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Home My WebLink About2056 PALOMAR AIRPORT RD; ; 86-429; Permit- - USE BALL POINT PEN ONLY &'PRESS HARD APPLICANT TO FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. 'n.': ..'..- 2 r- 0 I hereby affirm that I am licensed under U I . provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business j\ -and Professions Code, and my license is in L full force and effect. I hereby allirm that I am exempt from the Centrac- or's License law for the following reason (Sec. 7031.5 .Business and Professions Code: Any city or county which re ,quires a.pormii to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the ap-plicant for such permit to file a signed statement that he is liceosed pursuant to the provisions of the Contractor's ,License Law (Chapter 9 commencing with Section 7000 of Division 3 of the Business and Professions Code) or that is ex-empt therefrom and the basis for the allegro exemption. Any: violation of Section 7031.5 by an applicant for a permit Sub- jects the applicant to a civil penalty 01001 more than live hun- dred dollars ($500). it I, as owner 01 the property, or my employees with wages I as their sole compensation, will do the work, and the struc- ture is not intended or offered for sale (Sec. 7044, Business .J and Professions Cede: The Contractor's License Law does not apply to an owner 01 properly who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intend- W ed or uttered for sale. If however., the building or improve- Z ment is sold within one year of completino, the owner-builder will have the burden of proving that he did not build or im- - prove for the purpose of sale). - I] I. as owner of the property, am exclusively contracting )III with licensed contractors to construct the project (Sec. 7044. Business and Professions Code: The Contractor's License -. . Law does not apply loan owner of property who builds or im- FA i -. proves 'thereon, and who contracts for each projects with a contractor(s) license pursuant to the Contractor's License Z , . Law). 2' i- 0 As a homeowner f am improving my home, and the follow- -C ing coodition exist: • The work is being performed prior to sale.' I have lived in my flume for twelve months - _ prior to completion of this work. - .. . W - 3. I have not claimed this exemption during the 0 last three years. 0 lam exempt under Sec. . B & P. C. for this reason ' - 0 t hereby allirm that I have a certificate Of Consent to') self-insure, or a certificate 01 Workers Compensatioo to. surance. era certified copy therèoflSec. 3800. Labor Code) .1t POLICY NO. COMPANY 1 1 .0 Copy is tiled with the city 0 Certified copy is hereby furnished - -. W -- a. CERTIFICATE OF EXEMPTION FROM U ' WORKERS' COMPENSATION INSURANCE - I (this section need not be completed if the permit cc is for one hundred dollars ($100) or less) -. .' .0 I certify in , that the performance of the work for which IX this permit Is issued, t shalt not employ any person In any 0 manner so as to become subject to the Workers' Compen- yahoo Laws of California. NOTICE TO APPLICANT: If, after making this Certificate of Exemption, you should become subject to the Workers Compensation provisions of the Labor Code, you muse forthwith comply with such provisions or this permit shalt I I be deemed revoked. [" D'f hereby uftirm that there is a construction lending Ix LU agency for the performance of the work for which this per' f 01 mit is issued (Sec. 3097, Civil Code) zi WI Lender's Name ________________________________ L Lender's Address .. CARLSBAD BUILDING DEPARTMENT ' APPLICATION & PERMIT ,'75 Las Palmas Dr., Garlsbad, CA 92009-4859 19) 438-1161 ' - , / - .108 ADDRESS DATE OF APPLICATION AV.STJO. NEAREST CROSS BUSINESS LICENSE VALUATION . PERMIT NUMBER 4~t - 1'.1 —-- .91 (C, LOT BLOCK SUBbI VISION, J ASSESSOR PARCEL CONTRACTOR /ZONE r1 CONTRACTORSPHONE /. Zvc. 29-5..V-7/1 - OWNER'S NAME OWNER'S PHOJ4E d5$A/A/5;r STATE LICENSE NO. BUILDING SO. F00 GE CONTRACTOR'S ADDRESS OWNER'S MAILING ADDRESS DESIGNER'S PHONE DESIGNER ' DESCRIPTION OF WORK QWeed De5i -577-3/h DESIGNER'S ADDRESS STATE LICENSE NO. If L 4 _______ . , -• : GP EDU F/P rFLR ELEV.I ' NO I UU13 /U9/6PRftf STORIES - YO NO —I 3 . 'PARKING SPACE RES UNITS GRADING PERMIT ISSUED I REDEVELOPMENT 0CC LOAD 1'FIRE SPR AREA I NS Y O N 0 YO ND ND Not Valid Unless Machine Certified QTY. PLUMBING PERMIT- ISSUE /7 QTY. MECHANICAL PERMIT - ISSUE . ' SUMMARY/ACCOUNT NUMBER EACH FIXTURE TRAP- 'r • - ' . INSTALL FURN. DUCTS UP TO 100.000 BTU , BUILDING PERMIT 001'810-00-00-8220 . 7 q - - EACH BUILDING SEWER SIGN PERMIT 001-810'00-00'8221 OVER 100,000l) r BOILER/COMPRESSOR UP TO 3 H/" PLAN CHECK 001-810-00-00-8821 ' EACH WATER HEATER ,, /OE ,, I,,- EACH GAS SYSTEM 1 TO 4 Ou T . -i- BOILER/COMPRESSOR 3.l5, p' TOTAL PLUMBING 001'810-00'00'8222 EACH GAS SYSTEM SOR RE METAL FIREPLACE ELECTRICAL • 001'810-00-00'8223 EACH INSTA ALkEPAIR WATER PIPE , VENT FAN SINGUCT . -, MECHANICAL- 001'810-00'00-8224 EACH VA,ç,J '7AKER " - , MECH EX,'T - HOOD/DUCTS ' MOBILEHOME 001-810'00-00-8225 - WAkOFTNER ' . RELOCZ'iION OF EA FURNACE/HEATER SOLAR 001'810-00-00'8226 ___________ EACH ROOF DRAIN (INSIDE) , DRYER VENT • .STRJNG MOTION • 880'519-92-33 %I7 TOTAL MECHANICAL ' . I I ' . FIRE SPRINKLERS 001-810-00'00-8227 - TDTAL'PLUMBING ' I . PUBLIC FACILITIES FEE 320-810'00-00'8740 - • BRIDGE FEE 360-810-00-00-8740 OTY. ELECTRICAL PERMIT - ISSUE QT MOBILE HOME SETUP PARK-IN-LIEU (AREA ________ • NEW CONSI. EA AMP/SWT!BKR ' CAR PORT .,TIF - - 134810'00'00'8835 ,' L/. • 1 PH ( • 3 PH - . AWNING . LA COSTA TIF Or. •133-810-00-00'8835 EXIST BLDG EA AMP/SWTIBKR, ' 'E GARAGE 1 , . FMF --I PH • , - , LICENSE TAXV,,.1 ' -001-810'00'00-8162 MFF IOi7 &, /vce1O 880-519-92-57 TEMPPOLE 200A OVER 200AMP TEMPO PANCY'(30 DAYS) - - CREDITDEPOSiTk V' k ç"k' TOTAL ELECTRICAL. TOTAL TOTAL FEES PAYABLE I HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT" AND DO HEREBY Expiration. Every permit issued by the building Official under the provisions of this AN OSHA PERM:T I 'RFD FOR FXCAVITIQNS OVER Cods shall expire by limitation and become null and void if the bi'7ding'uor.rrk CERTIFY UNDER PENALTY OF PERJURY THAT ALL INFORMATION HEREON INCLUDING THE 50' DEEP AND DEMOLITION OR CONSTRUCTION OF I authorized by such permit is not Commenced within fBO days from the dale of such ISSUED: TO COMPLY WITH ALL CITY. COUNTY AND STATE LAWS GOVERNING BUILDING ÔON abandoned a an lime ser 'he work is commenced for a period t li of 180 days. DECLARATIONS ARE TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT IS permit, or it Ihey buifd1n9 or work authorized by such permit is suspended or STRUCTURES OVER 3 STORIES IN HEIGHT - STRUCTION. WHETHER SPECIFIED HEREIN OR NOT. (ALSO AGREE TO SAVE INDEMNIFY AND APPLICANT'S S GNATURE OWNER KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE CONTRACTOR ID BY PHONE 0 Ir - GRANTING OF THIS PERMIT. TYPE INSPECTOR BUILDING JDATE FOUNDATION REINFORCED STEEL qø7, p? MASONRY GUNITEOR GROUT SUB FRAME%FLOO' El CEILING SHEATHING El ROOF El SEAR FRAME EXTERIOR LATH INSULATION INTERIOR LATH &L) PLUMBING El SEWER AND BLJCO El $'L/CO UNDERGROUND kWASTE . WATER TOP OUT El WASTE DIWATER TUB AND SHOWER PAN GAS TEST El WATER HEATER El SOLAR WATER - ELECTRICAL El ELECTRIC UNDERGROUND JUFFER ROUGH ELECTRIC ELECTRIC SERVICE El TEMIORARY El BONDING El POOL MECHANICAL DUCT & PLEM., El REF. PIRING •- HEAT — AIR COND. SYSTEMS VENTILATING SYSTEMS GALL FOR FINAL INSPECTION WHEN ALL APPRQP,9!-4TE '- ITEMS ABOVE HAVE BEEN APPROVED 0 — FINAL PLUMBING ELECTRICAL MECHANICAL GAS BUILDING SPECIAL CONDITIONS FIELD INSPECTION RECORD • - REQUIRED SPECIAL INSPECTIONS INSPECTORS NOTES -' INSPECTION REQ. IF INAPPROVAL SPECTORS DATE J/ locc 6a/' 41 CHECKED 0• SOILS COMPLIANCE PRIOR TO FOUNDATION INSP STRUCTURAL CONCRETE OVER 2000 PSI P CONCRETE RESTRESSED ck ? ?7k ,7 POST TENSIONED CONCRETE __- FIELD W-El-DING HIGH STRGU1H.U., BOLTS SPECIAL MASONRY 0 PILES CAISSONS U%# -*0_o. • - — 7-3 ,• U - r - •' - - U - •••• \ S U' - - - -. • - ':-.--- -- - - • L. -• U U • U . -- • ,U .0• U. — - -- U - -c - -• -• -- -- '_ •, II' 0 - U '-U: 00••••• - - , CASHIER'S VALIDATION l 0 (1iitg -of Q1trhtiab SEWER:PERMIT APPLICATION APPLICANT TO FILL IN SHADED AREA SEWER PERMIT NUMBER:SE 2( BUILDING PLAN CHECK-NUMBER:PC BUILDING TYPE: NUMBER OF EDU'S: /0.7 CALCULATIONS: //'/() 4 Mu 1 3 t BUILDING ADDRESS: 2J.5' I W/1LI1'PO2 / ' " •-'' OWNER: . - MAILING ADDRESS: - - .' - CONTRACTOR: -_/,;f -' '!-t'I. i, 1L MAILING ADDRESS:/Y). ?n!'-- ( LEGAL DESCRIPTION: - - 0 , • , CONNECTION FEE '-I . ' . j /• - -t 4ii COST PER UNIT JY.X-i x NO. UNITS LATERAL CHARGE: TOTAL CHARGES: - - PREPARED BY: (PRINTED NAME)- - • - . ASSESSORS PARCEL NUMBER: - -- . • ' COMMENTS: .. ,. •0 ' .- • COMMERCIAL/INDUSTRIAL APPLICATION FORM FOR INDUSTRIAL WASTE DISCHARGE PERMIT CITY OF CARLSBAD APPLICATION: NEW X (CHECK ONE) REVISED__________ _T C—Sinature of City Representative BUILDING P.C. NO.: -86-//2? APPLICATION NO.: 307 INDUSTRIAL CLASS: 0 DATE: APPLICATION FOR INDUSTRIAL WASTE DISCHARGE PERMIT GENERAL: SITE APPLICANT: CINEMA AIR ADDRESS: 2056 PALOMAR AIRPORT ROAD TYPE OF BUSINESS: MAINTENANCE/FUELING/STORAGE APPLICANT'S ADDRESS: 2186 PALOMAR AIRPORT ROAD CARLSBAD CA 92008 B. WASTES AND PROCESSING:- (Check where applicable) 171 Domestic Waste Only II Industrial Waste Industrial Waste NOT Discharged to Sewer Discharged to Sewer GENERAL DESCRIPTION OF WASTE (Chemical and Physical Characteristics of proposed waste):DRAIN OIL - PICKED UP AND REMOVED FROM THE PROPERTY. GENERAL DESCRIPTION OF PROCESS (If Applicable): WASTES TO BE DISCHARGED TO SEWER: 8 EMPLOYEES WASTE: TREATED:__ QUANTITY: AVERAGE GPD (Check One) UNTREATEIJ: (Daily) MAXIMUM GPD (Gallons Per Day) APPLICANT OR REPRESENTATIVE OF FIRM: R.W. MARTIN (Print) TITLE:MANAGER SIGNATURE _________________ DATE: 10/17/86 adai wd DESIGN GROUP, INC. DECEMBER 3, 1986 GRANT CONSTRUCTION COMPANY 1117 LONE PALM AVE. MODESTO, CA 9351 PROJECT CINEMA AIR HANGAR CARLSBAD,, CALIFORNIA JOB NO. 86-086 ATTN: MR. ALLEN GRANT THIS LETTER IS IN REGARD TO THE PROJECT'S -FOUNDATION DESIGN BY OUR OFFICE DATED SEPTEMBER 16, 1986. WE HAVE BEEN INFORMED BY MR. BOB BULLOCK, PROJECT FOREMAN OF GRANT CONSTRUCTION, BY PHONE ON NOVEMBER 19, 1986, THAT THE BUILDING PAD FOR THE ABOVE PROJECT HAD BEEN CONSTRUCTED UTILIZING FILL MATERIAL FOR THE BEARING SOIL SUPPORT OF THE BEARING FOOTING. THE FOUNDATION DESIGN FOR THIS PROJECT WAS IN COMPLIANCE WITH THE SOIL REPORT DATED AUGUST 1, 1986 BY BENTON ENGINEERING, INC. THIS REPORT DID NOTADDRESS THE BEARING OF FOOTINGS UTILIZING FILL MATERIAL. ON NOVERMBER 19, 1996 WE CONTACTED MR. PHILIP H. BENTON, PRESIDENT - CIVIL ENGINEER OF BENTON ENGINEERING AND WAS INFORMED BY PHONE, FOLLOWED BY LETTER DATED NOVEMBER 19, 1986, THAT AN ALLOWABLE SOIL BEARING VALUE FOR THE FOOTINGS BEARING ON COMPACTED FILL WAS 3000 PSF. PLEASE NOTE THAT SOME FOOTINGS WERE STRESSED TO THE UTILIZATION OF 6000 PSF ALLOWABLE BEARING PRESSURE. PER MR. BULLOCK, WE REVIEWED THE PROJECT AND ADDRESSED IN A LETTER TO HIM-ON NOVEMBER 20, 1986 THE. FOOTINGS THAT WOULD BE ACCEPTABLE FOR BEARING ON COMPACTED FILL AND NOTED THAT THE REMAINING FOOTINGS MUST BEAR ON UNDISTURBED NATURAL SOIL. THE REMAINING FOOTINGS OF THE ABOVE PROJECT THAT WOULD BEAR ON COMPACTED FILL OR REQUIRE TO BE DEEPEN HAVE NOT BEEN ADDRESSED. THESE FOOTINGS ARE TO BE REDESIGNED FOR ADEQUACY TO BEAR ON COMPACTED FILL OR MUST BE REDESIGNED FOR AN INCREASE IN DEPTH BY ADVANCED DESIGN GROUP. TO ACCOMPLISH THIS, WE REQUIRE A BOIL'S INVESTIGATION REPORT BY BENTON ENGINEERING, OR ANOTHER QUALIFIED SOURCE, NOTING WHICH FOOTINGS.OF THE ABOVE PROJECT WOULD BE BEARING ON COMPACTED FILL, DEPTH OF FILL, AND EXPECTED SETTLEMENT. . . 1. PLEASE CONTACT US.-IF YOU HAVE ANY FURTHER SINCERE YOURS, ELWY V. HEINEN, P.E. GENERAL MANAGER ULLOCK 909 RFTEENTH STREET, SUITE 5 TONY MOND MODESTO, CA 95354 PHONE (209] 577-3108 F'7 RECEIVED DEC 91986 : CITY OF CARLSBAD I Building Department QUESTIONS. 1/ American Engineering Laboratories. Inc. INSPECTION 7940 Arjons Drive, Suite A, San Diego, CA 92126 (619)695.3730 REPORT 4ul Page 1 Date 12 /18/86 Project No. 725 AEL 6—T177 Client GRANT CONSTRUCTION COMPANY Attn: Bob Bullock Client Address 2186 Paolornar Airport Road Carlsbad. CA 92008 ' 'Project Name (per plans) PALOMAR AIRCRAFT HANGER Building Permit No. Project Address (leaal) Palomar Aircraft Road,. Carlsbad, CA Plan File No._____________________ Architect r, Grant Construction ComDany Govt. Contract No. Engineer Advanced Design Group Census Tract No. Contractor Grand Construction Company Other INSPECTION CODE MAT'L SAMPLING CODE MATERIAL DESCRIPTION Reinforced Concrete SIC .......... Concrete Cylinders CC - Reint.: Rebar . - Steel: - Prestressed Concrete SIPC Mortar Samples MS _L Rent.: W.W.F. 611x6 - Metal Decking: - Reinforced Masonry SIM - Grout Samples GS - Reint.: Tendons - Shear Connectors: - Struct. Steel Assembly - Fireproofing FP ......X. Conc.: Mix *Ipsi 8669-4000 H.S. Bolts: - 1. Shop Fabrication SlSS-1 - Units (block or brick) UB - Conc.: Mix #/psi - Electrodes: - 2. Field Welding SISS-2 - A.C. Concrete ACC - Conc.: Mix #/psi _______ - Electrodes: 3. H.S. Bolting SISS-3 - Roofing . AS - Conc.: Mix */psi - Ceti. Welders: - Pile Driving SIPD - Reinf. Steel ASS - Grout: Mix #/psi - Fireproofing: - Nondestructive Testing - Steel SS - Mortar: Type/psi - A.C. Concrete: Shop SINDT.l.. - Tendon (PT Strands) IS Units: Block - Other: Field StNOT-2 - Other ____________ . - Units: Brick - Other: Fireproofing SIFP - Other - Roofing IA - Other Waterproofing IWP - Other Asphalt Paving lAP Other ____________tO CERTIFICATE OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans and specifications. This report covers the locations of the work inspected. Contact this office if you need more specific information regarding inpection procedures. INSPECTOR Chip Escoff.ier. .. (646) 12/4/86 Special Inspection - Reinforced Concrete Performed concrete placement inspection for the following areas: 4" slab on grade, shop area at southside of building 1' curb, north end and one half of east side of building Inspected concrete for design mix, slump consistency, proper consolidation and verified that contractor pulled wire mesh fabric off base and into concrete slab. Fabricated one set of concrete test cylinders. 3—Grant Construction Company/Attn: Bob Bullock 1—City of Carlsbad Bldg. Dept [i:M I;Ii CITY OF CARLSBAD Building Department 117 RCEgVED American Engineering Laboratories. Inc. INSPECTION 7940 Alions Drive, Suite A, San Diego, CA 92126 DEC 2 01986 (619) 695.3730 REPORT CEFY OF CARLSBAD PierIng !'üartment Date 12/26/86 Project No. 725 AFL 6-8211 Client GRANT CONSTRUCTION COMPANY Client Address ATTN: Bob Bullock, 2186 Palomar Airport Road (ir1hd CA Q2flflR Project Name (per plans) PALOMAR AIRCRAFT HANGER Project Address (Iegal) 2.8-Palomar Airport Rd., Carlsbad CA Architect 29S7.. Engineer Contractor Grant Construction Company Building Permit No. Plan File No.___________________________ Govt. Contract No. Census Tract No. Other INSPECTION CODE Reinforced Concrete SIC - Prestressed Concrete SIPC Reinforced Masonry Sim - Struct. Steel Assembly - 1. Shop Fabrication SlSS-1 - 2. Field Welding SfSS-2 - 3. H.S. Bolting SlSS3 - Pile Driving SIPO -- Nondestructive Testing Shop SINOT-). Field SINDT-2 Fireproofing SIFP - Roofing IR Waterproofing . lWP Asphalt Paving lAP Other _____________lO MATL SAMPLING CODE Concrete Cylinders CC - Mortar Samples MS Grout Samples GS - Fireproofing FP - Units (block or brick) UB - A.C. Concrete ACC Roofing RS - Reinf. Steel RSS Steel SS - Tendon (PT Strands) TS Other - Other Other - Other MATERIAL C ESCRIPTION Reinf.: Rebar ASTM A615 Gr. 60 -. Steel: - Reinl.: W.W.F. - Metal Decking: Reint.: Tendons - Shear Connectors: Conc.: Mix */psi_8669/4000 - H.S. Bolts: - Conc.: Mix #/psi___________________________ Electrodes: - Conc.: Mix #/psi___________________ - Electrodes: - Conc.: Mix #fpsi - Cent. Welders: - Grout: Mix #/psi___________________________ - Fireproofing: Mortar: Type/psi - A.C. Concrete: - Units: Block - Other: - Units: Brick - Other: CERTIFICATE OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans and specifications. This report covers the locations of the work inspected. Contact this office if you need more specific information regarding inpection procedures. !NSPECTOR Tort.rr-i C.lopr (3) 11/26/86 Special Inspection - Reinforced Concrete Witnessed and observed concrete placement at the following locations: Perimeter footings and included column footings at: A/1-10; 1/A-K; 10/A-K; K/1-6; and piers at 2/A, B. C, 0, E. F, G, H, I, J. and piers K/6, 7, 8. Obtained concrete cylinder for test. 3-Grant Construction Co. c1Cftyfcisbad8und ing Dept 117 INSPECTION CODE MATLSAMPIJNG CODE ........... Reinforced Concrete SIC - Prestressed Concrete SIPC - Reinforced Masonry SIM - Struct. Steel Assembly - 1. Shop Fabrication SlSS-1 - 2. Field Welding SlSS-2 3. H.S. Bolting SISS-3 - Pile Driving SIPO - Nondestructive Testing Shop SINDT-L. Field SINDT-2 - Fireproofing SIFP - Rooting IA - Waterproofing lWP - Asphalt Paving PAP - Other _____________lO - Concrete Cylinders CC - Mortar Samples MS Grout Samples GS - Fireproofing FP - Units (block or brick) UB - A.C. Concrete ACC - Roofing AS - Reinf. Steel ASS - Steel SS - Tendon (PT Strands) TS - Other - Other - Other - Other American Engineering Laboratories. Inc. INSPECTION 7940 Ations Drive, Suite A, San Diego, CA 92126 (619)695-3730 REPORT Paae 1 of 3 Date 1/9/87 Project No. 725 AEL 7-1248 Client GRANT CONSTRUCTION COMPANY Attn: Bob Bullock Client Address 2186 Palomar Airport Road Carlsbad, CA 92008 Project Name (per plans) PALOMAR AIRCRAFT HANGER (CINEMA AIR) Building Permit No. 86-429 Project Address (legal) 6 ---Palomar Aircraft Rd, Carlsbad, —CT= Plan File No. _____________________ Architect cSt, Govt. Contract No. Engineer Census Tract No. Contractor Grant Construction Company Other - MATERIAL C Reinf.:Rebar ASTM A615,Gr.40 .....L Reinf.:W.W.F.ASTM A185 6x6 - Reinf.: Tendons Conc.: Mix */psi_8669/4000 Conc.: Mix */psi - Conc.: Mix #/psi - Conc.: Mix */psi - Grout: Mix */psi - Mortar: Type/psi Units: Block Units: Brick ESCRI PTION - Steel: - Metal Decking: - Shear Connectors: - H.S. Bolts: - Electrodes: - Electrodes: - Cert. Welders: - Fireproofing: - A.C. Concrete: ________________ Other Reinf. Reba r A6'15- Gr.60 CERTIFICATE OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans and specifications. This report covers the locations of the work inspected. Contact this office if you need more specific information regarding inpection Chip Escoffier (C-646) INSPECTOR 12/15/86 Special Inspection - Reinforced Concrete Performed reinforcing bar inspection of bond beams running North and South in slab on grade. Also inspected wire mesh for size and lap at the following areas: Section B - See attached sheet detail No. 1. Section D - See attached sheet detail No. 1. Section F - See attached sheet detail No. 1 Section H - See attached sheet detail No. 1. Performed concrete placement inspection for the above inspected areas. Checked concrete for mix design, slump, consolidation. Fabricated two sets of concrete test cylinders per contracting request. RECEIVED JAN 131987 CITY OF CARLSBAD BUJIldipg Department 117 1/9/87 File #725 AEL 7-1248 Page 2 12/16/86 Special Inspection - Reinforced Concrete Performed concrete placement inspection for the following areas: Section C - See attached sheet detail No. 1. Section E - See attached sheet detail No. 1. Section G - See attached sheet detail No. 1. Section 1 - See attached sheet detail No. 1. Inspected concrete for mix design, slump, and consolidation. Fabricated two sets of concrete test cylinders per contractors request. 12/17/86 Special Inspection - Reinforced Concrete Performed concrete placement inspection for the following areas: Section A - Aircraft Parking Apron - See detail No. 2. Section C - Aircraft Parking Apron - See detail No. 2. 3.) Section E - Aircraft Parking Apron - See detail No. 2. Inspected concrete for mix design, slump, and consolidation. Fabricated two sets of concrete test cylinders per contractors request. 12/18/86 Special Inspection - Reinforced Concrete Performed concrete placement inspection of the following areas: Section G - Aircraft Parking Apron - See detail No. 2. Section I - Aircraft Parking Apron - See detail No. 2. Section K -Aircraft Parking Apron - See detail No. 2. Section M - Aircraft Parking Apron - See detail No. 2. Inspected concrete for mix design, slump and proper consolidation. Fabricated two sets of concrete test cylinders. 12/19/86 Special Inspection - Reinforced Concrete Performed concrete placement inspection for the following areas: 10' strip at West-end of Aircraft Parking Apron - See detail No. 2. Section B - Aircraft Parking Apron - See detail No. 2. Section D - Aircraft Parking Apron - See detail No. 2. Section F - Aircraft Parking Apron - See detail No. 2. Inspected concrete for mix design, slump and consolidation. Fabricated two sets of concrete test cylinders per contractors request. 12/20/86 Special Inspection - Reinforced Concrete Performed concrete placement inspection for the following areas: 1) Section H - Aircraft Parking Apron - See detail No. 2. 1/9/87 File #725 AEL 7-1248 Page •3 12/20/86 Special Inspection - Reinforced Concrete/continued Inspected concrete for mix design, slump and consolidation. Note: Section 4 was approximately 75% complete when heavy rain fell. Contractor continued to pour and completed this section. Slump went from 4" to 6"+ due to rain. One set of concrete test cylinders were made at this time. Attachments 3-Grant Construction Company I-City of Carlsbad Building Dept. Amencan En Project Name Inspection Date A1 - __. 51'.VPL.&. 114 Date 51A - AR A,.-"cr YR -i k . Ap S1 AA, i ?g' CE',J'tQrt. t'2 - J I! op4J American Engineering Laboratories. Inc. INSPECTION REPORT Project Name (per plans) ..-(PAt--1- I.-/A-2'I, Inspection I 1-1 114 American Engineering L.aboratones, Inc. INSPECTION 7940 Aijons Drive, Suite A, San Diego, CA 92126 (619)695-3730 REPORT Date 1/26/87 Project No. 725 AEL 7-8520 Page 1 of 1 Client GRANT CONSTRUCTION COMPANY, Attn: Bob Bullock Client Address 2186 Palomar Airport Road Carlsbad CA 92008 Project Name (per plans) PALOMAR AIRCRAFT HANGER Building Permit No. Project Address (legal) 2056 Palomar Airport Rd., Carlsbad CA 92008 Plan File No._____________________ Architect Govt. Contract No. Engineer Census Tract No. Grant Construction Co. Other Contractor _ INSPECTION CODE MAL SAMPLING CODE MATERIAL DESCRIPTION Reinforced Concrete SIC - Concrete Cylinders CC Reinf.: Rebar ..X..._. Steel: A 36 - Prestressed Concrete SIPC Mortar Samples MS Reinf.: W.W.F. - Metal Decking: - Reinforced Masonry SIM Grout Samples GS - Reinf.: Tendons - Shear Connectors: Struct. Steel Assembly - Fireproofing FP - Conc.: Mix #/psi ..X_. H.S. Bolts: A325 & A490 - 1. Shop Fabrication SISS-1 - Units (block or brick) UB - Conc.: Mix #Ipsi - Electrodes: - 2. Field Welding SISS-2 A.C. Concrete ACC Conc.: Mix #/psi Electrodes: - 3. H.S. Bolting SlSS-3 - Roofing RS — Conc.: Mix #/psi Cert. Welders: — Pile Driving SIPD — Reinf. Steel RSS — Grout: Mix #/psi — Fireproofing: - Nondestructive Testing — Steel SS — Mortar: Type/psi - A.C. Concrete: Shop SINOT-j.. - Tendon (PT Strands) TS — Units: Block — Other: Field SINDT-2 Other Units: Brick Other: — Fireproofing SIFP — Other Rooting IR — Other Waterproofing IWP — Other'- - Asphalt Paving lAP Other 10 CERTIFICATE OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans and specifications. This report covers the locations of the work inspected. Contact this office if you need more specific information regarding inpectiort procedures. INSPECTOR ____.. _Paul Beyl. Jr. (204) 1 /1 3/87 Special Inspection - H.S. Bolting Conducted preliminary inspection of structural steel framing members prior to bolt-up for proper faying surface preparation. Verified proper type of bolts for proposed work and reviewed bolting operation procedures with structural steel erectors foreman and project manager for general contractor. Although project plans (general notes) state the "turn-of-the-nut" method to be used in tightening bolts, according to Mr. Bullock (project.manager) via telephone conver- sation, the design firm has provided verbal approval (written confirmation to follow) for use of mechanical impact wrench tightening and subsequent inspection checks of torque values by calibrated torque wrench. Aforementioned tightening method procedures were reviewed this day with same persons previously noted. 3GantConstruction Co. 1-City of Carlsbad Bldg. Dept. 117 American Engineering Laboratories, Inc. 7940 Azons Drive, Suite A, San Diego, CA 92126 (619) 695-3730 INSPECTION REPORT Date 4/28/87 Project No. 725 AEL 7C-830 Client GRANT CONSTRUCTION COMPANY Client Address 2186 Palomar Airport Road 86-429 & Project Name (per plans) PALOMAR AIRCRAFT HANGAR/CINEMA AIR Building Permit No. 86698 Project Address (legal) 2056 Palomar Airport Road, Carlsbad, CA 92008 Plan File No. _____________________ Architect Govt. Contract No. Engineer Census Tract No. Contractor Grant Construction Company Other P.O. #12277: Client Job #5002-0160-10 INSPECTION CODE MATL SAMPLING CODE . MATERIAL DESCRIPTION - Reinforced Concrete SIC - Concrete Cylinders CC - Reini.: Rebar - Steel: - Prestressed Concrete SIPC - Mortar Samples MS - Reint: W.W.F. __________________ - Metal Decking: Reinforced Masonry SIN - Grout Samples GS - Reint.: Tendons _____________________ - Shear Cormectors: 1K1 Struct. Steel Assembly - Fireproofing FP - Conc.: Mix *Ipsi ..L... H.S.Bolts: ASTM A-325 I. Shop Fabrication SISS.1 - Units (block or brick) UB - Conc.: Mix *si - Electrodes: - 2. Field Welding SlSS-2 - AC. Concrete ACC - Conc.: Mix *si - Electrodes: - 3. H.S. Bolting SISS-3 Roofing AS - Conc.: Mix */psi - Cart. Welders: - Pile Driving SlPO ReinS. Steel ASS - Grout: Mix #/psi ._....... Fireproofing: Nondestructive Testing - Steel SS - Mortar: Type/psi - A.C. Concrete: Shop SINDT-j. - Tendon (PT Strands) IS - Units: Block - Other: Field . SINDT-2 Other _____________ Units: Brick - Other: - Fireproofing, SIFP - Other - Roofing IA Other - Waterproofing IWP .. Other Asphalt Paving lAP . - Other ____________tO CERTIFICATE OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans and specifications. This report covers the locations of the work inspected. Contact this office if you need more specific information regarding inspection procedures. INSPECTOR Paul Beyl. Jr. (W-204) 4/15/87 Special Inspection - H. S. Bolting Verified proper joint fit—ups and confirmed acceptable faying surface conditions prior to installation of high strength bolting at all locations. Confirmed proper bolt torquing and washer/bolt installation. Method of torque values achieved through calibrated torque-wrench except at-large bolt connections of which the Turn—of—the—Nut methàd was utilized per A.I.S.C. recommended procedures. 3—Grant Construction Company Attn: Bob Bullock Citf Carlsbad Building Inspection Department RECEIVED APR 29 91987 CITY OF CARLSBAD Building Department 117 American Engineering Laboratories, Inc. 7940 Aijons Drive, Suite A, San Diego, CA 92126 (619)695-3730 INSPECTION 'l REPORT Date 1/26 /87 Project No. 725 AEL 7-8520 Page 1 of 1 Client GRANT CONSTRUCTION COMPANY, Attn: Bob Bullock Client Address 2186 Palomar Airport Road Carlsbad CA 92008 Ji'9cqo'ect Name (per plans) .PALQMAR AIRCRAFT HANGER Building Permit No. i 1'fiectAddress(legal) (0) Palomar Airport Rd., Carlsbad CA 92008 Plan File No._____________________ Architect Govt. Contract No . Engineer Contractor Grant Construction Co.. CensusTractNo. Other INSPECTION CODE MAT'L SAMPLING CODE - MATERIAL DESCRIPTION Reinforced Concrete SIC Concrete Cylinders CC Reinf.: Rebar ...X........ Steel: A 36 - Prestressed Concrete SIPC Mortar Samples MS - Reinf.: W.W.F. - Metal Decking: Reinforced Masonry Sim Grout Samples GS Reinf.: Tendons. Shear Connectors: -F Struct. Steel Assembly - Fireproofing FP - Conc.: Mix #/psi .......... H.S. Bolts: A325 & A490 - 1. Shop Fabrication SISS-t - Units (block or brick) UB - Conc.: Mix #Ipsi - Electrodes: - 2. Field Welding SISS-2 - A.C. Concrete ACC - Conc.: Mix #/psi Electrodes: - 3. H.S. Bolting SlSS-3 - Roofing RS Conc.: Mix #/psi - Cert. Welders: - Pile Driving SlPD Reinf. Steel RSS - Grout: Mix #/psi - Fireproofing: Nondestructive resting - Steel SS - Mortar: Type/psi - A.C. Concrete: - 1. Shop SINOT-L. - Tendon (PT Strands) TS - Units: Block - Other: 2. Field SINOT-2 Other _____________ - Units: Brick Other: - Fireproofing SlFP - Other Roofing IR Other Waterproofing IWP - Other Asphalt Paving lAP - Other 10 CERTIFICATE OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans and specifications. This report covers the locations of the work inspected. Contact this office if you need more specific information regarding inpection procedures. INSPECTOR Paul Beyl. Jr. (204) 1/13/87 Special Inspection - H.S. Bolting Conducted preliminary inspection of structural steel framing members prior to bolt—up for proper faying surface preparation. Verified proper type of bolts for proposed work and reviewed bolting operation procedures with structural steel erectors foreman and project manager for general contractor. Although project plans (general notes) state the "turn—of—the—nut" method to be used in tightening bolts, according to Mr. Bullock (project manager) via telephone conver— sation, the design firm has provided verbal approval (written confirmation to follow) for use of mechanical impact wrench tightening and subsequent inspection checks of torque values by calibrated torque wrench. Aforementioned tightening method procedures were reviewed this day with same persons previously noted. R E C E V E D 3—Grant Construction Co;: . /I_ 47. . JAN 19087k Cif.1s bad Bldg. Dept. OF CARLSBACITYD Bui lding Department 117 —J -. American Engineering I.aboratories. Inc. 7940 Aiions Drive, Suite A, San Diego, CA 92126 (619)695-3730 INSPECTION REPORT Pane 1 of 1 Date 2/5/87 Project No. 725 AEL 7S 553 Client GRANT CONSTRUCTION COMPANY Client Address 2186 Palomar Airport Rd. /—//—t:__ Project Name (per plans)-1"A't2OMR AIRCRAFT HANGER/CINEMA AIR Building Permit No. 86-429 Project Address (legal( 20 6,4'al omar Airport Rd., Carl sbad, CA 92008 Plan File No.________________________ Architect Govt. Contract No. Engineer Census Tract No, Contractor Grant Construction Co. Other INSPECTION CODE MATL SAMPLING CODE MATERIAL DESCRIPTION Reinforced Concrete SIC - Concrete Cylinders CC Reinl.: Rebar .._.X_ Steel: ASTM A-36 - Prestressed Concrete SIPC - Mortar Samples MS Reint.: W.W.F. _____________________ - Metal Decking: - Reinforced Masonry SIM - Grout Samples GS - Reinf.: Tendons - Shear Connectors: ,.......)ç, Struct. Steel Assembly - Fireproofing FP - Conc.: Mix #/psi - H.S. Bolts: - 1. Shop Fabrication SISS-1 Units (block or brick) US - Conc.: Mix #Ipsi _.._. Electrodes: E7018 ,.......)(., 2. Field Welding SISS-2 ...,__ A.C. Concrete ACC Conc.: Mix #/psi Electrodes: E7024 H.S. Bolting SISS-3 - Roofing RS - Conc.: Mix #Ipsi J... Cert. Welders:YeS Pile Driving SIPD - Reinl. Steel RSS Grout: Mix #/psi - Fireproofing: - Nondestructive Testing - Steel SS - Mortar: Type/psi - A.C. Concrete: Shop SINDT-1,,. - Tendon (PT Strands) TS Units: Block - Other: Field SINOT-2 - Other - Units: Brick _____________________________ - Other: - Fireproofing SIFP - Other Roofing lR - Other Waterproofing lWP - Other Asphalt Paving Other - ________to lAP _t}: i.?' i4 vim C V E rc.ø 0 11101 CERTIFICATE OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans and specifications. This report covers the locations of the work inspected. Contact this o,c19fu0 regarding inpection INSPECTOR John A Brookins Building Department 1/21/87 Special Inspection - Field Welding Inspected welding of 4"x-k" plate to web of beam for "beef up" of frame to accomodate HVAC roof mounted units at Lines 6, 7 & 8 between columns (J) to (L). 1/22/87 Special Inspection - Field Welding Continued monitoring welding of roof mounted units at Lines 6, 7 and 8 between columns (J)to (L) as previously reported (1/21/87). 3-Grant Construction Co. Attn: • Bob Bullock '1,7 - 1City5fCa'lsbad Bldg. Dept. 117 American Engineering Laboratories, Inc. 7940 Aijons Drive, Suite A, San Diego, CA 92126 (619) 695-3730 INSPECTION REPORT Date 1/28/87 Project No. 725 AEL 7T290 Client GRANT CONSTRUCTION COMPANY Attn: Bob Bullock Client Address 2186 Palomar Airport Road Carlsbad. CA 92008 Project Name (per plans) PALOMAR AIRCRAFT HANGER Building Permit No. 86429 Project Address (legal) —2--186=4-Palomar Aircraft Road, Carlsbad, CA Plan File No.________________________ Architect 7 ...0 Govt. Contract No. Engineer Census Tract No. Contractor GRANT CONSTRUCTION COMPANY Other INSPECTION CODE MAT'L SAMPLING CODE MATERIAL DESCRIPTION Reinforced Concrete SIC ... Concrete Cylinders CC .....JL Reint: Rebar ASTM A6 15 ,Gr. 40 - Steel: - Prestressed Concrete SIPC - Mortar Samples MS - Reint.: W.W.F. _______________________ - Metal Decking: - Reinforced Masonry SIM - Grout Samples GS Reint.: Tendons ______________________ - Shear Connectors: - Struct. Steel Assembly - Fireproofing FP ......X Conc.: Mix #/psi_86.69/4000 - H.S. Bolts: - 1. Shop Fabrication SISS-1 - Units (block or brick) U8 - Conc.: Mix #/pSi - Electrodes: - 2. Field Welding SISS-2 - A.C. Concrete ACC - Conc.: Mix #/pSi - Electrodes: - 3. H.S. Bolting SlSS-3 - Roofing AS - Conc.: Mix */psi - Cert. Welders: - Pile Driving SIPD - Reinf. Steel ASS - Grout: Mix */psi________________________ - Fireproofing - Nondestructive Testing - steel ss - Mortar: Type/psi ________________________ A.G. Concrete: Shop SINOT-l. - Tendon (PT Strands) IS - Units: Block __________________________ - Other: Field SINOT-2 - Other _____________ - Units: Brick - Other: - Fireproofing SIFP - Other - Roofing IA - Other Waterproofing IWP - Other - Asphalt Paving [AP - Other ____________ID CERTIFICATE OF COMPLIANCE: All of the reported work, unless otherwise noted, complies with approved plans and specifications. This report covers the locations of the work inspected. Contact this office if you need more specific information regarding inpection procedures. - - INSPECTOR Chip Escoffier (646) 1/15/87 Special Inspection - Reinforced Concrete Performed preplacement inspection of footings for shear wall and exterior walls in the Administration Building, checked reinforcing steel per structural drawings for size, lap, clearance and quantities. Performed placement inspection of concrete for the above inspected area. Inspected concrete for mix design, consolidation and slump. Fabricated one set of concrete test cylinders. 3—GRANT CONSTRUCTION COMPANY Attn: Bob Bullock 117CITY of CARLSBAD BL:DG.. DEPT. JAN )198T CITY OF CARLSBAD Building Department NTO 'IGNE.ERING, INC. 55'0 Ruffin Road SAN DIEGO, ALIFONIA 92123 (71.4) 565-1955 TO , THE FOLLOWING WAS NOTED: - ? ?4.'4 I Z6t DATE JOB NO. -it PROJECT c41--OV741, LOCATION CONTRACTOR I OWNER WEATHER TEMP. 0 a °at AM PM PRESENT AT SITE 'v4,r/ '1_- #te bf.? J-2 rn Ot'r d ,z £7/l . If VV or IV 4. ci~r4 , -ccb V COPIES TO FORM 241-3 - Available from Lllnc., Groton, Mass. 01450 BP TO.MD SIGNED &:—t7 7c 7 lit - I I— : L1 - p,. 0 t,. iL * - 14 0• . T L.c3 It' (70t - _.4t. C o ri nhI El 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 TELEPHONE (619) 438-1161 April 28, 1987 - Cinema Air 2056 Palomar Airport Road Carlsbad, CA 92008 2056 PALOMAR AIRPORT ROAD Construction of hanger and workshops completed per plan, Permit No. 86-429. Temporary occupancy granted this area. A permenant Certificate of Occupancy will be issued for the total project upon the completion of the attached office area, second phase on separate Permit No. 86-98. - I--- ( CN Y MIA rA EMILE PLUDE Principal Inspector Senior Inspector hmj ES.GIL CORPORATION 9320 CHESAPEAKE DR.. SUITE 208 SAN DIEGO, CA 92123 (619) 560-1468 DATE: I Z - 2. - OAPPLXC?NT JURISDICTION: 0-171 OF 0(3)?D flPLAN CHECKER FILE COPY PLAN CHECK NO: 06 - 4.29 - DUPS DESIGNER, PROJECT ADDRESS: 2D(0 P/'iLO/-.ij.'I-(? I/f'O12T PROJECT NAME: D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified are resolved and checked by building department staff.. The plans transmitted herewith have significant, deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. • The check list transmitted herewith isför your information. LI The plans are being held at Egil Corp.. "until corrected plans are submitted for recheck. fl The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of 'the check list has been sent to: Esgil staff did not advise the applicant contact person that (JI plan check has been completed. Esgil staff did advise applicant that the plan check has LI been completed. Person contacted: Date contacted: - Telephone #__________________ REMARKS: I. A L L F- T L,a-s T' '' ' P/SO Ft f e- 1)' L L. 01i,') PPe.rjJA-L FEE Ocf 7H- Pf,& By:1Q-,S& ..T.O(.../&4..JT5- Enclosures:______________________ ESGIL CORPORATION ESGIL CORPORATION - 9320 CIIESAI'EAKE DR.. SUITE 208 SAN DIEGO, CA 92123 (619) 560•1468 DATE: /o—:;-- g'c, JURISDICTION: OF OPLAN CHECKER []FILE COPY PLAN CHECK NO: - 49 Li DESIGNER PROJECT ADDRESS: .2O3, P 'i,qe ,i,Poer 'D PROJECT NAME' /-1/9iiJG,4-/. D The plans transmitted herewith have been corrected where necessary and substantially comply with-the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficien- cies identified - are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. The applicant's copy of the check list has been sent to: tU, M'4r"J - f'ALoNiqt 19-/,ePOir 1eb 2/. 9000 D Esgil staff did not advise the applicant contact person that plan check has been completed. Esgil staff did advise applicant that the plan check has - been completed. Person contacted: g• W. fL4dqr Date contacted: Telephone REMARKS: By: 14,S IEAPC Enclosures: ESGIL CORPORATION W. P:i.e'. dl.LI_4r __ JURISDICTION: Cir7 OF : je . U) /4D77\) .2/K(o PA(O,'.-fi1 PF7 ,eô C44 zq BUILDING USE: +A&/, A TYPE OF CIONSTRUCTIONt J1T— ACTUAL AMU: 4,Z917 Sf ALtøiIABLEAREA: L4kiL,,"11rE IORIES: I. MGM:.7 Fr SPRflS:AfO 03PANT LOAD: 3 FORERD: PLEASE READ Plan check is limited to technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the handicapped. The plan check is based on regulations enforced by the Building Inspection Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. Present California law mandates that construction comply with Title 24 and the applicable model code editions adopted, with or without changes, by the various state agencies authorized to propose building regulations for enforcement at the local level. Code sections cited are based on the 1982 UBC. The above regulations apply to construction, regardless of the code editions adopted by ordinance at the local level. The circled items listed need clarification, modification or change. All items have to be satisfied before the plans will be in conformance with the cited- codes and regulations. Per Sec. 303 (c), 1982 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. RIARKS: JJO ie6PAI,e PLAN (X)RRECIION SHEET GENERAL COMMERCI AL Date plans received by jurisdiction: Date plans received by Esgil Corp.: Date initial plan check completed: _By:141 lOL1EAJ76 Applicant contact person: g. w. /-i4gr11) Tel.(' /9) 4g- cicz.. - To speed up the recheck process, note on this 7 list (or a copy) where each correction item has , been addressed, i.e., plan sheet, specification. etc. Be sure to enclose the marked up list when you submit the revised plans. - N: PAGE NUS ARE *)T IN S1JiCE AS PAGE RAVING NO ITEM NEEDING CORK=0N WREE DvLRTn. List No. 30, GENERAL COMMERCIAL, WITHOUT ENERGY OR LOCAL ORDINANCE OR POLICY SUPPLEMENTS 1 4/23/86 A. PLANS (D Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: / Show on the Title Sheet all buildings, structures, walls, etc. included under this application. Any portion of the project shown on the site plan that is not included with the building permit application filed should be clearly identified as "not included" on the site plan or Title Sheet. Esgil Corporation, 9320 Chesapeake Drive, Suite /fr208, San Diego, California 92123, (619) 560-1468. ,2" Please make all corrections on the original tracings and submit two new sets of prints, and any original plan sets that may have been returned to you by the jurisdiction, to: The jurisdiction's building department. () Provide the site address and a vicinity sketch on the Title Sheet. ® Provide the names, addresses and telephone numbers of the owner and the responsible design professionals on the Title Sheet. All sheets of the plans and the first sheet of the calculations are required to be signed by the California licensed architect or engineer responsible for the design. Please include the California license number and the date the plans are signed. Indicate on the Title Sheet whether or not a grading permit is required for this project. Provide a Building Code Data Legend on the Title Sheet. Include the following code information for each building proposed: Occupancy Group - e Description of Use H Type of Construction .1— F P— Sprinklers: Yes or No (\J0 Stories I Height 3 7 r-7- Floor Area 44, Z87 Justification to exceed allowable area in Table 5-C. Justification to exceed allowable height or stories in Table 5-D. C. STIR PLAN () Provide a fully dimensioned site plan drawn to scale. Show: North arrow, property lines, easements, streets, existing and proposed buildings and structures, location of yards used for allowable increase of building area and dimensioned setbacks. Provide a statement on the site plan stating: "All property lines, easements and buildings, both existing and proposed, are shown on this site plan". '.5; CWc f7AJ/qL s&rs or- Ppjs slArnyLL,. /iPj.4} ExP/y/okj b4 r6 OF 2 4/23/86 Clearly designate on the site plan existing buildings to remain, existing buildings to be demolished, buildings to be constructed under this permit and any proposed future buildings. Show on the site plan all proposed walls, retaining walls and fences. Specify their heights on the plans. Clearly dimension building setbacks from property lines, street centerlines, and from all adjacent buildings and structures on the site plan. Show and dimension on the site plan all building projections including eaves, balconies., cornices and similar appendages extending beyond the exterior walls. Show on the site plan, or provide the grading plans, showing finish floor elevations, elevations of finish grade adjacent to buildings, drainage patterns and locations and gradients of cut or fill slopes. () Show dimensioned parking layout including any required handicap access spaces. Show the location of any designated flood plains, open space easements, or other development restricted areas on the site plan. 0. LOCATION ON P)i'cu W. When two or more buildings are on the same property, the buildings shall have an assumed property line between them for the purpose of determining the required wall and opening protection and roof cover requirements, per Section 504 (c). An exception is provided if the combined area of the buildings is within the limits specified in Section 505 for a single building. If this exception is used, show how the building(s) will comply with Section 505. 3 4/23/86 Buildings over one story and containing courts shall have an assumed property line for the purpose of determining required wall and opening protection of court walls, per Section 504 (c). See possible exception. Please show how the court walls will be made to comply with Section 504 (c). The exterior walls less than feet to a property line or an assumed property line, shall be 4..- I+Z.fire-rated construction. Section ),q 03 (a). Exterior walls shall have a 30 inch parapet when less than feet to a property line or an assumed property line. (See exception, Section 1709.) .2?. The exterior wall shall have protected openings (3/4 hour) when closer than Z feet to a property line or an assumed property line. Section (K 03 (b). The exterior walls shall have no openings when closer than £ feet to a property line or an assumed property line. Openings include windows, doors, scuppers, vents, etc. Section It 03 (b). X. Eaves over required windows shall be not less than 30 inches from side and rear property lines. Section 504 (a). Combustible projections located where openings are required to be protected shall be heavy timber or one-hour construction. Section 1710. Projections may not extend more than 12 inches into areas where openings are not allowed. Section 1710. FAI No openings in the lower roof are permitted within 10 feet of the area separation wall if parapets are not provided. Section 505 (e) 5. Show the basis for the approved fire-resistive construction elements for the area separation wall, parapet, and ceiling assembly if used in lieu of parapet, i.e., Item Number in Table 43-A, B, C or U.L. Directory, etc. (Note that trusses require two layers of 5/8 inch Type 'X', per Gypsum Fire Resistance Design Manual, Item FC 5406). See the attached article; "Area Separation Walls Revisited", and incorporate appropriate data and details on your plans. ( Provide complete details of the area separation wall(s) to show compliance with Section 505 (e) 1-5. Ir Provide a note on the plans stating: "Plumbing and conduit penetrations of the area separation wall shall be of copper or ferrous. No plastic pipe may penetrate the area separation wall". Section 4304 (e). C. BUflDIW HIr/sroR1x X. Clearly show the maximum building height based on the definition in Section 409. X. Clearly show if the lower level is a basement or story, based on the definitions in Section 403 and 420. Plot the finish grade (adjacent ground level) on the elevations and dimension the distance to the floor above for story determination. See definition of grade, Section 408. 5,V The height and number of stories cannot exceed that shown in Table 5-D. Show the code basis for the height/number of stories as shown. 00. One additional story would be permitted beyond that shown in Table 5-D if the building is sprinklered throughout and the sprinkler system is not otherwise required by Section 506 (area) or Section 508 (substitute for one-hour). Section 507. X. Towers, spires and steeples shall comply with Section 507, Exception 1. H. )2. Where one-hour fire-resistive construction is required, an approved automatic sprinkler system, when not otherwise required, may be -substituted for the one-hour construction. However, the fire sprinkler system shall not waive or reduce fire-resistive requirements'for: occupancy separations, exterior walls due to location on property, area separation walls, shaft enclosures, corridor protection, stair enclosures, exit passageways, type of construction separation per Section 1701 and atriums constructed in accordance with Section 1715. Section 508. 1 Provide details of the one-hourAfire- resistive construction. Include roof/ceiling asseinbies, floor/ceiling assembles, wall assemblies, post and beam assemblies, etc. I () Maintain one-hour/fire-resistive wall construction at built-in wall fixtures and behind mailboxes, fire extinguisher cabinets, electric panels exceeding 16 square inches in area, etc. Section 4304 (e). 6 4/23/86 Usable space under the first story, when constructed of metal or wood, shall be separated from the non-usable space; and the story above, as required for one-hour fire-resistive construction and the door to the usable space shall be self-closing, of noncombustible construction or solid wood core, not less than 1-3/4 inches in thickness. Section 1703. Show the basis for the rating of the occupancy separation you propose, i.e., Item number in Table 43-A, B, C; Gypsum Fire-Resistive Design Manual; U.L., etc. ]'. Change in width in a exit court shall be effected gradually by a guardrail at least 36 inches high and making an angle of not more than 30 degrees with the axis of the court. Section 311 (b). Walls of exit passageways shall be without openings except exits and shall have walls, floors and ceilings of the same fire-resistance required for the building, with a minimum one-hour fire-resistive construction. Exit openings in the walls shall be protected by a three-fourths-hour assembly. Section 3312 (a). Basements require two exits. Section 3303 (a). In all occupancies, floors above the first story having 10 or more occupants, shall have not less than two exits. Section 3303 (a). Exits should have a minimum separation of one-half the maximum overall diagonal dimension of the building or area served. Section 3303 (c). OL The maximum number of required exits and their required separation must be maintained until egress is provided from the structure. Section 3303 (a). Where a required exit enters a yard or court the minimum width of the yard or court shall be 44" and the yard must be unobstructed and lead to a public way. Section 3311 (b), Section 3301 (b). Where required exits enter an exit court (see definition, Section 404 and 3301), the exit court must discharge into a public way or exit passageway. The exits from the exit court shall comply with Section 3311 (d) requirements for width, number, and protection of walls and openings when the occupant load exceeds 9. Total width of exits in feet shall be not less than total occupant load served divided by 50. Tributary occupant load from basements and stories above shall be per Section 3303 (b) and the maximum width required for any story shall be maintained. No point in the building shall be more than 150 feet (200 if sprinklered) from an exterior exit, horizontal exit, enclosed stairway or exit passageway, measured along the path of travel. This may be increased 100 feet if last 150 feet is in a corridor. Section 3303 (d) (See exceptions). 1)i. Double acting doors are not allowed when serving a tributary occupant load of more than 100, or when part of a fire assembly, or part of smoke and draft control or when equipped with panic hardware. Section 3304 (b). P///Dp ,r /_&r c.s &('T FO/ 77 - -flwc-ru,a6. 10 4/23/86 Exit doors should swing in the direction of egrees when serving occupant load of 50 or more Section 3303 (d). See doors Exit doors should be openable from the inside without the use of a key, special knowledge, or effort. Section 3304 (c) [Note that exit doors serving 10 or less occupants may have a night latch, dead bolt, or security chain per Title 24 2-3303 (c).] () Exit doors should be a minimum size of 3 feet by 6 feet 8 inches with a minimum door swing of 90 degrees. Maximum leaf width is 4 feet.. Section 3304 (e). )ZI. The net dimension (clear width) at doorways should be used in determining exit widths required by Section 3302 (b). Section 3304 (e). In consideration of door thicknesses, panic hardware, door swing etc., the required exit widths have not been furnished. See door - 0 Regardless of occupant load, a floor or landing not more than 1/2 inch below the threshold is required on each side of an exit door. Section 3304 (h). Doors should not project more than 7 inches into the required corridor width when fully opened, nor more than one-half of the required corridor width when in any position. Section 3305 (d). Revolving, sliding and overhead doors are not permitted as exit doors if the occupant load exceeds 9 or the exit door serves a hazardous area. Section 3304 (g). A door may open over a stairway landing provided the door, in any position, does not reduce the clear area of the landing, in the directiOn of travel, to less than one-half the required width of the stairway. Section 3306 (g). Ramps required by Table 33-A shall not exceed 1:12; other exit ramps 1:8. Ramps steeper than 1:15 shall havehandrails as required for stairways. Minimum size landings and landing clearances must be provided. Section 3307. Stairway width must be at least 44 inches when serving more than 50 occupants; 36 inches when less than 50; 30 inches when used as a private stairway serving less than 10 occupants. Section 3306 (b), Section 3301 (b). Pe Seventy eight inch minimum headroom clearance for stairways should be indicated on the plans. Section 3306 (p). Note that this is from a plane tangent to the stairway tread nosings. Stairway handrails should not project more than 3-1/2 inches into the required width. Trim may not project more than 1-1/2 inches. Section 3306 (b). IZ(. Enclosed usable space under interior or exterior stairways should be protected on the enclosed side as required for one-hour fire-resistive construction. 2 x @ 16 O.C. mailers. Section 3306 (m) (n). Landings should not be reduced in width more than 7 inches by a door when fully open. Where doors open over landings, the landing shall have a length of not less than 5 feet. Section 3306 (g) and Section 3304 (h). 11 4/23/86 Provide a complete architectural section of the corridor, and exterior exit balcony, showing all fire-resistive materials and details of construction for all floors, walls, roof and all penetrations. Section 3305 (g). VW Ceilings of combustible materials cannot be suspended below the one-hour corridor ceiling. Section 3305 (g). Show separate sources of power for exit illumination and exit signs. (Occupant load exceeds 999 in A-i, 500 in A-2/2.1, 150 in churches, 100 in I's, 500 in B-2 occupancies). Section 3313 (b) 2. The exit sign locations as shown are not adequate. N. ELEVATORS Corridor walls may terminate at the ceiling only if the ceiling is an element of a one-hour fire-resistive floor or roof system. Section 3305 (g). xe See attached details for approved methods of providing one-hour corridor construction. When two exits are required, dead end corridors and exit balconies are United to 20 feet. Section 3305 (e). Exterior exit balconies cannot be located in areas where protected openings are required. Section 3305 (i). Exit signs are required for exits serving an occupant load exceeding 50. Show all required exit sign locations. Section 3314 (a). 144. Show that exits are lighted with at least one foot candle at floor level. Section 3313 (a). ,iS. Show that the power supply for exit illumination and exit signs is provided by two separate circuits. (Occupant load exceeds 50 in I occupancies and 100 in H occupancies and 300 in all others). Section 3313 (b) 1. 16< Provide notes and details to show the elevator will comply with Sections 5101 through 5105. 0. GLASS AND GLAZING Ve Specify on the window schedule the glass type and thickness to show compliance with Table 54-A and B. X. Specify safety glazing for glazing in hazardous, locations such as glass doors, glazing adjacent to such doors and glazing adjacent to walking surfaces. Section 5406. Glazing, in the sane wall plane as a door, must be safety glazing if within 12" of the door and less than 60" above the walking surface, unless the glazing is leaded or faceted glass. Section 5406 (d) 7. 2. Glass in excess of 9 sq. ft. with the lowest edge less the 18 inches above .a walking surface shall be safety glazing or shall have a horizontal member not less than 1-1/2 inches in width and located between 24 and 36 inches above the walking surface. 14 4/23/86 Provide fire sprinklers The foundation plan does not comply with the following soil report recommendation(s) for this project Section 506, 507, 508 or 3802. See also jurisdiction ordinance. When serving more than 100 sprinkler heads, automatic sprinkler, systems shall be supervised by an approved central, proprietary or remote, station service, or shall be provided with a local alarm which will give an audible signal at a constantly attended location. Provide class standpipes per Section 3807. A first story as allowed by Section 702 shall be included in determining the number of stories when determining if standpipes are required. Section 3806. R. FOUNDATION X. Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply with UBC Section 2905. ?$ Specify on the foundation plan or structural specifications sheet the soil classification, the soils expansion index and the design bearing capacity of the foundation. Provide notes on the foundation plan listing the soils report recommendations for foundation slab and building pad preparation. Note on the foundation plan that: "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the Building Official in writing that: the building pad was prepared in accordance with the soils report: the utility trenches have been properly backfilled and compacted, and; the foundation excavations, forming and reinforcement comply with the soils report and approved plan". Provide spread footings for concentrated loads designed for 1,000 psf soil bearing or per bearing value as determined by an engineer or architect. Chapter 29. Show height of all foundation walls. Chapter 23. Provide a letter from the soils engineer Show height of retained earth on all confirming that the foundation plan, grading foundation walls. Chapter 23. plan and specifications have been reviewed and that it has been determined that the Show distance from foundation to edge of cut recommendations in the soil report are properly /or fill slopes and show slope and heights of incorporated into the plans.. (Wh'i required by cuts and fills. Chapter 29. ii .pnr1.) Note on the plans that wood shall be 6 inches above finish grade. Section 2516 (c) 7. 16 4/23/86 Wood stud bearing walls, with studs at 24" o.c., require 3 ea. 2 x 4 or 2 ea. 2 x 6 or 2 .ea. 3 x 4 top plates if supporting either floor members or roof trusses that are spaced more than 16" o.c. and do not bear within 5" of the supporting stud. Section 2517 (g) 2. 3#. Specify plywood grade and panel identification index. Table 25-N. 2). When roof pitch is less than 3:12, design ridge as a beam. Section 2517 (h). If foundation cripple wall studs are less than 14" framing shall be solid blocking. Section 2517 (g) 4. Cripple wall studs exceeding 4 feet in height shall be 3 inch by 4 inch or 2 inches by 6 inches when supporting 2 stories. Section 2517 (g) 4. 39. Show plywood sheathing over exposed eaves, or other weather exposed areas, is exterior grade. Section 2516 (g) 3. 010. Show a weep screed at the foundation plate line on all exterior and stud walls to be stuccoed. Section 4706 (e)'. 24K. Ridges, hips, and valleys shall be at least one size larger than supported rafters. Section 2517 (h) 3. In open beam construction, provide strap ties across the beams at the ridge support. Section 2501 (b). MISCELLANEOUS Show light and ventilation, for areas customarily used by people, will comply with Section 605. Provide details of restrooms to show compliance with Section 510 (b), regarding floors, walls and showers. Provide restrooms for each sex if the number of employees exceeds 4 and both sexes are employed.. Section 705 (B occupancy). Show unenclosed floor and roof openings, open and glazed sides of landings and ramps, balconies or porches more than 30" above grade or floor, and roofs used for other than service to the building have 42" minimum height guardrail, through which a 6" sphere cannot pass, and designed for 20 lbs. per lin. ft. applied horizontally at top rail (50 lbs. for exit facilities serving more than 50). Section 1711. Table 23-B. TITLE 24 HANDICAPPED ACCESS Provide note and details on the plans to show compliance with the enclosed Handicapped Access Check List. Handicapped access requirements may be more restrictive than the UBC. ENEFM QNSVATION Provide mechanical plans, plan details, calculations and completed forms to show compliance with state regulations for energy conservation. 50 Provide electrical plans, plan details, calculations and the completed Form 5 to show compliance with state regulations for energy conservation. 20 4/23/86 JURISDICTION or- PLAN CHECK NO. _4C? DATE c-S '4ij j BUILDING AREA, HEIGHT AND STORIES DATA SHEET flIVOD no rnk,e.p nh,gkfl.Tnk, 1k?? flynn ny n Building Designation Type Construction Shown Number of Stories and Height I — _37 f1 Basic Allowable Area t.ttJt_I('.ilTE, Increases For Multi-Stories For Yards Feet On Sides For Sprinklers Total Allowable Area MJUM(TCD Actual Area Total Z'1 Area Separation Walls Yes 613> Yes No Yes No Yes No Yes No Over Area Yes 00 Yes No I Yes No I Yes No Yes No Over Height Yes (rp> Yes No Yes No Yes No Yes No Over Stories Yes Yes No I Yes No Yes No I Yes No DS486 Incorporate in the plans or specifications the attached "Title 24 Mandatory Requirements" and the "Title 24 Construction Compliance Statement Requirements". Please see additional corrections, or remarks, on the following page. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan check for your project. If you have any questions, regarding these plan check items, please contact ,Q-es Vôie,iJ-re- at Esgil Corporation. Thank you. Enclosures: 26I. Ct1Lf Sp6./f'1' -OA) TE P/s rr ,tJo g5pfl'z lt)6 1~1e- Is toJ& - &cCePT c/j °r p -rs ,qiv 1,JT6AJbC REu,r-/AJG /uo oPk) OR iwe- L4S& c' D&7Vt/S / rt-, s 7/49T Do AJOT ro riis ;3:-bc:; P5-IMIT ,e?PP1.-/a4770&i, .24 /k)SpcT/efl.) , IIO fof MA)4- 770 Al C-6AJC,t27& tii,JC-, 1;'!/ ,?rr4c,t1&t /5J7 F'-HJ 2iC-7fc2A) 5/-1&tTroe, 5PC// /kp6C710A) .2I/., se 4TT14 ED Ecre,c, Pc-AJ Cf/O&) 21 4/23/86 • ELECTRICAL PLAN CORRECTION SHEET JURISDICTION: CIT / p DATE: • PLAN CHECK NUMBER: 7L 2 7 PLAN CHECKER:(fl/I 40A36, Submit complete electrical plans and specifications., D2- Submit complete one-line diagram of service and feeders; show conduit and wire sizes; specify aluminum or copper conductors and type of insulation. Indicate sizes of fuses and/or circuit breakers. Submit electrical load calculations and/ panel schedules. Indicate ampere interrupting capacities (AIC) of service and subservice equipment. NEC 230-98/110-9.. Show exit signs on the electrical lighting plan. Note: Power for exit lights and emergency lighting must conform to the 1982 UBC Sections 3313 and 3314. Provide receptacle(s) within 25' of the roof mounted A/C units. UMC Section 509. 07-' Indicate the grounding system to be installed for (a) building service (b) transformers. All circuit breakers switched 120 VAC light circuits, must use only type "SWD" circuit breakers. NEC 110-3b. Indicate (a) existing building load, (b) added building load per Item 3, and (c) size of existing service when new service is not required. All conductors within.a building section allocated to a service must have a disconnecting means located at that service. NEC 230-70. Submit calculations for maximum allowable connected lighting load per CAC, Title 24, 2-5343 & 2-5344 (Energy Documentation Form 5). Provide multiple switch lighting controls per CAC, Title 24, 2-5343 & 2-5344. )c 3/10/86 • • -- g(-4Z'1---- SUPPU)(ENIAL PLAN CX)RRECTION SHEET FOR SPECIAL INSPECTION The following must be identified on the plan title sheet or the structural specification sheet per UBC Sections 302, 305 (f), and 306 (a) through (f): £j Note that continuous inspection shall be performed by qualified special inspectors retained by the owner and approved by the Building Official to act as a special inspector for the following types of construction: CONCRETE FOJDmr/OA) J/ii r9c > ZOo PS REINFORCING STEEL AND PRESTRESSED STEEL FOR PRESTRESSED CONCRETE_______________________ WELDING HIGH-STRENGTH BOLTING__________________________________________________________ STRUCTURAL MASONRY_____________________________________________________________ PILING, DRILLED PIERS, AND CAISSONS__________________________________________________ SPRAYED-ON FIREPROOFING______________________________________________________________ H OTHER SPECIAL CASES: FIELD FABRICATED TRUSSES Provide the following statements on the plans: Q The permit applicant shall retain the design engineer or architect of record or other responsible engineer approved by the Building Official to ensure that: 1. all elements of construction which require special inspection are inspected by qualified deputy inspectors approved by the Building Official; and 2. all code deficiencies detected and deviations from the approved plans are brought to the attention of the contractor for correction, and if not corrected, revised designs to overcome the deficiency shall be prepared by the design engineer or architect of record for approval by the Building Official; and 3. all corrective work required is completed in accordance with the approved plans, specifications, and City adoted codes. A final inspection report, signed by the special inspector and the responsible engineer, is submitted to the Building Official upon the completion of each element requiring special inspection. The report must certify that the work was in compliance with the approved plans, specifications and applicable City codes including any authorized changes to the plans. 3. Note that evidence will be provided to the Building Official that the following items were fabricated in an approved manner (Certificate of Compliance, approved fabricator certification, mill reports, etc.): GLU-LAM BEAMS________________________________________________________________ PRECAST CONCRETE________________________________________________________________ REINFORCING STEEL_______________________________________________________________ STRUCTURAL STEEL________________________________________________________ TRUSSES INSULATION__________________________________________________________________ OTHER 4. 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SS,I3U7 373 ..0S*0 J7UI137SS51 V JO) Now 1ITICI 5*51 51! 53105 'I T79W 53'4 5642)50770) 5*53 5*514 175411 PST3TTT21J 153701 1*0775P'-'-' •T6UTS (5) 'UOfl!lOd 3135033 III U! 1003) 1U3W)lvd WO) 03 1332U5 1424 it p225)152w 5553433! at 35531 2423 20*3 253 371541 2U35211,VdWD3 121033 23155* 5 30 PACE 3 )Ø The width of the required level area on the aide into which the door swings shall extend 24 inches past the strike edge for exterior doors and 10 inches peat the strike edge for interior doors. 4. The space between two consecutive door openings in a vestibule serving other than a required exit stairway shall provide a minimum of 48 inches of clear space from any door opening into the vestibule when the doer is open 90'. Doors into a vestibule shell swing in the same direc- tion or they both shall swing away from the vestibule. CORRIDORS '- EXIT 8A&CtlES ('SEC. 2-3305) Corridors that exceed 200 feet in length shell: Have a minimum clear width of 60 inches; Have at a central locution, a 60 inch a 60 inch minimum wheelchair turning/passing space; or Have at a central location, an Intervening cross corridor (sinjeam 44'); or Have It a central location, an openable door which provides complying access to an area adjacent to the corridor. )t 'S1'ALRWAYS (SEC. 2-3306) ,4'' Kandrails shall extend a minimum of 12 inches beyond the top nosing and 12 inches plus the tread width beyond the bottom nosing. ef The handgrip portion of handrail, shall be not less than 1-1/4 Inches nor more than 2 Inches In cross-sectional dimension or the shape shall Provide an equivalent gripping surface and shall have a smooth surface with no share coeners. The upper approach and the lover treed of each interior stair and every tread of exterior stairs shall be marked by a strip of clearly con- trasting color, at least 2 inches wide, placed parallel to, and not more than 1 inch from the nose of the step or landing to alert the visually impaired. (Applies to stairs with 2 or more risers) fri Open stairways are not permitted. Risers shall be sufficiently solid to prevent the passage of objects larger than 1/4 inch. Treed surfaces shall be slip-resistant and shall have smooth, rounded or chastered exposed edges. The lover front edge shall be beveled or rounded. ,$ Hoeing shall not project more than 1-1/2 inch pact the face of the riser below. (ft,MPS (SEC. 2-3307 ) 4? The slope of a ramp shall not exceed 1 in 12. ( The top landings on a ramp must be at least 60 inches in depth. (J' If a door swings onto a top landing the landing depth shall be not less than 42 inches plus the width of the door. (37 The top landing shall have a width not less than its depth. (3> The top landing shall extend not less than 24 inches beyond the strike side of the door at exterior ramps and 18 inches at interior ramps. (3? The bottom landing shall be not less than 72 inches deep. (j) Intermediate landings shall be provided at turns and ewhcncver the change in level exceeds 30 inches. Intermediate landings on straight ramps shall have a depth of not less than 5'.0'. Intermediate landings on ramps that turn greater than 30 degrees shall be a9 not less than 6 feet in depth. Ramps shall be not less than 4 feet wide. Ramps serving a primary entrance for an occupant load of 300 or more shall be not less than 5 feet wide. Handrails shall be placed on each side of each ramp and shall extend 12 inches beyond the top and bottom of the ramp. Surfaces of ramp, shall be slip resistant. )?'E1JVAT0RS (SEC. 2.3103) At least one elevator shall have a minimum In- side car platform of 6 feat 8 Inches wide by 4 feet 3 inches deep with a minimum clear opening width of 42 inches in buildings more than three stories in height and in all buildings where elevators are required. Passenger elevators in buildings other than those required in No. 1 above and serving an occupant load of more than 30 shall have a minimum inside ear platform of 3 feet 8 Inches wide by 4 feet I Inches deep. Doors shall be 3 feet clear side , slide-type. /1. Passenger elevators In buildings other than those required in No. I above and serving an occupant load of less than 50 shall have a minimal inside car platform of 4 feet 6 Inches wide by 4 feet 6 inches deep. The door opening shall be at least 2 feet 0 inches clear width. All passenger elevators shall have handrail lo- cated 2 feet 6 inches to 2 feet 10 inches above the cur platform. Elevator car operation buttons need to be with- in reach of wheelchair users and of a type that blind or partially sighted persona can Identity as required by Section 2-5103 (m) S. Wheelchair lifts shall comply with See-2-5106 L*1"R(FUCE AREAS (SEC. 2-3303 )riz MARSHAL CILATCD OCCUPANCIES) Every multi-story building where access is pro- vided for the physically handicapped shall have designated (signed) rooms or areas on each floor to provide safe refuge for the handicapped. Refuge areas are not required on stories opening to grade or with rs to grade or in stories used only as service basements or only for park- ing. oTaEpso(s (SEC. 2-511) General. If public telephone, are provided, they shall comply with Section 2-511(d) Q?,PCTRZCA4. 4I Electrical receptacle, (13, 20 and 30 asp,) shall be at least 12 Inches above the floor. Section 3-210-50(e) (J Switches and control, for lights, appliances, cooling, heating and ventilating equipment shall be not less than 3 feet nor more than 4 feet above the floor. Section 3-380-8 (c) alarm initiating devices shall be 40 incises above the floor, ground or sidewalk. Section 3-7604.1 'W'00' SPECIFIC occu'ci REQUIREMENTS Chapters 2.6 through 2.14 have specific occupancy requirements for access in addition to the general requirements listed above. Provide notes and de- tails to comply with____________________________ 102385 TITLE 24 MANDATORY REQUIREMENTS (To be noted on plans or specifications) HVAC Controls Sec. 2-5315. (a) Each HVAC system shall: Be equipped with at least one automatic device for reducing HVAC energy use during periods of nonuse or alternate uses of the building spaces or zones served by the system; Be able to maintain space temperature set points from 55°F to 85°F. Two or more replaceable fixed set-point devices shall be permitted if installed so as to maintain space temperature set points in the zone that they control; Be able to provide sequential temperature control of heating and cooling capacity in each zone, if both -heating and cooling are provided; Provide a range of temperatures up to 10°F in which no heating or cooling is provided to the space, if the HVAC system has both heating and cooling capability; Be able to terminate all heating at 70°F or less; and Be able to terminate all cooling at 78°F or more. EXCEPTION: Multiple zone HVAC sytems requiring concurrent operation of independent heating and cooling systems need not comply with Section 2-5315(a) 4, 2-5315 (a)5, and 2-5315(a)6. (b) Zoning. Each zone shall be provided with at least one of the devices specified in subsection (a) to control the HVAC system which serves the zone. Each floor of a building with conditioned space, shall contain at least one zone. Ventilation' Systems Sec. 2-5316. On mechanical ventilation supply and exhaust systems capable of moving more than 5,000 cfm of air, auto- matic dampers interlocked and closed on fan shut- down shall be provided. On gravity ventilating systems, either automatic or readily accessible manually operated dampers in all openings to the outside, other than combustion air openings, shall be provided. Doors and Windows Section 2-5317. (a) Doors and windows between conditioned and uncon- ditioned spaces, such as garages and closets for central forced air gas furnaces using outside air for combustion, shall be designed to limit air ,leakage into or from the building envelope. Control Devices for Indoor Lighting Sec. 2-5319. Controls for lighting loads within the building envelope shall meet each of the following re- quirements. Each area enclosed by ceiling-height partitions shall have independent control of the lighting within that area. Each area enclosed by ceiling-height partitions shall have at least one readily accessible manually operated switching device to control lighting within the area. For lighting controls, "readily accessible" means located so that a person using the device can see the controlled lights or the area being lit. Switching devices in addition to, but not instead of, the required readily accessible manually operated switching devices shall also be permitted. The general lighting of any area 100 square feet or larger in which the connected lighting load equals or exceeds 1.0 watt per square foot throughout the entire area shall be controlled so that the load may be reduced by at least one-half while maintain- ing a reasonably uniform level of illuiiination throughout the area. Readily accessible switches, that control each luminaire in a space with more than one luminaire, or that control each lamp in a space independently meet the requirements of this section. In all areas where effective use may be made of natural light, lighting circuiting shall be arranged so that units, in all portions of the area where natural light is available at the same time, are switched independently of the remainder of the area. Occupant Operating and Maintenance Information to be - Provided by Builder The builder shall provide the building owner, manager, and the original occupants a list of the heating, cooling, water heating, and lighting systems and features, materials, components, and mechanical devices conservation or solar devices installed in the building, and instructions on how to use them efficiently. The instructions shall be con- sistent with specifications set forth by the Executive Director. Water Heaters and Plumbing Fixtures Water heaters, showerheads, lavatory faucets and sink faucets must be certified by the California • Energy Commission (Excluding: waterheaters of the non-storage electric type and lavatories in public facilities having devices that limit the flow of hot water or have self-closing faucets or having devices that limit the outlet temperature to a maximum of 110°F) Section 2-5314, Table 2-53G. TITLE 24 CONSTRUCTION COMPLIANCE STATEMENT REQUIREMENTS (To be noted on plans or specifications) CONSTRUCTION COMPLIANCE (a) Prior to occupancy-of the building, the person responsible for the construction or installation shall provide the building department a signed statement, showing the building permit number, and listing all the manufactured devices in- stalled, including the name of the manufacturer, model number date of manufacture, manufacturer's stated efficiency, including the source cooling power index, source heating power index and fan performance index'of each HVAC system. In lieu of the list reference may be made to the plans and specifications, if all the above in- formation was contained in the plans and specifications. Each document shall be signed by the person re- sponsible for its preparation. The signer shall be a civil engineer, mechanical engineer, electrical engineer, architect, building designer, general building contractor, or specialty con- tractor, licensed or registered to practice by the State of California; or shall be the building owner if he or she is allowed by law to prepare the document. If More than one person has responsibility for building design or construc- tion, each person may prepare and sign the document or documents applicable to that portion of the design or construction for which the person was responsible; or the person with chief responsibility for design or construction may prepare and sign the document for the entire design. or construction. INSULATION CERTIFICATION Prior to occupancy the insulation installer shall post in a conspicuous location in the build- ing, a signed certificate containing the build- ing permit number and stating the. insulation was installed in accordance with the approved plans and specifications. The certificate should also show the manufacturer's name, material -identifi- cation, "R" value and, for blown insulation, the minimum weight per square foot consistent with manufacturer's design data. DateJOil' Jurisdiction S Prepared by ° Bldg. Dept. VALUATION AND PLAN CHECK FEE o Esgil PLAN CHECK NO.2- 4Z? BUILDING ADDRESS -f4 '-i.poeT D APPLICANT/CONTACT /, e4i, PHONE NO./ 42.—LcZ-' BUILDING OCCUPANCY - 8- - DESIGNER PHONE_____________ TYPE OF CONSTRUCTION I- F. CONTRACTOR PHONE____________ BUILDING PORTION BUILDING AREA IMULTIPLIER 1VALUATION VALUE 2-2? 34-00 _______ 1 ___ ________ / Air ConditioninE Commercial - Residential Res. or Comm. Tire Sprinklers Total Value Fee Adjusted To Reflect 0 Energy. Regulations (Fee x 1.1) 0 Handicapped Regulations (Fee x 1.065) Building Permit Fee $ • __$ '1 /i90 Plan Check Fee $ S 67 COMMENTS: lb 8/4/82 0_ w 0 w ~'LAN CHECK No. ADDRESS &S DATE . . : '" VIL-O PLANNING ZONE: TYPE OF PROJECT: AND SCHOOL DISTRICT: SAN DIEGUITO ENCINITAS.. CARLSBA SAN MARCUS SETBACKS: FRONT SIDE REAR DISCRETIONARYcTIONS: REDEVELOPMENT PERMIT REQUIRED: LANDSCAPE PLAN COMMENTS: ENVIRONMENTAL REQUIRED: jj ADDITIONAL OK TO ISSUE: iiiu*ii Li! I n fl fl A A A A A A A A A A A A fl A A Afl AAA A A Afi A A An All A A A A A AA A A A AA n nfl n A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A A All A A A A A A A A All A A ENGINEERING LEGAL DESCRIPTION VERIFIED?_44_ APN CHECKED? _Q,— PARK—IN--LIEU QUADRANT:JJIfI , FEE PER UNIT: TOTAL FEE: P.F.F.:_Nj TRAFFIC IMPACT FEE PER UNIT: TOFAL FEE:#LQ. FACILITIES MGMT. FEE:. -- BRIDGE & THOROUGHFARE FEE: IMPROVEMENTS: FIELD CHECK DATE & INITIALS: RIGHT —OF—WAY:J'\/4 DRIVEWAY: N JA EASEMENTS: E.D.U.: SEWER: LATERAL: INDUSTRIAL WASTE PERMIT: DRAINAGE:Jmis GRADING PERMIT:JJ] GRADING COMPLETION CERTIFIED:_____ ADDITIONAL COMMENTS:______ AOT TJ.F. - 6L. 0 OK TO ISSUE: / C DAITE: 91 DPD2:DPD6: 07/1 7/86 1200 ELM AVENUE CARLSBAD, CA 92008-1989 TELEPHONE (619) 438-5523 ,V'Or. 77I,. of Carlobab FIRE DEPARTMENT S - PLAN CHECK REPORT PAGE 1 OF APPROVED DISAPPROVED PLAN CHECK# ft'- 4z PROJECT ARCHITECT ciA-' 7/-( ADDRESS PHONE OWNER IA). /)4774 ADDRESS PHONE OCCUPANCY i- Z /R-.3 CONST. L -EIZ TOTAL SQ. FT. 4/ STORIES / %SPRINKLERED DTENANT IMP. APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS Provide one copy of: floor plan(s); site plan; sheets Provide two site plans showing the location of all existing fire hydrants within 200 feet of the project. Provide specifications for the following: Permits are required for the installation of all fire protection systems (sprinklers, stand pipes, dry chemical, halon, CO2, alarms, hydrants). Plan must be approved by the fire. department prior to installation. The business owner shall complete a.building information letter and return it to the fire department. 7-k4 7 L15 c , -ij# tt-. Co, fly 7s-i ,77O ,,4J -3 CCJ PA'.J FIRE PROTECTION SYSTEMS AND EQUIPMENT. The following fire protection systems are required: Automatic fire sprinklers (Design Criteria: NfPA 4D9 /l9 /L. t<Q r tjc -6-o on S O Dry Chemical, Halon, CO2 (Location: V Stand Pipes (Type: i!I 4iP 4'77F7- 4-q Fire Alarm (Type/Location:. 0 - Fire Extinguisher Requirements: . One 2A rated ABC extinguisher for each _________ sq. ft. or pdrtion thereof with a travel distance to the nearest extinguisher not to exceed 75 feet of travel. ØAn extinguisher with a minimum rating of 41) to be located: ,AJ sJOts'A/OP Other: i)itr,ü,t..i 2.44n A ,w /AI,/. /.S N411 Additional fire hydrant(s) shall be provided A EXITS . . Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. A sign stating, This door to remain unlocked during business' hours" shall be placed above the main exit and doors —r -5 ,i. EXIT signs (6" x 3/4" letters) shall be placed over all required exifts and directional signs located as necessary to clearly indicate the location of exit doors. GENERAL _....12. Storage, dispensing or use of any flammable or combustible liquids, flammable-liquids, flammable gases and V hazardous chemicals shall comply with Uniform Fire Code. 0 .__13. Building(s) not approved for high piled combustible stock. Storage in closely packed piles shall not exceed 15 feet V . in height, 12 feet on pallets or in racks and.6 feet for tires, plastics and some flammable liquids. If high stock pil- ing is to be done, comply with Uniform Fire Code, Article 81. .L14. Additional Reauirements. ( 15. Comply with regulations on attached sheet(s). Plan Examin.IT . Date Report mailed to architect Met with V Attach to Plans 1200 ELM AVENUE CARLSBAD, CA 92008-1989 TELEPHONE (619) 438-5523 C(ty at QtarI.bab FIRE DEPARTMENT PLAN CHECK REPORT PAGE 1OFJ APPROVED DISAPPROVED )( PLAN CHECK# PROJECT 0.1 M'90".4 A; HA4/Q44Q ADDRESS 419C 4InMAw. Ao,e.r ARCHITECT A/-r.4 ADDRESS i 9 L 4%/fltiAi... A PHONE -cc OWNER (,Afls44 (P. MA'cr.?/) ADDRESS QA teLs LAO PHONE qgoop OCCUPANCY _____ CONST. TYPE tIR TOTAL SQ. FT. 411-STORIES 'SPRINKLERED XTENANTIMP. Fr-. A,j-,.,.,, If APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING CORRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS Provide one copy of: floor plan(s); site plan; sheets Provide two site plans showing the location of all existing fire hydrants within 20.0 feet of the project. Provide specifications for the following: Permits are required for the installation of all fire protection systemsns stand pipes, dry chemical, halon, CO2, alarms, hydrants). Plan must be approved by the fire department prior to installation. The business owner shall complete a.building information letter and return it-to the fire department. FIRE PROTECTION SYSTEMS AND EQUIPMENT ...... 