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Home My WebLink About2186 PALOMAR AIRPORT RD; ; 80-380; PermitCITY OF CARLSBAD—BUILDING DEPARTMENT USE BALL POINT PEN ONLY NO. 80 I PALo1Ae .100 ADDRESS AV. ST. RDOtt cRPo.T I I I II I I IR.ID1//2/7 9c727C JDATE OP-APPLICATtO pus. LICENSE PERMIT NUMBER Gilt I. OWNER OWNER'S PHONE LcL7- t p¼-%) PRIME CONTRACTOR / 5Aro -J4j STATE LICENSE z.4- L4 OWNER'S MAILING ADDRESS 2 I 8CP LQ/% (l T.t) LS& D CONTRACTOR'S ADDRESS o 2. ' , 2C CONTRACTOR'S PHONE -72,5—'L%07 t/ 3/b3 -. - Not Valid Unless Machine Certified LOT L.4 LOCK ly~IVISION ESSOR'S PARCEL II/3.'iI ,g DESIGNER cç4 Lr 4 STATE LICENSE RE DESCRIPTION OF' L-.-- DESIGNER'S ADDRESS DESIGNER'S PHONE CENSUS TRACT zo tN C. UNITS RES. PARKING SPACE- Sf # 7[ NUMBER2 STORIES BLDG SQ. PT. D3US 1A 0CC GP I STANDARD PLAN S I PLAN I D S ITYPQN \QTY. MECHANICAL PERMIT AMT. . INSTALL FURN. DUCTS UP TO 100.000 BTU- OVER 100,000 BTU BOILER/COMPRESSOR 16-30 HP VENT FAN SINGLE DUCT MECH EXHAUST - HOOD/DUCTS BOILER/COMPRESSOR UPTO 3 HP BOILER/COMPRESSOR 3-15 HP JO CC. LOAD J( S -' VALUATION: 87ez QTY PLUMBING PERMIT - AMT, EACH FIXTURE TRAP /, . EACH BUILDING SEWER ,• 5_.P) EACH WATER HEATER AND/OR VENT . Op EACH GAS SYSTEM 1 TO 4 OUTLETS . EACH GAS SYSTEM 5 OR MORE EACH INSTAL., ALTER, REPAIR WATER PIPE EACH LAWN SPRINKLER SYSTEM . WATER SOFTNER . RELOCATION OF EA FURNACE/HEATER . BUILDING PERMIT 7 Issue 3- 00 Issue 300 SIGN PERMIT' i1 - TOTAL PLUMBING . - CONTRACTOR - L3l' . — - - TOTAL MECHANICAL . . CONTRACTOR PLAN CH O/ — I,/J._~ I ALL INCLt PERMIT ciTY. ELECTRICAL PERMIT. AMT. , ciTY, . MOBILE ME PERMIT AMT. TOTAL PLUMBING ELECTRICAL NEWCONSTEAAMP/SWT/BKR AWNING MECHANICAL 1 PH ,25 3 PH . PORCH . MOBILE HOME . I EXIST BLDG EA AMP/SWT/BKR . . : -- ,SOLAR 1 PH 25 3 PH . SET-UP '\\ RAMADA CABANA REMODEL/ALTERPERCIRCUIT . FENCE OVER 6' TEMP POLE200AMPS _._. . TOTAL MOBILE MICO-FILM I OVER 200 AMPS TEMP OCCUPANCY (30 DAYS) STRONC_NOTION: I_'_I4 — 1ssue 2flfl _________________ ______ __________________ CONTRACTOR - TOTAL ELECTRICAL TOTAL FEES PAYABLE 2€40 /.j'7':__z, _I I HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT, AND DO HEREBY CERTIFY THAT ALL INFORMATION HEREON ISTRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT IS ISSUED; TO COMPLY WITH ALL CITY, COUNTY AND STATE LAWS GOVERNING BUILDING CONSTRUCTION, WHETHER HEREIN OR NOT. I,ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARM. LESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. . 'AN OSHA PERMIT IS REQUIRED FOR EXCAVATIONS OVER 5-0" DEEP AND DEMOL to o CONSTRUCTION OF SCHOOL FEES : HTA - . t f-7/ APP SPECIFIED APPLICANT'SSIGNATURE' __OWNERDCONTRACTOIROVED AGENT O BYPHON _BY DATE LICENSED CONTRACTOR'S DECLAATION I hereby affirm that I am*c der provi- sions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Profes- sions Code, and my license Is In full force and ef- fect. OWNER-BUILDER DECLARATION Dl hereby affirm that I am exempt from the Con- tractor's License Law for the following reason (Sec. 7031.5 Business and Professions Code), Any city or county which requires a permit to con- struct, alter, Improve, demolish, or repair any structure, prior to Its Issuance also requires the applicant for such permit to file a signed state- ment that he Is licensed pursuant to the provi- sions 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 alleged ex- emption. Any violation of Section 7031.5 by an ap- plicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). DI, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure Is not Intended or of- fered for sate (Sec. 7044, Business and Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon and who does such work himself or through his own employees, provided that such Improvements are not Intended or of- fered for sate, if however, the building or improve- ment is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or Improve for the purpose of sale). Dl, as owner of the property, am exclusively con- tracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not ap- ply to an owner of property .ho builds or im- proves thereon, and who contracts for such pro- jects with a contractor(s) license pursuant to the contractor's License Law). I am exempt under Sec._, B. & P.C. for this reason______________________________ Date _____________ Owner WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certiflca%e pf con- sent to self-Insure, or. a certificate of ,cers' Compensation Insurance, or a certifd,Jopy thereof (Sec. 3800, Labor Code). POLICY NO. ___________________________ C$IPANY - opy Is filed with the city. 0 ertltled copy Is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed If the per- mit Is for one hundred dollars ($100) or less). I certify that In the performance of the work for e-Jch his permit is issued, I shah not employ any pérs n in any manner so as to become subject to thb Workers' Compensation Laws of California. NC' TO APPLICANT: If, after making this Cer- tif4qt Of Exemption, you should become subject th orkers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there Is a construction len- ding agency for the performance of the work for which this permit Is issued (Sec. 3097, Civil Code). AP.PLICATION & PERMIT 1200 ELM AVENUE (714) 438-5525 APPLICANT TO FILL IN INFOR- MATION WITHIN RED LINES. S CITY OF CARLSBAD— BUILDING DEPARTMENT • * APPLICATION & PERMIT USE BALL POINT PEN ONLY 1200 ELM AVENUE ' (714) 438-5525 JOB ADDRESS AV. ST. NO. 4 RD I'I(IA I l,IIf2.1r4II I I I 'DATE Of APPL ATION BUS. LIC NSE 2 PERMIT NUMBER - - O OWNER'S PHONE iu PR CTOR N TRA STATE LICE OWNER'S MAILING ADDRESS - CONTRACTOR'S ADDRESS - PHONE CONTRACTOR'S . - . -i,. QO 0lbO 22Q/8i 1 _ I( - Not Valid Unless Machine Certified - LOT I BLOCK lSUBDIvIsioN ASSESSOR'S PARCEL NO. . DESIGNER - I I I DEScRIPOF , - I J_4••1•,•' DESIGNER'S ADDRESS STATE LICENSE DESIGNER'S PHONE CENSUS TRACT I GP LAND USE ZONING - RES. UNITS PARKING SPACE NUMBER OF STORIES` BLDG SQ. FT. BLDG USE DCC. GP I STANDARD PLAN U PLAN ID U I ,.- TYPE CONST TcC. LOAD I - QTY. PLUMBING PERMIT ' AMT, CITY. MECHANICAL PERMIT AMT, EACH FIXTURE TRAP . . INSTALL FURN. DUCTS UP TO 100,000 BTU EACH BUILDING SEWER - . OVER 100,000 BTU EACH WATER HEATER AND/OR VENT . BOILER/COMPRESSOR UP TO 3 HP . EACH GAS SYSTEM 1 TO 4 OUTLETS , . BOILER/COMPRESSOR 3-15 HP EACH GAS SYSTEMS OR MORE . . BOILER/COMPRESSOR 16-30 HP EACH INSTAL., ALTER, REPAIR WATER PIPE . VENT FAN SINGLE DUCT ' EACH LAWN SPRINKLER SYSTEM . MECH EXHAUST - HOOD/DUCTS WATER SOFTNER - , . RELOCATION OF EA FURNACE/HEATER . BUILDING PERMIT 3.0 issue 3,00 SIGN PERMIT - ':•t [,PLUMBING CONTRACTOR . . TOTAL MECHANICAL - CONTRACTOR PLAN CHECK Lt C-fl I ALL INCLUSIVE PERM QTY. ELECTRICAL PERMIT AMT. art'. MOBILE HOME PERMIT , AMT, TOTAL PLUMBING ELECTRICAL I_I NEW CONSTEAAMPISWT/BKR . AWNING .... MECHANICAL I_I IPH,25 3PH . -PORCH ,.' . - MOBILE HOME EXIST BLDG EA AMPISWT/BKR . . SET-UP . SOLAR 1PH.25 3PH ,. RAMADA,CABANA. REMODEL/ALTERPERCIRCUIT . FENCE OVER 6' - ' .. S'Erong_motion TEMPPOLE200AMPS . TOTALMOBILEHOME - . MICO-FILM OVER200AMPS TEMPOCCUPANCY(30DAYS) issue 2;00 - TOTAL ELECTRICAL - CONTRACTOR .- TOTAL FEES PAYABLE I I HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT, AND DO HEREBY CERTIFY THAT ALL INFORMATION HEREON IS TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT IS ISSUEO TO COMPLY WITH ALL CITY, COUNTY AND STATE LAWS GOVERNING BUILDING CONSTRUCTION, WHETHER - SPECIFIED HEREIN OR NOT. l,ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARM. LESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS. COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. 'AN OSHA PERMIT IS REQUIRED FOR EXCAVATIONS OVER 5'-O' DEEP AND DEMOLITION OR CO STRUCTION OF School STRUCTURES OVER 3STOPIES INHI G HT 4,74_.. _ OWNER Fees APPLICANT'S SIGNATURE 0 CONT AGENT 0 BY RACTO RD PHONED _ LICENSED CONTRACTORS DECLARATION I hereby affirm that i am licensed, under provi- sions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Profes- sions Code, and my license is in full force and ef- fect. OWNER-BUILDER DECLARATION - Of hereby affirm that I am exempt from the Con- tractor's License Law for the following reason (Sec. 7031.5,Buslness and Professions Code). Any city or county which requires a permit to con- struct, alter, Improve, demolish, or repair any structure, prior to its Issuance also requires the applicant for such permit to file a signed state- ment that he Is licensed pursuant to the provi- sions 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 alleged ex- emption. Any violation of Section 7031.5 by an ap- plicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). Di, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or of- fered for sale (Sec. 7044, Business and Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon and who does such work himself or through his own employees, provided that such improvements, are not Intended or of- fered for sale. If, however, the building or Improve- ment Is sold within one year of completion, the owner-builder will have the burden of proving that he 'did not build or improve for the purpose of sale). Dl, as owner of the property, am exclusively con- tracting with licensed contractors to Construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not ap- ply to an owner of property .ho builds or im- proves thereon, and who contracts for such pro- jects 'with a contractor(s) license pursuant to the contractor's License Law). i am exempt under Sec._- B. & P.C. for this reason_________________________________ Date _____________ Owner WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of Con- sent to self-Insure, or a certificate of Workers' Compensation insurance, or a certified copy thereof (Sec. 3800, Labor Code). POLICY NO._________________________ COMPANY OCopy Is flied with the city. OCertifled copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the per- mit is for one hundred dollars ($100) or less). I certify 4ha1 In the performance of the work for which this permit is issued, I shall not employ any_ person In any manner so as to become subject to the Workers' Compensation Laws of California. NOTICE TO APPLICANT: if, after making this Cer- tificate of Exemption, you should become subject to theWorkers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit Shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there Is a construction len- ding agency for the performance of the work for which this permit is Issued (Sec. 3097, Civil Code). APPLICANT TO FILL IN INFOR- MATION WITHIN RED LINES. . CITY OF CARLSBAD— BUILDING DEPARTMENT APPLICATION & PERMIT USE BALL POINT PEN ONLY 1200 'ELM AVENUE '(714) 438-5525 NO. JOB ADDRESS AV. ST. if ia4i i i V'I I. iilC'i/iTi' I DATE OF APPLICATION BUS. LICENSE PERMIT NUMBER STATE LICENSE OWNER ' - OWNER'S PHONE PRIME CONTRACTOR - OWNER'S MAILING ADDRESS ' . '.. P--- 4-t- R11 -l/ CONTRACTOR'S ADDRESS V, DESIGNER DESCRIPTION OF WORK . . CONTRACTOR'S. / - ' '- Not Valid Unless Machine Certified NUMBER-OF STORIES LOT,.J I M BLOCK 7 t, SueDIvISION - , O' 24 ASSESSOR'S PARCEL NO. , . STATE LICENSE DESIGNER S ADDRESS DESIGNER'S PHONE CENSUS TRACT - GP LAND USE ZONING • RES. UNITS - PARKING SPACE BLDG SQ. FT. BLDG USE , , 0C C. GP STANDARD PLAN N - PLAN ID # TYPE CONST 0CC. LOAD ' MECHANICAL PERMIT ,AMT. INSTALL FURN. DUCTS UPTO1OQ000BTU - OVER 100,000 BTU BOILER/COMPRESSOR UP TO 3 HP BOILER/COMPRESSOR 3-15 HP BOILER/COMPRESSOR 16-30 HP VENT FAN SINGLE DUCT MECH EXHAUST - HOOD/DUCTS CITY. PLUMBING PERMIT . - AMT. - QTY. EACH FIXTURE TRAP - - . EACH BUILDING SEWER . EACH WATER HEATER AND/OR VENT ' . EACH GAS SYSTEM iTO 4 OUTLETS . EACH GAS SYSTEM 5 OR MORE , EACH INSTAL, ALTER, REPAIR WATER PIPE - , — EACH LAWN SPRINKLER SYSTEM '- .' - - WATER SOFTNER . RELOCATION OF EA FURNACE/HEATER . BUILDING PERMIT SIGN PERMIT TOTAL PLUMBING - . ,. CONTRACTOR - , , -' " TOTAL MECHANICAL - CONTRACTOR PLAN CHECK ALL INCLUSIVE PERMIT ELECTRICAL PERMIT. . AMT: CITY. MOBILE HOME PERMIT AMT. TOTAL PLUMBING (/1Ji.,_ i/i •'r - - ELECTRICAL' NEW CONST EA AMP/SWT/BKR . AWNING - MECHANICAL - I PH .25 3 PH . - PORCH ' . . MOBILE HOME 7IV EXIST BLDG EA AMP/SWT/BKR . . SET-UP . . SOLAR I • I I 1 PH ,25 . . 3 PH ' .- . RAMADA, CABANA . - ,.i3i7t.d ' I • I I I — REMODEL/ALTER PER CIRCUIT - . FENCE OVER 6' TEMPPOLE 200AMPS ' - . TOTAL MOBILE HOME . . - ''MICO-FILM - OVER 200AMPS . . - ___________ I • I I I TEMP OCCUPANCY (30 DAYS) TOTAL ELECTRICAL CONTRACTOR " - TOTAL FEES PAYABLE I i -.93io •-r I HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT, AND DO HEREBY CERTIFY THAT ALL INFORMATION HEREON IS TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT IS ISSUED: TO COMPLY WITH ALL CITY, COUNTY AND STATE LAWS GOVERNING BUILDING CONSTRUCTION, WHETHER SPECIFIED HEREIN OR NOT. 1. ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARM- LESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. . . , ._,1t;$'II;6L_____.. 'AN OSHA PERMIT IS REQUIRED FOR EXCAVATIONS OVER 5-0" DEEP AND DEMOLITION OR CONSTRUCTION OF STRUCTURES OVER 3 STORIES IN HEIGHT ' - APPLICANT'S SIGNATURE' OWNERO CONTRAcT0:D APPROVED BY D LICENSEDCONTR., R'SCLARATION I hereby affirm that VFim licensed under provi- sions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Profes- sions Code, and my license is In full force and ef- fect. OWNER-BUILDER DECLARATION DI hereby affirm that I am exempt from the Con- tractor's License Law for the following reason (Sec. 7031.5 Business and Professions Code), Any city or county which requires a permit to con- struct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed state- ment that he is licensed pursuant to the provi- sions 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 alleged ex- emption. Any violation of Section 7031.5 by an ap- plicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). Dl, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or of- fered for sate (Sec. 7044, Business and Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or Improves thereon and who does such work himself or through his own employees, provided that such improvements are not Intended or of- fered for sate. If, however, 'the building or improve- ment is sold within one year of completion, the owner-builder will have the burden of proving that - he did not build or improve for the purpose of sale). DI, as owner of the property, am exclusively con- tracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not ap- ply to an owner of property .ho builds or im- proves thereon, and who contracts for such,pro- (acts with a contractor(s) licensp purxj.Jant to the contractor's License Law). I am exempt under Sec. f iJ, ) & P.C. for this reason- Date Owner\/' WORKERS, COMPEN N DECLAR TION I hereby affirm that I have a certificate of con- sent to self-Insure, or a certificate of Workers' Compensation Insurance, or a certified copy thereof (Sec. 3800, Labor Code). POLICY NO._________________________ COMPANY is filed with the city. oCertlf led copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed If the per- mit is for-one hundred dollars ($100) or less). I certify that in the performance of the work for which this permit Is lssued,l shall not employ any person In any manner so as to become subject to the Workers' Compensation Laws of California. NOTICE TO APPLICANT: If, after making this Car- tlflce of Exemption, you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there Is a construction len- ding agency for the performance of the work for which this oermlt is Issued lSec. 3097. Civil Code). APPLICANT TO FILL IN INFOR- MATION WITHIN RED LINES. T > Al, CITY OF CARLSBAD— BUILDING DEPARTMENT 0 APPLICATION & PERMIT USE BALL POINT PEN ONLY 1200 ELM AVENUE (714) 438-5525 No. JOB ADDRESS 2 1 1 1 916 1 I 1P141L1o1m1,1/1 141 /11 11o 1fZ 1r 1,1 R1 i 1 AV. ST. I RD I IDATE OF APPLICATION -&' BUS. LICENSE 233/5 PERMIT NUMBER Ico 71 C-/(, H. OWNER OWNER'S PHONE I L cc, Ba t' ' I PRIME CONTRACTOR . ' £ -c e,,i'c1 o R F! STATE LICENSE OWNER'S MAILING ADDRESS I p0,7,q(t A,/PoPi' RD. <4R4 5-1? c4. CONTRACTOR'S ADDRESS o/ CONTRACTOR'S PHONE 290-790 . . L/ILj/eJ9L(8G f , Not 8s 81 LOT I BLOCK I SUBDIVISION I ASSESsbR'S PARCEL NO. DESIGNER STATE LICENSE DESCRIPTION OF WORK - DESIGNER'S ADDRESS grE.-- VDicJ, c4, DESIGNER'S PHONE Z7-2'o ____________________________ _____ CENSUS TRACT I GP LAND USE ZONING RES. UNITS PARKING SPACE NUMBER OF STORIES BLDG SO. FT. BLDG USE 0CC. GP STANDARD PLAN AMT. QTY. , . , - . . . . . A PLAN ID A TYPE CONST MECHANICAL PERMIT . AMT. - OVER 100,000 BTU BOILER/COMPRESSOR 3-15 HP VENT. FAN SING LE DUCT . MECH EXHAUST - HOOD/DUCTS . . INSTALL FURN. DUCTS UP TO 100,000 BTU BOILER/COMPRESSOR UP TO 3 HP BOILER/COMPRESSOR 16-30 HP 0CC. LOAD UUU(b / I 4 - (j 1c. —r---i b QTY. PLUMBING PERMIT EACH FIXTURE TRAP EACH BUILDING SEWER EACH WATER HEATER AND/OR VENT EACH GAS SYSTEM 1 TO 4 OUTLETS EACH GAS SYSTEM 5 OR MORE EACH INSTAL., ALTER, REPAIR WATER PIPE EACH LAWN SPRINKLER SYSTEM WATER SOFTNER - . RELOCATION OF EA FURNACE/HEATER . BUILDING PERMIT LS 60 S U.. €_ ..O0 SIGN PERMIT TOTAL PLUMBING CONTRACTOR . TOTAL MECHANICAL CONTRACTOR PLAN CHECK , ALL INCLUSIVE PERMIT am', ELECTRICAL PERMIT AMT. QTY, MOBILE HOME PERMIT AMT. TOTAL PLUMBING ELECTRICAL NEW CONST EA AMP/SWT/BKR ' . AWNING - MECHANICAL 1 PH 15 3 PH . PORCH . MOBILE HOME EXIST BLDG EA AMP/SWT/BKR . SET-UP . . SOLAR 1 PH 25 3 PH . RAMADA, CABANA . Iee REMODEL/ALTER PER CIRCUIT FENCE OVER 6' ' . 0 10Qn. TEMPPOLE 200AMPS . TOTAL MOBILE HOME - . MICO-FILM I I I OVER 200 AMPS . . I • I I I TEMP OCCUPANCY (30 DAYS) TOTAL ELECTRICAL - TOTAL FEES PAYABLE I CONTRACTOR I HAVE CAREFULLY EXAMINED THE COMPLETED "APPLICATION AND PERMIT, AND 00 HEREBY CERTIFY THAT ALL INFORMATION HEREON IS TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT IS ISSUED; TO COMPLY WITH ALL CITY, COUNTY AND STATE LAWS GOVERNING BUILDING CONSTRUCTION, WHETHER SPECIFIED HEREIN OR NOT. I.ALSO AGREE TO SAVE INDEMNIFY AND KEEP HARM- LESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. Is 'AN OSHA PERMIT IS REQUIRED FOR EXCAVATIONS OVER F' 5-0" DEEP AND DEMOLITION OR CONSTRUCTION OF STRUCTURES OVER 3 STORIES IN HEIGHT - APPLICANT'S SIGNATURE' OWNE RD CONTRACTORD BYP1IONED I APPROVED BY do ,'i/DAT r2AGENT I LICENSED CONTRACTORS DECLARATION hereby affirm that I am licensed under provi- 1 sIons of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Profes- sions Code, and my license is in full force and ef- fect. OWNER-BUILDER DECLARATION Dl hereby affirm that I am exempt from the Con- tractors License Law for the following reason (Sec. 7031 .5 Business and Professions Code), Any city or county which requires a permit to con- struct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed state- ment that he is licensed pursuant to the provi- sions 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 alleged ex- emption. Any violation of Section 7031.5 by an ap- plicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). Dl, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure Is not Intended or of- fered for sale (Sec. 7044, Business and Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such Improvements are not intended or of- fered for sale. If, however, the building or improve- ment Is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or Improve for the purpose of sate). Di, as owner of the property, am exclusively con- tracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not ap- ply to an owner of prope!V/ C. or im- proves thereon, and who c h pro- jects with a contractor(s) l tIe contractor's License Law), I am exempt under Sec..C. forthisreason Date ______________ Owner WORKERS' COM PEN SATIOJJDECLARATION I hereby affirm that I have a certificate of con- sent to self-Insure, or. a certificate of Workers' Compensation Insurance, or a certified copy thereof (Sec. 3800, Labor Code). POLICY NO,_________________________ COMPANY OCopy Is filed with the city. OCertifled copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE - (This section need not be completed it the per- mit Is for one hundred dollars ($100) or less). I certify that In the performance of the work for which this permit Is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. NOTICE TO APPLICANT: If, after making this Cer- tificate of Exemption, you should become subject to the Workers' Compensation provisions of the Labr Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hè'reby affirm that there is a construction len- ding agency for the performance of the work for which this permit Is issued (Sec. 3097, Civil Code). APPLICANT TO FILL INFO'- MATION WITHIN RED LINES. U- fereby'al"fi'mil that'I am licensed under - provisions of Chapter (commenclng.wlth Section'7000) of Division 3 of the Business - ,,r and Professions Code, and my license is in 19 - full force and effect. Z L Lic. No. ___________ Class "-O-''— o I hereby iffirm that I 'rn exmpt from IheCn- I '-'- tractors License Law for the following reason (Sec. .• 70315 Business and Professions Code: Any city or '--county which requires a permit to construct ' alter. improve, demolish, or repair any structure. prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Con- tractors License Law (Chapler 9 commencing with Section 7000 of Division 3 of the Business and Pro. tessions Code) or that is exempt therefrom and the'. basis-for the alleged exemption. Any violation of -. Section 7031.5 by an applicant for a permit subjects the applicant to a Civil penalty of not more than five - hundred dollars ($0)'"" : -' 0 I, a5 Owner of the property, or my ernployees . 5 with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale iSec. 7044, Business andProtessiotss Code: W The Contractor's License Law does not apply to an - Z owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such • improvements • are not intended orioftered that, sale. It, however, the - -. building or improement is sold within one year of ., completion, the Owner-builder will have the burden - • 01 proving that he did not build or improve for the purpose of salel.. 0 I, as osér of the property, am exclusively - - contracting with licensed contractors to construct the project ISec. 7044. Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for each projects with a contractorfsl license pursuant to the Contractor's O . License Law). - - w , ._ .,^ %. - lam exempt under Sec. ________-. B. 6 P.C. for this reson ' C3 I hereby affirm that I have a certificate of consent %) .to self insure. or a certificate of Workers' Compensation Insurance, or a certified copy thereof )Sec. 3800, Labor Codel., ' ••••• . Z POLICY NO.. COMPANY C 0 Copy is filed with the city. Ojted copy is hereby furnished. 0 • CERTtFICATEOF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE - (This section need not be completed if the permit_ - is for one hundred dollars ISlOOl or lessi LU 0 le 0 I certify that in the performance of the work for - ' which this permit is issued. I shall not employ any ) person In any manner so as to become subject to ., the Workers' Compensation Laws of California. .,, •.•.)' NOTICE TO APPLICANT: It, after making lhis Certi_ ficate of Exemption, you should become sublect t the Workers' Compensation provisions of the Labor Code, you must.forthwith comply with such -' i''. provisions or this permit shall be deemed revoked - t - fl 0 I hereby affirm that there is 'a conSlruction IW I lending agency for the performance 01 the work for I whiCh this permit is issued (Sec 3097. Civil Code) ' zl Lender's Name'________________________________ .11 L Lender's Address _ - USE BALL POINT PEN ONLY & PRESS HARD - -ANIL APPLICANT FILL IN INFORMATION WITHIN SHADED AREA AND DECLARATIONS. CARLSBIWBUILDING DEPARTMENT ' '. . ALICATION & PERMIT .. .- — 1200 Elm, Carlsbad, California 92008 (714) 438-5525 . • . - JOB ADD SS ' - AV, ST. DATE F A BUSINESS LICENSE PERMIT # RD. ] — - NUMBER P ICATtON (ALUATION ,• - ZONE O ER'S NAME' -j - \WNER'S PHONE P E CON B,.CTOR / CONTRACTORS PHONE a OWNER'S MAILING ADDRESS CONTRACTOR'S DORESS LICENSE NO. PLAN I.D. # BLDG USE CODE r - ______ -• - ______ LO BLOCK . SUBDIVISION ASSESSOR PARCEL NO. DESIGNER STATE LICENSE 4 STANDARD PLAN 4 . . BUILDING SO. FOOTAGE DESCRIPTION OF WORK DESIGNER'S ADDRESS . ' DESIGNER'S PHONE : "6/I (5 1/816868- NO L ) U I F/P FLPELEV. ' STORIES 0CC OP EDU - ri0Ql868 8/tI/al On 4-1 rQ-O'T_cTiO W . v NO -. '. ' . - 'a 'a L -. - - - •. I, 00016868 0L 8/ I I CENSUS TRACT OP LAND USE PARKING SPACE RES UNITS ' GRADING PERMIT ISSUED REDEVELOPMENT TYPE 0CC LOAD FIRE SPR ' ' ' - '.AREA. • ' . CONST Y O N 0 . Y O NO ' • , , YD NO Not Valid Unless Machine Certified + QTY PLUMBING PERMIT ISSUE 2v QTY MECHANICAL PERMIT ISSUE 3 QQ SUMMARY/ACCOUNT NUMBER — EACH FIXTURE TRAP INSTALL FURN. DUCTS UP TO 100,000 BTU - BUILDING PERMIT EACH BUILDING SEWER - • , . . , - . OVER 100,000 BTU ' . - SIGN PERMIT - - EACH WATER HEATER AND/OR VENT . . BOILER/COMPRESSOR UP TO 3 HP . PLAN CHECK EACH GAS SYSTEM 1 TO 4 OUTLETS - ,. ,, . BOILER/COMPRESSOR 3-15 HP,. TOTAL PLUMBING . EACH GAS SYSTEM 5 OR MORE ,. . , METAL FIREPLACE . - • " . • - • -. "ELECTRICAL'-. . . EACH INSTAL'. ALTER, REPAIR WATER PIPE .. VENT,FAN SINGLE DUCT - , MECHANICAL EACH VACUUM BREAKER i- . - , . • MECH EXHAUST - HOOD/DUCTS _ , • MOBILEHOME WATER SOFTNER '' . ' . .. RELOCATION OF EA-FURNACE/HEATER - ,MOBILEHOME PARK INSP,, EACH ROOF DRAIN (INSIDE) . ." - I . SOLAR • . • TOTAL MECHANICAL • ' - STRONG MOTION TOTAL PLUMBING FIRE SPRINKLERS . - - - - - ' - • PUBLIC FACILITIES FEE - QTY. - - ELECTRICAL PERMIT -.,ISSUE QTY. - - SOLAR ISSUE , . -. ' - .• - BRIDGE FEE "' ' • -- • ' , - — NEW CONST EA AMP/SWT/BKR COLLECTORS SCHOOL FEE DISTRICT 1 PH' 3 PH " - . . • STORAGE TANKS - • . . • Carlsbad EXIST BLDG EA AMP/SWTIBKR - ' ROCK STORAGE . . • Encinitas 1 PH ' 3 PH -. . ' . - PUMP ' - San.Dieguilo REMODEL/ALTER PER CIRCUIT •.' - • • PLAN CHECK FEE - - ' San Marcos `TEMP POLE 200 AMPS ' - , , • - - - ' , (Th OVER 200AMPS TEMP OCCUPANCY (30 DAYS) TOTAL ELECTRICAL TOTAL SOLAR I TOTAL FEES PAYABLE I HAVE CAREFULLY EXAMINED THE COMPLETED 'APPLICATION 'AND PERMIT" AND DO HEREBY Expiration. Every permit issued bytheBuilding Official under the provisionso(this * AN OSHA PEIIIT IS REQUIRED FOR EXCAVATIONS OVER Code shallberehbY limitation and become null and void. If the building or work authorized CERTIFY UNDER PENALTY OF PERJURY THAT ALL INFORMATION HEREON INCLUDING THE permit i from uch .5' 0" DEEP AND DEMOLITIGN OR CONSTRUCTION OF s no commence within by DECLARATIONS ARE TRUE AND CORRECT AND I FURTHER CERTIFY AND AGREE IF A PERMIT S Permit. or if the building or work authorized such :rmit s :us:n:r . STRUCTURES OVER 3 STORIES IN HEIGHT ISSUED: TO COMPLY WITH ALL CITY, COUNTY AND STATE LAWS GOVERNING BUILDING CON- abandoned at any time after the work is commenced for a period 01180 days. STRUCTION, WHETHER SPECIFIED HEREIN OR NOT. I ALSO AGREE TO SAVE INDEMNIFY AND PPROV BY APPLICANT'S SIGNATURE OWNER 0 CONTRACTOR 0 A 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 BY PHONE 0 7 • GRANTING OF THIS PERMIT INSPFCTIflN TYPE DATE INSPECTOR ;BUILDING FOUNDATION REINFORCED STEEL MASONRY GUNITE OR GROUT FLOOR & CEILING SUB FRAME SHEATHING FRAME EXTERIOR LATH INSULATION INTERIOR LATH & DRYWALL PLUMBING SEWER AND BL/CO PLUMBING UNDERGROUND I PLUMBING TOP OUT TUB AND SHOWER PAN GAS TEST ELECTRICAL TEMPORARY POWER ELECTRIC UNDERGROUND ROUGH ELECTRIC ELECTRIC SERVICE BONDING A G. F. I. - SMOKE DETECTOR. MECHANICAL DUCT & PLEM., REF. PIPING HEAT - AIR COND. - SOLAR SYSTEMS VENTILATING SYSTEMS CALL FOR FINAL INSPECTION WHEN ALL APPROPRIATE ITEMS ABOVE HAVE BEEN APPROVED. JOB SITE FINAL PLUMBING ELECTRICAL MECHANICAL GAS 7 BUILDING SPECIAL CONDITIONS CERT OF OCPANCY ISSUED FIELD INSPECTION RECORD - - REQUIRED SPECIAL INSPECTIONS . INSPECTOR'S NOTES INSPECTION REQ. IF CHECKED INSPECTORS APPROVAL DATE 0 SOILS COMPLIANCE FOUNDATION INSP - PRIOR TO . . OVER 2000 PSI - STRUCTURAL CONCRETE - PRESTRESSED CONCRETE CONCRETE POST TENSIONED FIELD WELDING HIGH STRENGTH BOLTS SPECIAL MASONRY - PILES'CAISSONS 0 ' . • 0 _______ • __________________ _______ __________ 0 - • - 0 -. ,_t_9' I -. -- t_ --0 _ •-0___0 APPLICATION FOR PERMIT TO CONNECT TO CITY SEWER SYSTEM. CITY OF CARLSBAD NV sE 734! iTl,'_' ', , ENGINEERING DEPARTMENT I 438.5541 %j.dt41 £ ISSUEDBY ___________________________________________ FOR APPLICANT TO FILL IN DATE ISSUED BUILDING ADDRESS 21 S P. 4 k, VALIDATION OWNER /( MAILING ADDRESS CONTRACTOR L CONTRACTOR'S ADDRESS NEW BUILDING LEGAL DESCRIPTION LATERAL CHARGE COMPUTATION STANDARD 4" (Max. H. 30', V. 10') OVER 30' H. I _______FT.__________________ OVER 10'V.-@-FT. STANDARD 6" (Max. H. 30', V. 10') OVER 30' H. ______ ________ FT. OVER 10' V. -@- FT. TOTAL CONSTRUCTION COST SERVICE CHARGE (REPAVING ETC.) TOTAL LATERAL CHARGE I I EXISTING BUILDING REMARKS: 4(1) g: i/ 8LtG rr LINE COST DATA ASSESSMENT DIST. NO. . -. FRONTAGE ________COST PER FT. _______TOTAL flTHR LATERAL LOCATION CONNECTION FEE I-1 NO. UNITS__ COST PER UUNIT/1)6,(jTOTAL7 ?O PUMP STATION FEES NO. UNITS-COST PER UNIT TOTAL I ST.I TOTAL CHARGES (LATERAL ETC.) I LATERAL NO. NO. ______________ INSTALLATION DATE WHITE: Engineering- GREEN: Finance YELLOW: Sanitation PINK: Building GOLDENROD: Permitter REQUEST F9J3. INSPECT ION TIME: INSPECTOR PERMIT NO. _3Xu DATE:____________ 1ni * OWNER ADDRESS mo BUILDING El FOUNDATION El REINFORCING STEEL El MASONRY El GROUT GUNITE El FLOOR AND CEILING FRAME El SHEATHING El FRAME El EXTERIOR LATH TIN El.INTERIOR LATH OR DRYWALL El FINAL ELECTRICAL El TEMPORARY SERVICE El ELECTRIC UNDERGROUND 0-ROUGH ELECTRIC El POOL BONDING El ELECTRIC SERVICE El CEILING HEAT El G.F.I. El SMOKE DETECTOR E:1 FINAL I PLUMBING I El UNDERGROUND PLUMBING El UNDERGROUND WATER El ROUGH PLUMBING El TOP OUT PLUMBING. El SEWER AND PL/CO El TUB OR SHOWER PAN El GAS TEST El WATER HEATER El FINAL I MISCELLANEOUS I El PLENUM AND DUCTS El COMBUSTION AIR El PATIO El SIGN El GRADING El DRIVEWAY El CONDITIONED AIR SYSTEMS El REFER PIPING El FINAL READY FOR INSPECTIO AY DTUESDAY OWEDNESDAY SDAY 0 FRIDAY 0 P.M. SPECIAL INSTRUCTIONS REQUESTED BY PHONE NO.________________ PERSON TAKING REPORT_________________ 1€ I 3-2_c- P/ 1 t •- REQUEST F INSPECTION. INSPECTOR' PERMIT NO (MAIM P P ADDRESS BUILDING El FOUNDATION ED REINFORCING STEEL El MASONRY ElGROUT - GUNITE El 'FLOOR AND CEILING FRAME El SHEATHING FRAME EXTERIOR LATH. El INSULATION El INTERIOR LATH OR DRYWALL El FINAL PLUMBING El UNDERGROUND PLUMBING UNDERGROUND WATER El ROUGH PLUMBING El TOP OUT PLUMBING El.SEWER AND PL/CO t1 TUB OR SHOWER PAN ED GAS TEST =-WATER HEATER El' FINAL TIME:______________ - DATE:- ELECTRICAL I El TEMPORARY SERVICE El ELECTRIC UNDERGROUND -ED ROUGH ELECTRIC El POOL BONDING El ELECTRIC SERVICE El CEILING HEAT • El G.F.I. • El SMOKE DETECTOR El' FINAL • 'MISCELLANEOUS El PLENUM AND DUCTS El COMBUSTION AIR. El PATIO • ' El SIGN - El GRADING El DRIVEWAY El CONDITIONED AIR SYSTEMS El REFER PIPING .• 'El FINAL' ' S3A READY' FOR INSPECT!ON: ONDA .M nPM DT.UESDAY DWED1JESDAY DTHURSDAY 0 FRIDAY SPECIAL INSTRUCTIONS ' - . • - ' ' REQUESTED BY ' ' ' ' . PHONE NO.__________________ PERSONTAKIN'G REPORT________________ / Gil/ 0?.,p V. &T oFa; :T 6' '- REQUEST FO INSPECTION TIME:_____ ~o INSPECTOR - PERMIT NO. DATE: q /-jt OWNER j a,"a,AflflDCC 7 Q Ce1rTh1 BUILDING El FOUNDATION El REINFORCING STEEL El MASONRY El GROUT - GUNITE El FLOOR AND CEILING FRAME El SHEATHING El FRAME El EXTERIOR LATH El INSULATION )LINTERIOR LATH DRYWALL) r:i FINAL > I PLUMBING I El UNDERGROUND PLUMBING El UNDERGROUND WATER El ROUGH PLUMBING El TOP OUT PLUMBING' El SEWER AND PL/CO El TUB OR SHOWER PAN El GAS TEST El WATER HEATER El FINAL I ELECTRICAL I El TEMPORARY SERVICE El ELECTRIC UNDERGROUND El ROUGH ELECTRIC El POOL BONDING El ELECTRIC SERVICE El CEILING HEAT El G.F.I.. El SMOKE DETECTOR El FINAL I MISCELLANEOUS I El PLENUM AND DUCTS El COMBUSTION AIR El PATIO El SIGN El GRADING El DRIVEWAY El CONDITIONED AIR SYSTEMS El REFER PIPING El FINAL READY FOR INSPECTION: 0 MONDAY 0 TUESDA /-,,"WEDNESDAY 0 THURSDAY 0 FRIDAY SPECIAL INSTRUCTIONS____ REQUESTED BY PHONE No.g -/3 PERSON TAKING REPORT_________________ 1~v REQUEST 4.. INSPECTOR OWNER______ ADDRESS_____ I IFOR I NSPECTION _____________________ PERMIT NO. TIME: DATE: BUILDING El FOUNDATION El REINFORCING STEEL El MASONRY. El GROUT - GUNITE El FLOOR AND CEILING FRAME El SHEATHING El FRAME El EXTERIOR LATH El INSULATION El INTERIOR LATH OR DRYWALL El FINAL I PLUMBING El UNDERGROUND PLUMBING El UNDERGROUND WATER El ROUGH PLUMBING El TOP OUT PLUMBING El SEWER AND PL/CO El TUB OR SHOWER PAN El GAS TEST El WATER HEATER El FINAL READY FOR INSPECTION: 0 MONDAY I v ELECTRICAL I El TEMPORARY SERVICE El ELECTRIC UNDERGROUND El ROUGH ELECTRIC El POOL BONDING El ELECTRIC SERVICE El CEILING HEAT El G.F.I. El SMOKE DETECTOR El FINAL US El PLENUM AND DUCTS El COMBUSTION AIR El PATIO El SIGN El GRADING El DRIVEWAY El CONDITIONED AIR SYSTEMS El REFER PIPING El FINAL OWEDNESDAY DTHURSDAY 0 FRIDAY 0 SPECIAL INSTRUCT ONS____________ ol REQUESTED BY_kX) PHONE NO.________________ PERSON TAKING REPORT . REQUEST FOR INSPECTION . .TJME: J INSPECTOR—VV'~'dt—nRMIT NO.____________ DATE: /14f OWN E "1 ADDRESS d- BUILDING LI FOUNDATION LI REINFORCING STEEL LI MASONRY LI GROUT - GUNITE LI FLOOR AND CEILING FRAME 'LI SHEATHING LI FRAME LI EXTERIOR LATH LI INSULATION LI INTERIOR LATH OR DRYWALL LI FINAL I PLUMBING I I I LI UNDERGROUND PLUMBING\\ LI UNDERGROUND WATER 'N LI ROUGH PLUMBING LI TOP OUT PLUMBING LI SEWER AND PL/CO LI TUB OR SHOWER PAN LI GAS TEST LI WATER HEATER / LI FINAL I ELECTRICAL I LI TEMPORARY SERVICE LI ELECTRIC UNDERGROUND LI ROUGH ELECTRIC LI POOL BONDING LI ELECTRIC SERVICE LI CEILING HEAT LI G.F.I. LI SMOKE DETECTOR LI FINAL I 'MISCELL'NEOUS I LENUM AND DUCTS LJ COMBUSTION AIR LI PATIO LI SIGN LI GRADING LI DRIVEWAY LI CONDITIONED AIR SYSTEMS LI REFER PIPING LI FINAL READY FOR INSPECTION: 0 MONDAY OTUESDAY OWEDNESDAY ~sbAY DFRIDAY 0 P.M. , I SPECIAL INS,TRUCTIONS nrc, REQUESTED BY L—L /It A.t,t ,_PHONE NO.______________ PERSON TAKING REPORT_________________ 0 Y/ o c c c, /'4? F' REQUEST FOR NSPECTION INSPECTOR- 774PERMIT NO [.11TII1; ADDRESS BUILDING El FOUNDATION El REINFORCING STEEL El MASONRY E1 GROUT - GUNITE El FLOOR AND CEILING FRAME El SHEATHING El FRAME El EXTERIOR LATH El INSULATION El INTERIOR LATH OR DRYWALL El FINAL LIUh'!iII*IRIC TIME: DATE: I ELECTRICAL I El TEMPORARY SERVICE El ELECTRIC UNDERGROUND El ROUGH ELECTRIC El POOL BONDING El ELECTRIC SERVICE Cl CEILING HEAT El G.F.I. El SMOKE DETECTOR El FINAL I MISCELLANEOUS I El UNDERGROUND PLUMBING El UNDERGROUND WATER El ROUGH PLUMBING El OP OUT PLUMBING SEWER AND PL/CO El TUB OR SHOWER PAN El GAS TEST El WATER HEATER El FINAL El PLENUM AND DUCTS El COMBUSTION AIR El PATIO El SIGN El GRADING El DRIVEWAY El CONDITIONED AIR SYSTEMS El REFER PIPING El FINAL READY FOR INSPECTION: OMONDAY M. ESDAJ OWEDNESDAY OTHURSDAY 0 FRIDAY SPECIAL INSTRUCTIONS REQUESTED BY PHONE NO. - PERSON TAKING REPORT________________ REQUEST .F,QR INSPECTION INSPETOR_____________________ PERMIT NO OWN E ADDRESS BUILDING El FOUNDATION' El REINFORCING STEEL El MASONRY El GROUT - GUNITE El FLOOR AND CEILING FRAME El SHEATHING IXFRAME El EXTERIOR LATH El INSULATION El INTERIOR LATH OR DRYWALL El FINAL - TIME: DATE: I ELECTRICAL I El TEMPORARY SERVICE El ELECTRIC UNDERGROUND XROUGH, ELECTRIC El POOL BONDING El'ELECTRIC SERVICE El CEILING HEAT El' G.F.I. El SMOKE DETECTOR • El FINAL I PLUMBING I El UNDERGROUND PLUMBING El UNDERGROUND WATER ROUGH PLUMBING El TOP OUT PLUMBING El SEWER AND PL/CO El TUB OR SHOWER PAN El GAS TEST El WATER HEATER El FINAL I MISCELLANEOUS 1 El PLENUM AND DUCTS El COMBUSTION AIR El PATIO El SIGN El GRADING El DRIVEWAY El CONDITIONED AIR SYSTEMS El REFER PIPING El FINAL READY FOR INSPECTION: OTUESDAY DWEDNESDAY DTHURSDAY OFRIDAY 0 P.M. SPECIAL INSTRUCTI REQUESTED BY PHONE NO._____________ PERSON TAKING REPORT________________ o 1275 ELM AVENUE TELEPHONE: CARLSBAD, CALIFORNIA 92008 4' (714) I . 438-5521 (itp of Cartbab FIRE DEPARTMENT February 27, 1981 Deardorf & Deardorf . . . . 9903 Business Park Avenue . . . . . San Diego, CA 92101 . . . . : .. . . .. Re Hell-Hangar - Palomar Airport Gentlemen. Upon.field checking the project location, it has been determined that there is no fire hydrant existing. at this time./within acceptable proximity to the building. To rectify 'this situation, . a fire hydrant must be provided prior to the issuance of the: . . Certificate of Occupancy. The required .hydrant should be located in the vicinity of the. intersection of the frontage road and the road leading to the. administration building. There are two possible sources of connection for this hydrant. You should contact Jerry Whitley of Woodside-Kubota (729-1194) who are the engineers for the Costa. Real Water District. He will be able to furnish details on, the best source to use for a hydrant at the location indicated herein. Please contact me when a decision has been reached On where the . . .. .. . hydrant will be located. Should you need additional information, . please feel free to contact me. . . . . . . .. . a ... S Brian-Watson B/C Fire Marsha1 cc: Auilding Department, City of Carlsbad . . '. . Jerry Whitley, Woodside-Kubota . . . .. . S REQUEST INSPECTION ~"O INSPECTOR_______________________ PERMIT NO. OWNER A TIME: DAT I ADDR BUILDING El FOUNDATION El REINFORCING STEEL El MASONRY El GROUT - GUNITE E] FLOOR AND CEILING FRAME El SHEATHING El FRAME El EXTERIOR LATH El INSULATION El INTERIOR LATH OR DRYWALL El FINAL t Ed RICA L El TEMPORARY SERVICE El ELECTRIC UNDERGROUND El ROUGH ELECTRIC El POOL BONDING El ELECTRIC SERVICE El CEILING HEAT El G.F.I. El SMOKE DETECTOR El FINAL PLUMBING El UNDERGROUND PLUMBING El UNDERGROUND WATER El ROUGH PLUMBING El TOP OUT PLUMBING El SEWER AND PL/CO El TUB OR SHOWER PAN El GAS TEST El'WATER HEATER El FINAL MISCELLANEOUS LENUM AND DUCTS COMBUSTION AIR PATIO SIGN GRADING El DRIVEWAY El CONDITIONED AIR SYSTEMS El REFER PIPING El FINAL READY FOR INSPECTION: DAY OWEDNESDAY OTHURSDAY 0 FRIDAY DPM (Y SPECIAL INSTRUCTI REQUESTED BY -- PHONE NO. - PERSON TAKING REPORT 11 U.. U.. I.. U..... Wyma6I - ...•. S 20165 QUESTHAVEN ROAD ESCONDIDO, CALIF. 92025 .(714) 744-0146 — COVERING WORK PERFORMED DREINFORCEDCONCRETE XESTRUCT. STEEL ASSEMBLY - WHICH REQUIRED APPROVAL BY, DPRE-STRESSED CONCRETE 0 REINFORCED GYPSUM DGLUE-LAM.FABRICATION THE SPECIAL INSPECTOR OF D REINFORCED MASONRY OPILE DRIVING EJOTHER- JOB ADDRESS 2186 Palomar Airport Rd. Carlsbad NO. FOR WEEK ENDING •19 OWNER OR PROJECT NAME Ceneina Air .. BLDG. PERMIT NO. 80a.380 A PLAN FILE NO. CONSTR. MATL (TVPE,GRADE,ETC.) High Strength A.36 steel ARCHITECT - Derdorf DESIGN STRENGTH . SOURCE OR MFGR. . A 325 Bolts . ENGINEER Derdorf DESCRIBE MATL. (MIX DESIGN, RE-BAR GRADE & MFGR.) - varies sizes of A 325 Bolts. . GENERAL CONTRACTOR Lusardi CONTR. DOING REPORTED WORK Hi LoBuilding LAB RECEIVING & TESTING CONSTR. MATL SAMPLES IRI IIVSPN. DATE LOCATIONS OF WORK INSPECTED, TEST SAMPLES TAKEN, WORK REJECTED, JOB PROBLEMS, PROGRESS, REMARKS, ETC., Includes information about amounts of material placed or work performed; number, type, and identity numbers of test samples taken; structural connections (welds made, h.t. bolts torqued) checked; etc. 5/29/81 Checked high tern bolts • found no bolts u to proper torque, - informed supez'entendant from Lusardi that bolts were not torqued. Checked 14 connections with 6 bolts. each none tightened. 6/9/81 Rei,checked bolt la torqued while in prâress. Noteds every bolt had to be torqued . over, .man from Hi- LO used torque wrench to • pu].]? tight. •- . ' - . Bolts Tested 100% . . . . AV ____ 81IId/,, C#4/0 . v1patiph "4p CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED ALL-OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS SPECIFICATIONS,& APPLICABLE SECTIONS OF THE CITY OF SAN DIEGO BUILDING LAWS. SIGNATURE OF REGI ER INSPECTOR 8/9/81 . CM 123 DATE OF REPORT REGISTER NUMBER SCALE DATE DATE ( 1DEARDORFFiJOB -a SHEET NO 7;4i566-7210 CALCULATED BY BUSESS PARR AVENUE OF CA 2,n P4Ec/< ,yo.79-c42 ................... -.. ..-J: . .zo cA . . C . A'A.4P, ra,7A6 .-- -.- L) It 01. c3 • i t /u e'r -i~f > £'4 7/ &fr'i EIJ ::. . A1I i NO , . . . . . . . ' -.. ..&. .-..- .-.., :. .. -t &T• . - . . . .- .. . " - - . c4bi5 .7'• . 407VP p4g #4b LU . ,e-cs -10 . .ABY '-' '-Y . . . CIA -' : . • 3jk c5#J cy Ai 41 2' fl' ' J - - kU' .,i . .. • sr"—• ,4sI't' , I c t>(1 / o,s Pfloe'#oE- 7/7 j CA1e , . •: . . . 74i - .• .. - 2186 Palomar Airport Rd. Plan Check No. 79-642 I. Show the following project inforthation. a Building use Aircraft Storage Hangar (Indicate whether repair work is to be done or not) -6 b Occupancy Group 2 SprinklersYes No C Type of Construction.-, .Fire Zone_ 3 d Basic Allowable Floor Area per Table 5.c., UBC____________ Area Increases, per Sect. 506, UBC (Show Caics & how obtaihed) -4ce -Total allowable floor area. Z4ie,S P?. .)Y 41..Q S / floor area 23,420 s f Show --occupanày searätion wall between office area'and Hangar are per Table No. 5B to include 1-hr rated door assemblies per Sec. 5\93 C4. UBC III.Recheck/te permissibility of wood frame relative: to type of -: c0ns9ugi€ion requirements as this will down-grade the l5ui1ding. V-N. '. IV. Show access to building by means of a level entry-or ramp (both offices and Hangar area). 'II . oj/(. Show clearly on Plan Mm. 44" wide access, 5 ft. diameter clear space and grab bar requirements for handicapp toilets per Sec. 1711 UBC requirements. 6 tA71..Identify all rooms in office area and show window size mm. of 1/10th and half sl. of room area where mech. ventilation is not provided... VII.Provide t1 ifi_ Caics documentation to include documentation for the use nc resistance heating per sec. T20-1504 of Title 24. • - NJ "K . -Subinit dully siqned energy design compliance certificate (-form attached) indicating license no. & catecory. " rj I- x. Have all plans signed by cualified person,indicating c1cirl nrne, category and license no viIIShow note to provide 'tUffer Ground per City Code 18-12-240. 1200 ELM AVENUE TELEPHONE CARLSBAD CALIFORNIA 92008 (714)4385621 (&itp at QCartbab March 6, 1980 Sanco Engineering P. 0. Box 251 . . . . . . •. 0 Bonsall . . .. . . . . . California (92003) . . .s . . . Re: 2186 Palomar Airport Road/Plan Check 9-642 2nd Plan Check . .. . . . . . . 0• Showoñ.,Plan projectinformation called for in Item I of previous plan check list. Relative to area increases the provision of an area separation wall (2 hour wall) between the 0 office and hangar area reduced the number of . • yards for consideration in allowable area in- • creases per Section 506a, Uniform Building Code • • to two and,consequently,only 50% increase lis • allowed. • • • 0 • • • 0 • If by other means the two hour separation is • • 0 justified and used,show how it is terminated to • • • 0 • comply with Section 505d.4, Uniform Building Code 0 3• Make corrections where they are still marked and. / AA, C, AJO 79— 2 ()p-i'S) L 0 rJ 41 - -z - - V 7?#E iipif p 7?ii piG- Sp,1A'Icö/?. 1- ,-- - - - - 2) Sho WACO çs4.e 4 CC7 - S Ilec -Z 9e.r p- .-, -- •. -' '• - 7Q - 4L4 Je (o/a; - '- - &'A 7/tWS __,jj?i Al pej __4zsdD OP 77 O/C Vt6L 14 /H' CC qM.4rn.6)LAflvçA.tE__c L1 - 4 SWL iPJ tN ,be74-IL. O* rNO %"E/471ik S -, .,• - : d'O?/P14a I______- fr,29426__ELC772fc4-' _frAJ$_74/1D',_4$ _—ro_/A'6 / A1O1 ft. . .. -.. .•*'• .., --.• • - _-t N4 ' 7-4 .7.. '. ,- •-', ,• - -•. •• -,-. .• • • - có#-,11,t •4 - /0 • -I • -, ' - f°' - • .- voi (4-- - - I 1' S S - 4., S is . •S •• S S 4 4 -. r t .. - :.. 2186 Palomar Airport Rd. Plan Check No. 79-642 I Show the following project information / a. Building use Aircraft Storage Hangar (Indicate whether r repair work is to be done or not). b Occupancy Group _ (fiwJce..') Sprinklers _Yes ONO c Type of Construction..,Fire Zone___3 d Basic Allowable Floor Area per Table 5.c.., UBC --loisr (1 Area Increases.: per Sect. 506, UBC (Show Caics' & h tined) Total. allowable floor area. Z4; -coo Si. 9.1 Actual floor area 23 480 s f. .II. Show (L-hr occupancy separation wall between office area and . Hangar are per Tab1e No. 5B to include 1-hr rated door assemblies per Sec 5 3 C4. UBC III. echeck e permissibility of wood frame relative to type of consLiu ion requirements as this will down-grade the building to-T' V-N IV Show access to building by means of a level entry or ramp (both offices and Hangar area). . .. . .. ... . W_~' ~ho 17 clearly on Plan Min. 44" wide access, 5 ft diameter clear 4 space and grab bar requirements for handicapp toilets per Sec. 1711 UBC requirements 6 Jvi. Identify all rooms in office area and show window size mm. of 1/10th and half sl. of room area where mech. ventilation is not. - provided. . ... . . :.. - . . . 7 4,tk (se Provfde le 24 Caics documentation to include documentation for •the u . - nc resistance heating per sec. T20-1504 of Title 24... qy:( v £t2 yA 1' lISho t3 to pro-rde "Uffer Ground per City Code 18-12-240 -- jj -Subrnit dull siqned energy design compliance certificate 'forrr - - a-Ltac1ed) indicating i.icense no. & category,. ...... 7(' - . - - ri.job - al! L ldrS signed by qua ii f3 rson,indicatirig \ clea.rly ri'me, category and license no BUILDING DEPARTMEN RECEIVED - - -- MflV 7 ARTMENTAL INFORMATION SHEET BUILDING ADDRESS: Building Department /, PLANNING DEPARTMENT LOT SIZE LOT WIDTH UNITS ALLOWED UNITS PROVIDED____________________________ PARKING SPACES REQUIRED DD % COVERAGE ALLOWED ___PROVIDED BUILDING HEIGHT ALLOWED PROVIDED FRONT SETBACK: SIDE SETBACK: REAR SETBACK: ALLOWED PROVIDED________________ INTRUSIONS LANDSCAPE •& IRRIGATION-PLAN COMMENTS: 3Z.L Y4ifa.. . (2.L4A ENVIRONMENTAL PROTECTION REQ: ADDITIONAL COMMENTS: OK TO ISSUE: DATE_ OK TO FINAL ENGINEERING DEPARTMENT • 41 9J R.O.W. INDUSTRIAL WASTE IVf IMPROVEMENTS lVe ______________ SEWER CONNECTION fTPrIcL - DRIVEWAY LOCATIONS ivfr GRADING PERMIT 1'___,ocrEASEMENTS _DRAINAGE LEGAL D CRIPTION mz ,95 ADr- L COMMENTS _______••- ___-•. f 4 I OK TOISSUE 40 VV DATE 1176 PWI OK TO FINAL DATE / FIRE DEPARTMENT SPRINKLING SYSTEM — ',FIRE ALARMS l IRE HYDRANTS FIRE - PROTECTION EQUIP. , . -EXIT LOCATION ADDITIONAL COMMENTS O-K-----Q I S S DATEIdUV 'b 1q79 OK TO FINAL I WATER D REQUIRE CARLSBAD FIRE' DEPARTMENT PAGE- 1 'OF 2- 75 ELM AVENUE, CARLSBAD, CA 92008 (714) 438-5521 FD APPVD PLAN CHECK REPORT PROJECT i9/,qcA'Mr 'c4t' S ADDRESS ARCHITECT ADDRESS . _PHONE OWNER - ADDRESS .' .' PHONE CLCUPANCY__I-5 'CONST _V-V TOTAL SO. Fl Z J O r- /VYO STORIES _I i SPRINKLERED 0 TENANT IMP. S. Approval of.p,lans is predicated on making the following corrections. All circled items shall, be noted under separate. heading "FIRE DEPT. NOTES". Items checked indicate corrections or additions. A Copy of the final site plan,. all floor plans and sheets shall be submitted to the Fire Department in addition to sets for the Building Department. Rechecks by appointment only. • 1 Fire Dept. final inspection required. Schedule all inspections 24 hours in advance.-Phone (714) 538-3551... 2 Fire extinguishers shall be provided. Type, location and number to be determined by fire inspector. • ., Storage, dispensing or use of any flammable or combustibie liquids, flammable gases and hazardous chemicals shall comply with Uniform Fire Code regulations.,.' . 