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HomeMy WebLinkAbout1966 OLIVENHAIN RD; ; CB881569; Permitl " ' r. I ,.,. ·-,,.. II) z 0 ~ a: C ... ~. 0 ~--- IC . ' . ' I e[ 0 I hereby, efflrm 'that I am licensed' under o · , '·provisions ·qi Chapter 9, (commencing, "'(Ith :. 'Sef?tloil 7000) of. Division ·:r of the B'uslness 1-. and Profe11lon1 Code, and my license Is in ~ --full fore;~ ~~d effect ' . . . USE·BAl:l:,POINTPEN ONl:Y·& PRESS HARD J08 ADDRESS · · · €AF(LSBAD BUILDING -DEPARTM~NT . 2075 Las Palrpas Dr.,,.Carlsbad,, CJ\ .92.009-1_~? (6~9) ~~1_16~ .. -~ AV.sr'."R'o, TH.OMA$ BROS 'NO. AP,PLICANT'TO f=ILl, IN IN.FORP.ilATION WIT.,l~~SHADED AREA AND DECLARATIONS. -APPLICATION. & PERMIT eus'tNESS LICENSE # PERMIT NUMBE'R Or::·: .• I ~ere~V'aff;rri\ that l'ani exempt from 'the Contrac-,! 1 , ; ,lgr~s. Licen~e ,law lor the following reason (Se~. 7031,5 ~ I , · .. f ·""..,. ...., < • Y < , I ~ ~t'e.tJc.,1 00 I 'f.fJ.l · {g:, I 3 · · · , d /Ii. I Bu~iness,?rd,Prole~s1onsCode,.Anyc1tyor,c~unt~whicr.,re· I _OWNE.RS."'!-!',M,e f OWN!:.R'.SPHONE,~· ~>~;\~· ~~> 7"'-" ,598-12{1'N8BO~-f)j" .. Q2 .quires a~perm1t 10-construcl alter, improve· demolish or ~ ... , -, ·· -' , ·-' -· -·· -------· --·· -· --·'-- rep'aif any Structure, prio'r to itS lssu_ance also r€qtlires the'ap· ' · · · ,, "·-''"'"· · ., ... ,, .... temimt·rnat he.is· I .,. .......... , ... , .. , •••.. ,, ... , .. ,,}~;ct~g~:ji~g'.~~ ,j, : D1v1s10n 3 of the BuSiness and ProfeSs1ons·Code) cirithat 1s' ex-., '( ~ empt therefrom ,apd the bas1ffor the·allegea·eien]pt1on, Arly.' , ii-, . , , . , . . violat1<in~pl,Sec)ipn,7031:5'1iy3.i).~ilflhc,riJ for:a_pe[mi! sup-_: '!' I I ,UV~. 'I .... _. """"'·" un IN ,--• ......,~,., I I a::..., f....l I I v,.,v-q • • Jects.the applicant,to a c1vJI penalty qf.{10t more. than five hun--I , r..r-c~ ,,...= • .,...,.. • ....... t ................. _... - dred dollars (SSQO), ··,I' . · •, ,I l 'I'. as owner ol the property_' or my employees·w1tlt wages . ~, ffi, -~ 1'" aS' th0ir sole corifpellsatfor( WilF~o thE!·work, and ihe struc-,, I.I I ~ ~ .. • 0 . ture·is·not•intended oroffered·for·sa\e'(Sec, '7044, Business 1 --ro C,)( 14=--.T\ I.}/-< ~\.A·~ ,..., I ·-··-'I _.., ~ 'Q) •, ii:: ---~\ <'l'• 0; . ·a: E• Q) 1,- 1 ::!-:,.·'a~~Profession~:C,od,e:,Th~Cpntracfo,r'stice~s~·tav\'~oes ~ ,::::·,.. . ', ,... . ' F/P FLAELEV.I I NO ln=r.P I Fnll ',J. :, .. · no) applyJo an-owner of proper.ty .who:bu1fds.or'1mproves. -'l' , , . · "-, . . ~ · . . _ ' ji: <,,employees, provided thafsuch 1mp'rovements'afe,not,intend: • A"·, t} \ ~, -;;f:..-ro (il...,~f!.,,, , ~ vq NO I , I, I 1-J • f .I ,__ I .. 11 ·"Q. m , thereon and wh.o does such work hims~lt·or. through his own ·, ~ ,, · L'.l, , · · · . · · , - w · •·-eq·oroffere'd'for'sa1e:·J1~)1owev~r,the,'\fU1ldjngof'il:npiove· (' · 1 . , , l , , . . . . .. . . . , . z mentissoldwithlnone,y_ear,offompl_etio,!).,l~,eowne(·buil~er -/ CENSUS'N,fACT PAAKING,SPACE l RES UNIT.S GRADING-PERMIJ.t~SUED I ~~~~VELOP-MENT- :11= ... will.have.the.burden ol proving, that ~e d1d.not,bu,ld·or.1m,-J. , , ... •. .. ... ·--" . . , , , 0 prove.tor the purpose of sale), ~ : , ! · · . , y G N [] , vO. NO I, I .(/ 1V I YO N'\ti I Not Valitf Unless Machine Certified . • • , .. • -• . • .. .... ... .. ... I z 0 ~j:: ~ z u, a. 2 0 ·o II) i:c 1&11, :.: a:, 0.,. 31:, :~li~:i\~:~irdn~dn~la~~r~rt~iii.tr~~f;~1~i~Je~r(i~~1:'}~~1~ ~' QTY ... ·-p' L"U' MB-IN,.,.G: .PE,RM .. IT .. ISSUE '7'' ~ QTY MECHANIC·AL PE' RM' IT IS' s·1n-'·: . .'l. ~p•r:fJ.fA_~"ll"\\..1'. D SUMMARY/ACCOUNT NUMBER •Busmess-and· Profess,ons Code: The·Contractor's ~icense I · .. , · • . . •. vc.,.., , · . . · . ·. . "' ·/K) J I -· " , --· .. · · · -6· · 1· -· -LaytdoeSJlOJapplyto·an,.owrler:,of_pro_perwwho~u!ldsOiiim-. ~ -' ' • ' -l ' I -'!, ll w ,,. ·proveqher~on_, and'Who:contrac_ts·f~r·each pr~1ects'/i1th.a:. t-' ·EA'CH FIXTURE T-RAP INSTALL FURN DUCTS UP TO '100'000 BT(J-. t!UILOING rtKMIT · uu1-810-00·00·~au 1 contractor/sJ ~cense pu,rsuant to the Contraclor's license t · . · , , · , • g,,, , ..., v-. Law): .~. ···.''.._ , .. , _ I • ,!:ACHBUILO'tr-JGSEW~R , · ... -'·--·-·:s,.J.-· .. .. 0 .. _,n .. ·---·"-·.-. .......... . ,.lig:!n~~fo~!?:X~;(:'a)llimprovi~Qmy~ome,an~\he.fqllow-,· ' . , 'EACHWATER HEAHR AND10R VENT . BOILER/COMPRESSOR UPT~P n r-"'_,.. .-. 1'"'"' PLAN CHECK,, -001-810-00-00·8~91. 1,, The work ,s-being;P,erformed prior to sale. j • . , . ,../,; , ,,,r,, , 2, I have lived in niy hom,Hor twelve months EACH GAS SYSTEM 1 TO 4-tfuTLETS . BOILER/COMPRESSOR,.,,-15 HP ' _ ..., ,..,-.11 ·ftilt!'ft PLUMBING 001·810-00-00-8222 prior l,O completion of this.work. .. • I . , • , , ~ . '" / .. • • . ,,. .. . · ., , 3, 1 have not claimed Ws exemption durmg the j EACH GAS SYSTEM 5.-tJt1 MORE METAL FIREPLAC,;..,,-' ~RJ VI -r~ .. --~· ..... .il.lii.iiltCAL 001-810-00-00·8223 /,,< last three years, · 0 lamexemptunderSec..... • • . .'s&r.c. ·\ :. EACH,INSTAL,, a,iefER, REPAIR.WATER PIPE . . VENT FAN~G~E QlJ~T . n~ElOPI \t\'il • :· MECHANIC,o;L . 001-810·00-00-8224 - lotthisreason . • }. : EACH VACUUM BR,EAKER · ; . MECH EXHAUST HOOOIOUCTS . MOBILEHOME 001-810-00·00·8225 f , WATER SOFTNER '. , · .. -. • • • REtOCA:TION'OF EA'FURNACE/HEA:H:R ,' . ·soLAR '001·810-00-00-8226 . , · . . • . !' . _ EACH ROOF DRAIN (INSIDE) _ . DRYER VENT • STRONG MOTlON 880-519-92-33 0 . 1 hereby affirm !hat I ha~e a.qerlif!cate of con~ent to 11-, . · TOT F,L MECHANICAL l FIRE SPRINKLERS 001-810-00-00·8227 self-insure. or a certificate of'Workers ·Compensat,on In· · , • , ,surance.oracert\fledcopythereoftSec.3800.Lat>orcodel ~ · TOTAL PLUMBING I . -·, · . · · PUBLIC FACILITIES FEE 320-810-00-00-8740 POLICY NO. t , . I/ . . · . , , . BRIDGE FEE 360-810-00-00·8740 COMPANY l ,QTY. ELECTRICAL PERMIT -ISSUE et-. CC!) QTY. MOBILE HOME SETUP PARK-IN·LIEU (AREA ::::J Copy 1s tiled with the city D -Certified copy is hereby furnished CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION'INSURANCE (This 5ectroo need not be completed if the,permit -1s for one~hundred-dollars-(S100) or less) - 0 :1 certify.that in the performance of the work for which -this permit is 1ssued. I sh~II not employ an~j'person in any manner so as to become subject to the Workers' Compen- l ' . ·, , N~WCONSTEAAMP'SWTllKR CARPORT .. . TIF 312,810-00-00·8835 1 1 ) ' ' . I 1 pH 3 PH , . AWNING • LA COSTA TIF 311-810-00-00·8835 j: . EXIST.BLOGEAAMP/SWT!BKR GARAGE • FMF 1 1 PH 3 PH f A . . LICENSE TAX• oo 1-s 10-00-00-a 162 (' . . REMOOEL'ALTER PER CIRCUIT Q--r, ~. /fl . . MFF 880-519-92-57 TEMP PO LE 200 AMPS sat1on·Laws-of California. . .. , : ,1:: OVER200AMPS NOTICE TO APPLICANT, If, after making this Certificate t , of Exemption;you should become sub)ect1otheWorkers' ' TEMP OCCUPANCY (30·DAYS) · I . 