.S:.T'G N - F.L:A N G E.'."A N D W'E'B P L A T E I N F 0 R MSA T 49.50 TIME: 02:33 PM +50% 1.125 I O N 33.00 ---------------------------------------------------------------- 49.50 0.102 1 CADDS ORDER # 056T BUILDER - NORTH -VALLEY READY MIX _________ ------------------------------------------ PAGE:S. 58 BLDR CONTACT = BOB PARSONS -BLDR PHONE # 916-345-7296 BLDR ORDER # 99-59 BLDR ACCOUNT PROJ NAME 20-04-007-90 DESIGN SYSTEM FRAME # ) DESCRIPTION (TLRF) 4WIDOTH) (HEIGHT_ - NORFIELD (LIVE) (WIND) INDUSTRIES ENGR GRP = Visalia (CODE/YEAR) ,2 SPLICE #-02__________________TYPE-_-- 14 0)12 Ext Col - Roof Beam Knee 12 PSF 80 MPH UBC 97 1.000 TO 0.263 1 ------------------ SUBTYPE : 2 Row Outer Hmhd - Horiz ' F LANG E P L A TSE S - TENSION ---------- LOCATION DESCRIPTION PART NO. SIZE LOAD ----------- MAXIMUM STRESSES --------- ALLOW (Ksi) X W X L DIST FROM - TENSION - COMPRESSION CSR LOAD • --T- ---- Inches --------- EDGE (In,) ACT. ALLOW ACT. ALLOW (Ksi) GOND. _COLUMN SIDE +50% (Ksi) (Ksi) (Ksi) 33.00 OUTER 1 Hammerhead Flange 0030924 OUTER 3 Main Flange INNER 1 Main Flange ROOF BEAM SIDE OUTER 1 End Flange INNER 1 Main Stiffener DESCRIPTION COLUMN SIDE Outer Hammerhead Gusset Main Web ROOF BEAM SIDE Main Web COLUMN SIDE DESCRIPTION PART NO. 0030925 OUTER 1 Hammerhead Flange Flange to Splice Plate OUTER 3 Main Flange Flange to Splice Plate INNER1 Main Flange Flange to Splice Plate 0.375 X 7.000 X 6.000 0.188 X 5.000 0.250 X 5.000 0.375 X 6.000 X 10.063 0.250 X 2.500 X 11.375 W E B P L A T E S SIZE T- X W X OL X IL -- --------- Inches ------------- 0.250 X 7.500 X 6.000 X 10.000 0.120 0.120 FULL STRENGTH 0.000 7.875 2.40 33.00 4.80 49.50 0.097 +50% 1.125 3.37 33.00 0.00 49.50 0.102 1 3.40 33.00 13.99 .49.50 0.282 1 0.000 0.000 2.12 33.00 5.26 49.50 0.105 +50% 0.97 33.00 13.03 49.50 0.263 1 ------------------ MAXIMUM STRESSES ------------------- -- SHEAR --- ACT. ALLOW - TENSION - COMPRESSION CSR LOAD (Ksi) (Ksi) ACT. (Ksi) ALLOW (Ksi) ACT. (Ksi) ALLOW (Ksi) COND 8.40 22.00 1.57 22.00 7.48 12.45 33.00 4.63 49.50 0.382 +50% 33.00 13.76 49.50 0.377 +50% 13.32 15.15 14.43 33.00 13.22 49.50 0.879 1 W E L D I N F O R M A T I O N FLANGE PLATES -------- ------ WELD SIZfi ___------------------- - MAXIMUM STRESSES -------- ---- FILLET ---- --- PENETRATION --------- Out Face In Face Out Face TENSION SHEAR ALLOW CSR LOAD In Face (k/in) (k/in) (k/in) COND 3/16" YES 3/16" 3/16" 0.93 4.18 0.225 1 0.64 2.78 0.233 1 0.87 8.25 0.105 +50t DATE: 12/07/99 IS P L I CE. '' D E S IGN - W E L D I N F O R M A T I O N TIME: 02:33 PM CADDS _...-------------------------------- -------- ------------------------------------------------- 59 ORDER # 056433 BUILDER - BLDR CONTACT - BOB PARSONS NORTH VALLEY READY MIX BLDR PHONE # BLDR ORDER # 99-59 BLDR ------PAGE:S ACCOUNT # 20-04-007-90 916-345-7296 (TYPE) (WIDTH) (HEIGHT) PROJ NAME - NORFIELD (LIVE) INDUSTRIES ENGR GRP - Visalia - DESIGN SYSTEM FRAME # 2 DESCRIPTION LRF 40'-0" 14'-0" (WIND) (CODE/YEAR) (SLOPE) . SPLICE # 02 TYPE Ext Col Roof Beam Knee 12 PSF 80 MPH SUBTYPE2 UBC 97 1.000 TO 12 - ------------------------------------------------ Row Outer Hmhd - Horiz COLUMN SIDE W E L D I N F O R M A T I O N DESCRIPTION W E B P L A T E S ------------------------- WELD SIZE LENGTH - FILLET ---.--------- -------- ----------------- PENETRATION --------- -------- MAXIMUM STRESSES -------- Near S. Far S. Near Side Far Side TENSION (k/in) SHEAR ALLOW CSR LOAD (k/in) (k/in) COND Outer Hammerhead Gusset Gusset to Splice Plate 1/8" 1/8" Gusset to Hammerhead Flange 3/16" 1. 87 5.57 0.336 1 Gusset to Outer Flange 1/811 2.10 2.78 0.754 +51 Main Web 1.52 1.86 0.818 +50% Web to Splice Plate 1/8" 1/8" 1.49 5.57 0.268 +50% ROOF BEAM SIDE W E L D I N F O R M A T I O N DESCRIPTION F L A N G E P L FULL ------------------- A T E S WELD STRENGTH ---- FILLET --------- SIZE -------------___-__ PENETRATION -------- MAXIMUM STRESSES -------- Out Face In Face Out --------- Face In Face TENSION Win) SHEAR ALLOW (k/in) CSR LOAD (k/in) GOND OUTER 1 End Flange End Flg to Splice P1 3/16" End Flg to Outer Flg 1/8" 0.81 4 .18 4.86 0.194 1 0.00 0.000 1 INNER 1 Main Stiffener Stiffener to Splice P1 1/8" Stiffener to Web Plate 1/8" 0.24 2.78 0.087 +50$ 0.71 1.86 0.386 1 ROOF BEAM SIDE W E L D I N F O R M A T I O N DESCRIPTION B P L A T E S ___W -E ----- --------- WELD SIZE ------------------------- - LENGTH - ----.FILLET ------------ PENETRATION --------- -------- MAXIMUM STRESSES -------- Near S. Far S. Near Side Far Side TENSION (k/in) SHEAR ALLOW CSR LOAD (k/in) (k/in) COND Main Web Web to Splice Plate 1.73 1.23 5.08 0.418 +50% Web to End Flange 1/8" 0.47 1.86 0.256 1 DATE: 12/07/99 S P L I C E D E S I G N - A' P P L I E D L O A D S S U M M A R Y TIME: 02:33 PM ------------------ CADDS ----------- - ORDER# 056433 ' --------------------------- ------------------------------------------------------PAGES---71 BUILDER NORTH VALLEY READY MIX BLDR CONTACT - BOB PARSONS : BLDR ORDER # 99-59 BLDR ACCOUNT # ---04-----90 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 2 DESCRIPTION (TYPE) (WIDTH) (H IGH") (LIVE) (WIND) (CODE/YEAR) SPLICE # 05 TYPE Ridge 12 PSF 80 MPH UBC (SLOPE) ----------------------------- -------------------------------- SUBTYPE 97 1.000 TO 12 ---0/I-Extens-- Comp Bm LOAD DESCRIPTION ------------------------------ NO DESIGN AXIAL SHEAR MOMENT STRESS MEMBER -------------------- CATEGORY -(kips) (kips) (in -k) FACTOR STRENGTH -50%; MOMENT CAPACITY Std Des 0.00 0.00 -220.69 1.00 N +50$ MOMENT CAPACITY Std Des 0.00 0.00 220.69 1.00 N 1 DL + LL Std Des 2 DL + WLL 2.21 -0.18 262.24 1.00 N 3 DL + WLR Std Des -0.68 -0.59 -73.99 Std Des -0.58 1.33' N 0'70 -73.99 1.33 N 4 DL + EQL/1.4 Std Des 0.41 -0.21 51.50 1.33 N 5 DL + EQR/1.4 Std Des 0.44 0.15 51.50 1,33 N 6 PDL+0.70PL+2.80EQL Axial C Category 3 Load Combination - Does not apply to Splice Design. 7 PDL+0.70PL+2.80EQR Axial C Category 3 Load Combination - Does not apply to Splice Design. 