4. . 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 piling is to be done, comply with Uniform Fire Code, Article 35 cr61. . . . . 5. fAedical gas system(s) shall comply with N.F.P.A. Standard 56F. . . . .. . . . Fire sprinkler systems(s) per N.F.P.A. Standard /3 . . . shall be provided to protect e-,'.-e . . 7. Dry 'chemical extinguishing system(s) shall be installed per N.F.P.A.. Standard 96 toprotect cooking . . equipment and exhaust system. . . . . . .. . Plans of system(s) shall be approved by the Fire Dept. prior to installation of system(s). 9. Show legal address(es) on site plan and sheets .__. . . •• 0 10. Show size and iocaiion of address numbers which shall be plainly visible from roadway building is addressed. 11. Show on site plan locations of all nearby proposed or existing hydrants within 200 feet. . 0 12. Hydrant(s) shall be provided and located . . . Show location(s)cn site plan. Fire Flow: _gpmfor hours from . hydrants 0 13.. Access for fire apparatus is not adequate. Provide (14. shall be. of _O4"- hour construction with openings protected with OA hour assemblies. S 0 15. A mechanical ventilation system providing minimum 6 air changes per hour shall be provided. in , S , • ' , • . ___. Exhaust air shall be taken : within 12 inches of floor with make-up air inlets located on opposite side of room within 12 inches of-floor. 16. Comply with regulations on attached sheet(s). •. 5 • .00 ___-- P; Examiner Date D Report mailed to architect 0 Met with ___•.. . ___ 5 5 0 - - CARLSBAD FIPE DEPARflIFNT PAGE_ OF 1275 FLt1 AVE , CARLSBAD, CA 92008 .1 (714) 438-5521 . SUPPLEMENTAL PLAN CHECK. REPORT ADDRESS PROJECT /9/A'CR,P'7 9A"ñE' , S S 5 S 55 / T O;'..1L - '/ ,-7e,'5 C 7 /4.O /,V .- 5' C /7 1 30 . C -'- Ct /V4 5•• •S • S• S ,rf (J. ('V'"i ') S . S • •S Rt/9 2 EXi7Ncjy/j// .5 5//, ,$'é 4E'u i-' M:5 /L' S • S Pir,v 7t' 2' x Z -"f 17'4 S 55 • 601 z-5 1s ccc c'FC/ cl~:) 2 .1Pt 71M"t'1 0 AJ 4-t 5/,Pc'5. X-e,t2,Q 1/,'=p $$JJd -S S . S. •. S5 Plan ar Dab t e., I F1...AT AIRCRAFT HANGAR - CONCENTRATED LOAD INPUT DATA NO. OF SPANS ..: SLAB THICKNESS (IN.) 7 ) STORY HEIGHTS (FT.) = IS BELOW :0 ABOVE SPAN LENGTH UNIFORM LOAD ( PSF ) PARTIAL LOAD ( PLF ) NO. (FT.) SUP. DL LL DL IL Xl X2 1 17.167 0 0 2 2.6 0 0 0 2500 12. 13.5 3 22 0 0 .4 22 0 0 5 21..167 0 0 COL. DIM.(IN.) SLAB W. B R 0 P P,A N E L COL. CAP. ('CJL BEL OW ABOVE CCJL IN WIDTH L r_CTH(FT ) DI A. DII' fl NO. T B I B (FT.) IN) (FT.) LEFT RIGHT 1 20 0 0 0 25 3.5 4 .83 2 2 20 0 0 0 25 3.5 4 2 2 20 0 0 0 25 3.5 4 2 2 4 20 0 0 0 2.5 3.5 4 2 2 S 20 0 0 0 25 3.5 4 2 2 -- 6 20 U 0 0 25 3.5 -4- E N D PRC)J. IAJ.@END LJ.LDPSF PART.LD(PLF) END LD.(PLF) (FT.) (FT.) . DL LL DL LL Xi. X2 DL LL LT. .83 25 0 0 0 0 0 0 0. 0 RI. .83 25 0 0 0 0 0 U 0 0 SPANDREL BEAM: END BEAM DIM.(IN.,) ECC.FROM CDL. WIDTH CLR.DEPTH (IN.) LEFT 12 17 4 RIGHT 12 17 4 DESIGN METHOD = STRENGTH DESIGN CONCRETE: TYPE: = NORMAL WI. UNIT WT. (PCF) = ISO F'c (PSI) = 3000 STEEL: YIELD STRENGTH (PSI) = 60000 CONCR. COVER (IN.): AT SUPP.= 2.2.5 IN SPAN = 2.75 LOADING ,= IOOZ LL ALL SPANS -. JOINT_MOMENTS ND SHEARS (FACTORED LOADS) SPAN MOMENTS_(FT.—KIPS) COL . 4l I. —3.6 —25.9 ' --1.17.9 -122.0 -t395 -145.4 -66.2 -3.6 CC)I...UMN MOMENTS (FT .-KIPS) CD L. . II 1. -22.3 0.0 2 -32.8 0.0 3 27.2 0.0 4 -4.0 0.0 S -5.9 0.0 6 62.6 0.0 I::. H rc s.) SHEAR S (KIPS) COL. 1. -5.73 19.83 2 -33.72 42.11 3 -42.75 36.05 4 -32.31 33.38 S 8 36.65 6 09.16 5.73 SI-lEAR STRESSES (FACTORED LOADS) CDI.... SHEAR STRESS (PSI) DESIGN FORCES (FT. -I<IP UNITS) NO. PUNCH. ECC .V TOTAL ALLOW. VER1 . R. TOTAL M. LEND . N. 1 17.4 .23.8 41.2 219.1 7.84 22.25 13.35 2 120.6 33.9 154.5 219.1 75.03 32.80 19.68 3 125.3 28.1 153.4 219.1 77.99 27.15 . 16.29 4 1.04.3 4.2 108.4 219.1 64.89 4.02 2.41 S 113.8 6.1 119.9 219.1 70:82 5.88 3.53 6 29.9 66.9 96.8 219.1 13.48 62.56 37.54 DES:[GN FOR FLEXURE _____ TOP REINFORCEMENT COLUMN STRIP MIDDLE STRIP COL. DES.MOM. STEEL A. DES.MOM. STEEL A. NO. (FT.-I<IPS)(SQ.IN.) (FT.-KIPS)(SQ.IN.) 1 -10.65 0.50 . ....147 0.07 2 -110.77 5.7.5 -36.92 2.15* 3 :1.16.62 6.02 -38:87 1.97* 4 -73.64 3.67 -24.SS 2.12* S -89.44 4.S4 -29.01. 2.1.S* 6 -41.322.00 -4.21 0.20 * MIN.-STEEL GOVERNS - ..... C 0 L U M N S T R I P MIDDLE STRIP 21 42 1 0* 14. '( 2 48* 2 62.59 3.47 41.73 2.27 3 28.72 1.66* 19.1.4 2.12* 4 33.08 1.79 22.05 2.12* S 41.09 2.25 27.40 2.1.8* * MIN . STEEL GOVERNS REINFORCING SCHEDULE (ALL BAR LENGTHS IN FT.) T(:)l:) BARS COLUMN STRIP MIDDLE STRIP COL . BAR LONG BARS SHORT BARS ALL.. BARS NO , SIZE NO. LENGTH NO, LENGTH SIZE NO. LENGTH I r I 1 RIGHT LEFT T RIGHT LEFT I RIGHT I iF 4 4 0.83 5.92 4 0.83 3.88 :IF 4 15 0.8:3 4.19 2 :11:5 to 8.83 8.83 9 5.64 5.64 :114 13 6.13 6.13 3 IF 5 10 8.83 8.03 10 5.64 5.64 0 4 12. 6.13 6.13 4 #-S 6 7.51 7.51 6 4.84 4.84 IF 4 12 5.25 5.25 5 IF 5 8 7.51. 7.51 7 4.84 4.84 iF 4 13 5.25 5.25 6 II: 4 6 7.24 0.83 5 4.60 0.83 * 4 13 5.07 0.83 BOTTOM BARS COJUMN STRIP MIDDLE STRIP SPAN BAR LONG BARS SHORT BARS - BAR LONG BARS SHORT BARS NO . SIZE NO. LENGTH NO. LENGTH SIZE NO . LENGTH NO. LENGTH 1. fl: 4 8 15 . 94 iF 4 8 16 .68 7 . 14 . 2 iF 4 18 24.02 iF 4 6 25.50 6 18.20 3 :fl: 4 10 20.02 :Th 4 6 21.50 6 15.40 4 4 4 10 20.02 IF 4 6 21.50 6 15.40 S iF 4 12. 19.94 . 41: 4 7 20.60 6 17.75 MATERIAL OUANT:I:TIES SLAB REINF. (ONE DIR.) TOTAL: TOP STEEL = 1526.1 LB. STEEL=1624.9LB. PER SQ. FT. = 1.146 LB./SQ.FT. SURFACE AREA = 27 4011 SQ. FT. _CONCRETE =62.883 Cu. YARDS I ' 1DEAaD RFF F ISANDIEGO.CA VV SHEET NO _________ OF SCALE fl4)566•7210 CALCULATED BY DATE9903 BUSINESS PARK AVENUE 9231 CHECKED BY DATE ]LATSLAE: DESIGN I AIRCRAFT HANGER - PALOMAR AIRPORT INPUT DATA NO. OF SPANS = 5 SLAB THICKNESS (IN.) = 7 STORY HEIGHTS (FT.) = 15 FELON = U ABOVE SPAN LENGTH UNIFORM LOAD( FSF) PARTIAL LOAD ( PLF) NO. (FT. ) SLIP, DL LL DL LL Xl X2 1 17.167 0 42 2 26 0 42 3 22 0 42 4 22 0 42 5 21.167 0 42 COL. DIM. (IN.) SLAB U. B R 0 P P A N E L COL. CAP. COL. FELON ABOVE 'COL. TH. WIDTH LENGTH(FT. )DIR. DEPTH NO. T B T B (FT.) (IN) (FT.) LEFT RIGHT (IN.) (IN.) 1 20 0 0 0 25 3.5 4 .83 2 2 20 0 U 0 25 3.5 4 2 2 3 20 0 0 0 25 3.5 4 2 2 4 20 0. 0 0 25 3.5 4 2 2 20 0 0 0 25 3.5 4 2 2 6 20 '3 '3 '3 25 2.5 4 2 .83 CANTILEVER: END PROJ. N. '3END U. LD(PSF) PART. LD(PLF) END LB. (PLF) (FT.) (FT.) DL LL DL LL Xl X2 DL LL LT. .83 .25 '3 42 0 0 0 0 '3 0 RT. .83 25 0 .42 0 '3 0 0 0 0 SPANDREL BEAM: END DEAN B I N. (IN. ) ECC.FROM COL. WIDTH CLR.LIEPTH (IN.) LEFT 12 17 4 RIGHT 12 17 4 DESIGN METHOD = STRENGTH DESIGN CONCRETE: TYPE = NORMAL NT. UNIT NT. (PCF) = 10 F'c (PSI) = 3000 STEEL: YIELD STRENGTH (PSI) = 50000 f:OHCP. COVER (IN.): AT SUPP.= 2.25 IN SPAN = 2.75 LOAD PATTERNS: 75 LL ADJACENT SPANS 75 LL ODD SPANS 75 LL EVEN SPANS 100 LL ALL SPANS JOINT MOMENTS AND SHEARS (FACTORED LOADS) SPAN MOMENTS (FT.—KIPS) CUL.# PATTERN 1 PATTERN 2 PATTERN 3 PATTERN 4 1 -4.1 -49.2 -:3.6 -51.0 -4.1 -16.6 -4.2 -43.5 2 -202.9 -245.2 -160.2 -169.3 -176.8 -234.3 -'19.0 -262.2 3 -258.9 -229.5 -190.6 -196.1 -234.4 -176.9 -276.0 242.3 4 -188.7 -191.4 -162.5 -138. 1 -1.30.5 -161.9 -190.3 -194.8 5 -206.7 -212.3 -152.3 -12.4.7 -186.8 -169.4 -220.3 -230.1 6 -101.1 -4.1 -102.4 -3.6 -58.5 -4.1 -104.2 -4.2 COLUMN MOMENTS (FT.-KIPS) COL. * PATTERN 1 PATTERN 2 PATTERN 3 . PATTERN 4 1 -45.7 0.0 -47.4 0.0 -12.5 0.0 -39.3 0.0 2 -42.3 0.0 -9.1 0.0 -57.6 0.0 -43.2 0.0 3 29.4 0.0 -5.5 0.0 57.5 0.0 33.8 0.0 4 -2.7 0.0 24.4 0.0 -31.4 0.0 -4.5 0.0 5 -5.6 0.0 -32.4 0.0 17.4 0.0 -9.8 0.0 6 97.0 0.0 98.8 0.8 54.4 0.0 100.0 0.0 SHEARS (KIPS COL. # PATTERN 1 PATTERN 2 PATTERN 3 PATTERN 4 1 -6.85 29.35 -5.73 31.91 -6.85 17.45 -7.22 31.88 2 -47.19 57.18 -44.63 39.48 -36.11 57.70 -52.32 62.92. 3 -52.23 50.76 -41.12 50.43 -57.71 36.29 -64.04 56.17 4 -47.05 46.21 -47.38 33.53 -32.07 47.77 -51.45 52.6:-G- 5 -49.60 52.32 -34.82 50.96 -50.03 38.14 -54.97 57.74 6 -41.82 6.85 -43.18 5.73 -27.57 6.85 -45.85 7.22 SHEAR STRESSES (FACTORED LOADS.) COL. SHEAR STRESS (PSI) NO. PUNCH. ECC.V TOTAL ALLOW. 1 25.7 .50.6 76.4 219.1 2 183.5 44.7 228.1 219.1 3 191.4 34.9 226.3 219.1 4 165.5 4.7 170.2 219.1 5 179.3 18.1 189.4 219.1 6 45.5 106.8 152.3 219.1 DESIGN FORCES(FT. -KIP UHITS:.IGUVERN. VERT. R. TOTAL N. FEND. N. PATTERN 11.62 47.39 22.43 2 114.19 43.23 25.94 4 119.10 33.78 20.27 4 103.00 4.53 2.72 4 111.68 9.79 5.88 4 28.54 99.96 59.98 4 DESIGN FOR FLEXURE TOP RE INFORCEMENT COLUMN STRIP COL. DES.MOM. STEEL A. GOV. NO. FT.-KIPSSQ. IN.) PATT. 1 -26.:38 1.27 1 2 -162.79 9.01 / 4 3 -172.57 9.46 4 4 -117.98 6.16, 4 5 -141.68 7.6.3 / 4 6 -65.36 3.24 2 .MIDDLE STRIP. DES.MOF1. STEEL A. GOV. (FT. -KIPS)(SQ. IN. )PATT. -2.95 8.14 1 -54.26 2.63 4 -57.52 2.80 4 -39.33 2.12* 4 -47.20 2.28 4 -6.44 0.30 2 * MIN. STEEL GOVERNS BUTTON REINFORCEMENT C 0 L U N N STRIP MIDDLE STRIP DES.MUM. STEEL A. (FT. - KIPS) (SQ. IN. ) 84.60 4.81 52.63 2.91 55.55 3.08 65.09 3.67. S PA N NO. 1 2 4 5 DES. MUM. STEEL A. GUY. (FT.-KIPS)(SQ.IN.) RAPT. 24.64 2.48* 2 56.40 3.11 4 35.08 2.12* 2 37.03 2.12* 3 43.39 2.35 4 * MIN. STEEL GOVERNS REINFORCING SCHEDULE CALL PAR LENGTHS IN FT.) TOP EARS COLUMN STRIP MIDDLE STRIP COL. EAR LONG EARS SHORT EARS ALL EARS NO. SIZE NO. LENGTH NO. LENGTH SIZE HO. LENGTH LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 * 4 4 0.83 5.92 4 0.83 3.88 # 4 15 0.83 4.19 2 # 6 11 8.83 8.83 10 5.54 5.64 # 4 14 6.13 6.13 3 #6 11 8.83 8.8311 5.64 5.64 #4 15 6.13 6.13 4 * 5 10 7.51 7.51 10 4.84 4.84 * 4 12 5.25 5.25 S * 6 9 7.51 7.51 9 4.84 4.84 * 4 13 5.25 5.25 6 #5 6 7.24 0.835 4.68 0.83 #413 5.07 0.83 EOTT0I1 EARS C U L UN N 5 1 R I P SPAN EAR LONG. EARS SHORT EARS NO. SIZE NO. LENGTH NO. LENGTH 1 *4 11 15.94 2 #5 16 24.51 3 #4 15 20.02 4 #4 16 20.02 5 #5 12 20.18 MIDDLE STRIP EAR. LONG EARS SHORT EARS SIZE NO. LENGTH NO. LENGTH * 4 8 16.68 7 14.35 * 4 8 25.50 8 18.20 * 4 6 21.50 6 15.40 * 4 6 21.50 6 15.40 * 4 7 20.68 6 17.75 MATERIAL QUANTITIES SLAB REIHF. (ONE DIR.) TOTAL: TOP STEEL = 2164.3 LB. BUT. STEEL = 2078.6 LB. PER SQ. FT. = 1.543 LB.'SQ.FT. SURFACE AREA = 2750.0 SQ. FT. CONCRETE = 62.887 CU. YARDS - %..' -'_- .•-'- -a "- - - -,. -. - .- 'S. - - FLAT SLAB DESIGN AIRCRAFT HANGER - FALOMAR AIRPORT O.L u,kA E- NO. OF SPANS = 8 • :' SLAB THICKNESS C IN.) = 7 STORY HEIGHTS (FT.) = 15 FELON • - =0 ABOVE • S. PA N LENGTH UNIFORM LUND (F F) PART I HL LUND (PL FY Nil FT SUP. DL LL DL LL x x 12 1 24.3:3:3 0 42 2 25 0 42 . .-'": -- /1 3 25 0 42 ••.' . ' - 4 25 0 42 - 5 25 0 42 6 25 0 42 7 25 0 42 8 24.333 0 42 ., ... ' COL. DIF1.(IN.) SLAB N. o, D OP. P A N.E L ',::oL. CAP. COL. BELOW ABOVE OCOL. ITH. NIDTH LENGTH (-FT. ) ,DIA. DEPTH NO. T B I B (FT.) (IN) (FT.: LEFT RIGHT (-IN.) -(IN.) 1 16 0 0 0 22 3.5 4' .67 2- 2 16 0 0 0 22 3.5 4 2 - 3 16 0 0 022 3.5 42 2- 4 15 0 0 0 22 3.5 4 2 2 . •- ' -.' 5 16 0 0 0 22 3.5 4 2 '2'- 6 16 0 0 0 22 3.5 4 2 - .2 7' 16 0 0 0 22 3.5 4 2 2 8 16 0 0 0 22 '3.5 4 2 .2'- 9 16 0 .0 0 22 3.5 4 2' .67 CANTILEVER: END PROJ. W.&END U.LD(PSF) PART.LLI(-PLF) END LB. (PLF) (FT.) (FT.) DL LL DL LL Xl X2 DL LL LT. .67 22 .- 0 42 0 0 0 0 0 0 RT. .67 22 0 42 0 0' 0' 0 0 0 SPANDREL BEAM: END BEAN DIM.(IN.) ECC.FRUFI COL. WIDTH CLR.DEPTH (IN.) LEFT 12 17 2' RIGHT 12 17 ' 2 DESIGN METHOD = STRENGTH DESIGN CONCRETE: TYPE = NORMAL NT. UN IT NT. (PCF) = 150 F'c (PSI) = 3000 STEEL: 'iIELD STRENGTH (PSI) = 60000 CONCR. COVER (IN.): AT SUPP.= 1.5 IN SPAN = 2 LOAD PATTERNS: 75 LL ADJACENT SPANS 75 LL ODD SPANS 3) 75 LL EVEN SPANS (4) 100% LL ALL SPANS COL.# PATTERN 1 1 -4.38 41.04 2 -54.18 49.73 3 -48.08 48.7:3 4 -49.08 48.95 5 -48.86 48.86 6 -48.95 49.138 7 -42.73 48.08 8 -49.73 54.18 9 -41.04 4.38 SHEAR STRESSES (FACTORED LOADS) COL. SHEAR STRESS (PSI) NO. PUNCH. ECC.V TOTAL ALLOW. 1 60.3 1133.1 163.4 219.1 2 189.5 17.2 206.7 219.1 3 175.1 3.8 178.9 219.1 4 178.3 13.9 179.1 219.1 5 177.4 0.13 177.4 219.1 6 178.3 0,5 179.1 219.1 7 175.1 3.8 178.9 219.1 8 189.5 17.2 206.7 219.1 9 613.3 1133.1 163.4 219.1 PATTERN 3 PATTERN 4 -4.38 27.11 -4.64 45.11 -39.45 50.05 -59.67 55.07 -47.76 33.92 -52.56 53.53 -34.43 48.97 -54.139 53.89 -48.84 34.13 -53.74 53.74 -34.23 49.08 -53.89 54.09 -48.73. 33.39 -53.53 52.56 34.96 52.64 55.07 59.67 ': -42.59 3.60 -45.11 4,634 ly 4-1 DESIGN FORCES(FT.-KIP UNITS)GUVERN. VERT.R. TOTAL N. BEND.M. PATTERN 25.51 92.13 55.28 4 113.87 14.63 8.78 4 105.22 3.23 1.94 4 107.11 0.68 13.41 4 1136.60 0.00 13.00 4 1137.11 0.68 0.41 4 105.22 3.23 1.94 4 113.87 14.63 8.78 4 25.51 92.13 55.28 4 PATTERN 2 -3.60 42.59 -52.64 34.96 -33.39 48.73 -49.08 34.23 -34.13 42.84 -48.97 34.43 -33.92 47.76 -50.05 39.45 -27.11 4.38 JOI NT MOMENTS AND SHEARS (FA::ToRED LOADS) SPAN MOMENTS (FT. -K IFS) COL. $1 PATTERN 1 1 -2.0 -91.2 2 -251.7 -241.9 3 -221.3 -223.3 4 -227.7 -227.2 5 -226.0 -226.0 6 -227.2 -227.7 7 -223.3 -221.3 8 -241.9 -251.7 9 -91.8 -2.0 PATTERN 2 - 1 . 7 -93.4 -215.7 -182.2 -162.5 -188.9 -193.3 -168.5 -167.2 -191.6 -193.2 -169.4 -163.1 -184.5 -213.1 -202.1 -52.0 -2.0 PATTERN 3 -2.0 -52.0 -202.1 -213.1 -184.5 -163.1 -169.4 -193.2 -191.6 -167.2 -168.5 -193.3 -1E:8.9 -162.5 -182.2 -215.7 -93.4 -1.7 PATTERN 4 -2.1 -94.2 -271.4 -256.8 -225.3 -228.6 -235.6 -234.9 -2:33.0 -23:3.0 -234.9 -235.6 -228.6 -225.3 -256.8 -271.4 -94.2 -2.'1 CO L UN N MO ti E N 15 (FT.-KIPS) COL. # PATTERN 1 1 -89.8 0.0 2 9.8 0.0 3 -2.13 0.13 4 0.4 0.0 5 0.13 0.0 6 -0.4 0.0 7 2.0 0.0 8 -9.8 13.13 9 89.8 13.0 PATTERN 2 -91.7 0.0 33.5 0.13 -26.4 0.0 24.8 0.0 -24.3 0.0 23.7 0.0 -21.4 0.0 11.0 0.0 50.13 0.0 PATTERN 3 -50.0 13.0 -11.0 13.0 21.4 0.0 -23.7 0.13 24.3 13.0 -24.8 0.0 26.4 0.0 -33.5 0.0 91.7 13.0 PATTERN 4 -92.1 13.0 14.6 0.0 -3.2 0.0 0.7 0.13 0.0 0.0 -0.7 0.0 3.2 13.0 -14.6 0.13 92.1 13.0 SHEARS (KIPS) DESIGN FOR FLEXURE TOP REINFORCEMENT C:OLUMN STRIP DES. 11011. STEEL A. GOV. (FT.-KIPS)(SQ.IN .) PATT. -62.27 2.62 2 -177.67 8.15 4 -148.27 6.63 4 -153.29 6.88 4 -151.53 6.80 4 -153.29 6.88 4 -148.27 5.63 4 -177.57 8.15 4 -62.27 2.62 3 M I Li LI L E S T R I P DES. MOM. STEEL A. GOV. (FT.-KIPS)(SQ.IN.) PATT. -6.68 0.27 2 -59.22 2.48 4 -49.42 2.06 4 -51.10 2.13 4 -50.51 2.11 4 -51.10 2.13 4 -49.42 2.06 4 -59.22 2.48 4 -6.68 0.27 3 COL. NO. 4 5 6 7 BOTTOM REINFORCEMENT . C 0 L U N N S T,R I P N I D D L E S I R I P SPAN DES. HOM. STEEL A. DES. NOM. STEEL A. GUy. NC'. (FT.-KIPS)(SQ.IN.) (FT.-KIPS)(SQ.IN.) PATT. 1 83.77 3.98 55.85 2.59 4 2 62.67 2.92 41.78 1.92 3 3 67.20 3.15 44.80 2.06 2 4 66.43 3.11 44.28 2.03 3 5 66.43 3.11 44.28 2.03 2 6 67.20 3.15 44.80 2.06 3 7 62.67 2.92 41.78 1.92 2 8 83.77 3.98 55.85 2.59 4 REINFORCING SCHEDULE (FILL EAR LENGTHS IN FT.) 4 7 (7 TOP EARS COLUMN STRIP MIDDLE STRIP COL. EAR LONG BARS SHORT BARS ALL BARS NO. SIZE NO. LENGTH NO. LENGTH SIZE NO. LENGTH LEFT RIGHT . LEFT RIGHT LEFT RIGHT 1 #4 7 0.67 8.23 7 0.67 5.22 #4 10 0.67 5.68 2 # 6 10 8.45 8.91 9 5.35 5.63 * 4 13 5.83 6.17 3 ft 5 11 8.45 8.45 11 5.35 5.35 ft 4 11 5.83 5.83 4 ft 6 B 8.45 8.45 8 .5.35 5.35 ft 4 11 5.83 5.83 5 ft 5 11 8.45 8.45 11. 5.35 .5.35 ft 4 11 5.83 5.83 6 ft 6 8 8.45 8.45 . 8 5.35 5.35 ft 4 11 5.83 5.83 7 ft 5 11 8.45 8.45 11 5.35 5.35 ft 4 11 5.83 5.83 .8 ft 6 10 8.91 8.45 9 5.63 5.35 ft 4 13 6.17 5.83 9 * 4 7 8.23. 0.67 7 5.22 0.67 ft 4 10 5.68 0.67, BOTTOM EARS COLUMN STRIP SPAN BAR LONG ERRS SHORT EARS NO. SIZE NO. LENGTH NO. LENGTH 1 #5 13 23.50 2 *4 15 23.02 3 #4 16 23.02 4 ft 4 16 2:3.02 5 ft 4 16 23.02 6 #4 16 23.02 7 #4 15 23.02 8 ft 5 13 2350 MIDDLE STR.IP BAR LONG ERRS SHORT EARS SIZE NO. LENGTH NO. LENGTH ft 4 7 23.99 6 20.59 ft 4 5 24.50 5 17.50 ft 4 6 24.50 5 17.50 ft 4 6 24.50 5 17.50 ft 4 6 24.50 5 17.50 ft 4 6 24.50 5 17.50 ft 4 5 24.50 5 17.50 ft 4 7 23.99 6 20.59 MATERIAL QUANTITIES ;LRE: REINF. (ONE DIR.) TOTAL: TOP STEEL = 32.12.1 LB. BUT. STEEL = 3435.2 LB. PER SQ. FT.. = 1.533 LE./SQ.FT. SURFACE AREA = 4400.0 SQ. FT. crJHi::RETE = 98.724 Cu. YARDS I FLAT SLAB DESIGN AIRCRAFT HANGER - PALOMAR AIRPORT L1.4 INPUT DATA NO. OF SPANS = 8 SLAB THICKNESS (IN.) = 7 STORY HEIGHTS (FT.) = 15 BELOW =0 ABOVE SPAN LENGTH UNIFORM LOAD (PSF) PARTIAL LOAD ( PLF) NO. (FT.) SUP.DL LL DL LL Xl X2 1 24.333 0 42 2 25 0 42 3 25 0 42 4 25 0 42 5 25 0 42 6 25 0 42 7 25 0 42 8 24.333 0 42 COL. DIM. (IN.) SLAB N. B R 0 P P A N E L COL. CAP. COL. BELOW ABOVE OCCIL. TH. WIDTH LENGTH(FT. ) DIR. DEPTH NO. : I B I B (FT.) (IN) (FT.) LEFT RIGHT (IN.) (IN.) 1 20 0 0 0 21.58 3.5 4 .83 2 2 20 0 0 0 21.58 3.5 4 2 2 3 20 0 0 0 21.58 3.5 4 2 2 4 20 0 U 0 21.58 3.5 4 2 2 5 20 0 0 0 21.58 3.5 4 2 2 5 20 0 0 0 21.58 3.5 4 2 2 7 20 0 0 0 21.58 3.5 4 2 2 8 20 0 0 0 21.58 3.5 4 2 2 9 20 0 0 0 21.58 3.5 4 2 .83 CANTILEVER: END PROJ. N. OEND U. Lt'(,PSF) PART. LD(PLF) END LB. (PLF) (FT.) (FT..) DL LL DL LL Xl X2 DL LL LT. .83 21.58 0 42 0 0 0 0 0 0 RI. .83 21.58 0 42 0 0 0 0 0 0 SPANDREL BEAM: END BEAM DIM.(IN.) ECC.FROM COL. WIDTH CLF..DEPTH (IN.) LEFT 12 17 4 RIGHT 12 17 4 DESIGN METHOD = STRENGTH DESIGN CONCRETE: TYPE = NORMAL NT. UNIT NT. (PCF) = 150 F'c (PSI) = 3000 STEEL: YIELD STRENGTH (PSI) = 60000 Cot-ICR:. COVER (IN.): AT SUPP.= 1.5 IN SPAN = 2 LOAD PATTERNS: .(1) 75 LL ADJACENT SPANS 75 LL ODD SPANS 75 LL EVEN SPANS 100> LL ALL SPANS JO I NT MOMENTS AND SHEARS (FACTORED LOADS) SPAN MOMENTS FT. -K IPS) COL.# PATTERN 1 1 -3.5 -129.8 2 -234.3 -225.9 7216. - - -218. 51 4 -220.1 -219.8 5 -219.5 -219.5 6, -219.8 -228.1 7 -218.5 -216.9 8 -225.9 -234.3 9 -129.8 -3.5 PATTERN 2 -3.1 -121.1 -208.8 -164.3 -156.5 -194.0 -195.4 -159.8 -158.7 -194.8 -195.3 -159.5 -157.0 -198.7 -205.6 -1:33.5 -77.4 -:35 PATTERN 3 _D C -77.4 -183.5 -205.6 -198.7 -157.8 -159.5 -195.3 -194.8 -158.7 -159.8 -195.4 -194.0 -156.5 -164.3 -208.0 -131.1 -3.1 PATTERN 4 -3.7 -1:35.2 -254.4 -240.3 -225.5 -227.9 -238.5 -230.1 -229.6 -229.6 -230.1 -230.5 -227.9 -225.5 -240.3 -254.4 -135.2 -3.7 COLUMN MOMENTS (FT.-KIPS)- COL. # PATTERN 1 1 -125.2 0.0 2 8.4 8.0 3 ' -1.5 0.0 4 0.3 0.0 5 0.0 0.0 6 -0.3 8.0 7 1.5 8.0 8 -8.4 0.0 9 126.2 0.0 PATTERN 2 -127.9 0.0 43.6 0.0 -37.5 0.0 36.4 0.8 -36.2 0.0 :35.8 0.0 -33.7 0.8 22.0 0.0 73.9 8.0 PATTERN 3 -73.9 0.8 -22.0 0.0 33.7 8.0 -35.8 0.0 36.2 0.0 -36.4 0.0 37.5 0.8 -43.6 0.0 127.9 0.0 PATTERN 4 -1:31.5 0.0 14.1 0.8 -2.4 0.0 8.4 8.0 0.0 8.0 -0.4 8.8 2.4 0.8 -14.1 0.0 131.5 0.0 SHEARS (KIPS) COL. * PATTERN 1 1 -5.94 42.42 2 -51.01 48.34 3 -47.63 47.92 4 -48.05 48.00 5 -47.97 47.97 6 -48.00 48.05 7 -47.92 4 7.63 8 -48.34 51.01 9 ' -42.42 5.94 PATTERN 2 -4.98 43.56 -49.88 33.85 -33.23 47.93 -48.04 33.55 -33.53 47.97 -48.81 33.64 -33.44 47.39 -48.58 37.82 -28.30 5.94 PATTERN 3 -5.94 28.38 -37.82 48.58 -47.39 33.44 -33.64 48.01 -47.97 33.53 -33.55 48.04 -47.93 33.23 -33.85 49.88 -43.56 4.98 PATTERN 4 -6.26 46.51 -56.31 53.39 -52.21 52.78 -52.90 52.82 -52.78 52.78 -52.82 52.90 -52.70 52.21 -53.39 56.31 -46.51 6.26 SHEAR STRESSES (FACTORED LOADS) COL. SHEAR STRESS (PSI) 110. PUNCH. ECC. V TOTAL ALLOW. 1 53.9 122.9 176.9 219.1 2 155.7 12.6 168.3 219.1 3 148.8 2.2 151.0 219.1 4 150.8 0.4 158.4 219.1 5 149.8 8.0 149.8 219.1 6 158.0 8.4 150.4 219.1 7 148.8 2.2 151.0 219.1 8 155.7 12.5' 158.3 219.1 9 53.9 122.9 176.9 219.1 DESIGN FORCES(FT.-KIP UNITS)GOVERN. VERT.R. TOTAL M. EEND.M. PATTERN 27.04 131.49 78.89 4 108.53 14.11 8.47 4 183.74 2.45 1.47 4 184.56 8.41 0.25 4 184.39 0.00 8.00 4 104.56 0.41 0.25 4 183.74 2.45 1.47 -- 4 108.53 14.11 3.47 4 27.04 131.49 78.89 4 DESIGN FOR FLEXURE MIDDLE STRIP DES.F1OM. STEEL A. (FT.-KIPS)(S!.IH.) 47.33 2.18 :39.71 1.82 41.06 1.88 40.91 1.88 40.91 1.88 41.06 1.88 39.71 1.82 47.33 2.18 GOV. PATT. 4 3 3 3 4 TOP REINFORCEMENT C 0 L LI M N S T R I P COL. DES. MOM. STEEL A. GOV. NO. (FT.-KIPS)(SQ. IN.) PATT. 1 -91.87 3.94 4 2 -160.49 7.27 4 3 -142.65 6.37 4 4 -144.47 6.45 4 5 -143.84 5.43 4 6 -144.47 5.46 4 7 -142.65 6.37 4 8 -150.49 7.27 4 9 -91.87 3.94 4 BOTT OM REINFORCEMENT MIDDLE STRIP DES.MON. STEEL A. GOV. (FT.-KIPS)(SQ.IN.) PATT. -10.13 0.41 4 -53.50 2.24 4 -47.55 1.98 4 -48.16 2.01 4 -47.95 2.00 4 -48.16 2.01 4 -47.55 1.98 4 -53.50 2.24 4 -10.13 0.41 4 COLUMN STRIP SPAN LIES. MOM. STEEL A. NO. (FT.-KIPS)( SO. IN. ) 1 70.99 3.34 2 59.56 2.77 3 61.58 2.87 4 61.36 2.86 5 61.36 2.86 6 51.58 2.87 7 59.56 2.77 8 70.99 3.:34 REINFORCING SCHEDULE (ALL BAR LENGTHS IN FT.) TUF' EARS 13 COLUMN STRIP MIDDLE STRIP COL. BAR LONG EARS SHORT ERRS ALL EARS NO. SIZE NO. LENGTH NO. LENGTH SIZE NO. LENGTH LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 ft 5 7 0.83 8.28 6 0.83 5.31 * 4 10 0.83 5.77 2 ft G. 9 8.50 8.50 8 5.44 5.44 * 4 12 5.91 5.91 3 * 5 11 8.50 8.50 10 5.44 5.44 ft 4 10 5.91 5.91 4 ft 5 11 8.50 8.50 10 5.44 5.44 ft 4 11 5.91 5.91 5 ft 5 11 8.50 8.50 10 5.44 5.44 ft 4 10 5.91 5.91 6 ft 5 11 8.50 8.50 10 5.44 5.44 ft 4 11 5.91 5.91 7 ft 5 11 8.50 8.50 10 5.44 5.44 ft 4 10 5.91 5.91 8 ft 6 9 8.50 8.50 8 5.44 5.44 ft 4 12 5.91 5.91 9 ft 5 7 8.28 0.83 6 5.31 0.83 ft 4 10 5.77 0.83 BOTTOM ERRS COLUMN STRIP MIDDLE STRIP SPAN BAR LONG BARS SHORT BARS EAR LONG EARS • SHORT EARS NO. SIZE NO. LENGTH NO. LENGTH SIZE NO. LENGTH NO. LENGTH 1 ft 5 11 23.35 • ft 4 6 23.84 5 20.44 2 ft 4 14 223 .ci2 ft 4 5 24.50 5 170 3 ft 4 15 23.02 ft 4 5 24.50 5 17.50 4 #4 15 23.02 #4 5 24.50 5 17.50 5 #4 15 23.02 *4 5 24.50 5 17.50 6 ft 4 15 23.02 ft 4 5 24.50 5 17.50 7 ft 4 14 23.02 ft 4 5 24.50 5 17.50 8 ft 5 11 23.35 ft 4 6 23.84 5 20.44 MATERIAL QUANTITIES SLAB REINF. (ONE 11W.) TOTAL: TOP STEEL = 3191.0 LB. BUT. STEEL = 3109.3 LB. PER SQ. FT. = 1.457 LB./SQ.FT. SURFACE AREA = 4323.8 SQ. FT. CONCRETE = 97.048 C. YARDS I FLAT SLAB DESIGN AIRCRAFT HANGER - PALOMAR AIRPORT L- F-- NO. OF SPANS = 8 SLAB THICKNESS (IN.) = 7 STORY HEIGHTS (FT.) = 15 BELOW = €1 ABOVE SPAN LENGTH UNIFORM LOAD (PSF) PARTIAL LOAD ( FLF) NO. (FT.) SUP.DL LL DL LL Xl X2 1 24.167 0 42 2 25 0 42 3 25 0 42 4 25 0 42 5 25 El 42 6 25 0 42 25 0 42 8 24.167 0 42 COL. DIM. '::IN. SLAB N. DROP PANEL COL. CAP. I::oL. BELOW ABOVE OCOL. TH. WIDTH LEHGTH(FT. ) DI A. DEPTH NO. T B T B (FT.) (IN) (FT.) LEFT RIGHT (IN.) (IN.) 1 20 0 0 0 24 3.5 4 .83 2 2 20 Ci 0 0 24 3.5 4 2 2 3 20 0 0 0 24 3.5 4 2 2 4 20 El El Cl 24 3.5 4 2 2 5 20 0 0- 0 24 3.5 4 2 2 6 20 0 El 0 24 3.5 4 2 2 7 20 0 0 0 24 3.5 4 2 2 8 20 El 0 0 24 3.5 4 2 2 9 20 0 0 0 24 3.5 4 2 .83 CANTILEVER: END PROJ. N. OEND tJ. LD(PSF) PART. LD(PLF) (FT.) (FT.) DL LL DL LL Xl LT. .83 24 - 0 42 El 0 0 RT. .83 24 0 42 0 0 0 SPANDREL BEAM: END BEAM DIM. (IN.) ECC.FROM COL. WIDTH CLR.DEPTH (IN.) LEFT 12 17 4 RIGHT 12 17 4 DESIGN METHOD = STRENGTH lIES I GN CONCRETE: TYPE = NORMAL NT. UNIT NT. (PCF) = 1.50 Fc (PSI) = 3000 STEEL: YIELD STRENGTH (PSI) = 60000 CUNCR. COVER (IN.): AT SUPP. = 1.5 IN SPAN = 2 LOAD PATTERNS: 75< LL ADJACENT SPANS 75 LL ODD SPANS 75 LL EVEN SPANS 100 LL ALL SPANS END LD.(PLF) X2 DL LL 0 0 El 0 0 0 COL. is 1 2 4 JOINT MOMENTS AND SHEARS (FACTORED LOADS SPAN t1C'1ENT5 FT. -1(1 PS) COL. * PATTERN 1 1 -3.9 -1:35.8 -259.2 -251.0 -241.0 -242.6 4 -244.6 -244.3 -243.9 -24:3.9 6 -244.3 -244.6 -242.5 -241.0 -251.0 -259.2 -135.8 -3.9 PATTERN 2 -3.5 -137.3 -222.0 -183.3 -174.9 -213.7 -215.3 -177.5 -177.1 -214.6 -215.3 -178.2 -175.0 -209.9 -227.4 -204.5 -80.0 -3.9 PATTERN 3 -3.9 -80.0 -204.5 -227.4 -209.9 -175.0 -178.2 -215.3 -214.6 -177.1 -177.5 -215.3 -213.7 -174.9 -183.:3 -228.0 -137.3 -:3.5 PATTERN 4 -4.1 -140.8 -281.0 -266.8 -249.9 -252.4 -255.5 -255.1 -254.4 -254.4 -255.1 -255.5 -252.4 -249.9 -266.8 -281.0 -140.8 -4.1 COLUMN MOMENTS (FT. -K I PS) C'JL. i$ PATTERN 1 1 -131.8 0.0 2 8.2 0.0 3 -1.6 0.0 4 0.3 0.0 5 0.0 0.0 0.0 7 I.E. 0.0 8 -8.2 0.0 9 131.8 0.0 PATTERN 2 -133.8 0.0 44.7 0.0 0.0 37.8 0.0 -37.6 0.0 37.1 0.0 -34.9 0.0 22.9 0.0 76.1 0.0 PATTERN 2. -76.1 0.0 -22.9 0.0 34.9 0.0 -37.1 0.0 37.6 0.0 -37.8 0.0 :38.9 0.0 -44.7 0.0 1:33.8 0.0 PATTERN 4 -1:36.2 0.0 14.2 0.0 -2.6 0.0 0.5 0.0 0.0 0.0 -0.5 0.0 2.6 0.0 -14.2 0.0 136.8 0.0 SHEARS (KIPS) PATTERN 1 -6.58 46.44 -56.65 53.71 -52.90 53.23 -5:3.28 53.32 -53.29 53.29 -53.32 53.38 -53.23 52.'90 -53.71 56.65 -46.44 6.58 PATTERN 2 -5.51 47.79 -55.30 37.58 -36.90 53.24 -53.37 37.26 -37.22 5:3.28 ._I._,.._,. 37.37 -37.11 52.60 -54.01 41.17 -30.26 6.58 PATTERN 3 -6.58 30.86 -41.17 54.01 -52.50 37.11 -37.37 53.33 -5:3.28 :37.22 -37.26 53.37 -53.24 2.6.90 -37.52 55.30 -47.79 5.51 PATTERN 4 -6.94 50.92 -62.52 59.34 -57.98 58.54 -58.78 58.69 -58.63 58.63 -58.69 58.78 -58.54 57.98 -59.34 62.52 -50.92 6.94 SHEAR STRESSES (FACTORED LOADS) COL. SHEAF: STRESS (PSI) NO. PUNCH. ECC. V TOTAL ALLOW. 1 53.6 127.9 181.4 219.1 2 173.2 12.7 185.9 219.1 3 155.5 2.3 167.8 219.1 4 166.9 0.4 167.3 219.1 5 166.6 0.0 166.6 219.1 6 1 166.9 0.4 167.3 219.1 7 1E5.5 2.3 167.8 219.1 2 173.2 12.7 185.9 219.1 9 52.5 127.9 181.4 219.1 DESIGN FORCES(FT. -KIP LINITS)GUVERN. VERT. R. TOTAL M. BEND. M. PATTERN 26.86 135.76 82.06 4 120.69 14.24 8.54 4 115.35 2.59 1.55 4 116.30 0.46 0.27 4 116.10 0.00 0.00 4 116.30 0.46 0.27 4 115.35 2.59 1.55 4 120.69 14.24 8.54 4 26.86 136.76 82.06 4 DESIGN FOR FLEXURE TOP REINFORCEMENT • COLUMN STRIP COL. BEE:. MOM. STEEL A. GUY. NO. (FT. -KIFS) (SQ. IN. ) PIRTT. 1 -95.09 4.06 4 2 -177.10 3.01 4 :3 -157.8:3 7.04 4 4 -160.07 7.15 4 5 -159.31 7.11 4 6 -160.07 7.15 4 7 -157.88 7.04 4 :3 -177.10 6.01 4 9 -95.09 4.06 4 BOTTOM RE I HFORC:EMENT N I B B L E S T P I P LIES. MON. STEEL A. GUY. (FT. -KI PS) (SQ. IN. PATT. -9.45 0.38 4 -59.03 2.47 4 -52.63 2.19 4 -53.36 2.22 4 -53.10 2.21 4 -53.36 2.22 4 -52.63 2.19 4 -59.03 2.47 4 -9.45 0.38 4 C 0 L u ri N STRIP SPAN DES. MOM. STEEL A. NO. (FT. -KI PS) (SCl. IN.) 1 79.75 3.75 2 67.20 :3.13 3 69.64 3.25 4 69.37 3.24 5 69.37 3.24 6 69.64 3.25 r -- .-:.r c.( -, :. 13 8 79.75 3.75 REINFORCING SCHEDULE (ALL EAR LENGTHS IN FT.) TOP BARS MID D LE STRIP DES. MOM. STEEL A. GOV. (FT. -KIPS) (SQ. IN.) PAT T. 53.17 2.45 4 44.80 2.05 3 46.43 2.13 46.25 2.12 46.25 2.12 46.43 2.13 44.80 2.05 2 53.17 2.45 4 COLUMN STRIP MIDDLE STRIP COL. BAR LONG EARS SHORT EARS ALL BARS NO. SIZE NO. LENGTH NO. LENGTH SIZE NO. LENGTH LEFT RIGHT LEFT RIGHT LEFT RIGHT 1 * 5 7 0.83 8.23 7 0.83 5.28 * 4 11 0.83 5.73 2 * 6 10 8.50 8.50 9 5.44 5.44 * 4 '13 5.91 5.91 3 * 5 12 8.50 8.50 11 5.44 5.44 * 4 11 5.91 5.91 4 # 5 12 8.50 8.50 12 5.44 5.44 * 4 12 5.91 5.91 5 * 5 12 8.50 8.50 11 5.44 5.44 * 4 12 5.91 5.91 IF * 5 12 8.50 8.50 12 5.44 5.44 * 4 12 5.91 5.91 7 * 5 12 :3.50 8.50 11 5.44 5.44 * 4 11 5.91 5.91 8 * 6 10 8.50 8.50 9 5.44 5.44 # 4 13 5.91 5.91 9 * 5 7 8.23 0.83 7 5.28 0.83 #4 11 5.73 0.83 BOTTOM EARS COLUr1N STRIP MIDDLE STRIP SPAN EAR LONG BARS SHORT EARS EAR LUNG BARS SHORT EARS NO. SIZE NO. LENGTH NO. LENGTH SIZE NO. LENGTH NO. LENGTH 1 * 5 13 23.18 * 4 7 23.68 6 20.30 2 I *4 16 23.02 *4 6 24.50 5 17.50 3 #4 17 23.02 #4 6 24.50 5 17.50 4 * 4 17 233.02 # 4 6 24.50 5 17.50 5 * 4 17 23.02 * 4 6 24.50 5 17.50 6 * 4 17 23.02 * 4 6 24.50 5 17.50 7 *4 16 23.02 *4 6 24.50 5 17.50 8 #513 23.18 *4 7 23.68 6 20.30 MATERIAL GIJANTITIES SLAP RE I U F . (ONE DIR. ) TOTAL: TOP STEEL = 3523.8 LB. POT. STEEL = 3548.4 LB. PER SQ. FT. = 1.474 LB./SQ.FT SURFACE AREA = 4800.0 SQ. FT. I:::UI::PETE =107.591 CU. YARDS IREINFORCED CONCRETE BEAM DESIGNI FRAME DESCRIPTION HANCAR SLAB MATERIAL PROPERTIES--- F'c = 3 KSI Fv = 60 KSI FOR FLEXUP.AL STEEL = 40 KSI FOR STIRRUP STEEL DESIGN BY THE STRENGTH ULTIMATE STRENGTH) METHOD INPUT LOADS ARE NOT FACTORED TO ULTIMATE LEVEL u c 4- c- yy •• ii. o Si. 52 SPAN LENGTH 10 FT. LOADS' (K IP AND FT. UNITS) UNIFORM DL LL Xl X2 .09S .05 0 10 END IIOMENIS ( - = FOP TENSION) I EFT R11IIT DL + LIVE LOAD 0 1.12 BOTTOM REINFORCEMENT DESIGN AT 5.7 FT. DESIGN MOMENT= 3.5 Ft-Kips As 0.23 SO.In. REINF. Z = .007 REINFORCING RATIO < .2 /Fy 4/3*As = .3 AT P .2 /Fv) As = 10.08 SECTION (In.) DEPTHS--- EFFECTIVE= 3.5 TOTAL= 6 WIDTHS--- AT COMP. FACE= 864 AT TENSILE FACE= 864 POSITIVE MOMENT OF 1.5 Ft-Kips AT RIGHT SUPPORT---ANCHOR RED'D BARS --LEFT-- . --RIGHT- SIZE HIM Z BARS LOCATION WHERE HIM Z BARS LOCATION WHERE INTO SUPPORT REST ARE CUT INTO SUPPORT REST ARE CUT 100 0.00 100 0.00 INFLECTION POINTS AT 0 AND 0 NO. OF BARS > 1.3 FOR INT. > 2.3 FOR EXT. EXPOSURE TOP REINFORCEMENT DESIGN LEFT END SECTION (In.) DEPTHS---- ) EFFECTIVE= 3.5 TOTAL= 6 WIDTHS--- AT COMP. FACE= 864 AT TENSILE FACE= 864 RIGHT END AT 0 In. DESIGN MOMENT 0 Ft-Kios A= 0.00 SQ. In. REINF. Z 0.000 REINFORCING RATIO < .2 /Fy 4/3'As = 0 AT P .2 /Fy, As = 10.08 SECTION (In.) DEPTHS—- EFFECTIVE= 3.5 TOTAL= 6 (,J t DT HS--- AT COMP . FACE= 864 AT TENSILE FACE= 864 l:srjrTorl TENSION AT SIJPPORT --- As . 1 P30. In. FROM .1 .6K-FT - LEFT SIDE CR11. SHEAR = 1.24 KIPS AT 0 FT. FROM CENTER OF SUPPORT Bw = 864 In. D = 3.5 In.-v=.-48 PSI NO STIRRUPS ARE REQUIRED RIGHT SIDE CR11. SHEAR = .93 KIPS AT 0 FT. FROM CENTER OF SUPPORT Bw = 864 In. D = 3.5 In. v = .36 PSI NO STIRRUPS ARE REQUIRED CONTINUOUS FRAME ANALYSIS I HANGAR 1,2)3 NUMBER OF SPANS = 3 SPANS ) LOADS) AND STIFFNESS SPAN I LENGTH = 30 LOADS UNIFORM DL LL Xi X2 1.51 .56 0 30 STIFFNESS: El = I SPAN 2 LENGTH = 14 LOADS UNIFORM DL LL Xi X2 1.51 .S6 0 12 STIFFNESS: El = I SPAN 3 SAME AS SPAN I COLUMN STIFFNESS: NONE FRACTION OF LIVE LOAD FOR PATTERN LOADING-.= 1 CRITICAL SHEARS AND MOMENTS: DEAD LOAD ONLY: .. SPAN I SHEAR: X 0 30 V +18.992 -26.308 MOMENTS: LEFT END RIGHT END +0.000 -109.729 MAX. POSITIVE MOM. = ±119.440 LOCATED AT X : 12. S713 INFLECTION POINTS: LEFT 0.000 RIGHT = 2S. iss SPAN 2 Sill. AR: II I'' 14 MOMENTS LEFT END RIGHT END -109.729 -109.310 MAX. POSITIVE MOM. = -74.023 LOCATED AT X = 6.877 INFLECTION POINTS: LEFT = 0.000 RIGHT = 0.000 SPAN 3 SHEAR X 0 30 V +26.294 -19.006 MOMENTS LEFT END RIGHT END -109.310 +0.000 MAX. POSITIVE MOM. = +119.616 LOCATED AT X = 17.413 INFLECTION POINTS: LEFT = 4.826 RIGHT = 30.000 FULL LIVE LOAD ALL SPANS: SPAN I SHEAR X 0 30 V +26.036 -36.064 MOMENTS: LEFT END RIGHT END +0.000 -ISO.424 ) MAX. POSITIVE MOM. = +163.736 LOCATED AT X .=_ 12.S78 INFLECTION POINTS LEFT = 0.000 RIGHT = 25.ISS SPAN 2 SHEAR: X 0 12 14 V +14.23S -10.605 -10.605 MOMENTS: LEFT END RIGHT END. -150.424 -149.848 MAX. POSITIVE MOM. = -101.475 LOCATED AT X = 6.877 INFLECTION POINTS: LEFT = 0.000 RIGHT = 0.000 SPAN 3 SHEAR X 0 30 V +3()45 -26.055 MOMENTS: LEFT END RIGHT ENI) -149.849 +O.Q(O MAX. POSITIVE MOM. = +163.977 LOCATED AT X = 17.413 INFLECTION POINTS: LEFT = 4.826 RICIT - 30.000 LIVE LOAD ON ODD SPANS: X 0 30 V +26.157 -35.943 MOMENTS: LEFT END RIGHT END +0.000 -146.788 POSIT -LOCATED AT X = 12.636 INFLECTION POINTS: LEFT = 0.000 RIGHT = 25.273 SPAN 2 SHEAR: X 0 12 14 V +10.384 -7.736 -7.736 MOMENTS: LEFT END RIGHT END -146.788 -146.368 MAX. POSITIVE MOM. = -111.082 LOCATED AT X = 6.877 - INFLECTION POINTS: LEFT = 0.000 RIGHT = 0.000 SPAN 3 SHEAR: X 0 30 V +35.929 -26.171 MOMENTS: LEFT END RIGHT END -146.368 +0.000 MAX. POSITIVE MOM. = +165441 LOCATED AT X = 17.3S7 INFLECTION POINTS: LEFT = 4.714 RIGHT = 30.000 LIVE LOAD ON EVEN SPANS: SPAN 1 SHEAR: X 0 30 V +18.871 -26.429 MOMENTS: LEFT END RIGHT END +0.000 --113.365 MAX. POSITIVE MOM. = +117.921 LOCATED AT X = 12 .497 INFLECTION POINTS: LEFT = -0.000 RIGHT = 24.991.3 SPAN 2 SHEAR: X 0 12 14 V +14.23S -10.605 -10.60S MOMENTS: LEFT END RIGHT END -113. 365 -112.709 MAX. POI'rIvE MOM. = -64.416 LOCATED AT X 6.877 t NFI...ECT I ON P0 I HIS LEFT = 0.000 RIGHT = 0.000 SPAN 3 n . MOMENTS LEFT END RIGHT END -112.789 +0.000 MAX. POSITIVE MOM. = +118.161 LOCATED AT X = 17.490 INFLECTION POINTS: LEFT = 4.980 _____ RIGHT = 30.000 LIVE LOAD ADJACENT SPANS: SPAN I LEFT END: MOMENT = +0.000 INFLECTION PT.= +0000 RIGHT END: MOMENT = -157.435 INFLECTION PT.= +24.930 SPAN 2 LEFT END: MOMENT = -1S7.435 INFLECTION PT.= +0.000. RIGHT END: MOMENT = -156.859 INFLECTION PT.= +0.000 SPAN 3 LEFT END: MOMENT = -156.859 INFLECTION PT.= +S.052 RIGHT END: MOMENT = +0.000 INFLECTION PT.= +30.000 REINFORCED CONCRETE BEAM DESIGN I FRAME DESCRIPTION HANGAR 1,2,3 MATERIAL PROPERTIES---- F'c = 3 KSI Fy = 60 <SI FOR FLEXURAL STEEL = 40 KSI FOR STIRRUP STEEL DESIGN BY THE STRENGTH (ULTIMATE STRENGTH) METHOD INPUT LOADS ARE NOT FACTORED TO ULTIMATE LEVEL SPAN I BOTTOM REINFORCEMENT DESIGN AT 12.6 FT. DESIGN MOMENT= 245.1 Ft-Kips As 2.85 SQ.In. REINF. X = .580 SECTION (In .) DEPTHS--- EFFECTIVE= 20.5 - TOTAL= 24 FLANGE-- WIDTHS.--- AT COMP. FACE= 24 AT TENSILE FACE= IS --LEFT--- --RIGHT-- - SIZE MIN Z BARS LOCATION WHERE MIN Z BARS LOCATION WHERE ) INTO SUPPORT REST ARE CUT INTO SUPPORT REST ARE CUT t7 100 0.00 25 4.71 tB 100 0.00 25 4.71 j 9 100 0.00 28 4.71 110 100 0.00 42 4.71 $11 100 0.00 S7 4.71 INFLECTION POINTS AT 0 AND 4.8 NO. OF BARS ) 1.6 FOR INT.,> 2.9 FOR EXT. EXPOSURE TOP REINFORCEMENT DESIGN LEFT END SECTION (Ii. DEl' 1 Ic; ._ EFFECT:rvE= 20.5 TOTAL= 24 RECESS= IS WIDTHS - ----- [ COMI - FACE- 15 AT TENSILE FACE= 24 RIGHT END AT iD In. DESIGN MOMENT -190.9 FT-Kips As 2.03 SO.In. REINF. Z .60 ) / SECTION (In.) - DEPTHS--- . EFFECTIVE 22.5 TOTAL= 24 RECESS= 18 WIDTHS---- AT COMP. FACE= IS AT TENSILE FACE= 24 BAR CUTOFF LOCATIONS FROM CENTER OF SUPPORT (FT.) 2/3 MAY BE CUT AT--- 0 5.40 FOR $8 OR SMALLER BARS 5.95 FOR #9 - FOR $10 17.33 8.81 FOR $11 1/3 MUST BE EXTENDED TO--- 6.98 FOR $7 OR SMALLER BARS 7.57 FOR $8 8.64 FOR $9. 10.02 FOR $10 11.50 FOR $11 INFLECTION POINT AT ¶5.1 FT. NO. OF BARS > 2.6 FOR INT. )) 4.6 FOR EXT. EXPOSURE STIRRUPS LEFT SIDE CR:[T. SHEAR = 30.46 KIPS AT 2.7 FT. FROM CENTER OF SUPPORT . - -. . ............ . - 8w = 15 In. D = 20.5 In. v 116.55 PSI SINGLE LOOP STIRRUPS 9-$3IATS )8 AT 10 RIGHT SIDE CR IT. SHEAR = 40.77 KIPS AT 1.64 FT. FROM CENTER OF SUPPORT 8w = IS In. D = 22.44 In.. v = 170.45 PSI SINGLE LOOP STIRRUPS 15 - $3: 1 AT 4 2 AT 9.S , 12 AT 10 SF'AN 2 01fl•ffJP1 RCIiIFORCEMCHJ DESIGN I I) 0 r f I) I• j oJ M flti V H r :. fl f V As= 0.00 SQ.In. REINF. 7- = 0.000 --- REINFORCING RATIO < .2 /Fy 4/3*As = 0 i AT P .2 /Fy, As = 1.02 - ----- ---------------------•---- - --- --•.- - DEPTHS---- EFFECTIVE= 20.5 TOTAL= 24 FLANGE= 6 WIDTHS--- AT COMP. FACE= 60 AT TENSILE FACE= 15 TOP TENSION ACROSS SPAN --- MIN. MOMENT = -166.7 Ft-Kips AT 6.8769994405 TOP REINFORCEMENT DESIGN LEFT END AT 10 In. DESIGN MOMENT= -213 Ft-Kips As 2.29 SQ.In. REINF. 7- = .677 SECTION (In.) - DEPTHS-- EFFECTIVE= 22.5 TOTAL= 24 RECESS= 18 WIDTHS--- AT COMP . FACE= 15 AT TENSILE FACE= 60 BAR CUTOFF LOCATIONS FROM CENTER OF SUPPORT (FT.) .128 MAY BE CUT AT--- 6.12 FOR $9 OR SMALLER BARS 7.33 FOR $10 8.81 FOR $11 REST CONTINUOUS NO. OF BARS ) 1.8 FOR INT.;) 3.2 FOR EXT. EXPOSURE RIGHT END AT 10 In. DESIGN MOMENT -215.6 Ft-Kips As 2.32 SQ.In. REINF. 7- = .606 SECTION (In.) DEPTHS---- EFFECTIVE= 22.5 TOTAL= 24 RECESS= tEl N I I) tHS--- Ar cui . FACE= IS AT TENSILE FACE= 60 CUTOFF LCJI:AroNs FROM CENTER OF supp(:)Nr (Er I3S MAY DE CUT AT--- 6,22 FOR Gr9 OR SMALL.ER BARS) to i ii NO. OF BARS > 1.8 FOR INT.,,) 3.2 FOR EXT. EX P O S U R E STIRRUPS LEFT SIDE: CR11. SHEAR = 18.47 KIPS AT •2.87 FT. FROM CENTER OF SUPPORT 8w = IS In. D = 22.18 In. v = 65.29 PSI SINGLE LOOP STIRRUPS 4 - •3 IAT 5, 3 AT .11 RIGHT SIDE: CR IT. SHEAR = 19.73 KIPS AT 2.7 FT. FROM CENTER OF SU P P O R T 8w = IS In. D = 22.21 In. v = 69.68 PSI SINGLE LOOP STIRRUPS 4_:3, 1ATS,3 AT .t1 DESIGN LOADS: (Component dead t00d5 for maero1s furnished 0. 6131 ) jj by Metallic are cutomallcatiy Included J3.3)"' ./ Live Load: OF C 12.0 psf Purlins 20.0 psf Wind Load: 15.0 psf. Collateral Loads: 1 psf This building Is designed in accordance with A.I.S.C. On Purlins and Frames and A.LS.l. codes and The Recommended Oeiqn Practices Manual of the Metal euiiding Mcnufocturer'3 Crane and Other Loads: Association and by METLLlCS interpretation of good • engineering practices . none All Indicated bracing is permanent unless specifically • iioted . Anchor bolt design is for ssa and location èf bolts only with foundation design by others marathon A metallic building company ENGINEERING DEPT. JOB DESIGN JOB NO. DEALER '--t\ BLDG. LOCATION( LLIFQUOTE NO. DESCRIPTION c ' - DESIGNED BYL m CHK'D BY______ 9 CALCS.E _- STATE LOADS: ROOF - DL LL 10 WL COLL._ FRAME - DL -, LL ________ WL ___E r-_ COLL. OTHER I F. 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I NON-STOCK i -i--I---I- LH'I II1II I hI II II1 T2_ - I I I - I - 1, I hI I I I JITLMS :LH marathonA metallic building company ENGINEERING DEPT. JOB TITLE DESCRIPTION 0 . JOB NO. • - QUOTE NO. DESIGNED BY'- CHK'D BY______ DATE_- I 4- t SHEET NO.'2- -L ----- _____E.$_S—rRsT I I I fI.1L - _ --- - ml j - ......... -1 ----- —.--- --•N s•I, b TI 0 +]TI, I ri1"i t>T. ,00 : --——-— ThL Lp bTr '1 '1-4 k- t c t2 Q - — — — —M, E.. I I LLLLJJ,/ TiEi Ii I 'ffiL t I1I4 isl Li L 4TTkP1tT F; I'LL EHEE L!*I IflI tLEELtI .LLi..4L F' i HOJ, II I OL%P. — ' C)J. I marathon A metallic building company ENGINEERING DEPT. JOB NO. - e_.-z_ JOB TITLE S QUOTE NO. 0 DESCRIPTION DESIGNED BY_h CHKD BY______ DATE '-\ SHEET NO. ____ _j_ 0 1 r. i*+k1 rTI% ttUT IN, i LE :j I 1 I T I lIt T 1 Llii, 1 _JiItIHHI±H*1lHlI1±II±I t r-;j -- - - ErE Fj L- P I - - - K P 14 L M I i IL LLL III III -IIFI II 1111111 I II IIHI Jill! III[I I, liii 'iR"FH ELELtLL[L I I IL ITI IIj1 rL %L _hhh11 EEHtrIFEEEI rr7 :IL E . • - . . . . . * ............ BASE KNEE 09 -2- KSo\ 4 F1ELOL PEAK • o( 2? 2 2 • OTHER tc, = = :i • 1' It4CINEERING DEPT. . 408 TITLE JOB NO. - ? r- - DESIGNED BY_L -t-- CHK'O BY_________________________ . . SHEET NO. 4- ________ . DISTAë C. Cgh 'it I I UNE LOAD* I- TOP FLG.lk \(t C.s' 12 BOT.FLG. x WEB 14,ç 1-z 3• . CTj lus F-I 0 S . ••' •••••• JOB TITLE JOB NO. DESIGNED BY pI+ CHK'D BY_______________________ DATE - I S - ,i SHEET NO. •• E')&L-) LINE LOAD DISTANCE . -Co (SYM.) 2 12 TOP FLG. •4 \- aq 801. FLG. \- ± '. 2.. • WEB 14x i1-°t 3-i 'G 'L-C • — — co - - - 1EZPC..E .3 j •.-.• .• S. on 10, Ci :.: ...•..•..•. • .5 •. S . - • —Ci - BAY SPA CMG '- : • S GIRT LINE . . • - SPAN wl ra Jc-O .4- BASE. ?5Jo -• KNEE t4i F1ELD1 PEAK P o92'1 C -~ • • S. —T ..•I OTHER crit Z IV BASE- . KNEFE VSoB42 FIELO1 S o? 3 -t PEAK ' PS o 3° 2 - OThER ' " = = ' JOB TITLE_ j- tj s Job NO. - 2 DESIGNED BY L . U-KD 61 DATE - -I , SHEET 'NO. C Av_ P - DQft)&L) LJNE LOAD DISTANCE ' . ' - e, ('SYM.) TOP FLG ,4-a± ,c'4c t2.-± 3gA.t4-o x'i_,d4-(- 801. FLG. x'ac 'I 4o j .Cx ICX.'4'-G. WEB 14ot 14 ED - / LFLNC 1312bC..E vc 19 - '. . . crLC.. v . . ' ' . •' ' . .' ' ' , 4LJ.E I x x • - ('L LoJ BAY SPAC4G Sa3 0 ].GIRT LINE U.. w - SPAN_1\.-0 ' LL+DL. ' ' ' '• . :: :1 WL+DL OIL 46, - 10 -3, L I III II IIIIiI Ii''' I -I Iji [iIiIIIII;:I liii _4L1I 4. j rMn - ---- I F Z- ---- - I Rho ----- LI II1IIIIIIIIII ?frJIII ___ 71 /__--+_L__--1_ ri i I _4CA%i1i1 f 1HI hI 1TflTI_I - — j -I----- [ ToU 1_J_ 'H±ftLr [ '4 0 marathon metallic building company ENGINEERING DEPT. JOB TITLE . 1tL1\ DESCRIPTION J Ph t& JOB NO. _so!. -2 QUOTE NO. DESIGNED BY' CHKD BY- DATE ' \ SHEET NOJ.. K. Li b lv\ L. marathon metallic building company ENGINEERING DEPT. JOB NO._ -. r2 JOB TITLE L QUOTE NO.__________________ DESCRIPTION_ '—-- '.' • DESIGNED BY_'CHKD BY— DATE 1 n I S ' SHEET NO. '2 OMEN IU•ii__ U M mine E NEON NONE --OMEN — 0 M UR U ENEENEE i •• U•I1UUU•U•UIlUIlURUI•uU MEMO iiuu MENEM 0 ON MIN I Wwtq M1 UIUUUURU1 UURUUUUUU••UUUUU U••••U•••N UUUUUUURURIUUIUUURUIUUU IU U • •••••• ==M ME U ME MONO • - • - IUU..UU.. ••UUUUUIUUUUUU•UUUU •••••••.U.•••••.•••. - R . — - - NEEMMMMM URU NOMMIN MEWEEW. i1iZIIT I ei 'I 1i1 TL IW '2. X4 - ---i fy32. I4I I— i—ri- I 'I I NAPATHON METALLIC BUILDING COMPANY HOUSTON, TEXAS . PAGE RIGID FRAME ANALYSIS 2 IIPUT OATA • . . . . . . 3 5 0USADI CONST .z to TI-ID Juf \O 032625 - 9 Our L NO to L ATE 14iA-1 10-28.44- DS1G t3 LM6T . - 13 14 - IS 16 PALOAIRPORT - 7 Cr1Sl AD, CALIFORNIA sr-C710`4 PPCPE;TIS . :. - •- -• OPTION 2-...............20 21 22 TYPE S0AW 0 EAVE k EAVE L SLOPE P SLOPE GIFTS PURLIN DLX DOY DRX DRY . 23 Cs 110.00 22.50 22.5u 0.50 -0.50 8.00 8.00 0.00 0 00 0,00 0.00 25 .16 27 SPECS 0 LOAD L LOAD N LOAD BAY SP YIELD ST NONSYM D+L+W ADD LOADS FLAT RAF OFSET 30 FLG. NEB 31 32 ijVcK 3.00 12.00 15.00 P 25,00 50,00 50.00 . 0 0 . . 0 0 . 0,0 . . 34 JOINT MjMbENS OF FILL) SPLICES 9 12 15 ............. .:• ................... .. ........ . . . ......... -• 35 36 37 38 MU1 bER OF JOIiT MUE'RS AT . .40 30 41 r'fs 0 K N EE PEAK H KNEE :- . . . -.- ......,. .....-... . . .. . .- .....-. . 42 43 44 22 4 12 20 45 46 47 48 STRUCTURE IS CLEAk SPAN RIGID- FRAME PINNED AT BASE -- . . . . • .. . . . . .. . ... . . . . . . . .' . . . . . . . 49 50 ?k OUjfr R FLANGE INNER FI1ANGE WEB WEB D P T H LENGTH 52 WIDTH ThIfESS WIDTH ThICKNESS TIIK START END FT . 53 54 1 8.0000 0.3125 8.0000 0.3125 0,1875 9,0000 18.2677 6.4900 . S 55 2 8.0000 0.3125 8.0000 0.6250 01875 18.2677 30.016 . 8.2O0 •• <. . .57 3 8.0000 0.3125 8.0000 0.6250 0.2500 30.0916 36.0000 7.7400 53 a-... . . KNEE SPLICE . 60 4 6u0 , 03 6.0000 _,350 LQ.10 3,0.0-03 1571 8.2800 - . 6 5 6.0u0& 0.3125 6.0000 0.625 0.2500 34.1571 32.6762 3,7700 62 b 6.0000 0.3125 6.0000 0.6250 0.1875 32.6762 30.5196 5.4900. 63 64 I 6 0.3125 _3ij6__0000 __0 _3125 ____0 _b7b 05T90 29.6554 2.20 1515 6.0tJ00 0.1875 6.0000 0.3125 0.1675 29.6554 . 27.0000 6.7600 68 67 ... .- BUTT SPLICE •, . . 68 9 6.0000 0.1875 6.0000 0.175 0.3500 27.0000 27.0000 4.3500 - 69 10 6.0000 0.1875 6.0uo0 0.105 0,1500 27.0000 27.0000 .5.8000 0 71 11 6.0o0u0.31256.00000.1675 0.1500 27.OUOO 27.0000 72 PEAK SPLICE ..... •.. ..173 STRUCTURE IS S1 iFirelCAtj 74 1403-2e12 LtJSARDI COST 14-JAN-81 PAGE NO 3 GENERAL FRAME GEWiFTRY I N 1 PURLTH A N D GIRT -LOCAT10,14 COORDINATES IN FEET LEVI COLUMN u.0000-.- 7.3333 13.3333 .19.3333 r.:..22.5000 '-:--- . ........ . . . . _LEFT RAF TER 0,0000 b 0000 10 0000 15,0000 20,0000 25,0000 130,0000 35,0000 40.0000 45 0000 12 50.0000 53.7500 56.2500 . . .13 14 RIGHT RAFTER . 53.7500 56,2500 - 60.0000 65.0000 70.0000 75.3000 80.0000 85.0000 90.0000 95.0000 IS IS 100 0000 -105.00()0 110 0000 117 IS siGnT Cjt.,UMrJ 22.000 -19,3333 l3.3333,- .- .7,3333.........-.0--000 20 ......... . -j-. .... .: ........•--.:•-: ....--.- .. IS 21 ELAr. rIPACt. LOL-\IIUN CJCHD1NAIt.S 14 FELT - 22 23 24 LEVI C0iii 0 v 0000 33 3333 19.3333 20.3666 26 27 28 LEFT RAFTER 2.2803 5.0000 15.0000 25.0000- 35.0000 45.0000 53.7500 56.2500 . 2 30 RIGHT R.FiR 53.7500 56.2500 65.0000 -75.0000 85.0000 95,0000 105,0000 107,7197 . 31 32 P IGHT (J1JUtA 20.3666.'', 19.3333 ... -. . -. -. 13.333i .-- -- •-- 01 0000 -S ........ - •.. : . --: •.. ' ..... '5.. .;.,.,• . - . ... . ..-. -. .. •-. 35 36 NuT SUtttjW1 L-0CT ILWS OH COLUMN ARE Y- COORDINATES . . . 37 - SUPPORT L'JC1 I0I3 ON RAFTER ARE X-COORDINATES . - . . . 36 - - . 39 40 FIELO SPLICE COORDINATES I HEET . .. .-...-.. . . . . . -':. -- - - . .. . ...........- --:- .... . .. . . . . .-i---: ........ . .. . . - -- - '- . •? . 42 43 44 26.5U 55.00 d3.50 . .45 46 47 48 49 (.OLUi' C R I T P OINT LFT X 2.193 Y 18 898 RIGHT X 107 807 Y 18 898 51 52 RAFTER CRIT POINT LEFT X 3,680 - Y 20.448 RIGHT X 106.320 . ---5- . . .53 Y 20.448 - . 54 52 56 - .- . . . . .. . . -- -- - -'- -- - -5 .......... .....- . ........ S. . ....-. .............. . . . 5 5 7 58 59 60 .1 63 64 .. ......- - .. - S •• -S .- - . . . . ':. ••5. .................................................................- 95 85 67 -. - - . -- .-,.-, - -, S -- --S - .........- -S.---- -- - - - ~611 - . - - - 73 - . - - - - - 71 - . - 72 IL I ----------------------------------.- !::; • 1 r,V~.P ALL OF MErIBEP. 1 - 2 3 4 OUTER FLA.i'.c.E INNER L.ANGE Vi EB DEPTH OF WEB LENGTH II WIDP4 IhICF v.IUTm CnICK THICK START END FT 1N**4 8.0n0. 0.312 8.00u u .312 0.107 9.000 18.268 6.501 26.67 -SECTION PROPERTIES AT FIFTH POINTS---------------------------------------------- SEC X COOP I COUP E6 0 OUTER PLC COMP INNER FLG COMP AREA RADII OF GYRATION (Ifl) YIELD SEC M0L 0 St.0 MOD .. 0 RX RI RBO P81 OUT IN WEB 11 FT Fj Ii' IN*43 IN**3 IN**2 IN**4 KSI KSI KSI 13 0 1.07 0.00 9.00 24.89 1.000 24.89 1.000 6.69 119.8 4.23 2.00 2.19 2,19 50, 50. 50,14 21 1 1.14 1.30 10.65 3C.64 1.000 .30.64 1.000 7.04 175,8 5.00 1.95 2.17 2.17 50. 50, 50, 16 2 1.22 2.60 12.71 36.6() 1.000 36.60 1.000 7.38 243,9 5.75 1.90 2.15 2.15 50. 50. 50• 3 1.30 3.89 14.56 42.77 1.000 42.77 1.000 7.73 324.7 6.48 1.86 2.12 2.12 50. 50. 50. 4 1.38 ,19 16.41 49.16 1.000 49.16 1000 8.08 418,8 7.20. 1.82 2.10 2.10 50, 50, 50, 20 5 1.45 6.4 18.27 5,77 1.000 55.77 1..000 8,43 526.6 7,91 1.78 2.08 2.08 50. 50. 50. 121 22 OVER ALL DINESIONS OF FElBER 2 23 24 - 26 OJTEP. FLAGE I:rER FLAUGE vi Eb DEPTH OF WEB . LENGTH II . .. . 27 WiDIH TICK vITrl TrUCK THICK START END FT £N**4 29 8.000 0.312 h.000 0.625 0.187 18,268 30.092 8,295 40.00 -SECTION PROPERTIES AT FIFTH POINTS --------------------------------------------- 31 - 32 SEC X ClOR COOP I) OUTER PUG CCJWP INNER FOG COMP AREA IX RADII OF GYRATION (IN) YIELD 33 SEC WOO 0 SEC MOD 0 RX RI P80 RBI OUT IN WEB FT FT IN Th43 Ii4**3 IN**2 IN**4 . KSI KSI KSI 36 80 1.45 6.49 16.27 60,50 1.000 93.16 1.000 10.93 704,4 8.03 1.91 2,08 2.19 50. 50, 50. 37 1 1.5 P.15 20.63 70.18 1,000 106.46 1.000 11.37 912.3 8.96 1.88 2.06 2.17 50. 50. 50. ° 2 1.65 9.80 23.00 80.27 1.000 120.05 1.000 11.81 1151.4 9.87 1.84 2.04 2.16 50. 50. 50. 30 40 I 3 1.75 11,46 25.36 90./7 1.000 133.93 1.000 12.26 1422,9 10.78 1.81 2.01 2.15 50. 50.50. 4 2 4 1.85 13.11 27.73 101.0 1.000 148.12 1.000 12.70 1728,1 11.67 1,77 1.99 2.13 50. 50, 50, 3 5 J .95 14.77 30.09 112.97 1.000 162.62 1.000 . 13.14 2068.4 12.55 1.74 1.97 2.12 50. 50. 50, 43 OVER ALL LIWENSIONS OF MEMBER 3 6 14C 40 47 ~7 OUTER FLANGE 11'NE;P FLANGE NEB DEPTH OF WEB LENGTH II . WIIJIH ThICK WILTh THICK THICK START EN C) FT IN**4 . 0 8.000 0.312 8.o0O U.625 0.250 30.092 36.004 4,138 40.00 155 53 .1 PROPERTIES AT FIFTH POINTS--------------------------------------------- - 54 2 SEC X COON I CC.IUR -SECTION E}3 C) OUTER PLC CORP INNER FOG CON? AREA IX RADII OF GYRATION (IN) YIELD zc SEC '0D 0 SEC MOD 0 . RX . RI RBO P81 OUT IN WEB 57 4 F'1 FT IN IN*3 I0a;3 IN*2 IN**4 KSI KSI KSI 56 51 0 1.95 14.77 30.09 124.01 1.000 169.96 1.000 15.02 2224.7 12.17 1.63 1,88 2.06 50. 50. 50. 60 6 1 2.00 15.60 31.27 130.63 1.000 178.01 1.000 15.32 2426.9 12,59 1.62 1.87 2.06 50. 50, 50. 61 2 2.05 16.42 32,46 137.39 1.u00 186.17 1.000 15.61 2639.8 13.00 1.60 1.86 2.05 50. 50. 50. ' 3 .09 17.25 33.64 144.27 1.000 194.43 1.000 15.91 2863.6 13.42 1.59 1.85 2.04 50. 50. 50, 63 4 2.14 18.07 34.82 151.28 1.000 202.81 1.000 16.21 3098.4 13.83 1.57 1,84 2,03 50, 50, 50. 65 0 2.19 18.90 36.00 158,41 1.000 211.29 1.000 16.50 3344.5 14.24 1.56 1,83 2.03 50, 50. 50, 67 611 2 68 3 71) 71 72 6 71 . 0 74 75 7( W 803-2625 LusARr)x CONST 14-JAN-81 PAGE NO 5 = OVE}< AlL 0TM;51C MEMBER 4 OUTiR FLAi'101. .1h,E FLANGE WEB DEPTH OF WEB LENGTH IY WIOIM THICK PIOTH TRICK THICK S1AT END FT IN**4 8 0.437 6.000 0.625 0.250 36.001 34.157 4.610 19.13 PROPERTIES AT FIFTH POINTS---------------------------------------------- 8 EEC X COOR I CrJOR --SEC1ON Eb 0 OUTER FOG COMP INNER FOG COME AREA IX RADII OF GYRAIION (IN) YIELD NO SEC MOO 0 SEC MOD 0 RX RI RBO RPI OUT IN WEB 10 iT Fl Ii IN3 I iq **3 11042 IN**4 KSI KSI KSI H o .60 20.45 36.00 155.24 1,000 177.93 1.000 15,38 3072,8 14,14 1.12 1138 1.46 50. 50, 50. 2 1 4.60 20.50 35.63 153.07 1.000 175.59 1.000 15.28 3000.9 14.01 1.12 1.38 - 1.47 - 50. 50. 50. 13 2 5.52 20.56 35.26 150.92 1.000 173.25 1.000 15.19 2930.0 13.89 1.12 1,39 1,47 50. 50. 50. 4 3 6.44 20.61 34.89 146.78 1.000 170,93 1,000 15.10 2860.1 13,76 1.13 1,39 1.47 50, 50, 50. 15 4 7.36 20.66 34.53 146.64 1.000 16.62 1.000 15.01 2791.3 13.64 - 1.13 1.39 1,47 50. 50, 50, 6 I? 5 6.28 20.72 34.16 144.53 1.000 166.32 1,000 14.91 2723.5 13.51 1.13 1.39 1.47 50, 50, 50. is 0VE; ALL 0IfflS10S OF NENBER 5 9 20 21 OUTER FLAtGE: INNER FLANGE NES - DEPTH OF WEB LENGTH II 22 wiri' THICK wiUTh TiICK THiCK START END FT IN**4 23 6,000 0.312 6.000 0.625 0,250 34.157 32.676 3.776 16.88 7.4 ----------------------------------------- PROPERTIES AT FIFTH POINTS SEG X COOP I COUP t-EB 0 OUTER FOG COME INFER FOG COME AREA IX RADII OF GYRAIIUN (IN) YIELD 26 NO SEC IWO 0 SEC MOD 0 HX RI F'BO R.I OUT IN WEB 27 T FT II. IN*3 IN**3- IN**2 IN**4 : KSI KS! KS! 28 0 6.28 20.72 34.16 126.02 1.000 158.96 1.0uO 14.16 2444.9 13.14 1.09 3.31 1.47 50. 