1 Conipensaf1on provisions of the Labor Code, you .must ' · I I I 11 I ~ • r!/ ~ I :'~:::~~o:e~k:~'.h,such provisions or this permit shall l 1 . 1 . --CREDIT DEPOSIT' : t 2 t TOJALELEC.TRICAL I /~" I TOTAL I ( i ' , '--~ I -' • • • 1 • , , ~ , , , , ! • t , , • , --, -y-·..,_-,, ,········-···-~ '. l. O· 1 hereby affirm.that there is.a construction,lending .f'. l HAVE CAREFULLY EXAMINED THE COMPLETEO "Al>PLICATION AND PERMIT" AND DO HEBEBY E•pimi4!'--E11t1y P9l'1l1lf i'9Uff t,,yiiM,~n11~~thel)f0111SIOH,oltt!it . ffi ·ageijcy for ihe performance of the work for which this per-\\ CERTIFY UNDEF.l PENALTY OF PERJURY THAT ALL INFORMATION HEREON iNCLUOING THE ~ thall Upite t,,y ltlllitalion and *°"" null and VOid lf tl\e bOlldtnf or WOik o . -,mit ls•lssued,(Sec 3097., Civil code) I" ' DECLARATIONS ARE TRUE ANO ·CORRECT ANO I FURTH6R C6RTIFY ANO AGREE IF A PERMIT I& :r ~,zed' =~it ~ not~ommence<t Within 180dayafrom"'-dateol suet\ Z , ISSUED: TO COMPLY WITH ALL CITY, COUNTY AND STATE LAWS GOVERNING BUILDING CON· m,' or 1 • -no or w9r1t aulllortZed by such permit ,a ...,.pended, or ~ , L~~der'~ Name . . • """ ll STRUCTION. WHETHER SPECIFIED HEREIN OR NOT. I ALSO AGREE TO $AVE INDEMNIFY ANO abandoned ~tan tt1ne aft..-the ""°'It. 15 comlMI\Ced toe a ttod of 1 · ·rr ,. ·' ' . '. ' ., Lender's Address ·, l KEEP HARMLESS TttE CITY OF CARLSBAD AGAINST ALL 'l.lABlll1'16S, JUDGMENTS. COSTS AND APf'LICANT S SIGNAT.UAE lf, Ae:,l OWNER CONTRACTOR O . -----'k ·EXPENSES WHICH MAY IN ANY WAY ACCRUE AG'AINST SAIO CITY IN CONSEQUENCE OF THE '. · ,i GRANTING OF THIS PERMIT. . 8Y Pt!ONE O , _, ~ ,. , .., ~ . C/.';,, ,, 1 •·· ·~-.-.\ •.. ·-·:~. I 1 ./vt? I S· c:' C1l ,S! 'a, a: <( I, X C, a:' 0 u,, u, Q) u, u, <( I s: ,Q a3 >- Q) 0 C: C1l C: ii: :s c:, Q) ~- " 0 0 Q) C. u, C: Q) T? s;, TYPE ~ DATE INSPECTOR I BUILDING l FOUNDATION J REINFORCED' STEEL ' MASONRY J • GUNITE OR GROUT I . SUB FRAME O F~OOR D CEll;.ING SHEATHING D ROOF D SHEAR FRAM~ 1 EXTERIOR LA TH l INSULATION . I i INTERIOR LATH & DRYWALL I • I PLUMBING I .. 0 SEWER AND BUCO D P~CO UNDERGROl)ND D WASTE OjwATE.R TOPOUT D WASTE D WATER TUB AND SHOWER PAN I GAS TEST I . I D WATER HEATER D SOLAR W~TER I ELECTRICAL i D ELECTRIC UNDERGROUND D!UFFER ROUGH ELECTRIC I D ELECTRIC SERVICE D TEMPQRARY D BONDING D POOL I . I MECHANICAL I I D DUCT & PLEM., D REF. PIPING ~~ • 1:. _,,.. • .,,4 -. r1 .... :-~--:---·· -.. ~-......,. -4 • HEAT -AIR COND. SYSTEMS I . '! .. \ VENTILATING SYSTEMS I I I ... : ~ I. f' .. , -. ·: IT_E.MS ABOVE HAVE BEEN APPROVED.· · FINAL I .... L _AO ' t I .' •• ' .. ,, ... PLUMBING I ••• >j, .. /'\ ELECTRICAL . I__/ i I f MECHANICAL I ~10 In, • ... . . -•' 'I GAS 1 "i//'f I f' "; .. ,~ BUILDING ' \_ w SPECIAL CONDITIONS .. / ... ;, FIELD INSPECTION RECORD .). \ .. ·.. \ .. ;;_,. • ..i. (!/!:,8'ltlS(Q<i \ ~·· ~::~ \ . ' /_ REQUIRED SPECIAL INSPECTIONS INSPECTOR'S NOTES INSPECT-ION SOILS COMPLIANCE PRIOR TO FOUNDATION INSP r-I STRUCTURAi: CONCRETE ~VER 2000 PSI PRESTRESSED CONCRETE POST T'EfilSIONED CONCRETE - FIELD WELDING, HIGH STRENGTH BOLTS SPECIAL MASONRY PILES CAISSONS REQ. IF I INSPECTOR'S CHECKED APPROVAL DATE I ,·i;;.,,~-1"·~:· ·.:r,;_.:;~ '-··-·.·, •. ,--;,_• ·.,· •• ,.,-•. I I F-... _ .;: ;.::;,.-=~· : .. _,,. -':' ., ';, .. ,. . ~ ·~·f.,-· ·--~ ~-4 __ ,,.__, ~---t-t-~-wl •: i"ii ' . ' I t:1 .,-~ :-_. '...: I I ~_, -~ .t.. -\_.-1 i{ r:~-. ..... • ; i ; t:-" -~l-._€~ _____ -;.. ~;_r.:,-:--,:-· .. ""' ~J· ~r -~ ~ , . ! ,r I# fl L: I• ' , .. .~ . -...f:. I : . I I -:·,: ~ . · ·--r-: .,. . . I ,,.-.- If<,., .. 't ! J f;-, 1-:-"fel .... ~ ' '"- e" •• .,,.r •\ I I I ~-1 , "~-• . ........ _ , .. ' ~ ... ....... .,> • ~ ..... ~- ...; I'· L . -..... \• .. ' 7 ., .. ....... t. • .., - --... _ ! r:xc.1::-,,,r ~..-.~.2-,;\ .-~\ i-:\ ~,_ r:r.,~r:r c;:: ...~,;v..:: -~ -~~ ,..._.,.-.., ' J L.'- \ J ,- ~:,~i;;~~~ ~· f-:~ .J ~ DEVELOPMENT PROCESSING SERVICES ,PIVISION 2075 LAS PALMAS DRIVE CARLSBAD, CA 92009-4859 (619) 438-1161 MISOELLANEO·us FEE RECEIPT .Appllc~nj Please Print And FIii In Shad,d Area Only OWNER OWNER'S MAILING ADDRESS \'1(ob CITY ·,!CITY j STATE BUSINESS LICENSE NO. Pl,.AN ID NO. 3252 .tl.124/88 0001.·01 05 Misc · 179-00 VALIDATION AREA ·\ ) l LICENS_E NO. i--......,..---'"-"""--'-"'"....,C.--------------+-----'-------~----Z-~-#----.a..------ j SUBDIVISION ' WA:: , LOT(S)---------t-----------'--'-------------'-'------ i i ,---------------......,_-----+--------------------,----,'----;---'---'~-- l LEGAL DESCRIPTION CHECK·IF SUBMiTTE[): r • • D 2 ENERGY CALCS D 2 1987 ENERGY CALCS FOR. NON BESIQ~NTIA~ B.LDGS ~ I DESCRIPTION OF WORK 2 STRUCTURAL CALCS 2 SOILS 'REPORTS 0 2 SELF ADDRESSED ENVELOPES DATE GIVEN/ . SENT TO APPl,.JCANT DATE . 1 CONT ACT PERSON LA COSTA LETTER · s·cHOOL FEE FORM APP DATE White -FIie Yellow -Applicant Pink -Finance Gold -Assessor !f "' -,f/~D· Testing Engineflrs-sADiego . A .,{ }( lfJ, 3467 Kurtz Street, P.O. Box aa, San Diego CA 92138 (619) 225-9641 W .: LJc.::J 2948 Industry St., Unit B, Oceanside, CA 92054 (619) 758-3730 Job No: 7481 @@ .J'ob Name: OL1VENHAIN EQUIPMENT STORAGE Job Address: 1966.0LIVENHAIN ROAD ENCINITAS CA Engil'leeN WELCH, JOSEPH Report No: 52125 Date: 11/@7/88 Project: Olivenhain Storage OLIVENHAIN WATER DISTRICT 1966 OLIVENHAIN ·ROAD . ENCINITAS CA 92024 TEST RESULTS Subject: Compressive Strength of Concrete Cc,res. Gentlenien1 On October 28, 11388 three 3. 75 inch diamter cores were obtained by our firm, Cores were tested for compressive strength as directed by your organization. Shown attached herewith are the results for the three core which were tested. Should you have any questions regarding these resultsr please contact our office •. Thank You, TESTING ENGINEERSJAN DIEGO ~i~ Masami K, Murao, Laboratory Manager MKM:blp c=Jn Testing Engineers-SADiego L[OU 3467 Kurtz Street, P.O. Box 8., San Diego CA 92138 (619)225-9641 t !CJ 2948 Industry St., Unit B, Oceanside, CA 92054 (619) 758-3730 CON P-R ES SI VE ·srRENGTH Cores Tested ln Accordance With Test -Method ASTM C-42 Core Nulbel" 1 g ~ ! ~ Length, Inches <Thickness as ~'d) 4.65 4.65 7.1t ~th as Tested (Capped Inches) 4.65 4.64 6.89 LID Ratio 1.24 1.24 1.84 Area, Square Inches 11.M 11.M 11.84- Ultiaate Load, Pounds 82,stt 68,4 .. 