6. The following fire protection systems are required: . •, Autoiiiatic fire sprinklers (Design Criteria: r ) Dry Chemical, Halon, 002 (Location: El Stand,Pipes (Type: O Fire Alarm (Type/Location: _X. 7. Fire Extinguisher Requirements: One 2A rated ABC extinguisher for each sq. ft. or portion thereof with a travel distance to the nearest extinguisher not to exceed 75 feet of travel. An extinguisher with a minimum rating of 44 qORto be located: s' R 0 ,30 co F r lOther: (i an fla (66tO st) fr 756i r.l OictsNd / ..4 nc;4,A7),.J At __8. Additional fire hydranf(s)-sh'allbe provided 44çn4 0 a ('flMf/4A1fhI. Afl7 •.'M 46 2 MAN . EXITS _ 9. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. ._.X..io. A sign stating, This door'to remain unlocked during business hours" shall be.placed above the main exit and doors (AIL ui-,l s 7L.. ga*,.ae.i4.- _.... 11. EXIT signs (6" x 3/4 " letters) shall be placed over all required exilts and directional signs located as necessary to clearly indicate the location of exit doors. GENERAL &..12. Storage, dispensing or use of any flammable or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code. 13. Building(s) not approved for high piled combustible stock. Storage in closely packed piles shall not exceed 15 feet in height, 12 feet on pallets or-in racks and 6 feet for tires, plastics and some flammable liquids. If high stock pil- ing is to be done, comply with Unifbrm Fire Code, Article 81. .....X..14. Additional Requirements. 7i. LqlAuec.ç j-i_e p. iiipT 1A I T!J, , • L4'..- /(*gatIcrL. . t, f1tf.#n, ppJ ft A'J' 44 H -6 4. p Af4c.9 A S sfit, ô IM ,t.. 84 11AIWCA GeAJelAl (iprvieriie' (r,&.r 0c. it' ii,i L w Lu A v (-?ô ,in flaôsrp CA. 95-4-3 JO?- /— 71LAI. 15. Comply with regulations on attached sheet(s). Z~WPlan Examiner Date_______________________________ Report mailed to architect Met with _____ Attach to Plans GRANVILLEM BOWMAN COUNTY OF SAN DIEGO Director bccfl DEPARTMENT OF PUBLIC WORKS GILLESPIE FIELD MCCLELLAN-PALOMAR AIRPORT RAMONA AIRPORT BORREGO AIRPORT AIRPORTS DIVISION July 17, 1986 1960 JOE CROSSON OR EL CAJON, CA 92020 PHONE: (619) 448.3101 Mr. R. W. Martin Cinema Air 2186 Palomar Airport Rd. Carlsbad, CA 92008 Dear Mr. Martin: Subject: Cinema Air Facility Improvements, County Contract No. 70534R, Expires .11/30/13, Parcel *83-0347A-1 I have reviewed your plans for a 44,000 sq. ft. metal hangar building and 12,000 sq. ft. attached office structure. These plans are hereby approved sub.ject to the following conditions and the review and permit process of the City of Carlsbad. Conditions: The building shall be offset 10 feet north of your existing southern lease boundary. . The plans shall allow for at least 70 on site auto parking stalls for customers and employees. A six foot high masonry enclosure with solid gates for a trash dumpster area shall be constructed on site. As Built plans and costs shall be submitted to the County per your Lease contract. Staff proposes that no buildings or obstructions be permitted on the southerly ten feet of your Parcel 83-0347A-1 and the northerly ten feet of Parcel 85-0408A. The resulting twenty foot strip, tenfeet on each parcel, will ensure adequate access to both parcels as a firelane. f.0 .42éLor. Airports Division ACW: RWS : kjw cc: R. Severson (N137) COUNTY OF SAN DIEGO GRANVILLE M. BOWMAN Director DEPARTMENT OF PUBLIC WORKS GILLESPIE FIELD MCCLELLAN-PALOMAR AIRPORT RAMONA AIRPORT - BORREGO AIRPORT AIRPORTS DIVISION 1960 JOE CROSSON DR EL CAJON, CA 92020 PHONE: (619) 448.3101 October 17, 1986 Building Department City of Carlsbad 2075 Las Palmas Drive Carlsbad, CA 92008. 9LI - ~711 -;T Subject: McClellan-Palomar Airport - Cinema Air Hangar and Office Construction The Airports Division of' the 'County's Department of Public Works has approved plans by Cinema Air to construct a hangar and office complex on Parcel 83-0347A-1 at McClellan-Palomar Airport. Our approval is subject to the terms of their lease with the County and the building codes and requirements of the 'City of Carlsbad. Parcel 83-0347A-1 is located within the interior of the Airport and is more than 600 feet from any of the Airport's boundaries with private property. The southerly side of their proposed construction is planned to be 'located ten feet northerly of the southerly boundary of their parcel. The ten foot strip adjacent to and southerly of the southerly line of their parcel is not leased at this time and has no buildings on it. Our plan is to lease the 'area to the 'south (Parcel 85-0408-Al and the ten foot strip not now leased) in about two years. No buildings would be 'allowed in the southerly ten feet of Parcel 83-0347A-1 or within th'e 'ten foot strip immediately south so that a twenty foot wide 'strip (outlined in red on the attached plat) would be maintained as a fire lane.' A. C. WALDMAN, Director Airports ACW: ny RECEIVED 0C12: 1986 CITY OF CARLSBAE Building Department/..) U ULV ! 1-i V..% CIVIL / * Pagr ENGINEER: 8 6 JOB NO. 86-o86 ° DATE: _L1..2I__ STRUCTURAL CALCWLejjgNg FOR: CLIENT, Grant Construction Company OWNER: Cinema Air -------------------------- LOCATION: Carlsbad1 California QI..RgE1EI1Qt Structural foundation design for 200-0 wide ------------------------- lean-to. The buildings are nd fabricated Pruden. IQr_cIB1L THE FOLLOWING. DESIGN IS BASED ON THE PERTINENT PROCEDURES AND RECOMMENDATIONS 'OF SUCH ORGANIZATIONS AS THE INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS. AMERICAN INSTITUTE OF STEEL CONSTRUCTION, AMERICAN IRON AND STEEL INSTITUTE, AMERICAN WELDING SOCIETY, AND THE AMERICAN CONCRETE INSTITUTE. .LIVE LOAD - ..29.0_ PSF. (UBC Reduction Table. 23-C) WIND LOAD - .13 -9_ PSF. BASIC DESIGN PRESSURE (70.0 MPH, Exposure SEISMIC.ZONE IV - ----- SEE PAGE FOR THE STRUCTURE'S DEAD LOAD DESCRIPTION Q1EIINi. THE SOIL IS CLASSIFIED AS WITH ESTIMATED SOIL VALUES AS SPECIFIED IN TABLE 29B OF THE UNIFORM.BUILDING CODE, *Refer to Soils Investigation Report File No. 86-6-5A,"dated July' 31, 1986, by Benton Engineering. THE STRUCTURAL' INTEGRITY.OF THE CALCULATIONS AND DRAWINGS HAS BEEN CHECKED AND REVIEWED BY THE SIGNED PROFESSIONAL. ENGINEER. 909 RFTEENTH STREET. SUITE 5 MODESTO, CA 95354 PHONE (2091577-3108 • • .7 ( All, III-fir ITT, 1 1 4 I F y Q p,/.,çy J.pQ,, 40 r10 : H/• it 1 Ire •. . H H. _4:1j j Wi r *:HJ: .JiH.H t1rr - i-f-; i-f 1 f•_4 - -T- I •i' 1.11 4 I .1.;I:._1 . :..4fhJTi ' I tT 3fr7 6 19 li1 fl -'iRr ,CI 'e ij i M IrDj 1vreir/f04'r, /D 1 H zv,'y TqQ F4'v e.vl c C/v/I ri/' ,I • II 31 I 1 H, /, Ink L 1 - L1i .: ,we: CIA ) C •.... I . I I I Z I 4 4 •__. r.-' I:; . •11• . ju 40. •• I ...,. 0 0 I' t! r : 0, 1Lv "I c — 1 I .. - 4: I rI ' rr1 fl fl f '01 'j q. Jo , 4r \T4 rJ) i- • ' r '-- 0 dip,i'6'J PJf ,17 L. .. L.. •- -• 0 1- U z 0 0 91 Fr 411 1 /S 13 01 44r :H1T 1 1 iPx /1 -tIH-W'' !'i H. L4.It; H T. -i-- r"6' ' 2/' 14 4 I HiL4F V,,IA1 ?1/II * io • 1 -c,2C") :. ,., ___ ___ ____ I w'— /C4e ,P/ 4j/.:kcr1v j'/:5-) ''• Jt.c.fJ-: V ,. / • 7 •_i*_ /_-i- ) 8#,X .L4/. 4 I ( ; ci 7.- u O 4 40 4 .. ..6.: -47 .. 1'rfci lfl 1Ai$JA T /4 12, :i1N t.NfFfr : ¶.ff TJ171TT11.tItt* 4 -i'i7 t' 2'-Sq ± IJ ' 1° '/ . . .?Ff,41ft •,. 4•fI•'• . I 4 1001~- 1 H -1 1 .-f! 1 F • i I I . .• -•!- I I I,. . ---r-----4-----4 ---------.-- .--...--..-----.,-..--.t--.- .. .. H H IL 7Iøtró,, H )/' RAF et et - . I - }..•._ I 1 VARCO-PRUDEN BUILDINGS INTERNAMML DATE: September 6, 1986 JOB NO.: 49753 FOR: Grant Construction AT: Carlsbad, California. Gentlemen: This letter certifies -that the above mentioned Varco-Pruden Building System has been designed in accordance with Varco-Pruden standard design practices which-have been established based upon pertinent procedures and recommendations of such organizations as AISI, AISC, AWS, MBMA, ASTM and UBC. The structural integrity of the framing systems and components fabricated by Varco-Pruden have been checked. by the undersigned Professional Engineer. Varco-Pruden has been issued a Certificate of Approval Number 636 by the Board of Building and Safety Commissioners of the City of Los -Angeles as an approved Fabricator of Structural Steel. Varco- Pruden has been issued License No. 256149, Classifications -B-1, SC-43, and SC-51 for General Building, Sheet Metal, and Structural Steel by the State of California Contractors License Board. Varco-Pruden is an approved steel fabricator by the International Conference of Building Officials Report No. FA-240. This . letter certification does not apply to the design of the foundation or other components supplied by others. Further, it is understood that erection of Varco-Pruden furnished items shall be in strict compliance with pertinent documents furnished by Varco- Pruden. Specifications, Data and Dimension Charts, and Calculations are attached. Sincerely, VARCO-PRUDEN BUILDINGS Shih-Chun (Tony) Wu, P.E. Enqineering Services Manager TW/pt • • . • VARCO-PRUDEN, P.O. BOX 1824, TURLOCK, CA 95381 TEL. (209) 634-8516 A UNIT OF AMCA INTERNATIONAL CORPORATION BUILDING V-ARC044K'XM4- or ACNM STRUCTURAL CALCULATIONS F0. R - BUILDER : Varco-Pruden Direct .• . .ssl CUSTOMER Grant-Construction cirr & STATE Carlsbad, CalifOrnia ) 49753 JOB NO1 CIVIlL TABLE OF CONTENTS: - LETTER. OF-CERTIFICATION .. . - DESLGN. LoAns & FRAME. FOUNDATION-LOADS . . SECTION A: BRACINa SYSTEM DESIGk . . . . . . SECTION. B - SHEETING DESIGN DA-TV. : ... .. . S€iori C. MISCELLANEOUS STRUCTURAL. DESIGN. DATA . . . SECTION D' SECONDARY FRAMING DESIGN & DATA. .. . SECTION E PRIMARY FRAMING. SYSTEM DESIGN. & DATA. . . . SECTION F ..-MBMR 1TA1. $U1LDIIQ MANUFACTU*$as. STRUCTURAL DESIGN DATA No. Psa._4/ Pr.por.d Reviewed by BASIC DESIGN .LOADS ' OfACe Live Load: lO PSF (Roof). Dead Load: //c,SF (Roof). Wind Load: 1982 UBC 7p MPH, 1981 MBIAA 70 MPH.. Floor Loathe: Live: 4/4- PSF. Death -iV,4 PSF Seismic Zone: 4 , Other I - CruneLoads ALAS .1. Crane Lift Tons, MUL ICips, Wbesi.Space Ft. 2. Crone Lift Tons, &(lA. Kips, Wheel Space Ft. *This is ad'ional "USER" dead load above that imposed by the dead weight of mdeficis fniáed by Vca-Pruden. It wlfl normally be zero unless added loads are specified by the buyer. ..1981 UBIgA will be used in ko of 1982 UBC per IMO Repoft 1401& 1981 UM 4dand elll be sent on rer•'e,1 UATAL PlatelLaterid Fy=.5O lei Light Gige Material (<10 go.) Fy =55 Icsi Round Rod Fy-55ks1. (iksi) Hot-Rolled Shapes (Anglezchunneis,Wlde Fig,) Fy 36 kni Wall and Roof Covering Fy-= 50 Icul I'IOTES ' Anchor Bolt sans we determined by allowable shear and tension of threaded bars per MW (Fy- 36 ksi). Method of transferring forces from anchor bolt to concrete fooflngz to be determined by others. Bade Btnitng.Düncnsions_zoo' v (,4L1& £'E ."5') M'' I4e )OO' 01F1( , 7-o7c) Si ZC)'L. Y VZ' 611E 1-6 ReàionNo. I Date: •1 V V V V _ \pBWWGS. VMNX" 'ONAL V V V V V COMPUTER PRINT-OUT USERSV GUIDE •V V V V V V SECTION U.G. V INDEX V V,I. INTRODUCTION AND GENERAL LAYOUT PAGE - U.G.-1 VV1V' II. 'COMPUTER PRINT-OUT-ABBREVIATIONS CODES V PAGE - U.G._2V V III. 'PRIMARY FRAMES- GENERAL CONSIDERATIONS V V PAGE - U.G.-5 SIGN CONVENTION & FOUNDATION LOADS V PAGE U.G.-5 FRAME ANALYSIS PROCEDURES V PAGE '- U.G.-7 ' C. UNBRACED LENGTH 'DETERMINATION & "K" VALUES PAGE - USG.-9 D. SECTION PROPERTIES AND .AISC DESIGN & • ' : V ,'• • V STRESS CONSIDERATIONS V V V V•, V PAGE - U.G.-14 V J BRACING DESIGN AND OUTPUT V V .PAGE - U.G.-18 I. INTRODUCTION Varco-Pruden Buildings is the second largest manufacturer of steel buildings and -components in the United States. As a leader in the industry, Varco-Pruden engineers and . programmers have developed an automated/interactive computer analysis and design program unmatched in the industry.- Due to the versatility of this program, it is difficult to design the output that all people can clearly understand all the time. Therefore, this Users Guide is submitted to try and explain our -design approach and applications. Every building built by Varco-Pruden is designed to the exact dimensional and loading: specifications for that parti- cular building. The computer analysis and design applies. only to that building -and cannot be used for any other. The design calculations are separated into various sections or categories. The index for the various sections is given on the calculation cover sheet. U. G. - 1 II. CODTEB PRINTOUT ABBREVATIONS' AND CODES A. Abbreviations Guide . Addl ..... Additional . - KSL .... Kips per square inch .........Bending coefficient LB. .....Unsupported compression flange length . Col ....... Column LGN'Z. .. Length Coordinate LX..... Unsupported length in • . . X direction D..:........Deflection . .LL... ... Unsupported length in Y direction Dec.........Decima.l . Max Maxi . •' .Deg.......Degre?'s . Mem ... .Member Dep........Depth . . Min, .....Minimum Dia........Diameter . . Mn .....Member Number Disp. ... . ..Displacement No. ...... Number Dist ...... Distance- . PSE.... Pounds per square foot Ex. .... ...Extension.QA ......Ratio of effective profile over total- -profile a±ea per 1980 AISC ........Flange Brace QS .....Axial stress reduction factor, per. 1980 AISC, App. C. Rad .... .Radians. Ft ..... ...Feet . Req 'd . . .Required in......... Inches ' Rt..... Rt equiv. per 1980 AISC,. Comm.. Sec. 1.5.1.4..5 ' JI...._.....Joint 1 , RX....... Radius; of gyration in x.direction' J2.... .... Joint .2 . , • BY .....Radius of gyration in y directiou Jn........Joint Number Sup....Support KL X ....... Unsupported length: .SX .....Section modulus about x-axis direction'x K factor KL Y. . ... .Unsupported length in 7 TK .....Thickness 'direction x K factor .................Number U. G. - 2 I 2 3 4 15 16 17 18 35 36 11 12 23 24 41 42 43 44 37 38 39 40 25 26 27 28 0 APPLICATION MAIN FRAMES ENDITALIP FRAMES G1 11T. PURLINS DESCRIPTION DEAD AND LIVE CODES .• . Dead Load + Add'I Dead Load . 100% Dead 100% Dead N/A 100% Dead ½ Dead Load ½ Add'l Dead 50% Dead 50% Dead N/A 50% Dead Live Load . . . 100% Live 100% Live N/A 100% Live ½ Live Load . . . 50% Live 50% Live N/A 502 Live Live Load Back Side . 100% Live 100% Live N/A N/A ½ Live Load Back Side . .. 50% Live ' 50% Live N/A N/A Live Load Front Side . 100% Live 100% Live N/A N/A ½ Live Load Front Side . 50% Live 50% Live N/A N/A Live Load W/Trib. Reduction . . 60% Live 80% Live IJ/A 1002 Live ½ Live Load W/Trib. Reduction 30% Live 40% Live N/A 502 Live 1981 HBMA WIND CODES . . HBHA Wind from Left Table 4.2 * Table 4.2 * 1.2 P Cirta -1.15 P Uplift ½ HBHA Wind from Left (mt. Zone) (End Zone) N/A . N/A IIBMA Wind from Right P-q pq 1,2 P Cirta -1.15 P Uplift tj ½ NBMA Wind from Right . EP's-N/A N/A N/A MBMA Suction on End Poet . N/A Figure 4•3* N/A . N/A .00 ½ HBHA Suction on End Post N/A Figure 4.3* N/A N/A MBMA Pressure on End Post N/A Figure 4.3* N/A N/A H ½ MBPIA Pressure on End Post . N/A Figure 43* N/A N/A '-I H NAVFAC DM2 Wind (1974 MBMA) NAVFAC Wind from Left . P1.3q Same as Frame 1.0 P Girte. -1.0 P Uplift ½ NAVFAC Wind from Left .P1.3q -1.0 p on EP's N/A N/A NAVFAC Wind from Rig)t P"1.3q 1.0 P Girta -1.0 -P Uplift ½ NAVFAC Wind from Right . 0 0 N/A N/A SPECIAL WIND Special Wind Left 100% 1002 EP-N/A 1.0 P Cites -1.0 P Uplift ½ Special Wind Left . 50% 50% " N/A N/A • * Special Wind Right 100% " 1002 1.0 p Clrte • -1.0 P Uplift ½ Special Wind Right 50% 50% " N/A . N/A . . V. 0 0 N/A - Not Applicable - Load Code has no affect on this function. 0 P Input Wind Pressure (psi) 0 q - Velocity Pressure (pef) * From MBMA Manual 1981 Edition 0 0 n APPLICATION CODE DESCRIPTION S MAflFIIAMES END1?ALL'-FRk&9 GIRT$S... PURLINS WIND TO RIDGE S 7 Wind Load Left to Ridge 1.0 P -1.0 P onEP's 1.0 PGirte -1.25P on Ext only ® 8 Wind Load Left to Ridge 0.5 P -0.5 P on EP's N/A N/A 21 Wind Load Right to Ridge. 1.0 P -1.0 P on EP's 1.0P Girts -1.25P on Ext only 22 ½ Wind Load Right to Ridge . 0.5 P -0.5 P on EP's N/A N/A -. WIND TO EAVE S 5 Wind Load Left to Eave 1.0 P 1.0 P 1.0 p 1.25P on Ext only 6 ½ Wind Load Left to Eave 0.5 P 0.5 p N/A . N/A 19 Wind Load Right to Eave '. 1.0 P 1.0 P 1.0 p -1.25P on Ext only 20 ½ Wind Load Right to Eave 0.5 P 0.5 P . N/A N/A , WIND UPLIFT tj 9 Wind Uplift -1.25 P -1.25 p N/A . -1.25 Wind Uplift 10 ½ Wind Uplift -0.625 P -0.625 P N/A -1.25 Wind Uplift tj SPECIAL LOADS 13. Special Loads 100% .100% N/A N/A 14 ½ Special Loads 50% 50% N/A N/A 45 Trapezoidal Load on End Post : N/A 1002 on EP's N/A - N/A 46 ½ Trapezoidal Load on End Post N/A 50% on EP's N/A N/A PURLIN SKIP LOADINGS .' 29 Full Live Skip (End Bay Loaded) . N/A N/A N/A 30 ½ Live Skip (End Bay Loaded) N/A N/A N/A 3.1 Full Live Skip (mt. Bay Loaded) N/A N/A N/A 32 1 Live Skip (mt. Bay Loaded) N/A . N/A N/A 33 Full Live Skip (First 2 Bays) N/A N/A N/A• 7(Z&1L 34 ½ Live Skip (First 2 Bays) ' N/A - N/A N/A I I I ' S S-.. . S. S.eI N/A - Not Applicable - Load Code has no affect on this function P - Input Wind Pressure (psf) - - .. III PRIMARY FRAMES - GENERAL DESIGN CONSIDERATIONS 41 A Sign Convention A.l Cross Section of a Member a. Moment 1. Negative moment values indicat&compression . in the inside flange. -_ Positive moment -values ,indicate,-.,tension-.in t he'Iriside b Axial 1 Negative axial forces indicate compression in the cross-section. . * 2 Positive axial forces indicate tension in •, the cross-section. c Shear 1 Positive shear values indicate forces out of the frame on sides l.& 2 and into the - frame on sides 3 & 4. (See diagram below) 71 77, A.2 Design Loads and Foundation Loads Section "A" of the design calculation package is a summary of input design load information including • load cases checked, and a• summary of resulting - • foundation loads. - '• • . •, -•-• J_ *• Two tables are printed for foundation loads for . convenience. The first table, titled "Summary of . . - - Foundation Loads", is a load case by load case- • . , -•• . • output of foundation loads for each column. • • .•. .• -. - - • .•• --• .•-. --'I U.G.-5 The next table, titled "Maximum Foundation Loads", is a summary of the maximum load applied to the foundation for each column. Exterior Columns --Outside of, Frame Column 01.; Building Endwall Post Inside of Building Out In Direction of Load "Horizontal In" applies load on the footing toward the inside of the building. "Horizontal Out" applies load on the footing. toward the outside of the building. "Vertical Uplift" applie Ait- s an upward load to the - footing, pulling it up out of the ground. "Vertical Down" applies a downward load to the footing. Note: Horizontal loads at interior columns are conservatively printed as if they act in either direction. That is, "horizontal in" equals "horizontal out" for interior columns, even though the applied horizontal load is in one direction for a given load case. U.G.- - 6 B. Frame Analysis Procedures B.l The primary frame design system utilizes the stiff- ness disn1cment method of'tructural analvis to solve for un-known nodal or joint point • . displacements, which result from applied joint and member loads. The general approach to the analysis follows: a. Geometry definition by: . inteinal generation •• . Detail user input . Member St if fness , gen erat ion-,-,f or.bot ht apered : ••-, $ 4 -c--' - •.- and prismatic members.-' - - .- c. Summation. of member stiffnesses to form the'; '• structural stiffness matrix d. Generation of the load matrix (A). .. 1. e. Modification of the structural stiffness and load matrices to account for boundary (supôrt) conditions. f. Solution of the system of equations by a. modified version of the Cholesky Square Root Method resulting in the unknown displacements (9-) . g. Computation of final member end forces and reactions from known member end displacements and -applied -loads. .. • .• •. .--. kg-.-7 4.. I -. - .- ç .••* 1$ - ' ._$- . 4 - - 1_ '- k '--- - :__ - - -• From internal definitions or supplied user input the . structures/members joint coordinates are developed. B.3 Member Stiffness Matrix • . Two approaches to the generation of the member stiffness matrices are utilized. For prismatic members tbe member stiffness may be directly defined as given in :- several texts. One such reference is Matrix Analysis - • for Structural Engineers, by Willems and Lucas, Prentice- -• . Hall, Inc.,. 1968. The method of defining the. member -• stiffness matrix for a tapered member.-was developed by --:- . Dr. J.D. Ramey, Professor of Civil Engineering at the' • : - University of Arkansas - 7 ,• . . ,.. . ., .- -. . - NP - B. Frame Analysis Procedures (continued) B.4 Structural Stiffness Matrix (K) The individual member stiffness matrices are transformed from the member to the global coordinate system and added to obtain the total structural stiffness matrix '(K). B.5 Load M2.trix (A) User input load, codes or user input member and joint loads are used to generate the global load matrix (A). B.6 Boundary Conditions The structural stiffness and load matrices are modified to I account for support conditions (e.g., momt' release at column bases).. B.7 Solution of Equations The system of equations left to be solved for is of the form: A=K where, 'A = Load Matrix K = Structural stiffness matrix G.'= Unknown joint displacements A modified version of the Cholesky Square Root Method is used to solve for the unknown joint displacements (9). : Member End Forces and Reactions- •.' Knowing the joint displacements (e), individual member stiffness matrices, and the applied loads, member end forces and strrtural reactions may be computed.. U. G. - 8 7. V - C. UNBRACED LENGTHS AND '.T VALUES (Diagram Page.11.) . C.l X-X or Strong Axis The unbraced lengths for axial compression buckling considerations. are defined as follows: a. Frames sides 1 and 4 (exterior columns) The actual unbtaced length is taken as the center line distance from the column base to the top of the column, where the top of the column is de- fined as the intersection of. the column and haunch. h. Frames sides 2 and 3 (ratter beams) The actual unbraced 'length is taken as the center ..line. .distance from .the .face of ..the. column . .-... . .. ........... .. F s..' - cti of co se on lumn'and haunch) and - 1. The ridge, when the roof pitch is greter:tb.an- or equal to .0.25 to 1.2. . . . or 2. The face of the opposite exterior column when . the -roof pitch is less. than 0.25 to-12. .. When the frame under consideration is a continous beam frame (CB). the unbraced length for strong axis compression backing (in the rafter section) . .- is the center line distance between the exterior column face and the interior column locations or -. . the distance between interior column locations. . .. •. c. Interior Columns -. .. .. • The unbraced length for interior columns on CB ;fames is tak'en olumn C.2 Y-Y or Weak Axis The unbraced length for axial compression buckling . . considerations about the weak axis is the center line . ;. distance between purlins or girts with consideration . for restraint offered by the knee for exterior columns .....• and rafters. For interior cols of CB frames the weak axis unbraced length is taken, as the member length. . . 'P C.3 X-X or Strong Axis "K" Values The effective length factors for column action are defined as follows: Frames sides 1 and 4 (exterior columns) The K-value for exterior columns is taken as 1.5 as suggested by the AISC .Commentary, Sec. 1.8, pg 5-124. Frame sides 2 and 3 (rafter beams) The K-value for frame rafter beams is taken as 1.0. The condition of strong axis buckling is, considered to l.y 'somewhere between, cases (a), (b), (c), and (d) as shown in .AISC table C1.8.1 with a conservative value..of 1.0 selected. c. Interior Columns The K-value for CB frame interior columns is dependent upon the. connection of the column to the rafter section. If the column' is released (ie. normal pinned connection detail utilized at the top of the column) the K-value is .1.0 as given by AISC table C1.8.1 Case (d). When the column acts' toresist moment developed in the rafter section (ie. restrained or rigid top of column connection) the K-value is 1.5 as defined for exterior columns. C.4 Y-Y or Weak Axis "K" Values The restraint offered by the connection of the purlin or girt to the outside flange is sufficient to pro- ; - a point of 1ateral support to the cross-section. Th'e' contiiivatiOn 0f ' the' section 'passed the.' point support implies the use of a K-value between 0.65, case' (a), and 1.0, case (d). The weak axis K-value • is taken as the conservative value of 1.0 for all conditions. U. G. - 10 W, C.5 Bending Dnbraced Length The AISC Specification defines IL on page 5-22 Bracing of the cross-section occurs in two ways: In the case where the applied moment produces compression in the outside flange (positive moments) the attachment of a purlin or girt stays the compression flange against à.teral displace- ment. When the applied moment produces compression in the 1.hside flange (negative moment) the utiliza- tion of a flange brace or stay may be used to pro- vide a means of restraining the cross-section. against lateral displacement- .:. C.6 Supported v..s. Unsupported Points When the point in question/under investigation is supported, it is necessary to consider two unbraced lengths. These two lengths (distance to previous braced point and distance to next braced point) will require the evaluation of two allowable bending stresses which must be utilized in determining the capacity of the cross-section under consideration. C.7 Interior Columns When bending moments are developed in interior columns, the bending unbraced length for the column is the length of the column unless additional external support -. is provided. .. . C.:. Radius of Gyration - . . . ... The equivalent raduis of gyration, Te as defined in the AISC Commentary, Sec. 15•14•g, pg 5-112, is used in place of r+ for the evaluation of the /r ratio utilized in the calculation of the allowable tending stress in AISC Sec. 1.5.1.4.5. U.G. 11 C.9 Cothpression Flange Bracing The requirements for compression flange bracing are based on the final frame design. Once a design is finalized, each purlin/girt point is -• evaluated for bracing requirements. When a given load condition produces compression on the outside . .' flange, the .purlin/girt point is considered braced for that load condition and does not require . additional bracing. If compression exists on.the inside flange (negative moment), a point by point .. . consideration of the frame stress is .developed with ;..,.. 'If -•- - thepoint-of-supportremoved If;no over-stress ,. exists, the brace is removed. . . When member depths are 12 in., flange braces will .. ' not usually fit. In this case, flange braces are removed. .. •. - . • - • ±.. '.. . . - -- .-•i_ .. .• •- -. - . . .... .. .. . •. i - .1. - •,. '. .............i-.' . r . -. - . . . . . . . S S • -- . .• . - tJ.G. - 12 -, . . . - • £ = lIinii,nt 1Cn'i ci acF -1 41. .1 0 :!Side 2 Side 3 M Moment Lx to r. Pitches Flusge Brace Dea1l - 11; ' Hunding Unbra.LdjjLhu 4jjj Unl EASI!!4 Ie U, The actual bending unbraced length Is . Weak axle support Is provided f based on the moment diagram and bracing - by puritne or girta. $y-y supplied by ftange:braces to 'the comp- 1O all sides. russlon flnngi'. -When the compression $Ir ptIs unbraced length is ° flange lei the maids flange, lateral -the -column length for olden 1 aupporl may be provided by the uppil(a- o., and 4. For Sides 2 and 3 Lx-x L_ Lion of a flange brace. When the -[ to determined to be from column cornnriission flange is the oulaldi, . - to column for roof pitches less flange, littoral support IH pre'slsI"i ;:- than 1/4 to 12, and from column by thu purlin or girt. to ridge for pitches equal to I. ;,.or greater then 1/4 to 12. Kx-x - 16 at pIdae 1 and 4; ks-s NO'1'E3: 1. lb ondI.y unbraced lengths - - 1.0 at olden 2 and 3. are measured along.-, the structural center- Y-1I Inn.-' . Positive moments produce compression - on the outisde flange. . 3. - rupresents 8Lru(Lural euii (cr1 $ flea. . Ip - - y lx 'P SECTION PROPERTIES AND ISC DESIGN AND' STRESS' CONS'IDERAT IONS D.1 The allowable and actual stress. conditions f011ow the requirements of the 1980 AISC specification (8th Edition) and are calculated based on conditions and properties that exist at the given point on the member. Joint points (intersection of two members) are evaluated twice, once for each connection member. Each purlin 'and girt location is stress checked, as well as points half way between purlins and gifts (intermediate points'). A1o, if point loads are applied to a member, the point of application is stress checked. - D.2 Stiffener Spacing and Design - --- - - Stiffener Spacing ' Stiffeners are spaced along the web of a shipped piece (from bolting plate to bolting plate) by the evaluation 'of the shear stress requirements at each point of consideration along the member. Once it becomes necessary to pr'de a stiffener panel 'a minimum of two stiffeners are required (with the bolting plates acting as web stiffeners). The required stiffener spacing "a" is determined by the. web depth. "h" at the first point encountered which requires tension field action (Equ.l'.1O'-2,) consideration. The stiffener is located at the distance "a" from the previous stiffener and all points in between are checked (if reduced value of "a" is required', it is based on the web depth at, the point requiring a smaller panel). If the distance from the previous stiffener plus the new stiffener pane]. (or stiffener spacing "a") will . not 'inlude, the pöiüt undér'- consideration--ta stiffener is placed in the web prior to the point in question and the next 'stiffener location is set at a distance "a" from this new stiffener. b. Stiffener Design Stiffener size requirements are based on AISC Section 1.10.5.4; evaluating both the minimum area and moment of inertia. The section properties (a/h & h/t) utilized for the stiffener location. Weld 'requirements are compa±ed' to Varco Pruden standard stiffener welding to assure that the minimum requirements are satsif led. U. G. - 14 a. D. SECTION PROPERTIES AND AISC DESIGN AND STRESS CONSIDERATIONS (Continued....) D.2 Stiffener Spacing and Design (Continued....) c. The web shear at the haunch connection is checked by the computer program per Section 2.5 of the Commentary on the AISC, 8th ed. using working stress allowables. If it is determined that the web thickness is inadequate, a diagonal shear stiffener is furnished.. The size of the shear stiffener is determined hy.:.. I [ 1.76M,,k Ast = cos-e. L db F - .67 t". d"cj as recommended by Eq. 13.8.12, page 757 of Steel Structures-Design & Behavior, by Salmon & Johnson. Ast = Total area of.stiffeners (in 2) -9- = Angle from the horizontal (degrees) M = HAunch. moment (in-kips) = Depth of beam (in) F = Yield stress (KSI) t = Web thickness (in) d = Depth of column D.3 Base Plate Design a. Column base plates are designed using one of two methods. Method 1 is the procedure used by 1980 AISC Manual of Steel Construction, page 3 ---99;. Method 2 is the procedure presented in an article of the third quarter, 1975 volume of the AISC Engineering Journal, titled "Preliminary Base Plate Selection", by Frank W. Stockwell, Jr. This method is a modified version of the AISC Manual's version and is more appropriate for lighter loaded columns. U. G. - 15 The plate size selected is the tb.innest of th.e two methods. checked. D.4 Bolting Plate Design S a. Two types of moment connections can be selected. The method outlined by 1980 AISC Manual of Steel . Constriction, pg. 4 - 111, can be selected when structural details allow bolting plates to be -. extended outside the flanges. V h. The most commonly used connection is flush boltingplates,(i e -;rp1ates are not extended - past the flanges and all bolts are inside the VV V VVV :, VV . flanges). This design procedure is based on - tests and research conducted independently by V. Varcô-Pruden, the Metal Building Manufacturer's •• V V Association, and by Dr. N. Krishnamurthy of V Vanderbilt University, sponsored by AISC and the V •. MBMA. The general approach to this design V follows: V - • V V V 000 000 - V V _'N 0 V V V V •• V VV V Ta =V Allowable bolt tension (kips) V V V Width of plate bending about the flange (in.) AIF V V : bBl = Width of plate bending about the flange Cm.) V •, V •V V V t •=V Flange thickness (in.) V V V t = Bolting plate thickness (in.) V V V Fy V = Flange and bolting plate yield (5•) V 1. The first row of bolts (bolt A-i of the diagram) V creates plate bending in two directions- about V V V V V• • ' the-flange and the web. The formula used' for V •V - V the allowable bolt load due to plate bending is: S r b ir - ( 6)(2) + 69331 F t2 Ta - L6 C2 - 5625 - tf - 125) J ' tJG -16 V;7 2. The rows of bolts inside the first row (bolts shown as .A-2 in diagram) create plate bending about the web. The formula used for the allowable bolt load due to plate bending is: Ta = 0.5333 F t2 3.. For connections of beams.witb. flanges 11 1/2 in. wide or wider, the B-i group of bolts is provided. The formula used for the allowable bolt load due to plate .,. bendingis - -- - - .2 (.bBl)(t2)(.6 Fy) Ta - 6 C2.0 - .5625 - tf - .1257 4.. The maximum allowable bolt tension is reduced by 10% to conservatively allow for prying action. (A325 Bolts) Ta = Ab (44 ksi)(.9) Combined shear and tension is checked in accordance with AISC. The allowable bolt load is set at the value of allowable plate bending, the allowable bolt tension, or the tension allowed by the combined shear and tension formula, whichever. is less. The allowable resisting moment is dtermined by multiplying the allowable bolt tension by the distance from the compression.flange. The sum of this product, considering only the bolts on the tension side of the connection is the connection allowable design moment (kip-in.). U.G. - 17 IV. Bracing Design Output "Section 3" of the design calculations describe the longitudinal bracing requirements. "X" Bracing is designed using 65 ksi minimum yield round rod, or angles as diagonal tension members, and light gauge purlins or back-to-back welded "C'1 shapes, or 3-plate "I" beams as compression struts. The computer 'output indicates the applied loads .'(reaction of endpost' at brace truss panel points) and resulting strut loads and rod diameters. ' '- Other ty-pé of 'braëing systems 'and seismic done 'by hand .and are self-explanatory. '•::.: ,.5 ;,.. .. .' • - • • JAY ( -•----•• '- __________ _________ ________________________________________ '• ®r- • . I : . 0~3 jy I------ I •' da - H - I I - I.4__._I ___ : • I- Q7-: • . Is 1 : " •I I - - • -. • -I C- 'U . - . S;j •. -. I ,-.S — - •.iI-'-. - '-s' 71 I - •- . . . . • . -.5 - 0 -, • - . .i,l'. tS . r- I cS I -J \- ___________________________________________________________ -- - - - vI 4'3 0 in C'.' wp-.Omm I- CCU •. 14"co W LU LL) . UI C) • Cc UI in 14:14.11,. I II I lIt Id U 1) no I••' . I 4 4 4 4 I 10 ) 1, Ui CC I-CC CC Cr IL U. U. 0 4) C' I LI) C) i.,. C) .4) C) 0 DC' CC C4 C1 • . 0 Il" 0 U' 0 C) • + i C II II II II I) I 0' I CC .4 U4 .1;4' - .0 -. _i I I-Ui I- LU to I I 7I-I3C'CI W 7 0 0 0 Coc) 4) C) C) c.c,r, 0 C) C) oc'c'.:oc'c' C) C) 0 r'. 0 C) ID 3Cc) CI C) C) 0 4) Cl OLJ UI I '.1 o• 00000 000 04)4' C.C'C)1 000 'D'Dc.. CC'.') 40 1,4 I 71.) L)U.L)I- LII CC U I I - .0 .- . u, I 4 + • .4 C.' '.4) I .0 L' I In '.4.' -, t- .4 n 4.j' .4" . cj. . .4' 0 V) ri .-.3f, C) ..4.-' .0 'I' .").'Cl- (7' 4)4' CCC)IDC) C) II.- 0. '''4 ,. (3 .•. I CC C) I'j 0 0 0 711 0 II.I'I • If) .0 Cl- I 'C) ••I I.') N Cr Cr UI 'C U. .4 4' I) "I '.0 1'. 40 U.' ' LII CL. C) Cl > 1.) I,' LI C. CL .4 CC I- I- 7 - - .1 0: I 1.) 3' 4'-il LI 04 - IC.' 3) 3) UI 40 I,'.' .4 -C) 0.0. IJU..tU'(,iC'.J ..J III 1,4 - - II', I') 10 0 4(1 I.) 1'. 0- (4 0' 0. .0 '" In I I-_i I -C'I, (I I7• ) ci I I 4 *4 CC Q. C) C) .'. C.' 0) - ,.:. 1... IC) II,AI ii 0. I 0' . 7 C') U) n '0 I." (J.f. I. - . .4. .4' -. Cli" .4' c) It. V. .4) C) .'.C' 10 4.1 (> 0' "40117 .i u•. I •• C' C) C) W .4 0 '4 14-1.40 111(11,. CC I C) 0 I i_J 1 00 c:. C' ILI 1477 I 0 .,z I-JC I I fl' l 7'- .0 .0 Cl' '),), .4 - .4' .1' - LI I III ( .4 U.)C C) ç (g' 4" .41 . 4) .......14) C) U: c,, Cl IN. I >77 I 14 ,tI II) I • ' 0 0 I ............,,u .* .-I . . .4 '-I ' I • • I I.-I:C.z CC I" .. (71- + + + I" I II - II U.U.1, I 0. I'. CC 0 : C) 11) IC.' I -, _l.i• 1 .71 I C) II ._J • 0" ' 4'1 III cC.,,-.' C. .0 ' I . .1 0 4) C' C) C) CI C, I') II 0 (3 C) 0 C' .4) 0 (3 '1 C'.' C' V C • 7 . C) ." 'UI I I C) -1 - V - ,_ II II II II U '4 .4 '4 0 C) CV' U.' II -4 CD C) C) 4:, 1.) 0 C) C. 00Cl'71 "'C) 0 C) ("I C) 41 C) CD C') I.. I • 0 I'C-. JI 14 •..•C. '' 'C I V4 I, II II II 7 I CC) 0 1'.) CIJ II) 0 "4 - C) -1 C' I _J ,.J .4 .4 V o n C 'V 4) 1' Cl C' 'I L II' '4 C) In - II) UI 4.' ,4 .4 1". It' -. 0. 10.4" 0, 04 - 1)1 7 -• C') .0 C) C') 0.1 C.) .0 - .1 "4 '4.4 .4 - .4 4 4 •'- .4 4 .4 .4 "I - '4 7':' 7 '1 . 4- ', 3. . C _.j III)..., 4:, C'. CI 71 1/) .4 'C C) 'C U . I') 1) C) 1.1 .4 .4 .'I 'I .',I0I- 4' 1(1 C) IL II .3 II • (1 '4 - - - Cl 74 VI I- C. U' .4 10 -C IL LI. U.' 0 (7) '4) C) '..IV7 3.'CZJ 4/1 CI I- .JIn.4C.J. 4' ' 14 I.- 7 C4. . Cl. C) v CCV3).4. .4 CL -1 - 4" cri to '- CA 4 1,) I U C. L030 z(L:)! JJDAT13': L0S ,. J.3: 49753 LLT A Ui!T 0 IT1P41TI0AL Ca03T1O . - FAOO: j44 DATE: '8-26-86 DAY SPACIG 13.02 T. 1. E=A11 .J;T=: C -?S . 5138 L3 :0'ITI0- kUcIZTA. MORIZO4TAL VERTICAL VERTICAL MOMEJT II' . . OUT UPLIFT JO (. JT5RCL9CKWISE) 3 6 I,i, 31 01 3 - - - 0.9' 3.33 .3T 150.00 CROM 3.40K SLOG LINE 1.69 EI0PCST 3 7 .1,15, , C, 3 - ,.. .- . -- 6.37 . 0.00 AT ,175.00 FROM RACK 3103 LINE . -'0 53 o -1,2,,41, 0, 0 1 53 1 5 1 65 - 0.00 E.OPOST 1 3 1,35, 0, .0, 3 - - - 4.71 0.00 AT 199.00' FROM BACK BLOGLINE 1,11,41, 0, 0 0.93 0.93 0.06 '- 0.03 . S. -- 1,73,41, C, '0 3.93 0.93 1.27 - ' 0.00- FOUNDATION 13803: . . . . . MAX FOUNDATION LOADS CAN TIC F' ANY LOAD CASE ) MAX F33ATI311 LOAOS ARE NOT FACTORED F9'. ANY LOAD CASE SIDE:. 0RIZ0NTA1 HORIZO:4TAL -VERTICAL VERTICAL' C. .. - . '10 I V OUT 'J?LIFT OJWN C GUN TIE RCL0CKWISE) SW 321 o.28 0.40 0.56 2.53 0.00 . . - FIT SW COL 0.27 ').33 - 0.04 0.17 0.00 ENUDOST 8 1 1.56 1.56 - . 1.81 6.61 0.00 AT 25.00' 'FROM'BACK BLDG LINE 37 1.69 1.69 1.54 5.53 0.00 AT 50.00' FROM BACK BLDG LINE . . E:DPOST 0 3 1.81 1.31 1.72 6.04 0.03 ST 75.00' FROM BACK BLDG LINE E0PDST 3 4 .1.94 1.94 0.1 5.99 0.00 AT 100.00' FROM BACK BLDG LINE 5. B 1.01 1.81 1.71 6.01 0.00 AT 125.00' FROM BACK BLDG LINE . . .......... . E'DP3ST 3 6 1.69 1.6 . 1.55 5.97 0.00 AT 153.00' 'FROM SACK OLOG LINE S 3 ENOP3ST 2 7 1.53 1.53 1.65 6.37 0.00 AT 175.00' FROM BACK BLDG LINE . 3N'D6T 3 .3 '0.93 ....3......1.27 - -. 4.71 ..' 0. 1i0 AT 199.00' FROM 84CK-BLDG L!:E SUMMARY 'OF E4SE PLATES: .. .... .. - SD0 < ------5(53 1'L4TE DATA -------> - - ANCM0 BOLT DATA ------) ' - 5 5 . .5 ..... .•. - N. IOTM. _TK L1NGTH - NJI5ER.. .5123 JaAClr P-0,31O 0 . S.•j55 _ r-' •-"'-93T ',pp33 -'.3.ciO'XIc 3'/x -1013Q ''- • 4...,.I--..-.--,-- ,•5S •S•S ' - 2 1 '-403310 1.03 K 3/5 X 1C.3O (2) 3/4 018. 636 SIOFOST 3 2 :-083Ic 0.33 A - 3/3 1. 10.00 . (2) 3/4 018. 835 B:DP3ST 0 3 EP-O310 3.00 X -./s x 10.0D ' . (2) 3/4 034. .436' S '°CST V 4 fl- A OE 3 10 5.00 X 3/6 X 10.00 (2) 3/4 018 A'S - -- FPOST 3 3 3-.CB31O 5.00 X 3/3 K 10.00 (2) 3/4 UIA. 436 - - 1)PO5T 16 OP-303310 5.30 x 3/3 x 10.00 (2) 3/4 034. 836 . )cThT 7 2.00 X 3/ 8 10 OF (7) 3/4 CIA 436 4 3_30S313 3.20 8 3/3 x 13.00 (4) 3/4 012.. 836 . . '- VI .5. VAC -U93. 00510i LC0S Ai) 4: F0u:oAT10J L7S JO!.: 4c--?53 LE A UNI T I4 :T'ATI0:L C3'TICt PAGE: 415 FRA DATE: 8-26-6 A SP.r = 200'-) 01000 FROA SACK CLOG L= 100'-0 SACK SI9%.ALL (EI0(1 =LEV ATION Or F01T C0L. 0 FRCT S1JEALL H1HT = 33'-E' ELC ROOF PITCH = 0.5000 : 12 .••:. 3OILCI:G LTH ?0ó'-O . PP.0JT z1t3F PTTH 9.500) :12 ° ¶ OAY SPACI0 = 14.0 FT. LO4Di:G: D'' .0 = POT ( !OTL 17k) LOAD r AD--'L 975) * 2 PF (PULINS C SYE7TI9G) • FRAME WEIGHT = 7.09 PSP) 20.00 ?SF = 12.5C Ps- THE Ab0C L,3S C0IrrL) 14ITH AY SPECIAL LOADS APPEAR IN 3 LOAD CASES AS OESC,c130 SEL'W - ------------- STRESS .........: 003 LOAD COCOS < - - --------------------------------------------oascsiTo' -------------------------------------------->FACTORS - 1,35,13. 0, 3 DEA) LOAD * LIVE LOAD W/TiS PEO. S°OCIAL LOADS + * 1.00 1911,419339 0 DEAD LOAD - MSMA WIND BACK 01901 .U3M4 EP SUCTION + SPECIAL LOADS - • .4. 1923941,13, 0 OEA 10.D !!BMA UIHD FRONT 181= M-OMA EP SUCTION * SDECIAI LOADS • 1.33 :. 25 SPECIAL LOADS APPLI30 TO THE ASOVE P-AHO FOLLOW CFAME 0135 TYPE SUPP 01ST H3Z. 0157 VERT. 01ST H3R7 LOAD VEPT LOAD 0ENT THIS SPECIAL LOAD U/CASE NC. CODE r - DOE 0000 MESS (FEET) (FEET) (KIPS) (KIPS) (K-IN) CONO I COND2 COND 3 C0D 1 6 2 1 2 3 50.0030 C.1003 0.000 -44.500 C.0 1 0 C 0 .) 2 6 2 1 2 3 100.0330 0.3300 0.000 -23.900 0.0 1 0 0 0 . . 0• 3 6 3 1 2 3 50.3000 0.0000 0.000 -39.00 0.0 I 3 0 0 -- 4 5 3 1 2 3 0.0000 0.3000 0.00C -13.400 0.0 1 0 3 0 5 5 2 1 2 3 50.0303 0.3000 0.000 5.000 0.0 2 3 0 0 0 5 s 2 1 2 3 130.0000 3.3000 C.000 5.000 0.0 2 3 0 0 7 6 3 1 2 3 50.0030 0.1000 9.000 5.003 0.0 2 3 0 0 8 5 3 1 2 3 0.03-DO 0.3300 0.000 1.000 0.0 2 3 0 0 9 5 3 1 1 2 0.0033 14.1300 0.390 -1.230 0.0 1 0 0 0 -. IC 6 I.CI 1 1 1 2 0.0330 14.3300 0.300 -3.503 0.0 1 0 0 0 11 6 1.:': 2 1 1 2 0.3000 14.3000.. 9.003 -3.500 0.9 1 3 0 0 12 5 1.00 3 1 1 2 0.0000 14.0000 0.900 -3.600 0.0 1 0 0 0 - ... 13 5 1.03 4 1 1 2 0.0303 14.0003 0.300 -3.500 0.0 1 0 0 0 14 :.03 5 1 1 2 0.0003 14.3000 0.30-3 -3.600 3.0 1 0 0 0 15 6 I.0 6 1 1 2 0.0030 14.0000 0.300 -3.600 0.0 1 0 0 3 15 5 1.33 7 1 2 0.0133 14.3300 0.30-1 -3.630 0.1 1 0 0 0 17 5 4 1 7 0.0303 14.0300 1.000 -1.300 3.0 1 9 0 0 0'O' i 30O 000 O.'470- 0 0 - 2 3 0 3 - 19 6- IO.02 I 1- 2 - 0 0000 14 3300 .O00 D.90 -0.0 2 0 .3 0 - 6 -(3 1---- 2 0.0000 .:140.3.30 0.000 j---.- -3•93:--.-. O.0-- 2'-' 3-- 0. ;. . 0 21 6 1.C:3 1 1 2 0.0000 1.00O0 0.000 3.033 3.0 2 3 0 0 22 1.o; 4 1 1 2 0.3203 IA.-3300 0.303 3.930 0.3 2 3 0 0 23 6 I.I 5 1 1 3 0.3007 1.3O00 0.000. 0.930 0.0 3 3 0 0 24 6 3.00 6 1 1 2 0.0003 14.3300 0.000 0.930 9.0 2 3 0 0 25 6 1.3 7 1 1 2 0.9000 14.1300 0.900 0.°33 0.0 2 3 0 0 VLCj- ?lU)L -: sc;' L i r AT! 0V LIS J.O5: 49753 (W A J.IT CF A I IZ A IT T! C?O.1T3C - P400: - - - DATE; 6-26-56 OAY S2ACflG :) 14.0O FT. - . -- SUMJ-A3Y IF F';Ti; L&: 3100 L CO ItTI3i 1DRIi3TAL HDRI3JTAL - VEPTIC.L \'ETICAL MOMENT OUT UFLIFT DOWN ( COUNTERCLOCKWISE) - FA S., C-JL 1,35,13, 3, 3 C.02 - - 5.14 0.03 1,11,41,13, 3 1.43 - 1.95 - 0.00 - 1.23,41,13, 0 - 2.02 U. .5I - 0.0) FAl I SW COt. 1,35v l3F 3 3 32 - - 19.32 0 OC' 11 3 L-:1 01 5o?CF '11 --'•" - :'''-: 1 2,41,13 C -" 44 - 4:63!- -- 0 00 ' * E0P0ST V I 936, u, ' 0.05 7 06 - 12.49 C' 03 AT 75 90 FROM 84CM SLOG LINE 1 911,41,13. 6 0.26 5.26 5.28 - - 0.00 - 1,21,41,139 C 5.26 - 5.26 2.26 - 0.00 E3P05T 3 2 1,35, 13, 0, 0 0.07 0.07 - 55.96 0.00 AT 50.00 0M SACK SLOG LINE 1,11,45,13, 3 0.41 5.41 2.61 - 0.0) . .. --• ..- 1,23,41,13, 0 5.1-1 6.41 C37 - - 0.03 SNOPOST 3 3 1,33,13, 0, '6' 0.05 0.05 - - --.- 11.2.2 0.00 AT 75.00' FRO' SACK SLOG LINE -..-. .. 1,11,41,13, 0 5.60 5.60 5.90 - 0.00 -i 1.21,41,13. 0 560 5.60 2.52 - - 0.00 -- . )- - ENOPOST I '.4 1,35,131 C, -- 0. 051. 0.05 35.56 0.00 AT 100.00' FROM SACK SLOG LINE - - -. 1,11,41,13, 3 5.76 5.76 5.49 - 0.00 - - 1,23,41,13, 0 5.76 5.76 4.49 -- 0.00 - . .. E.OPOST 2 5 1,35,13, 0, 3 0. .5 - 11.76 6.00 AT 125.00' FROM OACK SLOG LINE - 1,11,1,13, C 5.59 5.59 1.67 - 0.03 . 1 1,73,41,13, 0 - - - 0.00 UlPO1T I 1,33,139 C, -) 2.35' 3.05 - 51.46 0.00 AT 150.00' FROM 04CM SLOG LINE 1.11,41,13, 3 5.42 5.42 . 7.10 1 ,41 3, 3 5.42 5.42 9.65 - - J - 7 ,1 C 3 3 0' o.;5 - 11.54 0 O' AT 175 .00* FOCY 0A( SLOG LINE 5.26 7.35 - . 0.00 -- 2' i 1' ----k- '0 •-r_ 7•'A• .- vt ..z.•. . -- --• - '- - '' - • . -. - -. v0-2.J: G' ZiAME )J%DATIL'll LOADS J3: 9753 LF A .isT o A1_A I:T !,,FIu::. copo - - PAGE: Al FRAME- G • - DATE: 3-26-86 BAY SPAC INC = 14.0 FT. . 'iAXIM'JM FU-J TI0 LOADS:- 1X 3AT13 LA Z:.E..- -NY L'AD C&S 2. XAX Fcu::Tz:-:. L2OS AAF :JT .'-3TFEr' !3R .Y LA) CASE - r:TAL -C-1IZCi:TAL VFTCAL VERTICAL MOMENT FIT JPLIT ODW (* COUNTERCLCC<W:SC) - 54Cr. 54 C)L 1.3 2.C2 1.95 • 5.14 6:1 S. COL 3 - 4CT 4.61 19.32 ENflP0ST 4.26 5.20 - 12.49 0.00 AT 25.00' FROM BACK SLOG LINE e'.oPnsT 2 5.' 3.41 F.f.l 55.-7' 0.03 AT 50.00' FROM BACK SLOG LINE .DPCST 3 3 0.60 1.63 E.QO 11.82 0.00 75.00' FROM BACK ELOG LINE 2 --- -E'.crT 0 = 7h S 49 sç 35 56 - C 00 ,T 1OD 00 FROM BACK BLOC LI E ---' - EtCC)ST ..5 - 5 56 5 59 4 96 31 76 0 00 AT 125 00 F4'-' BACK BLDG LINE - E\OPUST 0 E, 4 4' 9.61, 51.45 0 0) AT 150 FROM 3ACk BLOC LINE E3°C1T 3 7 5.26 5.25 5.06 11.54 C.D) AT 175.00' FROM BACK SLOG LINE -- . •-. - - - .- -. . .--,• ...,,- -------- SUMMARY OF BASE PLATES: SIDI <-------AZE PLATE DATA -------> A CHOI COLT DATA ------> . .- .-- -. MARK /3. . WIDTH TK LENGTH MU.BCR SIZE . -.) . .. - -- . . - BACK AP-400310 '-'1..'00:x 3/3.X.IC.010 ......- (2) - 0I.A36 FRJNT IP-AOSAC) 5.00 X 3/5 X 10.00 (2) 3/4 CIA. A36 - - E3PO3T 3 1 F°-409312 9.00 X 3/5 X 12.00 (2) 3/4 CIA. .536 . . EMOPOST 0 2 SP-i-09316 . °.00 X 3/6 X 16.03 (4) . 3/4 CIA. 635 - - . . - - ... ---• -. ...... • 01-303ST 3. 3 SF-0S313 9.30 X 3/3 X 13.00 - - 3/4 DIA. A36 E0FCST 0 4 DP-09314 9.00 X 3/3 X 14.00 (4) 3/4 DIA. A36 . .. - CIOPOST 0 5 SP-509313 9.00 X 3/6 X 13.00 14V 3/4 CIA. 636 • EDF.IST I ó 5P-5114313 9.3C X 3/I. X 13.30 (4) 3/4 lIlA. A36 . )- E'OP0ST 7 P-..09312 9.03 X 3/5 X 1.30 (2) 3/4 -DI.A. A36 - -- - IS n V. 4 ., 0 a in el W I- 0 61 (C) C' .. LI • • • - 0 VIU. I A • ).V4 C) V)ZOC)00 ' 4 . I .. V , • - .'..V"- -J .-I. p. cc - V 00 420000 0 C) 7)0 •- 0 CD • ._( U :.. (7) IL) (Ii • "4.3 N C) C) I- VVV) • .7 II .7 - C) f.• .7 44 U.) V 0.0 i- .:' 44(70007) Ili 0 in V .4 • -- : V. -• n' ,' .7 V V;V V V ,• •• ILI V + • 4 2 2 (J (!J C- V j4t;V'-4' LL LL V C) C') ("4 0 0 .7 • j• (.3 (1) C) 0 0 V - ((C) V U- .• 'I' - . (U +7V•• • HI)!) ., --.00c,o V .' '-")Hl C 0 O • • * 1,• - 00 2 . • . .7' 0 C) t V, U N H H (I It 7 - V 04 5 - • H V 4.. • - _j (U • I-Ui ,NC)C)0C)C.(C) 7'OO 000 V 0 C) LI UI 0) , UZ000.'OCIC) 5 • I6.. ......... 000 000 ("4 U) 5 U. C) 0 <_C')V3I(I44) C)00C.j07.000 000 000 4- 44) (4) 44) (U 0 "1 0 0 .-. 0 1.) 0 0. 0. (4 .4 7) -4 0 8.1 Cl 0 _ ,, -0 (U ce 7•S .• * 00(J0 LI U. fI N 0 (3 V - - -' :. VV • . v LU M1 • V • U 'C) It) LI. 0 7) 0 Ui 0 + + + 4V > . -I .7 %_V,•,3 - 44 U- C) C)-. 7 U- ( - V 0 C) CL C) im, H _j .7 V (.., :") V .4 00),))) • .. I.- C) • I 4jV( V I I I 10 . I I H' • C I I . V V - V V V V V :-' . ., I.-. .7 , ' U. _J (4) 4.- - 0 0 ("4 0' (Ii )47 (4) (3 • 4. Li, •r I.- U. 4") .7 .4) 0. .4 4)- )'I!'. V - • • 4' ( ("4 4 .7 U-' -iC) 3j 0 5 .7) " H) .7) W. C" C) C). • • • • • - r--7 I . . C)- (4 4 ,.J - 0 - C! 'I • V•V (U 3 u V 0 LI ("3 0 UJ .3 ._J 3: , .3 0 C) 0) U. .3 ...i LI (I. (-' N ,.)4,7 .3 VC) 'U V •' .4 .S-I II (4"' 4.. (')C)OO 4-_i) •.." .1. -1' 0 i•• I 61 V. •• V 6) 4) LI 4,) C) 0 0 C) (7 C). 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PACE: -rr,. 14 FRA.C. 1, ;.r V -. ,• ' .-,- -. S. DATE: -25-36 SPAR 230'-G V - 'JOGS FROM SACK CLOG IN' 100'-0 V V BACK SIDEWAL. -E1G-)T .3' -11 ELEVATION OF FRONT COL = FRONT. S1C&ALt. P.EIGhT = 32-11 V . JACK ROOF PITCH = 0.5003 : 12 EU1LOIG LS!CT' .t,.. . FPS0T ROOF PITCH 3500' : 12 I. SAY SPACING 30.00 FT. L3AO1G: AOD'L EEAD 3.0 SF C TOTAL DAAD LOAD = ,DD'L DEAD PS (PURLINS E SHEETING) • FRAME WEIGHT 3.53 PSF) V LIVE • 20.33 PSF 12.83 FSF TH AjOVE LOADS CO3IED hIT9-ANY SPECIAL LOADSAPPEAR IN 6 LDA0CAScS AS 'DESCRIBED 8'LOW - - STRESS - LOAD COD - ------------------- ------------------------- DESCRIPTION ------ - -------- - ---->FACTORS V : 1,35,13, 0, 0 DEAD LOAD -+ LIVE LOAD W/TRIB. RED-.SPECIAL LOADS + • .. 1.00 . .. . VVV ..,'-7-' 1,11913, 0, ODEAO LOAD + MBMA WINO SACK 1981 • SPECIAL LOADS + - VV S_VV •_VV_V_ jV33• 1,23,13, P, 0 DEAD LOAD + MBMA WIND FRONT 1981- SPECIAL LOADS + • . 1.33 V 1913, 0, 0, 0 DEAD LOAD 4 SPECIAL LOADS • . + + 1.33 V 1913v 0, 0, 0 DEAD LOAD + SPECIAL LOADS * . _ - VS _SV • ......... - 1.33 • V V 1,13, 0, C, 0 DEAD LOAD * SPECIAL LOADS * + . . V • 1.00 . 12 SPECIAL LOADS APPLIED TO THE ABOVE FRAME FOLLOW FRAME SIDE TYPE SUPP 01ST •HORZ. 01ST VERT. 31ST V HJRZ LOAD VEPVT LOAD .3MET THIS SPECIAL LOAD W/CASE V*O• CODE 3335 CODE MEAS (FEET) (FEET) D . (KIPS) (KIPS) . -(K-IN) CORD 1 CCD 2 CON_3VCOHD V : -- I .1 3 1 --1 2 .. 0.0000 0.0000 0.000- -16.200 .- 0.0 1- 0 0 0 V 2 1 .3 1 1 2 0.0000 0.0000 -V 4.043 3.130 2 0 0 0 V V - •1 3 1 1 2 0.0000 - 0.0000 -1.840 - 6.190 0.0 3 OV V O. 0 S•VSV_ 4 1 2 1 1 .2 0.0000 0.3000 0.483 0.000 0.0 2 0 0 0 V VV s- 5 1 2 1 1 2 0.0000 0.0000 -1.063 0.000 0.0 3 0 C 0 6 1 . 4 2 1 1 C.0000 33.0000. -0.213 •-0.213 0.0 2 0 0 0. V 7 1 4 2 1 1- .0.0000 33.0000 0.097 0.097 0.0 3 .0 0. 0 8 1 3 1 . . 1 .2 k - .0.0000 0.3000 V O.003..... -5.400 O.0.V 4, - 5 .. : . . V.__.....9 1 2 1 1 2 0.0000 0.0000 4.200 0.000"..........4 10 . 1 3 1 1 2 0.0000 0.0000 5.720 0.000 • 0.0 4 0 0 0 V VVV; ji 1 2 1 1 • 2 0.0000 0.3000 -4.230 0.000 0.0 5 0 0 . 0 V V VVV 12 1 3 3 1 V 0.0000 00000 . -5.720 0.000 • 0.0 5 0 O V 0 SIDE LLu CONCINATION V H0RI2ONT.AL HORIZONTAL VERTICAL .. VERTICAL - MCI ME-NT . - IN OUT. . UPLIFT DOWN I. COUNTERCLOCKWISE) SACK SW CCL 1,35,13, 0, Cl ....-. . * 62.36 - 61.31 0.00 1,1 ,13 3, C 14.83 - 10.68 - 0 03 1'23'13 0. 0 .13 - - 2.15 - 0.00 V 1,13, 0, 0, C - 1.69 - 23.61 3.00 1,139 09 09 0 - - 2.55 - 2" 15 0.01 V 1,13, 0, 0,, 0 -- 24.12 V - 25.38 0.00 . V • VS •,;V :: -, V.. - V V VS• V . - . . -V - - -. s5 . 'V_ -V. -----------------------------------V . _ V VARC 0- PR'Jf~'U'N 'tVSICV, LOADS -.Q AM F FOUND ATIUN Lr-.)S j' .9753 A A UNI T OF AMA IT P4GRfl4TIOAL C3F.0TION V - FqA'ic NO. 1 OA' _25!96 - SAY .S?AC ING = 30.00 FT. SUMMARY OF FOUNDATION LOADS: 1. FC=KIPS M0NT=I-KiS - - V ST 'B LJA CO.MIIINAT 1ON HORIZONTAL HORIZONTAL /ETICAL VERTICAL )ME 'T IM OUT UPLIFT DOWN (. COUM TER, L0CYWISE) - V ROT SW COC 1,35,139 0, C - 62.3 - 73.09 3.03 7 1,11,13, 0, 0 7.77 . - 4.34 - 0.O rl 1,23, 13, 3, 0 13.45 - 15.64 - 0.00 - 1,13, 0, 0, 0 - 29.51 - 32.98 0.00 1,13, 01 0, 0 - 13.53 - 29.43 3.03 V - 1,13, 0 O'. MAXI?UM FOUNDATION LOADS - -- - - 1 MAX FOUNDATION LOADS CAN 'E FROM ANY LOAD CASE 2. MAX FOUNCATIOM LOADS ARE NOT FACTORED FOR ANY LOAD CASE V V V - - • _V_.V:._:___ __._V V_ V .. SIDE HORIZONTAL •HORIZONTAL VERTICAL VERTICAL MOMENT V - • IN OUT UPLIFT V DOWN (. COUNTERCLOCKWISE) - - V V V t. :. • BACK S 0L 14.88 62.36 - 10.68 61.31 0.01 • - ••V -. -. V - V V FRONT SW COL 13-45 . 62.36 1664 78.09 0.00 ) •V SUMMARY OF BASE PLATES: SIDE <------BASE PLATE DATA -------> ANCHOR BOLT DATA ------ MARK NO WIDTH TK LENGTH. NUMBER SIZE V V SACK SP-F13319 13.00 x 3/8 X 19.00 V 4 1 1/2 014. 436 FRJT EP-F16319 16.00 K 3/3 X 19.00 - (4) 1 1/2 0it.. A35 PA V - V • •• V - ft& CTIu - V V V V V I' liA - - V ••• -V •• V --V - - V. - • V - • • V V V - V V . - V • • •• •VVV V - -. V V• •• VV •_ 3• VV •V _V - V - V V' V V •-j• ., V' •- •V V V -.'.-•••-• F VAR C0-?D:1 . - DESIGN LOADS ':D FRAME FOUNDATION LOADS- J3: 40753 A A UNIT Dr AMIA I:TERN,TIONaL CORPD.ATIEJi PAC-F: .. , ) 1 FkH 1:0. 2 - . DATE: 8-25-6 SPAN = 200.-0 RIDE FROM MACK 3LDG LN= 1001-0 SACK SIDEWALL IEIDIfT = 32'-11 1 Q ELEVATION OF FRONT COL = - FRONT SIDEWALL HEIGHT = 32'-11 ())&O . SACK ROOF PITCH = 0.5000 : 12 BUILDING ZEGTH = 203'-') FRONT ROOF PITCH = 0.5000 : 12 . S FRAME REOUIREOC AMELflST9 . SAY SPACING = 22.00 FT. _ LOADING: 4DOIL DEAG = 3.00 PSF I TOTAL DEAD LOAD = AOCL DEAD'* 2 PSF (PURLINS C SHEETING) * FRAME WEIGHT = 9.01 PSF) LIVE = 20.03 PSF WIND 12.66 °SF /THE.A30VE STRESS .:.- LOAD ODES < ---- ------------------------- --------------DESCRIPTION -------------------------------------------)FACTOSS 1,35,13, 09 0 DEAD LOAD + LIVE LOAD W/TRIS RED. SPECIAL LOADS * + 1.00 . . 1911,13, 0, 0 DEAD LOAD MBMA WINO SACK 1991 • SPECIAL LOADS 1.33 19239139 0, 0 DEAD LOAD + MBNA WIND FRONT 1981- SPECIAL LOADS * + 1.33 1,13, 0, 0, 0 DEAD LOAD + SPECIAL LOADS * 1.33 . . 1,139 0, 0, 0 DEAD LOAD SPECIAL LOADS . + * 1.33 --. 1,13, 0, 09 0 DEAD LOAD * SPECIAL LOADS •. ...• - 1.00 ) -.. ..-. 3 SPECIAL LOADS APPLIED TO THE ABOVE FRAME FOLLOW FRAME SIDE TYPE SUPP 01ST .HORZ. 01ST VERT. 01ST HDRZ LOAD VERT LOAD MOMENT THIS SPECIAL LOAD W/CASE ND. C0c-E CODE CODE MEAS (FEET) (FEET) (KIPS) (RIPS) (K-IN) COND 1 COND 2 COND 3 COND 4 ..- • 13 2 4 2 . 1 1 0.0000 33.3000 . -O.156 -0.156 0.0 2 D 0 0 .) .. . 14 2 4 2 1 .• ,. -, 1 0.0000 33.0000 0.071 0.071 0.0 3 0 0 0 •- 15 2 2 1 1 2 0.0000 0.0000 3.354 0.030 0.0 2 0 0 0 .. .• ) 16 2 2 1 1 2 0.0000 0.0000 -0.779 0.000 0.0 3 3 0 0 17 2 2 1 1 2 0.0000 0.0300 3.060 0.000 0.0 4 0 0 0 18 2 . 3 1 1 2 0.0000 0.0000 3.C50 0.000 0.0 4 0 0 0 -........ 19 2 2 1 1 2 0.3000 0.0000 -3.060 3.000 0.3 5 0- 0 0 20 2 -3 1 1 2 0.0000 0.3000 -3.080 0.000 0.0 S 0 O.__ .0 SUMMARY OF FOUNDATION LOADS: - 1. FORCE=IFS MOM211T1NC4-KIPS SIDE LOAD COMBINATION HORIZONTAL HORIZONTAL VERTICAL VERTICAL MOMENT . -. ----*-;-- .....-- IN uPLIFT_.r-oowN: : .CCUNTESC LOCK HI5E). . •. :'.-. ACKWC0LL, 1,23913,0,0 - ' 2.64 0.31 - 003 .• -..-,- . - --- .........- .... 19 139 09 0, 3 - 15.16 - 18.64 0.00 * 1,139 39 09 0 - 21.31 - 2C.66 0.00 1,13, 0, 0, 0 - 19.23 - 19.65. 0.00 . . . FRONT SW COL 1,15,13, 3, 0 - 45.91 . - 46.38 0.00 1,119139 0, C 6.29 - 0.76 - 0.00 . . 192913, D 0 8.33 - 6.31 - 0.00 1913, 0, 09 3 - 21.34 - 20.99 0.03 - 1,13, 31 31 0 - 15.14 - 53.97 0.00 . - 1,139 09 0, 0 - 15.24 - 19.98 0.00 . - - - VC3-PRUDE DESIGN LOOS AND FRAME UNDAION LOADS JOB: 49753 A - AU1T CiA AM: II.TERMATI0:AL CORPORATION V - PAGE: FRAME NO._ 2 - - DATE: 8-25-86 BAY SPACING = 22.00 FT. V V V MAXIMUM FOUNDATION' LOADS: 1MAX FOUNDATION LOADS CA FR-2M ANY LOAD CASE 2. NAX FflUTOAT ION LOADS ARE NOT FACTORED FOR ANY LOAD CASE V SIDE V HORIZONTAL HORIZONTAL - 'VERTICAL VERTICAL MOMENT V - TM OUT UPLIFT DOWN ( COUNTERCLOCKWISE) V AK SW CDL 8.53 45.91 6.34 - 46.04 0.00 V FRcuT S..' -OL 6.33 - 45.91 6.31 4530 0.03 SUMMARY :IF BASE PLATES: .f.,z Orr ..,j SlOE ( ------ 3ASC PLATEDATA ANCHOR DOLTOATA -------> MASK \3 WIDTH TK LEPGTM "NUMBER SIZE - - BACK 5P-E11319 11.10 X 3/8 X 19 00 RI 1 1/4 0Th A35 - - FRONT' EP-E16319 16.00X 3/8 X 19.00 I4ICVl1/4DIAA36 T V - V V V . -, :'- V_•VV_ •VV V - V V -. - - - - -- --------- ---.- V V - V • - - .V - V -- •*V_V - V - V L - - V V . V_V_V - V • V V V -- - J -. v-PJCE-; JESIG: LOrDS AND FRAME PrOUNDATION LOADS JOE: 40753 SSRF A UIT Or AMJ- IT2RATIOL CORPOWATION PAOE: FRANE NO. 1 DATE: 6-26-86 SPAN = 501-0 RIDGE FROM BACK BLDG LN= 30'-0 BACK SiDEWALL HEIGHT = 32'-11 ELEVATION OF FRONT COL = FRONT S12jEALL HEIGHT = 301-8 1/2 //O 0AC ROOF PITCH = -0.4430 : 12 EUILDING LENGTH = ioo'-o FRCMT ROOF PITCH = 0.440 : 12 .-THIS AER:DFRAiE LINES : SAY SPACING 5.03 FT. LOADING: AD'L DEAD = 3.00 PSF ( TOTAL DEAD LOAD = ADDL DEAD * 2 P Sc (PURLINS C SHEETING) • FRAME WEIGHT 10.33 PSF) LIVE = 20.01) PSF 12.35 PSF SPECIAL WINO LOAD AppLTCATION: BACK WALL = 0.00 PSF - BACK ROOF = 12.85 PSF - FRONT ROOF r 12.33 PSF - FRONT WALL = 0.00 PSF - - - THE .ASOVE LOADS COMBINED WITH ANY SPECIAL LOADS APPEAR IN 3 LOAD CASES AS DESCRIBED BELOW: LOADCODES <--------------------------------------------DESCRIPTION -------------------------- 1059 0, 0, 0 DEAD LOAD • LIVE LOAD W/TRIB RED. + * .4 1,25,139 0, 0 DEAD LOAD • SPECIAL WIND BACK + SPECIAL LOADS • * - 1927,13, 0, 0 DEAD LOAD • SPECIAL WIND FRONT * SPECIAL LOADS * STRESS >FACTORS 1.00 1.33 1.33 ) .. 2 SPECIAL LOADS APPLIED TO THE ABOVE FRAME FOLLOW FRAME SIDE TYPE SUPP 01ST HORZ. 01ST VERT. 01ST HDRZ LOAD VERT LOAD MOMENT THIS SPECIAL LOAD W/CASE NO. CODE CODE CODE MEAS (FEET) (FEET) (KIPS) (KIPS) (K-IN) CON. 1 COND 2 COND 3 COND 4 1 - 1 4 2 1 1 0.0000 36.0000 0.042 0.000 0.0 2 0 0 0 2 - 1 4 2 1 1 0.0000 38.3000 -0.019 -0.019 0.0 3 0 0 0 ) : SUMMARY OF FCUHDATION LOADS: 1. FORCE=KIPS OMENT=INCH-KIPS -. SIDE LOAD COMOINATION HORIZONTAL HORIZONTAL VERTICAL VERTICAL MOMENT IN OUT UPLIFT DOWN (, COUNTERCLOCKWISE) - . . ..... SACK SW COL 1,359 0, 0. 0 - 1.02 - 4.07 0.00 - ......: 1,23,139 0. 0 0.50 - C.65 - 0.00 :.......- 1,27,13, 0, 3 0.19 - 0.24 - 0.00 FRONT SW COL 1,351 09 0, 3 - - 1.32 .-.. -3.7 . 0.00 - . ..- . - •.- .- -. .. . . O.39 0.26,. - - - 0 00 - 27T '--. o.is --.-------: - - '-t,e: •--.................... - .-- -- ------- --- - MAXIJM FOUNOATIDN LOACS: 1. MAX FOJNDATIDN LOADS CAN SE SL ANY LOAD CASE 2. MAX FOUNDATION LOADS ARE NOT FACTORED POR ANY LOAD CASE SIDE HORIZONTAL HORIZONTAL VERTICAL VERTICAL MOMENT . IN OUT UPLIFT DOWN 1. COUNTERCLOCKW:5E . .......... ...•• :•• t, S4 CCL 0.5q 1.02 0.65 4-07 0.00 FROT SW COL 0.75 1.01 0.68 3.97 0.00 . . VAO- PhJDEt . - DESIGN LOADS AND FRAME FOUNDATION LOADS - JOB: 4971,3 SSRF A UNIT OF AMA INTERNATIONAL CORP-ORATION PAGE: FRAME ;u. - - - DATE: 8-26-86 SAY SPACING = 6.00 FT. SUMMARY OF BASE PLATES: SII'C < ------ EASE PLATE DATA ------) . -ANCHOR E.OLT DATA ------> - Mt.R,( NO. WIDTH TK LENGTH NUMBER SIZE BACK 3F-10313 10.00 X 3/I X I3.00 - (4) 3/4 014. 436 . FRO'IT W-5O9313 9.00 X 3/6 X 13.00 (4) 3/4 OIA. A36 tz - -. ... &r- - .- - ------- . -- -. - - -., - -- - - V -- VACD- P)DEH DESIGN LOADS AND FRAME FOUNDATION L)A0S J03: 49753 FLT A UNIT OF AMC;; PTERI,TIONAL CORPOR ATION PAGE: )4 A2-&' FIE O. I DATE: 5-2-86 SPAN = 62'-0 3/16 RIDGE FROM BACK BLDG LM= 31'-4 8ACK ZIDEALL HEIGHT = 22-11 1 5/16 E44/- ELEVATION OF FRONT COL FRONT SIDEWALL HELHT = 3'J'-8 l/L SACK ROOF PITCH = -0.4450 : 12 .su1ioxro LENGTH = ioo•-o FRSIN T ROOF PITCH = 0.4480 : 12 ----------------.-------- .---------------- ------- THIS FAE REUIED C: FA-= LINES : SPACING =21.00FT - LOADING: ADD•L DEAD • 3.00 PS ( TOTAL DEAD LOAD AD-D'L DEAD I PS? (PJRLINS C SHEETIG) + FRAME WEIGHT = 6.75 PSF) LIVE = 20.00 PSF WINE = 12.75 PSF SPECIAL WINDLOAO APPLICATION: BACK WALL = 0.00 PSF BACK ROOF = 12.88 PSF - FRONT ROOF = 12.55 PSF - FRONT WALL = 0.00 PSF THE ABOVE [CADS COMBINED WITH ANY SPECIAL LOADS APPEAR IN 3 LOAD CASES AS DESCRIBED BELOW: STRESS LOAD CODES <-- -------------------------------------- DESCRIPTION --------------------------- --------------->FACTORS 1,35.13, 0, C DEAD LOAD LIVE LOAD W/TRIE RED. SPECIAL LOADS * 1.00 1,25,13, 0, 0 DEAD LOAD SPECIAL WIND BACK • SPECIAL LOADS • 1.33 1,27,13, 0, 0 DEAD LOAD * SPECIAL WINO FRONT • SPECIAL LOADS . • 1.33 2 SPECIAL LOADS APPLIED TO THE ABOVE FRAME FOLLOW F.A'4E SIDE TYPE SUP? 01ST HJRZ. DIST VERT. 01ST HORZ LOAD VERT LOAD MOMENT THIS SPECIAL LOAD W/CASE NO. CODE CODE CODE MEAS (FEET) (FEET) (KIPS) (KIPS) (K-Ill) COND 1 COND 2 COND 3 COND 4 3 1 4 2 1 1 0.0000 38.0000 0.149 0.149 0.0 2 0 0 0 4 1 A 2 1 1 0.0000 38.3000 -0.068 -0.068 0.0 3 0 0 0 SUMF,A?Y OF FOUNDATION LOADS: 1. F-OIICE=KIp5 MOMENT=INCH-KIPS SIDE LOAD COMBINATION HORIZONTAL HORIZONTAL VERTICAL VERTICAL MOMENT IN OUT UPLIFT DOWN (+ COUNTERCLOCKWISE) FRONT SW-COL 1,35,13. 0, 0 0.01 - - 12.29 0.00 '- 1,25,13, C, 0 - 1.95 4.09 - 0.00 1.21,13, 0, 0 0.89 - 3.54 MAXIMU) F-OUIOATICN LOADS: FOJN')L'IG LOADS CAM -BE FRO" ANY LOAD CASE_ - ----c- -.- -- '- MAX FOUl DATICH LOADS ARC tOT FACTORED CVR ANY LOAD CASE SIDE HORIZONTAL HORIZONTAL VERTICAL VERTICAL 1-tOMENT IN OUT UPLIFT DOW? (+ COUNTERCLOCKWISE) FRE'iT SW COL 0.89 1.95 4.09 12.29 0.00 UESIG' LOADS A0 FRAME FOJN)ATI0N LJADS JCP: 49751, FLT A UNIT OF A":.. I'TE'AT IOlAL rOPUATI3N . PAGE: kS '1i FRAME NO. 1 J)t.TE: 8-26-36 BAY SPACING 11.00 FT. SUMMARY JF BASE PLATES: .. . SIDE ( ------DASE PLATE DATA -------> ( ------ ANCHOR COLT DATA ------> MARK NO. WIDTH TK LENGTH NUMBER SIZE FRONT EP-A09311 9.00 X 3/8 X 11.0C (2) 3/4 014. 436 ) ... ) ) ) .. .. AC - ' -'jC DC 1' LC..3 '.0 JrJOATION L)ADS 49753 FLT A UNIT OF AMA IV.TERWATIOAL COR?OSAT1D' ' .' PAGE: .71_ FRAME NO. 2 * - DATE: 8-26-36 - SPAN = 52'-O 3/16 - IODE FROM 'SACK ELOS LN= 311-4 UACK SIDEWALL rIEIG-IT = 32'-11 15/16 . ELEVATION OF FRONT COL = FRONT SIDEWALL HEIGHT = DO'-ä 1/S /j,/_ 7 BACK ROOF PITCH = -0.4490 : 12 -. 5'JILDING LENOTH =, lO0'-D - -FRONT ROOF PITCH = 0.4430 : 12 THISFRA:-;E R UIEJPiN FRAMI. LINEs: -V-V -: i. LOADING: AD) 'L DEAD 3.00 PDC I TOTAL DEAD LOAD = ADOL DEAD • 2 PSF L PURL INS E SHEETING) • FRAME WEIGHT. = 6.42 PSFI - - LIVO = 20.00 PSF - 12.75 PSF - - = - - -- ,V.i SPE_IAL •IMD LOAD APPLICA'IOr EACK WALL • 0 30 PF - SACK ROOF 1 88 PSF FPVJ\T Q03 = 12.!!8 PSF - FROfl WALL = 0.00 PSF - THE -ASOVE LOADS COV5INE-D WITH ANY SPECIAL LOADS APPEA. IN 3 LOAD CASES AS DESCRIBED BELOW-. . V STRESS, - LOAD 00E5 < ---------------------------------------DESCRIPTION ------------------------------------- >FACTORS 1935,139 0, 0 DEAD LOAD * LIVE LOAD W/TRIS RED. SPECIAL LOADS • - • 1.00 V - 1,25,13, 09 0 DEAD LOAD • D°ECJAL WIND SACK • SPECIAL LOADS • * . 1.33 1,27,13, 09 0 DEAD LOAD + SPECIAL WINO FRONT + SPECIAL LOADS • + - 1.33 V * - 2 SPECIAL LOADS APPLIED TO THE ABOVE FRAME FOLLOW .•-, . V. - - - FRAIE SIDE TYPE SUP 01ST HOSE. 01ST VEST. 01ST H)RZ LOAD VEST LOAD MOMENT- THIS SPECIAL LOAD W/CASE NO. CODE CODE CODE MEAS (FEET) (FEET) (KIPS) IKIPS) (K-IN) COND 1 COND ZVCOND 3 CONO 4 '1 '.-•. ' 1 2 4 2 1 1 0.0000 36.0000 0.213 -0.213 0.0 2 0 0 0 V •, VVV V 2 2 4 2 1 1 0.0000 38.0000 -0.097 -0.097 0.0 3 0 0 0 - SUMMARY OF FJUNDATION, LOADS: , V ) 1. FOF.CE=RIPS M0MENT=I4CN-KIPS - * V • V V V SI)t LO-AV CD'5'KATION HORIZONTAl. HORIZONTAL I.RTIC..L VERTICAL MOMENT OUT ..UPLIFT DOWN (..COUWTESCLOCKWISE) FRONT SW COL 1,359139 0, 0 0.01 - - 17.25 ' 0.00 19259139 0, 0 V - 2.79 -. .6-14 - 0.00 :) 1,27,139 0,,C 1.27 - 5.79 - . 0.00 VV .VV...M.&XItJ VFOJDAT1ON,*LJADS: _. 'V - .- -. ,.. . :..*V..,,.V. V.- •--., V . VV V *V ..VVV*V , OA s:os - HURIZOT&L HORIZONTAL VERTICAL VERTICAL ' MOMENT OUT V UPLIFT V DOWN ( COUNTERCLOCKWISE) V FRONT SW COL V 1.27 2.79 6.14 17.25 0.00' - .. V. V V .. V • V. , -V •, - ' -'V V ' •- ' V V , •' ' ' - V V Vt V V .V • V , VV V ,V V , V iA -J Ln r: ItIJIUj - • A I .3 I '0 m 4 I- 4 4 QU.I j 4 - I-- JVI C o ' 0_I . -f rn :.- C 4 C I 1) 1 I ' LU Ia, "1 k4 — • 4 I - C I _-. • o V - • - _f_ IL • -I, I 4 I,- A - 0 U I 1,711 4 I -J • I I -J C UI Ui Jc . U) 0. C' • v r 0 : I-) 'I • -J I'- •• — • II 0 .• • UI 4 z ID - • 3 LL • —C.1 >- )'QC . I I- 0. Ui 4 I '•' • 'Dd - I • 4 -U IL. 4 U') UI I / - vC-PJC 0E IG LOADS A.2 RAME FOJNOATXCN LOAOS Jfl?: 49753 SRF A 0141T OF ARC., I1:TENATI0.:AL CC1OKATIOh. PAGE: q FRAM h.". 2 DATE: 8-26-86 SPAN = 13.-0 .I0GE FROM BACK BLDG LN= 30-0 BACK SIDEALL'HEIGHT = 32'-11 ELEVATION OF FRONT COL = FR34T S1OEWALL HEIGHT = 30-5 l/ ACK ROOF PITCH = -0.4480 : 12 BUILDING LCGT( = 1301-I) FRONT ROOF PITCH = 0.4450 : 12 SAY SPACING = 14.00 FT. LOADIN(-.: J'L DEAD = 3.00 PSF I TOTAL DEAD LOD = AOGL DEAD P5 (P'JRLINS A SHEETING) • CRAMS WEIGHT = 7.32 PSF) LIVE = 20.00 PSF WINO = 12.89 PSF SPECIAL WIND LOAD APPLICATION' BACK WALL 0.00 PSF - BACK ROOF = 12.83 PSF - FRONT ROOF = 12.8S PSF - FRONT WALL = 0.00 PSF - THE ASOVE LOADS COMBINED WITH ANY SPECIAL LOADS APPEAR IN 3 LOAD CASES AS DESCRIBED BELOW: STRESS LOAD CODES - --------------------------------------------- DESCRIPTION --------- ------- >FACTORS 1,35, 09 0, 0 DEAD LOAD • LIVE LOAD W/TRIS RED. + * 1.00 ) 1925,139 09 0 DEAD LOAD • SPECIAL WIND SACK • S°ECIAL LOADS + 1.33 1,27,13, 0, 0 DEAD LOAD • SPECIAL WIND CROT * SPECIAL LOADS • 1.33 2 SPECIAL LOADS APPLIED TO THE ABOVE FRAME FCLLOW FRA'hE SIDE TYPE SUPP 01ST HDRZ. 0157 VERT. 01ST HTJRZ LOAD VERT LOAD POOMENT THIS SPECIAL LOAD U/CASE NO. CODE CODE CODE MEAS (FEET) (FEET) (KIPS) (KIPS). (K-IN) COND 1 COND 2 COND 3 COND 4 3 2 4 2 1 1 0.0000 33.0000 0.099 0.099 0.0 2 D 0 0 4 2 4 2 1 1 0.0000 38.0000 -0.045 -0.045 0.0 3 C 0 0 SUMM4Y OF FOUNDATION LOADS: 1. FOFCE=KIPS MOMENT=IUCH-KIPS SDE LOAD COMBINATION HORIZONTAL HORIZONTAL VETEC4L VERTICAL MOMENT IN OUT UPLIFT DOWN ( COUNTERCLOCKWISE) O.ACK SW COL 1,35, 0, 0, 0 - 2.4 - 9.29 0.00 . ..........: . S 1,259139 0, 0 2.41 - 3.55 - 0.00 . ..... . S. •• .... ) 1127,13, of 0 C. - 1.75 - 0.00 ., ... : . FRONT SI COL. 1.35, 0, 0, .3 •- . 2.6' - 3.36 0.00 - - . -.. -. .......... I 2 13,0, C - 1 77 0 o 70 ...-- .'0.'00 1,27 13, 0, -0 1 09 - 2 49 - 0 00 MAXIMUM FOUNDATION LOADS: MAX FOUNDATION LUAOS CAN 3E FROM ANY L4D CASE MAX FOUNDATION LOADS ARE NOT FACTORED FOR ANY LOAD CASE SIDE HORIZONTAL HORIZONTAL VERTICAL VERTICAL NONENT ill OUT UPLIFT DOWN (• COUNTERCLOCKWISE) ,: ...... S COL 41 64 3.55 3.20 0.00 FRT Sn COL 1.99 2.64 2.49 8.36 0.00 ............... . . VAR CO—!P.JDEr SIG! LJADE 4NO FRAME rC)u!DAT1OM LOADS A :JNIT O All' ITE1ATJOAL CO'Oc.AT1ON FRAME . 2 BAY SPACI'JG S 14.00 FT. SUMMARY OF SE PLATES: SI < ------SE PLATE DATA -------> MARK .O. WICTH TK LENGTH JO5,: 49153 SERF PAGE: 3-oA2.17 OATE: 5-26-86 < ------Ar4C'10R BOLT OATA ------> NUMBER SIZE vkCG-U3E; J3": 49753 LOW y AMA •Ta::ArJ:;...L R?1C: PAGE: I DATE: 6-25-86 W ING = 12.3 POF D3Gi lAy SPACE = 21.010 NJ0E :;cEO r.1v5 = 7 ....... flKCSt . SIDEWALL TO S1O LU - .0P SS C ) '3' DIAMET ER S PAC ,,IE.4LL TO FRONT SICEWALL ?.LIOC STTI, 1SCCS STFIJT F1JCES ?PEL SH'! ,. L. .CO" 'Y y,GEG •y 13.2" i/q" SACK sw ).t-4 4( EVE) 9.0', -C."t 9.0'? 1/4" EAVE PANEL -C.71 6.52 5/8" 1.76 5 ,75 -3.77 3.93 1/2" 3.10 -0.79 1.7.5 3/8" UOGE PANEL 1.39 I . E 3 3.05 -9.7 1.35 3/3" JOGE PANEL .75 0.77 3. 93 0/2" 1.73 5.2, -0.75 6.53 5/N" 3 4(E#VE) 9..94 -0 31. 9.00 .3/4" EAVE PANEL 10 23 7/8" FRO'.rl' SW IM04 56 ) . . . . ..... L'1; ,-- : z ze, e .. I- - 4-I5"1Ic LCAO I. 11t-J&e.2 ,o,o, ., ( j.z - . - (c9 O •' -- - -. -. - . --. -..- -.- . . :-................. . ., . Ro A c"o Pr 15) 'I F! / LA 4 j I == -1- rYe1" t. 7 _ ix _ I x ~ X., ~x x • • : • __________ • - L (cO'O 7eO • • : • • - • — - - - - No 4175 : of Prepared by Reviewed by - t 4 / __:VV -, V ci' V V ' V N ii. V TT Ai- )Zc,iJ5 V V • V• • ••V., V.V V wt wl fts 77, V • • • - : • V - V V r 13 tJ,qu R&j V VV_V VV - .VL I \) vJ1(' \ Ai F Page of Prepared by Reviewed by Wh Oe ) L L No. 4T7 Page _C.- I of 24 Gage Panel Rib Load Chart Date P> V Prepared by Reviewed by Load Chart for Panel Rib (psf) Basis: 1. 24 gage .2. FY = 50ksi, Fb=30ksi E = 29,500 ksl Sx = 0.0623 in (top of rib in compression) - Sx = 0.0644 j3 (top of rib in tension) Ix = 0.0566 in4 Maximum deflection = 1/180 Allowable Load (PSF) - 31 011 31311 31611 31911 410" 41311 41 611 41911 51011 Simple, Bending 138 118 102 89 78 69 62 55 50 Simple, Deflection 183 144 115 94 77 64 54 46 40 3-Span, Bending 179 152 131 114 101 89 80 71 64 3-Span, Deflection 346 272 218 177 146 122 102 87 75 4-Span, Bending 167 -142 123 107 94 83 74 67 60 4-Span, Deflection 367 289 • 231 188 155 129 109 • 92 79 Bending Deflection Simple w = 2 Fsx(1000) = 384(E)(Ix)(12)WOO) 3 L -I 3-Span w = FbSx(1'000) w = (12)(E)(Ix1(1000) (0.100)(12)(L') (0.0069)(L4)(180)(1728) 4-Span w = FbSx (1000) (0.1071)(12)(L2) w = (12)(E)(Ix)(1000) (0.0065)(LS)(180)(1728) Panel Profile • - 12 1.333' 4.662' 4.662' 1.333" 2 - -- W No-__________ pae I2I of 0 ii. 2 L_&vJ R00 FVWJ t7t,1/'/I AH Dote_- Prepared by_Y?/ '7 Reviewed by 7io) )A/o Loio Vo LOA L: ( 7 I ------- )7c 4 d f/( ' - . •V No.________ : Page _LIZ of WIM - Dote___________ Preparedby_M ,40 V Reviewed by - - Vl'o Loo I; i._e_E -. .......... 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No. page Of of Date W4 'iiPfoi MME5 Prepared by vpo Reviewed by uPPoP7 47Rao,, L \MNo lZ.Sti(J) )l.i1ps 1 ' LL - ___ I-r L AX P Avow iai V V V i ¶P Of V V A'1 p7 VP SI )2-C1J - - V - 3 V •l4t• ,-- •; _z -z - -' - VVVI ' iO-'4 (/07- Ir VP 2 115- 6pp-fram ------------ - /1 fl4TC [o -vu-v - .c 1: z - - - :- •-i - - -- - •-• 41 •• -- c. -7 :f•.•:- :- • •:• _-- ':, . ,-- - '- v- I 4 or 01 i-Z ?d?TZ vi -Z sil Ic,c. -Qrfv 4 d - •. .• 1 ir1 --. - OlI 117N -------------- -. ____ Li -iio(u.9 7,7 - --' '-' ::: ' T: .;--• . — -. .1 ft .- T° .. Aq pOMOIAOS - - - 17:;1;; pejodeJd 10 / ( o6a • •. •;• -. rDl /• I IC" P'ci• -\ V&'a Roo r tAi No.__________ IP(39eP J'T of Dote____ VAJ repared by_tYO Reviewed by Z2 H Z &O u... L1T. .... ..- ........•,..;.. - ? iiI \? &. 2 EE - 10 pa (O uti/(.4) '/ ; No. __________ Pagefl-' of V 47_ . 7 Date___________ C A./T' ) Prepared by Reviewed by (zô 70- by /,&I5e T(a,'..I No. ___________ Page of :_ Dat iô (Co,vr) Prepared by Reviewed by ___ _)--•,I 7o 1 r± - - oO '° ps & C • $ -. 7 at V4 ca C.t-,pS ç; 1 k.JtNY -••':- AAA AJ O -V VARCG-PP.tJDEN FRAME DESIG' - 11PUT CONDITIONS JOB; 49753 CF . A UNIT OF AMCA INTBRATIONAL C-3RPORATI0J PAGE: 5.9 )V' - 1 JQ3 49753 CF DATE: 8-20-6 - BUILDER VP/DIRECT - PROFIT CENTER: CALIFORNIA - - CUSTOMER (-AEiE/iE JOB SITE CITY CARLS3#D,CA.- • SPECIAL FRAME DATA FOR THE - 4 FRA:E FOLLOWS: - - - •- SYMMETRY = NC - SHArE CODE = UP SPECIAL UNIFEAM INPUT I DESIGN COrIE = Sc STRESS CHECK FRAME I * DEFCJOE- =2 1=1N. I LOAOINC: -2.00 ADDITIONAL DEAD LOAD1 -, 2MAX. I 46MEES OF SUPPORTED •POINTS 2 -I - - 2.00 PURLINS C SHEETING I - 3=INT. I NUMBER OF SPECIAL MEMBER RELEASES 0 1 1.82 FRAME DEAD LOAD -. - I NUiES OF INTERIOR COLUMNS -- 0 I TOTAL DEAD 1.02 PSF - I AVG BAY SPACE 50.00 I NU'BER.OF MEMBERS 8 I LIVE_-_29 GP&F I \UMBER OF CENTERLINE, JOI THIS FRAME REQUIRED ON FRAME L-4..5 £ L_FO'_ Ap1EL 3 r-4 )t 7 SPECIAL LOADS APPLIED TO THE AbOVE FRAME FOLLOW - FRAE--SEDE---TYPE SUPP- 01ST- HORZ. 01ST- .VERT. 01ST -HORZ LOAD--VERT LOAD -MOMENT THIS SPECIAL LOAD 40 - - N0. CODE CODE CODE MEAS - (FEET) (FEET) (KIPS) (RIPS) (K-IN) COND 1 COND 2 COND 3 COND 4 - 5 4 3 1 2 3 30.7500 0.0000 0.000 12.81.0 0.0 3 0 0 0 . . .,.. ..... - - . 6 -4 - - 3 - 1 2 3 38.2500 - 0.0000 0.000 -1O.00O--- O.O APPLIED TO ALL 13 AND 14 CODES . . • 21 4 2 1 2 3 28.2500 0.0000 0.000 -35.200 0.0 1 0 0 -0 22 4 3 1 2 3 30.7500 0.0000 0.030 -35.200 0.0 1 0 0 0 . . . -- -23-----4 --- 2- -----1-- 2 3• - 23.2500 0.0000-- 0.000 -11.940 0.0- 2 0 • 0 0 -: ' 24 4 3 1 2 3 - 30.7501 0.0000 0.000 - -11.940 1 O.0 2 0 0 0 25 4 2 1 2 3 28.2500 0.0000 - 0.300 12.810 S 0.0 3 0 0 0 ., .... •. - - -- -. - - BOUNDARY DATA ) . -- -POINT X-SUP V-SUP --'- N-SUP X-OISP Y-OISP - ROTATION •• :-- - - . -. '-' . • - . • 1 1 _. - 1 -- --C 3.0000IN. G.0000IN. -. O.0000IN/IN OR RADIANS -- - 9 1 1 0 0. 03001N. 0.0000IN. 0.0000IN/!N OR RADIANS 2- 9;4 7v - - -• - - ..-- - - ;- -. - . .. - • - - -.-.-- - . - •-• - --. -. •••1.•-••----•-• __,_e - •,-- - • - - -•. - - • ( I - • . - . • --- - .. - --- - * . S - • vco-puoEu FRAME DESIGN - INPUT CONDITIONS JOB: 49753 CF A UNIT OF AMA INTERNATIONAL CJPO.c.ATI3N PAGE: D11 DATE: 8-20-86 THE FOLLOWING CLEARANCE DATA APPLIES TO FRAME NUMBER 4 L 3 MEMBER DATA: EM FLA\E WEB DIDTMS LENGTH ANGLE WEIGHT JOINT NOS FLANGE WEE KL XX N LYY LB SPLICE CODES TN ,:I0TH TN 1. 2 IFT) (DEG) (POUNDS) 1 2 YIELDS (FT) (FT) (PT) Ji J2 FRAME SIDE 1 FRAME SIDE 2 -. 2 7/1615.0 -3/16 38.00 38.00 13.250 180.000 861.3- 2 3 50.0 50.0 - 13.25 10.00 10.00 KN SS 3 1/ 2 15.0 1/ 4 38.00 51.00 10.000 180.030 891.0 3 4 50.0 50.0 15.00 10.00 10.00 55 SD 4 1/ 2 13.3 5/16 51.00 t,0.00 20.000 180.000 2065.6 4 5 50.0 53.0 15.00 10.00 10.00 SP SP FRAME S1DE.3.._.__..__.. - -. - - 5 1/ 2 15.0 5/16 51.00 6C.00 25.000 180.000 2751.9 6 5 50.0 50.0 15.00 10.00 10.00 SP SP 6 1/16 12.0 1/ 4 39.00 51.00 10.000 180.000 741.5 7 6 50.0 50.0 15.00 10.00 10.00 SS SP 7 3/ 8 12.0 3/16 39.00 39.00 10.750 180.000 555.1 8 1 50.0 50.0 15.75 10.00 10.00 KN SS FRAME SIDE 4 - 'f ---- 1 -1 ç A'o't. Tiff ) Cf 4 . . .. - .. -- --- ____ a - MR 4v ,• . -) -. ,. . Ilk r C V,C in 2 - - -. — — 3 rn 'V 0 .0 iT' 0 • • • I'- 4 I r i- - I ; ni L in in i.. in in -< 'V C) 0 .0 c.) C c., C C 0 0 .0 C rfl z - .0 2 c' 2 .1 . -. 0LA Z - .0 in - -4 in CD 11 ID ' ID in rn IC I'll: ) .t' 3 2 cm in ) )• in in I. ii )• 3 Ti m :L ,f, 2 3 in : U) .0 r ;' r- r' r- - . l b. 0 0 c'- C.) C) 2 in rn ' 1 I :- - rn '. . •• in ( C) C 1 c. C rn ii ,n :n, . 2 2 o - —,..-.- ,•••" \ 4 .4.4 -I ID 2A 4.. - r in rflj.rn4 - I I I I Z C) - - • - - — i-' • is. - U C) in 5, in ""• iA.Ti.1 .i 2 4 -- x ii, W W W W c. to i.i U, (l 1)711 5 I c' ? ?? -. 'C) _-O CD -1 Ci 2 00 '00 00. 00 0 2 -- :,-•• 0;, _ . J I 01 CD •W 01 0 2-4 ('1 • 1 1 4-. C) If) 4.. • C) -3 U) CD .r- iji'ii-i m — 01 " - m 4.. : r.CA - • ••,• , 0)01 C) 00 ,00 00 00 C'- C. ,- 4' . mu - I '._ 2 • . . 4 M - 4 4 0 '•-1 in CD-'0. 3 0 2V - ••( - • r •'. • 'V in 8 I't rJrJ in -4 0) 3. 00) 15)4' n'0 .C'4' l,4' - If, - i . -.1 U, ,.. 0' CD .. I,) 0' .. -0 VI in '0 0-i..) 0)-i. Silo In No i- r Si) • too I • ' 3.3- -4 4' 2 I C I . . -J - 0 '- CDI P. 0 0j0 0 in I.. ID . C 'ar-.i • -i-.- • . - i.n . 2 0 00 • 00 • 00 • 00 • 3 in 1. y • 2 3- - 2 0 00 00 00 0.0 . • 00 C) 0 00 00 z -i - 10 Sn 2 '-ito N • I'-I0 rn r' 4•, I-. - S in -4 5ii - 41 0' -4 - •vr'' in '• 2 • I - -cc,"- in to :i/i 4. :-1 • 5-- ,._ - _j•'4 ..- - _. P- 4' I V . i. to C I. I, -i in I S • o CO -. • U' C) C) .42. 0 02 3. in *R . • !- ) 20 l -1 41 it • '. • -. -.4 cl4p i-' z _4._4 ..•c • 45 • '.'•i•,' I- -. in IV ,- • • o-I)I •..J ii, U, Cl c'ii)•C'.)' C . I a - • .- '-k' ,•.• • . • Si) • 0 0' s0 'i IDC1 • S • 'f . ) I 'I- • S 4-' - . 0' • nI - . • .5 0 • in in r • ) 3- 5 -i)-' • • ii, in *n•inI,i-' S • • S • . 21.' - 5-. ..• .. . 5- - -'S ...:. 4- . - - S • '. . S • . "''- '. - . - • ,'-: 1, VC3-PjU, FRA'E DESIGN ftOLTING PLATE DATA -. - - JOE: 49753 C - A UNIT OF AHEA INTERNATIONAL CORPORATION - - - - PAGE: 5 - - FRAME NO. 4 DATE: 6-20-86 EOLTEJ C CT ION DATA J 1<--------PLATE DATA -------- >1< --- -- --------- BOLT. DATA ----- -------->1 -MEM3E. T I rUTSI-DE I'SIDE I CONNECTION CAPACITY I TN LENGTH I SIZE E-OwS 4-BOLT FROWS 4-BOLT I TYPE MARX S OUTSIDE IS1DE 3 2 I 6/ 8 X15.3 X 4'- 3 0/16 3/4" 01k A325 4 YES 9 YES FLUSH 3ClS651O49 7332.3 "K 12326.6 "K V 4 1 I 6/ 8 X 13.0 X -4•- 3 0/15 1 3/4" 014 6325 4 YES 9 YES - FLUSH 3C13651049 7302.0 "K 12326.6 "K 4 2 I 6/ 9 X 13.0 X 5- C -3/16 -1 3/4" 016 4E25 4 YES: 10 YES I FLUSH 3C1366004A 8740.5 "K 16165.0 "K • - 5 I 6/ 8 X 15.0 X 5'- C-- 0/16 I 3/4" 016 4325 4 YES 10 YES I FLUSH 3C15660046 9740.5 "K 16165.0 "K 5 1 I 6/ -S X 15.0 X 4'- 3 0/16 I 3/4" 016 4325 4 YES 7 YES I FLUSH 3C15651047 7312.0 "K 10557.4 "K 6.. 2 I 6/ .3 X12.C) X 4'-.3 0/163/4"D1A A325 •. 4 ----. YES- ,-7 .Y85 I I FLUSH. .3C12651047', -7312.0 "K - 10551.4 -"K. . /L/1'LftoA'1 I4132 L3'tL1HAogoiq"la4K FLANGE 8RACIN, REQUIREMENTS: BACK SIDE OF FRAME RIDGE TO EAVE: -... MEMBER 9 -- -4 4 -4 - 4 - - . --3 -. 3-- 2 - LOCATION 1'- 6 3/16 6'- 6 0/16 11'- 6 0/16 - 16'- 6 0/16 21'- 6 0/16 .26'- 6 0/16 31'- 6 0/16 - •. •. •V V ) DEPTH R, F. 59.3250 57.0750 54.8250 52.5750 49.0500 - 42.5500 39.0556 V V P3 MARK 5VVV -'FS6090 .- NOT REQD" P86050. : NOT -REQ FB6010 VVVV NOT REQ 0 NOT REQ 0 V V SACK SIDE -OF-FRAME RIDGE TO CAVE:- MENSES 6 2 2 -: - 2 V - . V • V • V - V VV V •V VVV V LOCATION -. 36'- 6-0/16-- 39'- 8 3/ 4 -42'-11 1/ 2- DEPTH 6 FE - 36.z420 38.3623 3.0000 FS MARK S NOT REQ 0 Fb4090 V NOISED 0 To ER T RE - •- FRONT SIDE OF FRAME RIDGE TO CAVE: -LOCATION 1_r6 .D/16 6 t6 0/16'.t - '-O/16'16 -t6 '0/163 -21 p- 6 O/1626,- 640/16 31 - 0/16'i_' DEPTH I FE. - - 59.4600 57.6600 -55.6600 54.0600 52.2600 49.2000 43.2000 - FE MASK 5 FESOqC NOT REQ 0- FSbObO - NOT REQ 0 F36034 NOT REQ 0 NOT REQ D V - VARCU-PRUON FRAME FLANGE SPACE DATA JOE: 49753 CF A UNIT OF AMEA 1'4TRNATIONAL COPF3ATION - PAGE: & FRAME NO. 4 DATE: -20-86 FLANGE BRACING REOUIP.EHENTS: FRONT SIDE OF FRAME RIDGE TO EVE: 7 7 7 LOCATION 36'- 6 3/16 4)'-1l 3/ 4 45'- 3 1/ Z DEPTH F3 3.0.08 39.2424 0.0000 F3 MARK 0 NOT RE -fl F54094 NOTRE;) 0 FRONT 3.I!)E OF FRAME BASE TO EAVE: MEMBER - .....,. .... ,. ,:.: '.•- .•- DEPTH A Fj- 3000 FjM3gk NOT REQ 0 c ........_. ... . . . . . - ... -..................(.'.. ° 4 JO Q !•• J l? J 10 •1 oftec A- e.'e A&C .- IC) Tc, fC J - TT :iff ± / \. . - . . . .•- -, - . - - ............ . - .. ç .. T'PC.L4L rLL.. VAP.CJ-PRU;: FRANE DETAIL -DESIGN SUM4AsY JOE: 49753 CF A UNIT OF ANA INTERNATIONAL CORPORATION PAGE: FRAME NJ. 4 DATE: 5-20-36 14EM6E 1 BACK COLUMN- 3/16 X 5.0 FLAIGE 1/ 5 WEE DEPTH AT JN 1 1=19.00 - DEPTH AT JH F 2=18.00 LGNT= 7.71' UT= .72 MEMOER 1 FLANGE VIr = ACTUAL FORCES A C 7 U A I. A L L 0 N A S L E _SS CONDITIONS LuC:TiO HEM AXIAL SHEAR -M0ENT AXIAL SHEAR .3ENDING AXIAL SHEAR '4G I SiN I I I I CASE DEP KIPS) (KIPS) (KIP1.) S 7 P E S S S S S I COMSINED I SHEAR I SPLICE POINTS I I I AT 0.0:) FT 1 1 18.0 -44.5 • 0.0 10.5 0.00 20.92 4.04 30.00 I 0.504 I 0.000 I AT 6.12 FT 1 1 18.0 -44.5 0.0 10.5 0.00 20.82 4.84 30.00 I 0.504 I 0.000 I INTERMEDIATE POI\TS I I AT 3.5-I FT 1 1 13.0 -44.5 0.0 .0 10.5 0. .00 20.82 4.84 30.00 I 0.504 I 0.0-30 I LOCATION X-OR V-CUR DIP AREA RX LX LYl .LV.2 KLX KLY1 KLY2 SX S 1 RT 1 LB-Z PT 2 OS QA CE I CS 2 MN 01ST IFEET) (IN) (IU2) (IN) UN) UN) (IN) RX XV RY (Iti3) (IN ) (IN) (IN) SPLICE P31tTS 1 0 00 0.75 0.00 4 25 7.03 C.96 80.0 24.0 2. 0 17 1 25.0 25 0 23 34 24 0 1 23 24.0 3 1 00 0.74 1 36 1.36 INTE 6.12 0.75 RMEDIAT I TS 18.00 4.2 7.03 O.90 83.0 24 0 24 0 17 1 25.0 25 0 23 34 24.0 1 23 24.0 1 23 0 74 1 36 1.75 7.03 0.96 80.3 24.3 Ll.L 24.0 1.29 1.e0 C. -436 MEHCER 2 SACK HAUNCH- 7/16 X 15.0 FLANGE 3/16 WEE DEPTH AT iN 2 2=38.00 - DEPTH AT iN 8 3=38.00 LGNT= 12.50' WT= 861.38 MEMBER 2 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.00 ((SI ACTUAL FORCES A C T U A L A I L 0 W A 8 I. E STRESS CONDITIONS LOCATIOW HEM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SHEAR BENDING I SUM I I I I ) I CASE DEPTH (((IFS) (KIPS) (KIP-IN) S T R E S S S T P E S S I COMBINED I SHEAR I SPLICE POINTS I AT 0.75 FT 2 1 38.0 0.0 44.3 398.4 0.0 6.21 1.39 30.00 6.30 22.74 I 0.061 I 0.987 1 AT 12.53 FT 2 1 38.0 0.0 43.2 6567.9 0.0 6.07 22.98 30.00 6.30 23.18 I 0.992 I 0.964 I PURLINS OR GIRTS I I I AT 2.77 FT 2 1 38.0 0.0 44.1 1469.9 0.0 6.19 5.14 30.00 6.30 22.92 I 0.225 I 0.983 I <) AT o.00 FT 2 1 39.0 0.0 43.8 3173.1 0.0 6.15 11.10 30.00 6.30 22.94 I 0.484 I 0.977 I AT 11.00 FT 2 1 38.0 0.0 43.4 5788.4 0.0 6.09 20.26 30.00 6.30 23.12 I 0.876 I 0.967 I- INTEREOIATE POINTS I I I AT 1.3 FT 2 1 38.0 0.0 44.2 735.8 0.0 6.21 2.57 30.00 6.30 22.77 I 0.113 I 0.986 I AT 4.39 FT 2 1 5S.0 0.0 44.0 2322.9 0.0 6.17 8.13 30.00 6.30 22.88 I 0.355 1 0.980 I AT 8.53 FT 2 1 3C.O 0.0 43.6 4484.1 0.0 6.12 15.69 30.00 6.30 23.03 I 0.681 1 0.972 1 AT 11.75 FT 2 1 35.0 0.0 43.3 6170.4 0.0 6.08 21.62 30.30 6.30 23.15 I 0.934 I 0.965 I LOCATION X-:OR Y-COR DEP AREA RX XV LX LV I L 2 ((LX KLV1 KLY2 SX LB 1 RT 1 LB 2 PT 2 OS QA CS 1 CS 2 ) MN 01ST (FEET) '(IN) I IN2 I (IN) (IN) I IN (IN) (IN) RX RY RY I IN3 1 (IN) I IN) I IN) I I I SPLICE PINTS 2 3 75 ) 50 7.71 38.00-20' 09 1,_6.44-.3.-5Q' "-a59.0 -1'20.0 ,:l Z'1 0 0 7 34 3 '-34.3 2e5.76: 120.0'.'4.05 120.0 4 05 0 09 1 00 1.7,5 1 49 II VARCO- NuUE FSAE DETAIL ¶'ESIC.N SUMMARY JOB: 49753 CF A UNIT OF: ITENATIONAL CORPORATION PAGE: '57 PZ4 FRAME NO. 4 DATE: 8-20-86 MEDER 2 BACK HAUNCH- 7/16 X 15•0 FLANGE 3/16 WEB DEPTH AT JN 8 2=33.00 - DEPTH AT JN 8 3=38.00 LGNT= 12.50' WT= 861.38 " MEMBER 2 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.00 KSI LOCATION Y-'R Y-tR IJEP AE& RX RY LX LV I LV 2 KLX KLY1 KLY2 SX LB I 4T 1 LB 2 RT 2 OS UA Co I Cl 2 MN 01ST ( FEEI I (IN) ( INZ) (IN) (Its') ( IN) (IN) I IN) RX RY RY (I N3 ) f IN) (IN) (IN) (IN) 2 12.50 13.25 7.71 38.00 20.09 15.44 3.50 159.0 123.0 9.7 34.3 285.76 120.0 4.05 0.89 1.00 1.17 PURLINS OR GIRTS 2 2.77 3..2 7.71 38.01 23.09 16.4 3.50 159.0 120.0 120.0 9.7 34.3 34.3 265.75 120.0 4.05 120.0 4.05 0.39 1.00 1.4 1.33 . 2 .03 6.75 7.71 35.00 20.09 16.44 3.50 159.0 123.3 120.0 9.7 34.3 34.3 285.76 120.0 4.05 120.0 4.05 0.89 1.00 1.33 1.26 2 11.03 11.75 7.71 38.00 20.09 16.44 3.50 159.0 120.0 123.0 9.7 34.3 34.3 28.76 120.0 4.05 120.0 4.05 0.39 1.00 1.26 1.17 INTERMEDIATE POINTS 2 1.39 2.14 7.71 38.03 20.39 16.44 3.53 159.0 123.0 9.7 34.3 285.76 120.0 4.05 0.9 1.00 1.49 2 4.39 5.14 7.71 38.00 -20.G916.44 3.50 159.0 120.0 -,9.7.: . 34.3 ...-285.76 120.0 4.05 .. , 0.89 1.00 .1.33 ... . 2 8.50 9-25 7.71 38 00 20 09 16 44 3 50 159 0 120 0 9 7 34 3 285 76 12 0-4 05 0 89 1 00 1 26 2 11.75 1.50 7.71 38.00 20.09 16.44 3.50 159.0 120-0 9.7 34.3 285.76 120.0 4.05 0.89 1.00 1.17 MEMBER 3 BACK RB- 1 - 1/ 2 X 15.0 FLANGE 1/ 4 WEB DEPTH AT JN 2 3=38.00 - DEPTH AT JN 8 4=51.00 LGNT= 10.01' WT= 891.08 .' .. .. . MEMBER 3 -FLANGE -YIELD = 50.00 KSI,-WEB YIELD = 50.00 KSI ACTUAL FORCES A C T U A L A L L 0 W A 5 L F STRESS CONDITIONS .: ...., LOCATION .....MEN LOAD AXIAL SMEAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING I SUM t I I I CASE DEPTH (KIPS) (KIPS) (KIP-IN) S T S E S S S T S S S S I COMBINED I SHEAR I SPLICE POINTS I I I AT 0.3. FT -- . 3- 1 38.0 2.3 43.2 6567.7 0.1 4.55 19.72 30.00 7.51 28.44 I 0.693 I 0.605 I AT 10.01 FT 3 1 51.0 2.3 42.3 11704.9 0.1 3.32 24.53 30.00 6.25 27.17 I 0.903 ' I 0.530 1 . PL'RLINS OR GIRTS -- I . I 1 . . -.. AT 3.51 FT 3 1 42.6 2.3 42.9 6377.8 0.1' 4.03 21.94 30.00 6.94 28.07 I 0.731 I 0.581 I AT 5.51 FT 3 1 49.0 2.3 42.4 10941.1 0.1 3.46 24.06 30.00 6.39 27.40 I 0.878 I 0.542 I .- INTERMEDIATE POINTS I . . I I AT 1.75 FT 3 1 40.3 2.3 43.3 7474.4 0.1 4.27 20.92 30.00 7.20 28.27 I 0.740 I 0.594 I AT 5.01 FT 3 1 45.8 2.3 42.7 9662.7 0.1 3.73 23.12 30.00 6.63 27.76 I 0.833 I 0.562 I ) AT 9.25 FT 3 1 50.0 2.3 42.4 11323.3 0.1 3.39 24.31 30.00 6.33 27.29 I 0.891 I 0.536 I LOCATION X-035 Y-COR DEP AREA RX RY LX LV 1 LV 2 KLX KLY1 KLYZ SX LB 1 RT 1 LB 2 RT 2 OS OA CF 1 CS 2 ' ---- MN 01ST (FEET) (IN) (Irs'2) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) ' SPLICE POINTS ' 3 0.00 13.25 7.71 38.00 24.25 16.15 3.41 180.0 120.0 11.1 35.2 333.11 120.0 4.01 0.95 1.00 1.17 3 13.01 23.25 7.17 51.00 27.50 21.03 3.20 180.0 120.0 8.5 37.5 477.17 120.0 3.88 0.95 1.00 1.13 . ..-. PURLINS OR GIRTS 3 3.51 16.75 7.52 42.55 25.39 17.89 3.33 190.0 120.0 120.0 10.1 36.0 36.3 391.93 120.0 3.96 120.0 3.95 0.95 1.00 1.17 1.12 -- 3 2.51 21.75 7.25 45.05 27.01 20.12 3.23 180.0 120.0 123.0 3.9 37.2 31.2 454.66 120.0 3.90 120.0 3.90 0.95 1.00 1.12 1.10 INTER:!EDIATE POINTS - -' 3 75 15 00 7.61 40 27,-2 4:ø 17 03 37 180.0.- 120 0k-. 10.6 3 5.. 357 30 12,1 .0 3 99 0.95 1.00 1 17 3 6 01 9 25 7 38 455.8.0 26.20- 19-11 3.2,9- 180'O'120._0__ 9-4' 36 .6 , 417 85 120.0 3-93 0.95 '1 00 1 12 3 9.25 '7.21 22.50 50.02 27.26 20.63 3.21 180.0 120.0 8.7 37.4 465.86 120.0 3.89 ' 0.95 1.30 1.10' VA R CU-PRJCEf FRAME DETAIL DESIGN SUM'ARY J03: 49753 CF A UNIT OF A'.3 1:;TERr-.ATIONAL CORPORATION' PAGE: _543 1?7_ FRAME NO. it DATE: 8-20-85 MEMBER 4 LACK a- 2 - 1/ 2 X 13.0 FLANGE 5/16 WEE DEPTH AT JO 3 451.00 - DEPTH AT JN 5=50.03 LGNT 20.00' WT2055.63 MENDER 4 FLANGE YIELD = 50.00 KS!, WEE YIELD = 50.00 KSI - :- ACTUAL FORCES A C T U A L A L L 0 N A B L B STRESS CONDITIONS . LQCTION MI LOAD AXIAL SHEA? MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING I SUM S I S I 2 CASE DEPTH (KIPS) (K1P5) jP-jNj S 7 P. 5 S S S 1 R B S S I COMBINED I SHEAR I SLICE POINTS I I I AT 3.03 FT 4 1 51.0 0.8 42.4 11704.7 0.0 2.66 25.86 30.00 3.25 29.23 I 0.834 I 0.819 I AT 20.00 FT 4 1 60.0 0.1 5.4 15324.9 0.0 0.29 27.28 30.00 2.33 27.87 1 0.979 I 0.123 I POINT LOADS I I AT 5.00 F T 4 1 53.3 0.8 41.9 14233.5 C.0 2.52 29.70 30.00 2.97 28.93 I 1.027 I 0.847 I PURLINS ON CIRTS I I I AT 3.50 FT ... .- .4 ..,1 52.6 O.B... .42.1.13477.6 0.0 2.56 26.60 30.00., 3.05-. .29.02 . I'-0.966I 0.8381 AT 8 50 FT 4 1 54.8 0.1 6 4 14509 5 0 0 0 37 29 13 30 00 2 80 28;70 I -1.01'5"* I 0.134 I AT 13.50 FT 4 1 57.1 0.1 6.0 14381.2 0.0 0.33 2S.32 30.00 2.59 28.35 I 0.999 I 0.130 I AT 18.53 FT 4 1 59.3 0.1 5.5 15226.5 0.0 0.30 27.52 30.00 2.39 27.99 I 0.9S3 I 0.125 I INTERMEDIATE POINTS AT 1.75 FT .- -_ 4 1 51.8 0.8.-- 42.2 12592.8 0.0 2.61 27.26 30.00 3.15 29.13 I 0.936 I 0.828 I AT 6.00 FT 4 1 53.7 0.1 5.6 14313.7 0.0 0.40 29.54 30.00 2.92 28.86 I 1.023 I 0.135 I -- .) AT 11.03 FT 4 - 1 55.9 0.1 5.2 14698.7 0.0 0.35 28.73 30.00 2.69 28.53 I 1.007 I 0.132 I --------------------- - - AT 16.02 FT 4 1 58.2 0.1 5.0 15057.2 0.0 0.32 27.92 30.00 2.43 28.17 I 0.991 I 0.127 I - AT 19.25 FT 4 1 59.7 0.1 5.5 15276.0 - 0.0 0.29 27.40 30.00 2.36 27.93 I 0.981 I 0.124 I LOCATION X-COR Y-COR DEP AREA RX - RY LX - LV 1 LV 2 KLX ((Lvi -((LYE SX LB 1 RT 1 LB 2 FT 2 OS 04 CS I CB 2 - MN 01ST (FEET) (IN) I IN2 I I IN) (IN) (IN) (IN) (IN) RX RY RY ( IN3 ) (IN) (IN) (IN) I IN) SPLICE POINTS . - -- 4 0.00 23.25 7.17 51.00 28.63 20.08 2.53 180.0 120.0 9.0 47.4 452.70 120.0 3.22 1.00 - 1.00 1.10 4 20.00 43.25 6.79 60.00 31.44 23.15 2.41 180.0 120.0 7.5 49.7 561.82 120.0 3.13 1.00 1.00 1.01 - .