50, 50, 0 1 9.03 20.76 33.E6 122.49 1.000 157.19 1.000 14.09 2395.7 13.04 1.09 3.31 1.48 50. 50. 50. 30 2 9.79 20.80 33.56 120.96 1,000 155.43 1.000 14.02 2347.0 12.94 1.10 1.31 1,48 50. 50, 50, ' 3 10.54 20.65 33.27 119.44 1.000 1.68 1.000 134 28.9 12.84 1.10 3.31 1.48 50. 50, 50, 32 4 11,30 20.89 32.97 117.93 1.000 151.93 1.000 13.87 2251.5 12.74 1.10 1.32 1.48 50. 50. 50. 33 S 12.05 20.94 32.68 116.43 1.000 150.20 1,000 13.79. 2204.6 12.64 1.11 1,32 1.48 50. 50. 50. 34 35 nVER 36 ALL 1fltErS10t1S OF MEMBER 6 37 30 OUTER FNc.:E IMiER FLAIGE WEL DEPTH OF WEB LENGTH II WIUlf TolCK WIOTh THICK THICK STAHl END - FT IN**4 . 40 6.000 0.312 6.000 0.025 0.187 32.o76 30.520 5.499 16.88 41 PROPERTIES AT FIFTH POINTS---------------------------------------------- 42 SEG X COUP I COOR -SECTION WEN U OUTER VLG COME INNER FOG COME AREA IX RADII OF GYRATION (IN) YIELD 3 SEC WOO 0 SEC MOD 0 RX RI RBO RBI OUT IN WEB FT FT IN IN43 It'**3 IN*2 IN**4 KSI KSI KSI 0 12 .05 20.94 32.68 103.99 1,000 140.77 1,000 11.75 2010.4 13.08 1120 1.39 3.54 50. 50, 50. '6 1 13.15 21.Oo 32.24 102.13 1.000 138.52 1.000 11.67 3950,7 12.93 1.20 1.40 1.54 50. 50. 50. ' 2 1.25 21,06 31.81 100.26 1.000 136.29 1.000 11.59 1892.0 12,78 1.21 1.40 1.54 50. 50. 50. 48 3 ls.34 21.13 31,38 98.44 1.000 134.06 1.000 11.51 1834.5 12.63 1.21 1.40 1.54 50. 50. 50. 491 4 36.44 21.19 30.95 96,61 1,000 131.85 1.000 11.43 1778.o--TT. 41 1.22 1.41 1.54 50. 50. 50. 0 51 5 17.54 21.25 30.52 94.79 1.000 129.65 1.000 11.35 1722.5 12.32 1.22 1.41 1.55 50. 50. 50. 53 54 55 56 - -- - W. 803-2625 LUSARDI CONS'l' w 14-JAN-81 PAGE NO 6 OVER ALL oi SJO.$ OF MEMBER 7 OUTP FLAN GE lER FLANGE W K DEPTH OF WE6 LENGTH NIDIH THICK WIDTH ThICK 1HICK START END FT IN**4 6.000 0.312 b.OnO 0.312 0.167 30.520 29.655 2.204 11.25 ------------------------------------SFCI1OH POPERT1ES AT FIFTH POINTS ---------------------------------------------- SEG X LflOR I COOP ivE6 0 OUTER FOG CORP INN ER FLG COMP AREA IX RADII OF GYRATION (IN) YIELD NO SEC moo 0. SEC MOD ...0. . ....•., RX .RI. RB0 RBI OUT IN WEB FT FT IN I13 IW*3 1N**2 IN**4 KSI KS! KSI 0 17.54 21.25 30.52 85.75 1.000 85.75 1.0(j0 9.47 1335.4 11.87 1.09 1.41 1.41 50, 50, 50, 1 11.98 21.26 30.35 R5.1) 1.000 85.10 1.000 9.44 1317.9 11.82 1.09 1.41 1.41 50. 50. 50. 2 15.42 21.31 30.17 64.46 1.000 c4.46 1.000 9.41 1300.6 11.76 1.09 1.41 1.41 50, 50, 50. 3 iW.6 1.33 30.00 83.61 11000 83.81 1.000 9.36 1283.4 11.70 1.10 1.41 1.41 50. 50. 50. 4 30 21.36 29.63 83.17 1 000 63.17 1 000 9.34 1266.4 11.64 1.10 1.42 1.42 50 50 50 5 1,74 21.36 29.66 82,53 1.000 82.53 1.000 9.31 1249,5 11.58 1.10 1.42 1,42 50. 50. 50, OVE ALL DTtE'.SiO.S OF NlEBER 8 Cf.P A4oE IHFN FLANGE vFb DEPIH OF WEB LENGTH II WI[TH THICK 10TH THICK 'rHiCK START EhO Fr 6.000 0.187 6.000 0.312 0.187 29.655 27.000 6.771 9.00 ------------------------------------SECIION PROPERTIES AT FIFTH POINT& ---------------------------------------------- .SEG X COON y COOR WEB 0 OUTER VLG COMP INNER FLG CORP AREA IX RADII OF GYRATION (IN) YIELD NO SEC MOD 0 SEC MOD 0 RX RI <BO RBI OUT IN WEB FT FT IN I1443 IN43 IN2 IN**4 KSI KS! KSI 0 19.74 21.36 29.66 65.13 00 921 77,00 1,000 8,56 1064.0 11.15 1.03 1.28 1.42 50. 50. 50, I 71.v9 21.46 29.12 63.45 0.921 75.16 1,0vO 8,46 1019.2 10,98 1.03 1.29 1.42 50. 50. 50. 2 2.44 21.54 28.59 61.79 0.921 73.33 1.000 8.36 975.7 10.80 1.04 1.29 1.43 50. 50. 50. 23.80 21.62 28.06 60.15 0.921 71.53 1.000 6.26 933.3 10.63 1.04 1.30 1.43 50. 50, 50. 4 25.15 21.70 27.53 58.53 0.921 69.74 1,000 8.16 892,0 10.45 1.05 1.30 1.43 50. 50. 50, 5 26.50 21.77 27.00 56.92 0.921 67.97 1.000 8.06 851.9 10.28 1.06 1.31 1.44 50, 50. 50, O\Fo ALL DIMiiS10NS OF MEMBER 9 OUTER FLGE IEN F1A'JGE WEB DEPTH OF MEB LEMGTH II 1101W THICK w It.'Th THICK IHI"r\ STAR! END Fr 6.000 0.187 o.000 0.187 0.150 27.000 27.000 4,354 6,75 ------------------------------------SECTION PROPERTIES AT FIFTH POINTS ---------------------------------------------- SEG X COOR I COUR WEE 0 OUTER FOG CON? INNER FLG CORP AREA IX RADII OF GYRATION (IN) YIELD NO SEC MOO 0 SEC ROD 0 RX RI RBO RBI OUT IN WEB FT FT IN Ii43 I*#3 IN*2 IN**4 KSI KS! KSI 0 26.50 21.77 27.00 46.35 0,921 48.35 0.921 6.30 661.8 10.25 1.04 1.37 1.37 50. 50. 50. I 2.37 21.81 27.00 48.35 0.921 48.35. 0.921 6.30 661,8 10.25 1.04 1.37 1.37 50, 50, 50. 2 26.24 21.85 27.00 48.35 0.921 48.35 0.921 6.30 661,8 10.25 1.04 1.37 1.37 50. 50, 50, 3 2'.11, 21.86 27.00 46.35 0.921 48.35 0.921 6.30 661.8 10,25 1.04 1.37 1.37 50. 50. 50. 4 29.98 2.1.92 27.00 48.35 0.921 48,35 0.921 6.30 661,8 10.25 1.04 1.37 1.37 50. 50. 50. 5 39.65 21.96 27.00 48.35 0.921 48.35 0.921 6.30 661,8 10.25 1.04 1.37 1.37 50. 50. 50, 'W 803-2o25 LUSARI)! CONST 14-JAN-81 PAGE HO 7 DVE ALL OTr1ENSIflMS OF MEMBER 10 OUTER FbAiGE IE:R if,A NGE WEB DEPTH OF WEB LENGTH II WIDTH THICK WI 0Th THICK THICK START END FT IN**4 6.000 0.187 6.J00 0.187 0.150 27.000 27.000 5.805 6.75 ------------------------------------SECTION PROPERTIES AT FIFTH POINTS -------- SLG X COOP y COUP Vi En 0 OUTER FOG COMP IUi}R LT.4G CORP AREA IX RADII O GYRA1ION (IN) YIELD SEC MOD 0 SEC MOD 0 RX RI RBO RBI OUT IN WEB FT FY It] IN3 14*3 IN**2 IN**4 KSI KS! KSI 0 30.5 21.96 2/.00 46.35 0.921 48.35 0.921 6.30 661.8 10.25 1,04 1.37 1.37 50. 50, 50, 1 32.01 22.00 27.00 48.35 0.921 48.35 0.921 6.30 661.8 10.25 1.04 1.37 1.37 50, 50. 50. 2 33.17 22.05 '27.00 48.35 - 0.921 4]'35 0.921,'. 6,30 661,8 10,25 1.04 1.37 1.37 50. 50, 50. 3 34.33 22.J0 27.00' 48,35 0,21 48.35 0,921 6.30 661 .8 10,45 1.04 1.37 1.37 50 50 50, 4 35 49 22.15 27.00 46.35 0.921 48 35 .0 .921 6.30 661.8 10.25' 1.04 1.37. 1.37 50 50 50 5 35.65 22.20 27.00 48.35 0.921 48.35 0.921 6.30 661.8 10.25 1.04 1.37 1.37 50. 50. 50. OVER ALL UI!E•!S1OtS O r]Et,BER 11 - - 0U ER FL 1]R A G' WEB -DEPTH OF W 6 IIJGTH II WIDIH ThICK *,.Iw I U T h ThICK THICK START END F1' IN**4 5.000 0.312 5.000 0.187 0.150 27.000 27.00.0 18.366 9,00 S ------------------------------------SECTION PROPERTIES AT FIFTH POINTS- ------------------------------------ --------- SEG X COuP I COUR eiELi I) OUTER FOG CORP 1WNER FOG COMP AREA IX RADII OF GYRATION (IN) YIELD NO SEC MOO 0 SEC NOD 0 RX RI P80 RB! OUT IN WEB 1 FT IM IN3 IAi*3 ., .- IN**2 IN**4 - KS! KS! KSI 0 35.65 22.20 27.00 63.85 1.000 52.05 0.921 7.05 788.5 10,58 1.13 1.49 1,37 .50. 50. 50, 1 40.32 22.35 27.00 63.85 1.000 52.05 0.921 7.05 788.5 10,58 1.13 1.49 1.37 50, 50. 50, 2 43.99 22.50 27.00 63.05 1.000 52.05 0.921 7.05 788.5 10.58 1.13 1.49 1.37 50. 50. 50, 3 41.66 22.60 27,00 63.85 1,u0o 1 52.05 0.921 75 78.5. 10.58 1.13 1.49 1.37 50, 50. 50, 4 51.33 22.81 27.00 63.85 1.000 52.05 0.921 7.05 768.5 10.58 1.13 1.49 1.37 50, 50, 50, 5 55.00 22.96 . 27.00 63.5 1.000 52.05 0.921 7.05 788.5 p10.58 1.13 1,49 1.37 50. 50.' 50. S.- .. . 5•5 , -i.. '. S..-- W R03-2b25 LUSARII cONSI W 14-JAN-81 PAGE NO 8 ------------------------- Lc;ADING 1tFWI'AT10N L0JLIiG I D[+LL LOADING 2 WIND LOAD KIP/FT KU'/FT KIP/FT COEF 'I.i'i3FR N(jPM1L NOPMAL NVDK X 1,3 1 0 0000 0 0000 0 3Q9 0 8000 2 0.0000 0.0000 0.2309 0.8000 3 0.0000 0.0000 0.2309 0.8000 4 -0.4179 -0.0244 -0.1916 -0.6647 5 -0 419 -0 0243 -0.1916 -0.6647 b -O 41/, -0.0243 -0.1916 -0,6647 7 - -0,4179 -0.0243 -0,1916 -0,6647 8 -0.4179 -0.0243 -0.1916 -0.6647 9 -0.41Hi -0.0174 -0.1916 -0.6647 10 0.41b -0.0174 -0.1916 -0.6647 11 -0.4186 -0.0174 -0.1936 -0.6647 12 -0 0 (1174 -0 1441 -0.50( 13 -0.4126 0.01714 -0.1441 -0.5000 14 -0.415 0.0174 -0.3441 -0.5000 15 -0.4179 0.0243 -0.1441 -0.5000. 16 -0.4179 0.0243 -0.3441 -0.5000 17 -0.4179 0.0243 -0.3-441 -0.5000 18 -0.4179 Ci 0243 -0.3 441 -0.5000 19 -0.409 0.0244 -0.1441 -0.5000 20 0.0u00 0.000u -0.1441 -0.5000 21 0.0000 0.0000 -0.1441 0.5000 22 0.0000 0.0000 -0.1441 -0.5000 14 -, ... Adilk W803-2625 1'FACTIONs AND L;TSPLACEMENTS ------------------------------------ . .. . 2 3 . 4 CCL.N PIACTj(jlS I; . . ... ,.. . . 9 T COL1UMIJ RIGHT COLUMN 10 . .. . . ..' .. . 2 0 . . . 13 LOADING HOR VER MOM HOR VER MOM 14 15 2 KIP NIP K1P-FT KIP KIP KIP-FT . . . . . . ... . 1 D+ 20.71 23.06 0.0. -20 71 23 06 0,0 10 L . -12,9 -10.47 ............... 4,60 . -7.90 ............O,O ,: ..: ...... . 22 6 3 D+w L -7.02 -3.91 0.0 -1.30 -1.34 0.0 . . . . 22 DF:D 5.89 6.56 0.0 -5.89 6.56 0.0 . . 22 23 LIVE 14.82 16. 50 0.0 -14.82: 16.50 0.0 . . :24 o o . . . . . ..............; . . . : . . . . . .' . :.::'." .; . . .25 .: - . .. ... ,. • .. . .. . . . - . .:- . .. . ••-•..••• . ., . 26 27 28 DISPLACEF:NT iF'; INChF'S . . . .29 . . 30 SI LOADING LEFT KNEE PEAK : . . .. . . . . . .. '-. . . . . .311 RIGHT KNEE . FOR IZCjN1A L. VERTICAL., HORIZOTfl VEWTICAL . .. HORI74OTAL VERTICAL 3,4 35 1 D+L -0.2993 -0.0013 0.0004 -7.1317 0 37 0,3000 -0.0013 2 NItD 0.8553 -0.0421 0.7360 2.872 _____ 38 .0,6107 0.0428 . S __39 - 40 I . . . . ............................................. .......-. S.. . . . S. 'S 5 . . . . . . . S. .......... 5-. .. . 43 44 45 [ . . .5 . . . .. .:. . .. . .. . . . .. ' . . . .• . . '. . . 14111 18 5° 1 SI r . 58 1 . - . ,.. .5 ............... . ' .•. 5.. . 57 L. L 59 p - leo W 903-2625 LUSARDI CONST mw 14-JA14-81 PAGE NO 10 1,0 AD 1 01 + IF SEG 'L1.T AXIAL p SHVIAlt F CB Lii fe FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO ] •-i.1 Kip rI' FT KS',I KSI KSI RATIO OUTER INNER RATIO OUTER Im4ER L COL 1 LX = 20.37 FT EFF RX = 8,96 K = 2,0 'F'E = 50.1 8.0 X 0.3125/ 8.0 X 0,3125/0,1875/ 9.0-18,3/ 6.50 0 00 -24.25 19.31 1,75 7.33. 30.0 23,6* 20.00 -0,153 0,000* 0.000 0.53 -0.153 -0.121 1 -25,1 .-24.25 19.31 1,75 13,33 29.0 23.6* 18,53 -0,146 0.328 -0.310* 0,48 0,213 -0,456 2 -5.2 -24.25 19.31 1.75 13.33 2.6 23.6* 15.83 -0.109* 0.549 -0.572 0.49 0.439 -0.682 2 3 .75.3 -24.25 39.31 1.75 13.33 28.6 23.6* 13.79 -0.105* 0,704 -0.740 0.49 0.600 -0.844 4 -100.4 -24.25 1.31 1.75 13.33 26.4 23.6* 10.85 -0.100* 0.817 -0.863 0.56 0.717 -0.963 5 -125.5 -24.25 19.31 1.75 13.33 26.2 23,6* 8.76 -0.096* 0,900 -0,956 0.62 '0.804 -1.052 * L CO' 2 LX = 20.37 FT EFF RX = 8,96 K = 2.0 FIE = 50.1 8,0 X 0.3125/ 8.0 X 0.6250/0.1875/18.3-30.1/ 8.29 0 -125.5 -24.25 19.31 1.75 13.33 30.0 23.6* 8,76 -0,074* 0.830 -0.539 0.61 0.756 -0.613. 1 -157.5 -2'+,25 19,31 3.75 13.33 30,0. 23.6* 6.87 -0,071* 0.898 -0.592 0.70 0.827 -0.663 2 -169.6 -24..5 19,31 1.75 13,33 28.7 23.6* 5.53 -0.068* 0.945 -0.660 0.78 0.876 -0.729 3 -221.6 -24.25 15.1 1.75 13.33 28.623.6* '.4,54 -0.066* 0.977 -0.694 0,86 0.911 -0.760 4 -253. -24.25 19.31 1,75 13.33 28.4 23,6* 3.80 -0,064* 0.998 -0.722 0.94 0.934 -0.786 5 -25.6 -24.25 19.31 1.17 6.00 29.6 23.6* 3.23 -0,061* 1.011 -0,711 1.03 0.950 -0.773 * L COt 3 LX = 20.37 Fl EFF RX = 8,96 K = 2.0 FIE = $0.1 8.0 X 0.3125/ 8.0 X 0.6250/0.2500/30.1-38.1/ 5.61 0 -285.6 -24.25 15.30 1.17 6 .00 30.0 23.6*. 5.74 -0.054* 0.921 ' -0.672 . 0.43 0.868 -0.726 1 -301, -24.25 19,30 1.17 6.00 30.0 23.6* 5.31 -0.053* 0.924 -0.678 0.45 0.871 -0.731 2 -317.6 -24.5 19.30 1.17 6.00 30.0 23.6* 4.93 -0.052* 0.925 -0.682 0.47 0.873 -0.734 3 -333. -24.25 19.30 1.17 6.00 30.0 23,6* 4.59 -0.051* 0.925 -0,666 0.49 0.874 -0.737 4 -39,5 -24.25 19,30 1.17 6100 30.0 . 23.6* 4,29 -0.050* 0,924 -0,690 0.50 0.874 -0.740 S -365.5 -24.25 19.30 1.17 6.00 29.9 23,6* 4,01 -0.049* 0.923 -0.695 0.52 0.874 -0.744 KNEE SPLICE £ RAF 4 LX = 52.78 F! F.FF RX =10.25 t< = 1,0 FIE, = 39.0 6.0 X 0,4375/ 6.0 X 0.6250/0,2500/36.6-34.2/ 6,01 O -365.1 -21.93 -20,27 1.07 2.72 29.8 22.4* .. . 4,01 -0,048* 0.941 -0.826 ' 0.55 . 0.893 -0.873 I -346, -21.91 -19.89 1.07 2.72 29.9 22.4* 4.09 -0.048*' 0,906 '-0.793 . 0.53 0.858 -0.841 2 328.4 21.oR -15.50 1.32 10.00 25.8 22.4* 4.18 -0,048* 0,870 -0.883 0.51 0.822 -0.931 3 -310,t -71.16 -19,12 1.32 10.00 25,8 22.4* 4.27 -0.048* 0,835 -0.846 0,50 0.787 -0,894 4 -293.2 -71.4 -18,73 1.32 10.00 25.b 22.4* 4.36 -0.049* 0.800 -0.808 0.48 0.751 -0.857 5 -276.1 -21.d2 -18.35 ' 1.32 10.00 25,8 22.4* 4,45 -0,049* 0.764 -0.771 . 0.47 0.715 -0.820 £ FAF 5 LX = 52.7e Fl . EFF RX =30.25 K 1.0 FIE = 39,0 .6,0 X 0,3125/ 6.0 X 0.6250/0,2500/34,2-32.7/ 3,78 0 -276.1 -21.81 -hii,35 1.32 10,00 26.0 22,4* 4.45 -0.051* 0.890 -0.801 0.47 0.839 -0.852 1 -262,1 -21.79 -18.04 1.32 10.00 26.0 22.4* 4.53 -0.052* 0.857 -0,769 0.46 0.605 -0.820 2 -249.F -21.77 -17.72 1.32 10.00 26.1 22.4* 4.61 -0.052* 0.823 -0.737 0.45 0.771 -0.789 3 -235.5 -21.76 -17.41 1.32 10.00 26.1 22.4* 4,70 -0.052* 0,789 -0.705 0.43 0.737 -0.757 4 -222.5 -21.i4 -17.09 1.32 10.00 26.1 22.4*. 4.78 -0.052* 0.755 -0.673 0.42 0.702 -0.725 5 -209,7 -21.72 -16,71 1.32 10.00 26.1 22.4* 4.87 -0.052* 0.721 -0.641 0.41 0.668 -0.694 W,3-2625 t1IJSAROI CONST W 14-JAN-81 PAGE NO 11 = LOAnING 1 EL + IL SE( UIT AXIAL F SHEAR F CB 18 Rd FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO V1P-1 KIP rI FT KSI KSI KSI PATIO OUTER INNER RATIO OUTER INNER 4 5 6 7 9 L RAE t LX 52.78 FT EF RX =10.25 K 1..0 FIE i39.0 6.0 X 0.3125/ 6.0 X 0,6250/0.1875/32,7-30.5/ 5,50 10 0 -209.7 -21.72 -16,78 1.32 10.00 25.9 22.4*'. .2 ,74 -;0,0 62* 0 807 -0.690 0.97 0.745' -0,752 11 1 -191.5 -21.89 -16.32 1.32 10.00 26.0 22.4* 2.81 -0.062* 0.750 -0.639 0.93 0,688 -0.701 2 -173. -21.67 -15.86 1.32 10.uo 26.1 22.4.* 2.89 -0.062* 0.693 -0.587 0,89 0.631 -0.650 14 3 -156. -21.64 -15.40 1.58 10.00 27.2 22.4 2.97 -0,063* 0.637 -0.516 0.86 0.574 -0.578 ie 4 -140.i -21.61 -14.94 1.58 30.00 27.3 22.4* 3.05 -0.063* 0.580 -0.467 0.82 0.517 -0.530 . 5 -1.13 -21.59 -34 48 1.58 10.00 27.3 22.4* 3.14 -0.063* 0.522 -0.419 0.78 0.459 -0.483 I RAF 1 LX = 52.78 Fi LIP RX =10.25 K = 1.0 FIE = 39,0 6,0 X 0.3125/ 6.0 X 0.3125/0.1875/30,5-29.7/ 2.20 21 22 0 -123.' -21.5 -14.48 1.58 10.00 25.6 22.4* 3.14 -0,076* 0.577 -0.676 0.79 0.502 -0.752 23 24 1 -117.5 -21.58 -14.29 1.58 10.00 25.7 22.4* 3.1/ -0.076* 0,552 -0,645 0.78 0.476 -0.721 25 2 -111.1 -21.57 -14.11 1,58 10.00 25.7 22.4* 3.21 -0.076* 0.527 -0.614 0.76 0.450 -0.691 3-105.0-21.55-13.i31.5810.0025.822.4* __3,25• .0.501 -0.583 _0.75.0.425-0.660 _-0.077*27 28 4 -98.9 -21.4 -13.74 1.56 10.u0 25.8 22.4* 3.29 -0.077* 0.476 -0.553 0.73 0.399 -0.629 2 5 -92.9 -21.53 -13,56 1.58 10.00 25.9 22.4* 3.32 -0.077* 0.450 0.522 0.72 0,373 -0.599 30 31 I RAF 6 LX = 52.78 FT LEE RX =10.25 K = 1.0 FIE = 39.0 6,0 X 0.1875/ 6.0 X 0,3125/O.187797727.0/ 6.77 33 34 0 -92.9 -21.53-13.56 _1.5810.0026.121.0*. _3.32-0.084*0.571-0.556 .0.72 .0.487-0.639 .....36 35 1 74,' 21.0 -12.99 1.58 10,00 26.2 21.0* 3.45 -0.085* 0.472 -0.456 0.68 0.388 -0T1 37 2 -57.7 -21.47 -12.43 1.58 10.00 26.4 21.0* 3.58 -0.122 0.374 -0.326* 0.64 0.288 -0.448 .30 3-41.3-21.3 _11.c61.5810.0026.521.0*3.71-0.1230.274-0.238*0.600.188-0.361 39 40 4 -25.8 -21.4.0 -11,0 2.24 10.00 28.4 . 21.0* 3.86 -0TTh _0.175-0.141*0,560.088-0.266 5 -10.7 -21.37 -10,73 2.24 10.00 28.6 21.0* 4.01 -0.126 0.075 -0.060* 0.52 -0,051 -0.186 141 44 BUTT SPLICE 46 I RAE 9 LX = 52.78 FT LEE RX =10.25 K = 1.0 FIE = 39.0 6.0 X 0.1875/ 6.0 X 0.1875/0.1500/27.0-27.0/ 4.35 ~45 47 49 0 -10.7 21•19 -11.08 2.23 10.00 25.9. 21.0* 2.57 -Q.160 0.088 -0,095* 1.05 -0,072 -0.255 * 49 3 -1.2 -21.18 -10.71 2.23 10.00. 25.9 21.0* 2.57 -0.160 0,010 -0.011* 1.02 -0.150 -0.171 * lsz 2 8.0 -21.16 -10.35 2.30 5.00 25.9 21,0* 2.57 -0.160 -0.071* 0.066 0.98 -0.231 -0.046 .53 3 16.8 -21.15 -9.94 2.30 5.00 25.9 21.0* 2.57 -0.160 -0.150* 0.139 0.95 -0.310 0.027 54 55 425.4-21.13-9.622.305.0025.921.0*2.57-0,160-0.226*0.2100.91-0.3860.050 59 5 33' -21.12 -5.28 1.40 5,00 25,9 21.0* 2.57 -0.159 -0,U* 0.278 0.88 -0.59 0,118 57 58 I F.MF 10 LX = 52.78 FT LEE PA =10.25 K = 1.0 FIE = 39.0 6.0 X 0.1875/ 6.0 X 0.1875/0,1500/27,0-27,0/ 5.81 59 60 0 33.6 -21.12 -9.26 1.40 5.00 25.9 21.0* 2,57 -0.159 -0.300* 0.278 0.88 -0.459 0.118 . 62 r l 1 44.0 -21.10 -.17 1.40 5.00 25.9 21.0* 2.57 -0.159 -0,393* 0.364 0.83 -0.552 0.205 63 64 2 53.9 -21.08 -8.28 1.40 . 5.00 25.9 21.0* 2.51 -0.159 -0.481* 0.446 0.79 -0.640 0,287 65 3 63.3 -21.5 -7.60 1.40 5.00 25.9 21.0* 2.57 -0.159 -0.55* 0.523 0,74 -0.724 0.364 66 4 72.0 -2.u3 -7.31 1.18 5.00 25.9 21.0* 2.57 -0.111* -0.691 0.596 0.69 -0.003 0.485 5 80.3 -21.01 -6.63 1.18 5.00 25. 21.0* 2.57 -0.111* -0.770 0.664 0.65 -0.881 0.553 69 73 71 72 . . . . . 73 74 75 Fu3-2625 LUSARDI C04ST 14JAN81 PAGE NO 12 LOAfING I flL i LL S 5G 0.'4f AXIAL F SHEAR F CO LB 16 FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO K1jiT NI p K I p FT K51_. KSI KSI RATIO flLR I.NER PATiO OUTER -INN ER 4 5 6 7 S 0 RAF 11 LX = 51.78 FT EFF AX =10.25 Ic = 1.0 FIE .= 39,0 6,0 .X 0.3125/ 6.0 X 0,1875/0.1500/27.0-27.0/18.37 to 0 80,3 -21,01 -6,83 1,18 5,00 28.7 21,0* 2,57 -0.142 -0.484 0,617 0.64 -0.626 0,475 it 12 1 102.5 -20.95 -.29 1.09 5.0.0 28.7 21.0* 2.57 -0.099* -0.672 0.788 0.50 -0,771 0.689 13 2 119.1 -20,89 -3.75 1.09 5.00 28.7 21,0* 2.57 -0.099* -0,781 0,915 0.35 -0,880 0.817 15 3 130.) 20.'2 -2.21 1.04 5.00 28.7 21.0* 2.57 -0.098* -0.853 0.999 0.21 -0,951 0.901 16 4 135.3 -20,76 -0.07 1.01 3.75 26.7 21.0* 2.57 -0.098* -0.887. 1.040 0.06 -0.986 0,942 5 135.0 -20 o9 0.66 1.01 2.50 28.7. 21.0* 2,57 -0.098* -U.885 1.038 0.08 -0.983 0.940 to PEAK SPLICE 2$ P RAF 12LX _52.78 FT EFF AX:10.25K _1,0 FIE =39.06,0X0.3125/6.0XO.1875/0.1500/27,0-27.0/18,37 22 23 24 0 135.0 -0.69 -0.86 1.01 2.50 28.7 21.0* 2.57 -0,098* -0,885 1.038 0.08 -0.983 0,940 25 27 1 135.3 -20.76 0.68 1.01 3.75 28.7 21.0* 2.57 -0.098* -0.887 1.040 006 -0.986 0.942 28 2 130.0 -20.2 2,21 1.04 5.00 28.7 21.0* 2.57 -0.098* -0.853 0.999 0.21 -0.951 0.901 3 119.1 -2u.39 3.75 1.09 5.00 26.7 21.0* 2.57 -0.0994 -0.781 0.915 0.35 -0.880 0,816 410.5-20.955.291.095.0026.721.0*2.57 - 0 . 0 9 9 * - 0 . 6 7 2 0 . 7 8 8 0.50-0.7710.689 3Z 5uc__7_-21 _u _6 _831 _185 _0028 _721 _0* 2 _57-O _142 34 _-0,484* 0.617 064 06 0.475 'P RAF 13 LX : 52.78 FT EFF RX =10.25 K = 1.0 FIE = 39.0 6.0 X 0.1875/ 6,0 X 0.1875/0,1500/27.0-27.0/ 5.81 35 4-1 D 37 o 0 80.2 -21.01 6.83 1,18 5.00 25.9 21.0* 2.57 -0.111* -0.770 0.664 0.65 -0.881 0.553 30 39 ol 172.0-21.03 _7.311.185.0025.9.21.0*2.57-0.111*-0. 6 9 1 0 . 5 9 6 0.69 -0.8030.485 40 2 63 .3 -21 .,5 7.b) 1.4U 5.00 25.9 21.0* 2.57 -0,15 -0.564* 0.523 0.74 -0.723 0.364 3 53,9 -21.08 6.28 1.40 5.00 25.9 21.0* . 2.57 -0.159 -0.481* 0.446 . 0.79 -0.640 0.287 42 444.0-21.106.771.405.0025.921.0* _2.57-0.159-0.393*0.364 _0.83-0.5520.205 5 33.6 -21.12 9.26 1.40 5.00 25.9 21.0* 2.57 -0.159 -0.299* 0,278 0.88 -0,459 0.118 45 46 41 5 36 P RAF 14LX _52.78FT EFF AX:10.25K _1.0 FIE :39.06.0X0,1875/6.0X0.1875/0.1500/27.0-27.0/4 . 3 5 47 40 37 49 so 0 33.6 -21.12 9.26 1.40 5.00 25.9 21.0* 2,57 -0.159 -0.299* 0.278 0,88 -0.459 0.118 39 1 25.3 -21.13 9.62 2.30 5.00 25.9 .21,0* ... 2.57 -0.160 -0.226* .0.210 0.91 -0.386 0.050 to 2 16.8 -21.15 .98 2.30 5.00 25.5 21.0* 2.57 -0.160 -0,150* 0.139 0.95 -0.310 0.027 53 11 3 7,9 -21.16 10.35 2.30 5.00 25.9 21.0* 2,57 -0.160 -0.071* 0.066 0,98 -0.231 -0.046 54 12 4 -1.2 -21.111 10.71 2.23 10.00 25.9 21.0* 2.57 -0.160 0.010 -0.011* 1.02 -0.150 -0.171 All 5 -10.7 -21.19 1i.08 2.23 10.00 25.9 21.0* 2.57 -0.160 0.089 -0.096* 1.05 -0.071 -0.256 * $4 $5 . . .. .,. . . . .. . BUTT SPLICE . . 6 R PM' 15 . LX = 52.78 FT EFF RX :10.25 K 1.0 FIE = 39.0 6,0 X 0,1875/ 6,0 X 0.3125/0.1875/27,0-29.7/ 6,77 49 0 -10.7 -21.37 10.73 2.24 10.00 28.6 21.0* 4,01 -0.126 0.075 -0.060* 0.52 -0.051 -0.186 Ira 50 -25.6 -21.40 11.30 2.24 10.00 26.4 21.0* 3.86 -0,125 0.175 -0.141* 0.56 0.088 -0.266 2 -41.3 -21.44 11,66 . 1.58 10.00 26.5. 21.0*. 3,11 . -0.123 . 0.275 -0.238* . 0.60 0.188 -0.361 . .. . 12 3 -57.9 -21.47 12.43 1.58 10.00 26.4 21.0* 3.58 -0.122 0.374 -0.326* 0.64 0.288 -0.448 6 53 4 -75.0 -21.0 12,99 1.58 10.00 26.2 21.0* 3.45 -0.085* 0,473 -0.457 0.68 0,388 -0.541 4 5 -93.0 -21.53 13.56 1.5h 10.00 26.1 21.0* 3.32 -0.0844 0.571 -0.556 0.72 0.487 -0.640 J7 W03-2625 LUSAkDI CONS1 W 14-JAN-81 PAGE NO 13 S.G MUiJr AXiAL F 6HEAK C8 LB Fe FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATiO K1P-FT 10.P 1P FT IcSI KS! .KSL RATIO OUTER INNER RATIO OUTER INNER 4 5 6 7 8 H RAE lh LX 52.78 Fl EFF RX =10.25 K : 1.0 FIE = 39.0 6.0 X 0.3125/ 6.0 X 0.3125/0,1875/29.7-30.5/ 2.20 10 0 -93.0 -21.53 13.55 1.58 10.00 25.9 22.4* 3,32 -0,077* 0.451 0522 0..72 0,373 -0.599 11 12 1 -99.0 -21.54 13.74 1.58 10.00 25,6 22.4* 3.2 -0.077* 0.476 -0.553 0.73 0,399 -0.630 13 2 -1,5.1 -21.56 13.92 1.58 10.00 25.8 22,4* 3.25 -0.077* 0.501 -0.584 0.75 0.425 -0.660 14 3 -111.2 -21.57 14.11 1.58 10.00 25.7 22.4* 3.21 -0.076* 0.527 -0.614 0.76 0.450 -0.691 *6 4 -117.5 -21.58 1.29 1.56 10.00 25.7 22.4* 3.17 -0.076* 0.552 -0.645 0.780.476 -0.722 17 Ito -123.8 -21.59 14.48 1.58 10.00 25.b 22.4* 3.14 -0.0764 0.578 -0.677 0.79 0,502 -0.752 Lo R NAF 17 LX = 5208 Fj EFF RX =10,25 K 1,0 = 39.0 6.0 X 0.3125/ 6.0 X 0.6250/0.1875/30,5-32.7/ 5.50 2* 22 0-123.8-21.5914,481,5610.0027.322.4*3.14-0.063*0.523-0.419 0.780.459-0.483 23 24 1 -140.0 -21.61 1,94 1,58 10,00 27.3 22.4* 3.05 -0,063* 0.580 -0,467 0.82 0.517 -0.530 2 -156.7 -21.64 i5.39 1,58 10.00 27,2 22.4* 2.97 -0.063* 0.637 -0.516 0.86 0.574 -0.579 27 3 -173. -21.67 15.65 1.32 10.00 2.1 22.4* 2.89 -0.062* 0.694 -0.587 0.89 0.631 -0.650 28 4 -191.6 -21.69 16.31 1.32 10.00 2a.0 22.4* 2.81 -0,062* 0.750 -0.639 0.93 0.688 0.101 29 5 -209.R -21.72 16.77 1.32 10.00 25.9 22.4* 2.74 -0.062* 0.807 -0.690 0.97 0.745 -0.752 30 31 32 P FAF 16 LX = 52.78 FT EFF RX =10.25 K = 1.0 = 39.0 6.0 X 0.3125/ 6.0 X 0,6250/0,2500/32,7-34.2/ 3.78 34 o -209.8 -21.72 16.77 1.32 10.00 26.1 .22.4* 4.87 -0.052* 0.721. -0.641 0.41. 0.668 -0.694 . .36 35 1 -222.6 -21,7 4 17.09 1.32 10.00 2b.1 22.4* 4,78 -0,052* 0.755 -0.673 0.42 0.703 -0.125 2 -235.6 -21.76 17.40 1.32 10.00 26.1 22.4* 4.70 -0,052* 0.789 -0.705 0.43 0.737 -0.757 38 3-248.8-21.7k17.121.3210.0026.122.4*4.61-0.052*0.823-0.737 0.450.771-0.789 40 4 -2'2.3 -21.79 18.04 1.32 10.00 26.0 22.4* 4.53 -0.052* 0.857 -0.79 0.46 0.805 -0.820 . 5 -276.1 -21.81 18.35 1.32 10.00 26.0 22.4* 4.45 -0.051* 0.890 -0.801 0.47 0,839 -0,852 43 44 R RAF is 6X = 52,76 FT EFF RX :10.25 K = 1.0 FIE; = 39.0 6.0 X 0.4375/ 6.0 X 0.6250/0.2500/34.2-36.6/ 6.01 . 45 46 0 -276.1-21.6218.341.3210.0025.822.4*4,45-0.049* 0.764-0.771 0.470.715-0.820 47 123.2 -21.84 1 6 .73 1.32 10,00 25.8 22.4* 4.36 ;-0-. 9 0.O -0.808 0.48 0.751 -0.57 . 2 -310.6 -21.66 19,11 1.32 10.00 25.8 22.4* 4,27 -0.048* 0.635 -0.846 . 0.50 0.787 -0.894 . 149 50 3 -328.4 -21.69 19.50 1.32 10.00 25.8 22,4* 4.18 -0.048* .0.870 -0,863 0.51 0.822 -0.931 51 52. 4 . -345.6 -21.91 19.89 1.01 2.72 29.9 22.4* 4.09 -0,048* 0.90b -0.793 0.53 0.858 -0.841 53 5 3o5.1 -21.93 20.27 1.07 2.72 29.8 22.4* 4,01 -0,048* 0.941 -0.826 0.55 0.893 -0.874 14 56 KNEE SP1ICE . .57 58 R COL 20 LX 20,37 FT EFF RX 6.96 K 2,0 -FOE = 50.1 . 8,0 X 0.3125/ 8.0 X 0.6250/0.2500/38.130.1/ 5.61 . 59 60 0 -365.5 -24.25 -19.30 1.17 6.00 29.9 23.6* 4.01 -0.049* 0.923 -0.695 0.52 0,874 -0.744 161 164 62 1 -349.5 -24.25 -19.30 1.17 6.00 30.0 23.6* 4.29 -0.050* 0.924 -0.690 0.50 0.874 -0.740 . 2 -333.6 -24.25 -15.30 1.17 .00 30.0 23.6* 4,59 -0,051* 0.925 -0T38 0.49 0.874 T7 . . ills -0.7 66 3 -317.6 -24,25 -19.30 1.17 6.00 .30.0 23.6* 4.93 -0.052* 0.925 -0.682 . 0.47 0.873 -0.734 . 4 -301.6 -24,25 -19,30 1.17 6.00 30.0 23.6* 5.31.. -0.053* 0.924 -0.678 .. 0,45 0.871 -0,731 88 5 -285.7 -24.25 -1.30 1.17 6.00 3o.0 23.6* 5.74 -0.054* 0.921 -0.672 0.43 0.868 -0.726 69 73 7' 72 U75 ''803-2625 LUSARI)I CONS'L W 14-JAN-81 PAGE NO 14 = U ifl I SQ 4 I.' U 'r Li LI - Sr-(; ij";r1 AXIAL i SRAN F CB Lb F8 FA FV AXIAL ST BENt) STRESS RATIO SHEAR ST COMB STRESS RATIO 1P-ET KIP icI P FT KSI .KSI - KSI.S RATIO OUTER INNER RATIO OUTER INNER 6 7 a P CUL1 21 LX 20.37 FT EFF RX = 8.96 K 2,0 -FIE 50.1 .; 8.0 X 0.3125/ 8.0 X 0.6250/0.1875/30.1-18.3/ 8.29 10 0 -285.7 -24.25 -19.31 1.17 o,00 2906 2 3,6* 3.23 -0,061* 1,011 -0,711 1 03 0,950 -0,773 * -253.6 -24.25 -19.31 1.75 13.33 26.4 23.6* 3.80 -0.064* 0.998 -0.722 0.94 0.934 -0.786 13 2 -221.6 -24.25 -19.31 1.75 13.33 2b.6 23.6* 4.54 -0,066* 0.977 -0.694 0,86 0,911 -0.760 14 3 -169.6 -24.25 -19.31 1.75 13.33 28.7 23.6* 5.53 -0.068* 0.945 -0.660 0.78 0.876 -0.729 is 4 -157.5 -2.25 -19.31 1.75 13.33 30.0 23.6* 6,87 -0.071* 0,898 -0.592 0.70 0.827 -0.663 - 5 -125.5 -24.25 -19 .31 1.75 13,33 30.0 23.6* 8.76 -0.0744 0.630 -0.539. 0 61 0.756 -0.613 R COL 22 LX 20.37 F'j EFF RX 8.96 K = 2.0 F'E 50.1 8.0 X 0.3125/ 8.0 x 0,3125/0.1875/1 8.3- 9.0/ 6,50 o r2O -125.5 -24.25 -19.31 1.75 13.33 28.2 23.6* 8.76 -0.096* 0.900 -0.956 0.62 0,804 -1,052 -100.4 -24.25 -19.31 1.75 13.33 28.4 23.6* 10.85 -0.100* 0.17 -0,863 -0.56 0,717 -0.963 261 2 -75.3 -24.25 -19.31 1.75 13.33 2.6- 23,6* 13.79 -0.105* 0.704 -0.740 0.49 0,600 -0.844. 27 3 -50.2 -24.25 -19.31 1.75 13.33 28.8 23.6* .15.83 -0.109* 0,549 0572 0.49 0.439 0.682 --. 'S-S .- 26 4 -25.1 -24.25 -19.31 1.75 13.33 29.0 23.6* 18,53 -0.146 0,328 -0.310* 0.46 0.213 -0.456 29 5 0,0 -24.25 -19.31 1.75 7.33 30.0 2.6* 20.00 -0.153 0.000* 0.000 0.53 -0.153 -0.121 S 31 33 34 35 35 37 38 39 - S - 4' 42 43 45 46 47 45 - - ........................ ......- .. 5- . 49 50 52 5 53 54 55 58 1 58 -- I, 59 > so . 62 82 63 64 - ..5._S .' ------------------------------. - 66 67 - 5 69 70 71 72 1 73 74 7I 803-2625 LU,AkD1 COi.ST W 14-JAN-81 PAGE NO 15 LOAOIt'G 3 CL + WL FROM LEFT (REDuCED) SEC M0MEJT AXIAL V SHEAR F CS L13 F8 FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO K ip-Fy KIP KI& FT KSI KI .. .KSI RATIO OUTER INNER RATIO OUTER INNER L COL I LX 20.37 FT EFF RX = 8.96 K = 2.0 FIE = 50.1 8.0 X 0.3125/ 8.0 X 0.3125/0.1875/ 9.0-18.3/ 6.50 0 0.0 3.24 -5.08 1,75 7.33.30.0 30.0* 20,00 0.016 0.000. 0,000 0.14 0,000 0.016 1 6.5 3.24 -.85 1.75 7.33 30.0 30.0* 18.53• 0.015 -0.084 0.084 0.12 -0.084 0.100 2 12.6 3.24 -4.63 1.75 7.33 30.0 30.0* 15.83 0.015 -0.138 0.138 0.12 -0.138 0.153 2 3 1 9.,5 3.2' -4.40 1.75 7.33 30.0 30.0* 13.79 0.014 -0.173 0.173 0.11 -0.173 0.187 4 24.1 3.24 -4.18 1.75 7.33 30,0 30,0* 10.85 0.013 -0.196 0.196 0.12 -0,196 0,209 5 29.4 3.24 -3.95 1.75 7.33 30.0 30.0* 8.76 0.013 -0.211 0.211 0.13 -0.211 0.223 U CCL 2 LX = 20.37 Fl EFF RX = .96 K = 2.0 FIE = 50.1 8.0 X 0.3125/ 8.0 X 0.6250/0.1875/18,3-30.1/ 8.29 0 29.4 3.24 -3.95 1.75 733 30.0 30.0* 8.76 0.010 -0.194 0.126 0.13 -0.194 0.136 1 35.7 3.24 -3.67 1.21 b.00 30.0 30.0* 6.87 0.009 -0.203 0.134 0.13 -0,203 0.144 2 1,1.5 3.24 -3.38 1.21 6.00 30.0 30,0* 5.53 0.009 -0.207 0.138 0.14 -0.207 0.147 3 46.9 3.24 -3.09 1.21 6.00 30.0 30.0*. 4,54 0.009 -0.207 0.140 0.14 -0.207 0.149. 4 51. 3.24 -i.6 1.21 6.00 25.7 30.0 3.80 0.009 -0.206 0.140 0.14 -0.206 0,148 5 56.2 3.24 -2.52 1.0 6.00 29.3 30.0* 3.23 0.008 -0.204 0.138 0.13 -0.204 0.146 L COL 3 LX = 20.37 FT EFF RX = 6,96 K = 2.0 FIE = so,f 8.0 X 0.3125/ 8.0 X 0.6250/0.2500/30,1-38.1/ 5.61 0 56.2 3.24 -2.52 1.10 6.00 30.0 30.0* . 5 •74 .. . 0.007 -0.181 . 0.132 0,06 -0.181 0.139 1 58.2 3.24 -i.37 1.10 6.00 3u.0 30.0* 5.31 0.007 -0.178 0.131 0,06 -0.178 0.138 2 60.1 3.24 -2.23 1.10 6.00 30.0 30.0* 4.93 0.007 -0.175 0.129 0.05 -0.175 0.136 3 61.9 3.24 -2.09 1.10 6.00 30.0 30.0* 4.59 0.007 -0.172 0.127 0.05 -6.172 0.134 4 o3.6 3.24 -1.54 1.10 6.00 30.0 30,0* 4.29 0.07 -o.168 07T75 0,05T8 0.132 5 65.1 3.24 -1.60 1.10 6.00 29.7 30.0* 4.01 0.007 -0.166 0.123 0.05 -0.166 0.130 KNEE SPLICE U RAF 4 LX 52.78 FT EFF RX 10.25 K = 1.0 FIE = 39,0 6.0 X 0.4375/6,0 X 0.6250/0.2500/36.6-34.2/ 6.01 0 63.5 1.55 2.86 1,10 5.00 29.7 30.0* 4.01 0,003 -0,165 0.143 0.08 . -0.165 0.146 1 60.9 1.55 2.81 1.10 5.00 29.8 30.0* 4.09 . 0,003 -0.160 0.139 0.07 -0.160 0.142 2 58.3 1.56 2.76 1.11 5.00 29.9 30.0* 4.18 0,003 -0.155 0.135 0.07 -0.155 0.138 3 55.8 i.5.9 2.71 1.11 5.00 30.0 30.0* 4.27 0.003 -0.150 0.131 0.07 -0.150 0.134 4 53.4 1.57 2.66 1.11 5.00 30,0 30.0* 4.36 0.003 -0.146 0.127 0.07 -0.146 0.130 5 50.9 1.51 2.61 1.11 5.00 30.0 30.0* .4.45 0.004 -0.141 0.122 o. -0,141 . 0.126 U RAE S LX z 52,78 FT EFF RX 10.25 K = 1.0 .FIE = 39.0 6.0 X 0.3125/ 6.0 X 0.6250/0.2500/34.2-32.7/ 3.78 0 50.9 1.57 2.61 1.11 5.00 30.0 30.0* 4,45 0.004 -0.164 0.128 0.07 -0.164 0.132 1 49.0 1.58 2.56 1.11 5.00 30.0 30.0* 4.53 0.004 -0.160 0.125 0.07 -0.160 0.128 2 47.1 1.54 2.52 1.11 5.00 30.0 30.0* 4.61 . 7OO4 -0.156 0.121 0.06T156 0,125 3 45.2 1.54 2.'.8 1.13 5,00 30.0 30.0* 4,70 0.004 -0.151 0.118 0.06 -0.151 0.121 4 43.3 1.59 2.44 1,13 5.00 30.0 30.0* 14.78 . . 0.004 -0.147 . 0.114 . 0.06 -0.147 0.118 5 41.5 1.9 2.40 1.1.3 5.00 30.0 30.0 4,R7 0,004 -0.143 0.110 0.06 -0.143 0.114 Wt.3_2625 LIJSAHDI COI'ST 14-JAN-81 PAGE NO 16 I : ni. . Wfl. rDflM r.c'z ( rl 97 IIIr 9 r\'t EG iftj?'NT AXIAL, £ SHEAH r CB Lb Fb FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO KIP-F1 K fp iIP Fl kcSi h(SI KSI RATIO OUTER INNER RATIO OUTER INTIER L RAE 5 LX = 52.79 FT EFF RX :10,25 = 1.0 FIE : 39,0 6.0 X 0,3125/ 6.0 X 0.6250/0.1875/32,7-30.5/ 5.50 0 41.5 1.59 2.40 .1,13 5.00 28.3 .30.*.. 2.74. 0.005 .u0,169.. 0,118 .. 0.14 -0.169 0.122 1 38.9 1.60 2.34 1.13 5.00 28.4 30.0* 2.81 0.005 -0.161 0.112 0.13 -0.161 0.117 2 36.3 1.60 2.28 1.13 5.00 28,5 30.0* 2.89 0.005 -0.152 0.107 0.13 -0,152 0.111 3 33.9 1.61 2.22 1.16 5.00 28.7 30.0* 2.97 0.005 -0.144 0.101 0.12 -0.144 0.106 4 31.4 1.61 2.16 1.16 5.00 28.8 30.0* 3.05 0.005 -0,136 0.095 0.12 -0.136 0.100 S 29.1 1 rI 2.10 3.16 5.00 26 30.0* 3.14 0.005 -0,127 0.090 0.11 -0.127 0.095 0 RAF ) LX = 52.78 FL EFF RX :10.25 is = 1.0 FIE = 39.0 6.0 X 0.3125/ 6,0 X 0.3125/0.1875/30.5-29.7/ 2.20 0 29.1 1.52 2.10 1.16 5.00 2.9 30.0* 3.14 0.006 -0.141 0.136 0.11 -0.141 0.141 1 2.2 1.62 2.08 1.16 5.00 2.9 30,0* 3.17 0.006 -0.137 0.132 0.11 -0.137 0.138 2 27.3 1.52 2.05 1.16 5.00 2,0 3Ij0* 3,21 0.006 -0.134 0.129 0.11 -0.134 0.135 3 26.4 1.0 2.03 1.16 5.00 29.0 30.0* 3.25 0.006 -0.130 0.126 0.11 -0.130 0.132 4 25.5 1.63 2.00 1.16 .o0 29.1 3 •Q* 3.29 0.006 -0.126 0.123 0.11 -0.126 0.128 5 24.6 1.63 1.68 1.16 5.00 29.1 30.0* 3.32 0.006 -0.123 0.119 0.10 -0.123 0.125 0 RAE 0 LX = 52.78 Fl EFF RX :10.25 K = 1.0 FIE = 39.0 6.0 X 0.1875/ 6.0 X 0,3125/0.1875/29.7-27.0/ 6,77 0 24.6 1.63 1.98 1.16 5.00 26.7 30.0* 3.32 0.006 -0.170 0.128 0.11 -0.170 0.134 1 22.0 1.o4 1.91 1.21 5.00 26.9 30.0* 3.45 0.006 -0.155 0.117 0.10 -0.155 0.123 2 19.5 1.65 1.83 1.21 5.00 27.1 30,Q* 3.58 0.007 -0,139 0.106 0.09 -0.139 0.11l 3 17.0 1.65 1.76 1.21 5.00 27.3 30.0* 3.71 0.007 -0.124 0.095 0.09 -0.124 0.102 4 14.7 1.66 1.69 1.32 5.00 27.5. 30.0* 3.86 0.01 -07110 OTOT4 . 0.08 -7115 0.0j 5 12.5 1.7 1.61 1.32 5.00 27,6 30.0* 4.01 0.007 -0,095 0.073 0.08 -0,095 0.080 BUTT SPLICE O RAE 9 LX = 52.79 El EFF FIX :10.25 K = 1.0 FIE = 39.0 6.0 X 0.1875/ 6.0 X 0.1875/0.1500/27.0-27.0/ 4.35 0 12.5 1.64 1.64 1,32 5,00 2.9 30.0* . 2.57 0.009 -0.120 0.103 . 0.16 -0.120 , 0.112, _1 11.1 1.64 1.59 1 1 32 5.00 2!).9 30.0* 2.57 0,009 -0.106 0.091 0.15 -0.106 0.100 2 9.7 i.b5 1.54 1.32 5.00 25.9 30.0* 2.57 0.009 -0.093 0,080 0.15 -0.093 0.089 3 8.4 1.b5 1.49 1.32 5.00 25.9 30.0* 2.57 0.009 -0.080 0.069 0.14 -0.080 0.078 4 7.1 1.65 ' 1.45 1.32 5.00 2b.9 30.0* 2.57 0.009 0.068 0.059 0.14 0.068 0.067 5.9 1.06 1.40 1.68 5,00 25.9 30,0*' .2,57 ' 0.009 -0.056 0.048 0.13 -0,056 0.057 0 RAE 10 LX :52,78 FT FEE RX :10.25 K =1.0 FIE = 39.0 6.0 X 0.1875/ 6.0 X 0..1875/0.1500/27.0-27.0/ 5.81 . 0 5.9 1.66 1.40 1.68 5.00 25.9 30.0* 2.57 0.009 -0,056 0,048 0.13 -0,056 0.057 1 4.3 1.66 1.34 1.68 5.00 25.9 30.0* 2.57 0.009 -0.041 0.035 0.13 -0,041 0.044 2 2.8 1.67 1.27 1.68 5.00 25.9 30.0* 2,57 0,009 -0.026 0.023 ', 0.12 -0.026 0.032 3 1.3 1.67 1.21 1.68 5.00 25.9 30.0* 2.57 0.009 -0.013 0.011 ' 0.11 -0.013 0.020 4 -0.1 1.67 1.15 1,81 10.CO 25.1 30.0* " 2.57 0.009 0.000 -0.001 ' 0.11 0,009 -0.001 5 -1.4 1.68 1.08 1.81 1G,o0 25.1 30.0* 2.57 0,009 0,011 -0.013 0.10 0.020 -0.013 '803-2625 LUSAPDI CONST 14-JAN-81 PAGE NO 17 UJMJW, j U u t IV r rj ULC) SG M0NT AXIAL F SHEAR E CS Lb FB FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO KIF-El'ATP FT KS1 KSI .KSI RATIO OUTER INNER RATIO OUTER INNER & 8 8 7 6 L RAE 11 LX = 52.78 FT EFF RX :10.25 K 1.0 FIE 39.0 6.0 X 0.3125/ 6.0 X 0.1875/0.1500/27.0-27.0/18.37 to 0 -1.4 1,68 1.08 1.81 10.00 25.1 30.0* 2.57 0,008 0.008 -0.012 0.10 0,016 -0,012 12 1 5.0 1.59 0.8 1.81 lu.00 2L.1 30.0* 2.57 0.008 0.031 -0.046 0.08 0.039 -0,046 13 2 -7.8 1.71 0.68 1.81 10.00 25,1 30.0* 2.57 0.008 0.049 -0.072 0.06 0,057 -0.072 15 3 -10.0 1.72 0.48 1.15 8.75 24.0 30.0* 2.57 0.008 0.063 -0.096 0.05 0.071 -0.096 to 4 -11.4 1.73 0.28 1.15 6.75 24.0 30,0* 2.57 0.008 0.071 -0.109 0.03 0.080 -0.109 77 5 -12.1 1.15 0.08 1.01 2.50 25.9 30•0* 2.57 0.008 0.076 -0.108 0.01 0.084 -0.108 PEAK SPLICE 21 22 R RAE 12 LX 52,78 FT EFF RX :10.25 K = 1.0 F'E = 39,0 6.0 X 0.3125/ 6.0 X 0,1875/0.1500/27.0-27.0/18.37 23 24 0 -12.1 1.73 0!23 1.02 2.50 25.9 30.0* 2.57 0,008 0.076 -0.108 0.02 0.084 -0.108 25 26 27 1 -12.8 1.72 0.16 1.04 8.75 23.3 30.0* 2.57 0,008 0.080 -0.126 0.02 0.088 -0.126 28 2 -13.2 1.71 0.09 1.04 .75 23.3 30.0* 2.57 0.008 0.083 -0.131 0.01 0.091 -0.131 3 -13.4 1.69 0.02 1.02 10.00 20.9 30.0* 2.57 0.008 0.084 -0.148 0.00 0,092 -0.148 30 31 4 -13.4 1.Oe -0.05 1.02 10.00 20.9 30.0* 2,57 0.008 0.084 -0.147 0.00 0.092 -0.147 5 -13.1 1.67 -0.12 1.02 10.00 20.9 30,0* 2.57 0.008 0,082 -0.144 0.01 0,090 -0.144 34 R RAE 13 LX = 52.78 FE LEE RX :10.25 K = 1.0 FIE = 39,0 6.0 X 0.1875/6.0 X .1875/0.1500/27.0-27.0/ 5,81 35 36 0 -13.1 1.67 -0.12 1.02 10.00 20.8 30.0* 2.57 0.009 0.108 -0.156 0.01 0.117 -0.156 37 38 39 1 -12.9 1.66 -0.14 1.02 10.00 20.8 30.0* 2.57 0.009 0.107 -0.154 0.01 (.116 -0.154 40 2 -12.7 1.66 -016 1.10 10.00 21.5 30.0* 2.57 0.009 0.105 -0.147 0.02 0,114 -0.147 41 3 -12.5 1.65 -0..18 1.10 10.00 21.5 30.0* 2.57 0.009 0.104 -0.145 0,02 0.113 -0.145 42 43 4 -12.3 1.65 -0.21 1.10 10.00 21.5 30.0* 2.57 0.009. 0.102 -0.142 0.02 0.111 -0.142 44 5 -12.1 1.64 -0.23 1.10 10.00 21.5 30.0* 2.57 0.009 0.100 -0.139 0.02 0.109 -0.139 45 46 8 PAF 14 LX = 52.76 Fl EFF RX :10.25 K = 1.0 FIL = 39.0 60 X 0.1875/ 6.0 X 0.1875/0.1500/27.0-27.0/ 4.35 47 0 -12.1 1.54 -0.23 1.10 10.00 21.5 30.0* 2.57 0.009 0.100 -0.139 0.02 0.109 -0.139 49 50 1 -11.9 1. -0.24 1.10 10.00 21.5 30.0* 2.57 0.009 0.098 -0.137 0.02 0,107 -0.137 52 2 11.5 1.64 -0.26 1.10 10.00 21.5 30,0* 2.57 0.009 0.096 -0.135 0,02 0,105 -0.135 53 541 3 -11.4 1.63 -0.28 1.10 10.00 21,5 30.0* 2,57 0.009 0.094 -0.132 0.03 0.103 -0.132 4 -11.2 1.63 -0.29 1.10 10.00 21.5 30.0* 2.57 0.009 0.092 -0.129 0.03 0,101 -0.129 56 5 -10.9 1.5.3 -0.31 1.10 10.00 21.5 30.0* 2.57 0.09 0.090 -0.16 0.03 0,099 -0.126 58 BUTT SPLICE 9 5 60 61 8 RAE 15 LX = 52,78 FT EFF RX :10.25 K 1.0 FIE = 39.0 6.0 X 0.1075/ 6.0 X 0.3125/0.1875/27.0-29.7/ 6,77 62 63 64 o -10.9 1.63 -0.28 1.09 10.00 23.7 30.0* 4.01 0.007 0.077 -0.081 0,01 0,083 -0,081 1 -10.5 1.63 -0.31 1.09 10.00 23.6 30.0* 3.86 0.007 0,072 -0.077 0.02 0.078 -0.077 66 67 2 -10.1 1,62 -0.33 1.22 10,00 24.6 30,0* 3.71 0.007 0,067 -0.069 0.02 0.073 -0.069 as 3 -9.6 1.61 -0.35 1.22 10.00 24.6 30.0* 3.58 0.006 0.062 -0.064 0.02 0.069 -0.064 69 4 -9.1 1.6! -0,39 1.22 10.00 24,4 30.0* 3.45 0.006 0.057 -0.059 0.02 0.064 -0.059 73 5 -8. 1.60 -0.41 1.22 10.00 24.3 30.0* 3.32 0.006 0.053 -0.055 0.02 0,059 -0.055 72 1WA03-2625 LIJSARr)I C019ST 14-JAN-81 PAGE NO 18 = - IU r rrcu:9 Lr.r L LC.'J¼.rLJJ SG 00MNT AXIAL F SH I~Ak F CB Lb F& FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO KIP-Fi KIP K P Fl rSI KSI -KSI RATIO OUTER INNER RATIO OUTER INNER 4 5 0 7 AF iS LX 52.78 FT EFF RX =10.25 K = 1.0 FIE; 39 9 0 6,0 X 0.3125/ 6.0 X 0.3125/0.1875/2 9.7-30.5/ 2.20 to 0 -8 1.60 -0,41 1,22 10,00 24.0 36.0,* 3,32 0,006 0.041 -0,052 0.02 0,047 -0,052 12 1 -8.4 1.60 -0,42 1.22 10.00 24,0 3090* 3.29 0.006 0.040 -0.050 0.02 0.046 -0.050 13 2 -8.2 1.59 -0.43 1.22 10.00 23.9 30.0* 3.25 0.006 0.039 -0.049 0.02 0.045 -0.049 15 3 -8.0 1.9 -0.44 1.22 10.00 23.9 30.0* 3.21 0.006 0.038 -0.048 0.02 0.044 -0.048 to 4 -7.8 1•59 -0.45 1.22 10.00 23.8 30.0* 3.17 0.006 0.037 -0.046 0.02 0,042 -0.046 17 5 1.59 -0.45 1.22 10,00 23.8 30.0* 3.1.4 0.006 0.035 -0.045 0.02 0.041 -0.045 20 R RAF 17 LX = 52,78 FL ElF RX :10.25 K = 1.0 F'E 39.0 6.0 X 0.3125/ 6.0 X 0,6250/0.1875/30,5-32.7/ 5.50 . 21 22 0 -7.6 1.59 -0.45 1.22 10.00 25.8 30.0* 3.14 0.005 0.032 -0.027 0.02 0.037 -0.027 23 24 1 -•1.1 1.58 -0.47 1.22 10.00 25.7 30,0* 3.05 0.005 0,029 -0.025 0.03 0,034 -0.025 . .25 2 -.6 . 1.58 -0.49 1.22 10.00 25.6 30.0* 21,97 0.005 0.027 -0.023 0.03 0,031 -0.023 . . . 26 27 3 -6.0 1.57 -0.51 1.68 10.00 27.4 .30.0* 2.89 0,005 0.024 -0.019 0.03 0,028 -0.019 -. ..20 4 -5.4 1.56 -0,54 1.6d 10.00 27.3 30•0* 2.81 0.004 u.021 -0.017 0.03 09026 -0.017 .29 5 -4.8 1.56 -0.56 1.66 10.00 27,3 30.0* 2.74 0.004 0.019 -0.015 0.03 0.023 -0.015 . 31 R RAF 15 LX = 52,78 If ElF RX :10.5 K = 1.0 FIE = 39.0 6,0 X 0,3125/ 6.0 X 0.6250/0.2500iY3.7-34.2/ 3,78 33 34 0 -4.8 1.56 -0.55 1.68 10.00 27.7 30.0* :. 4.87 0.004 0.017 -0.014 0.01 0,020 - -0.014 .36 35 1 -4.4 1.55 -0.57 1.68 10.00 27.7 30.0* 4,78 0.004 0.015 -0.013 0.01 0.019 -0.013 37 2 -.0 1.55 -0.58 1.68 10.00 27.7 30.0* 4.70 0,0o4 0.01.3 -0.011 0.01 0.017 -0.011 38 30 3 -3.5 1.55 -0.b0 1.68 10.00 27.6 30.0* 4.61 0.004 0.012 -0.010 0.02 00015 -0.010 40 4 -3.1 1.54 -0.61 1.68 10.00 27.6 30.0* 4,53 0,004 00 010 -0.008 0.02 0.014 -0.0Ô8 5 -2.6 1.54 -0.63 1.68 10.00 27.6 30.0* 4,45 0.004 0.008 -0.007 . 0.02 0,012 -0.007 42 43 44 P FAF 19 LX = '2.18 FT ElF RX :10.25 K = 1.0 F = 39.0 6.0 X 0.4375/ 6.0 X 0.6250/0.2500/34.2-36.6/ 6,01 . .45 46 0 -2.6 1.54 -0.63 1.68 10.00 27.5 30.0* 4.45 0.003 0.007 -0.007 0.02 0.011 -0.007 47 48 -1 -2.0 1.53 -0.64 1.68 10.00 27.4 30.0* 4.36 0.003 0.005 -0.005 0.02 0,009 -0.005 .40 2 -1.4 1.53 0,86 1.68 10.00 27.4 . 30,0* 4.27 0.003 0.004 -0,004 0.02 0.007 -0.004 . 50 51 3 -0.8 1.53 -0.68 1.68 10.00 27.4 30.0* 4.18 0.003 0.002 -0.002 0.02 . 0.005 -0.002 . 52 4 -0.2 1.52 -u.10 2.08 2.72 29.9 30•0* 4.09 0.003 0.000 0.000 0.02 0.004 0.000 53 5 05 1.52 -0.71 1.90 5.00 29.7 30,0* 4.01 0.003 -0.001 0.001 0.02 -0,001 0.004 54 55 KNEE SPLICE . 50 CUL 20 LX 20.37 FT . ElF RX = 8.96. r 2.0 . FIE :50.1 . 8,0 X 0.3125/ 8.0 X.0.6250/0,2500/38.130.1/ 5.61 511 0 -0.1 0.94 1.02 1,84 6.00 29.9 30.0* 4.01 0,002 0.000 0.000 0,03 0.002 0.000 . 61 82 1 -0.9 0.94 0.93 1.84 6.00 30.0 30.0* 4.29 0.002 0.002 -0.002 0.02 0.004 -0.002 64 63 2 -1.6 0.94 0.84 1.84 6.00 30.0 30.0* - 4,59 0.002 0.005 -0.003 - - 0.02 0.007 -0.003 - 65 3 -2.3 0•94 0.75 1.84 . 6,00 36.0 30.0* - 4.93 0.002 0.007 -0.005 0.02 0.009 -0.005 - - 66 67 4 -2.9 0.94 0.66 1.84 0.00 30.0 30.0* 5.31 . 0.00.2 - - .0.009 - - -0.006 0.02 0.011 .-0.006 . -ISO 5 -3.4 0.94 u.57 1.84 6.00 30.0 30.0* 5.74 0.002 0.011 -0.008 0.01 0.013 -0.008 69 70 7! 72 - -- .- - -- ...........................-. -- . - .-. - - . 73 74 75 7fr 'W03-2625 LUSARDI CONST 14-JAN-81 PACE NO 19 = 2 rr a, 2 M tA ri'q' sE; MUEIi'l AXIAL F SH EARF CE3 L9 F8 FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO . .• KIP KIP F'T .. KSI j... KSI . .KSI .. RATIO OUTER INNER RATIO OUTER IHNR . 4 5 6 7 6 P. COL 21 LX 70.37 FT EFF RX = 8,96 K = 2.0 F'E:S0.1; .8.0 X 0.3125/ 8.OX,0.6250/0.1875/30.1-18.3/ 8.29 0 -3.4 0.94 0.57 1.84 6.00 29.6 30.0.:,.3.23.O0b2 . O,012 -0.008 0.03 . 0.014 -0,008 2 1 -4.2 0.94 0.39 1.75 13.33 28.4 30.0* 3.80 0.002 0.016 -0.012 0.02 0,019 -0.012 13 2 -4.7 Q,94 0,21 1,75 13,33 26.6 30.0* 4,54 0.003 0.021 -0.015 0.01 0.023 -0.015 14 3 4,9 0.94 0.03 1,75 13.33 28.7 30.0* 5.53 0,003 . 0.024 -0.017 0.00 0,027 -0.017 4 . -4.8 0.94 -U.15 1.75 13.33 30.0 3U,C* . 6.87 0.003 0.027 -0.018 0.01 0,030 -0.018 .11 5 -4.4 U.94 -0.33 1.75 13.33 3U.0 0.0c 8.76 . -,... 0.003 . 0.029 . -0.019 ......., 0.01 0.032 -0.019' .. 20 H CUL 22 LX 20.37 FT EFT RX = 8.96 K 2.0 F' = bo.1 8.0 X 0.3125/ 8.0 X 0.3125/0.1875/18.3- 9.0/ 6.50 21 22 0. -4.4 0.94 -0.33 1.75 13.33 28.2 30.0* 8.76 0.004 0.032 -0.034 0.01 0,035 -0.034 23 24 2 -3.9 0.94 -0.47 1.75 13.33 28.4 30.0* 10,85 0.004 0.032 -0.033 . . 0.01 0.036 -0.033 . 25 2 -3.2 4 -0.61 1.75 13.33 28.6 30.0* 13 79 0.004 0.030 -0.031 0.02 0.034 -0.031 21 27 3 -2 3 0 54 -0 /5 1 75 13 33 2b b 3u 0* 15 83 0 004 0 025 -0 026 0 02 0 030 -0 026 28 4 -1.2 0.54 -0.69 1.75 13.33 29.0 30,0* 18.53 0.004 0.016 -0.017 0,02 0.021 -0.017 5 0.0 0.94 -1.03 1.75 7.33 300 300* 20.00 0,005 0.000 0.000 0.03 0.000 U 005 30 W03-2625 LUSAiDI CONST . 14-JAN-01 PAGE NO 20 r ir..LU 'I.LL. L'(L, S7APT END r.u:1EN AXIAL, F SHEAR .... MOMENT AXIAL F SHAH . . . . 13 VIP-FT KIPS KIPS KIP-FT KIPS KIPS . 5 CuN1EcT1ONS WERE 11pUi JOINT 1 bPSE PLATE' AiD I .. . . 10 ANCHOR F61 "I pEsIcNRLAcTiowS . .....,. ...; .................: ...... 2 WAX 5HEPR 20.71 13 NAY. CO PRESS IWJ 23,06 14 TE5I0i w/ t4AX SHEAR -3.91 7.02 .. 16 MAX iSiU / SHEA R -3.91 -7.02 17 to A-EDLT SHEAR CAPACITY z 23.80 KIPS - . :- ......:, : . . .-.-. ... ...,..• .. . : . .: . .. ..Lo 0 PP 8 95207 C) A-BOLTS : 4 - 0.875 IN. DIAM. X 10-3" LONG 21 HAIRPINS 2 - US BARS X 4 411 LONG 22 23 24 JOINT 4 . . . . . ,-. .. . . . . . .. . . . . . 25 1 +o -393.9- -30.98 -1.01 26 1 0+1, -393.9 -30.98 -1.01 . . . . .., ............... .- . . . . ,.- .. . ..28 27 3 U+ L 67.6 3.47 0.92 . . .29 3 O+ L 1.5 1.48 -0.29 31 32 EG OSIGN N -393.9 NIP-FT W/ -31.0 KIPS AXIAL P05 DESIGN N = 444,8 NIP-FT MI 3.5 .KIPS AXIAL FULL CAP 444.8 NIP-FT 373 tEG WOt CAP -445.6 KIP-FT WI -35,0 KIPS AXIAL . P05 MOM CAR = 427,2 KIP-FY W/ 3,3 KIPS AXIAL . . . 34 KS 8367457 . .... . .. .. .. . . . .. . : . . . . ..36 35 KS 636757 .0 . JultqT 9 38 30 40 1 0+L -10.7 -21,37 -10.73 . . . -10.7 21.19 -11.08 . . . . . . 4 1 £+L -10.7 -21.37 10.73 -10,7 -21.19 11.08 43 3 L)+W L 12.5 1.67 1.61 . ..: 12.5 1.64 . 1.64 . . .. . . . . . . ....... .44 3 D+M L -10.9 1.63 -0,28 -10.9 1.63 -0.31 . 48 WEG DESIGN M -120.9 NIP-FT W/ 1.6 NIPS AXIAL POS DESIGN N = 120.9 NIP-FT W/ 1.7 NIPS AXIAL FULL CAP r 120.9 KIP-FT 47 4. OMEi\T CAP 372.4 NIP-FT W/ 2.4 KIPS AXIAL.. . . . . . . . ES 6276226 . .. . . . . . 50 5' BS 6276226 -. . ... . . . ., . . . . . . . . . . . . . .. JUIWT 12 . 53 5 55 I D+L 135.0 -20.69 0.85 135.0 -20,69 -0.86 56 1 0+L . 135.0 -20.69 -0,86 : 135.0 -20.69. 0,86. . . . . . . . . .157 3 D+v L -12.1 1.75 . 0.08 . '12.1 . 1.73 0.23 .. .. . . . . .. . . ..-.. . .. . . . 3 0+' ( -12.1 1.73- 0.;e3 -12.1, 1.75 0.08 60 WEG DESIGN N -159,6 NIP-FT W/ 1.7 KIPS AXIAL P05 DESIGN N 135.0 NIP-FT W/-20.7 NIPS AXIAL FULL CAP 159.6 NIP-FT ..1641 61 62 WOMET CAP = 181.0 VIP-FT MI 2.0 NIPS AXIAL 63 PS 6276227 . . . . . . . . . .- .. . . 65 66 67 68 NOTES - * aITK AXIAL ALLOWABLE - MAJOR AXIS GOVERNS . . . 69 70 * -,,IçH E'tJ1,IG SIPESS WATIU - FORMULA 1.6.1,A GOVERNS . 72 * WITH AAIAL SIRES NAIICj - FORMULA 1 6 1.8 GOVr,RS 73 NO * WITH A Tk'SS PATIOS - FORMULA 1.6.2 GOVERNS -. -. ....:. - ....... - J74 75 MAR A TM ON METALLIC aU I LD'I N COMPANY HOUSTON, TEXAS PACE I RIGID FRAME ANALYSIS NAME SAR!QNST.RAMEL OUOTE NO _DATE _15JAN81 1_4JI3JJB DESIGN BY LMBT CARLSBAD, CALIFORNIA _____ECTI..ON_tROERTIS_ OPTION 2 TYPE . SPAN L EAVE R EAVE LSLOPE _P _SLOPE _GIRTS PURLi!N DLX DLV DRX DRY CS 110.00 22.50 22.50 0.50 -0.50 8.00 8.00 . 0.00 . 0.00 0.00 . 0.00 . . . SPECS 0 LOAD L LOAD W LOAD BAY SP YIELD ST . .NONSYM D+L+W ADD LOADS FLAT RAF OPSET . NVDK 3,00 12.00 15,00 P 25.00 :50.00 50.00 . 0 0 0 0.0 23 34 7i JOINT NUMBERS -OF FIEL.CL-SPIjCA3 9 12 15 136 37 1 30 31, NUMBER OF JOINT NUMBERS AT . 40 2 FRAME MMBRS L KNEE PEAK R KNEE 143 41 22 6 12 18 -- --- . . . 46 MEMBER 0 U T E R F LANGE INNE R F LA N £ WEB W ES 0 £ :P .,T H LENGTH WIDTH THICKNESS WIDTH THICKNESS . THK START END - FT ,. 153 54 1 8,0000 0,2509_ 8,0000 0,5000 0.2500 12.0000. L5.8894 2.,6900 . .5 S Joe 2 9.0000 0.2500 8.0000 0,5000 0.2500 15.8994 19.9379 -9- N-6 - i(-f 3 8,0000 0.3750 8,0000 0.5000 0.2500 19.9379 23.9864 2.8000 4 9,0000 _0,3750 _9.0000 ____0.5000 _0,250023,9864 36,4355 ___8.6100 5 8.0000 0.5006-f-. 666-6 0.5000 0.2500 '36.4355 39.0000 5,6000 6 KNEE SPLICE 163 68,0000 015000 _88 0000 0.3750 0.2500 39.0000 35.2379 10.9400 _____________________________________ :64 65 7 8.0000 0,2500 8.0000 0.3750 0.2500 :35,2379 . 31.6378 6,8000 .. .. .. .. . 8 8,0000 0,2500 .8.0000 0.2500 . 0.1875 31.6378 27.0000 8.7600 . . . . . BUTT _SPLICE ___.... 9 6,0000 0,1875 6,0000 0.1875 0,1500 27.000027,00008.7500 . 65 10 6.0000 0.3125 6.0000 0.1875 0,1500 27.0000 27,0000 5,3500 70 711 it 6.0000 0.3125 610000 0,1675 0,1500 27,.0000--27 _.. .. 0.00.0 14.4000 721 PEAK SPLICE . . s.73 STRUCTURE IS SYMMETRICAL 7j 03-2625 LUSARDI CONST, FRAME 2 W 15.AN.e1 PAGE NO .3 GENERAL FRAME GEOMETRY 2 3 4 PURLIN AND GIRT LOCATION COORDINATES IN FEET 618 LEFT COLUMN 0.0000 2.5000 7,3333 .13.3333 19.3333 22.5000 101 LEFT RAFTER _0.005000Q,QQO0 t5,00 .0 20.0000 2.O090 30.Q000 35.00QO.._&Q..0000 45.0000 50,0000 53.7500 56.2500 113 '4 RIGHT RAFTER 53,7.500__~.6.2500 60,p-.PPQP 65.0000 _70,0000 _75.0000 80,.O.0_85.0000 90,0000 95.0000 11,56 100.0000 105.0000 110.0000 17, lie RIGHT COLUMN 22,000 19,I13_13.13t 7.333 2.5000 0.1 000 kg 20 121 22 FLANGE BRACE LOCATION COORDINATES 'IN FEET 23 .24 25 LEFT COLUMN 0.0000 13.3333 19.3333 20.2333 27 LEFT RAFTER 2.4456 5,0000 15.0000 25,0000 35,0000 45.0000 53.7500 56.2500 . RIGHT RAFTER 53.7500 56.2500 65,0000 75.0000 85,0000 95.0000105,0000107.5544 . 131 RIGHT COLUMN 20.2333 19.3333 13.3333 0.0000 NOTE- SUPPORT LOCATIONS ON COLUMN ARE Yo COORDINATES 37 SUPPORT LOCATIONS ON RAFTER ARE X-COORDINATES 138 .. . FIELD SPLICE COORDINATES IN FEET . . . . .• . . 49 4 . 42 - . . . .....- . . - . 26.50 55,00 83.50 .145 47, COLUMN CRIT POINT LEFT X 2033 Y 189674 RIGHT X 107.667 Y 18.674 51 I . _....-. _.. . . _. __.. __52 RAFTER CRIT POINT LEFT X 3.931 '1 20028 RIGHT X 106,069Y 20.328 .153 154 55 55 .--,--...--..-....-..-.----.•-.-.: _.-. _II' . 1 5 57 9 62 63 ,64 .. • . :- -: . .. . . • . . .- . - • 65 . I3 67 69 ~70 7, 72 __• _.....,...--•- . :. -. . • ___•.-,--. ..-. -, . • -• • . • : . . . . . . • ____.. _________ -. 7 75 79 W803-2625• LUSARDI CONST, FRAME 2 15-JAN-81 PAGE NO 4 OVER ALL DIMENSIONS OF MEMBER 1 OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV - 171 WIDTH THICK WIDTH THICK THICK START END FT IN**4 8.000 0,250 8.000 0.500 0.250 12.000 15.889 2.695 32.00 ..................... .......a.ee.s.ee.SCTION PROPERTIES AT FIFTH POT NTS.....de.....s.sSaB•ese.esee••..• SEC X COOR V COOR WEB D OUTER FLG COMP INNER FLG COMP AREA XX RADII OF GYRATION (IN) YIELD lot NO SEC MOD 0. SEC MOD .0 _ 'RX RY RBO RBI OUT IN WEB 2 FT FT IN N**3 IN**3 IN**2 IN**4 I 1. KSI KS! KS!13 0 1.19 0,00 12,00 32,51 0,921 49.03 1.000 9,00 249.2. 5.26 1189 2.07 2.18 50. 50, 50, 1,22 0.54 12!7!35!1 0.92.1 _.52.56._.1..1000 9 0 19 284.7 5.6 1.87 5_47_.,LS.Q,.._.SO., to 2 1.25 1.08 13.56 37.77 0.921 56.13 1.000 9.39 323,0 5,86 1.85 2.04 2,16 50, 50. 50, " 50,Owl 3 1.28 1.61 . 14.33 40.48 0.921 59.74 1.000 9,58 364.0 6.16 1.83 2,03 2.15 50, 50. 1.32 ,1_J5.11.4..2_Q__.6 3,4Q._...0Q0_97807.9.46..._J,81 2,01 2I.1 5 1.35 2.69 15,89 46.10 0.921 67.10 1.000 9.97 454.7 6.75 1.79 2.00 2,14 50. 50. 50, OVER ALL DIMENSIONS OF MEMBER OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV ______ WIDTH THICK WIDTH THICK THICK START END FT IN**4 8.000 0.250 8.000 0.500 0,250 15.889 19.938 2,805 32.00 --------a..................ne.SECTION PROPERTIES AT FIFTH POINTS...ec..........a..........a.s....eaa.....e.... SEC X COOR V COOR WEB D OUTER FLG COMP INNER FLG COMP 'AREA IX RADII OF GYRATION (IN) YIELD NO SEC MOD 0 SEC MOD 0 RX RY RBO RBI OUT IN WEB - FT FT IN IN**3 IN**3 'I2 '!N**4 . KS! KS! KS! 0 1.35 2,69 15,89 46.10 0.921 67.10 1.000 9.97 454,7 6.75 1,79 2.00 2.14 50, 50, 50, 1 1.38 3.25 16,70 49.11 0.921 71.00 1.000 .10.17 5061 5 .7.06 1.77 1,99 2.13 50, 50, 50, 2 1.42 3.81 17.51 52,18 0.921 74.94 1.000 10.38 561.7 7,36 1.76 1.98 2.12 50, 50, 50, 3 1.45-4 ,37 18.32 55.32 0.921 78.94 1.000 10,58 620.2 .7 .66 j.74 1,96 2.12 50. 