59,SM Uncorrected Colpressive Strength PSI 7,5 .. 6,2 .. 5,421 Correction Factor .94 .94 .98 Colpressive Str,!ngth Corrected for L/D Ratio, PSI 7,-«it 5,831 5,31t § Scale: 1 inch= 2900 feet I %t,~ I --s..j i Testing Engineers-San Diego SITE VICINITY MAP Copied From Thomas Brother Map Job No: 7481 Dalt: 11-7-88 FIG. 1 . ,, ',. -- All Locations Are Approximate NOT TO SCALE C-1 C-2 Testing Engineers-San Diego CORE LOCATIONS • Job No: 7481 Dote, 11· -7-88 FIG. 2 , r it-. L .1-...::-. L. \ ,, Testing .Engineers-F Diego 3467 Kurtz Street, P.O. Box 8Dvv.:>, San Diego CA 92"138 (6"19) 225-964"1 2948 Industry St., Unit B, Oceanside, CA 92054 (6"19) 758-3730 Job No: 7481@@ Distributed To: .Job Name: OLIVENHAIN EQUIPMENT STORAGE Job Address: 1966 OLIVENHAIN ROAD OLIVENHAIN 'WATER DISTRICT 1966 OLIVENHAIN ROAD ENCINITAS TESTING ENGINEERS'-SAN DIEGO OLIVENHAIN WATER DISTRICT ENCINITAS CA CA 92@24 Engineer: WELCH, JOSEPH Report No: 52125 Dat-e: 11/@7 /88 ---'========================= TEST RESULTS Project: Oliverihain Storage Subject: Compressive Strength of Concrete Cores. Gentlemen, On October 281 1988 three 3. 75 inch diai11ter cores were obtained by our f irn1. Cqres were tested for C0111pressive strength as directed by your organization. Shown attached herewith are the results for the three core which were tested. Should you have any q1Jestions regarding these results, please contact our office • . ~ryank You, . . ·. ~. ·... J~S:f!tfl ~!NEE~/~ DIEGO _: _·_~ .. ·.·.·-~,-. .. ~. t/t-i-~ . . : .-~·.:· :~ , ·: Masami K.· Murao, -~-· . .' . -- -.. •; .. , ·-·:' /~~r~to~y Manager .. ~ .. ,, -~ ·. ."' :· ,, •,\ '~ ~:> -.., ', ·;~_ ·· ..... ,. ·.,, • ,!e ; ;: , ~ '' ' --. =: : .·· . .:-• . • . .. : . .• -• • • • z • :· • ~ ' ... ·.• . ••'_.\ ~:-~:_,·:{-j,_':: ··.,-~.: ·· .. : :.-, ... :· -~--·.--:.:-_.: .. _ .. ---... -.. ;·.·-:..· -..... :... ~-.-~: .. ------,-----,---_____ _:____.._:,£r-_1~1~_r_~ . -. -. --. : :~ -. : . ~---.. " . -~ --_; --~-: . ' . -· .. -· .. : . ,. . ._, ·-. --~ ·:-. -.---::.', Testing Engineers-~ Diego 3467 Kurtz Street, P.O. Box 8v~--', San Diego CA 92138 (619) 225-9641 2948 Industry St., Unit B, Oceanside, CA 92054 (619) 758-3730 C O M P R E S S I V E S T R E N 6 T H Cores Tested ln Accordance Wfth Test Method ASTM C-42 Core N111ber 1 g J ! ~ Length, Inches (Thickness as rec'd) 4.65 4.65 7.1t . Length as Tested (Capped Inches) 4.65 4.64 6.89 UD Ratio 1.24 1.24 1.84 Area, Square Inches 11.84 11.84 ·U.i4 Ulti11c1te Load, Pounds 82,8M 68,4tt 59,8M Uncorrected Colpressive Strength PSI 7,5M 6,2M 5,42t Correction Factor .94 .94 .98' Colpressive Strength. Corrected for L/D · Ratio, PSI 7,85i 5,83 •. 5,31, ''. •• ,-f.~ ',-,-·· .. : _,-. '~,_ ...... -· . .-_-d}' '-s .... ,.,.,..,_'' :!'. ' -. . ._-. ·. l -~ -. ' .. ' ' - -:· ~-.::. ' • '--c!c.~~ -,'·.·,·.-· ,' ..t·,· -_·-. : ' --~; -' ' • ' '1 ., ... ' , .,., • ' . -__ : ,_: -; ~ .. -·'; .._,. -~---- ... ,-,.._ .- -. ---. -..~ --·· -• .,..-,--<-..-.-~ ~-, .. : , . ..: ' . ~-._:. ::':. -;---. . .. _ ... •••• -:_ w. ~ -. ~. ... -.. , ., ___ ... _ --~ . - ---_-.--_ ;:: ::-.:-.: = ··:·-,. .:: :· -~· - . . · .. -... '• -~ : .. .' -; . - _; .-_ ... -·· -. ·---·,·.; -~,·:·-. . ·>"-->·.-:· ::>,:: . . -. ·-.. --· - Testing Engineers~San Diego .~ __ -. --; - '\ SITE-·VICINITY -MAP _--~--:.-,; . •",.. -. ""-: Copied From Thomas Brother Map Job No: 7481 Dote, 11-7-88 FIG. 1 .. . .: " --·,,·, ; -.. ·--\ ~· . . ·: :-_-. -"_:. --~ ----...,. :·.::·· __ :~-:. :···:·~~-:-<~~ . _:::_ :-_.-.:~ .-. :··· . . . . ' ; ... -. ~. ' . ··:·. , . .--, -- C-3 C-1 C-2 Testing Engineers-San Diego CORE LOCATIONS All Locations Are Approximate NOT TO SCALE Job No: 7481 I Dote: 11-7-88 I FIG. 2 1 ...... PATE: ESGIL CORPORATION 9320 CHESAPEAKE DR., SUITE 208 SA.S DIEGO; CA 92123 (619) 560-I 4-68 JURISDICTION: PLAN CHECK NO: SET: z: PROJECT ADDRESS: /96£ ------------------ PROJECT NAME : __ a_,1i_1-1_,_w_, _D_·, ___ S-._T"'...,.v_"2_:,9_-C? ___ € __ ~ __ rc...o __ ,_IV....,$P'_ D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply ~ with the jurisdiction's building codes when minor deficien- D 0 D cies identified OA/ A7T,9CHt:..&> L/~ r are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corp. until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to return to the applicant contact person. ~ The applicant's copy of the check list has been sent to: -. OL-li/lff/-1;9,,., /11t./A11c,p.4-c_ WA-rli"/L /)ts7?2-,er . /96-6 c:?£./Ve"-"'I/"''" ,.Z4;,0 A-rrt/,' j.A,z_ Eo~~/J..O s~HAY &vc1,vrr,,Js J C4 ~ <j'zozr.J O Esgil staff did not advise the applicant contact person that plan check has been completed. -~ Esgil staff did advise applicant that the plan check has been completed. Person cortacted: f@;> 'S..-{.!,aY}t Date contacted: l)./b( t'ci{ Telephone # 753-bC/b-6 ~ REMARKS: R~A/f;w4.,_ or Pu1N Cw.:-c1c::. F7-5-33.,. By: @.1 C 11,,y L ESGIL CORPORATK>N 1/-2?, 17 Enclosures: ----------- CITY OF CARLSBAD PLAN CHECK NO. 88-1569, SET I DECEMBER 5, 1988 PLAN CHECK LIST 1. Provide a special inspection section on the plans listing all structural elements requiring special inspection by U.B.C. Section 305. See list attached. 2. The reuse of existing anchor bolts and repair of cut anchor bolts must .be approved by the building official and special inspection or testing may be required. 3. Provide a copy of the soils report for the~p~oject acceptable to the city building official. 4. The reuse of the existing slab is subject to building official approval -see attached test report. MECHANICAL 5. The building official m~st review omitting the ventilation system per UBC Section 705. DISABLED ACCESS COMPLIANCE 6. Compliance with Title 24 of the California Administrative Code must be shown to exist. If you have any questions,~ please contact Rob.ert C. Hoglen of Esgil Corporation at (619) 560-1468. Thank you. SUPP~ PLAN CORRF,CTION SHEE! F'OR SPF.C:IAL INSP'ECTJON Toe following must be identified on the plan title sheet or the structural specification sheet per UBC Sections 302, 305 (f), and 306 (a) through (f): {7:) Note that continuou~ inspection shall be performed by qualified special inspectors retained by ~e owner and approved by the Building Official to act as a special inspector for the following types of construction: 0 B. CONCRETE f 'c = 3000 psi design for footing -See base olate design. REINFORCING STEEL AND PRESTRESSED STEEL FOR PRESTRESSED CONCRETE ________ _ ffi WELDING Field welding as reauired HIGH-STR.l:.rlGTH BOLTING-_:A.:.