-. -- - .) POINT LOADS - 4 5.00 28.25 7.07 53.25 29.33 ZO.6 2.50 160.0 120.0 120.0 8.6 48.0 48.0 479.19 120.0 3.20 120.0 3.20 1.00 1.00 1.02 1.01 -- PURLINS OF GIFTS - -- - - - -- - - - . - -- 4 3.50 26.75 7.10 52.57 29.12 20.63 2.51 180.0 120.0 120.0 8.7 47.8 47.8 471.19 120.0 3.20 120.0 3.20 1.00 1.00 1.10 1.02 - 4 5.50 31.75 7.01 54.52 29.92 21.40 2.49 180.0 120.0 120.0 8.4 48.4 48.4 498.04 120.0 3.19 120.0 3.18 1.00 1.00 1.01 1.01 4 13.50 36.75 6.91 57.07 30.52 22.16 2.45 160.0 120.0 120.0 8.1 49.0 49.0 525.43 120.0 3.16 120.0 3.16 1.30 1.00 1.01 1.01 - - - ) 4 16.50 41.75 6.82 59.32 31.23 22.93 2.42 183.0 120.0 120.0 7.9 49.5 49.5 553.34 120.0 3.14 120.0 3.14 1.00 1.30 1.01 1.01 - INTERMEDIATE POINTS : 4 1.75 25.00 7.13 51.79 2.87 20.35 2.52 180.0 120.0 8.3 47.6 461.91 120.0 3.21 1.00 1.00 1.10 4 6.00 29.25 7.05 53.73 29.47 21.01 2.49 18C.0 120.0 8.6 43.1 404.55 120.0 3.19 1.00 1.00 1.01 4 11.93 34.25 6.9 55.95 30.17 21.70 2.46 180.0 I20.0 6.3 43.7 511.67 120.0 3.17 1.00 1.00 1.01 --------- ---- - --: - 4 10.00 39.25 6.37 56.20 30.57 22.55 2.44 180.0 120.0 6.3 4.3 539.32 120.0 3.15 1.00 1.00 1.01 ) 4 19.25 42.50 6.80 59.66 31.33 23.04 2.42 180.0 120.0 7.8 49.6 557.57 110.0 3.14 1.00 1.00 1.01 - - V CD-P. JD&7 FRAME DETAIL L5SIGN su.-v Jfl3: 49753 CF A UNiT OF AMt. FTERNATIOtJAL COR°ORATIOfl . PAGE: FRAME '3. 4 DATE: B-20-8E MEMBER 5 FRONT RE- 3 - 1/ 2 X 15.0 FLAG-= 5/16 WEE DEPTH AT J'l 8 6=51.00 - DEPTH AT JR A 5=50.00 LGNT= 25.00 WT=271.9$ ) MEMEER 5 FLANGE YIELD = 50.03 MSI, 6E3 YIELD = 53.00 KSI - -.•• ACTUAL FORCES A C I U A L A I L 0 • A I S STRESS CONDITIONS LOCATIO: MEN LOAD AXIAL SHEA MOMENT AXIAL SHEAR DENOING AXIAL SHEAR BENDING 1 SUM 3 I 1 I I 2458 rEPTH (KIPS) (UPS) (KIP-I'4) S I R 8 55 S I R E S S I COMBINED I SHEAR I SPLICE °OINTS 'AT 0.03 FT S 1 51.3 0.6 -42.0 10291.6 0.0 2.64 20.47" 30.00 3.25 26.02 ,I 0.731 I 0.611 I - AT 25.00 FT . 5 1 60.0 '-0.1 5.4 15325.2 0.0 0.29 24.69 24.53 2.33 26.91 1 C.917 1 0.124 I POINT LOADS I I -I AT 10.03 FT 5 1 54.5 0.5 -41.1 15279.0 0.3 2.41 27.83 30.00 2.63 27.61 1 1.039 I 0.353 I AT 17.50 FT 5 1 57.3 2.1 -5.3 15781.9 0.0 0.29 27.00 30.00 2.56 27.28 I 0.990 I 0.115 I . URL1NS3R6IRTS_.._•,. -...r--- . ...... . i- --': ........... 3 50 FT .",V _-' \%5L"1-5Z 30.6..--41 7- 12049 2.. 0t 2 5523 23f,730 0O3 09 27 88 I.-0 833 Jh.0 826I'_..5. 8.50 FT S _1 54.'l r- 0.6 -41.214537 6 0.3'-'2.44-,2 6 83- 30 00 2 38 -27 68' I -0.9 69 I 0 847 I AT 13 53 FT 1 55.9 0.1 -5.o 1521.1 0.0 0 32 27 45 30 00 2 70 27.46 I 1.000 I 0.119 I AT 1S.50 FT .5 1 57.7 -0.1 4.8 15724.5 0.0 0.27 26.68 24.59 2.53 27.23 I 0.930 I 0.106 I . . AT 23.50.FT 1.. 59.5 .- -0.1 5.3 . 15421.3 ---.0.0 0.28 25.14 24.55 2.38 26.99 I 0.932 I 0.119 I INTERMEDIATE POINTS I I I AT 1.75 FT . 5 1 51.6 0.6 -41.8 11172.0 0.0 2.59 21.88 30.00 3.17 27.95 I 0.733 I 0.319 I .............. . AT 5.03 FT . - . . 5 1 53.2 -. 0.6 .- -41.5 13296.7 0.0 2.50 25.07 30.00 2.98 27.78 I 0.903 I 0.936 I AT 11.00 FT 5 1 55.0 0.1 -5.8 15349.5 0.0 0.34 27.72 30.00 2.79 27.57 I 1.006 I 0.122 I - •.. . AT 16.00 FT 5 1 56.8 0.1 -5.4 15686.1 0.0 0.30 27.17 30.00 2.61 27.34 A - 0.994 I 0.116 I AT .21.03 FT .-. - .5.... 1 58.6- -0.1-.-- .5.1 15576.2 0.0 0.28 25.90 24.57 2.45 27.11 I .0.956 I 0.113 I AT 24.25 FT .5 V 1 59.7 -0.1 5.3 15373.6 0.0 0.29 24.91 24.54 2.35 26.95 I 0.924 I C.122 I LOCATION A-OR V-00A DEP AREA AX RY.. .- LX LV I -LV 2 KIX KLYE KLV2 SX. 15 1 RI 1 LB 2 RI 2 OS QA CS .1 CS 2 .- ... MN 01ST (FEET) (IN) (IN2) (IN) (IN) (IN) -(IN) (IN) RX RY RY (IN3) (IN) (IN) (IN( (IN) •• SPLICE POINTS . - -. .. . . •. . - 5 .0.00 68.25-..7.17 51.00 30.63-20.45 3.03 . 180.0 120.0 - 6.8 39•5 502.70 120.0 3.78 0.95 1.00 1.11 . - 5 25.00 43.25 6.79 60.00 33.44 23.60 2.90 180.0 120.0 7.5 41.4 620.82 120.0 3.69 0.95 1.00 1.01 - POINT LOADS 5 10.00 58.25 7.02 54.63 31.75 21.73 2.98 180.3 120.0 123.0 8.3 40.3 40.3 548.94 120.0 3.75 123.0 3.75 0.95 1.00 1.02 1.31 - -. 5 17.50 50.75 6.90 57.33 32.57 22.67 2.94 180.0 123.0 123.0 7.9 40.S 40.8 584.50 120.0 3.72 120.0 3.72 0.95 1.00 1.01 1.00 ) PURLINS DR OIRTS 5 3.50 64.75 .7.11 52.25 31.02 20.90 3.01 180.0 123.0120.0 - 3.5 39.8 39.6 . 518.73 120.0 3.77 120.0 3.77 0.95 1.00 1.11 1.09 . ........ . 5 9.50 5S.75 7.34 54.36 31.53 21.54 2.99 182.3 120.0.120.0 3.4 40.2 40.2 541.92 120.0 3.75 120.0 3.75 6.95 1.00 1.09 1.02 '- 5 13.50 54.75 6.95 55.85 32.14 22.17 2.96 180.0 120.0 120.0 8.1 40.6 40.5 565.44 120.0 3.73 120.0 3.73 0.95 1.00 1.01 1.01 5 18.53 49.75 6.89 57.65 32.71 22.79 2.93 180.0 120.0 123.0 7.9 40.9 40.9 589.30 120.0 3.71 120.0 3.71 0.95 1.00 1.00 1.01 5 23.50 44.75 6.51 59.4o 33.27 23.41 2.91 P180.0 123.0 120.0 7.7. 413,413 613•50 120.0 3.70 126.0 3.70 0.95 1.00 1.01 1.01 •.";.--.---' •--': . ) IRIERMEDI AlE POINTS 5 1.75 66.50 .7.14 51.63 30.82 20.86 3.32 180.0 123.0 .•. 8.7 31.7 .510.70 .120.0 3.78 .-=- . . . O.'5, 1.00 1.11- . . • - - '- 5 '1600'52.25--6.93 so.7632.4z'-22:48 2.95-'18O0 120.0-' '43.7 -' '- 577.33 '120.0 -3.72 O.95 1.00 1'.01'- '5 21.00 47.25 6.85 58.56 32.99 23.10 2.92 180.0 120.3 7.5 41.1 601.35 123.0 3.71 C.°5 1.00 1.01 5 24.25 44.30 6.30 59.73 33.35 23.51 2.90 183.0 123.0 7.7 41.3 517.16 120.0 3.69 0.95 1.00 1.01 -' VAR CC_2S.ir FRAE OFTEIL DESIGN SUHARY . J33: 49753 CF A UNIT In AN ITIRNATjfl.AL CORPORATION V PASF: - 9 Z7 FRAME NO. 4 . . . . DATE: 8-20-66 - MEN3EF. 5 FRONT RE.- 4 - 7/10 X 12.3 FLANGE 1/ 4 WE DEPTH AT JN 8 7=32.00 - DEPTH AT JN 8 0=51.03 IGNT= 10.01 WT= 741.53 MEMBER 6 FLANGE YIELD 50.00 VSI WEE YIELD = 50.00 KSI ACTUAL FORCES A CT U A L A I L I' W A B L E STRESS CONDITIONS LOCATION; MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR SENDING I SU' I R I V C CASE DEPTH (KIPS) (RIPS) (RIP-IN) S I R 0 S S V - S T R = S S -I COMBINED I SHEAR I SPLICE PiINTS V . I I -. . . --V AT 3.OU FT 6_l39.0 2.1 -42.E 5198.7- 3.1' 4.39 20.04- 30.00 735 29.38 F 0.632 I 0.598, . V AT 10.01 FT o 1 51.0 2.1 -41.9 10291.9 0.1 3.29 28.11 30.00 6.26 27.57 1 1.020 I 3.526 I - PURLINS OR GIRTS V V V I 1 V AT 3.5) FT 0 1 43.2 2.1 -42.5 -0953.4 0.1 • 3.94 23.68 30.00 V 6.56 28.84 I 0.521 1 0.574 I - V AT 8.51 FT 0 1 4.2 2.1 -42.1 9534.7 0.1 3.42 27.30 30.00 6.37 -,* 27.89 I 0.979 I 0.537 I V INTERMEDIATE POINTS VV - =V.* VV VVVV V V - - V . . V V . •V. VV. VV= V V V - V V -VI V V V V.VV. V V •VV V V V AT ' 1 75 FT- , 41 1 1''-42 I e6097 6 3 122D0 30O0-7 0929 12I 0 755 I 05861 !2I -AT 6 Dl FT- = 5 -- 1 46 2 -.2 1- -42 3 62673 • 0 1 3 66 25.68- 3o.00--`6.59 28 39V-I -0 934 I 0:556-1 AT 9.2. FT 6 1 50.1 2.1 -42.0 9913 6 6.1 3.35 27.72 30.00 6.31 27.7-1 I 1.000 I 0.531 1 LOCATION X-3R Y-COR DEP AREA RX - RY LX LY 1 LV 2 KLX RLY1 KLY2--- SX 18- 1 -RT I- LB 2 RT 2 03 QA CS 1 CS 2 MN 31ST (FEET) (IN) (IN2) (IN) (IN) (IN) (IN) (IN) RX - RY RY (143) (IN) (IN) (IN) (IN) SPLICE POINTS 0 0.00 18.25 7.67 39.30 20.03 15.89 2.51 130.0 120.0 11.3 -47.8 - - - 259.40 120.0 3.09 - 0.99 1.00 1.21 V V V V 6 10.01 68.25 7.17 51.00 23.03 20.13 2.34 180.0 120.0 - - 6.9 51.3 366.08 120.0 2.97 0.99 1.00 1.11 PURL1NS OR GIRlS 6 3.50 74.75 V7•49 43.20 21.08 17.40 2.45- 180.0 120.0 120.0 10.3 49.1 491.1-- 295.37 120.0 3.04 120.0 3.04 0.99 1.00 1.21 1.14 - V V 6 8.51 69.75 7.24 49.20 22.59 19.51 2.36 180.3 120.0 120.0 9.2 50.8 50.81349.31 120.0 2.98 120.02.98 0.99 1.30 1.14 1.11 V V INTERMEDIATE POINTS 6 1.75 76.50 1.5941.13 20.50 16.05 2.48 180.0 120.0 10.3 48.5 277.20 120.0 3.06 0.99 1.00 1.21 -. V-V-V. VV VVV VVV V 6 6.01 72.25 7.37 40.20 21.83 18.46 2.40 180.0 120.0 . 9.8 - 49.9 321.96 120.0 3.01 C.99 1.00 1.14 V V V 6 9.26 69.00 7.20 50.10 22.81 19.82 2.35 180.0 120.0 - - 9.1- 51.0 1 - - 357.66 120.0-2.98 -_ - 0.99 1.00 1.11 - V VV V• MEMBER 7 F.\I HAUNCH- 3/ 6 X 12.0 FLANGE 3/16 WEB DEPTH AT JN 8 039 00 - DEPTH AT JN 8 7=39 00 LGNT= 10.001 WT= 555.1: V) MEMBER- 7 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.00 KSI V . - V V ACTUAL FORCES- A C T U A I • AL L 0 N A S L 8 STRESS CONDITIONS V V V LOCATION MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAR BENDING - AXIAL SHEAR BENDING I SUM .t I V . 8!,CASE DEPTH -(RIPS) KIPS) - (RIP-IN)- . - S 7 R ES S - .- -. S TR.E 5 S I -COMBINED SHEAR-I V SPLICE POINTS AT 0.75 FT 7 VVV 1' V 39:0 0.0 -43.7 393.3 0.0- 5.98 1.81 - 23.18 6.21 23.19 I 0.078 I 0.963 1 -AT 10.00 FT - 7 1 39.0 0.0 -42.9 5195.8 0.0 5.86 23.96 - 23.15 6.21 23.53 I 1.018 I 0.945 I V •- PL,RLINS OR GIRTS - V V V )VV AT 4.02 FT 7 -1 - 39.0 • 0.0 -43.4 2102.9 0.3 5.94 9.69 23I8 6.21 23.31 V 0.416 I 0.957 I - - :- - - - AT 5.53 FT 7 .- 1 . - 39.0 - 0.0 -43.0 -- 4425.7.- 0.0 -5.88--.2O.4O .23.18 6.21 23.48 - I - 0.869--I -0.548 I . --- . -- V• - INTERN 801 FT- 7A- OOO46'l53 0O598A18 .24I*02O9I AT -'-52FT - - a--- -32.0 0.O---- -43.2 3267.0- 0.05.91N:1506. 23.1-5-6.2l .2340V 0.644 I'0.952 •V.V . V V 1-V V - 73 a 4 Ln3r y.33 - rozasasmzo -47.-S-Ia mm -4--J.42'0--IC_I.4070 -47 mm c i- 0 -4 r 3 -4 7V 4 (1 -4 3 P C >4 • as >3 u m n4rfl m r ,- - '0QN7)C)4'4.400r,C,-1 > as >3 ci s n,m - as rn-C) - • In - - 4.* 3 0' 0 m r >J S • • 7 • • •• • Sfl '-• - V >3 as 0 0 V' C) • 0' • • .' 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(--4- I .-> z >3 - In oll V - V I • I • 3 • 4 0, 0, 2 0 V 0 V V 4jVVV V Vi4 4 ' 4VJ 4.5 1'3 N Vi '.1? ,) in 7' Ci 0 0' C) V..V - 4VV - VV - -. .4 -4 -.3 -4 _4 '$. ..4 53 rn - 5' C) 0 Co 4V4 .4 VVQ .. as • 17 >4 ?4 Vi:,V 4_V, ?-V-,•-'-4 U 5) In '4, >4 0 4.0 ..J ..5.J -. .07) as 4 com Vi _4 43? 0.0.OV 00 V CSVOV V.07) V -4 74 V? 3- V 3, iV.. • 3 >4 0 0 0 7 V-V .3, V V • 4 V . V• 3 x C) I 4 - .5 ij 4.) C) 0 C) CO CD CD Co (44 1. 0) C.) 0 ol 0 0 3. 7 40 4 S*VVV. N 45.4 N N N 4_3.5V.3 - 74 4. 7 4S? V.)4V I •• -.4) Vt. SVV*7 40>4 ••4 é 6• '-'>3 _V>4 ... 0' .0-0 0.0. 7 -< - U • 4.5 434 4 Vu -. V_i'>- 4 .443- 4.11 Ui UI . '.4441? 435.35 CO0'0' (a co -< 0 VU *-i7 V 4350' ' __> 02 I (1 In C, V{ . as In V 17 4' 01 - - 4_V - - V 4.' - -.4 4 m >3 • V 4V V4V 0) 0 -r- - C C) CD 1" 0' w -r -' C C? P. 0 00 7>4 74vs.V- - x r 11 VOVOVO .00 .0-0 • • V • . • • 7>4 I 4. 7'Li - II t• '' Ci 0 0 0 00 0 554 - 44) 0 0 0 0 0 C4 U Vu 451 V • • V_i' 3- 15 '3? • 4/ 3- 75 Vi U C) 0 0 ".. V 4-' 4-' ' - - ).' 4-' N N N N N (*3 N 0 7) • V V V .,'V.tilil .4' 4 4' - .44 - fl 0 (44 0 0 0 0 C) V 00 V.44 00, Vt' . V 4 • Z "x In C) S I S V V 44 V .. 747(4, 0 - 00 -4' - s-SOC/S 7 7' 000 00 00 40 '-4--' .4' '-501,1 7 . I m L's CO - - p.' - as I 551 4.) V_V • N N - r 0 o 6 " 2 4.44 i4.3141" -' N N V$44 45) r N 4-' 27 '.4 as 41 4, . " < 7 It I 0 0 - .4 C) .4 0 0 t 0 - -< 2 • 0- . -i V o - V as 4 • C, 0 '4s-"0 -. N - V.) so Vu -, Cl Z 3- V-I .' 3- -4 V - - - >' 74 - 4VV - >4 7 - - - 4-. - 4.' .4 >3 74 >4 7 V .35 4 >4 I 0 0 0 -. - - 4-V 4_V - 44 V 4_i - ) 4 C) C V V•Vr4V•V4.• >44 I 3. V • 4' 4' P (/5 (_> 3. .4 4441 I I VVV4 4.4.4 .4 V V.4 -5 >4 4.) 3- V' p. -4 7 4.VV4V 7' 3, ()1 4'? C... . V ' ' -4 Vs 4' C.. .0 N NN 41?VJ? 74 0r 0 00 ( 7 75fl.•4 2 -('(-Vt- 3.4' (-4' 0(1U qVQV 0.0' 7. vi • 7 7). 2 -• -44 ?4VVV?•? 4) 00 ?' 0 0 00 00 3- 'T17'C : • • 44 V • • ('(-3., .4.3. .44.3. .44 - 0' .4 3- In V V ..frVji N N 74 Vs ID 3- II .- - vs CO 4. I 4? US 7) r 0 4) 0 as .3? 7 r- - as ' 4' .4' c5. .45 0. I). V 2). 0' 74 74 N N Vu VS 7 s- U .0 V V 5 V . 00 .< -< N . 0 . • 00 'V 4 0 V V4V 4' VC4' _< < N - 2 C) 0 0 C) 2 0 V 7 (3 4 5V •V.VV.74 . V Ci V (V V N N N -. 4_V - - - •..• .4 - - V V4445J 414 UU V.0Vs C) 0.0.0' 0.00.0 -(35 4 V V • 444 I V 1.5 444 7 34 444 N 0 N IVJ 00 3- >4 P. as V4, . V V 4 4 V 10 .0 .0 .0 '0 .0 .0 3 >44 U N vi 44. >4 3- m Vu V. . .4' 4.3. • . - ' .4 '0.0.0.0.0 :'0 .0 I .,. - . - V V 4'VVV v?r' ---------r•. US - N 453 454 4.4' *-4 144 2 V 4' 4V' P. -4 ,4,1 N 44) N N N - N N 000 'Oc) 00 - .4) 7 r- 1V' . P -4 • V ,.-P . . V V . 4 .4'.5' 70 • 4 . . • . '-I- 0' 70 Q 00 * .4 )3 m I... 000 00 -00 • >JS?V C.. S as 0' 7 7 4 ---44. UI vi U) -V >3 4-V N 54, •Ii V • I '• • V_-S p. 45) 444 (5) N 4*4 W, 3 (i' 7 . In Co 0' - - - - 5' - - (*3 N N 53 N N N 7 - - ..ss 04 (0 57) .4 • . .l-4'--', 44) 444 (/4 Z II • N VS 7 II V ( 444 V • Ør' V..4 - 0) -, -, . _V V.' 5.-44_. 43 N V, 4 N -V.' '-' 0' I. 43) V 1f.4 0 00 3m V. 00 740 VI -N 0 00 445 C) 4V iI .N 7 'o 0 Cl 0 V - 0 0 V 0 0 0 . • VVV'•V.V'4. s-''' -'-Vu -------rV 44IU)SI43VI 4 V -..7) ..4 1 r C) C) 4fVV.VV V 4535.3z Vs ..4 0 7 - 4.VVI_V45Vg_V /i 4'? -4 7 0 0 - • V ,)V'l4 UU -N 0(3)7) V.5 NP) -N N 2v'i4.1 -s. -4.-sm V V - 0 0 0 7 C as Vs II 0 0 00 0 V 0 0 0 7 C '51 4 ii so In . 4 4 V I • . 0 .0 - 4' C) 0.00 00' Vs ,0 .QV 'u ,J V 0.0' so as -I V '0-0.0 '044) '.0.0 Ili NN 45)4.3 P34.4 U? .45 3. 55 C' ?H 4 VV - 45 •• 0 0- 0' SiT5 0 0 ) I4V.J5 V i4.'ci V 00 V C) -------0 7 • - II II .V.V () -0 2 4) N U 0) - - -LL V- Vi- -4--) *-t' 3- 4-4 i.fl -4 000 00 00 000 4- ' 0 I • V - V - .- 4? V!4.(V 7 V 0 • 00 I I I-' 7 0000 -4 VS -4 7 0' • V •VV.I,4V 53 N N - 41 0 0 0 iii H 0 II i_V s--V p.' p_V I-' V - . (1 .0 ?Ti /5 0.11 . V V VVI).VC V V 4i 4 • U U CO 0 4) 00 0 3- 7 >3 vi I-' VV IS N 44) 4*) 455.4 UI 41? .0 (4' 7. >4 Vs '34 4'? 17 Ol 0 0 - 0 4-' - (*3 (45 453 0. . VUS - - N 41 N V - - (5 V 4-" • - - V '.)47 V 0' V IV i4.s-.V -4 U ' 444 4*4 44) i 5"3? 1 4443 V UI 0 N 4) 4 (*3 V I . V_I,VV, 1• . VV5,•5V V V - .., - . •V•i4V V • ' I 3 "1 IV4V tV i 4' 4 4- -Vs • V.'_1f V 4. - V V • 5 - - V V V V V• 4 4 VVV .4>5 V.; 'V-- - - V V V V. V•: : V V - . VARCO-PRUDEN . - FRAME DESIGN - INPUT CONDITIONS : - - 49753 CF A UNIT OF AIIA I-1TERNATIONAL CQAPOP.ATIO? - . . PAGE: J05 . 49751 CF - . - - DATE: 8-20-8b BUILDER VP/DIIECT -. PROFIT CENTER: CALIFORNIA CUSTOMER RANC0NSTRUCTI3N 5Ar, CA. SITE CITY' ZARLS, Af-Qe r)All 4 R g SPECIAL FRAME DATA FOR THE 2 FRAME FOLLOWS: SYMMETRY = NO SHAPE CODE = UP SPECIALU-'4IREAM INPUT I DESIGN CODE = SC STRESS CHECK FRAME - - DEF CODE = 2 !=MIN. I - - I LOADING: -2.00 ADDITIONAL DEAD LOAD. I 2=MtX. I NUMBER OF SUPPORTED POINTS 2 1 2.00 PURLINS E SHEETING - =INT. I NUMBER OF SPECIAL MEMBER RELEASES 0 I 1.13 FRAME DEAD LOAD - I NUMIER OF INTERIOR COLUMNS - C I . TOTAL DEAD 1.13 PSF AVG BAY SPACE .50.00' I NUMBER OF MEMEERS 8 I LIVE 2 F - . .. . I. NUM BER.OF CENTER LINE. JOINT POINTS. .9 I... .. .. ..WINC -. .1. .- - THIS FRAME REQUIRED ON FRAMELt8S . 4. -• - '.-, ,... •. - = - - 6 SPECIAL LOADS APPLIED TO THE ABOVE FRAME FOLLOW aiwr FRANE_.. SI0E.....TYPE SUPP... CIST-... MORE. DIST VERT. -0151 -MORE LOAO.-..VERT LOAD---MOMENT THIS SPECIAL LOAD - - NO. CODE CODE . CODE MEAS (FEET) (FEET) (KIPS) (KIPS) (K-IN) COND 1 COND 2 CCNO 3 COND 4 - - - 9 2 2 1 2 3 28.2500 0.9000 0.000 -20.500 0.0 1 0 0 - 0 .. ..-' ....- . 10 . 2 - - .3 --- -1 '-- 2 . -.- 3 30.7500 -. -O.0000 - 0.000 -20.800 - fl.O - 1 - 0 0 0 . 11 2 2 1 2 3 28.2500 -0.0000 0.000 -7.060. 0.0 '2 0 - 0 0 12 - 2 ' 3 1 2 3 . 30.7500 0.0300 0.000 - -. -7.060 , 0.0 2 0 0 0 .13 2 2 ---1- 2 -----3 -. -28.2500 . 0.3000 .. 0.000--.'- -7.360--------0-.0•--3 '0 0 0 ,... - 14 - 2 . 3 1 -- 2 '3 .30.7500 - 0.3000 ' .0.000 ''7.360- 0.O 3' 0 -. •-0 0 BOUNDARY DATA::- POINT •X-SUP Y-SUP .- H-SUP X-DISP -V-NSF ROTATION 1 1 1 0 -. ' 0.0000IN. 0.0000IN.0.0000IN/IN DR RADIANS- 9 - 1 1 •- 0 .- 0.0000IN. 0.0300IN.. 3.0000IN/IN OR-RADIANS -. - - - - - - - - _- -: -- '-- -- - C - - -. • • o oc c•- VAR CG-PRJDEN FRAME DESIGN - INPUT CONDITIONS JOB: 49753 CF A UNIT OF AMA INTERNATIONAL CORPORATION PAGE: 1?C' DATE: 8-20-86 THE FOLLOWING CLEARANCE DATA APPLIES TO FRAME NUMBER 2 VERTICAL CLEARANCE AT 5 1/ 2 ..' EXTERIOR COLUMNS 56 0 0/16 VERTICAL CLE CE UNDER FRAME A - 5 ç 1/ V' 4. VET1C EARANCE AT FRONT HAUNCH 6 5 MEMBER DATA: MEM FLANGE WEE DEPTHS LENGTH ANGLE WEIGHT JOINT NOS FLANGE WETI KL xx x IVY LB SPLICE CODES TK WIDTH TK 1 2 (FYI (DEG) (POUNDS) 1 2 YIELDS (CT) (FT) (PT) J1 JI FRAME SIDE 1 FRAME -SIDE 2 - 2 5/16 7.0 . • 3/16 34.00 34.00 13.250 180.000 510.4 2 3 50.0 50.0. 13.25 10.00 10.00 KN 55 3 1/ 2 9.0 3/16 34.00 42.00 10.000 180.000 549.2 3 4 50.0 50.0 15.00 10.00 10.00 55 SP 4 11 2 11.0 3/16 42.00 42.00 20.000 1.50.000 1284.5 4 5 50.0 50.0 15.00 10.00 10.00 SP SP .F.RJJ4E SIDE. .3 -----------. . ••• - 5 1/ 2 11.0 3/16 42.00 42.00 25.000 180.000 1605.7 6 5 50.0 50.0 15.00 10.00 10.00 SP SP 6 1/ 2 8.0 3/16 34.00 42.00 10.000 180.000 515.1 7 6 50.0 50.0 15.00 10.00 10.00 SS SP 7 1/ 4 8.0 3/16 34.00 34.00 10.750 180.000 353.0 8 7 50.0 50.0 15.75 10.00 10.00 KM SS FRAME SIDE 4 ( ACFe. V. - V• V VARCD-PRJDEr - REACTION SUMMARY / 'BASE PLATE SUMMARY - JOB: 9753 ' CF A UNIT OF AVVA I';TF.RNATION AL COPO4TIO - -V PAGE: FRAME NO. - • . - - DATE: - 8-20-86 SUMMARY OF REACTIONS: - V -: - -- -- SIDE LOAD COMBINATION' HORIZONTAL VERTICAL MOMENT . - SIMPLE UZI LOAD: -. - BACK 1,131 0, 0, -0 0.00 23.92 0.00 FRONT 1913, 09 C, 0 0.00 22.73 0.00 . . . SIMPLE UNIBEAM LOAD: - ?AM 1,139 09 Ov 0 0.00 9•79 0.00 * - . -. . FRONT 19131 09 0, 0 - 0.00 9.38. 0.00 SIMPLE UNIBEAM LOAD: BArK 1,13, '; 0. f~-ca _ SIMPLE UN'BAM LOAD BACK 1,139 09 0, 0 . 0.00 2.52 . 0.00 FRONT 1,13, 0, O,-O 0.00- 2.52 .0.00 .-. ,.-----------. . .- --- NOTE: REACTIONS BASED-ON AISC TYPE 2 ANALYSIS . . . SUMMARY OF EASE PLATES: - (611VA1, .-to SIDE -- - ------ EASE PLATE DATA -------> - (----- ANCHOR BOLT DATA ------) :WELDING . . ......... -. MAR.( NO. WIDTH TM LENOTH NUMBER SIZE SIR PATTERN . . - - .. •........ BACK 19 S. 9.00 s. :.WES.STIFFENER REQUIREMENTS: . ..- .,. .- V - . V VVV ..- .,..' . . . •. '-V.. : MEM!ER STIFCFNER DESCRIPTIOt L OC A T I ON WEB DEPTH H/T A/H A I STIFFENER SIZE SIDES WELDING DETAIL I 41-1MBER LFT) uN) RATIO RATIO II\ I TK WIDTH I - S 7 I : ........... -.,-------- . -__I. ......... . .3Tj%*17 S ILl 2 Y4 $ -nar "- S. - -" -. .- 4.s4 36.873'19 6&300 11062 TI 3/ X 40/16ONE?STD. CK-OK''YES - - .. VV -. 4 - 2 - INTERMEDIATE SHEAR 10.25 410C 218.67 3.00 123.00 I 3/ 8 X 4 0/16 ONE STD. CM-OK YES I V -. VS V - V _ •. I . 5 . .5_V. _•;____jV.' CL.-/:U+Ett--St -EX (,4• S . . I -3-/T8----*---2-----/ • '--'----STD. CM Ott ItS V V V V S-I S -. 7 2. 1.TESMEDIATE SHEAR 9.13 33.500 178.67 3.00 100.50 I- 3/-S X 3 0/16 ONE 510. CM-OK YES I • V V.- I I V - I PTER.MEDIATE SHEAR 7.38 38.897 207.45 3.00 116.59 I 3/16 K 2 3/ 8 BOTH STD. CM-OK YES ( - - -- - - - - .V. • V - - V V - . - • . -. -. -' V . - V ••5•• 4 .. V - - - - -* :_ -V -- ,VV• - - S •VV - VARC0-RJN FRAME DESIGN WEE STIFFENER DATA JOE: 49753 CF A UNIT OF AM'-,'. INTERNATIONAL CORPORATION PAGE: FRAME 110. 2 DATE: 8-20-86 WEB STIFFENER REQUIRENENTS: MEMOEP. STIFFENER OESCP.IPTEO; LOCATION WEE DEPTH HIT A/H A I STIFFENER SIZE SIDES WELDING DETAIL I (FT) (INs RATIO RATIO (IN) I TK WIDTH L - S 7 I 5 2 INTERMEDIATE SHEAR 10.25 41.000 216.67 3.00 123.00 I 3/ 3 X 4 0/16 ONE 510. CR-OK YES I BOLTED :JNNECTICN DATA: J 1<--------PLATE DATA -------)I(--------------BOLT DATA ------------->I MEMBER I I I OUTSIDE INSIDE I CONNECTION CAPACITY 3 I TK w I LENGTH I SIZE 8RJWS 4-33L1 -'ROWS 4-BOLT I TYPE MARK 8 OUTSIDE INSIDE 1 0 3/ i N & O M 2' 10 3/16 1.-1-4" D2 325. 3 MDi FLUEII 3.10433c033 02_/) "K---929.9 "K 2 1 I 3 it 3 X _O X 2 11 0/l.A 3/i OI A32 5 3 ON; 3 NO ET 3899335885 29 ' ' 'wi 1 "K 3 2 I 6/ 8 X - 9.0 X 3'- 6 0/16 3/4" DIA 6325 3 NO 7 NO FLUSH 3609642037 3524 2 "K 6914 0 "K 4 1 I 6/ 8 K 11.0 X 3- B 0/16 I 3/4" 016 6325 3 NO 7 NO FLUSH 3A11642037 3524.2 "K 6914.0 "K .:.: ..:.;. 4 2 I 6/ 3 X 11.0 K 3- 6 0/16 I 3/4" DIA 6325 3 MD 7 NO I FLUSH 3611842037 3876.1 "K 7822.1 "K .. : . . 5 .. 2 I 8/-3 K 11.0 X 3• ' 0/16 1 3/4" 016 6325 3 NO 7 NO I FLUSH 3611842037 3876.1 "K 7822.1 "K - 5 1 I 5/ 8 X 11.0 X 31- 7 0/16 I 3/4" 016 6325 3 NO 8 NO 1 EXT 3811543036 2868.8 "K 5681.1 "K 6 2 I 5/ 8 K 8.0 X 3' 6 0/15 I 3/4" 016 6325 3 NO 8 NO I FLUSH 3608542038 2868.8 "K 5681.1 "K - . '7 1 I 3/ E N 0.0 I LI 90+6-4- 3/t4 DIA A323 3 143 3 1.0 ci4w. 3000330033 929.9 k .-.- -_I_p.'_0_------*---a ,_-k@ _83416 I' %4-_016_AJEI 13_3_NO FLANGE -BRACING REQUIREMENTS: BACK SIDE OF FRAME RIDGE TO EAVE: , 45. $'-j.')AjkJ PaZ- MEMBER 3 4 4 4 4 3 3 2 LOCATION 1'- 6 0/16 6'- 6 0/16 111- 5 0/16 16'- 6 3/16 21'- 6 0/16 26'- 6 0/16 31'- 6 0/16 DEPTH & FE 42.0000 42.0000 42.0000 42.0000 -40.8000 36.8000 34.039° F3 MARK A F84114 NOT RED 0 F84114 NOT REQ D F54110 NOT REQ 0 NOT REQ 0 - BACK SIDE OF FRAME RIDGE TO EAVE: . MENDER 3.- ..2......2 LOCATION 36'- 6 0/16 39'- 3 3/ 4 42'-I1 1/ 2 . . DEPTH 3 FE 3.1729 34.2588 0.0000 FB MARK A NOT REQ 0 F64060 NOT REQ 0 BACK SIDE JF FRAME EASE TO DAVE: ' :. •- --- - LOCATION .7'-.- 2 1/ 4 - -- - .DEPTH AFB --ooao .....: -- ........' .......... .. ---. ..--. ----. . .•. .- ... ...... FO MARK A NOT REQ 9 VARC&-'RUOEN-' FRAME DETAIL DESIGN SUM'ARY - JO 4753 CF A UNIT OF AMA INTERNATIONAL CORPORATION PAGE: FRAME 110. 2 - DATE: 8-20-86 lIEMeEP 1 OACK COLUMN- 3/16 X 5.0 FLANGE 1/ 3 WEE DEPTH AT JN 3 1=15.00 - DEPTH AT JN 3 2=19.00 .97 WT= 115.18 MEMSEIF(.FANC.E YIELD = 50.00 •KSI, WEB YIELD = 50.00 KSI --- •-.. ACTUAL FORCES A C T U A I L O A B I E STRESS CONDITIONS .. :-. ... LOCATIO: E --L1AD AXIAL SHEAR MOMENT AXIAL SHEAR BE AXIAL SHEAR SENDING I SUM 3 I t I 1ATN (NIPS) (KIPS) lKIP-I) S T S ST R E SS I COMBINED I SHEAR. I SPLICE POINTS AT 0.03 FT - 1 1 18.0 -23.9 .0 5.6 0.00 0.00 23.27 4.84 30.00 I O242 I 0.000 AT 6.4 FT 1 1 1.8.0 -23.9 0.0 0.0 5.6 0.00 0.00 23.27 4.84 30.00 1 0.24.2 4 0.300 I INTERMEDIATE POINTS - I AT 3.51 FT 1 1 18.0 -2 0.0 0.0 5.6 ' 0.00 23.27 4.84 30.00 I 0.242 I 0.000 I LOCATION .X-31 Y-CD DEP AR 1. X RY LX LV L LV 2 KLX - KLY1 KLY2 S R. 1 RT1 IS 2 RT 2_CS 04 C3 1 CS 2 - MN-0ISTIFEET1=IIN) 2UN(IN)(IN) - SPLICE POINTS-_'_- 1 0.00 C 7 18.00 4.25 7.03 0.96 60.0 24.0 24.0 17.1 25.0 25.0 23.34 24.0 1.23 24.0 1.. .00 0.83 1.47 1.47 1 6.46 C 6.46 16.00 4.25 7.03 0.96 80.0 24.0 24.0 17.1 25.0 25.0 23.34 24.0 1.23 24.0 1.23 1. - 83 1.47 1.75 -.. • - :-. : _INT.ERMED 8 POINTS .. . - ..-• . ..- 1 ... O. T5 . .00 4.25 7.03 0.06 80.0 24.0 17.1 25.0 23.34 24.0 1.23 1.00 0. 1.47 MEMBER 2 BACK HAUNCH- 5/16 X 9.0 FLANGE 3/15 -WEB DEPTH AT JN 8 2=34.00 - DEPTH AT JN 8 3=34.00 IGNT= 12.501 WT=510.48 ... . --. MEMBER 2 FLANGE- YIELD 50.00 KSI, WEB YIELD = 50.00 KSI ACTUAL FORCES •- A C T U A L A I L 0 U A 6 L E STRESS CONDITIONS . . LOCATION HEM LOAD AXIAL. SHEAR MOMENT .AXIAL SHEAR SENC.ING AXIAL SHEAR BENDING I SUM Z I ASE DEPTH (KIPS) (KIPS) (NIP-IN) S T R E S S S T R E S S I COMBINED I SHEAR I . . SPLICE POINTS I I I :- .. AT 0.75 FT . • 2 • 1 34.0 0.0 23.7 . 213.5- . 0.0 3.72 1.67 0.00 5.66 27.90 -I 0.060 I 0.559 I - AT 12.50 FT . 2 1 -34.0 - 0.0 23.1 .3513.7 --0.0 3.62 27.44 30.00 6.66 27.90 I 0.934 10.544 I •) PURLINS OR-GIRTS I I I . ... AT 2.77 FT 2 1 34.0 0.0 23.6 787.5 0.0 3.70 6.15 30.00 6.66 27.90 I 0.220 I 0.556 I .. - AT 6.03 FT 2 1 34.0 0.0 23.4 1699.1 C.0 3.68 13.27 30.00 6.66 27.90 I 0.476 I 0.552 I AT 11.00 FT 2 1 34.0 0.0 23.2 3007.4 3.0 3.63 24.19 30.00 6.66 27.90 I 0.S57 I 0.546 I- INTERMEDIATE POINTS AT - 1.3? FT 2 - 1 34.0 0.0 23.7 394.3 0.0 3.72 3.08 30.00 6.66 27.90 I 0.110 I 0.558 I . AT -.4.39 FT. - .2 ........34.0 0.0- .23.5 - 1244.1. - 0.0 3.69 9.12 30.03 6.66 27.90- I 0.348 1 0.554 I AT 8.50 FT . 2 1 34.0 0.0 23.3 2400.3 0.3 3.66 18.75 30.00 6.66 27.90 1 0.572 I 0.549 I - AT 11.75 T 2 1 34.0 0.0 23.1 3305.7 0.3 3.63 25.92 30.00 6.66 27.90 I 0.925 1 0.545 I LOCATION X-CCP. V-CUR DEP AREA RX RY LX LV L LV 2 NIX . NLYI KLY2 SX LB 1 RI 1 LB 2 PT 2 QS QA. CE 1. CS 2 MN 01ST , (FEETI I it.') 1 Ii 42) I INA Irfl IN (IN) (IN) EX RY 71 IIN3I ( IN) (IN) ( IN) (T) . -. SPLICE PaINTS -- - - 0 ?5p1 50'i7 87 34 0O...11 8313 53 3 79 150 0 1.20 0 120 0117 05'120 0 2 67 1 67 1 25 120 0 2 25 0 07 1.00A1 75.1 49-' "Lx,. - VaCU- P.t FRAME ¶3TTAIL DESIGN SUMMARY Jflh3: 49753 CF A UNIT OF 4P4 INTERNATIONAL C0RFO4AT10 PAGE: FRAME NO. 2 DATF: 3-20-86 MEMBER 2 OACK HAUNCH- 5/16 X 9.0 FLANGE 3/16 WEB DEPTH AT JN 8 2=34.00 - DEPTH AT JN 8 3=34.00 LGNT= 12.50 WT= 510.48 MEMOIR 2 FLANGE YIELD = 50.00 KSI, WEE YIELD = 50.30 KSI LOCATION X-Z0I Y-CON DEP AREA RX FY Lx LV 1 LV 2 KLX KLVI Y.LY7 SX L2 1 FT 1 18 2 91 2 31 34 CS I CS 2 MN 31ST (FEET) (IN) ( INfl (IS) (IN) ( IN) (IN) (IN) RI RY RY (IN3) (TN) (IN) (IN) (IN) 2 12.53 13.25 7.87 34.00 11.38 13.53 1.79 159.0 120.0 11.1 67.1 128.05 120.0 2.25 0.97 1.00 1.17 PURLINS OR GIFTS 2 2.77 3.52 7.97 34.00 11.83 13.53 1.79 159.0 120.0 120.0 11.7 67.1 67.1 128.05 120.0 2.25 120.0 2.25 0.97 1.00 1.49 1.33 2 6.00 6.75 7.87 34.00 11.o 13.53 1.79 159.0 120.0 120.0 11.7 67.1 67.1 128.05 120.0 2.25 120.0 2.25 0.47 1.00 1.33 1.26 2 11.00 11.75 7.87 34.00 11.98 13.53 1.79 159.0 120.0 123.0 11.7 67.1 67.1 128.05 120.0 2.25 120.0 2.25 0.97 1.00 1.26 1.17 INTERMEDIATE PDINTS 2 1.39 2.14 7.87 34.03 11.88 13.53 1.79 159.0 120.0 11.7 67.1 128.05 120.0 2.25 0.97 1.00 1.49 2 4.39 5.14 7.87 34.00 11.83 13.53 1.79 159.0 120.0, 11.7 67.1 126.05 120.0 2.25 0.97 1.00 1.33 2 8.50 9.25 7 87 34 00-11 80 13.53 1.79 1590 120 0 - ..11 7 67.1' -' '128.05 120 0 2.25' .0.97.1.00 1 26 2 11.75. 12-50 7.87 34-00 11-88 13.53 -1.79.- 159 . 0 120.0 11 7 67.'l 128 05 120.0 -2-25 0.97 1.00 1 17 ME'5cF 3 BACK RB- 1 - 1/ 2 X 9.0 FLANGE 3/16 WTh DEPTH AT JN 0 3=34.00 - DEPTH AT JN 0 4=42 00 LCNT= 10.011 T 549.2' MEMBER .. 3 -FLANGE .Y-IEL0 = .50.00.KSI,.WEB YIELD 50.00 KS) --- - - -- --- -- ACTUAL FORCES A C T U A 1 A I L 0 W A B I E STRESS CONDITIONS . • LOESTIOW .....- MOM LOAD AXIAL SNEA MOMENT-- AXIAL SHEAR BENDING AXIAL SHEAR SENDING I SUM 3 I = I •--- . . 2 CASE DEPTH (KIPS) (NIPS) (KIP-IN) S I F 0 S S S T F E S S I COMBINED I SHEAR I - ... .. . '1 SPLICE POINTS I I I AT 0.00 FT. - - 3 . _. . 34.0 0.8 23.1 3513.6 0.1 3.62-19.35 - 30.00 6.70 29.08 . 1 0.655 1 0.540 I AT 10.01 FT 3 1 42.0 o..e 22.5 6251.6 0.0 2.86 26.51 30.00 6.02 27.43 I 0.967 I 0.475 I PURLINS OR GIRlS I I I At 3.53 FT 3 1 36-.8 0.8 22.9 4479.3 0.0 3.32 22.38 30.00 6.41 28.49 I 0.786 I 0.517 I AT 8.53 FT 3 1 40.8 0.8 22.6 5845.1 0.0 2.96 25.70 30.00 6.10 27.67 I 3.929 I 0.495 I INTERMEDIATE POINTS I I I . - AT 1.75 FT .....3 1 35.4 -- 0.8 23.0 3997.4 0.0 3.46 20.95 - 30.00 6.55 - 28.86 I 0.726 I 0.529 I AT 6.00 FT 3 1 38.6 0.8 22.8 5164.2 0.0 3.13 24.17 30.00 6.24 28.13 I 0.859 I 0.501 I . . AT 9.26 FT 3 1 41.4 0.8 22.6 6048.5 0.0 2.91 26.12 30.00 6.06 27.55 I 0.948 I 0.480 I LCCATION X-CDR Y-COR OEP AREA RX RY LX LV 1 LV 2 (LX KLYI I(LYZ SX 15 1 RI 1 LB 2 FT 2 35 QA CB I CS 2 MN 01ST (FEET) (IN) (IN2) (IN) (IN) (IN) (EN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE POINTS 3 3.00 13.25 7.67 34.00 15_jQ 14.26 2.00 180.3 120.0 12.* 60.0 181.51 120.0 2.40 1.00 1.00 1.17 - - 3 10.01 23.25 7.54 42.00 16.69 17.23 1.91 180.0 120.0 10.4 62.9 235.62 120.0 2.34 1.00 1.00 1.09 PURLINS OR GIFTS 3 3.53 1.75 7.76 36.83 15.71 15.31 1.97 180.0 120.0 120.0 11.8 61.0 61.0 200.10 120.0 2.38 120.0 2.36 1.00 1.00 1.11 1.12 3 8.50 21.75 7.59 40.80 16.45 16.79 1.92 180.3 120.3 120.0 10.7 62.5 62.5 227.42 120.0 2.35 120.0 2.35 1.00 1.00 1.12 1.09 ............... - . . INTER'.E01ATE POINTS . 3 . 15_O0 --7.82 1.5 - 35.40-15.45-14.76 A.9-8 i80.Q12o.o-. ..;12.2 605 190.78 120.9 .2..39 - . 1.001.0O 1.17',. - 3 6 00 19 25 7 67 38 80 16.09 16.05 1. Q4 180 0 120 0 ' 11.2 61 7 7 213.64 120 0 2.36 1 30 1 00 1.12' - - 3 9.26 22.50 7.57 41.40 18.57 17.01 1.91 180.0 120.0 - -- 10.6 -62.7 231.61 120.0 2.34 - 1.00 1.00 1.09 I VAIC0-PR Ur, E:\ FRAME DETAIL DESIGN SuMMAr.y JOB: 49753 CF A UNIT OF AMA 1TERNATI0AL CORP0P.ATIO PA3E: '2,6- 05 FRAME NO. 2 DATE: 9-20-86 'MEMBER 4 A C K RB- 2 - 1/ 2 X 11.0 FLANGE 3/18 WEB DEPTH AT JN 2 4=42.00 - DEPTH AT JN 2 5=42.00 LG?IT= 2.0.001 WT=1284.52 MEMBER 4 FLANGE YIELD • 50.00 K.SI, WEB YIELD = 50.00 KSI - ACTUAL FORCES A C T U A L A L 1 0 W A B I E STRESS CONDITIONS LDC.TIO' MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXIAL SHER BENDING I SUM I I 2 CASF DEPTH (KIDS) (KIPS) (KIP-F4) S T R E S S S T R E S S I COMBINED I SHEAR I SPLICE POINTS I AT 0.00 FT 4 1 42.0 0.0 22.5 6251.3 0.0 2.86 22.58 24.47 6.02 28.32 I 0.797 I 0.476 I AT 20.03 FT 4 1 42.0 0.0 0.7 7788.3 0.0 0.08 28.13 24.47 1.74 28.32 I 0.993 I 0.048 I POINT L0.O3 I I AT 5.03 FT 4 1 42.0 0.0 22.3 7595.9 0.3 2.83 27.44 24.47 6.02 28.32 I 0.969 I 0.470 1 PURLINS OR GIRlS I I I AT 3.53 FT 4 1 42.0 . 0.0 . 22.4 .7194.2 0.0 2.84 25.99 .14~24.47. 6.02 .28.32 t 0.918 0.472.I - 1 --T-- 8 50 FLY' 401 42 00.0p'1 3!7653.840 0?0.l6. 2165i24 .41 I 74 - 28 32I0 976''t 0 094 I AT -13.50 fT '-' 4'-' iY 42 0 - .0 0 1.0---7722.7- -' 0 0 0 13 '27.90'"24 47M 1 74' 28 32 I 0 995 I 0.074'1 - AT 18.50 FT 4 1 42.0 0.0 0.7 7775.4 0.0 0.09 28.09 24.47 1.74 26.32 I 0.992 I 0.054 I INTERMEDIATE POINTS. AT 1.75 FT . 4 1 42.0 0.0 22.4 6723.7 0.0 2.85 24.29 24.47 6.02 28.32 I 0.858 I 0.474 I AT 6.03 FT 4 1 42.0 0.0 1.4 7613.2 0.0 0.18 27.50 24.47 1.74 28.32 I 0.971 I 0.104 1 AT 11.03 FT 4 1 42.0 0.0 1.1 7690.3 0.0 0.15 27.78 24.47 1.74 .28.32 I 0.981 I 0.084 1 .. - ... AT 16.03 FT 4 1 42.0 0.0 0.9 7751.1 0.0 0.11 28.00 24.47 1.14 28.32 1 0.989 I 0.064 I . AT 19.25 FT 4 1 42.0 0.0 0.7 7781.9 0.0 0.09 28.11 24.47 1.74 28.32 I 0.992 I 0.351 l . LOCATION .X-OR Y-COR DEP AREA RX RY--- IX •LY 1 L.Y -2 KIX KLY1 4(LY2 SX LB 1 RT 1 18 2 RT 2 OS QA CS 1 CS 2 . MN 01ST (FEET) C IN.) (INZ) (IN) I IN) (IN) (IN) (IN) RX - RY- RY (IN3) IN) (IN) (IN) (IN) - SPLICE POINTS - . . . .. 4 000 23.25 7.54 42.00 18.59 17.64 2.44 180.0 120.0 10.2 49.3 276.82 120.0 2.91 1.30 1.00 1.09 . . -.. 4 20.00 43.25 7.54 42.00 18.59 17.64 2.44 180.0.120.0 10.2 49.3 276.82 120.0 2.91 1.00 1.00 1.00 1J...P01NT LOADS- -----'----'---- .--.-=.-.-A -$-----.i--- ..- ,... •.......... 4 5.00 28.25 .7.54 42.00 16.89 17.64 2.44_180.0120.0 123.0 10.2 49.3 49.3 276.82 120.0 -2.91 120.0 2.91 1.00 1.00 1.02 1.00 .. ... PURLINS DR GIRTS ) 4 3.53 26.75 7.54 42.00 15.69 17.64 2.44 180.3 120.0 120.0 10.2 49.3 49.3 276.82 120.0 2.91 120.0 2.91 1.00 1.00 1.09 1.02 4 8.50 31.75 7.54 42.00 13.69 17.64 2.44 180.0 120.0 120.0 10.2 49.3 49.3 276.82 120.0 2.91 120.0 2.91 1.00 1.00 1.03 1.00 ..- 4 13.50 36.75 7.54 42.00 18.69 17.64 2.44 180.0 120.0 120.0 10.2 - 49.3 49.3 276.82 120.0 2.91 120.0 2.91 1.00 1.00 1.00 1.00 4 18.50 41.75 7.54 42.00 15.69 17.64 2.44 180.0 120.0 120.0 10.2 49.3 49.3 276.82 120.0 2.91 120.0 2•91 1.00 1.00 1.00 1.00 - -INTERMEDIATE POINTS- . - - ---• ------------.. ............- . . . . . . 4 1.75 25.00 7.54 42.00 18.59 17.64 2.44 180.0 120.0 10.2 49.3 276.82 120.0 2.91 1.00 1.00 1.09 4 6.00 29.25 7.54 42.00 18.69 17.64 2.44 180.0 120.0 10.2 49.3 276.82 120.0 2.91 - 1.00 1.00 1.00 . . . 4 11.00 34.25 7.54 42.00 18.69 17.84 2.44 180.0 120.0 10.2 49.3 276.82 120.0 2.91 1.00 1.00 1.00 4 16.00 39.25 7.54 42.03 15.69 17.64 2.44 150.0 120.0 . . 10.2 49.3 - 276.82. 120.0 2.91 1.00 1.00 1.00 .-. .. -- .....- .- . 4 19.25 42.50 7.54 42.33 18.69 17.64 2.44 180.0 120.0 10.2 49.3 276.82 120.0 2.91 1.00 1.00 1.00 - . .. ..... .) "---C----- IC. . . . - -' • vCG-PP.U0E. . FRAME DETAIL DESIGN SUMMARY A UNIT OF AA INTERNATIONAL COR°OSATI0 FRAME NO. 2 - JOB: 49753 CF - PAGE: .2- rm, DATE: 8-20-66 MEMoER 5 FRONT RD- 3 - 1/ 2 X 11.0 FLANGE 3/16 WEB DEPTH AT JN 8 6=42.00 - DEPTH AT JN 8 5=42.00 LGNT= 25.00' WT=1605.7 MEMBER 5 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.30 KSI . .: ACTUAL FORCES A C T U A L A L L 0 W A B 1 E STRESS CONDITIONS -::. .. . . . .- ... LJ:ATION MEM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SHEAR BENDING I SUM I 7 I - 8 CASE DEPTH IKIPS) ((UPS) (KIP-IM) S T R E S S S T R E S $ I COMBINED I SHEAR I SPLICE POINTS I I I AT 0.00 FT 5 1 42.0 0.0 -21.5 5287.6 0.0 2.73 19.10 24.47 6.02 28.32 1 0.674 I 0.453 AT 25.00 FT 5 1. 47.0 0.0 0.7 7188.2 0.0 0.08 28.13 24.47 1.74 28.32 I 0.993 1 0.048 POINT LOADS I I I AT 13.03 FT 5 1 42.0 0.0 -21.0 7334.2 0.0 2.65 28.30 24.47 6.02 28.32 I 0.999 I 0.442 I PURLINS OR GIRTS - . I AT 3.50 FT 5 1 42.0 0.0 -21.3 6186.3 0.0 2.71 22.35 24.47 6.02 28.32 I 0.739 I 0.449 I AT 6 50FT 751 42.0' 0 021 074563 .0.O2.6726 94..,24 476 02 28.32 I 0.951.I 0 - J AT 13 50 FT -c.. i -.. 42.O!.r 0.0 -. 0 O 7836 5 0.0O.0O Z8 31 .-f-.24.47 4 1.74 28 32 '.I 0 999 hio 003I t_ - AT 13 50 FT 5 1 42.0 0.0 0.3 7526.0 0.0 0.04 28.27 24.47 1.74 26.32 I 0.998 I 0.023 I AT 23.50 FT 5 1 42.0 0.0 3.5 7799.4 0.0 0.07 28.17 24.47 1.74 28.32 I 0.995 I 0.042 I INTERMEDIATE.POINTS.-..., . ., - ... . -. ..- ... - . . . ...... . j I AT 1.75 FT 5 1 42.0 0.0 -21.4 5731.9 0.0 2.72 20.73 24.47 6.02 28.32 I 0.732 I 0.451 I AT 6.00 FT 5 1 42.0 0.0 -21.2 6823.3 0.0 2.69 24.65 24.47 6.02 28.32 I 0.873 I 0.447 I - AT 11.03 FT 5 1 42.0 - 0.0 -0.1 1835.6 0.0 0.01 28.31 24.47 1.74 28.32 I 0.999 I 0.007 I . ..... . .-. AT 16.03 FT 5 1 42.0 0.0 3.2 7333.3 0.0 0.02 28.30 24.47 1.74 28.32 I 0.999 I 0.013 I . -. AT 21.00 FT 5 1 42.0 0.0 0.4 7814.7 0.0 0.06 28.23 24.47 1.14 28.32 I 0.997 1 0.032 I .. . AT 24.25 FT ..---- -. - 5 1 42.3 - - 0.0- -0.6 7793.9- 0.0 0.08 28.15 24.47 1.74 28.32 I 0.994 I 0.045 I LOCATION X-CDR Y-COR DEP AREA RX RY LX LY 1 LY 2 KLX KLYI KLYZ S LB 1 Rh 1 LB 2 RT 2 OS QA CS 1 Ca 2 - MN 01ST (FEET) (IN) (IM2) (IN) -(IN) (IN) (IN) (IN) RX RY RY (1N3) (IN) (IN) (IN) (IN) SPLICE POINTS 0.0O-.68.25--7..54•,42.03-18.69 47-.642.44-180..0--120.0 --- 5 25.00 43.25 7.54 42.00 18.69 17.64 2.44 160.0 120.0 - - 10.2 49.3 276.82 120.0 2.91 - 1.00 1.00 1.00 . - -- POINT LOADS ) 5 10.00 58.25 7.54 42.00 18.69 11.64 2.44 180.0 123.0123.0 10.2 49.3 49.3 276.82 120.0 2.91 120.0 2.91. 1.00 1.00 1.02 1.00 - PURLINS DR GIRTS 5 3.50 64.75 7.54 42.00 13.69 17.64 2.44 180.0 120.0 120.0 10.2 49.3 49.3 276.82 120.0 2.91 120.0 2.91. 1.00 1.00 1.11 1.09 5 1.50 59.75 7.54 42.00 18.69 17.64 2.44 180.0 120.0 120.0 10.2 49.3 49.3 276.82 120.0 2.91 120.0 2.91 1.00 1.00 1.09 1.02 5 13.50 54.75 7.54 42.00 18.69 17.64 2.44 180.0 120.0 120.0 13.2 49.3 49.3 276.82 120.0 2.91 120.0 2.91 1.00 1.00 1.00 1.00 5 18.50 49.15 7.54 42.00 18.69 17.64 2.44 180.0 120.0 120.0 10.2 49.3 49.3 276.82 120.0 2.91 120.0 2.91 1.00 1.00 1.30 1.00 5 -23.50 44.75 7.54 42.00 18.69 17.64 2.44 180.0 120.0 120.0 10.2 49.3 49.3 - 216.32 120.0 -2.91 120.0 2.91 1.00 1.00 1.03 1.00 - - - INTERMEDIATE POINTS 5 5.75 6b.53 . 7.54 42.00 IS.69 17.64 2.44 180.0120.0 10.2 49.3 276.82 120.0 2.91 1.00 1.00 1.11 5 5.00 62.25 7.54 42.00 18.69 17.64 2.44 150.0 120.0 - 10.2 49.3 276.82 120.0 2.91 1.00 1.00 1.09 5 11.30 57.25 7.54 42.00 15.69 17.64 2.44 180.0 120.0 10.2 49.3 276.82 120.0 2.91 1.03 1.00 1.03 004547 542 00 1.S9;1-7 642 44 180 0 120 o &o:4 49.3 27682120 029I - 1.001.O0'1 00 5% 24.25 44 -0C 17.541_4 2 00211 69:.-,1,7 64244 180.0A20.0 VO- Ni'JDEi FRAME DETAIL DESIGN SUMMARY JOB: 49753 CF A UNIT OF ANCA INTERNATIONAL CORPCRATIOti PAGE: 2.-727 FRAME FO. 2 DATE: 8-20-86 MEMBER B FRONT RB- 4 - 1/ 2 X 8.0 FLANGE 3/16 WEB DEPTH AT JN B 734.00 - DEPTH AT JN 8 6=42.00 LGNT 10.01' NT. 515.18 MEMBER 6- FLANGE YIELD 50.00 KS!, WEB YIELD = 50.00 KSI ACTUAL FORCES A C T U A L A L L 0 U A S L E STRESS CONDITIONS LOCATION ME" LOAD AXIAL SHEA?. MOMENT AXIAL SHEAR SENDING AXIAL SHEAR BENDING I SUM I I Z I 0 CASE DEPTH -K!PS) .RLPS) IKIP-IN) S T R B S S S T R 8 S S I COSINEO I SHEAR I SPLICE POINTS . I AT 0.0 FT 6 1 34.0 0.7 -22.3 2676.5 0.1 3.45 16.21 30.00 6.70 28.19 I 0.575 I 0.515 I AT 10.01 FT 6 1 42.0 0.7 -21.5 5286.4 0.0 2.73 24.56 30.00 6.02 26.22 I 0.937 I 0.453 I PURLIMS OP. GIRTS I I I AT 3.50 FT 6 . 1 36.8 0.7 -21.8 3598.1 0.0 3.16 19.75 30.00 6.41 27.44 I 0.720 I 0.494 I AT 5.5.. FT . 6 1 43.6 0.7 -21.6 4900.6 0.0 2.32 23.62 30.00 6.10 26.49 I 0.892 I 0.462 I INTERMEDIATE POINTS ;s-1 . - I -------------------- -:.- AT -P 6.00 FT - 6 1' - 35.8 0 7 -21 7 4251 4 0 0 2 98 1 83 ' 30 00 6 24 '27 04 1 0.807 I 0 478 I - AT 9.2 FT 6 1 41.4 0 7 2L 5 50°4 8 0 0 2 77 24.10 30.00 6 06 26.36 I 0 914 I 0.458 LOCATION X-COS Y-COP DEP AREA RX - --RY--- LX LV 1 LV 2 KLX KLY1 KLY2 SX LB 1 RT 1 LB 2 RT 2 OS - 04 CB 1 CS 2 ;. MN 0151 (FEET) (IN) (INfl (IN) (IN) (IN) (IN) (IN) RX RY RY (1N3) (IN) (IN) (TN) (IN) - .) SPLICE POINTS . 6 0.00 78.25 7.87 34.00 14.19 14.06 1.73 180.0 120.0 12.3 6.2 165.07 120.0 2.11 1.00 1.00 1.21 ., . 6 10.01 68.25 7.54 42.00 15.69 16.98 1.65 180.0 120.0 10.5 72.7 215.31 120.0 2.05 1.00 1.00 1.11. --.,•.. PURLINS OR GIRlS 6 3.50 74.15 -7.76 -36.80 14.71 15.10 1.70 --180.0 123.0 120.0 11.9 -70.4 70.4 182.20 120.0 2.09 120.0 2.09 1.00 1.00 1.21 1.14 6 8.50 69.75 7.39 40.83 15.45 16.55 1.66.-180.9 120.0 120.0 10.9 72.2 72.2 207.52 120.0 2.06 120.0 2.06 1.00 1.03 1.14 1.11 INTERMEDIATE POINTS 6 1.75 76.50 7.82 35.40 14.45 14.58 1.72 180.0 120.0 12.3 69.8 113.57 120.0 2.10 1.00 1.00 1.21 6 6.00 12.25 7.67 38.60 15.09 15.62 1.68 180.0 120.0 .. 11.4 71.3 194.73 120.0 2.08 1.00 1.00. 1.14 . .. - -'-211-.41-120.0 --- MEMBER 7 FROST HAUNCH- 1/ 4 X 8.0 FLANGE 3/16 WEB DEPTH ?T JN 8 834.00 - DEPTH AT JN 0 7=4.00 LGNT 13.001 WT= 353.0.' ) MEMBER 7 FLANGE YIELD = 50.00 KSI. WEB YIELD = 50.00 KSI - - ACTUAL FORCES . - ..- A C T U .A L . A L L 0- W A 8 1 E STRESS CONDITIONS LOCATION MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING I SUM 1 1 . -: ... - ----- .3 CASE-DEPTH (KIPS) (KIPS) -IP-IN).-....S TR E S S ST R-E S S . - I.COMBINED.I SHEAR I-. SPLICE POINTS AT 0.75 -1 7 1 34.0 0.0 -22.5 202-8 0.0 3.54 2.00 17.52 6.65' 26.14 I 0.076 I 0.532 I AT 10.03 FT 7 1 34.0 0.0 -22.0 2676.6 0.0 3.46 26.35 17.52 6 55 26.14 I 1.038 I 0.520 I PURLI'.S OR GIkTS AT 4.02 FT 7 1 34.0 0.0 -22.4 1033.9 0.3 3.51 10.67 17.52 6.65 26.14 I 0.408 I 0.528 I --- -- ---- - AT 2.53 FT - 7 1 _34.0 0.0 -22.1 -2279.2 0.0 3.47 22.44 11.52 6.55 26.14 I 0.359 I 0.522 I I I-;....: 'I -. i-I 2 011 .7.431 34Th 02O_2Z 543 1' 0 33 52' 55 17 525 Z 61 14tI'-. 0.2O5 I0.530I r' 1-'--34 O'-.---'-0 0 -22 2-.- 1683 2 -0 O--3 49-'16 57'- -l7 '2- 2- 85 -26 14 - I -'--O 634- I'0 525 I - '-...-- . - I .- -. - 4' .'. • c - • - ... - -. g - . - - - • * - - - - - . - - .- - . - - -• - - . .. ---,- -- v ARC o-Pw0EN FRAME DETAIL DESIGN SUMMARY J03: 49753 CF A UNIT GP AMA I:TEINATIO:AL COP.POSATIUN PAGE: FRAME NO. 2 V DATE: 82036 MEMFVER 1 FRONT HAUNCH- 1/ 6 X 8.0 FLANGE 3/16 WEB DEPTH AT JN 8 8=34.00 - DEPTH AT JN 2 7=34.00 LGNT= 10.00 WT= 353.08 V MEMBER 7 FLANGE YIELD = 5C.00 KSI, WEB YIELD = 50.00 KSI V ACTUAL FORCES A C T U A I A 1. 1 0 W A B I B STRESS CONDITIONS LOCATION - MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAR ijENDIF4G AXIAL SHEAR BENDING I SUII I I ASE DEPTH IKIPS) (KIDS) (KIP-IN) S T R E S S S I R E S S I COMBINED I SMEAR I INTERMEDIATE POINTS I I I AT 9.25 FT 7 1 34.0 0.0 -22.1 2476.1 0.0 3.46 24.40 17.52 6.65 26.14 I 0.933 I 0.521 I V LOCATION X-OR V-CDR DEP AREA RX RY LX LV 1 LY 2 KLX KLYI KLY2 SX LB 1 RT 1 LB 2 RT 2 OS QA CS 1 GB 2 MN 01ST (FEET) (IN) dM2) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE POINTS. -. V 7•_0.75 7.57 34.0010.212.96,1.44189.0 120.0 120.CV 14.6 83.3 V83•3101•56 120.0 ,1.90 120.0.1.90 0.92 V1•00 1.751.56 '7 10 0D- 78 25 7.87 34 G010 28 12 96;l.44 189 0120.0 14 6A83 3 .ID1 56120 0'l 90. % 0.92 100B.21' / PURLINS orGIRTs 5VV •V - 7 4.C2 84.23 7.87 34.00 10.28 12.96 1.44 189.0 120.0 120.0 14.6 83.3 83.3 101.56 120.0 1.90 120.0 1.90 0.92 1 00 1.56 1.32 7 5.50 79.75 7.87 34.00 10.28 12.96 1.44 189.0 120.0 120.0 14.6 53.3 83.3 101.56 120.0 1.90 120.0 1.90 0.92 1.00 1.32 1.21 .:.' VV V V •' -INTERMEDIATE VPD.INTS VVV V V• - . - .._.. - . V 7 2.01 66.24 7.87 34.00 10.28 12.9BV1.44 189.0 120.0 14.6 83.3 101.56 120.0 1.90 V 0.92 1.00 1.56 V) V 7 6.26 81.99 7.87 34.00 10.22 12.96 1.44 189.0 120.0 14.5 53.3 101.56 120.0 1.90 0.92 1.00 1.32 V V VV VVVVVVV 7 9.25 79.00 7. 87 34.00 10.28 12.96.1.44 189.0 120.0 -- 14.6 83.3 101.56 120.0 1.90 0.92 1.00 1.21 •VVV VV•VV V V 4SVE.i_VV8-.-3NT t.11MN-.3,Z.4,63I-----i.0 ULAIB[ 1/ 2_V 5V2 VVVVV1TW r IDn I P 4fl - flDT1 AT IN R1R.f T= 115.12 NEIl E. FLANGE YIELD = 50.00 1(51, WEB YIELD-= 50.00 KSI ACTUAL FORCES A C T U A L - A I L 0 W A STRESS CONDITIONS , V, •,V , V LOCATION •VVV NEIl LO AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXI i BENDING I SUM. POItTS4-" I .ASE DEP IPS) (KIPS) (KIP-IN) STRt S S S T R E S S (COMBINED I SHEAR I -----)--SPLICE AT. 0.00 FT _.. 2 1 18.0 -22.7 V 0.0 -5 .00 0.00 V 23.49 - 4.84 30.00 I 0.228 I 0.000 I V V V S 1 18.0 -22.7 0.0 n 5.4 0.00 0.00 23.494.S4 30.00 I 0.228 I 0.000 INTERMEDIATE POINTS I I - V V - AT 3.59 FT 5 1 1Ra0 -22.7 0.0 5.4 0. 0.00 23.49 4.84 30.00 0.228 I 0.000 I LOCATION X-CCR Y-COR DEP AREA R RY LX LY 1 LY 2 KLX KLY1 KLYZ C 1 RI' 1 LB 2 RT 2 OS 08 CB I CS 2 V V MN 01ST (FEET) . . (IN) ( L 1fN) . (IN) I I) (IN) I IN) RX _' RY • -RY VV ( IN3 ) I (IN) .( IN) (IN)V SP 3 0.00 66.11 18.00 LICEP_ITS _VV_V_' 25 7.03 0.96 80.0 24-0 24.0 17.1 25.0 25.0 23.34 24.0 1.23 2 1.23 1.00 C.84 2.28 2.28 8 6.46 VVVVS25 6:4b 15.00 4.25 7.03 0.96 80.0 24.0 24.0 17.1 25.0 25.0 23.34 24.0 1.23 24.0 1. 1.00 0.54 2.28 1.75 V V V V INTZ- 3.59 53.25 3.59 J"fCTiATE POINTS 15 OJ 4.25 7.03 70 76 80 24.0 17.1 25.0 23.34 240 1.23 1.00 0 4 2 28 V. - -' - V., _V - VS - VVS V5 0tV - SV - S VV.:'; - •V - VS _VSV ,•V• VS - -f V V V• V V VVV . - *•V, V - .a - A ' .-''• VARCO-PRUDEN FRAME DESIGN - INPUT CONDITIONS JOB: 9753 CF A UNIT OF AM:A INTERNATIONAL COP.00RATION PAGE: - D JO 49753 CF DATE: 8-20-86 BUILDER VP/DIRECT / ' PROFIT CENTER: CALIFORNIA CUSTOMER GRANT CONSTRUCTIO'-I A It S?& J05 SITE CITY CARLSBAD, CA. SPECIAL FRAME DATA FDR THE 3 FRAME FOLLOWS: SYMMETRY = NO I SHAPE CODE = UP SPECIAL U1ISEAM INPUT I DESIGN CODE = SC STRESS CHECK FRAME I. cEF CODE = 2 1=M!-i. I I LOADING: -2.00 ADDITIONAL DEAD LOAD I - 2=TMAX. I NUMEER OF SUPPORTED POINTS 2 I 2.00 PURLINS C SHEETING I 3=INT. NUMSER OF SPECIAL MEMBER RELEASES 0 1.60 FRAME DEAD LOAD I I NUMEER OF INTERIOR COLUMNS 0 I TOTAL DEAD 1.60 PSF I - AVG EAY SPACE 50.00' I NUMBER OF MEMBERS '8 I LIV-E 2O_PSF J I --I NUMPES OF CENTER .LINE.JOIT POINTS-_ WINO -ê9S-F .. . -.--•I . .. : THIS FRAME REQUIRED ON FRAME B'11S .- 6 SPECIAL LOADS APPLIED TO THE ABOVE FRAME FOLLOW Pcn-. L,ii7._ f;2%_ R4f-7?s q, FRA.E..SIDE TYPE..SUPP _..DIST . HORZ. 01ST- -VERT. -31ST - HORZ LOAD. -VERT LOAD--MOMEM.T.-. THIS-SPECIAL LOAD IC . . ND. CODE CODE CODE M E A S (FEET) (FEET) (KIPS) (KIPS) 1K-IN) COND 1 COND 2 COND TIMD 4 1.5 3 2 1 2 3 2E.2500 0.0000 0.000 -35.200 0.0 1 3 0 0 . ..--. . . .16 3 -3. 1 2 3-C- 30.7500 0.0300 0.000- -35.200- 0.0 1 0 0 0 _. 17 3 2 1 2 3 - 26.2500 0.0300 0.000 -11.940 0.0 2 0 0 0 . 18 3 3 1 2 3 30.7500 0.0000 0_030 -11.940 0.0 2 0 0 0 .3.- .2 -- -1- - .2 --- 3 -. 28.2500 .----- -0.0000 - 0.000 12.610.-- -. 0.0 - 3-- 0 0 0 - 20 - 3- 3 1 2 3 - 30.7500 - 0.0000 0.000 12.810 0.0 3 0 0 0 - - BOLiNDARY DATA: . POI'T XSUP - -Y-SUP - MSUP XOTSP - YDISP ROTATION O000O1N O.0000INI" -- 9-- -- 1 - .........o . O.0000IN. o.0000 1N. 30000IN/IN OR- RADIANS' 7- - ;•__' - - - - - - - - - - - - -. -. -. - Cc - - - , , C- .-, -- .. • - - . - . - -------------------------. - -- - - r FRAME DESI9 - INPUT CONDITIONS JOB: 49153 CF A UNIT OF AM:A 1NT1.NATIOAL CORPO,ATION - - PAGE: - DATE: 8-20-86 THE FOLLOWING CLEARANCE DATA APPLIES TO FRAME NUMBER 3 VERTICAL CLEARANCE AT SACK HAUNCH 5' 1 Fyi i C't'-' / •. .: H S COLUMNS 96' 3 0/16" VL:RTICALCLEARA. EP.FRAMt • 9 MEMBER DATA: HEM FLANGE WEE DEPTHS LENGTH ANGLE WEIGHT JOINT NOS FLANGE WES KI XX K IVY IS SPLICE CODES TK 11 TH 1K 1 2 (FT) (000) (POUNDS) 1 2 YIELDS (PT) (PT) (FT) Ji JZ -- FRAME SIDE 1 19.88 1A.e8 I8 818.885 Lu1 •1 0 se.14 s-e.e 4A Be 8.80 .t3. SF , S FRAME1SI0E2 . :-Ic;-;1: - 1w.vig j . 13;250-180.06'0"Z-4"701 8 2;'71%3'Z 50.0--50.0'-,13.25m-'--l0 00 10.00' KN SS 3 1/2 12.0 1/ 4 40.00 51.00 10.000 180.000 196.7 3 4 500500 15.00 10.00 1000 SS SP 4 1/ 2 15.0 1/ 4 51.00 51.00 20 000 180.000 1089.5 4 5 50.0 50.0 15.00 10.00 10.00 SP SP -FRAME SIDE 3-- --- -•-•----- --- ---- 5 1/ 2 15.0 1/ 4 51.00 51.00 25.000 150.000 2360.7 6 5 50.0 50.0 15.00 10.00 10.00 SP SP . S 6 1/ 2 9.0 1/ 4 42.00 51.00 10.000 150.000 702.5 7 6 50.0 50.0 15.00 10.00 10.00 SS S --- : --.. - -S 7 5/16-.-9-.0 3/16 42.00 -42.00 10.750 180.000 459.4 - 8 -- 7- 50.0 50.0 15.75 10.00 10.00 KM SS FRAME SIDE 4 5 .•• . S. •..: 8 51 1 a 3.8 1/ 1 19.00 10.09 -.-278 901000 110.09 8 90.0 99.8 15.80 0.09 ises or NF S S - 4 - o k '' --• •-' - - . . . - - - ..........- - ------------------- - - S - - - - -.1 - . - ;SS• •,,.:. .. ' - - - VARCO-PRJBEN REACTION SUMMAFY / BASE PLATE SUMMARY - JOB: 49753 CF A UNIT OF AM-A INTERNATIONAL C3RPOR.ATI3 -PAGE: 3 4f FRAME NO. 3 - DATE: 8-20-86 JMMARY OF-REACTIONS: SIDE LOAD COMBINATION HORICNTAL VERTICL MOMENT SIMPLE UUEAM L3,O: - BACK 1,139 0, 0, 0 0.00 39.76 0.00 FRONT 1,139 0, 0, 0 0.30 37.75 0.00 SIMPLE UNIBAM LOAD: SACK 1,13, 3, 0, 0 0.00 15.84 3.00 FRONT 19139 0, 0, 0 3.00 15.16 0.02 SIMPLE UNIIIAM LOAD: BACK , 19139.09 0, 0 • 0.00 -9.61 ,.. 0.00 •. - -. . . - . - FR0NT1,13 O.00--8 • SIMPLE U\I3ZA LOAD BACK 19139.09 09 0 0.00 3.57 0.00 .FRONT 1,13,0.090. -. 0.00- -3.56 0.00 -.- - - - -• NOTE: REACTIONS BASED ON ALSO TYPE 2 ANALYSIS :..: --• -: -: SUMMARY OF BASE PLATES: - 2 ? - . -• ) - - - - S BASE PLATE DATA :1. WIDTH PATTERN BACK 3P- 8.00 X 7iOt- (4) DIA. A3~64 OS-3 -.F.0N -B08319 - 8.00 X. ./8X.*19 00- "- - 3/4 DIA -A3 42 --'- OS- - *"''' '- - ''' ,.WEB.ST.IFF.ENER.REQU.I.REMENTS:.-....................._ ._. ------------ - S ..• . ------- .•- • i S S - •-:' MENEER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A I STIFFENER SIZE SIDES WELDING DETAIL 1 •. - .- .. . - 5 - NUMBER (PT) (IN) RATIO RATIO (IN) I 1K WIDTH L - S ? I •.. . - - ... - ...- - L_.-. .-.._- --,*-----•-. -------.I.-.--.---.-- .S. - I - 1 COL./HAUNCH FL G EX 5.96 17.625 I 3/16 X 2 3/ 8 BOTH 510. CK-OK YES I - -. - 2 25O2O9 333.oçi17 7 i7 5/16iF41/Z ONE STO tK-OK'YES9 &-;- - -X2-3/8BOTH STD.CK--OK -'YES'F --r-.- - 4 2 IETEMEOIATE SHEAR 12.50 50.000 200.00 3.00 150.00 I 1/ 4 X 2 3/ 8 BOTH STD. CK-OK YES I L- COL./HAUNCH FLG EX 5.79 .17.625 - 1 3/16 X 2 3/ BOTH STO. CK-OK YES •I I I o 1 INTERMEDIATE SHEAR 1.00 41.899 167.60 3.00 125.70 I 1/ 4 X 2 3/ 8 BOTH STD. CK-OK YES I S - ............ 5 2 INTERMEDIATE SPEAR 12.50 50.000 200.00 3.00 150.00 I 1/ 4 X 2 3/ 8 BOTH 510. Ck-OK YES I ........- -. - 5- - -5- - * -5- 5- -.•- -S •S - - - 5-- -. r. .- . - 5- .. - - -. - .- -• I VAkCO_pR Jr) E,. FF413 DESIGN BOLTING PLTE DATA JOE: 49753 CF A UNIT OF ACL INTERNATIONAL CORPORATION PAGE: 3P4. FRAME NO. 3 - DATE: 9-20-86 BOLTED CMECTION DATA: J I <--------PLATE DATA -------->1<--------------BOLT DATA ----- ---------->1 MEMEER T j I OUTSIDE INSIDE S CONNECTION CAPACITY I T( LENGTH I SIZE EROWS 4-5DLT *ROWS 4-BOLT I TYPE MARK 9 OUTSIDE INSIDE V 8 3 1- '. 9946 3/4" Bilk 3 W., 3 O i FWH 3631 9O33 UlS.? "K 11l5_P "K 3'- 5 0/14 3-/-4" D 425- 3 'G 3 JD 5XT 3012341033 1l15.- K 1113.'l "K 3 ' 1 6/ 5 X 12.0 X 6'- 3 0/16 1 3/4" DIA 4325 4 YES 7 YES I FLUSH 3C12651047 7302.0 "K 10541.8 "K 4 1 1 6/ 5 K 15.0 X 4- 3 0/16 1 3/6" DIA 4325 4 YES 7 YES I FLUSH 3C15651047 7302.0 "K 10541.9 "K 4 2 - 6/ 9 X 15.0 X 4- 3 0/16 I 3/4" 014 A325 4 YES 10 YES I FLUSH 3C15651044 7302.0 K 13106.6 "K 5 2 1 6/ 3 X 15.0 K 4'- 3 3/16 1 3/4" 014 4325 4 YES 10 YES I FLUSH 3C15651044 7302.0 "K 13106.6 "K - 5 1 1 6/ .8 K 15.0 X 41- 4 0/16 1 3/4" 014 4325 4 NO 7 NO I EXT . 3815652047 5608.4 "K 8848.2 "N 6/..q, X 9.0 .X 4'-3 O/18_.,3/A" 014 4325 4 . NO ... 7 ... NO . - FLUSH, 3AO9651047.... 5608.4 "K...8848.2 :- 7 II B 9144128 H9 3 O I T5BS48O UTI 9 k U77.9K ,-_ 8 3 3 0 N &.O X 3 - A 0 IE I 3/4 014 4323 3 flO 3 NO I FLuSH 3406342033 1177.? K 1177_ K - FLANGE BRACING REQUIREMENTS 5A'_K SIDE OF FRAME RIDGE TO EAVE: R 2 LOCATION 1'- 6 0/16 61- 6 0/16 111- 5 0/16 16'- 6 0/16 21'- 6 0/16 261- 6 0/16 31'- 6 0/16 COPTH I FB 51.0000. 51.0000 51.0000 51.0000 . 49.350) 43.8500 40.0479 - .. FE MARK - F.86024 ..__. NOT REQ-0 ._F6024_ ., NOT-REQ D. ----6010---.. N0TREQ.O NOT REQ-0 - - . SACK SIDE OF FRAME RIDGE TO EAVE: ME MB ER 9 ..LCAT.XCN .361- 6 3/16 -39'-.8.'3/.4.- 42'-11 1/ 2- -..- .-- . .•./..- - - . - - - -.':_- - DEPTH 2 FE 43.2074 40.3105 0.0000 .'- . - 'S. . . - 5. -. •0 FS MARK 9 NOT RED 0 FD4104 NOT RED 0 BACK SIDE OF FRAME BASE TO EAVE: - - .r - - - MEMBER 2 - - ..1.. . . •,. . . - .. .•_. ............5 . S - LCCATIO 7'- 2 1/ 4 S DEPTH 3 FE 0.0000 -- FB MARK 0 NOT REQ 0 .- - .......-- -.._--- -.__5____ ---- _•- ---_.----- ._-•••-.-.- FRONT SIDE OF FRAME RIDGE TO EAVE" 6 6r01A i t - ------- --- DEPTH 51 0000---- 51 0000 -51 0000 .-49 6500 "45 1500 'tE - -' - - F3 MARK 2 F56024 NOT REQ 0 F86024 NOT REQ D F56024 NOT REQ 0 NOT REQ 0 - - :S -. _-_ S -:- --- --•- . - . - S. -- .5 .5 ---5- -. -.•-. ----S ----: •- ..-..-,.----.---- - vARCo-?RuoN FIANE DETAIL DESI SUMMARY J03: 49753 CF A UNIT OF ANCA IrTEr.NATIoMAL C0PPDRATI0- PAGE: -Ø FRAME NO. 3 DATE: 8-20-36 MEMBER I IAC K COLUMN- 3/lo X 5.0 FLANGE 1/ 8 WEE DEPTH AT JN A 1=16.00 - DEPTH AT JN A 2=1E.00 LGNT= 7.62' WT= 111.48 MEMBER 1 FLANGE YIELD = 5C.09 KS!, WE3 YIELD = 50.00 KSI - ACTUAL FORCES A C T U A L A L L C N A B L E S TRSS .1 DM5 Lc:Arro MEN L 0 A C CASE DEPTH AXIAL SHEAR MOMENT AXIAL SHEAR ENDING AXIALSHEARS 15UM I SHEAR SPLICE POINTS - I I AT 0.00 FT 1 1 -39.8 0.3 0.0 9.4 0.0 .00 21.23 4.84 30.00 I 0.441 I 0.000 I AT 5.96 FT I I 18.0 -,. 0.0 C.0 .00 0.00 21.23 4.84 30.00 I 0.441 I 0.000 I AT 3.59 FT INTERMEDIATE POINTS 1 1 13.0 -39.8 0. 9.4 0.00 0.00 21.23 4.84 30.00 I 0.441 I 0.000 I .LOCATI0..X-00_.Y-COR .DEP AREA RX LX LY 1 .LY.2 KLX KL Y2 SX.LS,1 RT 1 LB 2 T 23S,. QA CB1CB 2, - ST(FEE (Pi\2 T&1 1M IN)(IN)'(1NRX RYPY. - 'SPLICE 'P~l 1 0.00 0.75 0.00 1 4.25 7.03 0.96 .80.0 2--.0 24.0 17.1 25.0 25.0 23.34 24.0 1 4.3 1.23 1.00 0.75 1.01 1.01 1NTERE3I 3591:00 :: : :: -::: :: 24.0 17:1 25.0 2. 1.23 24. 3 00 0.75 10 1.75 1 0.75 MEMBER 2 SACK. HAUNCH- 3/ 8 X 12.0 FLANGE 3/16 WEB DEPTH AT JN A 240.00•- DEPTH AT JN 8 3=40.00 LONT. 12.50' WT= 701.88 -- .: - ---. MEMBER 2 FLANGE YIELD = 50.00 KSI, E0 YIELD = 53.00 KSI - ACTUAL FORCES A C T U A L - A L L -0 W A B I E STRESS CONDITIONS . . . LOCATION MEN LOAD AXIAL SHEAR. MOMENT" AXIAL SHEAR BENDING AXIAL SHEAR SENDING I SUM 8 CASE DEPTH (NIPS) (KIPS) (NIP-IN) S I K E S S S T K A S S I COMBINED I SHEAR I .. SPLICE POINTS AT 0.75 FT 2 . 1 40.0 0.0 39.5 35.8 0.0 5.27 1.59.- 30.00 6.13 25.14 I . 0.063 I 0.859 I ''-i -'AT-.12.50 Fl -- Z1- 40 O-"0 O-' 38 6' 5865 6 -0.3 5 152o.2O-3O OO6 13 25 511''-1 O27 I0 840 I ' ''---- PURLINS OR GIRTS AT 2.77 FT 2 1 40.3 0.0 39.4 1312.6 0.3 5.25 5.36 30.00 6.13 25.20 I 0.233 I 0.856 I . ) AT 6.03 FT 2 1 40.0 0.0 39.1 2833.5 0.0 5.22 12.66 30.00 6.13 25.30 I 0.500 I 0.851 i --- . - AT 11.00 FT 2 1 40.0 0.0 36.7 5169.4 0.0 5.16 23.09 30.00 6.13 25.46 I 0.907 I 0.842 1 . - INTERMEDIATE POINTS . - I I I - - - AT 1.39 FT 2 1 40.0 3.0 39.5 657.1 0.0 5.26 2.93 30.00 6.13 Z5.16 I 0.117 I 0.858 1 AT 4.39 FT - . 2 1 40.0 0.0 39.3 2074.3 0.0 - 5.23 9.26 . 30.00 6.13 25.25 I . 0.367 - I 0.853 I AT 8.50 FT 2 1 40.0 0.0 - 38.9 4004.4 0.3 5.19 17.89 30.00 6.13 25.38 I 0.705 I 0.846 I . --- --. -- - - AT 11.75 FT 2 1 40.0 0.0 38.7 5517.9 0.0 5.16 24.65 30.00 6.13 25.48 I 0.967 I 0.841 1 ,. LOC ATION. X-0R V-COP OAR AREA SX KY LX LV I LY 2.. KLX KLY1 KLY2 SX LB I RT 1 L9 2 'T 2 35 QA CB 'l CB 2 .) MN 01ST (FEET) (IN) (IN2) (IN) (IN) (IN) - (IN) (IN) RX KY RY IIN31 (IN) (IN) (IN) (IN) ..SPLICEP-J1NTS -.-._----- .-•--- ---.- - -.. ...... .....-- -- -- '-i- 2I 0 75'1 OiL=7 _624 40.03:!16 36 16 54 L 57159 0 120 0 120 0.R49 -46 7'46 7 223 69120 0 3 1P 120 03 11 0 °281 001 75149!- I _--. - .----,.•.. & - - . - VARC a- PRUD rX FRAME DETAIL DESIGN SUMIARY JOB: 49753 CF A UNIT OF AMA INTERNATIONAL CORPORATION - PAGE: ..4-r17K- FRAME NO. 3 - . DATE: 8-20-86 MENSES 2 EACK HAUNCH- 3/ 8 X 12.0 FLANGE 3/15 WEE DEPTH AT JN 1 2=43.00 - DEPTH AT JN 1 3=40.00 LGNT= 12.501 WT= 701.81 MENSES 2 FLANGE YIELD = 50.00 ((SI, WED YIELD = 50.30 KSI LCCATIDN X-COR Y-COR DEF AREA RX RY LX LY 1 LV 2 ((LX ((LVI KLV2 SX 15 1 ST 1 ID 2 RT 2 OS 04 CS 1 CD 2 MN 35T (FEET) (IN) 11 N2) UN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) 2 12.50 13.25 7.62 40.00 16.36 16.54 2.57 159.0 120.0 9.5 46.7 223.69 120.0 3.11 0.92 1.00 1.17 PURLINS OR GIRTS 2 2.77 3.52 7.82 40.03 16.3 16.54 2.57 159.0 120.0 120.0 9.5 46.7 46.7 223.99 1:'0.0 3.11 120.0 3.11 0.92 1.00 1.49 1.33 2 6.00 6.75 7.62 40.00 16.36 16.54 2.57 159.0 123.0 120.0 9.6 46.7 48.7 223.89 120.0 3.11 120.0 3.11 0.92 1.00 1.33 1.26 2 11.00 11.75 7.82 40.00 16.36 16.54 2.57 159.0 120.0 123.0 9.6 46.7 46.7 223.89 120.0 3.11 120.0 3.11 0.92 1.00 1.26 1.17 INTERMEDIATE POINTS 2 1.39 2.14 7.62 40.00 16.36 16.54 2.57 159.0 120.0 9.6 46.7 223.89 170.0 3.11 0.92 1.00 1.49 2_ 4.39 40.C316.36._16.542.57 ..j59.0120.0 9.6. 4o.7 . 223.89j20.0.3.11 _ 0.92 1.30.j.33. ,....•. 2 478 .,50 2 5..5 7 6240 0016.36 6. 542 57159.012O 0 9 646 223 89i20.O3 11 mr O 921. 001 26" 40.00 16.36 16 4 2 57 -159 0 120 0 ' -''9.'61- 46 7 223 89 120 0 3 11 92 1.0 0 1.17 ME BcR 3 BACK 55- 1 - 1/ 2 X 12.0 FLANGE 1/ 4 ES DEPTH AT JN 5 3=40.00 - DEPTH AT JN 1 4=51.00 LGNT= 10.01 WT= 796.7. ...-.MEMSER 3 FLANGE YIELD = 50.00 ((SI, -WEB YIELD = 50.00 ((SI ACTUAL FORCES A C T U A L. A I L 0 N A B L E STRESS CONDITIONS LOCATION --HEM LOAD . AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING I SUM Z I % I A ZASE DEPTH (KIPS) (KIPS) (NIP-IN) S T R A S S S T S A S S . I COMBINED I SHEAR I ) SPLICE POINTS I I I . . AT 0.00 FT - . 3 -- 1 40.0 - 1.8 . 36.6- 5865.4 0.1 3.96 19.83 3000 7..23 29.58 I 0.670 I 0.533 I AT 10.01 FT 3 1 51.0 1=7 37.9 10453.7 0.1 2.97 25.99 30.00 6.26 28.09 I 0.928 I 0.473 I PURLINS OR GIRTS I I AT 3.50 FT 3 1 43.8 1.8 38.3 7481.9 0.1 3.49 22.54 30.00 6.81 29.13, I 0.774 I 0.513 I .. - AT 8.51 F7 3 1 49.3 1.7 37.9 9771.4 0.1 3.07 25.34 . 30.00 6.37 25.35 I . 3.994 1 0.493 I . . . ... .. I AT. .1.75 FT - . __.-: 3 --.1 . 41.9 - 1.8 38.4 6875.1- 0.1_-3.67 21.28, 30.00 7.01 29.36 I. 0.725 1.0.524 I ....... AT 6.01 FT 3 1 46.6 1.7 38.1 8629.5 0.1 3.27 24.08 30.00 6.57 28.76 I 0.837-1 0.498 I AT 9.26 FT 3 1 5C.2 1.7 37.9 10112.9 0.1 3.02 25.68 30.00 6.32 28.22 1 0.910 I 0.478 i LOCATION X-CER Y-COR DEP - AREA RX RY LX LV 1- LV 2 ((LX . ((Lvi K1Y2 SX LB 1 RT 1 LB 2; ST 2 05 QA CD 1 -CD 2 - MN 01ST FEET (IN) (IN2) (IN) (IN) (IN) (IN) (IN) RN RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE POINTS 3 0.00 13.25 7.61 40.00 21.75 16.49 2.57 180.0 120.0 10.9 46.6 295.84 120.0 3.13 - 1.00 1.00 1.17 3 10.01 23.25 7.17 51.00 24.50 20.46 2.42 180.0 120.0 8.8 49.5 402.16 120.0 3.03 1.00 1.00 1.10 '. .. PURLINS OR GIRTS . . .3 ,3.53 16.75 7.4L 43.E5. 22.71 17.90 2.52 180.3,120.0 j20.0-. .10.1 47.6 47.5 331.91 120.0 3.09_120.0-3.09 1.00 ;10O 1.17.1.12 - .......... - .- -. .; . 3 8.51 21.75 7.23 49.35 24.09 19.87 2.45 180.0 123.3 123.0 9.1 4.1 49.1 3E5.57 120.0 3.04 120.0 3.04 1.00 1.00 1.12 1.10 .,. -. .INTERME01ATErOINTS... -,---- . -- . . .. • ... .,.•. . . - . -........... ,1 75 ;is 'O0 7 41O2"22.2517 20 2 55 180 0..120 o9 10 5 47 1-.-"-313 2120 3 3 11'---- 0O,J 00 1 17, T36 011925 735 46 323.40 18 89 2.482,1180.0120 O.---*9 545 001 -9.26 22.50 --1;20 5017 24 29EO'l72 44 180 0=120 O. '-8.9 -,9 3- 33 94 120 0 3 04 -' " 1 00 1 Too L 1 ID" ',-- 4= - - - •. VAR cO-PRJ3EN FRAME DCTAIL E3IGN SUMMARY J03: 49753 CF A UNIT OF ANCA INTERNATIONAL CORPORATION PAGE: 7Jr5 FRAME NO. 3 DATE: 8-20-86 MEMBER 4 SACK RS- 2 - 1/ 2 X 15.0 FLANGE 1/ 4 WEB DEPTH AT JR 8 4451.00 - DEPTH AT JM-E 5=51.00 LGNT 20.00 WT188.58 MMSER 4 FLANGE YIELD 50 CO VSI, WEE YIELD = 50.00 KSI ACTUAL FORCES A C T U A L - A L L 0 N A I L E STRESS CONDITIONS LOCAT1D MEM LOAD AXIAL SHEAR. MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING I SUM I I I I 0 ZASE DEPTH (KIPS) (KIPS) (KIP-I?) S T R E S S S T R E S S . I COMBINED I SHEAR I SPLICE POINTS I I AT 0.00 T 4 1 51.0 0.0 37.9 10454.1 0.0 2.97 21.91 25.02 6.28 27.17 I 0.806 1 0.474 I AT 20.03 PT 4 1 51.0 0.0 1.1 13017.2 0.0 0.09 27.28 25.02 2.08 27.17 I 1.004 I 0.042 1 POINT LOADS I I I AT 5.00 FT 4 1 51.0 0.0 37.5 12713.8 0.0 2.94 26.64 25.02 6.26 27.17 I 0.931 I 0.469 1 P'JLINS OR GIRTS - i .......AT, 3.50 FT 4 1 51.O .37.6,_.12038.4._ 6.26... .27.17 ..,t .0.929. I.O.47i .1 -AT-8 5D-FT- -51 0O.O-- 2 O125O3 4O 1626.83'25 O2.2 08Z.27 i7120 9S8I-O 075J 17'I 0.990-1 0 061 I AT 18.50 FT 4 1 51..0 00 1.2 129963 0.0 0.10 27.24 25.02 2.08 27 17 I 1.002 I 0.046 *1 ) INTERMEDIATE POINTS I I I ...__AT 1.75 FT ----- .4 - 1 51.0 0.0 . 37.7 11247.7- 0.0 2.96 23.57 25.02 6.26 27.11 1 0.868 I 0.472 I - -. AT 6.00 FT 4 1 51.0 0.0 2.2 12740.6 0.0 0.17 26.70 25.02 2.08 27.17 I 0.983 I 0.053 I AT 11.00 FT 4 1 51.0 0.0 1.8 12860.3 0.0 0.14 26.95 25.02 2.05 21.17 I 0.992 I 0.068 I AT .16.00 FT -. 4 1 51.0 0.0 1.4 12956.8 0.0 0.11 27.15 25.02- 2.08 21.17 I 0.999 I 0.053 I .1: AT 19.25 FT 4 1 51.0 0.0 1.2 13007.0 0.0 0.09 27.26 25.02 2.08 27.17 I 1.003 I 0.044 I - LOCATION X-COR Y-COR. -DEP AREA RX RY LX - LY 1- LY 2 KLX KLYI KLY2- SX LB 1. RT 1 LB 2 RT 2 OS QA CO I CB 2 MN 01ST. (FEET) (IN.) (IN2) (IN) (IN)(IN) (IN) (IN)'-RX RY RY (IN3) (IN) (IN) (IN) - (IN) SPLICE POINTS . 4 0.00 23.25 7.17 51.00 27.50 21.03 3.20 .180.0 120.0 5.6 37.5 477.17 120.0.3.88, 0.95 1.00 1.10 .. 4 20.00 63.25 -7.17 51.00 27.50-21.03.3.20 .180.0 120.0.. -. -- 8.6 . 37.5 . . 477.17. 120.0 3.88 . 0.95 1.00 1.00 . -T,4 4 5.C3 26.25 ..7.17 51.00 27.50 01.03 3.20 - 180.0J20.0 120.0-,- 8.6-37o:5 _ 37.5 -477.17-120.0 3.88 120.0..3.8p, 0.95 1.00.1-02 1.00 -. . PURLIMS OR GIRTS -) 4 3.50 26.75 7.17 51.00 27.50 21.03 3.20 180.0 120.0 120.0 8.6 37.5 37.5 477.17 120.0 3.88 120.0 3.88 0.05 1.00 1.10 1.02 . 4 8.50 31.15 7.17 51.00 27.50 21.03 3.20 180.0 123.0 120.0 8.6 37.5 37.5 477.11 120.0 3.56 120.0 3.88 0.95 1.03 1.00 1.00 - - 4 13.50 36.75 7.17 51.00 27.50 21.03 3.20 180.0 120.0.120.0 . 8.6 37.5 37.5 477.17 120.0 3.88 120.0 3.68 0.95 1.00 1.00 1.03 - 4 16.50 41.75 7.17 51.00 27.50 21.03 3.20 180.0 120.0 120.0 6.5 37.5 37.5 477.17 120.0 3.88 120.0 3.88 0.95 1.00 1.00 1.00 . - . INTERMEDIATE POINTS . ... .. .... . .. ................ .. . . . . - - .: 4 1.75 25.00 7.17 51.03 27.50 21.03 3.20 180.0 120.0 8.6 37.5 477.17 120.0 3.83 . 0.95 1.00 1.10 - 4 6.00 29.25 7.17 1.00 27.50 21.03 3.20 180.0 120.0 - 8.8 37.5 477.17 120.0 3.63 0.95 1.00 1.00 . 4 11.00 34.25 1.17 51.00 27.50 1.03 3.20 163.0 120.0 8.6 37.5 477.17 120.0 3.88 0.95 1.00 1.00 4 16.00 39.25 7.17 5I.00.27.EO 21.03.3.20 180.0 120.0 ._..- ,6.6 37.5 . .. .477.17 120.0 3.88 1.00 1.00 .. -, ......-: . .-.:- -) 4 15.25 42.50 7.17 51.00 27.50 21.03 3.20 180.0 123.0 S.6 37.5 - 477.17 123.0 3.35 - 0.95 1.00 1.00 - ..' .. FRAME DETAIL DESIGN SUMMARY JUO: 49753 CF A URIT OF AMLA INTERNATIONAL CORPORATION PAGE: -3-4(, - FRAME NO. 3 DATE: 8-20-86 MEMEEP. 5 FRONT P3- 3 - 1/ 2 X 15.0 FLANGE 1/ 4 WEE DEPTH AT iN I 651.00 - DEPT-I AT JN I 5r51.00 LGNT= 25.001 WT=2360.78 MEMBER 5 FLANGE YIELD 53.00 K5I, WES YIELD = 50.CD (51 ACTUAL FORCES A C T U A I A L L 0 W A S L E STRESS CONDITIONS LOCATION MEM LOAD AXIAL 5HEA MOMENT AXIAL SHEAR 8ENDING AXIAL SHEAR .DENOING I SUM I t I C CASE DEPTH (KIPS) (KIPS) (KIP-IN) S T R 8 S S S I S C S S I COMSINED I SHEAR I SPLICE POINTS I I I AT 0.00 FT 5 1 5 .0 0.0 -36.0 8833.2 0.0 2.83 16.51 25.32 .26 27.17 I 0.631 I 0.451 I AT 23.00 FT 5 1 51.0 0.0 1.1 13017..2 0.0 3.09 27.28 25.02 2.-28 27.17 I 1.004 I 0.042 I POINT LOADS I I I AT 13.00 FT 5 1 51.0 0.0 -35.3 13111.1 0.0 2.77 27.49 25.02 6.26 27.17 I 1.011 I 0.441 I PUaLINS 35 GIATS I I I AT 3.53 FT -. 5 1 51.3 0.0 -35.8 1p341.1 0.0 - .2.81 _23.67 ..... .25.02 .6.26 27.17 I, 0.796 I .0.448 I AT 8 SC FT 5 -1 51 0 0 0 -35.4 12+75.3 0.0 2.77 26 14 25.02 6.26 27.17 I 0.962 I 0.443.1 AT 13.50 FT 5 1 51..0 - --.ø- 0.2 13107.9 0.0-- 0.02 27.47 25.02 2.-08 27.17 1 1.011 - -t -0.008 •l • AT 13.50 F T 5 1 51.0 0.0 0.6 13083.6 0.0 0.05 27.42 25.02 2.08 27.17 I 1.009 I 0.023 1 AT 23.53 FT 5 1 51.0 0.0 1.0 13038.0 0.0 0.08 27.32 25.02 2.08 27.17 I 1.005 I 0.037 I -- - -INTERMEOIATE --POJ..TS i -I AT 1.75 FT 5 1 51.0 0.0 -35.9 9588.6 0.0 2.e2 20.09 25.02 6.26 27.17 I 0.140 I 0.449 1 ) AT 5.00 FT 5 1 51.0 0.0 -35.6 11411.1 0.0 2.79 23.91 25.02 6.26 27.17 I 0.880 1 0.445 I -- -Al 11.00 FT 5 1 51.0 0.0 0.0 13111.3 0.0 0.00 27.48 25.02 2.08 27.17 I 1.011 I 0.001 I AT 16.00 FT 5 1 51.0 0.0 0.4 13098.1 0.0 0.03 27.45 25.02 2.08 27.17 I 1.010 I 0.015 'I AT 21.00 FT 5 1 51.0 0.0 0.8 13062.1 0.0 0.06 27.38 25.02 2.08 27.17 I 1.008 I 0.030 I AT -24.25 FT - -5 1 51.0 - -0.0 - 1.0 13026.9 0.0 0.06 27.30- 25.02 2.08 27.17 I 1.005 I 0.039 I .) LOCATION X-COR V-COR DEe AREA RX RY LX LV 1 LV 2 KIX KLYI KLY2 S 18 1 RI 1 LB 2 ST 2 CS CA CE 1. Cs 2 MN 01ST (FEET) (IN) (INfl (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) . . . SPLICE P3I4TS 5 0.00 68.25 7.17 51.00 27.50 21.O33-.20 180.0 120.0-- ---- 8.r6 37.5 - 47717 120.0 3.88 -- - - 0.95 1.00 1.11 5 25.00 43.25 .7.17 51.00 27.50 21.03 3.20 180.0 120.0- 8.6 37.5 - 477.17 120.3 3.88 . 0.95 1.00 1.00 POINT LOADS -- -- ) 5 10.00 58.25 7.17 51.00 27.50 21.03 3.20 180.0 120.0 120.0 5.6 37.5 37.5 477.17 120.0 3.88 120.0 3.85 0.95 1.00 1.02 1.00 - PURLINS OR GIRTS 5 3.50 64.75 7.17 51.00 27.50 21.03 3.20 180.0 120.0 120.0 8.6 37.5 37.5 477.17 120.0 3.66 120.0 3.88 0.95 1.00 1.11 1.09 5 8.50 59.75 7.17 51.00 27.50 21.03 3.20 183.0 123.0 120.0 8.6 37.5 37.5 471.17 123.0 3.88 120.0 3.85 0.95 1.00 1.09 1.02 .....-. S 5- 13.50 54.75 7.17 51.00 27.50 21.03 3.20 180.0 120.0 120.0 -9.6 37.5 37.5 477.17 120.0 3.88 120.0 3.88 0.95- 1.00 1.00 .1.00 . S 18.50 49.75 7.17 51.00 27.50 21.03 3.20 180.0 120.3 120.0 0.5 37.5 37.5 477.17 120.0 3.88 120.0 3.85 0.95 1.00 1.00 1.00 . - -. .•-.• - . 5 23.50 44.75 7.17 51.00 27.50 21.03 3.20 180.0 120.0 123.0 8.6 37.5 37.5 477.17 120.0 3.83 120.0 3.88 0.95 1.00 1.00 1.00 INTERMEDIATE FOINTS -- 5 1.15 66.50 7.17 51.00 27.50 21.03 -3.20 130.0 120.0 8.5 37.5 - 477.17 120.0 3.88 0.95 1.00 1.11 -' 5 6.00 52.25 7.17 51.00 27.50 21.03 3.20 180.0 120.0 8.5 37.5 477.17 120.0 3.88 0.95 1.00 1.09 -- --5 .11.33 57.25 7.17 51.00 27.50 -21.33 3.20 180.0 -120.0 -. - ,-- 8.6 37.5 -- 477.17 120.0 3.88 -- 0.95 1.00 1.00 . .5 5 lb 00 S.. 25 7 17 i 00 27 50 21.03-3.20 .183 0 120 0 -'_ 5 6 37 5 477 17 120 0 3 83 "0-.95 -1.001-1.00 - - 5 21 00 47 25 7.-1r51 CO 27 50 21 03 3 20 180.0 120.0 - 8 8 37 5 477 17 120 0 3.88 0 95 1.00 1.,6o '5 24.2544.00 7.-175-1.00 27.50 21.O33.20180.0l2-0.O- - 3.5 .375.5 5 41717 320.0 3.88 0.95 1.00 1.00--'-- ) VARCD-PRUI)EN FRAME DETAIL DESIGN SUMAPY JOB: 49753 (F A UNIT OF AMA I'JTERNATIONAL CORPOkATION PAG: 44f- P47 FRAME O. 3 DATE: 5-20-56 MEMEEA 8 FRONT B- 's - 1/ 2 X 9.0 FLANGE 1/ 4 WEB DEPTH AT JN 8 7=42.00 - DEPTH AT JN 8 6=51.00 LGNT 11.01' WT= 702.55 . MENSES 6 FLANGE YIELD = 53.00 KSI, WEB YIELD = 50.00 KSI - ACTUAL FuRIES A C I U A L A L I 0 W A 8 L E STRESS CONDITIONS L0CATI0' MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAF SENDING AXIAL SHEAR BENDING I SUN * I I - 5 CASE DEPTH (NIPS) (KIPS) (KIP-I4) T S E S S S I S B S S I COMBINED I SHEAR I SPLICE POINTS AT 0.03 FT 8 1 42.0 1.4 -35.8 4462.7 3.1 3.50 17.85 30.00 7.00 25.70 I 0.615 I 0.500 I AT 10.01 FT 6 1 51.0 1.3 - 3 6 . 0 3832.9 0.1 2.82 27.00 30.00 6.26 26.53 -I 1.018 1 0.451 I PUSLINS OR GIRTS I I I AT 3.51 FT 6 1 45.1 1.4 -3.5 6002.8 0.1 3.23 21.58 30.00 6.69 27.91 I 0.773 1 0.453 I AT 5.51 FT 6 1 49.5 1.4 -36.1 8183.3 0.1 2.91 25.93 30.00 6.35 26.84 I 3.956 I 0.458 I INTERMED1ATE.POINTS., Ci--- FT'3t 43 6''i-4"-5 -366 5Z34 2O1...k3 361972 30';-00 28.40 4io 694 10 492 1 AT "6;00 T -6.. 1 - 47 4- 1 4 -36.3 7096 0 0 1'-3 06 23 92 30.00-6 51 -27 44 I 0 872- I 04471"I,': AT 9.26 FT o 1 50 3 1 4 -36.1 8508 3 0 1 2 87 26.48 30.00 6.31 26.69 I 0.9q2 I 3.455 I LOCATION X-..OR Y-,..G.t_CBP ARE... RX - RY LX LV 1 IY 2-Kt.X -KLY1--4(1Y2 SX LB 1 ST 1 LB 2 RI 2 QS OA C9 1 CS 2 MN 01ST (FEET) tIN) (P42) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) - SPLICE POINTS . . . . . ------------ - - 8 0.00 78.25. .7. 54 42.00 19.25 16.61 1.78 180.0 120.0 10.5 67.5 252.91 120.0 2.26 .- 1.00 1.00 1.21 . - ---------;- :- 6 10.01 88.25 7.17 51.00 21.53 19.70 1.68 180.0 120.0 - 9.1 71.4 327.15 120.0 2.19 1.00 1.00 1.11 ) PURLINS 35 GIRTS S 3.5C 74.75... 7.41 45.15 20.04 .17.70 1.74. 180.0 120.0 120.0. 10.2 - 65.9 68.9 278.12 120.0 -2.23 120.0 2.23 1.00 1.00 1.21 1.14- 6 8.51 69.75 7.22 49.65 21.16 19.24 1.70 180.0 120.0 120.0 9.4 70.8 70.8 315.59 120.0 2.20 120.0 2.20 1.00 1.00 1.14 1.11 - INTERMEDIATE POINTS 8 1.75 76.50 7.47 43.57 19.64 17.16 1.76 180.0 120.3 10.5 68.2 265.41 120.0 2.24 1.00 1.00 1.21 6 6.00 72.25 7.32 47.40 20.63 18.47 1.72 180.0 120.0 9.7.- 69.8 - 296.65 120.0 2.21 1.00 1.00 1.14 - - - 6 9.26 69.00 -7.19 50.32 21.33 19-47-1.60-180.0'120.0-" MEMBER 7 FRONT HAUNCH- 5/16 X 9.0 - FLANGE 3/18 WEB DEPTH AT JN 5 8=42.00 - DEPTH'AT JN 5 7=42.00 LGNT= 10.00' wT= 459.45 . - -- MEMBER 7 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.00 KSI . . . ACTUAL FORCES A C T U- A L A L 1 0 W A B I E - STRESS CONDITIONS LOCATION MEN LOAD AXIAL SHEAR MOMENT AXIAL SMEAR SENDING AXIAL SHEAR BENDING I SUM I I I I - -. CASE DEPTH-(KIPS) (RIPS) (RIP-IN). S T R B S S - - S T.R-E S S I COMBINED I SHEAR .1 SPLICE POINTS -• -. - . . I . - AT 0.75 FT 7 1 42.0 • 0.0 -37.5 337.8 - 0.0 4.76 2.00 20.28 6.00 25.90' I - 0.077 I 0.795 1 . - ....... AT 10.03 )-T 7 1 42.0 0.0 -35.6 ' 4463.0 0.0 4.67 26.40 20.28 6.00 25.90 I 1.019 I 0.750 I -- PURLINS-JR GIRTS...., . ...... -. . _. . ..• •==-S_, -------- - :..-4 4- ... AT 4.02 FT 7 1 42.0 0.0 -37.3 1.1305.6 0.0 4.73 10.65 20.28 6.00 25.90 I 0.412 I 0.759 I ---- ....... - .4T • 5.50 FT - .. .. . 1 .42.0.. -.3.3 - -38.9 3799.5 0.0 .4.69 22.47-.. .20.23 5.03 ..-- 25.90- I .. 0.868-.. I. 0.782 I..... .... . ..-..-- .. --- .4ç TERMLDI ATEAPOITS AT'J2C1 1,1 42 0 '40 O8-37 4' 04.6 9'iO 0 4 75C5.35 20 284.. 6 00.425.90 I .,.O 237 I 0 793t ' , '5 ...... O.-0 -- 2590--I 0.641tR0.7S6 ......-. i - -t •__ - .. - - - S. - - - a- VAR, 0-PSi0E FAME DETAIL DESIGN SUMMARY JOE: 49753 C A UNIT OF J1sTEI.ATIOt4AL CORP04ATIOr PAGE: FRAME NO. 3 DATE: 6-20-86 MEMDE 7 PRO.T HAUNCH- 5/16 X 9.0 FLA'IGE 3 /15 ES DEPTH AT JN 2 8.42.00 - DEPTH AT J'47=42.00 LGNT. 10.0C WT 49.42 MENDER 7 FLANGE YIELD 50.00 KSI, WEE YIELD = 50.30 KSI ACTUAL FORCES A C T U A I A L I C U A 5 B STRESS CONDITIONS LUC.ITIIV4 ME N 1340 AXIAL SHEAF M3ENT AXIAL SHEAR, SENDING AXIAL SHEAR BENDING I SUM I I I 8 CASE OEPTH IKIPS) (KIPS) (RIP-IN) S T R B S 3 S T S B S S I C3M33.JED I SHEAR I INTERMEDIATE P3INTS I I AT 9.25 FT 7 1 42.0 0.0 -36.9 4131.5 0.0 4.6e 24.44 20.28 6.00 25.90 I 0.944 I 0.781 I LOCATION X-COA Y-COS DEe AREA RX RY LX LV I. LV 2 KIX SLY1 KLY2 SX 19 1 ST 1 LB 2 RT 2 CS QA Cs 1 CS 2 MN GIST IFEET) (IN) (I2) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) S - SPLICE PI?TS - - S 7 3.75..67.50 7.54 42.00.13.33J6.29 1.68 189.0 120.0.120.0-11.6.71.2 71.2 169.08,120.0;2.18.120.0-2.,18..0.97-,1-00.1-75 7 10 O0 78.257..544Z 00 13 3816.29 1 68 189 012O.O c _ 11 6 71.2 ' 169.0812O O2.18 0.,97%1-.,001 1 0' - PNSThR GIRTS - U~'Ll - 7 4.02 64.23 7.54 42.00 13.35 16.29 1.68 189.0 120.0 120.0 11.6 71.2 71.2 169.09 120.0 2.1e 120.0 2.19 0.97 1.03 1.56 1.32 7 8.50 79.75 7.54 42.30 13.38 15.29 1.68 189.0 120.0 120.0 11.6 71.2 . 71.2 169.08 120.0 2.18 120.0 2.18 0.97 1.00 1.32 1.21 INTERMEDIATE POINTS- 7 2.01 86.24 7.54 42.00 13.38 16.29 1.68 189.0 123.0 11.6 71.2 169.08 120.0 2.18 0.97 1.00 1.56 7 6.25 81.99 7.54 42.00 13.38 16.29 1.68 189.0 123.0 11.6 71.2 169.08 120.0 2.18 0.97 1.00 1.32 '1 - 7 9.25 79.00 7.54 42.00 13.38 16.29 1.6-8 189.0 120.0 11.6 71.2 169.08 120.0 2.18 - 0.97 1.00 1.21 . . . Kr-M-BER 8 FRONT COLUMN- 3/16 X 5.0 FLANGE 1/ 8 WEB DEPTH AT JN 0 9=18.00 - DEPTH AT JN 0 8=18.00 LGNT 7.54' WT= 110.22 ..MEM S --f-LANGE YIELD = -50.00 IcSI, WEE YIELD = 50-00-KSI-7 ---- S. - -. -: - - ACTUAL FORCES . - AC T Li A I A L L 0 1 8 STRESS CONDITIONS ) S. - . LOCATION MEN AXIAL SHEAR M0ENT AXIAL SHEAR BENDING HEAR BENDING I SUM I I % - - SPLICE POINTS - CASE 0cP P5) (NIPS) (KIPIN) S T R S S S T RE SS COMBINED I SHEAR I -----8 -1- 18.0 37-.7- ----0.0-- .000.O0 21.42 4.84 30.00 I.0.415I AT 5.79 FT O..O00:-I.'-., INTERMEDIATE POINTS B 1 18.0 -37.7 0.0 0.0 • .00 0.00 21.42 4.84 30.00 0.415 I 0.000 AT 3.59 FT 8 1 18.0 -37.7 0. . 0.0 8.9 0.00 0.0 1.42 4.84 30.00 I 0.415 I 0.000 I . S LOCATION X-COA Y-COR DEP AREA RX LV 1 LV 2 NIX KLY1 KLYZ SX LE.1 LB 2 ST 2 QS QA CS I CE 2 - MN 01ST.- (FEET)-..- (IN)-(IN2) (IN ..-fl N) (IN) -(IN)- (IN) RX RY-- RY -(I.N3) (IN) -T( IN) I (IN) SPLICE POINTS 8 0.00 86.25 0.00 18.00 .. 5 7.03 0.96 80.0 24.0 24.0 17.1 2.0 25.0 23.34 24.0 1.23 24.0 1.23 1. .7ó 1.75 1.75 - - - 8 5.79 83.25 5.70 I 4.25 7.03 3.96 80.0 24.0 24.0 17.1 25.0 25.0 23.34 24.0 1.23 24.0 1.23 1.00 0. 1.75 1.75 INTERMEDIATE P35-..s 4.25 7.03 0.96 90 .0 24.0 17.1 25.0 23.34 24.0 1.23 1.00 0.76 1.75 c As - - .,-.-.--.S •*.S - - .5- -5 VARCO-R'JDEN FRAME DESIGN - INPUT CONDITIONS JOB: 49753 CF A UNIT OF AM:A IJTEsTxoNAL CORPORATION . PAGE: 2741 DATE: 8-20-56 S . R NUMBER OF FRAMES FOR THIS JOB DESIGN IS 4 FRAME NUMBER ASSIGNMENT BY FRAME IN.: 1, 2, 3, 4, 0, . . -. HALF-IDA) FULL FRAME LOCATED AT FRAME LINE 1 POST AND EIAM ASSUMES AT LAST FRAME LINE BACK SIDEWALL COLUMNS hAL STANDARD (OUTSIDE FLANGE IS VERTICAL) FRONT SIDEWALL COLUMNS ARE STANDARD (OUTSIDE FLANGE IS VERTICAL) THE TOPS OF THE INTER1OR COLUMNS ARE RELEASED FRAME DESIGNED UTILIZiNG WEE STIFFENERS AS REOUIRED MAXIMUM ALLOWALE SUM PERCENT = 1.030 £..t r V r ft ss.-.&.x.e--.cT 1 kisS....., n Cn.flr nt_.erv—FC?tr---rr,,-.----- ' - t1 - o -e?-e..ee-TNt-Rzs-HEL C o FRA?-'E IS'DESIGNED AND DETAILED UNSYHMETPICAL ABOUT-RIDGE - .-."-- - SPECIAL FRAMEOATA FOR THE 1 FRAME FOLLOWS: SYMMETRY = NO I SHAPE CODE = UP SPECIAL UNISEAM INPUT I DESIGN CODE = SC STRESS CHECK FRAME . . DSP CODE = ..2-1=MIN. I - - -- I --LOADING:- - -2.00 ADDITIONAL DEAD LOAD I - ....: 2=14AX. I NUMBER OF SUPPORTED POINTS 2 I 2.00 PURLINS C SHEETING 3=1NT. I NUMBER OF SPECIAL MEMBER RELEASES - 0 I 1.85 FRAME DEAD LOAD I ... . NUMBER DF.INTERIDR -COLUMNS -. -.O I --TOTAL DEAD 1.85 PS AVG BAY SPACE 25.00' I NUMBER OF MEMBERS 8 p ) I NUMBER OF CENTER LINE JOINT POINTS 9 I WI(---PSF I . THIS FRAME REOUIRED.ON FRAME LINE -- _)_ ) -, . ,. — . — . .- ..., 4.t .. iT .-r# -a ,— -. .. :---- h.4---..cc. . - -..--,- • fl.. F ) . - - — 6 ,PECIAL LOADS APPLIED..-') THE ABOVE FRAME FOLLOW .. * FRAME SIDE TYPE SUPP 01ST HORZ. 01ST VEAT. 01ST HORZ LOAD VEP.T LOAD MOMENT THIS SPECIAIfl W/C .-- - ..- ) NO. CODE CODE CODE UEAS (FEET) (FEET) (NIPS) (NIPS) (K-IN) COND 1 COND 2 COND 3 COND 4 -- 1 . 2 1 2 3 28.2500 0.0000 0.000 -11.000 . 0.0 1 0 0 0 0 2 1 . 3 1 2 3 3C.7500 0.0000 0.000 - -11.000 0.0 1 0 0 0 - .0 3 1 2 1 2 3 28.2500 0.0000 0.000 -4.000 0.0 2 0 0 0 .-..4.. 1 '3.,..-. 3 307E00 0.0000. .O.00O.... -4.000:._. 0.0... 2 .-..-...O 0- 0 .-- .--.- 7 1 2 1 2 3 - 28.2500 , 0.0000 0.000 3.700 0.0 4 0 0 0 ..... . -. . e 1 3 1 2 3 30.7500 0.0000 0.000 3.700 0.0 4 0 0 0 : ........0:1..-; - s. - FOJNDAY DATA: - -; POINT X-SUP Y-SUP •H-SUP X-DISP Y-OISP ROTATION 1,••..•i • .-1 - O 0.00001-N.- O.0OOOIN.0.00001N/iN.OR-RA0INS--.- -. . . WAUNCH 6' 4 1/ 2" HORIZONTAL CLEARANCE BETWEEN EXTERIO. .6' O 0/16" . VERTICAL CLEARANCE UNDER F - DOE 6 4 2" 4 VERTiCAL CLEARA ((NT HAUNCH 6 4 1/ 2" / 5- 7 '5, - •_'_5•_-_5'•_ 5-S - Th 11 S'E S VARCO-PRUDEN FRAME DESIGN - INPUT CONDITIONS JOB: 49753 CF A UNIT OF AM--A PTErNATIONAL C3P0RATION P4G: - - - - DATE: 8-20-86 MEMBER DATA: -MEM FLA:GE WEB* OPTMS LENGTH ANGLE WEIGHT JOINT NOS FLANGE WEB KL XX K LYY LB SPLICE CODES T( WIOTI 1K 1 2 (Fl) (DEG) (POUNDS) 1 2 YIELDS (Fl) (Fl) (Fl) Ji J2 FRAME SIDE 1 1 3,, le, 9.0 / 0 1.00 temoo 9-.20 E10.806 114.5 1 £ 50.0 50.0 10 .CO 2.03 0.00 3F FRAME SIDE 2 2 1/ 4 E.3 3/16 35.00 35.00 13.250 180.000 449.3 - 2 3 50.0 50.0 13.25 10.00 10.00 KM $5 3 3/ 8 3.0 3/16 35.00 35.00 10.000 160.000 • 427.5 3 4 50.0 50.0 15.00 10.00 10.00 SS Se 4 3/ 4 11.0 3/16 35.00 35.00 20.000 180.000 1008.1 4 5 50.0 50.0 15.00 10.00 10.00 SP SP FRAME SIDE 3 5 3/ 8 11.0 3/16 35.03 35.00 25000 180.000 •126.1 6 5 50.0 50.0 15.00 10.00 10.00 SP SP 7..03/16,,35.00 35..00J. 10.030180.000. 4O2.(. 50.050.0,,..15.00_.10.00.- 1O.00-,r.- S5. 1/4 7 4 /1635.O035.1)0. :10.750 180.000/ '34Z 4c87 50.050O io5,.00fio.00j io ---- p p p to op or' 2_99 or iv ---------------------1--ti H'- --- - - -r-j - TD 60PE PLC - I - '•:- -) SJ - -v.- • •, --- . - - - .. . - . - vRC3-PP.uDEN REACTION SUMMARY / BASE PLATE SUMMARY JOB: 49753 CF A UNIT OF AMCA ITERNATI3NAL CORPORATION PAGE: ir f7 FRAME NO. - DATE: 6-20-86 SUMMARY OF REACTIONS: - - - SIDE LOAD COMOINATI'Th HORIZONTAL VERTICAL MOMENT sIMrLEJNIBEAM LOAD: AAIK 1913, 0, 0, 0 3.00 13.37 0.00 FRONT 1.13, 0, 0, 0 0.00 12.74 0.00 SIMPLE UMIBEAM LOAD: BALK 1913, 0, 0, 0 3.03 6.17 0.00 FRONT 1,13, 09 0, 0 0.00 5.94 0.00 SIMPLE UNiSEAM LOAD: BA C-K 2.06 -0. 00 FRONT 1413,O,'0, Od0 00 2.06 0 O0 SIMPLE JMIbEAI LOAD: AZ)( 1913, 0, 0, 0 0.00 -1.75 0.00 _.R0tT.....1,13.,.09...O.,.0 ... •----O.00 ---- ----1.53 ----- 0.00.--- ---.------ .............--.- - - ........_- .. ---••- .9.- . NOTE: REACTIONS BASED ON AISC TYPE 2 ANALYSIS • - -' SUMMARY CF EASE PLATES: • - N- I - - ) BASE PL;TE DATA -------- ANCHOR BOLT'DATA ----- WIDTH T TM > DING BACK BP:~E!0831 8 00. PATTERN .. - . •-. t4cr& pJ, 1A1E IFFAAS P, c kO. .- . •' . •.•: •-'• -: - - -- - •• . .•,.• -•- • -• • -• .- -. ,.•-- ••- -: . •.- . . - _.- ..-, -. . . -. •: .. •. -•.-.- -• -..- . .. •.. •..•-- - .. .-.•. - . .• - ---.. .I. - :. -.- --. • - VARCO-PUDEN FRAME DESIGN BOLTING PLATE DATA J03: 49753 CF A UNIT OF AMCA INTEQJATIONAL CORPORATION. PAGE: )'5Z- FRAME Nl O. 1 DATE: 8-20-96 BOLTED CONECTIO:i DATA: - -- S . 1<--------PLATE DATA --------> <--------------bOLT DATA >1 MEMBER T I OUTSIDE INSIDE - CONNECTION CAPACITY - 0 I TK NC LENGTH SIZE CROWS 4-BOLT ERCWS 4-BOLT I TYPE MARK 0 OUTSIDE INSIDE I I- / X "-t T, 17,1. 3 /4 DIA AIEE 91 pig 3 rio 1 rijoir 3406335033 ;.C.? -, 960. --K 2 4-i 3/ a X 0.0 A 3'-.--+-4 3/4 DIA A326 3 ND 3 ._T 38993be- 760..q "4k 969. K 3 2 5/ 9 X 6.0 X '- 0 0/16 3/4" DIA A325 3 NO 6 NO I EXT 3308536036 2342.4 "K 3756.4 "K 4 1 1 5/ 3 X 11.0 X '- C 0/16 1 3/4" DIA .A325 3 NO 6 NO I EXT 3811536036 2342.4 "K 3756.4 "K 4 2 1 6/ 3 X 11.0 X' - 0 0/16 1 3/4" DIA 4325 3 NO 5 NO I EXT 3811636035 2871.7 "K 4304.1 "K 5 2 6/ B X 11.0 X 31- C. 0/16 1 3/4" DIA A325 3 NO 5 NO I EXT 3311636035 2871.7 "K 4304.1 "K ' 5 1 4/ 8 X 11.0 X 31- C 0/16 1 3/4" DIA A325 3 NO .7 NO I EXT 3311436037 1857.5 "K 2997.4 "K 5 7 I I 3 8 N 7 8 X 3 8 8/16 I 3/4" GIA A32 B FIB 3 tie t EVT 3387336633 966 K 5 K ' 6 3 I 3/ 9 N 6-6 M 2 11 e,16 I 314" DIA A.3.8.8 3 IO 3 NO I PLUSri 3A363033 96069 "14 966 9 FLAKE BRACING REQUIREMENTS:BRAC.E A io ': P&e BACK SIDE OF FRAME RIDGE TO EAVE: . . .• . _) S S . ME$EER 3 - 4 4 4 4 3 3 2 LOCATION 1'- 6 0/16 6'- 5 0/16 11'- 6 0/15 16'- 6 0/16 21'- 6 0/16 . 26'- 6 0/16 311- 6 0/16 .• 5... 0"5 5 DEPTH @ FB 35.0001 35.0003 35.0006 35.0008 35.0008 35.0003 35.0319 . S _.. .FB MARK..0.., .F94074 - -- NOT-REQ 0 , .F34074--.-- NOTREQD.. .F84074-.-. -..- NOT REQ D - NOT REQ 0 ......- ) BACK SIDE OF FRAME RIDGE TO EAVE: • . . . ,.. MEMBER ' 2'2'' - .,--,-- LOCATION..-. 361- 6 .Q/j. 391- .8 -3/.4--.42'-I1--.1/ 2----- -.- • . . DEPTH 2 FD 35.1383 35.2070 0.0000 . 5- . ....... FB VARK 0 NOT RED D F34074 NOT RED 0 . BACK SIDE OF FRAME BASE TO EAVE: . . . . . •.' ._••. MoMsERo_.:. .• LOCATION 7'- 2 1/ 4 . . .- . . . ., •.; '-5 DEPTH 3 FS 0.0000 . . . .. .' FE MARK 0 NOT RE 0 . •. ... ..; . . 5- .. - FRONT SIDE OF FRAME RIDGE TO EAVE: - . ... --0116 21 NP v DEPTH 8 FE - 35.0000 .....35.0000 35.0000 35.0000 --.---35.Oo0o-.: 34,9995 34_9993 ............ FE MARK 0 P54074 NOT REQ 0 F54074 NOT REQ 0 F34074 NOT REQ D NOT REQ 0 . '5- 5...- 5 - ,_5 5•_ 5_ - . . .- 555 • - 5•5 5- . S J - '.. ...- 5,. •-., . - S •5 ' S • • - •5'•_ 5,- -- . 5. - - -.5. -5 . .-. -,-.- 5- fl ,.-,-- S.. •_- - . 5--- VARC3-RJOEN FRAME DETAIL DESIGN SUMMARY JOEL: 47753 CF A UNIT or All.:,', INTERNATIONAL CORPORATION PAGE: FRAME D. 1 DATE: 8-20-85 M845&ER S BACK COLUMN- 3/16 X 5.0 FLANGE 1/ 3 WEE DEPTH AT JN 3 1=16.00 DEPTH AT JN 3 2=16.00 LGNT= 7.83 .53 MEMEER.1 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.00 KSI S ACTUAL FORCES A C I U A L A I L 3 1 E STRESS CONDITIONS LOCATION -i4E.M LOAD AXIAL SHEA?. MOMENT AXIAL SHEAR BENDING SHEAR BENDING I SUM I I I I - E DEPTH (NIPS) (KIPS) (KIP-IN) S T R E S S S T R E S S I COMBINED I SHEAR I SPLICE POINTS AT 0.00 FT 1 1 18.0 4 0.0 0.0 3 - 0.00 0.00 25.99 4.34 30.00 1 0.121 I 0.000 I AT 5.37 FT 1 1 18.0 -13.4 0 0.0 3.2 0.00 0.00 25.99 4.84 30.00 I 0.121 I 0.000 I INTERMEDIATE POINTS I I AT 3.5 FT 1 1 16.0 -13.4 0 0.0 0.00 0.00 25.99 4.34 30.00 I 0.121 I 0.000 I --LX..LY '1:LY-2;KLX .KLY14r.KLY2'. - -.LR?.1 RT1;LB.2T.RT-20S .QACBiCR.24 (It)) (N2i -sUN) IN) .-' (INP(IN) RXS-. RY. -RY (IN3) (TN14(IN)-11N)--- SPLICE PCI TS i 0.00 0.75 0.00 1 4.25 7.03 0.96 600 24.0 24.0 17.1 25.0 25.0 23.34 24.0 1.23 24. 3 1.00 0.93 1.32 1.32 1 6.37 0.75 8.-00 4.25 7.03 0.96 80.0 24.0 24.0 17.1 25.0 25.0 23.34 24.0 1.23 24.0 1.23 0.93 1.32 1.75 - --INTERMEDIATE NTS-- 1 0.75 3.59 18.00 4.25 7.03 0.96 80.0 24.0 17.1 25.0 23.34 24.0 1.23 1.00 0.93 .32 - MEMBER 2 BACK HAUNCH- 1/ 4-X 8.0 FLANGE 3/16 WEB DEPTH AT JN 8 2=35.00-- DEPTH. AT JN 8 3=35.00 LGNT= 12.501 WT= 449.38 -; MEMBER 2 FLANGE YIELD = 50.00 ((SI, E8 YIELD = 50.00 KSI . - -. ACTUAL FORCES •-- .A C T U A I - AL L 0--AB-L. 0 STRESS CONDITIONS - LOCATION MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SHEAR BENDING I SUM % I I I . 3 CASE DEPTH (((IFS) (KIPS) (RIP- IN) S T R 0 S S S T R E S S I COMBINED I SHEAR I 0 SPLICE POINTS AT 0.75 FT 1 35..0 0.O t.1.1217.39 2.46 .25.86I0.O43 J _0.8.I9 ............... AT 12.53 FT .. 2 -1 35.0 0.0 12.7 1942.9 0.0. 1.93 18.39 17.39 2.46 25.86 1""-0.711 I 0.787 I PURLINS OR GIRTS - - - - . - -• - . 0= - - -. - I - -. -- I I -- - AT 2.77 FT 2 - 1 35.0 0.0 13.1 437.6 0.0 2.00 4.14 17.39 2.46 25.86 1 0.160 I 0.913 I AT 6.03 FT 2 1 35.0 0.0 13.0 942.7 0.0 1.98 8.92 17.39 2.46 25.88 I 0.345 I 0.804 I . AT 11.00 11.00 FT - - 2 1 35.0 0.0 12.7 1714.0 0.0 1.94 15.22 17.39 2.46 25.86 I 0.627 I 0.791 I INTERMEDIATE POINTS 5- - - I I I -..) AT 1.37 FT 2 1 35.0 0.0 13.2 219.3 0.0 2.01 2.07 17.39 2.45 25.96 I 0.080 I 0.917 I S - AT 4.37 FT . 2 - 1 35.0 - 0.0 13.0 - 690.9 0.0 1.99 6.54 17.39 2.46 25.86 I 0.253 I 0.809 I 0 -. AT 3.50 FT 2 1 35.0 0.0 12.9 1330.0 0.0 1.6 12.59 17.39 2.46 25.86 I 0.487 I 0.798 I -- ) AT 11.75 FT 2 1 35.0 0.0 12.7 1628.5 0.0 1.94 17.31 17.39 2.46 25.96 I 0.669 I 0.789 1 -. LOCATION 1-COk Y-CDR DEP AREA RX SY LX LY I LY 2 KLX ((Lvi ((LYE SX 18 1 PT 1 LB 2 cZT 2 OS 06 CS I CS 2 J MN 01ST (FEET) (IN) (I N2) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) E2-4 -0.75-1 5O'7 83 35 00 I0.4713 291.43-159-.O120 0=l20.012 0 84 0 S4.-0t10567 120 ,1.SO 120.0 1•8 30 1.75 .1.49, - - - . . . 0 - . .• 0 - - .. ., 0 - ._ - V ARC O-P.LO0N FRAME DETAIL DESIGN SUMMARY J03: 4753 CF A UNIT QE M_.A INTiRNATION.L CORPORATION PACE: w S14 FRAME .C. 1 DATE: 8-20-86 MEMBER 2 rACK HAUNCH- 1/ 4 X S.') FLANGE 3/16 WEB DEPTH AT JN 3 2=35.00 - OEPTN AT JN 8 3=35.00 LGNT= 12.50' WT= • 449.3 .MEMBER 2 FLANGE YIELD - 50.00 KS I , WEB YIELD = 50.00 kSl LOCATION X-ZOR Y-COR OEP AREA P,X SY LX LV I LY 2 XIX XLVI KLY2 SX LO I RT I LS 2 ET 2 OS QA C3 1 CS 2 MN 01ST (FEET) 1114)' (1'42) ( IIfl ( IN) ( IN) (IN) ( IN) RX RY RY (IN3) IN) I IN) (IN) (IN) 2 12.50 13.25 7.83 35.00 10.47 13.29 1.43 159.0 120.0 12.0 84.0 105.67 120.0 1.89 0.92 1.00 1.17 PURLINS OR GIRTS 2 2.77 3.52 7.83 35.00 10.47 13.29 1.43 159.0 120.0 120.0 12.0 S4.0 84.0 105.67 120.0 1.89 120.0 1.89 0.92 1.00 1.49 1.33 2 8.00 6.75 7.83 35.00 13.47 13.29 1.43 159.0 123.0 120.0 12.0 84.0 84.0 105.67 120.0 1.89 120.0 1.89 0.92 1.00 1.33 1.26 2 11.00 11.75 7.83 35.00 10.47 13.29 1.43 159.0 120.0 120.0 12.0 84.0 84.0 10567 120.0 1.89 120.0 1.89 0.92 1.00 1.26 1.17 INTERMEDIATE POINTS 2 1.39 2.14 7.83 35.00 10.47 13.29 1.43 159.0 120.0 12.0 84.0 105.87 120.0 1.89 0.92 1.00 1.49 -4.39 159.04,J20 8 50-'9.25 Xi '7.83 35.0D10 4V'13.291 43i59 0i?0.0 12.A84.0'1'" 105.67120.01 89 '''-.0 921 001 .-. J 2 11.75 12.50 7.83 35.00 10.47 13.29 1.43 159.0 120.0 12.0 84.0 105.67 120.0 1.89 0.92 1.00 1.17 MEMBER 3 SACK RB- 1 - 3/ 8 X 6.0 FLANGE 3/16 WEB DEPTH AT JN 3 3=35.00 - DEPTH AT Jr( 3 4=35.00 LGNT= 10.00' WT= 421.53 MEMBER 3-.. FLANGE YIELD = 50.00 KSL,-WEB YIELD =50.00 KSI 0) . ACTUAL FORCES A •C T U A L A L I. 0 N A B I E STRESS CONDITIONS . .• LOCATION- - HEM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SHEAR BENDING I SUM 3 3 I . .0• 8 CASE OEPTH (4(IPSI (KIPS) (KIP-IN) S I R E S S S T R E S S I COMBINED I SHEAR I SPLICE POINTS . I I I . AT . 0.00 FT. •- .. 3 1 35.0. 0.0- ,. 12.7 1942.7 . 0.0 1.93 14.01-. . 30.00 2.49 27.18 I .. 0.516 I 0.775 I AT 10.00 FT 3 1 35.0 0.0 12.2 3438.1 0.0 1.87 24.80 30.00 2.49 26.89 1 0.022 I 0.749 I . PURLINS OR GIRTS . . I I .. •- - .... AT 3.50 FT - 3 . 1 35.0 0.0 12.5 . 2472.1 0.0 .1.91 17.83 30.00 2.49 27.00 0.680 I 0.766 I ....- . AT 8.50. FT.,.,. . 3, .• 35.0,,.,,. 0.0. '12.3 - 32.17.1_,O.O,1.88 .23.20_ .. 30.00'2.49•.,,26.89 - L. ., 0.863 .1 0.753 .... - ) INTERMEDIATE POINTS AT 1.75 FT .3 ". 1 -i--- 35.0 0.0, 12.6 2208.2 0.0 -1.92 15.93 30.00: 2.49" 27.18 I 0.536 . I 0.771 I AT 6.00 FT 3 1 35.0 0.0 12.4 2846.2 0.0 1.89 - 20.53 30.00 2.49 27.00 I 0.760 I 0.759 I AT 9.25 FT 3 1 .35.0 0.0 12.3 3327.7 0.0 1.87 24.00 30.00 2.49 26.89 I 0.893 I 0.751 I . LOCATION X-CDR Y-COa DEP AREA RX RY . LX LY 1 LY 2 KLX KLY1 KLYZ - SX I RT I LE 2 RT 2 OS QA CB 1 CS 2 . MN 0151 (FEETI (IN) (I,%2) (I-N) (IN) (IN) II11 (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) . . SPLICE POINTS. - - . . 0 • 3 0.00 13.25 7.83 35.00 12.42 13.98 1.51 180.0 120.0 - 12.9 74.7 138.64 120.0 2.02 1.00 1.00 1.17 . 0 3 10.00 23.25 7.83 35.00 12.42 13.98 1.61 180.0 120.0 12.9 74.7 138.54 120.0 2.02 1.00 1.00 1.09 PURLINS OR GIRTS ........- = 3 3.50 16.75 7.83 35.00 12.42 13.9C 1.61 180.0-120.0 120.0 12.9 74.7 - 74.7 138.64 120.0 2.02 120.0 2.G2 1.00 1.00 1.17 1.12' 3 8.50 21.75 7.83 35.00 12.42 13.98 1.61 180.0 120.0 120.0 12.9 74.7 74.7 133.64 123.0 2.02 120.0 2.02 1.00 1.00 1.12 1.09 I TEP"EDIATE POINTS--- --3 17S15.307B335.OQ1Z 421-3.-931 1I80 0 120 -l2..97t7J' Y133.64'120 0 2.02e,1.001OO 117 F , _ 42_1398 f6f i80OI23 0 '' 12 747 '1Z138'.'64 120 0:2 02. .13010& I 12'-)?' 3 9.25 22.50 7.83 35.00 12.42 13.98 1.61 180.0 120.0 12.9 74.7 . 138.64 120.0 2.02 - 1.00 1.00 1.09 - VCO- PRJ[EN FRAME DETAIL DESIGN SUMMARY J02: 49753 CF A UNIT OF ANCA INTERNATIONAL CORPORATION PAGE: FRAME NO. DATE: 8-20-86 MEMBER 4 346K RE- 2 - 3/ 8 X 11.0 FLANGE 3/16 WEB DEPTH AT JN 8 4=35.33 - DEPTH AT JN 8 535.00 LGNT 20.00 WT1006.18 MEMBER 4 FLANGE YIELD 53.00 KSI, WEE YIELD = 50.00 KSI - ACTUAL FORCES A C I L A I. A L L 0 W A 8 1 E STRESS CONDITIONS LacATro MEN LOAD AXIAL SNEAP. MOMENT AXIAL SHEAR BENDING AXIAL SHEAR SENDING J SUM t I I CASE DEPTH (KIPS) (KIPS) (KIP-I-A) S I A E S S S I R E S S I C3MBINFD I SHEAR 1 SPLICE POINTS I I AT 0.03 FT 4 1. 35.0 0.0 12.2 3438.1 6.0 1.87 19.41 23.51 2.49 27.93 I 0.695 I 0.149 I AT 20.03 FT 4 1 35.0 0.0 0.4 4291.5 0.0 0.06 24.22 23.51 2.49 27.93 I 0.867 I 0.023 POINT LOADS I I I S. AT 5.00 FT 4 1 38.0 0.0 12.0 4166.1 0.3 1.83 23.51 23.51 2.49 27.93 1 0.842 I 0.735 I PUSLIS DR GIRlS I .AT 3 50 FT - 1i35 0-O.0-,12.13949 10.0.1.842.. 29,- 23 510-2 4921.93,8.I ..-- Z) "AT85t FT. I 35 00..0942O5 0 -0 0 13.23 74 - 2351 Z.49, 27.93 tII -c.0 850 1,.0.053.., - AT 13 5j FT 4 1 35.0 CO 0.7 4251.7 0.3 0 1.0 24.00 .3 51 2 49 27.93 I 0.859 I 0.040 I .. AT 15 53 FT 4 1 35.0 0.0 0.4 4284.3 0.0 0.07 24.18 23.51 2.49 27.93 I 0.866 I 0 027 I .) INTERMEDIATE POINTS '_.AT 1.75 FT. ..._.. ..4 . 1 35.3 -, 0.0 12.2 3694.4 0.0 1.85 20.85 . 23.51- 2.49 - 27.93 I 0.747 I 0.744 I AT 6.00 FT 4 1 35.0 0.0 1.0 4178.2 0.0 0.15 23.58 23.51 2.49 27.93 I 0.844 I 0.060 I . AT 11.01 FT 4 1 35.0 0.0 0.6 4230.4 0.0 0.12 23.88 23.51 2.49 27.93 1 0.855 1 0.047 I .......- . . . .-.- -. AT 16.00 FT. . 4 1 35.0. - 0.0 0.5 4269.6 0.0 0.08 24.ID 23.51 2.49 27.93 1 0.863 I 0.033 I 0) AT 19.25 FT 4 1 35.0 0.0 0.4 4288.0 0.0 0.06 24.20 23.51 2.49 27.93 I 0.867 I 0.025 I .. . _.5• - -_-LOCATION .X-COA..Y-COR...DEP AREA -RX RY...........LY-1 LY 2 KLX -KLY1 KLY2 SX LB 1 -RI 1 18.2 -RT 2 OS QA- CS 1-CS 2 . MN 01ST (FEET) (IN) (IN-2) (IN) (TN) (IN) (IN) (IN) RX Ry RY (IN3) (IN) (IN) (IN) (IN] . . 