50. 50, 4 1,48 4,93 19.13 58,52 0.921 82.99 1,000 10.78 682,2 7.95 1,72 1.95 2.11 50. 50, 50, 5 1.52 5.49 19,94 61,78 0.921 87,08 1,000 10,98 747.6 8.25 1.71 1,94 2.10 50, -50m 50. OVER ALL DIMENSIONS OF MEMBER OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV WIDTH THICK WIDTH THICK THICK START END FT IN**4 9.000 0.375 8.000 0.500 0.250 19.938 23.986 2.805 3733 .n... -....n.. ...o. n...•.a.SECTIQN PROPERTIES AT FIFTH P01 NTS....................................... SEC X COOR V COOR WEB 0 OUTER FLG COMP INNER FLG COMP AREA 'IX RADII OF GYRATION(IN) YIELD NCO SEC MO QSECMODO'T . X"--k aBT_____ o'ti IN WE FT FT . 'IN IN**3 IN**3 IN*$2 'IN**4 KSI KS! KSI 01.52 5.49 19.94 78.78 1,000 92,00 11000 11,99 883,3 _8.58 1.76 2.042.1050. 50, 50, 1 1.55 6,05 20,75 92.72 1.000 96.38 1.000 12,19 962,6 8,99 175 2.03 2,09 50. 5 500 2 1,59 6.61 21.56 86,73 1.000 100,82 1.000 12.39 1045.9 .9.19 1,74 2,03 2.09 50, 50, 50, 31.62 7.17 22.37 90.79 .1.000 105.31 1,000 12,59 1133.2 9.49 1.72 2.02 2,08 50. 50. .50.! 5--7'-,-7 3 23,18 94,91 1,000 109,85 1.000 12.79 1224.7 9.78 1.71 2.01 2.07 .50, 50. 50. 5 1.69 8.29 23.99 99.09 1.000 114,44 1.000 13,00 1320.3 10.08 1.69 2,00 2.07 50, 50. 50. W803.2625 LUSARDI CONST, FRAME 2 15-JAN-81 PAGE NO 5 OVER ALL DIMENSIONS OF MEMBER 4 OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IY WIDTH THICK WIDTH THICK THICK START END FT ZN**4 --- 9.000_Q,375__8,QOO__ .............................u--------- wSECTION PROPERTIES AT FIFTH PDX SEC X COOR I COOR WEB D OUTER FLG COMP INNER FLG COMP AREA IX RADII OF GYRATION (IN) YIELD NJO_____________SEC MOD____ QSECMOD 0 RY RS.O. RB! OUTINWE.B FT FT IN IN**3 IN**3 IN**2 IN*$4 KS! KS! KS! 0 1.69 8.29 23,99 99,09 1.000 114.44 1.000 13.00 1320.3 10.08 1.69 2000 2,07 50, 50, 50, 2 1.89 11,73 28,97 126,03 1.000 143.85 1,000 14,24 2004.6 11.86 1.62 3,95 2,02 50. 50, 50. 3 2.00 13,46 31.46 140.31 1,000 159.30 1.000 14.86 2411.9 12.74 1.58 3,93 2.00 50, 50, 50, 42.0 ..55____ 500__509_50.. 5 2,21 16,90 36,44 170,45 19000 191,72 1,000 16,11 3366.6 14.46 1.52 1.88 1,97 50, 50, 50, OVER ALL DIMENSIONS OF MEMBER 5 OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH WIDTH THICK WIDTH THICK THICK START END FT XN**4 81000 01 500 81 000 01500 0.250 36,436 39.006 1,782 42,67 ............ ..s.See . a. a..----------SECTION PROPERTIES AT FIFTH POINTS...doe...e.a..a....eS.U..a...e.a......a.... SEC X COOR y COOR WEB D OUTER FLG COMP INNER FLG COMP AREA 'IX RADII OF GYRATION (IN) YIELD NO SEC MOD 0 SEC MOD 0 RX RI RBO RBI OUT IN WEE FT FT IN IN**3 IN**3 'IN**2 'XN**4 KSX KS! KSI 0 2.21 16.90 36,44 199.61 1,000 199,61 1,000 17,11 3736.2 14.78 1,58 1.97 1.97 50, 50. 50. 1 2.23 17.26 36.95 203.21 1,000 203,21 1,000 17.24 3855.9 14,96 1.57 1,96 1,96 50, 50. 50, 2 2.26 17.61 37,46 206.841.000 206.84 1.000 17,37 3977,9 15,13 1.57 1.96 1,96 50, 50, 50, 3 2.28 17,97 37,98 210,49 1.000 210.49 1.000 37,49 4102.2 15,31 1.56 1,95 1.95 50. 50 50, 4 2.31 18,32 38.49 214,16 1,000 214.16 1,000 17,62 4229,8 15.49 1.56 1,95 1,95 50. 50, , 50, _5 2.33 18,68 39,012t7.86 1,000217.86 19j,5 h 1:.95_1,95 OVER ALL DIMENSIONS OF MEMBER OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH 'II : WIDTH THICK WIDTH THICK THICK 'START END FT 'IN**4 8.000 0.500 8.000 _315--b .250 39,002 35.238 7,026 '3733 ....... . ...... ........ ....... o..SECTXON PROPERTIES AT FIFTH POINTS.....o....a......e...U..................... SEC XCOORI COOR WEB D OUTER FLG COMP INNER FLG COMP AREA IX RADII_OF ____ GYRATION (IN) YIELD NO M RX RThBb RBI .OUTN WEB FT FT IN IN**3 IN**3 IN*2 'IN**4 KS! KS! KSI 0 3.93 300209,22 1.000 186,82 1.000 16,75 3935iS 15, 3491.951. 8_0,_0 1 5.33 20.42 38.25 204.03 1,000 181.96 1.000 16.56 3763,0 15,07 1,50 1,95 1.87 50, 50. 50, 2 6.73 20.51 37,50 198.89 1.000 177.15 11000 16.37 3595.2 14.82 1,51 1.96 1.87 50 0 50. 50, 3 8.14 20.60 36.74 193,79 1,000 172,39 1.000 16.19 3432,0 14,56 1,52 1196 1.88 50. 50. 50. 4 9,54 20.69 '35,99 188.74 1,000 167,67 1.000 16,00 3273.4 .14,30 1.53 1.97 1.89 50. 50, 50, 5 10.94 20.78 35.24 183,74 1,000 163.01 11 000 15.81 3119.3 14.05 1,54 1.98 1.89 50. 50. 50, mi '03-2625 LUSARDI CONST, FRAME 2 15-3AN91 PAGE NO 6 OVER ALL DIMENSIONS Of MEMBER 7 OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV WIDTH THICK WIDTH THICK THICK START END FT IN$*4 8.000 0.250 9.000 0,375 0.250 35.238 31.638 6.814 26,67 ..........................----------•-SECTION PROPERTIES AT FIFTH P0INTSss.d.s....sa....e..a..a................aa.a.. SEC X COOR V COOR WEB D OUTER. FLG COMP INNER FLG COMP AREA XX RADII OF GYRATION (IN) YIELD MQP QSEC iO RX RY RBO RBI OUT L_'WEB • FT FT IN IN**3 IN**3 IN**2 IN**4 KS! KS! KS! 0 10.94 20.78 35,24 128,82 0.921 147.90 1.000 13,81 2469,2 13.37 1.39 1.75 1.89 50, 50, 50, 1.90 50, 50 2 13,66 20,95 33.80 121.43 0.921 139.91 1,000 13.45 2237,8 12,90 1.41 1.77 1.91 50, 50, 50, 3 15.02 21.04 33,08 117,80 0,921 135,98 1.000 13.27 2127.3 12,66 2 9 42 10 78 1191 50, 50. 50, _4_6,38_,21,12 1,92 50.50.50, 5 17.74 21.21 31,64 110.67 0.921 128,25 1.000 12,91 1916,6 12,18 1.44 1.79 1.92 50, 50, 50, OVER ALL DIMENSIONS OF MEMBER 8 OyTE _FANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV WIDTH THICK WIDTH THICK THICK START END FT IN**4 8.000 0.250 9.000 0.250 0,187 31.638 27.000 8,778 21,33 n_..a._.__ a.... se.s.s sa.aaases -s-SECTION PROPERTIES AT FIFTH P01 NTSaeaaa.a...sess.s..saees.aea.s.ass.ss.s..aaa.as SEC X COOR V COOR WEB D OUTER FLG COMP INNER FtJG COMP AREA IX RADII OF GYRATION (IN) YIELD NO SEC MOD 0 SEC MOD 0 RX RY RBO RBI OUT IN WEB FT FT IN IN**3 IN**3 ____ IN**2 !N**4 KS! KS! KS! 0 17.74 21.21 31.64 94.07 0.921 94,07 -0 0.921 9,93 15'i1,6 12.34 1.47 1,89 1,89 50, 50, 50, 1 19.49 21.32 30,71 90.42 0.921 90.42 0.921 9.76 1411.1 12.03 1.48 1.90 1,90 50. 50. 50, 2 21.24 21.43 29,78 96.83 0.921 86.83 0.921 9,58 1314,7 11.71 1.49 1.,gi 1.91 50,. 50, 50, _3F__2 3. 0 0 21,55 28,86 03,29 0.921 83.29 0.921 9.41 1222.5 11,40 1.51 1.92 1,92 50, 50. 50. 4 24.75 21.66 27.93 79,80 0.921 79,80 0.921 9.24 1134.3 11.08 1.52 1,93 1.93 50, 50, 50, 5 26.50 21,77 27,00 76.37 0,921 76.37 0.921 9,06 1050.1 10.76 1.53 1.94 1.94 50, 50, 50, OVER ALL DIMENSIONS OF MEMBER I OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH 21 L WIDTH THICK WIDTH THICK THICK START END FT IN**4 6.000 0.187 6.000 0.187 0.150 27,000 27.000 8.758 6.75 I a.... ..........aa....s.... ..... s..SECT ION PROPERTIES AT FIFTH POINT5asaass.s.esaa.ssss.esea.s.a.e.eeesaa.ssssas.. I SEC X COOR I COOR WEB D OUTER FLG COMP INNER FLG COMP AREA IX RADII OF GYRATION (IN) YIELD R BI OUT IN WE FT FT IN IN**3 IN**3 IN**2 IN**4 KS! KS! KSJ 0 26,50 21.77 27,00 49.35 0.921 48.350.921 6,30 661,8 10,25 1904 1,371.3750.50,50. 1 28,25 21,84 27,00 48,35 0.921 48,35 0,921 6,30 661,8 10,25 1,04 1,37 1,37 50, 50. 50, 2 30.00 21,91 27,00 48,35 0.921 48,35 0.921 6.30 661.8 10.25 1,04 1.37 1,37 50, 50, 50. 3 31.75 21.99 27,00 48,35 0.921 49,35 0,921 6,30 661,9 10,25 19 04 1,37 1.37 50, 50. 50, -4-3 3.50 22.06 27,00 48.35 5 , 0.921 48,35 0.921 , , 6-30--66i,8-10--25-i.-'0'4--f-37-1,-37-56-,-56-,-66-- , , 35,25 22.13 27,00 48,35 0.921 48,35 0.921 6,30 661,8 10,25 1,04 1,37 1,37 50. 50. 50, '41W803.2625 LUSARDI CONST, FRAME 2 15-JAN-61, PAGE NO .7 OVER ALL DIMENSIONS OF MEMBER 10 OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV Is WIDTH THICK WIDTH THICK THICK START END FT IN**4 6!000 ._.126.Q00.. - - - --- - ----------------- SECTION PROPERTIES AT FIFTH POINTS............................................. SEC X COOR V COOR WEB 0 OUTER FLIG COMP INNER FLG COMP AREA 'XX RADII OF GYRATION (IN) YI ELD NO $CJ4QD Q SEC..MQ.__,_0 . - RX R.Y. RO RBI QJiINWEB 2 FT FT 'IN IN**3 IN**3 IN**2 IN**4 KSI KS! 1(31 113 0 35,25 22.13 27.00 63.85 1.000 52,05 0.921 7.05 .788.5 10.58 1.13 1.49 1.37 50. 50, 50, 14 1,43 1.49 2 37.39 22.22 27,00 63,85 1,000 52.05 0,921 7,05 .788.5 10.58 1.13 1,49 1.37 50, 50, 50, 3 38,46 22.27 27.00 63.85 1.000 52,05 0.921 7,05 .788.5 10,58 1.13 1,49 1,37 50. 50. 50,I ts ._4_9 .__22. k.P00_,..52,.05_0,921_7,0_78g.,5j0.58 1.7._5Q._.50,_______20 5 40.60 236 2. 27.00 63.85 1,000 52,05 0.921 i7,05 '788,5 10,58 1,13 . 1.49 1,37 50, 50, 50. 22 OVER ALL DIMENSIONS OF MEMBER 11 23 24 26 OUTER FLANGE INNER FLANGE WEB _•EPTH OF B .LENGTH_:I 'L_____ 27 WIDTH THICK WIDTH THICK THICK START END FT 6,000 0,312 6.000 0.187 0,150 27,000 27.000 14,412 9.00 -. SECTION PROPERTIES AT FIFTH 2 EXC'OOR L'b 33 NO SEC MOD 0 SEC MOD 0 RX RY RBO RBI OUT IN WEB L f FT FT _____'IN IN**3 IN**3 'IN**2 '!N**4_____ KS! KS! .1(31 0 4Ô.60 22,36 . 27.00'63.85TO2''ö5_____ 0.521 7,5T7$95 1O58 19 13 1.49 1,37 509 509 50, 3111 1 43,48 22,48 27.00 63.85 1.000 52.05 0.921 7.05 788.5 10,58 1.13 1,49 1.37 50, 50. .50, 2 46.36 22,60 27.00 63,85 1.000 52.05 0.921 .05 788,5 109 58 1.13 1,49 1.37 50.50.50, 40 -1--49 .24 22,72 21,00 63.85 1.000 52.05 0,921 .7,05 788,5 10.58 1.13 1,49 1.37 50. 50. 50. 4 52.12 22,84 27.00 63.85 1.000 52,05 0.921 7,05 789.5 10,58 1.13 1,49 1,37 50. 50, 50. 43 5 55,00 22.96 21.00 63,85 1.00052.05 0.921 7.05 789,5 .10.58 1.13 1,49 1.37 .50, 50. 50. 44 _____ 146 I48 50 51 52 53 55 58 57 • . .. . . 58 . 54 60 61 62 .64 63 -3 67 . . .68 67 69 170 I7I 72 ...........•. • . . . . • .73 i!c 74 75 LUSARDI CONST, FRAME 2 15-JAN-81 PACE NO B . LOADING INFORMATION S sesseaseaaeeeeeaa es_S_s. LOADING 1 DL+LL LOADING WIND LOAD KIP/FT KIP/FT KIP/FT COEF MEMBER NORMAL TANGENT NORMAL NVDK X 193 1 o,00000.0000 . ' 0,2309 ..';.. _0,9000 '!.:.: _. _••..••. __. _• ___•., ______,. _,... ___,, .......:_____. _'.. _- 2 0,0000 0.0000 0.2309 0.8000 . . 3 0.0000 .0.0000 0.2309' 0.8000 4 0.0000 0.00000.2309 '0.8000 5 6 0.0000 -0.4217 0,0000 -0.0270 0.2309 .0.1916 08000 -0,6647 7-0,4217 0 0,0269 .0.1916 _-0,6647 8 0,4217 -0.0269 ' 0,1916 v0 6647 9 -0.4227 -0.0176 .0,f916 0.6647 10 -0,4227 ' .0,0176 ..0,1916 _.0.6647 11 -0,4277 -0,0176 -0.1916 -0,6647 12 -0.4227 0.0176 -0.1441 -0,5000 13 .0.4227 0.0176 .. -0.1441 ' -0.5000 . •, .' .•. •.••• '... ' •••.'. ••'• •:'•• .'. • ' :'''.. ..'; ' " • 14 -04227 0,0176 -0.1441 ' -0.5000 15 ' . -0. . 4217 0,0269 -0,1441 -0,5000 16 -0.4217 ' 0.0269 -0.1441 -0,5000 i70.42170,0270.0.1441 -0,5000 18 0.0000 0,0000 -0,1441 -0,5000 19 0.0000 0.0000 -0,1441 -0 5000 20 0,0000 0,0000 -0.1:441 -0.5000 • ' ' ' . 21 0.0000 0.0000 -0.1441 .0,5000 . • ' . ' . ' 22 0.0000 0.0000 -0.1441 • . -0,5000 . . ., • '..'', •' H " , ':. •!V. -' .' ' '' ',.,,, H '"'' ". " •, , '., , :. ,, "; ., • ,,, .;' 'H' •""• '' " • 50 0 lot I " • ' 'H' .Y' '.:'. " . ':' .' '' . , •' ' H'. ,,' r "," " ' .' , 153 54 • ' • . • 3 i ( 7 41 r b8 los 5! ' 60 62 7 63 8 • • • . 9 . •'. .'.' • '• ' . •..'•..• , .......'H"''' - '' . '••. . • :''!.H!'.. '','!, ,"'' ' ;.":''l''!" '' 65 66 68 41 . . • ' • . . 172 73 .. .. .............................................................'' • , • •'. •"' •'. '•.•.;"•. "''.'. 's'. '.', ' .... '. ':.:: '''', •',. .,...' .' .•' '•',;. ' •:-''..'' ',,"','" • ... • :' . '•• :' .. •'' • ', ' ' ' 6 W'003.2625 LUSARDX CONST. FRAME 2 W 15-JAN-e1 PAGE NO .9 SeeS .........ccc... aS ......• .á - REACTIONS AP4DDISPLACE:MENTS 4 COLUMN REACTIONS 6 7 LEFT COLUMN RIGHT COLUMN 113 LOADING NOR VER MOM 'NOR VER MOM . - KIP KIPKXP.FT KIP KIPKIP.FT 1 D+L 21.52 23,29 010 .21.51 23,29 0.0 117 2 W_L •13_,1_10,46 0,0 4,84 .7,90 0,0 10 3 D+W L .--6,. 8,8- -3,68 0.0 -1.43 .1.12 0.0 21 DEAD 6,27 6.79 0.0 .6,27 .6.79 0.0 122, LIVE 15.24 16.50 090 015,24 16,50 010 2 lzc 127 t DISPLACEMENTS IN INCHES DING . RIGHT KNU .. . . . ii HORIZONTAL VERTICAL HORIZONTAL VERTICAL HORIZONTAL VERTICAL . S .. S . . . . . S. D.L .0.2196 .0.0026 0.0000 -5.8436 0.2486 .0.0026 5 2 WIND 0.6789 .0,0337 '0.5829 2.3402 0.4781 0.0356 130 $2 43 5 45 46 5 . .5 . . . S .... ...,... ,... ,... .5 ., .5 ... .... S ... . .. S . S '. 49 30 51 153 154 155 58 ,.. .. S ..•.. ..... . S S 57 .................... W. S . .. . '5•• - . ', .5 . . 64 S S •' 5•' 5 . 69 69 5 '70 71 12 S S 5, .. .'5• 5 S.. .. ', 5__ . S ' S , 5.•S. 173 , - 74 75 'W'803-2625 LUSARDI CONSD, FRAME 2 W 15-JAN-81 PAGE NO 10 LOADING 1 Dl. + LL SEC MOMENT AXIAL F SHEAR.? CB LB PB LA LV AXIAL ST BEND STRESS RATIO SHEAR 5T COMB STRESS RATIO KIP-FT KIP KIP ______ FT KSI KS! KS! RATIO OUTER INNER -.-.-----RAT-.IC--OUTER--.INNER L Cot,. 1 LX u 20.23 FT ELF RX 9,99 K s 2,0 FIE 62.9 .601 0.2500/ 0.0 X 0.5000/0,2500/12,0"15,9/ 2,69 0 0,0000.000*0,31.0, 119 -0,119 1 -10.8 -24.54 20.08 1.75 13.33 30.0 22.9* 20.00 .0.117 0.123 -0,073* 0,30 0.034 -0.190 2 -21.6 .24.54 20,08 1,75 13.33 30.0 22.9* 19.78 -0.114 0.229 -0.137* 0.28 0,142 -0,251 3 -32,5 -24.54 20.08 1.75 13.33 30.0 22.9* 18.71 -0,112 0.321 .0,193* 0.29 0.235 -0.305 l-;_43 -24.54 20,08 1.75 13,33 30.0 22.9* 17,75 ..0,084* 0.400 -0.273 0.29 0.317 -0,357 5 -54,1 -24.54 20.08 1.75 13.33 30.0 22,9* 16,88 .0,082* 0.469 -0.323 0.29 0.387 -0,405 I. COL 2 LX 20.23 FT EFF .RX 9.99 K U 2.0 'FIE • 62,9 8,0 X 0,2500/ 8,0 X 0,5000/0.2500/15,9.19,9/ 2.81 0 .54.1 -24,54 20.08 1.75 13.33 30.0 1 -65.4 .24.54 20,08 1,75 13,33 30.0 22,9* 161 06 -0,080* 0.532 -0,368 0929 0,45i__.0 6-449 2 -76,6 -24,54 20.08 1,75 13,33 28.8 22,9* 15.32 -0,079* 0,587 -0.427 0.29 0,509 -0.506 . 4--;99. .2 -24,54 20,08 1,75 13,33 28,6 22.0-14 .02 -0.076* 0.678 -0.501 0.29 0,602 -0,577 5 -110,4 .24,54 20,08 1.75 13.33 28.5 22.9* 13.07 .0,074*. 0.715 .0,533 0.30 0,640 .0.609 I. COL 3 LX 20.23 FT EFF RX 9.98 K 0 F'E 62,9 8,0 X 0,3750/ 8.0 X .5000/0,2500/19,9.24.0/ 2,81 0 -110,4 -24,54 20.08 1.75 13.33 28.5 2:4,6* -.13,07 .0,068* 0.561 0.506 0,30 0,492 -0.574 1 -121.7 -24.54 20.08 1,75 13,33 28.4 24.6* 12.07 -0.067* 0.588 -0,533 0.31 0.521 .0.600 2 -132.9 -24,54 20.09 1.75 13.33 28,4 24.6* 11,18 -0,066* 0.613 -0.558 0.32 0.547 -0,624 3 -144,2 -24.54 20.08 1.75 13.33 28.3 24,6* 10.39 -0,065* 0.635 .0,580 _______ 4i55,5245420.o875 13.3 28,324*967T0,O64*O,650,6Ol 0.35 0,591 .0,665 5 -166.7 -24.54 20.08 1,75 13.33 28,2 24,6* 9,03 .0,063* 0.673 -0.619 0.36 0,610. -0,682 LX • 20.23 FT EFF RX 9.98 K U 2.0 it U 62.9 8,0X 0.3750/ 9,0 X 0,5000/0,2500/24,0-36,4/ 863 I. COI. 4 0 -166,7 -24.54 20.08 1,75 13.33 28.2 24.6* 9.03. -0,063* 0.673 -0.619 0,36 0.610 -0.682 1 -201.4 -24,54 20.09 1.75 13,33 28,1 24,6* 1.41 ..0,O60* 0,71•7 -0,660---o .40 0,657 0-6-1 8__ 2 -236,0 -24.54 20.08 1,75 .13.33 27.9 24,6* 6.19 -0,057* 0,749 -0,705 0.43 0.692 .0,762 3 -270,6 -24,54 20.08 1,17 6,00 30.0 24.6* 5.25 -0.055* 0.772 -0.680 0.470,717-0 .735 4 -305,3 -24.54 20,08 1,17 6.o6_736,0 24,6* 4,51 -0,053* 0.787 .0.697 01 51 0.734 -0,750 5 -339,9 -24,54 20.08 1.17 6.00 29.8 24,6* 3.91 -0,051* 0.798 -0.715 . 0,55 0.747 -0.766 I. COt. S LX 20.23 FT EFP RX U 9.98 K U 2,0 P''E U.62,9 9,0 X 0.5000/ 8,0 X "o. 0 -33919 -24,77 19,79 1.17 6.00 29,8 2496* 3,91 .0,048* 0.681 .0,687 0.54 0,633 -0.735 1 -347,0 -24,77 19,79 1.17 6.00 29.7 24.6* 3.81 -0,048* 0.683 -0,690 0.55 0,635 .0.738 2 .354.0 -24.77 19.79 1.17 6,00 29,6 24.6* 3,70 -0,048* 0,685 -0.694 0,56 0,637 .0.741 3 -361.1 -24.77 19.79 1,17 6.00 29.5 24.6* 3.60 -0.047* 0,686 -0.697 0,56 0,639-0.744 -4-- 3 6 8 O-'1 -24 4 77 19,79 1,17-6-o-0-0-20 9' 51 -09047* 0,688 -0.700 0,51__6_0 64i -_.o, 7-47 5 -375,2 -24,77 19,79 1,17 6.00 29,4 24.6* 3.42 .0,047* 0.689 -0,704 0.58 0,642 .0,750 0 -26,3 -22,00 .11.16 200 10,00 '25,9 21,1* 2,57 -0.166 0.218 -0,236* 1.06 1 -7,4 -21,97 .10.42 2.30 10,00 25.9 21.1* 2,57 -0.166 0.061 -0,066* 0,99 2 10.2 -21.94 -9.68 1,56 5.00 25.9 21,1* 2.57 -0,165 "-0.091*' 0.084 0,92 3 26,5 -21.91 -8.94 17.56 5.00 25,9 21.1* 2.57 -0.165 .o,237* 0219__0 .85 4 41,5 -21.88 -8.20 1 156 5.00 25,9 21.1* 2,57 .0.165 -0.372*. 0:343-.0,78 555.2-21,84-7.461.215.00 25.921.1*2.57•0.165 _.0.494*0.4570,71 u.J'fl -v.v1 -0.104 -0.232 -0,257 -0.032 '6I O402. 0,054 '-0,536 0.179 -0.659 0.292 W03-2625 LUSARDI CONS?, FRAME 2 W 15-JAN-e1 PAGE NO 11 LOADING I DL,. +L SEC MOMENT AXIAL F SHEAR F CS LB FB FA FY AXIAL 'ST BEND 'STRESS RATIO SHEAR 'ST COMB STRESS RATIO _1K.I KIP.iT K.I K51 KI_ RAIQjUTER 'INNER_ KNEE SPLICE a. i•O FIE at QQQL.0 'X 0,3,,L,0_.2500/,3J! o -375,6 -22.85 -20.21 1.06 2.55 29.2 22.4*' '3.42 .0,045* 0.718 .0,827 0,59 0,673 -0,873 5,6__O,,636,86_,, 2 -320.4 -22.78. -19.02 1.30 10.00 28.0 22.4* '3,70 .0,046* 0.644 -0,774 0,54 0.598 -0.820 3 -294,1 -22,74 -18,43 1.30 10.00 28.2 22,4* 3,85 -0.047* 0.607 .0,725 0.51 0.560 -0.772 4-268 .70-17,83 _j,3O1Q,Q .4_,!4,P1.Q, .047!_0. 56__-,677 0 5 -244,0 -22.66 -17.24 1,30 10.00 28.5 22.4* 4,19 .0.048* 0,531 -0.630 0.46 0.483 -0.678 I.FT EFF RXO,!jQ. FIE i!_.fl !X0! 2500/8. Q . ...! 0 -244.0 -22,66 -17.25 1.30 10.00 28,6 21.1* 4,19 -0,055* 0.758 -0,693 0.46 0,703 -0.747 ______•_0,19_ 2 -198,6 -22.58 -16.10 1,30 10.00 28,7 2i,1 4,55 -0,056* 0,654 -0,594 0.41 0.'59,8"--0.65-0 3 -177,0 -22.55 -15,53 1,51 10,00 29 9 3 21,1* 4,75 .0,057* '0,601 -0.532 0,39 0,544 -0,589 4 -156,2 -22.51 -14.95 1151 10,00 29,4 21,1* 4.96 -0,057* 0.547 -0.483 _______ 0,37 0.490 -0.541 5 -136,3 -22.47 .14.38 1.51. 10.00 29.4 21.1l.* 5,19 -0.058* 0.492 -0.434 0.34 0.434 -0.492 L RAF 8 a 52.62 FTEFF AX =10.25K=1.0.FIE :39.2 8,0.X 0,2500/ 8,0 X0,2500/0,1675/31,6- -136,3 -22.47 -14.38 1151 10.00 26.6 21,1* 2.92 -0,075* 0.579 -0.653 0,82 0,504 .0.728 -111.7 -22.43 -13,641.51 10.00 26.9 21.1* 3.10 -0,077* 0.494 -0.5520,750.417_-0.628 -88.4 -22,38 -12,90 1.51 10.00 27.1 21.1* '3.30 -0,078* 0.407 -0 0 451-60-69--02-320 -0.529 -66.4 -22.33 -12,16 1,51 10.00 27.3 21.1* 3.51 .0,113 0.319 -0,317* 0,63 0,240 -0.430 -45,7 -22.29 -11,42 1.51 10.00 27.5 21.1* 3,75 _-0,115 0.229 -0.227* 0.57 0,149 -0.341 -26.3 -22,24 -10.67 2,30 tF 01 -0,117 0,138 -0.136* 0.52 0,056 -0,252 SLIT? 'SPLICE L RAF 9 LX a 52,62 FT EFF AX =10,25' K a. 1.0 :F'E. a 39.2 6,0 •X 0.1875/ 6.0 X 0.1875/0.1500/27.0.27.0/ 8.76 0 1 3 4 L RAF 10 LX a 52,62 FT .EFF RX :10.25 K a 1.0 FIE =39.2 6,0 X 0,3125/ 690 X 0,1875/0,1500/27.027,0/ 5.35 -21,84 -7,46'1,21 5,00F 2,51 -0,147 .0,334* 0.424 0,70 -0.481 0.277 0 55,2 28,7 21.1* 1 63.0 -21.83 -7.01 1,21 5.00 28.7 21.1* 2,57 -0.147 .0,381* 0.484 0,66 -0.528 0,337 2 70.2 -21.81 -6,551.21 5.00 28.7 21.1* 2.57 .0.147 .0,425* 0.5400,62 -0.5720.393 3 77,0 -21,79 -6,10 1,21 5.00 280 21.1* 2,57 -0,147 .0,466* 0,592 . 0,58 -0,613 0.445 4 83,3 -21.77 .5,65 1.21 5,00 28.7 21.1* 2,57 -0.147 .0,504* 0.640 0,53 -0,651 0,494 589.1-21,75 -5.201.10 5,00 28.7 21.1* 2.57 -0.10341-0.584 0.685 0.49 -0,687 0,582 631 W 803.2625 .LUSARDICONST, FRAME 2 W 15-JAN-81 PACE NO 12 OADING I DL + LL SEC MOMENT AXIAL F SHEAR F CB LB FS FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO _PT.JçIP__Jc_ IINE__.R Q.PTR__.IN!ER Gx • iT EE1I5 K Tb ni jX0,3125/6.0 X öTi7107 07I4,41 1191 .__B9i.15._'5., 2J.,.i..L.i2i.i*_2_,.!7.O ,..103* ._0,685 O,49_0 102.3 -23,70 -3,98 1,10 5.00 28.7 21.1* 2,57 -0,103* -0.671 0.786 0,38 -0.774 0.684 112.0 -21,65 .2,76 1,05 5.00 28.7 21,1* 2.57 .0.102* .0.735 0,861 0,26 .0.837 14 0.759 118.2 .21.60 -1.54 1.05 5.00 28.7 21.1* 2.57 -0,102* -0.775 0.909 0.15 -0.877 0.807 120,9-2,55 .0.32 1.01 3675 29,7 21.1* 2,570.102* -O.793 0.929 0.03 -0.895 0.827 120,1 -21.50 0.90 1.01 2.50 28.7 21.1* 2,57. .0.102* -0.787 0.923 0.08 00,889 0,821 PEAK SPLICE 1.0 11 E:39.2 6.0 X 0.3125/_6,,A__X_0.1875/0.1500/27.0.27,0/1441 -----: 0 120.1 -21.50 -0.90 1.01 2.50 28,7 21.1* 2.57 -0,102* -0.797 0.923 0.08 -0.899 0,821 0,03-0,8950,827 2 118,2 -21.60 1.54 1.05 500 28.7 21.1* 2,57 .0.102* -0.775 0.909 0.15 -0.877 0.807 lz 3 112,0 -21.65 2.76 1,05 5..00 28.7 21.1* 2.57 -0.102* -0.735 0.861 0.26 -0,837 .0,759 4 102,3 21,70 3,98 1.10 5.00 28.7 21,1* 2.57 .0.103* -0.671 0.786 0,38 -0.774 0.684 5 89.1 -21.75 5,20 1,10 5,00 28,7 21.1* 2,57 .0,103* -0.584 0.685 0,49 -0,687 0.582 13, R RAF I3LX 52.62FT.EFFRX1O.25K1,O 'F IE 6,0.X0.3125/6.0X0.1875/0.I500/27 .0-27.0/5,35 _.. O 89,1 -21.75 5.20 1.10 5.00 28,7 21.1* 2,57 -0.103* .0,584 0,685 0.49 -0,687 0,582 1 83.3 -21.77 5165 1.21 5900 28.7 21.1* 2.57 .0.147 -0,504* 0,640 0.53 _____ -0.651 0.493 4 O58Q.6130,445 3 70.2 -21.81 6,55 1,21 5.00 28.7 21.1* 2.57 -0,147 .0,425* 0,540 0.62 -0.572 0.393 4 63.0 -21,83 7,01 1.21 5.00 28.7 21,1* 2.57 .0,147 .0,381* 0.484 0.66 -0,528 0.337 -9-"55-6 2 -21.84 7,46 1.21 5.06-24-0-1-21'a f* 2.57 -0.147 .00334* 0.424 _______ 0 o'76 -m-06-48 f 0.277 4: R RAF I4LX=52.62_FTF!R :FIE 39.26.0X0.1875/_6.0 X0,1875/0.1500/27.0-27.0/ 8.76 0 55,2 -21.84 7,46 1.21 5.00 25.9 21.1* 2.57 -0.165 -0,494* 0,457 0,71 -0.659 0,292 15 1 41.5 -21,88 8,20 1,56 5.00 25,9 21.1* 2,57 -0.165 .0,371* 0.343 0.78 -0.536 15 01178 2 26.5 -21,91 8.94 1.56 5,00 25.9 2.57 .0.165 -0.237* 0,219 0.85 -0,402 0,054. 3 10.2 -21.94 9.68 2.01 5.00 25,9 21.1* 2.57 -0.165 -0.091* 0,084 0.92 -0,257 -0.032 4 -7.4 -21.97 10.42 2.30 10.00 25.9 21,1* 2.57 .0.166 0.061 -0.066* 0.99 -0,104 -0,232 1060.101-0.4O2 . . 5 BUTT SPLICE R RAF 15 LX* 52.62 FT EFF RX •10.25 K •. 1,0 FIE a39.2 8,0 X 0,2500/ 9.0 X 0,2500/0.1875/27.0-31,6/ 8.78 30I00O2 76 2.tci* 470r.4:u 7O 138 0713 6* 05 2070 5602 52 -45,7 -22.29 11.41 1.51 10,00 27,5 21,1* 3,75 -0.115 0.229 -0.227* 0,57 0,149 -0.341 -66,4 -22,33 12,15 1.51 10.00 27.321.1* 3,51 -0.113 0,319 -0.317* 0.63 0,240 -0.430 -88,4 -22.38 12.89 1,51 10.00 27.1 21.1* 3,30 -0,078* 0,407 .0,451 0,69 0.329 -0.529 -111.7 -22,43 13.63 1,51 10.00 26,9 21.1* 3,10 -0.077* 0,494 .0.552 0.75 0.417 -0.628 -136.3-22.4714,381.5110.0026.6 23.1 2.92 -0,075* 0.579 00.653 0.82 0,504 -0.728 803.2625 LUSARDI CONS?, FRAME 2 W 15-JAN0I PAGE NO 13 LOAD INGJPLJ..P. LL SEG MOMENT AXIAL F SHEAR F CB LB FS FA FV AXIAL ST BEND STRESS RATIO SHEAR 'ST COMB STRESS RATIO _________ _____KSI K6.IX5LRATI0_0U.TER__LINNER _RATI0....OVTER..iNNER______________________ P RAF 16 LX 52.62 FT EFF RX -10,25 K a 1.0 :F'E X-39.2 8.0 X 0.2500/ 8.0 X 0,3750/00 2500/31.6-35.2/ 6.81 22,.47_1,1Q__1..5jj0.0Q 294.21,1* 5.19 0 .34,43k.M2_____________________ 1 -156.2 -22.51 14,95 1.51 10.00 29.4 21-.1* 4.96 .0,057* 0.547 -0,483 0.37 0.490 -0.541 2 -177.0 -22.55 15,52 1,51 10.00 29,3 21,1* 4,75 .0,057* 0.601 .0.532 0.39 09544 .0,589 41,9.598_Q,650_____________________ 4 -220.9 -22.62 16,67 1,30 10,00 28,6 21,1* 4,36 .0,055* 0.706 -0.644 0.44 0.651 .0,699 5 -244.0 -22,66 17,25 1,30 10.00 28.6 21.1* 4.19 -0,055* 0,758 -0.693 0.46 0.703 -0.747 P RAF 27 LX 52.62 FT EFF RX 10,25 K 1.0 FIE 39.2 8,0,X 0.5000/ 8,0 X 0,3780/0,2500/35.2-39.8/ 8,51 Q.460,.49Q,.78________________________ 268.6___'22.76-11' - ,81_1.36-16 _06_26-4_-22 . , ,4* 4.01 -0.047* 0,569 -0.677 0.48 0.522 -0.724 -294,1 -22,74 18,43 1.30 10,00 28,2 22.4* .3,85 -0.047* 0.607 -0.725 0.51 0,560 -0.772 -347.6 -22,82 19,61 1.30 10,00 27,9 22.4* 3,55 -0,046* 0.681 .0,822 0.56 0.635 -0,868 .375.5 -22,85 20.20 1,06 2.55 29.2 22,4* 3.42 -0,045* 0,718 0,827 0,59 0.673 -0,873 KNEE SPLICE ! COL ..18_LX223FT _EU'RX 9.98Ka2,0 _3.34 0 -375,2 -24,77 -19.79 1,17 6.00 29.4 24,6* 3.42 .0,047* 0.689 -0,704 0,58 0.642 -0,750 1 -368.1 -24.77 -19.79 1.17 6.00 29.5 24,6* 3.51 .0,047* 0,688 -0,700 0.57 0,641 -0.747 2 -361.1 -24.77 -19,79 1.17 6.00 29.5 24.6* 3,60 -0,047* 0.686 -0,697 0.56 0,639 -0.744 3 -354,0 -24,77 -19,79 1,17 6.00 29.6 24.6* 3,70 -0,048* 0,685 -0.694 0.56 0.637 0.741 4 -346,9 --24.77 '19.79 17 6* 5 .339,9 -24,77 -19,79 1.17 6,00 29.8 24.6*. 3,91 -0.048* 0,681 -0.697 0.54 0.633 .0.735 P COL 19 LX a 20.23 FT EFF RX m 9,98 K w.2.0 FIE 62.9 8,0 X 0.3750/ 8.0 X 0,5000/0.2500/36.4-24.0/ 8.63 0 -339,9 -24,54 -20.08 1,17 6.00 29,8 24,6* 3.91 .0,051* 0,798 -0,715 0,55 0,747 -0,766 1 -305.3 -24.54 -20.08 1.17 6.00 30.0 24,6* 4.51 .0.053* 0.787 -0.697 0.51 0.734 -0.750 2 -270,6 -24.54 -20,08 1,17 6,00 '30.0 24,6* 5.25 .0,055* 0,772 -0,680 0.47 0.717 -0.735 3 -236,0 -24,54 -20,08 1.75 13.33 27.9 24.6* 6,19 .0,057* 0.749 .0,705. 0,43 0,692 00.762 4 -201.4 -24.54 -20.08 1,75 13.33 29.1 24,6* 7,41 -0.060* 0.717 -0.668 0.40 0,657 -0.728 5-- -24,54 -20.09 1.75 130 33 28.2 24.6* 9,03. -0,063* 0,673 -0,619 0.36 0.610 -0.682-- R COL 20 LX20.23_FT EFF _RX.._!L._0 0 .166,7 -24.54 -20,08 1,75 13.33 28.2 24.6*. 9.03 .0,063* 0.673 -0.619 0,36 0.610 -0,682 1 -155,5 -24.54 -20.09 1.75 13.33 28,3 24,6* 9,67 -0.064* 0.655 -0,601 0.35 0,591 -0.665 2 -144.2 -24.54 -20.08 1.75 13.33 28.3 24.6* 10.39 -0.065* 0.635 -0.580 0,33 0,570 -0.645 1€ 3 -132,9 .24.54 -20,08 1,75 13,33 28.4 24,6* 11,18 .0,066* 0.613 -0.558 0,32 0,547 -0,624 4 -121.,7 ...3...9,521 ..0.600 5 -110,4 -24.54 -20,08 1,75 13.33 28.5 24.6* 13,07 -0.068* 0,561 -0.505 0.30 0,492 -0.574 W003-2625 LUSARDI CONST, FRAME 2 W 15-JAN-e1 PACE NO 14 LOADING I DL + LL, SEC MOMENT AXIAL F SHEAR F CS LB FB FA FV AXIAL 'ST BEND STRESS' RATIO SHEAR 'ST COMB STRESS RATIO 12 KIP-FT KIP KIP FT 1(51 KSI KSI. RATIO -- fl -- OUT--ER- ---.-- ---'.--.-.----- INNE- ---.--,RATIO RATIO OUTER INNER a I; I' • 2,0 :frE'9Tb 5007'T '0,50 00719',915,9, 2 .81 UO..-24 .54 Q,!i.7i.3__8.j!J3.07 0j074! Q.:7,15_j0,, 533 -0.0-,30.,64Q_.601__________________________ 1 -99.2 .24.54 -20,08 1.75 13.33 28.6 22.9* 14.02 .0.076* 0.678 -0,501 0.29 0.602..-0.577 13 2 -87.9 -24,54 -20,08 1,75 13.33 28.6 22.9* 14.64 -0.077* 0.635 -0.466 0.29 0.558 -0,544 14 3 -76,6 -24.54 -20.08 1,75 13.33 28,8 22,9* 15.32 -0,079* 0.587 -0,427 0,29 0,509 .0.506 16 4 -65,4 -24,54 -20,08 1.75 .13.33 30.0 22.9* 16,06 -0,080* 0,532 -00368 0,29 06 452 .0.449 117 5 -54,1 -24,54 -20.0$ 1,75 13.33 30.0 22.9* 16,88 -0.082* 0,469 .0.323 '0.29 0.387 -0.405 P COL 22 T EFF RX 9.98 K • 2.0 F'E ' 62.9 8,0 X 0.2500/ 8.0 X 0.5000/0, .9-12.0/ 2,69 0 -54,1 -24,54 -20,08 1,75 13.33 30,0 22,9* 16,88 -0,082* 0.469 -0,323 1 -43,3 .24,54 -20.08 .1,75 13.33 730.0 22.9* 17.75' 0.084* 0,400 -0,273 2 -32,5 -24.54 -20.08 1.75 13,33 30.0 22.9* 18,71 -0,112 0.321 -0,193* 3 -21.6 A _4a a -24.54 _ea CA -20,08 _flfl nfl 1.75 I C 13.33 I 9 '30,0 ' 22,9* 19,78 *a -0,114 _a a a . 0.229 a •fl -0.137* - ,29,__.!,387,9.405 0.29 0.317 -0,357 0.28 0.235 -0,304 0.28 0.142 -0.251 £slJ ','Va9I 44 a 7" &Y,'JV 'V.LI,l V&J 'V,UI3' VaV U,U.I U.0 31 5 0.0 -24,54 -20.08 1,75 13,33 '30.0 22,9* 20.00 -0.119 0,000 0.000* 0,31 -0.119 -0.119 21 32 -.--- -.------ .'.---------- '' 133 , 34 32 7 36 ' 37 9 ' ' o 40 42 4 45 46 4-, 48 / 3 49 50 SI 0 53 3 57 be 5 60 - 61 81 62 163 64 66 ('7 03_2625 LUSARDI CONST, FRAME 2 15-JAN-61 PAGE NO 15 LOADING 3DL + WL FROM LEFT SEC MOMENT AXIAL F SHEAR F CB LB 'PB PA ry AXIAL 'ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO ______jcI______ _.r.T.KSIS.L_KXPA7ZQ_PU TER_ IN.NER._.__RATIO..___.PUTER__INNER 6 7 côi i _L ib2T FTEFFRXa9.98KaT,O .69 10 0 Q.Q O11._.Q. QO0Q,.0O .Q.:Q.Ii.0_______________________ 1 2.7 3,06 -4.89 1.75 2.50 27.6 30•Q* 20.00 0.011 -0.033 0.020 0.07 -0,033 0.031 2 5,3 3.06 -4,80 1,75 2.50 2,6 30,0* 19.78 0.011 -0.061 0,038 0.07 -0,061 0.048 4 10,3 3,06 -4.61 1.75 2,50 27.6 30.0* 17,75 0,010 -0,104 0.065 0.07 -0.104 0.076 17 5 12,8 3.06 -4.52 1.40 4.83 27,6 30,0* 16.88 0.010 -0.121 0.076 0.06 -0.121 0.087 iis _ 20 L COL 2 LX a 20,23 FT EFF RX a 9.98 K a 2,0 :F'E -62.9 8,0 X 0.2500/ 8.0 X 0.5000/0,2500/15,9.19,9/ 2,81 ,22 O 12.8 3.06 -4952 1,40 4,83 27.6 30,0* 16.88 0.010 -0.121 0,076 0,06 -0,121 0.087 24 1 15.3 3,06 -4.42 1,40 4,83 27,6 30.0* 16.06 0,010 -0.135 0,086 0,06 -0.135 0.096 2 17,8 3,06 -4.32 1.40 4.83 27,6 30,0* 15.32 0,010 -0,148 0.095 0.06 -0.148 0.105 3 20.2 3,06 -4.23 1.40 4.83 27,6 30.0* 14,64 0.010 -0.158 0.102 0.06 -0,158 0.112 27 1,26 4 22.5 3.06 -4,13 1,40 4.83 27.6 30.0* 14.02 0.009 -0.167 0 1108 0.06 -0.167 0.118 5 24,8 3.06 -4,03 1140 4,83 27.6 30Q* 13,07 0.009 -0.174 0,114 0.06 .0,174 0.123 130 L CDL 3 LX u 20.23 FT EFF RX a 9.98 K a 2,0 T'E a. 62.9 8.0 X 0.3750/ 8,0 X 0,S000/0.2500/19,9-24,0/ 211 0 24,8 3.06 -4,03 1.40 4,83 30,0 30.0* .13.07 0,009 -0.126 0.108 0,06 ______ -0,126 0.116 136 1 27.0 3.06 -3,93 1,40 4,83 30.0 30.0* 12,07 0,008 -0.131 0.112 0.06 -0,131 0.121 2 29,2 3.06 -3,84 1140 4.83 30.0 30,0* 11.18 0.008 -0.135 0.116 0.06 -0.135 0.124 38 3 31,3 3.06 -3,74 1.40 4.83 30.0 3090* 10.39 0,008 -0,138 0.119 0.06 ______ -0.138 0.127 4 33,4 3.06 -3,64 1.21 6.00 30,0 30.0* 9,67 0,008 -0,141 0.122 0.06 -0.141 0.130 5 35,4 3.06 -3,55 1.21 6.00 30.0 30.0* 9,03 01008 -0,143 0,124 0.06 -0.143 .0,132 142 144 LCOL 4 LX s20.23FT EFFRXa 9.98 K a 2,0 F'Ea62,98,OXO,3750/8,0 X 0,5000/0.2500/24,0-36.4/ 8,63 45 4. 0 35.4 3,06 -3.55 1,21 6,00 30,0 30,0* 9.03 0.008 -0,143 0.124 0,06 -0,143 0.132 1 41.3 3.06 -3.25 1,21 6.00 30,0 3QQ* 7,41 0,007 -0.147 0,128 0,06 -0,147 0.136 .142 2 46,6 3.06 ,95 1.21 6,00 30,0 30,0* 6,19 0,007 -0,148 0,130 0.06 -0,148 0,137 15,01 _3 51,5 306 -2,65 J l O..Q! L.3 5,2 00-0.147 0.129 0-0.1470.136 52 4 55.8 3,06 -2.35 1.10 6,00 30,0 30.0*' 4.51 0.007 -0,144 0.127 0.06 -0.144 0.134 153 5 59,6 3906 -2.05 1,10 6.00 29.7 30.0* 3.91 0,006 -0,141 0.124 0.06 -0.141 0.131 54 55 3FT EFF RX a99r k 2O eTO 62 9 Iso Sa 059,63.09-2,021.106.0029.830. _.QQ6_0.1200.119 0106_0.1200.125 S 1 60,3 3.09 -1,95 11 10 6100 29,1 30.0* 3.81 0.006 -0.120 0.119 0.05 -0.120 0.125 61, 2 61.0 '3,09 -1.89 1.10 6.00 29.6 30.0* 3.70 0.006 -0.119 0,118 0,05 -0.119 0.124 3 61.6 3109 -1,83 1.10 6.00 29,5 30.0* 3,60 0,006 -0.119 0.117 0.05 -0,119 0.123 _64 4 62,3 3.09 -1,77 1.10 6,00 29.5 30.0*----3 ,51 0.006 -0,118 0116 0.05 -0,118 0,122 65 5 62,9 3.09 -1.71 1,10 6.00 29.4 30,Q* 3,42 0.006 .0.118 0. , 115 0.05 -0.118 0.121 63 :j W 803-2625 LUSARDI CONSTI FRAME 2' 15-JAN-81 PAGE NO 16 W LOADING 3 DL + WL 'FROM LEFT (REDUCED) SEC MOMENT AXIAL F SHEAR F CB LB PB 'PA FV AXIAL 'ST 'BEND 'STRESS RATIO SHEAR 'ST COMB STRESS RATIO KIP-FT KIP KIP FT KSI KS! KS! RATIO OUTER 'INNER RATIO OUTER INNER KNEE SPLICE RAP 6 LXa5 'E a I 61.3 3,45 2.69 1,10 5.0.0 '29.4' '30,0*' 3.42 0.003 -0.120 0.131 0.08 -0.120 0.134 57.6 1.46 2.61 1.11 5.00 29.5 30.0w 3.55 0.003 -0.115 0.127 0.08 -0.115 0.129 53.9 2.47 2.54 1,11 5.00 29,6 30.0*' '3.70 0.003 -0.110 0.122 0.07 .0.110 0.125 ' 50,4 1.48 2.47 1.11 5.00 29.7 '30,0* 3,85 0,003 .0.105 0.117 0.07 -0.105 0.120 &7,Q_1,±1! 2,40 1,11 5.00 29,8 30,0* 4.01 ____O,003 -0.100 0,112 0.06 .0,100 ,115_______________________ 43.7 1.49 2,32 1.13 5.00 29,9 '30.0*' 4,19 70.003 -0.095 0,107 0,06 -0,095 0.110 2 __6.81 0 ' 43,7 1.49 2.32 1.13 5.00 27.6 30.0* 4.19 0.004 -0,147 0.118 0,06 .0,147 0.122 0.06 2 37,5 1,51 2.18 1.13 5.00 27.6 '30,0*' 4,55 0.004 -0.134 0.107 0.06 -0,134 0.111 2 '2 3 34.6 1.52 2.11 1.15 .00 27.6 30.0* 4,75 0.004 -0,128 0.102 0.05 -0.128 0.106 4 31,8 5 211 io 52 2,04 1.15 , 5 29.0 1,53 1.97 1.15 5.00 27,6 30.0* 5.19' 0,004 -0.114 0.091 0,05 -09 114 0.095 If7J_L_8LXa52. 62 FT 0500/ 8.0X02500/0,1875/31.6 -27,0/A78 0 29.0 1.53 1.97 1.15 5.00 26.6 '30.0* '2.92 0.005 .0.139 0,123 0,11 -0.139 0,129 1 25.7 1.54 1.89 1.15 5.00 26.9 30.0*' '3.10 0.005 -0.127 0,113 0.10 -0.127 0.119 2 210-4-71-0 55 1.79-i .19 5.00 27.1 30.0* 3.30'---0. 005 60.115--'0'9'1 03 0.io -0,115 0.109 ' 3 19,4 1,56 1.70 1.19 5.00 27.3 30.0* 3.51 0,006 '-0,102 0,093 0.09 -0.102 0,099 4 16.5 1,57 1.61 1.19 5.00 27.5 30.0*' '3,75 '0.006 -0.090 0.082 0.08 -0.090 0.088 4 5 13.7 1.58 1.52 3,27 5.00 27.6 30.0* 4,01 0,006 '-0.078 0.072 0.07 -0.078 0.078 BUTT SPLICE i L RAP 9 LX 52.62 FT EFF RX c10.25 .K a 1.0 'F'E a. 39.2. 6.0 X 0.1875/ 6.0 X 0.1875/0,1500/27,0.27,0/ 876 0.113 0.15 -0,132 0.122 O 13.7 1.55 1.55 1,28 5.00 25.9 30.0* 2,57 0.008 '-0.132 1 1111 1.56 1,46 1,28 5.00 25.9 '30.0* 2.57 0.008 -0.106 0.092 0,14 -0.106 0,100 15 2 8.6 1,56 1. _9!3_98079 "3_6 .2 1.51 1,28 1,49 5,00-2 5.9 30.0* 2,51 0,008 -0.060 0.052 0.12 -0,060--0-* 060 ' 4 4,3 1,58 .1.19 1,49 5.00 25,9 30.0* 2.57 0,008 -0.039 0,034 0.11 -0.039 0.042 5 2.1 1.58 1,10 2,30 5.00 2 _3.0 .,Q' 2.57 '0.008-0.0200.017 0.10-O.020 0.025 L RAF 10 LX a 52.62 FT EFF RX alo,25 K a 3,0 FIE a-39,2 6.0 X'0 9 3125/ 6,0 X 0.1875/0,1500/279 0.27,0/ 505 _8__1-. I 0 3'0'50'02 B 730"'* 2370'OO'7'0,'0174-0' .016 '0T0070'1'407'O23 1 0,9 1,59 1,05 2,30 5,00 28,7 30,0* 2.57 0.008 -0,006 0.007 0,10 -0,006 0.015 511 3 -1,2 2-0,23,590.99 1.60 0,94 2,18 2.18 10,00 10.00 25,9 25.9 30.0*' 30.0* 2,57 2,570,008 0.008 0.001 0.008 -0,002 0,09 -0.011 0,09 0.009 0.015 -0.002 .0.011 52 s 4 .2.2 1,60 0,88 2,18 10,00 25.9 30.0* 2,57 0.008 0,014 0,020 0.08 0.021 0,020 54j 5-3.11,600.832,1810.00 25.9 30,0* 2.57 01008 0,019 .0,028 .0,08 0.027 0,028 W 803.2625 LUSARDI CONST, FRAME 2 W 15-JAN-81 PAGE NO 17 LOADING 3 DL + WL FROM LEFT (REDUCED SEG MOMENT AXIAL F SHEAR F CS LB PB PA FV AXIAL ST BEND STRESS RATIO SHEAR 'ST COMB STRESS RATIO 12 _rT_...K$I.SZ.__KSL.RATI00UTER_._NNR_RAT.I0_..O.U.T.ER.._XNNER . LRAF11 LX 52.62 FT EFF ijTiiT2 1i 7iIÔiJÔ71 .41 0 1i. 1.0 Q. O.QQ 0.0.i _O..Q2.8 1 -5.3 1.62 0,68 2.18 10.00 25,9 30.0* 2.57 0,008 0.033 -0.047 0.06 0.041 -09047 2 -710 1963 0,53 1.19 8.75 24.2 30,0* 2.57 0.008 0.044 .0.067 0.05 0.052 -0.067 3 0,060 -0.080 4 -9.3 1.65 0.24 1.19 8.75 24.2 .30.0* 2.57 0.008 0,058 -0,088 0.02 0.066 -0.088 ilt 5 -9.7 1.66 0.09 1,01 2.50 25,9 30,0* 2.57 0,008 0.061 -0.087 0.01 0.069 .0.087 PEAK SPLICE 2 R RAP 12 LX 52.62 FT Err RX m10.25 K 0 -9,7 1.65 0.23 1,03 2.50 25.9 30.0* 2.57 01008 0.061 -0.087 0,02 0,069 -0,087 130 9_3 1,64 0,18 2.37 0,008 0.96_,10 2 -10.8 1.62 0.14 1.05 8,75 23.4 30.0* 2.57 0.008 0,067 -0,106 0.01 0.075 -0.106 3 -11,1 1.61 0.09 1,05 8.75 23.4 30,0* . 2,57 0,008 0.069 -0,109 0.01 0,077 -0.109 13 4 -11.3 1.60 0.04 1.00 10.00 20.8 .30.0* 2,57 0.008 0.071 -0,125 0.00 0,078 -0.125 5 -11.3 1.59 0 '51-7 0.00 0,079 -0.126 R RAP 13 LX a 52.2FT EFFRX 1O,5 K F'E_1!, L_60 9.3i25L.QJ 5QdfI2i,o/ 5.35 0 -11.3 3 159 0.00 1.00 10.00 20.8 30.0* 2.57 0.008 0.071 .0.126 0.00 0.079 -0.126 1 -11,3 1.59 -0.02 1.00 10.00 20.8 30.0* 2.57 0,008 0.071 -0,126 0.00 0.078 -0,126 2 -11.3 1,58 -0,0If--I .00 10.00 20,8 30.0* 2.57 0.007 0,071 -0.125 0.00 0.078 -0.125 3 -11,3 1.58 -0.05 1100 10.00 20.8 30.0* 2.57 0.007 0.071 -0.125 0.00 0.078 -0.125 4 -11_,.2 2.570.007 0,070.O,124 0.01 0,07824 s -11.1 1,57 -0.09 1.00 10.00 20,8 30.0* 2,57 0.007 0.070 -0.123 0.01. 0.077 -0.123 P RAP 14LX = 52.62 FTEFF RX =10.25 K a 1.0 FIE = 39,2 6,0X 0,1875/ 6.0 X 0.1875/0,1500/27.0-27.0/8.76 0 -11,1 3.57 -0.09 1.00 10.00 20,6 30.0* 2.57 0.008 0.092 -0.134 0.01 0.100 -0.134 1 -10.91.56 _-0.11 1.08 10,00 21.3 30.0*2,57 0,008 0.090 -0.127 0.01 0.099 -0.127 2 -10,7 1.56 -0.14 1,08 10.00 21,3 30.0* 2.57 0,008 0,089 -0,125 0.01 0,097 -0,125 3 010.4 1.55 -0.17 1.08 10.00 21.3 30.0* 2,57 0,008 0.086 -0,122 0,02 0.095 -0.122 4-10.11.54 -0,20 1.08 10.00 21,3 30.0* 2.57 0,008 0#084 -0,1180.02 0.092 -0,118 5 -9,8 3.54 -0.22 1,08 10.00 21.3 30.0* 2.51-6-0" 008 0.081 -0.114 0.02 0.089 -0.114 BUTT SPLICE P RAP 15 LX = 52.62 FT EFF RX 10.25 .K j.,Q FIE 39,2 8,0 .X 0.2500/ 890-X 0.2500/0.1875/27.0-31.6/ 8,78 U 1 -9.4 2 3 -8,5 4 -8.0 5 -7.5 f_.54 Q •19 [T6T 2T6ö*4O1 -0.0 5 1.53 -0.22 1.17 10.00 27.5 30.0* 3,75 0,006 0.047 -0.051 0,01 0,053 -0.051 _-,2 7o,o.0_27.330.0*3.51.0.005 __004_,07 0.01 0049 _Q47 1.51 -0,27 1.17 10.00 27.1 30.0* 3.30 0.005 0.039 -0.044 0.01 0,045 -0.044 1.50 -0.30 1,17 10.00 26.9 30.0* 3.10 0,005 0.035 -0,040 0.02 0.041 -0.040 3,49 _-0.331.17 10.00 26,6 .30.0* 2.92 _0.0050.032 -0.036 0.02 0.037 -0.036 W 803.2625 LUSARDI CONSTI FRAME 2 W 15-JAN-el PAGE NO 18 LOADING 3 DL + WL FROM LEFT (REDUCED) 2 1 SEC MOMENT AXIAL F SHEAR F CB LB FS FA FV AXIAL 'ST BEND STRESS RATIO 'SHEAR ST COMB STRESS RATIO 31 KIP-FT KIP KIP FT KSI KS! KS! RATIO OUTER - - INNER RATIO OUTER INNER '4 .5 4 S It, 61 .1 7tRRAF 16 LXB52.62 FT EFFRXEIO.25K31.O .F'ER39.2 Boo X 0.208 750250 81 L_0 __J,,49 ,J3_,1i1QQ_28.._3Q.O!, 190O,4 ,027__.O,023.______ 0,010,031-0,025 1 -7,0 1,48 -0.35 1.17 10.00 28.2 30.0* 4.96_0 .004 0.025 -0.023 0.01 0.028 -0.023 2 .65 1.47 -0.37 1.17 10.00 28.2 30.0* 4,75 0.004 0.022 -0.020 0.01 0.026 -0,020 12 3 -6.0 1.47 -0,40 1.46 10.00 29.2 30.0* 4,55 0.004 0.020 -0,018 0.01 0,023 -0,018 131 4 -5.4 1.46 -0.42 1,46 10.00 29,1 30,0* 4.36 0.004 0.017 -____6_.01'6__0 .01 0,021 -0.016 14 5 -4.8 1.45 -0.44 1.46 10.00 29.1 30.0* 4,19 0.004 0.015 -0.014 0,01 0,019 -0.014 R RAF 17 LX a 52,62 FT EFF RX a10.25 K a 1.0 000,X 0.5000/ 8,0 X 0,3750/0,2500/35.2-39.8/ :F'E c;.39,2 8.51 17 16 0 0.01_0,014__0.012, 1 -4.2 1.44-'.'0. 46 1.46 .10.00 28.9 30.0* 4.01 0.003 00009 00.010 0.01 0.012 -0.010 2 -3,5 1.43 -0,48 1.46 10.00 28.7 30.0* 3,85 0.003 '0.007 -0,009 0001 0.010 -0,009 211 3 -2.9 1,43 -0.51 1,46 10.00 28.5 30.0* 3.70 0.003 0,006 0.007 0.01 0.009 '-0.007 2. 4 -2.1 1.42 -0.53 1,46 10.00 28.4 30,0* 3,55 0.003 0.004 -0,005 0.02 0.007 -0.005 23 5 -1,4 1.41 -0.55 1,49 2,55 29.2 30,0* 3.42 0.003 0,003 -0.003 0.02 0.005 -0.003 1 3 KNEE SPLICE i. R COL 18 LX a 20.23 FT •EFF RX a 9.98 K i 2.0 FIE 362.9 9,01 0.5000/ 8.0 X 0,5000/0,2500/41,3-36.4/3,34 _J 0 -2.1 0.78 0,89 1.49 6,00 29,4 30.0* 3.42 0.001 0.004 .0.004 0,03 0.005 -0.004 1 -2.4 0178 0.86 1,49 6.00 29.5 30.0* 3.51 01001 0.004 -0.005 0.02 ______ 0.006 .0.005 r--; 2.7 0,78 0.82 1.49 6.00 -29-.5 30,0* 3.60 0.001 0.005 -0,005 0.02 0,007 -0.005 3 -3.0 0.78 0.78 1,49 6,00 29.6 30.0* 3,70 0.001 '0.006 .0.006 0.02 0.007 -0.006 4 -3.2 0.78 0.74 1.49 6,00 29.7 30.0* 3,81 0.002 0.006 -0,006 0.02 0.008 0,006 1 4 5 -3,5 0,78 0.70 1,49 6.00 29,8 30.0* 3.91 0.002 09007 -0.007 0.02 0,008 -0,007 14 R COL 19 LX a 20.23 FT EFF RX a 9.98 K a 2.0 FIE a 62,9 8.0 X 0,3750/ 8,0 X 0,5000/0.2500/36.4-24.0/ 8,63 14 0 -3.5 0,77 0,71 1,49 6.00 29.8 30.0* 3.91 0,002 01008 -0,007 0.02 0.010 -0,007 1 -4.5 0.77 0.52 1.49 6.00 30.0 30.0* 4.51 0.002 0.012 -0.010 0601 0.013 -0.010 2 -5.3 0,77 0.34 1,49 6.00 30.0 30,0* 5,25 0,002 0.015 -0.013 '0.01 0,017 -0.013 3 -5.7 0.77 0,15 1,75 13.33 27.9 30.0* 60 19 0.002 0.018 -0,017 0.00 0,020 -0.017 5 4 -5,8 0.77 -0.04 1,75 13.33 28,1 30,0* 7.41 0.002 0.021 -0,019 0.00 0.023.0.019 5 -5,6 0.77 -0.22 1.75 13.33 28.2 30.0* 9.03 0,002 0.023 .0.021 0.00 0.025 -0.021 R COL 20 LX a 20.23 FT EFF RX C 9,98 K 3 2.0 FIE 3 62,9 8.0 X 0.3750/ 8.0 X 0.5000/0.2500/24.019.9/ 2.81 1461 0 .5,6 0,77 -0.22 1.75 13.33 28,2 30.0* 9,03 0.002 0,023 .0.021 0.00 0.025 -0.021 4. 0.77 -0.28 1.75 139 33 28.3 30.0* 9,67 0.002 0.023 .0.021 0.00 0,025 -0.021 -2-- -5,4 5,3__0F_"7 .7 -0.34 1,75 13.33 28.3 .30.0* 10,39 0.002 0,023 .0.021 0.01 0.025 -0.021 3 -5.1 0.77 -0.40 1.75 13,33 28.4 30,0* 11.18 0.002 0.023 -0.021 0.01 .0.025 -0,021 .4,8 0,77 -0,47 1.75 1303 28.4 30,0* 12,07 0,002 0,023 -0.021 0101 0,025 -0.021 :s 52 5 -4,5 0.77 -0.53 1.75 13.33 28.5 30.0*' 13.07 '0"002'---0. 023 -0,021 0.01 -0-,0-25--o.021 1.711: 53 - Adak 803.2625 LUSARDI CONST, FRAME 2 15-JAN-91 PAGE NO 19 LOADING :3DL .+._.. L.._.rRoM_..LEFT_ .(REPUCED)..._..______________ SEC MOMENT AXIAL F SHEAR F CS LB PB PA FV AXIAL 'ST BEND STRESS RATIO 'SHEAR 'ST COMB STRESS RATIO PT.KSLX__JcI_R.A.TZO_.__OUTER ._INNER.__,RATI.O_.QU.TER....._1.NNER P COL 21 LX • 20.23 FT EFF RX a-9098 K • 2.0 .F'E E.62,9 $00 X 0.2500/ 8.0 X 0.5000/0.2500/19.9.15.9/ 2.81 S _0..77 •Q.53 '0..029.__..Q.02.2 o.oL_o01aQ..0.22________________________ 2 V•11 V, ,iD .D 3U.Q 1409 0.0U U.9 9 .0.021 0.01 0.031 -0.021 2 .3.9 0.77 .0 .65 1.75 1333 28.6 30.0*' 14.64 0.002 0028 .0,021 0.01 0.030 -0.021 121 3 4 3.5 3,j 0.77 ,.Q.71,7L_1...75 -0,77 ' 1.75 . 13.33 30.0 33_9_p,Q*._32 30.0*' 16.06 0.003 0,010,029-0.01913i Q,,.0O.O,,Q27_.0,019______ 0.025 -0.017 001 0.028 -0.017 'I 5 -2,6 0.77 -0.83 1,75 13,33 30.0 30.0* 16.88 '0.003 0.023 .0.016 0.01 0,025 -0.016 lzc 10 R COL 22 LX x 20.23 FT EFF RX 9.98 Va 2.0 FIE a 62,9 •$.0.X 0.2500/ 8.0 X 0.5006/0.2500/15,9-12.0/ 2.69 7 . .2 18 0 1 -2,6 -2,2 0.77 0.77 .0.83_j75 .0.89 1.75 13.33-30.0 13.33 30.0 30.0* _L30.O__i6.8B 17.75 0,003 0.020 -0.014 O,O_O!023__0,Oi6 0.010.025.0,016 S. 0.01 0.023 -0.014 ' -o 2 -1.7 0,77 -0,95 1.75 13.33 '30.0 30.0w 18.71 0.003 0.017 .0.011 0.01 0.019 -0.011 21 3 4 .jj. -0,6_6._71_1-66 0,77 -100 -, 1.75 13.33 30.0 '30.0* 20.00 . 0.003 0,0030.012-0,008 0.007 -0.004 0,02 0.010.015-0,008 0.010 -0.004 22 2 23 5 0,0 0.77 -1.12 1.75 2.50 27.6 30.0w 20.00 0.003 0.000 0.000 0.02 0.000 0.003 13C 3 3 31 31 41 32 . . .142 33 V 3 - 47 142 51 52 j53 oi 1 [2 j54 31 41 ...: S.. "••.•S 159 7 S OR I 621 a 03 64 'i:'. .............. .':.' 5 ..'.... .:, - 73 74 75 70 W803-2625 LaUSARDX CONST, FRAME 2 W 15-JAN-81 PAGE NO 20 .qov.y&-r rñDc' ______ ------------.----..------.....-.-----.-.-----..-------..-----.- --_______ START END - MOMENT A .AJ .SHR._ _MOMENT AcIALF____ 13 4 KIP-FT KIPS KIPS KIP-FT KIPS KIPS 3 CONNECTIONS ARE DESIGNED . JOINT I BASE PLATE AND . . 19 ANCHOR BOLT . . 10 DESIGN REACTIONS 12 MAX SHEAR 21.52 13 MAX COMPRESSION 23.29 14 L TENSION . MAX SHEAR -3.68 6.88 . MAX TENSION WI SHEAR -3,68 .6 -BOLT SHEAR CAPACITY _j(Pffi ____________________________________________________________________________________________ 120 BP 8125207 0 A-BOLTS 1 4 a 0.875 'ZN. DIAM, . 1L.311 LONG . . 21 HAIRPINS i 2 a :05 BARS X 41 - 4" LONG 23 -22 - 6 'JOINT H 1 D+L .406.0 -31.70 -0,59 27 -406.0 -31,70 •Q,59 ________________________________L 3 Dew L 65.3 3.29 0.87 .zo 3 DeW L -0.5 1.28 1.0.32 . 130 E0fN M 123'0 PP731.7 K AXTAL PD . 460TRTP#T W/ 33icIPs AXAL FULL CAP U 523.0 KIP-FT 33 NEG MOM CAP • :549.4 KIP-FT W/ -33.3 KIPS AXIAL P03 MOM CAP . 464.0 KIP-FT W/ 3.3. KIPS AXIAL KS 8 397 547 35 KS 8397547 0 137 130 JOINT 9 30 263 -263220O .11.16 1 DCL -26,3 -22,24 10.67 . -26.3 -22400 11.16 142 3 DeW L _13,7 1,58 1.52 __13.7 1.55 1.55 ____ . .1431 3 DeW L -9.8 1.54 -0.19 -9.8 1,54 -0,22 46 NEC DESIGN M • -120,9 KIP-FT W/ -22.0 KIPS AXIAL POS DESIGN M 120.9 KIP-FT WI' 196 SKIPS AXIAL FULL CAP u 120,9 KIP-FT 141 . . -5----- 40 BS 8275226 . .. . . . . 50 83 62 76226 JOINT 12 1D+L 120.1 -21,50 0,90 _120.1-21,50 _00.90 55 1 DCL 120.1 .21,50 .90 1-2-07,1--210 50-C-91 0 3 DeW L -9,7 1166 0.09 .9,7 1,65 0.23 3 DeW L -9,7 1,65 0,23 .9,7 .1.66 __0.09 NEC DESIGN N • .159,6 KIP-FT WI 1,7 KIPS AXIAL P05 DESIGN N .130.1 KIP-FT W/21,5 KIPS AXIAL FULL CAP S 159.6 KIP.FT MOMENT CAP • 144,8 KIP-FT W/ -0.0 KIPS AXIAL . 83 64 PS627b227' S S , . S NOTES - * WITH AXIAL ALLOWABLE -.MAJOR AXIS GOVERNS S 60 * WITH BENDING 'STRESS RATIO. FORMULA 1,6.1.A GOVERNS 5 5 72 T *'WAXISTRESSRATID_ a FORM U!AIT67I7BCOVERNS 5 GOVERNS 7. NO * WITH ANY STRESS RATIOS • FORMULA 1.6.2 MARATHON METALLIC BUIWDING COMPANY W HOUSTON, TEXAS PAGE. 1 INPUT DATA S 3 - S - - • 14 NAME LUSARDI JOB NO SO 3-2625 ___ h f __) 16 7 QUOTE NO DATE 01/15/81 1609 HRS it DESJJIN 3Y LMDT . . . -' . - -- . . - . . .. . .. "3 '4 PiAAIORT '5 CARLSbAD, CALIFORNIA 3 LUSARDI CONST FRAME 89 SCLL0L.PROPERTIES . . . OPJiION_. 2 20 2% '22 TYPE SPAN L EAVE P EAVE I SLOPE P SLOPE GIRlS PURLIN DLX DLY DRX DRY 23 .24 CS 110 10 22.50 22.50 0.50 -0.50 8.00 8.00 C.00 0.00 0.00 0.00 1.16 22 SPECS 0 LOAD L LOAD W LOAD BAY SP YIELD ST NONSYM D*L+W ADD LOADS FLAT RAF OFSET 30 . 31 32 NVDK 3.00 1200 15.00 P 25.00 50.00 0 0 1 0 . 0.0 35 JQuLNflLaERS OF FIELD SPLICES 7 10 13 .:- . .... . . .-. . . ... . .. .. . . .36 NUNEER OF JOINT NUMBERS AT : . FRAfr;E MMBPS L KNEE PEAK R KNEE 42 18 4 10 16 . ..-.,..... .... ...... --.5 .. . . .5 .. 431 44 STRUCTURE IS CLEAR SPAN RIGID FRAME PINNED AT BASE - 45 46 47 44 1M6ER 0 U T E P F L A N 6 E I N N E P F L A N G E WEB W E B D E P T H LENGTH 49 WIDTH THICKNESS WIDTH THICKNESS THK START END FT 150 52 1 8.U000 0.5000 8.0000 0.7500 0.2500 15.0000 23.0691 5.5000 53 2 8.0003 0.5000 8.0000 0.7500 0.2500 . 23.0691 37.0067 9.5000 5: 3 8.0000 0.5000 8.000C 0.7500 0.3125 37.0067 42.0000 . 7.5000 . 50 KNEE SPLICE The 4 8 00O01 0.5000 8 OCOC 0.7500 0.3125 42 0000 36.6943 14.0000 S 9,0000 0,2500 8,000C 0,7500 0.20 36943 34,0166 5,0000 6 8.0000 0.2500 8.0000 0.2500 0.2500 34.0166 30.0000 7.5000 5 " BUTT SPLICE 63 7 6.0000 0.3750 6.0030 0.1875 0.1875 30.0000 30.0000 9.5000 . 8 6.0000 0.3750 6.000C 0.1875 - 0.1875 30.0000 - 30.0000 4.5000 . . S 05 9 6.o000 0.5000 6.0000 30.0000 : 0.3125 167 30.0000 14.5000 . . 66 - PEAK SPLICE __.. 68 STRUCTURE IS SYMMETRICAL ( . 70 L.. ~611 7% - . .'.; . . . . . . -5 5 ........ - . . 5 .5 .. . . . . .- . 73 74 DEAD LOAD =3.00 __+.261 = _5.61 _PSF ______.••-• ____•-.. ...S 75 Aink Ask -7Z25 LUSARDI 1115181 PAGE N RAME TRY - . . •1 a 3 PURLIN AND GIRT LOCATION COORDINATES IN FEET 15 1 17 LEFT _(.1_0 11 . 73333 13.3333 19.3333 2L..0 fJ_0 9 LEFT RAFTER 0.0000 5.0000 10.00CC 15.0000 20.0000 25.0000 30.0000 35.0000 40.0000 .45.0000 50.0000 53.7500 5.25i00 . . . . I3 'I RIGHT RAFTER 53.7500 56.2500 60.00CC 65.0000 70.0000 75.0000 80.0000 85.0000 90.0000 95.0000 14 ioo.00co t ________________________________________________________ io_000 11 0 le 17 RIhhT COLUMN 22.5000 19.3333 13.3333 7.3333 0.0000 FLANGE BRACE LOCATION COORDINATES IN FEET 22 23 . 24 LEFT COLUMN 3.0000 13.3333 20.1094 ... . . . . . . . . .. . . 127 LE1L&&ELER 2_5626 5000D.. 15.0000_23Qflflfl 350000_45.0000_5375fl0_5_&.25fl0 ._.._._._. RIGHT RAFTER 53.7500 5e.2500 65.0000 75.0000 85.0000 95.0000 105.0000 .107.4373 130 RIGHT COLUIIN 20.1094 13.3333 0.0000 . . . :. . .. 131. H ______1L_UJL&LL3LLLLLLUJ1 L_L_LVJJJ8_L__. . $ SUPPORT LOCATIONS ON RAFTER 9 ARE X- COORDINATES . . 38 _._. _0 .. .. 0, FIELD SPLICE COORDINATES INFEET 31 42 143 _5055 _)0 3 50 _26 45 1415 47 40 49 COLUMN CRIT POINT LEFT X 2 0458 V 18.4 03 RIGHT X 107.54 1 Y 18.k03 50 RAFTER CRIT POINT LEFT X 4.195 V 20.214 RIGHT X 105.804 Y 20.214 i554 41 $9 5 . ......... . . ... .., . . . . . 60 .. .. .. .. . -. . .. . -. .. . . ... ,. . .. C' 66 .. .. . . 67 -. . ,. 6L I, W LUSARDI Lill 5IY! PAGE NO -14- OVER ALL DIMENSIONS OF MEMBER 1 171 2 ---- L OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV WIDTH THICK WIDTH THICK THICK START END FT IN**4 . . 8.C2C0..5iflfl8..3fl.0_Ji.LSCJ . 'B fl..,25fl 15.i100_2-3aS9 S.5jfl 53._33 ko ------------------------------------------SECTION PROPERTIES AT FIFTH POINTS----------------- --- --------------------------- 11 t cr( X LOAR V_Can 1FH F) CIJTFR Ft C. fflMP YNNER_FI C. COMP &LEA_._.1JL___JADTI OF C.YQAI.LflN (INI 01 NO SEC MOO 0 SEC MOD 0 R R RBO RBI 113 FT FT IN iH**3 JN**2 IN**4 0 13j ., 00 15 .jW 72.25 1 .0Q93.6 _QO1 3.15 4 _&6_3. 6. 9J9_214 2-19 113 T 1 1.40 1.09 16.61 81.25 1.000 104.95 1.000 14.15 818.1 . 7.60 1.94 2.13 2.18 ' •. . i 17 2 1.46 2.19 16.22 90.49 1.000 116.24 1.000 14.55 991.0 8.25 1.91 2.11, 2.17 3 1-13 3.39 -29-1-2--P 4. 9993 t.ao_t2iaL 1.300 _14.16 11&2.7 8& t.88 2.iJ0.216 61 4 1.63 4.39 21.45 109.70 1.000 139.38 1.000 15.36 1393.8 9.52 1.86 2.08 2.15 : 5 1.66 5.49 23.06 119.67 1.000 151.25 1.000 15.76 1624.7 10.15 1.83 2.07 2.14 . 24 OVER ALL DIMENSIONS OF MEMBER 2 OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV 3-1 WIDTH THICK WIDTH THICK THICK START END FT IN**4 8.000 0.500 8.000 0.750 0.250 23.069 37.006 ' 9.517 ." 53.33 . .... . . . . '" . , . . . . 33 -------------------_ --SLCJION_PRELRLLES_A1_LLFIJL.fO1NIS-- SEG X COOP V COOR WEB B OUTER FLG COMP INNER FLG COMP AREA IX RADII OF GYRATION , NO SEC MOD 0 SEC MOD 0 R R ' RHO (IN)31 RBI , 39 __1.L_LT ___UL3__IL**3 JN**6 . 40 1.66 5.50 23.06 119.67 1.000 151.25 1.000 15.76 1624.7 10.15 .1.83 2.07 2.14 ' 421 1 1.76 7.39 25.85 137.45 1.000 172.21 ' 1.000 16.46 2072.0 11.21 1.79 2.04 2.12 ' 143 7_'_1.90_9.30 _'_2A_t5593_t0.flO 193.l6 '_t..aoo_1.7_.16__25.8L.912..2b_tJ6_2O2_'_2.tO_'_'_' 3 2.31 11.19 31.43 175.12 1.000 215.92 1.000 17.85 3160.2 13.30 1.72 2.00 2.09. . H 46 4 2.13 13.10 34.21 195.00 1.000 238.69 1.000 18.55 3806.6 14.32 1.69 1.98 2.07 .47 5 2-25-1 k. 9 9 300 215.57 1.000 262.J6 1._QQ_Oi925_452..9_15,.3_L,.6_L,962.5 j51 OVER ALL D11LELSJONS OF MEMFR 3 .:. . . , . . . . 53 . . 154 55 OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV . . .53 WIDTH THICK WIDTH THICK THICK START END FT IN**4 8.000 0.500 8.000 0.750 0.312 37.006 42.004 3.412 53.33 '59 .....60 PROPERTIES AT FIFTH POINTS ---------------------------------------------- SEG X COOR Y COOR WEB B ---- ------------- OUTER FLG -SECTiON COMP INNER FLG COMP . AREA IX RADII OF' GYRATION .......... (IN) . . , NO SEC MOD 0 SEC MOD 0 RX RYRRO ' PHI 0 'I 1 I I 2.25 2.79 r 15.00 15.68 ' is A - - a in - - a iii - - 37.00 230.87 1.000 274.44 '1.000 21.56 38.3O 239.23 1.0(11' 283.10 ' 1.QOO _21 __51191.0 4797.0 14.91 -5-Z6-1--5.6 s - - . 