---=-3-=2~5;,__ _____________________ _ E. SIRUCTURAL MASONRY ____ .;.._ _______________________ _ F. PILING, DRILLED PIERS, AND CAISSONS _____________________ _ G. SPRAYED-ON FIREPROOFING. ________________________ _ H. OIHER SPECIAL CASES: 1. FIELD FABRICATED TRUSSES 2. ______________________________________ _ 3------------------~-------------------© Provide the following statements on the pl~s: 0 Ihe permit applicant shall retain the design engineer or architect of record or other responsible engineer approved by the Building Official to ensure that: 1. all elements of construction which require special inspection are inspected by qualified deputy inspectors approved by the Building Official; and 2. all code deficiencies detected and deviations from the approved plans are brought to the attention of the contractor for correction, and if not corrected, revised designs to overcome the deficiency shall be prepared by the design engineer or architect of record for approval by the Building Official; arid 3. all corrective work required is completed in accordance with the approved plans, specifications, and City adopted codes. @ A final inspection report, signed by the special inspector~ the responsible engineer, is submitted to the Building Official upon the completion of each element requiring special inspection. Ihe report must certify that the work was in compliance with the approved plans, specifications and applicable City codes including any authorized changes to the plans. @ Note that evidence will be provided to the Building Official that the following items were fabricated in an approved manner (Certificate of Compliance, approved fabricator certification, mill reports, etc.): 0 A. GLU-LAH BEAMS ___________________________ _ B. PRECAST CONCRE'IE.~--:-:::-:---~-...-:---~~~-~------------@0c REINFORCING ST.EEL_B_i,..,· l,,...,,..l_e_t_t_e_s_t ___ o_r_m_i,...l_l_o_r_h_e_a_t_r_e __ p_o ........ r __ t __ s ____ _ @ STRUCTURAL STm.._B_i_l_l_e_t_t_e-s_t ______ o_r ___ m_i_l_l ___ o_r __ h_e_a_t ____ r_e.p_o-r~t.;;;s_. ____ _ E. IRUSSES ________________________________ _ F. INSULATION ___________________________ _ G. OTHER. _________ ..,.. ________ -____________ _ Note on the plan that it is the responsibility of the design engineer to review and approve structural shop drawings, truss details and specifications and provide ~ocumented approval for same to the Building Official for his approval. Note on the plans that the owner shall arrange for performance tests to be conducted to the satisfaction of the Building Official of the following: A. D. FIRE EXTINGUISHING SYST&IS EMERGENCY POWER SUPPLY B. SMOKE CONTROL ASSDiBLIES C. EMERGENCY EXIT LIGHTING E. AUTOMATIC CLOSERS SI12308S 12/30/85 1/:f'"' C. ~~ F. OniER _______ _ ,. . "-- •• y •• ~ ··~ PHYSICALLY HAIIDICAPPEO ACCESS R£QUIREHENT5 FOR R!HOD!LS llncludln9 altacatlona, atcuctural r•palra, addltlona, tanant laprovaaonta and.occupancy change•) CtlltllAL .. full accua coap\hnc• la requlted for reaodeh lncludln91 l. tath ot tuva \ to reaiodoled area. hi Pukln9 lbl Walka lcl ila.urda (di cucb l&•p• ,., lta•p• lfl thvatora l. rrlaary ontr&nca to reaodelad area. ta) Entuncaa lb) Exit Doora l. Sanitary hcl\ltha urv'ln9 raaodala4 area. •· Dclnkln9 fountain• and tolophonaa aarvln9 reaodela4 ar••• REHOOELS USS TUAN s64,)S0 • When rcaod•la an valued at leu than $&4,)50 acceaa COllpllanca ••Y be llaltad to th• apeclflc area beln9 rell&Odela4 when an un• rca.aonabl• hard1hlp la dotoralnad by the anforcln9,a9ency. 1. Staff dctocalnatlon of unnaaonabla hardahlp ahllll ba Nd• on rora IICA-1, which ahall be tUcd ln th• project tile. l. When the required ~ork outalde of the raaodaled area (1.a through 1 :t aboval ucceda 101 of the coat of th• vork to be dona in th• raaodaled area, an unrea1onab\a hard1hlp 1ha.ll bo found to ••l•t (crltarla la ata~f 9uldallnet. l. The unroaaonablo hardahlp tlndln9 aay be by obaarvatlon when obvlo111. roe• IICA-1 ahould daacrlb• the obvloua. . . . . .. .. • . . • c. IIEHOO!;t.S 161'1. )50 and ttrCI!!_! NIian raaodala are valued ovar$&1'1,)~0 and epaclflc acce1a requlr•••nta cannot ba ••t• • 1. Th• lav allow• equivalent facllltl•• to l»e accept•• If •trlct c011pllanca vlth the ra9ulatlon• vo•t• cre4.te •• , unraaaonable hardship. 2. Acceaa cannot be valved uni••• there are phJalcal or • legal barrlera that prevent provldln9 elther f•II accaaa c-pllanca or aqulvalant facllltatlon c-pllaace. lfhea both accaaa and equivalent facllltetlon are valved bf the enforceMnt offlclal, ratlflcatlon la req•lrel by an Appeah Board. D. HULTl•PLOOR RtHOD!LS1 Exceptions and axeaptlons . .. .. ., .. t. Provlalona for Upper and Lover fl-ra1 TIie •••Ith and Safety Code Section lttss.s ••r~ that,•rn prl•ately• fund•d aultl••torlad P••••n9ar vachlcl• aarvlce atatloaa, ahoppln9 center•, offlcaa of phJalclaae ·•Rd aur9•-•• and office bulldln9•, subject to thla code, floors or levels above and l»elov the flr1t floor or tround level are ••-Pt fro• th••• requlreaent1 lf a raap or elevator b not evallable to provide public ace••• to ••ch floor• or leval1.• 2. Health and Safety Cod• Sec:tlon lHSI says that,•1n prlvataly•funded aultl•atorlad bulldln9a. floor• or levels above the flrat floor or 9rou11d level are exeapt fro. th••• requlre .. nt1 lf • rea1onable portloa of all faollltlee ancl acco.aodatlon1 nor-11, •ot11ht and•••• by the publlo in auch a bulldln9 are accaaalble te alld u1abl• by phyalcally handlcappad persona.• - 2075 LAS PALMA$ DRIVE CARLSBAD, CA 92009-4859 Edward Suhay Qltty of Qtarlshab COMMUNITY DEVELOPMENT April 7, 1988 Olivenhain Municipal Water District 1966 01ivenhain Road Encinitas, Calif 92024 ( Plan Check 87-533, Your Equipment Storage Building Pl ease accept my apo 1 ogy fo·r this 1 ess than prompt answer to your letter of April 1. A thorough research of Title 24, CALIFORNIA.STATE ACCESSIBILITY STANDARDS. has revealed a specific exception for heavy equipment rooms used by public utilities. The section reference is 2-712(b)3-FSB Exception No. 1, and I enclose a copy. ~L,.._.,. ... __ J~-- CARTER DARNELL. PLANCHECKER TELEPHONE (619) 438-1161 Jurisdiction C11·;1 or-~/2.