8 0.85PDL + 2,80EQL Axial T Category 4 Load Combination - Does not apply to Splice Design. 9 0.85PDL + 2.80EQR Axial T Category 10 0. 5PDL +QL AConnsxial Category 4 Load Combination - Does not apply to Splice Design. 11 DL +2.80EQR Conns Category 2 Load Combination - Does not a2 Load Combination - Does not pply to this Sto this plice Type. 12 DL + EWP Std Des -1.86 0.17 -54.95 1.33 N' P A R T D I M E N S I O N S Left Right Dimensions at Connection Roof Beam Roof Beam Flg. to Flg. Dimension 11.876" Part Slope 11.876° Conn. Plate Angle (Degrees) 1.000 TO 12 1.000 TO 12 Adjacent Depth Change Information 4.764 4.764 Distance to Depth Change Flg, to Flg. Dimension 20'- 76" 11.876" 201- 0.000" Adj, P1. Angle (Degrees) 11.876" 0.000 0.000 DATE: ,12/07/99 S P L I C E D E S I G N - B 0 L T S / S P L C E TIME: 02:33 PM •I P L A T E ---------------------- -- CADDS RDER # 056433 -----------------------------PAPP-- BUILDER,- NORTH VALLEY READY MIX ------------------------------------------------------PAGE------- PAGES 72 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 LDR ORDER # 99-59 BPROJ T # 007-90 BLDENGRC DESIGN SYSTEM FRAME # 2 DESCRIPTION (TYPE) "I) `14IG0") NAME NORFIELD INDUSTRIES CODE/YEAR) GRP Visalia SPLICE # 05 TYPE Ridge 40'-0 12LPSF) 80WMPH) BC 97 (SLOPE), 1 000 --------------------------------------------PAPP-- SUBTYPE: O/I Extens - ----------------------------------- TO 12 Comp Bm S P L I C E P L A T E PLATE TYPE BOTH SIDES PART NUMBER STANDARD ORIENTATION 0042922 PLATE WIDTH NORMAL PLATE LENGTH 8.000" PLATE THICKNESS 17.750" 0.500" PLATE YIELD STRESS 55.00 KSI PLATE OFFSET 2.750" DESIGN STRESS RATIO 0.538 CONTROLLING GOND. 1 CONTROLLING LOCATION Side 1 Inner Flg 2 BOLT DIAMETER B 0 0.750" L T I N F O R M A T I O N BOLT TYPE A325 BOLT GAGES - INNER: 3.250" WASHERS NO BOLT # BOLTS ROW DIST FROM DIST FROM BOLT # BOLTS IN ROW EDGE PREV ROW DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 1.250" OUTER 2 2 4.750" 3.500" INNER 2 2 4'750" 3.500" INNER 1 1.250 DATE: 12/07/99 S P L I C E D E S I G N -B O'L T L O A D'S / A L L O W A B L 0.'000 0.000 TIME: 02:33 PM 0.000 0.000 E S 1.111 ----- -- ------- ---- ------------- -------------------------------------------------------------------------- 1.112 4 0.000 CADDS ORDER # 056433 BLDR CONTACT ------------------------- BUILDER NORTH VALLEY READY MIX 0.000 __ -----------------------------------PAGE_-___-- Category 3 PAGE:S 73 - BOB PARSONS BLDR PHONE # 916-345-7296IGH BLDR ORDER PROJ NAME # 99-59 - NORFIELD BLDR ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME (TYPE) # 2 DESCRIPTION 40IDOH) (HEIGHT) (LIVE) INDUSTRIES (WIND) (CODE/YEAR) ENGR GRP - Visalia SPLICE # 05 Ridge 12 PSF 80 MPH UBC 97 1.000OTO)12 0.991 -----------------------------TYPE-: --------------------------------------------------------0/I_Extens SUBTYPE : - Comp Bm LOAD OUTER EDGE B O L T L 0 A D S / A L L 0 W A B L E S 0.181 27.992 NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INIER NNERDIE fv ActSHEAR LEFT ROOF --BEAM-----SIDE--------------- (Kips per Bolt) ------------------ V All. (Ksi) (Ksi) -50% 6.472 3.096 +50g 0.'000 0.000 1 0.000 0.000 2 2.236 1.111 3 2.236 1.112 4 0.000 0.000 5 0.000 0.000 6 Category 3 Load Combination - 7 Category 3 Load Combination - 8 Category 4 Load Combination - 9 Category 4 Load Combination - l0 Category 2 Load Combination - 11 Category 2 Load Combination - 12 1.810 0.991 0.000 3.074 3.404 0.00'0 0.000 0.669 Does not apply to Splice Design. 0.669 Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to Splice Design. Does not apply to this Splice Type. Does not apply to this Splice Type. 0.000 LOAD OUTER EDGE NO OUTER 1 OUTER 2 OUTER 3 ------------------------------ RIGHT ROOF BEAM SIDE TENSION ft Act. Ft All. (Ksi) (Ksi) 0.000 6.263 0.000 21.000 14.650 44.000 7.222 0.000 0.000 21.000 14.177 44.000 0.000 0.181 21.000 27.992 16.348 44.000 0.000 0.184 27.992 5.062 5.062 58.650 58.650 1.419 1.419 0.050 27.992 3.212 58.651 21.000 0.053 27.992 3.212 58.651 0.000 0.003 27.992 B 0 L T L O A D S / A L L 0 W A B L E S INNER EDGE SHEAR OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. (Kips per Bolt) ------------------------------ Fv All (Ksi) (Ksi) 4.098 58.651 TENSION ft Act. Ft All. (KSi) (Ksi) -50% 6.472 3.096 +50%- 1 0.000 0.000 0.000 0.000 0.000 3.074 0.000 6.263 0.000 21.000 14.650 44.000 2 2.236 1.111 3.404 7.222 0.000 0.000 21.000 21.000 14.177 44.000 3 2.236 1.112 0.000 0.000 0.181 27.992 16.348 5.062 44.000 4 5 0.000 0.000 0.000 0.000 0.184 27.992 5.062 58.650 6 0.000 0.000 0.669 1.419 0.050 27.992 3.212 58.650 Category 3 3 Load Combination Load - Does not apply to Splice Design. 0.669 1.419 0.053 27.992 3.212 58.651 58.651 8 Categolice ry 4 Combination Load Combination - Does not pply to to Desin* y4 Load Combination - - Does Does not not a to Splice Design, 10 it Categor} 2 Category Load Combination - Does not a pply to thc isSplicelice gType. 12 2 Load Combination - Does not apply to this Splice 1.810 0.991 Type. 0.000 0.000 0.003 27.992 4.098 58.651 DATE: 12/07/99 S P L I C E D E S I G N - L A Y O U T S K E T C H W TIME: 02:33 PM W W ----- -- ------- -------------- __________ W W CADDS ORDER BLDR CONTACT # 056433 - BOB BUILDER - NORTH VALLEY READY PARSONS _ MIX ---------------------------------------------'--'------------------__________ LDR BPROJ 99-59 W PAGE:S 74 W BLDR PHONE (TYPE) # 916-345-7296 NAMES # NORFIELD INDUSTRIES BLDR ACCOUNTGR # W DESIGN SYSTEM FRAME (WIDTH) (HEIGHT) # 2 DESCRIPTION (LIVE) (WIND) (CODE/YEAR) GRP Visalia20-04-007-90 SPLICE # 05 Ridge 141-0" 12 PSF 80 MPH UBC 97 1.000OTO)12 _______ ---------- --------_---TYPE--- -- _-SUBTYPE --------------------------------------------------------- 0/I Extens.