1.57 1.89 2.CO . 1.88 2..i00 63 . 2 2.33 16.36 39.00 247.69 1.000 293.07 1.000 22.18 5403.9 15.60 1.55 1.88 1.99 3 2.37 17.04 40.00 256.26 1.000 302.54 . 1.000 22.50 5723.9 15.94 1.53 1.87 1.98 171! 42.41_17.32 _I.Ofl_2±'L.14_1.000312.j110 2J 60.j_16.29_1.52_i..a _1..9 ,7!: 5 2.45 18.40 42 30 273.72 1.000 321.78 1 000 23 12 6397.6 16.63 1.51 1 85 1.97 17-3 74 175 79 = OVER ALL DIMENSIONS OF MENDER 4 --- 13 J. OUTER FLANGE FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV WIDTH THICK WIDTH THICK THICK START END FT IN**4 .7 0312 42.001 36.6_94 9.828 5333 a ----------------------------------------SECTION PROPERTIES AT FIFTH POINTS ---------------------------------------------- 0 .__&EG X CO OR L_LQIILLEN 0 0 LLLE.R_EL&.C.OM P 1 N LE1_E.LG_LOM.E AREA I V RA DI I OF ( YR AT iON (1 N) 12 NO SEC MOD 0 SEC MOD Q R R P80 RBI FT FT IN IN**3 iN**3 LN**2 IN**4 0 _.19 20._21 42 -.00 i.O3j.75 1.00 23.12 6391 16.6.3 1.51 1.&5 1.97 1 6.15 20.34 40.94 264.37 1.000 311.49 1.000 22.79 6033.3 16.26 1.52 1.86 1.98 17 2 8.11 20.46 39.87 255.17 1.000 301.33 1.000 22.46 5682.7 15.90 1.54 1.87 1.99 18 19 3__m.ri_2a59_38a1__a4.o.a8_i..onn?i.t.3.O_1j10i:L2z.135134k.,&ts.3j,_t.35_1.88_1.99 20 4 12.03 20.71 37.75 237.12 1.000 281.37 1.000 21.79 5019.3 15.17 1.56 1.89 2.00 .22 1 5 13.99 20.84 36.69 228.28 1.000 271.56 1.000 21.46 4706.1 14.80 1.57 1.89 2.01 .23 OVER ALL DIMENSION S OF MEMBER S 25 127 OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV 13 WIDTH THICK WIDTH THICK THICK START END FT IN**4 2 31 8.00C 0.250 8.000 0.750 0.250 36.694 34.016 5.010 42.66 . . . . . . 33 ---------- ------------------------------ SECTIONP.RSiTIES AT FIFTH POINTS -------- 17 - 36 SEG X COOR V COOP WEB D OUTER FLG COMP INNER FLG COMP AREA IX RADII OF GYRATION (IN) 37 NO SEC MOD 0 SEC MOD 0 R R RBO RBI F T F T IN IN**3 IN**3 IN**2IN**4 40 0 14.00 20.84 36.69 151 .56 0.920 236.88- 1.000 17.17- 3483.9 14.24 1.57 1.73 2.06 . 41 1 14.99 20.90 36.15 148.38 0.920 232.71 1.000 1703 3366.9 14.05 1.58 1.74 2.06 142 2 15992973562j..23 0.202&.57 _1jQ0 _16...20 32..i3_..I? 1.58 _.1.742.06 143 3 17.00 21.03 35.38 142.11 0.920 224.45 1.000 16.77 3140.2 13.68 1.59 1.75 2.07 45 4 18.00 21.10 34.55 139.01 0.920 220.35 1.000 16.63 3030.4 13.49 1.60 1.76 2.07 46 47 519.002j_.1634.01135.940.920 216.281.00016.5_2923.O13.301.601.762.07 O VEALLD.jFtEksIL&)..LaE!LaER_6:....-....• .-. __.........,.521 49 50 SI . 53 54 OUTER FLANGE INNER FLANGE WEB DEPTHOF WEB LENGTH IV .156 55 WIDTH THICK WIDTH THICK THICK START END FT IN**4 8.000 0.250 8.000 0.250 0.250 34.016 30 000 7.515 21 33 59 60 ----------------------------------------SECTION PROPERTIES AT FIFTH POINTS ----------------------------------------------IGI SEG X COOR V COOR WEE D OUTER FLG COMP INNER FLG COMP AREA IX RADII OF GYRATION (IN) I 63 NO SEC MOD 0 SEC MOD 0 RX R RBO RBI 64 FT FT IN IN**3 IN**3 . . IN*2 IN**4 0 19.20 21.16 34.01 115.55 0.920 115.55 0.920 12.50 .1994.2 12.62 1.30 1.76 1.76 •-. 67 1 20. 5-3 21 .26 33.21 111 .71 0,920 111 .71 _0.92012.30 1883.0 12.371.311.771.77 _.68 2 21.99 21.35 32.40 107.92 0.920 107.92 0.920 12.10 1775.9 12.11 1.32 1.78 1.78 69 3 23.49 21.45 31.60 104.19 . 0.920 104.19 0.920 11.90 1672.6 11.85 1.33 1.79 1.79 70 4 24.9921.5430.80100.510.920100.51 0.920 11 .70 1573.2 11.59 1.35 1 .80 1 .80 _72 5 26.49 21.64 30.00 96.88 0.920 96.88 • 0.920 . • 11.50 1477.5 11.33 1.36 - 1.81 -.1.81 ----• .73 , OVER ALL DIMENSIONS Of MEMBER 7 OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV WIDTH THICK WIDTH THICK THICK START END FT 1N**4 . Q.i_87 0..i&7 3-0-.0.OiL_--3.LL_CW.D._911&__t0.J2 81 ---------------------------------------. -SECTION PROPERTIES AT FIFTH POINTS ---------------------------------------------- ° ..SEi_JL_tQiLR V COOR W E.8iliLLLR_E.LGCJ1MP_IN 14_ERELG._UJ!1P_AREA _IX_R A1-LOLG1RATJ ON (IN) SEC MOD 0 SEC MOD 0 . R R RHO RBI FT FT IN IN**3 IN**3 . IN**2 IN**4 . 2ó.S0 21.64 30.00 86.471.000 6f09 0.920 9 il.iJJJJ_O615_1.27 ! 1 28.40 21.72 30.00 86.47 1.000 68.09 0.920 9.00 1164.3 11.37 1.06 1.45 1.27 14j . . 2 30.29 21.80 30.00 86.47 1.000 68.09 0.920 9.00 1164.3 11.37 1.06 1.45 1.27 15 3 32.20 21 -88 t.aaoh.&.n_9_ 0920 -9-U-1-1-6-4-3 lt..37 1.06 _tk5 t_.27 lic 16 17 4 34.09 21.96 5 36.00 22.03 3).00 30.00 86.47 E6.47 1.000 1.000 68.09 68.09 0.920 0.920 9.00 9.00 1164.3 1164.3 11.37 11.37 1.06 1.06 1.45 1.45 1.27 1.27 18 20 OVER ALL DIMENSIONS OF MEMBER 8 121 . . . - OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV 131 r _JLU JDJJL_TIC K T H ILK ST PLRJ .ED FT 23 6.000 0.375 6.000 0.187 0.187 30.000 30.000 4.503. 10.12 6 . . . . 27 - --- -SLLLLQLJLOJ?EJLLLE&_AJ•_FIFTH_P.0.i.NJS23 - SEG X COOR V COOR WED 0 OUTER FLG COMP INNER FLG COMP AREA IX RADII OF GYRATION (IN) °N 0 SEC MOD Q SEC MOD 0 R R ROO RBI JU ° FT FT IJ IN**3 IN**2 . IN**4 1 4C 2 33 0 36.00 22.03 1 36.90 22.07 30.00 30.00 86.47 86.47 1.000 1.000 68.09 68.09 0.920 0.920 9.00 9.00 1164.3 1164.3 11.37 11.37 1.06 1.06 1.45 1.45 1.27 1.27 41 142 143 3Z0 22.11 30..00 .J_1.000. 8U9_ 0.92O 9.00 116431137 1..06_L45 1.27 .144 3 38.70 22.15 30.00 86.47 1.000 68.09 0.920 9.0C 1164.3 11.37 1.06 1.45 1.27 1.45 4 39.59 22.18 30.00 86.47 1.000 68.09 0.920 9.00 1164.3 11.37 .1.06 1.45 1.27 .46 361 540.50 22.2230.00 86.471.000 68.09 0.920 9.00 1164.311.37 1.06 1.451.27 0V..LRLLL_DJJjLj510rIS o OF ME'LE.R_. 9 .• . - .- . . .. . . . 'SI 51 2 OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IV WIDTH TiiICK WIDTH THICK THICK START END FT IN**4 151, [3 6.000 0.500 6.000 0.312 0.150 30.000 30.000 14.512 14.62 6 PROPERTIES AT FIFTH POINTS -----------------------------------------------6 --SECTION SEG X COOR V COOR WEB 0 OUTER FLG COMP INNER FLG COMP AREA IX RADII OF GYRATION (IN) 63 NO - SEC MOD 0 SEC MOD 0 - _RXRY R HO _RBI .64 FT FT IN IN**3 IN**3 IN**2 IN**4 ° 0 40.50 22.22 30.00 105.03 1.000 83.55 1.000; - 9.37 1433.8 12.36 1.24 1.54 1.46 1 434G 2234__3)0Jfl5ft3 1.000 &3..35 tOflD - 9_31_j4.33.8 1236 1.24 _S4 k6 . 67 2 2 46.30 22.46 30.00 105.03 1.000 83.55 1.000 9.37 1433.8 .12.36 1.24 1.54 1.46 3 49.19 22.58 30.00 105.03 1.000 83.55 1.000 9.37 1433.8 12.36 1.24 1.54 1.46 171 452.0922.7130.00105.031.000 83.55 1.000 9.37 1433.812.361,24 1,54 1.46 5 54.99 22.83 30.00 105.03 1 000 83.55 1.000 9.37 1433.8- 12.36 1.24 1 54 1.46 _LcLADINGLDI±LL. LODIN( ? Wi NDJ.OAD . 2 .4 KIP/FT KIP/FT KIP/FT COEF . 7 N EJ R_Q MILL- I P1N.G.E NT_NQRtiAL ------ NthL.JL_L.3 1 0 C0C 0 0000 0.2308 0.80 00 to 2 siail] a_.aaoo ft.23fl.8____.8.. ........12 3 0.0000 0.0000 0.2308 0.8000 . . . 4 -0.4386 -0.0281 -0.1916 -0.6646 14 . 15 5 -0.4386 -0.0280 -0.1916 -0.6646 6 -0.4386 -0 020 -0.1916 -0.6646 7 -0 .4396 -J.018 3 -0.1916 -0.6646 P -0.396 -0 LU3 -0 iSi6_-_Qj46 9 -0.4396 -0.0183 -0.1916 -0.6646 .21 10 -0.4396 0.0183 -0.1441 -0.5000 22 11-0.43960.0183 -0.1441-0.5000 24 2-3 12 -0.4396 0.0183 -0.1441 . -0.5000 . .. . . . .. . . . . 13 - 4386 0 P280 -0.1441 -0.5000 26 iL.4i86_0.I2L _0i4J_-0.I000 _._._.. _____...... 127 _2P 15 -0.43.6 0.0281 0.1441 -0.5000 . 1 16 0.0G03 0.0000 . -0.1441 -0.5000 . . .30 131 170.0000 0.0000 -0.1441-0.5000 .. 32 18 Thoo e -o -o .5000 133 34 45 36 37 JOINT LOAD CASES 38 . 401 LOADING NO 3 JACK BEAM DL + LL . . . . . . . . . . . . : .......... :1. .. . NO PRINTING SPECIFIED FOR THIS LOADING . CASE .. . .. . . .. . . k . JOINT FORCE X FORCE Y MOMENT z . 1 4 0.000 -14.000 31.000 145 40 47 70.000 -19.000 .0.000 S .0 13 0.0c0 -19.000 .000 49 - . . . . . . . . LOADING ?O 4 _JACK. BEAM WI _. _.- ___-: _____________...... __.... __.... 5I _--.-:- _.•-. NO PRINTING SPECIFIED FOR.THIS LOADING CASE .153 54 JOINT FORCE X FORCE VMOMENT 2 sa 0.000 000 G.000 7 0.000 7.400 0.000 59 13 0.000 7,400 0.000 IP let 62 63 COMBINE LOAD CASES 166 w 167 LOADING NO S DL + LL + J.B. COMBINE 1 1.0000 3 1.0000 70 71 72 LCADI\IC NO 6 DL + WL REDUCED COMBINE 1 0.2500.2. 0.7500 4 C.1200 7 Adak bU3-625 LtJSARDI 01115/81 PAGE NO -= _ ____R•.C..LS.1S'L.ACN._____ ................ ._____ ____ _____ LEFT COLUMN RIGHT COLUMN LOADING NOR VER MOM HOR VER MOM KIP KIP KIP-FT KIP KIP KIP-FT 1 0+1 22.19 24.21 -0.0 -22.19 24.21 -0.0 2 w 1 -13.07 -10.47 0.0 4.76 -7.89 -0.0 3 19..79 33_..12 -oo._jaj_i&c 16 4 -7.45 -8 .38 03 7.45 -7.40 0.0 5 40.99 57.34 -0.0 -40.99 43.08 -0.0 :J.5 -2.80 Q -1.07 -0.35 -D..fl____________________________________________________ _ _ _ _ _ _ _ _ _ _ 7 D+,,!1 -5.99 -2.75 -0.0 -2.30 -0.17 -0.0 - - 20. DEAD 7•fl7 7.72 -0.0 -7.07 7.72 -0.0 211 LIVE tI.12 16..4.9 -11.0 -t5..i2_J&.A9 -ILl) - - 22 23 24 26 DISPLACEMENTS IN INCHES 27 23 29 LOADING LEFT KNEE PEAK RIGHT KNEE - - HOR1ZOITAL VERTICAL HORIZONTAL VERTICAL HORIZONTAL VERTICAL 3' 321 1 D+L -0.1435 -0.0033 (J.0001 -3.5627 0.1438 -0.0032 33 aLLIiD 0Q.j0196 -0. t.3109 0 .a9.27 Q.32 17 3 -0.1266 -0.0084 -0.0367 -2.2980 0.0551 -0.0060 35 6 0.033 0.0023 -0.0056 0.9078 -0.0416 0.0011 36 37 130 40 4' 42 431 44 45 LOADING 1 BL + Lt SEG MOMENT AXIAL F SHEAR F Cu LB FB FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO 12 KIP-ET KIP KIP FT KSI KS! KS! RATIO OUTER INNER RATIO OUTER INNER 3 4 _.L_CJL.1. LXSLIjL..ET ELFXLt...51_K = 2..0___E!.L8.5.i__.&..O_La..5a0fl8....0_X_015.00.1.0..aU.L1J12L0L&.s1_-- 5 0 C 0.3 -25.52 20.67 1.75 7.33 29.2 25.2 14.39 -0.073 -0.000*: 0.000 3.35 -0.073 -0.061 10 - _1_-2.2..121..52_2IL67_1J_5_i..3._.3 _297_251_11..69_-.IL..011 fl.iil -0 -D-76* fl..3 0..052 -0.14R 7 2 -45.5 -25.52 20.67 1.75 13.33 29.6 25.0 12.48 -0.058* 0.201 -0.158 0.34 0.143 -0.217 113 14 3 -68.3 -25.52 20.67 1.75 13.33 29.6 24.9 11.46 -0.056* 0.273 -0.216 0.34 0.216 -0.273 15 4 j_j_-2..5220,..71.75_133 29.6 24.8 -O.2f5 O_..3A_0...2.76_-0.3.20________ 5 -113.9 -25.52 20.67 1.75 13.33 29.6 24.7 9.76 -0.053* 0.380 -0.305 0.36 0.326 -0.359 le L COL 2 LX = 210..10 FT EEF RX =11.57 K =2..0 F I E_= 85.7 8..0_L.0...5D00J_8.0xJ1.5I0-1.0....2.5.U.0J..2.L.Q.3.Z...flJ 9.51 12c. 71 0 -113.9 -25.52 20.67 1.75 13.33 29.6 24.7 9.76 -0.053* 0.383 -0.305 0.34 0.326 -0.359 22 2.3 1 -153,3 - 2 5,5.67 1,75 13,33 29,?*_.,17_-0..1.PJ46_-0.361 O,9_Q..3.24_-O..13 . 2 -192.6 -25,52 20.67 1.75 13.33 28.0 25.6* 6.33 -0.049* 0.494 -0.425 0.43 0.444 -0.475 3 -232.0 -25.52 20.67 1.75 13.33 27.6 25.6* 5.26 -0.047* 0.529 -0.463 0.4M 0.482 -0.510 26 4 .211..3__-25i2._2c67 1 ,?.5__U....3.3 2.LJ25..5 -0..k92 0.5.2 0.5J0_-0.5.38 5 -310.7 -25.52 20.67 1.18 6.77 29.3 25.4 3.79 -0.044* 0.576 -0.484 0.56 0.532 -0.529 L CCL 3 LX = 20 10 FT EFF RX =11.57 K = 2.0 FIE = 85.7 8.0 X_Q_X O.7500L.3125/.3J.,..k../ 5.11 32 . 133 O -310.7 -25.52 20.67 1.18 6.77 29.2 25.0 5.92 -3,039* 0.538 -0.464 0.29 0.498 -0.504 . 13 1..32.4..8 -25-5-2 21.67 t.i6 677 29..2_2k..9 5..62_-U..0.3.8.._0..514-3_-0.4.L0_0..2.9_0..54.........D..5.09_.___J6 2 -338.9 -25.52 20.67 1.18 6.77 29.2 24.9 5.33 -0.038* 0.547 -0.475 0.30 0.509 -0.513 3 -353.0 -25.52 20.67 1.18 6.77 29.2 24.8 5.07 -0.037* 0.551 -0.480 0.31 0.513 -0.517 138 4 -367.2 -25.52 L..I.j8_&.J7_2_.2_.8_-0.484 0,.32_O..57 -C.51 _.40 5 -381.3 -25.52 20.67 1.18 6.77 29.1 24.7 4.60 -0.036* 0.557 -0.487 0.33 0.520 -0.524 . KNEE SPLICE L RAF 4 LX = 52.50 FT EFF RX - =11.37 K = 1.0 FIE = 48.5 8.0 x 0.5000/ 8.0 x 0.7500/0.3125/42.8-36.6/11.46 45 411 0 -381.8 -23 .58 -20 90 1.06 2.43 29.1 23 5* 460-0 033* 0.558 -0.488 0.33 0 524 -0.522 1 -341.6 -23.53 -20.04 1.30 10.00 28.3 23.5*. 4.84 -0.034* 0.516 -0.465 0.31 0.482 -0.499 . . 50 51 2-30.3,..O_-23,47-19.18 _1.30_LQ,.3.O_28.323.5*5.10-0.034*0.475-0.426 _0.290.440 _-0.460 3 -266.2 -23.42 -18.31 1.30 10.00 28.4 23.5* 5.38 -0.035* 0.432 -0.386 0.27 0.397 -0.421 153 4 -231.0 -23.36 -17.45 1.30 10_CO 28.4 23.5* 5.69 -0.035* 0.389 -0.346 0.25 0.354 -0.332 1 54 55 5-197.6-23.3)-16.591.3010.0028.523.5* 6.03 -0.036_ 0.346 -0.306 0.230.310-0.342 15 L . RAF 5 LX = 52.50 FT EFF RX =11.37 K 1.0 .--..---.-.-.-- F I E = 48.5 8.0 x 0.2500/ . 8.0 x 0.7500/0.2500/36.6-34.0/ 501 - - 158 7 15 0 -197.6 -23.30 -16.60 1.30 10.00 29.0 22.0* 3.85 -0.045* 0.521 -0.345 0.45 0.476 -0.390 1 -181.2 -23.27 -16.16 1.52 10.00 29.4 22.0* 3.97 -3,045* 0.488 -0.318 0,43 0.442 -0.363 63 2-165.2-23.24-15.721.5210.0029.4 22.0*4.09.__-0.045*0.455-0.295 0.410.409-0.341 64 3 -149.6 -23.22 -15.28 1.52 10.00 29.4 22.0* 4.22 -0.046* 0.421 -0.272 - 0.40 0.375 -0.318 . . ai 4 -134.6 -23.19 -14.84 - 1.52 10.CO 29.4 22.0* 4.35 -0.046* 0.387 -0.249 0.38 0.340 -0.295 - 5 -119.9 -23.16 -14.40 .1..,52 10.03 29.4 2.O* 4.49 -0.04 0.352 -0.226 0.36 0.306 -0.273 68 LOADIN G 1 DL + LL SF6 MOMENT AXIAL F SHEAR F CB LB FR FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO KIP-FT KIP KIP FT KSI KS! KSI RATIO OUTER INNER RATIO OUTER INNER LAF_L X = 5 25.0 j T F F E&L= 11..37 K 10 F 'f..A&.5... _51 0 -119.9 -23.16 -16.40 1.52 10.00 26.4 22.0* 4.49 -0.061* 0.415 -0.471 0.37 0.353 -0.533 1 -.7 -21-.12 -13.74 152 lfl.flfl 26.4_2.2O_4Zi -fl..ft6?* ft353 -0_401 L34 0.2.9ifl.44 2 -78.6 -23.03 -13.08 1.52 10.00 26.4 22.0* 4.94 -0.063* 0.291 -0.330 0.32 0.227 -0.394 3 -59.4 -23.03 -12.42 1.52 10.00 26.4 22.0* 5.20 -0.064* 0.228 -0.258 0.29 0.163 -0.323 3. -229.9-1tL 2.3O_10D_2&.52L.D5...47 -Q.t19 0.16.4 -0.t64 .2L_J1-fl98 -0.214 2 21 4 -41.2 5 -24.0 -22.95 -11.10 2.30 10.00 26.5 22.0* 5.77 -0.090 0.099 -0.099* 0.25 0.032 -0.190 ULLSPL1C E F . 2 L RAF 7 LX = 52.50 FT EFF RX =11.37 K = 1.0 F'E = 48.5 6.0 X 0.3750/ 6.0 X 0.1875/0.1875/30.0-30.0/ 9.50 8 . 0 -24.0 -22.70 -11.61 2.30 10.00 26.1 21.8 3.24 -0.115 0.111 -0.145*. 0.62 -0.004 -0.261 . 1 -2.7 -22.66 -10.77 2.30 10.00 26.1 21.8 3.24 -0.115 0.012 -0.016* 0.57 -0.102 -0.132 . . 2_t &.9226.3-9.2j,_1..1_5.0021.1_21.3 _ 3.2-4_Q.iJ.5 02*-Ql ft -0,9-9-0--53 _-e..1&7 o.ois k 3 35.0 -22.59 -9.10 1.51 5.00 29.1 21.8 3.24 -0.115 -0.149* 0.205 0.48 -0.265 0.090 4 51.5 -22.56 -.27 1.51 5.00 29.1 21.8 3.24 -0.115 -0.220* 0.302 0.44 -0.335 .0.187 . 5 66.4 -22,52 ,43 5.00 29.1 21.83.24 -0.083* -0.3170.390 0.39 -0._37 I RAF F. LX = 52.50 FT EFF RX =11.37 K = 1.0 FIE = 48.5 6.0 x 0.3750/ 6.0 x 0.1875/0.1875/30.0-30.0/ 4.50 36 0 66.4 -22.52 -7.43 1.20 5.00 29.1 21.8 3.24 -0.083* -0.317 0.390 0.39 -0.400 0.337 37 130 1 73.0 -22.50 -7.04 1.20 5.00 29.1 21.8 3.24 -0.083* -0.348 0.428 0.37 -0.432 0.365 . I 279.1 -22.49 -6.641.205.0029.1 21.8 3.24 -0.083* -0.378 0.465 0.35 -0.461 0,381 _40 3 84.9 -22.67 -6.24 1.20 5.00 29.1 21.8 3.24 . -0.083* -0.405 0.499 . 0.33 -0.489 0.415 4 90.4 -22.46 -5.85 1.20 5.00 29.1 21.8 3.24 -0.083* -0.431 . 0.531 . 0.31 -0.515 0.447 .143 31 5_95.3_-2L4_3.45 _1iO_5.00_29.j2.1.8 _3.24_ -0)33* -0..J±.5.6_0.56.1_0.29 -0-539 0-4-7-7 144 I i RAF 9 LX = 52.50 FT EFF RX =11.37 K = 1.0 FIE = 48.5 6.0 X 0.5000/ 6.0 X 0.3125/0.1500/30.0-30.0/14.51 47 148 71 C 95.5 -22.44 -5.45 1.10 5.00 28.7 23.5* 2.07 -0.079* -0.380 . 0.457 0.56-0.460 ', 0.377 . . . 140 1 109.5 -22.39 -4.17 1.10 5_CO 28.7 23.5* 2.07 -0 •079a -0.436 0.524 0.43 -0.515 0.444 . .150 7 -22.33 -? 90 1 04 500 _2&J 23.5* ' 207 -Q01.9_0._4i6_0.333_£L.3.LfL55.6.D.A94 0' 3 126.3 -22.28 -1.62 1.04 5.00 28.7 23.5* 2.07 -0.079* -0.503 0.604 0.16 -0.582 0.525 4 129.2 -22.23 -0.35 1.00 3.75 28.7 23.5* 2.07 -0.079* -0.514 0.618 . 0.03 -0.593 0.539 2 512,3 _-22.170.921.00_2.50?8.723.5*2.07 -o.o1i.,5u_O,14 _ -IL.5900.535 4 51 PEAK SPLICE'59 :60 6 R RAF 10 LX = 52.50 FT EFF RX =11.37 'K = 1.0 FIE = 48.5 6.0 X 0.5000/ 6.0 X 0.3125/0.1500/30.0-30.0/14.51 . 63 7 0 0128.3-22.17-0.921,002.50.28.723.5*2.07-0.078*-0.5110.6140010_0.535 .64 91 1 129.2 -22.23 0.35 1.00 3.75 28.7 23.5* 2.07 -0.079* -0.514 0.618 0.03 -0.593 0.539 . 2 126.3 -22.28 1.62 1.04 5.00 2.7 23.5* 2.07 -0.079* -0.523 0.634 . 0.16 -0.582 0.525 31J9.7_-2213 2.90 _1.04_5.00_28.7_23_.5*._20i_0O74L6_0.11L 0.30_-3.5560.493 ra 2 4 109.4 -22.39 4.18 1.10 5.00 28.7 23.5* 2.07 -0.079* -0.435 0.524 0.43 -0.515 0.444 5 95.4 -22.44 5.45 1.10 5.00 28.7 23.5* 2.07 -0.079* -0.380 0.457 0.56 -0.460 0.377 LOADING. 1 DL + LL SEGNONENTAXIALFSE AR F CBLLI ED IA FV A XIA L BEND 0 SHEAR ST COMb STRESS RATIO 11 KIP-ET KIP KIP FT KS! KS! KSI RATIO OUTER INNER RATIO OUTER INNER 3 4 17 P RAF 11 Lx = 52.0 FT EFFRX =fl K =1.0 FI E _QLQJ 6.0 B - a 0 95.4 -22.44 5.45 1.10 5.(0 29.1 21.8 . 3.24 -0.083* -0.456 0.560 0.29 -0.539 0.477 10 1 -22.46 _5.84 __1 .20__5.00_291 2j_.8_3.24 _-Q..0i3._-0.._4i0.IID_0.31_-O5_1._D447 .12 2 84.9 -22.47 6.24 1.20 5.00 29.1 21.8 3.24 -0.083* -0.405 0.498 0.33 -0.488 0.415 3 79.1 -22.49 6.64 1.20 5.00 29.1 21.8 3.24 -0.083* -0.377 0.464 0.35 -0.461 0.381 14 472.9 -22.50 7.031.205 0329.1 21.8 _3.24 -0.083* -0.3480.428 0.37-010.345 5 66.6 -22.52 7.43 1.20 5.00 29.1 21.8 3.24 -0.083* -0.317 0.390 0.39 -0.430 0.306 . . 17 R RAE1 2 LX = 52-50 FT E F F R X =11-37 K _10 FIE 6. 50 21 0 66.4 -22.52 7.43 1.20 5.00 29.1 21.8 3.24 -0.083* -0.317 0.390 0.39 -0.40' 0.306 2.3 1 . 51.5 -2256 8.27 11 5.00 2 9 j21.8 3,24_,j15.2i*_0.302 0J87_ 2 35.0 -22.59 9.10 1.51 5.00 29.1 21.8 3.24 -0.115 -0.149* 0.205 0.4 -0.265 0.090 . 3 16.8 -22.63 9.94 1.51 5.CO 29.1 21.8 3.24 -0.115 -0.072* 0.099 0.53 -0.187 0.015 []:-7 4282.2-&6_1JLL?_2...30_10.00 2.12i 32cLiJ.5 cL.cL13 -0..0J2 cL.5_7_-rj...i112_-0i32 5 -24.1 -22.70 11.61 2.30 10.00 26.1 21.8 3.24 -0.115 0.111 -0.145* 0.62 -0.004 -0.261 12.0 1 30 BUTT SPLICE 3' 53 134 R RAF 13 LX =52 50 FT E F F RX -11.37 K = 1 0 FIE = 48 S 8.0 x 0.2500/ 8.0 X 0.2500/0 .2500/30.0-34.0/ 7.51 O -24.1 -22.95 11.10 2.30 10.00 26.5 22.0* 5.77 -0.090 0.099 -0.099* 0.25 0.033 -0.190 371 1 -41.2 -22.99 11.76 1.52 10.00 26.5 22.0* 5.47 -0.089 0.164 -0.165* 0.27 0.098 -0.254 381 . . 2 -59.4 -23.03 12.42 1.52 10.0026.422.0* 5.20 -0.064* 0.228 -0.259 0.290.163-Q,3_23 30 3 -78.6 -23.07 13.08 1.52 10.00 26.4 22.0* 4.94 -0.063* 0.291 -0.330 0.32 0.227 -0.394 1 411 4 -98.8 -23.12 13.74 1.52 10.00 26.4 22.0* 4.71 -0.062* 0.353 -0.431 0.34 0.291 -0.464 1421 5 -119.9 -23.16 14.40 1_52 10.0O_.4 2_0* 4.49-0.061*. . Pi -0.471 0.37 0.353 -0.533 44 R RAE 14 LX = 52.50 FT EFF RX =11.37 K = 1.0 FIE = 48.5 8.0 X 0.2500/ 8.0 X 0.7500/0.2500/34.0-36.61 5.01 ~45 46 47 F-0 -119.9 -23.16 14.40 1.52 10.00 29.4 22.0*. 4.49 -0.046* 0.353 -0.226 0.36 0.306 -0.273 149 1 -134.6 -23.19 . 14.84 1.52 10.CiJ 29.4 22.0* 4.35 -0.046* 0.387 -0.249 0.38 0.340 -0.295 .IS O 2 -1'.9.i_2.21 15.28 1,2 10.30 29.4 22.0* s 4.22 -0..fl4 0.?1 -0.272 0.4..0 0.375 -0.318 3 -165.2 -23.24 15.72 1.52 10.00 29.4 22.0* 4.09 -0•045* 0.455 -0.295 0.41 0.409 -0.341 1553 4 -181.2 -23.27 16.15. 1.30 10.30 29.0 22.0* 3.97 -0•345* 0.488 -0.322 0.43 0.442 -0.368 155 5 -197.6 -23.30 16.59 1.30 10.00 29.022.0* 3.85 -0•045* 0.521 -0.345 0.45 0.476 -0.390 P RAE 15 LX = 52.50 FT ElF RX =11.37 K = 1.0 F IE = 48.5 8.0 k0.5000/ 8.0 X 0.7500/0.3125/36.6-.42.8/11.46. 60 0 -197.6 -23.30 16.59 1.30 10.00 28.5 23.5* 6.03 -0.036* 0.346 -0.306 0.23 0.310 -0.342 61 1 -231.0 -23.36 17.45 1.30 10.00 28.4 23.5* 5.69 -0.035* 0.389 -0.346 0.25 0.354 -0.382 62 163 2-266.2 -23.4118.311,30 10.0028.423.5*5.3-0035*0.432-0.386 0,1 _0.397-0.421 16.4 3 -303.0 -23.47 19.17 1.30 10.CO 28.3 23.5* 5.10 -0.034* . 0.475 -0.426 0.29 0.440 -0.460 . . . :5 4 -341.6 -23.52 20.04 1.33 10.00 28.3 23.5* 4.84 -0.034* 0.516 -0.465 . 0.31 0.482 -0.499 117 5-381.8_-23.5%20.90_1.062.43_29.123.5* _.4.60 .-0.033* O.58-0.488 __0.330.524-0.522 . 9 .7' 72 . . . _ S. 74 ~ 73 75 LOADING 1 b,L + LL (1 SEG MOMENT AXIAL F SHEAR F CO ID FS FA FV AXIAL ST REND STRESS RATIO SHEAR ST COMB STRESS RATIO 2 3 KIP-FT KIP KIP FT - KSI KSI KSI. RATIO OUTER INNER RATIO OUTER INNER 4 5 - 7 8 R COL 16 LX = 20.10 FT ElF RX =11.57 K,= 2.0 FIE ,= 85.7 8.0 X 0 5000/ 8.0 X 0.7500/0.3125/44.5-37.01-5.11 9 - 10 0 -381.3 -25.52 -20.67 1.18 6.77 29.1 24.7 4.60 -0.036* 0.557 -0.487 0.33 0.520 -0.524 1 -367.2 -25.52 -20.67 1.18 6.77 29.2 24.8 4.82 -0.037* 0.554 -0.464 0.32 0.517 -0.521 2 -25_,52 -20.67 1.18 6_.JL?1.8 5.?j -9•Q37* 051 -Q,800,310,513-0.517 3 -338.9 -25.52 -20.67 1.18 6.77 29.2 24.9 5.3-3 -0.038* 0.547 -0.475 0.30 0.509 -0.513 141 4 -324.8 -25.52 -20.67 1.18 6.77 29.2 24.9 5.62 -0.038* 0.543 -0.470 0.29 0.5C4 -0.509 5 -31 552Q,.7 1.18 6.77 22_ 25,.05.92_0.03.9*_0.538 0..-4.4_0.29_C.k9&.,53,4_________________ 8 R COL 17 LX = 20.10 FT EFF RX =11.57 K = 2.0 FIE = 85.7 8.0 X 0.5000/ 8.0 X 0.7500/0.2500/37.0-23.0/ 9.51 19 0 -310.7 -25.52 -20.67 1.18 6.77 29.3 25.4 3•79 -0•044* 0.576 -0.484 0.56 0.532 -0.529 201 1 -271.3 25.52 -20.67 1.74 13.33 27.7 25.5 4.43 -0.045* 0.556 -0.492 0.52 0.510 -0.538 2112_-232_.0_-ai2 -20..k7_1474_133_,L.5_.6*_5.2 _-0.047*O.48-0.51C 22 3 -192.6 -25.52 -20.67 1.74 13.33 28.0 25.6* 6.33 -0.069* 0.494 -0.425 0.43 0.444 -0.475 23 4 -153.3 -25.52 -20.67 1.74 13.33 29.5 25.6* 7.77 '-0.051* 0.446 -0.361 0.39 0.394 -0.413 -ljj,.9-25.52-2D-.._j_.J4_13.3__2i.k2A.7_9.26_-0.0,J± _3P5 _0,26_:.359 271 R COL 18 LX = 23.10 FT ElF RX =11.57 K = 2.0 FIE = 85.7 8.0 X 0.5000/ .0 X 0.7500/0.2500/23.0-15.0/ 5.51 iI -113.9 -25.52 -20.67 1.74 13.33 29.6 24.7 9.76 -0.053* 0.380 -0.305 0.34 0.326 -0.359 29 1 -91.1 -25.52 -20.67 1.74 13.33 29.6 24.8 10.60 -0.055* 0.332 -0.265 0.34 0.276 -0.320 __ 3 -45.5 2_,...125.52.__-20.67 1.11 -25.52 -20.67 1.74 13.33 333__222&,.9_11 29.6 25.0 12.48 -0.058* 0.201 -0.158 O6*.2,Z3--Qa16_0..4-__Q.2116-0..2L3 ' 0.34 0.143 -0.217 31 32 4 -22.7 -25.52, -20.67 1.74 13.33 29.7 25.1 13.69 -0.071 0.112 -0.076* 0.33 0.052 -0.148 33, S_-(LU_-2S52_-2067_174_133 3_-_297_252_14.39_-0.023_-_fl35 -0J17L3_-_-0.)73 34 35 36 37 38 39- 40 41 42 ' 44 45 43 46 47 48 ' 49 SI 52 If 53 54 _AIL LUSARD SUTm LOADING 5 DL + LL 9 .1.8. SEG MOMENT AXIAL F SHEAR F CR LB F8 FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO KIP-FT KIP KIP FT KSI KSI KS! RATIO OUTER INNER RATIO OUTER INNER 3 4 S ,6 I, L COL _J_.j,X = 20..10 FT EFF RX .ii.57 F 'E __. '9 o 0.0 -59.74 37.41 1.75 7.33 29.6 25.2 14.39 -0.172 -0.000* 0.000 0.63 -0.172 -0.144 to It .._j -4J2 -5974 37_41 1_Z5 13 297 25..1 13.&9_-0l68_0,202_-tLi2*_0L61_0062_-0310 2 -62.4 -59.74 37.41 1.75 13.33 29.6 25.0 12.48 -0.136* 0.364 -0.287 0.61 0.227 -0.424 13 3 -123.7 -59.74 37.41 1.75 13.33 29.6 24.9 11.46 -0.133* 0.494 -0.392 0.61 0.361 -0.525 to - 4 1 3-.33 0.60 -0t9.O..60J. -0.41.9 1..&O4..71 -0.60.9 to 5 -206.1 -59.74 37.41 1.75 13.33 29.6 24.7 9.76 -0.126* 0.689 -0.553 0.63 0.562 -0.679 0 I L_CDL_2_LX.2.Li.[jFT_ElF_RX_Eu.57_K_=20_LE_=85..? 8.D_X0..5fl0L.&.._Q..i5110.L0...i5flUJ23....0..3i_.0J 951 i2S! 0 -206.1 -59.74 37.41 1.75 13.33 29.6 24.7 9.76 -0.126* 0.689 -0.553 0.63 0.562 -0.679 22 231 1-2 -59.7437.411.1.33 2956*7.77 -0.i20*0807-0.6540.710_..86-7Z5 24 2 -348.6 -59.74 37.41 1.75 13.33 28.0 25.6* 6.33 -0.116* 0.1394 -0.770 0.79 C.778 -0.866 3 -419.8 -59.74 37.41 1.75 13.33 27.8 25.6* 5.26 1. -0.111* 0.958 -0.837 0.87 0.847 -0.949 44_9_1...-59,74 __37.4115_•13.3 277 25.5 4.43 .-fl,,107*1,007-QJ91 _0.95 .0.899 -0.998 5 -562.2 -59.74 37.41 1.18 6.77 29.3 25.4 3.79 -0.103* 1.043 -0.877 1.03 / 0.939 -0.980 *- 130 I COL 3 LX = 20.10 FT ElF RX =11.57 K = 2.0 FE = 85.7 8.0 x 0.5000/ 6.0 X0.7500/0.3125/37.0-44.5/ 5.11 3l 32 0 -562.2 -59.74 37.41 1.18 6.77 29.2 25.0 5.92 -0.092* 0.974 -0.841 0.52 0.881 -0.933 _151_.8 -5.74 37.41 1.18 6.77 29,2 24.9 5.62 -0.091* 0.82-08510,540.891-0.942 35 2 -613.3 -59.74 37.41 1.18 6.77 29.2 24.9 5.33 -0.089* 0.990 -0.860 0.55 0.900 -0.950 38 3 -63.9 -59.74 37.41 1.18 6.77 29.2 24.8 5.07 -0.088* 0.997 -0.868 0.57 0.908 -0.957 4 -664.4 -59.74 37.41 1.18 6.77 29.2 24.8 4.82 -0.087* 1.003-0.8760.58 0.915-0.963 40 5 -689.9 -59.74 37.41 1.18 6.77 29.1 24.7 4.60 -0.086* 1.008 -0.882 0.60 0.922 -0.968 KNEE SPLICE 41 42 43 14. I RAF 4 LX = 52.50 FT ElF RX =11.37 K = 1.0 F'E = 48.5 8.0 X 0.5000/ 8.0 X 0.7500/0.3125/42.8-36.6/11.46 45 147 0 -720.9 -43.56 -38.78 1.05 2.43 29.1 23.5* 4.60 -0.062* 1.053 -0.922 0.62 0.990 -0.985 . .149 50 1 - 45.5 -43.51 -37.92 1.32 10.00 28.3 23.5* 4.84 -0.063* - 0.976 -0.877 0.59 0.913 -0.941 2 57L.8 43.A5 -37 06 1 32 10 OTh_L& 4 23-5* 5.10 m 0.0L4* 0.8.96 i 0.5o 0,831 -0,866 3 -499.8 -43.40 -36 .20 1.32 10.00 28.4 23 .5* 5.38 -0.065* 0.812 -0.724 0.53 0.747 -0.789 4 -429.5 -43.34 -35.33 1.32 10.00 28.5 23.5* 5.69 -0.066* 0.724 -0.643 0.50 0.658 -0.709 5-360.8-43.29-34.47 1.32 10.00 28.5 23.5* 6.03 -0.067* 0.632 -0.558 0.8 0.565 -0.626 L RAF* 5 LX = 52.50 FT E F F RX =11 37 K = 1.0 F'E = 48.5 8.b X 0.2500/ 8.0 X 0.7500/0.2500/36.6-34.0/ 5.01 o -36!j.8 -43.28 -34.49 1.32 10.00 29.022.0* ' 3.85 -0.064* 0.952 -0.630 0.94 0.868 -0.714 162 61 1 -326.5 --43.25 -34 .05 1.72 10.00 29.4 22.0* 3.97 -0.084* 0.880 -0.573 0.92 0.795 -0.658 2-292.6-43.2?-33.611.7210.0029.422.0*4.09-0.085*0.836-0.5230.890.720-0.608 _64 3 -259.1 -43.19 -33.17 1.72 10.00 29.4 22.0*'. 4.22 -0•085* 0.729 -0.471 ' 0.87 0.643 -0.557 . 66 4 -226.1 -43.16 -32.73 1.72 10.00 29.4 22.0* . 435 -0.086* 0.650 -0.419 0.84 0.564 -0.505 5 -193.5 -43.14. -32.29 1.72 10.00 29.4 22.0* 4.49 -0.087* 0.569 -0.365 ' 0.82 0.482 -0.452 66 - 161, 70 71 72 0 ' - . .' . . . . . . . . 173 75 =W:25. ==== == =OrWtc LOADING 5 DL + LL + J .B . SG MOMENT AXIAL FSHARFC8 L13 FO ,. FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO 2 3 KIP-ET KIP KIP --- FT KSI KSI KS! RATIO OUTER INNER RATIO OUTER INNER 3 4... 4 S 6 j L RAE 6 LX = 2...5.O FT EFL_RX =11.37 K 1_..O F'E__.A&.5 8...0_X,_0...2.5.flO.L_8.._0_x 0-.2.5LaLO2.5.a0.L34....a3.cLp' 751 5 6 7 'l 0 -193.5 -43.14 -32.29 1.72 10.00 26.4 22.0* 4.49 -0.115* 0.670 -0.761 0.83 0.555 -0.876 91 1 -145.5 43_.09 31.63 1.72 10.00 ' 26.4 22.0* .471 -0.11.6* 0.5.21 0..591 0.19 O_4.0AC. J 08 'a 2 -9.4 -43.05 -30.97 1.72 10.00 26.4 22.0* 4.94 -0.162 0.365 -0.380* 0.76 0.246 -0.542 13 3 -52.4 -43 .01 -30.31 1.72 10.00 26.4 22.0* 5.20 -0.164 0.201 -0.209* 0.72 0.080 -0.374 4-7.3-42_.._97-2.i.&5_1.77 1Q.. _26.522.,,.O*5..47 -Q.j.7_0.029 -0.030*-0.121 5 36.7 -42.93 -28.99 1.80 5.00 26.5 22.0* 5.77 -0.170 -0.158* 0.151 0.65 -0.328 0.027 ' -18 117 BLLT_I.._.S.E.L.ICE 9 22 21 L RAE 7 LX = 52.50 FT E F F RX =11.37 K = 1.0 FIE = 48.5 6.0 x 0.3750/ 6.0 x 0.1875/0.1875/30.0-30.0/ 9.50 22 B ' - 24 0 36.7 -41.48 -10.96 1.48 5.00 29.1 21.8 3.24 -0.211 -0164* 0.215 C.58 -0 .376 C.004 1 56.7 -41 .44 -10.12 1.48 5.00 29.1 21.8 ' 3.24 -0.211 -0.254* 0.333 0.54 -0.465 0.122 27 2 75.2 -41 .41 -9 .?9 1 .?f) S-011 29.1 21 8 '. :3,24 _fl...2ji -iL.137* O_4J.1 o:.9__.._.a_.s4.&__n...2.3fl 3 92.0' -41.37 -8.45 1.20 5.00 29.1 21.8 3.24 -0.210 -0.412* 0.540 0.45 -0.623 0.329 4 107.3 -41.34 -7.61 1.20 5.00 ' 29.1 21.8 3.24 -0.210 -0.481* 0.630 0.40 -0.692 0.419 131 1. 5 t_1...0__4.t.19 -6 IF 1_.10 5.0029._i____L..81._2_4_-O..2_to-Q..I42*_0.1.11_ L RAE 8 LX = 52.50 FT ElF RX =11.37 K 1.0 FIE = 48.5 6.0 X 0.3750/ 6.0 X 0.1875/0.1875/30.0-30.0/ 4.50 13 0 121.0 -41.30 -6.78 1.10 5.00 29.1 21.8 3.24 -0.210 -0.542* 0.711 0.36 -0.753 0.500 1 126.9 -41.29 -6.38 1.10 5.00 29.1 21.8 3.24 -0.210 -0.569* 0.745 0.34 -0.779 0.535 33 2 132.5 -41.27 -5.991.10 5.0029.1 2-1.8 3.24-0.210 -0.594* 0.778 0.32 -0.804 _0.568 3 137.7 -41.25 -5.59 1.10 5.00 29.1 21.8 3.24 -0.210 -0.617* 0.809 C.30 -0.827 0.598 2 4 142.6 -41 .24 -5.19 1.10 5.00 29.1 21.8 3.24 -0.210 -0.639* 0.837 0.27 -0.849 0.627 '43 )31 5_147.1-41.22 _-4.80 _1.05_5.0029.121.8_,....24_-0.210 _-0.659* _0.864 _25 _-0.8690.654 ' 4 ' 45 15 L RAE 9 LX = 52.50 FT E F F RX 11.37 K = 1.0 F IE = 48.5 6.0 X 0.5000/ 6.0 X 0.3125/0.1500/30.0-30.0/14.51 146 47 ;4a 0 147.1 -41 .22 -4.80 1.05 5.00 28.7 23.5* 2.07 -0.18? -0.548* 0.704 0.49 -0.735 0.517 15 1 159.2 -41 .17 -3.52 1.05 5.00 28.7 23.5* 2.07. -0.146*. -0.633 .0.762 , 0.36 -0.780 0.615' 2_16L..6_.__i_.12__-2.24_1.02_5.00_.1 2.&..L._21_5*'_2...0_7 -Q.._tk6* -Q.667 0...S)2 C...23 -0_...t3 0..56 3 172.2 -41.06 -0.97 1.02, 5.00 28.7 23.5* 2.07 -0.146* -0.685 0.824 0.10 -0.831 0.678, 54 4 173.2 -41.01 C.30 1.00 3.75 28.7 23.5* 2.07 -0.145* -0.689 0.829 0.03 -0.835 0.683 5170.5-40.961.581.012.5028.7 2.1.5*2_.07-0j4_*__.,kZ8_O_jjg0.j..0.J.j4_Dm670 4,1 PEAK SPLICE . .' '159 :60 6 R RAE 10 LX = 52.50 FT E F F RX =11.37 K = 1.0 FE = 48.5 6.0 X 0.5000/ 6.0 x 0.3125/0.1500/30.0-30.0/14.51 63 0_170.5 _-4055_-1.831j012.5028.723.5*2,,_01____j)_.,,jA5*-06780.8160,_12.__..jli.0.67C 1 173.9 -41.00 -0.55 1.00 3.75 28.7 23.5* 2.07 -0.145* -U.bY , U.LJ) -U.b.ö 015 2 173.7 -41.05 0.71 1.01 . 5.00 ' 28.7 23.5* 2.07 -0.145* -0.691 0.831 0.07 -0.837 0.685 '67 3_169.8-41.10 _1.99_._1_._01_5_.Ofl 28.7_23_.5*_2.07_-_..i66____-1i.6l6_O.8_12_0.20_-0..822_0.666_66 4 162.1 -41.16 3.27 1.05 5.00 28.7 23.5* 2.07 -0.146* -0.645 . 0.776 0.34 -0.792 0.629 170 5 150.8 -41 .21 4.54 1.05 5.00 28.7 23.5* 2.07 -0.187 -0.561* 0.722 0.47 -0.748 0.534 171 4 . 72 17 71 17 LOADING 5 DL + LL + J.B. SF6 MOMENT AXIAL F SHEAR F CR LB FR FA F AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO -- KIP-FT KIP KIP FT KSI KSI KSI RATIO OUTER INNER RATIO OUTER INNER 3 6 R P A F Lt---Lx 525LT F F F RX =11.37 K = 1.0 F ' .L Ox0-3750/ .1815.L0L1175L10-030UL_4 - SO 0 150.8 -41.21 4 .54 1.05 5.00 29.1 21.8 3.24 0.210 -0.675* 0.885 .. 0.24 -0.886 0.675 10 191 1 1-4..5 -11_23 493 . 1._tD. _5_.00 29.1 21_p 3L4 -fl.2i3O -O.616* 0_8.&fl U21__fL_..8.67 fl.&SM IL? 2 141.9 -41.24 5.33 1.10 5.00 29.1 21.8 3.24 -0.210 -0.636* 0.833 0.28 -0.846 0.623 1,3 3 136.9 -41 .26 5.72 1.10 5.00 29.1 21.8 3.24 -0.210 -0.613* 0.804 0.30 -0.824 0.593 4. 131.5 -41.28 6.12 1.10 5.00 29.1 21 .9 324 -_j0 -0.8 0.772 032 -0J.CO 0.162 ._ 5 125.8 -41 .29 6.52 1.10 5.00 29.1 21.8 3.24 -0.210 -0.564* 0.739 0.35 -0.774 0.528 1 19 P RAF 32 LX = 52.50 FT ELF RX =11.37 K = 1.0 . F'E = 483 950 0 125.8 -41.29 6.52 1.10 5.00 29.1 21.8 3.24 -0.210 -0.564* 0.739 0.35 -0.774 0.528 .2.3 1 112.6 -41.33 7.35 1.18 5.00 29.1 21.8 3.24 -0.210 -0.505* 0.661 0.39 -0.715 0.451 24 2 97.8 -41.36 8.19 1.18 5.00 29.1 21.8 .. 3.24 -0.210 . -0.438* 0.575 . 0.44 -0.t49 0.364 . . . 3 81.5 -41 .4 D 9.03 1.18 5.00 29.1 21 8 3.24 -0.211 -0.365* 0.478 . . 0.48 -0.576 0.267 127 I 4L-_6.3..5-41_.43 9..6 1.42 5 ..0.0_._22.J__2L$ 3.2.4_-0.i1 __a.2.*___.n.3j3_0..5.3_-_Q..A96_0.161_. _. 126 5 43.9 -41.47 10.70 1.42 5.00 29.1 21.8 3.24 -0.211 -0.197* 0.258 0.57 -0.408 0.046 30 BUTT SPLICE 3' 22 P RAF 13 LX = 52.50 FT EFF RX =11 37 K 1.0 F'E = 48.5 8.0 x 0.2500/ 8.0 x 0 2500/0.2500/30.0-34.0/ 7.51 1 33 341 0 43.9 -42.91 28.73 1.74 5.00 26.5 22 .0* 5.77 -0.169 -0.189* 0.181 0.65 -0.359 0.011 37 1 0.2 -62.95 29.39 1.75 5.00 26.5 22.0* 5.47 -0.167 -0.001* 0.001 0.68 -0.168 -0.121 . :! 2 -44.3 -42.9 30.05 _1.!75 100 2_6.4 22* 5. 0J_?0 -0,177*_0j10050-0342 _. 3 -90.0 -43.03 30.71 1.75 10.09 26.4 22.0* 494 -0.161 0.333 -0.347* : 0.75 0.215 . . -0.509 42 . 4 -136.7 -43.08 31.37 . 1.75 10.00 26.4 22.0* 4.71 -0.116* 0.489 -0.556 0.79 0.372 -0.672 . . 5-184.3-43.1232.3 _1,35_10.002_2.0* _4.49 . -0,114*.0,638-0.125_0.82 _0.52.3-0.840 _ R RAF 14 LX = 52.50 FT EFF RX =11.37 K = 1.0 F'E = 48.5 8.0 X 0.2500/ 8.0 X 0.7500/0.2500/34.0-36.6/ 5.01 145 46 14-1 48 0 -184.3 -43.12 32.03 1.75 10.00 29.4 22.0* 4.49 -0.087* 0.542 -0.348 0.81 0.455 -0.435 1 -216.7 . -43.15 32.47 1.75 10.00 29.4 22.0* 4.35 -0.086* 0.623 . -0.401 . 0.83 0.537 -0.488 S 149 51, 2 -249.4 -_17 32.91 1 75 10 10 29.4 22.0* 4.22 -0085* 0.702 -0454 0.86 0.616 -0.539 3 -282.6 -43.20 33.35 1.75 10.00 29.4 22.0* 4.09 -0.085* 0.778 -0.505 0.88 0.693 -0.590 . 53 4 -316.3 -43.23 33.78 1.32 10.00 29.0 22.0* 3.97 -0.084* 0.852 -0.561 0.91 0.768 -0.646 1541 5 -350.3 -43.26 34.22 1.32 10.00 29.0 22.0* 3.85 -0.083* 0.924 -0.611 0.94 0.840 -0.695 i 55 R RAE 15 LX = 52.50 FT EFF RX =11.37 K = 1.0 F'E = 48.5 8.0 0.5000/ V.0 x 0.7500/0.3125/36.6-42.8/11.46 60 0 -350.3 -43.27 34.21 1.32 10.CO 28.5 23.5* 6.03. -0.067* 0.613 -0.542 0.47 0.546 -0.609 161 1 -418.4 -43.32 35.07 1.32 10.00 28.5 23.5* 5.69 -0.066* 0.705 -0.626 0.50 0.639 -0.692 63 2-488.2-43.3835.941.3210.0028.4 23.5*.5.38 -0.065* _0.793-0.707 0.530.728-0.772 64 3 -559.7 -43.43 36 80 1 32 10.00 28.4 23.5*. 5.10 -0.064* 0.877 -0.784 0.56 0.813 -0.849 165 4 -632.9 -43.49 37.66 1.32 10.00 28.4 23.5* 4.34 -0.063* . 0.957 -0.860 . . 0.58 0.894 -0.923 . . 67 5 -707.8 -43.54 . 3.15.52 1.05 2.43 29.1 23.5* 4.60 -0.062* 1.Q34 -(1,905 0.610.71 -0.968 . 69 70 72 . . ..i . ... . 73 74! 7;) LOADING .5 DL + LL + J.B. SEG MOMENT AXIAL F SHEAR F CB LB F13 FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO . 2 3 KIP-FT KIP KIP FT . KSI KS! KS! RATIO . OUTER INNER RATIO OUTER INNER '3 I 6 ... .... .- K.NEESPLICE R COL 16 LX = 20.10 FT EFF RX '=l%57 K = 2.0 F I E = 85.7 8.0 X 0.5000/ 8.0 X 0.7500/0.3125/44.5-37.0/ 5.11 10 0 -706.0 -45.50 -38.28 1.18 6.77 29.1 24.7 4.60 -0.065* 1.031 -0.903 0.61 0.966 -0.968 1 -679.8 -45.50 -38.28 1.18 6.77 29.2 24.8 4.82 -0.066* 1.026 -0.896 0.60 0.959 -0.962 2-651.7__4550 -3Ji.28_1.18_&.17_2i2.L..8_5.03 . -0..D67 1.Q2-(L--0B..a8 O.1&_O..153_cL.956_________________ 3 -627.6 -45.59 -38.28 1.18 6.77 29.2 24.9 5.33 -0.068* 1.013 -0.880 0.57 0.945 -0.948 117 4 -601.4 -45.50 -38.28 1.18 6.77 29.2 24.9 5.62 -0.069* 1.005 -0.871 0.55 0.936 -0.940 . S -5/5_ -45_..50 -3& ?' I i 6.L721.2_25 B 5.92 -') L-70 ()--9-9-6-- _n.9a6.u.1 21 17 R COL 17 LX = 20.10 FT EFF RX =11.57 K = 2.0 F IE = 85.7 8.0 X 0.5000/ 8.0 X 0.7500/0.2500/37.0-23.0/ 9.51 23 0 -575.3 -45.50 -38.28 1.18 6.77 29.3 25.4 3.79 -0.6 0-18* 1.067 -0.897 1.05 0.988 -0.976 * 2 01 1 -502.4 -45.50 -38.28 1.74 13.33 27.7 25.5 4.43• -0.081* 1.030 -0.911 . 0.97 C.948 -0.993 . 2 _-429.5_-45.50-3&.28_t.74 13.33_2L.8_25_.6*_5.2k_-Q.11_LQ.181_-0..&l_0..&90.M6_-Oik2_._.. 3 -356.7 -45.50 -38.28 1.74 13.33 28.0 25.6* 6.33 -0.068* 0.915 -0.788 0.80 0.826 -0.677 4 -213.8 -45.50 -38.28 1.74 13.33 29.5 25.6* 7.77 -0.092* 0.826 -0.670 0.72 0.733 -0.762 . 1 5 -1 ..9_5.50 -38.28 1.74 13.33 227 9.76-0.096*0.705-06 6j R COL 18 LX = 20.10 FT EFF RX =11.57 K 2.0 FOE = 85.7 8.0 X 0.5000/ 8.0 X O . O.7500/C.2500/23-15.0/ 5.51 . . S 134 S. . ..5 -_____....ç lal 0 -210.9 -45.50 -38.28 1.74 13.33 29.6 24.7 9.76 -0.096* 0.705 -0.566 0.64 0608 -0.662 1 -168.7 -45.50 -38.28 1.74 13.33 29.6 24.8 10.60 -0.098* 0.615 -0.491 0.63 0..516 -0.589 38 101 2 -126,5_-4.50 -3.281.7413 11,j_-0.1Oi*0.506-0.4f)10.3 0.4 -0.503 140 311 3 -84.3 -45.53 -38.28 1.74 13.33 29.6 25.0 . 12.48 -0.104* : 0.373 -0.293 . 0.62 0.268 -0.398 . . S . 41 4 -42.1 -45.50 _38.28 1.74 13.33 29.7 25.1 13.69 -0.128 0.207 -0.143* 0.62 0.100 -0.271 . 142 5_-fl_05.5jD_-8.28_1_74_1333_29L25_.2 1.k.39 -0.t31 0.0.0.0 -0.0 0.65_-0_1.31 -0.j1 144 145 F6, '47 1 5 . . . . S SS . .. . 50 154 2 so 431- 57 3 15 . ....5 ......S.., S'S .• ..... ... . 63 64 .5.. lid 67 2 3 S S S S 6 -17 71 L11 1db! rnut flu I, =========== LOADING 6 DL + WL REDUCED SEG MOMENT AXIAL F SHEAR F CB LB FR IA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO 2 2L- KIP-ET KIP KIP FT KS! KS! KS! RATIO OUTER INNER RATIO OUTER INNER 13 i4 41 3 1 COL1 LX = 20.10 FT EFFRX =11.57 K = 2.0 F I E _85.L_ .0_LQ.1floDJ_BD_X07flOJ_l500115023-0,/ 5.51 71 0 0.0 3.11 -4.97 1.74 7.33 29.6 30.0 14.39 3.007 ; -0.000 0.000 0.38 -0.000 0.007 L_ 1 ' 3.11 -4.78 1.15_7.33 2150_0 13.69 0.1107 -0_1126 (LJ020_0.07_0.f126 _0.023 10 2 10.5 3.11 -4.59 1.74 7.33 29.5 30.0 12.48 0.007 -0.047 0.036 0.07 -0.047 0.063 3 15.4 3.11 -4.40 1.75 7.33 29.5 30.0 11.46 0.006 -0.063 0.048 0.07 -0.063 0.055 1112 420.2 3.11 -4.20 1.75 7.33 29_.4 300 10,6OOo -0,075 0,058 0. -0.075 0.1164 5 24.7 3.11 -4.01 1.75 7.33 29.4 30.0 9.76 0.006 -0.084 0.065 0.06 -0.084 0.072 L_LC,L2_LX =_20.10_FT _'_EFLRXU5L&_E_2.O_•FI E =85.L 0_X0..50DDJ_8._0. X_0.7S0fli11.20L2.L..03l.11L_9.51_' 0 24.7 3.11 -4.01 1.75 7.33 29.4 30.0 9.76 0.006 -0.084 0.065 0.06 -0.084 0.072 18 132.13.11-3.681.216.0029.3 30.0* 7.77 0.006 -0.095 0.074 _0.07 -0,0950.080 c .30.0 ~-, ., I I : : ; : ; : ; 12f 0.058 4_5O.3__3.11_-2 70_1 -21&..0.ff_29 2_3Q.0_4_.3 3C5 -0.tfL6 0,.0i4 0.06 -O lOb_3.069 S 55.1 3.11 -2.37 1.10 5.99 29.1 30.3 , 3.79 0.005 -0.105 0.084 0.06 -0.105 0.089 41 L COL 3 LX = 20.10 FT EFFRX =11,57K =2.0F'.?._8,L500O/JLi11jQO1j1.i1Z5L3Lfl4.4.5L 5.11 0 55 .1, 3.11 -2.37 1 10 5.99 29.0 30.0* 5.92 0.004 -0.099 0.080 0.03 -0.099 0.085 1_54 7_3.J1_-2.25_1.10_5__99_2 9 30.L_1.62 0 01 -O 98 0Q80 00_C98 0 084 ol 2 58.2 3.11 -2.13 1.10 5.99 28.9 30.0 5.33 0.004 -0.097 0.079 0.03 -0.097 0.084 a 32 3 59.6 3.11 -2.01 1.10 5.99 28.9 30.0 5.07 0.004 -0.096 0.078 0.03 -0.096 0.083 31 o 3.111_.89 1_,10 5.2928.9 4 .82 J040..,0950.7 Q.2__.Q.dL?5_ CL, 032 1 5 62.2 3.11 -1.78 1.10 5.99 28.9 30.0 ' 4.60 0.004 -0.094 0.077 0.02 -0.094 ' 0.081 4. 1_._. '' KNEE SPLICE -: L RAF 4 . LX = 52.50 FT EFF RX =11.37 K = 1.0 FIE = 48.5 8.0 x 0.5000/ 8.0 X 0.75CO/0.3125/42.8-36.6/11.46 47 Si [0 60.6 1.44'' 2.67 1.09 5.00 28 9 30'0*' 4.60 0 .002 -0092 0.075 0.04 -0.092 0.077 41 1 55.4 1.46 2.60 1.11 5.00 28.9 30.0* 4.84.' 0.002 -0.087 0.071 . 0.04 -.0.087 0.073 2_50.4 '14J 2.53_1.11 _5.00_''2LJ_ftO*.: __5.10.'__0.002 -0 082 _0.0660.03-0.820.069 o 3 45.4 1.48 2.46 1.13 5.00 28.9 30.0* 5.38 0.002 -0.076 0.062 0.03 -0.076 0.064 1 4 40.7 1.50 2.40 1.13 5.00 28.9 30.0* 5.69 0.002 -0.071 0.057 0.03 -0.071 0.060 2 536.0 1.512.33 1.135.0029.030.0*6.030.002 -0.0650.0530.03-0.0650.055 L RAF 5 LX = 52.50 FT E F F R =11.37 K = 1.0 FIE = 48.5 8.0 X 0.2500/ 8.0 X 0.7500/0.2500/36.6-34.0/ 5.01 5 . ''': .. ' . 6 0 36.0 1.51 2.33 1.13 5.00 26.3 30.0* 3.85 0.002 -0.108 0.060 0.06 -0.108 0.063 1 33.7 1.52 2.30 1.18 5.00 26.4 30.0* 3.97 0.002 -0.103 0.057 0.06 -0.103 0.060 ' 8 2 31.4 1.53 2.26 1.18 5.00 26.4 30.0* 4.09 0.003 -0.098 0.055 0.06 -C.098 0.058 3 29.1 1 53 2.23 1 1 5.00 26.4 30.0* 4.22 .0 .003 -0.093 0.052 0.05 -0.093 0.055 C 4 26.9 1.54 2.19 1 18 5.00 26.4 30.0* 4.35 0.003 -0.088 0.048 0.05 -0.088 0.052 6 1 5 24.7 ' 1.55 2.16 1.18 5.00 '26.4' 30.0*' 4.49' 0j3 -0.0_Q.045 '" 0.05 -0.j2 0.048 ' '61 61 83 . 71 64 ' 57 56 72 7 LUSMIUI 01/15/81 PtWO1 LOADING 6 DL +WL REDUCED fSEG MOMENT AXIAL F SHEAR F CU Lb FU FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO K1P-FT KIP KIP FT KS 1. K S I KSI RATIO OUTER INNER RATIO OUTER INNER 4! 6 L.JiA,F 6 LX = 5?50 FT EFF RX =11.7__K_!_J..0 FIE = 48.5 7.51 F- ° 0 24.7 1 55 2 16 1.18 5 dO 26.4 30.0* 4.49 0.004 -0.097 0.085 0.05 -0.097 0.089 ° I 2i5 1.56 ?11 5ri0 764 30fl* 471 flQfJ4 -O.O&7 0-5)77 fl-115 -flfl87 O 2 18.4 1.57 2.06 1.26 5.00 26.4 30.0* 4.94 0.004 -0.077 0.068 0.05 -0.077 0.072 3 15.3 1.58 2.01 1.26 5.00 26.4 30.0* 5.20 0.004 -0.066 0.058 0.04 -0.066 0.063 4 1.3 t..59 1.95 151 5.3D?4.53Q0* 5.47 0,QQ. -Q05 DQ._9 O.D4CL.Xi5.5 O.53 15 9.4 1 60 1 90 .1 .51 5.00 26.5 30.0* 5.77 0.004 -O C44 0 .039 0.04 -0.044 0.043 BLLT1..SE.LLC.E I RAF 7 LX = 52.50 FT EFF RX =11.37 K = 1.0 FIE = 48.5 6.0 X 0.3750/ 6.0 X 0.1875/0.1875/30.0-30.0/ 9.50 0 9.4 1.52 1.05 1.27 5.00 29.1 30.9 3.24 0.005 -0.045 0.055. 0.05 -0.045 0.061 . .. c 1 7.5 1.53 0.99 1.27 5.00 29.1 30.0 3.24 0.005 -0.035 0.044 0.05 -0.035 0.049 1 211 2 1.7 1.54 0.92 1.47 5.00 2 .L30.O 3.24 0Q05_fl.Ji2.7 0.033 0..040_.i27 0..039 2 3 4.0 1.55 0.86 1.47 5.LO 29.1 30.0 3.24 0.005 -0.019 0.023 0.04 -0.019 0.029 29 4 2.4 1.55 0.79 1.47 5.00 29.1 30.0 3.24 0.005 -0.011 0.014 0.04 -0.011 0.020 . .131 S (LQ l5 0.73 ?.30 500 29.1 30.0 3.24 0.005 -0.004 0.005 0.03 ..-O.ci_Ok.011 I RAF 8 LX = 52.50 FT EFF RX =11.37 K = 1.0 FE =48.5 6.0 X 0.3750/ 6.0 x 0.1875/0.1875/30.0-30.0/ 4.50 0 0.9 1.56 0.73 2.30 5.30 29.1 30.0 3.24 0.005 -0.004 0.005 0.03 -0.004 0.011 1 0.3 1.57 0.70 2.30 5.00 29.1 30.0 3.24 0.005 -0.001 0.001 0.03 -0.001 0.007 2-Q,2 1.570.672.2210,CO 25,9 30,0 3,24 0,005 0.001-0.0020.03 O,C07-0.002 3 -0.8 1.5d 0.64 2.22 10.00 25.9 30.0 3.24 0.005 . 0.004 -0.006 0.03 0.009 -0.006 4 -1.4 1.58 0.61 2.22 13.00 25.9 30.0.. 3.24 0.005 0.006 -0.009 0.03 0.012 -0.009 5 - -.9 t..5 A ULflfl 2-5 -9 .3-0--0 3.2AJL0Q5 0..009 -0..013 0..fl3 0..IL15-IL.013 I RAF 9 LX = 52.50 FT ElF RX 11.37 K = 1.0 FIE .48.5 6.0X 0.5000/ 6.0 X 0.3125/0.1500/30.0-30.0/14.51 O -1.9 1 58 0.58 2.22 10.00 27.0 33 0* -2.07 0 005 0.007 -0.010 0.06 0.013 -0.010 1 -3.5 1.60 . 0.48 2.22 10.00 26.9 30.0* 2.07 0.005 0.013 -0.018 0.05 0.019 -0.018 .? -47 1.61 038 120_75 21.j_300* . 2.fl7 0..0fl5__O..0.t -0.021 0.03 0.0123027_____________ 3 -5.7 . 1.62 0.28 1.20 8.75 25.3 30.0* 2.07 0.005 0.021 -0.032 0.02 0.027 -0.032 4 -6.4 1.4 0.18 1.20 8.75 25.3 30.0* 2.07 0.005 0.024 -0.036 0.01 0.030 -0.036 5 -6.8 1.65 0.08 1.01 2.50 28.2 30.0* 2.07 0 00 ,926 -0.034 0.Q 1 -0.034 PEAK SPLICE R RAF 10 LX = 52.50 FT EFF RX =11.37 K 1.0 FIE = 48.5 6.0 x 0.5000/ 6.0 X 0.3125/0.1500/30.0-30.0/14.51 0-6,81.640.221)32.5027.930.0*2070.050.026 -0.035 _0.Q20.031 -Q.35 1 -7.5 1.62 0.23 1.11 8 75 24.5 30.0* 2.07 0.005 0.028 -0.044 0.02 0.034 -0.044 2 -8.1 1.61 0.23 1.11 8.75 :24.6 30.0*. 2.07 ., 0.005 0.031 . -0.047 .. 0.02 0.036 -0.047 3 -8.8 1.60 0.24 1.11 8.75 24-8 3.0-0* 2.07 0..O5 0J33 -0.051 0.02 0.039 -0.051 4 -9.6 1.58 0.24 1.11 10.00 22.8 30.0* 2.07 0.005 0.036 -0.060 . 0.02 0.042 -0.060 5 -10.3 1.57 0.25 1.11 10.00 23.0 30.0* 2.07 0.005 0.039 -0.064 0.02 0.044 -0.064 = LOADING 6 DL + WL REDUCED 'I SF0 M(.MENT AXIAL F ShEAR F CB LB FR FA FVAXIAL -ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO 2. KIP-FT KIP KIP FT KSI KSI KSI RATIO OUTER INNER RATIO OUTER INNER 3 '.4- 4 5 19 0 17 6 RRAF 11 LX = 52.50 FT EFF RX =11.37 K = 1.0 F IE 48.5 6.0 Y_0.3750/ 6.0 x 0.1875/0.1875/3,O-30.0/ 4.50 7 I 0 -10.3 1.57 0.25 1.11 10.00 20.1 30.0 3.24 0.005 0.047 -0.090 0.01 0.053 -0.090 Ic - 1 -10.5 1.57 0.25 1.11 100.20..13iL.0 34 . 0Q01048,.092 0.01 1L054_-Q.092 0 2 -10.7 1.56 0.25 1.11 10.00 20.1 30.0 3.24 0.005 0.049 -0.094 0.01 0.055 -0.094 :'1 3 -11.0 1.56 0.25 1.11 10.03 20.1 30.0 3.24 0.005 0.050 -0.096 0.01 0.056 -0.096 2_4-11.21.550.251.1110.0020.130.03.24 0.005 O-0.098 0,j._fl7_-0.098 1 5 -11.4 1.55 0.25 1.1.1 10.00 20.1 30.0 3.24 0.005 0.053 -0.100 0.01 0;058 -0.100 11E 14i L_&_RAL_12__L1_= 52.50 FT EJLX =11.37 K =_J0 F'.E = 48.5 6_JL_0.3750/ 6.JXfl..1815_LQJIl5f3.O..0-30.0I .9.50 0 -11.4 1.55 0.25 1.11 10.00 20.1 30.0 3.24 0.005 0.053 -0.100 0.01 0.058 -0.100 : L1_.I1.9 1 .5.4_.jL.26 1.09 10, tiC) 19,9 30 ,0 3,.j4_.OQ5 pQ.5...1ft____ 1&ii).JJ26 JC.'+ I.).) U.O 1 U IU.iti )U.0 .3.6'+. U.UUI 1,.U3( U.IIU I U.UI U.UO J.IIU 3 -1.Y 1.5c J.Ô 1.1)9 10.0 19.9 30.0 5.4 U.UUS 0.1)60 -0.115 0.01 0.065 -0.115 2 21!4135 1-.52 0.27 1..09_iJ1..fl&_i9.9 310.0_3..24_o.00 5_00&2_-0.119_.JL.Ci_0.Al61.i19 221 5 -14.0 1.51 0.27 1.09 10.00 19.9 30.0 3.24 0.005 0.064 -0.124 0.01 0.070 -0.124 231 31 24 BUTT SPLICE R RAE 13 LX = 52.50 FT EFF RX =11.37 K = 1.0 FIE = 48.5 8.0 X 0.2500/ 8.0 ik 0.2500/0.2500/30.0-34.0/ 7.51. 271 3 20 0 -14.0 1.56 -0.57 1.16 10.00 26.3 30.0* 5.77 0.004 0.057 -0.066 0.01 0.062 -0.066 1 -13.1 1.55 -0.57 1.24 10.00 26.5 30.0* 5.47 0.004 0.052 -0.059 0.01 0.056 -0.059 131 2 -12.3 1.54 -0.57 1.24 10.00 26.4 30,0* 5.20 0.004 0.047 -0.053 0.01 0.051 -0.053 41 31 3 -11.4 1.53 -0.56 1.24 10.00 26.4 30.0* 4.94 0.004 0.042 -0.048 0.01 0.046 -0.048 Ill 32 4 -10.5 1.52 -0.56 1.24 10.00 26.4 30.0* 4.71 0.004 0.037 -0.043 0.01 0.042 -0.043 5-9.71.50_-0.56j41Q,00 _26..Q.0* _4.49 _0.J0_Q3_Q38 __OC10.037-0,038 34 35 P RAE 14 LX = 52.50 FT EFF . RX =11.37 K = 1.0 F IE = 48.5 8.0 X 0.2500/ 8.0 X 0.7500/0.2500/34.0-36.6/ 5.01 4! 41 47 36, - - 41 37 0 -9.7 1.51 -0.56 1.24 10.00 28.9 30.0* 4.49 0.003 0.028 -0.018 0.01 0.031 -0.018 0 1 -9.1 1.50 -0.56 1.24 10.00 28.9 30.0* -0.017 39 4.35 0.003 0.026 -0.017 0.01 0.029 2 -8.6 t._4_9 -0.1612.41J0.00_2.1_3.0...0* 4.22 0.11Q 0_,024 -3,015 0.01 _0.027 -0.015 40 3 -8.0 1.4 -0.56 1.24 10.03 28.8 30.0* 4.09 0.002 0.022 -0.014 0.01 0.025 -0.014 dl 4 74 1.48 -0.55 1 .4 9 10.00 29.4 30.0* 3.97 0.002 0.020 -0.013 0.01 0.023 -0.013 42 5 -6. -1 .4-7 -0,55 1.,49 10.CO 29.4 30,0* 3.850.0020.018-0.011 0.010.021-0.011 43' . . . . . . . . 0• -14 45 R RAE 15 LX = 52.50 FT EFF RX =11.37 K = 1.0 . .... FIE = 48.5 . 8.0 X 0.5000/ 8.0 x 0.7500/0.3125/36.6-42.8/11.46 . 46 0 -6.9 1.47 -0.55 1.49 10.00 29.0 30.0* 6.03 . 0.002 0.012-0.010 0.00 0.014 -0.010 47 1 -5.8 1.46 -0.55 1.49 10.00 28.9 30.0* 5.69 0.002 0.009 -0.008 0.00 0.012 -0.008 . 2 -4.7 1.44 -0.55 1.49 10.00 28.9 30.0* 51L02 0.007 -0.006 0,00 0.009 -0.006 3 -3.6 1.43 -0.54 1.49 10.00 28.9 30.0* 5.10 0.002 0.005 -0.005 0.00 0.007 -0.005 . 4 -2.5 1.41 -0.54 1.49 10.00 28.8 30.0* 4.84 0.002 0.003 -0.003 . 0.00 0.006 -0.003 ir 5 -1.5 1.40 -0.54 1.43 2.63 . 29.1 30.0* 4.60 0.002 0.002 -0.091 0.00 0.004 -0.001 • 52' 53 66 54 7 55 56 57 . • S . . . .. . • . -: •• •: '' - • • • . • . : . . . -• • • . • . • • : - - . . • • ..- - • 17 . 7 •0 17 7 ========= = = w ==== === = = = ==== === ====== ===== = = -====-- = == == ===== = S = = = = = = = = = = = = =' = == = = = = = = = = = = = = = = = = = = = = = ========= = ==a==== ======== LOADING 6 DL + WI REDUCED SEG MOMENT AXIAL F SHEAR F CR L6 FR FA FV AXIAL ST REND STRESS RATIO SHEAR ST COMB STRESS RATIO I KIP-FT KIP KIP FT KSI KSI KSI RATIO OUTER INNER RATIO OUTER INNER 3 ._KNEE..S.P.i I CE 5 6 R CJL 16 LX = 2G.10 FT EFF RX =11.57 K = 2.0 FE 85.7 8.0 X 0.5000/ 8.0 X 0.75r-0/0.3125/44.5-37.0/ 5.11 S ii O -2.2 0.68 0.87 1.62 6.77 29.1 30.0 4.60 0.000 0.003 -0.002 0.01 0.004 -0.002 1 -2.8 0.68 0.80 1.62 6.77 29.2 30.0 4.82 0.001 0.004 -0.003 0.01 0.005 -0.003 113 14 2 -3.3 0.68 0.72 1.6.2 6.77 292300 5.07 0.1 0._005 -0 004 JLi 0._006 -0..04 13 3 -3.8 0.68 0.65 .1.62 6.77 29.2 30.0 533 0.001 0.006 -0.005 . 0.00 0.007 -0.005 : il 4 -4.2. 0.68 0.57 1.62 6.77 29.2 . 30.0 5.62 0.001 0.007 -0.006 0.00 0.008 -0.006 5 -4.068 0.5-0-1-6 2 6-77 292_3fL0 592 0.00.i O.11O&i0tL6 0.00 0.1Q9OU.06 29 R COL 17 LX = 20.10 FT EFF RX =11.57 K = 2.0 F'E = 85.7 8.0 x 0.5000/ 8.0 X 0.7500/3.2500/37.0-23.0/ 9.51 21 0 -4.6 0.68 0.50 1.62 6.77 29.3 30.0 3.79 0.001 0.008 -0.007 0.01 0.009 -0.007 . 1 -5.4 0.t8 0.29 1.74 13.33 27.7 30.0 4.43 0.001 0.011 -0.009 0.00 0.012 -0.009 127 2 -5J 0.68 O...fl2_I.34 11.33..._2L.iL_3.0.0* .5.2.6 0.fl.01 O...013 -Q.0iJ _0..0.0_..O014 -O.D11 _s 3 -5.7 0.66 -0.11 1.74 13.33 28.0 30.0* 6.33 0.001 0.014 -0.012 0.00 0.016 -0.012 4 -5.3 0.68 -0.31 1.74 13.33 29.5 30.0* 7.77 0.001 0.015 -0.012 0.00 0.016 -0.012 5 -5 C.o8_-0.52 1J4 13 .13 930.0_9d 0.Q01 _0.015 -0.0j2_0.00 0.016 -O.O pi t2 33 R COL 18 IX = 20.1.0 FT EFF px =11.57 K = 2.0 F'E = 85.7 8.0 X 0.5000/ 8.0 X 0.7500/0.2500/23.0-15.0/ 5.51 36 O -4.5 0.68 -0.52 1.74 13.33 29.6 30.0 9.76 0.001 0.015 -0.012 0.00 0.016 -0.012 137 1 -3.8 0.66 -0.64 1.74 13.33 29.6 30.0 10.60 0.001 0.014 -0.011 0.01 0.015 -0.011 39 1311 ____2_3.1_0.-0.if_t.iAti.33_9311.0_1L,l6 _O..L_0.0__Q.0j9 .O1__Q. _0... 009 40 3 . -2.2 0.68 -0.88 1.74 13.33 29.6 30.0 12.48 0.001 0.009 -0.007 0.01 0.011 -0.007 0.68 -1.00 1.74 13.33 29.7 30.0 13.69 0.001 0.005 -0.004 . 0.01 0.007 -0.004 . 43 .0_fLb8_.._-1.2_1.74_1.3.3_21.7_30..O_L4.39 --------- 0.Qftl_0.00.0 -------- 0.0110 0..01_0..no_i__-o.000 46 47 45 50 51 .53 55 50 59 80 61 62 63 64 - . .... ... . -. - .. ......-.-.. -. .,- .. 65 63 67 68 69 70 71 72 r .. .........--- . . -:--.- . .... ... . 174 LOADING 7 DL + WI FROM LEFT (REDUCED) SEG MOMENT AXIAL F SHEAR F C8 LB FB FA IV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO 131 KIP-FT KIP KIP FT KSI KS! KSI RATIO OUTER INNER RATIO OUTER INNER 14. • Ia I CAL i_ Q.jJ_F LFiX_ELt.i2_K 2.0 F IE = .75 fl0LO.2.00Ji ft230.I 5.51 7 • a O 0.0 2.33 -4.36 1.74 7.33 29.6 30.0' 14.39 0.005 -0.000 0.000 0.07 -0.000 0.005 1 47 2..3 -4..17 174 7j3 29.5 30't1.69 fl..25_0..023 O.017 fl.flA -fl.12 flfl? 2 9.2 2.33 -3.98 1.75 7.33 29.5 30.0 12.48 0.005 . -0.041 0.031 0.06 -0.041 0.037 14 3 13.4 2.33 -3.79 1.75 7.33 29.5 30.0 11.46 0.005 -0.054 0.042 0.06 -0.054 0.047 4 1i5 2.33 -3.6'J 1.75 73_29.43_1J1..0 i.D&5 0.050 O.D5 ---- Q.05_cLi5..5 5 21.4 2.33 -3.41 1.75 7.33 29.4 30.0 9.76 0.004 -0.073 0.056 0.05 -0.073 0.061 ' 17 L COL 2 L.X2JL.JjLjT EFJ RX =1L51_K__2fl__EE85..I 80X_.0.5-0aQi_8..iL_x 0.750.011L25,LQ.L23.-0-37-01 9.51 21 0 21.4 2.33 -3.41 1.75 7.33 29.4 30.0 9.76 0.006 -0.073 0.056 . 