~s 134..0 Prepared bys R, C, I-for-; u-d VALUATION AND PLAN CHECK FEE o Bldg. Dept. O Esgil PLAN CHECK NO. ??'3-/5"h'? BUILDING ADDRESS _/__,;.9_£_~ __ GA_~_,~_'E-_AI._H_~.;...;_1..J.;._ __ ;._8_0_4-o ________ _ APPLlCANT1 CONTACT C}MW!) /1e S 6tW.4'1PHONE NO. 753 6c/6'£ I ~ _ _,;.._ _____ _ BUILDING OCCUPANCY B-1 -------- TYPE OF CONSTRUCTION V N DESIGNER PHONE 8o,1c.-~ tE:-vc;, CONTRACTOR PHONE ------------- BUILDING PORTION BUILDING AREA VALUATION VALUE MULTIPLIER J:::!R.u1f).M G;.,r, s:~~~ ~ . ,,,2..700 I 9 '1.!J-S'I ~OD ~ . cJ/'-1/'N ~ J - ' Air Conditionin~ Commercial @ Residential ca Res. or Comm. Fire S"Drinklers @ Total Value 5"'1 300·~ / Building Permit ree $ Plan Check f' ee $ $ ----------------------------~------- COM H ( N TS._:-------------,..---....-------------- SHEET _/_ OF / -.. co -0 Cl) == Cl) > Cl) 0::: Cl) +J . ct! Cl ·CO "O Cl) == Cl) > Cl) . 0::: g'o fi D ~~ D Jt} 0 t:j D ro D ~ D ~-D tr:j D ~~ D 9 0 Cl). +J ct! Cl co "O Cl) == Cl) > Cl) 0::: D 0 D D D D D D D D D D D 0 ENG j NEER! NG CHECK~! S~ ~ 0 ;-,1 _ . . . ltf:-t.. LEGEND ~cJ.itJ_,. -~:~, Check No. : ., ~1 .. , . ; . ti"·· ,:tri~ip 'Co.mpiete 1rr . Project Addre~~is: ·'.~!?~ . (m_-~&~~AI~: J~oeo': -~: ·> ·_. :. :~::@;::-· <:Y~~(-~ir~~'{;-~-~: _·; ·. N_ee~s · Project Name: .@J{PM@1 /3w -0/11110 . · · . . · · · ·· · Field Check D_at~:-~-_::·-._·· · ··._.::·.:··,. ·,/·i(·-,/=.~---·.-._,-.--.:-1)~,J'··· .Number in circie -----~-----------.---· -..:.-":·· indicates plancheck By: -:· .. _.. · nun:iber that deficiency was identified· LEGAL REQUIREi\11;:~T~ ~ ·. ~ , Site Plan 1. Provide a fully dimensioned site plan· drawn to scale. Show: North arrow, property lines,:· easements, existing and proposed structures, streets,· existing · street improvements, right-of-way width and dimensioned setbacks. 2. Show on Site Plan: Finish floor elevations, elevations of finish grade adjacent to building, existing topographical lines, existing and proposed slopes, driveway and percent (%) grade and drainage patterns. 3. Provide legal description of property. 4. Provide assessor's parcel number. PERMITS REQUIRED / Grading s. Grading permit· required. · (Separate submittal to Engineering Department required for Grading Permit). 6. Grading plans in plan check PE ----- 7. Need the following completed prior to building permit issuance: 8. 9. A. Gradi-ng_ plans signed. B. Grading permit issued. C. Grading completed. D. Certification letter and compaction reports submitted. E. Grading inspected and permit signed off by City Inspector. Right-of-Way Permit required for work in public right-of-way (e.g., driveway-approach, sidewalk, connection to water main, etc). ____ .. lndu'strial Waste Perm-i-t-' application required. To be filled out completely and returned·-ro Deyelopment Processing. D D I 0 D ,.,~ D D Bo D ~D D ---, Total Fee: - ., . 12. Bridge and Thoroughfare fee required. Fee Per Unit: _ , Total Fee: 13. Public facflities fee required. J4. Facilities management fee required •. Fee:~ 15 •. Additional EDU's required: 0-lff:· am/),,_,,~/4_, . Sewer connection fee: _ · · ~ennit no. ____ _ 16. Sewer lateral required: _/Ju.r,.Q,==-...;;~;;;;,q;.J~'Q ..... , _________ • REMARKS: 0. K. to issu~ ~ .... ::::::._....:~~_r"Z!:!~· ~. ===:::.2:Si===-Date: /2 -/-0-7 If you have any questions about any of the above items identified on this plan check, please call the Development Prfocessing Department at 438-1161. · f. -... -...... . ·. . . . ·- ... co ·. co . co "O "O "O (l) (l) (l) :: ::. :: (l) (l) (l) ·;; > > (l) (l) (l) ~ ~-~- ,-"' M =#: =#: =#: u u u a. a. a. DOD ODD -.-:--_-_ :_ ·:_ -=----. - -. . -. , ---.. ... _-· ----_.., --· . . -... _--:. ... : ,:::.:-'., ·:- ~. . \t;fl· P~NNING CHECKLIST Plan Check No. Type of Project and Address /Y6{o 0J.;/V9./Hl11;v fih@p ,, Zone ----------05. Use Allowed? YES __L_ NO __ Setback: Front __ Side OK Rear Facilities. Management Zone j 1. .School District: San Dieguito &, Carlsbad Discretionary Action Required Environmental Required Landscape _Plan Required Comments YES YES YES -- Encinitas -- San Marcos --NO --Type __ NO~· --NO_)f,_ ----------------------,----------- Coastal Permit Required YES NOA Additional Comments ------------'--------------- OK TO ~-=s-=.L~z.~.~-:=::· ==>=::a===-· ---'----:--1.1DATE /2 -J .-5 7 2560 ORION WAY CARLSBAD, CA 92008 Citp of <tearlsbab FIRE DEPARTMENT PAGE 1 OF_L TELEPHONE (619) _931-2121 APPROVED X PL~N CHECK REPORT \ DISAPPROVED PLAN CHECK# e~-1s-?i9 PROJECT E42w, eiv1 E7L,r snAL...£" ELD ADDREss tCJ!do CX-1 uEIJ 1.JA1 IJ KCJ,r:u:::; ARCHITECT J3o~1LE" -t-=J1&n11£FK1AIC-,, t'o!<.-?· ADDRESS EJl/t:!:,1A./1TA":.. PHONE ------ OWNERC.Jt../U.@1/#f;./1AI /1-J .fl)·))· ·ADDRESS ________ PHONE ~---- OCCUPANCY )?:, I CONST .. ---a::. A/ TOTAL SQ. FT. 2 700 -+ STORIES OA/,;;;- 0 SPRINKLERED D TENANT IMP. ------~--~---------------- APPROVAL OF PLANS IS PREDICATED ON CONFORMING TO THE FOLLOWING CONDITIONS AND/OR MAKING THE FOLLOWING. CORRECTIONS: PLANS, SPECIFICATIONS, AND PERMITS __ 1. Provide one copy of: floor plan(s); site plan; sheets ___________________ _ __ 2. Provide two si\e plans showing the location of all existing fire hydrants within 200 feet of the project. -. _ 3. Provide specifications for the following:.-'--------------'--------'-------- --4. Permits are required for the installation of all fire protection systems (sprinklers, stand pipes, dry chemical, halon, CO2, alarms, hydrants). Plan must be approved QY ·the fire department prior to installation. __ !;i. The business owner shall complete a building information letter and return it to the fire department. __ 6. '-1.,_ 7. .,. FIRE PROTECTION SYSTEMS AND EQUIPMENT The following fire protection systems are required: D Automatic fire sprinklers (Design Criteril!l: -------'-'~-----'--------------- 0 Dry Chemical, Halon, CO2 (Location: -~----------------------- 0 Stand Pipes (Type: ----~. -,-, .. ,--~,,.-_-,.,...' --,---------~------------ 0 Fire Alarm (Type/Location: ----~-'--------------------,-'------ Fire Extinguisher Requirements: . D One 2A rate(:! ABC ~xtinguisher for each ___ sq. tt.