5. SPLICE POINTS ..•. . . .. . 4 0.00 23.25 7.83 35.00 14.67 14.54-2.38 180.0 120.0 12.4 50.4 177.18 120.3 2.67 0.96 1.00 1.09 . . . . 4 20.00 -43.257.83 35.03 14.6714.54.2.38 180.0 - ..) POINT LOADS 4 5.00 28.25 . .7.83- 35.00 14.67 14.54 2.38 180.0 120.0' 120.0 -12.4-' 50.4 50.4 - 177.18 120.0 2.37 '120.0 2.8710.96 1.00 1.02' 1.00 PURLINS OR GIRlS . - .. . .. ) 4 3.50 26.75 7.83 35.00 14.67 14.54 2.38 180.0 120.0 120.0 12.4 53.4 50.4 177.18 120.0 2.87 120.0 2.87 0.96 1.00 1.09 1.02 4 8.50 31.75 7.33 35.30 14.67 14.54 2.38 180.0 120.0 120.0 12.4 50.4 50.4 177.15 120.0 2.87 120.0 2.87 0.96 1.00 1.00 1.00 ,- 4 13.50 3o.75 7.83 35.03 14.67 14.54 2.35 180.0 120.0 120.0 12.', 50.4 53.4 177.18 120.0 2.87 120.0 2.87 0.96 1.00 1.00 1.00 •. ) 4 16.50 41.75 7.83 35.02 14.67 14.54 2.36 180.0 120.0 120.0 12.4 50.4 50.4 177.18 120.0 2.87 120.0 2.37 0.96 1.00 1.00 1.03 INTERMEDIATE. POINTS 4 1.75 25.00 7.83 35.00 14.67 14.54 2.38 - 180.0 120.0 12.4 50.4 177.18 120.0 2.87 0.96 1.00 1.09 .-- ........ 4 6.00 29.25 7.63 35.03 14.67 14.54 2.38 180.0 123.0 12.4 50.4 . 177.15 120.3 2.87 0.96 1.00 1.00 ...... - .:--- . •--S . ':..-: 4 11.03 34.25 7.83 35.60 14.67 14.54 2.33 180.0 120.0 12.4 50.4 177.18 120.0 2.87 0.96 1.00 1.00 .-:- ....... .. . 4 16.00 29.25 7.83 35.03 14.67 14.54 238 180.0 120.0 12.4 50.4 - - 177.13 120.0 2.87 0.96 11.00 1.00 . - --- --.•.-.-. . .-. 4 19.25 42.50 7.83 35.00 14.67 14.54 2.38 180.0 123.0 - 12.4 50.4 - 177.18 120.0 2.87 0.96 1.00 1.03 Ys --I- S 4 VACO-PRUDEN FRAME DETAIL DES0N SUM'AP.Y • .5 - J13: '-.753 CF A UNIT OF AM-A INTERNATIONAL CORPORATION RAGE: 7'5c. FRAME NO. 1 DATE: 8-20-86 MEMEEP 5 FP0IT RE- 3 - 3/ 6 X 11.0 FLANGE 3/16 NEE DEPTH AT JN 2 6=35.00 - DEPTH AT JN 2 5=35.00 LGNT= 25.00 WT1260.12 MEMBER 5 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.00 KSI . .. .....S ACTUAL FORCES A C I U A L A I I C W A . L E STRESS CONDITIONS LflCATI3 MM LOAD AXIAL SHEAk MOMENT AXIAL SHEAR SENDING AXIAL SHEAR. BENDING t SUN 2 CASE DEPTH •(K.IPS) IKIPSI KIP-IN( S T R E S S S T P ES S I COMBINED I SHEAR I SPLICE POINTS AT 0.00 FT 5 1 35.0 0.0 -11.7 2°18.3 0.0 1•79 16.47 23.51 2.47 27.93 I 0.590 I 0.717 I AT 25.03 FT 5 1 35.0 0.0 0.4 4291.5 0.0 0.06 24.22 30.00 2.49 27.93 0.867 I 0.023 I POINT LOADS i AT 13.00 FT 5 1 35.0 0.0 -11.3 4296.9 0.0 1.72 24.26 23.51 2.49 27.93 1 0.864 I 0.690 I PURLINS OR GIRTS - I I I ')AT 8..50FT-- 5'1 3S.0'cI 0 0.'11 4 4095.1' 1.73.23 ii R.23.51 -2 49... 427 93I 0 628I '0 694I . ..AT 13.50 CT 5 1 35.0 0.0 -0 1 4307.7 0.0 0.02 24.31 23.51 2.49 27.93 I 0.871 I 0.00S I AT 1S.5' CT 5 1 35.0 0 0 0 1 4309 2 0 0 0 01 24.32 30.00 2 -.9 27 93 I O.671 I 0 005 AT 23.50 FT 5 1 35.0 0.0 0.3 4297.5 0.0 0.05 24.26 30.00 2.49 27.93 1 0.668 I 0.019 I INTERMEDIATE.POI;TS..---. . •-•-• - -- -. . I I I . . AT 1.75 FT 5 1 35.0 0.0 -11.6 3163.7 0.0 1.77 17.36 23.51 2.49 27.93 1 0.639 I 0.712 I . AT s..Or) FT 5 . 1 35.0 0.0 -11.5 3752.9 0.0 1.75 21.18 23.51 2.49 27.93 1 0.758 I 0.701 1 ) . AT 11.00 FT - 5 1 3..0 0.0 -0.2 4302.1 0.0 0.04 24.28 23.51, 2.49 27.93 I 0.869 I 0.015 AT 1..03 FT 5 1 35.0 0.0 0.0 4310.1 0.0 0.00 24.33 . 23.51 2.49 27.93 I 0.271 I 0.001 I . AT 21.00 FT 5 1 35.0 0.0 0.2 4305.0 0.0 0.03 24.30 30.00 2.49 27.93 I 0.870 I 0.012 1 . AT 24.25 IT . 5 .1. 35.0 ...-. .0.0 • 0.3 4294.7 0.0 0.05- 24.24 30.00 2.49 ... 27.93 .1 0.868. I 0.021 1 LOCATION X-COP V-COP DEP AREA RX RY IX LV 1 LV 2 KLX KLY1 KLY2 SX LE 1 PT 1 LB 2 PT 2 OS QA CS I CS 2 MN 01ST (FEET) -(IN) ( IM2) (IN) (IN) (IN) IINI (IN) RX RY RY (IN3) _( IN) (IN) (IN) (IN) ..: 5 0.00 68.25 7.83 35.00 14.67 14.54 .2.38 .180.0 120.0 12.4 50.4. . . 177.18 120.0-2.87 - 0.96 1.00 1.1.1 -5 5 25.00 43.25 7.83 35.00 14.67 14.54 2.38 180.0 120.0 12.4 50.4 177.16 120.0 2.87 0.96 1.00 1.00 . . POINT LOADS . 5 10.00 58.25 7.33 35.00 14.57 14.54 2.38 180.0 120.0 120.0 12.4 50.4 50.4 177.18 120.0 2.67 120.0 2.87 0.96 1.00 1.02 1.00 PURLINS OR GIRTS . . . . . 5 3.50 64.75 7.83 35.00 14.67 14.54 2.38 160.0 120.0 120.0 12.4 50.4 50.4 177.18 120.0 2.87 120.0 2.87 0.96 1.00 1.11 1.08 5 6.50 59.75 7.83 35.03 14.67 14.54 2.38 180.0 120.0 120.0 12.4 50.4 50.4 177.18 120.0 2.87 120.0 2.87 0.96 1.00 1.08 1.02 5 13.50 54.75 7.83 35.00 14.67 14.54 2.38. 180.0 120.0 120.0. 12.4 50.4 50.4 177.18 120.0 2.87 120.0 2.87 0.95 1.00 1.00 1.00 . . . ......--5 5 18.50 49.75 7.83 35.00 14.67 14.54 2.38 180.0 120.0 120.0 12.4 50.4 50.4 - 177.18 120.0 2.87 120.0 2.67 0.96 1.00 1.00 1.00 . . . 5 23.50 44.75 7.83 35.00 14.61 14.54 2.35 190.0 120.0 120.0 12.4 50.4 50.4 177.18 120.0 2.87 120.0 2.S7 0.96 1_Dc 1.00 1.00 • • 5.. INTERMEDIATE POINTS S 5 1.75 66.50 7.53 35.00 14.67 14.54 2.38 • 180.0 120.0 124 50.4 177.16 120.0 2.67 - - 0.96 1.00 1.11 - •;;.. ...... ,_.i• . 5-. 5 5 6.00 b2.25 7.83 35.02 14.67 14.54 2.33 180.0 120.0 12.4 50.4 177.18 120.0 2.87 • 0.96 1.CO 1.08 • 511 00 _'7.25 7 83 35.C3...14.67--1 4 54 2 38'18O 0 120 0 -12.4- 50-4- 177 18 -120'.0 ,-2.87 A 0 Nb,1 00,1 00 351180 0 4'177 1B[12O Ctz 87 çRcQ ooi.00t -f•i ç5Z1 0047 25t783 35.00 .6714.542.3R180 012O 50 4r). .177.161Z0.0 2 961 OC1'00 5 24.25 44.00 7.83 35.00 14.67 14.54 2.38 180.0 1200 . . - 12.4 50.4 , • 177.18 120.0 2.87 0.6 1.00 1.00 S •:'--' ....- .. -. :---- - -..- .- 5 5-, .5 .5 1 • .5. VARC-3-PRUOEN FRAME DETAIL CESIGN SUARY JOE: 49753 CF A UNIT OF AV.: I;R TJa'.AL CORPORATION PACE: .i-rf77 FRAME ::0. 1 DATE: 8-20-86 MEMBER 6 FRONT RB- 4 - 3/ 8 X 7.0 FLANGE 3/16 WEB DEPTH AT JN 8 7=35.00 - DEPTH AT JN 8 6=35.00 LONT. 10.001 WT= 402.02 MEMBER 6 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.00 KSI .. : ACTUAL FORCES A C I U A I ALLOW AB LE STRESS CONDITIONS LOCATION MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SHEAR BENDING I SUM It I 2 C A'S E DEPTH (NIPS) (NIPS) (NIP- IN) S I R E S S S I R 6 5 S I COMBINED I SHEAR I SPLICE POINTS I i AT 0.00 FT 6 1 35.0 0.0 -12.2 1485.2 0.0 1.85 11.81 17.26 2.49 25.69 I 0.460 I 0.744 I AT 13.03 FT 6 1 35.0 0.0 -11.7 3916.2 3.0 1.79 23.20 17.26 2.49 25.19 I 0.921 I 0.717 PURLINS OR GIRlS I I I AT 3.53 T 6 1 35.0 3.0 -12.0 1992.7 0.0 1.83 15.84 17.26 2.49 25.37 I 0.624 I 0.734 I AT 9.53 FT 6 1 3.0 D.0 -11.0 2706.6 3.0 1.80 21.52 17.26 2.49 25.19 I 0.854 I 0.721 I -..1NTER$ED-IATE.P3I-NTS ...__--- - ,.. .-- . - :. ,•--.-- -. .- ................._.i-- . .i .,..-• - I.. .-.I=... AT -'- 1 75 FT ''6 1 35 0-c- 0 0 ---12 1 1739 8 -0.0 18413 83 17 26 .2 49 - 25.69 I 0 538 I 0 I AT 6.0D FT 6 1 35.0 0.0 -U.9 235.1.3 0.0 1.81 18.69 17.26 2.49 25.37 I 0.737 I 0.728 I AT 9.25 FT 6 1 35.0 0.0 -11.8 2812.6 0.0 1.79 2Z.36 17.26 2.49 25.19 I 0.888 1 0-719 1 LOCATION. .X-.CCR V-CUR DEP AREA RX .....RY LX - LV 1- LY.2 KLX NLYI KLYZ SX LO 1 RT 1 LB 2 RT 2 OS OA CS I C-S 2 MN 01ST (FEET) tIN) (1H2) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE POINTS - 6 0.00 78.25 - 7.83 35.00 11.67 13.73 1.36 180.0 120.0 -.- 13.1 88.5 125.79 120.0 1.14 1.00 1.00 1.20 . -- 6 10.00 68.25 7.83 35.00 11.67 13.73 1.36 160.0 120.0 13.1 88.5 125.79 120.0 1.74 1.00 1.00 1.11 PURLINS DR GIRlS ......6. .3.50 74..75_-.7.83 35.00 11.67-13.73 1.36 - 180.0 120.0 120.0.- 13.1 88.5 88.5 - 125.79 120.0 1.7-4 120.0-.1.74 1.00 1.00 1.20 1.14 6 6.50 69.75 7.83 35.03 11.67 13.73 1.36 180.0 120.0 120.0 13.1 88.5 85.5 125.19 120.0 1.74 120.0 1.74 1.00 1.00 1.14 1.11 -- INTERMEDIATE POINTS -6 1.75 76.50 7.83 35.00 11.67 13.73 1.36 180.0 120.0 13.1 88.5 125.70 120.0 1.74 1.00 1.00 1.20 6 6.03 72.25 7.83 - 3.00 11.67 .13.73. 1-36-.180.0,120.0 .13.1 86.5 1.74 .....-125.79120.0 - 1.00 1.00 1.14 - 6 9.25 69.00 7.83 35.03 11.67 13.73 1.36 - - 180.0 120.0 - 13.1 98.5 - -, 125.79 120.0 1.74 - -- - 1.00 1.00 1.11 -- - MEMBER 7 - FRONT HAUNCH- 1/ 4 X 7.0 FLANGE 3/16 WEB DEPTH AT JN 8 8=35.00 - DEPTH AT JN 2 7=35.00 LGNT= 10.00 WT= 342.48 ) MEMBER 1 FLANGE YIELD = 50.00 NSI, WEB YIELD = 50.00 KSJ - -: - ACTUAL FORCES A C I U A L A I L 0 N A B L E STRESS CONDITIONS -- . LOCATION HEM LOAD AXIAL SHEAP. MOMENT AXIAL SHEAR aENDING AXIAL SHEAR BENDING I SUM I I I I - . 8 CASE DEPTH (NIPS) (NIPS) (NIP-IN) S I F E S S S I S E S S I COMBINED I SHEAR SPLICE POINTS AT 0.75 FT 7 1 35.0 0.0 -12.6 113.1 0.0 1.91 1.17 14.61 2.46 25.56 I 0.046 I 0.780 I AT 13.01 FT . 7 1 35.0 D.c -:2.2 1485.2 0.0 1.65 15.30 14.61 2.46 24.19 1 3.633 I 0.754 I PURLINS OR GIFTS I I I AT 4.32 FT 7 1 35.0 -3.0 -12.4 603.4 0.0 1.99 6.22 14.61 2.46 24.70 I 3.252 I 0.771 I ..AT - 8.50 FT. . 7 - 1 - 35.3 - - 0.0 -12.2 --.1265.8 - 0.0. 1.86, 13.04 - 14.61_2.46 -24.19 0.539- 1 0.759-I - - .1. - ---------- ItTERMI0IATE POINTS INTERMEDIATE AT 2 01 F1 7 1 35.0' 0 0 -12 c 3D2 7 0 C 1 91 '3i.'12 1' bl 2 46 25 6 1 0 122 I -0,.-776 I AT 5.2 T ' 7 1 -. 35.0 - - 0.0 - -12.3 - 935.9 - 0.0 1.88 9.64 14.61 - 2.46 24.70 I' - 0.390 'I 0.765 - - - - II VARCO-PRJDEN FRAIE DETAIL 0E31(;N SUMMARY JOE: 49753 CF A UNIT OF A?-;:A INTERNATIONAL CORPORATION PA0t: ,_. 7 , FRAME 100. 1 DATE: 8-20-86 MEMER 7 FR0ET HAUNCH- 1/ 4 X 7.0 FLANGE 3/15 WEE) DEPTH AT JN 8 8=35.00 - DEPTH AT JN 8 7=35.00 LGPIT= 10.00' WT= 342.48 MEMBER 7 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.03 KS! ACTUAL FORCES A C T U A L A L L 0 H A F L B STRESS CONOITIO)S LocArIo. MEN LOAD AXIAL SHEAt MOMENT AXIAL SHEAR SENDING AXIAL SHEAR SENDING I SUM ; I 3 I 91, CASE DEPTH (KIPS) (KIPS) (NIP-IN) S T R E S S S T R B S S I COMBINED I SHEAR I INTERIEDIATE POINTS I I AT 9.25 FT 7 1 35.0 0.0 -12.2 1375.5 0.0 1.86 14.18 14.61 2.46 24.19 I 0.536 1 0.756 I LOCATION X-C3R Y-COR CEP AREA RX RY LX LV 1 LV 2 KIX KLY1 KLY2 SX LB I RT 1 LE 2 RT 2 OS QA CD I CE 2 MN 01ST (FEET) (IN) (IN2) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE POINTS 7 .75- ..E7.0 .83 35.00 9.97 13.051.20.. 189.0 120.0 120.0 .14.5100.2.00.2.;97.04 120.0 1.61- -120.0 1..61 0.98 1.00.1.751.56 . .: .•.....:: .: . 7 10 00 78 25 7.83 35.00 9 97 13 05 1.20z' 189.0 120 0 14 5 100 2 07.04 120.0 1 61 0 98 'l.;00.!.1.20. PURLINS OR GIRTS ..: :. 7 4.02 64.23 7.83 35.00 9.97 13.05 1.20 189.0 120.0 120.0 14.5 100.2 103.2 97.04 120.0 1.61 120.0 1.61 0.98 1.00 1.56 1.32 7 8.50 79.75 7..83 35.00 9.97 13.05 1.20 189.0 120.0 120.0 14.5 100.2 100.2 97.04 120.0 1.61 120.0 1.61 0.98 1.00 1.32 1.20 . .... ........ . INTERMEDIATE POINTS.....-. . . . 7 2.01 86.24 7.83 35.00 9.97 13.35 1.20 189.0 120.0 14.5 100.2 97.04 120.0 1.61 0.98 1.00 1.56 7 6.26 81.99 7.33 35.00 9.97 13.05 1.20 189.0 120.0 14.5 100.2 97.04 120.0 1.61 0.98 1.00 1.32 7 9.25 79.00 7.83 35.00 9.97 13.05 1..20 189.0 120.0 14.5 100.2 97.04 170.0 1.61 0.98 1.00 1.20 LUMN- 3/16 X 5.0 FLANGE 1/ 8 WEB DEPTH AT JN 8 9=18.00 - DEPT.-) AT JN 8 8=18.00 LGNT 7.83' WT 45 MEN' . = 50.00 ((SI, WEB YIELD = 50.30 KS! - . . 3 ACTUAL FORCES A C 7 U A L A A S L E STRESS CONDITIONS .1 ... . LOCATION. ME AXIAL SHEAR MOMENT AXIAL SHEAR BEND XIAL SHEAR BENDING I SUM 3 3 I . . . . CASE (KIPS) PUPS) (RIP-IN) . S I R . S T •R E S S I COMBINED SHEAR , J SPLICE POINTS AT 0.03 FT.-- .....6 . 1 18.0 -12.7 . 0 -3.0 0.00 0.00- 26.23 4.84 30.00 I 0.114- I 0.000 1 AT 6.37 FT 8 1 18.0 -12.7 0.0 3.0 0.00 0.00 26.23 4.84 30.00 I 0.114 I 0.000 I INTERMEDIATE POINTS I i I ) . ... . AT 3.59 FT 8 1 18.0 1 0.0 0.0 3.0 0. 0.00 26.23 4.84 30.00 I 0.114 I 0.000 I . LOCATION X--OR Y-',OR DEP ARE RY LX LV 1 LV 2 KIX KLYI KLY2 S B I RT 1 LB 2 RI 2 OS QA CE 1 CB 2 MN 0131 (FEET).. (IN) ) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) 41 (IN) (IN) (IN) SPLICE °UINTS . . . ... 8 0.00 88.25 " 18.03 4.25 7.03 0.96 80.0 2'.O 24.0 17.1 25.0 25.0 23.34 24.0 1.23 1.23 1.00 0.94 1.60 1.60 ..................: .... . :..• ..: 8 6.37 38.' 6.37 18.00 4.25 7.03 3.96 80.0 24.0 24.0 17.1 25.0 25.0 23.34 74.0 1.23 24.0 1.00 0.94 1.63 1.75 . ... . INTERMEDI t POINTS 65.25 3.59 18.00 4.25 7.03 0.96 80.0 24.0 17.1 2.0 . 23.34 24.3 1.23 1.00 04 1..60 ............................... . - Q 0.81 0.04 0.68 0.71 0.76 0.75 ry ty (In. ) (in.) 0.74 6.92 0.83 0.92 0.63 0.92 1.12 0.92 1.30 0.92 1.49 0.92 00 pAr, c El' OATs ly ry (in. 1.27 1.21 1.43 1.21 1,61 1.21 1.95 1.22 2.30 1.22 2.65 1.23 ly (in. ) 2.32 2.61 2.96 3.61 4.29 4.93 Q 0.58 0.03 0.61 0.71 0.15 0.18 I .964 0.61 0.64 0.68 0.11 0.75 0,78 GAGE t Area It. (in.) (in. ) (pit) 16 0.060 0.87 2.97 15 o 0g7 0.99 3.32 14 0.075 1.09 3.72 13 0.090 1.31 4.49 12 0.105 1.53 5.20 it 0.120 1.75 5.95 GAUE t Area (In.) (In. ) (pit) 16 0.060 0.87 2.97 15 0.067 0.96 3.32 14 0.075 1.00 3.72 13 0.090 1.31 4.45 12 0.105 1.53 6.20 11 0.120 1.75 5.95 GAGE t Area It, (in.) (In. ). (pit) 16 0.060 1.75 5.98 15 0.067 1.05 6.64 14 0.075 2.18 7.44 13 0.090 2.62 8.92 12 0.15 3.06 10.40 11 0.120 3.80 11.60 PROPEIITIEIJ .SECTION 8.5 - [sight Gage Z Shaped 55 KB! - A8TM 570 :-Fu7QK3f Y Ix tx (in.) (in. ) (In.) 2.16 - 9.34 3.27 0,42 2.46 10.41 3.26 0,48 2.74 11.64 3.26 0.54 3.27 13.62 3.25 0.65 3.61 16.18 3.25 0.76 44 18.43 3.24 0.86 ;8gCT ION PROPERTIES 0.6 -"Light Gage 0 flhepee Fy s 55 KB! ABTII 570 Fu om 70 KS! 8x- ' Is tx By (in. ) (in, ) (in.) (in. ) 2.i6 9.16 3.23 0.41 2.40. 10.21 3,23 0.46 2.68; 11.40 3.23 0.52 3.20' 13.62 3.22. 0.63 3.72.: 15.81 3.21 Q.74 4.23, 17.08 3.20 0.65 SECTION PROPHR1194 (2) 0.5. Light Gage Double C 8hspe ltv Py58K3I ABTII 870 'Fu 70 98 Ox Ix r By 4.32 18.32 3.23 0.93 4.80 -) 20.42 3.23 1.05 5.36.' 22.80 3.23 1.16 6.40"'. 27.23 3.22 1.44 7.44f 31.62 3.21 1.72 8,46 30,96 3.20 1.67 1 4; II VAF.CO-P.0 - RVRI-IN 'ESIN Jr: 49753 tLT J;iT OF PA: EZ_ DATE: P.-26-85 . JCF PULINS L :-' .YSTM SIMPLE PU. SE YII-LjL 1 (~ESS z Ave T::T*i D E1: A DO L 40 = 5•Qrj PZP TOTAL JE,.D LI-AC z AYL DEAD 2 PSF FOR DURLINS E SHEETING) LiVE = 20.00 7SF irx,= 10.29 PSF 3 LDAO 1SES .ITH THE F0LL0wI'G LOAD C'DES: I 1.3, 0, , 0 I 1,11,41, 0, 0 I 1,23,41, 09 0 1 GAGE 2.16 sx • MOMENT • . • -- 64.3 7(O . - . - - - 1 - .• -11.6 •- ) 3 ) 091 AT 9.00 FT . . . . . - . - Mjii STRESS - .. . z 0 ; VA AC 0-PR 3 I PURLIN DESIGN JOB: 49753 FLT A UNIT or AMA lliTERNATIONAL CUAP-DRATI0 PAGE: F ) OATS: 8-26-86 __ ROOF PURL INS CONTINUOUS PURLIN SYSTEM . GAGE YIELD STRESS = 55.00 KSI 4r F11 ALL0IAELE E'C!NG STRESS = 33.00 KSI . . .. PURL LOAD SPAC1G = 5.00 FT LADIND: &00L DEAD = 3.00 P---F ( TOTAL DEAD LOAD = AOD'L DEAD * 2 PSF FOR PURLINS C SHEETING) LIVE = 20.00 PSF - WIND = 12.15 PSF 3 LDAO CASES WITH THE FOLLOWING LOAD CODES: 1,35,131 0, 0 I 1,25,13, 0, 0 I 1,27,13. 09 0 I - 8AY 2 = 30.00 BAY 3 = 30 00 BAY 4 = 27 00 -- - 1------) ---------------I -----I ------I ---------- .- --- I------I -----1-----.------------ 0.0" 18.0" I 18.0" 30.0" I 18.0" 24.0" I 30.0" 0.0" LAPS (IN) (16) I (16) I (14) I (15) I GAGE . ---. - ....... -----I -------------------------.-------.- -I ---. 2.16 2.15 4.32 2.16 4.90 2.74 5.19 2.45 2.45 SX ) ..... MOMENT .: .. --.- -0.7 -0.7 -6c.7 -69.7 -93.0 -62.4 -69.4 -69.4-123.5 -92.0 -92.0 -91.6 -134.3 -75.0 77.3 -0.7 -0.7 1 ... . ...- 0.2 0.2 21.6 21.6 28.3 19.4 21.5 21.5 3.3.3 28.5 28.5 28.4 41.6 23.6 -24.0 0.2 0.2 2 . . ., . . 0.2 0.2 21.6 21.6 28.8 19.4 21.5 21.5 38.3 28.5 28.5 26.4 41.6 23.6 -24.0 0.2 0.2 3 - 0.9E. AT 9.50 FT 0.97 AT 27.50 FT - 1.02 AT . 1.50 FT 0.96 . - AT 17.00 FT MAX STRESS . . . -1.90 -0.54 -2 03 0 ) .- - <><<>><>><>> C•NTflU3uS BEAM SYSTEM ANALYSIS - I;PUT DATA : RUN DATE: 9/ 4/E6 TIME: 10:54 i : -4- + REMARKS: JOB 049753 HAD LINE 1 INPUT: 1 SECTION DEPTH = 6.50 *Q NUBR ALLOWABLE YIELD INPT LOAD GIRT - DEPTHS S-3F EXTENS ALLOW SPANS SNO STRSS STP.ES TYPE TYPE LEFT RIGHT LEFT RIGHT RATIO 3 33.0000 55.00 1 3 IS OS 0.000 0.000 1.03 - =)WEB CRIPPLING C0FS1DERED<= =>LAPS OPTIMIZED<= SEARING LENGTH 5.000 ,- L--' SY(2) )'L13) IX(3) SXI3) STRUCTURE IrUTG AG SO -SPAN- NME SIZE . SXI1) XI2) IX(2) 0.00 30 00 2 3 1 25 56 6 0.00 3 50 .01 28.50 13.92 -.3.27 - 0.06 0.00 0.00-- LOAD INPUT: ..:, ....- SE WVLI Ti- -XP1- -PT2- -XP2- - -------------- 2 0.125 O.00 - 1 0.125 -, 0. u ~)Oc - ..............- --.-------.- 3 0.125 ) C. 0.00 1-7 op (cc-, I) ...-- ------------------------ -- -- ----. o&l - - .---.----- - - e A - ..:- --- --- -: •-- -...±,-- .. . - _/1 (><><><><>()(><>(> C T1'LJUS E1M SYSTEM AN ALYSIS - OUTPUT <><><><>(><><><><) Li T)TAL WEIGHT FOR THIS SYSTEM = 337.46 L25. 4. : SUPPORTS REACTION HOIENT SHEA,LEFT SHEAR,fl1HT .. - 1 1.39 -0.2 0.06 -1.33 2 3.92 -17.3 -2.10 -1.52 3 4.22 -147.1 -1.93 -2.23 4 1.59 -0.7 -1.47 12 CRITICAL SECTION' SUMMARY SPAN AVI AV2 4V3 AVA AVE AV6 3V7 1 4.2 4.2 4.2 4.2 8.4 0.0 0.0 2 3.4 4.2 4.2 4.2 11.5 0.0 0.0 3 15 7.3 73 7 73 00 00 - - SPAN - ---- ---- ---- ---- ---- - V7- -- - - 1 1.33 -1.52 0.00 0.00 -2.10 0.00 0.00 2 1.82 1.57 0.00 -1.56 -1.93 0.00 0.00 . -3 2.28 2.10 0.00 0.00 -1.47 0.00 0.00 .................-..---..--. L. SPAN VAVI VAV2 VAVI VAV4 VAV5 VAVb VAVT VMAX LOC . 1 0.32 0.46 0.00 0.00 0.25 0.00 0.00 0.46 2 - ........................- .... 2 0.22 0.37 0.00 0.37 0.17 0.00 0.00 0.37 2 3 C.20 0.29 0.00 0.00 0.20 0.00 3.00 0.29 2 SPAN FBSXL FBSXZ FBSX3 FSSX4 FSSX5 F3SX6 FSSX7 - . . ... . 1 90.4 90.4 90.4 0.0 180.8 0.0 0.0 : 2 180.8 90.6 90.4 90.4 198.3 0.0 0.0 3 190.3 107.9 107.9 0.0 107.9 0.0 0.0 -SPAN - -Ml--------------M5- - -Mb- --P,7- 1 -0.2 -91.1 95.2 0.0 -127.3 0.0 0.0 2 -121.3 -86.7 31.3 -35.0 -147.8 O.C. 0.0 3 -147.5 -108.4 102.5 0.0 -0.7 0.0 0.3 ) ,. 1 - SPAN saii SRT2 SRT3 . SRT4 SRT5 SRT6 . SRT7. 1SMAX. LOC -XVO- . I 0.OU 1.01 0.94 0.00 0.70 0.00 0.00 1.01 2 10.669 - 2 0.70 0.96 0.35 0.94 0.75 0.00 3.00 0.96.' 2 14.543 : 3 0.75 1.00 0.55 C.00 0.01 0.30 0.00 1.00 2 19.269 - WEE CRIP'LINO SUMMARY tFY = 55.00 KSI) SUPPORT SUPPORT ALLOWABLE SUPPORT ALLOWABLE RATIO MOMENT MOMENT REACTION REACTI0. 1 -0.17 70.42 1.393 2.369 0.402 2 -127.26 180.84 3.922 4.733 0.8941 . 3 -147.64 198.33 4.216 5.931 0.8691 . 4 -0.72 107.91 1.589 3.461 '. 0.3Z5 .•. . . - CONNECTION SUiMARY SUPPORT SUPPORT MOMENT 2 -127.2' 3 -147.84 ALLOWABLE STRESS CN.MOMENT 144.49 0.8011 158.5 0.932' <>> CONTINUOUS •OEY. SYSTEM ANALYSIS - OUT°UT <>(><><>(><>(><><> 1 SPAN MARK/PART LENGTH LAP . . .-. ..--- -:.... I 32P300104 30 -1 21-1 1/4 :1 2 .. 41P330244 331 2 1/2 17 1/4 . - .-. . . . ... 3 34P340103 34'-1 3'-11/4 -.--.........--.-.- ....--------------.- - - MAXIMUM DEFLECTIONS PER BAY - - - -- - - - DOWNWARD DEFLECTION UPWARD DEFLECTION . . . 1 SAY DEF.LEC LOCAIN DEFLEC LOCATN 1 2.22 11.99 0.00 0.00 2 0.22 14.35 . 0.22 25.34 -- 3 2.69 16.85 000 0.00 - I . -. .- ...... - . YL ._. - - \. 0'- J,6: 13 7/0 (><><><><><><>> CONTINUOUS 6EA SYSTEM ANALYSIS - INPUT DATA <><>(><><><><) c E:7 RUN DATE: 9/ 4/66 TIME: 10:59 REMARKS: JOE 049753 GERPUNS 'SAD LIME 1 iNPUT: Z SECTION DEPTH =8.50 .,... - rU:1R ALL3W6LE YIELD IPT LOAD GIRT - DEPTHS ROOFEXTENS '\ AL10 SPANS 3M0 STRSS STRES TYPE TYPE LEFT RIGHT LEFT RIGHT I RATIO 4 33.0000 55.00 1 3 OS CS 0.000 6.000.., 1.03 >-s V r1L-iE Li =>EB CRIPPLING CONSIDERED(= =>LAPS OPTIMIZED<= BEARING LENGTH = 5.000 STRUCTURE INPUT: - SE -SPAN- NME SIZE GAGE XL(1) IX(l) SY.(1) XLI!) IX(!) SX(2) XL(3) IX(3) SX(3) 1 28 00 2 4 14 J 26.00 11.64 2.74 2.00 23.28 5 48 0.00 0.00 0.00 - - 00._ 3 -=-i 14L12 5023 28 5 48-26 00'11 64 2 74.,. .1 50 22.05 5 19 .- 330 00 3 - 5 - 15 j..-2 00 22.05 5 1926 50 10 61 2 45 ---,-1.50'20 ef 4 90 - -( 4 21.00 2 5 11.50 20.82 4.93 19.50 10.41 2.45 0.00 0.00 0.03 - - - - ° LOAD INPUT: .. --S WVII) -T1- -XP1- -PT?- -XP2- - ....-----------.--- -.--.- -.- - .......------- -. ---- ---------- -: )r I 0.I25) 0.00 0.00 0.00 0.00 -.., ....... -: Z 0.125 0.00 0.00 0.00 0.00 30.125YC.00 0.00 0.-CC 0.00 5-- ......._-5__5_•_•5 5•__ .............- :.- ): 4 0.125 ) /0.00 0.00 0.00 0.00 -. - - ) - <)<>(><><><><><> COTIUUUS bEAM SYSTEM AIALYSIS - OUTPUT <)<)(><)<>(><><)(> - TOTAL WEIGHT FOR THIS SYSTEM = 453.63 LES. SUPPORTS REACTZO9 MOMENT SdEAR,LEFT SHEAR-RIGHT . 0 1 1.46 -0.7 0.12 -1.34 2 4.10 -140.0 -2.15 -1.93 3 3.75 -IIE.7 -1.82 -1.93 4 3.37 -17.6 -1.92 -1.55 5 1.96 -37.9 -1.08 0.89 . CRITICAL SECTION SUMMARY SPAN AVI AV2 AV3 AV4 #V5 AVÔ AV7 1 4.2 'p.2 4.2 4.2 3.4 0.0 00 2 64 42 42 4.2 7.2 00 00 3 72 30 30 3.0 60 00 0.0 - 4 bO 33 30 30 3.0 00 0.0 -- SPAN -Vi----------------------v7- 1 1.34 -1.01 0.00 0.00 -2.16 0.00 0.00 . 0•0 _0 - . - .----. - -----. 2 1.93 1.62 0.00 -1.63 -1.82 0.30 0.00 3 1.93 1.68 0.00 -1.63 -1.82 0.00 0.00 .. '.- 4 1.55 1.36 0.00 0.00 -1.08 0.00 0.00 - -. SPAN VAVI VAV2 VAV3 VAV4 VA-VS VAV6 VA-V7 7 VMAX ' LOC -- 1 0.32 0.45 0.00 0.00 0.26 0.00 0.00 / 0.45 I 2 2 0.23 3.39 0.00 0.39 025 0.00 0.00 0.39 J 4 3 0.27 3.56 0.03 0.54 0.30 0.00 0.00 0.56 / 2 0 • 4 0.26 0.45 0.00 0.00 0.36 0.00 3.00 \ 0.45/ 2 0 0 0 0 SPAN FS5X1 FSSXZ FSSX3 FESX4 FBSXS F9SX6 F3SX7 - 0 • 1 90.4 90.4 90.4 0.0 180.8 0.0 0.0 2 183.8 03.4 90.4 90.4 171.3 0.0 0.0 0 3 171.3 80.8 80.8 80.8 161.7 0.0 0.0 -. 4 161.7 80.8 33.9 0.0 80.8 0.0 0.0 0 SPAN -Ml--------------M5_ _M6. -M7- 1 -0.7 -91.1 84.9 0.0 -140.0 0.0 0.0 - 0 2 -140.0 36.7 3..6 -87.7 -118.7 0.0 - 0.0 - - •:0 0 3 -116.7 -75.3 63.8 -66.6 -97.6 0.0 0.0 0 -97.5 -71.4 17.7 0.0 -37.9 0.0 0.0 SPAN STl S(T2 SRT3 SRT4 SRTS SRT6 5RT7 / SMAX LC - XV0 . . i 3 01 1 31 0 94 0 00 0.7T,--0.00 0 001 1 01 1 2 10 683 - - - - 2 0 77 0 96 0 44 1) 97 0 69 0.00 0 03 -t 0 97 7 4 15.474" 3• 06 0.93 0.75 T0.82 '0.60 00'4 0.O0 0.93/-:2-i5470 -- • •-. . . - 0 - 4 0.63 0.83 0.22 0.00 0.47 0.00 0.00 '0.88 2 12.395 - <><>(>(><><><><><> COfflINUJUS BEAM SYSTEM ANALYSIS - OUTPUT <>><><><><><><>() i CONNECTION SUMMARY SUPPORT SUPPORT ALLOIASL STRESS M•JIENT CN.MtV'ENT , • 2 -140.02 194.16 0.721 3 -11.6 13.03 0.776/ 4 -97.5L 144.43 0.675' WEB CRIPF'LIN SUMMARY: FY = 55.00 KS.J / SUPPORT SUPPORT &LLSW.LE SUPPORT ALLOWABLE / RATIO \ MOMENT MOMENT REACTION REACTION I' 1 -0.72 90.42 1.458 2.369 I 0.5128 I 2 -140.02 180.34 4.099 4.738 / 0.9603 / 3 4 - 5 -11-3.69 -1-93-56: -37.85 17 .27 161 73.- 80 85 3.74t9 4.255 -.11.366-.,. 3..772,_ 1 964' 1 886 3 9143 0.8676/' - 4 -- -- SPAN MASK/PART LENGTH LAP 1 33P310704 31-7 - 21-7 1/4 2 42P34C244 34'-2 1/2 V-i 1/4 . ) 3 41P330245 • 33-2 1/2 11-7 1/4 - •: . •." • .•. -: .......• 4 510290845 29'-8 1/2 11-7 1/4 ). MAXIMUM DEFLETIONS PER'5AY:- - . .--. - ..- __ . . OJWNWARO DEFLECTION UPWARD DEFLECTION - BAY DEFLEC LOCATN DEFLEC LOCATN • - • . . 2.23 - i2.o4- .-o.o ..-._-.._-. •• •-.:- - - -. ....•1 2 0.58 15.59 0.10 2.E4 • • . : • 3 1.75 15.41 - 0.00 0.03 - - -. .-. • ...• ... 4 0.08 13.45 0.15 3.52 --: - --Lt. FR--i1 SIG' - I-PJT CCNDITIO JtJ: 49753 LLT JriT OF ,'- I.T'Z. C 1 I3:. -AGE: f-1 r fIk"? -cE3 LL! DATE: 8-26-36 3UILOE A i -11 PROFIT CETR: CALIFORNIA CUSTO'lE.R ORAT TK.TI3 OJ1 ç I J33 SITE CITY :LG:, C... 5UiLC!-.G s:i?T:v:: TM rT. SPAN 237'- 2 .3 116 237. 3333 2S,.0003 SACK SIOENILI 1Ei-IT r 121 - 0 0/1 12.3300 144.03-33 3.657' FRONT SIOE..ALL HEIGHI = 11'- 3 1/ 2 11. 70,333 140.5030 3.5657 JI1)ING LENGCN 22- 3 2/16 20.0303 240.0033 6.00 SIOGE FR.jM ACK OLO L= 103'- 0 0/i6 1-30.0330 1203.0030 3C.30O • ELEVATION CF F-Rc-;-:T COL.= 3'- 0 0/15 0.0033 3.0300 0.0030 SICK ;W.CF PITC:- 3.3333 12 . . FSJI',' "OJF PiTh = 0.;5000 12 - LOADING ADO IL DEAD - 5.00 PSF TOTAL DEA L'AD = ADD IL CAD * 2 PSF (PURLIS E SHEETING) FRAME WEIT = 8.02 PSF) • LIVE = 20.30 ?SF WINO 1C.2FSF t (7O=pk 1 5!0 /Z eA &,4-- THE AJj3VE LOADS COMBINED WITH' ANY SPECIAL LOADS APPEAR IN 3 LOAD CASES AS DESCRIBED BELOW: ) -- • - STRESS LOAD CODES --------------------------------------------- 3ESCIPT10:4 --- ------------>FACTOP.S - 1,35, 0, G. C DEAD LOAD LIVE LOAD W/TRIF RED. * * 1.00 1911,41, 0, 0 0143 L30 MEMA ..'IND BACK 191 • MSMA EP SUCTION * • 1.33 1,23,41, C, -3 DEAD LOAD -3MA WIND PRO-NT 1981- ME-MA EP SUCTION . - --------------------------------------1.33 ;) SAY SPACIIICS FOLLOW: 1 BAY = 20 0 0/16" BETWEEN FRAME.LN. 1-AND FRAME-IN.. 2 - --j. - --- : - --)- -. BJILOi ., LE'--.GIN IS 20 0/16" PURLIN ANO GIRT DATA FOLLOWS:: • LEFT SO&LL CIRT DATA - 31ENSIJN FROM OLOG. LIND TO OUTSIDE COLUMN FACE IS 0 1/ 2" AX3NUM GIRT SPACING IS 7' & 0/16" - - • LEFT E'DWALL GIRT SP4CIGS )R3M EASE) )- - C 7' 2 1/ 4". 2 5' 0 0/16"9 3 3 1/ 4", - DACK SLOPE PURLIN DATA - DINENSION, FR-3M SLOG. LN. TO EAVE PURLIN IS 0' 3 7/16" -- • O1MESI0N FROM EAVE PURLIN TO FIRST INTERIOR PURLIN IS 4' 1 5/ 3" - -- - -. SECOND PURLIN, SPACE iS 4' 1 5/ 5" - - - 1.3 PURLIN SPACES AT 51 0 0/16" RI-JOE SPACE IS 1' 5 F T SLOPE P'..PLI DAT - I J ON FPO -BLDG.L.N.-3 L,.VE P(RLIN IS 3 3 '/16" ji1'S or Fit Om €AJFPL,RLi TO FIR,T KTESIOR °URLII IS 2 7 11/16" -- - --'- -. -- SECOND -PURLIN SP&CE.I-S 2'..--? 22 ?JILIN SPACES AT 5' 0 3/16" ?!032 SPACE IS 1' 5 3/16" OIOALL CRME 0051 - 1PUT DITIS JOB: 49753 ILT ) A UNIT OF AI0 T.T1AL c0?rJNArro: PAGE: F 2 - 0 DATE: 6-2-86 SPECIAL. FA':E DATA FO THE £ FRAME FOLLOWS: 0 o iY:s I S4AE CODE = Z 1=P.F SELEOTE.J DV P0GRAM I OESIG CODE = i I=YS AUTO_CCSIGN FRAME I 0 2=50 SELECTEG BY PSOGP.AM I 2=Ht 40L0 DEPTHS C DESINI 3=50 SPECIAL 7 A0 INPUT I 3=50 STRESS CHECK FRAME I OEF 0000 = C Eli. I I LCflI: 5.00 ADDITIONAL DEAD LOAD I 3N4X. I U40EP OF SUDPURTED POP4TS U 2.00 PURLINS E SHEETING I E=IMT. uEES OF SF001AL MEM3EF FELEASES 0 I 1.02 FRAME DEAD LOAD I I S•JE OF Il:TEaI0E COLUMNS 1 TOTAL DEAD 1.02 PSF I AVG OAY SF.CE 10.00' 1 ILJM;.EA OF ME:'IERS 36 1 LIVE 20.00 P50 I U' OF c- JOINT rOIS 37 I WINO 10.29 PSF I - THIS rRAt- .U1'ED0JAl'E LINES I 0' 00 ze 00 0•0000 T::LL A.1E 05513. - INPJT 303: 4753 LLT I UNIT OP 'IA I.T NITIG.L C'TAT10. PAGE ' 3 DATE: '3-26-85 iEIBES DATA: MOM FL-1 ,J=-:. sos 3E-T-E LT.ITt - AREA Sx R x R YIELD(PSI) KLXX KLYY L= SPLICE CODES T'c I2Th TK T) (I:2) tTi3) C Z1 (IN) PLO WEB (FT) (PT) (FT) 33 J2 FRAME SlOE I 1 15 I.O 11.321 1.75 4.32 3.23 1.15 55.0 55.0 10.64 SET BY PEG SPACE BP KM FRANE SlOE 2 2 13 .B3 ,.000 2.52 6.40 3.22 1.17 55.0 55,3 23.52 SET BY PEG SPACE KM SS 3 13 14.313 2.52 6.40 3.22 1.17 55.0 55.0 23.52 SET BY PEG SPACE SS SS 4 13 1.30 5.321 2.62 6.4) 3.22 1.17 55.0 55.0 23.62 SET BY PEG SPACE SS SS LOCITIO; OF ENO ROOT -t. 29 L)C4TEO IT 25' P 3115" 5 13 .50 3.-s75 3.52 6.40 3.22 1.17 55,3 55.0 25.02 SET BY PEG SPACE SS SR 14 0 1 022 2."l 8 5 36 3 P3 1 17 0 55.0 25 02 SET FY P, SPAC SF SS 1 0 6.325 2.18 36 3.23 1.17 55.0 55 0 25 02 SET BY PEG SPACE 5$ SS LOCAT 7 0\ OF ENr POST 'A =11.3 --r 0. C LCCATtD IT 5Cl C 3 1'. 3.67E 8 5.35 3.23 1.17 55.0 55.0 Z5.02 SET BY PEG SPACE IS SR 14 5.50 15.322 2.18 5.36 3.23 1.17 55.0 55.0 25.32 SET BY PEG SPACE SP IS - . . .. 10 14 1.50 6.325 2.18 5.35 3.23 1.17 55.0 55.0 25.02 SET BY PEG SPACESS SS LOCATION OF END POST iENEER NO. 31 LOCATED AT 75' 0 0/16" . ) 11 14 5.50 3.675 2.35 5.38 3.23 1.17 55.0 55.0 25.02 SET BY PEG SPACE SS ,P_ - - - .. .:-- 32 14 0 1--12Z 2.18 5.35 3.23 1.17 55.0 55.0 15.02 SET BY PEG SPACE SR SS 13 i .53 s.000 2.38 5.36 3.23 1.17 55.0 55,0 25.02 SET BY PEG SPACE SS 5p LOCATION OF END POST KEMEET NO. 12 LOCATED AT 100' 0 2/15" FR&ME SIDE 3 . . . . .. 14 14 5.50 4.303 2.33 5.36 3.23 1.17 55.0 55.0 25.02 SET BY PEG SPACE SS SF ) 15 14 .3.50 15.022 2.35 5.36 3.23 1.17 55.0 55.0 25.02 SET BY PEG SPACE SP SS 16 14 3.50 3.675 2.15 5.36 3.23 1.17 55.0 55,9 25.12 SET BY PEG SPACE 5$ SF .. ..- LOCATION OF END POST 'EMGEP. NO. 33 LJCITED AT 125 • .0 0/16" . . 3 . . . . 17 14 8.50 6.325 2.18 5.35 3.23 1.17 55.0 55.0 25.02 SET BY PEG SPACE SS SS .... . 38 14 '.50 15.022 2.33 5.35 3.23 1.17 55.0 55.9 25.02 SET BY PEG SPACE SP SS ..... 19 1. 5.50 3.575 2.15 5.36 3.23 1.17 55.0 55.0 25.02 SET BY PEG SPACE 55 SP ) LOCATION OF ENI) POST MOMSER NC. 34 LOCATED IT 150' 0 3/16" 20 l's 5.50 6.325 2.18 5.35 3.23 1.17 55.3 55.0 25.02 SET BY PEG SPACE SS SS 21 14 .50 11.022 2.15 5.36 3.23 1.17 55.0 55,3 25.02 SET BY PEG SPACE SF SS . 22 14 5.50 3.575 2.16 5.36 3.23 1.17 55.0 55.0 25.02 SET BY PEG SPACE SS SR . 1001110;; OF ENU P357 NE5N35 NO, 35 LOCATED AT 175' 0 0/16" ----S 23 14 3.50 5.325 2.15 5.36 3.23 1.17 55.0 55.0 24.02 SET BY PEG SPACE SS SS 24 14 1.'G l.DZl 2.13 5.36 3.23 1.17 55.0 55.0 24.32 SET EY PIG SPACE SP SS . •' .......- 25 3 3.675 30 23 1.16 55.0 55.0 24.02 .,ET 5Y PEG SPACE SS 5P LOCATION OF END POST :s.:sEs N). 35 LOCITED AT lP' C 0/15" . ..• . •- -- : 26 15 '.5C 3.974 1.45 1,33 3.23 1.16 55.0 55.0 5.60 SET 5-Y PIG SPACE SS SS 2' 15 .'O I 5 4 3.23- A 16 55.0' 5 S 6' SET .-,;Y ,-PEG P80 KM IS FRAME SIDE 4 -, ---28 - --- 16 7,cJ 11.029 1.75 4.32 3.23 1.15 55.0 55.0 10-35' SET BY -PEG SPACE SP MN - ENO POSTS SA -E SlOBS 5. 5 INN 7 FOLLO: . FRAME SID-E 5 27 16 0.30 11.624 1.23 4.37 3.23 1.15 55.0 55.0 11.62 SET BY EG SPACE SF SR Si) 15 1.-3 12.555 1.75 4.32 3.23 1.15 55.0 55.0 12.67 SET OY PEG SPACE BR SF 33 16 1.50 13.707 1.75 4.32 3.23 1.15 55.3 55.0 13.71 SET CY PEG SPACE BP SR .. . : FRAC SIDE 6 32 16 1, 4 1.75 4.32 23 1.15 55.0 55.0 14.73 SET BY PEG SPACEBR SP FRAME 51135 7 . . 33 15 1.50 12.707 1.75 4.72 3.23 3.15 55.0 55.0 11.71 SET BY PEG SPACE BP SR 34 15 5..0 1!.s65 1.75 4.32 3.23 1.13 55.0 55.0 12.67 SET DY PEG SPACE OP SR 35 15 .0 11.524 1.75 4.32 3.23 1.15 55.0 55.0 11.02 SET FY PEG SPACE BP SR 3 15 .50 10.524 3.75 4.32 '.23 1.15 55.0 55.0 10.62 SET BY °CG SPACE SF SF VA(C3-UO33 F:D.ALL RE )35j3 - I ;:P'JT CJ3!TIC;:S I 1 .4 U'UT '3I AMA IT3 •.4TIJA. CJP0I4I0' 1.. J35: 49753 LIT PAGC: f 4 DATE: -26-56 E'3 POST S?AC343 A3 L04T13' Pi3' 5AC( U1LD53 LINE ELEVATION SrAcINc 23' 3 L/,6" LDCI'3 25' 0 0/15" 3' 0 0/16" E'AI!3 25' 3 0/if-.' LO C.T!0. 50' 3 3/15" 0' 0 0,16" 3?ACI 25' 3 fl/1" L0CAT!O•' 75' 3 0/15" 0' 0 (/I6" SPACIC 3 3/15" LJCAT ll C: 03 1' 0 0/15" 0' 0 0/16" SPACING 25' '0/16" LOCATION 17' 0 0/Ib" 0' o oiis- S -CI'E - 25' Cl 0/15" L3CATi0.' 153' 0 0/16" 0' 0 0/15" SPACING 25' 0 3/15" L3CAT1O 175' 0 0/36" C 0 0/16" 1PA1N3 24.' C' 0/16" LOCAT101 15 3 3/15" 0' 0 0/16" SPACING 5' 0 0/16" LOCATIO.\' 207' 0 3/15" SPAN BACK CORNER POST 0R13NT4TI-3 . '.FRONT. POST CRIEr TATI0-'= CP - ---, . -- ,',.;F. -'----- ) . - - - - . . -, 'S. I V.4ICJ-PR3M 5E5CTIU. 5J"AY / SASS L3TF SUMMARY .J313: 49753 LLT A U11T c M:_ !'.T2 :..TiO3L PAGE: 5 L FRAME NO. 1 DATE: 8-26-86 SUMMARY 3F REAOTICSS: S13 1533) C3MS:'1T10N N3RJZ0'TAL V3RT1C.L MCME'IT n. 03 3.53 3.03 FSY:T 1,3, o. 0 3.00 -0.34 0.00 0 1 1,35, 3, 3, 0 3.3-3 5.61 0.03 AT 25.01 FT FROM SACK 'SLOG. IN. S .J?UST 0 2 1,35, C, 0, 0 0.00 5.93 :J.33 AT 50.03 FT CP.9 RACK SLOG. LR. E')UPO$T 3 3 19351 0, 3, 0 0.30 6.34 3.00 AT 75.00 FT FROM RACK SLOG. LN. 3 4 11151 0, 3, 0 0.03 5.99 0.00 AT 100.3-3 FT FOOM SACK SLOG. IN. 5) .OPJST (I 5 1,35, -1, 3, 0 3.-JO 5.31 3.00 AT 125.00 FT FROM SACK RLDG. LN. I 1,351 0, 0, 0 0.33 5.Y7 0.00 AT 153.00 FT FROM SACK SLO. LM. "DPOST 7 3,5, 0, 39 C 0.00 6.37 000 AT 175.00 FT CROM SACK SLOG. LN. OPJST 8 1,.5 3, 0, 0 0 00 4 71 0.00. AT 199.00 CT FROM SACK SLOG IN ..C'( 1, 11,4', 0 0 -0.2a -0.56 0.00 FRONT 1 11,41 C 1 -3.33 0. ii 0.00 EIRPCST 0 1 1,11941, 0, 0 1.55 -1.81 0.00 AT 25.00 FT FROM SACK 3100. IN .: ..- - EM-DPDST 0 2 1,11,41, 0, 3 1.59 -1.54 0.00 AT 50.00 FT FROM SACK SLOG. Lv). EN0000T 0 3 1.11,41, 0, 0 1.51 -1.72 3.00 AT 75.00 FT FROM SACK SLOG. IN. ) EDP0ST 0 4 11 41, 0, 0 1.94 -0.21 0.00 AT 100.03 FT FROM BACK SLOG. IN. . . c-.. EIIOPOIT 0 5 1,11,41, C., 0 1.51 0.04 0.00 AT 125.00 FT FROM BACK SLOG. IN. EDFO5T 0 6 1,11,41, C, 3 1.69 -3.09 0.00 AT 150.00 FT FROM SACK SLOG. IN. . . E)3OPOET 2 7 1,11,419 0, 0 1.53 -0.07 0.00 AT 175.00 FT FROM MACK SLOG. IN E'IOPOST 0 8 1.11.41, 3, 0 0.93 -0.06 0.00 AT 199.00 FT FROM SACK BLDG. U.'. MACK 1,Z3941, 0, 0 0.40 0.05 3.30 _. . FR0r4T 1,23,419 31 0 3.27 0.17 - 0.00 . . . RIOPOST 0 1 1,23.41, 0, 0 1.56 -0.05 0.00 AT 25.00 FT FROM BACK SLOG. IN 0 2 1,23,41, 0, 0 1.59 -0.09 0.30 AT 50.00 FT FROM BACK SLOG. LN . . - 5:3?33T 3 3 11 23,41, 0, 0 1.51 0.34 0.00 AT 75.00 FT FROM SACK 310G. LN. E'.0?GST 0 4 3,23.41, 0, 0 5.94 -3.91 0.00 AT 100.00 FT FROM SACK BLOC. LN. i:- EN('POST 0 5 1,23,41, 0, 0 1.31 -1.71 3.30 AT 125.00 FT FP.ON BACK 310G. IN. 0 6 1,21,41, 0. 0 1.59 -1.53 0.00 14,1 150.00 FT FROM SACK 3L00. LN. . ENOPUST 3 7 3,334j 9 0, C 1.53 -1.55 0.00 AT 175.00 FT FROM SACK SLOG. LN. E:o2oSi S 1123,41, C, 0 1.93 -1.27 . 3.03 AT 199.00 FT FROM SACK RIOG. L. - SU1RY OF 0550 -PLATES: . . . . .. 5100 <------!!ASE PLATO 047A -------> A!CNCP. R)LT DATA ------3 WELDING 1 WIDTH EN L OF' Nl U1. E R SIZE 31° PATTERN r4' RP- 0o310 3 00 X ',/ -X -,"10.00* (2) . 1/4 'IA. :'43 0.55 C'S-3 - FkONT- 4353.)4 -8.00 X- 3/OX 10.00 tz) -- /4 DI•. A35 0.05--.- 35-3 3 1 3'-0C3l0 3.00 X 3/3 x 10.30 (2) 3/4 314. A35 1.30 CS-3 E:flP05T 3 3 3)-305553; 5.30 1 3/5 X 10.00 (2) 3/4 OOA. A35 1.53 OS-3 EN. 300ST 0 3 O-6 O07.10 3.00 X 3/3 X 10.30 (2) 3/4 304. A35 1.71 03-3 FN )PC-ST 2 4 7P-A06310 1.00 X 1/1 X 10.30 (2) 3/4 OIA. A36 0.90 C'S-3 E:-JP0ST 0 5 iP-30210 6.00 X 3/0 X 10.33 (2) 3/4 514. 135 1.70 OS-3 EMDP3JT 0 5 5P-43-33[3 3.30 X 3-1)3 X 10.30 (2) 3/4 31A. 43-5 1.57 CS-3 °3ST -1-0 1 8.00 X 3/3 S 10.0C (2) ,/. 07 A. A35 1.64 0 E:-:OPOST 00 5.00 X 3/3 X 59.30 (2) 3/4 0-IA. 435 1.27 0S-3 . .. .,.......... IN v43CO-PJLj• F'A',- I3\ WE. STIF NE DATA j0": ?73 LLT 1 UNIT '1- AN. I:.TE Ti0NAL ::'ATIJ' PAE: f 6 FRAM8 NO. DATE: 3-24-96 'E STIFF. REj EN5E?. STiFE'EN SC.IPT1D. LC4TIDN 4EN DEPTH H/T 4/H A I STIFEN SIZE 5135 4ELr.ING OE1LIL I IT (201 RATIO PATIO (I I 1K UJOTH L - S ? 4I.:3 (N3p;ST) 1.01 -_J I 3/ 8 X 2 1/ 3 '.OTH STO. 0K-OK YES I A 1 1E•:7c'DST, 5.7 5.32 0 I 3/ 8 X 2 1/ 5 80TH STD. Cr-OK YES I I A1.-N I EN:."CET) 8.97 2.353 I 3/ 8 N 2 1/ .3 BOTH 'TO. 0K-OK YES I 1 1 F A mG (ENOPOSTI 5.97 3.350 I 3/ 8 8 2 1/ .3 60TH lTD. 0K-OK YES I 27 1 A;IHc, (E;OEDSTI i.ci I 3/ 3 X 2 1/ 9 30rH ITO. 0K-OK YES I 25 1 DEARI.:c, (NPEST) 3.52 '. 358 1 3/ 8 X 2 1/ 8 140TH STD. CKC'K YES I 23 1 LA2I0G :.2P011) S.37 1.350 1 3/ 3 2 1/ 8 BOTH Eli). CK-OK YES I 23 1 SEARIND (E'N)FOET) 5.97 E.353 I 3/ 8 X 2 1/ 8 BOTH STD. 0K-OK YES 17 c.AI N, (2N'°c,T) 5.97 8.350 I 3/ 8 8 2 1/ 8 BOTH,. 510 CC-OK .-YES,'I - BOLTED COETION' 34T4: . J 1K -------- FL.8T8 DATA -------->1<--------------COLT DATA --------------->I EMBER I I I OUTSIDE INSIDE ICONNECTION CAPCtTY I T W D LEN3TH I SUE I.ROWS 4 -BOLT CROWS 4-BOLT I TYPE MARK 0 OUTSIOE INSIDE 1 2 I 3/ o X 6.0 X 017 9 L/ 2 I 1/2" 014 6325 1 00 1 NO I EXT 1806309411 53.3 "K 83.8 "K 5 2 I 3/ 2 X 6.0 .9 31- S 1/ 2 1 3/4" 014 4325 1 00 1 ND I EXT 3806309411 99.1 "K 99.1 "K - 8 1 I 3/ 6 X 6.0 X 2'- 9 1/ 2 I 3/4" 314 4325 1 00 3 NO I EXT 3806309411 99.1 "K 99.1 "K 8 2 1 3/ 2 X 6.3 N 01- Q 1/ 2 1 3/4" 014 4325 1 00 1 240 1 EXT 3836309411 99.1 "K 99.1 "K -- 9 1 I 5/ 3 X 5.0 X 01- 9 3/ 2 I 3/4" 314 A325 NO 1 NO I EXT 3806309411 99.1 "K 99.1 "K 11 2 I 3/ 9 X 6.0 X 0'- 3 1/ 2 1 3/4" 014 4325 1 NO 1 NO I EXT 3896309411 99.1 "K 99.1 "K 12 1 I 3/ = X 6.0 X 31-. 9 1/ 2 I 3/4" CIA 4325 1 03 1 00 I EXT 38D630411 99.1 "K 99.1 "K 13 2 1 4/ S X 6.3 X 01- 8 1/ 2 I 3/4" 014 4325 1 00 1 00 I FLUSH 3336405411 178.5 "K178.5 "K 14 3 1 4/ 3 X 6.0 X 01- 1 1/ 2 I 3/4" 014 4325 1 NO 1 00 I FLUSH 3AC640411 176.5 "K 176.5 "K 15 1 I 3/ 1 X 6.0 X 9'- 9 1/ 2 I 3/4" 014 4325 1 NO 1 00 I EXT 330630Q411 09.1 "K 99.1 "K - 16 2 I 3/ 6 X 5.0 X 01- 9 1! 2 I 3/4" 314 4325 1 03 1 NO I EXT 3308309411 - 99.1 "K 99.1 "K 16 1 1 3/ 3 X 6.0 N 01- 0 1/ 2 I 3/4" 014 .1325 1 NO 1 00 I EXT 3306309411 99.1 "K 09.1 "K 19 2 1 3/ X 8.0 X O•- 3 1/ 2 I 3/4" 314 4325 1 NO 1 00 I EXT 3806309411 99.1 "K 99.1 "K • 21 1 I 3/ 5 X 5.0 X 01- 9 3/ 2 1 3 /4" 084 4325 1 NO 1 NO I EXT 3805309411 09.1 "K 99.1 "K 22 2 1 3/ 5 X 5.0 1 0'- 9 1/ 2 1 3/4" 314 4325 1 NJ 1 00 I EXT 3095309411 99.1 "K 99.1 "K 24 1 I 3/ X 6.0 N 3'- 9 1/ 2 1 3/4" 084 4325 1 00 1 NO I EXT 3606309411 99.0 "K 99.0 "K • 25 2 1 3/ 5 X 6.0 N 31- 3 1/ 2 1 3/4" 314 1325 1 ND 1 00 I EXT 3606303411 99.0 "K 99.0 "K 28 21 3/XX ,.CX 3 ' - O 1/211/211 DlA#325 1 NE I 113 I EXT 1306309411 23.8"K 83.8'K INTERI3R I CJLUI9N CONNECTION PLATES I 29 2 I 3/ 1 X 6.0 X 3'- 9 1/ 2 I 3/2" 014 4325 1 N 1 00 I EXT 1905309411 33.9 "K 33.9 "K 30 2 1 3/ 8 N 6.3 X 11- 3 1/ 2 1 1/2' 084 4326 1 00 1 NO I EXT 1505309411 83.9 "V. 83.9 "K 31 I 3/ 3 N 3.0 X 2'- 1 1/ 2 I 3/3" 314 4325 1 0 I 10 I EXT 1505300411 53.9 "K 33.9 "K - 3 . I / Z 0 X__ - 1/ I I/i" PTA A 32S L. L 1 3 I EXT... 12-06309411 ._ 83.8 K 23 S K 3 2 1 3/ Th x 0 X 0 - I 2 I 1/2 ' A A35 1 14,6 1 \O I EXT 380630Q411 83 9 "K 33 9 "K 34 2 I 3/ N 6 3 - If I 1/ 014 A825 I ('40 1 Na EXT ,Oo3O'tl1 83 3 K 83 9 K V(C)-c iE-.s FAE DESIGN LCLTI ?LTE DATA JOB: 49753 LLT A UNIT 0 - SE:,. I :TiNt,IG:.L C8'LT:C\ 043E: F 7 r-j F'..ME ;j• t, DATE: O26_86 03LT38- CN:.;1CTIO..:,AT2: J ! ( - - - - - - - - PLATE ).TA - - - - - - - - >< - - - - - - - - - - - - - - DOLT ',AT --------------->1 (IUTSD5 INSIOF. I CIVINECTION CAPACITY I GT I 1128 0.3AS 4-3'TLT OkONS 4-IOLT I TYPE XAqK 8 OUTSIDE INSIDE 35 3 I 3/ .8XO' - 1/ 2 I 1/2° DIA A325 1 NO 1 'NO I EXT 1506309411 83.9 "K 83.9 "K 35 2 1 3/ 5 6.0 A ''- 1/ 2 1 1/2" 012 A 325 NO I NO I EXT 1506309411 83. "K 83.9 "K F L A NG F k AC.1 PEGJ1EMEETS: 850K SINE OF F.sE- 110D5 TO EAvE: 14 12 12 11 10 9. - LOCT1O-J 1 - 6 3/1 6 - 6 0/16 11 - 5 0/15 iS - 6 0/16.2V'- 0/16'-"26"- 6 0/16 31 - 6 0/16 - DEPTH 0 F.. 3300 L.5000 , P.5300 3.5003 8.11001 6.5001 8.5000 FO N2RK 8 GFS2GI'J NOT k E3 3 8F82010 10T REQ 0 GF62010 GF820I0 NOT REQ 0 . . . BACK SIDE CF FRAME RIDGE TO SAVE-: 9 9 3 7 5 6 6 LOCATION 35'- 6 0/15 41'- 6 0/16 46'- 5 0/18 51'- 6 0/16 55'- 6 3/16 611- 6 0/16 66- 6 0/16 DEPTH 8 FE- 1.530C E-.5030 3.5000 8.500C S. 5003 8.5000 8.5000 FD SIARK 8 0F52013 NOT REQ C 0F52313 3F32010 NOT REQ 0 GF52010 NOT REQ 0 - BACK SIDE- OF FANE RIDGE TO SAVE: .1 -. MSC 5 4 3 3 3 2 2 LJCAT1OI 711 - 6 3/16 75'- 6 0/16 811- 6 0/16 86'- 6 3/16 91'- 6 0/16 95'- 7 5/ S 90'- 9 1/ 4 0• - ) 8 F 8.5003 6.5001 6.5000 8.5000 S.5000 8.5070 0.0000 3 Fzi 'ARK 8 8582010 GF52C1C NOT AEC 3 NOT RE'J U HOT REO 3 0F32010 NOT REQ 0 SACK SIC: CF FRAME EASE TO EVE: LOCATION 7 1- 2 1/ DEPEN 8 FE 3.3330 -. . F "ARK 3 NT SI DE ,05 -FRAME lOGE-TO SAVE: ............... 5 -X:. NOT R". 0 FRO -:.-: •--•.. -. .- - -.'- --: -. .:.- ..-- • 14 15 15 1' 17 16 LOCATION 1'- .5 0/16 a'- S 3/15 11 6 0/16 16'- 6 8/16 21'- .6 0/16 25'- 6 0/16 31' 5 0/16 DEFTh i.'3 5.5800 3.5383 5.5306 5.5000 8.5003 8.5001 8.5003 - . j NARK 3 5852010 NOT KEG 3 6F32010 NOT REQ 0 852310 G.F32010 NOT REQ 0 FRONT 3128 OF 8R4 TIDGE TO EAVE: ME-S83 18 15 19 20 21 21 21 N - ....- LJCATIC:: 331- 5 0/16 11- 6 0/16 45'- 5 0/1 ci'- 6 3/16 Sb'- 6 0/16 61'- 5 0/16 66' 6 0/16 3.3000 3.'3-3' 3.33Cc' 8.5002 8.5003 8.5000 5.5000 8 8F57010 SF32310 6FF2010 NOT REO 0 G2O10 NOT REQ 0 — in in in ii 7' , -n n çi — C) C' C' C) ' C) .44 LI in -I -nC2r 1iQr7 1IC)43 2 -,lrr-r -nC:r :)- a' C)o" :r -41- , ci U' i, C, ru 4, (7 04 In Ci in r) ci to Iii c flu 4iri: -4 r.p ii 0.Ifl 44r4g -4 V u' C., -1 44 Z 7,1:-I ru -4 :c -1 4' 2' I -4 in -4 -1 tu 2' I -4 Hi in --4 X -4 1.- 04 2' I - m 4,, - -47,. (1, X 44 i-. -1 2- 44. 7 -I i: Vu C ,u i- 7:-i)'uJ a' o fit 'c -. 4, in a' fl In in -ii a' in Vu .7 11 0 42 m -' ii Ci .0 in, In C) -4 Al C) 2' 0 .0 1 -1 Ci • .0 - 0 • 2' 1 ni '-. I Cl fl • C In i-u in I' :1 4 'u iii 71 C) Ni 04 iii 71 Ci NJ 40 m 7) I.n NJ 42 Hi NJ .' Cl CO NJ 7' NJ Ci 0 0- I 70 in ? fl,4. i u.- ill • C, CI . .0 r' > - -J - 7' '-' -i C) o, 4,' Ci Ci Cl NJ Ci 04 . ;..) .n 2- C' 0 '-. -O 7- Ci 0 • in 2' ci I-' 0 0 '.. . 14 4 n' Ci - C 0 . il 04 4--S i 1) Ci '-. Ci in r - • o: - ,, o : - ci -4 -J ,-.-. C, i-- Ci 4' •• .4' 4' Li O---I (I- -4 1) in . 2' fr fl in Cu 74 NJ . C) I In 74 a' '- ' in n ri • C) - '71 0 -4 470 40 Cilfl C) 0 'a Li .4' Ci I tO 4-' Cl a • '2i';;: -•. - I -n r- ''- 4 1 - 7- ca 0i'uO'N I . 7' (7 • 4 --.. fl • I ,..4 - -4 I in • .4' I - - 0 0 0- - : • • I ''I' 41 0' tp Ix - I I . i•_0• 4 Ci 0 (7 tl I 0 - • - - - . -..--- - '4' 40 4 - . ' . : c-, 2 in 0 • -4 111 iii ri • 1 I 4' a'. 0- - -in-' in -J (.0 4 4 •44 C) 1)1 I in 'ii 0 0 NJ 0' I 4 I ' : - . 4 4 4 - . .-. . . • -._ 4 4' 4•:i•. :4 II -, 4 \.Rcc- Pri F F L A .,' RAC E flLT& JO.. 49753 LIT A UNIT IC.AL CPOPArrOC: ' PAGE; F FRAME %C,. - - V DATE: 5-25-86 FLAG 3 R JI = S ENO POST 7ASG TO RAKE L: - V - C - -. - C V -.:• LcAT13: 7'- ? 1/ 4 12'- 2 1/ 4 F C 3.5000 'A,.rs NOT 'F'_%0 ' EN-, :i TO RAKE AX. 33 33 IO 06. V_V Fil ARK NOT P 0 r3T k:' END POST BA SE TO R4KE '-AEA' )L . MEM$ERE 34 , 34 V LOCATION 71- 2 1/ 4 121- 2 1/ 4 - -,:'- - V•V, " V c.2000 0.0000 . •_VVC•VV.VV V.,:C_._V ) NOT RE. 0 NOT °E3 3 V END POST EASE TO RAKE -ClAM: M3EK 2 35 LOCATION 71- 2 / 4 . V V •V V - - V ' .. ' - DEPTH. @ Fl 0.0000.;.'V_..CC_ -- • CVV C. , VC;• V CVVCV V V - . - FE MARK NOT REC U EO ,'OST 3SE TO RAKE EEAM: M1MEE I 36 V . C - C . VV• V . lOCATION 7'-2 J/4 L - DE P TF- 0 F C ..DOC Fo "ARK NOT FE 2 - - - - nA C. oC - VD 3 - 0 S1AILflK DEPTH . 'V - _ - , - •V - V •'• - -V.. - .. V5 V• V V - V V•_ - - .,- V V V V - ç 5 .4• 4, VV t VAR C3-P RM8 )ESI0 SJWARY J3': .9753 LLT & UNIT O= I T .ATI3&L 033 3RAT10. P630: Flo RAME NO. 6 DATE: S-26-#f, ACTUAL FORCES A C T U A 3 A L L U t S L 6 STRESS CONDITIONS MEM 7 STRISS LOAD O6 (TM AXIAL SME3 MOMENT AXIAL SHEAR ENT31NG AXTIL SE#R 9E0INc SUM3 3 0 - LJCATIJFT CASE (In (75 (i0S) (K !P_1,n S T A S S S T A S S 5 I MBINSD I SHEAR I 0. fRAMI 51)3 1 0. 0.0 1.3 0.00 0.03 14.69 4.27 30.40 I 0.009 1 0.000 I FkAME SIDE 2 y 2 3.66 3 8.5 -0.1 1.4 75.7 0.02 0.58 11.09 15 .09 33.06 I 0.3s5 I 0.091 I 3 5.30 1 1.5 0.) -0.2 122.4 0.03 0.10 1.12 33.00 9.75 33.00 I 0.579 1 0.011 I 4 50; I 3.5 0.1 -3.5 -179.1 0.05 2.25 27.95 33.00 °.75 33.00 I 0.550 I 0.231 I ) 5 0.00 1 i..' -0.1 3.1 -379.1 0.05 2.02 27.75. 14.64 9.75 33.00 I 0.851 1 0.207 I 9.57 1 5c 3.0 -6.1 52.6 0.0) 3.10 11.53 33.00 6.72 33.00 I 0.354 I 0.014 I 7 o.o 1 .5 3.1 -2.3 -lAla.1 3.05 2.22 25.15 33.00 5.73 33.00 I 0.794 1 0.330 I - 0.00 . .. 1 E.5 -c.i 2.9 -140.1 0.06 .2.29 26.15 .. 14.11 6.72 • 33.00:1 0.796 I 0.341 I 9 9 54 -0 75 0 001 0.22 13.99 33 00 5 72 33 00 1 0 42., I 0.033 I 10 5.99 ° 5 C 1 - 3 -1 3 0 05 2 23.03 33.00 6.72 33.00 I C 051 I 0.349 I 3.. 11 0.00 1 8.5 -0.1 2.0 -150.3 0.05 2.33 22.03 14.11 5.72 33.00 I 0.854 I 0.346 I .: :-.-..--. •- 12 9.52 1 8.5 3.0 -0.2 71.9 0.03 0.16 13.42 33.00 5.72 33.00 I 0.407 I 0.027 I . . 13 0.99 1 °.5 0.1 -3.0 -1'7.4 0.05 2.31 27.51 -. 33.00 5.72 33.00 I 0.535 I 0.3441 - ): FRAME SIDE 3 14 5.99 1 8.5 0.1 3.0 -147.4 6.05 2.32 27.51 33.00 5.72 33.00 I 0.935 I 0.345 1 15 4.52 1 8.5 0.0 0.2 72.7 0.00 3.19 13.57 33.00 5.72 33.00 I 0.411 I 0.028 I - V ) 16 0.00 1 3.5 -0.1 -3.0 -148.5 0.05 2.32 27.71 14.11 6.72 33.00 1 0.844 I 0.346 I ) -- 17 5.90 1 6.5 0.1 3.0 -148.5 0.06 2.33 27.71 - 33.00 6.72 33.00 I 0.841 I 0.346 I -- 1S 9.54 1 6.5 - 3.0 - 0.3 72.7 0.00 0.20 13.57 - - 33.00 6.72 33.00 I 0.411 I 0.029 I 19 0.00 1 5.5 -0.1 -3.0 -147.1 0.06 2.32 27.44 14.11 6.72 33.00 1 0.836 I 0.345 I 3 20 5.99 1 8.5 0.1 2.9 -147.1 6.05 2.31 27.44 33.03 5.72 33.00 I 0.533 I 0.344 I 21 7.56 1 8.5 0.0 0.2 73.3 0.03 0.19 13.30 - 33.00 6.72 33.00 I 0.403 I 0.023 I ) 22 0.00 1 2.5 . -0.1 -3.0 -151.8 0.06 2.33 28.32 14.11 5.72 33.00 I 0.962 I 0.347 I 23 5.99 1 2.5 0.1 3.0 -151.8 0.05 2.37 26.32 33.00 6.72 33.00 I 3.850 I 0.353 I - 24 6.09 1 5.5 0.0 -3.3 70.4 0.01 3.21 14.53 14.53 6.72 33.00 I 0.444 I 0.031 _ 25 0.00 1 8.5 -3.1 -2.7 -98.3 3.05 2.33 20.61 13.95 5.34 29.57 I 0.699 I 3.437 I )- 26 3.63 1 8.5 0.1 2.0 -98.9 0.09 1.75 20.51 33.00 5.34 29.57 I 0.596 I 0.327 I . .. 27 3.31 1 5.5 0.0 1.1 -30.9 0.0? 0.99 5.44 33.00 5.34 29.67 I 0.215 I 0.186 I FRAME SIDE 4 28 .59 2 0.5 -0.1 3.1 -11.0 0.07 0.12 2.55 19.57 5.69 31.55 I 0.054 I 0.022 I V END POSTS FRAME SIDES 5, 6 .4 r: 7 F3LL0: . . . ..... FRAME SIDE 5 . V 29 5.99 2 ...5 1.3 0.0 -55.9 1.03 0.00 12.4 44.00 5.59 27.02 I 0.532 I 0.000 I V - . 30 5.31 2 8.5 1.5 0.0 -55.5 0.88 0.00 15.24 44.00 5.59 23.01 I 0.552 I 0.000 1 31 7.03 2 3.5 1.7 0.0 -76.5 0.91 0.00 37.71 44.0 5Q 19.65 I 0.924 $ 0.000 1 ---•......... FRAME SlOE 6 - 2 . - 75 V2 ..V ... ••V0 3.0 V3.3.., 0.52; - 0.00,: 2E.37- 44.00 -5.59 -35:I ..Z. .....0.832 .I,0.000L .......V FRAME SIDE 7 - ) 32 7 33 3 9 1 7 ' 0 -76 5 0 0 0 11 73 44 00 5-69' 19.65 I 6 924 I 34 1 3 5.5 1.6 0.3 -85.8 0.90 3.00 15.74 44.00 5.69 23.01 I 0.653 I 0.000 I 35 .3.55 3 .5 1.5 0.-i -54.3 0.9% 0.00 12.69 44.30 3.69 27.02 I 0.491 I 0.300 I 36 5.49 3 a.5 1.1 0.0 -30.6 C.73 0.00 7.12 49.30 5.59 30.52 I 0.249 I -3.000 I VARC0-J33 KIDNALL F RAME )ESI: - 1:-l°UT C0'D17IDJS JIB: 49753 LEW A 311T OF AWA 0T.Tx0:AL ZURP911TIM PAGE f j} JO 49753 LE: 33T5 -25-6 UUILUER JPIOIECT EUTCiE A 3 A1 bi,,6 Z.. PROFIT CENTER: CALIFORNIA Jas si: CIT.' OLISAD, Oh. 1U!LD1G DES .i?Ti.T'.: 170, EET E !\CES DEC. F. 'EC. I::. METERS SPAIN 2021- ' '/1" 200.33jo 240).O3)0 34C i3EWLL 4E13T r 32-I1 C/If, 32.4167 395.6000 10.6330 F'.W'.T S10ELL 1.NT = 3:-ii o/ls 32.910 35.300G 10.0330 BUILDINS LE.- 2C- Q 1/15 735.0300 2472.0000 62.7825 R13E F.D•: DACc iLAG L 113- 0 3/10 130.3300 1200.0000 30.4300 ELEVATION 0 EZ.T CDL. 1'- 0 0/15 0.0000 0.0000 0.0000 LACK P0D' p:i 3.5033 : 17 FR3KT RC.,F PITCH • MUD 57 - - - - LOADI I 3D 3 = 3.33 PW ( TT-,L DEAD LW -160% 0640 2 °SF (PURL NS L SHEET! 0) 1-FRAME WEIGHT = '7.09 PS) LIVE - 20.03 pcc 12.93P5F ' . TME A0vE L-23LS CAMNED IWITH AlY SPECIAL LOADS APPEAR IN 3 LOAD CASES AS DESCRIBED BELOW: STRESS . ... .. . . LC :oc-:s - --------------------------------------------- 0ESCIPTIV --------------------------------------------->FACTORS 03603. C, 3 DEAD LOAD LIVE LOAD W/TRIS RED. SPECIAL LOADS + * 1.00 1,11,1 3 0 3 AD L 3 3 WIND SACK 19E1 • M EP SUCTION * SPECIAL LOADS • 1.33 -- 1,23,41,l3, 0 DEAD LOW '-BMA WIND FRONT 1991* M3MA EP SUCTION • SPECIAL LOADS * . 1.33 :.. SPECIAL L2AO UATA C0LL6 FOR 2S SPIML L..,7s c. am woPi - FRAfE SIDE TYPE 33D lIST HOSE. 01ST VERT. 3157 HORZ LOAD VEST LOAD MOMENT THIS SPECIAL LOAD =ASE ... -- NO. CODE CODE CODE SEAS (FEET) (FEET). (KIPS) (KIPS) (K-EN) COND 1 COND 2 -COND 3 COND 4 .3 . . 1 5 2 1 2 3 50.0000 3.3000 0.000 -44.500 0.0 1 0 0 0 :2 6 2 1 2 3 130.0030 0.0330 0.000 -23.906 - 0.0 1 0 3 . 3 0 3 1 2 3 50.0000 0.0000 0.000 39100 0.0 1 0 0 0 - . 4 5 3 1 2 3 0.0000 0.0000 0.000 -13.400 0.0 1 0 0 0 .. 5 5 2 1 2 3 50.0000 0.0000 0.000 5.000 0.0 2 3 0 0 5 5 1 1 2 3 100.0000 3.J000 0.000 5.000 0.0 2 3 0 0 7 5 3 1 2 3 30.0300 . 6.0000 0.000 5.033 0.0 2 3 0 0 1 6 3 1 2 3 0.0000 6.0000 0.000 3.000 0.0 2 3 3 - .. 0 . . ,- 9 6 1 1 1 2 0.0030 14.0000 0.003 -1.600 0.0 1 0 0. 0 10 6 1.3;; 1 1 1 2 3.0003 14.0000 0.003 -3.500 0.0 1 0 0 0 11 61.E 2 1 1 2 0.0003 14.3300 6.003 -3.500 0.0 1 0 0 o .. :-.. 12 1 1.30 3 1 1 2 0.0003 I',.3-300 -3.000 -3.600 0.0 1 1) 0 0 13 6 !.0 4 1 1 2 3.0033 14.O0D0 0.000 -3.00 0.0 1 0 0 0 - 14 5 5 2 0.0002 14 1030 C.03c -3 oO' 0.0 1 0 C 0 15 6 .3 6 1 1 C 03O0 .4 0000 3 000 -3 600 - 0 0 5 1.05 7.- 1 1 - 2 --D.-0000 - 14.3000 0.000 --3.500 0.0. 1 01 --0 -- 0 ......... 17 0 4 1 1 2 0.0303 1.0300 0.000 1.000 0.0 1 0 0 0 ll 6 1 1 1 2 0.030-3 14.0000 0.363 0.470 0.3 2 3 0 0 19 6 1.31 1 1 1 2 0.0330 14.0000 0.000 0.930 0.3 2 3 0 0 20 6 1.03 3 1 1 2 0.0300 IL.0000 3.000 0.930 0.0 2 3 0 0 21 5 j.:; 3 1 5 2 D33' l.D-D00 C.3 0.933 0.0 2 3 0 0 22 i 7 0.0300 14.0300 0.300 0.930 0.0 2 3 0 0 23 b E.5 5 1 1 2 0.003-3 14.3300 0.300 3.930 0.0 2 3 0 0 . .: 24 6 1.::: o 1 1 3 0.3303 14.0000 0.003 0.930 0.0 2 3 0 0 .:.• 1 25 5 1.; 7 1 1 0.0000 14.3003 0.003 0.933 0.0 2 3 0 0 .,AY EPAC 1':CS jLL.;,: v.CO- Ph: 1i-ALL RLME 325! - I:.PUT C;T!O'S Jfl5: 49753 LEW A UNIT AF -_,I:TER'...TIJVAL C?.iiAEO' PAGF: 12 - V . DATE-: 2-26-36 V Y S'-C .S FiLL... 13fy =23' G/1." CTWEE FA: L.N. I A3 V E.Y =:'' :11 5 1c• AV. 1. 2 4Ttr~V FA.E 1.. 3 V I = 3 3/16" TEE:V FRL-' L:. 3 AO FRAVE Li. - - - c BAY = 33 0 1/I1" ETWEE! R:-3 LM. 4. A ND FP.AME L1. 5 V •V - - V1tY = 30, 0 3/ i TA AND F AM E 5E7"EEN F L9. 6 Ai) F&1C LN. 7 7 bAY 21 • C '/1" 3T EE R A V N. 7 AD FRAME IN. S V V 3AY = 7 G 1/16" T.4FEi FP AP Lt. R AND F4M - V• V - V 3JILDfl.G LE:-TH IS 20 1 0 0/1 t - V V "PURLIN 'AND GI KT Ff1LLOiS: ~- . ...- I - -L3fT B WAL1'CRT DATA - D E'ISlON FROM SLOG LI TO OVJT1DC0LIJM ACE It._ =AC 1 '-5/ 2" - - ..XTMJY GiRT SPACING 7 0 01"b",- - - LEFT ENIDWALL PT SPACINGS IFI" CASE) 2 16' 0 0/16", Z 5 ' C C/lA". 2 5' 0 •0/15", 2 5' 0 0/16", - V. V VV V• V V 47 jf2 V V BACK SLOPE PURLIN DATA - DIMENSION FROM 313G. LW. TO EAVE PURLIN IS 0' 3 7/16" ) V - O1ME.SI0N FRO-! SAVE PURLIN TO FIRST lNTERIOR. PURLIT IS'% 1 5/ 6" •:---:---- - -- V -V - -- V - - - SECt1NO PULIN SPACE IS 4' 1 V _ V • 4 - - V IS PURLI-N. SPACES AT 5' 0 0/16" V - - - _V; V) V V •VVVV - - V - RIDGE SPACE IS 1 6 3/16" FRONT SLOPE PURIM DATA - DIV.ENSION FROM 5101, LN TO EAVz PURLIN IS 01 3 7116" D1i.3S20N FROM SAVE PURLIN TO FIRST INTERIOR PURLIN IS 4' 1 5/ 3 V • - V -- 3EC3!-D PURLIN SPACE IS • 1 / 5 V VV VVVVV •_VVVVV_V_ VV V ) 1 AT 5 0 0/16" * . ) RIDGE SPACE IS 1' 6 0/18" :. V - •V V V V • V - - . - - V2 VVVVV V .VV •V• V ,• V V - --- • V - - - V V _ _VV V_V_ •_ V - r - V 'JACO—PRJ01 :' - FRAME 1ESIDN - !rPUT CJ3ITI0NS -- J(Th: 49753 LEW ii - UIT O IT :7 I3L C0TIO; - - - PAGE: f 13 - - .-- DATE: SPECIAL F- ..Tt rOR T , -c FOLLOWS: - 3V.TY = 2 1 =Y;- I EE CODE = 2 I=kF SELECTED 5Y POGRA •DESI.9 CODE = I LYS UT0—ES ION FR.iE I -; 2=C SELETED BY FDGSAN I 20 HOLO DEPTHS- E DESIG'I 3=50 SPEC1L FR::E N?UT I 3=SC STRESS C2CK FRANE CEF ZFDE -= 0 i=N!'. I . I LCFTN;: 3.00 ADDITICNAL DEAD 1)AD I 2 A X I U'3E. 37 SUPPORTED POINTS 10 I - . -- - 2.1.10 PURLINS C 5-4EETING - t.Ui.;:sEz 3SPECIAL MElilEX —RELEASES C I 2.09 6RAME DEAD LOAD I I ':UMEF. OF ITEU0R C0LU'NS 7 I . TOTAL DEAD 7.09 PSF . vEAV SP4C 14.00 I tE CF M EMFERS . 33 I LIVE 20.00 PSF -: I 'UNEE OF CETER LI!E JOINT PCINTS 34 I WIND 12.85 7SF -X25 0 L -............• - - . -. - . - . -. - •-. . - • ) .• _..._•:-- ..-.---- .•-.- -•- . - ....-, . -. -. .t -- - •-. -,•-- • - .. . - - •-t., ..---- - - •. . . . . . •-- . . . .- E..SiLL R.1' 521G - !\PUT JN T!PI.3 Jfl: 49752 'l LE. - :IT PAGE: F 1 4 DATE: 8-26-68 - .r C.. P ,T.-i A ., 5 qx Y YICLJI.S P '(Lxx '(IVY LP SPLICE C'W5 7,' 75 1571 (S2) 1I\31 (IN) 1 1;1.1 F L -IES IFT) (FTP (Fl) Ji J2 15 .0 32.237 1.95 4.30 3.23 1.15 55.0 55.3 .1.56 SET SY PEG SPACE PP RN FRAME SIDE S 12 .,.50 4.00') 7.'.4 3.21 IS 55.0 55.01 23.52 SET EY PEG SPACE K N 55 3 17 .50 14.13 3.06 7.44 3.21 1.12 55.0 55.0 23.62 SET CV PEG SPACE SE SS 4 IS 5.30 5.42° 3.06 7.44 3.21 1.15 'S.0 55.0 23.62 SET BY PEG SPACE 55 55 Sr S D PEST SMEER '0. 27 LCCTED 47 25' 0 5/16" 5 12 '.'D 3.571 1.05 7.4'. 3.21 1.16 55.0 55.3 25.02 SET BY PEG SPACE SS_ SP 5- SO 15.1 022. 5I2-.62 40322 ,E1. 755-.0.55 .O;20ZS ET5YP EGSACE.SP' 55E 7 -( '3 "'3 50 ' 6 596 '2 62 '.03 22r 1 17 -'55.0 55 O"25 02... SET Y °LG SPACE - 55 55" - LOCATIO\ r 0 CST EUS NO-'25 LCCATD AT so a 3/1" 13 6.50 3.404 2.6Z 6.40 3.22 1.17 55.3 55.0 25.02 SET BY PEG SPACE $5 S 9 13 5.50 15.32 7.52 6.40 3.22 1.17 55.0 55.0 25.02 SET BY PEG SPACE SP SS 10 - 13 0.30 6.471 2.c2 5.40 3.22 1.17' 550 55.0 25.02'- SET BY PEG SPACE SS SS LSEATIO. OF ENO P037 MENSES NO. 29 LOCATED AT 15 3 0/16" - .. .) 11 13 5.50 3.529 2.62 5.40 3.22 1.17 55.0 55.0 25.02 SET BY PEG SPACE SS SP 12 13 6.96 15.05? 2.s2 5.40 3.22 1.17 55.0 55.0 25.02 SET BY PEG SOACE SP SS • 13 13 .50 6.030 Z.52 6.40 3.52 1.17 55.0 55.0 25.02 SET BY PEG SPACE 55 SP LCCATIO'J SF EE! POST ,-iEMSER O. 30 LOCATED AT 100- 0 0/16" FRAME 5535 3 . - • - - - - - I • 14 13 9."D 5.600 2.62 6.40 3.22 1.17 55.0 55.0 25.02 SET BY PEG SPACE 55 SD 15 13 0.5C- 15.022 2.62 5.40 3.22 1.17 55.0 55.0 25.02 SET BY PEG SPACE SP SS __ 16 13 2.-3 3.529 2.2 b.40 3.22 1.17 55.0 55.0 25.02 SET BY PEG SPACE SS SP L0CAT10. SF END POST NEMBER NC. 31LOCATED AT 155!. 0 0/lb" 17 13 F._53 5.471 2.A2 5.43 3.22 1.17 55.0 55.0 25.02 SET BY PEG S°ACE 55 55 13 5.50 15.522 2.52 6.43 3.22 1.17 55.0 55.0 25.02 SET BY PEG SPACE SP - SS - ;.: 19 13 5.50 3.52$ 2.52 A.45 3.22 1.17 55.0 55.0 25.32 SET BY PEG SPACE SS SP L0CATIO. OF E'5 POST 5E5 NO. 32 LOCATED AT 153' 3 3/15 SC 13 ').50 5.471 2.62 6.40 3.22 1.17 55.0 55.0 75.32 SET BY PEG SPACE S$ SS 21 13 2.51' 13.322 2.452 6.40 3.22 1.17 55.0 55.0 25.02 SET BY PEG SPACE SF SS 22 13 :.so 3.571 2.52 5.40 3.22 1.17 55.0 55.0 25.32 SET SY PEG SPACE SE 5? LOCATIDN CF ED POST :'SNISEF. NE. 33 LSCATES IT 175 5 9/16" 23 13 5.50 6.429 1.52 5.40 3.22 1.17 55.0 55.0- 23.62 SET DY PEG SACE SS SS .- 24 13 5.10 14.313 2.52 5.40 3.22 1.17 55.0 55.0 23.62 SET BY PEG SPACE SS SS 25 13 7.30 4.300 2.1,2 5.41 5.22 1.17 55.0 55.0 23.52 SET BY PEG SPACE '(N SS z FRAME SIEE 4 . 32.237 S.IC 5.35 3.23 1.17 55.0 55.0 31.55 SET MY PEG SPACE 3P KN ANU ... 27 3/15 5.3 1/ 2 11.25 31.50 4•1,3 15.39 4.75 1.90 5C.0 50.0 32.54 SET BY PEG SPACE IF SP 3/16 s_s i, s j(_35 31.532 4.97 25.b2 5.34 1.79 55.0 53.0 33.55 SET SY PEG SPACE sP se 25 3/16 1.0 1/ 3 11.30 54.624 4.55 .25.38 5.16 1.87 53.3 53.0 34.62 SET BY PEG SPACE ED SP FRAME SIDE f- 3/10 .O 1/ 7 - 11.50 35.543 4.1,3 22.41 5.57 1.55 50.0 53.0 35.64 SET FY PEG SPACE 3P SD - :- FRAME SIDE 7 31 3115 p 3 1/ S 0 r1l 4.56 20.3S 5.15 l."7' 50.0 50.0 34.62 SET "V PEG SPACE SI' SP 32 3/1I 0 / L 12.00 D3.5:"2 4 6 20.3! 5.15 1..67 50.0 53 0 33.5.q 567 V °E' SPAS- B" SF 33 3/.16 3.0 1/ 1 11.03 32.543 4.43 15.39 4.75 1.90 50.0 53.0 32.54 SET 7.Y PEG SPACE OP SD 25 SPECIAL 10405 A"L1F3 TS THE .30"E FRA3 PCLLOW - FRAL 550 TYP5 Sur -s '5ST -lJSZ. DI SS VERT. 01ST HZ LO VEST LOAD 0MEHT THIS SPECIAL LOAD /C4St P 1355 2350. - 1545 FEETr (r- EETI lK'iI'Sr (-KIPS). (K- IN) C04D 1 COND S COND 3 CONO 4 L3 I f .! f f .f. • •...• :. •• I •.'•:. i:•. .- 4,.--. I': 11 NJNN IP'l-4 04 UN4Ct'0Oi 0U1 UP noH,i . : I vi Z -u .0 . -am S 2 A. rI .. 0 O'7 0'O'0' r aL d 1:." • i o 0 -I i-s - 1 - - - 4-1 - 4. 4-4 P-I 4.-I •- p-f 3 3030 •l.I.:...I I•...I... I. r - PIP P)Ir)I)r,ri(-P cprisiris-irsi, Ii Ci mill .. u ;l IN q$Iul 1pcp IN I ;*;psp • (P4/13' 30•_:•. 3' I- I I ()1-10 I • ri fl44W 44-Ji%$I44s1Wp-.I-4 4.IUiNNI/I i-s . mm 00 • •. . 0' lfs41 0 . 0 -I -I IA 4/I (/4 VS 4/Il/f I" 44 -u I -n-u -u -u -ri -U ri-4r oci 0''3-1-Z I . 0-C.-. 030 rlriririr,(11rP0 -r-.-Ir--P--.,-.uorn - -, - 4-4 ----'-.-. . : I •, a, In 0 Z 000CiOCiOCi I -4 4 Nr'eNNNI',P,iJi- . . S -i--I U''JIIJPUP,,l.IIl.3-4 . . I . . 0CI .-.s-I • -1 00. ,. I. rnurn ill. _. . •i : I C. ru . 200 ri (p 0 0 0 0 0 0 0 0 0 . . PIP 4.-S < ,'J'.-' NreNNN NN NNP',INI'N N141L44t.44.4 3'(/,Pfl Pj P- P- -I' ••••i 30 . '3 I lom ,.. __ Ld S m- rr.rrr-. 000000000000000000000m.0 . I 4 • • •:. I S C S •. I •,• • • • . fl r - ricir,ri -irss-scp 000000000000000000000-4Dr ,-, 000000000000000..r4Q000c)-p-.0 -I--4-4-4 000000000000000000000 /43: Ø C'OOOl)OOQOQC,OQOLIQQOQOO 1 -4 00000cioc' 3/ • . •< 0-4U1h10-4U1N,il : In 0 UP 0 Ji C) I/I 0 I '-.•,. - - - - - - -- - I- - - - p- p- -n -I , . p p • . . , . al. a . . , • . • m 0O0LILIQ.0 L0000000J0000000000QQ-4Q - 000000000000000000000-.-l-1 000000000000000000000 I/I OCI000OLIC) 000000000000000000000 -I 3 3 3 3 3 3 3 S • 2 0000000000000.00000000 N •,• • • I I •,• I •.• I ill • .1. • •jC 0000000000000.00000000pr 0000000000000.O0C,pj0000-.,0 C)000000C)00000 CIO 0'OOOiOQ 4. 0 .0,000,00 C 00000C) I iilii,iiii 33 ...... m o,0000Ooop-iIAuSt'tuj,u,u,v,v,,c--4 r •.. • p • •e• ii., a.... •;. •4-4 In o'0-0o0o-o.*-o,o0'o-0'0'u'u-o0oo -ur- 00000o< w:U w0000000000000 3' 0000IJJ00000000.00000C)00_3' 00000001-4 . '-'-- '-. ". 0 0'! 0, . . . ,. o00o1000000000000000born 3 SI •• •.i...:. • . E.I •1I 444, • 22 0000.000,0000z)000000000--4 I H. . I 2-4 I N N N N N N N N - ----- - N N N N ) 2 I . 0.-s Up 'D In - : 4414.1 UI UI 411 (II 4.11410 0O 0 0 0 0 00 4.14.44.41 UI Z (P - . 0I S I . H - 00 00.00000000000000000ooz3 H H H . 1". H H H (p4-i •• :1 . 03' . 00.00000000I0000:0000000Zl/4 a .5 J I 1 5 ••-:., S S. • •• .•••I S i, I .•S , S P1! 3- 4' t. N Us Zn (/4 P.O -Pp -II TiflI -u 07' 05 0 0'0'Oi-.-. flL. • :... 0 n'r 3' III 2 4- Li C- '-34--SQ 4-4 41 I.. N N 0 0 VP 2 : mi-I ro 0 31 2 1- -4 - I- - - 0 v 4-n '-4 PanIc, 0 -5 3' LI 4- • UC-5 ci I'll NNDUX I ii 'U III 7, -U p. 0 L0i' 30 343 3' -4 UI 4-4 LA -4 n, -n 7-i Ci 3. 3: 22 Om 4- - -30 4-v OUp•fll-1 -n 0 00111' 0 T4 III I I lIP r 33 0 0050r 3. 0 0)-i-.,) Ci c 00 5/43: rn I_is - . 00 -1 0 a' VP i-I rfl -n--s 04- O0m* I • • • . m LI 0010 54 LIC 00-4-I 2' 0 00 (/4 -o 0 130 -4 C -4 (1 2 LI -0 3033 0 0 c 001-il-I P1 I I 400 -4 0 004/44- - 0 C 00-0 0 OP.. 00 3' Z .0 VP 5 < II 5 .nl P N4430 0 4.14430-I 4- co -0UP04- C)000VPO 0000-3' I, 300 I 0 3 00-Pm I:0 • . z.c 0 00 s-i 0-4 P-.p-I-Zt I 0-P PA p.' (/4 cl -U 0 00 0-P -40CC 44 0000ZPo '0 I 00 CC -4 I I IViup. I 4.4*: N Sal I Is- 0' I rip, I O CC 00 0034/P 0' am ICTIl-! SUM'AY / ?ASI 'LATS S'J"M4RY J33: 49753 LE A UT OF 4A I.T-K.T13.4L C-JI; 7IC!: PAGE: F 1 6 'i F1AE G. S DATE: 5-26-85 SUMMARY o' PEAcTI 3 3: • LGl C00I'.3.TIC3 H3RIZIJNT3.L VFRTTCL MDMEMT .14 .0.03 0.00 3)PlST I 1,3,13, 0, 0 -0.05 12.9 3.03 AT 25.00 FT FROM 34CM BLDG. LN. L I 13 1 3, 0 -0.37 55.16 0.00 AT 50.00 FT R0 SACK 310G. IN. DP3TT 3 3 1,35113, 09 0 -0.05 11.32 0.00 AT 75.00 FT FROM FACK SLOG. IM. S 7?OST F 41,35,13, 3, 3 -3.05 35.55 0.00 AT 100.00 FT FOO.M SACK FLOG. Lr. Poll 1; 5 1.3,13, 0, 0 -3.35 11.76 0.33 AT 125.03 FT FROM SACK SLOG. l. 141.35,ill -3, 0 -0.35 51.45 3.00 4T 150.00 FT FRO' SACK SLOG. IN. • , .54 0.33 AT 175.00 FT FOOM 040K FLOG. IN. 3 OACK 1 11,41 13, 0 -1 43 -1 .:?5 0 03 FROIT 1 91191,111129 3 -2.01 -3.56 0.30 0 1 1,11,41,13, C 5.26 -5.22 0.03 AT 25.00 FT FROM SACK BLDG. IN. :. •.. - E:;DFOST 3 2 1,11,41,13, 0 5.41 -9.1 3.00 AT 50.00 FT FROM BACK BLDG. LN. 0 EIDPG3T 3 3 1,11941,139 0 5.60 -5.90 3.00 AT 75.00 FT FROM SACK BLDG. LN. 0 4 1,11,41,13, 2 5.7s -S.49 3.00 AT 100.00 FT FROM BACK SLOG. LN. .) EADPOST 3 5 1,11.'.1,13, C 5,59 -1.37 0.00 AT 125.00 VT FROM SACK SLOG. IN. 3 61.11,41,13, 0 5.42 -- -7.10 3.00 AT 150.03 FT FROM SACK SLOG. LN. ECPCST 3 7 1,11,41,13, 0 5.36 2.03 0.00 AT 175.00 FT FROM SACK BLDG. LM. -. -- lACK 1,23941,131 0 2.03 -0.89 0.00 - FROMT 1923941913, 0 1.44 -4.s3 0.00 ENOFOST 3 1 1,33,41,13, 0 5.26 -2.26 - 0.30 AT 25.00 FT FROM BACK BLDG. IN. E:DP0ST 2 2 1,2391,13, 0 5.41 -b.07 0.03 AT 50.00 FT FROM SACK SLOG. IN. E.'0P05T 2 3 1,23.41,13, 0 5.60 -2.92 0.-DC AT 75.00 FT FROM SACK BLDG. IN. -, -. . ...... . - ENI,FOST 3 4 1,23,41,13, 0 5.76 -1.49 0.00 AT 100.02 FT FROM SACK SLOG. IN. E'O3ST 5 1,23,41,139 0 - 5.59 -4.96 3.00 AT 125.00 FT FROM SACK SLOG. LN. E:0?CST F s 1,23,41.13, 0 5.42 -9.5 0.00 AT 150.00 FT FROM SACK BLDG. IN. E-JP35T 3 7 1,23,41913, 0 5.2 -5.06 0.00 AT 175.00 FT FROr SACK SLOG. LN. - - SUMMARY OF SASS PLATES:-1- SlOE <------3435 PLATE 0.413. -------> ANCHOR SOLT 0414 ------) WELDING WIDTH 1K LETH NUMBER SIZE SLR PATTERN 3.3 X ./3 X 110.00 (') 3/-, 'It 436 1.94 OS-3 FC:T '- -313313 5.00 X 3/3 1 10.00 (2) 3/4 'IA. t36 't.63 CS-3 olE 1 / 00312 JC X 3/3 X 12-00-., (2) 3/' 014 136 5 zc OS-3 L - 1.13 1ST B-393I5 9 00 X 3/3 X 16 00 41 3/4 01-A 436 4 26 OS-3 EN )ST 3 -F9313 9 00 Y 3/3 X 13 00 (,) 3/. DII 436 22.93 05-3 NDPOST 3 , l-?-'39314 9.00 X 3/8 x 14.30 (4) 3/4 013.. 435 4.22 OS-3 3391 5 2'- 09314 9.00 X 3/5 N 13.03 (4) 3/4 [:IA. tI'- 2.46 05-3 I -.r931) 9.00 X 3/5 X 13.00 (s) 3/4 OIL. N36 4.79 05-3 NJ?3ST 3 1 07-3.39312 9.30 X 3/5 N 12.30 (2) 3/4 314. 435 5.03 05-3 VCO- pp. -J3N F 7 a0 1, S iG:w El 0T!'E.'. 0473 J3: 49753 Ll I, Ji:I7 3 INTR':TIcr..3L r24r3- O3I: F 17 FRAME. DATE: 8-26-86 4E 7- STiFF 346E33fl2j '4TS: T F -6 'T L'.. - 1 0 r.. ' PI- H/T .-/-4 A I STT\R SUE SIDES W E LING CAI. I (CT) Nfl srzo 4471-3 tIN) WIDTH L - S .3o;4I ('ST) 1.01 0..33 - 3/ 9 X 2 1/ 8 50TH TD. (N-OK YES I 4 1 ING ST) 5.07 1.190 31 2 '4 2 1/ 9 110TH STO.CK-OK YES 7 i, 4'44i3 (E3P03T) 5•07 - 3.3.3Q.,. ...I 3/ 8. N 2 1/ 8 130TH- SIC. CK-OK YES I 10 1 lEASING (E'-LT) 5,67 3.3 no . 3/ S X 2 1/ 9 BOTH STD. CK-0K YES 1 EEAS!G )FJEPST) 1.01 0.32.) ,3/ S '4 2 1/ 3 BOTH STD. Cr-OK YES I 23 1 1'G )EEFJ3T) 5.77 0.321 I 3/ 2 X 2 1/ 9 BOTH STD. Cr-OK YES I 20 1 r,E4Si.:G (I:1315T) S. 4.321 I 3/ S x 2 1/ 8 BOTH STO. (K-OK vss I 17 1 IN. )EN?P?STI 5.97 5.321 I -3/ 6 X 2 1/ .3 80TH STU. (K-OK YES I -F4---- -'- -: ' ) .3 -- -------- '1'. 2414 -------- >(< -------------- CJLT 0474 - ------------- MEMBER 7 I I GUT SIOE INSICE I - . CONNECTION CAPACITY - I T - NO LENGTH I SIZE PROWS 4-2317 2ROWS 4-BOLT I TYPE MARK OUTSIDE TMSIOE 1 2 I 3/ 4 X 4.0 X 01- 9 3/ 2 I .1/2" 014 4325 1 143 1 NO I EXT 1B0630411 93.6 "K 63.9 "K ) 5 2 I 3/ .3 '4 5.0 X 01- 9 1/ 2 1 3/4" 014 #325 - 1 NO 1 NO I EXT 3306309411 99.4 "K 99.4 "K 6 1 I 3/3 X 0.0 '4 01- 9 1/2 I 3/4" Dli 4325 1 NJ 1 '40' IEXT 3500309411 90,4 "K 99.4 "K 6 2 I 3/ 3 '4 4.0 X 0'- 9 1/ .3 I 3/4" 3.34 6325 1 ., NJ 1 '411 -I EXT 3306309411 99.4 "K 99.4 "K -: 9 1 I 3/ 8 X 5.0 '4 01- 9 1/ 2 1 3/4" 314 AJZE 1 143 1 140 I EXT 3306309411 99.4 K . 99.4 "K - . . ....11 2 I 3/7 '4 4.0 '4 -O•- 9 1/ 2I 3/4" OIA'A325- j. '4J I N-3 j. EXT 39.36309411: 99.4 "K 9.4"1( -- . 12 1 I 3/ .3 X 5.0 X 01- 9 1/ 2 I 3/4" 014 4225 1 NO 1 40 I EXT :3306309411 - 99.4 "K 99.4 "K 13 2 I 5/ 3 '4 6.2 '4 0'-- 9 1/ 2 I 3/4" 014 4325 1 NJ 1 NO I FLUSH 3406508411 224.1 "K 224.1 "K :- - 14 2 I 5.' 5 X 6.0 X O' 3 1/ 2 1 3/4" 014 4325 1 140 1 NO I FLUSH - 3600502411' 224.1 "K - - 224.1 "K -- 15 1 1 •. 3/:0 '4 ...O X 0''- 9 1/.2 I 3/4" 314 4325 '- 1 ....'4?. 1 -'40 I FXT.,. 3306309411 - . 99.4 "K - 99.4 "K -- :3 16 2 I 3/ 0 '4 6.0 X )' '2 1/ 2 1 3/4" 314 4325 - 1 (42 -- 1 NO I EXT 3506309411 99.4 "K 9.4 . "K . 15 1 1 3/ .3 X 6.0 '4 0'- 9 1/ 2 I 3/4" 014 4325 1 NO - 1 NO EXT 3306309411 99.4 "K 99.4 "K 19 2 I 3/ 5 x 6.0 '4 01- Q 1/ 2 I 3/4" 014 4325 1 14rl I NO I EXT 390430'2411 99.4 "K 9.4 "'4 21 1 I 3/ 3 X 5.0 X 3- 9 1/ 2 I 3/4" 314 4321 1 NO 1 NO I EXT 3506309411 99.4 "K 9".4 "K 22 2 I 3/ 3 '4 6.? '4 3 9 1/ 2 I 3/4" 014 4325 1 NJ 1 243 I EXT 3906309411 09.4 "K 99.4 "K 24 2 I 3/ .3 '4 6.0 '4 01- 9 1/ 2 I 1/2" 313 #325 1 140 1 (40 I EXT 1305309411 83.9 "Ic - 63.9 "K INTERIOR I COLUMN CO24NECTICN PLATES - --- 27 2 I 3/ .3 X 8.0 X 1'- 0 0/16 I 1/2" 014 4325 1 • '41 1 NO I EXT 1939312011- - 118.9 "'4 -- 112.9 "K 25 2 I 3/ '4 X 5.0 '4 1'- 4 0/16 I 1/!" 014 4325 -. 1 NO 1 140 I -EXT 1309316011 - 172.9 "K 172.9 "K 29 2 I 3/ .3 '4 6.0 '4 1'- 1 0/15 I 1/2" 01 4325 1 NJ 1 (40 I EXT 1309313011 - 132.4 "K 132.4 "K . .. . . 3? 2 I 3/ S .1 3.3 X 1'- 2 0/15 I 1/2" 1113 4325 1 '40 3 :43 EXT - 1306314311.: 145.3 "'4 145.5 "K 0.. 1 2 I 3/ '4 - r 1'- 1 C/15 I 1/ 3 432 5 1 ) I E'4' 330E313Cl1 - 132 K 132.4 "'4 32 - I 3/ Y .3 5 1'- 0/36 I 1/ 1,125 3 1 3 I EX 1O33l3Cl1 12 "K. 132 4 '4 OC/30 J_1/.".31.. .0.. 1.._.. c"K-,,-113 O-?K..-C- - -...3- -•--.• -i.- . -_-._ --'- -,-1 <4. ......... I - - - _•t - i - _, .,-, ,,--- - ,--..- • VCü-PU'.L - FRA'.E FLA'.r. FA0 I DATA - JOE: 49753 LE A WT CF 4M: IT I0\L GSLTI0 - PAOE: Fie DATE: 8-26-35 FLAaGE 5F. f C I.0 REIS". ENT S: 64C s:3E OF AC TO 1'/E: - . . .... 13 12 12 1 11 10 • 0 • LJCATi3 U- S C/16 5- 5 0/16 11'- , 0/15 16'-- 5 0/16 '214- 6 0/16 26' 6 0/16 - 31' o 0/16 DEPTH 6 F. .5.53tj-3 . - ..499$ 3.5000 -8. 5100 9.4099. 8.5005 8.5000 F C'S2C6C NOT REO C NOT RED 0 GFE206C 0F92060 NOT RED 0 SAK 5103 OF F5 Jr.0E '0 C\'E: - . . • - • . . lA.- 4 7 6 o.'. LOCAT 0/16..,, 41 - 6 ^,/1Z'-::-45 - 5 0/15 51 -_6 -0/16' 0/16 66 -6 0/16 -- DEPTH - FE 09s S 4093 3.4993 8.5005 S. 9033 6.5000 -- - 8.5000 - F 326) N2T r° 0 CFi2050 GFSZOSO NOT REO 0 6862060 NOT REQ 0 SACK SIDE- OF RAE RIDGE. TO EAVE: •- . . ) . . - - M-13E 3 3 3 2 2 - - - - L.JCfTI3 711- 6 0/15 761- 6 3/16 81'- . 0/16 961- 6 0/16 91'- 6 0/16 951- 7 5/ 2 99- 9 1/ 4 FE 3.4095 3.5003 3.4998 8.499.8 8.4990 9.5079 0.0000 F 'K ' 382OO 6F32050 NC REO 0 NO T REO 0 NOT REQ 0 GF2O6O - NOT REQ 0 - • SACK 5133 OF FRAME EASE TO EWE: • . . . - ----.----,-. '• .' ' . . ..... . - -. . ... MSMZE?. 3 1 1 1 1 1 - LJCSTION 7 2 1/A ' 12' Z 1/ 4 '171- 2 1/ 4 22' 2 1/ 4 271- 2 1/ - - • ............. . • DET;ml S FE 0.500E 5.5000 ' 3.5000 8.5000 5.5000 , F.. A ( '.0 T C33 0. 31 REQ D NOT RE 0 NOT RC' 0o NOT REC 0 - - - -FRONT SlOE OF FRAME RI DOE TO SAVE: M1E..7. 14 - 15 15 ' 15 16 • 17 -3 -' LOCATION 11- o/lS 61- c U/iS Ill- 5 0/16 16*- 6 0/16 211- s 0/16 26 9- s C/Is 311 - 6 0/16 DEPTH S F,, . 5300 3.5000 .5.5300 9.5001, 9.5000 9.5003 5.5000 ' .- ---- .....:- - F .0' '1335 3Fo20,, OT 0 CT REQ 0 C..0oO NOT REQ 0 FR . .1,.z. •,',. -1 2 ME az- - tDC.1Ti.J- 3- , EIIS 41'- 6 0/16 451- 5 0/16 311- 6 3/16 56'- 6 0/16 61'- 6 0/16 66'- 5 0/16 . , . .. • . DSPTH ; '3 . i.'oco E.5000 3.503 8.5005 , 5.4009 9.4993 5.49°8 - _ MALIK v NOT ' 0 G20 6FS20D NO REQ '1 GF2060 NOT REQ 0 -- - - . -- • - ..' . .' . • - -- '..'...rr F.4ME FLA5E .AOC DATA JOE: 49753 1E A U1T 0.- ANIA. ;sT:R:: T1J;L CORPOiT!0: PAGE: f 9 FRAME i. A DATE: 8-26-36 A FLANGE 3RACI;G GU1R:ETS: FAjNT SID7 OF AME z000 TO Ev: LOCATI3.\ 71' iis 23 7' t C/lb 4 24 86'- s 1/16 911- 24 6 0/16 25 95'- 7 5/ 9'- 35 9 1/ 4 OEPT FE 6.5333 6.5005 3.5000 6.5000 S.500111 8.5071 0.0030 5 A(K 3 GF2Ot0 GF20o0 NCT REO 0 NOT 620 0 NOT 620 0 0F52060 NOT REQ 0 FRONT SIE OF 6Ai: LASE TO EAVE: 26 26 26 26 26 L3C.TI0 7 - 2 1/ 4 121- 2 1/ 4 17-- 2-- 1/ 4 22'- 2 1/ 4 271- 2 1/ 4 DEPTH A FE 8.998 8.4093 8.4998 8.4998 8.4993 - - -- ..........- ...... :::: . F3 MARK 2 NOT 6E3 5* NOT RIO 11* NOT SEQ 5* NOT REO 0* NOT SEC 0 END POST 5E -TO RAKE SEAN: -:---:- ........ ME ER 27 27 27 27 16'- 3 0/16 211- 0 0/16 251- 0 0/16 33 1- 0 0/16 DEPTH 2 FE 11.D00 0.0000 0.0000 0.0000 ...............00ATION F3 "',ARK 2 NOT SE 3* NOT 61-3 0 NOT REQ 0 NOT 620 0 END POST BASE TO RAKE SEAM: CAT LO iC: 28 25 28 28 1'- 0 0/16 211- 0 0/15 28'- 0 0/15 31'- 0 0/15- A FE. 1.0000 0.0330 00o0 -3.0030 -- FE .M,R.< 2 0F22070 NOT REC 0 NOT P230 NOT REQ 0 END POST 8-LEE TO RAKE SEAM: . . ... . 2 2A 29 29 29 - LOCATION 1'- 0 0/16 21'- 0 3/15 26'- 0 0/15 31'- 0 0/16 QEFTH 6 FO 12.3300 0.0053 0.0030 12.0300 ' FE MARK 2 -3T REO 0* NOT 62-2 0 NOT REQ 3 NOT REQ 3* S-D POET ELSE TO S2E N: C. 30 L C 7 0 N 0 0/16 DEPTH A FE 3 0300 0 0000 13 0000 0000 - .-.-FO-MAR'-2 :-- 3F0060 :- - 3T --RE0 5 0F82065 - 0T .ED-0--- - . .,.- II /00-1133 7::;;0&L1- = R"1 5JMA1Y JOE: 47753 15W A 1T 0- '. I'.T1RT10•.,L coc0jr.ATjo; PAGO r LI FlAME rID. z, DATE: 8-26-96 ACTUAL FORCES 4 C T J I L A L L P W A 5 1 8 STRESS CONDITIONS WE :RIT STRESS LOAD F. AXIAL Sf8A' I)5TT AXIAL SMEAR 31M01.NG AXIAL SHEAR EN0I0 SUM S ..•. L'C:.TICN(FT) :SE (I 1 1 K 1 PS (1117) U;!P-I'fl S T F S S S S 7 R 9 S S I COMBINED I Sr4EAR I .....:...:-...:.- 473 SIE 3 7.4 0. -132.5 0.21 0.59 33.07 44.0 7.12 34.85 I 0.977 I 0.346 FRAME 5101 2 2 3.65 1 .5 -7.1 1.7 07.4 0.07 0.55 13.10 15.59 13.36 33.00 I 0.398 I 0.372 I 3 .3A 1 0.5 7.0 -3.2 154.8 0.01 3.12 70.81 33.00 13.35 33.00 I 0.631 I 0.309 I 4 5 .11? 1 5.5 0.2 -4.4 -3-31.6 0.37 2.4 31.13 33.03 13.36 33.00 I 0.945 1 0.155 I 3 0.00 1.5 -7.1 4.7 -231.5 0.05 2.22 31.13 .14.65 13.36 33.00 I 0.46 I 0.166 I 4 1.87 1 ..5 7.3 -7.1 81.4 0.01 3.03 13.71 33.70 9.75 33.00 I 0.336 I 0.009 I . 7 5.9? 1 8.5 0.2 -3.5 -173.5 3.05 2.34 27.13 33-.00 Q•75 33.00 I 0.923 I 0.240 I 3. - 3.00 l • -3.1 3.7----17.3.5.....0.Q-2-.4227.11) : 14.44r9.75 33.00 I.:. 0.825 .1 0.2484 ..-..4 ... 9 7 04 1 3 5 0.3 0.4 65.4- o.0, 0.24 14.98 33.30 9.75 33.00 I 0.454 I .0 .024 I 10 5 95 1E.5 C 3 -3.9 -196.3 O.07 2-52 30.75 33.30- -Y.75 33.00 I 0.934 I 0.256 I ii 0.03 13. 5 -0 3.5 - ,5 8 0.05 2.50 30.75 14.44 9.75 33.00 I 0."36 I 0.256 I 12 4.52 2 1.5 0.4 3.0 -67.2 0.35 0.02 13.50 44.00 13.00 17.23 I 0.617 I 0.001 I 13 - 5.99 1 5.5 0.2 -3.7 -153.5 0.37 2.44 25.72 33.00 .75 33.00 1 0.572 I 0.250 I -- FRAME slOE 3 ) o. 14 5.94 1 1.5 0.2 3.7 -17.3.5 0.07 2.45 29.72 33.00 9.75 33.00 I 0.972 I 0.251 1 •.•. ------- 15 9.52 3 5.5 0.4 0.0 57.5 0.39 0.02 10.55 44.00 13.00 17.23 I 0.620 I 0.001 I . . . 16 0.00 1 3.5 -0.1 3.c -193.5 0.05 2.49 30.29 14.44 9.75 33.00 I 0.921 I 0.255 I ) 17 1.99 1 1.5 0.2 3.5 -143.5 397 7.49 30.25 33.00 9.75 33.00 I 0.920 I 5.255 I__• 9.54 1 6.5 0.0 0.3 91.5 0.01 0.22 14.30 33.00 9.75 33.00 I 0.436 I 0.023 I -- 19 0.30 1 5.5 -0..1 -3.7 -185.5 0.05 2.45 25.98 14.44 9.75 33.00 I 0.832 1 0.251 I ..- . 20 590 1 - 0.2 3.S -185.5 0-07 2.47 25.9S 33.00 9.75 33.00 I 0.830 I 3.53 I -. 21 1.55 1 2.5 0.0 0.3 p6.1 0.01 3.21 15.01 33.00 9.75 33.00 1 0.455 I 0.022 I 22 7.00 1 2.5 -3.1 -3.8 -185.2 0.05 2.47 20.93 14.44 9.75 33.00 I 0.630 I 0.253 1 - .. 23 5.99 1 9.5 0.2 3.7 -185.2 0.07 2.39 21.93 33.09 9.75 33.00 I 0.579 I 0.245 I . ••- 24 o.38 3 8.5 3.1 0.3 -73.1 0.04 0.03 11.42 44.00 13.00 21.90 I 0.522 I 0.002 I 25 7.34 1 1.5 -3.1 -3. -158.6 0.05 2.27 24.75 15.39 9.75 33.00 I 0.754 I 0.233 I ) FRAME 5190 4 - :•" 26 14.00 1 8.5 -19.3 7.0 -4.3 9.54 0.02 0.50 10.91 6.72 33.00 I 0.935 I 0.002 I END 13515 FRAME SIDES 5. 5 AMO 7 FOLLOW: :T FRAME SIll 5 27 10.45 2 11.0 4.3 0.0 -51.9 3.95 0.01 29.00 40.00 17.77 27.65 I - 1.013 I 0.000 I - - 7.8 14.00 1 15.0 -55.0 0.1 -15.9 11.27 0.03 0.60 11.43 7.03 20.45 I 1.025 I 0.005 I 24 16.30 2 17.0 4.0 -0.9 -574.9 0.39 .0.31 23.21 40.00 14.54 25.28 I 0.997 I 0.021 I •- FRAME SIDE S . . . ... . 33 13.30 2 15.0 75 -0.7 -609.4 1.51 0.37 27.19 '-0.00 12.53 27.92 I 0.774 I 0.030 I . . . F(IAMZ. SlOE 31 2 1 0 3 9 - 5 -577 0 21 0 30 2.35 40.00 14 34: 28.2a, I 1 003 I 0.020 32 4 30 1 1.. 0 -..1 5 3 1 -1? 7 11 ..8 "0.'03, 0 62 12.33i' 11.13', 21 21 I 0 965 I '0.003 33 15.45 2 .11.0 1.1 0.-3- -51.9- 0.25 0.01.- 28.00 40.00 17.77 27.65 'V 1.013 I 0.000 -I VAC0-2J0E' FNA': JESI0' - INPUT CENOITIONS JOB: 49753 'J°.3 A UNIT D 'E i\TEAT13:L CORP tATIO. PAGE: Z1.- ,9752 13I DATE: -19-36 SUILDER 'IP/EIPECT pi- A-- Lit: ' PROFIT CENTER: CALIFORNIA CUSTOMER 0RA1T 05TRUCTIU: . .1)6 SITE CITY ALS5A0, CA. 3tJ1 LID i.- CCIPT:'DI:: 171': FEET 1. IC-ES DEC. FT. DEC. IN. METERS SPAN :oo'- 0 (1/16 2DO.CIIOE 2400.0000 60.9603 .FA-K 3100W4LL H6IGT = 32'-11 0/16 32.9167 396.6030 10.0330 FRONT S1)E.iL HEICIIT = .32'-11 0/16 32.9167 395.0000 10.0333 EUILDING LS'GT bc'- C 0/15 200.0000 3403.0300 60.9603 RIOOE FRJM FTK 3L00 L= 100'- 0 0/16 100.0000 1200.0303 30.4600 ELEVATI0 DR FR3.T :OL.= 0'- 0 0/16 0.0000 Ccloo 0.0303 ACr. ROOF PITCH 0.3003 : 12 FRONT h3JF PITCH 0.5000 12 r ,OD I I 'E - 3.00 PSI TCT.L OEAD LOAD = ADD IL DAD 2 PSF PURLA' S E SHEETING) CRAMS WEIGHT = 6.16 PSF) LIVE = 20 0j VSF WINO = 12.3E PSF .• s(-S:IAL WIND LOAD APPLICATION: EAK WALL = 0.00 PSF - SACK RODF 13.21 PSF - - R0NT ROOF = 5.59 PSF -FRONT WAIL= 0.00 PSF --': THE AOEVC LOADS COMEINED WITH ANY SPECIAL LOADS APPEAR IN 3 LOAD CASES AS DESCRIBED BELOW: STRESS ) LOAD 0.3006 (-- ------------------------------------------ DESCRIPTION --------------------------------------->FACTORS . ... 1,35, U, 0, 0 DEAD LEAD • LIVE LOAD W/TRIE SED+ • • 1.30 1,25,13, 0, C DEAD LOAD • SPECIAL WINO- BACK • SPECIAL LOADS - (j4c LA-0Q . . 1.33 . . -- 1,27,13, 0, 0 DEAD LOAD • SPECIAL WIND FRONT • SPECIAL LOADS *- ) • 1.33 SAY SPACI'JGS FCLL0: (EACK SIDEWALL LEFT TO RIOHT) 1 SAYS AT 2' 0 0/16" BETWEEN FRAME IN. 1 AND FRAME LN. 2 . . S SAYS AT 30' 0 0/1" OETWEEI4 FRAME IN. 2 AND FRANE LN. 7 I LAYS AT 22' 0 0/18" BETWEEN FRAME IN. 7 AND FRAME IN. B 6UILDNS LENGTH 15 230' 0 0/16".- H pJ FA.INE oESG. - :PUT cOITIO'S JOB: 4753 j3 A u:ir OF I°:T: TIoL C' T1 °AG: F 27 DATE: 5--86 : PULI AD ZI.T OAA FOLLcR,S: 3AC:: S:'E.ALL GIRT - :iE:r'.' FRC .LDG. LN. TO OUTSIDE COLIJM' FACE IS O F 1/ 2" '!AX!MJM GIRT SPAS 1MG IS 61 9 3/ 4" SIOEALL GIRT SP&CI\GS t EASE TO SAVE 5 7' 2 1/ ", I 5' 0 cii", Z 5 0 3/1". 1 5' 0 0/16". 1 5' 0 Oi S101.ALL OIT - Ci'IENS IDN FEJ bLDG. LN. TO OUTSIDE COLUMN FACE IS 0 F El 2" VC C 71 : 1: Z 5' D C/1", 1 5' 0 0/16"9 BACK SLOPE PURL". DATA - D IM I ON FROM SLOG. LN. TO EVE PURLIN IS 01 3 1/16" - .. . . .. . DIMENSION- FRO-M EAVE PURLIN..TO FIRST INTERIOR PURLIN IS 4'S 5/ 8" -• .: ... SECOND PURL) S.-PACE 15 '4t 1 .5/ e ie p URLIN SPACES AT 5 0 /15" P.1005 SPASE IS 1' 6 0/16" :.. ..::.. FkOMT SLOPE PURLIN DATA - DIMENSION FROM SLOG. IN. TO EAVE PURLIN IS 0' 3 7/16" DIMENSION FROM SAVE PURLIN TO FIRST INTERIOR PURLIN IS 4' 1 5/ 8" SECOND PURLIN SPACE IS '' 5/ 8" 15 P'JRLIN SPACES AT 5' 0 0/16" ) RIDGE SPACE IS 1' 5 3/16" ) . ... . . ) . . . NUMBER OF FRAMES FOR THIS JOE DESIGN 15 1 FRAME NUMSEP. ASSIGNMENT BY FRAME L.: 0, 1, 1, 0, 0, 0, 0, 0, . . . POST AND SEAM ASSUMED AT FP.A•E LIME I . ) . ... .. . .... POST AND SEAM SSUMEO AT LAST FRAME LiNE 5 . BACK SICEALL COLUMNS ARE STANDARD (OUTSIDE FLANGE IS VERTICAL) . .. FRONT SIDEMALL COLUMNS ARE STANDARD (OUTSIDE FLANGE IS VERTICAL) THE TOPS OF THE INTERIOR COLJMNE ARE RELEASED . . ,.. FRAM SESIGNED UTILI2I°G WEE STIFFENERS AS .P.EOUIRED MAXIMUM ALLOWASLE SUM PERCENT z 1.030 71 NORMAL TAPERED MEMFEP. DESIGN F OR EAK COLUMN FRONT DLJ.N Is 5TEAIGT WITM A, DFPTr! 0C 12.00 iNHSS HELD SACK 1-14JMM EGLTED AT TOP OF COLUMN - STANDARD LI1CATION . . . . FRONT COLLMN SOLTED AT FACE TiP COLUMN Fl-AME 15 os GN FD AND P. E TA I L rl O L S"" T'TCAL A DT P. ViV V, V•• -V - RME ESI0N II°UT C.ONOITIONS . - J3: -p.9753 UO3 WilT -JF A::A I'47 NATIONAL COAl3ATIC4 . , - •.- -. . . PAGE: Fz4 -; - - DATE:. 6-19-Se * SPECIAL FRA1'E DATA FOR THE I FAME FOLLOWS: . - V Y r,y -NNC I I E 0"'_ - SP 5° FSAMTF j I DE 51 C 0 E SC STR ESS CHECK FqAMF I DF- Y00E = 2 I LGO!: -. 3.00 .!)OITIONAZ DEAD LOAD I NjYY:E;: OF SUPPORTED POI1;TS .' A. -I 2.00 PUVRLINS £ SHEETING- - I .; - :'JN1ER 0 S21AL MEM3E ELESES - 0 I .. - = - -'.- .j.j' FRAME DEAD LOAD I NJ::ER OF P1I3 1-i TOTAL -DEAD. 6.1A PSF . I AVG AY SPAC2 36.20' I WJMEE. OF ME"0ES II . LIVE 20.00 PEP I UYI OF CE:TER LINE JOINT ?6-I1iS . 20 1 WINO 12.9-PSF THIS 'FRAME REQUI RED ON FRAME LINES Ift 3, 4 - . - - - - -:. - - '- SP7IAL LOADS APPL1EO T THE AEvE FRAME FOLLOW -- FRC S 0 'YPE SJP DIST HORZ OTST VERT - 01ST h0RZ LOAD EPT LOAD M0E4T THIS SPECIAL LOAD N/CASE \3 630 V.00E OD lAS (CEET) !FEET) (KIPS) (l(IPS) (1%-IN) COND I CON!) 2 COND 3 COND 4 1 1 1 2 1 1 0.O0-30 VI.9200 -, 0.100 0.100 0.0 2 - 0 0 0 .2 _IVV 2l -1 2 0.0000 0.0000 -1.900 0.00-D 0.0 2 0 O" 0- 3 1 1 2 1 1 C.0000 37.9200 3.215 -0.215 0.0 3 0 0 0 1 2 1 2 0.0000 0.13000 4.090 0.000 0.0 3 0 0 0 EOU V.RY POIT X-SIJP V-SUP !-SUP X-OISP • Y-DISP ROTATION - 0 0.0000IN. 0.00001W. 0.0000IN/IN OR RADIANS V 20 1 1 0 C.0000IN. ç3.0000IN. 0.0000IN/IW OR RADIANS 7 1 1 0 0.0000IN <6.0000I$. 0.0000!i/IN OR RADIANS . VVVV V V 11 1 1 0 0.00-ODIN. A.0000IN. 0.0000IN/IN OR RADIANS - V VV V •V 15 1 1 3 0 00O3IN./'6 000014 3 03001 fIN C RAOIA1%S -.- V 1 6- 0 0.6260IN./ O.0000IN. 0.00001,4/IN OR SAOIANS - . V V - : SPEC 141 MEMEER 'TELEASE DATA: V RELEASES ON MEM V) r--3riEWT RELEASED AT JOINT 2 OF MMEER RELEASES ON M= -_E 15: -14OMENT P.ELEASEO AT JOINT 2 OF MEMEES 15 RELEASES ON 1IMF.I; 17: - V * - . V .• T 512-SEO AT JO 41 c 1 E R 7 - - . - .- .- - . . V• V VVV•*.. •,V= - - V V - . -V. --V -. . •• ,•- -V I S - - FRAM_ Si - PPUT CJ0ITIO1S JOB: 49753 053 . LPr1T 0F AY- ITE1TI')tL C0RrCR,T IC:; PAGE: 4' 12.6 DATE: 8-E-86 SPCIL E;ER ELEASE [•ATA: '.El..E.SES C:, YEM2E', IS: :CMENT P3124520 AT JOINT 2 UF P-42-ER 18 5811325 •3' 'C:6E 17: )ENT Ric' LEASS3 AT J0ilT 2 35 MIMPEE. 19 &1.t- INT.:: 36'N SPACING AND L3:j,T1C; r-0M 25C 2U110I;G LINE ELEVATION SPACIN( 00' 0 0/Is" AT 10'. 53' 0 0/15" 0' 0 0/15" 5Pt.CINE 53' 0/15" LOCATION 130' 0 0/15" 0' 0 0/15" SSACIMO 5 0/161.10CTI0M 153' 3 U/IS" 0' 0 0/is" SPACING 50' '.0 .C/i6' LQCATI0'Z00' 0 0/16" SPAN THE FOLLOW'ING CLEARANCE OAT. uP"L'S TO F4 ij'3 5 VEPTAL ZLEARANCE AT 342K HAUNCH 31' 3 3/I6" -- - : - HJRZCNTAL tICARANCE SETWEEN EXTERIOR COLJMS 195' 7 1/16" VERTICAL CLEARANCE J'IOER FRAME AT RIDGE 34 6 9/15" ) VERTICAL CLEARANCE AT "OT HAUNCH 311 3 3/15" MEMBER DATA: MEM FLA;&E WEB DEPTMS LENGTH AMBLE WEIGHT JOINT NOS FLANGE WE' KI XX X IVY LB SPLICE CODES TK ..IJT-1 T 1 2 (Ffl IDES) I POUND S) 1 2 YIELDS (FT) (FTI IFT) JI J2 I FRAME SlOE 1 .: 1 3/15 8.0 3/15 12.03 12.00 20.0-30 270.000 305.2 1 2 50.0 50.0 45.92 SET CV PEG SPACE EP SS 2 5/is 5.0 5/15 12.00 12.00 12.240 270.000 160.2 2 3 50.0 50.0 6.92 SET BY PES SPACE ES K FRAME SIDE 2 3 3/16 5.0 1/ S 12.00 19.00 9.380 112.385 119.2 3 4 50.0 50.0 45.33 SET CV PEG SPACE RN SS 4 3/15 5.0 1/ 8 19.00 19.00 25.000 112.386 37.6.9 A 5 50.0 50.0 43.33 SET BY FEB SPACE SS SF ) . 5 5/15 5.0 3/15 19.00 36.03 15.330 132.335 '457.6 5 5 50.0 50.0 45.33 SET SY PEG SPAF SP 55 ..: . LCC1T10 OF ITE-RIOR COLU!IM MEMSER NO. 17 LOCATE-Li AT 50' 0 0/16" 5 5/15 o.O 3/1b 36.00 15.00 14.670 182.336 434.1 6 5 50.0 50.0 50.10 SET BY PEG SPACE SS 5? 7 3/16 s.0 1/ 1 15.00 15.00 25.000 152.316 363.3 5 S 50.0 53.0 50.10 SET BY FEB SPACE SP SF . ...... P. 3/15 6.0 1/ 5 15.03 20.00 10.000 132.355 156.1 9 10 ' 50.0 50.0 50.10 SET SY PEG SPACE SF SE '. LLiCTI-3' OF INTERIOR COLUMN MEMSER NO. 15 LOCATED AT 100' 0 0/15" FRAME SIDE 3 . . .. . ......- ........ .. 9 3/1 5.0 1.1 6 15.00 20.00 10.00-3177.614 156.2 12 10 53.0 50.0 50.11 SET E y PEG SPICE SF S . ..-- .. ...... 10 3/u, 5.0 3/ 315.0015.23 25.0CC 177.614 331.1 13 12 50.0 50.0 50.11 SET SY PEG SPICE SF S . .. ....... 11 1/ 4 6.0 3/16 30.O2 11.00 14.573 177.514 4C6.4 14 13 50.0 50.0 50.11 SET 3Y PEG SPACE SS SF ... .... ...LOCATION ..3.F.!NT5RpR CCLUj;:- 'il:'IOER N2-19. LOCATED A.T. 150!.... 3..cJ1s'.-.-.; - ... -.-.•. -.--. . -- -. .. . . . ,-. ..... -. . 12 1/ 4 L.0 3/16 21 00 36 Q$) 10 327 177 14 292 6 15 14 50 0 50 0 '. 48 35 SET 1W PEG SPC.E SP SS 13 3/ic .........it ' 23.00 .2100-..33.00017714 479 7" -17 -16. - 50.0 5O.0 ---48.35. SET .1W PEG SPACE SS....... 14 3/10 5.0 1/ 8 1.00 5.350 177.014 123.1 111 17 50,0 50.3 43.35 SET BY PEG SPICE KM SE RAMc SIDE 4 W.: C -3— PR JOE - FP :EXc - IUT CO;JOIIONS Ja: 49153 UE3 UNiT OF aMa I:TP.ATro;;AL CJ:c?AT!;:: - - PAGE: - DATE: —19-86 "' )- c-cri- - - A; : .. - - C - - - - - - - 4_. - - - - - ---.- - - 4 — ..; -: •:-::.: _______ -- - - , ._.•.•.i. ....... - M ° - fl_r "ZJv c?'.s , - - - --I -. - - . . •• - .. . t' 1g4ct jPPci 14e-&, ... '- EACTJO' Y / AS"LATE SUMiA2V j0: 49753 U33 A JX IT 0. 1.T:L::!c.,L °AGE: p f7 FOAM: .3. 1 r,-Tr: 1qe6 JMARY REACTIO,-S: SlOE L34D ci INATr3;HORIZONTAL VERTICAL "O"E'JT ... . : -- - 3, 3 3 1.13 n. 30 ( T 1,35, 0, 3, 0 O.O- .52 0.00 T20S C3L'jN I 1,35. 3, 0. 0 0.0 35. !.9 0.00 AT 50.00 FT FROM BACK SLOG. IN. CJL0MN 0 2 1135. 2, 0, 0 0.00 23.02 0.00 AT 100.00 PT FROM '1CK 3103. IN. UNT R i On z OLUMN 0 1 1,35, 3, 0, 3 0.30 34.27 0.30 AT 150.00 FT FROM SACK SLOG. LN. t. 1.l0 3LuN 3 3, 0, 3 0.00 0.30 0.00 AT 0.00 FT FROM SACK SLOG. IN. 3AY. 1,25,13, 3. 0 -1.59 -3.70 0.03 FOONT 1,25,13, 0, 3 0.00 -1.48 0.30 R10 JL1YN .3 - 1 1,25 13 .0, C . .0.00. - -12.45 .. 0.00 AT ;50..0O..F.T. FROM BACK .BLDG. LN. -. ........ .. /INT:-IoR CULLIN 2 1 25 13, 0, 0 3 30 -7 31 0 00 AT 100 00 FT FROM SACK SLOG 1\ LINTESIOR :oIuMN 3 3 1,25,13, 0, - 0 0.00 -3.44 0.00 AT 150.00 FT FROM BACK SLOG. LM. : 1,25,13, 01 0 0.27 0.00 0.01 AT 0.00 FT FROM BACK SLOG. LN. 5A! 1,27,13, 0, 0 3.42 -1.1 0.00 .- \ ( FRONT 1,27 ,13, 0, 0 0.00 -3.7 0.30 ,1NT2R10R COLUMN 0 1 1,27,13, 0, 0 .1.0.3 -3.01 0.00 AT 50.30 FT FROM SACK SLOG. IN. .. . . .. . . (I707.IO' COLUMN B - 2 1,27,13, C, 3 0.30 -7.36 - 0.00 AT 100.00 FT FROM SACK SLOG. IN. - ) I T E ', I Ci COLUMN 3 3 1,27,13, 0, 0 0.00 -12.81 0.00 AT 150.00 FT FROM SACK BLDG. IN. TZiu." 1,27,13, 0. 0 - 0.07 0.00 0.00 AT 0.00 FT FROM BACK 3100. IN. SUMMARY OF LASS DLATES: SIDE <------LASS PLATE DATA -------> ANCHOR BOLT DATA ------> WELDING -MARK NO WIDTH T, LE\TH NUMDER VIZ - SIR PATTERN ) FACK 5P-'03313 8.00 X 3/9 X 13.00 (4) 3/4 DIA. 43b 1.59 'DS-3 ....: ,.. - -, iE5 ST1FFEE0 REQUIREMENTS: NENLS STIFP:E. DZ530IPTIC CAT 1O lc h/T 4/H UN) 7 4TI0 ATIC 1 COL./HAUNCH FLc- 5". 0.48 11.625 1'.TE RIM 01AE1 S HEP. 13.30 33.545 175.91 3. 3 =1 EA7IN3 I INT. CCL) 14.35 34.22 2 2NTEPSEJIATC ENELFS 5.34 23. 123 123.22 3. .2 .. t%EAR.LN .1 !NT. COL) •.. 0.96 - .19.608. 1 INTEP.MEDI4TE lEAR 26.29 23.625 153.35 3. 2 INTERMEc:ATE SHEAR 5.76 35.545 189.57 3. 3 6E415 I INT. COL) 9.35 36.661 2 1?TEP.'4ED1ATE SHEAR 9.35 23.256 124.03 3. A I STIFFINES STZS SIDES NELCINC, cETt.I1 (IN) I Tic NIiTH L - 5 9 I 3/15 X 2 3/ 8 BOTH STU. 0K-OK YES 100.64 I 3/16 X 2 3/ 6 3TH STD. CK-0 YES 3/16 X 2 3/ 4 BOTH ITO. 0K-OK YES 59.31 I 3/15 X 2 3/ 6 BOTH STD. CK-OK YES .-I .3/16 X 2 3/4 BOTH STO. 0K-OK -YES 61.85 I 1/ 4 X 2 3/ 5 ONE STD. 0K-OK YES 106.64 I 3/15 X 2 3/ 8 BOTH SIC. (K-OK YES I 3/16 X 2 3/ 4 80TH SIC. CK-OK YES 59.77 I 3116 X 2 3/ 6 BOTH SID. 0K-OK YES 5 5 13 12 11 00 00 VA. "ill C- P L. N iAi0 0iNEJ STIF5E..57. DATA J3: 43753 U33 4 UNIT j2 4M4 P.r TIONAL cORATIOK FRAIE NC. 1 DATE: 5-19-55 SOLTED EONNETIO4 2414: ) J 1<--------PLATE DATA -------->I<--- -------- BOLT DATA -------->1 . . MEMBER T I OUTSIDE INSIDE I CONNECTION CAPACITY A I TX LNDT9 I SIZE AROWS 4-SOIl AROWS 4-BOLT I TYPE MASK OUTSIDE INSIDE ) . 2 2 I 3/ 5 X 5.0 X 1'- 1 0/16 I 3/4" 014 A325 1 ND 1 NO I EXT 3536313011 157.0 "K 357.0 "K 3 1 I 3/ 0 X S.0 X l- 0 0/15 I 3/4" CIA 6325 1 NO 1 NO I FLUSH 3A06312011 157.0 "K 157.0 "K 4 2 I 3/ 3 X S.0 X 1'- 3 0/16 I 3/4" DLI 4325 3 NO 1 NO I EXT 3306320031 464.3 "K 269.0 "K 5 1 I 3/ 8 X 6.0 X 1'- 8 0/16 I 3/4" 014 4325 3 ND 1 4C I EXT 3806320031 464. "K 269.0 "K 6 2 I 4/ C X 0.3 X 1'- 4 0/14 I 3/4" DIA 4325 3 NJ 1 NO I EXT 3306416031 634.5 "K 392.9 "K 7 !7 I 4/ -3 X 5.3 X 1'- 4 2/16 I 3/4" 214 4325 3 ND 1 NO EXT 3506416031 534.6 "K 392.9 "K 2 I 3/ 2. K 6.0 X 1- c/IS I 3/4" 01.4 A325 I NO I NO I ET 3306315011 221.0 "K 221.0 "K 8 1 1 3/ 5 X 6.0 K 1•- 4 0/16 I 3/4" 014 4325 1 NC 1 NO I EXT 3506316011 221.0 "K 221.0 "K 9 1 I 3/ 5 X 5.0 X 1'- 4 0/15 I 3/4" 016 4325 1 NO 1 ND I EXT 3306316011 205.0 "K 205.0 "ic • 1C 2 I 3/ 6 X 6.3 X 1'- It 2/1.5 I 3/4" 0)4 4325 1 NO I NO I EXT 3506316011 205.0 "K 205.0 "K 10 1 I 4/ 0 X 6.2 X 1'- 4 3/14 I 3/4" 014 4325 2 NO 1 NO I EXT 3306416021 531.9 "K 364.4 "K 11 2 1 4/ K s.0 X 1'- 4 0 / 1 1 3/4" 034 4325 3 N-i I NO I EXT 3E06415C21 501.9 "K 364.4 "K 12 1 1 4/ 1 A 1.0. X 1 1 0/15 I 3/4" 013 1325 3 N) 2 N) I EXT 3836422032 935.5 "K 752.6 "K 13. . I 4/, 4.X 5.3 K 1 10C/1.1,. I 3/4" 0L z 32E. .. 3_ .. HO . -.2 -NOfl. I - EXT 3206422032 . 935.3 "K. .752.5 "K. ...... -. 14 1 I / 6 X 0 OX - 0/ 6 I 3/4" 014 4325 1 NO 1 NJ I EXT 3506313011 157.0' "K 15 0 "X -i5--DK- -4 8~-.,2 Z c 1-6- TZ t.31- -4 ~O EXT I 9-9-f I %3111,~ ~15~... - C. - •.0 .1) •0 : - '1) 01 r' (.I M! t C, 4-Il.' VC -2 -4m .-. C-C 7.I0 C) 'r' .4. 4. 44 _n /', 0 -n 01: 0C .0-Jo'_ 4) .p• ,-.-' in '- 4. C... .01 rn 7) -4 4)) ..-.'•: )' 4. ..., 0101 C.., U. - C_C - 0 I'l C) C..)'.. U' U) .. - C) UI ••0' 3.. .0 .00 ol - U) 1) 0' LU C.., C)NJ '-I ( 0 UI'-... 0' U) • -, oPi C) 0• U' •,-•j CIa •:-: 0".. 0'• 0' 11 C)' .4, of'., •0 C.) 00 0' '( -n w 7) 3- I..) If rno,- ic V. 'ii C) 17 7)4.72 4 in I_C In "ir, C UI )4;•.4C'fl C_C 0 C) 4) 'Cl -Ti CD 'fl dl '7 -n C. P1 • 2 C • I 01 -4 I 71 730C1) 7) 0• .0 -, C,. - (I VII:, C) 0I- 01".. In C)0". -4 0 0 0' 0 in in Cl • 01 4)) -4 I C' C'.) I - C)_ -4 7') I') in IJ.'J 0 UTO 001 U401 0 0' 4' - 01 -n I-. C" - 0 C')-4 I - CU .47 (C' C- 701 IS) NJ C) 0101 C)'... UJ_ 0 0' - NC c_I • 0 -II -II 71 %n 7)NJfS) CCCI ID 0 00 0' C') NJ 11 - 'TI -4 Ci) • '41 NJ 4 NJ I COSflCCr4 C.) 4 C.) .4C'J7'.j .4.. • C", 0 0 00 04' 0".. -- 0 0' 4' NJ 2 4)' 0 -4 I In C) 4..' C.) 00 00'... - - U' Lo 0 -1 I ;0 'JC C)' - CCCI 0 00 4.30 0' .. 'C 7• . C- fl C 7. C) C C,) Cli 2 -4 ('I o Cli D.0 24.0' 0 2cr 01 th 'r -4 7) 01. C' fl '0'' Li) . fll UI ó. nC C) 4 . C', 0,4 0101 • 0'.' c' 0, - 0' 0• .4' T'3 Cl (C' (1 C.' .00 In '410" CII -4 -k-'.: -I C, o C. 7;) - I 3)17.0' Tn. I EC.O 0' 0" 'Ti Ci • U) C_CU' .00 00, 0. 0 • '4) -4 7)010' 04)10" nIl 4' 04' 0.0 0' .0 UI 2 C' 'Ii a' 0 • (CC -. -4 - 0C'.4 7)-JO. In Ci) 017)0'.' 04 4) 0-I 4'... CIO 0 "JO' 04". U"..'. 0' 7) 01 Z 01., 0' - 0 0C- NJ..' 0)45-4 7)010' 0. C..) In In 4' 00)-'_ UIUI (0"-.. 0) (4 • 0 -4 7)0.0 C,. LII C,• 4' 00 0.0 01)' '00 00".. , 010"1' 0' 0" 'I, 'fl< 12).) 1- CC1 -1 4 ,'., r -C N C' Li C"l'l •jt" ).J I il( In 9 .C.C.Ll ' CC C. 4411 CI 7) CCC '4) 0 -4 . IC. .4)'.. (7 0 0 3, 'C) 0 C.) • -4 .4 -. - C.) .0 C'4)".. 4) C." On Cfl U) C) 001 7) 5)) .4' 0' C'. -u C') .4....- 4.4)01 C., 3- CT) - C.) 2 CC • -4 -I • I ICC 4 "I "IC) 0 4.4 0' NC I') I (J CrC CI C)' C) • '.4 0 00 0'-. 0' C.., 2 C) -4 4) 1)70' Cfl4 '.4 00 00 0'.. ) C-1 C)' 2 - C) • mm.. -I I 7" 4' ?JVCU' Tn. .4 I,C4'4J 00 4.001 00 - Cli 00"., .0 0' (0 0' C VARCO- PP. JE1? F'E FLANGE 7 kAC I OATA JOE,: 4753 U33 A UNIT OF A'A I.TRIAT1OAL COPPO. iON "AGE: DATE: E-19-96 - FLANGE ACI-',:G REQUIREMENTS: F4' si: c 13 13 13 13 14 14 14 L3LTION 71— 6 0/16 76'- 6 0/16 El'- b 0/16 16— 6 0/16 91— 6 0/16 951- 7 5/ E 99- 9 5/16 21.3001 21.0001 21.0001 21.0001 19.4329 15.1049 0.0000 - FO Ma' -OT REQ D- NOT R13 3 F33000 N37 REQ 0 ?0T REq 0 F320E,0 NOT REQ I F(1\T SlOE OF RAM[ bASE TJ ---AVE: - '- VAPC-OEN FAME OFT IL DESIGN J'AY J03: 47753 U83 UP.:'r 311 AM.;, 1.T.ATI'1.AL CORPORATION PAGE: -5 f'i FRAME NO. I V DATE: 5-15-5, MEMEES 1 fACF COLUMN- 3/13 X 6.3 FLANGE 3/1:, WE5 DEPTH AT JN ii 1=12.00 - 'DEPT .T JN I 212.00 LGNT= WT= 356.25 ME2A 1 FLA -IGE YIELD = 50.0C S1. 