- Comp Bm SPLICE PLATE 00429 W W 22 8.000" X 17.750" X 0.500" OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 LEFT ROOF BEAM SIDE --> <-- RIGHT ROOF BE -+---------+--- 1.250" 2.750" 3.500" 11.917" 8.250" IAM SIDE +- 3.250"-+ -------------------------- 2.750" 0 0 FFFFFFFFFFFFFFFFFFFFFFF FFFFFFFFFFFFFFFFFFFFFFF O 0 e 11.917" BOLTS: 0.750" DIA A325 NO WASHERS OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 W o W 0 W W W W W W W W W W W W W W W W W W W W W W W W W W W o W 0 W FFFFFFFFFFFFFFFFFFFFFFF O 0 e 11.917" BOLTS: 0.750" DIA A325 NO WASHERS OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 S P L DATE: 12/07/99 I C E D E S I G N - F L A N G E A N D W E B P L A T E I N F O R M A T I O N 33.00 TIME: 02:33 PM 49.50 0.495 -50$ 3.083 19.21 33.00 14.49 49.50 CADDS ------------------------------------- ORDER # 056433 BUILDER NORTH VALLEY READY MIX--------------------- 0.188 X 5.000 0.188 X 5.000 _PAGE:S 2.750 75 ------------ BLD- CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 BLDR ORDER # 99-59 PROJ NAME 0.495 BLDR ACCOUNT #--20-04-007-90 DESIGN SYSTEM FRAME # 2 (TYPE) DESCRIPTION (141-0°) - NORFIELD INDUSTRIES (CODE/YEAR) ENGR GRP - Visalia PE)12. 49.50 SPLICE # 05 401D0°) TYPE Ridge 12LPSF) 80 MPH) P L A T E S 1.00O(SLOPE) TO ------------------------------------ -----g------------------------------------------------- SUBTYPE' O/I Extens - Comp Bm PART NO. SIZE ---------------=-- MAXIMUM STRESSES ------------------ F L A N G E P L A T E S -- SHEAR --- - TENSION - COMPRESSION LOCATION DESCRIPTION PART NO. SIZE ------------- Inches -------------- ----- - ----- MAXIMUM STRESSES ----------- ALLOW X W X L DIST FROM - TENSION - COMPRESSION CSR LOAD --T- ---- Inches --------- EDGE (In.) ACT. ALLOW (Ksi) ACT. ALLOW COND LEF 0.120 (Ksi) (Ksi) (Ksi) 7.55 T ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange RIGHT ROOF BEAM SIDE OUTER 2 Main Flange INNER 2 Main Flange DESCRIPTION LEFT ROOF BEAM SIDE Main Web RIGHT ROOF BEAM SIDE Main Web LEFT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange Flange to Splice Plate INNER 2 Main Flange Flange to Splice Plate 0.188 X 5.000 0.188 X 5.000 2.750 16.33 33.00 17.43 49.50 0.495 -50$ 3.083 19.21 33.00 14.49 49.50 0.582 1 0.188 X 5.000 0.188 X 5.000 2.750 16.33 33.00 17.43 49.50 0.495 -50g 3.083 19.21 33.00 14.49 49.50 0.582 1 W E B P L A T E S PART NO. SIZE ---------------=-- MAXIMUM STRESSES ------------------- T X W X OL X IL -- SHEAR --- - TENSION - COMPRESSION CSR LOAD ------------- Inches -------------- ACT. ALLOW (Ksi) (Ksi) ACT. (Ksi) ALLOW ACT. ALLOW COND (Ksi) (Ksi) (Ksi) 0.120 0.47 29.33 7.55 33.00 17.14 49.50 0.345 1 0.120 0.47 29.33 7.55 33.00 17.14 49.50 0.345 1 W E L D I N F O R M A T I O N F L A N G E P L A T E S FULL ------------------- WELD SIZE ------------------- STRENGTH ---- FILLET --------- PENETRATION --------- -------- MAXIMUM STRESSES -------- Out Face In Face Out Face In Face TENSION Win) SHEAR (k/in) ALLOW (k/in) CSR LOAD COND YES 3/16" 3/16" 3.14 6.21 0.507 -500 YES 3/16" 3/16" 3.70 6.21 0.596 1 DATE: 12/07/99 S P L I C E D E S I G N - W E L D• I N F O R M A T I-0 N TIME: 02:33 PM ------------ ------------- 'CARDS ORDER # 056433 BUILDER NORTH VALLEY BLDR CONTACT - BOB PARSONS READY MIX _____ -------------------------------------------- BLDR ORDER # PAGE:S- 76 + BLDR (TYPE) PHONE # 916-345-7296 99-59 PROJ NAME - NORFIELD BLDR INDUSTRIES ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME # 2 SPLICE (WIDTH) (HEIGHT) DESCRIPTION LRF 40'-0" (LIVE) (WIND) (CODE/YEAR) ENGR GRP - (SLOPE) Visalia # 05 ________ Ridge 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 -------'-- ---_-TYPE-: SUBTYPE O/I Extens - Comp Bm - ---- -- ----- LEFT ROOF BEAM SIDE W E L D I N F O R M A T I O N --- --------------------- DESCRIPTION___-- B P L A T E S _________________w _E - WELD SIZE - - LENGTH ---- FILLET --- -- PENETRATION -------- --------- - MAXIMUM STRESSES -------- Near S. Far S. Near Side Far Side - .TENSION (k/in) SHEAR ALLOW (k/in) CSR LOAD Main, Web (k/in) COND Web tO Splice Plate 1/8" 1/8" 0.91• 5.57 0.163 -50%- RIGHT ROOF BEAM SIDE W E L D I N F O R M A T I O N DESCRIPTION FULL A N G E P L ------------------- A T E S STRENGTH ---------- WELD WELD ---- FILLET ------------- SIZE ------------------- PENETRATION --------- -------- MAXIMUM STRESSES -------- Out Face In Face Out Face In Face TENSION (k/in) SHEAR ALLOW CSR LOAD OUTER 2 Main Flange (k/in) (k/in) GOND Flange to Splice Plate Y8S 3/16" 3/16" INNER 2 Main Flange 3.14 6.21 0.507 -50% Flange tO Splice Plate YES 3/16" 3/16" 3.70 6.21 0.596 1 RIGHT ROOF BEAM SIDE W E L D I N F O R M A T I O N DESCRIPTIONW E B P L A T E S ------------------- WELD SIZE - LENGTH - ---- FILLET --- __ _------------------------- _ "----'- - MAXIMUM STRESSES ------ ___ Near S. Far S. Near SideFarSide TENSION (k/in) SHEAR ALLOW CSR LOAD Main Web Win) Win) GOND Web tO Splice Plate 1/8" 1/8" 0.91 5.57 0.163 -50W DATE: TIME: 12/07/99 02:33 PM S P L I C E D E S I G N ----- ------------- CADDS ORDER # 056433 BLDR CONTACT - BOB DESIGN SYSTEM FRAME ------------------------------------ --- ---------------------------- -------_____ BUILDER - NORTH VALLEY READY MIX PARSONS BLDR PHONE # 916-345-7296 (TYPE) # 3 DESCRIPTION TEXDS 40' -On (141-0") BLDR ORDER PROJ NAME (LIVE) 12 PSF ---------------------------------=-- # 99-59 - NORFIELD.INDUSTRIES (WIND) 80 MPH (CODE/YEAR) UBC 97 --------------- B LDR ACCOUNT # ENGR GRP - (SLOPE) 1.000 TO 12 PAGE:S 77 20-04-007-90 Visalia DATE: 12/07/99 S P L I C E D E S I G N - C O V E R S H E E T TIME: 02:33 PM BOLT LOADS / ALLOWABLES APPLIED LOADS SUMMARY LAYOUT SKETCH ---------------------- -- _______ PART DIMENSIONS FLANGE / WEB PLATE INFORMATION CADDS ORDER BLDR CONTACT # 056433 BUILDER NbRTH ------ ----- - -------- VALLEY -------------------------------------------------------------- READY MIX WELD INFORMATION SPL NUM --------------- PAGE:S 78 SPLICES SELECTED GROUP INFORMATION - BOB PARSONS BLDR PHONE # 916-345-7296 BPROJ NAME 99-59 # NORFIELD NUM Connection Plate BLDENGRCGRPT # ASSEMBLY INFORMATION DESIGN SYSTEM FRAME # 3 DESCRIPTION (TEXDS (WIDTH) (HEIGHT) ) (LIVE) (WIND) INDUSTRIES (CODE/YEAR) Visalia007-90 14 0 12 PSF 80 MPH UBC 97 (SLOPE) 1 Pinned Base Plate 9 Analysis Only 2 Int. Col. to Roof Bm 1.000 TO 12 OV47946 