~oJ p_ortio.n thereof with a travetdistance'to. the nearest , extinguisher not to exceed 75 feet of travel. . · . ¢~An extlngulsherwith a minimum rating of L/A "IIJIJ(!.., to :be located: / A/S 11).c:-.,,:,,/I.PA~ D Other=-----------------------.,-------~----- __ , 8. Additional fire hydrant(s) shall be provided ______________________ _ EXITS ';,,I( 9: ·Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. __ 10. A sign stating, "This door to remain unlocked during business hours" shall be placed above the rnain exit and doors------------------~~~~-----,----------- __ 11. EXIT signs (6" x ¾" letters) shall be placed over all required exits and directional signs located as necessary to clearly indicate the location of exit doors. I. . GENERAL __ 12. Storage1 dispensing or use of any flammabl~ or combustible liquids, flammable liquids, flammable gases and hazardous chemicals shall comply with U11iform Fire Code. __ 13. Building(s) not approved for high piled combustible stock. Storage in closely packed ·piles shall not exceed 15 feet in height, 12 feet on pallets or in racks and 6 feet for tires, plastics and some flammable liquids. If high stockpil- ing is to be done, comply with Uniform Fire Code, Article 81. __ 14. Additional Requirements. -------~--------------------- l . / 9/4/4 rJL I UG Al fl A } 1J ,? L)f\. I) I OfuHIC° 7 S-3-b C/b/c, -. -15 .. Comply with regulations on attached sheet(s}. Plan Examiner ,____],C ~~ / Date_/_..:".?~,.._/-"-:;:,,__/__,,J'-',.P,.,,__ ___ _ Report ma·iled to architect ___ Met with ___________ ,. __ _ ____ Attach to Plans -~ ·1 J ' J ) _,, '\ .·j SOYI.E EnGlnEERlnG CORPORAT/On Project altv,o hat'o Mtul> &2.f v< e Description d-C.l,,,t 3/"g ,, t di . Job No. · S D. t? () I 2 0_!2 II _ ' ---------------~ By J€[if D•t• //J/19/?j ~ __ J: L/~J&_Jj~ 1' Ji I 44~h JJoiile ! I I I i : i ' I I i I j ! I I l I -I . l I I I I ' i I ! I__ ! I ! ! ,l)i. I I i j I [ ! I I I '~ .! l I j'/ I I i : l I, · : rt:~'. I efiL.cZ~1jh~J__k_k _ _u.~1 s ~ 1' fJ.~it:26 : 1 l ! I ! : I I I I l l i l i -.I / [ i I l l I II i ' Y I I 1 bi In_' I I' I I 1· I I' I I i ;--~-.,-· -I} d V ..s l (j_f''. ,1;, · /7{ ts C..: 1 I,.),).,,._~ .: J.. ~-~8_ Ji 1 1 1! ! ! l I I I I j I I I. ! I j I I I I I l I ! ' I I 1---_1 -t----t-------l--'----;_l~J--/.--;-;4_J xl tlt~~_J_uJ.Yl J/) ./; l .I 1.,) Jl ~ J.L:5-55LlqJ: 1_ 1 1 l ! i I ! 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' I ' I I l I I I ' ' I I I l ! l i ; l I I ' ; : : ; i l I I I ' I : I : I I l r I I I I I ! I I I l I i i I i 1 1 1 : l I ; I ! --+--'----+-) -,,--.... , -.... : ---lr---l-1---l-1--'--,.1--,.:---+1---+:--+!-!--+l-"""'i---+l--+l ·---:--!-.... !--;-~1--1 ---·-r---- 1--·----~---,_ ------·-- -,--· --, .. ____ .,,_ ·----·--------------·-·-----------·------------- ---·---------------------·. ------------------------------------- "~COX .._,.~ Construction Co. 517 S. Cedros Avenue • Solana Beach, California 92075-1922 • Lie. No. 384612 • (619) 481-5236 • FAX: (619) 259-6571 N:>veml:::er 16, 1988 PLANS AND CALCULATIONS FOR EQUIPrtiENT S'IDRAGE GARAGE OLIVENHAIN MUNICIPAL WATER DISTRICT FOR APPROVAL ·.t -~ . "\:. {i . ;:._.. . . ~-: .:::.' . . :,--.:· .. : ; • "!--~ . ·. ·:·:. t[: J: .. -.... . , f~- . • ·· . .. Engineering and Product Data for 51-8725 '. •• • • . .. · AMERICAN BUILDINGS COMPANY EUFAULA, ALABAMA 36027 (20s) ss7-2oa2 October, 4, 1988 Cox Construciton Company 517 South Cedros Avenue Solana Beach, California 92075-1922 Re: 51-8725 Olivenhain Municipal/ Olivenhain,California. Gentlemen: This is to certify that the metal building co~ponents furnished by American Buildings Company are designed to comply with the following loads: Design Loads~ Design Load Combinations· are 1) Metal Building Dead Load (DL) · l) DL + LL 2) 20.0 PSF Roof Live Load (LL) 2) DL + WL 3) 80.0 MPH Wind Load (WL)(Exposure "B") 4) 12.0 PSF on Frames These design loads and combinations are applied in accordance with The Uniform Building Code (UBC/185). This certification is limited to the structural design of the framing and covering parts manufactured by American Buildings Company and as specified in the contract. Accessory items such as doors, windows, louvers, translucent panels, and ventilators are not included. Also excluded are other parts of the project not provided by American Buildings Company such as foundations, masonry walls, mechanical equipment and the erection and inspection of the building. The building should be erected on a properly. designed foundation in accordance. wit.h The American Buildings Company Erection Manual and -:American I s drawings for the referenced job. If the foundation ·designer_does not have the building frame reactions, he should send a written request for them to American. The undersigned is not the engineer of record for the overall project • I I • ··r>: ~; : 01" CONTENTS SECTION 1 GENERAL A. Intr0duction and General Design Approach B. Figur~ 1 -Clear Span Rigid Frame Building C. Selected References SECTION 2 RIGID FRAME A, ~xplanations and Methods of Analysis B. Frame Sketch and Reactions C. Stress Analysis D. Prying Action Calcu~ations E. Seismic Calculations F. Additional Sketches (if required)' SECTION 3 ENDWALLS AND ROD BRACINGS A. Explanations and Methods of Analysis B. Figure 4 -Loading Diagrams and Fra1!ling Layout C. Figure 5 -Tension Rods and Wind Forces D. Nomenclature E. Component Stress Analyses • SECTION 4 F. Ad'ditional Sketches (if required) PURLIN AND GIRT A. Explanations and Methods of Analysis and Section Properties B. Connection Design C. Member Stress Analyses D. Eave Strut Calculations and Properties SECTION 5 PANELS A. Properties and Load Tables B. Calculation of Section Properties SEC::TION 6 MISCELLANEOUS AND SPECIAL CONDITIONS A. Stanrlard Welds B. Standard Specifications • ' j •• • • :·. ,,,,·· , .. INTRODUCTION Tha information contained within this pamphlet is a technical de- scription of an American, pre-engineered, pre-fabricated metal building. !t represents the application of the most mo¢ern methods of mathaatics and engineering to the design of a building. Its purpose 1• to provide interested. reviewers with the necessary design calculationa, and other \ documentation required to readily verify structural integrity. · . -~-~ ... ! Figure l is a drawing of an American Building, illust=ating the typical·. load carrying