0.05 -0.073 0.061 22 '23 1 27.6 2.33 -3.06 1 .0 0.004-0.082 0.064 0,05-O.082 .24 2 33.1 2.33 -2.75 1.20 6.00 29.3 30.0* 6.33 0.004 -0.087 0.068 0.05 -0.087 0.072 ' 3 38.0 2.33 -2.42 1.20 6.00 29.2 30.0* ' 5.26 ' 0.004 -0.089 0.070 0.05 -0.089 0.074 ' 442,.32.33 -291..20_6.jj029230._.4.30,004 _-0.089O,.71 _QflLQ 0.015 5 46.0 2.33 -1.76 1.08 5.99 29.1 30.0 3.79 0.004 -0.088 0.070 0.04 -0.088 0.074 31 L COL 3 LX = 20.10 FT EFF RX =11.57 K = 2.0 FIE = 85.7 8.0 x 0.5000/ 8.0 X0.7500/0.3125/37.0-44.5/ 5.11 I,2 33 0 46.0 2.33 -1.76 1.08 5.99 29.0 30.0 5.92 0.003 -0.082 0.067 0.02 -0.082 0.070 , ' 1 472 2.33 ,l -k4 1.08 5,99 3 0 .0 5 0.003 -0.01__' 0.066 ' 0.Q081 ' OO 2 46.3 2.33 -1.52 1.08 5.99 28.9 30.0 5.33 0.003 -0.080 0.065 0.02 -0.080 0.069 137 3 49.3 2.33 -1.41 1.08 5.99 28.9 30.0 5.07 0.003 -0.079 0.065 0.02 -0.079 0.068 4 Q-1.29 1599 0.640 0..20_,jl8 0.067 ±2 5 51.0 2.33 -1.17 1.08 5.99 '28.9 30.0 4.60 , 0.003 -0.077 0.063 . 0.01 -0.077 0.066 42 43 KNEE SPLICE ' 44 I PAl 4 LX = 52.50 FT ElF RX =11.37 K = 1.0 F'E = 48.5 8.0 X 0.5000/ 8.0 x 0.7500/0.3125/42.8-36.6/11.46 '47 46 0 49.3 0.75 ' 2.07 1.09 5.00 28.9 30.0*. '4.60 0.001 -0.075 0.061 0.03 -0.075 0.062 to 1 45.4 0.76 1.99 . 1.10 5.00 28.9 30.0* 4.84 0.001 -0.071 0.058 0.03 -0.071 0.059 '51 2 41_.__0.J8 1.91 1.J0 5.QO 28.9 33.0* O.DJ1I -0.0670.Q55_0.02 -070.056 3 37.8 0.79 1.84 1.11 .5.00 28.9 30.0* 5.38 0.001 -0.063 0.051 0.02 -O.Co3 0.053 54 4 34.3 0.60 1.76 1.11 5.00 28.9 30.0* 5.69 0.001 -0.059 0.048 0.02 -0.059 0.050 , ' .55 5 30.90.821.681.115.00 29.0 30.0*6.03 0.001 -0.0560.045 0.02-0.6560.046 __54 L RAF S LX = 52.50 FT EFF RX =11.37 K 1 0 F'E = 48 5 8.0 X 0.2500/ 8.0 X 0.7500/0.2500/36.6-34.0/ 5.01 58 ro 0 30.9 0.82 1.68 1.11 5.00 26.3 30•0* 3.85 0.001 -0.092 0.052 0.04 -0.092 0.053 'SI 1 29.2 0.82 1.64 1.14 5.00 26.4 30.0* 3.97 0.001 -0.089 0.050 0.04 -0.089 0.051 .63 2 27.6 01.83 1.61 1 .14 5.00 26.4 301 3*4.090.001 -0.0860.048 _0.04-0.0860.049 64 3 26.0 0.84 1.57 1.14 5.00 26.4 30.0* 4.22 0.001-0.083 0.046 : ' 0.04 -0.063 0.048 4 24.4 0.84 1.53 1.14 5.00 26.4 30.0* 4.35 0.001 . -0.060 0.064 0.03 -0.060 0.046 167 522.90.35 _'1.491.14 __5.0026.4'3Q.0* __4.49_'0.001 _'-0.0760.042.0 -0.0760.044 172 65 70 i 53 74 LOADING 7 DL + WL FROM LEFT (REDUCED) - SEG MOMENT AXIAL F SHEAR F CU L13 F FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO 11. 2 KIP-FT KIP KIP FT. KS1 KSI KSI RATIO OUTER INNER RATIO OUTER INNER 3 4 5 8 L RAF 6 LX = 52.50 FT EEE_R.X =11.37 K = 1.0 F'F =49.5 8.0 x_fl.23J1aL&.JJ_x0_25JlU/fl.2cflflI4.fl-fl.4II 7•51 0.081 ic 8 0 22.9 0.85 1 49 1.14 5.00 26.4 30 0* 4.49 0.002 -0 090 0.079 0.03 -0 090 1 20.7 0.86 1.43 1.1? 5O') ?64 300* 4.71 0_002 -ft.0&4 0.014 (L1J3 -01JR.4 fl.fl7/ '2 to 2 18.6 0.87 1.37 5.30 26.4 30.0* 4.94 0.002 -0.078 1.17 11,3 0.069 0.03 -0.078 0.071 3 16.6 0.88 1.31 1.17 5.00 26.4 30.0* 5.20 0.002 -0.072 0.063 0.03 -0.072 0.066 2 414.6 09_J_5 1.25..O 260.,g_*_S.J_0.002_-0.066 Q...QI$_0.2.ii66_0.0.6fl lie 13 5 12.8 0.90 1.20 1.22 5.00 26.5 30.0* 5.77 0.002 -0.059 0.052 0.02 -0.059 0.055 . II 4 -. - RWLL_SEL.LC_F 18 21 17 I RAF 7 LX = 52.50 FT ElF RX =11.37 K = 1.0 FIE = 48.5 6.0 X 0.3750/ 6.0 x 0.1875/0.1875/30.0-30.0/ 9.50 . 8 12, 0 12.8 0.87 1.22 1.22 5.00 29.1 30.0 3.24 0.003 -0.061 0.075 006-0 061 0.078 o 1 10.5 0.88 1.16 1.22 5.00 .29.1 30.0 ' 3.24 0.003 -0.050 0.062 0.36 -0.050 0.065 - .. 2 & _0.89LJ34_5._nfl _2113.flfl 1 fl _0.Q49_005__-Q.O40_0...053 _. 2 3 6.4 0.93 1.00 1.34 5.30 29.1 30.0 3.24 0.003 -0.031 0.038 0.05 . -0.031 0.041 23 4 4.6 0.91 0.92 1.34 5.30 29.1 30.0 3.24 0.003 -0.022 0.027 0.04 -0.022 0.030 31 24 5 290.91 0.85 _1.785.00 3Q,03.24 0.003 -LO140,017 0.04-QO14 0.020 5 . '.. .____ _______ -.--____ -_____ -_- _____ --_-.-_--.- . L RAF 8 LX = 52-.50 FT EFF RX =11.37 K = 1.0 F'E = 48.5 6.0 x 0.3750/ 6.0 X 0.1875/0.1875/30.0-30.0/ 4.50 8 0 2.9 C) 91 0.85 1.78 5.00 291 30.0 324 0.003 -0.014 0.017 0.04 -0.014 0.020 32 8 1 2.2 0.92 0.81 1.78 5.00 29.1 30.0 3.24 0.003 -0.010 0.013 0.04 -0.010 0.016 ° 21.40.920.781.78 5.00 29.130.03.240.003-0.0070.0080.04-0.0070.012 _4C 211 3 0.8 0.93 0.74 1.78 5.00 29.1 30.0 . 3.24 0.003 -0.003 . 0.004 0.04 -0.033 0.008 . 41 32 4 0.1 0.93 0.71 1.78 5.00 29.1 30.0 3.24 . 0.003 -0.000 0.000 0.03 -0.000 0.004 . 5 -0.4 O..93 0.6? 2.OjflC . . 24.,j_Q,0 3.4 OS 0Q02 -0.fl _03 0.005 -0.003 . 43 L RAF 9 LX = 52.50 FT E F F RX =11.37 K = 1.0 1E = 48.5 6.0 x 0.5000/ 6.0 X 0.3125/0.1500/30.0-30.0/14.51 14, 140 C -0.4 0.93 0.67 2.30 10.00 27.1 30.0* 2.07 . 0.003 0.001 -0.002 0.07 0.305 -0.002 8 1 -2.2 0.95 0.56 2.30 1C.00 27.0 30.0* 2.07 0.003 0.008 -0.012 0.05 0.012 -0.012 . S 51 2 -3.7 0.96 3.45 1.28 8.15 25_3.D* 2...0_7- 0..003_ .i14 -o.n.ai O..04 0.C)17 -0.021 573 o -4.9 0.97 0.34 1.28 8.75 25.6 30.0* 2.07 0.003 0.018 -0.027 0.03 0.022 -0.027 1 4 -5.7 0.98 0.23 1.28 8.75 25.6 30.0* 2.07 0.003 0.021 -0.032 0.02 0.025 154 -0.032 5-3 5 -6.21.00_0.111.02 2.5028.2 30,C*2Q7 Q._QQ3_J2 _-0_j_ _______ 01Q,0j7-0.031 '58 3 '.5, . .. . PEAK SPLICE 57 50 .. . . 6 R RAF 10 LX = 52.50 FT ElF RX =11.37 K = 1.0 FI E = 48.5 6.0 x 0.5000/ 6.0 X 0.3125/0.1500/30.0-30.0/14.51 8 0 -6.2 0.98 0.20 1.03 2.50 28.0 30.0* 2.,1 0.003 0.023 -0.032 0.02 0.027 63 -0.32 164 1 -6. 0.97 0.19 1.10 8.75 24.4 30.0* :. 2.07 ,' .0.003 '. 0.026 -0.040' 0.01 0.029 -0.040 65 Gs oi 2 -7.3 0.96 0.18 1.10 8.75 24.8 30.0* 2.07 . 0.003 0.028 -0.042 0.01 0.031 -0.042 67 3 -L.i 0.95 0.17 1.10 &.35 24.7 3(L0* 2.117 O.003-0-0 3-0- -0..a5_0.01_o.f33_-0.045 2 4 -8.3 0.93 0.16 1.07 10.00 22.6 30•3* 2.07 0.003 0.031 -0.053 0.01 :0.035 -0.053 53 5 -8.8 0.92 0 15 1 07 10.00 22.8 30.0* 2.07 0.003 0.033 -0.055 0 01 0.037 170 -0.055 71 =================t===t=t=fl =r======tztnr r LOADING 7 DL + WI FROM LEFT (REDUCED) IA' 11V AXIAL SI BEND 5155 KAIJU SHEAR ST COI'W STRESS RATIO K1P-FT KIP KIP FT KSI KSI KS1 RATIO OUTER INNER' PATIO OUTER INNER 3 is 17 &_RALJJ Lx = 52.50 FT EFLRX =11.37 K = 1.0. FIE = 48.__ a 0 -8.8 0.92 0.15 1.07 10.CO 19.7 30.0 3.24 0.003 0.040 -0.079 0.00 0.044 -0.079 10 - 1 -8 -9 Q -92 .0 -15 t_OZ _J.O 60 12-7 30-0 3 . 2A D 0S13_. 0... 0J._1_-0 ,1180_0__00_U _045 -_L.D8 0 I 2 -9.1 0.91 0.15 1.07 10.00 19.7 30.0 3.24 0.003 0.042 -0.081 0.00 0.045 -0.081 3 -9.2 0.91 0.14 1.07 10.00 19.7 30.0 3.24 0.003 0.042 -0.082 0.00 0.046 -0.082 14 15 4 -9.4 0.900.141.0710_19.730.03.240.03 0.043 -.033 0.00 0..046 -0.83 5 -9.5 0.90 0.14 1.07 10.00 19.7 30.0 3.24 0.003 0.044 -0.085 0.00 0.047 -0.085 161 _R RAF 12 LX = 5?_.5flFT ELF RX =11.37 K =_i.IL FI E = 48. .0_.3750/1 L_0.1875/IL1811L3L113ft0J 9.50 0 -9.5 0.90 0.14 1.08 10.00 19.7 30.0 3.24 0.003 0.044 -0.085 0.00 0.047 -0.085 23 1 -9.7 0.89 0.13 1.05 10.00 19.4 30.0 3.24 0.003 0.045 -0.088 0.00 0.048 -O.V.8 2 -13.0 6.88 0.13 1.05 10.00 19.4 30.0 3.24 0.003 0.046 -0.091 0.00 0.049 -0.091 28 3 -10.2 0.88 0.12 1.05 10.CO 19.4 30.0 3.24 0.003 0.047 -0.093 0.00 0.050 -0.093 1 26 !Pei 0.87 0_11 t05_.0-3 194__3. _3.Z4_Q..003_0.Qs#_-D05__L0_051_-0-095 -- 127 5 -10.7 0.86 0.11 1.05 10.00 19.6 30.0 3.24 0.003 0.049 -0.097 0.00 0.052 -0.097 .ZQj BUTT SPLICE 2 R RAF 13 Lx = 52.50 FT EFF RX =11.37 . K = 1.0 FIE = 48.5 P.0 X 0.2500/ 8.0 x 0.2500/0.2500/30.0-34.0/ 7.51 1351 0 -10.7 0.86 0.13 1.06 10.00 25.7 30.0* 5.77 0.002 0.044 -0.051 0.00 0.046 -0.051 37 1 -10.9 0.85 0.12 1.04 10.30 25.5 30.0* 5.47 0.002 0.043 -0.051 0.00 0.046 -0.051 . 30 2 -11.1 0.840.12 1.04 10.00 25.430.0*5.20 0.0020.042-0.0500.30 0.045-0.050 3 -11.3 0.83 0.11 1.04 10.00 25.4 30.0* 6.94 0.002 0.041 -0.349 0.00 0.044 -0.049 . 4' 4 -11.4 0.82 0.11 1.04 10.00 25.3 30.0* 4.71 0.002 0.041 -0.048 0.00 0.043 -0.048 143 _-11.6 _0.610.101.0410.0025 30.0*. 4.49 0.002 0.040 -0• _'0.00 -0.48 R RAF 14 LX = 52.50 FT EFF RX =11.37 K = 1.0 FIE = 48.5 8.0 x 0.2500/ 8.0 X 0.7500/0.2500/34.0-36.6/ 5.01 45 146 47 48 0 -11.6 0.81 OJO 1.04 10.00 28 300* 4.49 0 ,001 0.034 -0.022 . 0.30 0.035 -3.022 . . .149 1 -11.7 0.80 6.10 1.04 10.00 28.1 30.0* . 4.35 0. . 001 0.033 -0.022 0.00 0.035 -3.022 2 -11.8 0.79 0.10 1.04 10.00 28.1 30.0* 4.22 0.001 0.033 -0.022 0.00 .0.035 -0.022 3 -11.9 0.79, 0.09 1.04 10.00 28.1 30.0* 4.09 0.001 0.032 -0.022 0.00 0.334 -0.022 53 4 -12.0 0.78 0.09 1.02 10.00. . 28.0 30.0* 3.97 0.001 0.032 -0.022 0.00 0.034 -0.022 54 5-12.10.770.091.0210.0028.030.0* 3.850.001 0.032-0.022 0.000.033-0.022 Ise R RAF 15 LX = 52.50 FT EFF RX =11.37, K = 1.0 :-F'E = 48.5 8.0 X 0.5000/ 8.0 X 0.7500/0.3125/36.6-42.8/11.46 I6o 0 -12.1 0.77 0.09 1.02 10.03 27.4 30.0* 6.03 0.001 0.021 -0.019 0.00 0.022 -0.319 jol 1 ' -12.3 0.76 0.08 1.02 10.00 27.4 30.0* . 5.69 0.001 0.020 -0.019 0.00 0.021 -0.019 '63 2 -12.5 0.75 0.07 1.02 10.00 27.3 36.0* 5.38 0.001 0.020 -0.018 0.00 0.021 -0.018 .64 3 -12.6 0.73 0.07 1.02 10.00 27.2 303* 5.10 0.001 0.019 -0.018 ' 0.00 0.020 -0.018 4 -12.7 0.72 0.C6 1.02 10.00 27.2 30.0* 4.84 0.001 0.019 -0.018 0.00 0.020 -0.018 . . 5-12.9_0.71_0.06 _1.00 _2-L3_29.1 30.0* *4,60 0,001 0 Ole, - 0 0 .019 -0,016 .29 70 71 72 73 74 LOADING 7 DL + WL FROM LEFT (REDUCED) SEG MOMENT AXIAL F SHEAR F CB LO FB FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO KIP-FT KIP KU' FT KSI KSI KSI RATIO OUTER INNER RATIO OUTER INNER 14 K.PJIF SPI 7F Ia 7 8 P COL 16 LX = 20 10 FT [FE RX =11.57 K = 2.0 FE = 85 7 8.0 X 0.5000/ 8.0. X 0.75C,0/0.3125/44.5-37.0/ 5.11 1113] o -13.6 0.02 0.26 1.01 6.77 29.1 30.0 4.60 0.000 0.019 -0.017 0.00 0.019 -0.017 1 -13.7 0.02 0.18 1.01 6.77 29.2 30.0 4.82 0.000 0.020 -0.018 0.00 0.020 -0.018 U2 LJJ 1.01__&.77 3-0J11...02 00.0.00,..021_0,..0i 0....flc1Q...a21__-0.018 3 -13.9 0.02 0.03 1.01 6.77 29.2 30.0 5.33 0.000 0.022 -0.019 0.00 0.022 -0.019 . 17 4 -13.9 0.02 -0.03 1.01 6.77 29.2 30.0 5.62 0.000 0.023 -0.020 0.00 0.023 -0.020 . 5 -t3.8 0.112 -0.10 t.1L16..22 29_.2_3fl.0 59} 0.fl.00_Q...02_4 -0..(i2D 0.110 fl .02k -n -02-0 . 29 P COL 17 LX = 20.10 FT [FE RX =11.57 K = 2.0 FIE = 85.7 6.0 X 0.5000/ 8.0 X 0.7500/0.2500/37.0-23.0/ 9.51 123 .22 0 -13.6 0.02 -0.11 1.01 6.77 29.3 30.0. 3.79 0.000 0.025 -0.021 0.000.025 -3.021 : 25 1 -13.4 0.02 -C.31 1.74 13.33 27.7 30.0 . 4.43 0.000 0.027 -0.024 0.00 0.027 -0.024 27 2 0.02 -Di2_1.i411.3.32J&3.0.0* 5..26 QOO Q.2i.Si25 0..OtiL.iThb__-0...0________________1 261 3 -11.4 . 0.02 -0.72 1.74 13.33 28.0 30.0* 6.33 0.000 0.029 -0.025 0.01 0.029 -0.025 . 301 4 -9.8 C.02 -3.93 1.74 13.33 29.5 30.0* 7.77 0.000 0.028 -0.023 0.01 0.028 -0.023 'i 5 1_,74 13.33 29.6 30.0 9.76 0.000 0,_.021 0.01_0.02Qj1 P COL 18 LX = 23.10 FT EFE RX =11.57 K = 2.0 FIE = 85.7 8.0 X 0.5000/ 8.0 X 0.7500/0.2500/23.0-15.0/ 5.51 154 -.-. . l3 0 -7.9 0.02 -1.13 1.74 13.33 29.6 30.0 9.76 0.000 0.026 -0.021 0.01 0.026 -0.021 1 -6.6 0.02 -1.25 1.74 13.33 29.6 30.0 10.60 0.000 0.024 -0.019 0.02 0.024 -0.019 1381 ...i11,02-1.371.7413.3329.0 11.46 0.000 O.020 -0.016 0.02 0.00016 140 3 -3.5 0.02 -1.49 1.74 13.33 29.6 30.0 12.48 0.000 0.015 -0.012 .0.02 0.015 -0.012 . j4 4 -1.8 0.02 -1.61 1.74 13.33. 29.7 30.0 13.69 0.000 0.009 -0.007 . 0.02 0.009 -0.007 . •. 5_-C..0_0.02_-t..73_1.14_13.33_2.9.1_31L0_1.k391LOQD_0.0.0.0_-0.110D_._tLJ12 0.11Q1L11U0 '47 46 48 -. • .. . . . . 149 50 SI 53 53 - ;54 56 .............. . -- .......... . . . . 0 Sq • . . . . . . .. .. . . . . . 167 . . -V ., •.V •.• •••••• ......-..- V ........•, . I_o 69 70 172 7 FIELD SPLICE FORCES START _--- END MOMENT AXIAL F SHEAR MOMENT AXIAL F SHEAR 3 KiEFT K IRS K.LPSL KIP-FT XLES K1fS I. CONNECTIONS WERE INPUT 6 JOINT 1 BASE PLATE AND 2 ANCHOR SiLT 0 DESIGN REACTIONS 4099 ... . .. - - •. .12 MAX COMPRESSION 57.34 13 TENSION WI MAX SHEAR -2.75 5.99 MAX TENSION W/ SHEAR -2.80 -5.15 16 117 A-BOLT SHEAR CAPACITY = 46.62 KIPS 815 7308 0 . A -00IJIS 610OQ_JNDLAM - X 11 -6" 1 ONG 120 HAIRPINS 3 - #6 BARS X 4'- 8 LONG 22 JOINT 4 .____8 1 04L -416.6 -32.84 . . 0.74 .5 :125 26 1 D+L -416.5 -32.84 -0.74 127 S 3-11.8 -69.76 -10_11 5 -771.3. -59.46 -0.24 . 30 6 65.0 3.33 0.88 31 11 6 -0.6 _1.21 -0.36 52 7 D+I' L 52 8 2.34 0 83 33 71 7 D+W L -13.0 0.30 -0.321 .:.. . NEG DESIGN M = :- -771.3 KIP-FT W/ -59.4 KIPS AXIAL POS DESIGN M = 806.3 KIP-FT WI 3.3 KIPS AXIAL FULL CAP = 804.3 KIP-FT 37 NEG MOM CAP = -S9-8.' KIP -FT W/ -69.2 KIPS AXIAL POS MOM CAP = 5~94 KIP-FT W/ 2.1 KIPS AXIAL 38 KS M428638 . . 40 KS 8428638 ,. . . . . . . . . . S5•5 S . . .• . . .5 55; . 0 I" 42 JOIN T 7 . . . . . - - . . 43 1 D+L -24.0 -22.95 -11.10 -24.0 -22.70 -11.61 45 1 D+L -24.1 -22.95 11 .10 -24.1 -22.70 11.61 .47 46 5 36.7 -42.93 -28.99 37-41.48 -10.96 . 48 5 43.9 -42.91 28.73 43.9 -41.47 1C 70 49 .50 6 9.4 1.60 1 90 9.4 1.52 1 05 151 -14 0 1_5 -0 57 -lA0 1 51 0 27 2 7 D+W I . 12.8 0.90 1.20 12.8 0.87 1.22 154 7 D+W L -10.7 0.86 0.13 -10.7 0.86 0.11 N EG DESIGN N = -216 1 KIP-FT U/ -22.7 KIPS AXIAL POS DESIGN M= 170.2 KIP-FT W/-41 4 KIPS AXIAL FULL CAP = 216.1 KIP-IT MOMENT CAP = 337.2 KIP -FT W/ (1.0 KIPS AXIAL- BS 8307228 . . . ..,• . . . . . . 5. BS 6307228 63 JOINT 10 6.4 1 D+L 128.3 -22 17 0.92 128-.3 -22.17 -0.92 1 D+L 128.3 -22.17 -0.92 128.3 -22.17 0.92 166 .67 5 170 5 -40 96 158 170 5 -4095 -1 83 S . 170.5 -40.95 -1.83 170.5 -40.96 1.58 70 6 -6.8 1.65 0.08 -6.8 1.64 0.22 5 S 71 . 6 -6.8 1.64 0.22 -6.8 1.65 . 0.08 __72 7 0 + W L -6 100 0.11 -6.2 0.98 0 20 6 7 D+W L .5 -6.2 . 0.98 S 0.20 .. :: -6.2 1.00 5 0.11 - . . .• . .. .5 ...5.,. 5 75 7 AMk ANIL NEC DESI• = -262 5 KIP-FT W/ 1 6 KIPS AXIAL POS DESIGN 208 KIP-FT W/-40 9 KIPS AXIAL FULL CAD = 262•KIP_FT MOMENT CAP = 311.3 KIP-FT WI 0.0 KIPS AXIAL PS 6307228 N.0-U.S.- * Jj (jAJ..LJ.J1WAH I - N 4.1 OR Al 1 S f,ftQE.RNS * WITH BENDING STRESS RATIO - FORMULA 1.6.1.A GOVERNS 5. * WITH AXIAL STRESS RATIO - FORMULA 1.6.1.8 GOVERNS 7 OWITH ALYLRESS_R&L1A).S - FQEftIU.LAJ..12 - bA1V.ER.NS. 10 11 12 13 IA 117 - 13 18 19 20 22 -1 j M 0 __- U .5' N N N • N . . N r . .6) (.1 (.1 63 (4 • . ;;.-- : U U U U 11) • .. •• s- i-• 1-4 I-I P.4 • U) . ••- U) U) U) UI U) C. U . 0 -•• 63 I.. 14 (4 141 14 63 • . Z=i (a) N • 6. ,-• U) A. U) • • a . X 0 0 0 0 0 a at 0 • 0 14 0 a a a a a a I o N N dX El .z 0 14 ta6 0 i in 00 0 Q ea 0 a 0 a a o 0 0 • a 6U N 6. -., •• .3 ('4 IC 0 i O 0 IC IV • N >4 0 - •- Cl U) .4 U) a in ft 0 cm U) U) • N . S ON .3 U e Cl 0 0 0 C. 0 0 Oi 10 ,0 0 0 0 • U )( . -- x 0 . a a a a C>i a o .i El. N a 0 0 z a a a a a a a o 0 0! : U • I - . .4 CM (4 ('4 ('4 ('4N 0 N • N .3c . (4 • .3 0 . U >4 a .21 a + Q . . 0 00 0 0 0 a a N 0 0 N • . U) IL-4 0 0 00 140 0 0 a o 0 0 ol 00 0 .4 • N 0 . 61 0 00 .0 0 00 0 -; N -'S ' 14 a a. . S a a • I N . U to ., 4. - '.C4 cm . ) Z . ..... '.4 N 0 0 . .••.i_ .,, .. 1- UI II 0 0 Z >4 . N . .. U 0 0 in to U) kni 0 0 0 . . 1034 =1 in N C4 cm C'4 ('4 an in ('4 ('4 in ('4 - N U z .4 .4 '.4 _4 .4 .4 .4 00 0 0 00 0 a a a . . .•. .. - • Nac• -- . . . ... N M.U) 6. . U 0.'. '0 •. - -- ',. (4 .. . ~1%0 0 - N 64 W1 ip. '-s, . ftLa N - Eli a U) in . . -., U) Z (4 a 0 in in in U) r F- I in in F- I- 0 U a 0 0 I .. .. .' . Z in U) U) 1CO U) U) U) It) DI . N 1-4, • .3 .10 . .dic W. ('4 .4.4 .4 .4 .4 .41 aC 1 OD • (a) 00 ,- a . . . . . ' '. . U .7 1-4 • 0 00 0 0 00 0 (41 0 63 Ifl • N A. 0 " 'C - S .. . '• U 0' U) .... -S. • U • S • . NUll 0 . S N I VI (a) 0 00 0 0 00 0 0. 5' 0. 0 X 0 00 a a a a a C Vi 0 C VI 0 S . Z Es 0 0 0 0 Cl a o 0 0 a a 00 a 0 a (aJI >4 in Z 1-4 63 0 N 0.' 0 . C4 61 U) in in in U) in in U) . - Ii 0 in. it a • co 63 z U) P4 0 U VII 0. 5 lx 6. -' U 0. U) 63 N . is a a U) I-.: a a U to, N U . 0 0 (a) 10 U1 0 U 0 U) (0 I 0 it) in It) It) It) in a U Zj N 1.3 .7 I-Il U) Z (.3 a I- r-'r- r- I- i- 0 N 0 U UI 5 N > a It) U it) .7 .4 0.1 a S U) U) U) 'U) U) U) U) U) N U ic-i U Q. U) U) • 'C Z U (41 • ii c'i U a U) 0 6] U) . w 0. in . 0 1-4 a (4 1) .3 i-s . 0 (4 . . . 00 a 0 . .' 00 • 0 0.N -C 10 .3 zl 14 6.1-s I . • a (a). fl I-i N V'U) ICt 0 '.-s II C P-I 1-. I-I U 0 in x I '.- > a - (4 a- dccj fl U 3U) _l 1-4 a a a c.; is in ii • .3 Ia. s-lI 0 .14 (a. 0 (4 0 0 0 0 0 a a a 0 0. U 1 ('4 0 ) ) Cs a 0 0 .o 0 0 0 0 N I0.00 ,U .3 ('4 . (0 141-4 0 00 0 01 001 0 U a o li-I U 0 a a 000 0 U 1* -0.115 In Z 0 . 0 • U) 63 co '-4 • in a U) in in U) •, U) U) S U) U 0 U) I <xI H 0 .7 U) 1 a Z 0 It . Z I 1 U) 0 , fl • U) A.:I1 IS Izc.3 I Z 0 (I) 1-41 I0.3E.IIl II i0 0 s 0 Z' 0 Z Z 15 c: (-4 (41 p.4 Ia a u: -I u .-s a U) ZN zU)oi-.:v) <(.1N U) I-i' 14 a U 0 ..(L.3 JO. U '/) . 14 (41 U 0 Z (4, Cal 6] X Z 4 (a) U) .4 ('4 U) ' in . ,-. U) P4JU Z00'O 'IS A.. '> 1-I ' lo I) • '.._ IS ). Z U El S. _______________ 0. U) i'--i. lz 0 'r Z ' 0. 6. -. ,,. .. r ---- (.1 X -i --- -.- .'-.:.- - W 803-2625 LUSARDI CONS? FRAME 4 W 15-JAN-e1 PAGE NO 3 GENERAL FRAME GEOMETRY ssflaa.. s__a_s_a PURLIN AND GIRT LOCATION COORDINATES IN FEET . LEFT COLUMN 0,0000 7.3333 13.3333 19.3333 . 22.5000 . . . . . 0 LEFT RAFTER 0.0000 5,O000_10.00 15,0000 20,0000 25.0000 30.0000 3500040.0000 45.0000 50.0000 53.7500 56,2500 RIGHT RAFTER53.7500 56,2500 60,0000 65.0000.70.0000 _75.000080.000085,0000.90.000095,0000 100,0000 105.0000 110.0000 . . RIGHT COLUMN 4..0000 .5_Q.000 I.) LEFT COLUMN 0.0000 13.3333 19.3333 21,0076 2 2 . . . 22 LEFT RAFTER 1.5890 5,0000 10,0000 15.0000 25.0000 35,0000 45,0000 5090000 :53.7500 56,2500 I RIGHT RAFTER 53.7500 56,2500 60.0000 65,0000 75.0000 85.000095.0000 100.0000105.0000109,2704 : RIGHT COLUMN 20,9718 0.0000 13 27 20 NOTE. SUPPORT LOCATIONS ON COLUMN ARE Y- COORDINATES . . 3 29 SUPPORT LOCATIONS ON RAFTER ARE X-COORDINATES 30 0 0 -. .. .. .. . . .4 -- 6.00 55.00 74.00 41 142 I44J COLUMN CR1? POINT LEFT .X 1,563 - 'Y . 20.152 'RIGHT X . 109.270 Y - 20.083 40j 6 RAFTER LE TX 2,421 Y 21.042 RXGHT X .1o9725 y a09'7r . 2 3 4 I6 '803-2625 LUSARDI CONST FRAME 4 15-JAN-81 PAGE NO 4 OVER ALL. DIMENSIONS OF MEMBER OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH 'IT WIDTH THICK WIDTH THICK THICK START END FT IN**4 --0-- -- ..- ........-.....- ••SECTION PROPERTIES AT FIFTH PO!NTS.a...u....ø..........o....ø...............u... SEC X COOR Y COOR WEB D OUTER PLC COMP INNER PLC COMP AREA IX RADIX OF GYRATION (IN) YIELD ____ .___$.EC, MQD0_$EC,,MOQQ RHI FT FT IN IN**3 !N**3 IN*t2 IN**4 KSI KS! KSI 0 0.94 0.00 6.00 8.20 1.000 8,20 1.000 .3.25 26.7 2.86 1.27 1.38 1,38 50, 50. 50. 2 _14-8 .06 12.00 17,89 1.000 17,89 1.000 4.00 111,8 5.29 1.14 1.32 1,32 50. 50, 50. 3 1.31 12,09 15.00 23.29 1,000 23.29 1.000 4.38 180.5 6.42 1.09 1,29 1,29 50, 50. 50, 4-1. 44_16. 1 2_1 8.s o 9. 0 7 1.21 SQ,__5Q._5Q, 5 1.56 20.15 21.00 35.23 1,000 35,23 1.000 5,13 3780 8,60 1.01 1.24 1.24 50, 50. 50, OVER ALL DIMENSIONS OF MEMBER OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH 12,3 WIDTH THICK WIDTH THICK THICK START END FT IN**4 5.000 0,187 5.000 0.187 0.125 21.000 21.000 3.583 3.91 -------------- ------- - ----- -------------SECTION PROPERTIES AT FIFTH PO!NTS.d.....aa.......ea.•a...e.e...e.ee.e.Se.s SEC X COOR I COOR WEB D OUTER PLC COMP INNER PLC COMP AREA 'IX RADII OF GYRATION (IN) YIELD NO SEC MOD 0 SEC MOD a RX Ry RBO RBI OUT IN WEB FT FT IN 'IN**3 IN**3 'IN**2 XN**4 KSI KS! KSI 0 ' 2.42 21,04 21,00 28.72 1.000 28.7-2-1 .000 4.50 306,9 8.26 0.93 1,19 1.19 50, 50, 50, 37 1 3.14 21,07 21.00 28.72 1,000 28.72 1,000 4.50 306.9 8,26 0.93 1.19 1.19 50, 50. 50,138 2 3.85 21.10 21.00 '28.72 1.000 28.72 1.000 4.50 306,9 8,26 0.93 11 19 1.19 50, 30, 50. 4 5,28 21.16 21.00 28,72 1.000 28.72 1.000 4,50 306,9 8.26 0.93 1.19 1.19 50, 50, 50. 5 6.00 21.19 21.00 28.72 11000 28,72 1,000 .4.50306,9 8ç,,. 1.19 1.19 50,50.50, 44 OVER ALL. DIMENSIONS OF MEMBER OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH 'IV WIDTH THICK WIDTH THICK THICK START END FT 'IN**4________________________________________________________ 5,000 0,187 5.000 0.187 0,125 21,000 21.000 30.026 3.91 am: ...... -------------------- - -------- -SECTI ON PROPERTIES AT 'FIFTH POINTSU.d..ss....0e 0 .eeee...e.ass.s....e SEC X COOR I COOR WEB 0 OUTER PLC COMP INNER PLC COMP AREA 'IX RADI!.OF GYRATION'(IN) YIELD NO SEC MOD 0 SEC MOD 0 .RX RI RBO RBI OUT IN 'WEB • FT FT IN IN**3 IN**3 'IN**2 '!N**4 KSI KS! KSI 6.00 _2h, ,21p__28,7 1,tj95_9_Q5p,,, 1 1200 21.44 21,00 28.72 1,000 28,72 1,000 4,50 306.9 8.26 0.93 19 19 1119 ' 50, 50. 50, 2 18..00 21.69 21,00 28.72 1.000 28.72 1,000 4,50 306.9 8.26 0.93 1,19 1.19 50, 50, 50, 324.00 21.9421.00 28.72 1,000 28.72 1.000 4.50 306.98,260,931,191.1950. 50, 50, 4 30.00 22.19 21.00 28.72 1.000 28.72 .1,000 4,50 306.9 8.26 0,93 1.19 1.19 50. 50. 50. 5 36,00 22,44 21,00 28.72 1.000 28,72 1.000 4.50 306.9 8.26 0.93 1,19 1,19 .50. 30. 50. e21 803-2625 LUSARDI CONST FRAME 4 15JAN-$1 PAGE NO 5 OVER ALL DIMENSIONS OF MEMBER 4 OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH 'IY 8 WIDTH THICK WIDTH THICK THICK START END FT 'IN**4 is -- - 8 ...................................-SECTION PROPERTIES AT FIFTH POT NTSasaUeSe.aao.SSse.e.ee....e.eea...s 9 SEG X COOP Y COOP WEB D OUTER FLG COMP INNER FLAG COMP AREA 'IX RADII OF GYRATION (IN) YIELD 10 NO SEQ. MOD 0 SEC MOD 0 RX PY R,Q RBI OUT IN WEB 12 FT FT IN IN**3 IN**3 IN**2 'IN**4 KSI KSI KSI 1 3 0 36.00 22.44 21,00 28.72 1.000 28.72 1,000 4.50 306.9 8.26 0.93 19 19 1.19 50, 50. 50. 14 _1 3902.2.60__21,,008.t7_00__.28,721.000 ,5030,6,9 1.1950_55 2 43,60 22.76 21.00 28.72 1.000 28.72 1.000 4.50 306.9 8,26 0.93 1919 1.19 50, 50. 50, 3 47.40 22.92 21.00 28.72 1.000 28,72 1.000 4,50 306.9 8,26 0.93 1.19 1119 50, 50, 50, jig 4_5,20 1,19 501 50. 50,_J S 5.00 23.23 21.00 28.72 1 1000 28.72 1,000 4.50 306,9 8.26 0.93 18 19 1119 50, 50, 50, OVER ALL DIMENSIONS OF MEMBER 5 24 I:Th OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH 'IY WIDTH THICK WIDTH THICK THICK 'START END FT 'IN**4 5.000 0,187 5.000 0.187 0.125 21,000 21.000 19.016 3,91 ..........•.•. ..... ......... ION PROPERTIES AT FIFTH P0TNTS..s........e.....s..s...s.........e..e......e EGCOOR"COdR' -WEB'-'D'-OUTER YIELD _733 NO SEC MOD 0 SEC MOD o RX RY RBO RBI OUT IN WEB 134 FT FT IN IN**3_____ IN**3 _____ KSI KSI KSIl 35 € 0 55.00 2323 2100 2872 1.000 28.72 -0- 1.000 -4. 4,50 306.9 8,26 0.93 10 19 1119 50. 50. 50. 1 58.80 23..07 21..00 28..72 1,000 28.72 1.000 4,50 306.9 8.26 0.93 1.19 1.19 50, 50, 50. 1313, 2 62.60 22,92 21.00 28.72 19000 28,72 1.000 4,50 '306.9 8.26 0,93 1,19 1.19 50, 50, 50, . . .000 28,72 -3---'-66.40-'-'22'76-----21--00-28.72---1--. 1,000 4.50 306.9 8,26 0.93 1,19 1,19 50, 50, 50- 4 70,20 22.60 21,00 28.72 1,000 28.72 1,000 4,50 306,9 8,26 0.93 1.19 1.19 50. 50, 50,42 574.00 22.44 21,00 28.72 1,000 28.72 11000 4,50 306.9 8.26 0.93 1.19 1.1950. 50. 50. OVER ALL DIMENSIONS OF MEMBER 6 ===== OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH IY WIDTH THICK WIDTH THICK THICK START END FT IN**4 5,000 0,187 5. 0,187 25000 0,1 21.000 21.000 30.026_______ 3,91 ......... - ...... ------------------------ wSECTION PROPERTIES AT FIFTH POT SEC X COOR Y COOP WEB D OUTER FLG COMP 'INNER FLG COMP 'AREA 'IX RADII OF GYRATION (IN) YIELD EC M0 SEC"MOD''0'' '" FT FT IN IN**3 IN**3 ' 'IN*S2 'IN**4 KSI KS! KS! 074.00?2.44,,,,,2 !0Q__28,!72_1 8,71,000 1 119 !,! 1 80.00 22.19 21.00 28.72 1.000 28.72 1.000 4.50 306,9 8.26 0.93 1.19 1.19 50, 50. 500 2 86.00 21.94 21.00 28.72 1.000 28,72 1,000 4,50 306.9 8.26 0.93 1.19 1.19 50. 50. 50, _3 92.00 21.69 21.00 28.72 1.000 28,72 1,000 4.50 306.9 8.26 0.93 1.19 1.19 50, 50. 50, 4 ___4_98'_06_21_ 98,00 21,44 21,00 , 28.72 1.000 28.72 1.000 4.50 306,9 8.26 0.93 1,19 1.19 50. 50. 50. 5 104.00 21.19 21,00 28.72 1.000 28.72 1,000 4.50 '306.9 8.26 0,93 1.19 1.19 50, 50, 50, W 803-2625 LUSARDI CONST FRAME 4 W 15-JAN-91 PAGE NO 6 OVER ALL DIMENSIONS OF MEMBER 7 31 1 OUTER FLANGE INNER FLANGE WEB DEPTH OF WEB LENGTH 1! WIDTH THICK WIDTH THICK THICK START END FT 5.000 0.1876 5.000 7 0,125 •_3.9.t____________ .......................................--SECTION PROPERTIES AT FXFTH 8 SEC X COOR Y COOR WEB D OUTER FLG COMP INNER FLG COMP AREA'IX RADIX OF GYRATION (IN) YIELD NO _EC MOD SEC Q _ RX RBQ RJ QUJNWB______ 0 FT FT IN IW**3 IN**3 IN**2 XN**4 KS! KS! KS! 0 104.00 21.19 21.00 28.72 1.000 28,72 1.000 4.50 306.9 8,26 0.93 1.19 1.19 50. 50, 50, 1,•O00 2 106.10 21.10 21.00 28.72 1.000 28.72 1.000 4.50 306.9 8,26 0.93 1.19 1.19 50. 50. 50. 3 107,15 1 21.06 21.00 28.72 1.000 28.72 1.000 4,50 306,9 8,26 0.93 1.19 1.19 50, 50. 50. 15 108.20 2 1.021.0O_28.72__1:..9QQ_28.72 1,00Q_4.0.06,_J..26 0,93 ,1911.i.9 Q.._..Q,_JQs______ 5 109.24 20.97 21,00 29,72 1.000 28.72 1.000 4.50 306,9 8,26 0,93 1.19 1119 50. 50. 50. 17 8 OVER ALL DIMENSIONS OF MEMBER 8 l9 21! OUTER FLANGE INNER FLANGE WEB DEPTH OF. WEB LENGTH 22 WIDTH THICK WIDTH THICK THICK START END FT 'IN**4 8,000 0,750 8.000 0,750 0,125 0.010 0.010 1,583 64.00 .........es. ....a....a ------a.... ......--SECTION PROPERTIES AT FIFTH PO!NTS.....es.s.a.e..u.ue.... ---- .....e.ss..a. 23 SEC X COOR Y COOR WEB D OUTER FLG COMP INNER FLG COMP - AREA XX RADIX OF GYRATION (IN) YIELD 2G NO SEC MOD 0 SEC MOD 0 RX RY R&D PSI OUT IN WEB FT FT IN IN**3 !N**3 .IN**2 IN**4 • KS! KS! KS! 0 109.27 20.08 0.01 2,30 1.000 2.30 1,000 12.00 1,7 0.38 2.31 2.31 2,31 50, 50, 50, 1 109.27 19.77 0.01 2.30 19 000 2.30 1.000 12.00 1,7 0,38 2.31 2,31 2.31 50, 50, 50, -ii-4--109 3_ 00__12.0O .27 1913 0,01 230 1.000 2.30 1.000 12.00 1,7 0,38 2.31 2,31 2.31 50, 501 50 321. 4 109,27 18..82 0.01 2..30 1.000 2.30 1.000 .12,00 1,7 0.38 2.31 2.31 2.31 50. 50, 50, , LS 109,27 .1 2.30 1.000 2,30 —1.000—.12,00 1 0 7 _0,38 2. 31 Q,_,__0.,_______ 25 36 37 30 . . . 40 41 42 431 441 47 43 51 521 531 54 561 . . . ..,. . ... . . . - fl . 803-2625 LUSARDI CONST FRAME 4 15-JAN-e1 . PAGE NO 7 3 LOADING INFORMATION LOADING I DL+LL LOADING 2 WIND LOAD MEMBER KIP/FT KIP/FT NORMAL TANGENT KIP/FT NORMAL COEF NVDK X 1.3 . . - .• ... 8 - 1 2 0,0000 -0.3930 -0,0164 0,2309 .0,1916 0.9000 . ; . . .• . . .. .. . . .... . - .0.6647 3 -0.3930 -0.0164 -0.1916 imO.6647 2 4 5 -0.3930 -0.0164 -0,3930 0.0164 -0,1916 -0,1441 -0.6647 -0.5000 ..'. . . . . . . . . . . 6 -0.3930 0,0164 -0.1441 0,5000 .. . . .. . . . . . . . . 7 9 P..393000164 0.0066--0:6606--!- 0,1441-.-0,*. .0.J.441 _O.50.Q.P 5000 __________________ 61 117 21 . . . . . . . . .•. . . .. .. . . . . .. . . . . 391 . . ;. . . . ................... . .. .. . .. . .... 44 451 .. ..,- .,.-. 461 47 48 . . . . ........... .. . . . ., ........... . . . . ........ . . . . I' . . . ... .. . . . . ., ... ..... .- :. - . -..........•- .:. . . . . . - •. . :. 7 it .:. . •.. .... W 803.2625 LIUSARDI CONST FRAME 4 W 153AN8t PAGE NO 8 3 2 ..................................... RPACTIONS AND DISPLACEMENTS COLUMN REACTIONS 6 o LEFT COLUMN RIGHT COLUMN INTERNAL COLUMNS:(VERTICAL) 11 LOADING HOR VER MOM NOR VER MOM 12 KIP KIP KIP-FT KIP KIP KIP-FT II 1 D+L 0.24 5.96 0.0 .0.24 5.76 0.0 15.65 .15.94 2..81 .2.86_0.0_0...i.9_1.9.7_0.0 16 3 D+W LI .2.76 -1.45 0.0 .0.24 -0.60 0,0 3,65 -233 DEAD 0.06 1,42 0.0 -0,06 1,37 0.0 3.72 -3.79- 13 LIVE _0.18 4.54.!0_•084. --S. 1191 21 zsl DISPLCEEN MTS IN INCHES 23 LOADING 1 25; MPT U7 PEAK .S . HORIZONTAL VERTICAL .HORIZONTAL VERTICAL HORIZONTAL VERTICAL 27 1 D 194002 -0.2475 1,4092 .° 30 2 WIND 0.4437 -0.0077 0.4266 0.1483 0.4099 0.0002 - - _.---...-- 34 ,35 36 37 i30 ic J42l 44 43 451 46 140 . . .1 Dl 53 54 52 55 56 803-2625 LUSARDI CONST FRAME 4 16-JAN-81 PAGE NO LOADING I DL + SEC MOMENT AXIAL F SHEAR F CS LB FB FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO KIP-FT KIP - KIP j KSL_sI _INNER 41 j7 7! S b COL 1 LX v 21.01 FT EFF RX a 5.38 K a,20 :F'E 17.0 5.0 X 0.2500/ 5.0 X 0.2500/0.1250/ 6.0-21.6/21.02 10 it'll 0,0-5,96 0,06 j,,1_t&, 51i_20,0 -O.114 0,QOQ_Q 110 Q0* 1-12 0' 1 -0,2 -5.96-6.-6&-i.75 13.33 23.1 16.1*' 14.90 -0.102 0.007 -0.009* 0.00 -0.095 -0.111 13 2 -0.5 -5.96 0006 1,75 13.33 21.8 16,1* 9.02 -0.092 0.010 -0.013* 0.00 -0.082 -0.106 15 012-0.0,16* L_ _ç,,, -O,072 -0, 1.0.1 lit 4 -0,9 -5,96 0.06 1.17 6.00 28.9 16.1* 4,01 -0.078 0.013 -0.012* 0.01 -0.065 -0,090 17 lie - 51 5 -1.2 -5,96 0,06 1.04 1.67 29.1 16.1* 2,95 -0,072 0.013 -0.012* 0.01 -0.059 -0,085 J1 KNEE SPLICE 21 22 _ /4j______________ 24 0 3.1 -0,45 -40 99 2.30 5,00 28.8 24.3* 2,95 .0.003* .0,045 0,043 0,63 -0.048 0.039 127 .5_g,447_.._,9,_4,j,5 -O03,*0095 0.091 2 9,8 -0.43 -4.43 2,30 5.00 28,8 24,3* 2,95 -0,0034'----0--.- 143 0.137 0,56 -0.146 0,134 3 12.9 '-0.42 -4.15 2,30 5.00 28.8 24,3* 2.95 -0.003* -0,187 0,180 0,53 -0.190 0.177 130 131 ! 4 15.8 -0,40 -3.86' 1,30 5.00 28.8 22.0 2,95 -0.003* -0.229 0.220 0.49 -0.232 0.217 32 5'-'-'--18.4'--.0.39 -3.58 1,30 5.00 28,8 22.0 2,95 -0.003* -0,268 0,257 0,46 -0.271 09 254 33 34 L RAF .3 4.4 4 Fr EFF RX a 8.26 K a 1.0_'FIE 59,5 5.0X0.1875/5.0X0. 175/0.1250/210-21.0/30,03 _136 35 18.4 -0,39 -3.58 1.30 5.00 29.8 22.0 2,95 -0,003* .0,268 0.257 0.46 -0,271 0,254 32.9 -0.29 -1.22 1.07 5.00 28,4 22,0 2,95 -0.002* -0.483 0,458 _______0.16 -0,486 0,456 . 33-1---0'20---1.14--1.01---5-. .00 28,4 22.0 2,95 .0,001* ---O.'487---D ,461 0.14 -0.489 0.460 19,2 -0.10 3,50 1.29 5,00 28.8 22.0 2,95 -0,001* -0.279 0.268 0.44 -0.280 0,267 -8.9 0.00 5,86 2.17 10.00 25,3 30.0 _2,95 0.000 0.124 -0.146 0,74 0.124 -0,146 51.1 0.10 8,22 1 0 46 10.00 22.2 30.0 , 2,95 0.001 0.712 -0.961 1,04 0.713 -0.961 BUTT SPLICE L RAF 4 LX a 19,02 FT EFF RX a 8.26 K . 1.0 ;F'E 195.1 5,01 0.1875/ 5.0 X 0.1875/0.1250/21.021.0/19.02 1 .25,8 -6,1 _7. 9_ 16.2 18.8 -7.42 1,75 10.00 23,8 22.0 2.95 -0.004* 0.712 -0,898 0.94 0.708 -0.902 -0,49 -5.92 1,75 10,00 23.8 22.0 2.95 -0.004* 0,359 -0,453 005 0.355 -0,456 -0,43 -4.43 1.75 10.00 23.8 22,0 2,95 -0.003* 0.085 -0.107 0,56 0,082 -0.110 -0.36 - -2.93 1,77 5.00 28,8 22,0 2.95 -0.003* -0.115 0.110 0.37 -0,118 0.107 -0.30 1,44 1.12 3.75 29,8 24,6 2.95 -0,002* .0.236 0.226 0,18 -0,238 0.224 -0,24 0.06 1.00 2.50 28,826,92,95-0.002* -0.2740,263 0.01 -0,276 0,261 PEAK SPLICE EErRT8T2TK10 F'1-E''f51iOX0TB75]S70TXOi8757O.[25 072 1 18,8-0,24 0.04 1.00 2.50 28.8 26,9 _2.95 _-0.002* .0,274 0.263 0.00 -0,2760,261 15,9 -0.31 1.53 1,14 305 28.8 24,6 2.95 -0,002* .0.230 0.221 0.19 -0.233 0.219 7,2 , -0.37 3.03 1,84 5.00 28,8 22,0 2.95 -0.003* -0,105 01 100 , 0,38 -0,107' 0,099 -7.1 -0,43 49 52 1.73 10.00 23.7 22,0 2,95 -0,003* 0,100 -0,1260.57 0.096 -0,129 -27,2 -0.49 6,01 1.73 10.00 23.7 22.0 2,95 0,379 -0,479-'0-'76-d-17!57--0--482 . .. -52.9 -0.56 7.51 1.73 10.00 23.7 22.0 2.95 -0.004* 0.737 -0.932 0,95 , 0.733 -0.936 W03-2625 LUSARDI CONST FRAME 4 W 15-JAN-e1 PAGE NO 10 SEC MOMENT AXIAL F SHEAR F CS LIB' .FB' FA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO ZPF,T_IcI.P K,I.P F_T KSI SS.I KSI RArI0__Q,UiER 'IRN.R RA,U0...OUTER_l1,NNR a BUTT SPLICE ' At__6__LXI5JT_•ErFX_!1.21.0_FJk. 6 LXO.i8iSL .QJL.1Lt/Q.k2 QL21.02i.000. 03 113 O -52,9 0.11 -8,42 1.45 10.00 '22.2 30.0 2.95 0.001 0.737 .0.995 1.07 0.738 -0,995 *114 1-9, 40.01-6.06 2.16 10.00 25,3 30,0 ,50,0000.131-0.15 6 L.. _P11.9.i M. -q, 115 2 19,9 -0,09 -3.70 1.30 5.00 29.8 22,0 2.95 .0.001* -0.288 0.277 0.47 :0.289 0,276 II' 3 35.0 -0.19 -1.34 1.08 5,00 29,4 22,0 2.95 -0.001* -0,514 0.487 0.17 -0.516 0.486 pa 4,_28,,4_22,Q 0,O02!:,_!..530._,0,50Q__,9,13,,,5.,_O,498 5 22.7 -0.39 3.38 1.24 5,00 29.8 22.0 2.95 -0.003* -0.330 0.316 0.43 -0.333 0.313 2 7 _J5,30FT _ LX 1875/5.0X0. 1875/0.1250/21.021.O/5,27 123 O 22.7 -0.38 3.38 1.24 5,00 29.8 22,0 2.95 -0,003* -0.330 0,316 0.43 -0.333 0,313 118,9 _-0,403.1!_._2,Q3,QQ_,,23.6_0,264 . 2 14,7 -0,42 4,21 2.03 5.00 28.8 23.6 . 2.95 -0.003* -0.214 0,205 0.53 -0.217 0.202 3 10.1 -0.43 4,62 2.03 5.00 28.8 23.6 2.95 -0.00.3* -0.147 0.141 0.59 -0.150 . 0,138 1 131 311 __0.64,.9.07 !0L ______________________ 42 5 -0,5 .0,47 5,44 1.78 4.27 29.8 23,6 2.95 -0.00,3* 0.006 -0.007 0,69 0.003 '-0.010 .24 35 KNEE SPLICE_________________________________ Z17 R COL 8 LX a 2.47 FT EFF RX '0,38 K m 2.0 'F'E .6.1 8,0.X 0.7500/ 8,0 X 0.7500/0.1250/ 0.0- 0.0/ 2.47 139 -5.76 -0.24 1,90 20.97 30.0 6.1* 20,00 -0.078 . 0.067 -0,062* 0.06 -0,012 .0.140 . ' 1 -0.3 .5,76 -0.24 1.90 20,97 30.0 6.1* 20.00 -0.078 0.053 -0.049* 0.06 -0.025 -0.128 S 142 ' 43 2.!0,2_ 0,040 -0.037*- 0 5 1,14 3 . -0.2 5,76 -0.24 1.90 20.97 30.0 6.1*: 20,00 -0,078 0.027 .0.025* 0.06 -0.052 .0.103 145 4 -0.1 .5.76 .0.24 1,90 20.97 '30.0 6.1* 20.00 -0.078 0.013 -0,012* 0,06 -0,065 -0,091 . 146 47 5 0.0 -5.76 -0.24 1.04 1.50 '30.0 6.1* 20.00 -0,078 0.000 0.000 0.06 -0.078 -0,016 .49 50 SI 52 j53 54 55 58 57 ise 60 61 :C'2 63 64 ''•" ... ..................... 69 67 69 69 70 71 72 j74 75 W803.2625 LUSARDI CONST FRAME 4 W 15-JAN-81 PACE NO II WING 3 DL + WL FROM LEFT '(REDUCE MOMENT AXIAL F SMEAR F CS LB TB FA FV AXIAL 'ST BEND STRESS RATIO SHEAR 'ST COMB STRESS RATIO KIP-FT KIP KIP FT KS! KSI KS!. RATIO OUTER INNER RATIO OUTER INNER 14 2.0 5.0 X -0.2500/0 s 1250/ 6@0-21.6/2102 I,15-2,031, 75 13,33 25.230,0*20,00 0.0120.0000,000 L1_0 .000 112 6.8 1.15 -1.34 1.75 7.33 30.0 30.0* 14.90 0.011 -0.211 0.211 0.08 -0.211 0.222 113 10,8 1.15 -0,64 1.06 6.00 29.1 30.0* 9.02 0,010 -0,249 0,241 0,05 -0,249' 0,250 15 11,9 1,15 0,06 1.06 6.00 28,8 30.0* 5.77 0.009 .0.213 0.205 0.01 -0.213 0.214 10.3 1.15 0,76 1,23 6,00 29,2 '30.0* 4,01 '0,008 -0,146 0,141 0.08 -0.146 0,150 5,8 1.15 1,46 1.48 3,17 29.1 30.0* 2.95 0.007 -0,068 0,066 0.18 .0,068 0.074 ' KNEE 'SPLICE . RX:8,26K a 1,0 FIE 59.S5.OXO.l875/:5,OX_O.i875/O.125O/21.0'21.0/ 4,4 3,6 '-1,78 1109 1.60 '5,00 28,8 '24.3* 2,95 -0,013* -0,052 0.050 0,14 -0,065. 0.037 , 2.8 -1.78 1.04 1,60 5,00 28.8 24,3* 2.95 . -0,013* -0.041 . 0.039 0,13 .0,054 ' 0.026 2,1 -1.77 0.99 1.60 5.00 28.8 24,3* 2,95 .0.013* 0.030 0.029 '0,13 0.043 0,016 1,4 -1,77 0.94 1,60 5,00 28,8 24.3* 2.95 -0,016 '.0.017* 0.019 , 0,12 '-0.033 0,003 30 13, 0.7 -1,77 0,88 2,19 5,00 28.8 22,0 2,95 .0.018 .0.009* 0,010 0.11 -0,027 -0,003 0.1 -1,77 0.83 2,19 5,00 28.8 22.0 2.95 -0,018 -0.002* 0.002 0,11 -0.019 -0,011 3 LX e 34.44 FT EFF_RX'$.26K1.0 X 0, /30,03. . 0,1 -1.77 0,83 2,19 5.00 29,8 22,0 2,95 .0.018 -0.002* 0,002 0,11 -0,019 -0.011 37 130 -3,5 -1.75 0.39 1.23 5.00 28,8 22.0 2.95 -0.013* 0,049 -0,051 0.05 _____ 0,036 -0,064 . 39 40 -4.5 -1.73 -0,05 1.27 10,06____26'_ ,9-22"6-1'. . 95 -0.013f_--'_6.06 3 .0 ,091 0,01 0,056-7.—d ,104 -2,9 '-1,71 -0,50 1.27 10.00 20,8 22,0 2,95 .0,013* 0.040 -0,058 0.06 0,028 -0,071 ' ' 14, 1,4 -1.70 -0.94 1.55 59 00 28.8 22.0. 2.95 -0.017 .0.018* 0,020 0.12 -0.035 0.003 14. 8.4 -1,68 -1.38 1,31 5.00_'2o'_.4"__2 2 -0 d 72.95 - -0.012*' -0,122 0.117 0,18 -0,134 0,104 BUTT SPLICE L PA? 4 LX a 19.02 FT EFF RX r 8.26 • u-1.0 ;F'E p195.1 5,0 X 0,1875/ 5.0 X 0.1875/0.1250/21,0-21.0/1902 8,4 -1,57 1,35 1,41 5.00 29,8 22,0 2.95 .0,012* -0.122 01 117 0.17 -0,133 09105 3,9 -1,55 1.07 1,41 5,00 28.8 22,0 2,95 -0,012* --0.055 0,053 0,14 -0,066 0.041 0.2 -1,54 0,79 2,00 5.00 28,8 22.0 2,95 -0.016 .0.003* 0,003 0.10 -0.019 '00.008 -2,2 5 -1,3 0,51 ' 1,51 5,00 28.8 22.0. 2,95 -0,011*' 0.031 -0,033 0.06 0.020 .0.044 -3,7 -1.52 0,23 1.09 '3.75 28,8 24,6 2.95 -0,011* 0,051 -0,053 0,03 0,040 .0.064 -4.0 -1.51 -0,05 1101 2.50 28.8 26.9 2.95 -0.011* 0.056 -0,058 0.01 0.045 -0,069 PEAK SPLICE FRa8T26KT0 2-1--;-o---2T-. -1,50_'-0.17 1.05 2.50 28,8 26.9 '2.95 -0,011* 0.056 -0.058 0,02 0.045 .0.069 -1,51 -0,32 1,16 -3,75 28.8 24.6 2,95 -0.011* 0.043 -0,044 0,04 0.031" -0,056 -1,52 -0.46 1,62 5,00 28.8 22.0 2,95 -0.015 0,022 .0,019* 0.06 0,011- -0,035 -1,53 -0,61 1,88 5,00 28,8 22,0 2.95 -0,016 -.0,006*- 01007 0,08 -0,021 -0.005 -1,54 -0.75 1,37 5.00 28,8 22,0 2,95 --0.011* .04045 0,043 ' 0.10 -00 056 0.031 -1.56 -0,90 1,37 5.00 28,8 22.0 2,95 --0,012* -0,090 0,086 0.11 -0.102 0.075 SEC L -4.0 -1,6 0,5 3,1 6,2 803.2625 LUSARDI CONST FRAME 4 15-JAN.81 PAGE NO 12 ? fAr?,4 .. UT CIU I_rrni 1 O'fltti'I SEC MOMENT AXIAL F SHEAR F CS LB PB PA FV AXIAL ST BEND STRESS RATIO SHEAR ST COMB STRESS RATIO I1T_JIP__K _ 4 BUTT SPLICE a 35.30 FT._EFX.J.2LK a. 1.0 :FES6.6 0 62 .1.63 0.85 1.27 5.00 28.8 22.0 2.95 .0,012* -0.090 0,086 0.11 -0.102 0.074 2 -1.3 ,.!h.6! .1.66 Q..62.1, 0.39 3 1.50 Q_2$, 10.00 22.5 ? 22.0. 2.95 19•5_Q !__.0 -0.017 0.018 .0.020* 0.05 .022*0,025 0.005 -0,037 i 3 -2,9 -1,68 0.17 1.50 10.00 22,5 22.0 2.95 -0.012* 0.041 -0,055 0.02 0,029 .0,067 L_4___!.3 _______0.Q_Q,03.3_O.061_______________________ 5 -2.2 -1.72 -0.29 1.22 5.00 28.8 22.0 2.95 .0,017 0.030 .0.027* 0.04 0.018 .0.045 R RAP 7 191 2 0 -2.2 -1.72 -0.29 1.22 5.00 28.8 22,0 2,95 -0.017 0.030 -0.027* 0.04 0.018 .0.045 - 2 _1-1,9-1.72 -1.5 -1.72 -0.37 1.68 4.27 28,8 23.6 2.95 -0.016 0.021 -0,019*0.008 0,040,013-0,040 -0,035 23 3 -1.1 -1.73 -0.41 1.68 4.27 28.8 23.6 2.95 -0,016 0.015 -0.013* 0.05 -0.001 -0,030 4-0.6-1.73 -0,45 1,68 4.27 28.8 23.6 2.95 -0,016 0.009 -0,008* 0.06 -0.008 -0.024 5 -0.1 -1.73 -0.49 1.68 4,27 28.8 23.6 2,95 -0.016 0.002 -0.002* 0,06 -0.014 -0.018 f KNEE 29 R COL 8 LX a 2,47 FT EFF RX a 0,38 . K a 2.0 F'E a 6.1 8.0 X 0.7500/ 8,0 X 0,7500/0.1250/ 0.0- ?!4.CE 0,0/ 2,47 30 31. 0'02 0. O28O21 - 1 -0.1 0.45 -0,05 1.46 20.97 30.0 30.0* 20.00 0.001 0.025 -0.025 0.01 0.026 -0.025 14 133, 3 - -0.1 0.45 0.450.081.7620. -0.11 1.76 20.97 30,0 30,0* 030.0.00 1 20.00 0.001 0.016 0.0220,022 ,02 .0.016 0.03 023 0.018 02 4 -0.016 35 4 -0.1 0,45 -0,15 1.76 20.97 30.0 30.0* 20.00 0.001 0.009 .0.009 0.04 0,010 -0.009 [31 5 0.0 0.45-0,181.07 1.50 30.0 30.0* 20.00 0,001010000,000 .0,05 0.000 0.001 . - . . 511 W803.2625 LUSARDI CONST FRkME 4 W 15-JAN-01 PACE NO 13 W FIELD SPLICE FORCES MOMENT -AXIAL ._.F S!EAR - MOMENT AIAL, F aHEAR KIP-FT KIPS KIPS KIP-F'T MIPS MIPS CONNECTIONS WERE INPUT JOINT 1 BASE PLATE 'AND ANCHOR BOLT DESIGN REACTIONS ° MAX SHEAR '2,76 ' i MAX COMPRESSION '5.96 14 21 TENSION WSH .1.45 2.76 MAX TENSION WI SHEAR .1.45 .2.76 '17 18 ho A-BOLT SHEAR CAPACITY = 8.75j KIPS 6 2625-C3 RP 8 63106 0 A-BOLTS's 2 :- 0.750 IN. DIAM, X 1"-3" LONG 21 HAIRPINS 8 1". :04 BARS X 41. 4" LONG '23 22 24 °JOINT2 125 126 o 1 D+L .1.2 -4.47 3.95 1 7 3D+WL 4 • 5 0,22 __j6 NEC DESIGN M • -71,8 KIP-FT W/ '-4.5 KIPS-AXIAL P08 DESIGN M'. 71.8 'MIP-FT WI '-0.2 KIPS AXIAL FULL CAP a 71.0 KIP-FT 130 41 NEC MOM CAP _-84.7 KIP-FT WI .5,3 KIPS AXIAL_:pos MOM CAP 'a' 87.4 'MIP-FT WI -0.3 KIPS AXIAL 2 2625-C3 KS 62153'35 - p 34 2625-R4 MS 6215335 0 351 36 JOINT 4 137 1 D+L -51,1 0,10 8,22 -51.1 .0.55 .7,42 ' 30 0 3D4W L 8,4 -1.68 _01,38 8.4 _1.57 ' 1.35 ' 41 2 NEG DESIGN H a- -71.8 'MIP-FT WI 0.1 KIPS AXIAL -P0S DESIGN -H a - 71,8 KIP-FT W/ .1.7 MIPS AXIAL FULL CAP a 71.8 KIP.FT 142 .43 MOMENTCAP a' _73,3 KIP-FT W/ 0,1 KIPS AXIAL ' ''" 144 2625-R4 85 6215225.45 sl 2625-R5 85 6215225 ' ' 47 61 '46 JOINT 5 10 1 D+L 18,8 -0,24 0.06 18.8 -0.24 0,04 iso 51 3 DeW L -4.0-1.51 -0.05 _,,:_'-4.0 ____-1.50 -0.17 ' ' ' , _:_______, __'' 1 52 o NEC DESIGN H a -71,8 KIP-FT W/ .1.5 KIPS AXIAL P05 DESIGN H a' 71.8 KIP-FT ' W/ -0.2' KIPS AXIAL FULL CAP • 71.8 KIP-FT 55 1,53 2 CAP •0.0 ______MOMENT KIP-FT W/ 0.0 KIPS AXIAL '.''56 625R'5 PS 0 00225 o JOINT 6 ci 7 D+L -52,9 -0,56 7.51 .52.9 00 11 -8.42 .63 6.2 _-1.56'-0,90 ___6.2 -1,630,85 164 o_3DeWL NEC DESIGN H a .71,8 KIP-FT WI -0,6 KIPS AXIAL: '.POS DESIGN M a 71.8 KIP-FT W/'-I.6 'MIPS AXIAL FULL CAP'.' ' 71.8 KIP-FT MOMENT CAP a 0,O KIP-FT W/0.OKIPS AXIAL ' ' '68 2625-RS PS 6215225 169 PS 0 00225 ' ' ' F 1 -. - -- .- 73 74 6 1 D+L ' , -0.6 -49 32 .3,81 3DeWL ' -0.1 0.38 '-' 0.25 .H - --.- -. -;--: -- -. -:,-.; .;,-',''-.'--.-.: Sr' ' '•79 NEC DESIGN M a -5,7 KIP-FT W/ .4,3 KIPS AXIAL !OS DESIGN 'M 5 5.7 KIP-FT WI 0.0 KIPS 'AXIAL FULL CAP • '5,7 KIP-FT LOADS IN E1) BAY FRWING PAGFI V LMBT R,)3-2625 LTJSAPUI COWST LEFT Ei'JDWALL WIDTH EAVE l ROOf SLOPE BAY SR DT.,OAD LLUAD WD Dt.+LL+WL ROOF EXT GIRT SPACE 110.0 22.5 0.5 25.0 3.0 12.0 15.0 0 0,0 6.6 BRACING IS CHE:CKEO USING NAVFAC - DM2 WIND COEFFICIENTS .UTLDING is CHECKED FOR DL + Nt ROTH T PARi 4 1) TAEEW ARD IJAT.,.S ARE CHECKED AND THE MAXIMUM STRESS IS PRINTED OUT to "Urc OF BAYS BACcD Ii PL thUILDING 2 RIGID FRAME ANCHOR BOLT SHEAR 6,00 NIPS 4IIUM N1jM3Fk OF NAYS tEQUiRED IN THE BUILDING S RIGID FRAME ANCHOR BOLT TENSION 5.40 NIPS 13 le D viALL COLUNiq SPACIa,S IN FEET 17 ia 15 .00 20.00 20.00 20.00 20.00 15.00 NO LENGTH NON NODE F ROD TEN ABOLT SHEAR STRUT FORCES ~21 22 23 ET KIP-FT KIP NIP NIP NIP 24 25 1 22.50 0.00 0.78 8.08 0.78 6.00 .: . . . . . -•. . - . - 27 2 2213 1.7 6.09 1.87 5.22 20 3 72. . 96 12.16 2.21 4.29 2.21 3.35 .- .31 4 23.7Q 13.06 2.27 1.45 2.27 2.27 5 22.96 12.16 2.21 1.45 2.21 3.35 33 a 221 3 9.86,1.87 4.29 1.87 5.22 34 35 7 22.50 0.00 0.78 6.09 0.78 ...............--- .6.00. ..: . - •.. ..--.: ., ,.-.,',.. . - .... . 137 END NALL COLUMN ANChOR BOLTS . . 38 39 ED WALL COL 1 I JS: 2- 3/4 OT.A.X 15 IJ. LONG ANCHOR BOLTS 40 E40 NALL COL 2 tis: 2- 3/4 DIA.X -15 TN. LONG ANCHOR BOLTS - .T :. --. •- . -.--.- . . -- . 42 41 E r WA 1, COL 3 USE 7- /4 LIA X 15 IN LONG ANCHOR BULlS 43 E'C WALL CDL A USE 2- 3/4 u1A.X 15 Ii. LONG ANCHOR BOLTS ........ . . - - - .., . .-. . . . . ':tD A. I. L CL S USF 2- 3/4 LIA.X 15 10. LONG ANCHOR E'-OLTS . . 45 46 ED ';AIL COL 6 USE 2- 3/4 DIA.X 15 iN. LONG ANCHOR BOLTS .47 END NAIL COL 7 USE 2- 3/4 DIA.X 15' Ti. LONG ANCHOR BOLTS 48 D1ALO1AL bRACE, cJ2LS Cu! FD 60 PS1 STEFLJ iJSE5/8fl1A. ROD flIJNBER .j 53 11 SE: 1/2 DIA . Eji) FUN '.Il.ER 2 . USE 1/2- DIA. R OD EON i'JbER 3 . 55 IJSR 1/2 014. ROD FOR I.iIWER 4 .56 1) 5.F-* 1/7 fliA ,Ih) FOR ti I i V.1 tF 5 J. 1/2 DI r' FO r J 6 U. 57, 05F1/201A.ORN11t'd3EH 7 -- . .-... - .. .,60. tJSEE 5/8 014 OLj FOt iUi8R 8 61 :! 62 Ij')Al)S IN ENJ) BAY F MINC PAGE 2 LMBT 803-2625 LUSAPOI CONST 14-JAN-81 2 _P TEN M48 ripos MBA FIB FBA .. .. 1 0.000 2.774 5.794 8.30/25.45= 0.326 USE 12 Z 5.6 2 5.794 3.20 6.3R0 9.26/25.45= 0.364 USE 12 Z 56 6 3 6.3QO 3.003 6 .185 9.30/7.5.45= 0.365 USE 12 Z 5.6 4 6.15 3.03 6.380 9.30/25.45= 0.365 USE 12 Z 5.6 . . 8 5 6.30 :3. 29U 5.794 9.26/25.45= 0.364 USE 12 Z 5.6 . . . b 5.794 2.77' 0.000 8.30/25.45= 0.326 USE 12 10 11 12 14 '5 CUP11...N CiL 1 = 2.8 95/14.00 =0.20-1 PERCFNTSTkESSED USE 88X10 6 16 MAX STRESS EP0' WINOWARU WALL DL+WL ' 8 END MALL COL 2 = 0.441/21.241 + 28.537/32.315 0.904 PERCENT STRESSED USE BC 5.7 '9 MAX STRESS FPOfl I1'D AD (t DL+WL 20 21 ALE COL 3 0 ,9/21 1°6 + 2C 935/33 931 = 0 901 PERCENT STRESSED USE BC 6.8 22 MAX STRESS FRON N tL"iAR :ALL DL+WL 23 24 E..JDWALL CUL 4 = 0.313/22.313 + 24.274/31.966 = 0.773 PERCENT STRESSED . USE 7FR 8.1 .L/120 CONTROLS 2-5 N A X SJ'9SS FROM W1NDWA}0 NALL DL+WL .5 . . . . 26 27 JAT,L COL 5 0.39/21.196 + 29.935/33.931 = 0.901 PERCENT . . . STRESSED . USE 5. BC 6.8 ., . .. . .. . . . ....... .. . 281 I.i j, X s 5 Nic ALL DL+WL 29 30 END WAIL COL 6 = 0.441/21.241 + 20.537/32.315 = 0.904 PERCENT STRESSED USE BC 5.7 ' 32 Cj?i€R CflL 7 = 2.695/14.00 =0.201 PERCEN'XSTRESSED USE 8BX10.6 33 i S.c:GNU INT.13AY STRUTS . . . . .. ' STRUT 1 = 3.95/12.70 + 4.65/29.20 = 0.47 PERCENT STRESSED USE 1 8 ES 14 GA. DL+WL 35 STRuT 2 = 3.14/1.42 + 7.49/19.'0 = 0.58 PERCENT STRESSED USE 8 Z 16 GA. DL+NL 36 STRUT 3 = 2.02/15.42 + 5.51/19.86 = 0.41 PERCENT STRESSED USE 8 Z 16 GA. DL+WL " SiRUT 4 = 1.31 /15.42 + 4.37T19.86 = 0.31 PERCENT STRESSED USE 8 Z 16 GA. DL+W L 30 STRUT 5 = 2.02/15.42 + 5.51/19.86 = 0.41 PERCENT STRESSED USE 8 Z. 16 GA. Db+L 39 S1UT r' 1/15 + 7.49/19.90 = 0.58 NERCEN,j STRESSED USE 8 h 16 GA, DL+WL 0 4' 42 STRUT 7 = 3.55/12.70 + 4.65/29.20 = 0.47 PERCENT STRESSED USE 1 8 ES 14 GA, DL+WL 45 44 . 43 . . . 46 47 48 50 11 SI 521 53 54 . 57 A H A T HO N ME T.A L L I C B U I L 0 I N G CO N PA N Y HOUSTON, TEXAS PAGE 1 LAPPED ZEE ANALYSIS - PURLINS OR GIRTS ' I 1 PUT 0 A. TA AL t;JSAPDI CONST GIRT JOB '0 803-262 "U n T-F N .j DATE. 14-JAN -81 09:05:49 ..'...'..;::,'. '... '. ':''...'. .'...'.. ..... ... DESION BY a LOAD 11.2 PS' GIRT AT 6.66 2T L EFT LEEXT 0.00 FE RIGHT EXT 0.00 FE 1 ALT PB ACT FV tFB WFB COMBINED FLANGE MIN B FT 'KIP-FT i<IPS KSX KSI F13/FB FV/FV RA'IU WEB FB/FB EXT TNT BAY 1 L 22.9 FT . . . ' . . . . . . ., . T 0.0600 H = 6.0 FY 50.0 DEFL.= 0.927 INCHES L/ O.0 0.00 0.66 : 0.00. 1.40 00 0.29 0.290 0.000 . 4.40 0.0 ' 0.3 0.00 0.66 0.00 1.40 0.00 0.29 0.290 0.000 8.9 2.94 0.00 18.68 0,00 0.59 0.00 0.586 0.623 21.9 -3.40 0.97 -21.56 2.06 -0.68 0.43 0.800 0.719 22.9 -4.41 1.05 -13.99 1,11 -0.44 0.23 0.495 0.466 . .9.52 0.50 LAP AN ALYSIS 2.94 1.47 0,59 0.64 0.870 BAY 2 L 25.0 FT T 0.0600 H = 8.0 FY = 50.0 DEFT, = 0.448 INCHES = 0/ 669 LAP A N ALYSIS 1.47 1.47 0.29 0.64 0.707 . . . . . 0.0 -4.41 0.96 -13.99 1.01. -0.44. 0.21 0.487 0,466 8.35 0.50 2.0 -2.64 . 0.81 -16.74 .1.71 -0.53. 0.36 0.634 0.558 12.9 1.76 0.00 11.1.6 0.00 0.35 0.00 0.350 0,372 24.0 -2.88 0.63 -18.26 1.76 -0.57 0.36. 0.679 0.609 2s.0 -3.74 0.91 -11.89 0.96 -0.37 0.20 0.423 0.396 7.64 0.50 LAP ANALYSIS 1.87 1.87 ': , " 0,37 . 0.62 ' 0,902 . . '. BAY 3 L 25.0 FT . T = 0.0600 H = 8.0 FY = 50.0 . DEFLI = 0,585 IICHES = 0/ 512 LAP ANALYSIS 1.87 .1.37 0.37 0.82 0.902 0.0 -3.74 0.93 -11.89. . 0.98' -0.37 0.20 0.425 0.396 7,90 0.50. 1.3 -2.8b 0.85 -18,14 " 1.80 -0.57 : 0.37, 0.680 0.605 12.4 1.99 000 12.65 . 0.00. 0.40 0.00 0.397 .0.422 ..• '. ..' 24.0 -3.02 0.67 -19.20 '1.83 -0.60 0.38 . 0.712 0.640 25.3 -3.93 0.94 -12.47 0.99 -0.39 0.21 0.442 0.416 8,09 0.50 LAP ANALYSIS 1.90 1.96 0.39 0.66 0.945 BAY A 0 25.0 FT . . . . . . . .. ...... . . . , T 0.0600 H = 6.0 FY 50.0 DEFL 0,553 INCHES = o/ 542 LAP AALYSIS 1.96 1.96 0.39 0.86 0.945 v.0 3.93 0.94 -12.47 0.99 -0.39 0.21 0.442 0.416 8.03 0.50 1.0 3.03 0.66 -19.23 . . 1.82 , -0.60 ' 0.38 ' 0.712 0.641 12.5 1.93 0.00 12.29' 0.00 . 0.39 0.00 . 0.385 0.410 .. . ' . 24.0 . -2.97 . 0.66 -18.83 1.81. -0.59 0.37 0.700 . . 0.628 2.O -3.j6 0.93 -12.25 0.98 -0.3d 0.20 ' 0.435 0,408 7.96 0,50 LAP ANALYSTS 1.93 1.33 0.39 0.85 0.929 T = 0.0600 W H c 8.0 FY = 50.0 DEFL = 0.546 INCHEWL/ 549 LAP ANALYSIS 1.93 1.93 0.39 0.85 0.929 0.0 -3.86 0.93 -12,25 0.98 -0.38 0.20 0.435 0.408 .7.95 0.50 (1 _fl 01 f% UC _.c nfl __________1•V 'J•.1X V.J V*SJV JeUO J 12.5 1.92 0.00 12.21 0.00 0.38 0.00 0.383 0.407 p 24.0 -3.05 O.db -19.37 1.82 -0.61 0.38 0.716 0.646 2.0 -3.95 0.34 -12.54 0.99 -0.39 . 0.21 0,444 0.418 8.04 0.50 . LAP ANALYSIS 1.97 1.97 0.40 0.67 0.951 . 5 6 7 6 BAY 6 L 25.0 Fl . ... . . . 0.0600 H 8,0 FY = 50.0. DEFL. 0.605 INCHES = 0/ 495 . . 10 LAP ibWYSIS 1.97 1.97 0,40 0.87 0,951 2 0.0 -3.95 0.94 -12.54 1.00 -0.39 0.21 0.445 0.418 8.15 0,50 13 1.0 -3.04 0.87 -19.32 1.84 -0,61 0,38 0.716 0.644 14 12.7 2.03 0.00 12.87 0.00 0.40 0.00 0.404 0.429 16 24.0 -2.77 0 5 -17.58 1.79 -0.55 0 37 0.665 0.586 17 25.0 -3.65 0.92 -11.59 .0.97 -0.36 0.20 0.416 0.386 7.84 .... 0,50 18 LAP A14ALYSIS 1.83 . 1.63 ......... ... ...o.i .: 0.80. .0.879 . .20 21 22 BAY 7 0 25.0 FT 23 24 T 0.0600 H 6.0 FY = 50.0 DEFL 0,377 INCHES = LI 796 . . . . .. ., . . LAP .ANALYSIS 1.83 1.63 . . 0.37 0.80 0,879 . . ... 26 27 0,0 -3,65 .. 0.69 -11.59 . 0.94 . -0.36 . 0.19 . 0.413 .••1 0.386 7.41 0.50. . . .20 1.0 -2.80 0.81 -17.79 1.72 -0.56 0.36 0.662 0.593 . 29 11.9 1.64 0.00 10.41 0.00 0.33 0.00 0.326 0.347 23.0 -2.95 0.83 -18.71 1.75 -0.59 0.36 0.690 0,624 31 3 23.0 -4.75 0.9? -15.09 1.03 -041 0.21 0.519 0.503 8,58 0,50 LAP AtiALYSTS 1.5b 1.56 0.32 . ,.. 0.69 0.763- . . . . . 35 36 37 BAY 8 0 24.3 FT . 38 T =0.0600 H _8.0FY _50.0DEFL 1.235 INCHES L/ 236 . 39 40 LAP A tljALYSIS 3.17 1.58 0.63 . 0.69 0.9r8 0.0 -4.75 1.10 -15.08 1.17 -0.47 0.24 0.531 0.503 10.26 0.70 . 1.0 -3.69 1.03 -23.40 2.17 -0.73 0.45 0.862 0.180 . . . . 43 44 14.6 3.40 0.00 21.59 0.00 0.68 0.00 0.678 0.720 .45 24.3 0.00 0.71 0.00 1.51 0.00 0.31 0.312 0,000 . . 46 24.3 0.00 0.71 0.00 1.51 0.00 0.31 0.312 0.000 5,06 0.50 .47 46 46 50 SI 52 53 34 55 56 ......- . . . . . . ...-.. . . 57 58 59 60 61 02 63 64 • .. . .......... . .- . . 65 66 67 68 69 73 71 72 -. .............. . .................•,.,, . ...................., . . . ......; .... .. . 53 74 75 7 S. N A P A T H 0 N N E P A £ L I C 80 I N G C 0 N P A N Y HOUSTON, TEXAS PAGE 2 • LAPPED ZEE ANALYSIS - PURLINS OR GIFTS LOAD -8.65 PSE GIRT AT 6 66F LEFT IEXT 0.00 FT FIGHT EXT 0,00 FT :' v '' ACT FS, . ACT FV NE8', WEB' COMBINED FLANGE ' •' MIN B FT KIP-FT KIPS t(SI KSI FB/FB F\/FV RATIO EB £B/FB EXT INT 0 BAY I L 22.9 FT 2 P. = 0.0600 H 8.0 FY 50,0 DEEL -0.716 INCHES L/ 384 . 