'FD YIELD = 53.30 Ksi . ..-- . ACTUAL FORCES A C 7 U A A L I U : A. I 8 STRESS C0:O!TICtS • L.T!0' 'i?' LGLD AXIAL SHEAR MOMONT AXIAL SH7A" JEIDING AXIIL SHE 31N2140 I SUM I I :ASE DEPTH (KIPS) tIPS) (KIP-14) S T k I S S S T R 8 S S C0MBI.ED I SHEAR SPLICE P2ITS I I AT 0.0: FT 1 1 12.0 -9.1 0.0 0.0 2.1 5.00 0.00 10.96 17.33 25.61 I 0.135 I 0.000 AT 20.03 FT 1 3 12.0 1.6 0.9 -303.3 0.' . 0.39 17.69 40.00 23.10 23.80 I 0.743 I 3.017 I PURLIMS R c-ERTS I AT 7.19 FT 1 3 12.0 1.6 -1.9 -228.0 G. 0.83 13.28 40.30 23.13 3-.05 I 0.370 I 0.036 I Al 12.11 FT 1 3 10.0 1.6 -0.6 -308.0 0.4 2.35 17.93 40.00 23.10 .23.80 I 0.754 I 0.315 I AT 17.1-AFT 1 . 3 12.0 .1.6 .. -0.3., 7323.5. ..-C,.4.-0.12'1E.84 40.00 23.10, 18.64 , I 1.0.11.. I 0.005 I I 1TERLD AT P21 T I I I AT cg CT 1 3 12.0 1.6 -2.6 -130.' 0.4 1.17-- 7.61 40.00 23.10 34.06 I 0.223 I 0.351 I AT 9 59 CT 1 3 1. 0 1.6 -1 3 -276 0 0.4 0.54 16.07 40.00 211.10 34.06 I 0.472 I 0.026 I AT 14.69 FT 1 3 12.0 1.6 -3.3 -323.8 0.4 0.11 18.55 40.30 23.10 18.64 I 1.012 I 0.005 I AT' 13.5? -FT 1 3 12.0 1.6.......5 3162 0.4' 0.26 13.41 40.00 23.10 18.64 I 0.988 I 0.011 I - - - -, LOCATION N-CUR Y-00R DEP AREA RX RY LX LV 1 LV 2 KLX XLY1 KLY2 SX LS 1 RT 1 LB 2 RT 2 OS 05 CE 1 CS 2 01ST (FEET') (IN) (IM2) (IN) (IN) (IN)' (IN) (IN) RX - R RY (IN3) (IN) (IN) (TN) (IN) SPLICE POINTS 1 0.00 1.21 0.03 12.00 4.43 4.82 1.24 375.4 36.3 85.3 116.7 59.8 69.8 17.17 146.2 1.60 146.2 1.60 0.92 1.00 1.76 1.76 1 20.00 1.21 20.00 12.03 4.43 4.82 *1 ..2 47 375.4 60.3 116.7 48.6 17.17 180.0 1.63 0.92 1.00 1.26 - -- FORUMS AR GSTS 1 7.19 1.21 7.15 12.00 4.43 4.82 1.24 375.4 66..3 ho.? 69.5 17.17 146.2 1.60 0.92 1.00 1.75 1 12.19 1.21 12.19 12.03 4.43 4.82 11.24 375.4 60.0 60.0 116.7 48.6 45.6 17.17 146.2 1.60 180.0 1.63 0.92 1.00 1.75 1.28 •--- .-: - - " 1 17.19 1.21 17.19 12.00 4.43 4.82 1.24 375.4 60.0 116.7 43.6 17.17 180.0 1.63 0.92 1.00 1.00 • INTERMEDIATE POINTS 1 3.55 1.21 3.59 12.00 4.43 4.S2 1.24 375.4 86.3 116.7 69.8 17.17 146.2 1.60 0.92 1.00 1.75 1 9.59 1.21 9.69 12.03 4.43 4.82 1.24 375.4 50.0 116.7 48.6 17.17 146.2 1.60 0.92 1.00 1.75 1 14.69 1.21 14.59 12.00 4.43 4.i2 1.24 375.4 60.0 116.7 48.6 17.17 150.0 1.63 0.92 1.00 1.00 1 13.59 1.21 18.55 12.00 4.43 4.82 1.24 375.4 63.0 - 116.7 48.6 17.17 180.0 1.63 0.92 1.00 1.00 MEMEE.1 2 CK COLUMN- 3/15 X 6.0 FLANGE 3/16 WER DEPTH AT JN I 212.06 - 00-PI4 AT JN 8 3=12.00 LGNT= 11.73' WT. 180.28 - --- - MEMBER 2 FLANGE YIELD = 50.00 IST9 WEB YIELD = 50.00 KSI - ACTUAL FORCES A C T U A U A 1 1 0 N A 3 1 5 STRESS CONDITIONS ..0' 3 LA D AXiAL SC MOMENT AXIAL SHEAZ 2 END INS AXT1L SHEAR Bc-NDING I SU I I -t I CASE DEPTH (RIPS) (KIPS) tu - i' s T R E s s S T R € S S COMBINED I SHEAR I .- -- -- SPLICE r'HNT; I I - - - - AT 3.33 FT . 2 ., 3 . 12..0 ,. V 1.6., ------U.S -303.&,.,.. 0. .0.35 . 17.6,9 .40.00 23.10 , 23.3.01, 3.743 - I 0.017 I ',. .:.. AT 11 23 -T 2 1 1 0 -9.1 0 0 0 0 2 1 3 00 0 00 10 96 17 33 27.62 - I 0.198 I 0.000 I PUSLINS OR DIRTS - -- - -" - ....- - - V. V -, -- . -: ' :'''. - ---... . . - - , - AT 3.1 FT 2 3 12.0 1. t, 1.4 -274.5 0.4 0.51 15.98 40.50 23.10 23.80 I 3.D72 1 0.325 1 - - -- ) VC0-r .JD E, rT.I1 (EIGN SUMIANY Ji: 43753 033 A UNIT or :TNATIONrL CJP7CRATI0I P402: FRAME NG. 1 DATE: 5-l9-3. ME'EER i 2ACK COLUMN- 3/1.5 X 6.0 FLAE 3/15 WEE DEPTH AT JN 8 2=12.00 - DEPTH AT J' 6 3=12.00 LGMT= 11.70 WT= 190.28 2 FLAG': YIELD = 30.00 Y.SI, NEJ YIELD = 53.03 KSI . . ............. ACTULF222S A. CTL'A1 ALL0.4AL0 ST 550 CITIONS 3' L - A AYI4L S MO.'.ENT AXIAL S H E A EENDI.NO AXIAL SHELF. SENJINC I SUM I I I 1 452 DEPTH (NIPI) ((2PS) (NIP- IN) S T S I S S S T 9. S S S I C0rNE3 I SHEAF. I P.U9.LINS OR GIFTS I I AT 7.1' FT 2 3 12.0 1.0 2.' -1.51.0 0.4 1.08 9.37 40.00 23.10 23.80 1 0.374 I 0.047 I INTESME0I1TE POINTS I AT 1.0' T 3 1.0 1.6 1.1 -290.7 3.4 0.50 16.93 40.00 23.10 23.80 I 0.711 I 0.022 I AT 4.o9 PT 2 3 12.3 2.5 1.9 -225.8 0.4 0.84 13.15 43.00 23.10 23.80 I 0.552 I 0.056 I AT 9.42 PT 2 1 12.0 -9.1 0.1 0.0 2.1 0.00 0.00 10.96 17.33 27.62 I 3.198 I 0.000 I LO, -ION X-..3( Y-C3 DEP AF..A RX Y LX LV 1 LV 2 K1'X ((LY1 KLY2 SX LB I RT 1 LB 2 9.) 2 CS 04 CS 1 CS 2 MI 0 T (FErT) (IN) (INfl ( N) (TN) (I ) ('N) ('N) RX RY SY (1 N3 (I\) (IN) (IN) II'.) .' SPLICE ?2I.T5 . .. 2 3.00 1.21 20.00 12.00 4.43 4.82 1.24 375.4 60.0 . 116.7 43.5 17.17 .180.0 1.63 0.92 1.03 1.25 2 11.23 1.21'31.28 12.03 4.43 4.82 1.24 375.4 49.1 11.7 116.7 39.8 9.5 17.17 49.1 1.54 11.7 1.54 0.92 1.00 1.54 1.75 PURLINS DR GIRTS 2 2.19 1.21 22.19 12.00 4.43 4.82 1.24 375.'. 60.0 116.7 48.6 17.17 130.0 1.63 0.92 1.03 1.28 . .... . ... . . 2 7.19 1.21 27.19 12.00 4.43 4.82 1.24 375.4 60.0 49.1 116.7 48.6 39.8 17.17 180.0 1.63 49.1 1.54 3.92 1.00 1.28 1.52 INTERMEDIATE POINTS ) . 2 1.09 1.21 21.09 12.30 4.43 4.82 1.24 375.4 60.0 116.7 48.6 17.17 190.0 1.63 0.92 1.00 1.28 2 4.69 1.21 24.6912.00 4.43 4.82 1.24 375.4 60.0 116.7 48.6 17.17 130.0 1.63 0.92 1.00 1.25 :. 2 9.48 1.21 29.46 12.03 4.43 4.82 1.24 375.4 49.1 116.7 39.8 .17.17 49.1 1.54 0.92 1.00 1.54 . .. . . 1 MEMIER 3 EACK HA'JNOH- 3/16 X 5.0 FLANGE 1/ 9 wEE DEPTH AT JN 8 312.00 - DEPTH AT .1w 8 4=19.00 LGNT 8.91 WT 119.28 ... ME 18ES 3 FLANGE YIELD = 30.00 il.Sl, HES YIELD 53.30 KSI ) .. ACTUAL FORCES A. C T U 4 1 - A 1 1 0 W A P. 1 E STRESS CONDITIONS . . ) LOCATION ItEM 1043 AXIAL SHEAF M.OMENT AXIAL SHEAR SENDING AXIAL SHEAR SENDING I SUM I I ) - 8 lASS 0EPTH (NIPS) (KIPS) (NIP-IN) S T 9. 8 S S S T 9. 8 S S I COMBINED I SHEAR .. . I SPLICE POINTS I I I AT 0.41 FT 3 1 12.0 -0.1 7.7 40.6 0.3 4.30 2.94 10.72 11.13 30.00 I 3.035 I 0.431 I ) AT 3.9j FT 3 1 19.0 0.0 3.3 599.1 0.3 3.29 23.89 19.23 4.34 29.82 I 0.301 I 0.298 I PUSLINS JR 3TS AT 3.25 FT 3 1 14.3 0.0 6.3 275.0 0.3 3.26 15.59 14.50 7.74 30.00 I 0.530 I 0.421 I . PT 7.43 FT 3 1 17.8 0.3 4.1 532.5 0.0 1.71 23.24 18.31 4.95 29.90 I 0.777 I 0.344 I INTE?.MEOIATE 9DIT5 . . . AT 1.63 FT 3 1 13.0 -3.1 7.j 13.5 3.3 4.13 .42 12.29 .50 30.00 I 3.314 I 0.431 AT 5.33 FT 3 1 IL.0 0.0 5.2 417.3 0.0 2.40 20.62 16.5 5.14 30.00 ( 0.094 I 0.392 I T 3.13T ........ 3.7. 557.6 3.0, 1.49 -.23.66 .18.32 4.6429.65 .1 0.792 (0.322 I ..... ..... .... LO CTTOI X-0cI Y.F0J DSP Aq.rM cx ply LX LV 1 LV 2 '(LX LY1 KLYZ sx L £ 1 LB 2 -T 2 05 04 1 03 2 N:: 01 ST (FEOT) (IT.) I IN.-, 1 I IN I IN) (14) ( IN) 1.N. vz X FY Qy (743) (IN) (TN) (IN) (l) SPLICE F-LINTS 3 3.4l3 1.9 31.70 12.00 3.4'. 4.91. 1.77 580.0 11.7 33.4 11C.G 11.0 31.3 13.94 11.7 1.30 33.4 1.31 1.33 1.00 1.75 1.60 3 3.91 13.11 11.31, 19.CD 4•35 7.31 3.94 583.0 53.0 79.5 53.5 25.09 60.0 1.22 1.00 1.00 1.12 FRAME I)STAIL 0E3IC: SUM4SY J0.3: 4753 - A 1flIT 0=ITR Ti0AL jf p3;:Tj - DL3; FRANE . 1 DATE: 3-19-86 1.5ER 3 3AC USCH- 3/16 X5.3 FLtGE 1/ 5 .EE DEPTH AT j 3 3=12.00 - DEPTH AT I 4=19.00 LGNT= 59j' WT= 119.20 MEMEER 3 FLANGE YIELD = 50.33 NSI, WEB YIELD = 50.00 iS1 L:CATI-0: T_:,: '-00 .r.3' FE LX LY 1 LY 3 KL ELYI PLY2 SX L 1 RT 1 LO 2 RT I OS 0 DS 1 CS 2 57 SET) I 113) I I I I ) (I I I IH I (I ! ) I1 I RX 9Y RY (I N3 I ( IN I (IN) I 1 (I N 94.WLI'.S o.c DIRTS 3 3.2s 4.',7 31.83 14.31 .7 5.71 1.32 580.3 33.4 40.7 500.1 32.7 43.5 17.31 33.4 1.27 4.7 1.25 1.0o 1.00 1.63 1.9 3 1.40 5.51 31.03 17.75 4.21 6.95 C.96 580.3 45.7 63.0 33.5 51.5 63.3 22.92 49.7 1.23 60.0 1.24 1.00 1.00 1.29 1.12 INTE'IEDIAT3 PJI'TS - 3 1.83 2.94 31.79 12.95 3.5' 5.281.115 380.3 33.4 110.3 31.9 15.25 33.4 1.29 1.03 3.00 1.80 3 5.33 31.81 15.03 3•93 .35 0.99 580.0 49.7 91.3 50.1 20.35 49.7 1.25 1.0) 1.00 1.29 3 8.15 9.3 31.53 18.35 4.30 7.56 0.95 583.3 80.3 81.0 82.9 23.99 60.0 1.23 1.00 1.00 1.12 ME?'5s9 4 ,ACK 45- 1 - 3/16 X 5 0 CLA (GE if S 4E JEP'H AT JN 4-19 00 - DEPTH AT JN 519 00 LGNT= 25.001 WT 376 IC'8ER 4 FLANGE V _LD - . 50.3.7; SI, * 5 v110 = 50 03 "SI ACTUAL FORCES A C 7 U A I A L I 0 W A B L E STRESS CONDITIONS '- -- LDITION R2M CJAD AXIAL SHEAR MOMENT ..XIAL SHEAR 8-ENDING AXIAL SHEAR SENDING I SU I $ 8 CASE DEPTH (NIPS) (NIPS) (KIP- IX) 5 T R F S S S T R E S S I COMBINED I SHEAR I -3 SPLICE POINTS AT 0 00 rI 4 1 1 0 -0.1 3 3 5°9.1 0 u 1.29 23 8 19.28 4.34 29.82 I 0.802 I 0.297 I AT 25.33 FT 4 1 14.3 0.4 -9.9 -390.9 0.1 3.57 . 15.58 30.03 4.34 15.83 I 0.984 I 0.393 I PUPLIMS JR GIRlS I I I AT 3.50 FT - 4 1 19.0 -0.11.4 693.7 O.G 0.57 27.85 19.25 4.34 2.41 I 0.947 I 0.131 I . ... AT 8.53 FT 4 2 19.0 -0.4 -0.3 -460.8 0.1 0.11 18.37 25.71 5.78 17.99 I 1.023 I 0.019 1 ) AT 13.53 FT 4 1 19.0 0.2 -3.9 58.I 0.0 1.50 22.17 30.00 4.34 29.78 I 0.744 1 0.345 I AT 18.53 FT 4 3 1.0 0.6 3.3 -326.2 0.2 0.13 13.00 40.00 5.78 14.65 1 0.887 I 0.022 I AT 23.53 FT 4 3 10.0 0.8 0.8 --293.0 C.2 0.30 11.68 40.00 5.78 14.65 I 0.757 1 0.053 I INTERMEDIATE P3I3TS I I I AT 1.73 71 4 1 19.0 -.0.1 2.4 658.8 0.0 0.93 2.25 19.28 4.34 29.82 I 0.851 I 0.214 I AT s.30 FT 4 2 19.0 -3.4 -0.9 -443.7 0.1 0.33 17.89 25.71 5.7S 17.09 I 0.95 I 0.058 AT 11.0! FT 4 1 19.3 3.1 -2.5 . 851.1 0.0 0.98 25.95 30.00 4.34 29.78 I 0.572 I 0.226 I AT 16.00 FT 4 2 19.3 -3.3 1.4 -409.6 3.1 0.58 18.33 25.71 5.73 25.18 I 0.630 I 0.096 AT 21.03 IT 4 3 13.0 -3.8 3.8 -313.0 0.2 3.22 12.49 40.00 5.78 14.65 I 0.851 I 0.037 I • AT 24.25 FT 3 19.0 0.5 O.E -255.7 0. 0.33 11.39 40.00 5.78 14.65 I 0.777 I 0.057 I LOCATION X-3 V-bR DSP AcE4 RX RY LX LV I LV 2 KLX NLY1 KLY2 SX 10 1 RT 1 LS 2 PT 3 05 QA Cs I CS 2 N 01ST (FEET) (IN) (I2) (IN) (IN) (IN) (IN) (IN) RX 4Y DY (IN3) (IN) (IN) UN) (I) --.-.---: SPLICE 921378 . . . 4 0.03) 13.11 31-84 10.00 4-30 7.35 3.94 580.0 80.3 79.5 83.5 25.09 60.3 3.22 1.00 1.00 1.12 4 25.00 35.0 32.95 19.03 4.33 7.38 3.94 533.0 83.0 78.5 63.5 25.09 180.1 1.2D 1.00 1.00 1.92 PURLI9SOPGI-RTS . S. . .... . .. .... ............ .: ................- -.. . . . 4- 3 O . 31 09 0 00 11.33 7 36 0 94 80 0 6i).0 63 0 ie 6 63 .............-.-..- 63 - 2 09 6C 0 1 22 60 0 1.32 1 30 1 00 1 1 . . 1.0,1.' 4 F.5 18 60 32 19 1° 1 4 3 7 3 C 94 980 0 61 0 60 0 78 5 63 5 63 8 25 00 159 7 1 29 12C 0 1 23 1 00 1 00 1 46 1 12 ' 13.50 23.80 32.40 19.01 431' 7.3-8 0.94 580.0 80.0 63.0 78.6 63.5 63.5 25.09 60.3 1.22 63.0 1.22 1.00 1.00 1.11 1.34 15.53 j5.5 32.51 19.03 4.35 7.30 0.74 883.0 63.0 63.0 78.o 53.5 63.5 25.00 120.0 1.23 183.1 1.26 1.00 1.00 1.02 1.33 4 23.80 33.54 32.32 19.03 4.30 1.39 3.94 580.0 80.3 71.6 53.5 25.09 150.1 1.24 . 1.00 1.30 1.33 LNTEk400IATE POINTS 4 1.75 11.36 71.91 59.02 4.31 7.30 0.94 560.0 53.0 7-8.5 53.5 25.09 60.0 1.22 1.30 1.00 1.13 4 6.37 15.11 32.09 1 -..03 4.33 7.33 0.94 580.3 60.0 71.8 83.5 25.09 359.7 1.25 1.30 1.00 1.45 V0-FRJDEN BA:iE JOTAIL SIGN SO'.A?,Y JOS: 49753 083 A WilT OZ Afi:A I::TEB"JATiJ:iAL :oTTo'; PAGE: FRAME 'W. 1 DATE: 8-19-36 !E.MPEA t,ACK 2- I - 2/15 X 5.0 FLA'i-E 1/ 9 WEE DEPTH AT J4 I 4.19.00 - DEPTH AT JO 8 5=19.00 LG'iT 25.00 4T= 375.92 MEM1.E 4 FLAGE YIELD = 52.02 OS!, 'EE YIELD = 50.03 w.SI Y-C 37 A.E 5% ?.Y LB LY 1 LY 2 KLX Kt. YI KLY2 SX LS 1 RI 1 LB 2 ST 2 OS 2.1 CO 1 C 2 :i 0151 I FEET) 1\) !2) (IN) - I IN) (I -fl I 1 ) (IN) OX .Y BY (1113) ( IN) (Pd IN IN) 4 11.02' 21.13 32.30 1 9.00 4.35 7.35 3.4 560.2 6-3.) 75.6 3.S 25.39 60.0 1.22 t.0 1.00 1.11 4 15.03 26.10 32.51 1.00 4.33 7.35 0.94 590.2 60.0 71.5 53.5 25.09 120.0 1.23 1.30 1.03 1.12 4 21.00 31.09 3Z.71 19.02 4.30 7.33 2.04 580.0 s0.D 76. 63.5 25.09 193.1 1.26 1.00 1.00 1.33 4 24.25 34.34 32.55 19.32 4.3% 7.36 0.94 520.0 60.0 75.5 53.5 25.09 120.1 1.26 1.00 1.03 1.33 S 6.1Cr P.2- 2 - 0/16 X 6.0 PLANGI 31'1• 1421 DEPTH AT JN 5 5=19.30 - DEPTH AT JNO 6=36.00 i.GOT= 14.91 T= 457.65 MEMEOR 5 FLAOOE YIELD 50.03 KSI, E3 YIELD = 5.00 KSi ACTUAL FORCES A C I U A I A L 1 0 , A 8 L E STRESS CONDITIONS L Or. ..Tr0. 'M LOAD AXIAL SH 4' MOMENT AXIAL SHEAR BENDING AXIAL SHEAR SENDING I S'JM 1 I I S CASE DEPTH (KIDS) (KIPS) KIP-IN) S T B S S S 5 I R E S S I COMBINED I SHEAR I 3 SPLICE POINTS I I I AT 0.03 PT S" 1 19.0 -3.1 -9.9 -390.6 0.3 2.78 8.75 19.99 5.66 22.80 I 0.394 I 0.321 I s AT 14.91 FT 5 1 36.0 -0.1 -17.6 -2867.4 0.0 2.63 27.37 23.11 5.45 27.35 I 1.001 I 0.409 I .-- . -- -----.. PU2LPS OR GIFTS 1 I AT 3.53 FT 5 - 1 23.0 -0.1 -11.3 -545.9 0.0 2.73 14.60 22.06 5.84 21.93 I 0.675 I 0.467 I AT 3.51 T 5 1 22.7 -0.1 -14.4 -1531.4 0.0 2.62 21.26 23.76 3.71 20.82 I 1.021 I 0.722 I . . .. AT 13.51 FT 5 1 34.4 -0.1 -17.0 -2575.7 0.3 2.64 26.18 23.25 6.61 27.90 I 0.939 I 0.399 I INTERN ED' ATE PDIITS AT 1.75 FT 5 1 21.0 -C.! -10.0 -608.6 0.3 2.75 11.98 21.10 7.04 22.35 I 0.536 I 0.390 I .) AT 6.ilp FT 5 1 25.5 -0.1 -13.1 -1218.8 0.3 2.70 1S.27 23.14 4.60 21.36 I 0.855 I 0.587 I -- . AT 11.01 FT 5 1 31.6 -0.1 -15.7 -2083.7 0.0 2.66 23.97 23.50 3.06 28.79 1 0.829 I 0.870 I .' : •-. AT 14.1 FT 5 1 35.2 -0.1 -17.4 -2720.0 0.0 2.64 26.79 23.16 5.53 27.63 I 0.970 I 0.404 I : LOCAT:ON x-co v-:os DEe AREA RX RY ix LY 1 LY 2 KIX KLYI KLY2 SX LB 1 RI 1 LB 2 RT 2 OS CA CS 1 CS 2 MN 01ST (FEET) (IN) (IN2) (IN) (IN) (IN) (10) (IN) RX RY BY (103) (IN) (IN) (IN) (IN) SPLICE P%I'iTS 5 0.00 35.39 32.S3 19.00 7.20 7.63 1.25 550.0 62.3 75.5 48.0 44.67 150.1 1.62 1.03 1.00 1.92 5 14.91 50.03 32.79 36.-30 10.31 13.4C 1.04 592.0 50.1 43.3 57.7 104.75 60.1 1.39 1.30 1.30 1.00 PuRLIOS j. GIRlS - 5 3.50 TS.53 32.85 22.99 7.94 9.10 1.19 583.0 63.0 63.8 50.4 57.15 110.1 1.56 1.30 1.00 1.92 5 8.51 43.60 32.63 28.73 9.01 11.05 1.12 583.0 60.1 53.1 52.5 53.7 53.7 75.75 180.1 1.49 60.1 1.45 1.30 1.00 1.92 1.21 5 13.51 E.50 32.50 34.1 10.01 12.95 1.05 583.0 50.1 60.1 44.3 5.9 96.8 99.37 60.1 1.41 60.1 1.41 1.00 1.00 1.21 1.07 -- INTERMEDIATE PJI'TS 5 1.70 3&.8 32.87 21.00 7.57 5.39 1.22 520.0 53.0 69.1 4.2 50.79 130.1 1.59 1.03 1.00 1.92 .....- ' . 5 5.30 41.10 32.C4 25.85 3.45 10.08 1.15 583.0 50.1 57.5 52.1 66.70 102.1 1.52 1.00 1.00 1.92 11.01 cs.io 32.62 61.55 9.55 .12.01 1.09 .360.3 60.1 ,. .. 48.3. 55.3 ........87.30,,60.1 1.43 . . 1.00 1.00 1.21 ) 5 14.2 49 30 2 80 5.20 10.23 13.22 1.0.5 580 0 oO 1 43-9 57 3 101 55 60 1 1 40 1 03 1 00 1 0') FA-= Cc-TAIL CC-SI0t SU)AY JOB: 49753 UP.3 A o j:T TL C0?SATI0. PACE: f - NO.1 DATA: -I9-3b : ME25A AC A- 3 S/ES X 6.0 FLANGE 3/15 EF. DEPTH AT JN 0 635.00 - DEPTH AT JN V. 515.03 LGNT 16.13 T 434.18 MEMBE( o FLAN52 YIELD = 50.00 ESI, W22 YIELD = 50.00 (Si . ACTUAL CORES, 4 C T U A I A L I C 4 A 8 L E STRESS CONDITIONS H Lj.1(j AXIAL SrlE1' M0MET AXIAL SHEA9 3EOIN& A'AIAL S'P. SENOING SUM 1 I I I CASE DEPTH IKIPS) (KIPS) (KJP- IN) 5 T R C S S S Y A S S S I COME! 14 E 9 I SPEAR I SPLICE pO!r:rS I i AT 0.(;0 FT a I 35.0 -1.7 15. -2567.4 0.2 2.45 27.37 23.11 5.45 27.35 1 i.00s I 0.350 I AT 15.13 T I 15.0 -2.9 5.6 -510.0 0.1 3.07 17.49 1S.'. 14.01 28.61 I 0.614 I 0.219 I PJ.1P,) DR OATS I I I AT 3.51 FT 1 31.0 -1.5 1.7 -210.2 3.2 2.52 25.72 23.55 3.17 24.99 I 1.034 I 0.796 I AT 5.52 FT 5 1 24.0 -1.2 12.0 -1385.2 0.1 2.67 22.91 22.10 5.33 26.15 I 0.931 1 0.501 I .. AT 13.8. FT 6 1 17.1 -9 9 '9 4 -743 1 0 1 .2 94 19.03 . 17.77 10 79 26.;96-. I 0 710 1 0-2-7.3, INTERMEDIATE' POINTS I I AT 1 81 T 5 33.5 -1.8 15.6 -2518.9 0.2 2.49 26.5S 23.33 2 "1 28.20 I 0.948 I 0.919 1 AT 6.12 FT 5 1 27.5 -1.3 13.4 -1769.8 0.2 2.59 24.41 23.32 4.04 25.78 I 0.952 .1 9.40 I .' .• .... : : . AT 11.12 FT 6 1 20.6 -1.1 10.7 -1345.9 0.1 2.73 21.16 20.38 7.35 26.54 1 0.802 I 0.379 I AT -14.3E FT .....5 1 - b.0 -0.9 9.0 -6597 01 3.03' 18.29 16.70 12.30 28.56 I 0.645 I 0.244 I ). ) .. . LOCATION x-:CA V-OCR DSP AREA RX RY LX LV 1 LY 2 KLX KLY1 KLY2 SX 15 1 RT 1 LB 2 AT 2 QS 04 CS I CS 2 .. S M? 01ST (FEET) (IN) (INfl (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) '(IN) (IN.) (IN) ) SPLICE POINTS 0.00 50.00 32.7 35.00 10.35 13.45 1.04 801.3 50.1 4.5 57.7 104.75 69.1 1.39 1.00 1.00 1.00 5 15.13 65.05 34.30 15.00 .45 5.21 1.32 501.2 60.0 96.5 45.4 33.16 120.0 1.65 1.30 1.00 1.86 . ) PURLINS OR GIRTS ) . 6 3.61 53.59 33.15 30.99 9.44 11.82 1.09 601.2 63.1 60.1 50.9 55.0 55.0 35.17 60.1 1.44 120.2 1.45 1.00 1.00 1.07 1.43 6 8.62 33.55 33.65 24.04 5.14 9.46 1.18 501.2 80.1 63.6 51.1 60.59 120.2 1.52 1.00 1.00 1.43 ::•:". 6 13.63 63.55 31.15 17.05 6.84 5.99 1.28 601.2 60.1 60.0 88.1 45.8 46.8 39.04 120.2 1.61 120.0 1.61 1.00 1.00 1.43 1.06 INTERMEDIATE POINTS . 6 1.51 51.80 32.97 33.49 9.91 12.65 1.07 501.2 60.1 47.5 56.4 94.77 60.1 1.41 1.30 1.00 1.07 . 'S 6 6.12 5.(° 33.40 27.51 2.70 10.65 1.13 601.2 63.1 56.4 53.1 72.50 120.2 1.48 1.03 1.00 1.43 6 11.12 61.07 33.93 20.55 7.49 6.24 1.23 601.2 60.1 73.0 49.0 49.44 120.2 1.55 1.00 1.00 1.43 6 14.38 54.31 34.22 18.04 8.6', 6.50 1.30 501.2 50.0 91.1 46.1 35.07 120.0 1.63 1.00 1.00 1.66 MEMSE-4 7 ;4C, R5- 4 - 3/16 X 6.0 FLANGE 1/ 3 klEB DEPTH AT JN 0 815.00 - DEPTH AT JN 8 9=15.00 LGMT 25.001 WT= 363.08 . MECCR 7 FLANGE YIEIOSO. 00 NSI, NEB YIELD = 53.00 KS! ACTUAL FORCES A C T LI A L A L L C W A B L E STRESS CONDITIONS ..... . . .: LOOAT!04 IMEM LOAD EXI1_ SHEAR MOMENT AXIAL SHEAF SENDING AXIAL SHEAR BENDING I SUM :452 DEPTH (KIPS) INI°S) (KIP-IN) S T A S S S S T A I S S I COMBINED I SHEAR I SPLICE PJI\T5 I I I A AT U -c 4 7 --7579;7 0 1 4 30 27 43 1-, 77 7 03 27 62 1 0 998 1,-,0.611' I -T AT 2 t3 '-1 7 - 3 15 0 1 5 2 1 134 7 4 1 02 5 38 40 00 ° 33 35 62 I 0.113 I 0 109 I '' -:' " :-' '•' 5 . -'5,. . 'S ......-. , .-'..: •. ..-. I'_.-. - . AT 3.'' FT 7 1 15.3 -3.3 5.t -254.4 0.1 3.33 12.04 14.77 7.03 27.62 I 0.435 I 0.431 I A,, 1 DITAIL ',H StIAS' J0: 69753 U3 A UNIT Q .T3A710.L C0T1D P433: FFANE NJ. 1 DATE: 8-19-86 MEM5E'. 7 A3( Re- 4 - 3/16 X 6.0 FLANGE 1/ 0 WEL DEPTH AT JN 8 815.00 - DEPTH AT JN 8 915.00 LGT 25.00' 4T= 353.00 .li E A F 1_4 7 3LA'GE VIELU = 50.00 F.SI, .EE YIELD 59.09 KSI ACTUAL FORCES A C T U A L A L L 0 W 4 9 1 8 STRESS C010!TI3S MF'-' L' AO AXIAL SHE1 iN8 AXIAL SHEAR SENDING AXI\L SPEAR BENmG I SUM I I 0 .SL 011TH (KI?S) IKIS) )<IP-!':) S T P. 8 S S S T R 3 S S I COMBINED I SHEAR I PURLINS Ok GSTS I I AT 7 = 15.0 1.7 -0.9 -242.5 3.2 0.47 11.47 40.00 9.35 28.62 1 0.33 I 0.350 I AT 13.53 FT 7 2 11.3 0.7 0.2 -264.7 0.2 0.10 12.53 40.00 9.35 29.82 I 0.435 I 0.011 I AT 18.53 T 7 1 15.0 0.0 -1.1 252.5 3.0 0.54 12.42 30.00 7.03 27.02 I 0.450 I 0.076 I AT 23.50 FT 7 1 15.0 0.2 -3.7 118.2 0.0 1.95 5.59 30.00 7.03 27.62 I 0.203 I 0.252 I INTERMEDIATE FO1TS I I I - AT 1.7 -FT 7 1 150 -03 7.e -4,)7.3,- 0 1 3 94 19 28 -14.77, 03 27.62--l' 0701 1 0 546 I AT 5 0., FT 7 2 15.0 0.7 -1.5 -205.7 0.2 0.75 9.13 40.00 9.38 28.82 I 0.336 A 0 090 I AT 1 .3 T 7 2 1 0 C 7 -3 , -262 1 0 2 0 18 12 41 40.00 S.3 8 2a.82 I 0-430 I 0.020 4 AT I.O3 FT 7 1 15.0 0.0 0.2 275.3 0.3 0.12 13.03 14.77 7.03 27.62 1 0.472 I 0.016 I .- • AT 21.03 FT 7 1 15.0 0.1 -2.4 210.1 C.-D 1.19 9.94 30.00 7.03 27.62 4 0.360 I 0.169 I AT Z.25 F1 7 3 15.0 1. 2.0 116.5 C.4 0.9(; 5.51 40.00 9.38 36.82 4 0.150 I 0.105 I • LOCATION -:j: y-C-JR osp ARE RX RY LX LV 1 LV 2 KLX KLV1 KLY2 SX 12 1 RT 1 LB 2 RY 2 OS 04 CS 1 CS 2 MN 01ST (FEET) I IN) .1 !.N21 (IN) I IN) (IN) (I N) I IN I R R RY I 1N3 I I IN I ( IN) ( IN) I IN) SPLICE P3i'TS 7 0.03 65.36 34.33 15.03 4.22 6.13 1.27 801.2 60.0 98.1 47.4 21.13 120.0 1.57 0.92 1.00 1.86 7 25.00 90.04 35.34 1500 4.22 6.13 1.27 601.2 60.0 95.1 47.4 21.13 60.0 1.55 0.92 1.00 1.35 PULINS OR GIRTS 7 3.50 b3.55 34.44 15.00 4.22 0.13 1.27 .401.2 60.0 98.1 47.4 21.13 120.0 1.57 0.92 1.00 1.86 7 8.53 73.55 34.65 15.00 4.22 5.13 1.27 601.2 53.0 98.1 47.4 21.13 180.0 1.60 0.92 1.00 1.75 7 11.53 71E.54 34.88 15.00 4.22 6.13 1.27 601.2 60.3 60.0 99.1 47.4 47.4 21.13 180.0 1.60 120.0 1.57 0.92 1.00 1.78 1.38 • 7 13.59 7354 35.07 15.03 4.22 6.13 1.27 501.2 50.0 63.0 961 47.4 47.4 21.13 60.0 1.55 63.0 1.55 0.92 1.00 1.02 1.34 7 23.50 05.54 55.27 15.0-3 4.22 6.13 1.27 501.2 60.0 63.0 93.1 47.4 47.4 21.13 60.0 1.55 120.0 1.57 0.9 1.00 1.34 1.95 . -. INTERMEDIATE POINTS ) - . • 7 1.75 66.51 34.37 15.03 4.22 6.13 1.27 601.2 60.0 98.1 47.4 21.13 120.0 1.57 0.92 1.00 1.86 7 6.00 71.05 34.55 15.00 4.22 6.13 1.27 801.2 60.0 98.1 47.4 21.13 180.0 1.60 0.92 1.00 1.78 7 11.00 76.05 34.75 15.09 4.22 5.13 1.27 601.2 60.3 98.1 47.4 21.13 190.0 1.60 0.92 1.00 1.75 7 16. CO 81.34 14.98 15.00 4.22 6.13 1.27 501.2 63.0 98.1 47.4 21.13 50.0 1.55 1).92 1.00 1.09 7 21.33 56.04 35.17 15.03 4.22 6.13 1.27 501.2 53.0 98.3 47.4 21.13 60.0 1.55 0.92 3.00 1.34 7 24.25 39.29 30.31 15.30 4.22 5.13 1.27 601.2 60.0 98.1 47.4 21.13 60.0 1.55 0.92 1.00 1.35 , . MEMOIR 8 GAC 75 5 - 3/16 X 6.3 ILA\OE 1/ 3 4=5 DEPTH AT J.N 0 9=15.00 - DEPTH AT JN, 810=20.00 L GN T 9.S71 4T= 155.18 : ME"SIS 3 FLANGE YIELD 50.03 5I, N33 YIELD = 50.30 KSI . S ---,- .......-..•-..•.• . ACT-UAL:FORCES. .1.) 1_I C40 S L1_..:STESS-CON0JT13NS . .....:- LCT1ti' MEW ..IJAO ,XTAL SMCAQ MOME6T AX AL sHAr BEMOIMO AX1=1 SHEAR SENCI\G I SU' S I I - ..CASE OE?TP (RIPS) (Wp) (iUP-j) .....S T- R E 5 S :. ...-:S T9 E s -s -- -, I COMBINEDI .1 SHEAR -- SPLICE P0ITS I I AT 0.00 8T 3 3 15.3 1.5 '.0 134.7 0.4 1.30 8.38 40.00 9.33 35.32 I 3.173 I 0.107 I ST 9.97 FT 8 1 20.0 3.2 -9.8 -711.2 3.) 3.64 26.55 30.33 3.71 27.55 I 0.96! I 0.931 I PURLI4S DR GI.TS I I AT 3.5) FT 0 1 15.3 0.1 -0.4 -164.5 01.0 2.83 7.59 30.00 5.51 27.62 I 0.27 5 1 0.534 1 vA2Co-?Rir•1, FqA':E -DFT.IL 2ESIGN SIIP-A"Y .J'P: 49753 083 A -J-IT :)z A: T-.ATi0\'AL C.)0RATfl' DIOC: 4-r 1 'I7 FRArE 'rn. i DATE: 1-19-36 MEMER 0A C K Rl-5 - 3/10 X 6.0 FLANGE if S WE DEPTH AT JN 0 9IS.30 - DEPTH AT JN 61020.00 LGHT 9.97' WT= 156.18 MEBER8FLAs;5E VIELU 50.00 KSI, WEE Y1L3 = 58.00 KS3 ACTUAL FORCEs r C I U A I A L L 3 W 4 9 L E ST6ESS CONDITIONS ?:M L20 AXIAL SHEA:: MCMENT AXIAL SI3AN 3601N( AX1L SIEAR EENr)INc. i sut, I I 8 lAST DEPTH (KIPS) (KIPS) (KIP-1l) S T S 5 S S S 7 R 3 S S I COMBINED I SHEAR I PJRLI.S OR I I I AT .3I TT 8 1 j2.3 0.2 -.c -645.9 8.0 3.48 22.20 30.00 'p.22 27.62 0.634 I 0.825 I INTEPEDI ATE P3T5 I I I AT 1.75 FT 0 3 15.9 1.5 2.2 176.9 0.4 1.02 7.68 40.00 8.34 36.32 I 0.214 1 0.122 Al •s.30 =T C. 1 15.0 0.2 -7.7 -395.4 0.) 3.17 14.83 30.00 27.62 1 3.637 I 0.456 AT 9.23 CT 6 1 13.6 0.2 -9.4 -726.5 0.0 3.56 24.37 30.00 4.06 27.62 1 0.633 I 0.877 - - - -LOCATION' x-:oR Y-COI DIP AREA RX RY LX LYLLY 2 KLX -KLYI KLY2 SX - 1 I RI 1 LB 2 131 2 OS DI CB I CS 2 - N 01ST (FET )----IlTil (INO) (IN) (IN) I IN) (IN) (IN) Rx RY RY' (IN3) (IN) (IN) (IN) (IN) SPLICE POINTS 8 0.00 .84 7,5.34 115.01) 4.22 6.13 1.77 601.2 60.0 93.1 47.4 21.13 60.0 1.55 0.22 1.00 1.35 8 9.57 100.30 35.4 20O 4.3'.90 1.16 601.2 35.2'' ' 75.1 29.9 30.55 35.2 1.49 - 0.92 1.00 1.03 PULINS OR GIRlS 6 3.50 93.53 35.41 1b.76 4.45 6.78 1.23 601.2 60.0 66.9 48.7 24.31 120.0 1.54 0.92 1.03 1.95 6 8.50 95.53 35.51 19.26 4.79 7.65 1.39 601.2 60.0 35.2 75.6 50.5 29.6 29.10 120.0 1.51 33.2 1.50 0.92 1.00 1.95 1.01 INTERMEDIATE POITS 8 1.75 1.79 35.37 15.58 ..34 6.45 1.25 603.2 50.0 93.2 45.1 22.70 D0.0 1.54 0.92 1.00 1.35 S o.30 96.03 35.46 1E.01 4.82 7.21 1.21 601.2 60.0 93.4 49.6 - 26.67 120.0 1.53 0.92 1.CO 1.95 -. 8 9.23 99.27 35.53 19.63 4.34 7.75 1.13 601.2 35.2 77.3 29.6 29.82 35.2 1.49 0.22 1.00 1.00 MENDER S FNJNT RE- S - 3/15 X 6.0 FLANGE 1/ 5 WEE DEPTH AT iN 812=15.00 - 0EPTI AT IN 613=20.00 LNT= q.971 WT= 156.22 MEMBER 9 FLA0E YIELD = 50.00 KSI, ,E8 YIELD = 50.00 KSI • . ACTUAL FORCES A C T U A L • A L L C W A 8 L E STRESS CONDITIONS LCCATI0 ME M LOAD AXIAL SHEAR MOMENT AXIAL SHEAR DENDING AXIAL SHEAF. SENDING 1 SUM I I I I CASE OEPTH (NIS) (RIPS) (((IF-IN) S T R E S S S I P E S S I COMBINED I SHEAR I SPLICE PJIJTS I AT 0.00 FT 9 2 18.0 3.0 -1.8 147.7 0.2 -0.39 5.99 40.00 9.39 36.62 I 0.190 I 0.095 I IT 9.97 FT 1' 28.3 0.2 13.2 -611.2 0.0 3.31 2.55 30.00 3.91 27.58 I 0.963 I 0.974 - PURLINS ER -IPT5 I I I AT 3.50 FT 9 2 1.E 1.0 -2.1 229.5 2.2 0.93 9.44 40.03 7.47 36.92 I 0.256 I 0.125 I AT 5.50 FT 9 1 n.3 0.2 2.5 -638.0 0.3 3.65 21.93 30.00 4.22 27.62 1 0.794 I 0.946 I INT5RiEDATE POINTS I I I AT 1.75 PT 0 2 15.q 1.0 _3C 187.0 0.2 O.°1 8.13 40.00 0.34 36.92 1 0.224 I 0.109 I AT 5.0. T 1 15.3 0.2 8.1 -373.9 0.1 3.3€ 1.02 30.30 4.54 27.62 I 0.538 I 0.695 I AT 9.24 FT 0 3 0 02 9.6. -722 5 0 313 24.;24 -30-00 4.06_ 27 62 I C E7 1 020 LOCAT ) X- J Y-OR EP 4..# DX SY LX L I LY 2 ((LX ((LYl YLY2 SX Le 1 51 1 LB 2 ST 2 OS QA CE I CS 2 .N 01ST (FEET) (IN) (I1%12) (IN) (IN) I II) Ill") (IN) RX RY RY (INI) (IN) (IN) IN) (IN) • SPLICE POI NTS 9 0.03 105.57 35.34 15.03 4.22 6.13 1.27 601.3 60.0 95.1 47. • 71.13 50.3 1.55 O.2 3.03 1.22 9 9.97 100.13 35.56 20.00 4.89 7.01' 1 .I 8 5CI.3 35.2 76.1 29.° 33.55 35.2 1.49 0.'2 1.00 1.03 v:.-Jr:f. FA'[ D2TAIL ES 1 GN SUMAY JJ: 49753 UI' L UNIT 3 ITETIJl-L CORP.)T10 PAGE: !3. I DATE: 3-1c-56 EMSE S F3-:T R- 5 - 3/16 Y. 6.0 FLANGE LI S .ZB DEPTH AT JN 812=15.00 - OEPT•j AT J 710=20.00 LGNT= 5.971 WT= 156.2.8 • ME'.SER I FLtS'GE YIELD = 50.0) KSI, WE? YIELD = 50.00 KSE . L3CATIE• x-:o v-: 33 DEP 4RA SX Y LX LV 1 LY 2 KLX LY1 KLY2 SX LI I T 1 LS 2 21 2 OS 24 CS I 02 2 MN JILT C FEET C IN) C ;N 2) C ltfl C PlC i 114) I INC (IN) RA RY RY (I N3 C ( IX C IN) C 371) (IN) PURL I NS DR GIRTS • 5 3.5 125.47 35.41 16.76 4.45 5.76 1.23 501.3 6 0. 0 63.0' 83.9 - 43.7 43.7 24.31 50.0 1.53 - 60.0 1.53 0.52 1.00 1.29 1.21 S 5.50 121.47 35.51 19.27 4.79 7.55 1.19 601.3 60. 0 35.2 75.5 50.5 25.5 29.10 12.0.0 1.51 35.2 1.50 0.92 1.00 2.07 1.01 I TEkME31ATT PJPlTS 9 1.75 115.22 35.37 15.SS 4.34 5.45 1.25 601.3 60.3 93.2 4.1 22.71 50.0 1.54 0.92 1.00 1.29 9 6.30 101.57 35.45 15.01 4.2 7.21 1.21 601.3 60.0 33.4 40.5 26.67 12.0.0 1.53 0.02 1.00 2.07 5 S 9.24 •lcJ.73 35.53 19.63 4.54 7.78 1.18 501.3 35.2 77.3 29.5 2.9.82 35.2 1.49 0.92 1.0C 1.00 .. -' - - --, WT= 33 Jf • IE'1tEP 10 FRONT RS- 7 - 3/ o X 5 0 FLAGE 1/ 5 WE DEPTH AT JN 213=15 00 - DPTW'AT JN 12=15.00 LG'4T.25 OC 1 13 MEME 0 FLAN '15L0 = 53 30 SI, Y'ELD 50 0 SI d. ACTUAL FORCES A C I U A L A L L 0 W A E I E STRESS CONDITIONS . - .. . . S LOCATION MEN LOAD - AXIAL SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SMEAR BENDING I SUM I I 1. 1 - ) I CASE DEPTH [KIPS) (KIPS) (RIP-IN) S T R E S S S T R S S S I COMBINED I SHEAR I ) S . SPLICE POINTS .. AT 0.00 T 10 1 15.0 -0 3 - 2 -3C 1 " 4.08 21.21 14.62 7.03 26.96 I 0 790 I 0.580 I ) AT 25.00 FT 10 2 15.0 1.0 -1.2 147.7 0.3 3.9C 8.03 40.30 9.38 40.00 I 0.207 I 0.095 I ) -. PURLINS '.jr, GIRTS I I I - AT 3.550 FT 10- 4 15.0 - 0.8 0.'1 _71•3 0.2 0.06 3.85 40.00 9.38 12.19 I 0.313 I 0.006 I . AT 6.52 FT 10 1 15.0 -0.2 -3.7 220.0 0.0 1.85 11.96 14.62 7.03 26.96 I 0.445 I 0.2o3 I AT 13.53 FT 10 1 15.0 0.0 -1.1 365.1 0.0 0.54 19.86 14.52 7.03 29.74 I 0.666 . I 0.077 I . . ..... . AT 1. -T 13 1 15.0 0.1-, 1 351.3 0.0 3.76 19.14 30.00 7.03 29.74 I 0.643 I 0.108 I AT 23.0(1 FT 1-3 1 ls.0 0.2 4.2 150.5 0.0 2.07 9.S2 30.00 7.03 26.50 I 0.370 I 0.294 INTERMEDIATE POINTS AT 1.75 FT 10 1 15.0 0.3 _7•3 -227.0 0.1 3.62 12.35 - 1.62 7.03 - 26.96 I 0.461 I 0.514 I AT 5.0 PT 10 2 15.0 0.5 -0.1 -71.3 0.2 3.05 3.58 40.00 9.38 12.19 I 0.318 0.036 I AT 11.00 FT 10 1 15.0 -0.1 2.4 312.3 0.0 1.23 16.99 14.62 7.03 30.00 1 0.567 I 0.170 1 • AT 15.0.1 FT 10 1 15.0 0.0 3.2 373.3 0.0 0.11 20.57 30.00 7.03 29.65 I 0.593 I 0.315 I -•- S AT 21.03 FT 10 1 15.0 0.1 2.9 256.3 0.0 1.42 15.55 30.00 7.03 30.00 I 0.519 I 0.201 I .. ... AT 24.2 FT - 13 1 15.0 -. 0.2 4.6 141.2 0.0 2.27 7.68 30.00 7.03 26.50 I 0.290 I 0.322 1 LOCATION X-CJA Y-COP DSP AREA RX RY LX LV 1 LV 2 KLX KLYI KLYZ SX LE 1 RT 1 13 2 RT 2 OS 06 CS 3 CS 2 .. -. 0 5_ - (I ) C INZ C I IN) ( N1 (IN) (IN) II . I RX RY -V (I N3 C (IN 1 (IN) (IN) (IN) SPLICE P3ITS S . i- ........... 10 -0.03 134.93 34.30 15.00 3.34 5.99 1.01 50113 60.3 100.4 59.5 13.39 120.0 1.29 1.33 1.00 2.22 ......- 13 25.00 1J5.97 35.34 15.00 3.54 5.99 1.01 601.7 60.3 100.4 53.5 18.39 50.0 1.27 . 1.30 1.03 1.29 PURLINS fI03 5013k 45 3446.L5 00 .3 I45 O91.0 th01 3 50 O_ ZIOC 4'.59 5 - ,t3539 -150 0 1 32 . .2i0Ot1 100 -Z3- •T-.-3'3 '6.50 -126.45 -34 59.555:5--1s39-12o0--3.29 60.0 10 13-5C 121.45 34.56 15.00 3.34 5.99 1.01 501.3 63.0 50.0 100.4 59.5 55S.5 18.39 60.0 1.27 60.0 1.27 1.00 1.00 1.23 1.32 10 15.1: 15.45 75.07 15.00 3.S4 1.50 1.01 503.3 50.0 53.3 100.4 555 55.5 18.39 60.0 1.27 60.0 1.27 1.00 1.00 1.02 1.29 D 2.5. 111.46 25.27 15.33 3.84 5.92 1.01 601.3 50.0 63.0 100.4 59.5 59.5 19.3 63.0 1.27 120.0 1.29 1.30 1.00 1.29 2.37 INTERMEDIATE POINTS 10 1.75 133.22 34.37 15.00 3.54 5.99 1.01 601.3 t,.0 102.4 59.5 18.39 120.0 1.29 1.00 1.00 2.22 10 s.CC 123.95 34.55 15.30 3.8- 5.99 1.01 601.3 63.0 103.4 59.5 16.39 150.0 1.32 1.00 1.00 1.00 5 ..... v.:0-FNU01:. FRAME DTIIL DEOIGN SUM')ARY Jfl: 4Q753 U63 A UNIT OF ITERNAfl.0N.L C3;~;:~"~ATJON P A S E lk FSAME \O• I DATE: 8-1? -85 10 TO'T R> 7 - 3/1 X .3 FLANGE 1/ 3 WEr, DEPTH AT JN 513=15.00 - DEPTH AT JN 812=15.00 LGNT= 25.0C WT= 331.10 E M BE R 10 FLA0E YIELD = 50.00 r.SI, iE3 VIELO = 50.00 KS) .•- L3CsT:'N >-OJ Y- 3SF 4E x F' L' LY I LY 2 XLX KLY1 KLY2 SX L 1 PT I 15 2 FT 2 OS 01 03 1 28 2 N OUT (UET) (IN) (2) (IN) (IN) ( IN) (IN) UN) RX flY flY (1N3) (EN) (TN) (IN) (IN) 10 11.00 123.95 34.75 15.03 3.-3 5.Q° 1.01 601.3 3.0 100.4 59.5 !S.3° 50.0 1.27 1.00 1.00 1.23 10 15.90 113.95 34.9 15.00 3.34 5.99 1.01 6C1.3 60.0 1CC.4 59.5 15.3c 60.0 1.27 1.00 1.00 1.00 10 21.00 113.95 35.17 15.00 3.54 5.95 1.31 601.3 83.3 100.4 5.5 18.39 50.0 1.27 1.00 1.00 1.29 19 24.05 110.72 35.31 15.30 3.6 5.99 1.01 601.3 60.0 101.4 59.5 13.39 123.3 1.29 1.03 1.00 2.07 MEI!EER 11 FRONT 95- 3 - 1/ 4 X o.3 FLANGE 3/1 WE-73 DEPTH AT JI 01439.30 - DEPTH AT JN 013=15.00 LGNT 15.141 WT=408.45 M'3P 11 FLA 30 YIELD - 50.01) KSI, rES YIELD - 5&.00 NSI ACTUAL FORCES I C I U a L A I L 0 A S L 6 STRESS CONDITIONS - - FM LCD AXIAL SHEA MOMENT AX .. A % SHEAR SENDING AXIAL S'EAR SENDING I SUM I 1 I, ASE DEPTH (KIPS) IKIPS) (KIP-V)) S T R E S S S T fi 6 S S I COMBINED I SHEAR I SPLICE POINTS I LT 3.03 1• 11 1 - 38.0 -1.7 -16.1 -2595.5 '.2 2.26 - 25.05 - 22.13 6.26 25.63 I - 1.022 I 0.361 I - • AT 15.1k FT 11 1 15.0 -0.9 -0.2 -39C.1 0.2 2.91 13.88 14.3 13.99 29.14 1 0.451 1 0.209 I • PURLINS OS CIRTS I I I ...... AT 3.62 FT 11 1 32.5 -1.5 -14.2 -1937.9 0.2 2.33 24.37 22.71 2.85 23.90 I 1.025 I 0.917 I ) AT 5.53 FT 11 1 24.9 -1.2 -11.6 -1162.5 0.2 2.48 21.21 22.14 4.91 25.71 I 0.930 I 0.505 I . -. AT 13.64 FT U 1 17.3 -0.9 - .0 -544.5 3.2 2.77 16.15 17.51 10.39 26.69 I 0.61-3 I 0.267 INTERM7-DIAT •' E •P3TT5 - . . AT 1.81 FT ii 1 35.3 -1.5 -15.2 -2256.4 0.2 2.29 25.26 22.41 2.42 26.96 I 0.942 I 0.947 I ) AT 6.12 FT 11 1 25.7 -1.4 -12.9 -1530.5 0.2 2.40 22.94 23.12 3.65 25.25 I 0.914 1 0.652 I AT 11.13 FT 11 1 21.1 -1.1 -10.3 -833.8 0.2 2.60 19.03 20.32 6.90 26.18 I 0.732 I 0.377 I ) AT 14.3? FT 11 1 15.1 -0.9 -5.5 -465.5 6.2 2.83 15.08 16.33 11.95 29.03 I 0.524 I 0.237 I ) LOCATION XURY-COFDEP AREA fiX flY LX LVI LY? KLX KIVI KLY2 SX 131 RT1LSZ °.T2 2S 36 CB1CS2 . .. MN 01ST (FEET) (IN) 11N2) (IN) (IN) (I( (IN) (IN) fiX flY PY (1N3) (IN) (IN) (IN) (I')) ) SPLICE PINTS 11 0.00 350.00 32.71 38.00 10.03 13.74 3.55 601.3 60.1 43.9 63.4 99.62 50.1 1.31 1.00 1.00 1.00 11 15.14 134.95 54.30 15.00 5.72 5.07 1.25 501.3 80.0 99.0 47.8 23.11 120.0 1.59 1.00 1.00 2.22 PJRLINS DR GIFTS 11 3.62 1',.43 33.09 32.50 9.03 11.93 1.00 601.3 53.1 63.1 50.0 63.1 50.1 79.53 60.1 1.36 120.2 1.37 1.30 1.00 1.08 1.48 11 3.53 141.42 33.61 24.84 7.57 9.49 1.09 601.3 60.1 63.4 55.1 54.81 120.2 1.45 1.00 1.00 1.48 11 17.4 135.44 34.14 17.25 6.15 5.89 1.21 501.3 63.1 50.0 07.3 45.7 49.5 33.72 120.2 1.55 120.0 1.55 1.00 1.00 1.4S 2.22 XNTEP.MEOIATQ P0ITS . :..- • . 11 1.dl 146...0 32.03 35.25 9.52 ::. 3.7 601.3 53.1 45.7 51.E 59.34 .50.1 1.34 1.06 1.00 1.09 - ••. 11 5.12 143.91 33.35 28.73 3.29 10.75 1.04 501.3 50.1 55.9 57.5 66.72 120.2 1.41 1.00 1.00 1.43 11_11 1 138.93. 33 oS 1 C9 6 96 8 21 1 15 801 3 8J 1_ 73 3 5. 5 43 82120 2 1 49 -. 1,00 1 00 1=45 - 11 14 39 15 89 34 22 16 14 5 93 6 4 1 23 801 3 6 0 92 8-49 7 30 83 12 0 1 57 1 00 1 00 2 22 v.1nj-R:;:3. F:&AE 3 TAIL DCGN SUM.A'Y J03: 49753 (J53 A LI41 3 1'TiATI3•..L CO3?O..L11G: PA,5: .e- FRAME NO. 1 DATE: 5-19-86 EIEIR 12 R2T .95- 9 - 1/ 1, X 6.0 FLA'G0 3/16 WEE OEPTH AT JN 816=21.00 - DEPTH AT JN 014=38.00 LGNT= 9.921 WT= 292.60 i10E9 12 FLANGE YIELD = 53.03 KSI, ,56 YIELD = 53.30 KSI ACTUAL F7P0ES A C S U A L 4 L L o w A 5- L S STRESS CONDITIONS M1 LOAD AXIAL Slic A7 MOMENT AXIAL SREA. 3E;0INS AXIAL SMEAR OENS)ING I SUM I I CASE OEFTH (NIPS) I!(IP3) (NIP-i'4) S T A S S S S I R S S S I CW3:NED I SHEAR SPLICE p-:.i:T: I I I - 4T 0.03 FT 12 1 21.0 -0.4 12.1 -547.5 0.1 3.07 19.45 20.76 6.95 30.00 I 0.450 I 0.441 I AT . T 12 1 38.3 -0.5 17.3 -2546.4 3.1 3.43 2.06 22.13 5.26 25.63 I 5.319 I 0.35S I PURLi:3 CjP. GIRTS I I I AT 3.51 -T 12 1 27.0 -3.4 13.9 -1795.4 3.1 2.75 22.74 23.24 4.15 29.57 I 3.753 I C.661 I AT 3.52 FT 33.6 G. 13.S -2312.9. 0.5 2.44 25.51 22.37 4.45 25.81 I 0.953 I 0.303 I . INTERMEDIATE -POINTS I I AT 1.7.5CT 12 1 24.0 -0.4 13.0 -liii 7 0 1 2.89 21.31 2Z.18 5.29 30.00 I 0 712 1 0.546 I AT -.t. -T 1 3 31 -0.5 15.3 -1634:.2 0.1 2.60 24.32 22.93 3.08 28.52 I 0.854 I 0.844 AT 9.22 FT 12 1 36.8 -0.5 16.9 -2453.1 0.1 2.46 25.80 22.25 5.37 26.24 I 0.95 I 0.3.96 I . -.:-'-- LOCATION X-3 Y-CO1 DSP AREA RX RY LX LV S - LY2 KLX KLVI KLY2 SX LS 1 RT 1 LE 2 RI 2 05 QA CS 1 CS MN 01ST (FEET) UN) (It42) (IN) (IN) (IN) (IN) (IN) RX RY RY lIP3) (151) (IN) (IN) (IN) SPLICE PJINTS . . .- 12 0.00 559•75 33.01 21.03 b. 31, 5.15 1.15 583.2 53.1 75.0 52.4 - 43.58 60.1 1.48 1.03 1.00 1.33 12 5.92 150.00 32.71 36.03 13.03 13.74 0.95 560.2 60.1 42.2 63.4 99.62 50.1 1.31 1.00 1.00 1.00 PURLI:-S OR GIRTS .- 12 3.51 156.40 32.90 27.32 7.97 10.20 1.06 5 80 2 60.1 63.2 56.9 55.5 56.6 61.35 30.1 1.41 60.2 1.41 1.00 1.00 5.33 1.23 . 12 5.52 151.35 32.75 35.61 9.51 12.95 0.77 560.2 60.2 63.1 44.7 62.0 62.0 90.55 60.2 1.33 60.1 1.33 1.00 1.00 1.23 1.0.9 ) . INTERE0iATE POI -',TS .12 1.75 155.14- 32.95 24.01 7.41 9.20 1.10 580.2 60.1 63.1 54.5 52.1R 50.1 1.44 1.00 1.00 1.33 . . . . .j 12 6.02 133.90 32.83 31.31 6.78 11.50 1.01 580.2 60.2 50.3 -59.4 73.42 60.2 1.37 1.00 1.00 1.23 12 9.22 150.70 32.73 36.81 9.01 13.36 0.96 580.2 63.1 43.4 62.7 95.09 50.1 1.32 1.00 1.00 1.00 . . .... MEM810 13 FRONT RI-SO - 3/16 X 5.0 FLANGE 1/ 5. WEb DEPTH AT JN 517=21.30 - DEPTH AT JN 516=21.00 LGNT= 30.001 WT= 479.70 .) . MEMBER 13 FLANGE YIELD = 53.00 KS!, E0 YIELD = 50.00 KSI ACTUAL FORCES A C T U A U A U I C W 4 3 L S STRESS CONDITIONS LJATI3 MEU LOAD AXIAL -SHEAR- MOMENT AXIAL SHEAR DENDING AXIAL SHEAR BENDING 1 SUM S I S I S 0455 DEPTH (KIPS ) (RIPS) (KIP-11) - S I S E S S S T 5 8 S S I CDM3INED I SHEAR I .. . SPLICE-POINTS I I .- - ... AT 0.30 FT 13 1 21.0 -0.2 -3.1 548.9 0.3 1.33 22.51 20.55 3.54 29.11 I 0.775 1 0.375 1 -- -- . . AT 32.0: FT 13 1 21.0 0.5 12.1 -847.6 0.1 4.27 29.53 30.00 7.32 29.35 1 1.006 I 0.524 I . . . PURLI-NS OR 01975 AT 3.53 Fr 13 1 21.0 -0.1 -.1.9 768.0 3.0 0.55 26.75 20.55 3.54 28.75 I 0.731 I 0.191 I AT .9 .) FT 1A .21 .01 3.1 0 1 -t 3-3..'2. 0 '303 1, ii 40 O0 4 71 15 22 t 0 993 I 0 00 I AT 1-, 5J T 13 3 21 0 0 1 -1.1 -434 5 0 ' 0 37 14 10 40.00 4.71 15 22 I 0 026 I-0.-079,;1 A1 1053. FT .................- - 21.0 -- 0.2' . ._U.5 •--24DO --=ô.0 0.1 --8.36 40.3O...:-71.....1.56 I- ö717 I - 0.038 -- . AT 23.53 FT 13 2 21.0 0.2 -3.9 -196.5 3.0 0.34 .54 40.00 4.71 11.66 I 0.557 I 0.071 F.A'E CET'.IL DESII.,N SUM-'ARY ..J): 49753 1)93 i:IT OF 3311A J.T :3TI2\AL cF1J:ATxc:. PAGE: )-) f I DATE: -I9-Rt MEI5E3 13 F40NT R,-lO - 3/13 X 5.0 FLA-)GE 1/ NEC- i2ETH AT JN 21721.00 - DEPTH AT iN 1'16=21.00 LGT= 30.001 4T= 479.79 M134 13 0L03 YIELD = 50.3 491, YIELD = 50.30 KS) 4C7UL FJRCES A C 7 U A L A L L 0 A L S ST3SS CD'3!T13:5 ME-'. L -A3 AXIAL S7L? AXIAL S1A E7N0I'G AXIAL SSE AR SENDING I SlIM z I I ASE DE?TH (AlPS) (4IPS) (KI?-Ffl S 7 Nl9 S S S T R 0- S S I CO'4SINEO I SHEAR I ?URLIXS OR ClOTS I t I AT 25.5.. T 13 1 C1.0 2.5 1.3 -337.7 3.1 3.99 22.22 30.00 7.32 29.35 I 0.757 I 0.545 I ITE.EDIATE P317S I I I AT 1.71 FT 13 1 21.0 -0.1 -2.t 713.2 1.3 1.03 25.12 20.S5 3.54 29.11 1 0.550 I 0.2E4 I AT 5.30 FT 13 1 2!.0 0.0 -0.1 535.5 3.0 3.21 28.06 20.55 3.54 23.69 I 0.975 I 0.059 I AT 11.00 T 13 3 21.0 0.1 -0.5 -427.5 3.0 0.17 14.90 40.00 4.71 15.22 I 0.979 I 0.336 I .. AT_ 16.00 CT 13 3 21.0 0.2. -1.6- "364-;4- 0.0 0 58 11 70 40.00 4.71 15.22 I 0.34 I 0.122 1 - AT 2. 0 T 13 2 21 0 2 -0.7 -221.6 0.0 .0 .26 '7.72 40.00 4.71 11.66 I 0.652 I 0.054 I AT 26.031 FT 13 1 211.0- 3 4 10.0 -319.1 L I .53 11.12 30.30 3.'4 29.35 I 0.379 I 0.997 3 AT 29.25 FT 13 1 21.0 3.5 11.7 -740.9 0.1 4.13 25.61 30.00 7.32 29.35 I 0.879 I 0.565 I :--- LOCATIDN x-:OR Y-00R DSP AREA SX RY LX LY 1 LYZ KLX KLYITh(LYZ SX LE 1 RT 1 L5 2 RI 2 OS 03 CS 1 CS 2 MN 01ST 4 FEET) I 114) IN?) (IN) IINI I IN) I Iii) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE PJI1TS .:. ....:-- 13 3.02 159.09 31.76 21.03 4.65 .3.05 0.92 580.2 60.0 72.1 65.4 - 28.70 30.0 1.20 1.00 1.00 1.13 5 13 30.00 109.91 33.01 21.00 4.55 8.05 0.92 580.2 63.1 72.1 65.5 28.70 60.1 1.20 1.00 1.0-0 1.33 ) • PURLI.S OR o;RTs S S 5 13 3.50 156.39 31.90 21.03 4.65 8.05 0.92 580.2 60..0 60.0 72.1 55.4 65.4 28.70 30.0 1.20 60.0 1.20 1.00 1.00 1.13 1.02 13 3.50 11.39 32.11 21.00 4.65 5.05 0.92 580.2 60.0 60.0 72.1 65.4 65.4 23.73 169.7 1.23 180.0 1.23 1.00 1.00 1.43 1.44 5 5 13 13.50 173.40 32.32 21.03 4.65 5.05 0.92 580.2 60.0 72.1 6S.4 28.70 180.0 1.23 1.00 1.00 1.44 13 13.50 171.40 32.53 21.03 4.65 8.05 0.92 580.2 6C.0 72.1 6.4 28.70 150.0 1.23 1.00 1.00 1.13 13 23.13 166.41 32.73 21.03 4.65 8.05 0.52 580.2 60.0 60.0 72.1 65.4 65.4 28.70 130.0 1.23 60.0 1.20 1.30 1.03 1.10 1.20 13 28.10 151.'1 32.94 21.03 4.65 8.05 3.92 580.2 63.0 60.1 72.1 65.4 65.5 26.70 30.0 1.20 60.1 1.20 1.00 1.00 1.69 1.33 .. ..-. ..._5_ INTERMEDIATE POINTS S 13 1.75 1'8.1' 31.33 21.00- 4.65 8.05 0.92 560.2 60.0 72.1 65.4 23.70 60.0 1.20 1.00 1.00 1.13 13 5.00 103.Sc 32.01 21.33 4.35 8.05 0.92 560.2 50.0 7 2.1 35.4 28.70 60.0 1.20 1.00 1.00 1.00 .• 1! 11.03 173.90 32.21 21.03 4.35 S. 0'; 0.92 553.2 6-3.3 72.1 65.4 28.70 190.0 1.23 1.00 1.00 1.44 S 53 13 15.03 173.93 32.42 21.03 4.65 5.05 0.92 553.2 33.0 72.1 35.4 23.7C 150.0 1.23 1.00 1.00 1.44 I - 13 21.00 185.90 32.63 21.0.) 4.65 3.05 0.92 580.2 60.3 72.1 65.4 25.70 150.0 1.23 1.00 1.00 1.10 - 13 23.00 133.01 32.84 21.00 4.s5 8.05 0.92 580.2 50.0 72.1- 35.4 25.70 80.0 1.20 1.00 1.00 1.69 - 1 29.2 5 10 Lt 132.97 21.0 8.0 ? 2 60.1 72.1 65.5 28.70 60.1 1.20 1.00 1 CV) 1-33 F 4 1 4 7 HUNCH- 3,16 X 5.0 FLMIGE 1/ 3 = )PT4 AT JN DPTW AT ii 17=21 CC LGIT= i.911 .11= 123.1' EN1ER 14 FLANGE YIELD = 5 0. 00 NSI, WE-:1 YIELD = 50.00 451 -. - ---..-- -.- . S. ACTUAL FCRCES; ...........A C-T USAL . . -. -AL LO N -.A-S.L -.E. STRESS CONDITIONS ...........r- •.-. -- .: S.. .. . S -M L30 AXIAL SI(CA MOMENT'AX T AL' FAR 0€ DI\G AXIAL sHEAP SENDING :SUM -_,% t I - - -- - - -0 - -CASE OEPTN.- 1XIPS) K1PS -(KIP-IN)----- T-R F S -5 -' S I R:E,S S 1 COMSI)410 I SHEAR SPLICE P1ITS I I I AT j.45 FT 14 1 17.3 0.0 -4.2 43.4 0.3 5.09 3.13 30.30 11.13 30.30 0.105 I -3.457 I AT .51 'T 14 1 21.3 0.3 -3.3 548.9 -1.0 1.33 22.61 30.00- 3.54 29.11 I 0.777 I 0.376 I PUALINS 7 G1SS - I AT 3.2-7 T 14 1 1.0 3.3 -5.7 293.7 0.0 3.35 13.00 30.00 7.05 30.00 1 0.533 1 0.474 1 VA F *-: D2TAIL SUM'.4Y JO); ',C753 I 4 UNIT 0 I TR;:37X1J4.L C P3447101 pA3F: f7_ 1 DATE: 6-19-56 ES5 14 F431T HWiC1.- i/16 X 5.0 FL4G 1/ 5 4EF DEPTH AT JN 013=12.00 - DEPTH AT J4 717=21.00 LGNT= °.91' WT= 123.15 EE 4:1 14 FLA'.Gi Y1ELL = 53.3) .SI, YIELD = 50.00 KSI ACTUAL FORdS C 7 U A L A 1. L 0 A L E ST7ESS CO13ITI.JNS TIC' ' L 4 .XI.AL Sjac J.MaNT AXL... S- E A 'L ND 1 '13 AX 14L '1 8'- NOIc'.0 I SU' 4 s :412 DE?T (KIPS) (KIPS) IIcIP- Il) S T °. A S S S I 5 S S I C-7M31ED I SH.°. I PUL1'S OR GIRlS I I AT 7.'.l T 14 1 19.4 0.0 -4.6 574.1 0.0 1.74 22.26 30.30 4.15 2.73 1 3.749 1 0.420 I ITEEDIATE POI:-T5 I I AT 1.t3 FT 1 I 3.2 0.0 -7. 153.3 3.3 4.27 9.77 30.-C 9.10 30.00 I 0.376 I 0.470 I AT 5.3, FT 14 1 17.2 3.0 -5.6 447.5 0.3 2.44 20.37 30.00 5.32 30.00 1 0.679 I 0.459 AT .9.1 FT 14 1 23.2 3.0; -42 613.3 0.0 1.53 22.52 30.00 3.53 29.43 1 0.755 I 0.4001 LOATION X-.JP Y-COR ClAP AREA RX RY LX LV 1 LV 2 ((LX KLYJ XLY2 SX L" 1 R' I LE 2 PT 2 175 34 CE 1 CO 2 'I ST I FEET) I I N) (1 '11 1 D ) 11 I - ( I") I IN) 'N) RX RY RY (I N3) IN (3\.) I I)'.) I IN) SPLICE POI'TS 14 0.',3 10.2 31.75 12.00 3.44 4.91 1.07 583.2 11.5 33.5 118.1 11.0 31.4 13.54 11.8 1.30 33.5 1.31 1.00 1.00 1.75 1.60 14 6.5.1 189.59 31.75 21.03 4.65 8.05'0.92 580.2 60.0 72.1 65.4 23.70 60.0 1.20 1.00 1.00 1.13 -. PURLINS OS GIRTS .. ..• 14 3.27 195.53 31.77 14.96 3.54 5.98 1.31 550.2 33.5 49.7 97.0 33.2 49.2 18.36 33.5 1.27 49.7 1.27 1.00 1.03 1.60 1.29 ........-: - 14 7.1 191.39 31.76 19.40 4.43 7.51 0.94 580.2 49.7- 63.0 77.2 52.9 63.9 25.79 49.7 1.22 60.0 1.22 1.30 1.00 1.21 1.13 ) ITE.c9EDIAT2 POINTS . . . . 14 1.63 197.15 31.7: 13.23 3.63 5.36 1.04 550.2 33.5 105.2 32.1 1566 33.5 1.29 1.00 1.00 1.63 14 5.34 193.46 31.77 17.19 4.j6 6.75 0.97 580.2 497 85.9 51.1 21.96 49.7 1.24 1.00 1.30 1.29 14 6.15 190.64 31.7b 20.22 4.54 7.75 0.93 580.2 60.0 74.5 64.7 27.23 60.0 1.21 1.00 1.00 1.13 9 • MREq 15 F3T COLUMN- 3/16 X 6.3 FL4:CE 1/ 5 WAS DEPTH AT J1 919=12.00 - OEPTS1 AT .1:-I 215=12.00 LGNT= 11.79' WI= 154 NAMES 9 FLANGI YIELD = 50.00 1(51, WED YIELD = 53.00 1(51 . . ACTUAL FORCES A C T U A L A L L 0 N A A L S SS CONDITIONS .. . LCCATi0i . LOAD AXIAL SHIAR MOENT AXIAL SHEAF =ENDING AXIAL SHEAR 8 I SUM S I S I ) A OEFTH (((IFS) IKIPS) IKIP-IN) S I R C 5 5 5 1 S S 1 COMBINE,) I SHEA7. I SPLICE P3IT3 I I I ) AT 3.03 FT 15 .1 12.0 ' 5 0.0 0.0 2.5 0.00 11.87 11.13 16.23 I 0.240 I 0.003 I AT 11.27 FT 1 1 12.0 -9.5 3•3 0.3 2.5 0.03 11.37 11.13 23.28 I 0.210 I 0.000 I PULIiS OR 01515 AT 2.19 FT 15 1 12.3 -9.5 0.0 2.5 0.00 0.00 41.37 11.13 23.28 I 0.210 I 0.000 I AT 7.19 FT 15 1 12.0 -.5 -3 -. 3.0 7 .5 3.00 0.03 11.57 11.13 23.28 I 0.210 I 3.000 I IRTEFMEOIATE P-3T:;TS 1.31 RI 17, 1 :2.0 .5 0.3 0.0 2.5 3.0 .00 11.57 11.13 16.23 I 0.210 I 0.000 I AT 4.6-3 FT 171 1 '- 95 0.0 7.5 0.00 0.. 11.717 11.13 23.28 I 0.210 I 0.000 I .41 -9 4 T I 1 0 -9 5 3 0 0 3 2 5 0 00 " 00 11 13 23 28 I 0 RiO I 0.000 I - 7'- - 10N I Y -DIP 'ARE4 - RX RY- LX LV lLY 21(LX (ILYt ((LV? SX LB F--RI 2 T--2 -CS QA CS 1052" M' 01ST 1 I I II) II 'N I IN) 1 117 I'll (IN) I IN) SR RY RY (1 143 ) I 1 ) (IN) (IN) N) SPLICE F 3 15 .0 1'8.e3 20.0 1?.oc. 2.21 .0~ 1.33 375.4 61.0 112.2 45.1 16.02 169.1 1.65 3.- 1.00 1.00 11.75 1AA.E0 31.20 12.00 3.31 5.02 1.33 375.4 4.1 11.E 112.11 3.9 6.8 16.02 169.1 1.6s 11.? 1.59 0.2 100 1.71' 1.75 OCSIGM - !?.PUT C JMGIT ION S Jfl3: 49753 15 A UNIT Q( AM: I: •.TTCAL Cu?jATICM PAGE: '7 - JO!, ',75 IC DATE: 3-26-96 UUILDE! vp/D1sF:T CJSTG..ER •:o.sTS'ic1:a ,4. PROFIT CENTER: CALIFORNIA JGC• SITE CITY SAAL0A0, CA. '01 L E; 1 sG DE CC 1 P C. FT. DEC. '. METEQS SPAU 0 O,15. 230.3035 2405.0000 6.ACK S155AL.. )EI = '-I 3/15 32.1,7 39,.Cc-DC 10.3330 FRONT SI0EALL HEI3-T = 32'-Il 0/15 32.9157 393.CDOG 10.0330 5U1L01'3 15431M. 33'- 0 0/iC 10.0300 363.00-30 RIDGE FP,--M 5,C( bLC', L%= 10.0'- 0 3,'15 100.0001 1200.0-300 30.400 ELEVATIO' (;F -?,0.T COL.= 5'- 0 0/16 0.3330 3.0003 0.0300 • 3ACK ROOF PIT-i = O.OD0 : 12 FRONT- ,O.F P Tt9 =' 0 5000 12 - LA' ADDIL CE 4:) = 3.30 'S TOTAL t.A0 = "D L 0EAD • 2 DSF (JRL S C SNEETNG) * FRAME' WEIGHT 15.86 PSF) 2c .on = 12.36 ?SF THE A0VE LOADS CG'M3INEC' WITH A.%Y SPECIAL LOADS APP-zAQ IN 4 LOAD CASES AS DESCRIBE!) BEL-JW: STRESS LOAC CES - --------------------------------------------- OESCRIPTION --- ----------------------------------------->FACTORS ... 1,35,13, 3, 0 DEAD LOAD * LIVE LOAD /TP.i0 E5', SDECIAL LOADS * 1.00 1,119131 0, 0 DEAD LOAD --NA 4IND SACK 1931 * SEC1AL LOADS * • 1.33 1,23,13, 0, 3 DEAD LOAD * 5M1 I'4D FCOSIT 1981. SPECIAL LOADS • - - - - . +1.33 ): 1,13, 0, 09 0 DEAD 1040 SPECIAL LOADS * * 1.03 .. .• ) DAY SPACINGS PILLOW: (SACK SDEWALL LEFT TO SIGHT) I BAYS AT 30' 0 3/16" SETWIEN FRSP.E LW. I A-3 FRAME LW. Z 2JILCIG LENGTH IS 32' 0 0115" ). PURLIN AND GIRT DATA FOLLOWS:. . C SACX SIDSUALL GIST OSTA - DIMENSION FROM CLOG. LTJ. TO OUTSIDE COLUMN FACE IS 0' 8 1/ 2" MAXIMUM GIRT SPACING IS 4' 9 3/ 4' 34CK SIDEWALL GIRT SPACINGS ( SASE TO EAVE 2 11 4"9 1 5' 0 0/16", Z 5' 0 0/16", 2 5' 0 0/16", - - 3 5 0 0/16", . 5' 0 3/ 4", :- 1 -,T SID1.ALL GIRT CAll - CIENSION FROM. CLOG. LW. TO OUTSIDE CCLJ ACE IS 0' C 1/ 2" : MIXINUM GIRT SPACING IS " 0 3/ 4" FR--;'T SIDEIOALL GIAT SPACIG1 ASE TO CAVE ) . 32' 11 0/1,', tI,,C SL:!;; PtJ.LI )-" - T"E'JON F..JM L)G LI TO PAVE PURLIT, IS 0 3 "'15" i.I S1SN PRO" EA P RLP4 to r 'ST 2NTEI0R PU1IN S 4 5/ - -- - :-' S343PuRLIW SCACF IS 4' 1 9• 15 PURLIW SPACES AT 51 0 0/16" 2.1035 SPACE IS I' S 3/16" F: 0:T SLUPE PURLIM DATA - 3TMCNZI3I FROM 1103. IN. TO EAVE PUSLIW 15 0' 3 7116" MENSIOM FROM CAVE ?URLI; TO FIRST F-;TERIOR PULIN IS 4' 1 5/ 5" SCLCOI-;-0?IJRL1N SPACE IS ,• 1 5/ 6" IA rJRLIN SPACES AT 5' 0 0/15" . .... . 2.1035 SPACE IS 1' 6 3/16" .•......................- . 'I A10 JESIG' - E PUT C0r4flITI31S JOE: 49753 L5 A .!NIT 3- .M2: ITZTICAL CV 4 PAGE: ? fIV4 DATE: 5-26-8 rJ4EER OF FR ES r 2P. THE J0 D1S1 IS I FRA'F J.1RSS.ENT ry L:..: 3, 1, POST AND . I 433UE0 .7 1AE LE I Lp-L;A.. 7!JLL LATEO AT LAST BACK SIDEMALL ILUM5 !TNDLR) ( OUTSIDE LANGE IS VEOTICAL) FI LENALL CCLUNNS A S1.ANFARC (IJUTSIJE FLANGE IS VERTICAL) - THE TOPS LF THE iT5RI'3F C'3LUNS ARERELEASED FR AME DESIGNED UTILIIING EE STIFCENE.S AS RUIRED MAX IMUH ALLD4:LE SUN PERCENT '3PN'L TAPERED MEMEEB 3SIG. FOR 9AC1 COLUMN NORMAL TAPERED MINCER DESIGN FOR FR0T C0LUM4 CJLY- 0L"rD AT .--TO;" 0F`C,3LUMN STANDARD:LOCATION Fq0'.T LOUt N ,JLTEO AT TO" OF COLUMN - STANDARD LOCATION' FRAME I ,ESIG ED A' DAILEC JNSV TRCAL AOL'T RIDGE SPEClAL.FRAE DATA FOR THE I FRAME FOLLOWS: . . . . . . SYMMETRY II) I SHAPE CODE = SP SPECIAL FRAMEIN'UT .1 DESIGN CODE = SC STRESS CHECK FRAME DEF CODE = 3 1It.. I LOADING: 3.00 ADDITIONAL DEAD LOAD I - . ....... ?=HAX. I NJMAER OF SUPPORTED POINTS 2 I 2.00 PURLINS C SHEETING INT. I :JUMEP OF SPECIAL MEM3ER RELEASES C I 10.85 FRAME DEAD LOAD I I NOREEN Or INTERIOR COLUMNS 0 1 TOTAL DEAD 15.3' PSF I AVG 6AY SPACE 15.00' I NUMSER OF MEMBERS 18 I LIVE 20.00 PSF I NUliaER OF CENTER LINE JOINT POINTS 19 I WIND 12.83 PSF . ..- ... THIS FRAME REQUIRED ON FRAI-tE LINES : ) ) . . . . . 2D SPECIAL LOADS APPLIED TO THE ABOVE FRAME FOLLOW . . . . ) FRAME SIDE TP3 1,J"P 01ST MDRZ. 01ST VENT. 01ST HOR2 LOAD VENT LOW MOMENT THIS SPECIAL LOAD W/CASE J_ NO CODE CODE 0003 MEAS (CEET) (FEET) (KIPS) (RIPS) fl(1N) CONO 1 CONO 2 COND 3 CCIO 4 1 1 2 1 2 3 50.0000 0.1000 0.000 -43.950 0.0 1 3 C . • 2 1 2 1 2 3 100.0000 0.0000 0.300 -22.730 0.0 1 0 0 0 . . 3 1 3 1 0 3 50.0000 0.0000 0.000 -37.750 0.3 1 0 0 0 4 1 3 1 2 3 0.0000 0.0000 0.000 -12.740 0.0 1 0 0 0 5 1 2 1 2 3 50.0000 0.0000 0.000 2.580 0.0 2 0 0 0 . . - .•..' .. .. ... 5 1 2 1 3 1O 0300 C 0000 C p0" 4 530 0 3 2 0 0 0 7 1 3 1 2 3 EC.0300 0.0000 0.000 2.160 0.0 2 0 0 0 ... ........ . S 1 3 1 2 3 0.0000 0.3000 0.00C 0.510 0.0 2 0 3 0 -.. . ... 1 2 1 2 3 50.0000 0.2000 0.000 0.530 0.0 3 0 0 .0 . . 10 1 2 1 2 300 0003 Ii 0J00 0 900 4.633- -0.0 3 C' 0 0 3 1 3 50.0..O0 0 0203 0.000 8 830 0 0 3 0 0 9 12 1 • 3 i- 2 .- o.0000.........0.0000 .........1.530 0.0 -O 0' 0 13 1 2 1 1 3 50.0003 1.0300 0.000 -21.359 0.0 4 0 3 0 14 1 2 1 2 100.0-003 C.00CO 0.300 -9.330 0.0 4 0 3 0 13 1 3 1 2 3 53.0000 0.0000 0.000 -15.160 0.0 4 0 0 0 16 1 3 1 2 3 3.0000 0.0000 0.000 -5.940 0.0 4 0 0 0 17 1 2 1 1 2 0.0000 0.3000 1.F40 0.000 0.0 2 0 0 3 18 1 3 1 2 2 0.000-0 0.000-0 4.040 0.009 0.0 2 0 0 0 19 2 1 0 L000 C1.0000 -4.043 0.00c 0.0 3 0 0 0 20 1 3 1 1 2 0.0000 0.0000 -1.540 0.000 0.0 3 0 0 0 ....'.- 44-0-3 -4 CC 40 in CD CI -n TI ''IT _' - 7:' 49 :4' • CC. Cr in m ri: 11 '41 CA 42'i CIT r L' .4' -J1n'-,OC.,iC-4,-JI-'C-'.-C--,..---.JC-ui4ir44JL.4'--4 • . 44 Ii •.1. 1" (41 4' Iii 4' Ci 0' 0 14 CI N CO Ci 0' 'Ci .4' 0.4 CI: r- r 44 (:4 C'; 1) flf -< • -C' 0' '4 -. C. - fl ; 7) • C- - ' - C-' C-' - 4,- C-' - - I-' C-' C" - C- C-' 4,. .r.'- -4 .4 •-1 '.4 UI 441 II 4'C 14 I,J 41 (.4424 LIt) C.' CII CCI 1)111 441.9 C-lCD 1 ,_ .j ,. 7': 4,. 0CC 4)000000 0000000 00 -1 r- o 4•f fCCf' .4 • -, rr r' . (4 444 -J -4 '4,- C- - fl iC 'r - i (44 -4 'ii Li -I CCC C' Clr'r'iC'.' 'L• r I. C' 44 • "-,' '-.. ',.. -.. "..".. ", -... ". '.4. '-.4 .4.. ".. '., ", .4.. .4. 9 4 '4 :9 7) 1 7 '•' C • 04(4, (4,'4'.Ci' -VI .4-4-(" CC' 04-.T-(n(n(7' '44,10 :4)7 ii . .41 .4' 4' 4' 4' Vi In 4'. 4' .4" .4' of C- U. 'OC) 0C'44iCof.,'4CI'J I., .,j CD ...............• .4 00 000000') 0000000 01) CC 042; 'Ci I CCC' 0Q'DCO'iO 0000003 00 rI t I iCl'T,i 17 4) . 0' '.' 41 4-41 4' .4, 44 0' 41 4' ICC 0' 0' .0 fl .4 /7 ,, I, C 00 000000') ...............N 0000000 00 ' p71 '4 00 0004:100) CCC.)OUC4CCCD 00 3'.;'iii,c: 0 7 C X7 001 • .-,.lr.4 -n . . C" -4or • 14 -- - - C' - - - 144 (41 C- C-' - - C" .000 0000 OCCCOC)C)044, CJCC in C44-4 0 C') Cii 0 Ci 0 0 0 000000 I ' t4 0 "1 .1 -4 C . N (CC :' ''419 'i 04' 0)000004) 0000000 41 0 --I -4(1 • 00 0000000 0000000 00 I CCCT ( .4 C) C' 4' -4 -i -4 -4 U, 0) (4, 40 U, 1CC Ii -4 -4 4' Ii C Ci 4) 0 C 00 -.4-.J'4J-4-4 C':CC'JNNC.4iC,iN CiC.) -. C-''4' 7' • IL) 0 0 C 17' 0' CC' (1 0' (II ' Li (ii (44 '.4 (II Lii 141 0 C) Qit In C) 144 CC'' (7 0 CIT C" CD CD 0, a 0 ci (C 'C 00 4'4'4'4'4'4'.4' 0'4'0'0'0'O'0' CC) CIC "4•(-C.-13 CTCD 4, Ci .4.. .0 LI CII .4.) 'OCT -'44C70'0(C'-CC C'4'C-'04'COO -44' 70 ' -0441 4'0Q'4'.U1'-J0. IJ'00In0b4t' .010 (41 00") •• • In o0 C-'79 1.044.01)1 '.flT'J..40'(0.00" 0'0 '.. 000 C" 000 C- I 4141 -4O'414'h4N4l-' .0441-40'ICC4'.ii NJC- 7 7_I -4 0-4 Q'I)T.4'L4iCJC"0 04(fl-40.cCC- 4044 107 - 0 4 C/C 44• '44 4 pp -n UT ICC 441 '11 4)1 JC 141 In 'II In UT In 441 'ii iC '.41 UT r- 00 0000000 0000000 00 P • I S 04445 . 042. 01.7 C'OIDQOO'D 0000000 00 '.40 mm UT Cii 00 (TI UT 'IC In 0 UC In 0000000 iC '.41 ICC IJC Ill In ICC 0000000 441 CJI 00 C' C) 405.544 5• t/lt 00 0000000 0000000 (70 In I : (CC .04' 4f0'00'O0'0 ''0-0443-00.0.0 -04" 44 4C I 4•S SI. . .44 C-iTO 4'4'4'4'4'4'4' .41,4'4.44'4'4. CON) 4 ', COOS 0'O0.O'0'0.0 '0000.0-00 'f 744 In LA In In (IT In CA In IA LIT '41 C/C In UI In '41 40 (IT fl m CD CD 01 CD CCI (CC (11 mm CD m m CD m CD CD 44 4" ..44.44 4.44..4.4..4 4..4.4 .4444 fl -40 (2 co 03000CrICOC') 0CD00'lD T.004 --44 '4)0 '04)0'U'00Ci '0V'0V013 4)93 c'CC'T 4CC1C"C'C'TC'CC'C CD0C*C)CCC4'C 6'CCtC 441 (4 CICCC)C)C'CDC'C 00441(10(944') (1 441 -nr -' , : In C/C '41 lIT C/T cIT In IC IA CA (IT I/C 4/C In C/C CIT II In 4 40 '440 'UOT7V'O0 vmvmmmv -o -. 44 C'1 >CC->I.D-3- Cl CC 0(CC Cl Cl 49 >>D.>iCP 1949 49 1-1 (9 (9 (9 P (9 ('4 mm mrCCnCrC,mr(Crf1 ,nmn,Cnn-, ITT m mm' C/C '0 to IA 74 In'4' In In In In In C/C In In C/C lIT 74 IA (7 'DC/C ;'In'DIAInI.,-C'Ti 'DIn10In'OIA7_ I/C'Q p.249 4 . I In ('1 IA 74 1/1 In In In In In In 0 In V: I^ (IT (IT 74 In 1.0 C/C Z I/C 'Ci II' (IT I/C '4) '0 43 '0 (IT '0 In 'V IA 7 In NJ 423 I . m . 4 4 LA 4.. -.- VAC0—J RE';CT JMM4 Y / \SE ?LtT2 5JM.\Fy JOS: 49753 L5 U1T j A: 11T C0PSA1 IO. PAGE: j L RA?E O. I DATE: C-26-86 SJMAKY OF ECTICS: I0 L"' CO ,-TIu HIORIZINITAL VERTICAL OC:< '.35.13, 0, 10'.1 95.31 0.00 .tJT 1,15,1?., 0, 0 —107.16 105.42 0.02 A CK 5, 0 —1.'5 —6.8 3.00 FRONT ,1113, 0, 0 2.22 1.37 0.00 L. 1,23,:?, 0, 0 —5.12 1.74 0.00 RJT 1,23,13, 0, 0 13.15 —12.34 3.00 - iCK?.1,13,C, 0,0 5.0..I0 14838.. 0.00' .. _. ....i.. ............. . - C.sQNT 1,13, 0, 0, 0 —50 10 51 32 3.01" - <---- ANCHOR SOLT DATA -;;-> WELDING MARK N-0. WIDTH TK LENGTH NUMBER SIZE PATTERN I P— 15.00 X 0/3 X 19.00 .4 1 CIA. 438 2.09 SS-4 - . . .. FRONT E'P— 16.00 X 0/6 Y. 19.30 . CIA. A36 3.74 SS-4 . VA-Cui-.JC,. FA'4E 3DS1( .:E' 1T1FFPE DATA 303: 49753 15 A UNIT -3' A - IT ATI1X..L JP2 .T1G: PAGE: a f 4 DATE: 8-26-86 STIFE.IA 2E.UH3'1NTS: sT I S 0Ti0 LD:T1O;EE 3EpT- H/T ,1/ AI SlIP 8IER SIZE SIOCS W2LDIG DETAIL I S Nfl (INI 'ATIO RATIO ( - ) I T( WIDTH L - S ? 1 2 1:TECMSOIATE SHIAA 14.54 46.905 1:s.3 3.33 1..G.72 I 1/ 4 X 2 3/ 3 80TH STD. CK-O YES I I I 2 1 1:TE.'iE3IATE EHEA.k &,.29 57.753 154.00 3.30 173.25 I 1/ 4 X 3 0/16 BOTH STD. CK-0K YES I *FL.5 5Y7• -ELD FOR I ID 0-3T4N3ARD --- PO -M0D1FICATI3 PUIqE I I 3 1 10-ORAL .<N!E ETF. I 5/3 X 6 3/8 BOTH YES I 2 L./;-iAucH FIG EX 57.750 I 9/ S X 7 1/ 4 BOTH 55-2 NO I .. . 6 1 1 TEPMEDI ATE SHEAR 1.78 47 125 188.50 3.30 141.37 I 3/16 X 7 1/ 2 BOTH STO -0K YES I -- 15 JTERt3IAT SHEAr 16.52 50.814 135.50 3.00 152.44 1 1/ 4 X 2 1/ 2 BOTH STO CK-OK YES I **sSFLJ.N'E EXT. HELD FOR. .EMEES 16 IS ON-STAND4R0 --- NPD M0DrFI:ATION RE0UtR ED* *t .. . -16 1 DIAGONAL KNEE STE. I 5/ 8 X 6 5/ 3 30TH YES I 2 COL./AUCH FLO EX 2.40 57.750 I c/ 8 X 7 .1/ 4 BOTH BS-3 . . I •• NO I ) 13 1 IWTERMEOIATE SHEAR 1.84 47.375 189.50 I 3.00 142.12 I 3/16 X 2 1/ 2 BOTH STD. CK-OK YES I .5.... ) 12 1 IWTER!'.EOIITE SHEAR 3.69 47.125 186.50 3.30 141.37 I 3/lb X 2 1/ 2 30TH STD. CK-OK YES I . BOLTED c0N3ZTIoN DATA: S.) 3 1<---- PLATE DATA ---->1<----------------------BOLT DATA ---------------------->1 ) .. MEMSER I I I OUTSIDE INSIDE I CONNECTION CAPACITY 3 I 1K WO LENGTrt I SIZE 37OS 4-8311 STIFI ',ROWS 4-BOLT STIFS I PITCH - TYPE OUTSIDE -- INSIDE .:. . 2 2 1 10/3 15.0 53.935 I 10/5" DIA 4325 4 4 1 4 2 1 1 4.50 AISE 39406.47 23272.37 ). 3 1 1 L'J/8 15.0 33.733 I 10/3" 014 4325 4 4 1 4 2 1 I 4.50 AISC 33406.47 23212.37 4 2 I 3/C 15.0 54.753 I 1 " 314 4325 4 2 3 4 2 0 I 4.00 AISC 13362.60 13062.0 . . 5 1 I 0/3 12.3 54.75& I 1 " 314 1.325 4 2 3 4 7 0 I 4.00 AISC 1250S.66 12506.65 . 6 2 I /3 12.5 53.300 1 3/4 314 4325 4 1 0 4 2 0 I 3.00 AISC 6472.74 6472.74 1 7 1 I 5/3 12.0 53.000 1 3/4 " 014 4325 4 2 0 4 2 C I 3.00 AISC 6444.27 6444.21 - ... . 8 2 I 5/6 11.0 58.500 1 1 314 4325 4 2 0 4 2 3 1 3.53 AISC 14237.77 14237.77 S 1 I 6/1 i5.3 '... 'OD I 1 314 4 2 0 4 2 0 I 3.50 AISC 1101.7 21 1101.7 61 I / 1 3 ., A32 4 ' 3 4 - 0 I 3.50 4150 1644C.40 16443.40 10 2 I 6/3 15.3 6. ;q3 I 1 01 A 4325 4 2 0 4 2 0 I 3.50 AlSO 16448.40 16448.40 .•. . - . . 10 1 I ô/5 15.0 55.030 I 7/3 014 A325 4 2 0 4 2 . 0 1 3.50 41SC 13334.05 13334.05 11 I 1./v 13 2 5 ...0.. I 7/ 314 43 4 0 4 2 0 I 50 AISC. 10900 74 10900 74 14 1 /3 13 0 "4 7-" I 1 01. 4325 4 2 5 4 2 0 I 4 03 AISC 13062 80 13062 30 15 21 .3/4 1'.O 54.753:1:1 "0144325 4 2 'C. 4 2 0 14.00 4150 13062.PO [3062.33 -- 16 1 13/5 15.0 .125 i 13/A" 014 325 4 4 1 4 2 1 I 5.00 AISC 33770.',7 20425.23 17 5 I 12/5 15.0 64.12 I 1OIS" 014 4325 & 4 1 4 2 1 I 5.00 AISC 37247.55 23218.31 °RA1E FLIGE FRCE DATA JOB: 49753 LS i, JNIT C j;T:TIOt.L )PTIrJ PE: x i4' FRAME o. 1 DATE: R-26-86 FLANGE •3ACIG RUI?E".ETS: LiALK S1G OF F9.A RI037 TO 1: 0 4 0 9 9 6 LO3TIC. 1- A 0/15 E'- S 0/ 16 11'- 6 0/16 15'- 63/16 211- 6 0/15 26'- S 0/16 31- 5 0/16 0 F 59.593 5S.2661 56.329 55.5995 54.0653 52.323 51.393 F 0 FS 300 NOT REQ D OT 1EO 0 F55044 0T REO U NOT IiEQ U F550-34 SAlK EI OF FRAE RI000 TI AVE: 7 7 6 6 5 5 LOCATION 36'- 6 0/16 41 - 5 3/16 46 - 5 3/15 51 - 6 0/16 56-- 5 0/16 61*- 6 0/16 '661-w 6 0/16 - -nEPT.H F5 49.3993 48.0001 4 0001 68.0331 48.0001 4S-0001 46.000i* - - • FS MATK S NOT REQ 0 NiriT RE O 3 °34090 NOT RED 0 NOT RED 0 58B4090 NOT REQ C SACK SIDE JF FRAME RIDGE TO SAVE: -- 4 t 5) 3 3 3 16931 3 3 - LOCATION 71 1 - 6 0/16 761- 6 0/16 911- 6 0/16 56- 6 0/16 911- 6 0/16 951- 7 11/16 99'- 9 5/16 . . . .. DEPTH 0 FE 43.5012 50.6012 52.936-7 56.0559 59.1941 0.0000 0.0000 -- F5 NAK-2 OOT RIO 0 SF54114 -40T 012 0 NOT REO 0 - SF55070 NOT REQ C - NOT REQ 0 ...... BACK SIDE OF FRAME 5631 10 E&V: . 0 1 1 1 12) 2 2 . . . . -- -. L2CAT1C: 7- 2 1/ 4 12'- 2 1/ 4 171- 2 1/ 221- 2 1/4 27'- 2 1/4 • -.-. -. . . . L'EPT 0 FE 33.0937 43.5937 54.0937 60.0000 0.0000 F 0 NOT REQ NOT RED 0 S°5054 NOT R' 0 NOT REQ o I 2) - 1/2" DIA. 6-325 N.G. IMIS POINT FRONT S130 OF FRAME KI300 TO t:AVE: MELER 0 13 10 ID 10 10 tO 11 LOCATION 1'- 6 0/16 51- 6 0/16 111- 5 0/15 16'- 6 J/ló 21'- 6 0116 26- 6 0/16 31'- a 0/16 1 ....... ... 00 PIN 0 F 5. E5.2673 94.9339 55.6004 54.2670 52.338 ¶1.4010 ... . . F 6OK 0 FIE050 NOT .313 0 -NOT FED P P35144 NOT FEC 0 SOT 010 0 F15004 . FRONT SlOE OF FRAME 01J5E TO EAVE: • . .. ,., , . . - - :..• - . . . . M' E 11 12 12 13 13 14 (2) L4 L3C;iI3N 361- 6 3/15 41'_ 6 3/16 46'- 6 0/ 51'- 6 0/16 56'- 5 0/16 61'- 6 0/16 65- 5 0/16 c0rTH I FE 4.401O 55.00-21 43.3001 45.0-301 45.0001 47.9999 43.0001 PS YRP.K I NOT RIO 0 NOT RIO 0 F24C0 NOT REQ 0 NOT REQ 0 SF54090 NOT REQ 0 - -' r- U 35 .1 3- 3t_i.i .•-?( . . . Sn 33 c• 2 ii. ... 53 5 . 7 4.1 33 U, .1 LI -3 o C. .tID It fl 453'. - •- . :- S • 3.11 4 11 • : •- .1. .ri 5 4 • S 4-) - II. C) 731 LI 1.1 1- 7. Cl f3 fl rI (P • • 3 ' 3.41 :-3 I)-J". II' • C,,-, 1 5:) • -1 • 4 I .13 3- ,, m. 0- C',) (30 04'•-'. Lu Lp 0- I -cd • 00'.. 5•, I I !' 4 I 7 • C I'3.CJ -400 M m'- -4 . rn. C.,- I . . O3.n 341 41.4 0' - 'I- ,_•1 3 4 4 . 4 0 VACjF4..ijts F.t.3 0T-IL DES! 5fJYIA9Y JFJS 49753 L5 A ---:-.I T DF .,L C.J'C1 TjL: ?AGE: .9- f& 1 01T8: 8-25-86 :oLuv- 3/ . X. .c FLt.&Z 3/ : .32 DEPTH AT j i=is.oc - OEDT1 AT JI 2=6C.00 LGMT 20.05' WT=2542.D0 MF'L3F 1 FLA..G Y: -:L:) = 53.00 .S!. YIELD = 50.30 !S! ACTAL 1LL3WA:LE STRESSCC)!TI3'S L12.113. ' LO IXIAL S,1A. J3MT IX3AL SHEAR 3E0IS AXIAL SH'19 BE0I'.0 I SUM S I I I 3A53 DEPTH (KIDS) CXI?S) (?-3'fl 1 T A 3 S s S T R 8 S S I CWSINEO I SHE act I SPLJCS P!ZKTS AT 0.00 FT 1 1 18.0 -1124.3 -95. 3.0 3.5 14.53 0.00 22.33 20.00 30.00 I 0.163 I 0.729 I AT 20.36 FT 1 1 53.3 -10-..3 -?5.-4 -23717.6 2.3 4.33 27.36 26.0 7.23 29.50 I 1.006 I 0.605 I ) Pt9j 3R ;:RT$ I .T 7.21 FT 1 1 33.1 -124.2 -9S., -5323.5 3.0 7.93 23.53 26.51 11.71 30.00 I 0.715 I C.577 I AT 12.23 FT I I 43.0 -104.3 -93.4 -14452.9 2.7 5.32 24.59 27.49 E.60 30.00 I 0.920 I 0.913 I AT ..17.Z5 )T.- 1 1 5- I -l0, 3 -93.4 -20382 3 2 5 4.85 2t.°2 27-0-0, 7.82 29.96 I .0.97a 4 :0.620 $ INTERMEDIATE °CPTS I I I IT 3.51 FT 1 1 3 S - 04 3 -9 -231 7 3.3 10.28 13.98 25.16 1 75 30.00' 1 -.1-576 -- - I 3.6i3 I AT 9.72 FT 1 1 32.3 -104.3 -93.4 -11418.2 2.9 5.85 23.15 . .::.:........ ;: - 27.08 .8.51 30.00 I C.857 I 0.795 1 - AT 14.74 FT 1 1 4I.3 -104.3 -98.' -17417.6 2.6 5.37 26.05 27.49 5.54 30.00 I 0.955 I 0.629 I ... .. AT 13.63 FT 1 1 57.0 -104.3 -95.4 -22049.9 2.4 4.60 27.13 26.70 7.51 29.14 I 0.992 I 0.61 I LOCATION X-:0 Y-00R DSP AREA RX RY LX LV 1 LV 2 KLX KLY1 KLYZ SX LS I RT 1 LE 2 RT 2 OS 06 CS I CS 2 -. MN 0 ST EE' C fl (1 2) (IN) (IN) I V0 C I I CI ) RX )3V RV C ('13) (IN) (IN) (IN) (IN) ') SPLICE P-INTS ) 1 0.00 1.46 0.00 13.00 28.69 7.95 3.54 333.2 55.6 86.4 62.3 22.6 22.6 201.89 237.0 4.56 207.0 4.56 1.00 1.00 1.75 1.75 1 20.03 3.21 26.00 50.03 44.44 24.19 3.08 330.2 50.1 20.5 19.5 866.81 123.2 3.83 1.00 0.93 1.22 . . . ) PURLINS OR GIP,TS ) 1 7.21 2.09 7.19 33.09 34.35 14.14 3.51 330.2 94.5 35.0 24.7 415.24 237.0 4.17 1.00 1.00 1.75 1 12.23 2.52 12. is 43.59 35.24 18.19 3.32 330.2 60.2 27.2 13.1 553.65 207.0 4.02 1.00 1.00 1.75 .. . . 1 17.25 2.96 17.19 54.09 42.22 22.06 3.16 333.2 60.2 60.1 Z2.5 19.0 19.0 759.92 207.0 3.90 123.2 3.89 1.00 0.96 1.75 1.22 ) INTERMEDIATE POI NTS 1 3.61 1.77 3.59 25.55 31.52 11.12 3.66 330.2 86.6 44.6 23.7 304.88 207.0 4.32 1.00 1.00 1.75 - - 1 9.72 2.31 9.69 3e.34 36.32 lt.19 3.41 330.2 60.2 30.6 17.7 496.23 237.0 4.09 1.00 1.00 1.75 1 14.74 2.'4 14.69 45.S4 42.25 20.14 3.24 330.2 53.2 24.5 15.6 665.57 207.0 3.96 1.00 0.99 1.75 1 13.66 3.09 57.05 43.33 23.13 3.12 330.2 60.1 21.4 19.3 612.82 123.2 3.96 1.00 0.95 1.22 - MENSER 2 5AC Cc.LUM- 9/ 8 X 15.0 FLANGE 3/ 3 NES DEPTH AT iN 5 2=60.00 - DEPTH AT JH 0 3=66.00 LGNT= 9.79' WT=1879.63 ME.SER 2 FLANGE YIELD = 5C.03 K SI, ('E0 YIELD = 53.00 KSI . ACTUAL FORCES A C T U A L A L L C' N A 5 L E STPESS CONDITIONS -- ---: - .. ULAT C I N L) ot X IAL S 4 ML NT A X1AL SHE AR EENOINS AXIAL SHEAR SIENDING I SUMI :3 ASE 0E ;T CIPSI [UPS) IK1?-rl) S 7 9 E S S S T 3 3 S S C COMBINED I SHEAR I ... ,... SPLICE r.J;'TS AT,. o.00jT .i 60.0 .. '95.3 107.2;23717.6 - 1.7 4.75 .. 20.17 2S.10 7.30. 2.71 I . 07,36.I . 9.652) . . . AT 7.4V,-FT 5 -339fl r 1 7 .76-2S.32 25 10 7 30 29 71 I 1 011 I 0 o)2 I PUNLINS OR CIF.TS AT .19 -T 2 1 60.0 93 -107.2 -25530.6 1.7 4.75 22.57 23.10 v.30 29.71 I 0.817 I 0.652 I VA123-PP.JIii F.: DTIL OES:0; SuMIA- Y Job: 4753 L5 A UNIT .3z A I.T :10-:AL C3iATI0 PAOIE: RAE 0. 1 DATE: 8-26-85 2 CCLJ'"- ./ 0 2' 55.0 FLAGE 3/ S 4EE DEPTH AT JI 8 260.00 - DEPTH AT JN 3=60.00 LONT= 9.79 WT=1874.68 S NE 11, SE 2 FLA:G. YiEL1 1S, dE: YIELD 50.20 S1 ACTUAL FJP.CES I C T U A I A L L C. W A 1 L I STRESS CONDITIONS LAT 13. LIAO AXIAL SHEAF MOEXT AXIAL SHEAR EEWDI'U AXIAL SHEAR SENDINO I SUN 2 I I S CASE DEPTH (KIPSI (UPS) (KI0-!fl S T R F S S 5 T S 8 S S I COMBINED I SHEAR I PURL1:S U CERTS I 1 I AT 7..3 ST 2 1 62. 9S•3 -107.2 -32960.3 1.7 4.76 23.04 28.10 7.30 29.71 I 1.231 I 0.552 1 INTESMEOlATS F3I'TS I I I 3T 1-3 ST 2 1 63.0 -5.3 -107.2 -21Z4.1 1.7 4.76 21.37 28.10 7.80 29.71 I 0.777 I 0.552 I AT 4.67 FT 2 1 50.1' -95.3 -127.2 -2745.4. 1.7 4.76 25.30 28.10 7.30 29.71 I 0.909 I 3.652 LOCATIC X-.D' Y-CC1 DP AREA- RX RY LX LY LV 2 KIX KLYI ((LV? SX LB 1 ST I 12 2 RTL 2 OS QA CB __I CE 2 N 31ST (FEE') (IN) (I\2) (IN) (IN) (IN) (IN) (II) RX SY ('V (113) (IN) (IN) (IN) (IT'.) - - - SPLICE POINTS 2 0.30 3.21 2c.02 53.08 55.41 25.23 3.38 330.2 62.1 19.6 17.3 1175.63 123.2 4.04 1.00 3.99 1.22 .:. ., 2 7.44 3.21 27.44 60.02 55.41 25.23 3.38 330.2 63.1 56.9 19.6 18.7 15.8 1175.63 123.2 4.04 56.9 4.02 1.00_0.99 1.22 1.01 -. PURLINS 35 GIRlS . 2 2.19 3.21 22.19 60.00 55.1 25.23 3.38 330.2 60.1 1.b 17.F 1175.63 123.2 4.04 1.00 0.99 1.22 .. . . 2 7.19 3.21 27.19 60.00 55.41 25.23 3.38 330.2 63.1 19.6 18.7 1175.63 123.2 4.04 1.00 0.99 1.22 . .5 INTERMEDIATE PCI1T . 2 1.09 3.21 21.09 60.02 55.41 25.23 3.38 330.2 80.1 19.,5 17.2 1175.63 123.2 4.04 1.00 0.99 1.22 2 4.9 3.21 24.69 63.00 55.41 25.23 3.35 330.2 63.1 19.5 13.7 1175.63 173.2 4.04 1.00 0.99 1.22 ._ MEMSER 3 5AC HAUNCH- 9/ 6 X 15.0 FLANGE 7/15 4EE DEPTH AT J.'I 0 3=60.00 - DEPTH AT JU 8 4=52.00 LGNT= 1$.99 WT=334.18 MEMBER 3 FLANGE YIELD = 5C.00 KSI, KEE YIELD = 50.00 KSI ACTUAL FORCES 4 C T U A I A I L 0 W A 3 1 E STRESS CONDITIONS -.- LOCATIO'. MEM LOAD AXIAL SHEAF NOMEUT AXIAL SHEAO SENDING AXIAL SHEAR BENDING I SUM I CASE DEPTH (KIPS) (KIPS) (KIP-IM) S T 5 8 S S S T P S S S I COMBINED I SHEAR I SPLICE POINTS I I AT 2.4. FT 3 1 60.0 112.7 31.7 -33959.4 1.9 3.11 25.09 25.00 4.77 30.00 I 1.00C I 0.652 I AT .15.99 FT 3 1 52.0 -112.3 74.3 -20122.5 7.3 3.35 19.88 24.03 6.43 30.02 I 0.730 I 0.522 I PURLINS OR GIRTS I I I AT 5.4? FT 3 1 53.3 -112.6 83.6 -33958.2 1.9 3.15 25.53 24.42 5.06 30.00 I 0.949 I 0.624 I AT 10.45 7T 3 1 55.8 -112.5 75.7 -25178.4 2.0 3.24 23.82 24.40 5.60 30.00 I 9.560 I 0.578 I AT 15.49 FT 3 1 52.5 -112.3 74.9 -21529.8 2..) 3.33 20.83 24.54 5.22 30.00 I 0.761 I 0.535 I . . . I1T2R'4E3ATE P)1\T! AT 3.41 FT 3 1 5'.4 -112.6 81.3 -3267.5 1.9 3.13 27.59 24.94 6.87 30.00 I 0.933 I 0.643 I . . AT 7.96 FT 3 1 55.? -112.5 79.5 -28554.' 2.0 3.20 25.21 24.37 5.32 30.00 I 0.905 I 0.501 AT 12.99 FT 3 1 54.2 -112.4 77.5 -23832.2 2.0 3.28 22.34 24.33 5.90 30.00 I O.12 I 0.556 AT 6 2 IT 3 1 c 4 -.12 3 7 A -20&s1P I. . 3 3' 2.. 35 24 04 33 30.001 I 0 746 I 0.528 I LOCATION x - CR Y-C-3O DEP RX RY LX LY 1-LY-2 KLX kLY1 KLY2--- SX - L 1 91 1 182 ST 2 OS 06 CE iCE 2 M 31ST I EFT) IN) I I2 ) (IN) ( IN) C IN I ( IN) (I(I) FX FY FY (I 513) (154) . (IN) (IN) I')) SPLICE PC11TS 3 2.43 5.33 9.4 60.03 59.01 24.79 3.23 1133. 5A.9 3.0 45.7 17.4 11.3 1209.37 56.9 3.9 7 37.0 3.97. 1.00 1.00 1.01 1.04 3 18.99 20.15 30.31 52.02 85.52 21.78 3.36 1533.9 U0.3 52.1 1.S 1012.75 120.0 4.08 1.00 1.00 1.27 - N 22i1r' 31.)'N>4-91-'., .-. N:Cr' ,<; '12>4< .4'4924'41C413''o7c3 '4-4'42 -4-IC --4--4'91 mm Vi Vi Vi>4Vit'C1'-C' ml,' x 2- -1 49 1 ('92 -4 4' P. In P. - '-. J2. m r- - 0) in to 20 .21 2 2" 20 CI U) 2" 0 0 CT 0 -1 74 .-. - ('92 (fl IC) 0' NJ -J (1 J.I 1,91 C) '41 ('4 'J fl Cr to'-- to 91• mi-' CC)it0'200rfl r 74>' - -44 rn'.nlllCfloc') 090 '4191• C) .1 V090: hi.C-04"ni 4,4'u,V.(" 02)0 C.? C') C.I0-IU'4iI.n OON Cl 49.0C"C)'022'1.0 -4;. c,o'iI U C2' ln0'.n.I:)oL't.2cj 2" ,, C) • 2. 74 NJhhi-Ir14r,1 141,12" >1 'fl'II-4'9112 lili4' I '4m'4'4C)-l--4.4 0 (".-'.OflC2'1')01C1 2.91 -C' in >4 .....-t. 0-C:.J.Vi--424'o' 00 (('NI'.'-' 'flU n, ;11 N 21) '11212 4-4-')o'UO'C"')'N'.lC- r. In '19111.214 1421,4 _4.< ; >471 I01I,4)20'UlI,lI., -I-; "71 2,' 19i19Q-I19 .-'CO I -( 0 C)OC)C)-400C) ".4 2.91 4,,. 4 ri '41 CI 91 91 • 2,912 2 rl in ii: '.0 143 0 .4' CO 0 2') 02 0' 22,143.919' (1,0 O'CO 14 -(2)) w N0 '0124' - • '4' 4 . ".0 3.. 4.5' ill C. 2.11 .91' 1,91 .4' 4' 4' .1' .2" 4' 4' (11 Ill IC) 1.41 191 3.91 fl .91 3.4 m NI C) 4 . CI) r' r 2 I"41.1 21) C' 14 C) Li 0 0 It 3. P. J. 1,11 Vi 141 S,'l 3.41 VI '41 .22 '4 3.91 '3.) In C) C) "., 141 Ci .4 III 9)1 '4 (0 - 49 (2)"., 4-92 91 Z) . ... ••. ;r, . c- C).0 .4' 22) (9 C,) 91' -2 .3.' 3.) 10 71 In 2' 9,91 Ci' I" .3.' .4' 1' C') C) C) 5493.91 49141 45141 III 4-' 1') 11 1)9') - Cl - Ci. .,) I" (91 0 Cl) IS, '0 71 114 9.1 r-. 2,) 221 1.', .1 • >4)4 I',l')'('l 0'O' 03.) I '.1241 49191 '.4, '0 .4" C) Cl -4 CD w• '0 Cl' 0' '19 (2) " 4-12214- .21,0 2,1421) 91) 4'19t1,:o '014'99' 0 21.) 3.1 ',,J til '.ij 22.) Ui IjJ 74 111 4 w 14) CII 'C) 4 1,1 i.,i .21 0 VI '1 .4" -' '41 .0 Ii 4 • 91 91 p Vi 2- P. -< 2' 101 lj) UI 21 .1 2.22 91' 0 3.4 1.-i UI (I' -'I Vi '4 2," In Cl - - 3- - - - - - . fl - - 19,- - - p.' - P. In 14.1 441 1,1) 141 UI CII Vi - P. C 0 (11 1,21 401 2,2 l'l lo) 221 C' C 49 • 91 "4 '4 .4 4 -4 -.j .4 '-. C C' II . II 'II '0.0.0 .0.1) 49.0 Vi4'Ci' 1,141491 2,21.4 '91191 .0.04).> .91.10',) 91 91 • IA 09 'C) 2.91 101 1,21 -4 0 0' 0' II" 0' 0' C' 4' • 0' 0' 0' 4 0' 0' Ii' P. "- - "4 0 2,) 3.) "l CI CI '4 I- 2: CD 0 121 - 00 -0 .4C) '.421) '-I-' 1-'.4'CO I'll)' I-''.) '.-lUUl 113. 10000 010211 4'. C' -JO-u, '20 -- 'vc >409 191 UI 7.912 '.2 .4 C' - VI 49 '41 III .0 41 I". 71 2-4 ' Ci' '.- C' C) .-,-. . .3.-I - 23.2 '.'C - . • 2': '- 27' 221 '4 9 2" ".2 (2) - 0 "1 P. -4 '49092,91 0911 1912_lI 7471 >1 I 09)41494' I.924'4' 104' I r' C • >91 I'. 2- 7" 'S 9191 .2. 2< 1' t '3., 141 'I) I) '9 P., 91', "IlIlCI C.' L 0 • '( -< U C) '0 0 '0 0 '0 7 1291 2 • • • • -( '4 491 229201..) 1)1".) 1J219 I" 091,1-4 141,0 -41,11 (11'0C 09'04-'W 0021,1 - 91 7. 4" 21,1 22,1 Vi 22) - Ci 3.9201> In II 241 It 0' - II I ,4) C '4.4 "1 - 0' 91491 In .4' *91 0' -4 I 1/2 71 P (2) 11.1 91 I ¶10 21 P. C) 91 IS) - ' - 0I P42)2 1.1 hi CD 4' 2 C) 0 4.0''4 090' 0'-.) 14922) . NO'Ui'O 921.0(2' hi 131 hi Vi 1'.) .4) • 4 >9 1,1 14 221 24 1,1 224 P.) 49 - In 91 91 - 91 I 91 2 91 >4 >3 in 19 '41 (0 .3.' -4 1221 CI UI NI hi 20' 221 144 223 9 >4 09 '0 0' 09 0) - 141 4" 91) .2' '0 CII (1' .14 in 91 * 91 91 • 91 • - -1 CII '10141 44 4' 95,1 t C' .0 -1 41 - l'.J ".4 -4 191 C'4'. - "3 09 0) CD .1 Cl) (0 09 (0 00.0 C)3 00 Z -4142 -'4 OÔID-.J 00-'.) '4 • I • .' ''41 41 .1' Lfl .4' fl 1' >4 0 - * • • ' 21) 0-0 C) C) I) 0 4 91 91 91 91 74 Iii 4.' 0 0 Cl 0 00 I) C., 2,0101 (1)141 -74 41ul - 1117 4p 4'th I"CO >ic 0) 10 ' .4' API 4'I.,i 4'4'U1 -.21) 20 2'• '--4 09 . ......... 2 (9109 , 000.0 0121.0 >4 1.2 I". '0 (91 249 -2lJ) CI) '-1 -44' Vi U) U) CII '9 UI W (II>4 II . . . II 000 00 00 OP. . .2' 1" 'P' (0 91 I 000 91 91 00 91 I 00 - 21921 ' 09 I ,' . , ' Cl) 0 '.4 C" 71 13.1 91 000 00 00 0 0 - ' ' 121 C) 0 0 121 1) .0 ------------- C' 1,192 Cl I 2"' "I C') 1221 000 00 I21" 4'CIO II It - ,.' .......01 '4' IA I ••••••0 I)' (0 .0 -102 0' 0 I4 1492 2 ........Cl . 41 00 0 10 -10 0 0 C) C) 21) C) 0 00 1/I 090 242 '4' '0 '0 - '40) 2.21 - .0 ID 2 84 (1) Cl ' 0 I 0 0 CI C) 0 0 0 C) .0 10 0 0 ' 0 - - '0 44-Vi 000 0)) 00 >4 . . 91 I 4 91 -------------0 (>010 " I I>) "1 I) 092 -4 C. (4' 00 C) .......91 00 0 0 I/I '4 >4 - Z I -4 0 0 C) 0 ' 0 21) C) 23. -4 II, 'j ('.4 Cl' -4 -4 Vi -401 '.409 m 44 0 ' II - .- -' .-' '.- - - o II 01 0' '0 .4' 0' 222 142 0' 49 >4 - , ........,..'I '4) 2" 41 '49 Ni .2'4.4 Vi II 4'-) 1)1 hi 494 Vi - 0' hI 10 CII 3.21 Vi ' 74 1292 .8' C) 221 hi IS) C) .'4'4 -.I4. 251 IS) C) '4 -44, I- Ill '.21' *492 CII 5' • (91 ' , , 1 '0 , • UI - 1291 ' 51 291 11' " VAPRiLEU rLE DTTaIL ESIC SIJM'AV j30: 49753 L5 & UNIT OF P-:T.R:.ATIC::AL cC-ATIO-: PAG: .I2 • •i FR4E NJ. 1 DATi: 8-26-95 :j MEMEER 5 LIACK 2 - 1/ 2 X 52.0 FLA'G3 3/ 5 .12 0E"H Al J 6 548.00 - PEPT-I AT J3 8 64IL00 LG-NT= 10.00 WT1020.28 ME3E.A 5 rL4-W1 YIELO = 50.30 1S. E YIELD = 53.0-3 K SI ACTUAL F1C0S C 7 U a L A 1. L'W A 3 1 8 STRESS CCNDIIIONS 131,T :c- NFM L2AC AXIAL SHEAFI .MJMENT AXIAL SH5A i0ING .TXIAL SHEAR OSNOING I SUM 4 I I CASE- 2EFTh (V.121) (KIDS)(UP-TN) S 7 3 1 S S 7 R E S S I CO"OINSC I SHEAR I • SPLICE POINTS I I I AT 0.2 FT 5 1 4.0 -513.4 75.1 -11109.0 3.7 4.17 25.63 20.91 5.29 29.25 I 1.035 I 0.73 I AT 10.03 T S I 6.0 -113.7 71.e -23114.3 3•7 3.97 5.55 20.02 5.29 30.03 I 0.351 I 0.750 PUXLIXS OR GIFTS I I I AT j.,. FT S I -113.3 71. -7052.3 3.7 .10 19.13 ZC.CI 5.29 29.25 I 0.792 I 0.775 1 AT .2.SJST 5 1 43.0 -11C.3 72.0 -307.1 3.1 .00 2.55 20.92 3.29 29.25 I 0.456 I 0.756 I INTER EDIATE P21 T I I ..T 1.75 )-T 1 46 .0 -110.4 74 5 -953&9 3 7 , 14 22 Ac. 20 91 5 29 29 25 I 0.912' I 0.732 AT 6 03 'T c 1 ', -113.3 72 9 -5780.3 3 7 4 05 13 86 20 92 29 29 25 I "'0.623 I 0.765 I AT 9.2E FT 5 1 45•3 -110.2 71.7 -2959.5 3.7 3.98 7.09 20.92 5.29 30.00 I 0.400 I 0.753 1 -.:- ..::: :.'.- .. .lOCATI0F1 X--JR Y-CCR DEP AREA RX RY LX LV 1 LV 2 KLX KLYr KLYZ IX 13 1 RT 1 LB 2 RT 2 S 05 CBICB 2 .) MM 0151 (FEET) UN) (IN2) (IN) (IN) (IN) (IN) UN) RX RY RY (IH3) (IN) (IN) (IN) (IN) SPLICE POINTS .. 5 3.03 33.15 31.46 42.00 2(?.63 15.35 2.21 1133.9 53.0 61.7 27.2 417.23 180.0 2.90 - 1.00 0.91 1.4 --. ... .• 5 10.03 40.14 31.55 41.30 29.53 15.32 2.21 1133.9 50.0 61.7 27.2 417.23 50.3 2.85 1.00 0.91 1.95 PURLINS JR GIRTS - 5 3.50 33.64 31.61 48.03 20.53 12.35 2.21 1133.9 50.0 61.7 27.2 - 417.23 183.0 2.90 1.00 6.91 1.54 .- - - 5 3.50 35.4 31.82 45.00 29.63 1S.3 2.21 1133.9 60.0 63.0 61.7 27.2 27.2 417.Z3 180.0 2.90 60.0 2.88 1.00 0.91 1.54 1.95 ........... . . INTER MEDIATE POINTS 5 1.75 31.99 31.54 45.00 29.63 13.35 2.21 1133.9 50.0 61.7 27.2 417.23 120.0 2.90 1.00 0.91 1.54 ) 5 6.03 36.14 31.71 1.5.03 29.43 18.32 2.21 1133.9 60.0 61.7 27.2 417.23 330.0 2.90 1.00 0.91 1.54 ) 5 9.25 39.39 31.25 42.02 29.63 13.35 2.21 1133.9 63.0 61.7 27.2 417.23 60.0 2.85 1.00 0.91 1.95 - MEMBER S bACh RI- 3 - 7/15 X 12.0 FLANGE- 1/ 4 wE-F DEPTH AT JN 3 6=48.00 - DEPTH AT JO 8 7=48.00 LGNT= 10.001 -4T= 765.60 . MEMBER S FLANGE- YIELD = 50.30 KSI, E2 YIELD = 50.00 MEl ACTUAL FORCES A C I U A L A 1 1 0 14 A S L E STRESS CONDITIONS LZ)CATIO, -3N LOAD AXIAL SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SHEAR SENDING I SUM I I I I I CASE. 36-'TH (UPS) (KIDS) (KIP-IN) S I P. E S S S T R E S S COMBINED I SHEAR I - SPLICE PJI1TS AT 2.2) FT 5' AT 13.0) FT A POINT L0DS AT S.E7 FT A P1IFL1OS R:G1RTS ) AT--3.50T -. S AT S.53 FT - INTERMEDIATE PL- ITS AT 1.73 FT 5, 1 45.3 -113.2 71.4 -2314.7 4.9 5.95 5.94 15.39 4.45 28.10 1 0.508 I 0.922 I - 1 4 5. 0 -105.2 21.1 5967.2 4.9 1.92 17.64 18.14 2.34 28.10 I 0.87) I 0.248 1 45.3 U I'.1 47.3. 59.C.3 4. 5.51 17.53 12.10 1.45 I 26.10 I C.873 I I 0.675 I 1 4 3 -1-1,& 2 7fl 1 .56 5 ', 9 4 1 '4 1.. 09 -6.45 29 10 I 0-340 1'0.966. I V 41,.0 -110.1 45.3 - - 4009.1 4. "5.69 14.22'' 10.10- 6.65 28.10 I 0.760 I 0.882 I I I 1 4-S.0 -110.2 72.3 -222.3 4. 4.90 2.43 12.09 6.1.5 I 28.10 I 0.357 I 0.914 I FIAE CT4IL. DESIGN SU'A'Y J013: 49753 15 A UNIT )r ACA 17 .0.4TI0:4L ;PDTI:.. PAGE: 4-3- -DATE: 5-26-86 ME4r..Ek 1AC7, 1F- 3 - 7/15 X 12.0 FLAsG0 1/ 4 DEPTH AT JN I 6=45.00 - DEPTH AT JN 3 7=48.00 LGNT= 1.0.001 WT= 755.63 '. S FLA.\G6 YELC = 50.0. ASI. .E0 YIELD =50.30 .SI ACTUAL F1INI.ES C I ii 4 L LLLCNA LS ST4SS CONDITIONS LX.;TIU S -!CA ENT AXIAL SHE r. 3ENDING AXIAL SWEAR BENDING I 5p; '3 I 20 -7TH ('I?I) ((IFS) (Ki?-I) S I F F S S S T F S S S I 111'81N50 I SHEAR I INTENMEOLAT 6 FOINTS I I AT 6.03 T 5 1 41.0 -110.1 69.2 776.7 41 5.77 6.12 18.09 £.45 23.13 I 0.551 1 3.34 I AT 1.23 FT b I 44.0 1iG.1 63.41 5473.4 4.7 5.67 16.03 18.10 t, .4S 29.10 I 0.622 I 0.373 LOCATION X-L OFF API RX A LX L 1 LY 2 NIX KLYI KLY2 5% 13 1 AT 1 16 2 ST 2 05 34 CE 1 C3.2 MN 01ST L FEET) ( IN) I IN2) IN ( IN) ( IN) 11N) (IN) RX RY NY ( IN3 ) (IN) ( IN) ( IN) 4 1) SPLICC P11 Is 6 0- 00 43.14 31.86 43 03 22.ZBI 19.09 Z.33 1133 50.0 59.4 25.2 338.28 60.0 2.99 0.99 0.76 1.95 6 10.03 50.13 32.3C 48.O0 22.2 19 09 2.35 1133.9 43.5 59.4 13.3 329.28 43.5 2.99 0.99 C.76 1.07 - - POINT Io4os - :.- --.- -- -.' .:•. 6 9.31 50.00- 32.Z9 48.00 22.23 19.09 2.33 1133.9 16.5 43.5 59.4 .9 18.3 333.28 15.5 2.90 43.5 2.99 0.99 0.76 1.10 1.07 - PULINS OR G1RTS . . 6 3.53 43.,33 32.03 48.00 22.29 19.00 2.38 1133.9 60.0 60.0 59.4 25.2 25.2 333.28 60.0 2.99 60.0 2.09 0.99 0.76 1.95 1.61 .-) ........... 6 8.50 46.63 32.23 48.00 22.29 19.09 2.35 1133.9 6C.0 16.5 59.4 25.2 6.9 338.28 60.0 2.99 16.5 2.99 0.99 0.76 1.61 1.10 . INTERMEDIATE POINTS . . ) 6 1.75 41.89 31.95 45.00 22.25 19.09 2.3C 1133.9 60.0 59.4 26.2 338.29 60.0 2.99 0.99 0.76 1.05 6 6.00 4).13 32.13 48.03 22.25 19.09 2.35 1133.9 63.0 59.4 25.2 338.29 63.0 2.99 0.99 0.76 1.61 - 6 .25 49.31 32.27 48.03 22.28 19.09 2.35 1133.9 16.5 59.4 6.9 333.28 16.5 2.9' 0.99 0.76 1.10 MEM6E 7 SACK RI- 4 - 1/ 2 X 12.0 FLANGE 1/ 4 WEE DEPTH AT J 8 7=46.00 - DEPTH AT JN 0 8=48.00 LGNT 10.00' WT= 316-.3Z,-. -- - - - . •. WEM8ER 7 FLANGE YIELD = 50.00 KS!, WES YIELD = 50.00 KS! ) . . . . ACTUAL FORCES 4 C T U A I A L I OW A B I E STRESS CONDITIONS - LOCATION MEN LOAD AXIAL SHEA4. MOMENT AXIAL SHEAR SENDING AXIAL SHEAR SENDING I - SUM --1 1 CASE DEPTH (NIPS) (NIPS) (KID-IN) S I I S S S I S S S S I COMBINED I SHEAR I ). SPLICE POINTS I I AT 0 CO FT 7 j 4F.0 -108.2 23.6 5966.0 4.6 98 ic, 18.35 0 35 23.55 I 0.775 I 0.344 AT 10.00 FT 7 1 46.0 -101.1 23.1 5601.0 4.5 1.65 23.11 18.55 2.35 29.55 I 1.009 I 0.712 I PIILIMS OR GIFTS -. AT 3.53 FT 7 1 45.0 -103.2 22.5 5936.3 4.6 1.88 15.64 18.55 2.35 25.55 1 0.361 1 0.798 1 AT :9.50 FT 7 1 4 3. 0 -103.1 20.7 3233.5 4.5 1.72. 22.12 18.85 2.35 26.55 I 0.977 I 0.732 I . . . . . INTESMEE -lATE r.014TI AT 1.75 FT 7 I 43.0 -139.2 23.2 6459.0 4.6 1.93 17.33 38.55 2.35 28.55 I 0.819 I 0.821 AT 6.03 FT 7 1 41.0 -103.2 21.6 7999.3 4.c, 1.d0 20.42 15.95 2.35 25.55 I 3.920 I 0.765 I . - ........... AT 9.23 FT 7 1 I.0 -103.1 20.4 8418.1 4.6 1.70 22.s2 15.35 2.35 23.55 I 0.993 I 0.722 1 - L3CT 7C.4 DEP A.E X IY L.( LY LV 2 NIX VLY) %L2 5% 13 1 ST 1 LB 2 PT 2 CS CA CS I CS 2 AN 0-I ST (FEET) - (IN), ( !NZ ) ( IN) I IN) (IN) . I IN) (IN) RI RY NV 11.%'3 ) (IN) (IN) I IN) (IN) SPLICE POINTS 7 0.00 53.13 32.3: 48.Cu 23.78 1'3 . 34 2.46 1133.9 43.5 5S. 17.7 372.17 43.5 3.05 1.00 0.75 1.07 7 10.00 60.12 32.71 48.33 23.75 19.39 2.46 1133.9 62.O 53.5 24.4 372.17 s0.0 3.05 - 1.00 0.78 1.06 VC3-i2 F46E 0-TIlL :2;1G S0M.Y J53: 43753 LS A UNIT CF AKCAiIT:R3!OAL COA70LTJC-- PAGE: . 1 FRAM NO. 1 DATE: 8-26-96 MEN0E 7 .ICF r.s- - 1/ 2 N 12.3 FLANGE 1/ 4 WFP DEPTH A7 Jv 8 743.00 3ET4 AT J!4 I 546.00 LGNT 10.00' WT= 816.70 - -: E Ip.0 7 FLA YIELD - 50.00 KSI, YIELD - 50.03 KSI Lucsr1J -C--0S A55 IN NY L- LYI L7 (LX '(LVI '(LYE Sy, LO1 R71L32 FTZ IS OA CEICS2 MN 91 IT I F EE II Ifl I IN?) 1 i-n I 19) 1 IN 1 I I N) I I R 8y SY U 113 I 1 IN) (IN) I IN) I IN I PUNLINS R 01575 7 3.50 03.63 (2.44 45.00 23.73 1S.39 2.45 1133.4 43.5 s1.0 58.5 17.7 24. 372.17 43.5 3.05 60.0 3.05 1.00 0.75 1.07 1.05 7 3.50 36.52 32.o5 40.00 23.75 14.39 2.43 1133.4 50.0 6-3.0 52.5 24. 4 24.4 372.17 60.0 3.05 60.0 3.05 1.00 3.78 1.05 1.06 INTERMEDIATE POINTS 7 1.75 51.:S 32.37 48.00 33.7' 14.3 2.4t 1133.4 4 3.5 58.5 17.7 372.17 43.5 3.05 1.00 0.78 1.07 7 5.00 55.12 32.55 43.33 23.75 19.30 2.46 1133.4 60.3 55.5 24.4 372.17 60.0 3.05 1.00 0.78 1.05 - 7 9.25 59.37 32 48.01,1 75 1q.39 2.46 1133.9 O 0 58.5 24 37. 17 60 0 3.05 1.00 0.73 1 06 MEMBER 0 oC" 113-5 - 11-2 N 32 3 FLANGE 5/15 Wt DEPTH 6T 8 9=46 00 - DEPTH AT JN 9=52 CC LGT 10.60-'WT= 940.2' MEMBER S VIA GE YIELD = 50.00 KS I, WES YIELD = 50.00 KSI ACTUAL FORCES 4 C 7 U A I A I LOVABLE STRESS CONDITIONS - - - - -. - - - - LOCATION MEM LOAD AXIAL 5HEA MOMENT AXIAL SHEAR. BENDING - AXIAL SHEAR BENDING I SUM I - -- 8 CASE DEPTH (AIRS) (AIRS) (!UP-IN) S T A E S S S T A S S S I COMBINED I SHEAR I - - -- - SPLICE POINTS - I I I - - -- - - - - -- - - --- -- AT 0.0 FT S 1 40.3 -107.7 21.9 5599.2 4.0 1.46 21.79 19.82 3.68 29.57 I 0.898 I 0.397 I -• - ) -- AT 10.00 FT 8 1 '.0 -107.6 18.2 11004.9 3.9 1.12 25.07 19.32 3.12 29.03 I 0.994 I 0.359 I - -- PURLINS OS GIRTS i I AT - - 3.50 FT -. 8 1 45.4 -107.7 20.6 0491.3 4.3 1.33 23.15 - 19.83 3.47 29.39 - I 0.937 I 0.385 I - AT 3.50 FT 8 1 53.4 -107.7 13.7 10672.0 3.9 1.17 24.69 19.83 3.20 29.11 I 0.962 I 0.365 I -- INTERE0IATE POINTS -- AT 1.75 FT 3 1 43.7 -107.7 21.3 9:52.1 4.3 1.40 22.50 19.53 3.57 29.48 I 0.918 I 0.3911 - - - - AT 6.0-3 FT 5. 1 50.4 -107.7 - 19.7 13095.6 3.9 1.25 23.98 19.83 3.33 29.25 I 0.961 I 0.375 I -j - -- - - -- - AT 9.25 FT F - 1 51.7 -107.7 15.5 30839.7 3.9 1.14 24.29 - 19.82 3.16 - 2.C7 0.956 10.3621 - . -. - - - - LOCATION X-COR Y-00 DE Ail EI AX FIV LX LV 1 LY 2 '(LX '(LVI '(LY2 SN LS 1 RI 3 18 2 ST 2 05 QA CS I CA 2 - MN 01ST IFEET) (IN (IH2) (IN) (IN) (IN) (IN) (IN) RX P.Y RY (I N33 (IN) (i -N) (IN) (IN) - - SPLICE POINTS - - - - - -- - 8 0.00 60.12 32.71 46.00 26.59 :2.34 2.32 1133.9 60.0 50.2 25.3 394.70 60.0 2.96 1.00 0.84 1.05 - 8 10.00 70.12 32.95 52.00 27.94 20.01 2.27 1133.9 60.0 56.1 25.4 438.90 - 50.0 2.92 1.00 0.82 1.04 PURLINS -JR 01575 - - 8 3.53 £3.62 32.33 49.'-) 27.12 19.32 2.31 1133.9 53.3 53.0 56.7 26.0 26.0 409.97 60.0 2.95 60.0 2.95 1.00 C.53 1.06 1.03 - -- - - 8 8.50 68.62 32.93 51.40 27.75 20.01 2.25 1133.9 59.0 60.0 56.7 25.3 25.3 432.16 60.3 2.93 60.0 2.93 1.00 0.82 1.05 1.04 - - - -- -. -. INTERMEDIATE POINTS ------- -- - 8 1.75 61.57 32.75 E.7C 26.91 19.38 2.31 1133.0 50.0 - 59.4 25.9 402.31 60.0 2.95 1.00 0.84 1.05 -. - I £.00 5.12 32.55 50.4) 27.44 17.6: 2.29 1133.7 6).0 57.7 25.2 421.01 60.0 2.94 1.30 0.53 1.05 - 8 5 o9 2 54 7 64 9 11 2 1133.9 63 J 2, 4 433.52'..'0 0 2.93 1.00 0 92 1.04 )- 943.10-P FAtE OTAIL LOIIGN SUW1AY J0: 49753 15 A U1T OF f.M2/; 7 *T.NA7I0'st.L CORPORATIX, PAGO 1,51- DATE 5-25-95 MSMFE I C.' -- 6 - 1/ 2 X 13.3 FLAG3 5/I6t-EE OE°TH T J S 9=52.00 - OEFTM AT JM 810=50.00 IGNT= 29.90 WT=3306.5S FLAG0 YIELI) = SC.r.0 1S1, WE:' Y IEL2 59.30 KS! ACTUAL FSPCOS A C I U t L A 1 L 0 4 A F L I STOISS Cfl0ITI0'iS AXIAL SM2A' M3.FMT AXIAL SH5A NO!NI. AXIAL SHEAR 8E9IFG I SUM 1 3 I 0 2252 D,- P I H (YiP3( (IPS) (K1PIJ S T 0 2 3 S S T P 1 5 S I COM5IIED I SHEAR I SPLICE P2I.TS I AT .0' PT 2 1 50 -127.7 17.5 11030.7 3.5 1.38 21.34 19.53 3.12 27.91 I 0.831 I 0.346 I AT 29.90 FT 9 1 5.0 -507.4 5.4 15292.5 3.2 0.34 24.b4 19.69 2.38 26.91 I 1.023 I 3.147 I PJILI5 JP GIFTS I I AT 3.5) FT 9 1 52.9 -107.7 16.0 11709.4 3.', 0.98 22.20 l9.2 3.01 27.81 I 0.913 1 0.326 I 47 0.52 FT 9 3 54.3 -537.5 1'..4 12627.9 3.4 3.25 23.18 19.79 2.56 27.65 I 0.952 I 0.296 I ) AT 13. 50 CT -91 1 95 6 -107.6 12.5 13434.9 3 .. 0.72- 23.90-- 19.76 2 72 27.49 I -0.931 I 0.265 I AT 13 53 FT 9 1 56.9 -107.5 13.7 14133 5 3 3 0 60 24 37 19 '2 2 59 21 32 I 1 002 I 0 231 AT 23.53 FT 9 1 51.3 -137.5 14714.6 3.3 0-4S 24.62 19.67 47 27.15 I I 016 1 0 195 I ) AT 28.53 FT 9 1 89.6 -107.4 7.0 15187.4 3.7 0.37 24.67 19.62 2.36 26.96 I 1.022 - INTErMEDIATE I 0.159 I .' POIWTS AT 1.75 FT 9 - 1 52.5 -107.7 16.9 11361.9 35 1.03 21.79 19.93 3.07 27.86 I 0.895 I 0.336 I -') AT 5.00 FT 9 1 53.6 -107.1 15.3 12182.5 3.4 3.01 22.73 19.31 2.93 27.73 1 9.934 I 0.311 1 : ) AT 11.00 FT Q 1 54.9 -107.5 13.4 13045.3 3.4 0.73 23.57 19.15 2.79 27.57 -I 0.968 I 0.281 I AT 16.00 FT 9 1 56.3 -107.5 11.6 13796.6 7.3 0.66 24.16 19.74 2.65 27.41 I 0.993 I 0.248 I ) AT 21.02 FT 9 1 87.6 -107.5 9.7 14436.5 3.3 0.54 24.52 19.70 2.53 27.23 I 1.010 I 0.213 I ) AT 25.03 FT 9 1 59.3 -137.4 7.9 14964.9 3.2 0.43 24.67 19.55 2.42 27.06 I 1.020 .1..0.177 1_,- AT 29.2.3 FT 9 1 59.8 -107.4 5.7 15244.6 3.2 0.35 24.66 19.61 2.35 26.94 I 1.023 10.152 I .5 - S.... ,. LOCATION .-00S V-OCR DIP ARIA SX RY LX LV 1 LV 2 KLX KLY1 KLY2 5X IS I PT 1 18 2 PT 2 OS QA CS 1 CE 2_ MN GIST (FEET) tIM) (IM2) IN (IN) (IN) (IN) (IN) RX P.V RY (IN3) (IN) (IN) (IN) (IN) .5 . SPLICE POIMTS . ) 9 0.00 70.12 22.96 52.00 33.94 20.21 3.07 1133.9 63.0 54.5 19.9 815.41 60.0 3.77 0.75 0.85 1.04 9 29.70 100.00 33.95 60.03 33.44 23.60 2.90 1133.0 33.5 45.0 11.5 620.82 33.5 3.69 0.95 0.81 1.00 FOALING OR GIFTS 9 3.50 73.1 33.37 52.94 31.23 21.14 3.00 1133.9 63.0 63.0 53.5 20.0 20.0 527.40 60.0 3.76 60.0 3.7' 0.95 0.85 1.04 1.03 9 1.52 75.61 33.22 54.27 31.65 21.61 2.98 1133.9 63.0 63.0 52.5 20.1 20.1 544.69 60.0 3.75 60.0 3.75 0.95 0.84 1.03 1.33 9 13.50 83.61 33.30 55.61 22.37 22.05 2.95 1133.9 63.0 63.0 51.4 20.3 20.3 562.18 60.0 3.73 60.0 3.73 0.95 0.53 1.03 1.02 9 12.50 50.61 33.53 56.95 32.42 22.55 2.94 1133.? 60.0 63.0 50.3 20.4 23.4 579.85 60.0 3.72 60.0 3.72 0.95 0.82 1.02 1.02 9 23.50 93.61 33.68 52.29 32.93 27.01 2.92 1133.9 60.0 60.0 49.3 20.5 20.5 597.70 60.0 3.71 60.0 3.71 0.95 C.32 1.02 1.01 - 9 28.50 96.53 33.53 59.s3 33.32 23.47 2.91 1133.9 00.0 33.5 48.3 20.6 11.5 615.74 60.0 3.69 33.5 3.59 0.95 0.51 1.01 1.00 1MT5P.E0IA) I POINTS .... . .. 9 1.75 71.37 33.02 52.47 31.9 20.93 3.01 1133.0 59.0 54.1 12.9 521.0 60.9 3.76 0.95 0.95 1.04 ................:'-- 9 0) it 1 3 5 3 50 3 '-4 1 Y 3 ° 5' u 5' 3 2 1 '536.03 '-0 0 1 75 0 15 0 54 1 03 9 11.00 51.11 3.33 54.94 31.55 - ..05 2.97 1133.9 63.0 51.9 20.2 553.41 60.0 3.74 0.95 0.93 1.03 ' '1 1s.03 Lb I 3.:4 ) 6 20 2 2 22 1 2 95 1 133 1 0 0 51 3 20.3 570.99" .0 0 .3 .73 0.9.5 0.93 1 02 9^21.00 91 11 33 60 57.62 .2 69. 22.7S 93 1133.6 63 0 49..S 20.9 585 75 60 0 1 7! 0 95 0 o2 1 02 9 26.00 96.11'33.76 56.5533.11 ?3.24 2.9Z1133.9 60.0 . 20.6 - -' 606.73 50.0 3.70 0.9,50.81 1.01 ....... 9 29.20 99.30 33.05 09.85 33.35 354 2.20 1133.2 33.5 43.2 11.5 615.23 33.5 3.69 0.95 1.51 1.00 VCO-')C,E F:AME 0TAIL 50I0' SUM)AcY JOB: 49153 L5 A .J:1T o I:4T ::ATI0.AL AT PAGE: 1-sii7 FSAME DATE: 8-26-86 M5"jjT 10 F3:T - 7 - 1/ 3 X 15." FLA.GE 5/1 WE0 DEPTH AT J1 311=52.00 - DEPTH AT JB 310&0..00 LGT 29.90 WT3306.52 E'13ES 10 FLAIG9 YIELD = 53.3) ;ST, .15 YIELD = 53.00 KS ACTW.L FO?ttll A C I U A L A L L W A L C STRESS c04D1T ION S L CZ A T I f.;v M L .3 L1IAL SHEA. 3!4 14T aX3i 5!54P 5!PI40. AXIAL S8A5 E11DI-G I SUM 3 I I I 34S1 JEFTH IK S) (31PS) IKIP- il) S I 9 0 S S S I S S S S I COM9II0D I SHEAR I SPLICE PJIi15 I I AT 0.03 1 10 1 52.0 -137.6 -20.0 5312.0 3.5 1.25 15.04 19.53 5.12 27.91 I 0.719 1 0.411 I AT 25.53 91 10 1 62.3 -107.5 -5.7 U2 95.E 5.3 0.52 24. 514 19.50 2.33 26.51 I 1.023 I 0.223 I ) PURLINS OR GiFTS I I I I 3.) FT IC 1 52.? -137.0 -19.5 50410.9 3.5 5.10 20.21 15.32 3.01 27.31 I 0.P-42 I 0.353 I AT 3.50 FT 10 1 54.3 -107.7 -17.7 11773.1 3.4 1.04 21.62 19.19 2.96 27.65 I 0.895 I 0.365 I )., AT 13 5) FT. 10 1 55 D -13' 7 -15 8 '763 = 3 4 C) 91 22 74 19.76 _: 2-7,2 27 45 I 0 535 I 0.335 I AT 12 53 FT 10, 1 " 0 -107 6 -14 3 13478 1 3.3 0.79- 23.59 19.72 2.59 27.32 I 0 974 'l I 0.30i - AT 23.5Z FT 10 1 . 3 -137 -12.i 1441 .j 3 3 61 24 19 19 57 2.47 27.15 I 1.003 I 0.269 I • AT 26.50 FT 10 1 55.5 -107.5 -13..3 15132.5 3.2 3.55 24.58 19.52 2.36 26.96 I 1.019 I 0.233 1 ..- .--.. .---. I.\'TESMEOIAIE P0I:TS I - I •I_ _.. - - AT 1.75 FT 10 1 52.5 -107.8 -20.2 10243.3 3.5 1.23 19.65 19.32 3.37 27.36 .1 0.621 I 0.402 I AT 6.03 FT 13 1 53.6 -107.8 -16.6 11233.4 3.4 1.11 20.56 19.50 2.93 27.73 I 0.870 I 0.379 I AT 11.02 FT 10 1 54.9 -107.7 -16.3 12294.9 3.4 0.98 22.22 19.73 2.79 27.57 I 0.918 I 0.350 I AT ls.C) FT 1-3 1 5..3 -107.7 -14.9 13244.9 3.3 0.85 23.20 19.74 2.65 27.41 I 0.958 I 0.319 I AT 21.03 FT IC 1 37.5 -107.6 -13.0 14033.5 3.3 3.72 2 3.92 19.49 2.53 21.23 I 0.988 I 0.236 I .) -• AT 26.0D FT 10 1 sc.c -i'7.5 -11.2 14210.7 3.2 0.61 24.41 19.54 2.42 27.06 I 1.011 I 0.251 I AT 29.20 FT 10 1 55.8 -107.5 -10.0 15217.2 3.2 0.54 24.41 19.61 2.35 26.94 1 1.321 1 0.228 1 • L0CATIC N X-35 Y-71 DIP AREA RX SY LX LY I LY 2 KLX RLY1 KLY2 s L9 1 ST 1 LS 2 ST 2 OS 01 Ct I . . . CB 2 . . . H! 01ST (FEET) (IN) (IN2) (IN) Ut: (U) (IN) (1:4)RX SY 0? (1N3) (IN) (IN) (IN) (I')) . . . . -• •• SPLI6E POINTS - •) •---• . . S.- 10 0.00 129.35 32.96 2.00 33.94 20.51 3.32 1133.9 50.0 54.5 1°.9 515.41 60.0 3.77 0.75 0.85 1.06 13 25.10 100.30 33.82 60.00 33.44 23.63 2.90 1133.5 33.5 45.0 11.5 620.82 33.5 3.69 0.95 0.