01 Plates OV47946 Full Optimization Design w/ Combined Welds RUN OPTIONS AND INFORMATION 02 Full Optimization Design w/ Combined Welds SOURCING PLANT 04 - VISALIA QUANTITY OF LIKE FRAMES O1 STRESS RATIO LIMIT 1.030 REPORTS SELECTED COVER SHEET SIGN CONVENTIONS BOLT LOADS / ALLOWABLES APPLIED LOADS SUMMARY LAYOUT SKETCH PART DIMENSIONS FLANGE / WEB PLATE INFORMATION BOLTS / SPLICE PLATE INFORMATION WELD INFORMATION SPL NUM MEMB SEQ Connection SPLICES SELECTED GROUP INFORMATION --- NUM --- NUM Description P --- NUM Connection Plate Opt I ASSEMBLY INFORMATION -------------- ------ ---- +--------------------------- NUM Weld Opt + -Stiffener-Opt P 1 2 03 03 1 Pinned Base Plate 9 Analysis Only 2 Int. Col. to Roof Bm 10 Optimization w/ Std OV47946 01 Plates OV47946 Full Optimization Design w/ Combined Welds 02 Full Optimization Design w/ Combined Welds DATE: 12/07/99 •S P L I C E D E S I G N - A' P P L I E D LOADS TIME: 02:.33 PM S U M M A R Y ------- ------- ---- --------------------------------------------------- CADDS ORDER BLDR CONTACT # 056433 BUILDER NORTH VALLEY READY MIX -------- ____________ PAGE:S 79 - BOB PARSONS BLDR PHONE # 916-345-7296 BLDR ORDER PROJ NAME # 99-59 BLDR ACCOUNT # ---04-007-90 DESIGN SPLICE SYSTEM FRAME # 3 (TYPE) DESCRIPTION TEXDS 40IDOH, (HEIGHT) (LIVE) - NORFIELD (WIND) INDUSTRIES (CODE/YEAR) ENGR GRP - Visalia ----------------------------------- # 01 TYPE Pinned Base Plate 12 PSF 80 MPH UBC 97 (SLOPE) ----------------------- SUBTYPE -----------No- Ext EWI Pin 1.000 TO 12 - S Nuts LOAD DESCRIPTION DESIGN ----------- - -------------------- ------ -NO- AXIAL SHEAR X SHEAR Y STRESS MEMBER ---- CATEGORY -(kips) (kips) . (kips) FACTOR STRENGTH ------ ------ 1 DL + EWP 2 DL + EWS Std Des 0.14 0.57 0.00 1.33 N Std Des 0.14 -0.50 0.00 1.33 N P A R T D I M E N S I O N S Dimensions at Connection Flg, to Flg. Dimension Offset from Structure Line Adjacent Depth Change Information Distance to Depth Change Flg, to Flg. Dimension Adj. P1. Angle (Degrees) Column 7.876" 1.000" 14'- 8.000" 7.876" 0.000 DATE: 12/07/99 S P L I C E D E S I G N - B O L T S / S P L I C E P L A T E TIME: 02:33 PM ----------------------- -----------------B------------------------- _______________ PAGECADDSS 80 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX ---------------------- BLDR CONTACT - BOB PARSONS BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EXDS 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE # -- -----------TYPE Pinned Base Plate ------------------ SUBTYPE No Ext EWI Pin - S Nuts --------------------------------------- PLATE TYPE PART NUMBER ORIENTATION PLATE WIDTH PLATE LENGTH PLATE THICKNESS. PLATE YIELD STRESS PLATE OFFSET DESIGN STRESS RATIO CONTROLLING COND. CONTROLLING LOCATION : BOLT DIAMETER BOLT TYPE WASHERS BOLT # BOLTS ROW IN ROW OUTER 1 2 S P L I C E P L A T E STANDARD 0042856 NORMAL 8.000" 8.500" 0.500- 55.00 KSI 0.000" 0.001 1 Cat. 2 Compression B O L T I N F O R M A T I O N 0.750" BOLT GAGES - INNER: 4.000" A307 NO DIST FROM DIST FROM EDGE PREV ROW 3.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 105.000 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD GOND. NUMBER 1 ACTUAL ULTIMATE CONCRETE STRESS 0.002 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.901 KSI CONCRETE STRESS RATIO 0.001 : DATE: 12/07/99 S P L I C E D E S I G N - B O L T L O A D S / A L L O W TIME: 02:33 PM A B L E S ------=--------------------------------------------------------------------------81 CADDS ORDER # 056433 ----- BUILDER - NORTH _ _________ VALLEY READY MIX -----_-__ PAGE S BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 BORDER PROJ NAME _ # 99-59 BLD COUNT #20-04-007-90 -- DESIGN SYSTEM FRAME # 3 DESCRIPTION (TYPE)HEIGHT) TEXDS IGH ) . LD INDUSTRIES ENGR (UBCE/YE9AR7) Visalia SPLICE #-01------------------ TYPE 40ID0"I) Pinned Base Plate 1(LPVF) 80WIND) MPH 1.000 (SLOPE) TO 12 ------- -: SUBTYPE No *Ext EWI Pin - S Nuts LOAD OUTER EDGE B O L T L O A D S / A L L O W A B L E S -------------------- NO OUTER 1 O--E--------TE------ OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER EDGE SHEAR TENSION COLUMN SIDE ---------- (Kips p per Bolt) --=-------------------- -INNER 1 fv Act. Fv All. ft Act. Ft All. ---- (Ksi) (Ksi) (Ksi) (Ksi) 1 2' Total Section is in Compression Total Section is in Compression 0.567 13.329 0.000 26.659 - 0.486 13.329 0.000 26.659 0 DATE: 12/07/99 S P L I C E D E S I G N' - L A Y O U T S K E T C H TIME: 02:33 PM CARDS -------------------------- - __________ PAGE:S 82 ------------------------------------------------- _ __ ORDER # 056433 BUILDER NORTH VALLEY READY MIX BLDR CONTACT - BOB PARSONS BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 3 DESCRIPTION (TYPE) TEXDS 40'-0" (14IG0", 12LPSP, 80 MPH) (CODE/YEAR) 1.00OOTO'12 SPLICE #-01------------------TYPE-: Pinned Base Plate SUBTYPE': No Ext EWI Pin - S Nuts ------------------------------------------------- SPLICE PLATE 0042856 . 8.000" X 8.500" X 0.500" OUTSIDE FLANGE 0.188 X 5.000 MAIN WEB 0.120 INSIDE FLANGE 0.188 X 5.000 -+---------+--- 3.000" I 5.500" 7.f 76" COLUMN +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W o W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF --------------- ----------------------- BOLTS: 0.750" DIA A307 NO WASHERS DATE: 12/07/99 S P L I C E D E S I G.N - F LANG E. A N D W E B P L A T E I N F O X W X L DIST FROM TIME: 02:33 PM LOAD --T- ---- Inches --------- R M A T I O N , ----------------------------- (Ksi) (Ksi) (Ksi) (Ksi) CADDS ORDER ORDR # 056433 ----------------------------------------------------- - BUILDER NORTH VALLEY READY MIX ____________ - _ PAGES 83 __ ------------ CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 BLDR ORDER PROJ NAME # 99-59 _ BLDR ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME (TYPE)(HEIGHT) # 3 DESCRIPTION TEXDS - NORFIELD INDUSTRIES (SCE/YEAR) ENGR GRP - Visalia SPLICE # O1 402-0";) TYPE : Pinned Base Plate 12LPSF) 80MPH 97 1.00OOTO)12 DESCRIPTION ------------------------------------------------------------------------------------------No- ------------------ MAXIMUM STRESSES SUBTYPE Ext EWI Pin - S Nuts -- SHEAR - F L A N G E P L A T E S LOCATION DESCRIPTION PART NO. SIZE X W X L DIST FROM - TENSION-MAXI COMPRESSIONS CSR LOAD --T- ---- Inches --------- EDGE (In.)COND ACT. ALLOW ACT. ALLOW (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE OUTER 1 -Main Flange 0.188 X 5.000 INNER 1 Main Flange 0.188 X 5.000 0.000 0.00 43.99 0.05 65.98 0.001 1 0.624 0.00 43.99 0.05 65.98 0.001 1 W E B P L A T E S DESCRIPTION PART NO.SIZE ------------------ MAXIMUM STRESSES ------------------- T X W X OL X IL -- SHEAR - - TENSION - COMPRESSION CSR LOAD ------------- Inches -------------- ACT. ALLOW (Ksi) (Ksi) ACT. ALLOW (Ksi) ACT. ALLOW COND (Ksi) (Ksi) (Ksi) COLUMN SIDE Main Web 0.120 0.57 29.33 0.00 43.99 0.05 65.98 0.019 1 COLUMN SIDE W E L D I N F 0 R M A T I O N DESCRIPTION F L A N G E P L A T E S FULL ------------------=-WELD SIZE STRENGTH ---- FILLET -----------__----__ ------- - MAXIMUM STRESSES ------ -PENETRATION --------- Out Face In Face Out Face TENSION SHEAR ALLOW CSR LOAD In Face (k/in) (k/in) (k/in) COND OUTER 1 Main Flange Flange to Splice Plate 1/811 0.00 2.47 0.000 1 INNER 1 Main Flange Flange to Splice Plate 1/8" 0.00 2.47 0.000 1 COLUMN SIDE W E L D I N F. -O R M A T I O N DESCRIPTION B P L A T E S -- --W -E --------------- WELD SIZE -------- ----------------- - LENGTH - ---- FILLET ------------ PENETRATION --------- - MAXIMUM STRESSES -------- Near S. Far S. Near Side Far Side TENSION (k/in) SHEAR ALLOW CSR (k/in) (k/in) LOAD Main Web COND Web to Splice Plate 1/811 - 0.07 2.47 0.028 1 DATE: 12/07/99 S P L I C E D E S I G N - A P P L I E D L O A D S S U M M A R Y TIME: 02:33 PM ------------------------------ ------ CADDS ORDER # 056433 -------------------------------------------- ____________ PAGE:S 84 BUILDER NORTH VALLEY READY MIX -------- __ BLDR CONTACT - BOB PARSONS BLDR ORDER # 99-59 BLDR ACCOUNT # ---04-007-90 BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 3 DESCRIPTION (TYPE) TEXDS (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR) SPLICE # 02 14'-0" 12 PSF 80 MPH (SLOPE) --------------------------------------- Interior Col to Roof Bm SUBTYPE : �C 97 1.000 TO 12 EX Post Top Clip --------------- --------------------------------------------= LOAD DESCRIPTION ----------- NO DESIGN AXIAL SHEAR ADJ MOM ALLOW MOM STRESS MEMBER - _------- CATEGORY -(kips) (kips) (in -k) (in -k) FACTOR STRENGTH ------ -------- 1 DL + EWP Std Des 10.66 2 DL + EWS Std Des -0 57 0.03 . 0.03 Dimensions at Connection Flg, to Flg. Dimension Part Slope Orientation Main Flange Dimensions Outer Flange Width Thickness Inner Flange Width Thickness Adjacent Depth Change Information Distance to Depth Change Flg, to Flg. Dimension Adj. P1. Angle (Degrees) P A R T Endwall Post 7.876" 5.000" 0.188" 5.000" 0.188" 0.00 260.19 1.33 N *0.00• 260.19 1.33 N D I M E N S I O N S EW Post Top Clip 6.000" 1.000 TO 12 Ridge 0'- 0.000" 7.876" 0.000 DATE: 12/07/99 S P L •I, C E D E S I G N - B O L T S / S P L I C E P L A T E TIME: 02:33 PM CADDS ------- ------- ------------ PAGES 85 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX BLDR CONTACT BOB PARSONS BLDR PHONE # 916-345-7296 BPROJ NAME LDR ORDER # NORFIELD INDUSTRIES BLDR RCGRPT # Visalia007-90 DESIGN SYSTEM FRAME # 3 DESCRIPTION (TYPE) TEXDS 401-0"1) (141G0°) 12LP F) 80 MPH) (CODE/YEAR) 97 1.000OTO)12 SPLICE # 02 --------TYPE Interior Col to Roof Bm----------SUBTYPE --------------------- _EX -Post Top Clip PLATE TYPE PLATE WIDTH PLATE LENGTH PLATE THICKNESS PLATE YIELD STRESS PLATE OFFSET DESIGN STRESS RATIO CONTROLLING GOND. CONTROLLING LOCATION BOLT DIAMETER BOLT TYPE WASHERS BOLT # BOLTS ROW IN ROW S P L I C E P L A T E FLANGE PLATE 5.000" 6.000" 0.187" 55.00 KSI 0.000" 0.069 2 Inner Row 1 B O L T I N F O R M A T I O N 0.625" BOLT GAGES - INNER: 3.000" A325 NO DIST FROM DIST FROM BOLT # BOLTS DIST FROM EDGE PREV ROW ROW IN ROW EDGE OUTER 1 2 1.250" P O S T T O P C L I P SHEAR FORCE IN BOLTS : 0.492 kips CONNECTION DETAIL NO.: E145 USE (1) PART NO. 0543350 AND (1) PART NO. 0543351 INNER 1 2 1.250" 16.5 kips DIST FROM PREV ROW S P L I C E D E S I G N - B O L T L OA D S / A L L 0 W A B L E S DATE: . 12/07/99 TIME: 02:33 PM CADDS -------------------------------------------------------------------------------------------------------------------- PAGE:S 86 ORDER # 056433 BUILDER - NORTH VALLEY READY MIX BLDR ORDER # 99-59 BLDR ACCOUNT # 20-04-007-90 BLDR CONTACT - BOB PARSONS BLDR PHONE # 916-345-7296 PROJ NAME - NORFIELD INDUSTRIES ENGR GRP - Visalia ' (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/YEAR)" (SLOPE) DESIGN SYSTEM FRAME # 3 DESCRIPTION EXDS 40'-0" 14'-0" 12 PSF 80 MPH UBC 97 1.000 TO 12 SPLICE -#-02------------------ TYPE -_---Interior Col to Roof Bm---------- SUBTYPE -_----------EX-Post Top Clip B O L T L O A D S / A L L O W A B L E S LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act.. Fv All. ft Act. Ft All. ------------------------------ (Kips per Bolt) ------------------------------ (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE 1 Total Section is in Compression 0.027 27.992 0.000 58.651 2 0.143 0.143 0.027 27.992 0.467 58.651 DATE: 12/07/99 S P L I C E D E S I G N - L A Y O U T S K E T C H TIME: 02:33 PM CADDS ------------------------------------------ - PAGES 87 ORDER # 056433 BLDR CONTACT - BOB PARSONS B BUILDER - NORTH VALLEY READY MIX BLDR PHONE ----- ---- BLDR ORDER ------------------------------------ # 99-59 ------ -- - BLDR ACCOUNT # 20-04-007-90 # 916-345-7296 PROJ NAME (TYPE) TEXDS (141-0", - NORFIELD INDUSTRIES ENGR GRP - Visalia DESIGN SYSTEM FRAME # 3 DESCRIPTION 401-0"1, (CODE/YEAR) SPLICE # 02 TYPE Interior Col to Roof 12LPSF' Bm SUBTYPE 80 MPH 1.000 TO 12 ----------------------------------------------------------------------------------------------------------------------------------- : EX Post Top Clip USE EXIST..FLG.: 5.000" X 