members; i.e., rigid frames, endwails, ptirlins, 1irts, bracing and panels. A clear span rigid frame building was selected for this pur-., pose; however, any of .American's other standard designs, as described in tha Standard Specifications for .American Buildings Cumpany Pre-en~.u1eered Metal Buildings, could also have b;Jen used to illustrate the basic building components. All designs are in strict accordance with the lacest editions of AISC and AISI specifications, whichever is applicabl~. The.stress distributions in all load carrying m2mbers are obtained by .t~ most appli~~~le methods of_ the universally accepted elastic theory; as appf:fed ·to · indet'erminate struc- tures. A digital computer is ~sed for many of the complex and laborious ~esign calculations. American buildings, unless otherwise noted, are designed to withstand ~ither of two loading con~itions: (a) Vertical dead load plus vertical live loe~ uniformly distributed over the horizontal projection of the rcoi area \ (b) Vertical dead load plus wind load applied as pressure and suction nomal to the building surfaces, as described in the MBMA Recommended Design Practices Manual. Other more specialized combinations and applications of loads are incorporated into the design of a building when required. Occasionallv these special design conditions cann:ot be handled through one of ou~ standard de~ign formats. If this.occurs, special hand calculations will be inc;luded. Subsequent sections of this report, present the detailed design cal- culat:f.ona and their necessary explanations. These are Secti,on 2, Rigid Frame; Section 3, Column and Beam Endwall; Section 4, PurUns and Girts• Section 5, Long Span P~nels and Section 6, Miscellaneous and Special Condi: tions • I ,......,_ f . r lf•i I I I ' -.. ; .-. • • • • • !~,-.... . ••N•• .. •, . : . ._·,_;J; ·' \ --. • • • ·-. SELECTED REFERENCES l. MANUJ\I, OF STEEL CONSTRUCTION, A.I.S.C., 1980, Eighth Edition. 2. "Single Span Rigid Frames in Steel", by John D. Griffiths, A. 1.s.c., 1948. 3. SPECIFICATION FOR THE DESIGN OF COLD FORMED S'!EEL STRUCTUIAL MEMBERS, A.I.S.I., 1980 Edition. 4. STRUCTURAL STEEL DESIGN; by L. S. Baadla, et al, Fritz Engineering Laboratory, Civil Engineering Department, Lehigh University, 1962. 5. "Recommended Design Practices Manual", Metal Building Manufacturers Association, 1981 Edition • • • • Al\lERIC/' :"-I liVILDINGS CO!\ri2_L%.NY EUFAULA, ALABAMA 36027 (:ZOS) 987•2032 RIGID FRAME EXl'LANATION AND METHODS OF ANALYSIS Rigid frame analysis· and design is a very exacting task. Americ1:1-n Buildings Company has developed a computer program that permits detailed analysis and design to be done on gable fraines. The following is a brief description of this program. Essentially the program combines the STIFFNESS METHOD structural design theory with MATRIX uthematics operations. All of this is possible by the utilization of digital computer capabilities. The innerent speed of com- putation permits the use of elaborate mathematical techniques which would be impossible by hand computatiou~. these techniques along with the completely rigorous structural theory approach give. technically precise and accurate results. The program consists of seven portions which are as follows! l. Geometry input 2. Loading input and Stiffness Computation 3. Equivalent Forces Computations 4. Solution for Displacements 5. Reactions and Member Force Computation 6. Stress Analysis 7. Design Decisions Geometry: The general str.uctural configuration that the program can analyze or design is depicted below. It consists of a gable frame with vertical sidewalls, and a roof sloping downward on both sides of the ridge. The rafters may be supported at intermediate points by interior columns. Each sidewall column or rafter may be composed of a number of segments; these segments may be prismatic or tapered, with "t" shaped cross-sections. The interior columns must be pris~tic, but may __ be "I" sections or pipes. The bases of sidewalls and interior columns may be at different levels. The left and right sidewall heights and roof slopes may be unequal. 5-1-72 sc-2-1 • • I • Support and Loadings: The column bases may be specified pinned or fixed; the tops of interior columns may be specified pinned or fixed to the rafters. Uniformly distributed dead and live loads and wind loads are considered to be transmitted to the gable frame at and by the girts and purlins which are at specified spacings. In addition, concentrated forces and moments may b• specified at any location on the frame, thus permitting the inclusion of overhangs, cranes, and bracket loads, etc. Input: The input to the program consists of information on building geometry, web depths at critical locations, column locations, gir_ts and purlins, loading descriptions, material properties and stress criteria. If analysis only is required, thA mgmber cross-section details are input. If it is to be design, inventorieb of flange sizes and w~b thicknesses, and pipes sizes are read in. _. Analysis: In the analysis option no decision making is done concerning member selection. From the information supplied, which includes all .member sizes, the program develops the precise centerline geo~atry of the gable fraine. The analysis is carried out on the line configuration, composed of straight line segments (''Members") defined by the joints and other junction points called "Nodes". All the loads are transformed into equivalent forces and moments and applied at. Node points. The direct stiffneas method of matrix structural elastic analysis is adopted. The stiffnesses of all the members are computed, and superposed to yield the force-displacement rela- tions for the anti re frame. Stiffness coefficieni;s and equivalent act:i.ons for tapered members ara obtained by Newmark' s Method.. . The Modal displace- ments for the specified support and loading conditions are solved by a matrix block recursion routine. '!he support reactions and member end forces and moments are then calculated. Finally, the most critical bending and shear stresses along each member are computed, and checked against allowable criteria according to AISC specificatio~s. The most critical stresses are those with the greatest ratio when compared to allowable stresses. The program will analyze the frame for each specified loading combination,. one after another. 