°1 1.00 •• . PUCLUIS OR GIRTS ) 10 3.53 126.3 33.07 52.74 31.23 21.14 3.00 1133.9 63.3 63.0 33.6 20.0 20.0 527.41 50.0 3.76 60.0 3.76 0.5 0.85 1.06 1.05 10 6.50 121.39 33.22 54.21 31.65 21.61 2.B 1133.9 60.0 63.0 52.5 23.1 20.1 544.71 50.0 3.75 50.0 3.75 0.95 0.84 1.05 1.04 13 13.50 116.39 33.37 35.51 32.07 22.01 2.56 1133.5 60.0 63.0 51.4 20.3 20.3 562.19 60.0 3.73 60.0 3.73 0.95 3.83 1.04 1.03 10 19.50 111.39 33.53 56.95 32.43 22.55 2.14 1133.9.. 60.3 60.0 50.3 20.4 20.4 519.86 40.0 3.72 60.0 3.72 0.55 0.82 1.03 1.03 10 23.50 106.39 33.55 55.25 32.03 23.01 2.52 1133.9 53.0 63.0 40.3 20.5 21.5 591.72 60.0 3.71 60.0 3.71 0.95 0.62 1.03 1.02 10 29.53 1C1.0 33.33 30.63 33.32 23.47 2.51 1133.9 63.0 33.5 45.3 23.6 11.5 515.76 40.0 3.69 33.5 3.69 0.95 0.31 1.02 1.30 -. . ... ... . . INTERMEDISTE POINTS IC) 1.75 1Z.54 33.32 52.47 31.35 20.3 3.31 1133.9 52.0 54.1 10.1 521.40 60.3 3.76 0.95 3.35 1.05 ...: ... 10 4.32 123.69 33.15 53.61 31.44? 1.51 2.99 1133.5 b0.0 53.1) 20.5 535.34 60.3 3.15 0.95 0.84 1.05 10 11.00 110.19 33.30 54•54 31.54 31.35 3.97 1133.9 50.3 55.? 23.2 555.43 5-30 3.74 0.95 0.33 1.04 10-16. 00--113. 3, 2 46 5 Zo 32.2? 2 731 2 ° 113 1 ) 0 5) 23 3 571 00 60.0- 3 73 0 0-63 V. 03 10 21 00 13 9 3' SC 7 62 32 45 22 11 2.9, 1333 " 0 0 49 23 5 88 76 60 0 3.71 0.;95 0 82 1 03 10 26.03 103.933.76 5-3.95 33'.11 Z3.Z. 2.92. 1133. 40.0--.......- 4R.-- -20.6 - 606.IV- 60.0 3.70 -0.56 0.81 1.02 -, 10 29.20 100.75) 33.35 35.51 33.33 23.4 2.°0 1133.0 33.5 49.3 U.S 413.29 33.5 3.69 0.95 0.31 1.00 Fl vA(C0-PSJ3: F.A1F DETAIL : ior suv J35: 49753 L5 A UNIT 3. A2 IT2TI3...L C1AT1J. DATE: -26-86 ;4EA1E 11 FY..T RJ- a - 1/ 2 X 13.0 FL201 1/ 4 3EPT 4 47 J 012=43.03 - DEPTH AT JN 1=52.00 IGHTo 13.001 WT= 867.9$ Li F LA .._ i_L0 - 3 0) S - V E L D - rSI 4CTL 320.205 2 C T 1! A L A L 1 0 4 A 5 1 STRESS C0D!T1OtIS r.c.. to.r' oi Sis; ;F':' AXIAL SHEA. SE'!DIMO AXIAL SUSAN 8EMDTNG I SUM 1 I I I 6 :AST 21Tr4 (KIPS) (KIPS) CKIP- Ifl S 7 R E S S S T E S S I CETMRI;450 I SHEAR SPLICE 331115 I I AT ^2 O' T 11 1 4&.-3 -127.5 -25.1 7014.1 4.4 2.09 17.73 19.19 2.35 29.66 1 0.913 0.569 AT 12.33 FT ii 1 52.0 -137.7 -21.4 1303.5 4.2 1.6k 22.39 19.14 2.00 23.08 I 0.957 I 0.323 I ) PURLINS 2K GISTS 1 41 3.52 FT 11 1 40.4 -137.3 -23. 2C41.7 4.3 1.93 19.60 19.19 2.22 26.47 I 0.859 I 0.869 I AT 3.52 FT II 1 51.4 -137.7 -21.9 9414.1 4.1 1.71 21.82 19.15 2.05 28.17 I 0.938 I 0.835 1 -INTERMEDIATE- PulpiT I I I AT 1 7 FT LI 1 4, 7 -107.0 -24 4 7534.7 4 2.01 16.70 19.19 2.2R 25 57 I O.840 I 0.879 A AT 6 0.) FT 11 1 53 4 -107 .6 -22.9 374 9 4.3 1.S2 23.77 19.117 2.13 28.32' I - 0.905 I 0.352 I AT 9.2 FT 11 1 51.7 127.7 -21.7 9510.0 4.1 1.68 22.11 19.14 2.02 28.13 I 0.948 I 0.829 I .. 1CCAT1CI X-CJR V-COP DEP AREA RY. RY LX LV 1 LY 2 KLX XLVI KLY2 SX La 1 1 19 2 RT 2 - QS 04 C81CS2 MN 01ST LVEEfl IN I (IN-2) (IN) (IN) (IN) UN) UN) RX RY RY (IN3) I IN) (IN) (IN) (IN) . . SPLICE POINTS . . .. -.. . . . ...... 11 3.10 139.15 32.71 48.02 24.75 19.59 2.72 1133.9 63.0 57.? 22.1 395.67 50.0 3.33 1.30 0.30 1.09 - - -. ' 11 10.00 129.59 32.96 52.00 25.75 21.03 2.57 1133.9 50.0 53.9 22.5 437.93 50.0 3.30 1.00 0.77 1.05 PURLINS JR CORTS 11 3.50 136.33 32.50 49.40 25.13 20.35 2.70 1133.9 63.0 60.0 56.4 22.2 222 410.23 60.0 3.32 60.0 3.32 1.00 0.79 1.09 1.07 :. 11 3.5C 132.36 32.93 51.43 25.60 20.61 2.57 1133.9 60.0 60.0 54.5 22.4 22.4 431.43 60.0 3.30 60.0 3.30 1.00 0.78 1.07 1.06 . ) INTERMEDIATE POINTS 11 1.75 131.13 32.76 49.70 24.93 19.94 2.71 1133.9 60.0 57.1 22.1 432.06 80.0 3.33 1.30 0.79 1.09........- . . . .. 11. 6.00 133.85 32.88 50.40 25.35 20.45 2.59 1133.9 60.0 EE.4 22.3 420.82 60.3 3.31 1.00 3.78 1.07 :) . ... 11 9.25 130.63 32.94 51.70 25.53 20.92 2.67 1133.9 60.0 54.2 22.5 434.63 53.03.33 - -- 1.00 0.77 1.06 - -. .. . . MMEER 12 FRONT 53- 9 - 7/16 X 13.0 FLANGE 1/ 4 WEE )FPTH AT JN V13=48.00 - DEPTH AT JN 612=48.00 LGNT= 10.00' WT= 795.4$ -LA CE YIELD 50.00 ISI, wE5 YIELD - 50.00 K I ACTUAL FORCES A C I U A L A 1 1 0 W A A L E STRESS CONDITIONS - ... LDEATIC\ ION LOAD AYIAL SHIAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING 1 SUM I I I I F OASE DEPTH (NIPS) JVIP5) (NIP-IN) S T R I S S S T S E S S 1 COMBINED I SHEAR I .- . . . SPLICE POINTS I I I AT G.0 FT 12 1 45.0 -106.4 -27.0 4390.6 4.7 2.25 11.15 17.92 2.34 27.29 1 0.650 I 0.962 I Al 13.33 FT 12 1 4-5.0 -101.2 -23.3 7213.3 .4.7 1.94 19.55 17.3 2.34 . 27.29 I 0.944 I 0.829 I ........ . ..- . . PURLINS OR 01 T5 AT 1.50 IT U 1 45.0 -101.3 -25.7 10S.3 4.7 2.14 14.23 17.52 2.34 27.29 I 0.759 I 0.015 1 AT 8 -T 12 1 - 43 .2 -10- 2 -23 3 0004 7 £ 7 99 1 37 17 03 2.34 2Y.29 I 0.'902 I 0 349 1 I"TEROIATE P0IN T I I I AT - 1.75 .FT 12 1 -45.0 -105.4 . -2b. 4561.3 . 4 •7 -2.20 12.71 ... 17.02 2.34...: 27.29 --I 0705 'I 0. 93f! .1 - . ... AT 5.03 FT 12 1 4 9.0 -506.3 -24.6 5165.4 4.7 2.36 16.24 17.93 2.34 27.29 I 0.832 I 0.892 I VC0-RE. F.ArE OET4IL :FSIGN SI)t'.iA°Y J05 49753 15 A OF •3A x'-T:R:ArIo:l. C-J3P3:4TI1. PAGE: -F'5'l 1 DATE: 6-26-36 MEIFE 12 F(33T 95- 9 - 7/1k X 13.3 FLA.0E :/ woo DEPTH AT J 21349.00 - DEPTH AT JA 212=46.00 LGT 10.00' WT= 795.4 .. 12 F L A N YiL9 50.00 4 I, E VIELE' 50.03 .SI A070.L F:.s3LS . C I U A I. A L I U A N L F STRESS CONOITI3NS HiM 134') AXIAL S2.1• MD:ENT AXIAL S'-1051 1E';oI:G Axl.\L SHEAR 9E2ING I SliM I I A 'ASE 32'Tii (MIPS) (K IPS 1 (RIP-3M) S T P 3 2 S S T 9 6 S S I COMBINED I SHEAR I L4T1O1 ATE ?3I'TS I I I AT S. 2i T 12 1 4".O -103.2 -23. uOl.5 4.7 1.95 16.97 17.93 2.3'- 21.29 I 0.923 I 0.539 I L304113N (-:0kv-I')' 0-EP AS E& 35 R LX LY1 LY2 KLX KLY1 KLYE SX LEI RTILE2 RTZ IS DA CEICB2 MN 01ST (FEEl) ( IM) I 1M2) I IN) ( I;) 1 I) I In) IM) RX RY RY (IN3) ( IN) I IN (IN) (IN) SPLICE Pr-!';TS - c 12 1 0_i 1L0.9 32.30-48.00 23.16 19 2 6, 1133 Q 43 5 55.8 16 358 90 43.5-3 27 0 96 0.77 .1 12 12 1'0.00 L.9 88 '32.71 48.00 23 0 19 29 63 1133.;g 60.0 58 3 22 8-"' 358.40 60.0 3.27 0.96 0.77 1 09 -- - PUFII S 19 GIRlS • 12 3.50 146.36 22.44 48.00 23.16 1.29 2.53 1133.9 43.5 60.0 58.5 16.5 22.8 356.90 43_5 3.27 60.0 3.27 0.96 0.77 1.12 1.12 :--- 1' 6.5D 141.33 32-65 4o Z3.14 19.29 243 13139 60.0 60-0 5S.8 22-8 22.6 35890 600327 6003 27096 0.77 1.12. 1.09 INTE-RMEDIATE POINTS 12 1.75 146.13 32.37 48.00 23.16 19.29 2.53 1133.9 43.5 58.3 16.5 359.90 43.5 3.27 0.96 0.77 1.12 --' 12 6.00 143.56 32.55 48.00 23.16 19.29 2.63 1133.9 60.0 58.3 22.8 355.90 60.0 3.27 0.96 0.77 1.12 .... - . . -- 12 9.25 140.63 32.62 48.00 23.16 39.29 2.63 1133." 50.0 16.5 22.5 353.90 80.0 3.27 0.96 0.77 1.09 . .:.. .............. MEMSSR 13 FRONT ES -to - 5/15 X 13.0 LANGE 1/ 4 WEE DEPTH AT JN 51445.09 - DEPTH AT JH313=48.00 LGNT= 10.00' WT= 684.8 MEMBER 13 FLANGE YIELD = 50.30 MSI, '455 YIELD = 50.00 11151 ........... ACTUAL F29ES A C T U A I A 1 1 2 W A S I S STRESS CONDITIONS . .. L2CATI014 MEN LOAD AXIAL SHEA MOMENT AXIAL SHEAR BENDING AXIAL SMEAR SENDING I SUM 3 I I I - ..-.-. ) 2 CA-SE DEETH (NIPS) (RIPS) (KI?-I;9) S T S S S S S T 9 E S S I COMBINED I SHEAR I SPLICE PJINTS - AT 0.00 FT . 13 1 45.0 -110.1 -63.4 -3929.5. 5.5 5.70 13.80 13.75 0.44 22.10 1 1.017 I 0.886 I - . . . AT 10.0- FT 13 1 43.0 -103.4 -27.3 4302.3 5.4 2.25 14.05 13.75 2.32 22.10 1 1.020 I 0.972 1 - POINT LOADS I I I ... ... AT 9.83 FT 13 1 45.0 -112.2 -..5 3961.9 5.5 5.40 13.91 13.75 5.44 22.10 I 1.022 I 0.539 I ) PURLIMS OR 01975 I I I AT 3.5) FT Il 1 46.1) -112.1 -57.1 -1031.3 . 6.5 5.59 3.90 13.5 6.44 22.10 I 0.570 I 0.369 I AT 1.53 FT 13 1 43.0 -110.3 -65.3 2690.5 5.5 5.44 10.15 13.75 6.44 22.10 I 0.554 1 0.345 1 . INTERMEDIATE FOl -TS I I 1 AT 1.75 FT 13 1 46.0 -113.1 -57.6 -2498.7 5.5 5.65 3.77 13.75 6.44 22.10 I 0.793 1 0.978 I -- .'-.- . -.- . AT 6.0) T 13 i 0 -1 3 -o s.2 91E.6 5 5.52 3.23 13.75 44 22-10 I 0.545 I 0.857 I AT 9.25 FT 13 1 45.3 -110.0 -55.0 3476.9 5.5 5.42 12.21 13.75 6.44 22.10 I 0.945 I 0.842 ..................- LOCAT ION. . -X-39. Y-O3 CE. ARE;.FX . LX LV I LY .2.-.KLX KLV1.,-RLY2 SX . 1-S • RT. 1-.LS2 XT2 ...S-- -QA . CS 1-ca2 -. : . ..• . N 01ST (FEET) (IN) 11 2) (It) Ii I (I H (1' I (I ) 9X PY RY I IN3 ) ( IN) (I H I IN) I I\) SPL CE PJ1NT S - 13 3.03 17 31.59 S. Of) 19.97 19.5) 2.39 1133.9 o') .D 61.1 25.1 224.77 120.0 3.11 0.77 0.71 2.30 13 10.00 149.63 32.33 4S.O3 l".97 11.50 2.39 1133.9 43.5 61.3 13.2 2C4.77 43.5 3.13 0.77 0.71 1.12 POINT LOADS 13 9.99 153.00 32.29 46.03 39.97 16.50 ?.39 1133.9 15.5 43.5 61.1 o.9 13.2 254.77 16.5 3.11 43.5 3.11 0.77 0.71 1.14 1.12 - F".A': 3T41L DE31G: Sw4ARY JOS: 49753 L5 JI;T OF A3A 1TRATI0ML C,3TI3? PAGE: J FlA'.E ?.1. 1 DATE: 6-25-86 ME.M E E 3r.';7 6-20 - 5/1 i Y. 13.3 FL :0I 1/ 4 .Er 3EPTH AT J'1 7144.00 - D3PT,4 AT I1 '13=48.00 LT= 10.00' 5S4.88 MEM&11 13 LA;.05 YIELC. Nsl. YIELD = 53.70 KSI L03AT1;i ..-30'-2i OEP A11Y. Y LX LVI LYZ KLX V-LYI LY2 SI LZ 1 71 1L52 RT2 OS 25 Cc, 1C32 M..'Oi 31 I rISI I I Ire) I I 2I I I'. I 1) 1 Ifl I 1')) Iii, I R' y Y (1'3) ( IN) (IN) I IN) I IX) PUSLINS OR ClOTS 13 .17 32.33 6.3 10.0 11.50 2.39 1133.9 50.0 f1.3 25.1 254.77 120.3 3.11 0.77 0.71 2.3') 13 5.50 151.37 32.24 45.03 1 9 15.53 2.39 1133.9 tC.C. 16.5 51.3 2'.1 .5. 284.77 120.0 3.11 15.5 3.11 0.77 0.71 2.37 1.14 INTER:iEDIATE POINTS 13 1.75 11i.12 31.75 45.3397 11.5 2.39 1133.9 63.0 51.3 2'.l 254.77 120.3 3.11 0.77 0.71 2.3') 13 5.03 113.S7 32.13. ;8.37 19.77 18.50 2.39 1133. 60.l 6l.3 25.1 234.77 120.0, 3.11 0.77 0.71 2.33 13 9.25 150.52 32.27 45.03 19.97 1C.53 2.39 1133.9 16. 61.3 t, .9 284.77 15.5 3.11 0.77 0.71 1.14 . 'EI6t 1' FT'T S-- il - 1/ 2 1 13.0 FLANGE 7/16 .I3 DEPTH AT JI '015=46.013 - DEPTH AT J 814=40.00 LGNT= 10 00 WT=1156 9 e'E3E q 14 FLA\CE YIELD - 5C.00 KS C5 YIELD = 50.00 KSI - ACTUAL FORCES A C T U A L A L 1 0 N A S I S STRESS CONDITIONS . L3C4TI0 '151'. LOAD AXIAL SHEAR HOMENT AXIAL SHEAR SEMOINO AXIAIJ SHEAR EENDINGt" SUM t1 1 8 ZASE DEPTH (KIPS) IKIPSI 4K1P-IN1 S I R S S S S T S S S S I COMBINED t SHEAR I SPLICE POINTS . I I . I . - AT 0.03 FT 14 1 43.0 -110.3 -72.1 -12351.2 3.3 3.43 25.66 - 22.32 7.20 Z960 1 1.011 I 0.477 I -. ... AT 10.03 T 14 1 4E.0 -110.1 -65.4 -3926.2 3.3 3.26 5.48 22.32 7.20 30.00 -I 0.410 I 0.452 I ... . . PURLINS OR GIRlS AT 3.53 FT 14 1 46.0 -113.2 -70.5 -935711 3.3 3.37 20.20 22.32 7.20 29.60 I 017921Th468I . . AT 5.53 FT [4 1 43.0 -110.1 -69.0 -5152.9 3.3 3.25 11.1'. 22.32 7.20 29.60 1 0.497 I 0.456 I 3 IUTERMEDIATO PCITS - AT 1.75 FT 14 1 43.0 -110.2 -71.5 -13552.3 3.3 3.40 23.3 22.32 7.20 2?.50 1 0.901 I 0.4721 . .. . AT 5.00 FT 14 1 45.0 -110.2 -69.9 -7246.1 3.3 3.33 15.64 22.32 7.20 29.60 I 0.638 I 0.462 I ) ... .. .. ... . 41 9.25 FT 1'. 1 45_3 -110.1 -5E.7 -4544.3 3.3 3.27 9.81 22.32 7.20 30.00 • I 0.451 I 0.454 . I .. . LOCATION x-:3 Y-C3 OE AIEA RX RY LX LV 1 LY 2 KIX KLV1 KLY7 SX 15 1 FT 1 LB 2 PT 2 OS 04 CB 1 CS 2 MN 01ST 'FEET) (IN) (IN2) (IN) ( IN) IN) (IN) (IN) R.X SY IV (IN3) (IN) (IN) (IN) (IN) SPLICE P1I1TS . . . 14 3_CO 159.56 31.46 48.00 33.56 15.20 2.34 1133.9 63.0 62.3 25.7 463.26 150.0 3.10 1.30 1.00 1.47 14 10.02 159.37 31.55 42.03 33.55 15.20 2.34 1133.7 53.0 62.3 25.7 463.26 123.0 3.09 1.00 1.1)0 2.30 PURLI:S 35 CIRTS 14 3.50 1'6.36 31.51 45.03 33.56 15.20 2.34 1133. 60.0 62.3 25.7 453.25 150.0 3.10 1.00 1.00 1.47 . ,. 14 6.50 1I.1.3o .1..93 43.00 33.56 15.23 2.34 1133.9 50.2 63.0 62.3 25.7 25.7 463.26 150.0 3.10 120.0 3.09 1.00 1.00 1.47 2.30 . . INTEN1DI4TS POINTS . .... ......: 14 1.75 1,5.11 31.54 '.1.33 33.5615.23 2.34 1333.7 60.2 62.1 25.7 453.26 180.0 3.10 1.00 1.00 1.47 14 IC0 113. 31.71 It 33.5 15.23 2.14 1133.1 6o.0 52.3 25.' 463.2 130.0 3.10 1.00 1.03 1.47 14 9.25 150.62 31..A54.O2.33..5-5 15.20,2.34.1133.9., so.ç. . . c.2.3 25.7 .- 463.25 120.0 3.09 . -- 1.0.) 1.00 2.30 .. . ori :ES!D' SuM$AiY J33: 49153 L5 A N1T OF I.TIi3s:.L C.3srrAT13: PADS: 24 fJI FRAME .3. 1 DATE: 5-26-96 MEs3E7. 15 FJT 9F.-12 - J/ 4 X 17.0 FLLGE 7/1.6 0PT'J AT JN 816=52.00 - DEPTH AT JN 815=48.00 LONT. 10.00 WT=1510.38 S - 3 ' 12.. , DO 1 L070ALc01055 ACTUAL ALLO - AXtE STRESSCOD1TIONS A/.IAL S-i0A5 NT AXIAL S12' SENDING AXIAL SHEAR 35N01N0 I SUMA I S I 0 lASS C 771 '. CIS ) (KIP,) (5I?-I'fl 5 1 R S S S S 7 R S S S I CY4BINED I SHEAR SPLICE PCI::Ts I I AT 01 i. I 70.3 -111.? -74. -21018.4 1.5 1.2' 28.07 73.57 6.24 30.00 I 1.019 I 0.521 AT 13.33 FT 1' 1 433 5j5 -73.1 -u3c9.6 2.5, 3.35 15.25 23.01 7.36 30.00 I 0.695 I 0.455 I PJSLI0jR DIRTS AT 3.5j FT 15 1 1-3.6 -111.5 -71.7 -17975.3 2.5 3.28 24.50 23.46 6.50 30.00 I -3.11 1 0.497 I AT 3.03 "T 15 1 41.5 -111.5 -10.5 -17425.1 2.-i 3.33 19.54 23.12 1.17 30.00 I 0.748 1 3.64 INTERMEDIATE PJI'TS I I AT 1.75 -T 1.5 1 51.3 -Ili -73 4 -19470.0 2.5 3.27 26.46 23.57 6.42 30.00 3.966 I 0.509 I - AT 4 0. FT 'S I 49. -lii -7 -157S7.9 2 3.31 22.37 23.29 6.38 30 OC I 0.631 1 0.481 I AT 5.25 FT 18 1 42.2 -111.3 -70.6 -12992.6 2.6 3.34 19.'7 23.07 7.27 30.00 1 0.722 I 3.450 1 . -• .. .. . . L0CAT1GN Y.-'-',R V-COO '022 AREA RX SY LX LV 1 LV 2 KLX KLYI 'KLY2 SX It I RI A I62 ST 2 33 04 EB 1 CS 2 MN 31ST (FEET) (IN) (1N2) (IN) (IN) (113 (IN) (IN) 4z RY RY (IN3) (IN) (IN) (IN) (IN) ) SPLICE POINTS • 15 0.30 179.34 33.S3 52.00 44.59 20.90 3.05 1133.9 60.0 54.3 19.5 748.88 180.0 3.85 1.00 1.00 15 10.00 169.83 71.46 48.03 42.84 19.43 3.14 15.33.9 63.0 55.3 19.1 675.04 180.0 3.90 1.00 1.03 1.47 ) .. . ?URLINS OR DIRTS 15 3.50 176.35 31.09 50.63 43.93 00.40 3.10 1133.9 60.0 63.0 55.6 19.4 19 47 723.10' 190.0 3.87 150.0 3.81 1.00 1.00 1.25 1.47 ,. 15 6.50 171.35 11.36 48.60 43.11 19.65 3.13 1133.9 50.3 57.6 19.2 655.80 180.0 3.89 1.00 1.00 1.47 ) INTERMEDIATE POINTS - 15 1.75 175.09 30.91 51.30 44.25 00.65 3.09 1133.9 30.0 54.9 19.4 735.95 150.0 3.86 1.00 1.00 1.25 15 6.03 173.65 31.23 49.60 43.54 20.04 3.11 1133.9 53.0 56.6 19.3 704.88 180.0 3.88 1.30 1.00 1.47 : -. 15 9.25 170.61 31.42 48.33 42.97 19.57 3.13 1133.9 60.0 57.7 19.1 581.41 130.0 3.90 1.00 1.00 1.47 ) MIHEEIiA PR0T HAUNCH- 0/ 3 X 15.0 FLANGE 7/16 WEB DEPTH AT JN 517=60.00 -00PT$ AT JN 816=52.00 LGNT= 15.90 WT=3364.13 MENSES 15 FLA"CI YIELD = 50.01 551 • WE6 YIELD = 50.00 KSI • ACTUAL rnRCES A C T U A I A L 1 0 W A S L 8 STRESS CONDITIONS • LGCATION M nM LOAD AXIAL SHEAR MOMENT AXIAL SHEA. SENDING AXIAL SHEAR BENDING I SUM S I N I '3 1.51 355TH (SIPS) K125 (KIP-114) S T s. s S S S I R ES S I COMBINE!) I SMEAR i •• - SPLICE POINTS I I ...... . AT 2.4 IT 1 1 50.0 -112.5 -71.7 -34373.1 1.9 3.03 22.39 25.00 4.17 30.00 I 1.010 I 0.628 I .. " AT 16.99 FT 16 1 50.0 -112.1 -73.3 -21013.3 0.3 3.22 20.75 24.03 6.43 30.00 I 0.59 I 0.501 I PURLINI CS. DIRTS AT 1.49 FT 16 1 55.3 -112.', -77.". -3 7' 1.-' 3.04 26.94 24.32 5.05 30.00 1 0.962 I 0.00 I AT 10 4 T - 9 5 -112.3. -75..7--- Z,5S2 9 t 2 3-.11... 2- 'tI --=24 50 60 30 0 I 0.579 - I 0 596 I AT 15 49 VT 16 1 5 3 -1'2 -73 °-2'3'1 1 2 0 3 20 21 84 2't 4 6 '2 30 00 I 0 78 I 0 5j4 -------------------------------••-. . . .....................S. .....- ........... ......- ;. . . •, '. I - I I AT 3.2 FT 13 1 5'.4 -112.4 -75.3 -33353.4 1.9 3.01 27.72 24.94 4.87 30.00 I 3.994 I 0.519 I VAICJ-JCE. F'.A.E 2741L 055jCN Su;ARY J23: 49753 L5 A J'iT 07 Al.:;. ITJ.ATI3::L ATI0 PAOE: FRAME 43. 1 DATE: 3-26-36 ME.IE k 15 HLU.CH- / S X 1.., LAZE 7/16 WE DEPTH AT J'4 517=60.00 - OEPT'1 4 JN 1652.00 LGHT 16.99' T=3384.13 Mc-1b0 16 FLA:;0E VIELE = .03 KSI, w1; YIELD = 00.32 KS! V ACTUAL FORCES A 7 U A L A L L 0 4 1 L 6 STP.ESS CONDITIONS LO2AT 1'). jr L760 4' IAL SrfEA M)MENT AXIAL SHEA° F0I'S AXIAL SHEAR 06t3IAG I SUM 3 I I I lEASE 3ETH (FJPJ (KIPS) CJ;IP- I:-n S T l F S C S T A 3 S S I COMBINED I S4EA91 I ITEED ATE PJI::Ts I I I AT 7.90 FT jA I 3..9 -112.3 -75.6 -29:15.1 1. 3.05 25.70 74.67 5.32 30.00 1 0.922 1 0.578 I AT 12.9? T Ic, 1 54.2 -112.7 74.0 3'A71.3 2.3 3.15 23.35 74.33 E.0 33.00 I 0.535 I 0.535 I AT FT 1 I 5.4 -112.1 -73.6 -21673.5 2.3 3.21 Z 1.20 24.05 5.33 30.00 I 3.774 I 0.507 • LOCATION X-,1Y-CIIROEP AEX V LX LVI LY2 ALX KLY1 KLY2 Sx LB RTILB2 RT2 OS 06 C81C32 - ..MN UI 1 FE:'J XMl I 2) 1141 Ifl In (1 MI 4 IN) Rx RY Y (IN3 ) (IN) I IN) (IN) (IN) SPLICE POINTS- -15 2.41) 1;4.4C- 29.()4 6 3 33 59.07 24.793 A 1133.3 56.9 37.0 45.7 17.4 11 .3 20 67 56.9 3.97 37.0 3.97 1.00 1.CO 1.02! 04 16 16.99 179.64 30.8 02.02 55.52 21.72- 3.33 1133.9 60.0 52.1 17.6 1012.75 150.0 4.08 1.00 1.00 1.25 PURLINSOR GIATS . 16 5.49 191.32 30.14 50.31 5.27 24.15 3.30 1133.9 37.0 63.3 46.3 11.2 15.2 1165.74 37.0 3.98 150.0 4.01 1.00 1.00 1.04 1.25 .) 16 10.49 136.33 30.45 55.58 57.07 23.13 3.33 1133.9 63.0 49.0 15.0 1009.06 150.0 4.04 1.00 1.00 1.25 . 18 15.49 161.34 30.79 5262 55.35 22.09 3.37 1133.9 60.0 51.3 17.3 1032.47 180.0 4.07 1.00 1.00 1.25 INTERMEDIATE POINTS . ...• ) 18 3.42 153.33 30.31 79.44 56.77 24.58 3.25 1133.9 37.0 46.1 11.3 1195.06 37.0 3.97 1.00 1.00 1.04 ) - ..... 16 7.99 166.52 30.30 5o.94 57.67 23.65 7.31 1133.9 60.0 46.0 13.1 1132.75 150.0 4.03 1.00 1.00 1.25 ....... - 16 12.90 153.63 30.82 54-19 5o.43 22.61 3.35 1133.9 5C.0 50.1 17.9 1065.63 150.0 .05 - 1.00 1.00 125 ) 16 16.24 120.59 30.33 52.41 55.70 21.94 3.37 1133.9 60.0 51.7 17.8 1C22.50 180.0 4.37 1.00 1.00 1.25 . •.-: MEMBER 17 FRONT CCLJM'-J- 5/ 4 N 15.0 FLAGE 3/ S WES DEPTH AT JN 318=60.00 - DEPTH AT JN '17=60.00 LGNT= 9.79' WT2005.25 ME.oER 17 FLANGO YIELD = 50.00 KSi, WEE YIELD = 50.00 KSI ) -S ACTUAL FORCES A C T U A I A L I C W A R L E STRE SS CONDITIONS - LOCATION HEM 1023 AXIAL SHEAR MOMENT AXIAL SHEAR EEMOIMG AXIAL SHEAR SENDING I SUM 3 I I I • S CASE DEPTH (KIPS) (RIPS) (KF'-PJ) S 7 4 6 S S S T S 8 S S I C3143INED I SHEAR I - . S5•5•55S SPLICE POINTS I I AT 0.00 FT 17 1 60.0 -1)5.4 107.2 -23505.4 1.5 4.76 10.41 15.63 7.32 27.42 I 0.731 I 0.651 I AT 7.44 FT 17 1 60.G -105.4 137.2 -33075.0 3.3 4.78 25.91 15.83 7.32 27.42 I 3.034 I 0.851 I S. INTERMEDIATE POINTS I I I • AT 1.2 FT 17 1 60.0 -105.4 107.2 -25100.9 1.5 4.75 19.66 15.63 7.32 27.42 I 0.776 1 0.551 I . . CT i7 1 6C.0 -10 107.2 -2 oSo 3 1.5 4.7b O 91 15.,3 7.32 27.42 I 0.F22 I 0.651 I AT 3.72 FT 37 1 50.0 -105.4 107.2 221.7 1.3 4.75 22.16 15.63 7.32 27.42 I 0.865 I 0.651 I . . s AT 4.40 FT 17 1 60.3 -1)5.4 107.7 -23557.1 1.1 4.75 23.41 15.53 7.32 27.42 1 0.913 0.651 AT 5.2; FT 17 1 60.0 -131.4 137.2 -3142.5 1.5 4.76 24.65 15.53 7.32 27.42 1 0.559 I 0.651 L0C.ATI.. x-CS y- up, DEP ASEt. °X - PY LX LV 1 LV C "LX KLYI '(IV' SY 13 1 -5T 1 LB ""AT 2 23 06 C6 '-1 CD 2 MN :o;s. IFEET) - (1'.:) 4 1WZ (0I) -.4 IN) ( Jt ( IN) .4 IMI S9 RY - KY (1M3) UMI: (IN) (IN) . (XMl . SPLICE PI'TS 17 0.03 148.30 20.03 o0.03 5.35 25.47 3.45 330.2 333.2 19.5 95.7 1276.81 330.2 4.20 1.00 3.99 1.75 17 7.4' 196.60 27.44 50.00 59.Cs 25.47 2.5 333.2 330.2 ¶6.0 19.5 357 16.5 1776.51 330.2 4.20 56.9 4.07 1.00 0.99 1.75 1.02 A o ::T:L S.Ar.V JOl: 49753 L5 A UNIT 3; i.3A J.T :S:iTI3:-.,.L C:94Ti' PAGE: DATE: S-25-S6 4ELCR 17 1:T COLW'::- 3/ 1 X 15.0 FLANGE 3/ A 4E7 DEDTH AT J4 I126C.00 - DEPTH AT JN 17=60.00 LGNT 9.7 T=2003.28 EM 17 FLANSE VIELO 50.30 (SI. E: YIELD = 50.00 KS! 100 A TION :;-L0.: Y-03 3SF AES' ?X ',Y LX LV'. LV 2 KLX 'LY1 KLY2 SX LE I AT 1 LA 2 AT 2 03 3.1 C3 1 05 2 MN 01ST 1 FEET) I I) ( INO I IN) ( I' ) I 1 I I :. ) ) ) P.3 AY OY (I '3 P ( It' I (IN) ( 3M) 1 IN I 1TER-'5DS ATE 'J1T0 17 1.2'. 19t. 13 21.24 13.00 59.0 25.47 3.45 330.2 333.2 19.5 95.7 127s.31 3)0.2 4.20 1.00 0.99 1.75 17 2.45 194.VO 22.'.E 0.00 59.31 25.47 3.45 330.2 333.2 19.5 95.7 1276.91 330.2 4.20 1.30 0.99 1.75 17 3.72 196.80 23.72 00.03 59.0 25.47 3.45 332.2 320.2 19.5 95.0 1276.91 330.2 4.20 1.00 P.09 1.75 17 4.Th .0.32 2c.9 50.00 59.36 35.47 3.45 330.2 333.2 19.5 5.7 1276.81 330.2 4.20 1.00 fl.99 1.75 17 6 3 .2 lco.0 26.20 50.03 59.00 3A.47 3.45 333.2 33".2 17.5 95.7 1278.31 330.2 4.20 1.30 0.99 1.75 MEMBER 1-.3 'FRONT COLUMN- 7/ S -X 15.0 FLANGE .. 3/ 5 EE DEPTH AT JN 219=18.00.-- DEPTH AT JN 318=60.00 LGNT= 20.08' WT=2799.1.3 ......S.. ' EBER 1" LAJGE YIELD = 50 0u Si, l YIELD 50 03 1(51 ACTUAL FORCES A C U A I A 1 1 0 V A S L 8 STRESS CC\0ITI0S LOCATION MEN LOAD AXIAL SHEAF M0ME'T AXIAL S4EA6 LENDING AXIAL SHEAR SENDING I SUM . II lASS DEPTH IXIPSI (KIPS) (KIP-I:1) S T A S S S S T A 8 S S I COMBINED SHEAR I .). SPLICE POINTS I AT 0.03 FT 13 1 18.0 -114.4 97.6 0.0 3.5 14.45 0.00 18.07 20.00 30.00 I 0.196 I 0.723 I . .... AT 20.0' FT 15 1 60.0 -114.4 97.0 -23505.3 2.4 4.34 24.22 13.50 7.26 26.68 I 0.997 I 0.5"C I ) INTER:IOOIATL P3INTS AT 3.35 FT 13 1 25.0 -114.', 97.6 . -3917.5 3.3 10.41 11.52 17.36 17.33 30.00 I 0.533 I 0.601 I AT 5.h' FT 13 1 32.0 -114.4 97.8 -7935.1 3.0 0.13 17.35 16.67 12.78 28.10 I 0.721 .1 0.636 1 - • AT 13.04 FT 18 1 39.0 -114.4 97.8 -11752.6 2.3 6.67 20.54 35.98 5.43 27.72 1 0.836 I 0.792 I ) AT 13.35 FT 15 1 44.0 -114.4 97.a -15570.2 2.7 5.66 22.42 18.30 5.97 27.40 I 0.907 I 0.947 I AT 16.73 FT 15 1 53.0 -114.4 97.6 -19587.7 2.5 4.91 23.55 14.52 7.99 27.13 I 0.052 1 0.615 1 -1 . . . ) LOCATION X-DA V-SOT DSP A-'tEA AX AY LX LV I LV 2 KLX KLVX 1(LYZ SX LA 1 P.T 1 18 2 AT 2 05 94 CS 3 CS 2 MN 01ST (FELT) (IN) (IN2) (IN) (I)fl (IN) (IN) (IN) AX SY RY (IM3) (IN) (IN) (IN) (IN) SPLIE POINTS 50 0.00 I9R.53 0.00 15.0) 32.34 7.90 3.3 330.2 333.2 333.2 62.1 34.7 34.7 228.92 330.2 5.06 330.2 5.06 1.00 1.00 1.75 1.75 15 20.03 196.CS 20.00 80.00 49.09 24.61 3.20 330.2 330.2 20.1 103.2 970.64 310.2 3.97 1.00 0.94 1.78 . .. •.-•.. I:TERMZDIATE PDXITS 13 3.3519'3.25 3.33 25.00 34.97 10.98 3.75 330.? 333.2 45.1 83.0 337.11 330.2 4.64 1.00 1.00 1.75 18 6.89 197.95 6.67 32.00 37.59 33.96 3.62 333.2 330.2 35.7 01.3 451.51 330.2 4.41 1.00 1.03 1.75 18 10.04 197.07 10.00 29.00 40.22 16.65 3.50 330.2 332.2 29.7 94.4 572.05 330.2 4.26 1.00 1.00 1.75 .- 36 13.30 197.38 13.33 46.00 42.34 19.37 3.39 330.2 330.2 28.3 97.4 698.80 330.2 4.14 1.03 1.20 3.75 . . . . 15 16.7-1 197.C3 16.67 53-00 -9 "' 30 33 22 10 0.4 F31.65 330.2 4.05 1.00 0.97 1.75 --• . .• - U"JT CITCS JO: 4753 5A ,1 JIT 'I .I'li. I.T7JTI:. IC; Pt,GE: 1 12:1 49753 5 3411 F-27-36 1uIL.1.F VP/IAECT PROFIT CENTER: CALIFORNIA CUSTD:IER .'RNT CONSTRUCT ID'; ,. A / - . '" ur- .• . - JOF SITE CITY CARLSSAD, CA. I I .ES 3CC. CT. SPAN IDE'- 3 c/it. 230.uC0 2403.0000 50.9600 2ACK SIDEhALL '-'.E1ETr 32'-11 n,115 32.17 395.0033 10.0333 FRONT SIjEALL NEL:,1T = 32'-II 0/1 32.9157 395.01D00 10.0330 3uILD:-3 LEN.,TN = 30'- 3 C/lo 30.003c• 363.0000 9 .l4',0 RIDGE FRIM SACK CLOD LJ= 1001- 3 1/1 IOC.0300 1203.0000 30.4500 E L T LF RDT Ct'L.= i'— 0 cii O.030o .0000 0. 0000 BACK ROOF PITCH 3.5000 12 12 V. V . - V •; --V , ........ LOADI JO AD I DEAD = .00 SF TCTA.. DA LOAD = AO I DEAD • 2 -PSF IURLINS E S.lECTIG) -. -FRAME WEIGHT = 10.01 P5F) LIVE = 10.03 :. . - - V WIND I3.85 PSP . . THE ADOVE LOADS CJMS INEl' WITH A':Y SPECIAL LOADS APPEAR IN 4 LOAD CASES AS DESCRIBED 3510W: STRESS . . . V.. LOAD CODES --------------------------------------------DESCRIPTION ----- ---- ------------------------ - -------- >FACTORS- 1,35, C, 3, 0 DEAD LOAD • LIVE LOAD W/TRIS RD. • • 1.00 .. . 1,11,13, 3, C DEAD IJAD • MENA WIND BACK 1931 • SPECIAL LOADS • • 1.33 1923,139 0, C DEAD 1380 • MONA WIND FRONT 1961- SPECIAL LOAJS • * . -- 1.33 1,13, 0, 0, 0 DAO LOAD • SPECIAL LOADS * * * 1.00 V - SAY SPACINGS FDLLO: (34CM SIDEWALL LEFT TO RIGHT) . . . V.. ) I BAYS AT 33' 0 0/16" BETWEEN FRAME IN. 1 AND FRAUE IN. 2 DUILDING LETH IS 30' 0 0/18" V V PURLIN AND 0101 DATA FOLLONS: BACK SIDEWALL GIRT DATA - DIMENSION FROM FLOG. LN. TO OUTSIDE COLUMN FACE IS 3' 1/ 2" V MAXIMUM GIRT SPACING IS 6' 9 3/ 4" VACM SIDEWALL GIRT SPACINGS ( EASE TO =AV= C 7' 2 1/ 4", Z 5' 0 0/15", Z 5 0 0/16", 2 0 0/16", 2 5' 0 0/1 11, 5' 3 3/ 4", .. . .. . PAONT SIDEWALL 31ST OTA - DI' ONSION FRO' SLOG. IN. TO OUTSIDE COLUMN FACE IS 0' 8 1/ 2" MAXIMUM GIRT SPICING IS 61 9 3/ 4•• PRIJT SIDEWALL GIRT SPACINGS I .RASE TO SAVE I V V 32' 11 0,'1", 1AC( ELEPI JELII DATA - D!NE:,SI.J:I FO1 SLOG. IN.. TO E A V E PULth IS C'.. 3 7/16" ...........V..- ...................... 0 FS3--. '.EAVE PURLI TO F R!T TERIOR PJRLIN S 4 1 5/ " V.3 C1iD P'JRLT\ .ACE IS 4 1 -/ 5 18 PURL!N SPACES AT ' 0 O/!" RIDGE SPACE iS 1' .8 3/16" FSO.IT CLJ'E PUPIl': DATA - DIMENSION F°OM SLOG. LN. TO EAVE PURL IN IS 0' 3 7/16" DIMENsION FROM EAVE URLIN TO FIRST INTERIOR PUILIN IS 4' 1 5/ 3" 51017.M) PURLI'i SPACE IS 4' 1 5/ 8'• 12 PUP.LIN SPACES AT 5' 0 C/lb" . . :11000 SPACE 1S 1' 0/16" :- •VV • P4MG ;E I;: - !.PUT C)NO!T!O J31: 40753 54 • 4 .Ji• OF AM... iTi:ATT0..AL r- DA TE: —22—F 'LER OF FRAMES FDD THIS JE 0ESIG' S I F.A2 .U2Ei SSC,MEHT CV FF.A'E Lu.: 0, 1. ... PIS: •.t ASSDNED AT FRAI LIE 1 L—L3.S CULL FNAE LOCATED AT LAST F4'E LI;40 2 EAG. SI2ELL LJ:1S ARE ST.A;flA.O (.]UTSiDC FLANGE IS VE.TICAL) PGNT .IC,CI.L LUMSI ARE GTA24M (CUTSIOS FL4UE IS V1TIGAL) TH FOPS 3" TN: FTERI2F C3LU'iS A.E :LEASED FR4M DES ,NEO UTILIZING 4 ST1FFErEf&S AS REQUIR ED AX INUM ALLO.ALE SUM FIRCENT = 1.030 ;.E'.'.,L TI'E?.EC' cENOEF. 211! GM FOP EACR COLUMN ORNAL. TAPEREO NEMEEP 1SIG F FI.OMT COLUMN .óACi(CDLj..N 2CLTED AT TOP OF-COLUMN -STANOARDL0CATIO . ... - .. .. .. . . . .. . •. ..•. :...........- FRO\T COLUMN OLTEE AT TOP OF COLJM!' - SEA D4RD LOCATIO\ F#Mc S DESICHED AND OTAILFD 'JrSYM ETSICAL. 4D'JT RIDGE - -- SPECIAL FRAME DATA FOR THE 1 FRAME FOLLOWS: SYMMSTFY = NO I SHAPE CODE = SP SPECIAL FRAMEINPUT I DESIGN' CODE = SC STRESS CHECK FRAME -DEF COOS = 3 I='II.. I I LOADENG - 3.130 AOOIT-rONAt. -DEAD LOAD 1 . .. -MAX. I NUNCES OF SUPPORTED P2ITS 2 2.00 °URLINS C SHEETING -. .- .. .. .. ... 3=INT. I HUNGER OF SPECIAL MRMEEP. RELEASES 0 I 5.01 FRAME DEAD LOAD t . I NUMBER OF INTERIOR COLUMNS (I I TOTAL DEAD 10.01 PSF - • I • -. AVE DAY SPACE 15.00' I NUMEER OF MEMEERS is I LIVE 20.00 PSF I .. .... 4 MUM3ER OF CENTER LINE JOINT POINTS 19 1NO 12.8F PSF I .. . ... ... -. THIS FRAME REDUIPED ON FAAE LINES : . . ..-... .. . 2 SPECIAL LUADS APPLIED TO THE ACOVE FRAME FOLLGd . ._. •. . - . .. . . &ap SIDE TYPE SUPP 21ST hO'! DTST VEAl "T5T HRZ LOAO SCR' LOAD E4T THIS SPECIAL LOAD ,-./CASE ) O. CGF'E CODE CODE MEAS (FEET) (FEET) (NIPS) (NIPS) (K—I!.) CD'4D 1 CO ,-0 C COHO 3 COND 4 . -- ... 1 1 2 1 1. 2 0.0000 0.0000 0.773 0.000 0.0 2 0 2 0 2 1 2 1 1 2 0.0000 0.3000 3.773 0.000 0.0 3 0 2 0 -: SOUHD.IRY DATA: . .• .. - . • .. . . . P3IT N—SUP V—SUP N— SUE X—DISP Y—DiSP ROTATION -- . 1 1 0 0.0000IN. D.0000IN. 0.0200IN/IN O RADIANS . 1' 1 0 0 C0O"N 0 10)0 3 0003I?/I OR RADIANS TF! FOLL-w!N3 CLEARANCE CA4 APPLIES TO FSA-IE NUNEER 1 Vs ICAL LtA,A CE A' F4Ct( H...0 OH Z7 4 13/16" ' "ZDr4T.L CL"APA\ OCTN"EN "\TERFOR COLJ S 19' 7 1/ 6" VERTICAL CLEARANCE UM,-,Zr CRANE AT RIDGE 12' 10 1/ 2" • • . VEMFICAL OLGARANCE AT FRONT HAUNCH 27' 4 15/16" :-ss1G: - %P OT C0?IT13S JJ: 49753 A A UNIT 00 -::, IT1T12•L L) OATE: -22-3& E-EF DMTA: 'IMF L /.'4 r, NEil LETl t: L E. T J 01J 011 '4 NO0 FLA'IGE W E: !(L X'( LYV L SPLICE C-OnES T' 413r,- TK I 'T) 300) (P-JU'0S) 1 2 "IELE,S TI (Fl) (PT) Jl JI Fk;E S1D i 1 1/ 2 ;.o / 4 o• .oi o.00u 27u.000 1152.5 1 2 50.0 50.0 1.25 SET RY PEG SPICE AP ET 2 1/ 1 .0 3/.I 43.51 t.. 0.0fl 12.240 270.03 313.6 2 3 50.0 50.3 41.25 SET 3Y OC G SPCE SS KJ • FRAME 5131 2 j 1/ 2 10.0 5/15 ,0.00 42.00 19.330 152.336 1516.7 '. 4 50.3 30.0 4.ET SET SY.PEG ETACE VN SS 4 1/ 2 10.0 3/15 42.03 42.3 10.000 12.33& 505.2 4 5 50.0 50.0 94.53 SET BY PEG SDACE SS SO • 5 1/ 2 z.c 3/16 42.0 Z.00 12.000 152.355 472.1 5 6 50.0 50.0 4.53 SET SY clEc, SOAC SO SS 5 1/ 4 o.0 3/15 42.30 42.00 10.000 152.335 370.1 5 7 50.0 50.0 94.53 SET SY PC SPACE SS -SS- 7 . 1/- 4 -s.C. -3.'1 t, 42.00 42.00 10.000 1E2.3d6 370.1 - -. 7 .8,1 50.0 50.0 9 4.53. SET 8Y-PEG SPACE,. SE SS - . •-•. -.. 8 / 0 3/lo 42 00 2 0010.060'182.3P6 42..I 9 ,0 0 C 0 94 53 SET BY SPACE 55 SO 9 1/ 2 8.0 3/16 42.' 42.0. 30.000 1U.356 1616.6 9 10 - 50 0 50 0 - 94 S SET BY PEG SPACE s 50-- FRAME SIDE 3 . . .•. ' •' . 10 1/ 2 5.0 3/I6 42.00 42.00 30.000 177.514 1616.6 11 10 50.0 50.3 94.53 SET 4Y PEG SPACE SO 5' .: ••- '-: •• ._.11.. 3/ 6 C ---3/16- 42.00 42.00 10.000 177.514 4211 - 12 11- 50.0 50.0 -- 94.53 SET -Y PEG -SPACE- ••$5 SP -- 12 1/ 4 5.0 3/15 42.00 42.33 10.000 177.514 370.1 13 12 50.0 50.0 94.53 SET BY PEG SPACE SS SI -. 13 It 4 6.0 3/Is 42.00 42.00 10.000 177.514 370.1 14 13 50.0 50.0 94.53 SET BY PEG SPACE SS SS .• ..... . 14 1/ 2 6.0 3/16 42.30 42.00 10.000 177.514 - 472.1 15 -14 -50.0 50.0 -94.53 SET 9 PEG SPAC - --SO 5$ -- - 15 1/ 2 10.0 3/16 42.00 42.30 10.000 177.614 603.2 15 15 50.0 50.0 94.53 SET BY PEG SPACE SE SO 16 1/ 2 13.0 5/16 60.00 42.30 19.350 177.614 I516.7 17 16 50.0 50.0 94.53 SET BY PEG SPACE KN SS - FRAME SIDE 4 . . . - - - ... --- ••--- . . . 17 3/ 0 14.0 5/15 43.61 60.00 12.240 90.300 934.0 15 17 50.0 50.0 41.25 SET 9V PEG SPACE SS KN .. - . 15 3/ 8 14.0 1/ 4 IS.00 45.61 20.000 90.000 1285.3 19 18 50.0 50.0 41.25 SET DY PEG SPACE PP SI . .. - .'. 11 Ill p •'l . - 1 X • 0. r''-.L. ' 4 .• :u .0 -C :• C) 1) C•) C.' •"L V., nl.. .. N. 4. • - .1 • • in - .: c, o V.' .. _4 - • ci n 0 m in 11 : " • nj' ;-' -' •, '' n- .. -4 -I 0 0U ,'. l..i t 0 0. 4 - ._. .. ,... — . ,.. ,, I • :' ci 10 In ZI- . • -.4 C) - - • . 0 0 Ia 14 '.a UI 0 C ' C -0.4) 0 -3 1•' . in 1•• 00 Ol.a • z In 440' 00 LaO 00 00 0 • or- 00 4). 14 • In >0)1 0. • 11.1144 I 1•5 _•• I I)) co 144 1.44 0 1)4 01 4..) ti Ta l.a C InU I' I 4.4. -3 41 _4 4) .4) T jl • C' I 0044' 1 000Iv • I (II 4 a 0. . 4 $ I I 141 4 I)) .4' I .4) 4.4 *1 4•J 4_p 144 4 - Cl ZA '.0-4' 0 -4) '73.0 .4-UI 404- .0 C- C- Cl4 . P -4 1111 I•11' '.4 • I ........IV 0 Ci 0 0 0 0 II - _•. r. 0 0 C) C.. 0 •: 0 CI - 1.31 0:11—co I • 4 I t4Iu' I J. -, 0., I tv I.., J.4-4fIj I '1. I. 4. ,Q0t)flIi IC- 11-40 Ia) to flu 4.4 1 ' -4 (11 LII . IC IC • rn Iii I . I • 4'-) .1 1,4 4)1 : .4 8' RAE 0S1G ST1FFEEK QATL J0: 47753 51 A UNIT al 1T JT13;L CPPTI7; P333: :0. 1 DTE: -22-54 0TIFi2ER3E00P.57'TS: ME3ER 0TIF5E:ER CESO:PT!o:: VCT!0J EA GFPTH H/T A/.4 A I S1IPFE4ER S i Z E S0ES W E L 3IG DETAIL I . .. . -.. (IT) I ) 3TJ.2 RATIO (I) I 1K WIOTH I - S I 1 1-:TEJ:EOIATE 5H13 1'.4 2 19055 3.00 135.41 I 3/14 X 2 1/ 2 BOTH 010. CK-JK YES 3 1 C'2L./H3A'H;:LC- E 2.26 59.033 I 3/ 8 X 4 7/ 6 30TH STO. 0K-OK YES 1 iiTERI2lLT SHEAR 0.00 '1.c-0) 213.67 2.00 123.00 I 3/ 1 X 4 .3/14 0!E 510. OK-OK YES I I.T1RHE01AT1 OHEAR 0.25 41.530 221.33 3.00 124.50 I 3/16 X 2 3/ 2 80TH 513. CK-0K YES I I. ITE,ED A SHEAR' G.62 41 5 0 221.33 3.00- 124 50 I 3/16 X 2 3/ c BOTH Tfl CK-OV YES I 18 1 COL JHAUCH FIG EX 2.26 59.010 I 3/ 8 X 4 7/ 5 30TH STD. CK-OK YES I ....... ..- ....-•........-. 15 - 1 TERMEDIAT3 SHEAR 0.00 -1.000 218.67 -3.00-- 123.30 I- -3/ 8 X -4 0/16 --ONE II ST3. --O% -YES -I------ . . 13 1 IT.ERY.EDIATE SHEAR 0.25 41.500 221.33 3.00 124.50 I 3/16 X 2 3/ 8 BOTH 510. CK-OK YES I . ...... . . 12 1 INTERMEDIATE SHEAR. 0.82 41.503 221.33 3.30 124.50 I 3/16 X 2 3/ 2 BOTH STD. CK-0( YES I - --. -....- - - BOLTED C ONNECT IQ DATA: -- - .1 7<---- PLATE DATA ---->1< -------------------- SOLT DATA ----- MEMBER I I I OUTSIDE - INSIDE - - I - - CONNECTION CAPACITY- V, I 1K WO LE4GTH I SIZE EROWS 4-BOLT STIPS "ROWS 4-BOLT STIES I PITCH TYPE OUTSIDE INSIDE . - . .. 2 2 7 5/1 c.0 63.253 7 1 " 314 3325 4 0 1 4 0 1 I 3.53 AISC 10624.57 5991.76 . . 3 1 I -5/1- 10.3 - 63.250 I I " HA 8325 4 3 1 - 4 0 -1- - I 3.50 -- AISC 11397.69 --6320.49 ...... 4 2 7 6/0 10.0 42.000 1 7/5 013 3325 4 0 0 4 0 0 I 3.53 AISC 4332.05 4392.05 5 1 I 8/0 6. 40.000 I 7/3 014 3325 4 0 0 4 0 0 I 3.50 A ISC 4392.05 4392.05 - . -- -- ..- ........ 8 2 I 6/5 6.0 47.000 I 3/4 " 3jA 4325 4 0 0 4 0 0 I 3.00 - AISC 3224.82 3226.82 . 9 1 I 5/ 0.0 47.000 I 2/4 " CIA 3325 4 0 0 it 0 0 I 3.00 AISC 3226.82 3226.32 - 9 2 I 5/2 1, 5.-336 I 7/A 014 3325 4 0 0 4 0 0 I 3.50 AISC 4395.90 43°5.9O 10 2 7 8/6 2.3 46.033 1 7/2 014 4325 4 0 0 - 4 0 0 I 3.50 AISC 4395.90 4395,93 ---- 10 1 I 5/5 2.0 47.00-3 I 3/4 3131325 4 0 0 4 0 0 I 3.00 AISC 3226.32 3226.52 .. . - 11 2 I 4/1 3.0 47.000 I 3/4 CIA 8323 4 0 0 4 0 0 1 3.00 AlSO 322-4.32 3226.32 . . - ........ 14 1 I 3/1 4.3 48.0-23 I 7/S 013 4325 4 3 0 4 0 0 I 3.50 ALSO 4392.05 4392.05 :--. :-.....-. 15 2 I 8/0 10.3 42.0O- 7 7/5 J3 4325 4 3 C 4 0 3 I 3.50 AlSO 4392.05 43°2.05 16 1 I 8/1 12.3 43.330 I 7/8 014 3325 4 2 0 4 2 1 I 3.50 3150 1175.79 104°0.29 . .17 2.7 4/5. 14.0 63.00017/S'-3134325 .4. 2 0 ..4 2. 1 1 3.50. ALSO 12353.20 .10957. FLANG SACt4 RtJJS-E\1S hACK 51)2 OF FRAME RIDGE TO EAVE: 9 9 0 9 9 F. 100411GM 1- 4 D/1 8'- 6 0/16 111- 4 3/15 16- 6 .1/16 21- b 0/16 261- 6 0/16 31'- 6 0/16 DEPTH F:: 42.0000 42.0300 42.0000 42.0000 42.0000 42.0000 42.0003 - FS MARK 0 434334 001 403 2 P34034 NOT REQ U NOT °.EO D P64034 NOT 300 0 ..- FTAa1 ?L.YG c RC I A TA J7: 40753 5A C ,':4 IT TjC'ZL COORoT13; PA: f7'61 FRAME ;0. 1 DATE: -22-6 FL4.OE IACI:G ?.E3UISE'ENTS: .. - lACK S.E0 FAII RIOGE TO EAVI: p 7 -, , 5 LJCTI3: 31.- 6 0/16 -1'- 6 0/16 4'- e 0/15 511- 012/14 551- e 3/16 611- 5 0/16 t6- 6 0/16 F 43.3033 42.0030 42.0000 42.3303 42.00C3 42.0003 42.3003 F:1 't'K 0 T R12 3 F34034 031 REO 0 F54034 037 REO 0 NOT REO 0 SF14034 lACK SI OF F.AME RIDGE TO 1.4\-E: 4 .......... 3--' . •:. 3 •-' . . .3.(... .... ..- LJ.AT'0T 71 - o 0/16 76 - 5 0/16 81 - o 0/15 86 - 6 0/16 91 - & 0/16 95 - 7 11/16 90 - 9 5/5 0CPTH @ F5 42.0000 42.0000 43 93'2 50 2469 '56.5896 - 0.0000 0.0000 - FIE 'R 0 '437 RIO 0 F544 NOT REQ '1 NOT REQ 0 S5054 NO' RED 0 3T REQ 0 SACK SlOE OF FRAME SASE TO EAVE: ) ..- MEMIERI 1 1 1 2 2 - .- LJCAT1iJN V- 2 1/ 4 12'- 2 1/ -4 17'-- 2 1/ 4 221- 2 1/ 4 271- 2 1/ 4 07--P1M F 23.9996 34,6516 44.3035 52.0030 0.0000 . F MARK 0 NOT REC 3 NOT REQ 0 SF55104 NOT REQ 0 NOT REQ 0 . . FRONT SlOE OF FRAME RIDGE TO SAVE: .. .. MEMEERE 13 10 10 10 10 10 11 --- 60041100 1'- 6 C/IS 6'- 6 0/16 11'- 6 3/16 là'- 6 0/16 21'- 6 0/16 26'- 6 0/16 31- 5 0/16 OEI'T°ri 2 FO 42.3000 42.0000 42.0000 42.0000 42.0000 ' 42.0000 ' 42.0000 FO 4K 8 F84034 ' NOT REQ C 584034 NOT RE) C) 554034 NOT REQ 0 F84034 ) FRONT SlOE OF FRAME RIDGE TO EAVE:..- ii 12 12 13 13 14 '•' 14 ' L3CTI3) 3'- 6 3/16 411- 6 0/16 45'- 6 0/16 51'- 6 0/16 55'- 5 3/16 61'- -6 0/16 &ô 5 0/16 2 015TH 0 =3 42.;i000 ,2.0O0O 42.0300 42.3000 41.0003 42.0000 42.0300 P )T EQ 0 Ft44 \3T .C3 F 433k 'PT 0 'SOT REQ 3 554034 FS3NT EIE OF FRAfE RIDGE 13 lIVE: . , . ... . 15 15 ('3 16 15 15 () 16 15 62007000 711- 6 0/14 761- 6 0/16 81'- 6 0/16 66- 6 0/16 .1'- 6 0/16 951- 1 5/ 8 991- 9 5/is DLFTH 1' Fl 42.0300 '-2.3000 43.5996 0.2416 56.5532 0.0000 0.0000 Fl 1AK I NOT REQ 3 SF04034 007 REQ 3 NOT REQ 0 SF55054 NOT REQ C) NOT REQ 0 lu . - - :'. . -, o UI 29 r )6. mi.: 104.11 --.V--4.7NCs--4'.''vC) '-1-4Z -4 -1-IC --11 ltill 0 4', 4-' 1) I', m r tn r- •-i 11 to r UI at In cv .4' .0 444 :'J - N .4 '4. 4.) C, 11 X ,-.' - -. t• ci Iii IT .14 -. 0 ivii.i .. 4 LI a. 7, .'-'-. cv.4--0cv.7-.4r.42C>orn r .11' -II " .. • 0' -j -J 't'to N N N If, C' c .S 4.) I • • • fl • • • I-' UIN00NO 0-47 .4-40'0lvJNN r' .f0r'C,Ll 0' 4-' LI Li 'OC,l4-L.. iv 'ilC -441.4-4--I 0 ISf4'f4'J4",0N44f"C44',I-"4 I 1 11 'II l.-4 ill "'n'v -4-1-4-4ti1-4-4-4C4--4-I-.4 1 .': -, Ci UI 4" '114.14 0'..000'11U1rj'01f4 14L) 0, 01 'I'.. 8 .0 04 41) Ci 4.41 4' to 4 4.4) 0- fl' 0) 0' ,- CT Ill I • • 4Ml I I I I UI if, 41, II. Vi 0' 0' '.0 1-' 4" -' C_a Cl C) 1 -<0 .0.0-04) .0.0.0 OL' 0) .' -<1•, -r- P., . , 4.14', II "I (I; Ci .4.' J. 144 4.1 .4. 41 4.-f .4' - I.-' - - (.'.4. - - - ' In uz I 4-4'CUt . • ,,_ao.0 I . ("0 70 . '-li I (4. to 144 0 '0 41 (.1 4-' 0 - .: . 1•' 1' I' I", .• - I-' Ill P VT P NJ - - - - 4-' - 14 - - - - 4" 4.' , fr. 4.' - - 44' 04.) (1".. C. Q0(J3'0144 4-4)4. 144., • • I I I • 4 • 72_a -.' • 4., N UI 0 C. 4.r-4ivl4.J 4.14..'P) Cull 4' C) Li .4- rn 10 .4' .1 L.J to . .4' 444 0 :.a 'I) 4..' 4-. I-' 4" - 4' 4." '7 CI 4-4 I I .4 I '-4.0 * I • I I IC)I440' • • 4.-.4'0 I • -.j 2 Ia fl UT 4)) I_aT 41 '-4 Ci - I)' LI 7 4.' 0 • -a -, C' .ii 01 III 714 ,-. UI II 41 144 ,1,) , - P 4 104' 4.4- 1 -.'(.l 4.''-' 4" 4-IN I I I I I I I I I 77. III '.41 UI 4-' 4.' .0 II I I I I I I I . I I 4" .0 UI LII UI LII 4,3 .4 i Ill 4..' UI 4' >3 1.,) 11 -.4 'ii 04 4.) '-4 0, -0 -4 - .< If' U' LIT UT I • ç, 71, -C 0' 3.' 0 'C .4'.4' S I 1 ., ....." 0' 0 .00 .,t'.> ..4;' OOCIO'OOCI (IC, -I' 4 . 4 I" II' Li i..' L. 4.44 I. UI UI U w C C) UI Iff U) UI UI UI UI UI L. '' I" '. Ci 0 7' I .1 I 7,418. 0010,0 000 00 771) liii III II 7 1" II I • • I I • I I * UI UI UI UI I,UI UI 1.41 444 7 F' II I'll C)c,) '044 0000 004.) 0',) 0004.) 074-10) ClQ '0411 4 ,, I 441 I, 71 U' 4.4. I • I 0 4 I I I li .4' '14 U' - 0 CI)"01(4. --4- : I.) 0) C) '.'.. - 0'0.0'(b C4.&L0 0L0 -r :-- (0 4.11 0) (0 .0) 4' (54 Ii, '0' - 4.1 Ci • Ii 0 (1- Ci C' (1 0' 0 Ci V. 0 Cf 4-' 'C - '1 I '-, I oc 7 in 0 • • a I • • a .4' I i I 1 I. I I I 10 4. III C) 4' 0 -, - CL 01 - - - 4' .-. - 4' * - 0' -,n 444 - 1)' 4' 4.4 -4 41 111 CD .4' IT to .' UI UT Cl' 4' 0 (ii 01 01 W Ti 41 0' 4" Cl' -40'0 ,NI'.'CI 0 4440 I TI 4.7 If, III I-a 4.' In . I . 7 -4 - 0 0 I 4)' I - -( Z I • • I I I • WNUI.t' -.4-44(0 I I -00 .4. "4 U V. - 111 - .4' *144 ,'"•' TI 4) 11 . 11 7 71 I 1,4444(41441 NUt' IOU' 4141 I LIi -'.10-4C) CTIUIfr' 0'4' )0F" 4"I.If4N'4-'NNJ "1') C 'II 0' 0' I I I III I 7< 0*11 'III 0• 7' 0' .4" UI.o yin. -4 411444.'.'"' 4'Q'4' NC) i.I,L,l14 "4010144 .10 414.4.. -1 4 Cl L "4 VI II L N I UI UI UI .4 UI 41 .4.- w .4' 41 N UI w'11 - N UI .4' N 0' 7 7 -< N -4' fl 0 111 r- . . • • '1' • a 21111 -I 4.) .4' 44 In 04 C (0 U' (0 4' IJi 0' UI 4-f 4' - UP 4' 4.4. 4' ', (0 4.4. 444 .4', It 'Ti 4. 411.00' II ':. .414_li' II 4.4 lo N In .4' 4.44 .4' 41 4.44 N - 'N N I'.' N Iii - N ION 7 r' 4." '4'_ 0) 0)r' 4414.4.04.) UI40 .4'C' V171 1.41 • 4.) 4 . 0 'I -<.( I I I I .....II II CI I 444 4' to III liT .4'- .4) 4' ('.4 (0 I' CI 4" 0 7 4.' t440'.4'fl 0,404.0 .4"O 0 Cl 1,04'I0N "4I"UI 001 - C: Co - .4' - - -4 - 0 N 1 to is, lv Ii.....I I I I 7 7< N "'N 44 ' N .4:44 '.4 I'.) UI In 70 (0 0) UT 4-1.0 U' -'4.0 441 U' (4.4. 0' UT .U' .4' N 4.10' II . I • -.4 '4 4.4 N (11 .0 0' 0' - I • I I .'l I I I 4- 4.' 7 .4 41 ('II UI .' -• 'II U' . 4)1 (4. LII U' U' lv - N N N N 4.) 0 0 N N N 1) 0 0 I" If - F" N 0 CI -4 4' .11 ,- 41 I'.' 0 '-4 44' U' 41 . - 154 444 I U 4 I 4 • I I 4 I ' CI' UI III C) 144 .3' (7' Cl. .44 :4. I'.) ' • In L UI .4 -.4 4 .44 .4 .4 UI -4 a I • -I .......0 nI 4-. - UI ".4' 0' 4: . UT UI - 4.4 441 7 0) (41 40' in 0) N 14 P.4 4.4 N N N N N 0) (0 (0 U) -4 '-1 .0 4..' Id C) fl 0.' 71. 14 .......I 4./I CT' N UI (44 UI N 444 .4'4 to (7. Z . . .4' II) N. In N (7' .4' III Cl 0' - ",, I44 I-,J N N N V.4 ,4'f . Isj N II .4.' VI IC to II .4 •fl0) C)r• 0- : - r,j -U' ..'I4.JIC7'j '4'C'I,' '-.4-4 o'- .4' ', I: - 0 N 0 4 07 I I I I I. I I I 0 (0 ti, I UI . 4'. .4 0' U' 4.4 0 0' 0 41 ",I 0' :4. rn 0'441.,O-.l 4- 'O 010 C- 0 -')U -------- U' (IT Cl 0' *4') . 04.1,11. --4 -400) -:CIn II . 0001.) -'LIL) 01.) 407 II Cr11-n.. _4' - 4.1 p_I - p.I I • • I • I I 4.0 7(4' 71 414' 711 .4.4 0004.) 04.70 01.) 'III .0 '0 .4' 0 (0 -41 4.04, 0-104-1 '0 44.4 0 LI'N II " I 00 0 CD Cl) 0 0 04.2 .0i, .0 .4' ' .4' L. '.4 '44 Ci 441 Cl I') 0 -4 ,. 7 .4' N (44 - I ........4') --------------C, - • I-) .400 4.4' -'4 7 N-.400 .7-00 '.'O 0000 ,04) OC) Ill -4 TIl ,. I - -4 , .. • . •e. . :4. -a -4 0' 4)" -4 U' m an C) II - - - 4" - - - - Cl .4' .4) .4 uI '0 CO I)' 4,4 4' fl El' C) It 0 0 (4. lv I I I 4 I I • I)) (1 . UI I" 0 N .4' '0 UI 0' 7 I-' 0' ,.#,o. 11 Ill CD NJ -4 -4.4 -4 -41 -4 4-4 -.4 UI NJ - 0 (4 4.4 - UT UI 41 VI - P 1,0 - U' UT 5111 UT .11 UI 4.41 4' ---------------N Cl I 1,0 v0-Pi12. FA-,E CETAIL 2ESI2' SW4ARY A UNIT rjc I\TE1:ATIDAL CJRTCkATI0 49753 56 PASE: -iF71 OETC: 8-22-96 MEMBER 2 AC( C0Lo;4:- 1/ 2 X 9.0 FLANGE 5/la ;1. OEPTM AT Jr'! 2 24E.51 - DEPT A 3=60.00 LGNT 9.75f WT= S83.66 E'-3C 2 FLA.-,. VIELO = 50.33 YSI, W93 YIELD • 50.00 (El ACTUAL FORCES A C I U A L A L L 3 3 LE STRESS CONDITIONS • L L: Z.TI0 :-N 1063 AXIA L SNE 'lNT AX!6. SE.. 3TNNNS AXIAL SHE#i S:JINC, I SUS' 3 I 2050 JCFTH (Y.IS) )iPS) (KIP- I'fl S T S S S S T R S S S I CJ93!4E0 I SHEAR I PURLII.S OR GIPTS I I .T 7.27 FT 2 1 -35.0 30.3 23364.5 1.3 1.65 22.99 24.55 2.35 25.90 I 0.3C I 0.599 I TSNECIATE PJFTS I I I AT 1.1) FT 2 1 50.3 -35.0 -33.5 -7508.7 1.4 1.96 22.53 26.10 3.34 27.95 I 0.253 I 0.536 I AT 4.70 FT 2 1 55.3 -35.0 -33. -139.1 1.3 1.77 22.35 25.26 2.71 26.74 I 3.899 I 0.653 I . L0CAT.I0N X 3Y-0R DSP AREA .RX: .'RY LX.. LV iLY 2.KLX KLY1 RLY2 SX. 'tBl.?.RT 1LB2 P.7.205 ..QA CB 1 'C5 -2 . . 11 -ST (FCCT) (iN) I \) (IM (IN) (IN) (TM (IN) RX RY RY (P43) (114) (IN) 13".) (TN) SPLICE POINTS - 2 3 CO 73 20.00 43.51 23.3F 15. 32 1.60 330. C $0.1 27.0 37.7 329.38 123.3 2.13 1.00 1.00 1.21 .3 . 7.46 3.21 27.44 50.03 27.44 22.03 1.40 330.3 63.2 5.6 22.5 42.4 35.7 443.91 123.3 2.04 54.6 2.03 1.00 0.96 1.23 1.01 • -. : .. ... .PURLINS OR GIRlS 2 2.19 2.37 22.10 51.98 24.92 19.42 1.56 330.0 50.1 25.5 3.5 361.96 123.3 2.10 1.03 1.00 1.21 ) 2 7.20 3.19 27.19 59.61 27.31 21.90 1.40 333.0 53.2 22.6 42.3 430.66 123.3 2.04 1.00 0.96 1.21 INTERMEDI ATE POINTS .'. . . 2 1.10 2.53 21.05 50.28 24.40 18.55 1.58 330.0 63.1 26.2 31.1 345.77 123.3 2.11 1.00 1.00 1.21 ) .. . 2 4.70 3.33 24.09 55.79 26.12 20.67 1.53 330.0 63.2 23.9 41.4 400.05 123.3 2.07 1.00 0.98 1.21 MEMBER 3 34C( HAUNCH- 1/ 7 X 10.0 FLANGE 5/15 WEE DEPTH AT J 2 3=60.00 - DEPTH AT 3M Z 4=42.00 LONT. 16.661 WT=1518.7 MEMEER 3 CLANGS YIELD = 50.00 KSIv WE-rm YIELD = 50.00 XSI . .... .. ACTUAL FORCES & C TO A L A L L 0 U A S L 6 STRESS CONDITIONS . . . .. LO:ATION MEN LOAD AXIAL SHEAP. MJHENT AXIAL SHEAR SENDING AXIAL SHEAR SENDING I SUM I I • . I CASE UETH (KIPS) (KIPS) (KIP-IN) S I R S S S S T S S S S -- I COMBINED I SHEAR I SPLICE POINTS AT 2.2o FT 3 1 60.0 -35.5 26.0- 10313.3 1.2 1.38 21.79 23.54 2.33 27.23 I 0.842 I 0.593 I AT 16.26 FT 3 1 42.0 -35.1 2l. -5157.1 3•5 1.64 21.19 21.35 4.53 26.50 I 0.851 I 0.339 I •. . . P2JRLINS 3N 0.NTS I I I AT 5.25 FT 3 1 56.2 -35.4 25.3 -0369.3 1.3 1.42 21.70 23.51 2.67 24.50 I 0.920 I 3.534 I . AT 10.33 FT 3 1 50.0 -35.3 23.5 -7013.4 1.4 1.50 21.51 22.30 3.36 25.71 I 0.863 1 0.444 I . AT 15.3 C7 3 1 42.9 -35.1 21.9 -5549.0 1.5 1.00 21.28 21.73 4.42 26.39 1 0.956 I 0.362 I . 3 I NTERMEDIATE PCIT5 .1 3.21 CT 3 1 7 -35.5 2 -)99 3 1.3 1.40 21.75 23.54 2.43 27.51 I 0.S33 1 0. 54 I AT 7.95 FT 3 1 52.1 -35.3 24.2 -3530.1 2.3 1.46 21.61 23.31 2.99 25.13 I 0.905 I 0.488 1 . . .. .... . AT 12.3: FT 3 1 4.9 -35.2 22.7 -7219.7 1 .4 3.55 21.40 22.21 3.55 25.21 I 0.965 I 0.402 I AT 1 t, . 11 -T L 42.9 -35.1 21.7 -t)352.0 1.5 1-612. .21 .24 ci O 4.62. 26.-;4 I ' 54 I 0.350 L0CA'I.. X-CR V-CD 008 A,E\ PX RY LX LY I LV 2 (LX KIY1 KLY2 X L5 1 ST i LS 2 T 2 "S 36 0° 1 CS 2 ON 01ST FEET I IN) P12) (IN) ( IN) I IN) (IN) ( 1:9) RX PY RY I P43) (TN) ( 114) (IN) I U") SPLICE POI.ITS 3 2.26 5.10 29.04 60.30 23.44 22.35 1.71 1134.4 54.5 37.0 53.3 35.9 21.5 473.31 54.6 2.30 37.0 2.36 1.00 0.07 1.03 1.04 3 10.88 20.18 31.30 42.23 22.91 16.35 1.01 1134.4 611.0 oO.4 31.4 290.51 180.2 2.48 1.00 1.00 1.2-s F,6'E GETAIL C-E-11(,4 SUAY Jj: 49753 56 , J:;T 0)- AMCA P T5AT!0:.1L C0APC'A710:i PA5: Ffl FAA!5 . I DATE: -22-36 6Cr. j:)CM- 1/ 2 X 13.0 FLAGE 5/P. v.lE3 DEPTH A 8 3=60.00 - DEPTi AT J) 8 4=42.00 LG!;T= 14.85 T=I518.78 . M E M R FLA.G& YIELD 50.00 5I. WES YIELD = 5 L00ATi3: X-. Y- 0P D-P AlE-' AX RY LX LY 1 LY 2 KLX KIYI ((LY? SX 1' 1 F I LE 2 'T 2 OS CS A CS 2 Mll 31ST (FIETI (in) (1'!) (II) (I') (I.) UN) (IN) RX c.y Y (IN3( (IN) (I') (IN) (In) PUALI :.R CUOTS 3 5.3'. 3.c' 33.23 o.20 27.25 21.13 1.75 1134.4 37.) 6' '9 21.2 34.3 431.17 37.3 2.33 150.2 ?.3E 5.03 0.99 1.0k 1.26 3 10.35 13.5 3C.)-° 50.03 35.32 17.35 1.52 1134.4 63.5 59.5 33.5 357.84 133.2 2.40 1.00 1.00 5.2s 3 15.35 13.55 31.1t, 43.75 23.30 1 b.c 1.39 1134.4 0.l 55.3 31.3 307.78 180.2 O.45 1.00 1.00 1.25 INTERMEDIATE P2P.TS 3 3.27 o.ol 30.04 56.75 25.D 21.94 5.73 1134.4 37.0 51.7 21.5 459.55 37.0 2.31 . 5.00 0.97 1.04 3 7.55 11.17 31.46 53.11 26.2i 20.09 1.73 1134.4 60.1 5c. 33.7 399.36 180.2 2.37 1.00 1.00 1.26 .15.1 •3C..,3 46.94 24.36- .15.03 1.85.1534.4. SC.EJ . 62.9 .. 337.31180.2.2.43 :. .1.00.1.00 1.26. . . .. ..- 3 16.11 19 31 23 42.03 2i 10 16 67 1-90 1134 60.0 63 0 31.6 29° 10 150.2 2-47 1.00 1.00 1 26 MCMSSR 4 04Cc P.-- 1 - 1/ 2 X 10.0 FLANGE i/ic W5" DEPTH AT JIJ - 4=42.00 DEPTH AT J'. V 5=42-0C LGNT 1C.Orl WT= 608.2 MEMSER 4 FLANGE YIELD = 50.00 P.51, WES YIELD = 50.00 (SI . . . . .. .. .... 9.. ACTUAL FORCES A 0 1 U A L A L C U N A S L E STRESS CONDITIONS . . LOCATION MOM. LOAD AXIAL SMIAR MOMENT AXIAL SHEAP SENDING AXIAL SHEAR SENDING I SUM I I .,. 0 CASE DEPTH (KIPS) (KIPS) (KIP-IM) - S-T S S S -S ----- S T q E s S I COMBINED I SMEAR 1•------. SPLICE PJINTS ...- AT 0.03 FT 4 1 42.0 -33.9 23.3 -5151.2 1.9 2.96 24.02 19.76 5.02 25.73 I 0.998 1 0.491 1 . . . AT 10.03 FT 4 1 42.0 -33.5 20.2 -3551.3 1.9 2.56 13.85 19.77 6.02 28.16 1 0.556 1 0.426 -1- DUSLINS OR GIRTS AT 3.53 FT 4 1 42.0 -33.9 22.2 -5233.7 1.9 I 0.468 I AT 2.92 20.33 19.75 5.02 25.73 I 0.853 3.50 FT -. 4 - 1 43.0 -33.8 20.6 -3919.1 1.9 2.82 15.29 19.77 6.02 28.16 1 3.607 I 0.435 t - ITERMED1ATS POINTS AT 1.75 FT 4 1 43.0 -33.9 22.7 -5574.8 1.9 2.88 22.14 19.76 6.02 25.73 I 0.24 I 0.479 I AT 6.03 FT 4 . 1 42.0 -33.9 21.4 -4549.8 1.9 2.72 17.75 - 19.76 6.02 - 26.18 I 0.694 I 0.452 AT 9.2' FT 4 5 42.0 -33.8 23.4 -3734.2 1.9 2.59 14.57 19.77 6.02 20.16 I 0.591 I 0.431 I .. LOCATION X-COR Y-00i DIP AREA R SY LX L 1 LV 2 ((LX MLVI KLY2 SX 1? 1 AT 1 LB 2 PT 2 01 04 C? I 03 2 - •- 0151 (PET) ( IN) IN2) (IN) 1 IN) (IN) (IN) (IN) RX RY RY ( IN3) (IN) (IN) (IN) I IN) .) SPLICE POINTS . 4 0.30 20.14 31.30 '.2.CD 17.61 17.44 2.17 1134.4 60.0 65.0 27.5 256.32 153.2 2.63 1.00 0.88 1.26 --..... 4 50.00 30.14 31.71 42.00 17.6° 17.44 2.17 1534.4 6-3.0 65.0 27.5 256.32 120.0 2.62 1.00 0.33 1.28 PUSLIS OP. GIFTS - ........ 4 3.E3 23.54 31.44 42.03 17.59 17.44 2.17 1134.4 50.3 63.0 56.0 27.6 27.6 25.32 160.2 2.63 120.0 2.62 l.')0 (3.85 1.25 1.28 - ........... 4 3.50 23.53 31.65 42.00 17.67 17.44 2.17 1134.4 60.0 65.3 27.5 256.32 123.0 2.52 1.-39 0.55 1.23 -1-, - INTE.(MED!ATE POINTS - - 4 1.75 1.E9 31.37 42.02 17.59 17.44 2.17 5134.4 50.0 c5.027. 255.32 100.2 2.53. 1.90 3.88 1.28 4 6. 00 25 54 31_c5 ? 03 17 69 i7 44 2 17 1l3 4 6') 0 6 0 27 6 -.256.32 120 0 ' 6.. - 1.00 0 °9 1.26 _ 4 9 2 29 3° 31 68 42 00 17 59 -' 44 2 17 1134 4 60 0 65 0 27 5 26 2 170 0 `2.62 1 0') " 88 1 20 AC 2T SS. SU'-;ARY Jt'3: 49753 5A NiT 3F. A2 I TRNt.TjUNL Co,1r: p1: A-t 175 F°AHStj. 1 06TF: -32-86 SAc., RE- 2 - 1/ 2 XS.3 r LA';c,E 3/1 EE' DEPTH AT JN 2 5=42.03 - DEPTH AT J11 2 5=42.00 LGNT= 13.00' WT= 472.12 MEER 5 FLAG3 YI1iC 30.02 KSI, YIELD = 5C.00 KSI ACTUAL FOR '-=S S C I U 4 L A L L 13 q3 ¶t L E STRESO CONDITIONS AXIAL SHE4 M25TNT SXIAL SHEAF EED!MG AXIAL SHEAF SENDING I SUN I I I S. lEPid (KIPS) (KIPS) (NIP- IN) 3 7 N N S S S T F. E S S I COM3INED I SHEAR I SPL11 PJI:TE l I I AT 0.3 FT I -:.e 23.2 -3551.4 2.5 2.55 20.37 17.37 5.32 22.91 I 3.973 I 0.425 I AT 10.03 FT 1 42.3 -33.7 17.1 -1315.2 2.5 2.17 7.55 17.95 5.32 19.45 0.49 I 0.361 I PUL1H5 OF 41075 I AT ;.5'. FT 5 1 .0 -33.5 19.1 -2731.2 2.5 2.43 15.55 17.57 5.02 19.45 I 0.537 I 0.433 I AT A.5 FT 1 43.0 -33.7 17. -1527.5 2.5 2.23 9.34 17.38 5.02 19.45 I 0.551 .1 0.370 I -. ,It.TEREDiATE•?.OI11S.... .......... . . .-.=.I,.......... AT 1 75 FT 1 42.0 -33.8 19 6 -3133.7 2.5!' 2.49 17.98 17 37 6.02' 22.91 I 0.867 I 0.414 I AT 5 0 FT c 1 .2.0 33 7 to 3 -165 9 2 5 2 3X 12 43 11 87 02 t.45 I 0 728 I 0.387 AT 9.25 FT S I 42.0 -33.7 17.3 -1470.3 2.5 2.20 5,44 17.58 5.02 19.45 I 0.538 I 0.366 1 .: .:. LOCATION x-:3R Y-COS DEP AFE4 RX R LX LY 1 LY 2 LX tV1 KLY2 SX LS I q 1 LB 2 -RT 2 OS - QA-CS -1 CS2 - MN 31ST (FEET) (IN) 11N2) (IN) (I J) (EN) (IN) UN) R RY SY (IN3) 1N (IN) (IN) (IN) ) SPLICE POINTS .. . . ... . 5 3.00 30.14 31.71 42.30 13.6? 16.35 1.15 1134.4 60.0 69.4 52.3 174.30 120.0 1.49- - -. 1.00 0.30 1.29 5 io.00 40.13 32.13 4.2.00 13.69 15.35 1.15 1534.4 60.0 69.4 52.3 174.30 150.0 1.55 1.00 0.80 1.87 PURL1-S 3F. GIFTS 5 3.53 33.3 31.36 42.00 13.69 16.35 1.15 1134.4 63.0 60.0 69.4 52.3 52.3 114.30 120.0 1.49 180.0 1.51 1.00 0.90 .1.29 1.87 - 5 2.50 33.63 32.07 2.00 53.50 16.35 1.15 1134.4 60.0 69.4 52.3 114.33 190.0 1.51 1.00 0.80 1.87 INTERMEDIATE POINTS 5 1.75 31.55 31.79 42.00 13.69 16.35 1.15 1134.4 60.0 69.4 52.3 174.30 120.0 5.49 1.00 0.50 1.23 . . .. 5 6.03 30.13 31.96 42.03 13.69 15.35 1.15 1534.4 63.0 69.4 52.3 174.30 130.0 1.51 1.00 0.90 1.87 5 9.25 39.33 32.10 42.00 13.5? 16.35 1.15 1134.4 60.0 69.4 52.3 114.30 150.0 1.51 5.00 0.90 5.87 MENSES S EACN 05- 3 - 1/ It X 5.0 FLANGE 3/16 W53 DEPTH AT JM 3 5=42.30 - DEPTH AT JN 8 7=42.00 LGNT= 13.00 'OT= 370.12 MEMSEF. s FLANGE YIELD = 50.03 KSI, WEE YIELD = 50.00 KSI ACTUAL FORCES A C T U A L A 1 1 0 W A S L 8 STRESS CONDITIONS LC-;,T13 MEN LOAD AXIAL S9EA MOMENT AXIAL SHEAF.. SENDING AX1tL SHEAR SENDING I SUM 14 I S 2 CASE flEFTH (KIPS) (NIPS) (KIP-IN) S T S 2 S S S T F 8 S S - I COMEINED I SHEAF. I SPLICE POINTS AT 0.00 T 5 1 42.0 -33.7 17.1 -1315.2 3.1 2.17 11.39 15.37 5.99 15.01 I 0.935 1 0.353 AT 13.03 FT 6 1 42.3 -33.5 14.0 551.3 3.1 1.75 4.72 15.39 5,99 23.57 I 0. 39 5 I 0.297 I PURLINS OR GIRTS I AT 3.5 1 FT 1 43.0 -33.6 15.3 -520.3 3.1 2.03 5.37 15.75 5,99 15.01 I 0.548 I 0.340 I AT 2.50 #T - .4 1 42.0 -33.6 14.5 . 294.5 - 3.1 1.24 2.55 15.33 5.99 15.01 I .3.35 I 3.331 I . .. . NTERMLDILI Ph IS 1 I AT 1 75 FT 6 1 4 0 -33 7 15 6 -962 1 3 1 IC 2 33 55 17 99 15 Ui I 0 739 I ') 351 I 5.0E T 6 1 42.0 -33.6 15.2 -151.3 3.1 5.94 1.31 15.39 5.9 15.01 I 0.757 I 0.323 I Fk.ANE 3TAIL ;EIIGN 5uI'MA-Y J'j: 4753 56 A (JiT CF AMCA 1'TR'-ATI0AL c0NATID: pI: ;'AMEN.J. I DATE: 5-?2-90 c -AC R- 3 - 1/ 4 X $.fl FLANGE 3/1 415 DFPTH AT J' 2 6=42.03 - 0EPT1 AT JN 1 7=42.00 L6NT= 13.01 NT= 310.12 S FLANGE VIELL = 53.00 XS], E1. YIELD = 53.03 KSI ACTUIL FOC: 1 C 7 U 6 L A L L 0 1 0 L5 5T2SS C0:D1T13NS LüC6Ti3 ME- L011. AXIAL SHEAX MOMENT .Xi.AL S-l3R E01 6XL SHEA< SENOING I SU' S S I :SE 312TH (KIOS) IKI'3) (NIP-IN) S 7 4 5 S S S 7 R I S S I Coli3INEO I EAR I IETF3SEiATE PCITS I AT 7.75 zT 0 1 41.0 -33.6 14.2 424.0 3.1 1.31 3.57 15.38 5.59 23.57 I 2.353 I 0.312 I LOCATION N-lIP V-lIP DIP ARE5 X RY LX LY 1 LV 2 NIX KLYI KLVI SA LS 1 RI 1 LE 2 9T I 35 31 CE 1 CS 2 MN lIlT (FEET) (IIfl (I2) UN) (IN) (Ia) (IN) (IN) RX NY PV UN3) (IN) (IN) (IN) (IN) SPLICE POINTS -- S 1.00 41.13 32.13 42.00 13.71 14.99 0.91 1134.4 60.0 . - . 75.7 ,65.6. .-,.. 115.43 180.0 .1.30 . 1.00 0.69 1.87 6 10.00. .0 12 32 55 'Z 00 10.7r,'"14.99 0 91 1134.4 51 0 75.7 65 6 115.43 60.0 1.2Z 1.00 0.69 1.49 PUSLINS jR &IRTS - 6 3.90 43.62 32.23 4.00 10.7,k 14.9S C.91 1134.4 63.0 75.7 65.6 115.43 180 3 1.30 1.O1 0.6.9 1.87 6 A.51 48.52 32.48 42.00 10.78 14.99 1.51 1134.4 60.0 60.0 75.7 65.6 65.5 115.43 180.0 1.30 60.0 1.26 1.00 0.69 1.87 1.49 -- - INTERMEO.IATE. POINTS - . __. -----------•--- ......._,_._, _..__-_--__ .'.' s 1.75 41.67 32.20 41.90 10.75 14.99 0.91 1134.4 50.0 75.7 65.6 115.43 190.0 1.30 1.90 0.69 1.67 6 .90 6 46.12 32.38 42.00 10.75 14.99 0.91 1134.4 60.0 75.7 65.6 115.43 190.0 1.30 1.00 0.69 1.97 •. . ..-', . 6 9.25 49.37 32.52 42.02 10.75 14.99 0.91 1134.4 50.0 75.7 65. 115.43 60.0 1.28 - 1.00 0.69 1.49'- --•-•. ...... MEMEEP 7 FAC% 6- 4 - 1/ 4 X 6.0 FLANGE 3/15 W=5 DEPTH AT JN 2 7=42.00 - OEPTN AT JN 2 6=42.00 LSN'= 13.00 WT= 370.16 .. MEIIOES 7 FLANGE YIELD = 50.00 KSI, WEE YIELD = 50.00 KSI .........................____0__ ACTUAL FORCES A C T U A L A I L 0 4 A 3 1 1 STRESS CONDITIONS L01AT10 ME-P. LOAD AXIAL SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SHEAR-SENOING -t SUM -2 I ------------- •- 2 CASE DEPTH (NIPS) (NIPS) (NIP-IN) S I R E S S S I R 8 S S I COMBINED I SHEAR I SPLICE POINTS . I i .- . :...... -. AT 2.03 FT 7 1 42.0 -33.6 14.0 551.3 3.1 1.7l --4.78 15.38' 5.99 -23.57 I 0.395 1 0.297-I - -' AT 10.03 FT 7 1 42.0 -33.4 11.9 2048.1 3.1 1.39 17.74 15.40 1.70 23.57 I 0.°27 I 0.81e I PUL1S Cr. GIT5 AT 3.50 FT 7 1 42.0 -33.5 12.9 1117.0 3.1 1.64 9.55 15.39 1.70 23.57 I 0.599 I 0.968 I ' '' ..... AT 2.50 FT 7 1 41.9 -33.4 11.4 1846.9 3.1 1.45 16.00 15.39 1.70 23.57 I 0.855 I 0.553 I . -. IMTERMEI'I4TE PGI- TS AT 1.73 FT 7 1 42.9 -33.5 13.5 539.3 3.1 1.71 7.28 15.39 1.73 '23.57 I 0.500 I 1.008 I ---- ' - . AT .00 FT 7 1 42.0 -33.5 12.2 1493.5 3.1 1.54 12.94 15.39. 1.70 23.57 I 0.731 1 0.910 1 T AT 9.25 FT 7 1 41.0 -33.4 11.2 1946.6 3.1 1.42 15.88 15.40 1.70 23.57 I 0.592 I 0.835 1 . "-, ..........:: LJCTIJ\ X- Y-CCR CEP ARE!. 1% Ry LX LV 1 LV 2 KLX KLYI KLYZ S L 1 9'r 1 Le 2 R' 05 14 CF 1 Cl MN 01ST (FEET) ( IN) I IN2 I IN) IN I 4 P4) 4! N) (IF)) RX °.Y Y (1 N3 ) (IN) ( IN) (IN) (IN) SPLICE ?JINT,S 0 ' . 0 7 0 09 53.2 32 55 42.00.10.78 '14.99 0 91 1134 .4, .0,.: .60 75 ',6.5.6 - 115 43 6O .O 1.28' 1 00 0.69 1.49 7 10 00 =1 11 32 96 4 0 10 7 14 ° 0 1 1' o 0 7 7 5 4 115 43 cO 9 1 2S 1 33 0 69 1 14 PUNLE1S OR OIRTS 7 3.50 52.1.1 32.51 42.03 13.71. 14.99 11.21 1134.4 60.3 60.0 75.7 55.6 65.6 115.43 50.3 1.23 60.0 1.78 1.00 0.59 1.40 1.22 7 F.13 54.51 32.90 41.00 10.78 14.99 0.1 113.4 60.0 63.0 75.7 65.6' 65.5 115.43 60.0 1.25 53.0 1.23 1.20 0.69 1.22 1.14 .. - . IV Of 1.1 4) LPP.:r ).>01P-I>4''01401V1 .'4:P .4141 IP4'< 0, 01 In 7 tO (0 C 0) '0 '0 7 C -.4 -4 -4 .- -4 -4 C - -1 '0 :t41 IT. fl -J . - 7 C P PIP 4) 41- to r ' • u 0 CI (.4 --4 04 C I- 7, .-. r-. rr - #;f.,. to li 41 (' .- C-', ,.,::-r 7' C) - p 'PVPf NJC_)-14I,pU,(:PL,POC) I I 7 • 6 flu I-i - (#10 .0 0. -. S S .s to 1.', z o o ri rn.. yr• • 'o r APA)I6I •.....-. z,VV .... 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I In cn '.1 N 17 ,i'I• ...........1 , - . . .:.t - - -- - - I I VAC0-J.2L FIAME 0:-541L DESICr- SuM!44Y Jj: 49753 5t. 4 Jsi S 2F 1::TF4T3:;41- CD!rAT: DAC: f 7(, 1-RAtE- 0. 1 3.413: 5-22-16 34Z) :ac .F- o - 1/ 2 X 00 AL4GI 3/15 WEE DEPTH 47 J I 9=42.0' - DEPT IT J 81'=42.00 LGrJT. 20.93,T=1616. / -L 9 FLAlG YIELD = 3 4SI, YIELD = 50.05 ',I ACTUAL FJ2JES A U A L A L L 0 5 L sTs: 000riio's L011- AXIAL SHA 1,;T AXIAL SH3A 3Cj:G AXIAL 514740 3ENDI SUM I I :405 0E? Ti (NIPS) (1P0) 4KIP-Ifl s S S S S 7 R I S S I C-)M8I4E0 I 5-434R I SFtiI P31 :TS I I AT 0.00 )-T 9 1 ..0 -33.3 7.5 31'6.4 2.1 1.00 14.75 15.99 1.74 27.70 I 0.1)3 1 0.574 I AT 27.93 FT 9 1 43.0 -32.9 -1.4 4341.2 1.1 0.11 20.36 19.02 1.74 27.70 1.79 I 0.100 PURLINS OR CIRTS AT 2.52 T I 2.0 -33.3 6.8 3463.5 0.3 0.36 16.13 11.50 1.74 27.70 I 0.655 3.495 I AT 3.50 FT 9 1 43.0 -33.2 5.2 3643.9 2.1 -3.a3 17.15 19.00 3.74 27.70 I 0.715 I 0.352 I - AT 13.13 FT,.- - . . 1 42.0-33.1 ;.37 :4111.9 2.1 0.47 --19.1-0 19.00 :1•74 . 27-.7.0 .1 -0..7.0 IJ.27.0 L AT Id 50 FT 9 1 41 0 -33 1 2.2 4237 4 3- '0.27-' 19.91 19 03 1 74 27 70 I 0 789 I 0 1571 AT 23 T 9 42.0 -33.0 0 437C.4 2.1 0 06 20.31 19.01 1.74 27.70 0 03 I 0.045 I - AT 25.50 FT 9 1 4.0 -32.5 -0.9 4380.9 2.1 0.12 20.25 19.02 1.74 27.70 I 0.301 I 0.065 I :. .. IT ERA ED1ATE POINTS I I I ..AT 1.73 FT 9 1 42.0 -33.3 7.3 3335.6 2.1 0.93 15.49 15.9° 3.74 - 27.70 I- 0.630 - 0.534 AT .0j FT 9 1 2.0 -33.2 6.0 3675.3 2.1 0.76 17.07 19.00 1.74 27.70 I 0.687 I 3.439 I ) AT 11.00 FT S . 1 42.0 -33.2 4.5 3989.4 2.1 0.57 18.53 19.30 1.74 27.70 I 0.739 I 0.326 1 .. AT 16.02 FT 9 1 42.0 -33.1 2.9 4211.2 2.1 0.37 19.56 19.01 1.74 27.70 1 3.776 I 0.214 I 21.00 FT 9 1 4.2.0 -33.0 1.4 4340.4 -- AT 2.1 0.16 20.16 19.01 1.74 27.70 I 0.70 3 I 0.101 I . . . AT 21.02 T S I 4.0 -33.0 -0.2 4377.2 2.1 0.02 20.33 19.01 1.74 27.70 1 0. P134 I C.012 I AT 29.21 FT c 1 42.0 -32.9 -1.1 4352.0 2.1 0.15 20.21 19.02 1.74 27.10 I 0.800 I 0.0841 ........ ) LOCATION X-:'-'R Y-0 DIP AREA RX R LX LV 3 LV 2 KLX KLVI KLV2 SX LS 1 ?T 1 LS 2 PT 2 c-s 04 CS S Cs 2 MN 0151 IFEETI UN) (Ir42) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) -. SPLICE POINTS -- 9 0.00 70.10 37.33 42.00 15.89 16.56 1.3 1134.'. 60.0 68.5 36.4 215.31 60.0 2.04 1.39 0.85 1.06 29.3 100.00 34.63 42.00 15.55 16.96 3.55 1134.4 34.3 66.3 20.8- 21-5.31 34.3 2.04 -- - 1.00 0.85 1.00 - PUPLINS OR c-IRTS 9 3.50 73.80 33.53 42.00 15.69 16.95 1.55 1134.4 53.0 63.0 68.3 34.4 36.4 215.31 60.0 2.04 60.0 2.0' 1.00 2.95 1.05 1.04 9 3.50 73.59 33.73 42.0015.69 16.91 1.55 1134.4 50.0 60.0 66.8 36.4 38.4 215.31 o0.0 2.04 80.0 2.04 1.00 0.35 1.04 1.03 - 9 9 13.50 53.31 33.94 42.00 15.6) 18.95 1.65 1134.4 50.0 60.0 66.5 35.4 36.4 215.31 60.0 2.04 50.0 2.04 1.00 0.85 1.03 1.02 - 5 13.50 63.E3 34.15 42.00 15.89 16.95 3.65 1134.4 50.0 60.0 68.8 38.4 35.4 215.31 60.0 2.04 60.) 2.04 1.00 0.35 1.02 1.01 - 9 23.30 73.53 34.36 4.2.00 15.59 15.98 1.55 1134.4 60.0 63.0 66.3 36.4 36.4 215.31 60.0 2.04 60.0 2.04 1.00 0.85 1.01 1.00 9 23.50 73.57 34.57 42.00 15.89 16.50 1.65 1134.4 60.0 34.3 68.3 36.4 23.8 215.31 60.0 2.34 3.3 2.04 1.00 0.35 1.30 1.00 : 2 INTERMEDIATE P0I9TS 9 1.75 71.05 33.45 42.80 15.69 16.9S 1.55 1334.4 60.0 56.3 3.4 215.31 60.0 2.04 1.03 0.65 1.06 _.-:-----.--. 9 8.00 71.01 33.63 42.23 15.69 16.95 1.65 1134.4 53.0 66.8 35.4 215.31 81.0 2.04 1.00 0.55 1.04 7 9 11.00 51.09 33.54 42.07 15.59 36.75 1.55 1134.4 50.0 51.2 36.4 215.31 60.0 2.04 1.00 0.35 1.03 9 1t.00 01.06 34.05 42.00 15.67 16.93 1.55 1134.4 60.-I 66.3.. 31.4 215.31 50.0 2.04. . - 1.-30 c-.35 1.02 5 21.00 91 .3 4 25 42.00-5 69 15 93 1 oo1'34.4 60 0 6.1 35.4 215-.31 50 0 0. 1-.CO 0 I 01 ° 00 °. 03 34.4b 42 03 15 69 16 93 1 o5 1 34 4 60 0 6.J 38 4 21, 31 60 0 ' 04 1 00-0 85 l-.0' 5 2;.21 99.29 04.60 42.03 15.69 16.96 1.45 1134.4 34.3 66.3 - 20.9 215.31 34.32.04 1.1) 0.55 1.01 H . VA3-2U: FV:E -ESIGN SU:'A'Y .. .• J32: 4753 5A A JA1T OF A I Ns..TIDAL C URA TI-ON - . PAOF: j.- f77 1 OATS: 5-22-95 L - MEMIER 2 F?.OT RA- 7 - 1/ 2 ). 5.3 FLA'0E 3/15 M0i DEPTH AT J: E11=2.0J - OEPT.1 AT J4 010=42.00 LGNT= 29.93 WT1616.61 .- MEMF.i3 FLAGI YIELD = 13.00 rs:, W5- YIELD = 50. KS1 -- ACTUL FJ4C8S 4 c 7 U A L A L I 7 N A A I S STRESS C00IT13S - LUCAUC - 12.11 AXIAL SHEA- 7E NT AXIAL 59FA 0E3 AXIAL S1S.7 FINOIHO I SUM I I I CAIE DE1H (:IS) NIPS) I KI Cl- I4) S T R S S S S T R B S S I CO?-5INE0 I SHEAR I SPLICEPi1T3 . I I - AT 0.01: '1 10 1 42.0 -33.3 -7.9 3175.2 2.1 1.00 14.76 13.99 1.74 27.70 I 0.604 1 0.973 I AT FT ioi 42.0 -z.c 1.4 741.4 2.1 0.17 23.18 19.02 1.74 27.70 I 3.79, I 0.100 ' PuRLifS : 3IRTS I I I AT 3.2 T 10 2 42.3 -33.2 -.A 3485.5 2.1 0.84 15.10 15.99 1.74 27.10 I 0.555 I 0.494 I . AT .3.0 FT jO i 47.0 -23.2 -5.2 3845.6 2.1 0.88 17.36 19.00 1.74 27.70 I 3.71 I 0.392 1 - AT 13. FT . "'.0 3.. 1 AT 1' rJT 10 1 42 U -33 1 - 1 421-8:-3 2 - 0 27 19 9Z--.19.:01',,-1 7427 70 I 3.789,1--- I 0 1571 -. I - - AT 23.53 1 ii - 1 4 0 -33 0- -0 5 4370 9 ' 1 0 08 . 30 19.01 .74 17.7C I C 803 I C.044 I - * A 2 T 10 1 4- 0 -32 ° 0 9 4381 1 2 0 12 2 '5 19 02 74 2 70 1 3.801 I 0 066 IR' AE P i IS I I I AT 1.7i PT - 131- 1 42.0 -33.3 -7.3 - 3337.5 - 2.1 0.93 15.50 1°.99 1.74 27.10 1 0.530 I 0.534 -1 •- -. AT 5.00 FT 10 1 4.0 -33.2 -6.0 3677.1 2.1 0.75 17.08 19.00 1.74 27.70 I 0.697 I 0.438 I AT 11.00 FT 10 . 1 42.0 -33.2 -4.5 3990.9 2.1 0.57 15.54 19.00 1.74 27.70 I 3.740 0.326 . ... AT 16.00 FT 10 1 42.0 -33.1 -2.9 4212.3 2.1 0.37 19.56 19.01 -1.74 27.701 0.777 I 0.213 1- AT 21.00 FT . 10 1 42.0 -33.0 -1.4 4341.2 2.1 0.17 213.16 19.01 3.74. 27.70 I 3.798 . I 0.131 I - AT 23.03 FT 1 r 1 42.0 -33.0 0.2 4377.8 2.1 0.02 23.33 19.01 3.74 27.710 1 C. PO4 I 0.012 1 . - -- AT- 23 FT i 0 1 42.0 -32.9 1.2 4352.2 2.1 0.15 23.21 19.02 1.74 27.70 "I 0800 I 0.054 ------ ......... . .. LCA'TrN X- 0,' Y-C-0R DSP AREA RX RY L). LV 1 LY 2 NLX KLY1 KLY2 SX 13 1 RI 1 15 2 RT 2 n. S 08 CS 1 CO 2 MN 01ST (FEET) (IN) (!N2) (IN) (IN) (IN) (IN) (IN) RX NY RY (P43) (INU U.N) (P4) (114) SFLICE POINTS 10 3.00 i9.90 33.35 42.00 15.5' 25.99 1.5 1134.4 60.0 66.8 33.4 215.31 60.0 2.04 1.00 0.95 1.06 .-..... 10 29.93 130.00 34.63 42.60 15.6? 16.96 1.55 1134.4 34.3 6b.3 20.5 215.31 34.3 2.04 - 1.00 0.85 1.00 -:.... PURLI'S DR GRTS .......- 10 3.5Z 123.40 33.53 42.03 15.59 16.95 1.55 1134.4 60.3 61.0 66.5 39.4 36.4 215.31 60.0 2.04 60.0 2.04 1.30 0.95 1.06 104 - .. -• 1C 1.53 121.i 33.13 42.00 15.69 1o.96 1.85 1134.4 80.0 60.0 8.5 3.4 36.4 215.31 60.0 2.04 60.0 2.04 1.03 0.95 1.04 1.03 . .. - .-. 10 13.50 116.41 33.94 42.00 15.69 16.98 1.65 1134.4 60.0 80.0 66.3 36.4 36.4 215.31 60.0 2.04 60.3 2.04 1.00 0.55 1.03 1.32 10 15.53 111.42 24.15 42.03 18.69 15.93 1.R 1334.4 60.0 63.0 66.5 36.4 35.4 215.31 53.0 2.04 80.0 2.04 1.00 0.85 1.02 1.01 . 13 23.50 105.42 34.38 42.00 15.69 16.0 1.65 1134.4 60.3 60.0 66." 36.4 35.4 215.31 80.0 2.04 60.0 2.04 1.00 0.95 1.01 1.00--- 10 24.53 101.43 74.57 42.03 15.69 14.59 1.65 1134.4 50.0 34.3 . 6-5.-I 35.4 20.1 215.31 60.0 2.04 34.3 2.04 1.30 0.95 1.00 1.00 . .. ..- INTERMEDIATE F01TS -... - ... - L 1.75 126.15 33.45 42.00 59 '6.9a 1 s 1 134.' 6,1 .0 oo 36 4 215 3 o') 0 s 04 1 00 " 95 1 5 10 1.00 1i3.,1 33.63 62.03 15.89 16.95 1.65 1134.4 5.3.0 66.3 35., 215.31 60.3 2.04 1.00 0.55 1.04 - 13 1. 00 115.51 33.54 42.3) 15.69 16.9.3 1.55 1134.; 63.0 6.5."- 35.4 215.31 80.0 2.04 1.0O 0.55 1.03 - - • 10 15.03 112.9134.05 42.30 15.69 IA.93 1.55 -1134.4 50.3 66.6 3o.4 215.31 60.0 2.04 1.00 0.95 1.07 - 81 13440 j.935 951 • 30 133 92;34 46 42 00 13 5?'16 95 1 S-1134 4 .'.40 0 , 56 0 -'35 4-215 3163 -,,2:.7 64 1 3 I00O -• . _.s -. 9510n 10 ..1 4.6- 1..6, -'16.- 98 1.6 1134.4 34.3 6 6 . 3 219.31 34.3 2.04 1.00 0.25 1.00 - - r- -- - - - F FA::E DOTAIL EImJ SUMARY J3: 40753 5A J;1T On i'TA'IC,AL )RFATI0 PAGE: F7- 1-4ME DATE: 5-22-86 HEr 31R 11 SN[AT SE- 3 - 3/ 5 X r,.3 FLt:JE,E 3/18 WEE DEPTH AT J: 812=42.00 - 7FPTH AT j:J 011=42.00 LGNT= 10.00' T= 421.13 5ME3S 11 FLAG YELJ 53.00 :S1, wEE YIELD = 50.30 KSI ACTUAL FJP.CES A L T U A L A I L 0 4 A I E STRESS CC0TTIJNS LOA IXIAL SNEAZ -M1HE-T AXIAL SEAS 0EDING 1X IL SHEAR SENDING SUM I I I CASE 0C?Tr (KIPS) (1S) (icI? - Ifl S 7 8 S S S T.S 8 S 5 I COMBINED I SHEAR I SPLICE POINTS . I. AT 0.00 FT 11 1 4.3 -33.4 -10.9 20351.3 2.7 1.37 14.14 16.11 1.72 25.81 I 0.677 I 0.309 I AT 10.Cr1rT 11 1 42.0 -33.3 7.9 3179.4 2.7 1.00 21.22 16.E3 1.72 25.51 I 0.59 I 0.51 PUSLINS OR GIATS 1 IT 3.53 FT 11 1 42.0 -33.4 -2.9 2488.5 2.7 1.25 17.16 1.2 1.72 25.81 I 0.738 I 0.729 I AT 8.80 PT 11 1 40.3 -35.3 -3.3 3034.0 2.7 1.0fs 20.92 16.32 1.72 25.31 I 0.922 I 0.815 1 -INTEPMEDiAT E j,P01 A TS - - AT 1 75 -T ,..- r11 1 42 0 -334 -10.-, 2275 6- - 2 7 1 32 15 59 -16 2 '1.72 25 81 ( 0.733 I!.0-769'1-. AT 8 03 -T 11 • 1 4 .0 -33 3 0.1 772 2.7 1.15- 19.12 16.92 1.72 25.1 0.057 -1 0.672 t---- A' 9.25 FT 11 1 42.0 -33.3 -E.1 3107.7 2.7 1.03 21.43 16.2 1.72 25.81 I C-°41 I 0.528 I _10CATI0U X-ZCA V-CUR DEP AREA R RY LX LV I LV 2 --KIX--- LY1- -KLV2--- SX L5 -F- AT-i -L8-2--T -2-- CS 34 CS 1-C8-2 --. AN 01ST (FEET) (IN) (IN21 (IN) (TN) UN) (IN) (IN) RX RY RY (IN3) (IN3 (TN) (IN) (IN) jr SPLICE POINTS . . •. . . 11 0.00-139.89 32.26 42.03 12.23 15.70 1.05 1134.4 60.0 71.9 57.1 145.05 60.0 1.40 1.00 0.75 1.14-- ... 11 10.00 129.93 33,33 42.00 12.23 15.76 1.05 1134.4 60.0 71.9 57.1 145.05 c0.0 1.40 1.00 3.75 1.06 PUSLINS OR GIRlS . . - - 11 3..30 13.43 33.11 42.00 12.23 15.76 1.05 1134.4 60.0 60.0 71.9 57.1 57.1 145.05 53.0 1.40 60.0 1.40 1.00 -0.75- 1.14 -1.09 11 6.50 131.40 33.32 42.00 12.23 15.75 1.05 1134.4 80.0 63.0 71.9 57.1 57.1 145.05 63.0 1.40 60.0 1.40 1.00 0.75 1.00 1.06 INTESMF0I ATE POINTS -.-'- 11 1.75 135.14 33.04 42.00 12.23 15.75 1.35 1134.4 60.0 - 71.9 57.1- 145.05 50.0 1.40- 1.00 0.75 1.14--'------ 11 6.00 1.33.90 33.21 42.00 12.23 15.76 1.05 1134.4 60.0 71.2 57.1 145.05 80.0 1.40 1.00 0.75 1.09 . . .:- •.. . .- . -. 11 9.25 130.85 33.35 42.00 12.23 15.78 1.05 1134.4 60.3 71.2 57.1 145.05 60.0 1.40 1.00 0.75 1.05 . . . . ME-HEIR 12 FRONT 53- 9 - 1/ 4 X 8.0 FLANGE 3/15 WE? DEPTH AT JN 813=42.00 - DEPTH AT J( 812=42.00 LGNT 10.00' WT= 370.18 ) MEM.EES 12 FLANGE YIELD • 50.00 KSI, WEB YIELD = 50.00 KSI - ACTUAL FORCES A C I U A I A 1 1 0 4 A S I E STRESS C0DIT2-3NS . •- .. ..: • LOCATION HEM LOAD AXIAL SHEAz MOMENT AXIAL SHEAR EENDING AXIAL SHEAR SENDING I SUN I I I CASE 2EPTH (KIPS) IPSI KI0_IN' •s T S I S S s r 5 E s S I CO46INED I SHEAR I ------ . SPLICE P0ITS AT 0 3 T 1 1 4 0 -33 D -14 3 554 1 1 7 4 31 ' 35 5 ° 23 57 I 0.30Q I 0.2c7 I .T 10 0' Ir 1 12 1 ' 0 -33.(- -10.9 110111.1 1 1.39 17.77 15 70 23.57 I C 2 = I 0 3'? I PURL OR GIRlS I I 12 1 42.0 -33.5 -12.9 1120.9 3.1 1.64 0.71 15.39 1.70 23.57 I 0.592 I 0.96S I - AT .c-2 I 17 1 62.0 -33.5 -12.2 1427.3 3.1 1.54 - 12.97 15.39 1.70 23.57 I 0.733 I 0.910 I FAHE DETAIL 1IG:l SU"-bY - JOE: 49753 54 A UNIT .) INTz'.ATI3NAL C30kAT1-Y. PAGE: +r171 OATS: 8-22-96 U 'IENEEP. 12 FONT R- 9 - 1/ 4 X 6.0 =LANGE 3/16 WET DEPTH AT JIJ 013=42.03 - DEPTH AT JM 012=42.00 LGNT. 10.0,3- -WT= 370.10 . -. M : 12 FLANGE YIELD 50.CO W51, WE YI ELD = 50.00 XSI ACTUAL FORCES 4 C T U A L A !_ L 0 N A 5. L 2 STRESS CONDITIONS !Lfl LAD AXIAL 5HE1 114ENT AXIAL SU.IAF: 3O'OINS AXIAL SHSAQ SEMOING I SUM 0 I 1. o 5E C,E2T (RIPS) (ROPS) (KIP-1-10 S T S S S S S T P 6 S S I COM3I;)EO I SHEAR I INTERMEDIATE POINTS 1 I AT 5.25 FT 12 1 42.0 -33.4 -11.2 - 1951.9 3 .1 1.4Z 16.91 1540 •1.70 2357 I 0.293 I 0.835 I LATI X-ZOAY-COR OEPARE4 RX AY LX LVI LYE KLX KLYI KLY? SX 151 RTIL?2 PIE OS QA 021082 MN Iii Or FEET) (IN) IN2) (IN) Ii4) I IN ( TM) I IN) AX RY R fl N3) I I ) IN) I IN) (EN) SPLiCE POINTS 0 20 149 _ 32 5 4 00 10.72 14 9° 0.91 -1134 4460 0 -- t-,•75 7 .,6c 6 . 115.43'60.l 2..5.-'1 'l210 001.989329642 O10.78 14990911134 40 0 75' 6, 6 ':115'.431e'60.0 -1.28 00 0.69-11:49 - 100069114.... - -= P URLINIS OR GIRTS 12 50 1=6 39 32.6° 42 03 10.' 14.99 0.41 1134.4 60.0 60.0 75.7 55.6 65.6 115.43 60.0 1.28 60.0 1.29 1.00 0.59 1 49 1.22 12 6.53 141.39 32.90 42.03 10.73 14.99 0.91 1134.4 60.0 60.9 75.7 55.6 65.6 115.43 60.0 1.28 6C.0 1.28 1.00 0.69 1.22 1.14 ........... .'_..INTERMEDIATE POINTS - ---------- .---- - .................................-.--.--- 12 1.75 145.14 32.62 42.00 10.78 14.99 0.91 1134.4 60.0 75.7 65.6 115.43 60.0 1.28 1.00 0.69 1.49 12 6.CO 143.39 32.80 42.00 10.78 1'..99 3.91 1134.4 50.0 75.7 65.6 115.43 60.0 1.25 1.00 0.69 1.22 . . . . 12 .z5 140.84 32.93 42.00 10.73 14.99.0.91 1134.4 60.0 75.7 65.8 115.43 80.0 1.25 1.3C 0.69 1.14 -- . MEMBER 13 CNT Ri-10 - 1/ 4 X 6.0 FLANGE 3/15 U50 DEPTH AT JN 014=42.00 - DEPTH AT JN 013=42.00 LGMT= 13.00' T= 370.12 MEMBER 13 FLA-.GE YIELD = 50 00 kSI-, WEB YIELD = 50.00 ((XI - :) ACTUAL FORCES A C T U A I A I L C W 8 9 1 E STRESS CONDITIONS . LCATIO HEM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR SENDING AX IAL7 SHSAREEN0NG I SUMO I % I . .. . . .- 0 CASE DEPTH (RIPS) (KIPS) (RIP - IN)- - * S T A E S S S T R S S S ', , I COMBINED I SHEAR I SPLICE POINTS . . . . AT G.00 FT 13 1 42.0 -33.7 -17.1 -1311.5 3.1 2.17 11.36 15.37 5.99 15.03 I 0.933 I. 0.362 I AT 13.00 FT 13 1 42.0 -33.6 -14.0 554.6 3.1 1.75 4.60 15.38 3•99 23.57 I 0.399 I 0.297 I . . .,. PURLINS OR GIRTS . ......... AT 3.53 FT 13 1 42.0 -33.5 -16.0 -15.9 3.1 2.03 5.34 - 15.38 5.99 15.03 I 0.546 I 0.340 I AT 3.53 FT 13 1 42.0 -33.6 -14.5 2S.7 3.1 1.34 2.59 15.35 5.99 15.03 I 0.359 I 0.397 I INTERNEDIATO PUINTS I I I I T AT 1.75 FT 13 1 42.0 -33.7 -18.6 -956.0 3.1 2.10 6.30 - 15.37 5.99 15.03 I -0.736 I 0.351 1 — -. AT 5.00 FT 33 1 42.0 33.6 15.2 -17.0 3.1 1.94 1.27 15.38 5.99 15.03 I 0.284 I 0.323 I :. AT 9.2 FT 13 1 42.0 33.6 14.? 427.7 3.1 1.61 3.71 15.38 5.99 23.57 I 0.354 I 0.302 I . .. LOCATION x-:ORY-COR DE AREA RX P.Y LX LVI LYE ((IX ((LYE ((LY2 SX 101 RTI.LB2 RT? CS 03 C31092 - - -IN 31ST (FEET) (iN) (112) (IN) 1 1.14) I I N) (I U) (TN) P.X RY 3Y I IN3 I (IN) (IN) (IN) ( IN) - SCLIC rNTS 91-U 13 (.0-flJI307 4' 00069 I 87 ' .• • A3 0.O 3 I Ar 10 003149 8932 55 ',2 00 10 79114.99*0 91 3134 4'o0 0 7S 7ec 5 = '115 43 0 1 29- 110 0 69 1 490.- - F PURLINS tOR GIRTS - 13 3.53 155.36 32.28 42.0C 10.71 14.9° 0.91 1134.4 60.0 757 61.6 115.43 180.0 1.33 1.00 0.59 1.87 13 6.50 151.33 32.45 12.03 10.7 14.95 0.91 113.4 80.0 60.0 75.7 65.6 65.6 115.43 380.0 1.30 50.0 1.28 1.00 0.69 1.67 3.49 - - . ---- -. . -" . - - - C5-J3. PNA'.1 11T411 I09 SU'MAFY JOB: 49753 54 WIT 3 A':. I'TR:TI3.AL Cp3TI0-. PA3 .- FO 3. 1 OATr.: 3-22-06 .4 ME-IEE. 17 FC'T P3-10 - 1/ 4 X 6.0 FLANGE 3/16 WEE DEPTH AT J 014=42.00 - DEPTH AT JN 013=42.00 LGNT= 13.00' WT= 37C.10 . . EI8 13 F L. A.G5 YI ELD 50.30 PSI, E2 YIELD = 50.00 Y SI L0CAT13 X-Y-3 36? A7. SX RY LX LY1 L2 KLX <LY1 <LYZ S L -1 RT1IN2 RT S OA 391032 S3 t F EE ) C !) C I\'2 ) (TN) I N) I IN) I i ) (IN) RI .°.Y Y I N3 ) I IN) I IN I I TN) I INTEkNELJiATE P01:TS 13 1.75 15.13 32.20 2.00 4. 90 G.l 1134.4 60 - 75.7 55.5 115.43 130.3 1.30 1.00 0.b9 1.67 13 6.30 153. 32.3 42.30 10.73 3.51 1134.4 60.0 75.7 65.1 115.43 150.0 1.30 1.00 0.69 1.31 13 1.25 160.63 32.52 42.30 10.7. 14.99 0.51 1134.4 0.0 75.7 65.5 115.43 50.0 1.29 1.00 0.69 1.45 MEM9s 14 FOOI:T SLii - - 1/ 2 7 6.3 FLA.T&E 3/1a '.E2 DEPTH AT JN 01542.00 - DEPT' &T Jtj 314=42.00Lt,'T 10.0' WT= 4"I MEM BE 14 LANG:* VLL. - 50.0 S1 ,'YIELD 50 00 <5 ACTUAL FSRCS A C I L A L A L . 0 W A B L I STRESS COIJDITIOHS L LIC 4 T I ON jpl, LOAD AXIAL SHEAR MOMENT AXIAL SHEAR E.9I1I0 AXI L SWEAR BENDING I SU 5 A AS E DEPTH (KIPS) U1°S) I K 10- 1 S T 3 E S S S T R 6 S S I COMBINED I SHEAR I SPLICE POINTS I .. . I I ... . ...... . AT 0.03 FT 14 1 42.0 -33.8 -20.2 -3547.0 - 2.5 2.56 - 20.35 - 17.91 6.02 - 22.91 1- 0. 97 1 1 0.426t AT 10.00 FT 14 1 42.0 -33.7 -17.1 -1311.3 2.5 2.17 7.52 17.56 6.32 19.46 I 0.494 I 0.361 I PURLINS OR GIRlS AT 3.50 FT 14 1 42.0 -33.6 -19.1 -2722.0 2.5 2.42 15.62 17.97 f..02 19.46 I 0.995 I 0.403 I - AT 3.53 FT . 14 1 42.0 -33.7 -17.6 -3622.6 2.5 2.23 9.31 17.88 6.02 19.46 I 0.579 I 0.370 I INTERME0IA1E POI1TS AT 1.75 FT 14 1 42.0 -33.8 -19.6 -3128.9 2.5 2.49 17.95 17.97 6.02 22.91 - 0.966 1 0.414 1 : AT 6.00 Fl 14 1 42.0 -33.7 -16.3 -2160.1 2.5 2.33 12.40 17.67 6.02 19.46 I 0.726 I 0.367 1 . . . . . AT 9.25 FT 14 1 42.0 -33.7 -17.3 -1466.0 2.9 2.20 3.41 1795 6.02 19.46 I 0.531 I 0.365 1 - . .. LOCATION X-CUR Y-00: 0 E AREA Rx RY LX LV I LV 2 KLX KLY1 KLY2 OX L3 3 RT 1 LB 2 RT 2 OS QA CB 1 C3 2 MN 01ST (FEET) (IN) (INn (IN) (IN) (IN) (TN) (IN) RX R F.Y I13) (TN) (IN) (IN) (IN) . . SPLICE P3I-\TS - - -- 14 3.03 159.97 31.71 42.00 13.59 16.35 1.15 1134.4 60.0 69. 52.3 174.30 120.0 1.49 1.30 0.80 1.29 14 10.00 159.33 32.13 42.00 13.69 15.35 1.15 1134.4 60.0 69.4 52.3 174.30 180.0 1.51 1.00 0.80 1.87 PURLINS OR OIRTS 14 3.53 1b.37 31.55 42.33 13.59 15.35 1.15 1134.4 60.0 60.0 69.4 52.3 52.3 174.30 120.0 1.49 180.0 1.51 1.00 0.80 1.29 1.97 14 6.50 161.37 32.07 42.00 13.63 16.35 1.15 1134.4 60.0 69.4 52.3 174.30 190.0 1.51 1.00 3.30 1.87 INTERMEDIATI POINTS 14 1.75 165.12 31.79 42.05 13.67 16.35 1.15 1134.4 60.0 69.4 52.3 174.30 120.0 1.49 1.00 0.50 1.29 - ...... 14 5.55 13.8 21.95 42.Ci 13.63 15.35 1.15 1134.4 60.0 69.4 52.3 174.30 180.0 1.51 1.00 0.80 1.87 .,.. .. .. 14 9.25 160.63 32.13 42.00 13.6' 16.35 1.15 1134.4 6 0.0 60.4 52.3 174.30 1'30.0 1.51 1.00 0-30 1.37 33TIL 31)10': StMA'V - J33: 44753 54 J::T CF A:A I:T:R\rIQ':AL COP TAT 19. P401: 1 0415: 8-22-65 4 1-E431R 10 F,fl-T R.-12 - Li 2 X 12.0 FL4.OE 3/16 WEE DEPTH AT J' 018=42.00 - 3=FTr IT J 01 542.00 LGNT 13.00 T= 60E.25 .-- LA I L - 1 Y' 5I M YIELD 53.01) KSI - ACTUAL PCACES A C T U A L A L 1 On W A 3 1 5 STRESS CONDITIONS L3CATXC'S LOAD A1AL SHEAR M3'ENT AXIAL SHEER SENDING AX L SHEAR Sf-tIDING I SUM I I C 1405 DEF-Tw (SIPS) (RIPS) (K1?-I-') S 7 5 1 S S S T P 5 S S I COMBINED j SHEAR SPLICE POINTS I - I •. ,. - .. -. AT 3.C) FT 1 1 42.0 -33.0 -23.3 -6152.5 1.9 2.95 24.00 59.78 6.02 25.73 I 0.997 I 0.491 I AT 10.0) FT 15 1 4.'.O -33.5 -23.2 -3547.1 1. 2.51 13.54 19.77 53 28.16 I 0.555 I 0.426 I PURL,-4S OK OIRTS - AT 3.53 FT 1 - 1 42.0 -33.9 -22.2 -5198.0 1.0 2.52 20.28 19.76 6.02 25.73 I 3.352 1 3.458 I AT 3.52, FT 11 1 42.0 -33.5 -20.6 -3913.5 1.9 2.62 15.27 50.77 8.02 26.16 I 0.608 1 0.435 I lITER EtATE ,PJI TS •;-z _. .-.. --- ="kA: '-X - - - s - - J I - - - -- ' AT -t.7c lE 42 0 -33.9 -22.7 -5589 6 38- 22 12T., 19 76 -5 02 25.73 I 0°24 I 0 479 . AT t 00 CT ' 1, 1 4. 0 -33 0 -21 4 -4544 1.9 2.72 17.73 19.76 6.02 28.16- I 0.6Q3 I 0.452 1 AT 9 2 z CT • 1 42.0 -33.5 -20.4 -3T29.4 1.9 2.59 14.55 19.77 6.02 28.16 I 3.590 I C.433 I LCATi0N X-2LR V-CON OEP AROA. RX RY LX LV 1 LV 2 NIX NLVI NLYZ SX IS-i RT I LS-2-.RT 2 CS 04 CS 1-05 2 ---- MN 01ST (FEET) (IN) (1'12) I Ufl (IN) ( IN) (IN) (IN) R RY a (I M3 ) (IN) (IN) (IN) (IN) . -. . SPLICE POINTS 15 0.00 179.56 31.30 42.CC 17.69 57.4' 2.11 1134.4 60.0 65.' 27.8 255.32 180.2 2.53 5.00 0.55 1.23 -- 0.• 15 13.03 1o9.57 31.71 42.03 17.89 17.44 2.17 1134.4 60.0 65.0 27.6 255.32 120.0 2.62 1.00 0.88 1.25 . •0 PURLINS OR OIRTS .. 15 3.50 176.3 31.44 42.01 17.69 17.44 2.17 1134.4 60.0 60.0 65.0 27.6 27.6 255.32 IEO.2 2.63 120.0 2.52 1.00 0.88 5.26 1.28 15 8.50 171.37 31.65 42.00 17.89 17.44 2.17 1134.4 60.3 65.0 27.6 256.32 120.0 2.62 1.00 0.35 1.23 INTERMEDIATE POINTS .. 0 15 1.75 17H.11 31.37 42.00 17.67 17.44 2.17 1134.4 60.0 65,0 27.6 256.32 180.2 2.53 1.00 0.58 1.26 : '- 15 6.CO 173.36 51.55 42.0) 17.67 -17.44.2.17 1134.4 50.0 65.0 27.8 256.32 120.0 2.62 - 1.00 0.85 1.28 • I 15 9.25 170.82 31.83 42.0.3 17.60 17.44 2.17 1134.4 50.0 65.0 27.5 256.32 120.0 2.62 1.00 0.85 1.2 . . ... MESEER 15 FF31.'T HAUNCH- 1/ 2 X 10.0 FLANGE /16 wEE OEPTH AT JN 317=60.03 - DEPTH ATJw 016=42.00 LG'!T 16.56' WTI518.70 - - MENA ER iS FLANGE YIELD • 50.30 KSI, WEB YIELD = 50.00 KSI - ACTUAL FORCES ACTUAL ALLOWABLE STRESSCOMDITIONS • . . LCATD:4 MEN LOAD AY.IAL SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SHEAR BENOING I SUM I I i I ••: I 1455 DEPTH (NIPS) (NIPS) (NIP-IN) S T A F SS - S T P E S S -- I COMSIMED I SHEAR ------------. SPLICE POINTS AT 2 ' FT LS 1 60.0 -35.5 -25.9 -1-0306.0 1.2 1.35 21.78 22.54 2.33 27.23 1 0.541. I 0.593 AT lo.3c. FT lb 4-0 -3 5.1 -21.55- -61152.5 1.5 1.64 21.18 21.05 4.R3 26.50 f " esi 1 0.339 I PURLINS UR GIRTS i I I - .. -..•....•..- -: AT 5.35 FT 16 1 5i. .2 -35.4 -25.0 -9363.3 1.3 1.42 -21.58 23.51 - 2.67 24.50 I 3.923 I 0.534 I AT 1-1.36 1 50.0 3=2. , -737 2., '.. 1 50 21 50., 22 '3_,_3 3S 25 72.,,,J, 0.8133_1_01.44-t I _.. AT '•2)•FT 18 1 50.7 -35.5-25.6 -9992. - T9 g , a.,-.. _-•,--, ._,3 • •',-I,-- I I .-.I 1.3 1.40 21.'S 23.54 2.44 27.51 I 0.533 I 3.573 I I A UtIT OF A'.1 IT0RATIU::;.LC3P3'T!I. FRAME '10. 1 D.-TAIL CESI C-ti SliM-APV .,02: 49793 54 P439: 2b DATE: 5-22-86 k AF %I- Ek 15 F32?T HAUNCH- 1/ 2 X 10.0 FLANGE 5/16 WEE DEPTH AT J ','17=6,).D(;- DEPTH AT J1 116=42.00 LGNT= 16.85' WT 4=1518.7 5 FL4 YIELD = 1J.00 YIELD - 50.30 kS1 ACTUAL FORZES A C T t I. A L I STRESS CONDITION'S MtY LOAD AXIAL SHOAl M3.CT AXIAL SHEAR ESNOING AXIAL SHEAR BEMOIMG I SUM I - 0 CASE OE?TH LAIPS) IK!) (K1r-x) S T R I S S S I 5 S-S I COMBINED I SHEAR I 12flE1MEDIATE POINTS AT 7. S5 FT Ic 1 53.1 -31.3 -24.2 -623.7 - 1.3 1.4o 21.50 23.31 2.99 25.13 I o.:34 I 2.489 I AT 12.5 FT Is I 4'-.9 -35.2 -22.7 -213.7 1.4 1.55 21.39 22.21 3.55 - 21.21 I 0.%4 I .0.402 I AT 15.12 FT 16 1 429 -35.1 - -21.7 -5346.3 1.5 1.62 21.22 21.30 4.52 26.44 I 0.933 .1 0.350 I .. LCCATION X-JR Y-03 DEP ARE;. RX R LX L 1 LV 2 MIX KYI KLY2 S 15 1 RT I 15 2 P.1 2 OS 04 CE 1 Co 2 - IFEET) 1) NV fl (IM) (114) .(Itfl 241N)RX -- RY RV (IN3) k.,.( -IN) (IN) (IN) - SPLICC Pit TS - - - A .. -t---- - - - •' -.--- '- 15 2. 194.40 29.94 60.00 28.44 22.35 1.71 1134.4 54.8 37.1 50.9 31 21.6---473.31 54.6-2.30 37 1 2.30 1.00 0.97 1 .01-1.04 lo 1't.36 179.86 31.30 42.30 Z2.81 16.35 1.91 1134.4 60.0 6q.4 31.4 290.51 130 2 2.49 1 Of' 1.00 1.28 * PURLI13 OR 5IRTS 16 5.31 191.T32 30.23 56.19 27.25 21.10- 1.75 1134.4 37.1- 60.1- 53.8 21.2- 34.3 -431.81 - 37.1 2.33-180.2 2.35-1.00 0.99 1.041.26-.. 16 10.36 156.34 30.69 50.02 25.22 19.06 2.82 1134.4 60.1 59.5 33.1 367.78 130.2 2.40 1.03 1.00 1.26 ., 16 15.35 161.35 31.15 43.55 23.39 16.95 1.59 1134.4 63.1 66.8 31.S 307.72 190.2 2.46 1.00 1.00 1.25 - INTERMEDIATE POINTS 16 3.23 193.35 30.04 56.74 28.04 21.94 1.73 1134.4 37.1 51.7 21.5 459.45 37.1 2.31 1.00 0.97 1.04 16 7.25 188.63 30.45 53.11 28.23 20.0-3 1.79 1134.4 60.1 56.5 33.7 399.30 150.2 2.37 - 1.00 1.00 1.26 -- . 16 12.85 133.85 30.93 46.93 24.35 18.03 1.65 1134.4 83.1 - --- 62.9 32.5 -. 337.25-190.2 2.43 1.00 1.00 1.26 -- --------- iS 1.21 130.51 31.23 42.92 23.13 16.87 1.90 1134.4 U.O 68.1 31.6 299.07 160.2 2.47 1.00 1.00 1.26 . .. . . . - MEMBEP. 17 FRONT COLUMN- 3/ 8 X 14.0 FLANGE 5/16 WEE DEPTH AT JN 818=48.61 - DEPTH .41 J'4-117.60.001GMT 9.75' WT 934;3 . - MEMBER 17 FLANGE YIELD = 50.09 931, W18 YIELD = 50.30 931 ACTUAL FORCES A C I U A -A -I 1 0 9 A S I B STRESS C3N0IT13NS -- LOCATION MEN LOAD AXIAL SHEAP. MOMENT AXIAL SHEAR SENDIN3 AXIAL SHEAR BENilING I SUM. S I ) - 0 CASE )SPTH (V.I?S) (NIPS) (NIP-I2) S T N 9 S S S T R 9 S S I COMBINED I SHEAR I -- SPLICE POINTS AT 3.00 =T 17 1 42.6 -35.1 30.5 -7399.9 5.4 2.03 20.07 9.25 7.55 24.53 I 0.554 I 0.571 1 AT 7.4 FT 17 1 60.0 -35.1 30.8 -10154.2 1.2 1.64 20.45 6.11 2.31 22.36 I 0.964 I 0.7101 TEE3ITE P01 ::TS AT 1.24 FT 17 1 50.5 -35.1 30.1 -7859.0 1.3 1.95 20.24 9.04 3.28 24.20 I 0.581 I 0.594 I . •- AT 2,49 FT 17 1 52.4 -39.1 30.5 -3315.3 1.3 1.53 20.35 8.93 3•fl4 23.96 I 0.809 I 0.817 I AT 3.73 FT - 17 1 54.3 -35.1 33.5 -3777.1 1.3 1.81 20.45 5.64 2.93 23.50 I 0.915 1 0.540 1 AT ',.97 FT 17 1 51.2 -39.1 30.8 -9238.1 1.3 1.75 23.56 5.46 2.64 23.13 I 0.931 I 0.663 I AT 5.22 FT 17 1 53.1 -55.1 33.1 -9595.2 1.2 1.59 20.52 8.8 Z. 22.75 I 0.947 1 0.696 1 ,- 12 KIXS'GIYIYI.. LY2 SYtL61IT 1S 2T2OS =QA7LsC3.2 3- 7 ,OTI1EET)A. Lrt2IM1F7 J. rfl4) '(INi( )'X Y 'rRY (iM3)It,ItIn( '(1J) SPLIs 17 3.33 197.2 20.30 49.61 25.45 29.75 2.40 330.0 330.0 26.4 127.1 368.73 333.0 3.40 .0.34 1.00 .7 17 7.41 195.00 27.44 50.03 29.92 22.95 2.43 333.3 330.0 94.6 22.0 135.7 . 22.5 491.54 330.0 3.26 54.6 3.24 0.54 0.97 1.15 1.01 VA. CG- R.J0El. FANE :);:T AIL LESION SUr45.Y J3: 4753 SA u:T OF !Tt p.Ar1O\AL Cp3r P6F.r: rj; FRAME :.3. 1 OSTE: 6-22-85 7 FS0.'T COLUMN- 3/ 5 X 14.0 FLAGE 5/15 WEE DEPTH LT JN 31843.61 - 3EPT 4 AT J: 017=5C.00 LGT= WT= 4.00 2. E3ER 17 FLANGE YIELD = 53.00 KS!, WEll YIELD = 50.03 KS! .• L33T:..\ X'.-CO- D F A RX Y LX LY1 LY2 ( KLYI KY3 S L.1 1 L Fi. RT2 Z; )A ClC32 Dl ST 9357) (IN) 1 1 t IN) ( IN ( If ) (IN) (IN) WX R Y (I N3 I I i I I IN I I IN) I I l I;TERMET)I.TE ?0IT3 - - 17 1.24 17.1'i 21.2 0.51 3..35 .43 2.57 333.0 330.3 25.5 123.6 386.27 330.3 3.37 0.64 1.30 1.73 17 2.4 9 197.11 22.43 52.41 25.64 20.34 2.54 333.0 330.0 - 21.7 130.0 406.19 330.0 3.35 0.34 1.00 5.75- - 17 3.73 197.33 23.72 5.30 27.24 20.67 2.51 330.0 330.0 23.0 131. 428.49 330.0 3.33 3.64 1.30 1.75 - - 17 4.97 196.95 24.96 56.20 27.d? 21.30 2.46 330.0 333.0 23.2 132.9 449.18 330.0 3.30 3.54 0.°9 1.75 17 5.22 195.56 26.20 58.13 23.42 71.92 2.4D 330.0 333.0 22.6 134.3 470.21 330.0 3.28 0.3-4 0.9 1.75 Fi0NTC0LUM:-,, 3/.51.x- 14.C..-IFLANGE5. ,....1/4 -WE DEPTH .A-LEJN..31918.00 DEPTH .AT..JN5.18=48.6l5LGNT 2O.04.WT1.285.38.,. t--. Mc'S5 19-5.- FLANGE YIELD = 30 03 ('SI 1.IE8 YIELD = 50 00 K51_- ' - - - - - E'. tv ACTUAL FORCES A C I I. A L A L I C W 5 1' I I STRESS CONDITIONS 1 .. LIATLON MEN LOAD AXIAL SHEA MOMENT AXIAL SHEA0. SENDING AXIAL SHEAR DENDING I SUM A I A I 3 'CASEDEPTH IKIPS) KIPS) IKIP-IN) 5 7 0. F S S ------ S T R-E S 5-- -I COMEINEDI SHIAR -1---- -•-' SPLICE POINTS AT 0.02 FT 15 . 1 18.0 -35.1 30.3 0.0 2.4 6.84 0.00 14.42 15.57 25.15 1 0.164 I 0.439 I • .................. AT 20.34 FT 18 1 411.3 -35.1 30.5 -7400.1 1.6 2.53 21.3 10.46 6.40 23.91 -1 0.949 I 0.305 I -; INTERME014TE POINTS AT 3.34, FT 18 1 23.1 -35.1 30.8 -1233.3 2.2 3.33 8.97 13.74 10.40 25.15 1 0.473 I 0.512 I - AT 5.55 FT 18 1 23.2 -33.1 30.5 -2466.7 2.0 4.36 14.12 13.07 6.90 25.15 -1 0.643 1 0.633-1 ------ - - _[. AT 10.02 FT 18 1 33.3 -35.1 30.1 -3700.0 1.9 3.70 17.28 12.41 4.90 25.15 I 0.750 I 0.754 I .- .,. AT 13.35 FT 18 1 39.4 -35.1 30.5 -4933.4 1.3 3.20 1.30 11.74 3.67 25.15 I 0.826 I 3.374 I H AT 10.70 FT 15 . 1 43.5 -35.1 30.8 -6166.7 1.7 2.83 20.60 11.07 2.84 24.65 I 3.891 I 0.995 1 . ) LOCATION x-:og v-cop. OEP AREA R RY LX LYI.LYZKLX KY1 KLYZ SX LSI RT1152 RT2 CS QA 011052 - MN 3:S IF3Efl (IN) UN21 (IN) (IN) (IN) (INI (IN) RX RY PY (IN3) (IN) (TN) (IN) (IN) S.. SPLICE POINTS . 13 0.00 196.55 0.00 18.00 14.31 7.95 3.40 330.0 330.0 333.0 52.7 97.0 37.0 102.50 330.0 4.04 330.0 4.04 0.84 1.03 1.75 1.75 13 20.04 197.27 2C.D3 46.61 22.46 15.33 2.76 330.3 333.0 25.5 119.4 345.24 330.0 3.50 0.64 0.93 1.71 .. . INTER'.CDIATE P3INTS 13 3.34 16.33 3.33 23.10 16.09 9.94 3.27 333.0 330.0 49.5 101.1 137.53 330.0 3.93 0.34 1.00 1.75 16 6.63 190.12 6.67 28.20 17.35 11.91 3.14 330.0 330.0 41.6 105.3 174.73 330.3 3.79 - 0.84 1.00 1.75 18 13.02 157.91 10.00 33.33 18.64 13.53 3.03 330.0 333.0 33.5 105.9 214.10 330.0 3.71 0.54 1.00 1.75 18 13.35 1-17.70 13.33 3S.41 19.91 15.73 2.94 330.0 330.0 31.5 117.4 255.64 330.0 3.63 0.84 0.99 1.7 . . S 15 lo.70 137 .4,; 1-6.67 43.51 21.14 17.5-3 2.55 33c .-o 333-1.c 20 115 3 295 35 330.0 3.56 0.34 0 o 1.75 . - . ... • -S VAiCD-PEUOt FRAME 3ESIC' INPUT CONDITIONS • . J03: 49753 A L A UNIT OF ANA INTEPNAT1O4L CORPORATION . - PAGE: fS JOE 49753 '- - ' - • - .. . DATE: 8-25-96 -. BUILDER VP/DIRECT • .- - PROFIT CENTER: CALIFORNIA CUSTOMER GRANT CO STRliCTION A el JOB SITE CITY CARLSBAD9 CA..1 StilLOINI DESIPI3;-: - - - IlEl FEET INC,-IES DEC. FT. DEC. IN. METERS • SPAN p00'- 0 0/16 200.0000 - 2400.0000 60.9600 S S .ACK SiO.WAL... HEIGHT = 32 -U 0/1 _32.9167._39 0000 • 0.0330 - FRONT SIOEWALL HEIGHT = 32'-Il 3/16 32.9157 395.0000 10.0330 BUILOINI, LE1TH = 200'- 0 0/16 200.0000 2400.0000 60.9O3 RIOGE FRO SACK SLOG IN- 100— 0 0/16 100.0000 1203.0000 30.4100 EL1VATID- OF FRO'-:7 COL.= 0'- 0 0/18 0.0003 0.0000 0.0000 -, - -BACK ROOF PITCH = 0.5000 12 FR0TRODFP1TcH 5000 1 2---- --LOADING A0' I. ..EAt' = 3.00 PS TOTAL DEAD LOAD = ADD IL DEAD • ' PS (PURII!.S £5HEETING) +FRAMEWEIHT = S 53 PSfl LIVE = 20.00 PSF WIND = 12.88 PSF . - . --.• THE ABOVE LOADS COMBINED WITH ANY SPECIAL LOADS APPEAR IN 6 LOAD CASES AS DESCRIBED BELOW: • . - - STRESS - .---•- - -:- LOAD CODES -- -------- -------------- - ---------------------DESCR1PTIO' - 1,35,13, 0, 0 DEAD LOAD • LIVE LOAD W/TRIS RED+ SPECIAL LOADS * - 1.00 1911,139 01 0 DEAD LOAD • MEMA WINO SACK 1981 —SPECIAL LOADS * - . • 1.33 . 1923,13, 09 0 DEAD LOAD - • MBMA WINO FRONT 1981+ SPECIAL LOADS - • - * - - -- 1.33 - ).. 1,13, 0, 0, 0 DEAD LOAD •- SPECIAL LOADS • • • - 1.33 . .. . 19139 0, 09 0 DEAD LOAD • SPECIAL LOADS • -4 1.33 -'- 1,139 0, 0, 0 DEAD LOAD * SPECIAL LOADS * . * - - • 1.00 .. -SAY SPACINGS FOLLOW: (SACK SIDEWALL LEFT TO RIGHT) S 55• • ____ •- . . - - --'......- - : 5 1 SAYS AT 28' 0 0/16" BETWEEN FRAME IN. 1 AND FRAME LN.. 2 SAYS AT 10' 0 0/16" BETWEEN FRAME LN. 2 AND FRAME IN. 7 - -: - - SAYS AT 221 0 0/16" SETWE- FRAME IN 7 A"D FRAME LN. S BUILDING LENGTH IS 200 0 0/16" - - - - - ----- . FRAME DESIGN - INPUT CONc.ITICr4S JOB: 49753 - A A UNIT OF AMCt. ITIhNATI0NAL COMPCSATION PAGE: • DATE: 8-25-86 A. PUALIW AND GI.T DATA FOLLOWS: .. .:. EACK GIOE,&LL GIRT DATA - D!MENSION FROM ELDG. LN. TO OUTSIDE COLUMN FACE IS 0' 8 if 2" .- MAXIMUM GIRT SPACING IS 6 ' 9 3/ 4" . .... . ... . . S4CK SIDEWALL GIRT SPACINGS I BASE TO SAVE C 7' .2 1/ 4", 1 5' 0 0/16", 2 5' 0 0/16"9 2 5' 0 .0/16", H - C 5' 0 0/16". 5' S 3/ 4", FMD'T SIC-WALL GIRT DATA - CIMENSION FROM SLOG. IN. TO OUTSIDE COLUMN FACE IS 0' F 1./ 2" 'AXIMUM GIRT SPACING IS 6' 9 3/ 4" FRONT SIDEWALL GIRT SPACINGS ( ;ASE TO SAVE I 37 ii C/15", t4C? SLOPt PURLIN OATA - DIMENSION FROM 3100. IN. TO EAVE PURLIN 15 0' 3 7/16" DIMENSION FROM SAVE PURLIN TO FIRST INTERIOR PURLIN IS 4' 1 5/ 5" .. . . - SECOND PU'ALIN SPACE IS 4' 1 5/ 8" 18 PURLIN.—SPACES AT -51 0 0/16 RIDG E SPACE 15 1 6 0/16" — - ........ FRONT SLOPE PURLIN DATA - DIMENSION FROM BLDG. IN. TO EAVE PURLIN IS 0' 3 7/16" DIMENSION FROM EAVE PURLIN TO FIRST INTERIOR PURLIN IS 4' i'-5/ 8" SECOND PURLIN SPACE 15 4' 1 5/ 8" 18 PURLIN SPACES AT 5' 0 0/16" . RIDGE SPACE IS 1' 6 0/16" -. . . ) NU:4BER OF FRAMES FOR THIS JOB DESIGN 15 2 ... .. FRAME NUMBER ASSIGNMENT BY FRAME IN.: 0, 0, 0, 09 19 1, 1, 2, . . POST AND ECAM ASSUMED AT FRAME LINE 1 . ... FULL FRAME LOCATED ON LAST FRAME LINE 8 . . .4 .., . SACK SIDEWALL COLUMNS ARE STANDARD (OUTSIDE FLANGE IS VERTICAL) FRONT SIEWALL COLUMNS ARE STANDARD (OUTSIDE FLANGE IS VERTICAL) . . THE TOPS OF THE INTERIOR COLUMNS ARE RELEASED . FRAME DESIGNED UTILIZING WEB STIFFENERS AS REQUIRED MAXIMUM ALLOWASLE SUN PERCENT = 1.030 ... . - . . - .. NORMAL TAPERED MEMBER DESIGN FOR BACK COLUMN NORMAL TArEREI) MEMBER DESIGN FOR FRONT COLUMN .. ACKC'IJMN :oilso AT TOP OF COLUMN - STANDARD LOCATION __ ......... FRONT COLUMN OJITED AT TOP OF COLUMN - STANDARD LOCATION ... . . ... . . FRAME IS D ESIGNED AND DETAILED UNSYMMETRICAL AFOUT RIDGE VCO-PSUDN FRAME OESIN - INPUT CONDITIONS JOB: 49753_ A L A UNIT OF A-A ITERNATI0W,L C3RP0AT1ON PAGE: ,Z (( DATE: 5-25-86 SPECIAL FRAME DATA FOR THE I FRAME FOLLOWS: .. .: 5Y rfy - NO t S"-'E CO = SP SPECIAL FAMETNDUT I )EI N CODE = SC STRESS CHECK FDAC I DEE CODE = 2 I IMIN. I I I LOADING: 3.00 ADDITIONAL DEAD LJAD I 'MA X= I .943ER OF SUPPORTED P31)-iTS 2 I 2.00 PURLINS C SHEETING =INT. I NUVEF OF SPECIAL X.EMSER RELEASES 3 I 3.53 FRAME DEAD LOAD I I NUM,ER OR !MTERIDR COLUMNS C' I TOTAL DEAD 8.53 PSF AVG EAY SPACE 30.00' I NUMGEr OF MENEERS 16 I LIVE 20.01 PSF I I MUMEER OF CENTER LINE JOINT POINTS 17 I WINO 12.85 PSF I THIS FRAME REU1RED EN FRAME LINES: 6, 7. 