0.188" COLUMN BOLTS: 0.625" DIA A325 NO WASHERS TOP CLIP DETAIL: E145 +- 3.000"-+ -+---------+--- ------------------------------ 1.500" W W `+--- p W O W W W W W W W W W W W W W W W W MAIN WEBW 3.000„ W 0.120 W W W W W W W W W W W W W W W W W -+--- o W o 1.500” W I W -+------------- -------^V------------- V^ ------- DATE: 12/07/99 S P L I C E D E S I G N - F L A N G E A N D W E B P L A T E I N TIME: 02:33 PM F O R M A T I O N ------------------ ____ CADDS ORDER # 056433 BUILDER - NORTH VALLEY READY MIX -------------------------- PAGE:S 88 BLDR CONTACT - BOB PARSONSBLDR BLDR PHONE # 916-345-7296 ORDER PROJ NAME # 99-59 BLDR ACCOUNT # 20-04-007-90 DESIGN SYSTEM FRAME (TYPE) # 3 DESCRIPTION TEXDS (HEIGHT) (LIVE) - NORFIELD (WIND) INDUSTRIES (CODE/YEAR) ENGR GRP - (SLOPE) Visalia SPLICE # 02 40IDOH) 14'-0" Interior Col to Roof Bm 12 PSF 80 MPH UBC 97 1.000 TO 12 ---------------------------- -TYPE-: ---------------- ---------------------SUBTYPE : ------ ------------ EX Post Top Clip DESCRIPTION_ COLUMN SIDE Main Web COLUMN SIDE DESCRIPTION Main Web Web to Inner Flange W E B P L A T E S ------------------ MAXIMUM STRESSES ------- ------------ ART NO. SIZESHEAR --- - TENSION COMPRESSION CSR LOAD TX W X OL X IL ACT. ALLOW -------------- ACT. ALLOW ACT. ALLOW --------= Inches -------------- (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COND 0.120 0.05 29.33 0.80 43.99 0.91 65.98 0.017 2 W E L D I N F O R MAT I O N W E B P L A T E S ------------------------- WELD SIZE------------------------- - MAXIMUM STRESSES -------- - LENGTH - ---- FILLET --- ------ --------- PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k/in) (k/in) (k/in) COND 1/8n 1/8n 0.10 7.42 0.013 2 :6py 0 UO STD DOOR LIMIT SWITCH MOUNTING S FRESH AIR RE 1 "INLET, STD POWERED EXHAUST ASSEMBLY S t! '18 GRP 01 1 10 STD SQUARE TO ROUND TRANSITION S 202-,3-1734 GRP 01 I 6 11 110 5/8" O/A WIDTH X9"5`1/4" m 129) if I 13114 4 "p 4 4 ism ELECTRICAL 80 1/4" CONNECTION I A um"wil 1E 13 6"0, EXHAUIST OUTLET Elm 5PECIFICA TIONS. - ELECTRICAL: 240V/3PH/6OHz APPROX. 18 AMPS FUEL: NATURAL GAS @ 0.25 PSIG 400 SCFH @ 1,000 BTU/SCF 400,000 BTUH RECIRCULATION: 4,500 CFM @ 5 HP EXHAUST: 400 CFM @ 1/2 I -IP TEMPERATURE. 500'F MAXIMUM 350°F NORMAL (POWDER) 375'F NORMAL POWDER) 125°F ABOVE AMBIENT MINIMUM PAINT COLOR: OVEN - FEDERAL SAFETY BLUE CONTROL PANEL - FEDERAL SAFETY BLUE OVEN DOORS - FEDERAL .SAFETY BLUE PIPING- NOT PAINTED CONDUIT- NOT PAINTED 2 UO STD DOOR LIMIT SWITCH MOUNTING S 220-4-1855 1 STD POWERED EXHAUST ASSEMBLY S 241-14-.1008 GRP 01 1 10 STD SQUARE TO ROUND TRANSITION S 202-,3-1734 GRP 01 I 18 SHT 20 GA ALZD X 5" X 19 1/4" LG 301 3 001 ROLL TO 6" DIA '71 1 BLASTGATE 6" DIA. 311 0047 EWN'4 13001 2 g�C 2" X I" X 3/16" X 42 1/8" LG 003008 6 COPE ONE END 01::' 2 @�L 3" X 2" X 1/4" X 80 1/4" LG MITER BOTH ENDS GRP 07 1 0003021 AS D MRK - SWN4-11035 15 4,1#/FT X 98 1/4" LG 306 00041 DESCRIPTION kinPART 4 GRP STD LIFTING LUGS 309 0034 1 12 STD MOUNTING ANGLE S . 220-3-3442 1 GRP 02 3 1 1 STD AIR FLOW SWITCH MOUNTING S 220-4-1814 GRP 01 - GRP 2 -QJOISTD THERMOCOUPLE MOUNTING S 220-4-1813 01 'I OSTD JIB BURNER MOUNTING S 220-3-1843 GRP 01 (.) GAS PIPING ASSEMBLY 1 O POWER & CONTROL WIRING 1 STD POWERED EXHAUST ASSEMBLY S 241-14-.1008 GRP 01 1 DIRECT DRIVE BLOWER ASSEMBLY S 22Q41 963 '71 1 STD SUPPLY DUCT ASSEMBLY EWN'4 13001 2 STD BI -PARTING DOOR ASSEMBLY EWN-4'-20002 01::' 2 STD OVEN FRONT ASSEMBLY - SWN4-23034 GRP 07 1 STD PANEL ASSEMBLY AS D MRK - SWN4-11035 GRP 33 OTY ITEM DESCRIPTION kinPART DRW'G OR STD. NO. GRP AS�RELEASED FA 1 4/29�/05 REVISION BY Tl:.] WISCONSIN OVEN, -,.CORP. EAST TROY, WISCONSIN Z3120 GENERAL ASSEMBLY REV. EWN-66-6G DRAWN BY FA DATE 4/19/05 DWG. N 0. 405 : CHK'D BY TT DATE 4/19/o!5 EM0— T 09978, 1 ei ISCALE 3/4"=V-0" JOB NO SM09978 Pace I of 1 3 t. I . vk. W r}i vv ,�'�ax { .. r a Y ',ttOr 1 �� t ,d t r t Y .,, az `x ,� '.x .� v' �� , ,'fr :: t S . Y9j.' r - (/�'`�. rte" 9(''°��1 jA� 99�^'__ 1 •r 1 ASV t... ' HT1..,. .I L�!✓ , .. 3t y aTk ^ tr r s r z t { v evaep;r }{rad s Iy"' 4 2 i e t y c1e4k�NW' j s"�,�E �,a f ,c s ,t i / ",r r`*y Y x diK,f 3x`.t^+ s r x �) rx d rp ; y y 7 �yI d, g rsx 5 v T r xlaf a£ ✓e� x- I' 3m„ t k `' r: k f ! r 5 sk 7 r # tx 7Y p y x av�/�i)IN , QVN a WATCH (�d47 p ti k k 2 p , , s� *r06M ,v, k $ r� c # 11 t3'�aE�fi3 £ C�ah f } tt r. ,x'r ra> i'{ t s., ,� °a 'k vT T �a a't `v t „ p - T."', k.,�,"rx r Rx ✓i ,,, st =i".,xk i s k' a Lr a {g'f ,x7 6 I rt St g z e z ,� d ?. T x• x c,"rF" 3 F. �� % vE r� 1 y r c, si }x Y - ?c t r. d 4 rD x "-st� x s sk r£k-r'-ks` z ti,>4` 5 ,.x£`t �: x o , 0 � 0 �,,r,3 a " z54� Sd ar{ a' -s sry 4:. t?uz ,3v- r:. x ''2f ? s a 4 e a v� x ' E t .. f >7r. ^.'r .x,P'ty�x £' i %?'. aT'`' } ,'� n~fiv '^ z: a > r t t : ,* `F e rt '' r t` �3� pis w7J't�r d y�35'F3'§ $ tv "e jx " F ; {'✓f rax " r" £tea t as r { k€"...: �i# TTk.a5 �"r^ "TOS r1 '(y �"''s,.;r^rt rv+'r`4 } e =. i x K. v'k r 4 x fa 3 i� s Y �prx r,t" �` a'�x=' s r I r 4 xv t{ �+ ,�` x. s t �i r`y i ,?e i?t �iS �L :.�F F t`.� wFY +� F f k ; T E"- 3 ix'2 x'fi`rtc`'ts�". ''rur yt£' (9 �'stc y.a ; G.. i5v'i r o -r 1. a £ 8�%•; . kak s# fzd4 "Noun 'N�, 5 f"t x"- r.t a+' , 4ij As* Y v ,z F,t� c c. a tx£&a Fs k' ,�� f><E an r .�{r .;k ,t � w is o, v s ; z, ,� £" £ #�ys I T tx a ""#' a i K 1 ( s _ �AS % r� 41 b A F� t3, f j!`ji ''t r'`'f„} ,i b� ;s $ { +`t rE - t. 1N,,!, TTMW e£Ct4fSvz"tal s�'p z '4 z . 'i„� f, _a.Is-t "5 > t� `ti -s x, x” '' , f s 5 F� !1' $g ' 6 d% T t PI i'x��.'JI �4� } s ,, a £' t s P � s ' y �x Y vMO , - :0 ,.4 i *n &r9i ` f f i + 4�+r t .: > f'xY a S Y , k a' F,� ' c5 3, " qs'l#k + r "z fl .�t k .£ G � k l l x t 4.� '�. t r* txbaa r ss { i " ! x+ r` a y t;: t x '.75 rR ( . 0 0 C) i,T' ti t£tv � ti "`x{s y`aF t>tii },i r i Fes{ sv E,z vyM fis o i� � sv?. .. t '�ZS' r r'r d a K rt k ati #' S-s� S .'1 v v.'4,: .£ r Srx � y1t.8 x c ,, r' ( r x h x : yn� i 11 MW to' - ,111,1rr A t.afS if;�e �, I C a r,Pk.'t x1^}u�'`� 7u- piT a aT.� kc 4 'Y x �.