0.0 0,00 -0.51 0.00 -1.08 0.00 0.22 . 0.224 . 0.000 0,50 0,50 D.0 0.00 -0.51 0.00 -1.08 0.00 0.22 0.224 0.000 8.9' -2.27 0.00 . -14,42:, Q, 00. .. ••.•.. 0,00. . 0,453 . . 0.659 . . 3 21.9 2.62 -0.75 16.65 -1.59 0.52 0.33 0.618 0.555 22.9 3.40 -0.81 10.80 -0.86 0.34 0.18 0.382 0.360 0.50 0.50 LAP ANLYSJS -2.27 -1.13 . 0.45 0,50 0.672 BAY 2 L 25.0 FT . ... . . . ..' . .. . . . . . P 0.0600 H 8.0 Fl 50.0 DkFL -0.346 I,CHES L/ 866 LAP ANALYSTS -1.13 -1.13 0.23 0.50 0.546 0.0 3.40 -0.14 10.80 -0.78 0.34 0.16 0.376 0.360 0,50 0.50 2.0 2.04 -0.63 12.93 -1.32 . 0.41 0.27 0.40 0,431 12.9 -1.36 0,00 . -8.62 0.00 -0.27 . 0.00 0.270 . 0.393 24.0 2.22 -0.64 .14.10.. -1.36 .'. . . 0,44 .,. . 0.28 0.524 0.470 •. .... . 25,0 2,89 -0.70 9.18 -0.74 0,29 0.15 0,326 0.306 0.50 0.50 LAP ANALYSIS -1.45 -1.45 0.29 0.63 0.696 BAY 3 1 25.0 FT . . . . . . . . .. . P = 0.0600 . H .•6.0 FY 50,0 0FL4 -0,452 INCHES = L/ 663 '. .. •H.... . LAP ANALYSIS -1,45 -1,45 . 0.29 0.63 0.696 0.0 2.89 -0.71 9,18 -0.76 0.29 0.16 0,328 0,306 0.50 0,50 1.0 2.21 -0.66 14.01 -1.39 0.44 0.29 0,525 0.467 12.4 ' -154 0.00 -9,77 0.00 . -0.31 0.00 0.307 0.446 24.0 2.34 ' -0.67 . 14.83 -1.41 ' 0.47. 0.29 0,550 . . . . . . 0.494 25.0 25,0 ' 3.03 •: . -0.73.. 9.63 '.0,77' .' 0.30 ,:.I.0,16 .0.341:;. 0,321 ' ' .0.50 0,50 LAP ANALYSIS -1.52 -1.52 0.30 , 0.66 0.730 BAY 4 L 25.0 Fl P = 0,0600 H 8.0 FY 50,0 : DEFL = •0.427.IN'CHES = L/. 702 • . . ..' LAP ANALYSIS . .. -1.52 -1.52 . H. ' .. 0.30 . 0.66 . 0.730 ... .. . . . 0.0 3.03 -0.72 9.63 -0.76 0.30 0.16 0.341 0.321 0,50 0,50 . 1.0 2.34 ' -0.66 14,85 -1.41 0.47 0.29 0.550 0.495 12.5 -1.49 0.00 -9.49 0.00 -0.30 0.00 0.298 0.433 24.0 2,29 -0.66 14,54 . -1.40 0.46 ' 0.29 0.340 .0,485 . 25.0 2.98 -0.72 9,46 -0.76 0.30 0.16 0.336 0,315 0.50 0.50 LAP ANALYSIS ' -1.49 -1.49 ' ' . 0.30 0.65 0.717 RAY 5 £ 25,0 FT . . 0.0600 H 8.0 FY = 50.0 DFL = -0.422 INCHES L/ 711 LAP ANALYSIS -1.49 -1.49 0.30 0.65 0.117 0.0 ' 2,98 -0,12 9,46 , -0,3 0..30 0,16 0,336' 0,315 0.50 0,50 £.L U,DC "t,'iu 12.5 -1,49 0.00 -9,43 0.00 24,0 2,36 -0,67 14.96 -1.41 5.0 3 0 -0.77 9,68 -0.76 0.30 0.16 0.343 0.323 0.50 0.50 0.31 0 -o1 0,734 PAY 6 L 25.0 FT T = 0.0600 = - fl flcFl. = ..fl 4.1 T;1r'wc r.I CAI IP.P AN A LYSIS -1.53 -1.53 - 0.31 0.67 - 0.734 2 0.0 3.05 -0.73 9,68 -0.77 0.30 0.16 0.343 0,323 0,50 0.50 1.0 2.35 -0.67 14.92 -1.42 0.47 0.29 0.553 0,497 12.7 -1.57 0.00 -9.94 0.00 -0.31 0.00 0.312 0,454 2.0 2.14 -0.65 13.56 -1.38 0.43 0.29 0.513 0.453 25.0 2.82 -0.71 8.95 -0.75 0.28 0.16 0.321 0.298 0.50 0.50 LAP AA1YSTS - 1 . 4 1 -1.41 0.26 0.62 .. 0.679 BAY 7 L. 25.0 FT T 0.0600 H 6.0 F? 50.0 DEFL = -0,291 INCHES L/ 1031 LAP A NALYSTS -1.41 -1.41 0.28 0.62 0.679 0.0 2.62 -0.69 8.95 -0.73 0,28 0.15 0.319 0,298 0.50 0,50 1.0 2.16 -0.63 13.74 -1.33 0.43 0.28 0,512 0.458 . 11,9 -1.27 0.00 -6,04 0.00 -0.25 0.00 0.252 0,367 . 23.0 2.2d -0.64 14.45 -1.35 0.45 0.28 0.533 0.482 25.0 3.67 -0.75 11,65 -0.80 0.37 0.17 0.401 0.388 0,50 0.50 LAP ANALYSTS -1.22 -1.22 0.24 0.54 0.589 9 PAY 6 L 24.3 FT . . .. . : . . . : . . . . T (.G500 H 8.0 F? = 50.0 DEFL = -0,953 INCHES = L/ 306 LP ANALYSTS -2.45 -1.22 0.49 0.54 0.724 0.0 3.67 -0.65 11.65 -0.90 0.37 0.19 0.410 0,388 0.50 0.50 1.0 2.85 -0,79 . 18.07 -1.68 0,57 0.35 0.665 0.602 14.0 -2.63 0.00 -16,66 0.00 -0.52 0.00 0.523 . 0,762 . . 24.3 0 oc -o 5 ( CO -1.16 0.00 0.24 0.241 . 0.000 2.3 0,00 -0.55 0.00 -1.16 0,00 0.24 0,241 0.000 0,50 0,50 VOTE ALLOWABLE S2ESSEs PER AISI SPECIFICATIUS 1968 E:b S 14. L A. R SECTION 3,4.1 WE6 B ENDIPI G SECTION 3.4.2 pEb c0P.1NE:0 SHEAR Ai-10 BENDING SECTI(Th 3.4.3 .. . . .... . . . . . FLAIGE ElEf, DING . SECTIOi'. 3.1 .6 - 6 . . . .. . 6 7 17 . . ... 7 7 7 S MARATHON METALLIC RU DING COMPANY HOUSTON, TEXA PAGE 1 S > . . . LAPPED ZEE ANALYSIS PLJRLINS ORGIRTS. . .. . I N P (I T I? A T A 4 5 8 NAME tUSARDlCONST PURLIN IJOR NC' 803-2625 . : . . : .. .... . . . .. . .. o QUOTE NO .. . . . . . . . . .......... . .. . . . . . . . DATE . 14-)AN -81 08:41:34. . .. . . . . ... '••. .:......... . .., . 10 DESIGN BY LBT 2 LOAD = 23,00 PSF 13 '4 POPLIN AT 5.00FT LEFT LEXT . 0.00 FT RIGHT EXT 0.00 FT 15 XO . N V ACTFB ACT FV WEB NEB COMPINED FLANGE .... . MIN B 16 '7 18 T KIP-FT KIPS KSI KSI FB/FB FV/FV RATIO WEB FB/FB EXT INT " BAY 1 L 22.9 FT . 20 T = 0,0760 H 8.0 . FY = 50.0 DEFL 1.148 INCHES = L/ 239 21 . 0.0 0.00 1.07 0.00 1.72 0.00 0.22 0.220 0.000 2.79 0,50 22 O .0 0.00 1.02 0.00 1.72 0.00 0.22 0.220 0.000 23 8.9 4,57 0.00 22.10 0.00 0.43 0.00 0.427 0,737 24 71.9 -5.16 1.50 -24.94 2.51 -0.48 0.32 0.579 0.831 22.9 -6.71 1.63 -18,42 1.51 . -0.36 19 0.405 0.614 6.57 0.50 26 27 LAP ANALYSTS 4.47 2.24 0.66 . 0,48 . 0,637 28 29 RAY 2 L 25.0 F- usr 30 T = 0.0f,t'0 H 8.0 FY 50.0 DEFL = 0.714 INCHES = LI 420 3' LAP ANALYSIS . 2.24 .2.24 0.98 1.077 32 0.0 -6.71 1.47 -18.42 1.38 . -0.58 0.29 0.645 0.614 15.22 5.26 33 2.0 -3.99 1.2 -25.32 . .2.63 . -0.79 r 0.55 .• 0,964 '0.844 34 12.8 2.75 0.00 17.45 0.00 0,55 0.00 0.548 0,582 35 24.0 -4,43 1.29 -28.14 2.72 -0,88 0,56 -i0T' O,938:' * 36 25.0 -5,78 1.40 -15.86 1.31 -0.50 0.27 -O51' 0,529 14,22 4.35 37 38 LAP ANALYSTS 39 2.89. . 2.89 . 0.6 1.27 1,390 40 BAY 3 b 25.0 Fl ' T = 0.0760 H = 6,0 Fl = 50.0 DEFL 0,715 INCHES = L/ 419 42 LAP ANALYSIS 2.89 2.89 0.44 0.62 0.677 43 0.0 -5.78 1.43 -15,66 1.34 -0.31 0.11 0.351 0.529 . 5,38 . 0,50 44 1.0 -4.41 1.31 -21.32 2.20 -0.41 0.28 0.499 0.711 45 . . 12.4 3.07 0.00 14,86 -. 0.00 0.29 0.00 0.287. 0.495 . 46 . 24.0 -4.66 1.33 -22,56 2.24 -0.44 0.29 0.522 0,752 47 25.0 -6.05 1.45 -14,65 1.21 -0.28 0.16 0.323 0,488 5,52 0,50 48 LAP ANALYSIS 3.03 3.03 0,46 0.65 0.709 49 50 ' BAY 4 L 25.0 FT - 52 T = 0.0760 H- = 8.0 FY = 50.0 DEFL = 0,675 INCHES L/ 444 53 tAP ANALYSTS 3,03 3.03 0.46 0.65 0.709 54 0.0 1,0 -6.05 -T67 1.44 1.33 -14.65 -22.59 1.21 202 -0.26 -4 0.15 02 -:21 0.323 0,488 0.753 5,48 0,50 55 58 12.5 2.98 0.0() 14.44 0,00 0,28 0.00 0.279 0,481 24.0 -4,57 1.32-22,13 2,21 -0.43 0.280.5130.738 -i'i,.s v i,u -u, u, a 0 u.iiu u,'iøu u,u LAP ANALYSIS 2.97 2.91 0,45 0.64 0,697 tiAI T = L 0.07O W H 8.0 FY = 50.0 DEFLJ 0.667 INCHF' Id 449 LAP ANALYSIS 2.97 2.97 0.45 0.64 0.697 0.0 -5.95 1.43 -14.39 1.20 -0.28 0.15 0.318 0.480 5,41 0.50 1.0 -4J7 1J2__22,ij 2.21 -Q Q..2!1.51.3 0.7_3__________________________________________________ 12.5 2.97 0.u0 14.35 0.00 0.28 0.00 0,277 0,478 24. -4.70 1.33 -22.76 2.23 -0.44 0.29 0.524 0,759 75.0 -6.09 1.44 -14.73 1.21 -0.2J8 0.j6 Q.124 0.491 5.49 0.50 4. TAP AALYSrS 3.04 3.04 0.46 0.65 0.713 6 7 4. A1 6 L 25.0 FT ... . . 0 10 T = 0,070 H 8.0 F? 50.0 DEFLJ = 0,739. INCHES = 0/ 405 . .. . LAP AALYS1S 3.04 3.04 . ...i ..• 0.46 0,65 0.713 ... 0.0 -6.09 1.46 -14.73 1.22 -0.28 0.16 0.325 0.491 5,57 0.50 1.0 -4.69 1.34 -22.70 2.25 -0.44 0.29 0.525 0.757 -- 12.73.130.0015.120.000.290.000.2920,504 6 24.0 -4.27 1.30 -20.66 2.19 -0.40 0.28 0.488 0.689 . . 17 25.0 . -5.63 1.42 -13.62 1.19 .. -0.26 0.15 0.304 0.454 533 0,50 LAP ANALYSIS 2.82 2.82 0.43 060 0.660 . . . .. .20 21 22 PAY 7 0 25.0 FT 24 23 T 0.0760 . H 8.0 F? = 50.0 . DEFO = 0.460 INCHES = L/ 652 LAP ANALYSIS 2.82 2.62 0.43 0.60 0.660 126 27 0.0 -5.63 1.37 -13.62 1.15 . -0.28 0.15 0.301 0.454 . 5.01 . 0.50 1.0 -4.32 1.25 -20.90 2.10 -0.40 0.27 0.485 0.697 . 11.9 2.53 0.00 12.23 0.00 0.24 0.00 0.236 0.408 ~3292 31 23.0 -4•54 1.28-21.992.14 -0.420.27 0.505 0.733 25.0 -7.32 1.51 -17.72 1.26 -0.34 0.16 0.379 0.591 5.89 0,50 LAP ANALYSIS 2.44 2.44 0.37 . 0.52 ., . 0.572 '... .. . .. -. . .• . . . . . . 34 35 37 AY 8 0 24.3 F'j 30 39 T =0.0/60 H _8.0F? _50.0DEFL =1.508 INCHES = 0/193 . 40 LAP ANALYSIS 4.88 2.44 0.74 0.52 0.695 . . . . 142 4' 0.0 -7.32 1.70 -17.72 1.43 -0.34 0.18 0.388 0.591 7.14 0.50 1.0 -5.68 1.59 -27.49 2.66 -0.53 . 0.34 . 0.631 0.916 . . . . .1 44 14.6 5.24 0.00 25.37 0.00 0.49 0.00 0.490 0.846 . 24.3 0.00 1.10 0.00 1.84 0.00 0.24 0.236 0.000 4. 1 45 47 24.3 0.00 1.10 0.00 1.84 0.00 0.24 0.236 0.000 3.26 0,50 149 ,. . . . . . . ... . .. 49 50 51 52 53 54 55 56 . . . :. . 157 50 60 62 63 64 65 60 67 69 70 71 72 . . . . .. . . . . .. 7 ii N A P A T H 0 N N E T A L L I C B U I I N G C 0 N P A N Y HOUSTON, TEXAS PAGE 2 • LAPPED ZEE ANALYSIS -. PURLIINS OR GIRTS . . . 2 .. . . . . . 3 3 4 LOAD -12.60 PSF . Is PURLIN AT 5.00FT LEFT LEXT 0.00 FT RIGHT EXT 0.00 FT xo N V ACT FR ACT FV WEB ........WEB COMBINED FLANGE . WIN B 9 FT. KIP-FT KIPS KSI .. KSI FB/FB . FV/FV . RATIO WEB FR/FR EXT .INT . . . .. .. . . .. .. • ..... . 10 11 BAY 1 L 22.9 FT 2 T 0.0760 H 8.0 FY 50,6 DEFL = -0.629 INCHES = L/ 437 13 0.0 0.00 -0.56 0.00 -0.94 0.00 0.12 0.121 0.000 0.50 0.50 14 0.0 0.00 -0.56 0.00 -0.94 . 0.00 0.12 0.121 0.000 15 •• ... 61 9 ..2,50. .. 0.00.. 12.11. . 0.00 .... .0.23.... 01,00 0.234 0.533'... fl... . . . . Lz 16 21,9 2.82 -0.2 13.67 -1.37 0.26 0.18 0.317 0.456 17 22.9 .3.67 -0.68 10.09 -0.83 0.19 0.11 0.222 0.336 0.50 0.50 2 18 LAP ANALYSIS -2.45 -1.22 0.37 0.26 0.349 21 BAY 2 L 25.0 FT . . . o . . . 2 2 2 T 0.0600 N 8.0 F? = 50.0 DEFL = -0.391 INCHES = LI 766 23 LAP ANALYSIS -1.22 -1.22 . 0.25 0.54 0.590 24 0.0 3.67 -0.81 10.09 -0.75 0.32 0.16 0.353 0.336 0.50 0.50 25 2.0 2.18 -0.69 13.87 -1.44 0.44 0.30 0.528 0.462 26 12.8 -1 q 51 0.00 -9.56 0.00 -0.30 0.00 . 0.300 0.437 2.7 24.0 . 2.43 -0.70 15.42 -1.49 . 0.48 . 0.31 0.574 0.514 29 25.0 3.16 -0.77 8.69 -0.72 0.27 0.15 0.310 0.290 0,50 0.50 29 . LAP ANALYSIS -1.58 -1.58 0.32 0.69 0.762 13 30 . 4 311 32 BAY 3 L 25.0 FT . - . . . 4 33 T 0.0760 H 0.0 F? = 50.0 DEFL, -0,392 INCHES = L/ 766 34 LAP ANALYSIS -1.58 -1.58 . 0.24 0.34 0.371 0.0 3.16 -0.78 8.69 -0.73 0.17 0.09 0.192 0,290 0,50 0.50.14 36 1.0 2,41 -0.72 11.68 -1.20 0.23 0.15 0.273 0.389 37 12.4 -1.68 0.00 -8.14 0.00 -0.16 0.00 0.157 0.358 5 8 24.0 2.55 -0.73 12.36 -1.22 0.24 .0.16 0.286 0.412 . . 39 . 25.0 . 3.32: -0.79 8.02 -0.67. . 0.15 .. 0.09 . 0.177 . .. 0.267 . 0.50 .0.50 40 LAP ANALYSIS -1.66 -1.66 . 0.25 0.36 0.388 2 . 5 ° BAY 4 L 25.0 Fl . . . . . .. . . 5 44 I = 0.0760 H 8.0 F? = 5040 DEFL = -0,370 INCHES L/ 810 . 45 LAP ANALYSIS -1.66 1.66 . •. . : 0,25 .......0.36 : 0,388. . 0.0 3.32 -0.79 8,02 -0.66 0.15 0.08 0.177 0.267 0,50 0.50 . i 1.0 2.56 -0.73 12,38 -1.22 0.24 0.16 0,286 0.413 . 8 12.5 -1.63 0.00 -7.91 0.00 -0.15 0.00 0.153 0.348 49 24.0 2.51 -0.72 12.12 -1.21 0.23 0.16 0.21 0.44 50 25.0 3.26 -0.79 7,88 -0.66 0.15 0.08 0.174 0.263 0,50 0,50 51 LAP ANALYSIS -1.63 -1.63 . . 0.25 0.35 0.382 . 52 3 BAY 5 L 25.0 FT . '6 7 7 55 I = 0,0760 H 8.0 F? = 50.0 DEEL = -0.365 INCHES = L/ 620 LAP ANALYSIS -1.63 -1.b3 0.25 0.35 0.382 57 0.0 3,26 -0.78 7,8i -0.66 0.15 0.08 0.174 0.263 0,50 0,50 -U.I 1.0 V.1 U.41 U,'U' -1,1 12.5 -1,62 0.00 -7.6 0.00 24,0 2.58 -0.73 12.47 -1.22 25 .0 3 34 -0.79 8-.07 -0.66 0 16 Adlik 0.09 0,178 0.269 0.50 0.50 El AY 6 L 75.0 FT V.cj . V.40 v.391 . .. T 0.0760 = 8.0 . FY 5_0,0 DEPL = -0,405 INCHES L/ 740 LAP ANA LYSTS -1.67 . -1.67 . 0.25 . 0.36 0.0 3.34 -0.80 8.07 -0.67 0.16 0.09 0.178 . 0,269 0,50 0,50 : 1.0 . 2.57 -0.73 1.2.44 ,0.287 . .. . 0.45.13 '....:...., - 12.7 .-1.,71 0.00 -8.29 0.00 . -0.16 0.00 0.160 0.365 S 24.0 2.34 -0.71 11.32 -1,20 0.22 0.15 0.267 0.377 '1 . . 25.0 3.08 -0.79 7,4b -0.65 0.14 0.08 0.167 0.249 0,50 0.50 e LAP ANALYSIS -1.54' -1.54 0.23 0 33 0.361 RAY 7 0 25.0 FT T 0.0760 H = 8.0 FY 50.0 DEFO = -0.252 INCHES 0/ 1190 . . LAP ANALYSTS -1.54 -1.54 0.23 0.33 0.361 . . . . 0.0 3.08 -0.75 7 46 -0 b3 0.14 0 08 0,165 0.249 0.50 0.50 1,0 2 37 -0 69 11 45 -1 15 0 22 0.15 0.266 0.382 11.9 .-1.38 . O,OO.:.._67Q .0. 0.00 . 0,129 ......•O.295 , :,,•.•....: .....,' .5.. 5. .5 12 23.0 2.49 -0.70 12.04 -1.17 0.23 0115 0.277 0,401 . . . . . 2 25.0 4.01 -0.82 9.71 -0.69 0.19 0.09 0.207 0.324 0.50 . 01 50 . . .5 .2" LAP AigALYSIS -1.34 -1.34 0,20. 0.29 0.313 . - - 2 AY F'f . ..................... ... .. ...: ....... Ef 0 24.3 21 . . .....• S . . . . '5 ............., ...............5,. 2 .5 . -. 5-. .5. . T 0.0760 H 8.0 FY 50.0 DEFL = -0.826 INCHES 0/ 353 . - . .5 . .21 LAP AALYSIS -2.68 -1.34 0.41 0.29 0.381 .5 0 S . . . 0.0 -4.01 -0.93 9.71 -0.78 0.19 0.10 0.213 0,324 0.50 0.50 . 1.0 3.11 -0.87 15.06 -1 46 O 29 0.19 0.346 0.502 14 £ -2.67 0.00 -13 90 0.00 -0.27 0 00 0 268 0 612 31 24.3 0.00 -0.60 0.00 -1.01 0 00 0 13 0.129 0.000 24.3 0.00 -0.60 0.00 -1.01 0.00 0.13 0.129 0.000 0.50 0.50 . 3' NOTE #LT0WABLE STRESSES PER AISI SPCIFICATI014S 1968 . 3 . . ,Er SPEAR SECTION 3.4.1 Ec b2C1 ., SECTION 3.4.2 ES COiB1E0 .j,N AND BENDING SECTION 3.4.3 . ........ S ...... .-.. S . .............. 5 • . .5 •5._S . 5. 5 . . 4 FLANGE RENDING sECTION 3.1 .1 6. I9 . . . S . . .............................5 5,5 . .5. ........... . 6 6 - I 9 6 3I . . . . . . S - S 17( 541 S S 7 551 5--. ;•.,•5.SS. 0 -r •. so. •. •- •.. ,.. .'---,' . .• 56 71 7 . . ., . ....... .', •• ,• •• .......;• . . , .. . S -., - - . S :. 55,555 .5• 7 marathon LJVJLX metallic building company SPECIFICATIONS S 0 GENERAL 1.1 SCOPE The building includes all primary and secondary structural framing members, connection bolts, covering, translucent panels, windows, doors (except overhead), flashing, fasteners, closures, sealer, and other miscellaneous items as shown. 1.2 DESCRIPTION 1.2.1 Classic - Clear span, rigid frame type with 1:12 roof slope, flush-framed (1" girt line) sidewalls and endwalls, and inter- mediate frames with uniform depth columns (tapered above 96" above base plate on certain frames) and tapered beam rafter with horizontal bottom flange. 1.2.2 Clear Span -Clear span, rigid frame type with 1:12 roof slope, by-framed (8" girt line) sidewalls, flush-framed (1" girt line) endwalls and intermediate frames with tapered columns and rafters. 1.2.3 Modular Span - Modular span, rigid frame type with 1:12 roof slope, by-framed (8" girt line) sidewalls, flush-framed (1" girt line) endwalls, and intermediate frames with tapered columns and rafters, and interior pipe columns. 1.2.4 Hi-Span - Clear span, rigid frame type with 4 1/16:12 roof slope, by-framed (8" girt line) sidewalls, flush-framed (1" girt line) endwalls, and intermediate frames with tapered columns and rafters. 1.3 BUILDING NOMENCLATURE 1.3.1 The building "Width" and "Length" is measured from inside to inside face of the wall covering. 1.3.2 The building "Eave Height" is measured from the bottom of the base plate of the rigid frame columns to the intersection of lines representing the inside of the wall covering and the inside of the roof covering. 1.3.3 The "Bay Length" is measured between frame center lines for interior bays, and from the inside face of the endwall sheeting to the center line of the first interior frame for end bays. 1.4 DRAWINGS The building manufacturer will furnish complete erection draw- ings showing anchor bolt settings, sidewall, endwall and roof framing, transverse cross-sections, covering and flashing details, and accessory installation details to clearly indicate the proper assembly of all building parts. 1.5 U. L. UPLIFT RATINGS The building manufacturer will furnish, when required, a roof deck system having the Underwriters Laboratories wind-uplift rating of Class 90, as listed in the U. L. publication "BUILDING MATERIAL LIST" under Guide No. 360R0 Metal Deck As- semblies, Construction No. 65, No. 104, or No. 145. DESIGN 2.1 GENERAL 2.1.1 Structural steel sections and welded plate members are de- signed in accordance with the applicable sections, relating to the design requirements and allowable stresses, of the AISC "Specification for the Design, Fabrication and Erection of Steel for Buildings" effective November 1, 1978. 2.1.2 Cold formed structural members and exterior covering are designed in accordance with the applicable sections, relating to the design requirements and allowable stresses, of the AISI "Specification for the Design of Cold-Formed Steel Structural Members," 1977 edition. 2.2 DESIGN LOADS 2.2.1 Type "375" Buildings a. Roof Live Load The building is designed to meet the Roof Live Load re- quirements of the Uniform Building Code, 1973 Edition, Section 2305, and of the Standard Building Code, 1976 Edition, Section 1203.7. Classic, Clear Span, Modular Span Buildings 0-200 Sq. Ft. Tributary Area— 20 PSF 200-600 Sq. Ft. Tributary Area - 16 PSF Over 600 Sq. Ft. Tributary Area - 12 PSF Hi-Span Buildings 0-600 Sq. Ft. Tributary Area - 16 PSF Over 600 Sq. Ft. Tributary Area— 12 PSF b. Wind Load The building is designed to meet the Wind Load require- ments of the Uniform Building Code, 1973 Edition, Section 2308, for a Wind-Pressure-Map Area of 25 p.s.f., and of the Standard Building Code, 1976 Edition, Section 1205, for a 100 year Recurrence of Fastest Mile of Wind of 90 miles per hour, using the NAVFAC DM-2, October, 1970 alternate. For elevations up to 30 feet above ground, the velocity pressure is 16 p.s.f., and the horizontal wind pressure is 20.8 p.s.f. c. Load Combinations Dead Load + Live Load Dead Load + Wind Load Dead Load + Wind Load/2 + Crane Load (Unless otherwise specified) 2.2.2 Type "575" Buildings Roof Live Load The building is designed to meet the Roof Live Load re- quirements of the Southern Standard Building Code, 1973 Edition, Section 1203.2. Roof Live Load = 20 PSF Wind Load The building is designed to meet the Wind Load require- ments of the Southern Standard Building Code, 1973 Edition, Section 1205, Southern Coastal Region. For eleva- tions up to 30 feet above ground, the horizontal wind pres- sure is 25 p.s.f. Load Combinations Dead Load + Live Load Dead Load + Wind Load Dead Load + Live Load/2 + Crane Load (Unless otherwise specified) 2.2.3 Type "825" and "940" Buildings a. Roof Live Load The building is designed to meet the Roof Live Load re- quirements of the BOCA Basic Building Code/1970, Sec- tion 711.1. Type "825"— Live Load = 30 PSF Type "940"— Live Load = 40 PSF b. Wind Load The building is designed to meet or exceed the Wind Load requirements of the BOCA Basic Building Code/1970, Sec- tion 714.0, with a horizontal wind pressure of 20 p.s.f. c. Load Combinations Dead Load + Live Load Dead Load + Wind Load Dead Load + Live Load + Wind Load Dead Load + Live Load/2 + Crane Load (Unless otherwise specified) 4-1-80 lDMl-1 3. STRUCTURAL FRAMING 3.1 GENERAL 3.1.1 Framing members are shop-fabricated for bolted field assem- bly. 3.1.2 Primary structural framing includes the transverse rigid frames, wing unit rafter beams and columns, canopy beams, inter- mediate columns, bearing end frames, endwall columns, and wind bracing. 3.1.3 Secondary structural framing includes the purlins, girts,eave struts, flange bracing, sill support, clips, and other miscellan- eous structural parts. 3.1.4 Steel for structural framing meets the minimum yield require- ments of one of the following specifications: ASTM A-36 ASTM A-411 ASTM A-500 ASTM A-529 ASTM A-570 ASTM A-572 Members are fabricated from material with a minimum yield stress equal to or greater than that used in the design. 3.1.5 Unless otherwise specified, the minimum thickness of framing members is as follows: Cold-formed primary framing members ..........14 gage Cold-formed secondary framing members .......16 gage Intermediate pipe columns .....................12 gage Webs of welded built-up members ...................½" Flanges of welded built-up members ..............3/16" Brace rods ...............................½" diameter 3.1.6 Cold-formed sections are manufactured by roll or brake form- ing. All dimensions are within accepted industry tolerances. 3.1.7 Welds are designed to meet the stress requirements of the AWS "Structural Welding Code", D1.1-79. 3.1.8 Field connections are bolted with A-307 (Clear Zinc Plated) or A-325 (Bronze Zinc Plated) bolts as shown on Drawings. A-325 bolts are to be tightened by the turn of the nut method. Where required, connections in secondary members are made with special 1/2" oval head bolts. 3.1.9 Framing members carry an identifying mark, either stamped, stenciled or painted. 3.2 RIGID FRAMES, WING UNIT FRAMES & CANOPY BEAMS Members are welded, built-up "I" shapes, either uniform depth or tapered. 3.3 BEARING END FRAMES Bearing end frames consist of columns at the building corners and a rafter supported by the endwall columns. 3.4 ENDWALL COLUMNS Endwall columns are 8" deep cold-formed "C" sections or welded built-up "I" shapes. 3.5 PURLINS AND GIRTS Purlins and girts are roll-formed "Z" sections, 8" deep with 21/2" wide flanges and stiffening lips. Stiffening lips are formed at a 500 angle with the flanges to facilitate nesting. 3.6 EAVE STRUTS Eave struts are "C" sections formed so as to provide adequate backup for both roof and wall panels at the building eaves. 3.7 WIND BRACING When the wind load is applied in a direction such that it is not resisted by the transverse rigid frames, provision is made to adequately transmit all wind forces on the building to the foun- dation. The bracing consists of: a. Classic - diaphragm action of the roof and wall panels, or fixed base wind columns. b. Clear Span, Modular Span, and Hi-Span - diagonal rods, and struts, such that the forces are carried by truss action. Alternate bracing methods may be used when the above is not practical. 3.8 FLANGE BRACING The inside flanges of rigid frame columns and rafters are braced laterally by angles connected to the frame and to the web of the purlins or girts, as required by the compressive bending stress induced by the loadings. 3.9 BASE SUPPORT A continuous, cast-in-place rectangular tube (C.l.P Base) is provided for attaching the base of the wall covering. Alternate methods are available upon request. 3.10 FRAMED OPENINGS Structural framing members for all openings are designed to resist the specified loads. 3.11 EXPANSION JOINTS (May be required when the building length exceeds 400 ft.) Expansion joints will allow adequate expansion and contrac- tion of all longitudinal members, and roof and wall covering. 3.12 PAINTING / Structural framing members which are not galvanized are given one shop coat of iron oxide zinc chromate alkyd primer equal in performance to Government Specification TT-P-636D. 4. ROOF AND WALLS 4.1 GENERAL Roof, wall and interior liner panels are 26 gage galvanized, pre-painted cold-formed panels. Other gages and finishes are available upon request. 4.2 PANEL MATERIALS Materials for galvanized stdel panels conform to ASTM Speci- fication A-446, galvanizing class G-90. 4.3 PANEL CONFIGURATION 4.3.1 HR Panels (Standard on most roofs) 11/4" deep ribs 12" on center with two intermediate stif- feners ¼" deep between each major rib. 36" Net coverage. 4.3.2 A Panels (Standard on most walls) 1-3/16" deep sculptured profile. 36" Net coverage. 4.3.3 "Weatheroof" Standing Seam Panel 31/e" deep rib. 24" Net coverage. Thru fasteners at end laps only. 4.3.4 PL Panel (Available for roof application) Outer leg of rib on bottom of sidelap returns to bear on purlin. Otherwise, profile same as HR Panel. 4.3.5 SH Panels 3/4" deep ribs 6" on center 36" Net coverage. 4.3.6 Multipanyl (Pre-assembled insulated Wall Panel) Exterior SH Panel Interior sheet 26 gage coated with white paint. Core 1" or 2" thick molded polystyrene insulation 4.4 FASTENERS 4.4.1 Self-tapping sheet metal screws have Type "A" or Type "AB" threads. Where required for weather tightness, screws are equipped with metal and neoprene washers. Screws have hex [I IDMI-2 4-1-80 S I heads, are zinc plated, and, when necessary, color coated to match roof or wall panels. Optional self-drilling fasteners are available upon request. 4.5 SEALER Sealer for sidelaps, endlaps and flashing is 1/2" wide x 3/32" thick pressure sensitive tape. 4.6 INSTALLATION OF ROOF AND WALL PANELS 4.6.1 Roof panels are continuous from ridge to eave, whenever practical. Where endlaps are required, they are a minimum of 6" and occur at a roof purlin. 4.6.2 Sidewall panels are continuous from eave line to 13/4" below• the column base plate. 4.6.3 Endwall panels: For buildings with 1:12 roof slope, endwall panels are con- tinuous from the roof line to 13/4" below the column base plate, except where the required panel length would exceed 27', in which case the panels are spliced at the eave line. All panels are square cut. For buildings with 4-1/16:12 roof slope, endwall panels are continuous to the eave line. Gable panels above the eave line are continuous to the roof line and bevel cut to corre- spond to the roof slope. C. Endlaps for endwall panels are a minimum of 4" and occur at a wall girt. 4.6.4 Before securing, laps of roof panels are to be sealed with a continuous ribbon of tape sealer. 4.6.5 a. Roof panels are to be secured to purlins with No. 14 sheet metal screws at a maximum spacing of 12". b. At endlaps of SH Panels, the maximum fastener spacing is to be 6". At endlaps of HR and PL Panels, the fasteners are to be attached each side of the major rib. Endlaps of 'Weatheroof" Standing Seam Panels are to be attached as shown on the erection drawings. 4.6.6 a. Wallpanels are to be secured to girls with No. 14 sheet metal screws at a maximum spacing of 12". At the endlaps of SH Panels, the maximum fastener spac- ing is to be 6". At the endlaps of HR Panels, the fasteners are to be at- tached each side of the major rib. At the sidelaps of A Panels, No. 10 sheet metal screws are to have a maximum spacing of 18". Pre-drilling the outside sheet with ¼" holes is recommended. 4.7 FLASHING, TRIM, CLOSURES AND RAKE 4.7.1 Flashing and/or trim is furnished at the rake, corners and eaves, at framed openings, and wherever else necessary to provide weather tightness and a finished appearance. 4.7.2 Flashing, metal closures, trim and other miscellaneous parts are fabricated from lock-forming quality galvanized steel. 4.7.3 Closure material, either formed metal or solid or closed cell closure strip, is to be installed along the rake and/or eave where required for weather tightness. 4.8 COLOR FINISH 4.8.1 Unless specified otherwise, all wall and roof panels, flashing, trim and other exposed galvanized steel surfaces are color coated. 4.8.2 The Color-coat system is "METALLIC 262" polyester or sili- cone-polyester exterior coating, nominally 0.8 mils thick with a 0.2 mil thick primer for added adhesion and corrosion resis- tance. Interior coating is a 0.4 mil high quality interior with a 0.1 mil primer, for a total nominal thickness of 0.5 mils. 5. ACCESSORIES 5.1 HOLLOW METAL SWING DOORS 5.1.1 Door leaves are 13/4" thick, full flush, fabricated from galvan- ized, mill bonderized, embossed steel sheets. 5.1.2 Door frames are galvanized steel with reinforced recessed hinged plates. 5.1.3 Doors are furnished with cylindrical lock sets. 5.1.4 Each door leaf swings from three (3) 41/2" x 41/2" galvanized steel, interlocking template butt hinges. 5.1.5 Door leaves and frames are shop painted with one coat of epoxy base white primer. 5.1.6 The threshold is an extruded aluminum shape to provide posi- tive weather seal. 5.1.7 When required, doors are provided with the weather stripping. 5.2 SLIDING DOORS 5.2.1 Sliding door leaves are constructed of bolted steel framing covered with panels as specified for the walls. Door leaves are flashed and counter-flashed for weather tightness. 5.2.2 The leaves are suspended from a galvanized steel track by dual-wheeled, galvanized, steel, permanently lubricated trolley hangers. The track brackets and trolleys are protected by a counter-flashed hood. 5.2.3 The door is equipped with a handle and slide bolt latch assem- bly which permits padlocking from either inside or outside of the building. 5.3 DOOR FRAMES - OVERHEAD AND SLIDING DOOR 5.3.1 Door jambs and headers are cold-formed channel sections having one standard shop coat of primer. 5.3.2 Girls attach to jambs with a galvanized friction clip so that bolt heads do not protrude through the jambs at girt connections. 5.4 HORIZONTAL SLIDE WINDOWS - ALUMINUM Aluminum windows are designed for installation with the ex- terior wall panels. Windows are complete with latch, removable half screens, weather-stripping, and provisions for installation of storm sash. They are factory glazed using vinyl glazing beads and are back-bedded. 5.5 TRANSLUCENT PANELS 5.5.1 Translucent panels are glass fiber reinforced polyester, and may be either: Type I, structural (general purpose) conforming to com- mercial standard CS-241-57, or Type II, having a burning rate of 0.2" per minute or less when tested in accordance with ASTM Specification D635- 56T. 5.5.2 Translucent panels match standard panel profiles, are 1/16" thick, weigh 8 ounces per square foot, and are white with a granitized top surface. 5.5.3 Insulated translucent panels are available in Type I, HR Panel profile only. 5.6 EAVE GUTTERS AND DOWNSPOUTS 5.6.1 Eave gutters are fabricated from 26 gage galvanized steel. Snap-on gutter straps are provided for ease of erection. 5.6.2 Downspouts are rectangular, fabricated from 26 gage galvan- ized steel, are to be supported by attachment to the wall cover- ing at 10' maximum spacing, and have a45 degree elbow at the bottom. 5.7 VENTILATORS Ventilators are gravity type, fabricated from galvanized steel, and are available in the following types: a. Continuous - furnished in 10-0" lengths with end caps, and have manually-operated dampers. 4-1-80 lDMl-3 b. Circular -furnished with interior baffles and exterior wind band designed to provide maximum air flow, and are avail- able with or without damper. All ventilators are furnished with birdscreen. Ventilators for color-coated roofs are white. 5.8 LOUVERS Louvers are fabricated from galvanized steel, have overlap- ping blades which provide maximum weather tightness while allowing free air flow, and may be either: Fixed - blades in fixed position, or Adjustable - operated by hand crank operator (pull chain operator is optional). Louvers are designed for installation with the exterior wall panel, and are furnished with insect screens. Louvers for buildings with color-coated walls are painted white. 6. BUILDING ANCHORAGE & FOUNDATION 6.1 ANCHORAGE The building anchor bolts and related anchorage are designed to resist the column reactions resulting from the specified loads as applied in the specified loading combinations. Sizes are specified by the building manufacturer. 6.2 FOUNDATION The building foundation is to be designed by *a qualified en- gineer to support the building reactions, in addition to other loads imposed by the building use or occupancy. The design is to be based on actual jobsite conditions. Specifications apply to buildings manufactured by MARA- THON METALLIC BUILDING COMPANY. In keeping with MARATHON METALLIC BUILDING COMPANY'S policy of continuous product improvement, specifications are sub- ject to change without notice. a a IDMl-4 4-1-80 a 12 4 V16 I NOTE SECTION PROPERTIES AND ALLOWABLE STRESSES ARE CALCULATED IN ACCORDANCE WITH THE 1968 EDITION OF THE AISI SPECIFICATIONS. In IS FOR DEFLECTION DETERMINATION, Sit IS FOR LOAD DETERMINATION. SLOPE SECTION THK 4 WT/ AXIS X-X AXIS Y-Y Q F Fb (IN) (IN2) x x x ' ' (IN) (KSI) (KSI) (#/FT.) (I0) (IN3) (IN) (I0) (IN) 8E55.4 0.075 153 5.32 15.55 3.45 3.30 5.83 1.95 2.21 0.55 40.0 23.58 1/12 8ES7.4 0.105 2.15 7.50 22.70 5.30 3.27 8.20 1.95 2.24 1 0.73 40.00 124.24 8E55.4 16.075 1.53 5.35 1 15.56 13.47 3.29 7.27 2.18 3.04 0.55 40.0 23.40 416/12 8ES7.4 0.105 2.13 7.43 22.58 5.28 3.27 9.96 2.16 3.03 1 0.74 1 40.0 24.24 (S DIMENSIONS AND SECTION PROPERTIES FOR "ES" SECTIONS 2DMI • NOTES: / L38MM( I SECTION PROPERTIES AND ALLOWABLE / STRESSES ARE CALCULATED IN . / ACCORDANCE WITH THE 1977 EDITION OF THE AISI SPECIFICATIONS. 2.) I x IS FOR DEFLECTION DETERMINATION, S IS FOR LOAD DETERMINATION. D X -- X • 3) F b IS THE ALLOWABLE STRESS IN TENSION, AND IN COMPRESSION WHEN THE COMPRESSION FLANGE IS FULLY BRACED I AGAINST LATERAL BUCKLING. / . 4.) F U IS THE ALLOWABLE STRESS IN / . COMPRESSION WHEN THE COMPRESSION (N /--. R- FLANGE IS UNBRAçED AND THE TENSION . -j . FLANGE IS BRACD. IT IS COMPUTED I USING THE PROCEDURE GIVEN IN PART I ifi, SECTION 3 OF THE AISI MANUAL. Z Y THE HR PANEL IS USED AS THE GRACING ELEMENT. D B L DESIGN . R AWT,1-- I AXIS X-X AXIS Y-Y AXIS Z-Z Q F FbFbu Ix S, . I, ry -I, 8 rz SECTION THK 'FTI (IN) (IN) (IN) (IN) (IN) 2 (IN ) (w/FT)j (IN4) (IN3) (IN) (IN4) (IN) () (IN) (IN (KSI) (KSI) (KSI) 8Z16 8.000 2.500 0.597 0.060 0.156 0.83 2.72 7.81 1.89 3.10 1.10 1.15 74.0 0.76 2.14 0.59 50.00 30.30 21.9 8Z14 8.000 2.500 0.625 0.076 0.156 1.05 3.45 10.07 2.48 3.09 1.40 1.15 74.0 0.76 2.72 0.67 50.00 30.30 22.7 8Z12 1 8.000 2.500 0.601 0.101 0.156 1.39 4.57 13.15 3.29 3.08 1.78 1.13 74.2 0.75 3.51 0.74 50.00 30.30 24.9 12 14 12.000 4.000 0.870 0.075 188 1.60 5.58 35.50 5.92 4.70 5.57 1.86 72.8 1.22 0.27 0.54 42.00 25.22 12Z 12 12.000 4.000 0.910 0.100 188 !0. 2.14 7.49 47.22 7.88 4.70 7.54 1.88 72.6 1.22 13.20 0.67 42.00 25.22 12Z 9 12.000 4.000 0.970 0.150 188 3.21 11.16 70.30 11.72 4.68 11.54 1.90 72.3 1.23 20.86 0.77 4200. 25.22 NOTE . BZ IS USED FOR PURLINS 6 GIRTS. I2Z IS USED FOR BEARING FRAME RAFTERS AND IS AVAILIABLE IN 26 MAXIMUM LENGTHS. 7ff DIMENSIONS AND SECTION PROPERTIES . FOR "Z' SECTIONS .4L1JJ] 2 DM 2 2 -1 -80 2DM 2. 3.4 OR COLOR PANEL PROFILE ENGINEERING PROPERTIES OF STEEL SH PANELS GAGE STEEL YIELD (KSI) STEEL . THK. (IN) TOTAL TIIK. (IN) GIRTH (IN) WEIGHT (#/FT2) TOP FLAT IN COMPRESSION BOTTOM FLAT IN COMPRESSION Fb . (KSI) III (IN4/FT ). i (IN3 /FT) (IN 4/FT) Si (IN 3/FT) 26 50.0 0.0198 0.0217 41.5 1.045 0.0222 0.0382 0.0158 0.0366 30.3 24 50.0 0.0257 0.0276 41.5 1.333 0.0302 0.0535 0.0229 0.0512 30.3 22 33.0 0.0317 0.0336 41.5 1.621 0.03781 0.0710 0.0331 0.0665 20.0 EXTERIOR COLOR SURFACE - 3/8 3/I6 3 vi PANEL PROFILE ENGINEERING PROPERTIES OF STEEL A PANELS GAGE STEEL YIELD (KSI) STEEL THK. (IN) TOTAL THK. (IN) GIRTH (IN) WEIGHT (#/FT2) TOP FLAT IN COMPRESSION BOTTOM FLAT IN COMPRESSION F (KSI) (IN4/FT) S (IN /FT) I (IN4/FT) S (1N 3/FT) 26 50.0 0.0198 0.0217 41.5 1.045 0.0233 0.0345 0.0379 0.0384 30.3 24 50.0 0.0257 0.0276 41.5 1.333 0.0338 0.0492 0.0517 0.0533 30.3 22 33.0 0.0317 0.0336 41.5 1.621 0.0502 0.0645 0.0652 0.0707 20.0 EXTERIOR COLOR 11 I SURFACE I / -3/8" I PANEL PROFILE ADOInONAL MATERIAL FOP PL PNFl ENGINEERING PROPERTIES OF STEEL HR B PL PANELS GAGE STEEL YIELD (KSI) STEEL THK. (IN) TOTAL THK. (IN) GIRTH (IN) WEIGHT (#/FT2) TOP FLAT IN COMPRESSION BOTTOM FLAT IN COMPRESSION (KSI) I (IN 4/FT) S (IN3 /FT) I (IN 4/FT) S (IN 3/FT) 26 50.0 0.0198 0.0217 41.5 1.045 0.0424 0.0421 0.0413 0.0448 30.3 24 50.0 0.0257 0.0276 41.5 1.333 0.0569 0.0577 0.0548 0.5587 30.3 22 33.0 0.0317 0.0336 41.5 1.621 0.0707 0.0743 0.0697 0.0733 20.0 NOTES , I. SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH THE 1968 EDITION OF THE AISI SPECIFICATIONS. Ii IS FOR DEFLECTION DETERMINATION AND Si IS FOR LOAD DETERMINATION. 2. WHERE 50.0 KSI YIELD IS INDICATED, PANELS ARE MADE FROM MATERIAL HAVING A MINIMUM YIELD OF 80.0 KSI. . SECTION PROPERTIES OF METALLIC "SH, uAh, "HR", B 'PL" PANELS ______ 2DMII 3-1-76 20 H W •.. EP EAVMT S RAFTER. '.• BEARING FR - - 'A-32HW-L. S.. 0 -'• : BEARING FRAME @ CORNER COL. CAI Ve FA 40 ;u •RAFTER 94c - --r I I —BEARING FRAME o Q) Si0, I It .._- I 1J'1 7—Mc' SECTION m J I ' Et4DWALL COL : CO coo 00 a : 1ENDWALL COL. -. I I 5.XOLI!4A-32 - . • • • EXTENSION • BOLTS (12 REQO. S S • • fo IN S - . . qI1 • ROOF LINE • BEARING FRAME @? ENDWALL COL. END BAY PURLIN STRUT ANGLE IS RWD. 3. -14X 4 LG SCREWS -- WORKING IN END BAY AT STRUT ANGLE (HW-9) ZT 4~-O"ALT. INT7 • BEARING FRAME RAKE ANGLE FOR 25-0 BAYS. RAFTER FIELD DRILL PURLINS. BEARING -FLANGE BRACE u FRAME FB-3800 RAFTER (WHERE SHOWN RAKE ANGLE I RAKE ANGLE MN ON H" SECTION ERECTION RAKE ANGLE & STRUT •.r1 .14 X SW U SCREWS . ENDWALL COL •• • ANGLE CONNECTION S • . . I ENDWALL. COL. 5$$xOLI4A-325 0 8 —I4 X3a1" LG SCREWS EXTENSiON "JDWALL COL— j. BOLTS (12 REQ 0) 00 BOLTS. OLTS 'z,M.B.X 0-IL HW-25 (HW 9 S j.. ,-ENDWALL COL. EXTENSION . : • ..: • •BEARING FRAME ENDWALL coL: CTION THRU. BEARING FRAME S . - ENDWALL COL. CONNECTION S • S 10 4S. rm4 SOUTHERN CALIFORNIA.SOIL AND TESTING, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 280-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120 74-831 VELIE WAY PALM. DESERT, CALIF. 92260. • T E L E 346-1078 679 ENTERPRISE ST. ESCONDI.DO, CALIF. 92025 • T E L E 746-4544 Fbury 5, 1981- Lusardi Conctruction Company . . . . SCS&T 13795 1570 Linda Vista Road . I Report No. 6 San Marcos, California 92069 . S Attention: Jeff Harris . SUBJECT: As-Built Location of Methane Gas Collection.System, Aircraft Service Hanger, Palomar AirpOrt, Carlsbad, California. Reference: Revision of Recommendations for Methane Gas Collection System, Air- craft, Service Hanger, SCS&T 13795, Report No. 5, February 3, .1981. Gentlemen: As -discussed in our telephone conversation of February 4, 1981, this letter has been prepared to confirm that the as-built extent of the Methane Gas Collection System, as shown on the attached Plate Number 1, is adequete, in our opinion, to collect any gas generated by the decomposition of landfill debris. This final layout differs from the one recommended in the above referenced report. SOUTHERN CALIFORNIA SOIL AND TESTING, 1NC SCS&T 13795 Fenruary 5,1981. Page Two. If you have any question after reviewing this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. 22u : Anthony F. B(fast, Pioject Engineer Charles H. Christian, R. C. E. #22330 • AFB:CHC:de • • cc: (5) Submitted • • (1) SCS&T, Escondido • SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 14 g • o• 6' - i 2 . 42 '-'i •2 • lip 43 53 c 'S 1 47 '4 •• .. i. As 8jC 0,-•Ie5,5 p . • • S .•S - 4 , ,45-814'/L r • 04757 C,07 oc,11E7w4,VE ,q5 , • • I'S P Call CT,tWJ)'JTEM ! 149 Li 0C47-10 A,S O SOUTHERN CALIFORNIA Palomar Air Service Hanger BOIL & TESTING, INC. Palomar Airport Suo mIvuoALu •rmau? 4 •AN DI•D, CASONPA 00 . Carlsbad, California BY 'DATE JC •. I 2-5-81 JOB No. I 13795 1 Plate No. 1 2 SOUTHERN.CAL'IFOR'NIA SOIL A'ND.TESTING, INC. 6280 RIVEROALE ST. SAN DIEGO, CALIF. 92120 • TELE 2804321 • P.O. BOX 20627 SAN 'DIEGO, CALIF. 92120 74-831 V E L I E WAY PALM DESERT, CALIF. 92260 T E L E 346-1078 678 ENTERPRISE ST. ESCONDIDO, CALIF. 92025 T E L E 746-4544 January 27, 1981 Lusardi ConstrUction ' SCS&T 13795 1570 Linda Vista Road . Report No., 4 San Marcos, California 92069 SUBJECT: Report of Drilled Pier Inspection, Palomar Air Servic,Hangér, Palomar Airport, Carlsbad, California. REFERENCES.:, I)- Preliminary Soils Investigation, Meister Building, SGT. 712143, Report No. 1, April 28, 1977. 2). Revised Allowable Soil Bearing PressUres, SCS&T 13795, Report No 1, January 8, 1981 3) Supplemental Geotechnical Investigation, SCS&T 13795, Report No 2, January 13, 1981 4) Additional DrilledRecomnendations, SCS&T, 13795 Report No. 2 January 14, 1981 Gentlemen: This letter has been prepared to present the results of our observations during the drilling of the pier foundation excavations for the subject development, and our inspection of, the finished pier excavations.. The purpose of our observations and inspection was to verify that the piers were drilled in compliance with the recommendations presented in our previously issued soils H . . repots for. the subject development. 'SOUTHERN CALIFORNIA SOIL AND TESTING,ç,EV3I SCS&T 13795 January 27, 1981 Page Two From January 8 through January 26, 1981, a representative of this office was present during the pier drilling. The drilling was performed by the Western Drilling Company, which used two truck mounted flight augers and a variable diameter belling bucket. The pier configuration is shown on the attached Plate Number 1. The piers were extended through artificial fill and, in some areas, landfill debris, and embedded into formational materials of the Torrey Sandstone Formation. A summary of the pier diameters, embeddment lengths, and total lengths is provided on Plate Numbers 2 and 3. Logs of the soil types encountered in each excavation were made during the drilling operations and copies of those logs are on file in our office. Our field observations indicate that the soil conditions encountered do not differ from the conditions anticipated in the preparation of the previously •issued soils reports, and all piers will be founded in the native formational sandstones. Further, the reported bell diameters and embedment lengths should result in a pier capacity of at least 70 kips, which is the anticipated col uninload. • If you have any questions after reviewing our report, please do not hesitate to contact this office. • This opportunity to. be of professional service is appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. Anthony F. B1'fast, Pr6ect Engineer Charles H. Christian, R. C. E. #22330 AFB:CHC:nr cc: (5) Submitted (1) SCS&T, Escondido SDUTHERN CALIFRNIA SOIL AND TESTING. INC. Al !s! z.' 6,' P42 52 0e2 •2 - I2 u. 3 .33 C3 r ?5 63• , . p) 0 0 _\ AS 855 [' 000 000 H .0 . .• 00 . •• I - 1757 157 1.'. AS Z' 090 5 El 0 0 • • C/—': 1"161--wc47'0 &/s' 0 • O • 0 0 ' ' 0 /'J::.4:/ 0 SOUTHERN CALIFORNIA Palomar Air Service Hanger SOIL & TESTING, INC. Palomar Airport W •eo RIVflDAL 8TflT A • N OtO, CALIFORNIA 91RO Carlsbad, California By ic DATE 1-27-81 JOB NO. S 13795 Plate No. 1 MINIMUM PIER NO. SHAFT DIAMETER BELL DIAMETER A-i 24" 46" A-2 24" 46" A-3 24" 46" A-4 24" 46" A-5 24" 46" A-6 24" 46" A-7 24" '46" A-8 24" 46" A-9 24" 46" B-i ' 24" '46" B-2 ,. 24" , 36" 9-3 24" 36" 8-4 ' 24" S 36" B-5 ' 24" 36" B-6 24" 36" 8-7 24" 36" B-8 ' 24" 36" B-9 ' 21" 46" c-i 24" ' 46" C-2 241f' 36" C-3 ' 24" ' 36" C-4 ' 24" ' ' 36" C-5 ' '' ' 24" ' 36" C-6 24" ' 36" C-7 ' 24" ' 36" C-8 ' 24" , 36" C-9 21" ' 46" 0-1 24" 46" 0-2 21" 36" 0-3 ' 21" ' 36" D-4 21" 36" 0-5 21" 36" SOUTHERN CALIFORNIA' O SOIL & TESTING, INC. 5550 mivuou •rm..y 4 SAN OIUSD CALIPOPNIA ..i.o DEPTH OF EMBEDMENT DEPTH BELOW GRADE INTO FORMATIONAL MAT'L 14' 5' 5' 13' 5' 13' 5' 13½' , 5' 5' 27' 5' 26' 5' 19' 6' 12' 5' 18' , ' 10' 17½' ' '9i 18' 9' 17½' 9½' 18' ' 10' 20 11½' 28' ' 9' 25' '' ' 6' 9½': ' 5' 16½' 10' 183-2' , 10½' 17½' 15' ' 10' 20' 21' ' 10½' 25' 9' 22'' 5' 8' ' 5' 16' 9' 18' 10' ' 9' Palomar Air Service Hanger Palomar Airport Carlsbad, California VY AFB DATE 1-27-81 06 NO. 13795 'Plate No. 2 MINIMUM. DEPTH OF EMBEDMENT PIER NO. SHAFT DIAMETER BELL DIAMETER DEPTH BELOW GRADE INTO FORMATIONAL MAT'L. 0-6 21" 36" 17' D-7 21" 36" 18 0-8 21" 36" 18' 9½' D-9 24" 46" 19' 5' E-1 24" 36" 16' ' 12' E-2 24" 36" 16' 12½' E-3 24" ' 36" 16' 11' E-4 24" 36" 17' 12' E-5 24" 36" 16' 11½' E-6 24" 36" 16' 10' E-7 24" 36" 18' 11' E-8 24" 36" 16:' ' 10' E-9 24" ' 46" 16' 61,2' F-1, 24" 46" 9' ' 5' 'F-2 24" 46" 9½' 5' F-3 24" 46" 8 ' 5' F-4 - 24" 46" 9' 5' F-5 24" 46" 10' ' 5' F-6 .- 24" 46" 10' 5' F- 7 '. 24" 46 11 11' 5½' F-8 ' 24" 46" 12' 5' F-9 24". 46" 14' 5' G-9 ' 24" 46" 13' ' ' 5' H-i ' 24" ' 36" 28' ' 9' H-2 24" ' 46" 21' ' ' 5' H-3 24" 46" 19' 5' H-4 24" ' 46" 14' 5' H-5 24" 36" 29' 9' H-6 24" ' '46" ' 20' 5' H-7 ' 24" 46" 5' H-8 24" 46" 15' . 5' SOUTHERN CALIFORNIA ' Palomar Air Service Hanger BOIL & TESTING INC. Palomar Airport SAN DIUSO, CALIPOflNIA 11101180 Carlsbad, California BY AFB DATE 1-27-81 JOB NO. 13795 Plate No. 3 , 7/ rr S S . S . SO1JTHEFN CALIFORNIA SOIL AND TES.TINC3, INC. 6200 RWCROALE ST. SAN 01500, CALIF- 92120 • TELS 280-4321 • P.O. BOX 20,27 SAN 01500, CALIF. 92120 74 -031 yELlS WAY PAL14 0EERT, CALIF. 92260 TSLF. 346-1078 6'B E1'1TE5PRISF ST. ES -CONDIDO, CALIF. 92029 ' T E L E .14&4544 January 14, 1981 Lusadi Construct-ion Company 1570 Linda Vista Road SCS&T 13795 San Ma rcos, California 92069 Report No 2 Attention Jeff Hauis I SUBJECT: Additiona1Dril1ed Pier Recommendations, 'Palomar Airport Building. Ce,it1eme1 H During the drilling operations for the first 21 cast-in-place concrete piers, :a highly cemented stratum of sand was found toexist about five (5) feet into the natural ground This strati'ir, which was found throughout the entire site, varies from about 8 to 14 inches in thickness and is very difficult to drill . through. In addition, since this material could not be belled, some of the, piers were drilled deeper than required in order to get the bell below, the highly cemented material . S . S • S. S • After talking with the drillers, it was leaned that they can bell to a width of r 46 inches. Using the increased bell width, which provides an increase in bearing area of about 4 to 5 feet over the 3 foot diameter bells, the bearing capacity of a pier embedded 5 feet into natural ground would have a bearing capacity of SOUTHERN CALIFORNIA SOIL AND TESTINO. INC. ,SCS&1 13795 January 14, 1981 Page Two 70 kips, which is the anticipated column loads. This results in a bearing pressure of about 6000 psf, which complies with our previous recommendations. The botto m of the bells should not be less than 5 feet into native soils in order t h a t n o • belling will be done in the fills. S In conclusion, a pier embedded 5 feet into native soil and having a bel i e d 'diameter of 46 inches will safely support the anticipated column loads and may • -be used in lieu .of the 3 feet belled piers embedded 9 feet into native soil. If you have any questions after your review of this report, please do n o t h e s i t a t e to contact this office; This opportunity to be of professional service is appreciated. ' ' • • S :• • Respectfully, S • .• • • •: • :" • • SOUTHERN CALIFORNIA SOIL & TESTING, INC. ' 5. ••• 5 5 .• S • ' 'S Charles H Christian, R.C.E. cc (2) Submitted (S) Deardorff and Deardorff S.' ' •• • I 45- SOUTHERN CALIFORNIA SOIL AND TESTING INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 2804321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120 74-831 V E L I E WAY PALM DESERT, CALIF. 92260 T E L E 346-1070 6 7 B ENTERPRISE ST. ESCONDIDO, CALIF. 92025 T E L E 746-4544 January 8, 1981 Lusardi Construction-Company.. •• SCS&1 13795 1570 Linda Vista Road V San Marcos, California 92069 V . Attention: Jeff Harris V V SUBJECT: Revised Allowable Soil Bearing Pressures for Drilled Pier V •VV . Foundations. V REFERENCE: 1) Soil Investigation Report By SGT Consultants, Dated April V . 28, 1977. Gentlemen: This letter has been prepared to revise the allowable soil bearing pres- sure recommendations for drilled piers as presented in reference 1) above. Based on information obtained during a subsequent subsurface investiga- tion on December 24, 1980 and on the actual drilling of some of the pier V holes, it is. our opinion that the allowable soil bearing pressure may be considered to be 3000 psf at two feet into the formational soils and that V this allowable pressure can increase by 1000 psf per each additional foot' I • • of depth into the for-mational materials. Based on this, it will be SOUTHERN CALIFORNIA SOIL AND TESTING, INC. 4 - SCS&T 13795 January 8, 1981 Page 2 necessary to penetrate the formational materials by 9 feet to obtain the design bearing pressure of 10,000 psf. If you should have any questions after reviewing this report, please do not hesitate to contact this office. This opportunity to be of professio- nal service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. - Charles H. Christian, R.C.E. #22330 CHC:rnw cc: (2) Submitted (9) Deardorff & Deardorff SOUTHERN CALIFORNIA SOIL AND TESTINO. INC. 4S~ -CO SOUTHERN CALIFORNiA SOIL AND TESTINO, INC. 6280 RIVERDALE ST. SAN DIEGO, CALIF. 92120 • TELE 290-4321 • P.O. BOX 20627 SAN DIEGO, CALIF. 