12 SPECIAL LOADS APPLIED TO THE ABOVE FRAME FOLLOW FRAME SIDE TYPE SUPP 31ST HURl DIST VERT 31ST HJRZ LOAD %ER' LOAD MOMENT - THIS SPECIAL LOAD- WIC ASE----------- NO. CODE CODE CODE 5 (FEET) (FEET) (RIPS) (KIPSI (K-IN) COND I COND 2 COND 3 COND 4 ...... .;.. .: :-: ... 1 1 3 1 1 2 0.0000 0.0000 0.000 -16.200 0.0 1 - 0 0 0 . -2 1 3 1 1 2 0.0000 - -. 0.0000 - 4.040 2.130 0.02 O . ). 3 1 3 1 1 2 0.0000 0.0000 -1.840 6.190 0.0 3 0 0 0 ) . .. 4 1 2 1 1 2 0.0000 0.3000 0.483 0.000 0.0 2 0 0 0 ... . 1 2 1 2 0.0000 0.0000 -1.063--------0.030-- ;o 3 0 ...........0 6 1 4 2 1 1 0.0000 33.0000 -0.213 -0.213 0.0 2 0 3 0 ) 7 1 4 2 1 1 0.0000 33.3000 0.097 0..097 0.0 3 0 0 0 .'. . 8 - 1 3 1 1 2 - 0.0000.. 0.0000 0.000 -5.400 0.0 4 5 .•__ . .: )- 9 1 2 1 1 2 0.0000 0.0000 4.200 0.000 0.0 4 0 0 0 . , ... 10 1 3 1 1 2 0.0000 0.0000 6.720 0.000 0.0 4 0 0 0 . .. ..-:.................- 11 1 2 1 1 2 0.0000 0.0000 -4.200........0.000 0.0 5 --- 0 0 .-.- 12 1 3 .1 1 2 0.0000 0.0000 -6.720 0.000 0.0 5 0 0 0 BOUNDARY 0414: ___ ....................- ................. ... . POINT X-SUP V-SUP N-SUP X-DiSP Y-DISP ROTATION . 1 1 1 0 0.0000IN. 0.00001N. 0.00001N/IN OR RADIANS 17 1 1 0 0.000011. 0.0000IN. 0.000011/IN OR RADIANS -. THE FOLLOWING CLEARANCE DATA APPLIES TO FRAME .NU'3ER 1 . . .. VERTICAL CLEARANCE AT BACK HAUNCH 7' 4 9/16" . HORIZONTAL CLEARANCE BETWEEN EXTERIOR. COLUMNS 188 7 1/16" - --: VERTICAL CLEARANCE UNDER FRAME AT RIDGE 32' 1 1/ 2" • VORTICAL CLEARANCE AT FRCNT HAUNCH 27' 4 11/16" - . .. VCJ-PRUD5N FRAME DESIGN - INPUT CONDITIONS . J33: 49753 A - 4 UNIT OF A ITEPtATI04L C0P0kTICN - P401: J( 7 H - 0611: 8-25-86 - MEMBER DATA: ME FLA .0 E,E 2 T H 5 L\0 TH. ANGLE WEIGHT .101 1 NO 5 FL6\. E W E ' K. XX '( IVY LS SPLICE CODES TV. 110TM T( 1 2 (FT) (010) (POUNDS) 1 2 YIELDS - (Fl) (Fl) AFl) - Ji .12 FPAME SLOE 1 1 1/ 2 1?.0 5/16 13.00 60.00 20.000 270.000 1655.5 1 2 • 50.0 50.0 41.2zt SET EY PEG SPACErtp SS 2 3/ 4 17.0 5/16 63.03 oC.CO 12.240 270.000 1227.3 2 3 50.0 50.0 41.25 SET.- BY PEG SPACE SS KN FRAME SIDE 2 V 3 3/ 4 17.0 5/16 63.30 52.00 19.380 132.356 2150.9 2 4 50.0 50.0 4.51 SET SY DEG SPACE KN SS V 4 1/ 2 13.0 1/ 4 52.03 42.00 10.000 182.386 343.3 4 5 50.0 50.0 94.51 SET BY PEG SPACE 55 5D V .5 1/ 2 11.0 3/16 42.00 2.00 10.030 152.386 642.3 5 6 50.0 .0.0 94.51 SET BY PEG SPACE SP S° 6 3/ 8 7.0 3/16 42.30 42.00 10.000 182.336 446.6 6 7 50.0 53.0 94.51 SET 3V PEG SPACE SP SS . . . 7.0-- 3/16-.--42.0C 42 0010 000 182386 506 21--78cr-,'-5o 050.0'94 51 SET BY OEG SPACE SS1-.SP -- -' 5 1/ 2 10 0- 1/ 4 42 00 51 0040 000 182.386. 2937.1 S 9'.-50 0 0 0 94.51-- SET BY PEG SPACE SPSPi-- --FRAPiE SIDE 3 - - 9 1/ 2 10.0 1/ 4 42.03 51.00 40.000177.614 2937.1 10 9 50.0 50.0 94.51 SET BY PEG SPACE SP s . .. 10 1/ 2 7.0 3/16 42.00 42.00 10.030 177.614 506.2 11 10 50.0 50.0 94.51 SET BY PEG SPACE 55 SP 1.1 3/ -R 7.0 3/16 42.00 42.00 10.000 177.614 4466 12 11 50.0 50.0 94.51SET8YPEG SPACE .12 1/ 2 11.0 3/16 42.00 42.00 10.000 177.514 642.3 13 12 50.0 50.0 94.51 SET BY PEG SPACE SP 32 V V 13 1/ 2 13.0 1' 4 52.00 42.00 10.000 177.614 843.3 14 13 50.0 50.0 94.51 SET BY PEG SPACE SS SD 14 3/ 4 13.0 5/16 60.00 52.03 59.380 177.514 2150.9 1.5 14 50.0 50.0 94.51 - SET BY PEG SPACE "' 'k14- SS-- FRAME SlOE 4 15 5/ 3 15.0 3/ 8 50.30 60.00 12.240 90.000 1377.3 16 15 50.0 50.0 41.23 SET BY PEG SPACE SS K3 V 16 1/ 2 15.0 5/16 16.00 50.00 20.000 90.000'• 1S61.217 16 50.0 50.0 41..28 SET V BYV PEG SPACE---- -e V--V.-- VARCO-PQ.J05N REACTION SUM".<Y / 3ASE PLATE SIjM..ARY J.'-)r3: 49753 A A UNIT OF AV.CA I:TFP.RATIO.L CORPORATION PACE: FRAME 140. DATE: 3-25-86 SUMMARY JF REACTIONS: SIDE LOAD C3M3INATION -3RIZ-DNTAL VERTICAL MOMENT '.. EA CK 3,35,139 0, 0 62.36 61.31 0.00 FRON, 1935,13. 0, 3 -62.36 73.09 0.00 3a,¼ L, LLLfl Vt U 1t.8.9 1u.DO U*JL? FRONT 1,11,13, 0. 0 7.77 -4.04 0.00 AV. 1923,131 0, 0 -4.13 -2.15 0.00 FRONT 1,3,139 09 0 13.45 -16.64 0.30 SACK -1,13, 0, 09 0 1S.69--. L23.61 '-- :O.0O.---.-: . -'- - . . . . - -.-, ,• -. .--. ....-- FRONT 19139 09 09 0 -29.61 32.98 0.00 BAK 1,13, 0, 0, 0 29.55 27.15 -0.01 FRONT 1,33, 09 09 0 -18.63 29.43 0.00 - ....... - BACK 1,13, 0, 0, 0 24.12 25.38 0.00 . . ) . - FRONT 19139 39 0, 0 -24.12 3121 0.00 :' • •• SUMMARY OF EASE PLATES: SIDE < ------EASE PLATE DATA -----> ANCHOR BOLT DATA -----> WELDING -. MARK NO. WIDTH '1K LE?TH NUMBER SIZE BLR PATTERN------ 9P-F13319 13.00 X 3/6 X 19.00 j:, SACK (4) 1 1/2 DIA. A36 4.87 SS-3 FRONT BP-F16319 16.00 X 3/8 X 19.00 (4) 1 1/2 DIA. A36 7.58 SS-3 . • - ' . . - -• VA.CO- FRtiDE - FA-iE - OUTPUT - Jfl5: .4753 A - - A UNIT O '1A ITPATIOt. COflPO.ATI3N . PACE: 17' f' FRAME NO. I . . DATE. -25-86 -t - •-- - . . -------------- 'V - J. - • - . . . V - -. -: .. ) ) WEB STIFFENER •RECUIREMENTS: MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H 4 .1 STIFFENER SIZE SIDES WELDING DETAIL 1 .: (P11 (IN) RATIO RATIO (IN) I 1K WIDTH L - S 7 I .. - , -. I ' -V _V V •. V -- 1 2 INTERMEDIATE SHEAR 14.54 47.40 151.71 3.00 142.22 I 1/ 4 X 2 3/ 8 BOTH 510. CM-OK YES 1 .•i 2 j ITERMEDIATE SHEAR V 6.42 55.500 167.20" 3.00-175 50 I 1/ 4X 3 0/16' BCTH SI'O'. CM-OK - YES_I'' V • .' - V c*AFLAWGE EYT. WELD FOR MEMSER 3 IS NC-74-STANDARD --- NPD MODIFICATION REQUIRED ---VV V•• •VV - 3 1 DIAGONAL KNEE STF I 3/ 5 X 5 C/IS ONE YES I - 2 • COL./HAUNCH FLG EX 2.40 58.500 I 5/ 6 X 6 3/ 8 BOTH 05-3 - YES I 3 INTERMEDIATE (EAR 16.60 5C.711 1-62 .28 3.00 1522.13 I 1/ 4 X 3 0/16 30T 510 CK-0K YES I TIP oO'z, O 3XZ 4 411 I 16 2 I1TERECIATE SMEAR - 16.52 51.564 165.01 3.00 154.69 I 1/ 4 X 2 1/ 2 BOTH 510. CM-UK YES I - ..4 FL4ME EXT. WELD FOR MEMER 14 IS NON-STANDARD --- NPD MODIFICATION' REQUIRED**********- - V 14 1 DIAGO'LL VilE ElF. - 11 3/ S X - 2 il'S BOTH - YES I - 2 COL./HAUNCH FLO FX 2.40 58.500 I 5/ 8 X 6 3/ 6 BOTH OS-3 YES I - V 3 INTERMEDIATE SHEAR 16.60 50.712 162.28 3.00 152.14 I It 4 X 3 0/16 BOTH SIC. CM-OK YES - 1-0 1 ITERMEDIATS SHEAR 0.25 41.000. 218.67 3.00 123.00 1 3/16 X 2 3/ 6 BOTH STD. CM-OK YES I -:-- V 4 VASC3-PSJDU FRAME 0151 P.OLTING PLATE DATA J00: 49753 A UNIT OF 6M:.4 I;TRN4Ti0N.L CORPORATION P400: 21O FPAME 10. 1 DATE: E-25-86 A - ':A BOLTED CONNECTION :)TA: J 1<---- ?LTE 0474 ---->1<----------------------BOLT DATA ---------------------->1 : MEEE? I I I OUTSIDE INSIDE I CONNECTION CAPACITY I 7K D LENGTH I SIZE EROWS 's-JLT 5T1F $RCjS 4-BOLT STIFS I PITCH TYPE OUTSIDE INSIDE 2 2 I 6/0 12.0 52.5 1 7/3 ' 014 4325 4 4 1 4 2 1 1 3.50 AISC 20094.99 1r432.34 3 1 I 8/c 13.0 52.375 I 7/3 " DIA 6325 4 4 1 4 2 1 I 3.50 AISC 20094.99 114S2.84 4 2 I 8/3 13.0 48.000 I 7/5 DIA 4325 4 2 0 4 2 0 I 3.50 AISC 8784.11 6754.11 - - 5 1 I 5/3 12.0 45.000 1 7/3 " 014 4325 4 2 0 4 2 0 I 3.50 AISC 5184.11 8784.11 5 2 I 4/6 11.0 47.000 I 3/4 " 014 4325 4 0 0 4 0 0 I 3.00 AISC 2951.90 2951.90 6 1 I 5/6 7.0 47.000 I 3/4 " -014 4325 4 0 0 4 0 0 l 3.00 AISC 3226.82 3225.52 7 2 I 6/5 7.0 48.000 I 7/8 014 4325 4 0 0 4 0 0 1 3.50 AISC 3929.21 3929.21 5 8 1 I 6/6 10.0 48.000 I 7/8 014 A325 4 0 0 4 'O 0 I 3.50,AISC .'.-4392.05 ' 4392 05 8 2 I 6/6 12 57.004 A 7/8 " DIA 4325 4 2 C 4 2 0 1'3.50 AISC 8796.07 8796.07 9 I 6/8 12 0 57.004 I 7/6 " 014 4325 ' 2 0 4 2 0 I 3.50 AISC' 8796.07 8796.07 9 1 I 5/C 10.0 4S.000 1 7/5 " DIA 4325 4 0 0 4 0 0 I 3.50 AISC 3809.41 3809.41 ':.•- :':-'-:' ., 10 2 I 6/8 7.3 43.000 I 7/8 " DIA 4325 4 0 0 4 0 0 I 3.50 AISC 3929.21 - 3929.21 11 1 I 5/5 7.0 47.000 I 3/4 " 014 4325 4 0 0 4" ' 0 0 I 3.00 AISC 3226.82 3226.S2 12 2 I 4./8 11.0 47.000 I 3/4 CIA 4325 4 0 0 4 0 0 I 3.00 41St 2951.90 2951.90 12 1 I 8/6 12.0 - 43.000 I 1/9 DIA 4325 4 2 0 4 2 0 I 3.50 AISC 8784.11 5784.11 13 2 I 6/8 13.0 48.000 I 7/6 - 014 #325 4 2 0 4 - 2 0 I 3.50 AISC ' 8754.11 • 5784.11 14 1 I 8/6 13.0 52.975 I 7/8 " 014 4325 4 4 1 4 2 1 1 3.50 AISC 20094.99 11482.84 15 2 I 5/8 15.0 62.875 1 7/8 014 4325 4 4 1 4 2 1 I 3.50 AISC 20094.99 11482.84 FLANGE BRACING REJlREMEtTS: SACK SIDE OF FRAME RIDGE TO EAVE: MCM3ER 2 2 - 8 8 8 8 8 6 L3CAT10 1'- 6 0/16 6'- 6 0/16 111- 6 0/16 16'- 6 0/16 21'- 6 0/16 26'- 6 0/16 31- 6 0/16 DEPTH 2 FI 50.6621 49.5371 48.4121 47.2671 4b.1621 45.0371 43.9121 ')r FS MARK B F5020 NOT REQ 0 NOT REQ 0 F55114 NOT REQ 0 NOT REQ 0 F55090 BACK SIDE OF FRAME RIDGE TO EAVE: MEMEER 3 8 7 7 ' 6 5 5 5 , , : •, ,,'• LOCATION 35'- 6 0/15 41'- 6 0/16 46'- S 0/15 51'- 6 0/16 56'- 5 0/16 61- S 0/16 661- 6 0/16 :''---- - DEPTH 2 F 771 42.0000 14 2.0000 42.0003 42.0003 42.0003 42.0003 FO ARYS 2 WT REZ 3 NOT REQ 0 rB4114 NOT REQ 0 NOT REQ 0 F04114 NOT REQ 0 .,-8ACK SIDE OF CAE .P ID TO EAVE'-'-, '"- MEMBER 2 4 4 3 3 1 3 3 LOCATION 711- 5 0/15 761- 6 0/16 611- 6 0/16 361- 6 3/15 91'- 6 0/16 951- 7 11/16 991- 9 5/16 DIrTH 3 FE 43.5025 43.5025 52.011 55.9003 58.8992 0.0000 0.0000 FB MARK B NOT RE- 0 SF36004 NOT REQ 0 NOT REQ 0 SF56080 NOT REQ 0 NOT REQ 0 - t VARCO-PRU2N - FRAME FLA\&E RACE DATA - J-33: 4c753 A - - A UNIT OF AM--A INTERNATIONAL CDrP0ATION PAGE: F 91 - - FRAME NO. 1 DAT 9-25-56 FLANGE FR.C1 C REQUIREMENTS:J SACK SIDE OF FRAME BASE TO EVE; MEME - 1 1 2 2 LJCATION 7 1- 2 1/4 121- 2 1/ 4 171- 2 1/, 4 22'- 2 1/ 4 271- 2 1/ 4 . . . . . D2PTh 2 F - 33.0937 - 43.53' .0937. .- . 50.0000_, - 0.0000.. -•.' ..-. - . - NOT REZ)'D NGTRE2D CF36054 NOT REQ D NOT REQ D -- -. FRONT S1JC QC FRAME RIDGE TO EAVE: 01 0 9 9 9 9 9 9 - ') 'L0CATJON 1f6O/15_.. 6 6 O/16.1I6 O/15yl6 6 3/16 216O/16. -i26 - 6O/l6 31 - 6 %O/16 S - - OEPTH& F5 50 5j3j 49 5331 .. 43 4131 47 2978 - -46.1628__ 45.0381. 43 9131 - — FS MARK F96020 NOT RE 0 NOT REQ 0 r55114 NOT RE D NOT REQ 0 F85090 . . -:--.-------- FRONT SIDE OF FRAME RIDGE 'TO EAVE: --- -.- -.-- ...-.-.-----,-- .-----.-------.-.-.---.--.--- ...... . - 9 10 10.. 11 ., 12 12 - LOCATION •• 35'-6 0/16 41'- 6 0/16 45'- 6 0/16 51'- 6 0116 56'- 6 0/1661'- 6 0/16 66- 6 0/16 . . . DEPTH 2 FS 42.7931 42.0000 42.0000 42.0000 42.0003 42.0000 42.0000 ..- FE MASK 2 NOT RED 0 NOT REQ 0 54114 - NOT REQ 0 NOT REQ 0 F84114 NOT REQ 0 . - . . FRONT SIDE OF FRAME RIDGE TO EAVE: ' . - - -• - MEMOERE -13 - . 13 - 14 . 14 - 14 14 - -. 14 -• . ..)' LOCATION 711- 6 0/16 761- 6 0/1-6 811- 6 0/16 961- 6 0/16 911- 6 0/16 951- 7 5/9 991- 9 5/16. -. -. .... DEPTH 1 FE 43.4979 48.4978 . 52.5987 55.8978 58.8970 0.0000 -. 0.0006 ' . ...,-- . . .)L. . F5MAK 2 FB5090 NOT RED 0 SF56034, - NOT REQ 0 SF56030 . NOT REQ 0 NOT REQ 0 - -- - ,_ .'-' "- c:-. - -.- •%..,. --.--_ - -'..--. -_-,--,.. -,- ..- :-,. -. -:- -. - - - - - - L - - I I 11 - fir - fl 0.< 0. In 04' 0.O7340I(7''fl4'UJNJ73Z0 1 -4 -473-4-4-4-4-4-I3.4-1_4.4-.473-.4..4;tI 73 I- > 4-4 .. .. I-.. r, .r > .E ,. . . . D-JmNC,000I-'m-0000Nm-4OrflO--4 . . . • • P I C - UI N 0-4 Ill 14 C) 0 C) 0 UI C)UI ,- - C) 0 0 o i in to -.. 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U m • •• • • 000000 - '-I .L- 222 .-..-i.4 - 000000'-' -I . I C' 0 000000z c rr -r C 000000. -4 ..• • . -1 N r- I- in C) : +1 . c .__._ OOIJ(fl . . S C) 3.3.3. 3.3.Ci CI : • 7- Z z z z . C)C)C).i :.. 0 00 Vi In Vi i-I 'a in fl Vi LA - (40.-r-'0.L -p .4 VT oo0000m ,.' • i.4 '-'I III 11.4 0 • 3. C) 3. 0 ':.I04',0004)ifl . 2 143 mmrn 3 C oUis.iu- i VT I 0 000tiiUiovi -A 000000 rrr- +++,+I in ,.. z II,. . I ru: ,. • 01 t, :cc iii Cii C) I • S. . I ni : . I in m in 'I -I - • I • Cl I I I• . + :1 . I . - I I n • : • .. I. 0-41-IC_U im in-. rn cl Fro i i -Ui, I , .., • . I OWC9UIUI0-41fl . • 0 (.1 (ii iii (Ii 0 0 Cii I •UVi . CA I I • VCO-PRUCC4 FRAME oEsI;J - INPUT CONDITIONS JOB 49753 A PAGE: A UNIT OF MCA I4TRNATIONAL CORPORATION - DATE: 8-25-86 A.. PURLIN AND GIRT DATA FOLLOWS: BACK SIOE,iALL OIRT DATA - DIMENSION FROM BLDG. LN. TO OUTSIDE COLUMN FACE IS D 8 1/ 2" MAXIMUM GIRT SPACING IS 6' 9 .............. -.---.-- ....... SACK SIDEWALL GIRT SPACINGS ( BASE TO BAyS ) C 7' 2 1/ 4'9 z 5' 0 3/16", Z 5' 0 0/16", Z 5 0 .0/16", 2 5' 0 0/15", . 5' 5 3/4••, FRONT SIDEWALL GIRT DATA - DIMENSION FROM SLOG. LN. TO OUTSIDE COLUMN FACE IS 0' 8 1/ 2" MAXIMUM GIRT SPACING IS e' c 3/ 4" FRONT SIDEWALL GIRT SPACINGS ASE TO EAVE I 32' 11 0/16", BACK SLOPE PURLIN DATA - DIMENSION FROM SLOG. LN. TO EAVE PURLIN IS 0' 3 7/16" D'MENSION FROM CAVE PURLIN TO FIRST INTERIOR PURLIN IS ..4' t/Th" - SECOND PURLIN SPACE IS 4 1 5/ 8" C 18 P'JLIN SPACES AT 5 0 C/6" RIDGE SPACE IS 1 6 0/16" FRONT SLOPE PURLIN DATA - DIMENSION FROM BLDG. LN. TO EAVE PURLIN IS 0' 3 7/16" - DIMENSION FROM SAVE PURLIN TO FIRST INTERIOR PURLINIS SECOND PURLIM SPACE IS 4' 1 5/ 8" - C. 15 PURLIN SPACES AT 5' 0 0/16" . RIDGE SPACE IS 1' 6 I/16" NU:IBER OF FRAMES FOR THIS JOB DESIGN IS 2 : FRAME NUMBER ASSIGNMENT BY FRAME LN.z 0, 09 0, 0, 19 1, 1, .29 . POST AND BEAM ASSUMED AT FRAME LINE I . ( .. FULL FRAME LOCATED ON LAST FRAME LINE 8 . . . BACK SIDEWALL COLUMNS ARE STANDARD (OUTSIDE FLANGE IS VERTICAL) -- . FRONT SIDEWALL COLUMNS ARE STANDARD (OUTSIDE FLANGE IS VERTICAL) - -.-....---- . c: THE TOPS OF THE INTERIOR COLUMNS ARE RELEASED - FRAME DESIGNED UTILIZING WEB STIFFENERS AS REQUIRED ...........MAXIMUM ALL0WALE SUM PERCENT = 1.030 - ..........---...---..• NORMAL TAPERED MEMBER DESIGN FOR BACK COLUMN . (• NORMAL TAPERED MEMBER DESION FOR FRONT COLUMN . ACK CCLJNN DLTED AT TOP OF COLUMN - STANDARD LOCATION - -. ..--•.-. - -- . • FRONT Cc-LJ:IN ELTED AT TOP OF COLUMN - STANDARD LOCATION FRAME IS DESIGNED AND DETAILED UNSYMMETRICAL ABOUT RIDGE (. V ARC U-PR ODE N FRAME DESIGN - INPUT coiiors J15: '9753 A A UNIT OF AMCA INTER:ATIOHAL CORPORATION PAGE: JOB 49753 A DATE: 8-25-86 A BUILOEF. VP/DIRECT PROFIT CENTER: CALIFORNIA CUSTOMER GRANT COSTRUCT1ON ..:. .: J03 SITE CfTY _ALBAD, CA SPECIAL FRAME DATA FOR THE 2 FRAMF FOLLOWS: SYMMETRY NO I HAFE CODE = SP SPECIAL FRAMEflPUT I DESIGN CODE = SC STRESS CHECK FRAME I I) I I I DEF CODE = 2 i=r;I. I I LOADING: 3.00 ADDITIONAL DEAD LOAD I 2MAX. I 1U5ER OF SUPPORTED POINTS 2 2.00 PURLINS A SHEETING I 3=INT. I NU3ER OF SPECIAL MEMBER RELEASES 0 1 4.01 FRAME DEAD LOAD I I NUMDER OF INTERIOR COLUMNS 0 1 TOTAL DEAD 9.01 P5C 1 AVG 1,AY SPACE 2.00 I NONE-ER OF MEM9ERS 16 I LIVE 20.03 PSF - I NUMBER OF . - CENTER LINE JOINT °OINTS 17 I WIND 12 88 °SF I THIS FRAME REQUIRED ON FRAME LINES 8 SPECIAL LOADS APPLIED TO T1E ABOVE FRAME FOLLOW FRAME-- SIDE TYPE SURF 01ST HORZ. 01ST VERT. 01ST HORZ LOAD-- VERT LOAD - MOMENT THIS-SPECIAL LOAD W/CASE NO. CODE CODE CODE MEAS (FEET) IFEET) (KIPS) (KIPS) (K-IN) COND 1 COND 2 COMO 3 COND 4 ) 13 2 4 2 1 1 0.0000 33.0000 -0.156 -0.16 0.0 2 0 0 0 -- 14 2 4 2 - 1 1 0.0000 33.0000 0.071 0.071 ......3 0 0 O - - - 15 2 2 1 1 2 0.0000 0.0000 0.354 0.000 0.0 2 0 0 0 16 2 2 1 1 2 0.0000 0.0000 -0.779 0.000 0.0 3 0 0 0 17 2 2 1 1 2 0.0000 0.0000 3.080' 0.000 -. 0.0 4 - 0 0 0 18 2 3 1 1 2 0.0000 O.00CO 3.080 0.000 0.0 4 0 0 0 ) 19 2 2 1 1 2 0.0000 0.0000 -3.080 0.000 0.0 5 0 0 0 . . 20 2 3 1 1 2 0.0003 0.0300 -3.080 0.000 0.0 S "0 00 . .. .. . BOUNDARY DATA: . . POINT XSUP VSUP M-SUP X-OISP Y-OISP ROTATION 1 1 1 0 0.0000IN. 0.0000IN. 0.0000IN/IN OR RADIANS 17 1 1 0 0.0000IN. 0.00001N. 0.0000IN/IN OR RADIANS ..... -'- VAUPUDE FRLtE DESIGN - INPUT CJNO1TIGNS JOB: 49153 4 Ll A UNIT 0= .4 I:rEATIoAL C3F.PCATION PAGE: J.- DATE: 6-25-96 A TH= FOLLOWING C1ARA E DATA APPLIES TO FRAME NUMBER 2 VERTI C AL CLEARANCE IT BACK HAUNCH 27' 4 13/16 HS:ZTAL CL!ARAZE !ETCN EXTERIOR COLUMNS 136' 7 1/16" VERTICAL CLEARANCE UNDER FRAME AT PIDE- 32' 0 1/ 2" VERTICAL CLEARANCE AT FR0T HAUNCH 27' 4 13/16" MEMBER DATA: MEM FLASE E TEFTIAS LENGTH AJGLE WEIGHT JOINT NOS FLANGE W 2 KL XX K IVY LS SPLICE CODES - T 4IDTN 1K 1 2 (Fl) (DIG) (POUNDS) 1 2 YIELDS (FT) (FT) (Fl) JI .12 FRAME SIDE 1 A 1 3/ 10.0 5/16 18 00 60.00 20.000 270.000 '71346.9 1 2 50 0 50.0 -.-,41428 SET BY PEG SPACE BP SS 2 5/ C 13.0 5/15 50.00 60.00 12.240-270.000 1038.7 2 3 50:0'50.0 41.28 SET BY PEG SPACE -.. SS KN ;.- -cRAMEsIDEz .-..--.:.--- 3 1/ 2 12.0 5/16 60.00 42.03 19.380 182.386 1644.3 3 4 50.0 50.0 94.52 SET BY PEG SPACE KM SS -- .. --- •----: .- 4 1/ 2 12.0 1/ 4 42.00 42.00 10.000 162.386 765.6 4 5 50.0 50.0 94.52 SET BY PEG SPACE SS SP .. 5 1/ 2 7.0 3/16 42.00 42.00 10.000 162.336'-506.2" 5 6 50.0 50.094.52SETBY PEG SPACE SPSP -. 6 1/ 4 7.0 3/16 42.00 42.00 10.000 182.386 387.1 6 7 50.0 50.0 94.52 SET BY PEG SPACE SP SS -. 7 3/ 6 7.0 3/15 42.00 42.00 10.000 162.386 445.6 7 8 50.0 50.0 94.52 SET BY PEG SPACE SS 50 - 9 3/ 6 9.0 1/ 4 42.00 52.00 40.000 182.386 2512.6 - 8 9 50.0 50.0 - 94.52 SET BY PEG SPACE SP S6---- FRAME SIDE 3 9 3/ 5 9.0 1/ 4 42.00 52.00 40.0-30 177.614 . 2512.6 10 9 50.0 50.0 94.52 SET BY PEG SPACE SP SE 10 3/ S 7.0 3/15 42.00 42.00 10.300 177.614 446.6 11 10 50.0 50.0 94.52--SET BY PEG SPACE 55 SP :. 11 1/ 4 1.0 3/16 42.00 42.00 10.300 177.614 387.1 12 11 50.0 50.0 94.52 SET BY PEG SPACE SP SS ) 12 1/ 2 7.0 3/16 42.00 42.00 10.000 177.614 506.2 13 12 50.0 60.0 94.52 SET BY PEG SPACE..__ SE SP 13 1/ 2 12.0 1/ 4 4.2.00 42.00 10.000 117.614 765.6 14 13 50.0 50.0 94.52 SET BY PEG SPACE 14 1/ 2 12.0 5/16 50.00 42.00 19.380 177.o14 1644.3 15 14 50.0 50.0 96.52 SET BY PEG SPACE • KM SS :1 FRAME SIDE 4 - -. 15 1/ 2 15.0 5/16 50.0-3 60.00 12.240 90.000 1122.4 15 15 50.0 50.0 . 41.28 SET BY PEG SPACE S§ K - - • 16 3/ 8 15.0 5/15 13.00 60.00 20.000 90.000 1504.0 17 16 50.0 50.0 41.28 SET BY PEG SPACE BE SS ---i------ -: :--. :.. - - I vARCO-PRU!'N REACTION SUMMARY / 13ASE ?LATE SUMMARY JOE: 49753 A A UNIT OF At!--;. IMTSRtATIOAL C0RP3ATIO PACE: FRAME NO. 2 DATE: 8-25-86 SUMMARY OF RE4CTIOS: . ..: SIDE LOAD COM.SIIATICN HORIZONTAL VERTICAL MOMENT :..: ACI 1,35.13, 0. 0 45.91 46.34 0.30 FRONT 1,35913, 0, C -45.91 4b.35 0.00 SACK 1,11,139 C, .0 -3.53 -6.34 0.00 FRONT 1.119131 09 0 6.29 -0.78 0.00 BACK 1.23,139 39 0 -2.54 -0.51 0.00 . FRONT 1923,13, 0, C 3.33 -6.31 0.00 *• BACk'- 15.16 --8.64---•-0.00 FRONT 1913, 0, 09 0 -21.34 20 99 0.00 y.. BACK 1,139 3, 0, 0 21.31 20.66 0.00 .) .:-- .... FRONT 1,13, 0, 0, 0 -15.14 18.91 0.00 . .... ... ...: BACK 1,131 0, 09 0 18.23 19.65 0.00 ) . . . .. FRONT 19131 09 0 0 -18-24 19.98 0.00 ) = SUMMARY OF BASE PLATES: . .... •--......:.. SIDE <------BASE PLATE DATA ------> <----- ANCHOR BOLT DATA ------> WELDING .) . .. . .. ........ MARK N.O.WIDTH 1K LENGTH. NUMBER SIZE BLR PATTERN -i. PACK SP-E11319 11.00 X 3/8 X 19.00 (4) -1 1/4 014. A36 2.89 05-3 FRONT BP-E16319 16.00 X 3/3 X 19.00 (4) 1 1/4 014. 434 2.87 OS-3 - ... vAr.Co- PRUDE N FRA.E, OUTPUT JOG: 4.753- A A UNIT OF AMIS ITERNATI0;AL C0RP0RATID - . V P&E: -iT r,)&. - - FRAME tQ. 2 . . - . . D&TE: 0-25-86 V V V,•V V VVVj . . . V V - VV V .V •V, 1- * - WEB STIFFENER REQUIREMENTS: . . V . V •V -V MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A I STIFFENCR SIZE SIDES WELDING DETAIL I W49rP (Fl) (IN) RATIO RATIO (IN) I 1K WIDTH I - S ' I 2 1. I NTERMEDIATE SHEAR 0.00 58.750 ies.00 3.00 176.25 I 1/ 4 X 3 0/16 BOTH STD. CK-OK YES I V 3 . V - COL./HAUNCH FIG EX 2.41 9.000 --• ---- I 7/16 X 57/-8'-'BOTH'-STD. CK~0 YES I - 1 INTERMEDIATE SHEAR 0.31 41 250 220.00 .... V 3.00 123.75 I 3/16 X 2 3/ 8 SOT'-) STO -0K YES I 15. 1 INTERMEDIATE SHEAR 0.00 59.000 188.80 1 I 3.00 177.00 I 1/ 4 X 3 . 0/16 BOTH STD. CK-OK YES I 14 1 CL /IAJNrr) FIG EX 2.41 9 000 I 7/16 X 5 7/ 8 BOTHSTO CK-0K YES I 76 9 I\TERMEDIATE EHEAR - .0.31 41.250 220.00 3.00 123.75 - --3/16 X 2 3/ 8 BOTH STD. •CK-0K- YES .I . . .. V - - -. --V - ------ - - - ---V - -. -------------*- * -V- V - -: ':-.. - - •- - .-.---* V - - .- - 'V - . V . . . . - - V - - - - . V4P.C3-?RUOA A UNIT OF A2A 11,TERNTIIJtL CORPORATION FRAME NO. 2 FRAiE DESIGN E'OLTING PLATE DATA JOL: 49753 A PAGE:: -t-Trliq DATE: 8-25-86 BOLTED CLJNNCTIO DATA J K---- PLATE DATA ---- >1< ---------------------- VOLT DATA ---- ----------------->1 . . . . MENEER T I I OUTSIDE INSIDE . C0N1ECTION CAPACITY A I TK NC LENETN I SIZE EROWS 4-BOLT STIFS EROWS 4-BOLT STIFS I PITCH TYPE OUTSIDE INSIDE 2 2 I 8/5 12.0 53.I1.4C I 1 " CIA 4325 4 2 0 4 2 1 I 3.50 AISC 16414.85 15032.55 3 1 1 3/5 12.0 63.183 I 1 " OIA 4325 4 2 0 ,. 4 2 1 I 3.50 AISC 16414.85 15032.55 - - 4 2 I 0/6 12.0 48.502 I 1 DIA A325. 4 0 0 4 0 0 I 3.50 AlSO 5736.56 5736.55 5 1 I 8/8 7.2 48.500 1 1 " DIA A325 4 0 C 47 0 0 I 3.50 AISC 5736.56 5736.56 - 5 2 1 c,' 7.0 47.003 I 3/4 DIA A325 4 0 0 4 0 0 I 3.00 AISC 2153.92 2183.9' 6 1 I 4/5 7.0 47.000 I 3/4 " CIA A325 4 0 0 - 4 0 0 I 3.00 AISC 2362.58 2362.58 - 7 2 I 5/Q 7.0 47.1Z5 I 3/4 " DIA _A325 4 0 0 4 - 0 0 -- 1 -3 00 AISC 3236.54 - 3236.54 8 '5/8 t9 0 '47. 125I 3/4 " OIA 4325 4 0 '. 0 ...- 4 0 0 t I 3 00 -' AISC 3236 54.3236;154 - 8 - 2 I '6/8 9 0--' 5S.625 I 1- 014 4325 4 0 ' 0 4 0 - 0 1 3 50 AISC 7136 14 7136 14 fl - 9 2 1 6/3 3.0 58.625 I 1 014 4325 - 4 0 0 40 01 '3.50"- AISC 7136 14 -'--'-7136.'-14 9 1 I 5/6 9.0 47.125 I 3/4 DIA 6325 4 0 0 4 0 0 I 3.00 AISC 3236 54 3236 54 10 2 I 5/8 7.0 47.125 I 3/4 DIA 4325 4 0 0 4 0 0 1 3.00 AISC 3236.54 3236.54 .. . . . . .... . 1 I 4/6 7.0 47.000]3/4 014 4325 4 0 -- 04--------0 0 I 3:00 AISC 2362-.587.--.- 236258 12 2 I 4/8 7.0 47.000 I 3/4 " DIA A325 4 0 0 4 . 0 0 I 3.00 AISC 2183.92 2183.92 - 12 1 I 8/8 7.0 48.500 I I " DIA A325 4 0 0 . 4 0 0 I 3.50 AISC 5736.56 5736.56 13 2 I 6/8 12.0 45.500 I I DII 4325 4 -. 0 0 - 47 0 0 I 3.50 AISC 5736.56 5736.56 - ...........-. 14 1 I 8/A 12.0 53.250 I 1 " 014 4325 4 2 0 4 2 1 .1 3.50 AISC 16449.41 15067.11 15 2 I 8/6 15.0 63.250 I 1 " 014 A325 4 2 0 - - 4 - 2 1 I 3.50 AISC 16449.41 15067.11 FLANGE SkA1N2 REQUIREMENTS:. -- BACK SIDE OF FRAME RIDGE TOEAVE - - . MEMBER 0 8 3 S 8 8 8 S - LOCATION 1'- 6 0/16- 81- 6 3/16 111- 6 0/16 161- 60/1621' 6 0/16 26 0/16 311- 6 0/16 . DEPTH 2 FB 51.5246 50.3745 49.1246 47.8745 46.6246 45.3745 44.1247 FB PARK 8 F55030 NOT REQ 3 NOT RCQ D F56054 NOT REG. 0 NOT REQ 0 F86030 8AK SIDE OF FRAME RIDGE TO EAVE: MEMBER A 8 7 7 6 6 5 5 : .- .... .... LOCATION 361 - 6 3/15 411- 6 C/iS 461- 6 0/16 51'- 6 0/16 561- 6 0/16 611- 6 0/16 661- 6 0/16 DEPT9 2 F" 42.3746 42.0000 42.0300 42.3003 42.0003 42.0003 42.0003 - F3 MARK A NOT RE. 0 F05044 NOT REQ 0 F35050• NOT REQ 0 NOT REQ [1 F35044 S LOCATION 71'- 6 0/16 15'- 6 0/16 81'- 6 0/16 56'- 6 0/16 91'- 6 0/16 95'- 7 11/16 991- 9 5/16 DEPTH 2 FE 42.0000 42.0000 43.9052 50.2469 • 56.5856 0.0000 0.0000 - - FE MARX C SF35044 - NOT FEC D SF6024 NOT REQ 0 - SF36114 -. NOT REQ 0 NOT REQ 0 -- --- -- -- : I -- --- (1 V ARC O-PPJE: FRAME FLAIGE ERAE DATA JOB: 49753 A A UNIT OF A':A I',TRIATI0L CORPORATION' PAGE: - F?&0 '- FRAME NO. 2 DATE: 5-25-86 :i FLANGE BRCI'IO REQUIREMENTS . .., LACK SIDE OF FRAME EASE TO EVE: - -- MEMEES 0 1 1 1 2 (5) 2 LOCATION 7'- 2 1/ 4 12'- 2 1/ 4 17'- 2 1/ 4 22'- 2 1/ 4 271- 2 1/ 4 DEPTH 2 FE 33.0937 43.5937 54.0937 60.0000 0.0000 F5 MARK B NOT REQ 0 SF05100 NOT REQ 0 SF56100 NOT SEQ D (C) - 1/2 )IA. A-325 N.G. AT THIS POINT . FRONT SIDE OF FRAME RIDGE TO SAVE: - . ... . MEHSEE 9 9 9 7 9 9 -- LOCATION 1,- 6 3/16 6'- 6 0/16 11 - 6 0/15 -161- 6 0/16 21 - 6 O/16 26,-6 0/16 31 • DEPTH 2 FE 51.6256 50.3757 42.1256 47.8755 46.6256 45.3755 44.1257 FE :iARK 8 P56050 NOT REQ 0 P36060 NOT REQ 0 F56044 • - NOT REQ U NOT REQ 0 .. .- FRONT SIDE OF FRAME RIDGE To EAVE: MEMBER 0 9 10 10 11 11 12 12 LQC,ITIDN 36'- 6 0/16 41'- 6 0/16 46'- 6 0/16 51'- 6 0/16 56— 6 0/16 61'- 6 0/16 661- 6 0/16 DEPTH 2 FE 42.8755 42.0000 42.0000 42.0000 42.0003 - 42.0000' 42.0000. FE MARK 8 F96020 NOT REQ 0 NOT RED 0 P55050 NOT REQ 0 NOT REQ 0 F85044 ) FRONT SIDE OF FRAME RIDGE TO EAVE: MEMBER 0 13 13 14 14 14 14 1 - - .............- -- LOCATION 71'- 6 0/16 76'- 6 0/16 SI'- 6 0/16 86'- 6 0/16 911- 6 0/16 951- 7 5/ 8 991- 9 5/16 ) DEPTH 2 FE 42.0000 42.0000 43.8596 50.2416 56.5832 0.0000 0.0000 F3 MARK B SF35044 NOT REQ 0 SF36024 NOT REQ U SF56114 NOT REG 0 NOT REQ D .. - . - -- -- "----: -- .,-- VARCO- PR'JDIN FIA"E DETAIL DESIGN SUMMARY J03: 49753 A_ A UNIT 3" AA 1:JTEqJATxcNAL CORPORATION PAGE; _W FRAME NO. 2 DATE; 8-25-66 ACTUAL FORCES A C T U A t. A I I C W A 8 1 S STRESS CONDITIONS LOCTI0N MEM LOAD AXIAL SNEAF. MOMENT AXIAL SHEAF. SENDING AXIAL SHEAR SENDING I SUM t I S CASE DEPTH (KIPS IKIPS) (KIP-1-4)S I R S S S S T R E S S I COMBINE I SHEAF. I 9RAME SIDE I AT 20.02 FT I 1 50.0 -49.9 -41.7 -10050.8 1.9 2.23 24.9' 22.6 2.31 25.78 1 1.032 1 0.92 I AT 7.4. FT 2 1 63.0 -46.0 -45.9 -14151.5 1.5 2.45 2.05 24.99 6.46 27.33 I 0.965 I 0.379 FRAME SIDE 2 AT 2.41 FT 3 1 60.0 -49.5 36.9 -14354.7 1.6 1.96 26.97 22.62 2.33 27.59 I 1.028 I 0.841 i AT 0.03 FT 4 1 42.0 -47.3 32.9 -3455.7 2.1 3.14 26.92 20.57 3.09 29.35 I 0.983 I 1.014 I ) AT 3.00 FT 5 1 42.3 -47.1 28.6 -4777.2 3.2 3.53 24.52 17.65 6.02 27.37 I 1.027 I 0.603 I T 0.11!) FT 6 1 42.3 -47.0 24.2 -1610.6 4.2 3.07 12.80 14.74 5.99 19.23 I 0.951 I 0.513 I AT 10.03 FT 7 1 42.0 -46.6 15.5 3154.4 3.6 1.97 19.65 15.52 6.00 26.41 I 0.935 I 0.328 I AT -31.03 FT 8 1 49.8 -46.0 2.5 6583.0 2.-4'- 0.20.. 24 93 - 19.14 2 16 26.86 I 1.008 I 0-.091 I FRAME SIDE 3 - AT 31.00 FT 9 1 4(;.S'- -46.0 -2.4 6584.0 2.6 0.23- 26.93 19.14 2.16 26.88-1 - 1.008 I 0 oof I ' AT 10.00 FT 10 1 42.0 -456 -15.5 3157.4 38 1.97 19.67 16.52 6.00 26.41 I 0935 I 0.328 I 47 0.00 FT 11 1 42.0 -47.0 -24.2 -1506.6 4.2 3.07 12.77 14.74 5.99 19.23 I 0.949 I 0.513 I 'AT 0.03 FT 12 1 42.0' -47.1 -28.6 -4772.3 - 3.2 '3.63' 24.50 17.65 6.022737 Ii.025 I 0.6037'i - AT 0.03 FT 13 1 42.0 47.3 -32.9 -8460.5 2.1 3.14 26.91 20.67 3.09 29.35 I 0.988 I 1.014 I AT 2.41 FT 14 1 80.0 -49.5 -36.8 -14348.6 1.6 1.95 26.96 22.62. 2.33 27.59 I 1.028 I FRAME SIDE 4 ........ - - : AT 7.44 FT 15 1 60.0 -46.4 45.9 -14145.4 1.4 2.45 22.78 11.52 6.45 24.89 I 0.969 I 0.330 1 AT 20.08 FT 16 1 60.0 -50.2 41.7 -10044.7 1 .7 2.22 19.55 9.70 2.31 22.56 I 0.723 I 0.961 I LOCATION X-COR V-COR DSP AREA RX RY LX LV 1 LV 2 MIX KLV1 KLY2 SX LB 1 RT 1 LB 2 RI 2 OS QA CB I CB 2 .. .) .. . . . .. MN 01ST (FEET) (IN) (I1.12) (IN) (IN) (IN) (IN) (IN) RX RY RY (iNfl (IN) (IM) (IN). (IN) . fi .. ........ FRAME SIDE 1 1 20.08 3.21 20.00 60.00 26.02 21.55 1.55 333.2 60.1 23.0 33.7 402.76 120.4 2.17 1.00 0.86 1.27 ) . 2 7.44 3.21 27.44 60.00 30.86 22.98 1.84 330.2 53.1 56.2 21.6 34.3 30.5 543.27 63.1 2.40 56.2 2.40 1.03 0.93 1.10 1.01 FRAME SIDE 2 . ...................fl 3 2.41 5.60 29.94 60.00 30.44 22.91 2.18 1134.2 56.2 37.0 49.5 25.8 17.0 532.31 56.2 2.85 37.0 2.85 1.00 0.91 1.01 1.04 . 4 0.00 20.14 31.30 42.00 22.25 17.23 2.54 1134.2 63.0 65.3 23.6 314.42 120.0 3.11 1.00 0.94 1.24 5 0.00 33.14 31.71 42.00 14.69 16.69 1.40 1134.2 60.0 68.0 43.0 194.81 50.0 1.76 - 1.00 0.78 1.17------------. . . .. 5 0.00 40.13 32.13 42.00 11.28 15.30 1.13 1134.2 60.0 74.1 53.3 125.81 190.0 1.56 0.98 0.66 1.95 . 710.00 60.11 32.96 42.00 12.99 16.11 1.29 1134.2 50.0 . 70.4 46.7 160.52 60.0 1.68 1.03 0.73 1.13 . 8 31.00 91.09 33.93 49.77 19.00 18.59 1.55 1134.2 60.0 61.0 38.7 264.05 '60.0 2Z'08'- -, 1.00 0.81 1.01 FRAME SIDE 3 9 31.00 108 .91 33.93 497 19.00 18.59 1.55 1134.2 60.0 61.0 3F.7 264.06 60.0 2.06 1.00 0 81 1.01 - IC 10.00 139.E9 32.96 42-00 12.9" 1', 11 1.29 1134 2 60.0 70.4 46.7 160.52 60.0.1.63 1.00 0.73 1.13 11 0.00 159.85 32.13 42.03 11.28 15.30 1.13 1134.2 60.0 74.1 53.3 125.81 180.0 1.56 0.98 3.66 1.96 .......'fl . 12 0.03 169.87 31.71 42.00 14.69 16.69 1.40 1134.2 60.0 68.0 43.0 194.81 60.0 1.75 1.00 0.73 1.17 . .. - 13 .22.2517,23 2 Z3.6 314.421ZD.0,3.,U...........1.000.9 1.24. . -142 41 1°4 40 29.4 60 00 30.'4 22 ci 2 1ä1134.2 5 2'-37.1 49 5 25 17.0 532.31 56.22 8537 1 2 95 1 00 0 9i1.01 1.04 FRAME'SIDE 4 - 15 1.44 196.50 27.44 60.00 33.44 23.60 2.90 330.2 330.2 5.5.2 21.3 113.8 19.4 620.82 330.2 3.72 55.2 3.69 0.95 0.95 1.75 1.01 16 20.08 196.63 20.00 50.00 29.77 22.76 2.66 330.2 330.2 21.8 124.0 513.86 330.2 3.53 0.80 0.93 1.75 D VACO- PRUDEN FRAME 3D-SIGN - INPUT CONDITIONS J: 49753 SSRF A UNIT OF AMA TRNATIONL CORPORATION PAGE: F Wi JOB 49753 SERF DATE: 5-26-86 BUILDER VP/DIRECT -_ - PROFIT CENTER: CALIFORNIA CU3TOMIR ;RANr cO:STRuCTION AM JOB SITZ CTTY .A'SLSjAO CA BUILDING OESCNIPTION: ITEM FEET I IKHES DEC. FT. DEC. IN. METERS SPAN = 60'- 0 0/16 50.0030 720.0030 16.2580 SACK SIDEWALL HEIGMT = 32'-11 0/16 32.9171 395.0049 10.0331 FRONT SIDEWALL F.-EIGHT = 30'- 9 1/ C 30.6771 368.1250 9.3504 BUILDING LENGTH = 1001- 0 0/16 100.3000 1200.0000 30.4800 RIGGE F.SM SACK ?LOG LN= 301- 0 0/15 30.0000 360.0000 9.1440 ELEVATION OF FRONT COL.= 0'- 0 0/16 3.0000 0.0000 0.0003 BACK ROOF P11C8 = -0.4490 : 12 - FRONT ROOF PITCH = 0.4400 12 - LOADING A03 L DEAD 3 33 PSF TOTAL DAD LOAD = ADD IL DEAD • 2 PSF (PURLINS A SHEETING) FRAME WEIGHT = 10.33 PSF) -- : LIVE = 20.00 PSF - WINO 12.88 PSF SPECIAL WIND LOAD APPLICATION: BACK WALL = 0.00 PS - BACK ROOF = 12.89 PSF FRONT ROOF = 12.88 PSF - FRONT WALL = 0.00 PSF THE A30VE LOADS COMBINED WITH ANY SPECIAL LOADS APPEAR IN LOAD CASES AS DESCRIBED BELOW: _._3 STRESS -) LOAD CODES <--------------------------------------- DESCRIPTION -------------------------------->FACTORS . --.- 1,359 0, 0, -0 DEAD LOAD LIVE LOAD W/TRIB RED. + 1.00 1,25,13, 0, 0 DEAD LOAD * SPECIAL WIND SACK • SPECIAL LOADS + 1.33 . . •- 1,27,13, 0, c DEAD LOAD SPECIAL WIND FRONT • SPECIAL LOADS • 1.33 BAY SPACINGS FOLLOW: [BACK SIDE-WALL LEFT TO RIGHT) ) • 1 SAYS AT 12' 0 0/16" BETWEEN FRAME LN. 1 AND FRAME LN. 2 . ...... 2 SAYS AT 30' 0 0/16" BETWEEN FRAME LN. 2 AND FRAME LN. 4 . I SAYS AT 28' 0 0/16" BETWEEN FRAME LN. 4 AND FRAME LM. 5 BUILDING LENGTH IS 100' 0 0/16" PURLIN AND GIRT DATA FOLLOWS: .. - ..... . . GACI( SIDEWALL GIRT DATA OITMENSION FROM SLOG. LM. TO OUTSIDE COLUMN FACE IS 3' 0 0/16" .......................... -- . MAXIMUM. GIRT SPACING IS 6' 9 3/ 4" -----•-:....... .....: BACK SIDEWALL GIRT SPACINGS I BASE TO EAVE I . 32' 11 0/16", .. NT.SIPEWALL .GIT DATA -DIMENSION FROM L3G.LN.TO-OUTSIDE COLUMM-F.ACE..IS •,O_',8 _I/ Z ....................... .•.•• ., MAXIMUM GIRT SPACINGIS 6 9 3/ 4" - - FRONT SIDEWALL GIST SPACINGS I BASE TO EAVE I 30' 3 1/ 9", BACK SLOPE PURLIN DATA - DINEMSION FRGM BLDG. LN. TO EAVE PURLIN IS 0' 3 3/ 4" DIMENSION FROM EAVE PURLIN TO FIRST INTERIOR PURLIN IS 5' 0 0/16" SECOND PURLIN SPACE- IS 5' 0 3/16" 3 PURLIN SPACES AT 5' 0 0/16" RIDGE SPACE IS 4' 8 7/16". - FRONT SLOPE PURLIN DATA DIMENSION FROM BLDG. LN TO EAVE PUSLIN IS 0 3 1/16" DIMENSION FROM EAVE PURLIN TO FIRST INTERIOR PURLIN IS 4 -8 11116" SECOND PURLIN SPACE IS 4' 8 11/16" 4 PURLIN SPACES AT 5'. 0 0/16" .. .. - RIDGE SPACE IS 0' 3 /16" - ii vARC3- PP. Uri E FRAME DESIGN - INPUT CONDITIONS JOB: 49753 SSPF A UNiT 0 AM: P.TRNATIO.\AL COR°ORATIO' PAGE: F102 DATE: &-26-86 NUMBER OF FRAMES FOR THIS JOE DESIGN IS 2 FRAME NU'5EF. ASSIGNMENT BY FRAME L.: 1, 0, 0, 0, 2, HALF -A,-! rULL FRAME LOCATEO AT FRANE LINE 1 HALF-LOA:; FULL FRAME LOCATED AT LAST FRAME LINE 5 BA:K SIDEWALL COLUMNS ARE STANDARD (OUTSIDE FLANGE IS VERTICAL) FRONT SIDEWALL COLUMNS ARE STANDARD (OUTSIDE FLANGE IS VERTICAL) THE TOPS OF THE INTERIOR COLUMNS ARE RELEASED FRAME lESIGNED UTILIZING WEE STIFFENERS AS REQUIRED MAXIMUM ALLOWAGLE SUM PERCENT = 1.030 NORMAL TAPERED MEMBER DESIGN FOR BACK COLUMN NORMAL TAPERED MEMBER DESIGN FOR FRONT COLUMN - - - 5AC COLUMN BOLTED AT FACE OF COLUM4 FRONT COLUMN BOLTED AT TOP OF COLUMN - STANDARD LOCATION FRAME IS DESIGNED AND DETAILED UNSYMMETRICAL ABOUT RIDGE SPECIAL FRAME DATA FOR THE 1 FRAME FOLLOWS: ) SYMMETRY = NO I SHAPE CODE = SP SPECIAL FRAMEINPUT I DESIGN CODE = SC STRESS CHECK FRAME I DEF CCOE = 2 L=MIN. I - - LOADING: 3.00 ADDITIONAL DEAD LOAD 2MAX. I NUMBER OF SUPPORTED POINTS 2 I 2.00 PURLINS B SHEETING I 3INT. I NUMBER OF SPECIAL MEMBER RELEASES C I 5.33 FRAME DEAD LOAD I - NUMBER OF INTERIOR COLUMNS -. 0 I TOTAL DEAD 10.33 PSF I ) AVG BAY SPACE 6.00' I NUMBER OF MEMBERS S I LIVE 20.00 PSF I I NUMBER OF CENTER LINE JOINT POINTS 9 I - WIND 12.86 PSF - THIS FRAME REDUIPED ON FRAME LINES : 2 SPECIAL LOADS APPLIED TO THE ABOVE FRAME FOLLOW ) FRAME SIDE TYPE SUPP 01ST HORZ. 01ST VERT. 0151 HORZ LOAD VERT LOAD MOMENT THIS SPECIAL LOAD U/CASE NO. CODE CODE ODE MEAS (FEET) (FEET) (KIPS) (((IFS) (K- IN) COND 1 COND 2 COND 3 COND 4 1 1 4 2 1 1 0.0000 35.0000 0.042 0.000 0.0 2 0 0 0 2 1 4 2 1 1 0.0000 38.0000 -0.019 -0.019 0.0 3 0 0 0 BOUNDARY DATA: POINT X-SJP Y-SUP M-SUP X-OISP Y-DJSP ROTATION 1 1 1 0 0.0000IN. 0.00-ODIN. 0.0000IN/IN OR RADIANS 9 1 1 0 0.0000IN. 0.0000IN. 0.00001N/IN OR RADIANS THE FOLLOW ING CLEARANC_ DATA APPLIES TO r1t NUMBER I - VERUCALtIEARANCE AT BACK HORIZONTAL CLEARANCE BETWEEN EXTERIOR COLUMNS 57' 3 7/16" VERTICAL CLEARANCE UNDER FRAME AT RIDGE 30' 4 1/ 8" VERTICAL CLEARANCE AT FRONT HAUNCH 29' 0 1/16" VAR CO- PRUDEN FRAME CESIGfl - INPUT CONDITIONS JOB: 49753 SSRF A UNIT OF AMCA INTERNATIONAL COR?OP.ATI0t: - - - PAGE: F103 - - - * - DATE; 8-26-86 MEMBER DATA ME' F LA WEL 3PT-S LEGTI - A\GLE WEIGHT JOINT '.0S FLANGE WE3 ML x K LYY LE SPLICE CODES :lOTH T 1 2 (FT) (DE.) (POUNDS) 1 2 YIELDS (FT) (FT) )FT) Ji J2 FRAME SIDE I 1 1/4 9.0 3/16 12.00 12.00 20.000 270.000 459.4 1 2 50.0 50.0 46.76 SET BY PEG SPACE OP SS - 2 1/ 4 9.0 3/16 12.00 12.00 12.210 270.000 268.5 2 3 50.0 50.0 46.76 SET BY PEG SPACE SS - MN .- FRAME SIDE 2 3 3/16 5.0 1/ 3 12.00 9.30 14.990 177.862 - 162.3 3 4 50.0 50.0 57.33 SET BY PEG SPACE MN SS 4 - 3/16 5.0 1/ 8 9.CO 9.00 15.000 177.82 157.5 4 5 50.0 50.0 57.33 SET BY PEG SPACE SS SP FRAME SIDE 3 5 3115 5 0. 1/ 5 9;00 9 00 15.000 177.862 157.5 6 5 50.0 50 0 57.33 SET BY PEG SPACE SS SP :-- 6 3/16 5 12 00 .- 9 00 14 340 177 862 155 4 -_ 7 ' 6 '50 050 0 . 57.33 SET BY PEG SPACE. MN SS FRAME SIDE 4 - 7 1/ '4-S-.-O--3/16 '12.00 -12.06-4.990" 90.000 202.2 P 7 50.0 50.0 43.54 SET BY PEG SPACE SS MN ) 8 3110 8.0 3/16 12.00 12.00 20.000 90.000 357.3 9 8 500 50.0 43 54 SET BY PEG SPACE BP SS .._ • --------- -..---.-*.- ---. bi IC . I - - - •.1 .................. - It . - . it - . -- •. - - W. -I - - - - --.-- 1 t - ) • -. /- - ,- - - .•_. . * AIC0-PRUD REACTION UMMAY / BASE PLAT= SUMMARY JOB: 49753 SSRF A UNIT OF AM: ITENI0NAL CORPORATION PASS: fl04 ) FRAPE NO. I DATE: 8-26-86 SUMMARY OF REACTIONS: S SIDE LOAD COMBINATION HORIZONTAL VERTICAL XOMENT BACK 1,35, C, 0, 0 1.02 4.07 0.00 FRONT 105. 0, 0. 0 -1.02 3.97 3.00 SACK 1,25,13, 0, 0 -3.59 -0.65 0.00 FRONT 1,25,13, 0, 0 -0.39 -0.26 0.00 BACK 1927,139 0, 0 -0.19 -0.24 0.00 FRONT 1927913, 0, 0 0.75 -0.68 0.00 ?- •-_ . -- , --- ':--- -•--. ,•' S - SUMMARY OF BASE PLATES - SIDE < ------ EASE PLATE DATA -------) <----- ANCHOR BOLT DATA ------> WELDING MARK NO. WIDTH TK LENGTH NUMBER SIZE BLR PATTERN -- - ) SACK BP-510313 10.00 X 3/8 X 13.00 (4) 3/4 DIA. A36 0.32 OS-3 - S FRONT BP-509313 9.00 X 3/8 X 13.00 (4) 3/4 DIA A36 0.34 0S-3 5) 5) 55 .5) ) ) S > -S •,S• 5) ) it .5) 5 ) • . : I 4 m m ' • Z 4't.I4I 0 -4 . ii 01 C) In m 2i'-vl. 'I,.- 0 -, ,,c,r-z ,7-I nC)rz c o I 0 0' tI W rn '4ii . 00' Ca TI L. rfi VI') 'T' Ci C) -orlz %I 4/1 0' N-N-r.1Ca--4C - 0 -n I,flI -n .'TC - ,-4 C) 2 2 .4.''• C) - o-I --Im C-X--.4r., 0 - In I 2 I-, U CI- • 70)C) 718 rn, '.P,t) ?. 2o. 0 Cl I, -4 C•fl,'' wt -n It ;Tl 'Ti 0 I 4.1 4'4'4'4-4'4'-4 - I 0 4414... 44 wfli,m 0) T1 CI) TI) .S-..S-S-_'S-)c I' 7 IT14't) 2 • 4- n a I 73 M., C -4 • -n C) • i>11 -n .r- > x -I a I! x X<)()-(7 0' -4 j rn .0 • • I'.4 I II, IC • N.. lrfl; Iv C) 0 In t. 3 '4' C- • 0 4 -C' .0 r,I o'C,o-.o7 r C) 0 r> 0 Ii- In 4 2 -4 -4 01.0'44 4' Ca .0-00) 1I)I .t• -I' -1 0 Z -4- .••.I0 o- 000000 -4 ç 'sO . 0-4 fl)1y1 0 C) 0,, 0 Cl 4/1 C) 2 7 S-. 2C- 7 0.0 Cl 0-I In ' ,C)sXX:)'4 0-C- IC- OS-.. 0 Cr- IC 4Cj - N.. - -i C. 2 - 0' -0' C) )O4-4. -4 ..... r- C. C) 22C 'I -4I .0 4 - irn IT, C- I I I $ I I 4(4 2 I. Ca - - III 11Th I 11 4.) < 4.'000C)C) I . r r 04 _• . 0 L x .4) rn - -4 I C) IA Cl Cl • I C') i 0 • '-' I 2 I -I ', -4 • C) -.4 :.,:• . - 000000 I S-. S-.. S-. I ,.'s mTI CC I I )( In t, C 0'.0444 0 4'I 4,14 I-' TIll .4.' I . • 0 ,i' o V • 04) '4. C)_4 ,. _ r -o.r - C)5, I• C)QS-, A 'I- -r,v. ' - CC' '.0. 0' .i4Cat44I.4 I 5.. 5. 5.. 5, 5, S- I I 0 -11>, • ..4 ..4 I4s 9." 4'4'4'*44 I 4 - • 331000 I Ca I 0) -4 '0' Z'- - C- 2 C) - . 11 00000041 • C) I -I (P I C.C-0'm I . 40 fl4,' • CO C- C -C- DC- C. .0 0) 144 fill 411 - 0' .0 -. 4'l .4) 444 441 4.1 444 4.4 4.1 NNNI'JN)I4J 4- 0' 'Ca - '4 ZC) C Zr4 0 Ca 41, ,ih 4,11 4), 411 I N '0 rn 0-4 - , I Ca C) -o • - C) '0 5, it C) 0) 1' 'XY or .0 Cl ' -4-4N4r.JZ0-4 , • - LA C:- I C.X' C "CC" -. -40 .-s,,., - . .4 . 1) 1)1 . CCI • C&C. C) • I .o -4 - Z 2 - c 'i- c ZZZZZZ'110C- 0000000rfl '-C'; • • ' -' 0'4)'4) a' -'.000) I•.4.n,. 4.' F 4' -4 I ' . , 0-0- • 0 '!lC . - -4 ,0 '4-)- • . . . ,• QS-. "' 04'S-s .0 I a . C) • C 0'Z 0' -- l-.44JI')N4.1Z CA 2 0 • 'Ti -4' o • 2Z_Z2ZCC0 0000000M 1. C C_I "• -i .JL I- • ' • I(" " V -------4 . ' ' . In u- " ' C') 14 . - -- (C NJ - 0,-C - C._,,( -4 .• - ' -n t -n • I .4'i : ' ' :'I;. ' ' ' * -- -1- c--... I mr-rnmmr--4 WW -U) -4L)' . .4I -'. ,0l' XCCCXXC -< - 5,5, 4Ca'I'II0'0 I x 0-0, '0 ii-,. V ' 4.4 N x x x1.l - . ' 11 Ca 0) • 2 .0 4,4' 0 . 44) 0' 4.1144 0) *1 m - NJ I 44'-', -4 I 0000002 1411444' -' 01' . 00-000.0> ECaJ- - 7)00 4'4'4'4'.p4'.0 .ft .4.-' 0' i4' I1i (44 4.1441 141 . - w 00 014 1r" 0-) I. OII4J00444N .-$m.' 00000041 - - 0- 1 C) C) S-s N N - - 441 4.41 as 0) 04 ' .' - . - , , - ' . C' 0) - - 0' %4•' 0 - - - - N N) - Ca - - - • . I • . '4 • . . .. , IDa ID Ca ', ,• ,'.' - 02 a -. '. NJ 0 Zil -4 CII I -4 I 0 fl1$C • 4, O • '!4 - - -4-4-0.0 .4-I--4C) 'fill" 0'01I.41.*I00'00 - . - 4 • &11.• • - 7 0'0'CC0.0.00'2 -4 C) -4 C ' ' 1 .4' -4) - ni • _,r rh I'll • • CII 0) 0 0010 C' . on:ioz C) .0 1.4 0 -S- -4 41 0 C) A I Cl 74 I IC)" . 11 - 2' . 441 II) 0, .•., - - 0- ' 2 . 0 74 o 74 CaC)- - 44 0'. • .4.) • 4 • ' ' • . :-' , 4) 1'.) N N C-) '. - > • . ' - -C -4-14.14J1-4-4ZV .'0.OI.0.0lfi0- -(-( -C rn 4 , -4 .,. Ca .0 ,-' ••s•••-4r) mm rn .,)>.' -II - • . . ' TI - U) UI 441 4440 4.1 111-I 4/4Cm 4/I -41: • - - 1. 11- • 3111 - 11 --- -------------..,-., . • • , ', - - I ' i''J4 4 . :-i - .- - - '.•'-•' 4I I - * I j VCG- PRUDE: FRAME DETAIL DESIGN SUMMARY J03: 49753 SSRF A UNIT OF AM:A INTERNATIONAL CORPORATION PAGE:IQ6 FP.AHE MO. 1 DATE: 5-26-86 : MEMEEIZ 1 1'ACK COLUMN- 1/ 4 X 9.0 FLANGE 3/18 WEB DEPTH AT JN 8 1=12.00 - DEPTH AT JN 8 2=12.00 LGNT= 20.00' WT= 459.48 -- MEMBER 1 FLANGE YIELD = 50.00 (SI, WEB YIELD = 50.00 KS! ACTUAL FORCES A C I U A L A L I I H A S L E STRESS CONDITIONS LOCATION HEM I-OAt' AXIAL SHEAR MOMENT AXIAL SHEAR LENDING AXIAL SHEAR SENDING I SUM I X I CASE DEPTH (KIPS) (NIPS) (NIP - EM) S T R E S S S T R 8 S S I COMBINED I SHEAR SPLICE POINTS i AT 0.00 FT 1 1 12.0 -4.1 -1.0 0.0 0.5 0.45 0.00 4.57 17.52 16.42 I 0.125 I 0.026 I AT 20.00 FT 1 1. 12.0 -4.1 -1.0 -244.0 0.6 0.45 8.18 4.97 17.52 16.42 I 0.570 I 0.026 I INTERMEDIATE P-3I'TS I I AT 3.33 FT 1 I 12.0 -4.1 -1.0 -40.7 0.8 0.45 1.36 4.97 17.52 16.42 I 0.200 I 0.028 I AT 6.67 FT 1 1 12.0 -4.1 -1.0 -81.3 0.5. 0.45, 2.73 4.97 17.52 16.42 I 0.274 I 0.026 I .-.--.. ILI- "s- - AT '10.00 FT 1 1 1 0 --4 1 - 7.7 -1.0 -122 0e, -0.6'-:'0.45*,",- 4.09 4 87 17.'52 A6.42 , 0.348 4 0.'026 A AT 13.33 FT 1 1 12.0 -4.1 -1.0 -162.7 0.6 0.45 5.45 4.87 17.52 16.42 I 0.422 I 0.026 AT 15.67 FT 1 1 12.3 -4.1 -1.0 -203.4 0.6 0.45 6 81 4.87 17.52 16.42 I 0.496 I 0.026 I I) • LOCATION X-COR Y-COA DEP AREA RX R LX LY 1 LY 2 KLX KLY1 KLY2 SX LB I RI 1 LB 2 RT 2 OS QA CS I CS 2 . . MN 01ST - (FEET) - (IN) (1HZ) (IN) (IN) (IN) (IN) - (IN) - RX RY NY (IN3 ) (IN) (IN) [IN) (IN) SPLICE POINTS 1 0.00 0.50 0.00 12.00 6.66 5.19 2.14 374.1 374.1 374.1 108.2 175.1 175.1 29.85 374.1 2.78 374.1 2.78 0.86 '- 1.00 1.75 1.75 1 20.00 0.50 20.00 12.00 6.65 5.19 2.14 374.1 374.1 108.2 175.1 29.55 374.1 2.78 0.38 1.00 1.75 INTERMEDIATE POINTS .. 1 3.33 0.50 3.33 12.00 6.66 5.19 2.14 374.1 374.1 108.2 175.1 29.85 374.1 2.78 0.86 1.00 1.75 1 6.67 0.50 6.67 12.00 6.66 5.19 2.14 374.1 374.1 108.2 175.1 29.85 374.1 2.78 0.86 1.00 1.75 1 16.00 0.50 10.00 12.00 6.66 5.19 2.14 374.1 374.1 108.2 175.1 29.85 374.1 2.7R 0.86 1.00 1.75 ) . . .. 1 13.33 0.50 13.33 12.00 6.66 5.19 2.14 374.1 374.1 108.2 175.1 29.85 374.1 2.78 0.36 1.00 1.75 . 1 18.67 0.50 16.67 12.00 6.66 5.19 2.14 374.1 374.1 108.2 175.1 29.85 374.1 2.78 0.36 1.00 1.75 ) ... MEMBER 2 BACK COLUMN- 1/ 4 X 9.0 FLANGE 3/15 WEE DEPTH AT JN 8 2=12.00 - DEPTH AT JN 8 3=12.00 LGNT= 11.69' WT= 288.58 MEMBER 2 FLANGE YIELD r 50.00 KSI, WEB YIELD = 50.00 NSI ) 1 ACTUAL FORCES A C I U A L A L L 0 U A S I S STRESS CONDITIONS LOCATION MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING I SUM I I A CASE DEPTH (KIPS) (NIPS) (KIP-IM) S T N S S S S I N E S S I COMMNED I SHEAR I . SPLICE POINTS I I AT 0.00 FT - 2 1 12.0 -4.1 -1.0 -244.0 0.6 0.45 8.18 4.87 17.52 16.42 I 0.570 I 0.026 I .. .•. AT 11.17 FT 2 1 12.0 -4.1 -1.0 -380.4 0.6 0.45 12.74 4.57 17.52 16.42 I 0.819 I 0.026 1 :: -•- - . INTERMEDIATE POINTS I I I -•-. •-. AT 1.85 1 2 1 1 C -4.1 -1.0 -266.8 0 0.45 8-94 4-97 17-52 16.42 I 0.511 I 0.026 I AT 3.72 FT 2 1 12.0 -4.1 -1.0 -289.5 0.6 0.45 9.70 4.57 17.52 16.42 1 0.653 I 0.026 1 :........- - AT 5.53 FT 2 1 12.0 -4.1 -1.0 -312.2 O.s 0.45 10.46 4.07 17.52 16.42 I 0.694 I 0.025 I AT. .7.45.F.T.J .2............1 1Z.0.. -4.1..•.-1.0....-334.9 0.3 O.45..11.22•.. .4.9717.52..16.42,.I. 0.735 --. LC.026.I ............. VARCO-PRUDEN FRAME OET(JL DESIGN SU:riAPY JOB: 49753 SSRF A UNIT OF AM:A INTIRMATIONAL CORPORATION PAGE: f107 FRAME NO. 1 DATE: 3-28-56 .:: MEMBER 2 AAC( COLUMN- 1/ 4 X 9.0 FLANGE 3/16 NEE DEPTH AT JN 8 2=12.00 - DEPTH AT JN 8 3=12.03 LGNT= 11.691 WT= 268.51 ............. . . . MEMBER 2 FLANGE YIELD = 50.00 ((SI, 4E3 YIELD = 50.00 ((SI ........ . ACTUAL FORCES A C T U A L A L L 0 N A S L E STRESS CONDITIONS LOTIO HEM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SHEAR SENDING I SUM 2 I I I 8 CASE CEPTH (KIPS) (RIPS) (KIP-11) S T R E S S S T S E S S I COMBINED I SMEAR I INTERMEDIATE P0I1TS I I AT 9.31 FT 2 1 1.0 -4.1 -1.3 -357.1 0.6 0.45 11.98 4.87 17.32 16.42 I 0.777 I 0.026 I LOCATION X-7-3R Y-C3 DEP AREA RX RY LX LV 1 LV 2 ((LX ((LVI ((LV2 SX LB 1 PT 1 LB 2 PT 2 QS QA CS 1 CD 2 MN DIST (FEET) (IN) (IN2) (IN) (IN) (EN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE POINTS - - 2 0 00 Ci 50 20.00 12 00 6 66 5.19 2.14 374 1 374 1 108 2 175 1 29.85 374.,1: 2 78 0686 1.00' 1.75 2 11 17 0 50 31 17 12 DO 6 66 5.19 2.14 374.1 374.1 12.4 IOC .2 175.1 5.8 29.85 374.1 2.78 12.4 2.47 0.86 1.00 1.75 1.02 INTERMEDIATE POINTS-- - 2 1.86 0.50 21.86 12.00 6.66 5.19 2.14 374.1 374.1 108.2 175.1 29.85 374.1 2.75 0.86 1.00 1.15 : ........ ........ . 2 3.72 0.50 23.72 12.00 6.66 5.19 2.14 374.1 374.1 106.2 175.1 29.85 374.1 2.78 0.86 1.00 1.75 - .. . ---2-- 5.59 c;502s;591'2;00- 6.66 519 2.14--374.1 374.1 - - 106.2 175.1 29.85 374.1 2.70 0.86 1.00 1.15 - 2 7.45 0.50 27.45 12.00 6.66 5.19 2.14 374.1 374.1 108.2 175.1 29.65 374.1 2.78 0.86 1.00 1.75 2 9.31 0.50 29.31 12.00 6.68 5.19 2.14 374.1 374.1 108.2 175.1 29.85 374.1 2.78 0.66 1.00 1.75 MEMBER 3 BACK HAUNCH- 3/16 X 5.0 FLANGE 1/ 8 WEE DEPTH AT JN 8 3=12.00 - DEPTH AT JN 8 9.00 LGNT= 14.47' WT= 162.38 MEMBER 3 FLANGE YIELD = 50.00 ((SI, WEB YIELD = 50.00 ((SI ACTUAL FORCES A C T U A I A I 1 0 A) A B I E STRESS CONDITIONS LOCATION MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAR RENDING AXIAL SHEAR BENDING I SUM I I I I CASE DEPTH (RIPS) (RIPS) (RIP-IN) - S T P E S S S T P E S S 1 COMBINED I SHEAR I SPLICE POINTS AT 0.52 FT 3 1 12.0 -3.9 3.2 -366.4 3.3 2.01 26.48 7.62 11.13 30.00 I 0.892 I 0.181 I AT 14.47 FT 3 1 9.0 -1.0 1.7 46.1 0.3 1.39 4.75 4.53 16.75 27.51 I 0.229 I 0.083 I PURLINS OR GIRTS I I I AT 4.71 FT 3 1 11.1 -0.9 2.8 -213.0 0.3 1.86 11.00 6.61 13.11 27.05 I 0.638 I 0.142 I . ..: AT 9.77 FT 3 1 10.0 -1.0 2.2 -63.7 0.3 1.64 5.77 5.50 14.99 27.27 I 0.245 I 0.109 INTERMEDIATE POINTS I I I AT 2.33 FT 3 1 11.6 -0.9 3.0 -296.1 0.3 1.95 22.33 7.17 11.04 30.00 I 0.754 I 0.163 I AT 7.27 FT - 3 1 10.5 -0.9 2.5 -134.1 0.3 1.75 11.39 6.04 14.20 27.16 I 0.429 I 0.124 I AT 12.12 FT 3 2 9.5 0.5 -0.9 58.7 0.2 0.71 5.67 40.00 21.10 40.00 1 0.146 I 0.034 I -- :- LOCATION X-COR V-COo DEF AREA RX RY LX LV 1 L 2 ((LX KLV1 ((LYE SX LB I PT 1 LB 2 PT 2 OS 94 CS 1 CS 2 MI) 01ST (FEET) (IN) (INn (IN) (IN) (IN) (IN) 1 tIfl RX RV RY (IN3) (IN) (IN) (IN) (EN) . .. . SPLICE POINTS 3.0.52.. 1.02 .31.671,2.0O.3.4 688.0 12.4 51.0 14O.3.11.6.47.8 13.84..12.41.3O51.O.1..3i 1.00 .1.0_O.1p2.124. -. ...:. •.; 14.47 14 07 31 28' 9 00 3 0 3-79 1.13 688 0 80 0 '- 181.5 52.9 -' '. 9.69 1200 1 41 1.O0 1 002 02 PURLINS OR GIRTS 3 4.17 5.21 31.55 11.09 3.32 4.53 1.09 688.3 51.0 60.0 150.3 47.0 55.3 12.53 51.0 1.32 120.0 1.36 1.00 1.00 1.24 2.02 3 9.77 10.26 31.41 10.01 3.17 4.16 1.11 688.0 60.0 164.8 54.0 11.04 120.0 1.39 1.00 1.00 2.02 V4C0-P?J0r4 FRAME OrT4IL DESIGN SUMIAV JOB: 47753 SS.P A UNIT OF A'A ITERNATI3NL CORPORATION PAG:V108 FRAMI IO. 1 DATE: 8-26-86 ::A MEMBER 3 EACK HAUNCH- 3/16 X 5.0 FLANGE 1/ 8 WEE DEPTH AT J4 6 3=12.00 - DEPTH AT JN 8 4= 9.00 LONT= 14.67' WT= 152.36 MEMBER 3 FLANGE YIELD 50.00 1(51, WE'S YIELD = 50.00 1(51 -' LOCATION X-D.,- Y-COR DSP AREA RX RY LX LV I LV 2 KLX KLY1 KLY2 SX LR 1 RI 1 LB 2 RI 2 OS GA CR I CS 2 MM 0151 (FEET). (IN) (INfl (It)) (Ii) (IN) (1) (IN) RX RY RY (IN3) (In) (IN) (IN) (IN) INTERMEDIATE PINTS 3 2.38 2.63 31.62 11.60 3.35 4.77 1.37 685.0 51.0 144.3 47.4 13.28 51.0 1.32 1.00 1.00 1.24 3 7.27 7.76 31.48 10.55 3.24 4.36 1.10 688.0 60.0 157.2 54.7 11.78 120.0 1.37 1.00 1.00 2.02 3 12.12 12.61 31.34 9.51 3.10 3.98 1.12 888.0 60.0 172.7 53.5 10.36 60.0 1.35 1.00 1.00 1.40 MEMBER 4 BLC RE- I - 3/16 X 5.0 FLANGE 1/ 3 WEE DEPTH AT JN 8 4= 9.00 - DEPTH AT JN 6 5= 9.00 LGNT= 15.00' WT= 157.58 S MEMBER 4 FLANGE YIELD = 50.00 KSI, .EB YIELD = 50.00 1(51 ACTUAL FORCES A C T U A L A L L 0 14 A B L E STRESS CONDITIONS .... - LOCATIO\ - MM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SHEAR BENDING I SUM I I 1 CASE DEPTH (KIPS) (KIPS) (KIP-IN) S I R E S S . S I R 8 S S I COMBINED I SHEAR I - -.: .......... .... .....:. ... SPLICE POINTS I I I •. - 'S " - AT- 0.03 FT - 4 1 9.0 -1.0 1.7 46.1 0.3 1.39 4.75 4.53 16.75 27.51 I 0.227 I 0.083 I ) AT 15.03 FT 4 1 9.0 -1.0 0.0 198.1 0.3 0.00 20.45 4.53 16.75 30.00 I 0.700 1 0.000 1 ) PURLINS OR GIRTS AT 0.33 FT - 4 1 9.0 -1.0 1.7 52.0 0.3 1.37 5.37 4.53 16.75 27.51 I 0.248 I 0.082 I ) AT 5.30 FT 4 1 9.0 -1.0 1.1 134.4 0.3 0.90 13.87 4.53 15.75 30.00 I 0.494 I 0.054 I AT 10.33 FT 4 1 9.0 -1.0 0.5 183.1 0.3 0.44 18.70 4.53 16.75 30.00 I 0.650 I 0.026 I 5' INTERMEDIATE POINTS I I I ) AT 0.15 FT 4 1 9.0 -1.0 1.7 49.0 0.3 1.38 5.06 4.53 16.75 27.51 I 0.236 I 0.082 I AT 2.80 FT 4 1, 9.0 -1.0 1.4 97.4 0.3 '1.13 10.05 4.53 16.75 30.00 I . 0.377 I 0.068 I AT 7.23 FT 4 1 9.0 -1.0 0.8 163.0 0.3 0.67 16.82 4.53 16.75 30.00 I 0.585 I 0.040 I ) AT 12.65 FT 4 1 9.0 , -1.0 0.3 194.4 0.3 0.22 20.06 4.53 18.75 30.00 I 0.687 I 0.013 I ,) LOCATION X-OR V-CUR DEP AREA RX RY LX LV I LV 2 KLX XLVI KLY2 SX LS 1 RI 1 LB 2 RI 2 QS GA CB 1 C8 2 , ......... MN 01ST (FEET) (IX) (IN2) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE POINTS 4 0.00 14.97 31.28 9.00 3.04 3.79 1.13 688.0 60.0 181.5 52.9 9.69 120.0 1.41 1.00 1.00 2.02 ' 4 15.00 29.96 30.72 9.00 3.04 3.79 1.13 688.0 60.0 181.5 52.9 9.69 60.3 1.36 1.00 1.00 1.00 PURLINS CR GIRlS - . ' 4 0.30 15.26 31.26 9.00 3.04 3.79 1.13 685.0 60.0 60.0 161.5 52.9 52.9 9.69 120.0 1.41 60.0 1.36 1.00 1.00 2.02 1.39 4 5.30 20.26 31.08 9.00 3.04 3.79 1.13 688.0 60.0 60.0 181.5 52.9 52.9 9.69 60.0 1.35 60.0 1.36 1.00 1.00 1.39 1.14 " 4 10.30 25.25 30.89 9.00 3.04 3.79 1.13 888.0 60.0 60.0 181.5 52.9 52.9 9.69 60.0 1.36 60.0 1.36 1.00 1.00 1.14 1.04 INTERMEDIATE PJINTS . ' . ' ' ' ,• 4 0.15 15.11 31.27 9.00 3.04 3.79 1.13 688.0 60.0 181.5 52.9 9.59 120.0 1.41 1.00 1.00 2.02 4 2.AO 17.76 31.17 9.00 3.04 3.79 1.13 688.0 63.3 181.5 52.9 9.69 60.0 1.36 1.00 1.00 1.39 9.00 3.04.3.71.13,. 688.0 60.0 . 52.9 9.69, 60.0., 1.38 ,. 555= -' 55 ' 319 1:3, 60.0' -A :;'E;l81..5L:. 9.69I'6O.O.j.36. .1.00'0O1.O4 . :. ..' VA2C0-PRJ0Ets CRAE DETAIL 0EIGN SUMAY JOB: 49753 SSRF A UNIT OF AMA INTERNATIONAL CJR'0RATI0N PAGE: IO9 FRAME NO. 1 DATE: 8-26-86 : MEMBER 5 FC0T RB- 2 - 3/16 X 5.0 FLANGE 1/ C WEB DEPTH AT J 8 6= 9.00 - DEPTH T JN 8 5= 9.00 LGNT 15.00' WT= 157.58 '. MEMBER 5 FLANGE YIELD = 50.00 PSI, WE3 YIELD = 53.00 KSI ..• ACTUAL FORCES A C T U A L A L L C U A F I B STRESS CONDITIONS L CIE ATIO: MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAF, SENDING AXI.IL SHEAR SENDING I SUM I I 3 I 8 CASE DEPTH (KIPS) (NIPS) (KIP-IN) S T R E S S S T P B S S I COMBINED I SMEAR I SPLICE POINTS I I AT 3.00 FT 5 1 9.0 -1.1 -1.7 46.8 0.4 1.39 4.83 4.53 16.75 30.00 I 0.227 I 0.083 I AT 15.33 FT 5 1 9.0 -1.0 0.0 19.1 0.3 0.00 20.45 4.53 16.75 30.00 I 0.700 I 0.000 I PURLINS OR GIRTS AT 4.7D FT 5 1 9.0 -1.1 -1.2 126.9 0.3 0.95 13.10 4.53 15.75 30.00 I 0.479 I 0.057 I . AT 9.70 FT 5 1 9.0 -1.0 -0.6 179.4 -. - C.3 0.49 18.51 4.53 16.75 30.00 1 0.643 I 0.029 I .. . . I AT -1-4.70 FT 5 1 9 0 -1 0 0 C 192 1 0 3-,0.03.,,-20.45--,4 53 16 75 30 00 I 0 700-1"0.002 I I TEP lED ATE POINTS AT 2 36 CT - - 5 1 90 - -1 1 -1 , 90 6 0 4 .17 9 35 4 53 16.75 30 00 1 0 365 I 0.070 I AT 7 2 T 5 1 9 0 -1 1 -D 9 157 3 0 3 0.72 16 24 4.53 16.75 30.00 I 0.575 I 0.043 I AT 12.20 FT 5 1 9.0 -1.0 -0.3 192.9 0.3 0.26__19 .91 4.53 16.75 30.00 I 0.685 I 0.015 I - - AT 14.85 FT 5 1 9.0 -1.0 0.0 198.1 0.3 0.01 - 2045 4.53 16.75 30.00 I 0.700 I 0.001 I LOCATION X-COR Y-COR DEP AREA RX RY LX LV 1 LV 2 KLX MLVI KLY2 SX LB I RT 1 LB 2 PT 2 OS QA CB I CS 2 MM 01ST (FEET) (IN) (IN2) (IN) (IN) (IN) UN) (IN) RX RY RY - (INfl Urn (IN) urn (IN) ) SPLICE POINTS ._) .. . . . 5 0.00 44.94 30.16 9.00 3.04 3.79 1.13 680.0 60.0 181.5 52.9 9.69 60.0 1.36 -. 1.00 1.00 1.44 . - 5 15.00 29.96 30.72 9.00 3.047 3.79 1.13 689.0 60.0 - 181.5 52.9 9.69 60.0 1.36 1.00 1.00 1.00 PURLINS OR GIRTS •- 5 4.70 40.24 30.33 9.00 3.04 3.79 1.13 689.0 60.0 60.0 181.5 52.9 52.9 9.69 60.0 1.36 60.0 1.36 1.00 1.00 1.44 1.16 5 9.70 35.25 30.52 9.00 3.04 3.79 1.13 688.0 60.0 60.0 181.5 52.9 52.9 9.69 60.0 1.36 60.0 1.36 1.00 1.00 1.16 1.05 . . . . ) 5 14.70 30.Z5 30.71 9.00 3.04 3.79 1.13 688.0 60.0 60.0 181.5 52.9 52.9 9.69 60.0 1.36 60.0 1.36 1.00 1.00 1.05 1.04 -) INTERMEDIATE POINTS . 5 2.35 42.59 30.24 9.00 3.04 3.79 1.13 688.0 80.0 181.5 52.9 - 9.69 60.0 1.36 1.00 1.00 1.44 5 7.20 37.75 30.43 9.00 3.04 3.79 1.13 688.0 60.0 181.5 52.9 9.69 60.0 1.36 1.00 1.00 1.16 5 12.20 32.75 30.61 9.03 3.04 3.79 1.13 688.0 60.0 181.5 52.9 9.69 60.0 1.36 1.00 1.00 1.05 5 14.35 30.10 30.71 9.00 3.04 3.79 1.13 688.0 60.0 181.5 52.9 9.69 60.0 1.36 1.00 1.00 1.00 .. MEMBER 6 FRONT HAUNCH- 3/16 X 5.0 FLANGE 1/ 8 WEB DEPTH AT JN 8 7=12.00 - DEPTH AT JN 8 6= 9.00 . LGNT= 13.86' WT= 155.48 . . . - MEMBER 6 FLANGE YIELD = 50.00 KSI, WES YIELD = 50.00 KSI f..- . .-..--.. . ACTUAL FORCES A C T U A L A L L 0 h A 5 1 E STRESS CONDITION'S L TIC\ " LOAD AXIAL SMEAR MOMENT AXIAL SHEAR OENOING AXIAL SHEAR DCNDING I SUM I I I F CASE DEPTH (NIPS) (RIPS) (KIP-IN) S T P E S S S I R E S S I COMBINED I SHEAR I - . .. -... SPLICE POINTS . .. 6 •l.. .12.. -1.2 ..3.2;342.4 .......0.3.,.l.7 7..6211.1330.0O .1 0.1336 1 .0.177, I -....................... '=AT 138FT 61 9.0 --11 -17 468 041384834.5316.75-3000 I 0222 100831 PURLINS OR GIRTS I I I AT 3.84 FT 6 1 11.2 -1.1 -2.8 -222.0 0.3 1.85 17.40 6.78 12.73 27.12 I 0.653 I 0.145 I . . VARCO-PRJ0Et FAME DeTAIL Dc-SIGN SUMMARY Jflh,: 40753 SSRF A UNIT OF MC. INTERNATIONAL CPCRATION PAGE: Hio FRAME IN0. 1 DATE: 3-26-86 HEMBER 6 FRONT HAUNCH- 3/16 X 5.0 FLANGE 1/ 6 WEB DEPTH AT JN 8 7=12.03 - DEPTH AT JN 8 6= 9.00 LGNT 13.9,51 WT= 155.48 MER 6 FLANGE Y LD = 50.00 KS!, WEO YIELD = 50.10 KSI ACTUAL FORCES A C T U A L A L L 0 W A 9 L E STRESS CONDITIONS LJC.TIC' MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAR AENDING AXIAL SHEAR SENDING I SUM B CASE DEPTH (NIPS) (NIPS) (NIP-IN) S 7 R E S S S I R E S S I CM9TNED I SHEAR I PURLIMS OR G!RTS I I I AT 8.56 FT 6 1 10.2 -1.1 -2.3 -78.5 0.4 1.66 6.96 5.58 14.72 27.34 I 0.293 I 0.112 I AT 13.5b FT 6 1 01 -1.1 -1.7 40.3 0.4 1.40 4.17 4.59 16.52 27.58 I 3.21 I 0.094 I INTERMEDIATE POINTS . I I I AT 1.92 FT 6 1 11.7 1.2 --- -3.0 -289.0 0.3 1.92 21.61 7.25 11.78 30.00 1 0.732 I 0.163 I AT 5.20 FT . 6 ,1 10.7, -i.i -2.5 -146.5 ......1.7. 12.19 6.22 13.97 27.23 I 0.459 I 0.126 1 --' AT ii 06'FT 6 '2 9 6- 0 5 0.4 -53.;4 0 40. 29 5 02 40 00 :20.62 34.8,9' I 0.146 I 0.;0 14 I AT 13.71 FT -- 6 2 9.0 0.5 0.3 -63.9 0.2 0.23 6.56 40.00 22.25 29.90 1 0.219 I 0.0110 I LOCATION X-COR Y-COR DEF AREA RX RY LX LV 1 LV 2 KLX KLV1 KLY2 SX Ui 1 RT 1 Ui 2 RT 2 Os 0* CS 1 CS 2 MM 01ST (FEET) (IN) (1H2) (IN) (IN) (IN) (IN) (EN) RX RY RY (IM3) (IN) (IN) (IN) (IN) . SPLICE POiNTS' ) 6 0.48 58.31 29.53 12.00 3.44 4.91 1.07 688.3 11.5 40.3 140.0 10.8 37.8 13.84 11.5 1.30 40.3 1.31 1.00 1.00 1.02 1.20 6 13.86 44.94 30.16 9.00 3.04 3.79 1.13 688.0 63.0 161.5 52.9 9.69 60.0 1.36 1.00 1.00 1.44 . ... JRLINS OR GIFTS - 6 3.04 54.95 29.69 11.25 3.34 4.64 1.08 688.0 40.3 56.7 145.4 37.2 52.4 12.76 40.3 1.32 116.7 1.35 1.00 1.00 1.20 1.95 6 6.56 50.24 29.91 10.19 3.19 4.24 1.11 688.0 56.7 162.2 51.2 11.28 116.7 1.38 1.00 1.00 1.95 , - 6 13.56 45.24 30.14 9.07 3.04 3.82 1.13 688.0 60.0 60.0 180.3 53.0 53.0 9.78 116.7 1.41 60.0 1.36 1.00 1.00 1.95 1.44 .• INTERMEDIATE POINTS 1.92 56.67 29.60 11.68 3.40 4.80 1.07 689.0 40.3 143.5 37.6 13.37 40.3 1.31 1.00 1.00 1.20 - - ...... 6 6.20 52.59 29.80 10.72 3.27 4.44 1.09 688.0 56.7 155.0 51.8 12.01 116.7 1.37 1.00 1.00 1.95 . ) 6 11.06 47.74 30.03 9.53 3.12 4.03 1.12 685.0 60.0 170.7 53.6 10.52 116.7 1.39 1.00 1.00 1.60 ) 6 13.71 45.09 33.15 9.03 3.04 3.60 1.13 683.3 60.0 180.9 52.9 9.73 120.0 1.41 1.00 1.00 1.08 MEMBER 7 FRONT COLUMN- 1/ 4 X 8.0 FLANGE 3/15 WEE DEPTH AT JN 0 8=12.00 - DEPTH AT JU 8 7=12.00 LGNT= 9.50 WT= 202.28 MEMBER 7 FLANGE YIELD = 50.00 KSI, WE3 YIELD = 56.00 KSI ..- ACTUAL FORCES A C T U A L A L L 0 N A 3 1 5 STRESS CONDITIONS LOCATION HEM LOAD AXIAL SNEAK MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING I SUM 1 I I I . . . . 3 CASE DEPTH (NIPS) (NIPS) (NIP-IN) S T F ES S S T R S S S I COMBINED I SHEAR I . . . - SPLICE POINTS . I I I - •..- . . AT 0.00 FT 7 1 12.0 -4.0 1.0 -244.1 0.6 0.45 9.05 4.27 17.52 15.07 I 0.686 I 0.026 I ':-.- -•'.:., . AT 9.03 FT 7 1 12.0 -4.0 1.0 -354.2 0.6 0.45 13.13 4.27 17.52 15.07 1 0.927 I 0.026 I --:-,: ....',:-'. •, i ) INTERMEDIATE POINTS I I I ' .• . . AT 1.50 FT 7 1 12.0 -4.0 1.0 -262.4 0.5 0.45 9.73 4.27 17.52 15.07 I 0.726 I 0.026 I 3.01, FT 7 1., 1.O,,,,...-4.0 ., 0.6 4.2`T_.17.5,2._..15.07,_ 0.55I 0.0261 ........ ..,,. -..' .-- T 4 Si FT 7 1 - 12 0 - -4 0 1.0 -299 2 0 6 -0 45 11 09 4.:27 2 15 07 I ' 0 806 0.026 AT 6.02 FT 7 1 12.0 -4.0 1.0 -317.5 0.6 0.45 11.77 4.21 17.52 15.07 I 0.846 I 0.026 I AT 7.52 FT 7 1 12.0 -4.0 1.0 -335.9 0.6 0.45 12.45 4.27 17.52 15.07 I 0.897 I 0.026 I LOCATION X---O; Y-COR DEP AREA RX RY LX LV 1 LV 2 KLX KLYI KLYZ SX LB 1 RT 1 LB 2 FT 2 OS 36 CB I CS 2 MN 01ST (FEET) (IN) (1HZ) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) FRAV DETAIL -"ESIGN SUNMAFY JOB: 49753 SSRF A UNIT OF .IMZA INTERNATIONAL CORPORATION PAGE: fI1O_5 FAE NO. 1 DATE: 8-26-86 MEMBER 7 FRONT COLUMN- 1/ 4 X 8.0 FLANGE 3/15 WEE DEPTH AT J) 8 8=12.00 - DEPTH AT JN 8 7=12.00 LONT 9.501 WT= 202.28 MEM5R 7 FLANGE YIELD 5G.00 KSI. WEB YIELD = 50.00 (SI LCCATIG' X-_-OF Y-0R DEP AREA RX RY Lx LY 1 LY 2 KLX KLYI NLY2 SX LR I RT 1 L9 2 RT 2 Cs 04 CE 1 CD 2 M14 DIET (FEET) (IN) ( IN2) (IN) (IN) ( IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE POINTS 7 0.00 51.79 20.01 12.00 6.16 5.13 1.36 346.5 34E.3 131.9 117.1 26.97 348.3 2.49 0.92 1.03 1.75 7 9.03 58.79 29.03 12.00 5.16 5.13 1.86 348.3 348.3 11.5 101.9 187.1 6.2 26.97 34.9.3 2.4e 11.5 2.15 0.92 1.00 1.75 1.02 INTERMEDIATE POINTS 7 1.50 58.77 21.51 12.03 6.16 5.13 1.86 346.3 346.3 101.9 197.1 25.97 349.3 2.45 0.92 1.00 1.75 7 3.01 58.79 23.02 12.00 6.16 5.13 1.56 346.3 348.3 101.9 197.1 26.97 346.3 2.48 0.92 1.00 1.75 7 4.51 56.79 24.52 12.00 6.16 5.13 1.86 348.3 345.3 101.9 187.1 26.97 348.3 2.48 0.92 1.00 1.75 . 7- 6 02 -58.79,26.02 12.00 6.16 -5.13 1 86 -348.3, 348 .3, -_101.9 187 1 26 97 348 3 2.46- 0.9.2 1.00-1.75 . 7 7.52 58.7r, 27.53 12.00 6.16 5.13 1.86 348.3 348.3 101.9 187.1 26.97 348.3 2.48 0.92 1.00 1.75 MEMBER 8 FRONT COLUMN- 3/16 X 8.0 FLANGE 3/16 WEB DEPTH AT JN 8 9=12.00 - DEPTH AT JM 9 812.00 LGNT 20.00 WT 357.3. MEMBER 8 FLANGE YIELD = 50.00 V.51, WEB YIELD = 50.00 KSI . . ) ACTUAL FORCES A C T U A I A I L 0 W A B L S STRESS CONDITIONS ) .. . ............... LOZATION MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING I SUM I 6 CASE DEPTH (NIPS) (NIPS) (NIP-IN) S T K E S S S T R S S S I COMBINED I SHEAR I SPLICE POINTS I I I ) AT 0.03 FT 5 1 12.0 -4.0 l.0 0.0 0.8 0.45 0.00 3.80 17.33 13.42 I 0.202 I 0.026 I .. . .. .... AT 20.03 FT -. 8 1 12.0 -4.0 .1.0 -244.1 0.8 0.45 11.33 3.80 17.33 13.42 I 0.962 I 0.026 I ... INTERMEDIATE POINTS AT 3.33 FT 8 1 12.0 -4.0 - 1.0 -40.7 0.5 0.45 1.89 3.80 17.33 13.42 1 0.329 I 0.026 I AT 6.67 FT - 8 1 12.0 -4.0 1.0 -81.4 0.8 0.45 3.78 3.80 17.33 13.42 1 0.455 I 0.026 I . . . ...- AT 10.03 FT 8 1 12.0 -4.0 1.0 -122.0 0.8 0.45 5.67 3.80 97.33 13.42 I 0.582 I 0.026 I .- :.. AT 13.33 FT 8 1 12.0 -4.0 1.0 -162.7 0.8 0.45 7.56 3.90 17.33 13.42 I 0.709 I 0.026 I . . . . AT 16.57 FT - 8 1 12.0 -4.0 1.0 -203.4 0.8 0.45 9.44 3.80 17.33 13.42 I 0.936 I 0.026 I ... . ...- . - LOCATION X-COR Y-COR DSP AREA RX RY LX LV I LV 2 KLX KLYI KLV2 SX LI. 1 RT 1 LE 2 RT 2 IS QA CB 1 CE 2 . 01ST (FEET) (IN) (INfl (IN) (IN) (IN) (IN) (IN) RX KY KY (IN3) (IN) (IN) (IN) (IN) .- . SPLICE POINTS . ... 8 3.00 55.79 0.01 12.00 5.18 4.99 1.76 348.3 348.3 348.3 104.6 193.1 193.1 21.53 348.3 2.34 348.3 2.34 0.76 1.00 1.75 1.75 8 20.00 55.79 20.01 12.00 5.18 4.99 1.76 348.3 348.3 104.6 198.1 21.53 348.3 2.34 0.76 1.00 1.75 -.. ..- . .. INTERMEDIATE POINTS i... . S 3.33 58.79 3.34 12.00 5.18 4.99 1.76 348.3 343.3 104.6 198.1 21.53 348.3 2.34 0.76 1.00 1.75 . . 8 6 7 56.79 6.67 12.00 5.18 4.q9 1.76 348.3 343.3 104.6 198.1 21.53 348.3 2.34 0.76 1.00 1.75 8 13.00 58.79 10.01 12.00 5.15 4.99 1.75 349.3 341.3 104.5 195.1 21.53 349.3 2.34 0.76 1.00 1.75 .. . ... . -.. . . 5 13.33 55.77 13.34 12.00 5.15 4.99 1.76 345.3 3,5.3 104.b 19S.1 21.53 348.3 2.34 0.76 1.03 1.75 ... 9 16.67 56.72 16.57 12.00 5.15 4.99-1 .76 345.3 348.3... 104.1. 198.1 21.53 348.2.-.34.. 0.76 1.00 1.75 ..- A VAR co-PRuD:r FRAME DESIGN - INPUT CONDITIONS JOB: 49753 FLT A UNIT OF AM-A INTERNATIONAL CORPORATION' PAGE: F -UI JOE 49753 FLT DATE: 8-26-86 BUILDER VP/DIRECT .- PROFIT CENTER: CALIFORNIA CUSTOMER GRANT CONSTRUCTION - /17 pjI . JOB SITE CITY CARLSBAD, CA. BUILDING DESRIPTION: ITEM FEET C INCHES DEC. FT. DEC. I.N. METERS SPAN = 601- C 0/16 50.0002 723.0000 18.2880 SACK SID--WALL HEIGHT 32'-1I 0/16 32.9171 395.0049 10.0331 FRONT SiDEWALL HEIGHT = 30'- 8 1/ 8 30.6771 368.1250 9.3504 BUILDING LENGTH = 10'- 0 0/16 100.0000 1201.0300 30.4800 RIDGE FRJM BACK SLOG LN= 30'- 0 0/16 30.000C 363.0000 9.1440 ELEVATION OF FRONT COL.= 0'- 0 0/16 0.0000 0.0000 0.0000 SACK ROOF PITCH = -0.4430 : 12 . . ... . ... FRONT ROOF PITCH- = 0 4480 12 LOADING: ADD L DEAD = 3.00 PSF I TOTAL DAD LOAD = ADD I DEAD * 2 PS (PURLINS C SHEETING) • FRAME WEIGHT = 6.75 PSF) ) LIVE = 20.00 PS - WIND = 12.75 PSF . . . .... ) .. - . . SPE:IAL WIND LOAD APPLICATION: BACK WALL = 0.00 PSF - BACK ROOF = 1288 PSF .. .- :. - FRONT ROOF = 12.88 PSF - FRONT WALL = 0.00 PSF . . • THE ASOVE LOADS CCMEINED WITH ANY SPECIAL LOADS APPEAR IN 3 LOAD . CASES AS DESCRIBED BELOW: . .... . STRESS . LOAD CODES <----------------------------------------- DESCRIPTION ----------------------— ---->FACTORS ) ... . 1,35,13, 09 0 DEAD LOAD • LIVE LOAD W/TRIB RED-'- SPECIAL LOADS • + 1.00 ... 1,25,13, 09 0 DEAD LOAD • SPECIAL WIND BACK * SPECIAL LOADS + 1.33 .., . 1,27,13, 09 0 DEAD LOAD + SPECIAL WIND FRONT * SPECIAL LOADS 4 * 1.33 . ... SAY SPACINGS FOLLOW: (BACK SIDEWALL LEFT TO RIGHT) ) . .. I SAYS AT 12' 0 0/15" BETWEEN FRAME LN. 1 AND FRAME LW. 2 .. - . - 2 BAYS AT 30' 0 0/15" BETWEEN FRAME LW. 2 AND FRAME IN. 4 . . . . 1 SAYS AT 28' 0 0/16" BETWEEN FRAME LN. 4 AND FRAME IN. 5 - BUILDING LENGTH IS 100' 0 0/16" -. .-. . ,-- .................- .- -. ..., .--, -.-. p •_• - vARcc-pRuoE: FRAME DESIGN - INPUT CONDITIONS J35: 49753 FLT A UNIT OF AA I:TFFMATIOAL CORPORATION PAGE: fl2 DATE: 8-26-86 PURLIN AD GIRT DATA FOLLOWS: BACK SICE.4ALL STP.T DATA - BACK IS HIGHSIDE OF LEAN-TC AND ATTACHES TO SEPARATE STRUCTURE -. F2\T S1DEWLL GIST DATA - DIMENSION FROM ELOG. LN. TO OUTSIDE COLUMN FACE IS 0' £ 1/ 2- MAXIMUM GIRT SPACING IS 6 9 3/ 4' FRONT SIDEWALL GIRT SPACINGS ( BASE TO EAVE 30 8 1/ 811, BACK SLOPE PURLIN DATA - DIMENSION FROM BLDG. LN. TO EAVE PUALIN IS I 0 5/16" DIMENSION FROM EAVE PURLIN TO FIRST INTERIOR PURLIN IS 2' 6 3/16" SECOND PURLIN SPACE IS 5' 0 0/16" 4 PURLIN SPACES AT 5 0 0/16" . . - RIDGE SPACE IS 2 9 -3/ 4" - FAOV SLOPE PURLIN DATA - DIMENSION FROM BLDG LN TO EAVE PURLIN IS 0 3 1/16" DIMENSION FROM EAVE PURLIN TO FIRST INTERIOR PURLIN IS 4 1 3/ 8" SECOND PURLIN SPACE IS 4' 1 3/ 8' - 4 PURLIN SPACES AT 5'O0/16' -.------.------ -. RIDGE SPACE IS 2' 2 1/ 4" - . NUMBER OF FRAMES FOR THIS JOB DESIGN IS 2 FRAME NUMBER ASSIGNMENT BY FRAME LN. 09 19 2, 29 Of POST AND BEAM ASSUMED AT FRAME LINE I . POST AND BEAM ASSUMED AT LAST FRAME LINE 5 - BACK SIDEWALL COLUMNS ARE STANDARD (OUTSIDE FLANGE IS VERTICAL) ) FRONT SIDEWALL COLUMNS ARE STANDARD (OUTSIDE FLANGE IS VERTICAL) ) :. THE TOPS OF THE INTERIOR COLUMNS ARE RELEASED FRAME DESIGNED UTILIZING WEB STIFFENERS AS REQUIRED -- . - MAXIMUM ALLOWA3LE SUM PERCENT = 1.030 . ) NORMAL TAPERED MEMBER DESIGN FCR BACK COLUMN NORMAL TAPERED MEMSEP. DESIGN' FOR FRONT COLUMN ) - BAK COLUMN BOLTED AT FACE OF COLUMN FRNT COLUMN BOLTED AT TOP OF COLUMN - STANDARD LOCATION - - FRAME IS DESIGNED AND DETAILED UNSYMMETRICAL ABOUT RIDGE - - -- ---. .:--.- •- --------- 0 LA 0 M w 4-1 3. I EE; i :! 0 - ! ! :: -n CA r r -1 r rn vi .0 C In ifl 0 rc ) -4 O 0 1 C' .I 0 .0 NJ LJ NJ - • I- r r > z in . .0 - II II II rn in C in >>r> Z 0 m -< Ci -4 r in 0i- C) . - -c :c 0 Z> 0 .0 .077rr1.0 ni rn C) vi In in c I -.--vi . rimo .0 Z . -1 ,or,>(I in -4 . - rn In in z rn -4 Al 0 C m Cl In 73 OC-4 > -iz -I > lvi > t I--Q0I V' 0 0 o 0'. . I rn0m vi cCCCc x flriiillvi 0 0 00vi z 33-C 3' .0 .0 .0 -4 C- mr 'j vi ii U 3' 0 Z c-i fl in 3' in -4 0 vi -. 3 0 0 . 2 -n vi vi in in .0:,, Z 0 .0 rn III >23 C/I .0 'lvi __'>virn vi 00000 C) -Ti P vi vi C 0 rn r x -fl " In ii m ii ii 0 ii, 0 C C )C 2 ifi 0 0 I w r, , v, 2>-Ic-i c-i -I in 3 -fi .0 3' vi I • 0 0 0 .-i 3' I I • t' rniflZ0C :0 4 III 0 It m 0 0 I/I 0 in •\ -4 UO vi ' 3 vi 0 ,J 3 vi 0 000 00 fl NI Ii ( nh'fl.0'-O .0 .0 0 N 0 .0 .- 3'- - .-. 0 o in. 0 vi o c- -4 vi • Co 0 • 2 -4 Z ' • iii rnr, C • 0o-4C)r • C) 0 L . 00 - 0 2 C. m Cu rNJ orvC vi vi 0 - -< -004 00 v, 2: . 00 -4 Ifi 030 rtJ0 Ui 3 .0 Z • 0 • L C n .2-4 -4 00'-. 0 U. vi '. - 00 U, Z -4 0 in 00 < In Z vi .0 i/I - vi ft 3' 3 .0 .0 - Ui Ui -fl -4 r -0 flu Z I -i- . 1 01 co vi• C) 3' -4 :1.. 3 .0 I 'i -. in 0 - in 0 .0-I0 .in 0'I'J 1 00-4 Q0 1 -1 vi - • 0 it' • 3' 00 vi u/I 3 0 rn 3' 00-4 QQi-. 00 -4 C " 000 - - 003 0' Ui -- 3 3 32 -- 0 -.NI -lO'OONJ z l.0 o,- (Ar- -. - - - - - - - • 00 0'4'-C) • .03' insO 3' 01 .03' 3'> 0 In 3'> vi 0 Ci z U/It/I 00.04 • - > 0 -. c-i o_-0r 0 • CO.0 3' £00 .' '-. rn 0 vi omo U. I . • • . . . oot.lrn -.40-.I--000 1 4 4 33 t.noujuvioo .0 00--I -00U -n O3' In Ut vi •-- viv'Vt3'CO vi Ci fl'illii'-3'O 0-4 30- Ci Ui Iv? I in •-. --I I • I' - 0 . C.3V'C) in .0 3 vi • vi 0 -fl rn U' 3' 00Z 030 3' • r-ir •. 0mm 1 3' >rn3' nu 00 00 00 0 WE -, 0> 002UIi win 4- VARCG-PRUGEN FRAME DESIGN - INPUT CONDITIONS JOB: 49753 FLT A UNIT 0= A.L ITERNATIONAL COPOPATIOI PAGE: DATE: 8-26-86 MEMBER DATA: : MEN FLA';GE WEE DEPTHS LENGTH ANGLE WEIGHT JOINT NOS FLANGE WEE KL XX K LYY LB SPLICE CODES T:( 1TH 1K 1 2 (Fl) (oE) (POUNDS) 1 2 YIELDS (FT) (FT) (FT) Ji J2 FRA;E SlOE 1 LEA;-TO ATTACHES 13 SEPARATE STRUCTURE ON THIS SID FRAME SIDE 2 - 1 1/ 4 5.0 12.00 24.00 10.620 177.862 172.1 2 3 \ 50.0 50.0 59.28 SET BY PEG SPACE KN SS 2 11 4 5.0 3/16 24.00 37.00 20.000 177.862 559.6 3 4 50.0 50.0 59.29 SET BY PEG SPACE SS S FRAME SIDE 3 3 1/ 4 5.0 3/16 28.04 37.00 20.000 177.862 585.2 5 4 1 53.0 50.0 59.28 SET BY PEG SPACE $5 5P 4 3/16 5.0 1f 8 23.94 26.04 10.020 177.82 175.8 6 5 / 50.0 50.0 59.28 SET BY PEG SPACE KN 55 .. . FRAMESDE4 / 5 3/16 8.0 3/16 10.00 10.00 29.990 90.903-- 481.2 7 6/ 50-.0- 50..D- 42.04. SET BY PEG SPACE BP KN it ../.. .. ) .... Y () :. / ...) .................................... 1 &a p- /t Foe .- ) . ----. ST IFF VARCO-PEJOEN EACTIO. SUMMAY / 0451 PLATE SUMMARY J33: 40753 FLT A UNIT O AML PT44TIOAL CDRPDATI3 °AGE:F115 FRAME NO. 1 DATE: 8-26-86 SUMMARY OF REACTIONS: SIDE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT JTI 2 1935,13, 0, 0 -3.01 12.13 0.03 JTE 7 1935,13, 0, 0 0.01 12.29 0.00 JTE 2 1,259139 0. 0 -4.33 -3.9 0.00 JTE 7 1935913, 0, 0 -1.95 -4.09 3.00 JT3 2 1,27,139 0. 0 1.06 -4.14 0.00 JTI 7 1927913, 09 0 0.89 -3.34 0.00 J SUMMARY OF EASE PLATES SIDE <------BASE PLATE DATA --> (----- ANCHOR BOLT DATA --> WELDING MARK NO. WIDTH TK LENGTH NUMBER SIZE BLR PATTERN FRONT BP-A09311 9.00 X 3/9 X 11.00 *2) 3/4 VIA. A36 4.07 DS-3 ) :WEBSTIFFENEREQU1REMENT5:--------- MEMBER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A I STIFFENER SIZE SIDES WELDING DETAIL I NUMBER IFT) (IN) RATIO RATIO (IN) I TK WIDTH L - S 7 I I I 4 1 COL./HAUNCH FLG EX 0.38 23.565 I 3/16 X 2 3/ 8 BOTH STD. CK-OK YES I INTER.EDIATE SHEAR 6.41 26.236 139.93 3.00 78.71 I 3/'8 X 2 3/ 8 ONE STD. CK-OK YES I INTERMEDIATE SHEAR 3.45 29.053 155.11 3.00 87.25 I 3/16 X 2 3/ 8 BOTH ST). CK-OK YES I : BOLTED CONNECTION DATA: ) JI<-- PLATE DATA --- - --- >I< -------------- BOLT DATA ---- --------->1 ..... '- MEMBER T I I OUTSIDE INSIDE I CONNECTION CAPACITY I TK WV LENGTH I SIZE VROWS 4-83LT 3ROWS 4-BOLT I TYPE MARK 3 OUTSIDE INSIDE 1 1 I 3/ 8X 6.0 X 1'- 1 3/16 I 1/2° DIA 4325 1 NO 1 NO I EXT 1506313011 132.4 "K 132.4 "K 2 2 I 4/ 3 X 6.0 X 3'- 2 0/16 I 3/4" DIA 4325 3 NO 4 NO I EXT 3506438034 1337.8 "K 2201.1 "K . . .. 3 2 I 4/ 8 X 6.0.X 3- 2 0/16 I 3/4" DIA A325 3 NO 4 NO I EXT 3806438034 1537.5 "K 2201.1 "K ...: .......... -4 1 I 2/ 9X 6.0 X 0'-10 0/16 I 1/2° DIA A325 1 140 1 NO I FLUSH 1406210011 46.8 "K 45.8 "K . 5 2 I 3/ 2 X 8.0 X O'-Il 0/15 I 1/2" DIA 4325 1 NO 1 NO I EXT 1008311011 195.3 "K 105.3 "K FLANGE BRACING REQUIREMENTS: . . -. .. -- .. - .. ... - . ........................ BACK SIDE OF FRAME RIDGE TO EAVE: KEMER3 3 3 3 3 2 2 2 LOCATION 2'- 9 3/ 4 7'- 9 3/ 4 12- 9 3/ 4 17'- 9 3/ 4 22'- 9 3/ 4 27'- 9 3/ 4 301- 3 15/16 ) DEPTH & FO 35.1722 31.9224 25.6721 25.4222 20.6951 14.8192 0.0000 FE MARK 3 F84064 NOT EEC U F84020 NOT REQ 0 NOT REQ 0 F82060 NOT REQ 0 BACK SIDE OF FRAME BASE TO EAVE: MEMBER3 1 1 1 1 1 LOCATION 71- 2 1/ 4 12'- 2 1/ 4 171- 2 1/ 4 22'- 2 1/ 4 271- 2 1/ 4 DEPTH FE - 7.0000 r;0000 - 7.0000 - -. 7.0000 7.0000 FO MARK 3 NOT REQ 3 NOT REDO F52054 NOT REQ 0 NOT REQ 0 V AR 1 O- PFtIJD..N FRAME DETAIL rEsIGN SUMMARY JOS: 49753 FLT A UNIT OF AM:A INTERNATIONAL CORPORATION PAE:rJI8 FRAME 'JO. 1 DATE: 8-26-86 MEMBER 1 CACK HAUNCH- 1/ 4 X 5.0 FLANGE 1/ 3 WEB DEPTH AT UN 1 2=12.00 - DEPTH AT UN 1 3=24.00 LGNT= 10.32' WI. 172.18 . ... MEML3ER 1 FLANGE YIELD = 50.00 KS!, WEB YIELD = 50.00 KS! . .. ACTUAL FORCES A C I U A I A 1 1 0 W A B I E STRESS CONDITIONS LOCATIOi MEM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR SENDING I SUM % I I CASE DEPTH ).KIPS) (KIPS) (KIP-IN) T F E S S S I k E S S I COMBINED I SHEAR I SPLICE PuNTS I I AT 0.31 FT 1 1 12.0 1.0 11.3 39.6 0.2 6.97 2.30 30.00 11.37 32.43 I 0.079 I 0.613 I AT 13.32 FT 1 1 24.0 0.7 7.5 1164.1 0.1 2.31 29.05 30.00 2.72 28.64 I 0.960 I 0.849 I PURLINS OR DIRTS i i AT 2.50 FT 1 1 14.6 3.9 10.4 324.4 0.2 5.30 14.76 30.00 7.54 30.00 I 0.499 I 0.703 I AT 7.51 FT 1 . 1 20.6 0.8 8.5 893.3 .0.1 3.08 26.27 30.00 3.71 29.65 I 0.856 I 0.828 I . . . =-.'-• INTERMEDIATE PJI'IT.. I I I AT 1.25 FT 1 1 13.1 1.0 10 9 164.4 C.2 6.17 8.55 30.00 9.44 30.00 I 0.293 I 0.654 I AT 5 03= T - - I - 1 17 6 0 8 9 5 623 4 0.2 4 00 22.42 30.00 55.13 30.00 I 0.753 I 0.780 I AT 3 92 FT 1 1 2Z.3 0.7 8.0 1033.5 0.1 2.67 27.41 30.00 3.16 Z9.16 I 0.940 I 0.843 I -LOCATION X- RY-00 k DEP AREA PX RY LX L 1 IV 2 KLX KLY1 KLV2 SX LB 1 RI-71 LB 2 RI 2 CS 04 co 1 CS 2 N 01ST (FEET) UN) (IN2) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) . . SPLICE POINTS . . . . . ........... 1 3.31 1.31 3174 f2.01 4.05 5.05 1.13 711.410.1 2o.3 140.8 8.9"-23.2--17.22' 10.1 1.35 26.3 1.35 1.00 1.00 1.75 1.63 - ) 1 10.32 21.26 33.86 24.00 5.66 9.38 0.96 474.3 6C.1 75.8 62.6 41.50 60.1 1.23 1.00 1.00 1.19 .) ... . ........... .......... . PURLINS OR DIRTS .-. . 1 2.50 3.49 31.55 14.62 4.40 6.04 1.09 711.4 26.3 60.1 117.7 24.1 55.2 21.98 26.3 1.32 60.1 1.33 1.00 1.00 1.63 1.41 ) . 1 7.51 8.43 31.11 20.63 5.21 8.21 1.00 474.3 60.1 60.1 06.7 60.0 60.0 34.02 60.1 1.26 60.1 1.26 1.00 1.00 1.41 1.19 ) . ... .... INTERMEDIATE POINTS - - 1 1.25 2.25 31.6b 13.13 4.20 5.43 1.11 711.4 2b.3 -- 129. 23.6 = - - 19.23 26.3 1.34 1.00 1.00 1.63 .......... . 1 5.00 5.99 31.33 17.63 4.80 7.14 1.04 474.3 60.1 99.6 57.7 27.80 60.1 1.29 1.00 1.00 1.41 .) ....... 1 6.92 9.88 30.99 22.31 5.43 8.80 0.98 474.3 60.1 90.9 61.3 37.70 50.1 1.25 1.00 1.00 1.19 MEMBER 2 BACK RB- 1 - 1/ 4 X 5.0 FLANGE 3/16 WE DEPTH AT UN 8 3=24.00 - DEPTH AT UN 8 4=37.00 LGNT= 20.01' WT= 559.68 . . MEMBER 2 FLANGE YIELD = 50.00 KS!, WEB YIELD = 50.00 KS! ACTUAL FORCES A C T U A L A I L 0 N A B L E STRESS CONDITIONS . . •-;: LOCATION MEM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING I SUM A I • . ..-.. - I CASE DEPTH (KIPS) (KIPS) (NIP-IN) S T R E S 5 - S T R E S S I COMBINED I SHEAR I .. ...-.. .- . .. SPLICE POINTS AT 0.00 FT 2 1 24.0 0.5 7.5 1164.1 0.1 1.66 25.15 30.00 5.29 29.70 0.847 I 0.314 I AT 20.01 FT 7 1 37.0 0.0 -0.1 2046.6 0.0 0.02 23.63- 30.00 2.19 24-14 I 0.979 I 0.007 I PURLINS CR GIRlS AT 2.19 FT 2 1 25.4 0.4 6.5 1349.7 0.1 1.40 26.99 30.n0 4.71 29.34 I 0.917 I 0.296 1 . ......AT 7.19 FT ... 0. .4• 1691.e 0.0. 0.88 .30.0 3.68 2S.39 j. i.00OlO.20j .................:...... AT i1i9 FT 2 1 31 9 0 2 29L1920 ió.o'o 4827 57 30.0O296 26.86'2l -1 026 ..IO j.61I AT 17.19 FT 2 1 35.2 0.1 1.0 2034.4 0.0 0.14 25.31 30.00 2.43 25.15 11.0071 0.060) FRA;VIE OCT41L DESIGN SU!IIA°Y JOE: 49753 FL A UNIT OF AM, IjTIRNTIO:AL C1ROAT1J PAGE: T119 FRAME NO. 1 DATE -26-86 '\ MEMBER 2 56CR SR- 1 - 1/ 4 X 5.0 FLANGE 3/15 WEB DEPTH AT J'i 8 3=24.00 - DEPTH AT JN 8 4=37.00 LGNT= 20.01' WT= 559.68 MEMBER 2 FLANGE YIELD = 50.00 KSI, WED YIELD = 50.00 SI ACTUAL FORCES A C I U A L A L 1 0 W A S I B STRESS CONDITIONS LATIE1 MEM LOAD AXIAL SHE4 MOMENT AXIAL SHEAR SENDING AXIAL SPEAR BENDING I SUM S I I C CASE DEPTH (KIDS) (KIPS) (KIP-IN) S T R I S S S I R E S S I COMBINED I SHEAR I ' INTERMEDIATE 1 I4T3 I I I AT 1.09 FT 2 1 24.7 0.5 7.1 1259.6 0.1 1.52 26.12 30.00 4.99 29.66 I 0.881 I 0.306 I AT .5; FT 2 1 27.0 0.4 5.7 1535.0 0.1 1.12 28.01 30.00 4.15 29.17 I 0.960 I 0.211 I T 9.6 FT 2 1 30.3 0.3 3.R 1820.2 0.0 0.67 28.20 30.00 3.29 27.71 I 1.013 I 0.203 I . AT 14.6? FT 2 1 33.5 0.1 1.9 1991.4 0.0 0.30 2.58 30.00 2.66 26.08 I 1.019 I 0.113 I AT 13.60 FT 2 1 36.1 0.0 0.4 2046.0 0.0 0.06 24.50 30.00 2.31 24.65 I 0.994 • I 0.027 I . '• - LOCATION X-.0 Y-COR DEP AREA RX RY LX LY 1 IY 2 KLX (LVI KLV2 SX LB 1 RI 1 LB 2 RT 2 OS 04 CB 1 CB 2 MN 0151 (FEET) (IN (1N2) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE POIUTS 2 0.00 11.28 30.85 24.00 6.91 8.97 0.87 711.4 60.1 79.3 69.1 46.28 60.1 1.17 1.00 . 1.00 1.19 2 20.01 31.25 29.56 37.00 9.34 13.10 0.75 711.4 60.0 54.3 80.2 -- 88.70 60.0 1.06 1.00 1.00 1.00 ' 3 PURLINS OR GIRlS 2 2.19 13.47 30.72 25.42 7.17 9.43 0.85 711.4 60.1 60.0 75.4 70.4 70.3 50.19 60.1 1.16 60.0 1.16 1.00 1.00 1.19 1.10 2 7.19 18.46 30.40 28.67 7.78 10.48 0.32 711.4 53.0 60.0 67.9 73.3 73.3 59.59 60.0 1.13 60.0 1.13 1.00 1.00 1.10 1.06 2 12.19 23.45 30.08 31.92 8.39 11.51 0.79 711.4 63.0 63.0 61.3 76.1 75.1 69.65 60.0 1.10 60.0 1.10 1.00 1.00 1.06 1.03 .) . -. " V •, 2 17.19 28.44 29.76 35.17 9.00 12.53 0.76 711.4 60.0 60.0 56.8 78.8 78.8 80.38 60.0 1.07 60.0 1.07 1.00 1.00 1.03 1.00 INTERMEDIATE POINTS 2 , 1.09 12.38 30.79 24.71 7.04 9.20 0.86 711.4 60.1 77.3 69.7 48.22 60.1 1.16 1.00 1.00 1.19 2 4.69 15.96 30.56 27.05 7.48 9.96 0.64 711.4 60.0 71.5 71.3 54.80 60.0 1.14 1.00 1.00 1.10 2 9.59 20.96 30.24 30.30 8.09 11.00 0.30 711.4 60.0 ' 64.7 74.7 64.54 60.0 1.11 1.00 1.00 1.06 2 14.69 25.95 29.92 33.55 8.70 12.02 0.16 711.4 60.0 59.2 17.4 74.93 60.0 1.08 1.00 1.00 1.03 ) " .'••'. V ' 2 18.60 29.85 29.67 36.09 9.17 12.a2 0.75 711.4 60.0 55.5 79.5 83.51 60.0 1.07 1.00 V 1.00 1.00 V :) MEMBER 3 FRONT RB- 2 - 1/ 4 X S.0 FLANGE 3/16 WEB DEPTH AT JN 5=28.04 - DEPTH AT JN 4=37.00 LGNT= 20.00' WT= 585.28 ) V V MEMBER 3 FLANGE YIELD 50.00 KSI, WEB YIELD = 50.00 KSI ACTUAL FORCES A CT U A L A L L 0 W A B L E STRESS CONDITIONS V'• ,, ' LOCATION MEM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING I SUM I I I V V I VV CASE DEPTH ' (KIPS) (KIPS) (KIP- IN) S T S B S S S T S E S S I COMBINED I SHEAR I SPLICE POINTS AT 0.03 FT 3 1 28.0 -0.1 -7.7 1107.1 0.0 1.41 19.18 20.43 3.35 29.04 I 0.661 I 0.382 i AT 20.0-D T 3 1 37.0 0.0 -0.1 20k2.7 0.0 0.02 23.63 30.00 2.19 24-14 I 0.079 I 0 007 I PURLINS JR GIFTS V AT 2.51 T 3 1 29.3 -0.1 -5.7 1350.0 0.3 1.21 21.96 20.22 3.52 28.28 I 0.777 I 0.344 I 'AT 7.81 FT 3 1 31.5 -0.1 -4.6 1592.6 . 0.0 0.50 24.73 . 19.05 . 3.03 .27.15. I 0.911 1 _0 265 . .1 .. V•V AT 12 81 FT '-1- 3..8 '--.O 0--29-.'- 1920V.8 0 0 O 45 25 37 19.49- 2.64 25-.96 Ij 0 978 I 0 '171A ' AT 17.81 FT 3 1 35.0 0.0 -0.9 2034.8 0.0 0.14 24.43 19.12 2.32 24.69 1 0.990 I 0.350 I INTERMEDIATE POINTS I I I ,. .. V AT 1.41 FT 3 1 2&.7 -0.1 -7.2 1233.1 0.0 1.34 20.7C 20.33 3.68 23.79 I 0.719 I 0.363 I AT 3.31 FT 3 1 30.4 -0.1 -5.7 1535.6 0.0 1.00 23.65 20.04 3.27 27.80 I 0.851 I 0.301 I AT 10.31 FT 3 1 32.7 -0.1 -3.6 1821.0 0.0 0.62 25.28 19.61 2.83 26.62 I 0.950 I 0.220 I V AT 15.31 FT 3 1 34.9 0.0 -1.9 1992.1 0.0 0.29 25.01 19.31 2.47 25.38 1 0.988 1 0.117 1 VAPCU-PRJc-EN FRAME DETA IL DESIGN SUMMARY J03: 49753 FLT A UNIT -2F AM:A ITESATIO:.AL ORPOiATI3; PAGE: 1M flw FKAHE NO. 1 DATE: 8-26-85 ; MEMBER 3 FR0'T 55- 2 - 1/ , X 5.0 FLANGE 3/15 WEB DEPTH AT JN 8 5=29.04 - DEPTH AT JN 8 4=37.00 LGNT= 20.00' WT= 595.28 ...... - .. . .. . MENDER 3 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.00 KSI -.: ..:. ACTUAL FORCES A C I U A L A L L 0 N A B L 6 STRESS CONDITIONS LG04TID' MOM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR SENDING I SUM I % I S CASE DEPTH (KIPS) (KIPS) (KIP-I4) S T R 8 S S S T S 6 S S I COW3INLD I SHEAR INTERMEDIATE POINTS I I I AT 18.91 FT 3 1 3.5.5 0.0 -0.5 2044.5 0.0 0.08 24.06 19.04 2.25 24.42 I 0.985 I 0.034 I LOCATION X-OR Y-COC DEP AREt, RX RY LX LV I LV 2 KLX KLY1 MLY2 SX LB I ST 1 16 2 ST 2 05 QA CS 1 CS 2 MN 01ST (FEET) (IN) (11421 (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE POINTS 3 0 00 51 25 29 20 28.04 4.66 10.27 0.63 711.4 60.0 69.2 72 7 57 71 60 0 1 13 1 00 1 00 1 19 3 20.00 31.25 29.58 37.00 9.34 13.10 0.75 711.4 60.0 54.3 80.2 86.70 50.0 1.06 1.00 1.00 1.00 PURLINS OR GIRlS - 3 2.81 46.44 29.26 29.30 7.90 10.68 0.81 711.4 60.0 63.0 66.6 73.8 73.9 61.48 60.0 1.12 60.0 1.12 1.00 1.00 1.19 . 1.10 ...................... . 3 7.81 43.44 29.35 31.54 6.32 11.39 0.79 711.4 50.0 60.0 62.5 75.7 75.7 68.43 60.0 1.10 60.0 1.10 1.00 1.00 1.10 1.06 3 12.81 3344 29.4c 33.78 8.74 12.10 0.77 711.4 60.0 60.0 58.8 77.5 77.6 75.70 60.0 1.08 60.0 1.05 1.03 1.00 1.06 1.03 3 17.81 33.44 29.54 36.02 9.16 12.90 0.76 711.4 60.0 60.0 55.6 79.4 79.4 83.28 60.0 1.07 60.0 1.07 1.00 1.00 1.03 1.00 INTERMEDIATE POINTS 3 1.41 49.54 29.23 28.67 7.7 10.46 0.62 711.4 60.0 67.9 73.2 59.56 60.0 1.13 1.00 1.00 1.19 ) 3 5.31 45.94 39.30 30.42 6.11 11.03 0.80 711.4 60.0 64.5 74.8 64.92 50.0 1.11 1.30 1.00 1.10 3 10.31 40.9 29.46 32.66 6.53 11.74 0.78 711.4 60.0 60.6 76.7 72.03 60.0 1.09 1.00 1.00 1.06 3 15.31 35.94 29.49 34.93 8.95 12.45 0.76 711.4 60.0 57.2 78.5 79.45 60.0 1.07 1.00 1.00 1.03 .1) 3 16.91 32.34 29.56 36.51 9.25 12.95 0.75 711.4 60.0 54.9 79.8 84.96 60.0 1.06 1.00 1.00 1.00 ) MEMBER 4 FRONT HAUNCH- 3/16 X 5.0 FLANGE 1/ 5 WEE DEPTH Al JN 8 6=23.94 - DEPTH AT JN 8 5=28.04 LGNT= 9.64' WT= 175.88 . ... . MEMBER 4 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.00 KSI . 3 ACTUAL FORCES A C T U A L A L L 0 U A S I S STRESS CONDITIONS ) L OCA T I ON HEM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING I SUM I I I I ) 8 CASE DEPTH (KIPS) (KIPS) (NIP-IN) S T a E S S S T R E S S I COMBINED I SHEAR I SPLICE POINTS AT 0.33 FT 4 1 23.9 -0.2 -11.3 51.6 0.0 3.50 1.50 19.25 6.72 28.15 I 0.055 I 0.520 I AT 9.54 FT 4 1 26.0 -0.1 -7.7 1107.1 0.0 2.05 25.83 20.61 6.18 25.63 I 1.039 I 0.332 I PURLINS OR GIRTS AT 3.34 FT 4 1 25.2 -0.2 -10.1 431.4 0.0 2.98 11.66 19.95 6.52 27.53 I 0.425 I 0.458 I AT 7.45 FT 4 1 27.1 -0.2 -8.6 893.1 0.0 2.35 21.90 20.76 6.29 26.21 I 0.636 I 0.374 I ....... -. INTERMEDIATE POINTS- AT 1.57 FT 4 1 24.5 -0.2 -10.5 222.0 0.3 3.27 6.26 19.57 6.53 27.89 I 0.226 I 0.493 I . . .. AT 5.43 FT 4 1 26.2 -.2 -9.3 671.9 0.3 2.66 17.29 20.39 6.40 27.06 I 0.640 I 0.415 I AT 8.55 FT 4 1 27.6-0.1 -9.1 1002.8 ...2.20 23.90 20.69 6.23 25.93 I 0.926 0.353 .1 .1 LOCATION X-CS Y-COR 0E8 AREA RX RY LX LV 1 LV 2 KLX KLYI KLV2 SX 10 1 ST 1 LB 2 P.T 2 OS QA CS 1 08 2 MN DIST (FEET) (IN) (I N2) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (TN) (IN) (IN) (IN) SPLICE POINTS 4 0.38 60.51 29.03 23.94 5. 014 9.03 0.89 711.4 16.4 35.9 78.8 18.7 40.3 34.35 16.4 1.17 35.5 1.17 1.00 1.00 1.70 1.63 4 9.64 51.25 29.20 26.04 5.50 10.36 0.84 711.4 53.0 68.5 71.8 42.86 60.0 1.13 1.30 1.00 1.1 - '.' r_ , *, -._ .'-, __y_. - ... - -. D-v1 '-' -s:tr .43 138< VSUVIU7(') -4--4-4-4-42-4--413 mm, '(--(-4.24-h C.Cr rum ru N - - C) M - 0. mn 4--. c, '3 CO I- ('5 7. c :c fl 3.4 ,. C 3' c 7 .0 .0- 9 0, C' r C '-4 3.4 - - N C, C) C) C) u. - 3' - 1/s .-. C) -s c's m In C) ••4Co••m"'-4 VS.04-)-C-2Co0m VS CIO VSs,mnC)O "0 • 4.3,44 '343'.C"-40N0'0-.42 VS0'C)VS0'000V m's VSVS.)r.,.j,4- _4' 000 -. 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US VS 30-0-0-0 I • I • 4 (.40 I I IC) .. m .• -- 00 3-Z 2 2 5' 151 I') NJ N N N N 3' 0-4 -4 -40 00 m .0 - ,- I-. - - -.4) 4.4' 4 2 3- s (/33- I i • I • -4 34 VSCSIVSU)UI (521/1 -s- (1301 0' 4'VSO' 4-C' Us r I ( VS - 4-' ,-. 441 C- 4-' US UI VS 2 0 C II r II N - VS '0 3- I I I I I (-4 0 0 4' -5 173 3- 00' 2 03-3-00 0.0 20 I 0.0 2 II N 03-03-0 00 ('VS O,' N - --- - - - - - - - - - - - r I '-4 -4 VS CI " I • -4 Ci 0 0 L -4 2 (('VS N 0vI3' -4 '('0- -N -4 -4 Ell 00000 00 3Cm II II (11313-- 0 C) 0 0 0 0 0 • I • • 4 I 3- 2 1/I ,-s s- ,- - - .... . 0 VS0-40.VS VII)' ' VS N,III I 0 4' 4 4.'4 -.1-4 1/I '04-'4.00 '03- ZOO 10 000 00 (('0' 0VSO'0,b2 ,- m ('S . 000 00 i -......I. 00000 44 00 0 3- -----------0 '4 I II• 000 I I 00 C c' • I0"'4 - OC)C)OC) 00 00000 00 VS --q E 000 00 3 Cs) -1• . I I I • I I I -4 -4 C) -' 0 CD 0 0 0 0 0 0 141 13 0 II - t' s.' I-' I.' ('5 II 7, I • I I • I • CO 01-0,-0 00 3- Z I I I 4 CD '0 -2000-4 -2--I 0'JVS4-'0 00 3' VS 4' 3'VSO' (520' - - UI30C)VI VS.1I I' ------------------------3' CO -0-'Csi .-VS VI - c -- n . 5 CO N I I IV 3- 34 oVS 44 0VS N .04' N VARCO-PRUDEN FRAME DESIGN - INPUT CONDITIONS JOB: 49753 FLT - A UNIT OF AMEA INTERNATIONAL CORPORATION PAGE: 177- J03 49753 FLT DATE: 8-26-86 BUILDER VP/DIRECT - A I el PROFIT CENTER: CALIFORNIA 0 0 CUSTOMER GRANT CONSTRUCTION L_"kI- 1e I1 L-/t4eY I,, JOB SITE CITY CARLSBAD, CA. BUILDING DESIPTION: ITEM FEET 1 INCHES DEC. FT DEC. IN. METERS SPAN 60'- 0 0/16 60.3000723.0000 18.2880 0• SACK SIDEWALL MEIG:IT = 32'-ll 0/16 32.9171 395.0049 10.0331 C FRONT SIDEWALL HEIGHT = 30'- 8 1/ 8 30.6771 368.1250 9.3504 - BUILDING LENGTH = 100'- 0 0/16 100.0000 1203.0000 30.4800 RIDGE FRJM BACK SLOG LN= 30'- 0 0/16 30.0000 363.0000 9.1440 C.......... ELEVATIDI OF FRONT CCL.= 01- 0 0/16 0.0000 0.0000 0.0000 000 -.......... 3ACKP.QOFPITCH = -0.4430: 12 - 0000•_ . - 0•_•____ FRONT c02F PITCH - = -0.4480 12 LOADI'h ADO OEAO = 3.00 PSF TOTAL DEAD LOAD = ADO L DEAD + 2 PSF (PURLINS A SHEETING) * FRAME WEIGHT = 6 ia PSF) L VI = 20.00 PSF WIND = 12.75 PSF srE:I&L WIND LOAD APPLICATION: SACK WALL 0.00 PSF - BACK ROOF 12.88 PSF -. FRONT ROOF • 12.88 PSF - FRONT WALL = 0.00 PSF - - (. 00 THE A,OVE LOADS COMBINED WITH AY SPECIAL LOADS APPEAR IN 3 LOAD CASES AS DESCRIBED BELOW: STRESS LCAD CODES - ------------------------ ------- DESCRIPTION ------------------------- >FACTORS ( . 1935113, 0, 0 DEAD LOAD • LIVE LOAD W/TRIS RED* SPECIAL LOADS + . * 1.00 1925913, 0, 0 DEAD LOAD • SPECIAL WIND BACK + SPECIAL LOADS * + 1.33 . . .- . . 1,27,139 0, 0 DEAD LOAD • SPECIAL WIND FRONT • SPECIAL LOADS • * 1.33 ---- BAY SPACINGS FOLLOW: (BACK SIDEWALL LEFT TO RIGHT) (0- 1 BAYS AT 12' 0 3/15" BETWEEN FRAME LW. 1 AND FRAME LW. 2 2 BAYS .T 30' 0 0/16" BETWEEN FRAME LN. 2 AND FRAME LW. 4. .. . ..- . 0 I SAYS ,T 28' 0 0/16" BETWEEN FRAME LN. 4 AND FRAME LW. 5 BUILDING LENGTH (0.. - IS 100' 0 0116" ;_ — _ -0 LI I I I - I : • c r- -r flm2Z211-n(vvmm UU0Q>XY00 I - -ii -4ICC . . - C0 (0-4 fl),Ii-4-1 1c 'n . n c- • C,r- r- C 0 . in -n CO -n II, 0 U • 2C)in-m11 . 0. inor-4-4 rnuI.-.0oC), 0.0.in 0 C) 7 ii C) C) cr' O 0II 3.. fl, to UC - •• I IflIflinrC)fl*0.1iiIinIn IA - 1/,2 rno 0.rn.tnvl in r i' - 0iflmfl1-lrrL;C-I r. o -I C) C) • i,ol 0000.orr çi -n :: o r tj in i 0. 0. C) 0 - . 0 in -i in ulr-4.rrC C)0IAV,.0 in 0. 0. C) -1 m in in I-n -4 in 0 r- i,, in in rnc)cc -ZrCCCZ-4 I C - r r- r u I 0. o.c .owIArC3L-4I C . ' r C) -I I S I . .. 3- in in C in in z in in - ro N z in c 0 0) LI) . r r- in C) -. r r- U in 2 0 C) DJC)VO 0.0.0'- I. • . -4 I 0. nu -1 )-.1 in m C) 0 0. 7., 4 -4 ii ii 0 -4 in r- c -4 0 C) LI) 1/i ni 73 in 73 CD 0.-Qfli.-....C)zfim ,--yio. 0 0. - • 01031T1111C1 L-I0.7320 rocj;:zzwrvi0.nhrn -I . i- 0' -1 o C) ir.-ni •-4 C--11.4.i (1 0 -TI -fl (I) 2 0. Z in r . 0. I . Ci • C)C)4Ii4ZO11 7-- I. C .-lvlC70.73r. DO"" . 0. Zrr fl 0.A0.in•• LI'CC•ntp. 73OZ I •.• 73 mOO 73 1/100 fl51.7 w A- -4 A &XPomWo minoin -'-1-in-In '-m1-m.-i.--. :0>..-. C) C) xzzonwZm - •. 0 IC)2c 0 C)i2)( 7 Giaoiflin G'oOmi,iOZ -rn rum - 73,00C-• - mCZZ2 mCZZZ --422 I' -I C) I/I ifl C -4 Z • . 7)1/. C) C) I -41/, in 73 0 LI'i i/I in r - - . 73 0 LI) i/i U) C in '-.-i or >inin.-m N -on-aDo a.--000m--m 0 2- C) r in>.-mC) • >2C22 Z. >-2CZZ 00-C 0.2 Cx -LI1c)mUI . C) 73 i' 73 in-. C) fl ro 22 73mm N 1)1 rTim in m -3p731i 2 73 > z M -n • nm7)73 m.j..7373',0.-473 in 0. 0 -fir in -02:Q0 -.-vzocj r 0 in 00 C r3' a in>: 23 in> z2orLnc a m a - >z • . r,i,, C)tn -u in cr nJ 2Gi -40 m C) in • ni -0in w r., 1/i. 0- 0. r mn,oinco. I-.) in > 0. r G)>U) in C) r o C) I flu C) 0 M • 1) 0 (I C) i i- i:j -fl i/i 7i> in 0.mnic' 0.rnmo -izci - . I4 ö r • 0 (I) N i-I U . O m-. ii in in I 00 .0 ,,cr I/iCr 0inr 0. mZ UI 7)2.-Ui V 0.n? 2 73-4 s-- r -. . -S -1-.-. Lj r. .-. •'n- • ri -d - . - 3 2-4 Z-4 20-I C) 2 .4C) 4-0 0 4'0 0 C)0 C) 0. 3 -4 3 -4 in > C -am 'oDin 0 2 -4 • 0 0. C) 0. 0 • ,-',i..i i-i In I-' 0 I-' in CO VI < 0. C) • 0.'..73 >0I- -I 2 3 L4 -0 - 2-1/10 0 -10 -I 0 .I • CD 2 -I m .2 Aj in fl 3' 0.. C) -4 -r -.r -41C) 2 in 2- . • 2.-. 0 0 in 0 -42 . -iz in • 4/1in 1 flu C vu 731-I -UI 73.-. -.I) 0.2 < 2 -4 0 0 - 0 in 4I I 73 • 0 73 -: 1) -0. in in a. a. C) o. • : . C a im P. 73 rw P •- 73 o- 1_i LI (L • 2 2 vi in - S I.-." - .0 i . I/I 0• S 0' I S 73 C- I • S . S . C I-. 0' . in • Ii') U, I; ! • • • . . • >0.0 • • . 