� ^;. i$' 4 u,t£va' '4 a�',x Pj*,iso- ,, .sx �. _.. t,, dx i�' `i ><t d e'`y'1d,ak'.rY,ai�k tc+ sr _%W_e£ et l 4j ,�.......�...., +b t r i ` � t * t. �a ,'p .d a s t + '>••5,k r a l ` ,. Liv ' s s ,6� � it` g - ' x '',r . �tF tai § a £� rK�� a t 1 sS mata �- < T x`f `'` ar ✓_ r ,. S t rYa y timr V'i Yt f x ` - 3 , tx x { S xl t r } w z a t00° z e a c tF °7sx �itxk� F,�r£k it r - h y xP �YN�ifi K 1 k f t tit s x r O U i EF.� I ks 14 �s�R RX ��ti, p u �c x r�#y ��tA' x L z`r F d r e ! Y - _ + rzFfi #x'0 { # ' r { r d a - 4 fi�UN t4, c a �ya r,I { f� ry ,,, a. v >iv - x � j � f � ,, 'fEFAPERATJLUER SHUTDOWN CQNTt4� ` atr r e ` -1. 111-1 " } ; Tx } OFA ON - �� uraFe lc i dv,,4 w f ° a °b"+lt i.'x^i,k3 A z k k t s .*....w.a All am., Y £ +� 1 .a x" i t£. S o 111%E `F Z b f '1 n t i ¢ri x`f"t`sr �#,a-'g-'so',.k! E xk .v ,a , x, r its t iw ,* is T v t 'k ,"r t t v Y v} x t o ; 6 y e_ r rt?� m� �� >'IM, PROCESS ALARM ] � ty. x£. y yr { x'T F f rI IT,t s , zS '>hI 11�'t* {� F y+tet4 >#`v#£t v z nes _ MR 355.941 t, a� tY'e 5 F* 5y`,x,zx ''tp,a r' y' lx x{ n 11T,vk a t s _ ¢ € x ( x f S gtt 11, sa v11�x S x x _ x ✓ se k Y . r, i ti zk < i k dS tvt$ - ! }, 2 " +�uY m r rt@, w s x v SAs reF ti 'T'�'"3 z „f`.'; rt "x {y{ °.,mat ( x F k yit v'j aN - E£ yrvt.. _,'' ¢ d s.fv C z m`YT yl*" `s''", ? x' �. ' `k" p.:. X NAW f�'t "t+,.T, ;'� t c T.,.,�! dnrtae n 1'" a [€ a3 f a s 't 3 5 kNS"a , fi�ni`xys tz»*al� �rvtxi' k r't:, 'rz c.s e ia`,Ptp £ a �� r J v ,x ;v 'xC�. i #A% § 4a f.. F �xT`ar�a x K#s i7 a CONTR04 ALARM f Ii �r� ��{ z� z��r " � � � � � POWER �LENeEfRE Ei '*"ii `{,t3r g,..Kkaa''r' F>"'' f y ,a a'x t as sv, .Y { 'xk s x' o�� oN 61 In' r ry3i.#c�� k tSll i s i §y �, �: a r t. , w• f� 1g4*+'t"ax„ E ky. ?3 1` t, r t. i n f v g 1 a t 0__�_ r C v'" 'U"', : i a 'z z x Mpo RRL prf d `"01 -4-37s93�kf i 7`} $..E.,� i'�k 3 < k k ('QWR ,�`.53 iF : tt i r, t a i I y g F a i ytt s °Tfi 7v 1 n c rr^ E r ), � 1 3 k M 7P C P. 7 S', A 7 F Y�tg "s st`�rti �'" 1 a aS"k f, Itrk i s `r Y t t o at' x r'rr aF I%V11T �, yw'3 a S # t y 4Qe f4 v b x ? _ .��.,.� +Cy {S2r'4�'t X1'7 C wiG� { t {'. 4 y is p � s < t �i r jxEdiTr G>) 4 rY t r Sd� R , C�tjAROS E�] BLOWER{S) fi$ t s Er x SET STOP 3R kt,r 7 y,�"yx.Ef{ fiT{ 1 r a 6 a''� >s,xr �.; f x .� i ' ,r :a }� � l"',ago , t`� 3'Y} €? D t*' zt ri> 't� Y t° �:,{ ' t # s a t Y �. t r d 'k f x d Yt{J).r a£ G V "zs ? „4v"S matIg £''' 9 Fk { at T r xx ¢ : i �j/`''y\j �(y'''�\j x t M 4t z f�r-Pt s:r heti 1T'�t ` y a h s '� 2f ra+ r't yrs ! t } b 3.' r # t x - y `' k� Efi .,�i" rw jump '; g ,F T,ta r. rn t. F s s _ k` s %'�� "'� .1 � L. r i s z d f r -d ,�}tit " '* kgs, iP ;G "T �''y x q c ,rfd} est %%S) 'E x j 1 i 1 i ...Lq d 3 Sf �-,,,F 11. 26 �,111s L '' t"'ti a f*k 3 ks, r.�k {` k i z-- P ? ,x r� �' `r ' "� # ! r 'r o-, tr s. r y t i t e x - z' rt7.t �Yt k 7 # xi r� t c r a fir' ,t r. 'z aA r,3� n 4_} a W OUR' LOFF NER ry y + t ON c s l x x ks` tt' S 'x 7� Room Y ? k t x 7 i t Y `. r I i t e xk"y ip`t,�fi -fiz �t&, k� .a tti ¢ i. 33° v P K. Y -dry ? d , �^.�f/ry9''[��'1 1.1. y7 Ext �f # F� t 1 i J �w1FUG 7J' S x -y ig a ; R 1ENtpERATURE �}�k' r* +,ak ;- r fir. {," Y ,atA Y t i a e t s I T, ,A k 7k Y&& €' ero �'Iyj:� c , TMTJ < 'ns �* ° n 5 t �,:.11 „s e '{,f� 1 ,� a*idk` stk h k'tx i +' !} ly F: a J' Y' # i 1 - J. t z {� X£ .;� r' w,' rx fig i� p. } " $ +a' r 4F x�jXll } t yt tit i� z c a` A r + r i 1 { t sx x' ` �x"y LAM a k'��'"°xk�s r+� t v r Y '4a` `� z: r { s vf'' �ra£'i� eY ?_11 , t � } �{ r� a o.« t r Y 1 p YF x F - r >: ' i # i�6£ Yza 9 X� AF }{ t F k 6 t�L� nkV " r a t l ,' yt 1, trk8t or # `St F+ w '7 '` .x .k r aY>3 zr t s= ." vsa o f ti aF'k+3 x ^� t'rp s r i i s x.x F zyttr1 3' yk, Kr+ # i:. t a x` k,„ t " �a} x 'r Y -: r s {' `k # a mss; J,fti tf' #''� .�,,. i' +a v. x h5z yr ,v�,'ai r 'S iia `''1,C '+ sa r t. r£. F s. z k +ty(] � I -:": 1: v�r+ w ysY sak"'� Iv sx "p 3. '> Fs ,�t4 °A '�'� 'Fs t„i ,x 33 E.f fI� r s ;'17fGM 11 I a dk r Sia 7%,#. t o 2 1? � s h" i s * ,x '"s f k P a '}r . ` r # a^' Tt,3 FS ay t 7 t''t' S x I ry ew r£ r ALARM �3x`adgs prttx:a 3 aYt,Skax�fx ,''. >ic ;. °x ygs !�"k f i+si£ fi� s5 - _ ^r$g�k kr js Y t33� n rti a eF r ro t £. x ykt t`e S'y,{. y aya >R"#.tr' Yay"#,� zs �z,�{ rl a t,vy }kz 1 ' s $r* ik41� >v`�t „r 1, Q.- xF° '�a Y'£ k k " s s y, eA r i + a a , w t' € y� r' } e'ei` x 3 ro t v i r7 a r �,tr l,u. x, at r 3 as xv t, r 'hfia r+ 4,�a �' �£`�d u w's,YYA�k �3 �-� '.l S { r x z �� x�" e"t' �a >h +r,5j` 'i s i t i 4F f ri r yrs a f :,d a 3 5 WM fix x Y vry F v 7 Ir fr sr xk:/[ 7z x S �' �" d , i t 5" 9� x'''r '" r-.�k 4 t+ s�JM ,„ u a bk >. £vt y r' i ° #` k2- t.a X tki `' o f sx i c - ze�T'�;`3� 'x'ts-s"� t ; r rx�"r.r�+`t2 `a� 1 t.:t� xa ' L F c s$"�S Mx i ax t y S e *d ! bt >ir c E x i z, yr'�uAWL r t 4k t a r r t ✓ r 3 st",.�„*r . y �j 1 vxv -i f i £ i SF , a > ,+' a fic r kT-rgf aYa ,r",4 gla t,3 1111111R, t sq�' "� a t `fx a'`' a .tet, B 7 'i z As ,x _ w ME i£ a7jj r y i v' z k d- k `� xsggl 1-1 "_� i rwx. �.T , ci f ik 't g r e -'' £ y� : 4 T dip )a < e Yyt P k z k } ,+ i d i f' r ,k d ks . to t . kxt lU ? m T' d r x� , 3 i r b x f f s yr"'aa J� a !, z' ' x, c c z r y, g✓~ i it v. Q WNY > 11 I - r c a j n k .f s' { x r"v k a y� .. y Y, i�d t u e ,y 11�." a 4{ x x A £ t 7f s d 1 k 'L:E t Si et a r x Yl Xt .n In k rx� a r p76,m R 2v, xj R J{a z� 14 4 r"L S T r:4 a¢;zvts� Y u w t a r E �' x b j Y, c c ° M "Mita x ', x r ✓ .y y �'�`�" g e m s �'" z#`S d'+' tr i C "� r x x r x : s ,9x f i x H�iEr'd z t x f# FY- 1 t t s tx3x£Fa it r �* s "mm.x.� i .a AYE €�k� c E a 4 a, c 4 t� r C '� sk �itvY- i 2 ,y i uY -+Pi; * a E - }. 4 k r'. E `' h 3 s d 'ck ak t kkt o '� y l o- iOMI�, a r y r b >i n + x, t `j I 3 `' z P t 5 x f y yv } ` tp �- ,r� fipa yr{?.E} iso r kzy in t`*v y' a':w x s z t" t dam" 1. E { t t a r d t , 5 '4 '� {: Mom ;K rA t r a- 'r a r 1 x r { I m s ks'*,. Y x' `v,'S `a j fa k -Awt At Iv S . 1 >t rcb :k r` �x ax kxr �l S^ i� �` s ; f �z %' t s: r -vz s S�a.