92120 74831 VELIE WAY PAL.M DESERT,. CALIF. 92260 TELE 346-1079 678 ENTERPRISE ST. ESCONDIDO, CALIF. 92025 • T E L E 746-4544. January 13, 1981 Lusardi Construction Company SCS&T 13795 1570 Linda Vista Road Report No. 2 San Marcos, California 92069 SUBJECT: Supplementary Geotechn.ical Investigation, Proposed Airplane Hanger Building, Palomar Airport Road, Carlsbad, California. REFERENCE: Soil Investigation Report by SGT Consultants, dated April 28, 1977. Gentlemen: In accordance with the request of Mr. Jeff Harris on December 22, 1980, we have compited a supplementary geotechnical investigation at the subject site. The purpose of this investigation was to determine the soil conditions underneath the new building location not covered in the referenced report. We report herewith our supplementary findings and recommendations. Our investigation consisted of five (5) borings which were ex- tended by means of a rotary augered drill rig. These borings varied in depth from 8 to 20 feet. Please refer to Plate No. 1 of this report which indicates the new building position and the location of our subsurface explorations. SOUTHERN CALIFORNIA SOILAND TESTING, 1NC. SCS&T 13795 'January 13, 1981 Page Two FINDINGS In general, we found the newly investigated portions of this site to be capped by a silty sand fill which varied in. thickness from 5 to 8 feet thick. This was in turn underlain by a relatively thin clayey topsoil layer which overlays the native Torrey Sand- stone formation. The exception to this condition was at Trench No. 2 where.a 10½ foot sandy clay alluvial deposit was encountered between the fill and formational soil. The encountered fill soils were noted to be generally moist and medium dense while the-top- soils and alluvium was moist and medium stiff inconsistency. The formational soils were moist and dense to very dense. A more detailed description of the encountered soils is provided on the logs of our subsurface explorations on Plate Nos. 2 through 5. RECOMMENDATIONS Foundations S It is our opinion that the drilled, cast in-place concrete piers recommended in the referenced report should still provide a most suitable foundation system for the proposed structure. Drilled piers should be extended through the old fill and alluvium and be founded at least 24 inches into the underlying, undisturbed, form- ational soils. For design purposes, an allowable soil bearing pressure of 3000 pounds per square foot may be used for the piers founded as recommended above. This value may be increased by 1000 psf for each additional foot the piers are extended into the forma- tional soils beyond the required 24 inches. The maximum allowable soil bearing pressure should, however, be limited to 10,000 pounds per square foot. Drilled piers should have a minimum diameter of 24 inches and we recommend that the drilling of the piers be observed by a qualified soils engineer to verify that these piers will be founded in a suitable bearing material. SOUTHERN CALIFORNIA SOIL AND TESTING. INC. £L)L)L L 1%. .1.. 1 , .[\ • L. • •ffj 1. .1.. q h SCS&T 13795 January 13, 1981 Page Three We also recommend that the drilled pier foundation system be used even in the area where the existing upper dense fill material has been placed directly on the formational materials. This recommen- dation is based on the fact that while the upper fill appears to be dense in certain areas, it was apparently uncontrolled when placed and the uniformity of its density may vary considerably. On-Grade-Slabs On-grade-slabs constructed over areas which contain non-engineered fill soils may experience considerable settlements. Therefore, in order to reduce the possibility of differential settlements and/or cracking of the interior on-grade--slabs It will be necessary to construct a structural slab capable of supporting the anticipated live and ^dead loads without support from the underlying soils. It is recommended that this slab be designed by a qualified structural engineer. If you should have any questions after reviewing this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL & TESTING, INC. RRR/rr Enc. cc: (5) Submitted (1) SCS&T, Escondido SOUTHERN CALIFORNIA SOIL AND TESTING, INC. ROO Z? II . I I ,D I j/D/AJ .1 I Pea'bc' 4JJ AJ/LD/1,t LLC477OAJ II, L/áz/ Px/AJG CC47/A5 O SOUTHERN CALIFORNIA I Palomar Air Service BOIL & TESTING, INC. I Palomar Airport Road, Carlsbad 0550 RIVOROALE STREET I SAN DINGO, CALIFORNIA 55150 I JC 12-24-80 1379 te BORING NUMBER 1 O CLASS DESCRIPTION E - SM Yellow Brown,Moist, Medium Dense, 2 Silty Sand 10 9 (Fill) 11 8 /7 CL Grayish Brown, Moist, Medium Stiff ..... Sandy Clay (Topsoil) 10 SDI Yellow Brown, Moist, Dense to Very - : Dense, Silty Sand (Torrey Sandstone) 12- SOUTHERN CALIFORNIA BOIL & TESTING • INC. ..se flIVUROA.0 STRUT SAN IUO, CALIFORNIA ••iso Palomar Air Service Palomar Airport Road, Carlsbad AFB DATE 12-24-80 NO. 13795 Plate No. 2 BORING NUMBER 2 0. CLASS DESCRIPTION .' SM Yellow Brown, Moist, Medium Dense Silty Sand /' CL Dark Brown, Moist, Medium Stiff Sandy Clay 10/ 12 (Native Alluvium) 14/ E 10 9 . 1&7/ ADense . • I] -.•27 Yellow Brown, Moist, Dense to Very ___ Silty Sand (Torrey Sandstone) 40/3" 20 I , ,'\ SOUTHERN CALIFORNIA Palomar Air Service SOIL & TESTING, INC. Palomar Airport Road, Carlsbad ...o RIVEROALE eRr.T . SAN DIUGO CALIFORNIA 55150 BY. DATE AFB 12-24-80 JOB NO. 13795 Plate No.3 BORING NUMBER 5 o CLASS DESCRIPTION E. 2 SM Yellow Brown, Moist, Medium Dens Silty 8 (Fill) 8 9 4 6 8 - SOUTHERN CALIFORNIA Palomar Air Service SOIL & TESTING, INC. Palomar Airport Road, Carlsbad S_SO IVSOAt.0 •TRN•T SAN 01500 CALIFORNIA 55150 - BY DATE AFB 12-24-80 JOB NO. 13795 Plate No. 5 Sand CL Dark Brown, Moist, Medium Stiff Sandy Clay (Topsoil) SM Yellow Brown, Moist, Dense /,. - ____ - Silty Sand (Torrev Sandstone) CITY OF CARLSBAD APPROVED, BY7 Fire Dopt. , HYDRAULIC DESIGN INFORMATION SHEET NAME F, t ,.4—O N A) 2 11 A?RD1gT ro1 H T 2 DATE 3ZcL LOCATION RLt)MQ. 4tT LAL. r) SYSTEM NO. CONTRACTOR .Qr2_JtI,_)&7IkEC2jL- CONTRACT NO. CALCULATED BY DRAWING NO. ____eo __________ CONSTRUCTION: eCIBLE CA NON-BUSTI8LE . CEILING HEIGHT_Q__FT. OCCUPANCY__IL . Li NFPA 13: 9 LT. HAZ. ORD. HAZ. GP. 0 1 [] 2 9 3 9 EX. HAZ. LiNFPA231 Li NFPA231C: FIGURE ; CURVE Lq El OTHER (Specify) SPECIFIC RULING -11T--0Q 500 Zh _MADEBY(LsThrt .DATE IO2 it Cn 10 AREA OF SPRINKLER OPERATION ___________. SYSTEM TYPE DENSITY . ( WET Li DRY 0 DELUGE Li PRE-ACTION AREA PER SPRINKLER _________ SPRINKLER OR NOZZLE HOSE ALLOWANCE GPM: INSIDE __________ MAKE_£AiT12AL— MODEL HOSE ALLOWANCE GPM: OUTSIDE . SIZE K-FACTOR RACK SPRINKLER ALLOWANCE . TEMPERATURE RATING ILo5° CALCULATION GPM REQUIRED . PSI REQUIRED AT BASE OF RISER. SUMMARY, C" FACTOR USED: OVERHEAD: I7D UNDERGROUND WATER FLOW TEST PUMP DATA Q Ph. TANK OR RESERVOIR LTh.. >- DATE & TIME . RATED CAPACITY CAPACITY- STATIC PSI EL AT PSI ELEVATION RESIDUAL PSI ( ELEVATION " GPM FLOWING a,L WELL cc ELEVATION PROOF FLOW_. GPM LOCATION SOURCE OF INFORMATION 1LL. 1rZ€ _ VISE COMMODITY . CLASS' LOCATION w STORAGE HEIGHT_________________ AREA ' AISLE WIDTH STORAGE METHOD: SOLID PILED_% PALLETIZED_________ %' RACK 9 SINGLE ROW Li CONVENTIONAL PALLET Li AUTOMATIC STORAGE Li ENCAPSULATED Li DOUBLE ROW' ' Li SLAVE PALLET Li SOLID SHELVING Li NON- MULTIPLE ROW 0 OPEN ENCAPSULATED o o .,o m FLUESPACINGININCHES CLEARANCE FROM TOP OF STORAGE TO CEILING 8 Cc LONGITUDINAL TRANSVERSE. FT. IN. - HORIZONTAL BARRIERS PROVIDED_. ... . BUILDING S I PA E- 1--A I - F-:I VAo3 C:CoF:F JOE:- PALOMAF: AIRPORT STORAGE H .JUE: NO; 07-5077 [:'ATE 3. "24":3 1 SHI. I OF SPRF:::LR. I;!A fl t::" EQLIIV; PIPE PT PT I [:'ENT. FLOW DIR. F ITT I NO FTGS. PE P :::::::f::: NOTES QT LOSS,•'FT LENGTHS TOT. PF PN 0.95 C=1213 10.00 15:00 .I!F1 a9 PT= 15. 130 1 1.380 0.00 ILI 95 0. 001.31 10. 33 ---------------------------------------------------------------------------------- 0. 00 21. 69 C=120 10. 00 15.00 K= 5. 600 P= 15. 00 2 l::o 000 000 22.64 0.04-0 10. 011 0. 42: ------------------- 22.00 C=120 III. 00. 15. 43: K= 5. 600 42: 1. 3-1-Do 0.00 a oo 44640.1511 10.00, 1.51 • 23.05 C=12'3 10.00 16.94 K= 5. 600 94 4. 1.330 :0.00 0.00 67. 69 a 3265 10.00 -------------------------------------------------------------------------------- 3. 27 25. 18 C=120 10.00 20. 21 K= 5.600 P= 20.21 5 1. 380 IT 6. 0 6. 00 0. 00 92.8? 0.5361 16.00 9.2:8 a 00 C120 . ------------------------------------------------------------------------------- 12-50 29.59 QA 0: 13 PT 29. 59 6 . 4.124 0.00 0.00 87 0. 0028 12.50 a 04 '33C=120 . ------------------------------------------------------------------------------- 12-50 29. 63 QA= 93. 0 PT= 63 7 41:4 000 000 185.90 0.0102 12.50 0.13 • 91.15 f:=I20 • ------------------------------------------------------------------------------- 12.50 29.76 QA= 91.1 PT= 29.76 4.124 000 000 • 277.05 0.0214 • 12. 50 0. 27 • 91.56 C=120 ------------------------------------------------------------------------------- .12.50: 30.02: QA 91.5 PT= 2:0.03 3 4.124 000 000 363. :61 0. 0362: 12. 50 • -------------------------------------------------------------------------------- 0. 45 . • . 72. 42 0120 • 12. 50 2:0. 4:3 I;A= 72.4 FT= 30. 48 10 4.124 000 0L10 441.03 0.0506 • 12.50. 0.63 ------------- • -28..87 C=120 . 12. 50 2:1. .11 • • QA= -28.8 PT= 31. 11 HII .4.124 0.00. 0.00 S • 4191600446 • 12.50 0.56 ------------------------------------------------------------------------------- • • -29. 29 C=120 . . 12.50 67 . QA -29-2 'PT 31; 67 12 4.124 000 000 382. 87 --o. 0389 . .12. 50 0.49 -29w 92 C:=120 ------------------------------------------------------------------------------- , ' 12. 50 16 . QA= .• -29.9 PT= 2:2. 16 .4.124.. '3.00 000 • .5 . 352.95 0. 02:35 .12.50 0.42 • 'F '+ IS LIEEE' TO FEF-FE.::.'EtT THE SCUARE FOOT OF F • ClF:\' I ll- EEF-3 I F-.8EEF: I -U3 C:CnF:F. AIRPORT ST':'F.:HGE H JOE: NO. 07-5077 DATE 3."24/81 SHT. Z. OF SPP.KLR OR "C" EG!IJI"/. PIPE PT PT I DENT. FLOW [:' I A. FITTING FTUS. PE PV :+::+::+:** NOTES OT LIDS-c,--'FT LENGTHS TOT. PF F'N 352. 95 32. 53 ,::s 213 14 44 C=J2fi. 12.50 32. 53 QA= -37. 4 FT 32. 58 14 4.124 0.00 0.013 315. si 0.0272 12.50 a 34 -33. 80 C=120 -------------------------------------------------------------------------------- 12.50 32. 92 QA= -38. 8 PT= 32. 92 15 4.124 0.00 0. 00 .2715. 71 0.0213 ia 50 0.27 -40.44 C=120 12.50 33. 19 QA= -413. 4 ------------- PT= 33. j9 16 4.124 0.00 0. 013 236. 27 0. 1.3159 12.50 a 20 -42. 35 C=120 12.50 33. 39 Q = -42. 3 PT= 2:2:. 39 17 4.124 0. 00 0.00 193. 92 0. 0110 12.50 0. 14 -44.53 C=120 12.50 33. 5: 0A --------------------- -44. 5 PT= 33. 53 18 4.124 0.00 0.00 149.39 0.0068 ------------------------------------------------------------------------------- 12.50 0. 09 -46. 94 C:=120 12.50 33. 62 • QA= -46. 9 PT= .2 62 19 4.124 0.00- 0. 00 102.45 a 0034 12.50 0.04 -49. 613 C120 12.50 33. 65 OA= -49. 6 FT= 33. E.G. 213 4.124 0.00 Ci. 00 52. 85 0. 0009 12. 50 0. 01 0.00 • C=120 100.00 2:3. 67 QA= 0. 1.3 F'Th 32:. 67 21 1.380 6. \21 0 12.00 0.00 52.85 0.2065 . 112.00 • 23. 14 52.85 56.81 CS 21 22 -93.03 C=120 10.00 29. 63 -------------------------------------------- c!A= -93. fi FT= 29. 62: 7 1.380 IT 6.0 6.00 0.00 -93.03-0.5880 16.1 00 -9. 41 25. 18 C=120 -- 10.00 20.22 K= 5.600 P=-20.22 L A • 1.380 0.00 0.00 -67. 85-0. 3279 • 10.00 -3. 28 • 23. 05 C=120 10.00 16. 94 K= 5. 600 F'= .16. 94 E' 1. 3180 1300 000 -44.80-0.1521 10.00 -1. 52 • i:p::+:+ç Is USED TO REPRESENT THE SQUARE ROOT OF F' • . C:\' I -G I '-F: I V-.1 RD C:C!F:F JOE:- pAL':'MAF AIRPORT 'STORAGE H JOE; NO. 07-5077 [:'ATE 3.•'24/81 SHT, 3 OF SPRKLR. QA "C" ECU IV. PIPE FT PT I :'ENT. FLOW DIR. F I Ti I NO FTOS. PE PV :+::+::+:*:* NOTES UT LOSS/FT LENGTHS TOT. FF PN 21. 99 C=120 10. 00 15.42 K= 5. 61313 F= 15. 42 C 1.380 0.00 -22. 81-0. 0436 ia 00 -0. 44 21. 57 C=1213 -------------------------------------------------------------------------------- 10.00 14.98 K= 5. 500 P= 14. 98 D 1.3:30 0.00 -1. 14-0. 01301 10. 00 0. 00 .21. 67 C:=120 ------------------------------------------------------------------------------- 10.00 14. 98 K= s. soo F= 14. E 1. 380 0.00 0. 130 53 0. 0359 10.00 ------------------------------------------------------------------------------- a 35 93 C=120 10.00 15. 34 . K= 5. 600 P= 15. 34 F 1.380 0.00 0.013 42. 45 0. 1377 10.00 1. 38 22.90 C:=120 10.00 16.72 K=. 5.600 P= 15.72 O 1.380 0.00 0.00 65. 36 a 3060 10. 00 3. 135 24. 91 C'=120 10. 013 19. 7:3 K= 5. 600 F'= 19. 78 H 1.380 . 0.00 0.00 90. 27 a 5561 113. 013 5. 56 28.19 C=120 10.00 25.34 K=. 5.600F. 25.34 I 1.380 1T5.0 5.013 0.00 118.46 0.9194 16.00 ------------------------------------------------------------------------------- 14.71 iia 46 40. 05 CS 22 24 . 15 ' C=1213 -------------------------------------------------------------------------------- 10. 00 29. 76 QA= -91. 1 FT= 29. 75 8 1.380 2T6.0 . 12.00 0.013 -91. 15-0.5662 22.00 -12. 46 23. 29 C=120 . 9.00 17. 30. K= 5. 6001 P= 17. 30 A' . 1.380 . 0.013 0.013 -57. 86-0, 32:30 _00 -2. 95 21.21 C=120 9. '30 14. 35 K= 5. 600 P= 14. 2:5 B 1.3:30 . ' 13.00 000'. -46. 65-0. 1539 9.00 -1. 48 --------------------------------------------------- ---------------------------- 20. 139 C=120 4E 3. 0 14.25 12. 87 K= 5. 500 P= 12. 87 C ' ' 1. 380 12.00 a oo .' . -25. 55-0. '357:3 26.25 -1. 52 . 1:3. 87' C=120 9.50 11. 35 K= 5. 600 P= ii. 2:5 1,380 0.00 0.00 -7. 69-0. 005E: , 9.50 -a os ' (P::'*+2 IS LISEC:' Ti: REPRESENT --------------- THE SQUARE ROOT OF F' DF:\-' I I -EEEF: I r- i. C:CF:F. :+:;+:::: JOB- PHLflNAP AIRPORT STORAGE H J OE: Nfl 7-77 DATE 3.'24/81 SHT. OFc( SPRKLR. G!A 'f:" EQLIIV. PIPE PT FT I DENT. FLOW DI A. FITTING FTGS. FE F".' *:*:**:+: NOTES QT LOSS/FT LENGTHS TOT. FF FN ia ::2 i::=12o 9.50 ii. 29 K= 5. 600 F= II. 29 E 1.3:30 11.1:3:0.0115 ' 9.50 alt 18. 91 C=120 ' ------------------------------------------------------------------------------- 9.50 jj 4.3 K= 5. 600 P= Ii. 40 F . 1. 3E:0 0.00 U. Uki 30 04 a 0726 9. so a 59 19. 47 i::=12o 4E. 3. 0 ------------------------------------------------------------------------------- 14.25 12. 09 11, 5. 600 P= 12. 09 U 1. 380 12.00 0. 00 49. 51 0. 1830 26. 25 4: 81 ----------------------------------------------------------------------- 23. 02 C=120 9. flU 16. 90 K= 5. 600 P=. 16. 90 H 1. 380 0.00 a flU 72. 53 0. 3710 ------------------------------------------------------------------------------ 9.00 3. 34 25.19 C=120 .. 19.00 20.24 K= 5.600P=20.24 I 1. 380 2T 6.0 12.00 a 013. 97. 72 0. 6440' 31. 00 19. 97 97. 72 40. 21 CS 23 25 ------------------------------------------------------------------------------- -91. 56 f:=120 10. 00 313. 133 C!A= -91. 5 PT= .30. 0--- :1. 380 2T6.0 12.00 0.013 -91. 56-0. 5709 22.00 -12. 55 23. 41 C1213 ------------------------------------------------------------------------------- 9. 00 17.47 K= 5. 600 F'= 17. 47 A ' ' 1. .3813 , ' 0.00 0.00 -58. 15-0. 3305 9. 00 -2. 98 21.32 C=120 9.00 14.49 K= 5.600P=14.49 1. 330 , ' 0.00 0.00 -46.83-0.1651 9. 00 -1. 49 20. 19 C120 4E 3. 0 ------------------------------------------------------------------------------- 14.25 13. 00 K= 5. 500 P= 13. 00 C ' ' '1.380 ' 12.00 0.00 -26. 64-0. 0581 26.25 -1. 53 18. 97 0120 . , '9. 50 jj 47 5 600 F= Ii. 47 D ' i.380 0.00 aoo '-7. 67-0. 0058 . 9. Sf1 -a 05 .18.92 C=12f1 ------------------------------------------------------------------------------- 95@ . 11.41 K= 5.E00F'=11.41 E 1.380 ' ' 0:00 0. 00 Ii. 25 a 011:3 . 9. 513 0.11 19. 01 f:=120 ' ------------------------------------------------------------------------------- 9. 50' '11. 52 K= 5. S00 P= 11. 52 F 1. 380 , 0.00 0.00 313. 26 0. 0736 ' 9. 50 , 0. 70 'P'. :+:*:2 I'-::: USED TO REPRESENT THE SC!UARE ROOT OF P Cl F-'- I I r-F: I F-.H Ci C:DF:F-. JOE:- PALOMAR AIRPORT STORAGE H JOE: ii 37-577 DATE 3/24."Si SHT. OPI SPRKLF.:. QA "C:" EQUI'...'. PIPE PT PT ft:'ENT. FLOW DIR. FITTING FTGS. PE PV :+::f::+:*::+: NOTES • QT LOSS/FT LENGTHS TOT. FE PN 19. SE: f:=130 4E 3. 0 14. 25 12. 22 K= 5. 600 P= 12. 22 Ci 1. 380 12. 00 a 00 49. :34 0. 1:353 26.25 4. 87 23. 15 0=120 9. 00 17.09 K= 5. 600 P= 17. 09 H 1. 380 a oo a ao 72.990.3753 9.00 33:3 25. 34 C=120 ------------------------------------------------------------------------------- 19.00 20. 47 I( 5; 500 P= 20. 47 I 1. 380 2T 6.0 12.00 a 0 c 98. 33 a 6514 31. 013 --------------------------------------------------------------------- 20. 20 98. 33 40. 67 . i::s 24 t. -72. 42 C=120 10.00 30. 4:3 QR= -72. 4 PT= 30. 48 10 i:Eo 2TEo i:oo Cl. oo -72. 42-0. 3699 ----------------------------------------------------- 22. 00 -8. 14 0 26. 47 C=12E1 9. 00 '22.34 K= 5. --------------------- 600 P= 22. 34 H A 1.380 €1.00 0.00 45.95-0.1594 . 9. 00 -1. 44 25.60 C=120 9.00 20.90 K= 5.600P=20.90 6 1.3:30 . 0.00 0.00 -20. 35-0. €1353 9.00 -a 32 25. 40 C=120 4E 3. 0 14.25 20. 58 K= 5. 5013 P= 20. SE: C I O 12 00 €1 00 5. 05 0. 0025 26.25 0. 07 25.45.C=120 ------------------------------------------------------------------------------- 9.50 20.65 K= 5.600P2a65 D • 1:380 • 0.013 0.00 313.50 0.0747 ' 9.50 0.71 25.88 C=12€1 4E3.0 61.25 21.35 K= 5.600F'= 21.36 E • H 1.380. 2T6.0 24.00 0.00 .56. 38 0. 2328 85.25 19.85 56. 38 41. 21 CS 25 27. 0 • 0 0 28. c=1:0-EE30 ------------------------------ 113. 00 21±1 Q 2. PT= :111 Ii. 1. 3:313 4T 6. 0 48.00 a 130 • • 28. 87 a 0674 161. 00. • 10. 87 28 2R87 0 • • 0 0 41.98 • CS •• 25 0 0 (P)++:2 IS USED TO REPRESENT THE SQUARE F.:f'OT OF P 0 CiiF:\.' I EE- I -JF: I -RG C:DF:F.. JOE:- F'ALL'IIAR AIRPORT STORAGE H JOB NO. 07-5077 DATE 3..24,.":31 SHT.6 OF SPRKLR. QA "C"EQUIV. PIPE FT PT I:'ENT. FLOW DIA. FITTING FTGS. PE P"/ :+:*:+::+::+: NOTES QT LOSS/FT LENGTHS TOT. PF FN 29.29 C=120 SE 3.0 113.00 31.67 QA= 29.2 FT= 31.67 12 1.380 4T 6.0 48.00 0. 00 29. 29 a 0692: 161. 00 11. 16 29. 29 42. 82. CS 25 29 29. 92 C=120 8E 3.0 113.00 2:2. 16 QA= j9.9 PT= 32.16 11 1 ,EO 4T 6.0 4 00 0 00 29.92 0.0721 161.00 It 61 29.92 4377 CS 25 30 37.. 44 0=120 100.00 2:2. SE: QA= 37.4 PT= 32.58 14 1. 3E:0 2T 6. 0 12. 0I a 00 37. 44 0. 1091 112.00 12. 23 ------ 37.44 44.81 CS 26 31 ------------------------------------------------------ ------------------------- 1 38. 80 C=120 100. 00 , M. 92 QA= 38.8 PT= 32. 92 15 1.380 2T 6.0 12.00 - 0. 00 33. 80 10. 1166 112.00 M. 06 -------------------- 38. 30 .. 45.98 0526 ---------------------------- 40. 44 C=120 16 1. 380 2T 40. 44 0. 1259 40.44 --------------------------- 100.00 33. 19 6. ci 12.00 0.00 112.00 14. 10 ---------------------------- 47.29 -------------------- C!FI= 40, 4 PT= 2:3. 19 ------------CS 26 -------------------------- 42Z 35 C=120 17 1.380 42.35 0. 1371 42. 35 34 ------------------------------------------------------ 100:00 33. 39 QA= 42. 3 PT= 33. 2:9 2T6.0 12.00.; 0.00 112.00 15. 36 48.75. C526 44. 53 •C=120 100.00 33. 53 QA= 44.5 PT= =52 18 1.3:30 2T 6.0 12.00 0.00 44.52:a1514 • 112.00.. 16.85 • 0' (P)**2 IS USED TO REPRESENT THE SQUARE ROOT OF F • CF:'•.• I -1 -.11(31 -.11E F: I 11-.1G C:CF:F'.. .JiJ:- pAL':ir1FiF.: A I F:FORT STORAGE H JOE: NO. 07-50Y? 'H1E 3.'24/8i. SHT. 17 0F9' SFRKLR. 'A "C1' EQLIIV. . PIPE FT PT I DENT. FLOW C:' I A. F I Ti I HG FTGS. PE PV :+:*::+::+::+: NOTES c!T LOSS/FT LENGTHS TOT. PF PH 44. 53 Sd. 3E: CS 26 46. 94 f:=1213 IOU. 00 3.:, 5 2 QA 46. 9 P1= 3:. 6$ 19 '. 1.2:81.3 2T6.0 12.00 46. 94 0. 1658 112. 00 18. 58 46. 94 52.20 C:S 26 35 49 EU c-i:o ------------------------------------------------------------------------------- 100 .00 :: EE OA= 49 E FT- 6- 1. --1.80 :TSO 20 100 000 49. ES 0. 1836 112.00 20. 5? 4. 60 54. 23 CS 26 20. 31 C=120 10. 00 15.00 QA= 20 3 PT= 15.00 1.380 0.013 0.00 310. 02:52 10.00 0.2:5 94 c:=120 ------------------------------------------------------------------------------- 10. 00 15. 35 K= 5. 6130 P= 15. 2:5 A 1.380 / 0. 00' 0.00 42.25 0. 1365 10. 130 1. 37 22.90 C=120 10. 00 16.72 K= 5. 600 F= 16. 72 B 1E0 0., 00 0. 00 65. 15 0. 31.342 10. 1.313 3. 134 24.89C=120 10.00 19.76 K= 5.6E10F'19.76 C 1. 380. 0. 00 a oo 90.04 0.5535 -------------------------------------------------------------------------------- 10-00 5.54 28. 17 C=120 10. '31.3 25. 2:0 K= 5. 500 P= 25. :U 1.380 1T6.0 6.00 0. 00 118. 21 0. 9159 ------------------------------------------------------------------------------- 1E.. 00 14 65 0.00 f:=120. 12.50 39.95 QA= aUFT= 39.95 23 4.124 a 00 0.00 118.21 0.0044 12.50 0.06 118. 46 C=120 12. 50 40.01 QA=QT AT 24 AE:O'..'E 24 4.124 0. 00 ' 0. 1.30 PT=PT AT 24ABO'•"E+- 236. 67 0. 0160 12. 50 0. 20 97. 72 C=120 12. 50 40. 21. QA=QT AT 25 AE:i:i'./E 25 4.124 0. 00. 0. 00 PT=PT AT' 25AE:OVE+- 334. 2:9 0. 0302: , 12. 513 a 38 ('F ) :+:+:$ I'S": USED TO REPRESENT THE SQUARE ROOT OF F' L cF:•.• I r-c I I r-.oci c:cn:F. _EI_. SPRKLF.:. 1!A li calEQUI V. FIFE PT PT I DENT. FLOW D IA. FITTING FThS. FE PV :+::+:**:+: NOTES QT L':'SS/FT LENGTHS TOT. PF PN 98. 33. C=120 12. 50 40.59 QA=QT AT. 26 FiE:i:i'...'E 26 4. 124 a 00 0. 00 PT=FT AT .2'GAE:O'...'E+- 432. 72 0. 048E: 12.50 0. 61 56. 38 C=120 --------------------------------------------------------------------------------- 12.50 41. 20 . QA=QT AT 27 ABOVE 27 4.124 0.00 a oo PT=PT AT 27AE:O'.,.'E+- 439. 10 a 0612 12.50 a?? 28. 87 C=120 12.50 41.97 CA= 28. 3 FT= 41. 97 '28 4.124 aoo 517. 97 0. 0681 12.50 0. 85 29. 29 f:=120 ------------------------------------------------------------------------------- 12.50 42. 82 '!A= 29. 2 PT= 42. 82 29 . 4: 124 0.00 Cl. 00 547. 26 0.0754 12.50 ' 0. 94 29. 92 C=120 ------------------------------------------------------------------------------- 12.50 43. 76 QA= 29. 9 FT= 43. 76 30 4. 124 0.00 0. 00 77. 18 a '11832 12.50 1. 04 577. 18 ' . -------------------------------------------------------------------------------- . 44. 80 ' i::5 27 31 37.44 C=120 12.50 44.80 ------------------------------------------------- QA= 37. 4 P1= 44. 80 31 4.124 . 0.00 o..00 614. 62 0. 0935 12. 50 1. 17 38. 80 C=120 12. 50 45. 97 '!A= 3:3. :E: FT= 45. 97 32 . 4. 124 0.00 a oo 653. 4'0.1047 . 12.50 40.44 C:=120 . . 12.50 47. 28 QA= 40. 4 PT= 47. 33 . 4.124 . 0.00'11.00 . . 693. 86 0.1170 12.50 1. 46 . 42. 35 C=120 ' 12.50 43. 74 QA= 42. 3.F'T= 43.74 34 ' 4.124 , 0.00 '11.00 736. 21 0. 1306 ' 12.50 1. 63 44. 53 . C:=120 . 12. 50 50. 37 . I!A= 44.5 PT= 50. 37 4.124 , 0.00 0.00 780. 74' 0. 1456 12.50 1.32 46. 94'. C120 . 12.50 52.-19 " QA .46. 9 PT= 52. 19 4.124 '11. 00 '11. 1110 ' o 7 E U 1.i 1 50 2 UL 49. 613 C:=120 12. 513. ------------------------------------------------------------------------ 54. 22 CIA= 49. 6 PT= 54. 22 4:124 . 0.00 0.,00 12.5'11 2.26 I S USEL:' IC' PE P Etfl. THE SJJAF:E F:UC'T OF F C, F'_ I ENliCEi I I -.ilGn C:CnF:F. JOE:- PALOMAF.: AIRPORT STORAGE H JOE: NO. 07-5077 DATE 3/24,.31 SHT.? OF SPF.'KLR QA "C:" EQUIV. PIPE PT FT IDENT. FLOW DIA. FITTING FIGS. FE FV *::+:*:** NOTES CiT LOSS.-FT LENGTHS TOT. FF FN 22 877.28 56.43 i::s 28 930. 13 C=120 1E10. Ci -------------------------------------------------------------------------------- 4. 25 56. 81 QA= 930. 1 P1= 55. 3j. 22 4.124 10. 00 0. 00 930. 13 0. 2013 14. 25 2. 87 0. 00 C=120 1E14. 0 G. 00 59. 63 QA= 0. 0 PT= 59. 68 BM 6.249 14.00 7.90 930. 13 0. 0265 20.00 a 53 PE=. 4:<31x IS. 2' 150. 00 C:=120 16. 75 58. 11 C! A= 150. 0 FT= 68. 11 HOSE 6.249 Cl; 00 1. 04 1080. 12: Ci. 0350 16.75 0. 59 PE=. 4331::.:: 2. 4' 1030. 13 69, 74 . CS 29 BASR 0.00 i::=isci ------------------------------------------------------------------------- 80.00 69.74 QA= 0.0 FT= E9. 74 BASE: 6. 080 13. 00 2. 04 1080. 13 0. 0265 13. CIC1FT 93. 00 2.47 PE=. 4331X 4. 7' 350. 00 0=150 13: 130 74.25 QA= 350. 0 PT= ,. 74. 25 HYD • 6. 080 0.00 0.00 1430.13 0.0445 0.00 0.00 143111. 13 ------------------------------------------------------------------------------- 74.25 CS 30 HYDRAULIC CALCULATIONS JOB NO. 01'-50 7 7 DRAWING NO. / -/ SHEET NO. 1 OF ii NAME 1Ai R. (o BY _!LL.. f2)AJ __ DATE -/2-2'/ a, - - HYDRAULIC CALCULATIONS JOB NO. 0 7 - -50 I r7 DRAWING NO. /7/ SHEET NO. a OF __________ NAME A. IRRFT 7—o2JF. H. 7q— T7— (/C&) BY LOCATION PAL. /D M A& A M2.Lc 1t' DATE NOZZLE TYPE & LOCATION FLOW IN G. P. M. PIPE SIZE FITTING & DEVICES PIPE EQUIV. LENGTH FRICTION LOSS P.5.1.1 FT. REQUIRED P.S.I. HYD. RI ELEV. N 0 1 E S Q LGTH. c.3 PT 3.'1I FTG. - PF .12_ 1-'' a-r TT .013 LGTH., .03 PT FTG. - PF • a.4 TOT. q.o PE LGTH. 17,0 01 PT 4.0t7 iIT2 FIG. --PF a- TOT. I Z. PE .4 K.1$ LGTH. .1 4,q PT PT j5.O2..ff(f FTG. - PF . '? Q I7.(p, TOT. i..p PE A,VD O.O5 a. LGTH. &O PT I,4SI FTG. - PF Q IU1.(oS TOT. o LGTH. ,33 ..313 PT I9ir1 FIG. - PF Q i CIO .5 TOT. g, PE Q 3 LGTH. I9p .''5() PT @T'&j _______ -E10 FIG. 10.0 PF 1 1 ZZ Q &33.L TOT. Z'1) PE ______ LGTH. PT34.9l ________ FIG. PF Q TOT. PE Q _________ LGTH. PT _________ FIG. PF Q TOT. PE Q LGTH. PT _________ ________ FIG. PF Q TOT. PE Q LGTH. PT _________ _________ FIG. Pr Q TOT. PE Q LGTH. PT _________ _________ FIG. PF Q TOT. E Q LGTH. PT _________ _________ FTG. PF Q TOT. Pt Q LGTH. PT _________ _________ FIG. PF Q TOT. Pt Q LGTH. PT _________ ________ FIG. PF Q TOT. PE Q LGTH. PT _________ FIG. Pr TOT. PE Q LGTH. PT _________ _________ FIG. Pr Q TOT. PE Q LGTH. I PT _________ FIG. PF Q TOT. IPT Pt _____ ____ ______ oFc'E \&i - -rwg ct I r- r-u I VA EEF: I C:DF-:F .JOE:- F'ALOfiAF: AIF.:F'OF:T STORAGE H JOE: NO. 07-5077 [:'ATE 3.'24/E:i SHT. 3 OF I SF'RKLR. QA "C" EQUIV. PIPE PT PT IDENT. FLON DIA. F ITT I NO FTOS. PE PV :::::f::::: NOTES, C!T LOSS/FT LENGTHS TOT. PF PN -17. 14 C=120 ICt 00 34. 91 QA= -17. 1 PT= 2:4. 91 1 I. 3:3 0 a oo a 00 • -17. 14-. 0257 10. 00 -a 26 a 00 C=120 10.00 34. 55 K= a I30 p= 3:4. 55 2 1.380 0.00 0.00 -17.14-0.0257 10. 00 -0. 26 0.00 C=120 10. 00 ' 34 39 K 0. 000 F'' 34. 39 1. 380 ' a oo a oo -17.14-0.0257 --------------------------------------------------------------------------------- 10. 00 -0. 26 Ct 00 C:=120 10. 00 34. 12: K= 0. 000 P= 34. 13 4 1.380 0.00 0.00 -17. 14-0. 0257 10. 00 -0. 26 Ct 00 C=120 ICt 00' 33:. :37 K= 0. 000 P= 33:. 87 s i:o ITEO 6. 00 000 _17• 14-0.0257 16. 00 -0. 41 233. 68 C=120 12. 50 33. 46 QA= 233. 6 PT= 33. 46-- 4.124 a 00 Ci. 00 216.54 0.0135 12.50 0.17 -17. 06 C=120 12. 50 33. 63 QA= -17. 0 P1= 2:2:. 62: 7 4.124 . 0. 00 0. 00 199. 48'0. 0116 12. 50 0. 15 33 0.=120 ' 12. 50 33. 78 QA= 13. 2: P1= 33. 7:3 :3 4.124 a oo 0. 00 186. 10 0.0102 12. 50 0. 13 -12. 79 C=120 12.50 33. 91 G!A= -12. 7 P1= 2:2:. 9 4.124 " , 0.00 0.00 173. 31 0. 0089 12. 50 0. 11 -12. 29 C=120 ------------------------------------------------------------------------------- 12.50 34. 02. QA= -12.2 PT= 34.02 4.124 0.00 0.00 161. 02 0. 0078 ------------------------------------------------------------------------------- 12. 50 0. 10 -12. 5:3 C=120 •. 12.50 34. 12 QA= -12. 5 PT= 2:4. 12 11 '' 4.124 0.00 €I.00 148. 44 0. 0067 12. 50 0. 03 -12. 17. f:=120 12. 50 34; 20 1!A= -12. 1 PT= 34. 20 12 4.124 0.00 0.013 136.27 0.0057 12. 50 Cl. 07 -12. 07 C:=120 12.50 34.27 QA= -12. 0 F'T= 2:4. 27 13 4.124 • 0. 013 0. 00 124. 20 0. 0043 12. 5,0 • 0. 06 <F' )+::+;2 I S LISEE:' IC' REPRESENT THE SQUARE ROOT OF F' -C3 I r-1EF: I Co:F .Ji:IE:- PALOrIFiF: AIF:POF.:T STORAGE H J,:IE: NO. 07-5077 [:'ATE 1/24/81 SHT. - OF H c; pp :.p oFt "C's EOLII\". PIPE P T PT I.E:'ENT. FLOW DIR. FITTING FTGS. FE PV :+:*::+:*:+: NOTES ---------------- QT LOSS/FT LENGTHS TOT. PF FN ---------------- 124.20 34. 33 f:5 20 14 -14. 52 C:=120 12. so 34. 33 CIA= -14. 5 PT= 2:4. 32: 14 4. 124 0.00 0.00 109. 68 0. 003:8 12.50 0. 05 -14. 56 C=120 12. -------------------------------------------------------------------------------- 50 34. 38 QA= -14. 5 FT= 34. 38 15 4. 124 0. 00 a 00 95. 12 El. '.31329 12. 50 El. 04 - -14. 6:3 C=120 12.50 34. 42 QA= -14. 5 PT= 2:4. 42 16 4.124 0.00 0. '.30 80.44 0.0 12. 50 0. 03 -14. 18 C=120 12.50 34. 45 QA= -14. 1 PT= 34. 45 17 4.124 0.00 0.00 66. 26 0. 0015 12.50 0. '32 -15. 613 C120 12. 50 34. 47 QA= -15. 6 PT= 2:4. 47 18 4.124 0.00 0. 013 1' 50.66 0.0009 12.50 0.01 -16. 01 C=12E1 12.50 ------------------------------------------------------------------------------- 34. 48 QA= -16. 0 PT= 34. 48 19 4.124 : 0.00 34. 65 0. 0004 12.50 0. 01 - -17. 130 C=1213 12. 50 34. 49 QA= -17. 0 PT= 34. 49 20 4.124 0. 00 El. 013 17. 65 a 0001. 12. 50 0. 00 '.3. 00 C=120 100.00 -------------------------------------------------------------------------------- 34. 49 QA= 0. 0 PT= 34. 49 21 1:02TE0 12. CIO 000 17. 65 El. 0271 112.00 2:. '34 • 17. 63 CS 2 22 37. 52: 17.06 C=120 10.00 33.53 QA= 17.OPT= 33.63 7 17'3 iTSO E00 000 17. 06 13. '3253 16.00 '.3. 41 0.00 C=120.. 10.00 34.04 K= 0. 000 F= 34.E14 A 1. 3:30 0. 00 0. 00 17. 06 0. 0255 10. 00 0. 25 . ------------------------------------------------------------------------------- 0. 00 C=120. io: 00 34. 2:'.3 K= El. '.3013 F'= 3:4. 3'3 B 1.380 0.00 0.00 17. '36 El. '.3255 10. 30 0. 26 USED TO REPRESENT THE SOLIARE ROOT • OF F OF-:\.° I r-. I - EF-: I -.11G C:CF:F.. .JOB- PALOMAR AIF:F":'F:T STORAGE H Ji:IE: NO. 07-5077 DATE 3..'24.'81 SHT. OF fl SPRKLF:. QA HCU EQUIV. PIPE PT PT I[:'ENT. FLOW [: I A. FITTING FTGS. FE PV *:+::+::+::+: NOTES QT LOSS/FT LENGTHS TOT. PF• PM 0.00 C120 10.00 34.56 K= 0.000 P=.34.56 - C: 1. 3:30 0. 00 0. 00 17.06 0.0255 10 .00 ------------------------------------------------------------------ a 00 ::120 10.00 34. 82 K= a 000 P= 34. :32 D 1.330 aoo 0.00 17.06 0.0255 10. 00 0. 26 0.00 ,::=120 10.00 35. 03 K= a 000 P= 2:5. 03 • 1.330 . . 0.00 0.00 17.06 0.0255 . 10.00 a 25 0.00 C=120 . 10.00 35.34 . K a000P=35.34 F 1. 3:30 . a oo a oo 17. 06 0. 0255 10. 00 0.26 0.00 C=120 . 10.00 35.60 K= 0.000P= 35.60 '3 1'. 3:30 0. 00 0. 00 17.06 0.0255 ia 00 0. 26 0.00 C=120 .iaoo 35.86 K= 0. 000F'= 35.36 H 1. 380 0. 00. 0. 00 17.06 0.0255 ' 10.00. 0.26 ------------------------------------------------------------------------------- 0. 00 C:=120 10.00 36.12 K= 0.000 P= 36.12 I 1.380 IT 6.0 6.00 0.00 17.060.0255 S 16.00 0.41 17. 06 . 36. 53 CS 22 24 . . . 13. 3:3 C=120 10. 00' 33.78 OR=, 13. 3 PT= 33. 78 2. 1. 380 2T 6.0. .12. 130 0.00 13. 38 0. 0162 22.00 0. 36 0.00 C=120 9.00 34.14 K= aoioF'= 34.14 A . 1. 330 . 0. 00 0.00. 13.18 0.0162 . 9.011 0.15 . 0.00 C=120 9.00 ' 34.29 K= 0.000P=34.29 E i:.o 00111 000 13. 33 0. 0152 9.00 0.15 0.1110 C120 4E3.0 14.25 .34:44 • K:= 13:000P=34.44 C 1.380 .12.00 111.00 13. 38 0.0162 26.25 0. 43 0:1110 C=120 • 9.50 34. 87 K= 0. 011111 F.= 2:4. 37 C:' • 1.2:30 - 11.00 0.00 • .12:2:8 0.0162 . 'S 9.50 0.15 K P)**2 IS USED TO REPRESENT THE rIIIAFE Ff11 IT OF F N c:'° I F-n:3 I i-8 Ci c:caF:F.. JOE:- PALOMAF.: AIRF'OFZT STORAGE H .Ji:IE: NO. '37-5077 DATE 3/24/81 SHT. OF SPF:KLR. QA "C" EQLII'.". PIPE PT PT .1 E:'ENT: FLOW C:' I A. F ITT I HG FTGS. FE PV :+::+::+:*::+: NOTES QT LOSS/FT LENGTHS TOT. PF PH ---------------- a 00 0.=12'3 9.50 35. 02 K= a 000 P 3.5. 132 E 1.380 0.130 '3.00 13. :<:E: a 0162 9.50 0. 15 ------------------ 0.UO C=120 ' S 9.50 35.17 K= 13.0013P35.17 F 1.380 aoo 13. 38 a 13162 9. 50 a is -------------- 0.o'3 C=120 4E3.13 14.25 35.32 K= 0.000P=35.32 '3 ' 1. 2:83 12. 00 0:00 13. 38 c 0 16 26. 25 a 43 a f:=1213 9. '3111 -5.75 a 13'313 p= 35, 75 H 1. 38'3 0.00 a 1313 13. 38 a 13162 9. 00 0.15 -------------------------------------------------------------------------------- aüo i::=120 19.00 35.90 K= 0.1300F= 35.90 'I 1.380 2T6.0 12.130 0.1313 13• 3:3 13. 0162 21. 013 Li. 50 13. 38 36. 413 CS 23 25 12. 79 C=12'3 10.'3 33. 91 QA= 12. 7 PT= 32:. 91 9 1.380 2T5:0 12.00 '0.00 12.7900149 22.00 0.23 a oo C=12'3 '1 '.9. '30 34. 24 K= a 030 P= 24. 24 H i:Eu 000 000 12.79a0149 9.00 0.1 -------------------------------------------------------------------------------- 2: 0. 013' C120 9. 1313 34. 37 0. 0013 F'= 34. 27 0130 000 12.79 0.0149 9.013 0.13 0.130 C=120 4E3.'3 14.25 34.50 K= 0.1300F'=2:4.50 1.380 ' ' 12.00 0.00 12.79 0. 0149 26.25 13,39 0.00 i::=L~'3 9.50 34.E:9 K 0.0013 P 34.89 D. 13E0 00'J 000 12. 79 0. 13149 , 9.50 0.14 a 00 C=1213.. 9.50 35.03 K= '3.000 P= 35.132: E 1. 3813 ' 0.00 0. '.30 12.79 0:13149 9.50 0.14 5 13.013 C=12111. 9.513 35.17 K= 0.000 P= 25.17 F ' ' 1. 2:80 0. 013 '3. '30 12.79 '3.13149 5 9.50 1 S USED TCI REPRESENT THE SQUARE F:OC'T 'OF F' , I 1 -G I F-.UEEF: I NB n:3 C:CF:F'.. JOE:- F'ALOMAR AIRPORT STORAGE H JOB NO. 07-5077 DATE 3/24.'81 .SHT. OF ki SPRKLR. QA E PI PE PT PT If:'ENL FLON c I A. FITTING FTGS. PE PV :f::::::::: NiiTE QT LOSS/FT LENGTHS TOT. PF PN a 00 1--:=120 4E :: i 14.25 35. 31 K= a 000 F= 35. 31 U 1 12.00 0. 00 12. 79 ci 0149 26. 25 a 39 0. 00 C=120 9.00 35.70 K= 0.000F=35.?0 H 1.380 0.00 0.00 12.79 0. 0149 9.00 Cl. 13 0.00 C=120 19. 00 35. 83. --------------------------- K= a üao P 35. 83 I 1. 380 2T 6. 0 12.00 a. ac' 12. 79 a 0149 31. 00 0. 46 12. 79 . --------------------------------------------------------------------- 36. 29 CS 24 12. 29 C=120 . ----------------------------------------------------------------------------------- Ia. aa 34.02 O.A= 12. 2 FT= 34. 02 10.. 1.380 2T 6.0' 12.00 0.00 12. 29 0. 0139 22. 00 0.--.%,l 0.00 C=120 9.00 34.33 .K= aaoa F'= 34.33 A 1 O ci 00 0 00 12. 29 a. 0139 . 9. 00 a 13 aoa C=120 . 9.00 34.46 K= 0.00i0P=34.46 B 1.380 0. 00, 0.00 12. 29 0. 0139 9. cia a. 13 ------------------------------------------------------------------------------- €1.00 0=120 4E3.0 14.25 34.59 K=. 0.000F'=34.59' C: 1.380. .12.E10 . 0.00 12. 29 0. 0139 26.25 0. 36 0. 00 C=120 9. 50 95 K= €1. 000 P= 2:4. 95 ci l30 000 000 12.29 0.01-319 9.50 0. 131 ------------- 0.00 C=120 4E .3. 0 G.I. 25 08 K= a. 000 P= 35. 08 E . 1.380 2T6.0 . 24.00 0.00 12. 29 0. 012:9 85. 25 1. 19 12. 29 -------------------------------------------------------------------------------- - 36.-27 CS 25 27 ---------------------- 12. 58 .. C:=120 SE• 3. 0 113. 00 34. 12 . QA= . 12. 5. PT= 2:4. 12 11 1.380 4T 6. 0 .48. €10 €1. 00 . . 12; 5E 0; €1145 161. €10 . 2. 34 -------------------------- 7-- 12.58 3 6. 46 . CS 25' TO REPRESENT THE SQUARE . ROOT OF F' 5' -o:3 I - EF: I 8-G C:DF:F. JOE:- PALI:IMFiF: AIRPORT STORAGE H JOE: NO. 07-5077 - DATE 3,.'24..E:1 SHT. OF (I SPRF:::LE:. QA "C" QU EIV. PIPE PT PT I [:'ENT. FLOW DIR. FITTING FTGS. FE PV :+:*::+::+:* NOTES QT LOSS/FT LENGTHS TOT. PF PN 12. 17 C=120 E:E 3. 0 113. 130 34:20 QA 12:1 PT= 24.20 12 1. 3813 4T 6. 0 48, 00 a 1:10 12. 17 13. 13136 161. 1:10 2.20 12. 17 36. 41:1 CS 25 29 12. 07 C=120 :3E 3.0 ------------------------------------------------------------------------------- 113.00 34.27 QA= 12.0 PT= 34.27 13 . 1.380. 4T6.0 48.00 .1:1.00 1...07 0.0134 161. 00 2. 16 12. 07 -------------------------------------------------------------------------------- 36. 43 CS 25 30 14.52 i::=120 1130. 01:1 34. 33 QA= '14 5 FT= 34. 32: 14 1.380 2T6:0 12.00 0.01:1 14.52 0.0189 112.00 2. 12 14. 52 -3:6..45 1::S 26 31 ---------------------------------------------------------------- 14. 56 C=120 100.00 34. 38 QA= is 1. 380 :T60 i:oo 0. 00 14.56 0.0190 A2.00 2. 13 ------------- 14.56 . s. Si Cs 26 ----- 14.5 PT= 34.38 14. 68 i::=120 100.00. 04.42 QA= 14:6 PT= Z4.42 1. 380 2T, 6. 0 12.00 0.00 14.. 68 0. 1:1193 112.00 2. 16 14. 61:: . . 35. 5:3 CS 26 ----------------------------------------------------------------------- 14. 18.' C=120 100.00 34.45 QA= 14. 1 FT= 2:4. 45 1.380 2T .6. 0 12. 130 0. 00 14. 18 0. 0181 112. 00 2. 03 14. IS 36.48 CS 26 --------- 15: 60 C=120 11:10:00 34.47 QA= It. 6 P1= 2:4. 47 i:o 2T60 12. 00 15o 60 13. 1:1216 112.00 - 2.42 (F ) :+::+2 IS LISE[:' TO REPRESENT THE ;:!ljAF:E. ROOT IJE: F . • I r.-i iEt- Ci I I F-.ilCEi :: Cu F:F". .JOE:- pALI:IMAF.: AIRPORT STORAGE H JOE: NO. 07-5077 DATE 2:124/'Sl SHT.q OF II SPF.:KLR. QA IICH EQUIV. PIPE ' PT PT I DENT. FLOW DIR. FITTING '. FTGS. FE P"/ *::+::+:::+: NOTES QT LOSS/FT LENGTHS TOT. FF PN 15. 36. :39 CS 26 1 01 c:=120 ba 00 34. 4:3 QA= 16. ci PT= 34. 48 19 1.380 2T6.0 12.00 0.00 16. '31 0.0226 112. 01.3 2. 54 16. 01 ------------------------------------------------------------------------------- . 37. 02 C:5 26 17.00 C:=120 100.00 34.49 - QFi= 17:0 ------------- P1= 34.49 20 1.3:30 2T6.0 12.00 0.00 17.00 0.0253 -------------------------------------------------------------------------------- 112.00 2. 84 17. 00 . 37. 33 . . CS 26 37 . • 17. 14 C=120 ------------------------------------------------------------------------------- 10. 00 34. 9.1 QA= 17. 1 PT= 34. 91 1 i:Eo ooci 0. 00 17. 14' 0. 0257 10.00 ' 0. 26' 0. 00 C=120 ------------------------------------------------------------------------------- 10.00' 35. 17 K= 0. 000 F= :5. 17 L A , 1.380 0.00 0.00 17.14 0.0257 10.00 0. 26 .0.00 ----------------------------------------- C=120 10. 00 . 35. 43 K= 0.000 ------------ P= W. 43' B ' 1.3:30 0.00 0.0'J ' 17.140.0257 . 10.00 0.26 0.00;C=120 . . 10.00 35.69 K=' 0.000 P= 35.69 C 1 E0 000 000 17.140.0257 10.00 0.26' 0.+00 ::=120 . ia 00 25.95 K= 0.000 P= -------- 35.95 D • 1.380 1T6.0 6. 00 0.00 . . H ' 17.14 0.0257 16. 00 . 0. 41 , 0. 00 'C120 12.50 ' 36.36 • QA= . 0.0PT= 36.36. 23 , . 4.124 . 0.00 . 0. 00 .. 17.14 0.0001 '12.50 0.00 . 17. 06 .C=120 . 12.50 36. 36 'QA= 17.0 P1= 26.36 24 ' 4.124. . ' 0.00 0.00' • 34. 20 0.0004 . ' 12.50 ' 0. 01 . . 12. q8 c -i:o 12.50 36. :7 ON 1: : PT : :7 25 4.124 0 00 0.00 47. 58 0.0008 • 12.50 a oi • ' (F ) +4:2 IS USED TO REPRESENT THE 51!LIARE P1301 , CIF F . . . CF:\.' I A Ci I PA F=E: I §"-.0 C3 C:3F:F. . JOE:- PALOMAR AIRPORT STORAGE H JI:IE: NO. 07-5077 DATE 3.'24.•'81 SHT. /0 OF fi SFRKLR. QA "C" EQUI"'. PIPE . FT PT I DENT. Fu:'N [:. I Fl. FITTING FIGS. PE P',' :+;:+::+::::: NOTES QT LOSS.-FT LENGTHS TOT. PF PN 12. 79. C=120 12. 50 36. 38 'A= 12. 7 P1= 36. 38 26 4. 124 . a 00 a 00 sa 37 a 0012 . 12.. F0 0 02 12. 29 C=120 ------------------------------------------------------------------------------- 12. 50 36. 40 QA= 12. 2 PT= 36. 40 27 4.124 0. in U 72.66 0. 00'j-:=-: 12.50 '3.02 12. 5:3 C=120 12 50 35. 42 QA= 12. 5 FT= 36. 42 28 . 4.124 . 0.00 0.00 • :35. 24 0.0024 12.50 . 0 12. 17. C:=120 . 12.50 36.45 QA= --------------------------- 12. 1 P1= 35. 45 29 S '4.124 0.00 0.00 97. 41 0. 0030 12.50 0.-04 12. 07 C=1211 . 12. 50 36. 49 . . QA= 12. 0 PT= 36. 49 30 4. 124 0.00 0. 00 109. 48 a 0036 .12. 50 a os 109. 48 . . 36. 54 . CS 27 31 ------------------------------------------------------------------------------- 14. 52 C=120 12.50 36. 54 . QA= 14. 5 P1= .36. 54 31 ' 4.124 0.00 'a 00 124. 00 .0. 0048 12.50 ' 0. 06 14. 56 C=120 12.50' . 60 . QA= 14. 5 FT= 36. 51.3 32 ' '. 4.124 0.00 0.00 138. 56 a 1.3059 . 12.50 a 07 14. SE: C=120 ------------------------------------------------------------------------------- 12.50 36. 67 QA= 14. 6 P1= 36. 67 33. 41: 0. 00 153.24 0. 0071 N.. -------------------------------------------------------------------------------- 12.50 . 0.09 14. 18 C=120 . . 12.50 36. 76 QA= 14. 1 PT= .35. 76 .34 . 4.124 0. 01.3 0.00 167. 42 0. 00:34 12.50 0.11 . 15. 60 ' f:=120 . 12.50 36. :37 UA= ' 15. 6 P1=-36. 87 .35 ' . 4.124 0.00 . 0. 00 . " , 183. 02 0:0099. 12. 50 0. 12 . 16. 01 C=120 ' . ' .. 12.50 -36. 99 QA= . 16. 0 PT=, 36. 99 36 . 4. 124' . 0.00 0.00 199. 03.0. 0116 ." . 12.50 a is 17. 00 C:=120' ------------------------------------------------------------------------------- 12.50 37. 14 .. QFI= 17. 0 'PT= 37. 14. 37 - 4.124 ' ' 0. 00 0. 00 216. 0: a . 12. 50 a 17 ,::P) *::+:2' IS USED lu REPRESENT THE SQLIARE F:O'JT OF F I t'- I F-EF: I !-.cu C:CF:F.. JOE:- PALOMAR AIRPORT STORAGE,H JOE: NO. 07-5077 DATE .:/24/::1 SHT.11 OF J•/ SFRF::LR. QA C" EQUIV. FIFE PT PT IDENT. FLOW DIR. FITTING FTGS. FE F'/ :.F4::+:.4.:+: NOTES QT LOSS/FT LENGTHS TOT. PF PN 216. 03 37. 31 CS 3:3 - flC.IAKiSiALLAtION REPORT Issue permit Yes 0 No SOIL CONDITIONS OF TRENCH OR SEEPAGE PIT Final parcel map required: 0 Yes Ø.No Sanitarian - PERCOLATION TEST Date: ..TTIip. bate 28 June 1979 OWNER'SNAM.ERichardson Brothers ADDRESSPO Box 1211 Carlsbad CONTRACTOR North County Drilling ADDRESSPO Box 2214, Rancho Santa Fe Legal Location Lot Block Test Location Palomar Airport, Carlsbad (NUMBE9. STREET AND TOWN) THIS REPORT WILL NOT BE REVIEWED UNTIL THE FOLLOWING INFORMATI O N I S A T T A C H E D . Lot Location (Iocue by Street) 4. Lot Grade 7. Test Holes 10. All calct;lations Existing and Proposed Structures 5. Wells 8. Sub-Surface Disposal System on 8Y2 X 11" Surfaced Areas 6. Utility Water Lines 9. Cuts ard Fill Sheet SIIR-SIIRFACF flRAINA(F PERCOLATION TEST TEST DEPTH OF HOLE TIMEFORH20 SAFETY FACTOR TIME/4NCH AVE. TIME/IN. Last two readings 2. not vary more than 10% 1.75 min/ SF1 'ESTshall EAGE PIT PRItCOLATION LEACHING SEEPAGE PITS - Provide soils log and calculations on 8Y2 X 11" sheet COARSE SAND FINE SANDY LOAM CLAY WITH CONSIDERABLE EFFECTIVE DEPTH OR GRAVEL SAND OR SANDY CLAY SAND OR GRAVEL ABSOP.P. AREA 0-7' O'57' 4824 gal/2' i-n Converted Diameter- - TYPE OF SOIL: Give sp2cific information (clay-adobe-decorposed granite, etc.) _ - Surface: See attached sheet fo calculations 1 ft. below surface: 2 ft. below surface 3 ft.below surface: .8 to 10 ft. below surface Source of water Carlsbad Municipal Wate* Depth of water tabl Proposed structure: No.1 Type________ - - No. of bedrooms: . , and/or maximum capacity Below 62' RECOMMENDATIONS: Second pit to be drilled, tested, and approved prior to occupancy. Size tank 1.500 gal. have reviewed this percolation data and design of the subsurface Drainage tile . sewage disposal system for this parcel and find the data and design - to be accurate and in.-compliance with the State and local regulations Trench width - ft.' tnniflfl0rInnrte Trench depth Seepage pit width 4 Seepage pit depth 2 57 ft. SAN 73 (Rev. 11-77) RCE 26525 lED ENGINEER . (REG. NO.) ieg4to_Engineering, Inc. Address Phone P0 Box 2004 Rancho Santa Fe, CA 920 ft. ft. GI PAN OFF,c LSE • LEcL JA2 SON k.OTi4 L-.E4 I1cLEL .4- TN,/crrEs AOY.LOrr7OW EEIT1T NI/-7E- A8b,7/O/.1/-1L 'Y QZN,,-r-E.s r1DN i t/girr() EA/EEklA,72We. ?O.JD)( 2Oc)L/ 75 ri FE -fr'L• - -- ----_ UE -- I,' • Plot plan as shown by engineer is in substantial compliance :t:wcc< . • JL VrrI- 'V COUNTY OF SAN DIEGO DEPARTMENT OF PUBLIC HEALTH I600 PAC IFIC HWY, SAN D I E GO, CA 92101 PHONE: 236-2243 S4 / -k .0 0 Page Two 0 SIJE, 1653 5 July 1979 San Diego County Health Department Calculations Estimate 20 employees/day maximum. No kitchen facilities Q 35 gallon/person/day X 20 700. gallons/day Volume of Tank: 1.5 X Q = 1050 gallons/day City of Carlsbad Criteria Governs 1500 gallon septic tank 0 Total Seepage Pit capacity required 0 0 5 X 1500 7500 gallon/24 hours . WELLS: . 0 There are no known wells within mile of the proposed seepage pit. 0 0 0 • •0 00 4 0,17 ç 0 - 0 " 0 BORING LOG Project Richardson W.... SDE 1653 Logged By: Boring No. j Location Se attached piat.J1 Surface Elev. Drilling LI . UNIT Soil, Fill, Alluvium, Siltstoñe, etc . MATERIAL DESCRIPTION (%Sand, Silt, Clay; . . . bfl Color Consolidation, etc.) u ATTITUDE MEASUREMENTS: P4 0 • .• B-Bedding F-Fault • . J-Joint RS-Rupture Surface ). C-Contact - - : • -------- - Light Tan to Buff, Silty Fine Sand ----- - . (Fill Sand). • , I - - Artificial Landfill _-5 • - — 'Tan to Buff, Silty Fine Sand • I. TO - • S .1 • • • a. r • -.-5 1 —;: 1 0 Pit Backfilled Five Feet Prior to - Testing. No groundwater encountered 11 PK 'ill Date +I .H o co • a) 44-4 I) +'+' W:cO, 0 P,• r1Q) 0+' Wr— •2 p.,,q 0 0 0 ;" II1CflVf 1 .i 20 19 79 VISTA HTII gNTE• 1653 CALCULATIONS .FOR RICHARDSON SEEPAGE PIT Test Method: Falling Head Pit was presoaked ten hours prior to testing Pit Data: 57 feet dfleep, 3 foot. diameter 52.9 gallons/foot Elapsed Tiipe of Test: 2 hours Water Drop During Test: 5.7 feet (5.7 ft)(52.9 gal/ft)(24 hrs) = 3618 gal/24 hrs 2 hours CONVERSION TO 14. FOOT DIAMETER: 3618 X 5000/37.50 = 4824 gal/24 hours NOTE: Groundwater was not encountered to a depth of 62 feet. Due to the elevation of the site, groundwater is not expected to rise within five feet of the seepage pit bottom. Seepage pit will be cased below level of fill sand and artificial landfill. Septic Tank Size calculation data obtained from provided plans. Office space 2250 ft2 Storage hangar 22,660 ft2 Per phone conversation 3 July, 1979, with Les Evans. Septic Tank Size Office requirements: (253 allons/1800 ft2 Storage Hangar Requirements: 50 gals/1000 ft2 V = 253 gal X 2250 ft2 + 50 gal X 22660 ft2 = 1449 gals. 1800 fte 1000 ft /\ Use 1500 gallon septic tank (1 JUL -' UAN SMITH ENGINEERS, INC. 656 State Street arlsbad, CA 92008 E. Brian Smith RCE 13,817 EBS:gh Client: SANCO ENGINEERING, INC. SHEET P. 0. Box 251 1 Bonsall, CA 92003 ' of 4. Job No. 4636 May 11, 1978 Cost-in-place concrete pier foundation design for a proposed prefabricated metal building for Palomar Air Service * 2or4 \--- Loo, Du 25 ' B 60" RAY L. TCJ23 f ' t 44 44 B t 1 it ea/-r4- place tz frVP€F/ /d, c. 'ic t' p 5( I f 7 . dv4Dc 6, c 1t4 /?.Ke444 d 3eZ70 p. s./ k e.1 aa/4 'etes/ 4/ ô( c/piL it.i 4 '. behc.' 7'e- Sebp4eE \ S . 2S A% 1As .DP-I LL Cr- i, - s0( r e3-eg-77 / II 72 kt'v Tht Fe -r1OIJAL SotL $ (Jb4o( ACM • 2?k aç + 2) 48 b1 L CAT-- I Pc. A 7r e4) LATrAL T. ovcvee /4': 4--4f.S k 12Wo c c e*c I— I I (7" IAI PIL) 44 1ItE'5 24'1 LEZ - 12 ,. Corttnti ac, vmcAu1 n1wt• AN CUM O. CA 912O rLC 9010.4304 C - December 20, 1978 Sanco Engineering SGT 712143 1421 Industrial Avenue Report No. 2 Escondido, California 92025 SUBJECT: Request for Additional Information, Propose d Meister Building, Palomar Airport, Carlsbad, California. (entlemen: In accordance with your request, we are providing the fol l o w i n g information regarding the proposed construction at t h e subject site. The purpose of this letter is to answer t h e questions of the San Diego County Department of L.tJ.E.R . regarding the discrepancies between the soils report and t h e final design. The weakened plane joints shown on Page No. 3 of the st r u c t u r a l drawings may be substituted for those indicated in the s o i l s report. The compacted fill above the sanitary fill may assu m e t o provide a lateral resistance of 300 psf per foot of de p t h . Since there will be about 6 feet of compacted fill over t h e sanitary fill, the upper six fret of the piers can also b e relied on to resist lateral forces. The lateral res i s t a n c e developed by the piers will be 1000 psf for the comp a c t e d fill. No lateral resistance should be assumed for th e sanitary fill. The subsurface gas collection system may be constructed a s 80ILEOLOOV & TTING CONSULTANTS, INC. II4I'* Shown in Section c-c of the structural drawing. The slab and grade beam detail short in Section B - B a p p e a r s to be adequate in that it allows the grade beam s y s t e m a n d slab to act independently. It is recommended, h o w e v e r , t h a t cold joints be provided between all columns and f l o o r s l a b s . If you have any questions regarding the above in f o r m a t i o n , please do not, hesitate to contact this office. We appreciate this opportunity to be of profes s i o n a l s e r v i c e . Respectfully submitted, SOIL, GEOLOGY & TESTING CONSULTANTS, INC. Charles H. Christian, R.C.E. CHC:lf cc: (5) Submitted (1) SGT, Escondido I :• 3&J ELECTRIC 010 HELL VALL.y DRIVE IscoNowo CA. 92oz 31257. PJ4. M c)c)h 4 i_cfrl(7 i4I417fr - I ---•--• - - I - ,, ,,/ •, $'d'6' I6l tb - ''a .7 4 - toot. Iowa.=- ':07 £4.41r 7 fi -n/4 AP4, '4.. 'r4 ~V/ 4L / a f A-L 7 i $ f — c2- P ~~ Z14 P41 7-V2 PERMITS ETC.,' REQUIRED Owner Contractor Plumbirr Electrical Power P p. -+inq.Londscope Spwr En—orhment Gr'iding -. Lk - Subs wimmlng Pool Buildinq PI. r' Walls. etc. Trrnrriry Electric APPROVALS MWM . terdent Roof CeififlcutU -_- Building Dept. ... Plnninc Dpf. Engineeri. pt... Fire Dept........--_____ _ _ _ _ _ _ _ _ _ _ _ _ _ Witér Dept. -r