0-400) L • H • I li-Jul HI - - VARCO-PNJDEN FRAME DESIGN - INPUT CONDITIONS JOE: 49753 FIT A UNIT OF AKA I';TERr:ATIONAL CORPORATION PAGE: fl2A J05 49753 FIT DATE: 8-26-86 BUILDER VP/DIRECT PROFIT CENTER: CALIFORNIA m CUSTOMER GRANT :OHSTRuCTION - JOE SITE CITY CAILSEAD, CA. .. .-. SPECIAL FRAME DATA FOR THE 2 FR AME FOLLO;S: SYMMETRY = NC I SHADE CODE = IF SPECIAL LEAN-TO INPUT I DESIGN CODE = SC STRESS CHECK FRAME I I DEF CODE = 2 1=MI. I I . I LOADING: 3.00 ADDITIONAL DEAD LOAD I 2MAX. I NUM.IER OF SUPPORTED POINTS 2 I 2.00 PURLINS C SHEETING I 3=I'IT. I NUMEER OF SPECIAL MEMEER RELEASES 0 I 1.42 FRAME DEAD LOAD I NUMBER OF INTERIOR COLUMNS U I TOTAL DEAD 6.42 PSF I AVG LAY SPACE 30.00 I NUMBER OF MEMBERS 6 I LIVE 20.00 PSP.. I .-... ... - - I NUMER OF CENTER LINE JOINT POINTS 7 I WIND 12 75 PSF -- THIS FRAME REQUIRED ON FRAME LINES ................................................................................ 2 SPECIAL LOADS APPLIED TO THE ABOVE FRAME FOLLOW . .- . .. . . . FRAME SIDE - TYPE SUP? DIST HORZ. 01ST VERT. 01ST HORZ LOAD VERT LOAD MOMENT THIS SPECIAL LOAD W/CASE ND. CODE CODE CODE HEAS (FEET) (FEET) (KIPS) (KIPS) (K-IN) COND 1 COND 2 COND 3 COND 4 .- 1 2 4 2 1 1 0.0000 38.0000 0.213 0.213 0.0 2 0 0 0 2 2 4 2 1 1 0.0000 38.0000 -0.097 -0.097 0.0 3 0 0 0 -. - BOUNDARY DATA: -. . . ................ -. POINT X-SUP V-SUP M-SUF X-DISP Y-DISP ROTATION 2 1 1 0 0..0000IN. 0.0000IN. 0.0000IN/IN OR RADIANS ) .. - -...... 7 1 1 0 0.0000IN. 0 0000IN 0 0000IN/IN OR RADIANS SPECIAL MEMBER RELEASE DATA: RELEASES ON MEMBER 5: - .........- - MOMENT RELEASED AT JOINT 1 OF MEMBER 5 :- VARCO-°RUOEN FRAME DESIGN - INPUT CONDITIONS JOB: 49753 FIT A UNIT OF AM4 INTERNATIONAL CORPORATION PAGE: DATE: 8-26-86 THE FOLLUWIN CLEARANCE DATA APPLIES TO FRAME NUMBER 2 VERTICAL CLEARANCE AT SACK HAUNCH 31 2 7/ 611 HORIZONTAL CLEARANCE BETWEEN EXTERIOR COLUMNS 59 2 0/16" VERTICAL CLEARANCE UNDER FRAME AT RIDGE 28 C 7 /16" VERTICAL CLEARANCE AT FOT HAUNCH 281 C 5/16" MEMBER DATA: HEM FLAN=- WEE DEPTHS LENGTH ANGLE WEIGHT JOINT NOS FLANGE WEB NI XX K IVY LB SPLICE CODES .. TK WIDTH TN 1 2 (FT) (BEG) (POUNDS) 1 2 - YIELDS (FT) (FT) (FT) JI J2 FRAME SIDE I - - LEAN-TO ATTACHES TO SEPARATE STRUCTURE O. THIS SIDE - FRAME SIDE 2 1/ 4 6 0 12.00 28.00 10.620 177.862 199.1 ' 2 3 50 0 50 0 59.29 SET BY PEG SPACE KM SS 2 5/16 6.0 3/16 28.00 37.00 20.000 177.862 670.1 3 4 50.0 50.0 59.29 SET BY PEG SPACE $5 SP FRAME SIDE 3 -: 5fr66o 3/128.O4 7.00 2O.00O177.862 67d:3 54 5OO5O59.29 SET 8YPEG SPACE $S SP V 4 1/ 4 6.0 1/ 8 23.94 28.04 10.020 177.862 212.8 6 5 50.0 50.0 59.29 SET BY PEG SPACE KM SS FRAME SIDE 4 --5 1/ 4 E.O 3/16 10.00 10.00 29.990 90.000 579.9 7 0 50.0 50.0 - 42.04 SET BY PEG SPACE BP KM / . ). V. ) V) - . -- -. -- y4fl _ / 1 — - -V- - .. -.--... ...• VA?CG- PP. JDE! REACTION S'JP.1!Y / AS LATE SUMMARY JOE: 49753 FIT A UNIT OF AMEA INTCRNATI0AL CCRPCRATIO PAGE: -rlr FRAME O. 2 DATE: 8-26-86 SUMMARY OF REACTIONS: SIDE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT JT$ 2 1,35,13, 0. 0 -0.01 17.01 0.00 JTV 7 1,35.13, 0, 0 0.01 17.25 0.00 JTE 2 1,25.139 0, 0 -6.19 -5.88 0.00 JT 7 1,25,13, 0. 0 -2.79 -6.14 0.00 - JTE 2 1927913, 0, 0 1.51 -6.23 0.00 JTE 7 19279131 0, C 1.27 -5.79 0.00 SUMMARY OF BASE PLATES - SIDE (------ BASE PLATE DATA -------> ANCHOR BOLT DATA ------> WELDING MARK NO.; WIDTH TK LENGTH NUMBER SIZE BLR PATTERN FRCNT BP-409311 9.00 X 3/8 X 11.30 121 3/4 DIA. A36 6.11 OS-3 ) )'. ) ) VACO-PP'JD2N F'AME OUTPUT JOB: 49753 FLT A UNIT OF AMCL I.TERATIOAL CDRP0sATxo: PAGE: 44 1°Z7 ) FRAME NO. 2 DATE: 5-26-86 Ii WEB STIFFENER RE2U1EMEIT5: . . . Ei4ER ST1FEiER DESCRIPTION LOCATION WEB DEPTH HIT A/H A I STIFFENER SIZE SIDES WELDING DETAIL I NUMBER-- - (FT) (IN) RATIO RATIO - (IN) I TK WIDTH L - S 7 I ) 1 I 2 INTER MEDIATE SHEAR 4.06 17.467 136.02 3.00 52.46 I 1/ 4 X 2 1/ 2 ONE STD. CK-OK YES I ..0 3INTERMEDI ATE- SHEAR- 5.825.071 166.40 3.00 75.21-- 1- 1/ 4X 2 1/ 2 ONE STD. 0K-OK YES I . . I ). 0• 2 1 iNTERMEDIATE SHEAR 4.79 29-531 157.50 300 58.59 I 3/16 K 2 3/ e BOTH STD. CK-OK YES I ) 0 4 1 COL./HAUNCH FLG IX 0.36 23.440 I 1/ 4 K 2 7/ 8 BOTH STD. CK-0'( YES I .) .....................:' ..........- . -: 2 INTERMEDIATE SHEAR 6.38 26.097 139.13 3.00 78.29 I 5/16 K 2 1/ 2 ONE Sb. CK-OK YES i 1 ) 3 1 INTERMEDIATE SHEAR 3.38 28.930 154.30 3.00 I 86.79 I 3/16 X 2 3/ 8 BOTH STD. 0K-OK YES I ) 5oLTEDcoN4E:r1oN0ATAi'° 0 J 1<--------PLATE DATA -- ----->1<--------------BOLT DATA -------------- >1 . ..... - HEMEER T I - 0 0 0 OUTSIDE INSIDE I CONNECTION CAPACITY 0 0 2 I TK ND LENGTH I SIZE 2ROWS 4-BOLT #RDNS 450LT I TYPE MARK 2 OUTSIDE INSI3E .--- 1 1 3/ 8 X 6.0 K 1'- 1 0/16 I 1/2" 034 A325 1 NO 1 NO I EXT 1506313011 132.4 "K 132.4 "K 0 0 2 2 I 4/ 3 X 6.0 K 3'- 2 0/16 I 3/4" 014 4325 3 NO 6 NJ I EXT 3306438036 1946.5 "K 2934.0 "K 3 2 I 4/ 0 X 6.3 X 3'- 2 0/16 I 3/4" 014 A325 3 NO 6 40 I EXT 3506438036 1946.5 "K 2936.0 "K 0 0 0 0 0 4 1 I 2/ 6 X 6.0 K O'-lO 0/16 I 1/2" 014 4325 1 NO 1 NO I FLUSH 1406210011 51.2 "K 51.2 "K . . . 5 2 1 3/-" X C C K 01-11 0/15 I 1/2" DIA A325 I MO 1 NO 1 EXT 1308311011 115.3 "K 115.3 "K FLANGE 5 401 0 REQUIREMENTS: BACK SIDE OF FRAME RIDGE TO EAVE: - k.-- :, :- :-:.-. MEMBER 2 3 3 3 3 2 2 2 0 0 ... L,C..TID.1°°---. 2 - 9 3/ 4 7 - 9 3/ 4 12 - 9 3/.4 17 - 9 3/ 4 22 -: 3/ 4- 27 - O 3/ 4 30- 3 15/16- CEPTH I F 35.7346 33.447 31.2346 28.9848 23.5704 15.6936 .3.0000 FE M.4P 2 F4070 F94054 NOT REG C F04024 NOT REQ 0 F02084 NOT REQ 0 0 l VA RC 3- PRJD EN FRAME FLANGE ERAE DATA JOB: 49753 FLT A UNIT OF A!A INTPATION4L C3SPOATI3 PAGE: FRME NO. 2 DATE: 8-26-86 FLANGE SRACI REQUIREMENTS: : ... BACK SIDE OF FRAE EASE TO EAVE -.. .. M13EE 1 1 1 1 1 LOCATION 7'- 2 1/ 4 12'- 2 1/ 4 17'- 2 1/ 4 22'- 2 1/ 4 27'- 2 ii 4 OPTH R FE 7.0000 7.0000 7.000U 7.0000 7.0000 FE 4ARA NOT REQ 0 NOT REO 0 F52054 NOT REG 0 NOT REE 0 FRENT SIDE OF FRAME RIDGE TO DAVE: MEMBER 4 4 4 4 5 5 5 --LUCAT10N 2-2 1/4 .. 7-2 1/4--i2-2--t/'t- 17-2 1/4 22-2 1/4.- 26-3-5/83O-50/16-.- ...- - D°TH @ FO 36.0200 33.7799 31.5400 29.2999 27.1302 25.4198 0.0000 FE MASK FE4074 P84054 NOT REQ 0 NOT REQ 0 NOT REQ 0 FB3034 NOT REQ 0 ) . .•,. >r'' . ::) ) ... ..... I '• . .. VAr,C3-?RJDEN FRAME DETAIL JEIIGN SUMMARY J09: 49753 FLT A UNIT OF ANCA IT NATI0:AL C0RP0ATION PADS: IV) FRAME 3. DATE: 7-26-85 " MEMBER 1 sACK HAUNCH- 1/ 4 X 6.0 FLANGE 1/ 9 455 DEPTH AT iN S 2=12.00 - DEPTH AT iN 8 328.00 LGtT= 10.33 WT= 199.18 MEHBER 1 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.00 1(51 ACTUAL FORCES A C T U A I A L L U W A 0 1 5 STRESS CONDITIONS LOCATION MEN LOAD AXIAL SHEAF MONENT AXIAL SHEAF SENDING AXIAL SHEAR SENDING I SUM I I S CASE DEPTH (NIPS) (KIPS) UIP-1N S T F S S S S T R S S S I COMBINED I SHEAR I SPLICE POINTS I I I AT 0.31 FT 1 1 12.0 1.7 15.9 55.9 0.4 9.53 2.78 30.00 11.37 31.01 I 3.102 I 0.865 I AT 13.33 PT 1 1 23.0 5.1 10.5 153.5 0.2 2.0 29.38 30.00 6.20 27.57 I 1.030 I 0.451 I ) PUSLINS OF DIRTS I I AT 2.52 1 1 15.5 1.5 14.7 455.0 3.3 7.05 15.72 30.03 9.50 27.48 I 0.619 I 0.734 I AT 7.52 FT 1 1 23.5 1.3 12.0 1261.9 3.2 3.61 27.37 30.00 5.82 29.00 I 0.944 I 0.558 I INTERMEDIATE POINTS I I I AT 1.23 FT 1 1 13.5 1.6 15.4 232.1 0.3 8.46 10.02 30.00 8.90 30.00 I 0.345 I 0.951 I AT 5 01 FT 1 1 19 5 1 4 13.' 880 0 0 3 5.10 24.18 30.00 7.78 28.96 I 0.843 0.655 I AT 8.92 FT 1 1 25.8 1.2 11.3 1459.1 0.2 3.26 25.12 30.00 6.47 28.34 I 0.992 I 0.504 I L0CATICNXC0SV-00 OEP'AREA RX RY LX LV 1 LV 2 KLX KLYI R1Y2 SX 15 1 RT 1 LB -2 RT 2 OS QA CS 1 CS 2 MN 01ST (FEET) (IN) (IN2I (IN) (IN) (IN) (IN) (IN) RX RY RY (IM3) (IN) (TN) (IN) (IN) SPLICE POINTS 1 0.31 1.31 3174 12.03 4.55 5.15 1.41 711.5 13.1 25.3 138.1 7.2 18.7 20.10 10.1 1.64 26.3 1.64 1.00 1.00 1.75 1.63 • 1 13.33 11.28 30.10 28.00 6.10 11.00 1.16 474.3 60.1 64.7 51.8 57.90 60.1 1.48 1.00 1.00 1.19 ) .............. PURLINS OR DIRTS . ..... I 2.50 3.49 31.51 15.50 5.02 6.50 1.34 711.5 26.3 60.1 10.4 19.6 44.9 27.39 26.3 1.60 60.1 1.60 1.00 1.00 1.63 1.41 ) 1 7.52 8.47 30.99 23.50 6.09 9.43 1.22 474.3 60.1 60.1 75.5 49.5 49.4 46.11 60.1 1.52 80.1 1.52 1.00 1.00 1.41 1.19 ) . INTERMEDIATE POINTS 1 1.25 2.25 31.64 13.50 4.75 5.74 1.38 711.5 26.3 124.0 19.1 23.16 26.3 1.62 1.00 1.00 1.63 . 1 5.01 5.98 31.25 19.50 5.56 7.99 1.27 414.3 60.1 89.0 47.2 36.39 60.1 1.56 1.00 1.00 1.41 ) ... . .. 1 5.92 9.88 30.54 25.75 6.40 10.22 1.19 474.3 60.1 69.6 50.6 51.90 60.1 1.50 1.00 1.00 1.19 MEMEER 2 SAC( Rb- 1 - 5/16 X 5.0 FLANGE 3/16 WEIR DEPTH AT iN S 3=28.00 - DEPTH AT JN 8 4=37.00 LGNT 20.001 WT= 670.18 . .. ....••.. MENSES 2 FLANGE YIELD = 50.00 1(51, WEB YIELD • 50.00 KSI • ACTUAL FORCES A C ¶ U A L A L 1 0 W A S L E STRESS CONDITIONS LOCITION . MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAF SENDING AXIAL SHEAR BENDING I SUM I I I I S CASE DEPTH (RIPS) (RIPS) (RIP-IN) S T F S S S S T S E S S I COMBINED I SHEAR I SPLICE POINTS I . ... AT 0.00 FT 2 1 28.0 0.8 10.6 1843.4 0.1 2.01 22.14 30.00 3.70 29.70 I 0.745 I 0.516 I . AT 20.02 FT 2 1 31.0 0.0 -0.2 2553.7 0.0 0.02 25.55 30.00 2.21 26.99 1 0.955 I 0.010 I ' PURL INS OR DIRTS I I "•.' ..... AT 2.19 FT 2 1 29.0 0.5 9.4 1705.1 0.1 1.73 24.50 30.00 3.53 29.47 I 0.832 I 0.476 I AT 7.19 FT 2 1 31.2 3.4 6.7 2359.4 0.0 1.15 27.75 30.00 3.12 28.85 I 0.951 1 0.365 I AT, 12 19---F T ' 2 - I ,33 2112 0 -C 3.8 64 28 63 30 0O'2.71 28.20 I 1 015 I"*..237.-1 AT 17.19 FT 2 1 35.1 0.1 1.'i 2873.6 0.0 0.20 27.71 30.00 2.37 27.45 I 1.010 I 0.095 I 9 vco-vRjUL FRAME 0' TAIL DESIGN SUMMARY J0° 41753 FLT A UNIT OF AN: INTER TIOL C3F0PATI0 PADE: -27 FF'(l FRAME NO. 2 OATS: -26-86 .. MEMEER 2 :)Acv, Rb- 1 - 5/16 X 6.0 FLANGE 3/16 WEE DEPTH AT JN 8 3=25.00 - DEPTH AT J9 8 4=37.00 LGNT 20.00' WT= 670.18 ... MEMBEa 2 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.00 KSI ACTUAL FORC ES A C T U A L A L L 0 H A B L S STRESS CONDITIONS L0CATI0. SM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SHEAR SENDING I SUM S I S I EASE DEPTH (KIPS) (RIPS) (RIP-I') S T S E S S S T R E S S I COMBINED I SMEAR I INTERMEDIATE POINTS I I I AT 1.0 FT 2 1 28.5 3.6 10.0 1778.5 0.1 1.67 23.40 30.00 3.76 29.59 I 0.'91 I 0.497 I AT 4.89 FT 2 1 33.1 0.5 8.1 2167.7 0.0 1.43 26.47 30.00 3.36 29.18 I 0.907 I 0.425 AT 9.6 FT 2 1 32.4 0.3 5.4 2570.6 0.0 0.89 26.45 30.00 2.90 28.55 I 0.996 I 0.305 I AT 14.87 FT 2 1 34.6 3.2 2.7 2812.9 0.0 0.41 28.36 30.00 2.53 27.33 I 1.019 I 0.164 AT 18.63 FT 2 1 36.4 0.0 0.6 2890.0 0.0 0.09 27.20 30.00 2.29 - 27.22 I - 0.999 I 0.038 I . LOCLTI0. X-05 Y-COR DEP AREA RX RY LX LV 1 L 2 KLX KLV1 KLY2 SX LB 1 RT 1 LB 2 RT 2 CS CA CE 1 CS 2 --MN- 31ST (FEET) (IN) 41N21 (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE P11 TS 2 0.00 11.26 30.70 28.00 6.63 10.62 1.13 711.5 60.1 65.5 53.3 74.23 60.1 1.46 1.00 1.00 1.19 .. . 2 20.00 31.25 25.53 37.00 10.57 13.80 1.03 711.5 60.0 51.5 58.1 -- - 108.86 60.0 1.39 1.00 1.00 1.00 PURLINS OR GIRTS . ) ........ 2 2.19 13.46 30.58 28.9E 9.07 11.15 1.11 711.5 60.1 60.0 63.6 53.9 53.8 77.77 60.1 1.45 60.0 1.45 1.00 1.00 1.19 1.10 2 7.19 15.46 30.30 31.23 9.49 11.90 1.09 711.5 60.0 60.0 59.8 55.1 55.1 36.09 60.0 1.43 60.0 1.43 1.00 1.00 1.10 1.06 . 2 12.19 23.45 30.01 33.45 9.91 12.65 1.07 711.5 60.0 60.0 56.2 58.3 56.3 94.73 60.0 1.41 60.0 1.41 1.00 1.00 1.06 1.03 ) . . 2 17.19 25.44 29.73 35.73 10.33 13.39 1.04 711.5 60.0 60.0 53.1 57.5 57.5 103.69 60.0 1.40 60.0 1.40 1.00 1.00 1.03 1.00 -INTERMEDIATE POINTS .1 2 1.09 12.37 30.64 28.49 6.98 10.98 1.12 711.5 60.1 64.8 53.6 76.00 60.1 1.46 1.00 1.00 1.19 ) . . ... ....... . 2 4.69 15.96 30.44 30.11 9.2R 11.53 1.10 711.5 60.0 61.7 54.5 81.90 60.0 1.44 1.00 1.00 1.19 2 9.69 20.95 33.15 32.36 9.70 12.26 1.08 711.5 60.0 57.9 55.7 90.37 60.0 1.42 1.00 1.00 1.06 ..- 2 14.69 25.95 29.87 34.61 10.12 13.02 1.06 711.5 60.0 54.6 56.9 99.17 60.0 1.41 1.00 1.00 1.03 ) . 1.60 29.85 29.66 36.37 10.45 13.60 1.04 711.5 63.0 52.3 57.8 106.26 60.0 1.35 1.00 1.00 1.00 . . -) MEMBER 3 FRONT RO- 2 - 5/10 X 6.0 FLANGE 3/13 WEE. DEPTH AT JN 8 5=28.04 - DEPTH AT JN 8 4=37.00 LGNT 20.00' WT= 670.38 ) ............... MEMBER 3 FLANGE YIELD = 50.00 KSI, WEE YIELD = 50.90 KSI ..... ACTUAL FORCES A C T U A L A L L 3 W A A L E STRESS CONDITIONS . ) .. - L0TI3N MEM LOAD AXIAL SHEAR MOMENT AXIAL SMEAR BENDING AXIAL SHEAR BENDING I SUM I I I I . . . . 3 EASE DEPTH (KIPS) (KIPS) KIP-IN) S T R E S S S T R S S S I COMBINED I SHEAR I . SPLICE POINTS I : AT 0.03 FT 3 1 26.0 -0.2 -13.9 1563.7 0.0 2.38 21.03 21.72 3.89 29.69 I 0.709 I 0.534 I . ...... ... .... .. .... AT ?0.00 FT 3 1 37.0 0.0 -3.2 2693.6 0.1 0.02 26.58 30.00 2.21 26.99 I 0.935 I 0-010 I PURLIJE JR DIRTS I I . S •. AT 2.31 FT 3 1 2.3 -0.2 -0.4 13.16.8 0.0 1.71 24.16 22.16 3.56 29.39 I 0.823 I 0.482 I . . AT 7.81 FT 3 1 31.5 -0.1 -6.7 2370.7 0.3 1.14 27.40 22.84 3.06 23.79 I 0.752. I 0.371 1 . . -AT- .12 81 FT - 3 1 .-33 6 -. -0 1 -4 0 - 2713 1.. C 0 0 4 28 29 23.32 2 68 28 11 I 1 007 I 0 239 1 AT 17.31 FT 3 1 36.0 3 -1.3 2874.0 3.0 0.20 27.41 23.12 2.33 27.34 I 1.033 I 0.035 I WTERNEDITE POINTS I I I AT 1.41 FT 3 1 28.7 -3.2 -10.2 1741.7 0.0 1.53 22.73 21.75 3.72 29.54 I 0.770 I 0.509 I AT 5.31 FT 3 1 30.4 -0.1 -8.1 2166.9 0.3 1.41 25.12 22.'2 3.29 29.10 I 0.831 1 0.429 I AT 10.31 FT 3 1 32.7 -0.1 2572.1 0.0 0.86 213.10 23.14 2.55 28.46 I 0.938 I 0.30S I AT 13.31 FT 3 1 3',.9 0.0 -2.7 2813.7 0.0 0.41 28.05 23.22 2.45 27.74 1 1.011 1 C.165 I . . . VARCO-PR0EN FRAME D3TAIL OEIIGN StINiARY Jofl: 4753 FLT A UNIT 07 AMA I\TRI3.L CCF'0RATION PACE: _.2.- F1 7) FRAME MD. 2 DATE: 8-26-86 ME.MbE 3 FRO\T RE- 2 - 5/16 X 6.0 FLANGE 3/16 WEE DEPTH AT JN 2 5=28.04 - DEPTH AT JN 2 4=37.00 LGNT= 20.001 WT= 670.38 MEHBES 3 FLANGE YIELD = 30.00 KSI, WEB YIELD = 50.30 KSI ACTUAL FORCES t C T U A L A L 1 0 N A H L E STRESS CONDITIONS L3C1T0' 47J'. LOAD AXILL SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SHEAR DENDING I SUM A I 3 I CASE DEPTH (KIPS) (KT'S) (KIP-I'() S T R S S S S T R E S S I COMEIMOD I SHEAR I INTERMEDiATE P')I;TS I I AT 18.91 FT 3 1 35.5 0.0 -0.7 2527.7 0.0 0.11 27.03 23.05 2.27 27.17 I 0.995 I 0.048 I LOCATION X-0R Y-ZOI DEP ARE-4 RX R LX LV I LV 2 KLX KIYI KLYE SX LB I RI 1 LB 2 RI 2 OS 05 CS I CS 2 MN 01ST (FEET) (II.) (1 21 (IN) (IN) (IN) 1N (IN) Rx RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE POI NTS -. - 1--- 0.00 51.25 20.20 28.04 8.69- 10.831.13 :711.5 -60.0 - - 65.7 53.3. --• 74.38 60.0 '1.46 100 1.00 1.19 - ;--- -.-- •. : 3 20.00 31.25 29.58 37.00 10.57 13.80 1.03 711.5 60.0 51.5 58.1 108.86 60.0 1.39 - - 1.00 1.00 1.00 PURLINS OR GIRTS - - - - - - - 3 2 91 43 44 29 26 29 30 9.13 11.26 1.11 711.5 60 .0 60.0 63.2 54.0 54.0 78.92 60.0 1.45 60.0 1.45 1.00 1.00 1 19 1-10 3 7.81 43.44 29.35 31.54 9.55 12.01 1.09 711.5 60.0 63.0 .9.3 55.2 55.2 87.25 60.0 1.43 60.0 1.43 1.00 1.00 1.10 1.06__ -3 12.81 --38.44-29.-1;4--3S .78 9.97 12.75 1.06 711.5 60.0 60.0 55.5 56.4 56.4--95.84- 60.0 1.41 60.0 1.41 1.00 1.00 1.06 1.03 3 17.81 33.44 29.54 36.02 10.39 13.48 1.04 711.5 60.0 60.0 52.8 51.6 57.6 104.64 60.0 1.39 60.0 1.39 1.00 1.00 1.03 1.00 ........-- INTERMEDIATE POINTS - -- 3 1.41 4q.84 29.23 '26.67 9.01* 11.04 * 1.12 711.5 60.0 64.4 53.7 76.647-60-0 1.46 1.00 1.00 1.19 ) 3 5.33 45.94 29.30 30.42 9.34 13.63 1.10 711.5 60.0 61.2 54.6 83.04 60.0 1.44 1.00 1.00 1.10 ') .-:-- 3 13.31 40.94 29.40 32.66 9.76 12.38 1.07 711.5 60.0 57.5 55.9 91.53 60.0 1.42 . 1.00 1.00 1.06 3 15.31 35.94 29.49 34.90 10.15 13.12 1.05 711.5 60.0 - - 54.2 57.0 100.33 - 60.0 1.40 1.00 1.00 1.03 ).. 3 18.91 32.34 29.56 36.51 10.48 13.64 1.04 711.5 60.0 52.1 57.9 106.84 60.0 1.39 1.00 1.00 3.00 ) . .. . . . . . ........... -- MEMBER 4 - FRCNT HAUNCH- 1/ 4 x 6.0 FLANGE 1/ B WEB DEPTH AT JN 5 6=23.94 - DEPTH AT JN 8 5=28.04 LGNT= 9.64' WT= 212.88 ---.-- ). MEMBER 4 FLANGE YIELD = 50.00 KSI, WEE YIELD = 50.00 KSI - . ACTUAL FORCES A C T U A L A L 1 0 N A 8 1 E STRESS CONDITIONS . --- •:-: LOC4TI0.' HEM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING I SUM I I I I ) .. . .....-- 8 CASE DEPTH (KIPS) (KIPS) (KIP - IN) S T R 8 S S S I R E S S I COMBINED I SHEAR J SPLICE POINTS 1 . AT FT 4 1 23.9 -0.3 -15.9 72.9 0.0 4.94 1.54 20.14 6.74 27.51 I 0.056 I 0.733 I AT .64 FT 4 1 28.0 -0.2 -10.9 1563.7 0.0 2.90 25.96 21.92 6.20 27.56 I 0.979 I 0.467 I PURLINS DR GIRTS AT 3.34 FT 4 & 25.2 -0.3 -14.3 609.3 0.0 4.21 12.04 20.78 6.54 28.49 I 0.424 I 0.645 I .. -.. .. . . AT 7.45 FT 4 1 27.1 -0.2 -12.1 1261.5 0.0 3.32 22.77 21.56 6.30 27.90 I 0.817 I O.527 I - r;TERMEOILTE POI;-:TS . i . -- ..-- . ........... AT 1.57 Fl 4 1 24.5 -0.3 -15.2 313.5 tl.o 4.61 6.44 20.43 6.55 28.24 I 0.228 I 0.594 I . -. . . • AT 5.'.) FT 4 1 25.2 -0.2 -13.2 949.3 0.1 3.75 17.92 21.19 6.41 28.20 I 0.536 I 0.555 I AT 8.55 PT 4 1 27.6 -0.2 -11.5 1416.5 0.0 3.11 24.99 21.74 6.25 27.73 I - 0.902 I 0.497 I .. LOCATION x-:o, V-CUR D E P AREA RX R LX LV 1 LV 2 KLX 4LY1 KLY2 SX LB 1 RT 1 LB 2 RI 2 05 QA CR I CD 2 MW 31ST (FEET) (IN) (3N2) (IN) (iN) (IN) (TN) (IN) RX SY RY IIN3) (IN) (IN) (TN) (IN) SPLICE POINTS 4 3.38 60.51 29.33 23.94 5.15 9.59 1.21 711.5 16.4 35.5 74.2 13.6 29.3 47.22 16.4 1.51 35.5 1.51 1.00 1.00 1.70 1.63 4 9.54 51.25 29.20 28.04 6.70 11.01 1.15 711.5 60.0 64.6 51.8 56.01 60.0 1.45 1.00 1.00 1.19 vco- curE FRAME G:TAIL ESIGN SUN.ASY • J03: 47753 FLT A UNIT 0 t,'A INTERNATION AL CDP.PORATIO\ P432: _24 FRAME N6. 2 - DATE: 9-26-86 ME Pl.'~ E R 4 FRONT HAUNCH- 1/ 4 Y. o.0 FLAGE If B WE E DEPTH AT jJ 6=23.94 - DEPTH AT JN 2 5=28.04 LNT= 9.64' WT= 272.8$ - ........ MEMOIR 4 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.00 KSI L0CATI3h X-U Y-20' DEP ARF. RX RY LX LV I LV 2 KLX KLY1 '(LY2 SX Lz 1 RT 1 LB 2 FT 2 OS 36 CS. I CB 2 MN 01ST (FEET) flfl I IM2I (IN) (IN) (IN) (IN) (IN) RX R Y RY (IN3) (IMP ( IN) (IN) (IN) PURLINS OR GIRlS 4 3.34 57.55 29.06 25.25 6.33 10.05 1.1.9 711'.5 35.5 41.4 70.5 29-8 41.4 50.59 35.5 1.53 49.4 1.50 1.30 1.00 1.53 1.31 4 7.45 53.44 29.18 27.07 6.57 10.6 1.17 711.5 49.4 60.0 66.6 42.2 51.3 55.40 49.4 1.49 60.0 1.49 1.00 1.00 1.31 1.19 INTERMEDIATE POINTS - 4 1.67 59.22 29.05 24.51 6.23 0.79 1.20 711.5 35.5 72.7 29.5 48.68 35.5 1.51 1.00 1.00 1.63 A 5.40 55.40 29.12 26.16 6.45 10.36 1.16 711.5 49.4 65.1 41.8 52.97 49.4 1.49 1.00 1.00 1.31 4 S.55 52.34 29.15 27.55 6.64 10.65 1.1.6 711.5 60.0 - 65.5 51.5 56.70 60.0 1.48 1.00 1.00 1.19 Z.I. .• - -. ,. . .. MEMBER 5 FR3T COLUMN- 1/ 4 X 8.0 FLANGE 3/16 WES DEOTH AT JN 0 7=10.00 - DEPTH AT JN 2 6=10.00 LGNT= 29.01' WT= 579.92 -- MEMBER 5'- FLA,.GE YIELD ='50.00 KSI, WEB YIELD = 50.00 KSI - ACTUAL FORCES AC I U A L A I L OW A S L E STRESS CONDITIONS - LOCATION- --------MEM LOAD - '-'--AXIAL - SHEAR MOMENT AXIAL SHEAR SENDING AXIAL SHEAR BENDING I SUM I I 0 CASE DEPTH (KIPS) (KIPS) (KIP-IN) S T R E S S S T R E S S I COMBINED I SHEAR I SPLICE POINTS AT 0.03 FT 5 - 1 10.0 -17.3 0.0 0.0 - 3.0 0.01 0.00 - 4.87 20.00 17.63 I 0.612 I 0.000 I '••- AT 28.02 FT 5 1 10.0 -17.3 0.0 3.4 3.0 0.31 0.16 4.87 20.00 17.63 I 0.623 1 0.000 I ) -. INTERMEDIATE POINTS - - I I I - - AT 4.67 FT 5 1 16.0 -17.3 0.0 - 0.6 3.0 0.01 0.03 4.97 20.00 17.63 I 0.614 0.000 I S - AT 9.34 FT 5 2 10.0 6.1 0.3 -201.3 1.1 0.43 9.28 40.00 26.67 13.48 I 0.688 I 0.016 I ) AT 14.01. FT 5 2 10.0 6.1 -0.2 -218.3_ 1.1 0.10 10.06 40.00 26.67 13.48 I 0.747 I 0.004 I -- - -- AT 19.66 FT - 5 1 1.0.0 - - -17.3 0.0 -- 2.3 3.0 0.01 0.10 4.57 20.00 17.63 I 0.619 I 0.000 I - - AT 23.35 FT 3 1 10.0 -17.3 0.0 2.8 3.3 0.91 0.13 4.7 20.00 1.63 1 0.621 I 0.000 I LOCATION X-CCR Y-COF DIP AREA RX RY LX LV 1 LY2 KLX KLYI XLYZ S IS I RT 1 LB 2 RT 2 OS 06 CS 1 CB 2 MN 01ST (FEET) (IN) (I N2 I ( IN) (IN) (IN) (IN) (IN) RX RY RY (I N3) (IN) I IN) (IN) (IN) SPLICE POINTS 5 0.00 60.81 0.01-10.00 5.75 4.33 1.92 336.3 33.3 336.3 116.5 175.0 175.0 21.70 335.3 2.59 336.3 2.59 0.92 1.00 1.75 1.75 S 26.02 60.59 26.33 10.00 5.78 4.33 1.92 504.4 336.3 16.4 116.5 175.0 8.6 21.70 336.3 2.59 16.4 2.22 0.02 1.00 1.75 1.70 INTERMEDIATE P0PTS • . . - - - 5 4.67 60. 89"__4_._6E_ 100-3 5.78 4.33 1.92 336.3 336.3 116.5 175.0 21.70 336.3'2.59 0.92 1.00 1.75 5 9.34 60.89 9.35 10.00 5.75 4.33 1.92 504.4 336.3 116.5 175.0 21.70 336.3 2.59 0.92 1.00 1.00 -- . 5 14.01 60.89 14.02 10.00 5.78 4.33 1.92 504.4 336.3 116.5 175.0 21.70 335.3 2.59 0.92 1.00 1.00 -- 5 16.65 60.81 19.69 13.03 5.73 4.33 1.02 •504.4 335.3 116.5 175.0 21.70 336.3 2.59 0.92 1.03 1.75 3 23.35 60.51 23.36 10.00 5.75 4.33 1.92 504.4 336.3 116.5 175.0 21.70 336.3 2.59 0.92. 1.00 1.75 - : ...........S .5. 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C '' ('1 3 fl f'S Ill I 7' VT 0 (0 CD 0) ri,) m In vi in 2 Z M. -1 vi Q IH- ffl - VT vi r'-hJ,I- • r "-I - :S3:4:• 0 5 4'. ••':,-,-- C) I CD • 00C- H- C) to . 3l i- 0' I I I • -ii 7' H- 0-400' -n CD m i-f 'S. o _. - :-.,-.n .l9 + + + CD g J4-. CD 3 IiI.-'Ui • I c-i . • I I mill I • I '' 0' • ' . h1' I ') -n tA 11 1,4 WwO-4rn 41 • viWO 0144 H-tn ILA 11 • • ••"-- 53 .. :. 143 1 ) -5) VARCO-PRJDEN S FRAME DESIGN - INPUT CONDITIONS JOB: 49753 SSRF A UNIT 0 ,4--A INTERNATIONAL CORPORATION PAGE: JOB 49753 SSFIF DATE; 8-26-86 BUILDER VP/DIRECT PROFIT CENTER; CALIFORNIA CUSTOMER GRANT CONSTRUCTION JOB SITE CITY CARL3AO, CA. SPECIAL FRANE DATA F:R THE 2 FRAME FULLC45; SYMMETNY = NE I SHAPE CODE = SP SPECIAL FPAMEIN'JT I DESIGN CODE = SC STRESS CHECK FRAME I I I DEF CODE = 2 1UN. I I LOADING: 3.00 ADDITIONAL DEAD LOAD I I NUMBER OF SUPPORTED POINTS 2 I 2.00 PURLINS t SHEETING I 3=INT. I NUMEEP. OF SPECIAL MEMBER RELEASES C I 2.82 FRAME DEAD LOAD I NUMBER OF INTERIOR COLUMNS 0 I TOTAL DEAD 7.82 PSF I AVG 3AY SPACE 14.00' I NUMBER OF MEMSERS S I LIVE 20.00 PSF INUM5ER"OF CENTERLINEJOINTP0INTS =- THIS FRAME REUIRED0N FRAME LINES -5,O - -.-.. ....----. - - ---. ------------. 2 SPECIAL LOADS APPLIED TO THE ABOVE FRAME FOLLOW FRAME SIDE - TYPESUPP DIST HORZ. 01ST VERT. 01ST HORZ LOAD VERT LOAD MOMENT THIS SPECIAL LOAD WICASE NO. CODE CODE CODE MEAS (FEET) (FEET) (KIPS) (((IFS) (K-IN) COND 1 COND 2 CONO 3 COND 4 3 2 4 2 1 1 0.0000 38.0000 0.099 0.099 0.0 2 0 0 0 .....4 2 4 -- 2 1 1 - 0.0000 38.0000 -0.045 -0.045 0.0 3 0 0 0 S.) BOUNDARY DATA: -. POINT X-SUP V-SUP H-SUP X-DISP Y-DISP ROTATION ) . 1 1 1 0 0.00001N. 0.0000IN. O.0000IN/IN OR RADIANS 9 1 - 1 0 0.00001H. 0.0000IN. 0.0000IN/IN OR RADIANS ) THE FOLLOWING CLEARANCE DATA APPLIES TO FRAME NUMBER 2 VERTICAL CLEARANCE AT SACK HAUNCH 30' 2 11/16" HORIZONTAL CLEARANCE BETWEEN EXTERIOR COLUMNS 55' 6 7/16" VERTICAL LEARANCE UNDER FRAME AT RIDGE 30 2 1/ 8" VERTICAL CLEARANCE AT FRONT HAUNCH 28 3 1/ 2" ) VARCO-PRUOEN FRAME DESIGN - INPUT CONDITIONS JOB: 49753 SSRF - # UNIT 3 AMA INTERNATIONAL CORPORATION PAGE: 4 DATE: 8-26-96 MEMBER DATA: MEM FL\'GE WEE JEPTHS LENGTH ANGLE WEIGHT JOINT NOS FLANGE WEE KL XX K IVY LI SPLICE CODES S TK IDTH 1K 1 2 (FT) (DEG) (POUNDS) 1 2 YIELDS (FT) (FT) (CT) JI J2 FRAME SIDE 1 1 1/ 4 9.0 3/16 12.00 18.62 10.000 270.030 501.7 1 2 50.0 50.0 45.34 SET BY PEG SPACE BP SS 2 5/16 9.0 3/16 1S.62 22.00 12.210 270.000 360.7 2 3 50.0 50.0 45.34 SET BY PEG SPACE SS KM FRAME SIDE 2 3 3/16 5.0 1/ S 23.00 11.03 14.990 177.862 :01.6 3 4 50.0 50.0 55.59 SET BY PEG SPACE KM SS 4 3/16 5.0 1/ S 11.00 11.00 15.000 117.862 171.2 4 5 50.0 50.0 55.59 SET LY PEG SPACE SS SP FRAME SIDE 3 5 3/16 5.0 1/ 8 11.00 11.00 15.000 177.862 171.2 6 5 50.0 50.0 55.59 SET BY PEG SPACE SS SP 6-3I16- 5.0 .-.-..-'l/ 8* 21.00 11.00::14.34o-177.862 ........1E6.i7- :5oo.:5o.o.55.59-SET DV P -spACE,K'Ss' .......................1.. FRAME SIDE 4 :..•. . . .... ...• 7 1/ 4903/16 19.77 23 00 9 990 90 000 265.5 8 7 50 0 50 0 42 47 SET BY PEG SPACE SS KN 8 1/ 4 9.0 3/16 1.00 19.77 20.000 90.000 509.1 9 8 50.0 50.0 42.47 SET BY PEG SPACE SD SS S...... ..............._. S . 99-r cos' S. ) •-•• VARCO-YRUDEO - REACTION SUMMARY / BASF PLATE SUMMARY JOS: 41753 SSP.F - A U1IT a A'A IN TRNATID.AL CORPORATION - , * . PAGE: - FRAME .0. DATE: 8-26-86 - SUHkARY JF REACTIOS: . SIDE LOAD COMBINATION HORIZONTAL VERTICAL MOMENT BACK 1,35, 0, 0, 0 2.64 5.29 0.0 FRONT 1,35, 0, 0, 0 E.36 1.00 EACK -1929139 0,0- - - -2.41- -3.55- - 0.00 - FRONT 1925,139 0, 3 -1.77 --0.70 0.00 5ACK 1,27,13, 0, 0 -0.68- -1.76 - 0.00 FRONT 19219139 0, 0 - 1.99 - -2.49 -. 0.00 SUMMARY OF EASE PLATES: • --.'.-.'-:.'.-. ...........:....:...- SIDE <------BASE PLATE DATA ------> <----- ANCHOR BOLT DATA-----> WELDING MARK NO. - WIDTH TN LENGTH NUMBER SIZE BLR PATTERN • - -- - BACK BP-010313 10.00 X 3/8 X 13.00 - (4) 3/4 DIA. A36 1.76 05-3 - -7' -- - - - FRONT SP-510313 10.00 X 3/8 X 13.00 (4) 3/4 DIA. A36 1.24 05-3 - - - .- ) 1 1 ) . - ./ -....7 -. . '--... - - - 7 7 . . - •- .. ---- VCj-2RjOF. - FRAME OUTPUT - - JOB: '9753 SSRF 4 UNIT OF A:c I-TERNTIZN/.L C'3R0RATION - PAGE: _1 171'f7 - FRAME . 2 . DATE: 8-26-86 WEB STIFFENER REQUIREMENTS: -. MEMER STIFFENER DESCRIPTION LOCATION WEB DEPTH H/T A/H A I STIFFENER SIZE SIDES WELDING DETAIL I - - NUMBER (FT) (IN) RATIO RATIO (IN) I 1K WIDTH L - S 7 I I I 2 1 COL ./HAUNCH FLG 8X 1022 21.375 I 3/ 8X 4 3/ 8 BOTH STO CK-OK YES I - 6 1 COL./HAUNCH FLG EX 0.91 20.625 I 3/16 X 2 3/ 8 BOTH STD. CK-OK YES I BOLTED CONNECTION DATA J 1<--------PLATE DATA ------->I--- - ---------- BOLT DATA -------------->1 -- MEMEERT I I OUTSIDE INSIDE I CONNECTION CAPACITY ...... . I I TK HO LENGTH I SIZE IRONS 4-BOLT CROWS 4-5OLT I TYPE MARK I - OUTSIDE INSIDE ) 2 2 I 4/ 8 X 9.0 X 1'-11 0/16 I 3/4" 014 4325 3 MU 2 -- MO IFLUSH• 3409423032 1047.0 "K . 836.2 "K - -• •'.- . .- - 3 1 I 4/ q X b-0 X 21- 0 0/16 I 3/4" 014 4325 3 NO 2 ND I EXT 3806424032 1047.0 "K 836.2 "K 4 2 I 4/ 2 X 6.0 X 1'- 0 0/16 I 3/4" 014 A325 1 ND 2 NO I EXT 3906412012 250.7 "K 334.8 "K ) •. . 5 2 I 4/ .3 X 6.0 X 1'- 0 0/16 I 3/4" 014 A325 1 NO 2 NO I EXT -- 3806412012 250.7 "K 334.8 "K -:. .... 6 1 I 4/ 8 k 60 X 1-11 0/16 I 3/4" 014 4325 3 NO 2 NO I FLUSH 3406423032 1047.0 "K 836.2 "K -. 7 .2 I 4/ 8 X 9.0 X 2'- 0 0/16 I 3/4" DIA 4325 3 NO 2 NO I EXT 3809424032 1047.0 "K 836.2 "K ) FLANGE BRAI4G REOUIREMENTS: ...... BACK SIDE OF FRAME RIDGE TO EAVE: . . ... MEMBER Z 4 4 . 4 3 3 3 - :..-, ...... LOCATION 4- 8 7/16 9'- 6 7/16 14'- 5 7/16 191 - 8 7/16 24'- 8 7/16 8 7/16 _..29'- DEPTH FE 11.0001 11.0001 11.0001 15.3818 20.0393 0.0000 F3 MARY. I FBZOTO - NOT REQ 0. F32070 - NOT REQ 0 FB3004 N0T REQ 0 . . .-; L_-_:-._....-.. .........,.---. LOCATION 0'- 3 /16 5- 3 9/16 10'- 3 /16 15'- 3 9/16 20'- 3 9/16 25'- 0 3/16 29- 8 13/16 DEPIN F3 11.0001 11.0001 11.0301 11.2417 15.3205 19.1723 F3 MA I FF2070 P02070 NOT REQ D F82074 NOT REQ 0 FB3000 NOT RED 0 . . --:-" S. 1 -. 4_ .5 •- VAC0-PRJD1M F.AME OTAIL DESIGN SUMMARY J)5: 49753 SSSF A UNIT OF A INT3RATI0MAL CR?31ATI0tl PAGE: -4YI2' FRAME NO. 2 DATE: 8-26-86 MEMSER I SACK COLUMN- 1/ 4 X 9.0 FLANGE 3/16 WED DEPTH AT JN 0 1=12.00 - DEPTH AT JN 0 2=18.62 LGNT= 20.00' WT= 501.70 MEM5ER 1 FLANGE YIELD = 50.00 KSI, WEE YIELD = 50.00 KS! .r ACTUAL FORCES A C T U A L A L L 0 A S L E STRESS CONDITIONS LCCATI0 FM L3AO AXIAL SHEAR V.JMENT AXIAL SHOAl SENDING AXIAL SHEAR 3 -ENDING I SUM. I 0 ZASE DEPTH (KIPS) (KIPS) (KIP-IN) S T P. E S S S T R E S S I COMBINED I SHEAR I SPLICE POINTS I I I AT 0.00 FT 1 1 12.0 -6.3 -2.5 3.0 1.3 1.12 0.00 5.13 17.52 17.25 I 0.241 I 0.064 AT 20.03 FT 1 1 16.6 -8.3 -2.5 -605.8 1.1 0.72 11.94 4.37 8.91 14.16 I 0.934 I 0.081 I INTERNODIATE POINTS I I I AT 3.33 FT 1 1 13.1 -9.3 -2.5 -101.0 1.2 1.03 3.09 5.02 15.98 16.53 I 0.411 I 0.364 I AT 5.61 FT 1 1 14.2 -6.3 -2.5 -201.9 1.2 0.95 5.53 4.88 14.70 15.92 I 3.557 I 0.064 I :.-=AT --.10O0 FT - . 1 15.3 -8.3 -25- -302.9 0.88 ->. 7.58'F->-4.7443.33 . 15.39 ri -0&84--> I,0.066I: 1 AT 13.33 FT 1 1 15.4 -8.3 -2.5 -403.9 1.1 0.82 9.29 4.61 11.55 14.93 I 0.796 .1 0.071 I .................:... ..- :.. AT 16.67 FT 1 1 17.5 -8.3 -2.5 -504 9 1 1 0 77 10 72 4 48 10.10 14.52 I 0.895 I 0.076 I LOCATION X-O V-COP. DEP AREA RX RY LX LV 1 LY 2 KLX KLY1 KLY2 SX LB 1 RT 1 LB 2 RT 2 QS QA CD 1 CB 2 .MN DIST (FEET) (IN) (IN2) (IN) (IN)(IN) II N) (IN) RX RY RY (INn (IN) (IN) (IN) (IN) SPLICE POINTS 1 0.00 0.50 0.00 12.03 6.65 5.19 2.14 362.7 352.7 362.7 104.9 169.8 169.8 29.85 362.7 2.76 362.7 2.76 0.86 1.00 1.75 1.75 1 20.00 0.78 20.00 19.62 7.90 7.13 1.96 362.7 362.7 70.3 184.9 - 50.76 362.7 2.50 0.96 1.00 1.75 ) INTERMEDIATE POINTS 1 3.33 0.5 3.33 13.10 5.86 5.62 2.10 362.7 362.7 96.7 172.4 33.14 362.7 2.70 0.36 1.00 1.75 1 6.b7 0.59 6.67 14.21 7.07 6.06 2.01 352.7 352.7 - 89.8 175.0 36.51 352.7 2.65 - 0.86 1.00 1.75 1 10.00 0..4 10.00 15.31 7.26 6.48 2.04 362.7 362.7 93.9 177.5 39.96 352.7 2.61 0.86 1.00 1.75 1 13.33 0.68 13.33 16.41 7.48 6.91 2.01 362.7 352.7 78.8 180.0 - 43.48 362.7 2.57 0.36 1.00 1.75 • 1 16.67 0.73 16.67 17.51 7.59 7.32 1.99 362.7 362.7 74.3 182.5 - 41.08 362.7 2.53 0.96 1.00 1.75 ME.5ER 2 SACK COLUMN- 5/16 X 9.0 FLANGE 3/16 WEE DEPTH AT JN 8 2=18.62 - DEPTI AT JN 0 3=22.00 LGNT= 11.18' WT= 350.70 I'9OCK 2 F LANGETLLU = ,.UU K 5,Iv WEE VA%U = 50.00 Kai . ACTUAL FORCES A C T U A L A L L C N A 8 L E STRESS CONDITIONS . - L0CATI ON' - "EM LOAD AXIAL SHEAP. MOMENT AXIAL SHEAR BENDING AXIAL SHEAR SENDING I SUM 1 I I I . ) - 0 CASE DEPTH (KIPS) (KIPS) (KIP-IN) S T ii E S S S T R E S S I COMBINED I SHEAR I SPLICE POINTS I I I AT o.o: FT 2 1 18.5 -8.3 -2.5 -605:8 0.9 0.72 10.03 4.79 9.03 15.37 I 0.764 I 0.080 I .1; AT 10.22 FT 2 1 22.0 -8.3 -2.5 -915.5 0.9 0.61 12.31 4.4e 6.40 14.32 I 0.943 I 0.096 I INTERMEDIATE POI'TS I I I •:--.- AT 1.70 FT 2 1 19.2 -8.3 -2.5 -657.4 0.9 0.70 10.50 4.73 8.49 15.11 I 0.198 I 0.093 I . . AT 3.41 FT 2 1 19.7 -8.3 -2.5 -709.1 0.9 0.53 10.93 4.58 8.00 14.99 I 0.930 I 0.085 I .. AT 5.11 FT 2 1 20.3 -8.3 -2.5 -760.7 0.9 0.66 11.33 4.63 7.54 14.81 I 0.860 I 0.088 I :AT- .6.82 FT 2 1 20 9 -..8.3>; 2-5Y- $1-2..3-0.9' 0.64---_1I.71-,...4.56-_7.131 14.64I ...0.889-i...Q.090:1-- I - - - '-- - .- - - :- - - - VAACO-PRUDE FRAME DF.TSIL CESIGN SUMMARY - - JQ: 49753 55F A UNIT OF AMZA INTERNATIONAL CORPORATION PAGE: -0J FRAME NJ. 2 - DATE: 3-26-8 MEMBER 2 OAC< COLUMN- 5/16 X 9.0 FLANGE 3/15 WE DEPTH AT JN 0 2=18.62 - DEPTH AT JN 0 3=22.00 LGNT= 11.18' WT= 350.70 MEMBER 2 FLA.E YIELD 50.OG KSI, B YIELD - 50.00 1(51 ACTUAL FORCES A C T U A L ALLOWABLEE STRESS CONDITIONS - L3t, T I ON ME.M LOAD AXIAL SHEAR MOMENT AXIAL SHEAR PENDING AXIAL SHEAR BENDING I SUM I I I 0 CASE DEPTH (RIPS) (RIPS) (RIP-IN) S I 8. E S S S I R E S S I COMBINED I SHEAR I INTERMEDIATE POINTS AT 5.5. FT 2 1 21.4 -3.3 -2.5 -563.9 0.2 0.63 12.05 4.52 6.75 14.47 - I 0.916 I 0.093 I LOCATION X-008. V-CD? DEP AREA AX RY LX LV 1 LV 2 - KLX KLY1 KLY2 SX LB 1 AT 1 LB 2 RI 2 CS 05 CE 1 CE 2 MN 01ST (FEET) (IN) (I1'42) (IN) (IN) (IN) (IN) (EN) AX RY RY (IN3) (IN) (IN) (IN) (IN) SPLICE POINTS -:-='- 2 -0.00-- O.7 2 10.22 0.92 30.22 22.00 9.53 9.19 1.99 362.7 362.7 22.0 59.2 132.7 11.5 74.01 362.7 2.52 22.0 2.3w 0.97 1.00 1.75 1.03 - INTERMEDIATE P3ITS - 2 1 70 C 60 1 70 19 15 9 10 8.12 2.04 362.7 362.7 67.0 177.6 62.62 362.7 2.59 0.97 1.00 1.75 2 3.41 0.82_23.41. 19.74 9.21 8.34_2.03 362.7 362.7 - 55.3 178.6 - 64.86 352.7 2.57 - S 0.97 1.00 1.75 2 5.11 0.85 25.11 20.31 9.32 8.55 2.02 362.7 362.7 63.6 179.6 67.11 362.7 2.56 0.97 1.00 1.75 ) 2 6.02 0.87 26.82 20.87 9.42 8.77 2.01 362.7 362.7 62.1 180.7 69.39 362.7 2.54 0.97 1.00 1.75 ) --- . --S - 2 8.52 O.89 28.52 21.44 9.53 8.98 2.00 362.7 362.7 60.6 181.7, - 71.69 362.7 2.53 0.97 1.00 1.75 ) MEMBER 3 SACK HAUNCH- 3/16 X 5.0 FLANGE 1/ 8 WEE DEPTH AT JN 0 3=23.00 - DEPTH AT JN 0 4=11.00 LGNT= 14.03' WT= 201.60 ...---- MEMBER 3 FLANOE -YIELD = 50.00 KSI, E0 YIELD = 50.00 1(51 -- ACTUAL FORCES A C T U A L A L L 0 tI A B L E STRESS CONDITIONS . . . LOCATION - HEM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR BENDING AXIAL SHEAR BENDING I SUM I I I I . . 0 CASE OEPTH (RIPS) (RIPS) (KIP-IN) S I RE S S S I R E S 5' I C08INED I SHEAR I ' . .• SPLICE POINTS p p . . . . S. , '•' AT 0.94 FT 3 1 23.0 -2.6 5.9 -866.3 0.5 2.24 26.66 19.70 2.94 28.57 I 0.951 I 0.764 I '-•. AT 14.03 FT 3 2 11.0 2.4 -2.9 281.4 0.7 1.95 22.68 40.00 17.77 40.00 I 0.585 I 0.109 I . ) PURLIMS OR SIRTS AT 4.32 FT 3 1 19.9 -2.6 6.1 -501.7 . 0.6 2.28 22.54 17.61 3.95 24.17 I 0.952 I 0.577 I - AT 9.33 FT 3 2 15.3 2.4 -3.3 457.0 0.6 1.62 24.20 40.00 8.99 40.00 1 0.620 I 0.180 I INTERMEDIATE POINTS . . . I I . •. AT 2.15 FT 3 1 21.9 -2.6 5.5 -766.8 0.6 2.26 25.26 19.03 3.25 29.02 I 0.889 1 0.694 I - -. AT 6.32 FT' '3 '1 17.6 '-2.6' 5.5 -428.0 0.6 2.31 15.83 15.47 5.07 24.58 I 0.789 I 0.456 I - . .. AT 11.60 FT 3 2 13.2 2.4 -3.1 365.0 0.7 1.76 23.54 40.00.12.28 40.00 I 0.505 I 0.143 P LOCATION X-3A V-COP DEP ARE. AX RY LX LV 1 LV 2 KLX KLYI KLYZ SX LB 1 AT 1 LB 2 RI 2 OS QA CE 1 CS 2 MM 01ST (FEET) (IN) (IN2) (IN) (IN) (Ifl (IN) (IN) AX RY Y (1N3) (IN) (IN) (IN) (IN)' • SPLICE PUIUTS 09 667. 16O.0246.8 55 . 2 16O.033 00023 3 4.32 5.25 31.11 19.90 4.53 7.63 0.93 667.1 43.5 63.0 86.8 43.5 64.4 26.69 40.6 1.21 120.1 1.22 1.00 1.00 1.17 1.72 3 9.33 13.2o 51.19 15.31 3.85 1.10 1.00 667.1 60.3 53.0 10.3 59.9 52.8 18.89 60.0 1.27 60.0 1.27 1.00 1.00 1.17 1.23 V ARC C-PRUDEN FRAME DETAIL DESIGN SUMMARY J03 49753 SSSF A UNIT OF AK-.A INTERNATIONAL C0PCKATI0N PAGE: -2-2- flkO FRAME No. 2 DATE: 2-26-86 • MEMEER 3 3ACK HAUNCH- 3/16 X 5.0 FLA4GE 1/ 3 WEE DEPTH AT JN 2 3=23.03 - DEPTH AT JI 8 4=11.00 L6NT= 14.03' WT= 201.62 1 - MEMBER 3 FLANGE YIELD = 5C.00 cSI, WE3 YIELD = 50.30 KSI LoCATr0; X-fl Y-ccto DEP ARE. P.X RY Lx LV 1 LV 2 KLX KLYI KLY2 SX LE 1 RT I LS 2 RT 2 05 08 CE I CE 2 MN, DIET (FEET) (IN) ( I2 I I) t IM) I IN) (IN) (IN) RX RY RY (I N3 ) (I'J P 1 IN) (IN) (IN) INTERMEDIATE P-JITS 3 2.16 3.05 31.15 21.65 4.77 8.35 0.91 667.1 43.6 79.9 44.5 30.35 40.6 1.19 1.00 1.00 1.17 3 6.82 7.75 31.19 17.61 4.19 6.90 0.97 667.1 60.0 96.7 62.2 22.67 120.1 1.25 1.00 1.00 1.72 3 11.63 12.1 31.19 13.16 3.59 5.33 1.04 667.1 60.0 125.1 57.6 15.54 50.0 1.29 1.00 1.00 1.23 MEM8Ei 4 112K RE- 1 - 3/16 I 5.0 FLANGE 1/ 8 =_i3 DEPTH AT JN 2 4=11.00 - DEPTH AT JN 8 5=11.00 LGNT= 15.00' WT= 171.21- MEMBER 4 FLANGE YIELD = 50.00 KSI, WEB YIELD = 50.00_SI - :'-. . . . S. ACTUAL FORCES 4 C I U AL A L I OW A B L E STRESS CONDITIONS - 3CATi0'4 M=M LOAD AXIAL SHEAR MOMENT AXIAL SHEAR RENDING AXIAL SHEAR BENDING I SUM I I I I CASE DEPTH (KIPS) (KIPS) IKIP-IN) S T R E S S S T R E S S I COMBINED I SHEAR I SPLICE POINTS " -•- AT - 0.00FT"4 2 110 2.3 0 251.4 0.7 2.ôf 22.68 40.00 17.77 40.00 I 0.584 I 0.113 ..-- AT 15.03 FT 4 1 11.0 -2.6 0.0 308.1 0.3 0.01 24.83 6.93 13.32 30.00 I 0.910 I 0.001 I ) • PURLINS OR GIRTS I I , , ............ . AT 0.33 FT 4 2 11.0 2.3 -2.9 270.9 3.7 1.99 21.83 40.00 17.77 40.00 1 0.563 I 0.112 1 . . . . . . 5) AT 5.36 FT 4 1 11.0 -2.5 2.4 164.7 0.9 1.65 13.27 6.93 13.32 30.00 I 0.534 I 0.124 I .... AT 10.33 FT 4 1 11.0 -2.6 1.2 273.9 6.8 0.81 22.07 6.93 13.32 30.00 1 0.219 I 0.061 I . INTERMEDIATE POINTS ) AT 0.15 FT 4 2 11.0 2.3 -3.0 276.2 0.7 2.00 22.25 40.00 17.77 40.00 I 0.574 I 0.112 I 4 AT 2.83 FT 4 2 11.0 2.3 -2.7 186.5 0.7 1.82 15.03 40.00 17.77 40.00 I 0.393 I 0.102 I AT 7.83 FT 4 1 11.0 -2.6 1.8 226.7 0.8 1.23 18.43 6.93 13.32 30.00 I 0.100 I 0.092 I ., . ) AT 12.65 FT 4 1 11.0 -2.6 0.6 299.3 3.8 0.41 24.12 6.93 13.32 30.00 I 0.896 I 0.031 I LCCATICN X- Y-COR DEP AREA RX RY LX LV 1 LV 2 KLX KLYI KLY2 SX LB 1 RI 1 LB 2 RT 2 CS QA CE I CE 2 ..:-.-. MN DIET (FEET) (IN) (IN2) (IN) (IN) (IN) (IN) (IN) RX RY RY (IN3) lIMP (IN) (IN) (IN) . -) SPLICE POINTS . . 4 0.00 14.96 31.19 11.00 3.30 4.54 1.09 667.1 50.0 146.3 55.2 12.41 60.0 1.33 1.00 1.00 1.23 4 15.00 29.95 30.63 11.00 3.30 4.54 1.09 667.1 60.0 146.8 55.2 12.41 60.0 1.33 1.00 1.00 1.00 ) . . • . PURLINS OR GIRTS 4 0.30 15.26 31.18 11.00 3.33 .4.54 1.09 .667.1 60.0 60.0 146.3 55.2 55.2 12.41 60.0 1.33 60.0 1.33 1.00 1.00 1.23 1.37 . 4 5.30 20.25 31.00 11.00 3.30 4.54 1.09 667.1 60.0 60.0 146.8 55.2 55.2 12.41 60.0 1.33 60.0 1.33 1.00 1.00 1.88 1.23 .:,,...:..... ., ..... 4 10.3i 25.25 30.81 11.00 3.3-' 4.54 1.09 667.1 60.0 63.0 146.3 55.2 55.2 12.41 60.0 1.33 60.0 1.33 1.00 1.00 1.23 1.05 - INTERMEDIATE 'OI\TS 4 0.15 15.11 31.19 11.00 3.30 4.54 1.09 667.1 60.0 146.8 55.2 12.41 60.0 1.33 1.00 1.00 1.23 ,. ..... ,S. 4 2.30 17.76 31.09 11.00 3.30 4.54 1.09 667.1 60.0 146.8 55.2 12.41 60.0 1.33 1.00 1.00 1.37 4 7.80 .22.75 30.50-11.00 ..3.33- 4.541.39 667,.L:60..0; .....145.&-, 55.2--:.':12-.41- .60.0 :).33 .. .-. 1.00. 1.0Q:1.23. '4'4 12 5 '7..,0'0 72 11 00" 3 30 4 54 1 D9667 1 60.0 146 8- 55 2 J ' i2 41 0 33 ' 1 00 1"O0 lu 0 VAPCO-PRUDE .FR AP. E DETAIL DES IG4 SUM'.APY JOB: 49753 SSF A IJNIT OF AE-4 I T5ATII1IAL CORD0iATION PAGE: 2.3F?41 \ FRAME NO. 2 • DATE: 8-26-86 - MEMBER 5 FRONT 3- 2 - 3/16 X 5.0 FLANGE 1/ 8 NEP. DEPTH AT JN 2 611.00 - DEPTH AT JN 2 5=11.00 LGNT 15.00' WT= 171.22 •,' S ME BE1.. 5 FLA 0- YIELD - 50.00 KSI, YIELD = 50.00 ((SI ACTUAL FORCES A C T U A I A L L fl W A n I E STRESS C0I0ITI0NS LOCATIO', 'EM LOAD AXIAL SHEAR MOMENT AXIAL SHEAR 3EADING AXIAL SMEAR BENDING I SUM ,% I I B CASE DEPTH (KIPS) (KIPS) (KIP-11) S T P. .E S S S T R E S S I C351NE0 I SHEAR I SPLICE POINTS - - ..' - . -. - .- - 1 4 I - AT 0.00 FT 5 2 11.0 2.2 0.0 - -256.1 0.7 0.01 20.64 40.30 17.77 29.31 I 0.734 I 0.001 I AT 15.00 FT 5 1 11.0 -2.6 0.0 308.1 0. 0.01 24.83 6.93 13.32 30.00 I 0.910 I 0.001 I PURLI'S OF. GIRTS . I . AT 6.70 FT 5 2 11.0 2.2 -0.5 -242.0 0.7 0.33 19.50 40.00 17.77 29.31 I 0.665 I 0.018 I AT 9.70 CT - 5 • 1 11.0 -2.7 -1.3 267.3, C.S 0.88 21.54 6.93 13.32 30.00 I 0.809 ,1 0.066 I -AT 14.70'FTI' '-. -5 .'.?"j 02910 I''0.0031 .,F-. INTERMEDIATE P311JTSI --2.2' ' AT 2 35 CT - 5 2 11 0 2 2 -0.3 -252.3 0.7 0 17 20.33 40.30 17.77 29.31 I 0.694 I 0.010 I AT 720 FT 5 1 11.0 -2.7 -1.9 216.8 0.5 1.30 17.64 6.93 13.32 30.00 I 0.685 I 0.098 I •-:.. .-..- AT 12. . 20 FT 5 1 11.0 -2.7 -0.7 297.1 0.8 0.46 23.94 6.93 13.32 30.00, I 0.884 I 0.034 I .•'-. AT '14.85' FTT 5 1 11.0 -2.6 0.0 306.1 0.8 0.01 24.63 . 6.93 13.32 30.00 I 0.911 I 0.001 I . . .. .......... . LOCATION X-COP. Y-COR DEP AREA RX RY LX. LV 1 LV 2 ((LX ((LVI KLY2, SX LB -1 PT 1 LB 2, PT 2 OS QA CS 1 CS 2 , - MM 01ST (FEET) (IN) (IN?) (iii) (IN) (IN) (IN) (IN) RX RY RY (IN3) (IN) (IN) (IN) (I?.) SPLICE POINTS . ) . .. 5 0.00 44.94 30.07 11.00 3.30 4.54 1.09 567.1 60.0 146.8 55.2 12.41 120.0 1.36 ; 1.00 1.00 1.17 - 5 15.00 29.95 .0.63 11.00 3.30 4.54 1.09 667.1 60.0 145.5 55.2 12.41 60.0 1.33 1.00 1.00 1.00 -) PURLINS OR GIRTS 5 4.70 40.24 30.25 11.30 3.30 4.54 1.09 667.1 60.0 146.8 55.2 12.41 120.0 1.36 1.00 1.00 1.12 - - 5 9.70 35.24 30.44 11.00 3.30 4.54 1.09 567.1 60.0 60.0 146.3 55.2 55.2 12.41 60.0 1.33 60.0 1.33 1.00 1.00 1.25 1.06 .- 5 14.70 30.25 30.62 11.00 3.30 4.54 1.09 667.1 60.0 60.0 146.8 55.2 55.2 12.41 60.0 1.33 60.0 1.33 1.00 1.00 1.06 1.05 INTERMEDIATE POINTS . . . . 5 2.35 42.59 30.15 11.00 3.30 4.54 1.09 667.1 60.0 146.3 55.2 12.41 120.0 1.36 1.00 1.00 1.12 . 5 7.20 37.74 30.34 11.00 3.30 4.54 1.09 667.1 oO.O 146.6 55.2 12.41 60.0 1.33 ' 1.00 1.00 1.25 ) . 5 12.20 32.75 30.53 11.00 3.30 4.54 1.09 667.1 50.0 ' 14o.3 55.2 12.41 60.0 1.33 ' 1.001.00 1.05 . ..... . . . 5 14.85 30.10 30.53 11.00 3.30 4.54 1.09 667.1 60.0 146.8 55.2 12.41 60.0 1.33 1.00 1.00 1.00 . ME MP ER 6 FRONT HAUNCH- 3/16 X 5.0 FLANGE 1/ 8 WEE DEPTH AT JN 2 721.00 - DEPTH AT JN 2 6=11.00 LGNT 13.41' WT= 186.18 . MEMBER 6 FLAGEYIELC = 50.00 '((SI, WEB YIELD = 50.00 ((SI - . . . • .' ACTUAL FORCES , A C T U A L AL I OW A B L E STRESS CONDITIONS -- L 4 T 1014 MEN LOAD AXIAL SHEAR MOMENT AXIAL SHEAF. DE40ItJG AXIAL SHEAR SENDING I SUM I I - ...........- 2 CASE DEPTH (KIPS) (KIPS) (KIP-1-4) S I P. E S S S T P E S S I COMBINED I SHEAR I -••• SPLICE PJPJTS I I I --PUL1NSORGITS 71. AT 3.31 FT 5 1 19.0 -3.1 -5.1 -612.7 0.7 2.40 24.39 16.56 4.33 24.65 I 1.013 I 0.554 I - -' -E A, .. - '.. -, .. •-" -, •. S. RECEIVED I!U3 31986 BENTON ENGINEERING, INC. ArrLIEO SOIL MECHANICS - rouNoArloNs ao RurrI floAo SAN DIEGO. CALIFORNIA 52123 August 15, 1986 P1111.11' 11F.UKId( flF.N ION POISIflINT . CIVIL UNOINSSU Y.L.PHOHU (119) 868.1989 Mr. Allen R. Grant Grant Construction Company, Inc. P.O. Box 3028 Modesto, California 95353 Subject: Project No. 86-6-5A Cinema Air Alternative Pavement Designs Dear Mr. Grant: As requested, we have investigated other possible designs of Portand Cement concrete pavement for the apron area and the parking lot area for the revised loads of 32,000 pounds on each of two dual wheels. It is recommended that a minimum thickness of 4 inches of subbase be placed under the apron slab. This will provide uniform support for the slab, and will increase the effective modulus of subgrade reaction. Alternative recommendations are also given for subbase thicknesses in excess of 4 inches. For 4, 8, and 12 inches of thickness, respectively, the modulus of subgrade reaction is increased to 120, 200, and 270 pounds per cubic inch, for this site. For Portland Cement concrete paving (PCC) on site, it is assumed that the design wheel load is 6000 pounds for automobile and light truck parking and traffic areas. For Portland Cement concrete apron paving, it is assumed that a maximum dual wheel load is 32,000 pounds, or one-half of the 64,000- pound maingear plane load, and that the flexural strength of concrete 28 days after pouring is 650 pounds per square inch. The design procedure is that described in Advisory Circular 150, published by the Department of.Transportation, dated 12/7/78. The recommended pavement sections are as follows: Automobile and Light Trucks Paving 5.0 Base Course Materials, (Caltrans Class II aggregate base gradation with a minimum CBR of 80 at 95 percent of maximum dry density) On-site soils scarified, brought 6.0 to optimum moisture, and recompacted to at least 95 percent of maximum dry density Airplane Apron (1) (2) (3) 7.0 7.0 6.5 4.0 8.0 12.0 9.0 6.0 6.0 Mr. Allen R; Grant -2- August 15, 1986 Project No. 86-6-5A During construction, the proposed paving areas should be uniformly excavated to a depth equal to the combined total thickness of Lines (a) and (b) shown above plus an additional 3 inches in the Portland Cement concrete apron areas, if option (1) is selected. The exposed surface should then be scarified to a depth of 6 inches, moistened %or dried as necessary to an optimum moisture content and uniformly compacted to at least 95 percent of maximum dry density as determined by ASTM 01557-78, that uses 25 blows of a 10-pound rammer falling from a height of 18 inches on each of 5 layers in a 4-inch diameter 1/30th cubic foot mold. All compaction shall be done under continuous engineering inspection, with reliable field density tests taken at intervals not to exceed 100 feet horizontally. All field density tests shall verify that the upper 6 inches of soil is compacted to at least 95 percent of maximum dry density. If option (1) is selected in the (PCC) concrete apron areas, the next 3 inches of fill should be replaced and should be uniformly compacted to at least 95 percent of maximum dry density. The maximum vertical thickness of lifts shall be 6 inches after compaction. The base course shall then be placed at optimum moisture content and shall be uniformly compacted to at least 95 percent of maximum dry density as described above, prior to placement of the paving. The elevation of the bottom of the base course should be controlled so that it will drain to the perimeter or interior subdrains. The perimeter of the apron should be protected from water intrusion by positive drainage away from the base course. Respectfully submitted, BENTON ENGINEERING, INC. By Paul F. Reviewed by Phi i. njlnfvu- Distribution: (2) Addressee (2) Cinema Air, Palomar Airport, Attention: Mr. R. Martin PFB/PFIB/jer BENTON ENGINEERING. INC. BENTON ENGINEERING, INC. APPLIED BOIL MECHANICS - FOUNDATIONS 10 RUFFIN ROAD SAN DIEGO, CALIFORNIA 92123 PHILIP HENKING BENTON PRESIDENT . CIVIL tp4a,Nrr August 1, 1986 TULtIHONt (19) BBS-lass Grant Construction Company, Inc. 1117 Lone Palm Ave. P.O. Box 3028 Modesto, Calif. 95353 Attention: Mr. Allen R. Grant Gentlemen: This is to transmit to you four (4) copies of our report under our Project No. 86-6-5A entitled Soils Investigation, Hangar Office Building, Palomar Airport, Carlsbad, California,"dated July 31, 1986. If you should have any questions regarding the data presented in this report, please contact us. Very truly yours, B ENGINEERING, INC. E QI Philip H Benton, Civil Engineer PHB/vrh SOILS INVESTIGATION HANGAR OFFICE BUILDING PALOMAR AIRPORT CARLSBAD, CALIFORNIA FOR CINEMA AIR PROJECT NO. 86-6-5A JULY 31, 1986 ENTON ENGINEERING. INC. TABLE OF CONTENTS SOILS INVESTIGATION Page Instroduction---------------------------------------------1 Field Investigation---------------------------------------1 and 2 Laboratory Tests------------------------------------------2, 3 and 4 DISCUSSIONS, CONCLUSIONS AND RECOMMENDATIONS Discussion of Soil Types----------------------------------5 Conclusions and Recommendations---------------------------5 and 6 Foundation Design-----------------------------------------6 and 7 -Lateral Forces--------------------------------------------7 Compacted Fill Ground-------------------------------------7 and 8 Expansive Soil Condition----------------------------------8 and 9 Fill Soils-------------------------------------------------9 Pavement Design-------------------------------------------10 and 11 Inspection of Construction--------------------------------11 and 12 DRAWING TITLE Drawing Location of Testing Borings and CRR Samples--------------- 1 Summary Sheets: Boring'1---------------------------------------------2 Boring2---------------------------------------------3 Boring3---------------------------------------------4 Boring4---------------------------------------------5 Boring5---------------------------------------------6 Boring5B--------------------------------------------7 Boring.6----------------------------------------------8 CBRNo.1 ----------------------------------------------- CBRNo.2---------------------------------------------9 CBRNo.3---------------------------------------------9 CBRNo.4---------------------------------------------10 CBRNo.5---------------------------------------------10 CBRNo.6 --------------------------------------------- -10 CBRNo.7 --------------------------------------------- 10 Consolidation Curves---------------------------------------11 Boring2---------------------------------------------11 Boring4 ---------------------------------------------- 11 Boring6----------------------------------------------12 00 APPENDICES 0 4-' Unified Soil Classification Chart-------------------------A Sampling, Shear Tests, Consolidation Tests and Expansion Tests ------------------------------------------- -B BENTON ENGINEERING. INC. I BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 99O RUFFIN ROAD SAN DIEGO, CALIFORNIA 92123 I PHILIP HENKING RENTON PflUIOENT CIVIL INOIHEfl SOILS INVESTIGATION T.LtPHONE (&I9) 565-1955 Introduction This is to present the results of a soils investigation conducted at the site of the proposed hangar, work shops, and office building for Cinema Air at the Palomar Airport, Carlsbad, California. It is understood that the proposed 18,000 square foot office building on the east side of the new high bay single span 40,000 square foot steel hangar is to be steel frame construc- tion, two stories in height, with concrete slab floors on grade. The location and configuration of the proposed hangar building and shops on the south side of the hangar is understood to be as indicated on a drawing prepared by Grant Construction Company, dated 4-22-86. . The purpose of this investigation was to determine the general subsurface conditions of the site and certain physical properties of the soils, so that pertinent soil parameters may be presented for the design. of the proposed hangar buildings and adjacent concrete paved apron areas. Field Investigation . Six borings, 24 inches in diameter, were drilled using a truck-mounted rotary bucket-type drill rig at the approximate locations •shown on the attached Drawing 1, entitled "Location of Test Borings and CBR Samples." Six borings in the proposed building area were drilled to depths of 12.0 feet below the existing ground surface. Seven pits in the proposed hangar, airplane taxi area and apron were excavated by hand to depths of 1.3 to 1.8 feet below the existing ground surface. A continuous log of the soils encountered in the -2- borings and CBR samples was recorded at the time ofdrilling 'and isshôWñin detail on Drawings 2 to 10, inclusive, each entitled "Sumthaiy Shéèt" The soils were visually classified by field identification procedures in accordance with the Unified Soil Classification Chart. A simplified description of this classification system is presented in the attached Appendix A at the end of this report. Undisturbed samples were obtained in the six test borings at intervals of 2.5 to 4 feet in depth in the soils ahead of the drilling. The drop weight used to drive the sampling tube into the soils was the "Kelly" bar of the drill rig, which weighed 1402 pounds. The average drop of the Kelly bar was 12 inches. Disturbed bulk samples were also obtained in Boring 5B for checking on petroleum contamination. Also, large bulk samples were taken in the seven CBR hand pits in the proposed paved areas at depths approximately equal to the proposed subgrade. The general procedures used in field sampling are described under "Sampling" in the attached Appendix B. Laboratory Tests Laboratory tests were performed on all undisturbed samples of the soils in order to determine the dry density, moisture content, and shearing strength. The results of the tests arepresented on Drawings 2 to 6, inclusive, and Drawing 8. Consolidation tests were performed on representative samples in order to determine the load-settlement characteristics of the soils and the results of these tests are presented graphically on Drawings 11 and 12, each entitled "Consolidation Curves." The general procedures used for the laboratory tests are described in Appendix B. In order to establish compaction criteria, compaction tests were performed on representative samples of the subgrade soils in the proposed paved areas. BENTON ENGINEERING. INC. -3- These were tested in accordance with ASTM D1557-78, which requires 25 blows of a 10-pound rammer falling from a height of 18 inches on each of 5 layers in a 4-inch diameter 1/30-cubic foot mold. The results are presented as follows: Maximum Dry Optimum Boring Bag Depth Density Moisture No. Sample in Feet Soil Description PCF Percent 1 1 1.0-2.0 Silty Clay 105.8 16.4 4 1 1.5-2..5 Silty Fine to 127.0 8.7 Medium Sand 6 1 1.5-2.5 Silty Clay 113.0 13.4 Expansion tests were performed on samples of the upper more clayey. soil types in order to determine their vertical expansion characteristics with change in moisture content. Undisturbed samples were tested in two ways: the samples were allowed to dry in the air for two days, then subjected to a load of 500 pounds per square foot and saturated; or were subjected to a load of 144 pounds per square foot without loss of field moisture, and saturatôd;, Disturbed samples were remolded according to UBC Standard 29-2 method. The results are as follows: Boring Sample Depth Expansion No. No. in Feet Soil Description Percent Test Method 1 Bag 1 1.0-2.0 Silty Clay 12.54 UBC 29-2 (index=125) 1 1 2.5 Silty Clay 3.51 Field Moisture + 144 PSF 1 1 2.5 Silty Clay 6:78 Air Dry + 500 PSF 3 1 2.5 Silty Clay 11.02 Field Moisture + 144 PSF 3 1 2.5 Silty Clay 9.03 Air Dry + 500 PSF 6 Bag 1 1.5-2.5 Silty Clay 18.02 UBC29-2 (index=180) It is concluded-from the above laboratory expansion tests that the upper silty clay soils fall in a highly to critical expansive soil category. BENTON ENGINEERING. INC. -4- Direct shear tests were performed on undisturbed samples in order to determine the mimimum angle of internal friction and apparent cohesion of the soils. All samples were saturated and drained before testing. The results of these tests are as follows: Angle of Normal Maximum Shear Internal Friction Apparent Load KSF Load KSF Degrees Cohesion PSF Boring 4 0.5 2.93 4 2090 Sample 2 1.0 2.17 Depth 5.0' 2.0 2.23 Boring 5 0.5 1.33 3 1300 Sample 2 1.0 1.85 Depth 5.0' 2.0 1.42 . California Bearing Ratio tests were performed on samples representative of the subgrade soils in the proposed paved areas. The CBR tests were performed in accordance with ASTM D_1883*and the test results are presented as follows: Molded Initial Loads in Percent Percent Bag Dry 'Moisture Pene- Pounds on CBR Expansion Moisture CBR Sample Depth Density Content tration 3 sq. in. % of During After No. No. in Feet PCF % dry wt Inch Plunger Std. Soaking Penetratie 3 1 0.3-1.3 121.1 14.5 0.1 126 4.2 4.16 28.0 0.2 205 4.6 0.3 261 4.6 0.4 340 4.9 0.5 421 5.4 . 5 1 0 5-1.5 115.6 17.0 0.1 43 1.4 9.17 36.5- 0.2 65 1.4 0.3 97 1.7 . 0.4 120 1.7 0.5 135 1.7 6 1 0.8-1.8 122.3 13.5 0.1 63 .2.1 6.56 29.6 0.2 111 2.5 0.3 150 2.6 0.4 198 2.9 0.5 245 3.1 The above CBR values correspond to a "K" value of 70 to 130 pi for this type soil, according to Seeley and the DM-5 Navy Design Manual. * As modified per City of San Diego standards. BENTON ENGINEERING. INC. I DISCUSSIONS, CONCLUSIONS AND RECOMMENDATIONS I Discussion of Soil Types Asphaltic concrete and silty sand fill soils Wére encountered to approx- imately 0.5 foot in Borings 1, 2, 3, 5 and 5B. A medium compact silty clay fill 1 .was encountered to 1.5 feet in Boring 4 and was underlain by a medium compact silty sand to-2.5 feet A medium compact silty clay fill was encountered to a 'I depth of 2.4 feet in Boring 6. . The underlying natural soils encountered in this investigation consisted of very firm silty clay at Borings 1, 2, 3, 4, 5 and 5B and clayey sand at Boring 6 These very firm soils and sandy clay were encountered in various J layers to the depths of exploration Detailed descriptions of the 'Soils - encountered are shown on Drawings 2 to 8, inclusive The classification of th&CBR samples, Nos. 1 to 7, inclusive, are shown on Drawings '9 and 10.- .5, 5 5. I At the time of excavation, on July 3 and 7, 1986, no free ground water was encountered in any of the borings. 1 I Conclusions and Recommendation's - ' The following conclusions and recommendations are professional opinions that are based upon site materials observed in the above field investigation, I laboratory test -results,-and engineering analysis and calculations %ieseJ been deri ved in accordance with current stidofpratiE7 I No-wa expressed or iilã7 Jc / I . The upper fill soils to depths of 0.5, 0.5, 0.5, 2.5, 0.7 and 2.4 feet, respectively, in Borings 1, 2, 3, 49 5 and 6 were placed without adequate 00 preparation ofunderlying natural soils or compaction -, .4 • S o • •• . , S. - .S S I 55 • . 5 . . S I - U . . . I • • •* . S . - . . S , S 'S - 55 5 , 4 -. - •;S - , .5 •:-. 5 .5 . .5 •555 _ BENTON ENGINEERING INC V.. 1 I 6.- The areas where filled ground exists below the proposed concrete floor of the hangar, such as found to 2.5 feet in Boring 4,' where the percent compaction• .1 is 88 pe'cent, it is recommended that this filled ground be removed and be 1 '• replaced in six-inch layers uniformly compacted to at least 90 percent of maximum dry.den'sity to within one foot below the concrete slab that is to 1 support that the upper one foot be uniformly compacted to atleast 95 percent of maximum dry density I. based on the ASTM D1557-78 method. .. , I Likewise, in the ni proposed concrete apron areas,cit:smen: 'at ded—thi j •replaced as compacted filled ground as described, above. Foundation Design . Adequate'support for the building foundations may.be provided by continuous I. , and square' spread footings. - . wjde 'and are placed a minimum of 1.0 foot iinitozund:itüb -tia4i-liid placed at least 2 feet below the lowest adjacent subgrade elevation may be designed , 'for an allowable maximum bearing value of4Q Qpound, per square foot. 1 ' V• For $5 -r-efot:thg the building and hãnga and . .founded as recommended above, the maximum allowable bearing value may be increased These bearing values ate for dead ' I' .and liveloads and may be increased one-third for combined dead, live wind , • . - : V . •• . . , 1 ••jV,,. . and seismic loads. . • • • - . . V : I loor—slabs—inside—the'burl-dings—may be supported by compacted fill ground or éxistin"onsite natural soil provided . I gra then a moisture vapor barrier then V , • -V I • 2' inches of sand.* Paved areas fOr airplanes or automobiles should be placed .. . . , Vi ," I ' • I.. • V on compacted fillground as presented in the section titled "Pavement Design." This section is found on Page 10. * This design is to minimize the adverse effects of the expansive, silty clay as I further described on Page 8 under "Expansive Soil Condition " BENTON ENGINEERING. INC.- V -. . • •-' '• • V I, -7- I The settlement ofa continuous footing that is 2.0 feet wide and subjected to the above maximum vertical load for continuous footings is estimated to be on I the order of 1/4 inch. The settlement of a square or round footing that is 4.0 feet wide andsubjected to a vertical load of 6000 pounds per square foot I is estimated to be on the order of 1/2 inch. Lateral Forces Resistance to lateral forces may be provided by passive resistance only. Passive resistance is provided against footings that are cast directly against undisturbed natural soil. Passive resistance may be calculated as 1000 pounds per square foot 1.0 foot below the proposed finished ground surface, increasing at the rate of 50 pounds per square foot per foot of depth in the firm underlying undisturbed natural soil. The above values are for combined dead, live, wind and seismic loads. Compacted Fill Ground References made in this report to compacted fillground refer to soil that is selected, placed, compacted, and inspected as described in this section. Compacted fillground is composed of select imported sand, silty sand, and clayey sand soils that are free of trash, debris, vegetation, and other deleterious materials. All loose or medium compact fill soils less than 90 percent of maximum dry density beneath the hangar and concrete apron areas e by ASTM D1557-78, modified to 25 blows of a 10-pound rammer falling frjom a height of 18 inches on each of 5 layers in a 4-inch diameter 1/30dubic foot mold. All compaction shall be done under continuous engineering inspection, with reliablefield BENTON ENGINEERING. INC. 4 1 -8- I density tests taken at intervals not to exceed 1 foot vertically and 100 feet 1 hor.izontally. All field density tests shall verify that the soil is compacted ,to a minimum of 90 percent of maximum dry density except that the upper I one foot of subgrade below concrete pavement that is to support aircraft wheel 1 loads should be compacted to at least 95percent of maximum dry density. The maximum vertical thickness of each compacted.lift shall be 6 inches after J compaction Expansive Soil Condition I In order -to reduce the effects of expansive soil, it is recommended that all expansive clay type soils be I hiee~6ft-re =1YtT1-l-di-ng The expansive clay- type soils should be disposed of off site or placed in landscape areas In order to reduce the adverse effects of expansive soil, the following ' I is recommended and the office building concrete on grade I slabs 1) In the building area, use continuous footings throughout, 1 and place these at apjTnT3mii pth:of2'0:feet:beTIw the lowest adjacent exterior finished grade • 2) Reinforce and interconnect continuously with reinforcement k • interior and exterior footings with top and bottom reinforcement -Y 4 I all so that these may span up to 10.0 feet unsupported , Ih J I00 -aA - reinforcement - U -• 4) Provide a minimum of 4 inches of gravel or crushed rock 3/4 . 5- -. ,.• CL I to 1 inch in diameter, overlain by a moisture vapor barrier, tit I. + BENTON ENGINEERING. INC. overlain by a minimum of 2 inches of sand. If interior "floating" slabs are used, separate slabs from perimeter footings by a 1/2-inch thickness of construction felt or equivalent, to allow independent movement of slabs relative to perimeter footings. Assure complete separation by extending the construction felt over the full thickness of the edge of the slab. Cut off door stops at least one inch above the floating slab. Provide structural separation between the hangar, offices and work shops to allow for differential movement. For both the hangar and the office building, it is recommended that • positive drainage be provided away from all perimeter footings by providing I a sealed impervious paving on a sloping ground surface that drains away from all foundations for a horizontal distance of at least 15 feet and by providing I adequate drainage away from the site. I Fill Soils 1 . The select import sand, silty sand, and clayey sand soils should be tested to conform to the following physical properties: I Gradation: 100% passing No. 4 sieve Not more than 30% passing No. 200 sieve • . Liquid Limit: . Not more than 30 Plasticity Index: Not more than 10 Angle of Internal Friction: Not less than 30 degrees Apparent Cohesion: Not less than -100 pounds per square foot .Expansion: Not more than 2.00% I Maximum Dry Density: Not less than 120 pounds per cubic foot CBR Not less than 10 when compacted to 95% of maximum dry density I Notes: The Angle of Internal Friction and Apparent Cohesion above are determined in direct-shear tests of samples remolded to 90% of maximum 4-3 dry density and saturated and drained before testing. I The Expansion is determined by remolding a sample of the soil to 92% of maximum dry density at optimum moisture, then air-dried for two days, then subjecting the sample to a vertical load of 500 pounds per square foot and saturating it. Soils to be used under building areas do not I . need to have the above CBR property. BENTON ENGINEERING. INC. - 10 - Pavement Design For asphaltic concrete paving (AC) on site, it is assumed that the design wheel, load is6:00.0iThid:s for parking and traffic areas. For. Portland cement concrete apron paving (PCC), it is assumed that a maximum tjn:g:teTwh:e:e1 load is 35,500 pounds, or one-half of the total 71,000 maximum plane load,and that the flexural strength of concrete 28 days after pouring is 650 pounds per square inch. The design procedure is that described in a manual published by the Portland Cement Association, dated 1955. The recommended pavement sections are as follows: Automobile Areas Airplane Alternative 1 Alternative 2 Areas ,. Pavin g r:I!IIi? Base Course Materials 6.0" ' 14.0" - (Caltrans Class II aggregate base gradation with a minimum CBR...QL 80 at 95 percent of maximum dry isity) Imported soils having ajninimum CBR 8.0" - - ...of JO compacted to at least 95 percent of maximum dry. density. 'Onsite soils scarified, brought to " 6.0" 6.0" ' 12.0" optimum moisture, and recompacted to at least 95 percent of maximum dry density. * The Portland cement concrete shall have a 28-day compressive strength of 400( psi. During construction, the proposed paving areas should be uniformly' excavated to a depth equal to the combined total thickness of Lines (a), (b) and (c) shown above plus an additional 6 inches in the Portland cement concrete apron areas. The exposed surface should then be scarified to a depth of 6 inches, moistened or dried as necessary to an optimum moisture content and uniformly compacted to at least 95 percent of maximum dry density as determined by BENTON ENGINEERING. INC. ASTM D1557-78, modified to 25 blows of a 10-pound rammer falling from a height of 18 inches on each of 5 layers in a 4-inch diameter 1/30 cubic foot mold. All compaction shall be done under continuous engineering inspection, with reliable field density tests taken at intervals not to exceed 100 feet horizontally. All field density tests shall verify that the upper 6 inches of soil is compacted to at least 95 percent of maximum dry density. In the (PCC) concrete apron areas, the next 6 inches of fill should be replaced and should be uniformly compacted to at least 95 percent of maximum dry density. The maximum vertical thickness of lifts shall be 6 inches after compaction. Next, the imported soils, having a CBR of at least 10, shall be placed as described above and each layer shall be uniformly compacted to at least 95 percent of maximum dry density. The base course shall then be placed at optimum moisture content and shall be uniformly compacted to at least 95 percent of maximum dry density as described above, prior to place- ment and compaction of the paving. I Inspection of ConstrUction ' During excavation of foundations, the exposed field conditions encountered may differ from those encountered in the limited locations explored and sampled I in. this investigation. It is extremely important to anticipate that the actual conditions and soil types encountered in the course of construction may differ • from those encountered and reported in this investigation. The result may be that local modifications of the foundation design will be necessary, based on J LD field conditions encountered. It is therefore necessary that all footing 00 excavations be inspected before 0 a placement of steel reinforcement to verify that soil types encountered are similar to those described in this investigation, I U and to verify that footings are placed to adequate depths in suitable bearing 0 BENTON ENGINEERING. INC. - 12 - soils that are described in this report. It is also important to maintain the inplace field moisture conditions- at 22.4% moisture or greater in all of the upper silty clay soils and to not allow these to dry and cause shrinkage cracks in the supporting soils prior to pouring the concrete. If drying conditions exist at the time of construction, it will be necessary to provide water via sprinkler systems or some suitable method for the time the expansive silty clays are exposed. The contractor should be cautioned that final decisionsregarding foundation depth may be made at the time of construction, with inspection and approval for foundation placement to be made at that time, as directed by the owner. Respectfully submitted, BENTON ENGINEERING, INC. By , CA4 ~ - 6U~W Paul F. Benton Reviewed rrivrp ii. benn, Livi I Ingineer RCE No. 10332 Distribution: (4) Grant Contruction Company, Inc. Attention: Allen R. Grant PFB/PHB/vrh DENTON ENGINEERING. INC. 4!: 1 00 hi --'-I- ,-- 4 4 ,•r__ 2 K 00 IL 44 to 0) hi W• CONCRETE APRON MAI N TAXI WAY CONCRETE APPROACH t- -- SCALE: 1": 60' x CONCRETE APRON 2 0 00 Sz z• Vt L 0 I .1 1JIHIIHHW ou LOCATION OF TEST BORINGS AND CBR SAMPLES PALOMAR AIRPORT SAN DIEGO COUNTY, CALIF. 71006 • O.SAENZ PROJECT NO. DRAWING NO. 86 — 6 - 5A BENTON ENGINEERING, INC. • 1 RENTON ENGINEERING. INC. F— z 0 - cc —11 S SUMMARY SHEET CC ,- , ,- 116 C, w Cz ..- CL CO ou. BOflINO NO. .1 zo, O: Z • CL OZ • 0 Fil ASPHALTIC CONCRII Brown, Moist, Compacted SILTY - Decomposed Granite Base FINE TO MEDIUM - SAND 1 D1 7.0 2.4 99.3 1.13 Light Gray, Moist, Very Fin, 3 to Light Olive S 4: I I 7.0 0.8 91.2 2.03 : - S jj4i S SILTY CLAY 5 ® - 9.8 8.4 95.0 2.29 9- 10 S .S 12 0 4it S L4 8.5 96.1 3.67 Indicates undisturbed drive sample - 0 Indicates sample not recovered - J Indicates loose bulk sample PROJECT NO. 86-6-5A BENTON ENGINEERING, INC. D8AWIN NO I 2 Iw z 0 - -rn - - — M, 2m mom N - Ift JOB NAME LlnPa k1r DEPTH/FEET 00 S LI SAMPLE NUMBER OIL CLASSIFICATION ca CD In o . — DRIVE ENERGY 00 FT. KIPS/FT. FIELD MOISTURE DRY WT. co DRY DENSITY N) . . . • LB$ICU. FT. SHEAR RESISTANCE CJ1 '0 S KIPS!SQ. FT. .5 w O 0 I, ul IL wCK - SUMMARY SHEET BORING NO. 3 1 \SPHALTICCONCI grown, Slightly Moist, SILTY 1 - Compacted 4" Decomposed FINE TO MEDIUM - Granite Base SAND ©Light - Gray and Light Olive, Moist, ery Firm 3 7 SILTY CLAY 10 11 .1 7 .0 p6.2 I99.313.19 1.2 [8. . 9 193. . 4 13.10 8.4 1 31.5 192.2 12.23 I PROJECT NO. DRAWING NO. [ 86-6-5A BENTON ENGINEERING. INC. 4 X I W cc w l4 SUMMARY SHEET 4 . Zr w i IL Q -I 10 . • Ucl -W 411 ASPHALTIC CONCR, 1- (1y441Brown, Moist, Compacted SILTY IDecomposed Granite Base 211 FINE TO MEDIUM F - 2... L . SAND - Ii Gray Brown, Moist, Medium SILTY 1.4 15.3 112.2 0.60 i41 ICompact CLAY Dark Brown, Very Moist, SILTY - Medium Compact FINE TO MEDIUM SAND I • Light Gray and Light Olive, 7.0 23.7 Moist, Very Firm SILTY 101.41 1.79 CLAY 6 .'. Light Gray and Brown, Moist - Very Firm 7 - S . 8 - CLAYEY .5.4 16.0 .11.4 3.02 - . . FINE SAND 9 - - 8.4 17.2 107.9 3.32 10- Light Gray to Light Olive, Moist, Very Firm FINE SANDY CLAY PROJECT NO. DRAVYIP40 NO. 86-6-5A S BENTON ENGINEERING. INC. 4 ' ' ' 'SILTY LAY 5 'Q 6 Light Gray, Moist, Very Firm 7 - 8 - " - 9 CLAYEY Brown, Moist, and Few Shells and Thin Cemented Lenses and FINE 10- Few Lenses Silky Clay SAND — 11 - - 12 4 7.0 125.31 98.11 1.22 15.4.115.11114.9 2.901 IL 9.8I21.3I103. 2.71 E SHEET ILSUMMARY x 8onINoNo. 5 ' 'i'r c t • - - S SPHALTICCONCR.1 - Brown, Moist, Compacted,' SILTY . [Decomposed Giani.te Base , FINE TO MEDIUM SAND - 0 1Vi Light Gray to Light Olive, 5.6 29.3 92.6 2.1: - Vf Moist, Very Firm I I 5-.. -S PROJECT NO. . S DRAWING NO. BENTON ENGINEERING, INC. 86-6-5A 5 6 . . SUMMARY SHEETIL . .. I son,Na no. 5B : 30. 0 - 0 4` . ASPHALTIC CONCR.1 • Brown, Slightly Moist,. . . . i..Ff. Compacted 3½U Decomposed SILTY 11/iL) Granite Base FIRM TO MEDIUM 2-, ' SAND . S. Light Olive and Light Gray, 3 J rj)I' Hoist, Very Firm • ' 0 U , SILTY, CLAY l7 x Brown, Moist, Very Firm, . - : Lean CLAYEY .' FINE i - L i/6• (2'.,Y: . . SAND . - ' . Few Shells ' • '. "': 8 Light Olive to Light Gray, . -. : Little 9. Fine Sand in Clay SILTY 10 - ' 0 C[.AY 0 ,'.S :, :. 0,,__'•, Note: Bag samples were taken where' indicated' • . 0 .• , 0 • in this boring and saved for'testing of total recoverable petroleum - :: .:. • ,:• , -: hydrocarbons (TRPH). PROJECT NO. - S . DRAWING NO. - BENTON ENGINEERING INC. 86-6-5A . 7 BENTON ENGINEERING. INC. • :. CK SUMMARY SHEET IK Cc cc x BORING NO. 6 ti -. '1't Light Gray and Light. Olive 1_ ..4'LJ41' Mixed, Moist, -Medium Compact SILTY - CLAY 2 — () 'i4i 9.1 25.7 97.1 0.90 Light Brown and Light Gray, Moist, Very Firm, Lean and — With Lenses of Marginal - 4 :,• Silty Fine Sand — • S S 15.4 15.9110.02.32 - — — 0 — CLAYEY — S FINE — SAND 9.8 18.8 107.6 3.81 / — — . •X1:./•. - 10 — S /:/ ,y.•i ;'. — >r.,•? S S 1 1 12 ® 9.8 1 13.7 1111.13.55 1 PROJECT NO. DRAWING NO. 86-6-5A BENTON ENGINEERING, INC. 8 Iw z co I BENTON ENGINEERING. INC. I • z 2 SUMMARY SHEET : . w a. to O5% BR No. 0 31 W XO 00 a ic w CL o S a 1 L 2 SPHALTIC CONCR.i Brown, Moist, Compacted SILTY Decomposed Granite 3 "Base FINE TO MEDIUM SAND • Light Gray and Light Olive, Moist, Very Firm SILTY CLAY S • Stop atl8" : CBR No.5 El 4" ASPHALTIC CONCR-e Moist, Compacted, 2" SILTY FINE MEDIUMJL I I IlBrown, ecomposed Granite Base SAND • • - SILTY CLAY Stop at 18" S £BR.No.6 . - fl 2" \SPHALTIC CONCR. wn, Moist, Compacted, TP11 L Decomposed Granite Base SILTY FINE TO MEDIUM • ,• SAND • Light Gray, Moist, Very Firm • • • SILTY CLAY Stop at 21" • • : • CBRNo.7 •.: Dry, Loose T :Jkt.rown, Light Gray IN th Brown j:; I I I I • • 1 thI11Moist, Medium Firm Y CLAY Firm to Very Firm S • •• • Stop at 15" S S S PROJECT • NO. BENTON ENGINEERING, INC. DRAWING NO. 86-6-SA 10 SENTON ENGINEERING. INC. 4.* . - I .. '. ...• 1.! . . - 1 CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT. I O 2 0.4 - 0.6 0.8 I - . 2 4 6 8 - JO - 16 - i.. .. - 0 1 2 ; : in 0. !' 1: :.::.,.%c I • C • I 0 I- - I-H- I: .1:. I& ,- lI P ill I oil N 1113. Bhiuur __ M111flh1 U...IIIIII 110111- moll 1 - 5 -. • - - I - - • - - . - - - - • - • I- - • -. - •. -- .-- -- - - - S S - • - I- - -4 -. S - - - - I -- - I - - - - • •. 0 INO!CATES PERCENT CONSOLIDATION AT FIELD MOISTURE I•o•. S - 4 INDICATES PERCENT CONSOLIDATION AFTER SATURATION - - • - • - --!• -- - • - PROJECT NO. - . • - •- -- -. 1 - OftAING NO. I 86-6-5n j E10N ENGINEERING tNC -' U- - CONSOLIDATION CURVES LOAD IN KIPS PER SQUARE FOOT 0.2 .0.4 0.6 0.8 I :2 4 8 IO 16 I I I I I I I I lilt Boring r 6 -- - - - - - -.---.-- - - .IImui uuIIu WI uiuii __LII - iIIflIUUHHhI • —I 111111 __ hAul 1IIIuIl .11. 11EN Min 11,1111 10 ________ .saII _____ TRUNI____ .iiii • __ • ___ __IItUl!!iI! N!!IAhIF !'JAhIi ____•uuivamunui. ---IIIIli_-I .1 I III III I I II I •: - - - - - - - - - - - - - 1 •' 4. 1" I 0 INDICATES PERCENT CONSOLIDATION AT FIELD MOISTURE -. INDICATES . PERCENT ,CONSOLiDAT4ON AFTER SATURATION . . :UPROJECT NO. . . .......:, ..DRAWING NO. 86-6-5A . flENTON ENGINEERING INC. .12 . Laboratory Classification Criteria = to L) C — Greater than 4 CC = Between I and 3 .5 C= .9 D50 XD60 st.E is • Notmeetingau gradation requirements for GW 5 no 2 L - 5,;; , Atterbcrg limits below Above "A" line c 9.aus-' ., 'A" line, or F1 less with Pt between B than 4 and 7 are '2 , Attcrbcrg limits above borderline sacs Use Of '-=z,,ç, B' "A" line. with?! . dual symbols 'a t 5 greater than 7 c=P.s Greater than 6 , o Did - (D50)5 Betwccnland3 S D15 XD55 C "5 Not meeting all gradation requirements for SW 9 CCvfl C an-. 2 Atterberg limits below E9 55 "A" line orPl less than 5 a AtterberS limits below 'A" line with Ff areater than 7 60 Above "A" line with P1 between 4 and 7 are borderline cases rcquiflflg use of dual symbols Cemiinng soils at equal liquid limit C R to-u,p:nmen y stinnqvi outsit anolym ME "0 10 20 30 40 50 60 70 80 90 100 Liquid limit Plasticity chart for laboratory classification of fine grained soils 50 40 'I JU U, . 20 a- 'C — - — ._ Ems — - — — riclu suenuoceciun eroccoures (Excluding particles larger than 3 in and basing fractions on estimated weights) Wide range in grain size and substantial cc amounts of all intermediate particle Sim 5 5== Predominantly one size ora range ofsizes with some intermediate sizes missing .1 -5 .fi,,, Nonplastie fines (for identification pro. u O cedures see MLbelow) S Z.2 , - S = Plastic fines (for identification procedures, , - 53 ice CL below) a Wide range in grain sires and substantial 9 c' s '2° amounts of all intermediate particle 12 sizes r3-•; g-uEr Predominantiv one size ora range of sizes '5 Z 5 — 9' with some intermediate sizes missing - Nonplastic fines (for identification pro- S S' = '5 - -i,, Cedurea. see ML below) S '•- .2- '— a Plastic fines (for identification procedures, see CLbelow) Identification Procedures on Fraction Smeller than No. 40 Sieve Size Dry Strength Toughness (crushing (reaction (consistency .9 character. near plastic ' None to Quick to Non alight slow z '25 in — Medium to None to high very slow Medium Slow Slight medium Slight to Slow to Slight to medium none medium H None High o 'O.O veris Medium to None to I Slight to it high very slow medium Readily identified by colour, odour. Highly Organic Soils spongy feel and frequently by fibrous texture Unified Soil Classification rOUp Information Required for ysTbols Typical Names Describing Soils Well graded gravels, gravel. Gw sand mixtures, little or no fines Give typical name: indicate ap- proximate percentages of sand and gravel; maximum size; angularity, surface condition. C? Poorly graded gravels, gravel- sand mixtures. little or no fines and hardness of the coarse grains: local or geologic name and other pertinent descriptive Silty gravels, poorly graded GM gravel-sand-silt mixtures information; and symbols in parentheses For undisturbed soils add informs. Clayey gravels, poorly graded GC gravel-sand-clay mixtures (ion on stratification, degree of compactness, cementation. moisture conditions and drainage characteristics — Sw Well graded sands, gravelly sands, little or no fines Example: - Silly sand, gravelly: about 20f hard, angular gravel particles .in. maximum size: rounded Poorly graded sands, gravelly SP sands. little or no fines and subangular sand grains coarscto fine. about lS.non- plastic tines with low dry strength: well compacted and SM Silty sands. poorly graded sand. Silt mixtures moist in place: alluvial sand; (SM) — Clayey sands, poorly graded SC sand-clay mixtures Inorganic silts and very fine Give typical name: indicatedegree ML sands, rock flour, Silty or and Character of plasticity, Clavcv fine sands with slight amount and maximum size of plasticity coarse grains: Colour in wet condition, odour if any, local or — Inorganic Clays of low to CL. medium plasticity, gravelly geologic name, and other peru- clan, sandy clays, silty clays, nent descriptive information. lean clays and symbol in parentheses For undisturbed soils add infor. mation on structure, stratifies. Lion. consistency in undisturbed OL Organic silts and organic Silt- clan 01' low plasticity — inorganic silts. micaccous Or MN diatomaceous fine sandy or and rcmoialded states, moisture silty soils, elastic silts and drainage conditions CH Inorganic Clays of high plas- ticity. (at clan Example: Cioyev silt, brown: slightly plastic: small percentage of o.' Organic clays of medium tohigh — plasticity fine sand: numerous vertical root holes: firm and dry in Pest and other highly organic soils place: loess: (ML) Bound, classifications. Soils possessing characteristics of two groups are designated by combinations of group symbols. For example GW-GC. well graded gravel-sand mixture with clay binder. b Ail sieve sizes on this Chart are U.S. standard. Field IdensiFralion Procedure for Fine Grahted Soil: or Fractions These procedures arc to be performed on the minus No. 40 sieve size particles, approximately in. For field classification purposes, screening is not intended, simply remove by hand the coarse particles that interfere with the tests. Dilasancy (Reaction to shaking): After removing particles larger than No. 40 sieve size, prepare a pat of Dry Strength (Crushing characteristics): After removing particles larger than No. 40 sieve size, mould a pat of soil Toughness (Consistency near plastic limit): After removing particles larger than the No. 40 sieve size, a specimen of inch cube in size, is moulded to the consistency of Soil about one-half moist soil with a volume of about one-half cubic inch. Add enough water if necessary to make the soil soft but not sticky, to the consistency of putty, adding water if necessary. Allow the pat to dry completely by oven. sun or air drying, and then test its strength by putty. If too dry, water must be added and if sticky, the specimen Place the pat in the open palm of one hand and shake horizontally, striking vigorously against the other hand several tunes. A positive reaction breaking and crumbling between the fingcn. This strength is a measure of the character and quantity of the colloidal fraction contained in the should be spread out in a thin layer and allowed tOlosc some moisture by evaporation. Then the specimen is rolled out by hand on a smooth inch consists of the appearance of water on the surface of the pat which to a livery consistency and becomes glossy. When the sample Changes soil. The dry strength increases with increasing plasticity, High dry strength is characteristic for clays of the CH group. A typical surface or between the palms into a thread about one-eight in diameter. The thread is then folded and re-rolled repeatedly. During is squeezed between the fingers, the water and gloss disappear from the surface, the pat stiffens and finally it cracks or crumbles. The rapidity inorganic Sill possesses only very slight dry strength. Silty fine sands and silts have about The same slight dry strength. but can be distinguished this manipulation the moisture contest is gradually reduced and the specimen stiffens, finally loses its plasticity, and crumbles when the of appearance of water during shaking and of its disappearance during squeezing assist in identifying the character of the fines in a soil, . by the feel when powdering the dried specimen. Fine sand feels gritty whereas a typical silt has the smooth feel of flour. plastic limit is reached. After the thread crumbles, the pieces should be lumped together and a Very fine clean sands give the quickest and most distinct reaction whereas - slight kneading action continued until the lump crumbles. The tougher the thread near the plastic limit and the stiffer the lump when is plastic clay has no reaction. Inorganic silts, Such IS a typical rock . - It finally crumbles, the more potent is the colloidal clay fraction in the flour, show a moderately quick reaction. - . soil. Weakness of the thread at the plastic limit and quick loss of . coherence of the lump below the plastic limit indicate either inorganic - .. clay of low plasticity, or materials such as kaolin-type clays and organic - claYs which occur below the A-line, Highly organic clays have a very weak and spongy (ccl at the plastic limit. BENTON ENGINEERING, INC. APPLIED SOIL MECHANICS - FOUNDATIONS 5540 RU FFIN ROAD SAN DIEGO CALIFORNIA 92123 APPENDIX B PHILIP HENKING BENTON PRE9IDNT CIVIL ENGINEER TELEPHONE (19) 565-1955 Sampling The undisturbed soil samples are obtained by forcing a special sampling tube into the undisturbed soils at the bottom of the boring at frequent intervals below the ground surface. The sampling tube consists of a steel barrel 3.0 inches outside diameter, with a special cutting tip on one end and a double-ball valve on the other and with a lining of twelve thin brass rings, each one inch long by 2.42 inches inside diameter. The sampler, connected to a twelve inch long waste barrel, is either pushed or driven approximately 18 inches into the soil and a six-inch section of the center portion of the sample is taken for laboratory tests, the soil being still confined in the brass rings, after extraction from the sampler tube. The samples are taken to the laboratory in close-fitting waterproof containers in order to retain the field moisture until completion of the tests. The driving energy is calculated as the average energy in foot-kips required to force the sampling tube through one foot of soil at the depth at which the sample is obtained. Shear Tests The shear tests are run using a direct shear machine of the strain control type in which the rate of deformation is approximately 0.05 inch per minute. The machine is so designed that the tests are made without removing the samples from the brass liner rings in which they are secured. Each sample is sheared under a normal load equivalent to the weight of the soil above the point of sampling.. In some instances, samples are sheared under various normal loads in order to obtain the internal angle of friction and cohesion. Where considered necessary, samples are saturated and drained before shearing in order to simulate extreme field moisture conditions. Consolidation Tests The apparatus used for the consolidation tests is designed to receive one of the one-inch high rings of soil as it comes from the field. Loads are applied in several increments to the upper surface of the test specimen and the resulting deformations are recorded at selected time intervals for each increment. Generally, each increment of load is maintained on the sample until the rate of deformation is equal to or less than 1/10000 inch per hour. Porous stones are placed in contact with the top and bottom of each specimen to permit the ready addition or release of water. Expansion Tests One-inch high samples confined in the brass rings are permitted to air dry at 105° F for at least 48 hours prior to placing into the expansion apparatus. A unit load of 500 pounds per square foot is then applied to the upper porous stone in contact with the top of each sample. Water is permitted to contact both the top and bottom of each sample through'porous stones. Continuous observations are made until downward movement stops.. The:dial reading is recorded and expansion is recorded until the rate of upward movement is less than 1/10000 inch per hour.