£'iuC 3.gFix' x t< t r tt✓x"'" "v R&{£ iz' m �o- x At t + swr r s r,, d 3 1-r,§ fix' rt f out 1 �, r o `'3" :y� T -t pj 1 r 5 ,'x r x t kc y h "' 1n T, r t tj f, !£' it tvx` t ! ' 4 t , S -k G x z'k? S e } a T x k F a 0 s f d"S ti 4 is Sx a r �" E � q _ i y Y Y �` s 'rt x `' 1 r a 1 Y fi + ' x tx r '' s 9 ;t §°-; t` t qtr" t 9 c 2 a T, r { v § is Vii?" b3_`, R i p Axa �'ii 1-11 y r i`u 9,j i R'v �E�`F''r`',:`Mtt_'vt.k sfi ss" ,G'13Y xY �e xi •�' "°,a£. k�'S`� i{e } >v r , t f � r v� i to d ? #: r Sr ft �,� r" 5 Gil 9 I _ U -_ _..... _ ._._ __ a=` 36914 P�ocEss \ COMPLETE / FB I 6 99 n _\h/ 99 /:r \ ,-- 1 10" G A �S, go"N" T�, Ai,4 A, `3 a, R, _311"Il n A` mpg 9, R', AAA D;t I R Ads 1 THIS DRAWING. INCLUDING,, WAS 030 Abqyw—�t� IS SUBMITTED BY WISCON IS NOT TO BE REPRODUCE ovj,� 2 qw "I mom& 0 Ag-sn" TO BE USED IN ANY MANN tow DIRECTLY TO WISCONSIN OVER,` Moo --- 221 f! ju WRKD AS AN lilt—, W ...loops .... ........ 8 'J" um W g 11 M1,11, ,Yu FLAME RELAY 1 FIR 2, Nis 40111011�' Ail NMI, �'K KY4 T 5 L2 hot --- 2:22 --- FLAME RELAY FAULT yw# SIMON 3 "own 0% --- 223 --- 0— ... ... ... . BURNER GAS VALVE OFF ON CLOSED 4CR 6 4 14 6 13 C NC 12 4 42 TO LINE 5 COMBUSTION --- 224 --- 29 0--T43 0 IV 210 45 CR BLOWER RELUADY It120 w snug ALA�.IA to -Oulu, COMBUSTION S1 PURGING CR A R FLOW I 7CR M am -to 5 7 12 4 46 ARM L j- _C�,, 0— L _40 ALARM --- 225 --- SILENCE RELLAMY . . . . . . . . . . . . . 205, 205, 211 you man 2CR Mow 9 5 oone; GNITION TRANSFORME 2CR U.V. SENSOR F 10 �9 1 V1 SYSTEM 2 226 --- 0--R-81- 16 9LU-E —0 ALARM SPARK PLUG Vv i IN G an L 0 - SEE NOTE S VAK 1MOL 14 13 5 6 8 7 Alo V PLOT BURNER A2 9 ��Nu Now%) D CIRCULATION BLOWER --- 227 --- CR LY am 225, 225 CONTACT RATING INRUSH 11504A any M OPEN 460VA put Ig � � —4-50-1 4 HOLDING 25ONVA 2MOL PILOI 9 95 'eA2 #1 VALVE D --- 228 --- -40 POWER CONSUMPTION 8 WATTS MAX. (1 4VA) PLOT VALVf 2 out POWER CONSUMPTION 8 WATTS MAX. (14VIA) 229 --- TO LINE 224 L jA5 PRESSUR' CRI 1CR 30 Uwe am' g 12 8 13 --- 230 --- VENT MR501 man MET RELARY 210 . ....... . .. POWER CONSUMPTION .0ANRUSH (160VA) HQL — — — — — — — — — — — — — L Oak Mono UM SAF EGUARDS MOTORIZED GAS MET SHUTOFF VALVE sag 12 — — — — — — — — — - 40 POWER CONSUMPTION --- 231 --- INRUSH (115VA !of MAMA 28 DING (1 4VA HOL was go e, f M,'�, GAS VALVE mpg F, OPEN P NO C 14 8 13 GAS VALVE . nr --- �232 --- C R LAY moo 1 la tows I,, BURNER PRNCESS1 ON COMPLETE Mo"& you N 233 PROCESS COMPLETE AUTO� STROBE LIGHT SHUTDOWN LEA BLOCKING K OFF N TEST VA�VE 0 13 4D POWER CONSUMPTION HEAT SHUTDOWN IF 32 --- 234 --- �UR R E LANY INRUSH Q 15VA OX L J 20. 22-4 HOLDING (14VAI to R P CES R, ism RM --- maxygly, 0 235 --- 33 6 wims AW 236 --- UbC2500'-` TEMPI EWLJREL-At�RM "two E 3 BLOWER SHUTDOWN 34 OR RELAY fill --- 237 --- Moo �21 --- 238 Go Sul M -man-, Vwx Ulm iiS Mads via, HE 0 WE R. no son x DRAWN By G;H GHK'D BY A INITIAL RELEASE GGH 0412 TT IA5 loy SCALE T NO REVISION DATE ............... . . I . . . . . . . . . . . . . . . . . . . . . . --------- .... MAIN SUPPLY SHUT OFF SEE NOTE 2 VENT SEE NOTE 2 VENT PILOT ADJUST (SHUTOFF COCK) " k'. ti• .- i47' fly�s��ff3��ea�t � s%L�`3��{�Ldzar��,�"�},� �f:. ztz�fi. >� j,. d{� T b 1� "'z' f { h� � �� Rs 3# '.�� a'z•4'�.u�k�z�� '� f� �s y� ��x� d� � ff2�'� ��3� f"� it ;k,'�F'� .,ff 3�!"r�f ,.z. '^ ... } z .t i,'�-"+" �w°2**tFYr's<'#�k�.�.:i� �''E!'ar��snf.'w�C✓r:`k�`'i f 34%�t w ica r s� r' R %MMMW MEW MO mops am, ;- a ' i ��r .��; of�,.,.Fr s,[r1u..n3v ,. �..,„s"'v.+�i'.#.t....i^-"r8 v�t.�..�G....r .a l...-.�, r •:?: A 1 RELEASED FOR CONSTRUCTION I CB i 7/21/02 401� REVISION 1BY1 DATE `"low Z' # 2k I - r/y' bi M }MOU'UTR / F, NORM '#3 i[ 'UN te ''VP4 tat M - I t � d } j tW y � ✓� �"Tr"M's'£i �. e V >P$*§. � � b ft i , .\ j NAM' p t'1.}�}Y¢�#:.,:ay T` ,{t:�� y y ,'4't^7�. f f% p 1. F '2 �,^'#-u 41,E ¢ 'k- /j ,$✓ ¢ ,, 30w= t` _'.'i p r{ 004 7 # t YV ham^ j, 5777 F t£$ 3'Xr Yy rom, �! ►.fie t}'f if , a i.s,fh S �'`� s xsaCskgd 6 3 v4 6# d?, F>'4 Tl' �F } C�ir4+re� $ S;45F�'K(�'� SA y 'F 7yN�ff *s�WS £ r # I f 1 `ti ' rRU sr �z �. 5S 1 4' F '�,i �r § } Y 2� �f. '�� i fF #'f�'`Si�4f f4lT (S� ;� 1 ��£ S f who'•t°g a5F[S h��y5�r!"y z�rS Tie N t RR +o*'T a9 K, id .e f + 2..+ k 1S j ifia S("�tlt1pp�� %4N i� tf r .: if' stu low TR A P .S ��f { 'S }k G } k £ ' n 1 t� i t' 4V ” u j � � -C( J vS NE HON A "t : k# 4+� (�..F s� t 3 a A F ,hV d `LS tat z q .4 t 3 V. 3''Si2j f. 0.3 k # R`eSSj�5 � LN f i MIN0 Woa�.Y'`AN3 X / p oh I d� {. �, }MN{E. i' NY I Aw- j Y. 3S'.j�it r 4 tr s � y:, ��ff �,� { Q�,?`4 �•M�f.'�' "3'vj�*1`s 1 '� �;r �A`¢� {t 1 yw p Y E p�,r t� � � � Y+ J'„ 3 .,sr.,✓k,, '3f`'ri#, FFf1+s4 lY' arr;r'k+a�.'''tY4 Jk;a'xx ,.ar�""�.rrk >,.31,"'S ,.z Y tt F 3 i "5, 0. $ S qR y y�� t�y�r�'�� L E1'�#g r FIe �Tf � p k.Y MOW y s f x 4 - t {SA FR x; '��, �'Y" Rk wY4Ff � �k:��2#" 4@Y *AGSt r" t4"!•�� 3,a 1 {�1`5,a�tA ��£� �#Ii?3 1F##.�¢�� sS.S �,��IX'�y4 �'1y+,rwr�f F£+'�y£x��„ r'r�r f d 4 Nal � '. �k � �g!° �� „i � Y ti f �` xr a ^• E'. �- �,�'t"i tF')� MOW -S K £df %y�[ _ k 5 e'£�'4 (,♦y�� Y: 11Y` �' �B}� C4�� . [ 3A�' {�'Y d - S Y%; } 3 A Ys;. } (�"}Sry. yz`-t s✓.xs ri 11. !�A�y .:[�.kr1s+1k T � �fS1�x;� Atom '�y�fi'1��. � �� S 4 < e k^F��M� d � ) :� �, �, ��r ��' P "F,•.e�'Yy -f f' k -T k3 i �, 4,r'i'��' f! b 1 wC {�C (SS (1,.9'��j(' p X t fSy j f?' !, 1 'i Y `C _ d `J h �'" §' i ki;i',�t xi ✓y h.t'e,a�'. i f _0 f �/Jt�S� t k Y b FFJ T kj �3 111 v� i d 4 #roryn }a t(f'��Y I w` i iii *yL h $ icy b 1 i L`e S�4 ut" Ja3i �t�`�.,t "ri t${'Xk' t iiO4, Sym. ' .� "4 7'vx"' $ _ fxkk 'r,. �1V {% "x„�K'Y4 tY�1t �k ,'""'LF iL { tLO}{}{'* .X4 -V j C D #C £FS 3 eS� vwy.wr F ��M-f T�y'"� 4��r�'��"s'�,'sSr�rk<P v'r��j'}��'. '�„X� x J� ierYq� +4yak�S t 7 4 t't x j§ Y,+e '; �" #1 Ff t #' C C x iFif.€p Ygp'�S'��j7�}pylpt� 44 FkT•,'" �14x /pl�+�. ��`S, h '� i S0r 9.i*�",'F,r2TY �'4ii�"'�t $"%t 1 i k: kj `a' 1J- t ry `i 1t 9. vli'r� ,Jf.T� p£.#.�ip�,t` ;n/'• r� F F P;e�"' £, 3, i § { k 3v y'"S,d i „'Y '� c, -.3 r i .v£&t$ .M�"+ a'TS f # a �� { r, k � 1 -flfY � s" y Y'S` Q��4 �r Y�'• .��' �' �3��p�2 �% 5��f Ff*� ��^ � � "'{��5 N