5-1-72 sc-2-2 • ,:.· • • • .. Design: In the design option, a safe frame is determined· by an iterative process of analysis and design. Initiated by the Analysis of a frame consisting of the first section fror;n each of th~ specified flange, web and pipe inventories, the design proc~eds in cycles of analysis, criteria checks, selection of fresh sections, and reanalysis, until a satisfactory frame is obtained. When the design for the first loading combination is complete, the program will analyze and check the frame for other specified loading combinations • 5/1/72 SC-2-3 ' - _,! .~ ...·:, ........ ; ..... ·1-. I I ' • • • .. Output: The output may be requested at varit'us levels of detail. The basic output consists of a listing of input data, centerline geometry, reactions member end reactions, Nodal displacements, and the member sizes and criteria checks for the frame. Mote exhaustive information may be extracted if desired • FIGURE: TYPICAL CONFIGURATION OF SABLE FRAME 5·29·85 SC-2·4 'ti, ! • • • ~ --· ;. Jeilection of Frames ---·---------- In accordanc.,'l ~ ... -~-' .• 6,.ac.:ion CS. c.. E,"-,;.,1! Building Manufacturers Associa- tion (MBMA ·~6), many meta: building syatems are designed with moment- resistan:: f7i.'.., ··--. .1.ligned in i::1e transverse direction to resist lateral loading. Expe::~. ·:.ce has shown that the ,lateral deflection of the frames under wind lo.a ... ~ • ..; is far less than predicted by the usual 6.ualytical procedures. C.::insideration of just three factors undoubtedly accounts for most of this apparent anomaly: 1. drift calculations are traditionally based on full design loads, 2. the usual analytical procedures are basecl on "bare" frames (skin action of the roof diaphragms is neglected) and the moment-rotation stiffnesses of t:he "pinned" bases are taken as zero, and 3. load sharing has not been taken-into account. Bara frame deflections are given on the computer print-out for each no<l2 points. By considering the complete metal building system, the latatal deflection could be reduced to as much as 1/10 of that for the bare frame. The lateral deflection limitation is based upon the judgment ~,f the design engineer unless specified otherwise . SC 2-5 -· , . .'· .... , ... ,; .• ·· ...... · ...... ---,,,,-, . ---1·--' -.. ---~~.--·-•~ ..... ,, ,t, .. ,,...: CUL U'.-1NS GESTAD --INPUT ECHO ~******************* 10/03188 · .. -•••• i -l 6 •••• --••• 1 1 -2 O· •• ! •• --••• 2 1 -3 o •••• --••• 3 1 -"• c; •••• --••• 41 -5 o • ~ •• --••• 'i 1 -l, r. •••• --••• 61 -7 o •••• --.••• 1 1 -:., . ', : . . ' . . .~ ,. ,, . . ,. ' . ... j:, ----------------------. JOB-----------------.----iLP2A 3016-23 JERRY I 51872~-l ~UN . l~YFj~ FYW 1 ~s.ooo 5~.ooo Xvlk 30.0UO SWL 15.833 NSL i BTl 5.000 XT 0.000 ' nm .. · 0.000· TWL 0.000 .. • ' >,. BT2 0.219 ·. ~-·'"DGL ., . 1.500 TT · ··o.5oo fRS 23.000 OWL 9.000 BT3 0.135 .. , '"GL 1 88.000 OT . 8 • 000 NSL l BTl BT2 BT3 5.0uO · ...... · ··· .. · Oe219 . .. 0.135 f\J',-JL l DEF ..... ' .... 0.030 l'JRS mm 2 ·1 EWL FSL 9.000 o.u BT4 5.000 'GL2 .. .... . .... 96.000 ET FST o.noo· o.o· · BT4 · ·Exe 0.050 NIC ·o WSL KWL o.o l BT5 0.219 'Gl3" . 0.000 KTY KSY 0 l MRC 0 1{S13 o.oou NBS 0 KPR () NTC l l(Al\l l AFL 0.000 SPW 0.000 r !,, ( r ADH ll 1 3.1 SP T 0.000 LWL IWL NGL --------JL-------· 2 0 2 0 0 0 0 0 u f:H6 0.000 GL4 0.000 BT7 0.000 GL5 0.000 WST ~T. LT LTB LTC IT NP -~--~--JT--------o.o · ·1 · 0 .. l ... l. 1 3. 0 0 0 0 0 ' \''" • ~ ,t. "• ; ••• f.~,•1. ~.,.,,,,',.•J/;.,, ••• ,,._ '••'•' ,;, J •• ,,.., pt,,-,~Nsttl,, • •,~ ,~,,,.'' • .._ • ,5 • 000 ' , ,._, ,$~ ' ,, ' • ,,I" .. , • ' • • ' BT5 Q.!? 1?. BT6 o,poo BT7 a.coo DLt-LL NSL 1 ' ·" ss 7.500 NSL: "'"--·'B:Tl .. ·; .. :;:.,~,.,;,. .. :;,,,, .• ;BT·2,'-'..--., .. : ., .... , ... , ... BT3 2 s.ooo 0.219 0.135 · · ·op .. PUl . .,.,, ), .. : ',. , ... :.:·:; .. , .... ,,:,",. 8 ~ oo·o ,,;, ..... ,, . ., ... , .. ,. ·1 a. 000 LOO---------------------- DS FSS 0.000 o.o BT4 5.0QO PU2 .. 48 • 000 .. UD UL lJW · l, :,~ .. -~~50_Q. . . 12.000 o.uoo DL+-,vL -•·•· · ... ,; .. ,.1,1 ..... _. ... ,·, :-., .... .: ... \,.: .. ,.,: •• Lon··, .. ;-.. , .· .-...... _. __ ·._ ·-: ------ . · .. ·uo . .. ,.;; ...... , . ··3 ;500 .... · UL ,,.,.0.000 CWl CW2 , .... ,,,.,,;.;,::, .. : ....... ~, .. :, .. ;,,.: ... ,::,, .. Q., §.Q',Q· .. ,,,;.::.:.: •. ::.,.:.,, :.: .... T.-0 .. 10.0 DL~~L:l/2LL---~--------LOO-------------- uw 11~900 CW3 ·:-:0,7PO. WSS KS LS LSB o.o 1 0 0 BT5 ·. ·. 0.219 PU3 . 60.;ooo SFL r,ooo SFL 1.333 BT6 0.000 PU4 0.000 KL 0 KL 0 NO 0 ~-ID 0 --------JS------·-0 0 0 0 0 U NK 0 NK 0 BT7 0.000 PU5 0.000 tJ y 0· NY 0 •· KA 1 K i·I 0 -KA l K\~ 1 CW4 CW5 CW6 .. :;:O. .• 5.·00. 0, 000. 0 .• 000 . SFL KL ND NK tJY KA 1.333 0 0 0 0 1 . .. -------- .,, ....... ,,,., ..................... , ............ ;,,,, .... ,.,,,,."thr·· """•" .. [ ..... , ... ,,,., .......... ,:a,..i .. ·uc· .. :., .. :." .: ,·,.. . : . . . •""'''tH,:r.:., . .,, .. ,., ... : ..... , .... : .......... ,.,.:.;,.,,., '"""""":.:::.: ..... ,.;",,.,.: .... · ....... .-.. "".. . .: . · .... ,. ·.. ... . """ ... ". K ~~ 3 • 500 6 .ooo 11 • 900 -------------·--···--··l •.:, 0 ··o • <) ,.:) C .:)· • ; J ~ •.::. '::-:-. ·:-:- ~ ... :·. --~·· ·:t· er. 1~. : .,. >O: I·''· <i y: >-~ z 0 z ..J ::,:: ..J LL V) I ·1 I I I I ·I . I ~ ' ::J . I· C I ;~· : er )() ,. .::, 0 ,..:o -. ,,.:, I ,. I .J : ,~{ I i I 1 : :I 0 .J o1 ...J . ~~ ·,1 I •. ,, l . ,{ I ·-t I· ·l I I J I I I ·,i ' I ,. I I I . f . J I! :· :1 Ii ,;:-·_!_, . ~:~.: 0 0 0 0 0 N ' ..... + . ...J ...J + ...I :::::-' -:,:: . ::, ,I.!' 3::0-::, • U"I 0 b ...J::, ::,· . N ...... : 0 ·o OU"\ ::,, . _('('I 0 0 -00 ::;: • u,:::, o. 0 t('\Q 3 .. UO, 3: •. uo ,. 0 ,-:::,· . 0 rnr- 3: • uo· I.- 0 0 ~r-3: • uo I. ,::,; O· .... co 3 • UO, ., 1·,.., :-;~1. ?~.; 0 0 0 0 3 V, ..... '.J ·, 0: ...J <X: 3· z :;::, ...J ...J <( ~ z 0 0: .1J u.. ..... 0 .f ' . ' --~ . -! :-J .l ' :~-! .·.-=J ' . ? .... ' .. ·--~ ,, :·~} 1, : ., , / < :. f ., , . ' ·.{ i I . ! .. -----·....._____,.-----,----------,,-_ ·------------'-·----'-----AMER I CAN BUiLDINGS ·co~·. P.O. BOX 800 EUF.AULA,,. ALABAMA 36027 l O / 0 3 / 8 8 -· . _.. · '• ... '. · ' j ' 1 , ·: It STEEL: FRAME ANALYSIS ANO DESIGN BY THE DIRECT STIFFNESS METHOD ·ALU DESIGN IN -ACCORDANCE WITH AISC ANO.MaMA AS,APPLICABLE ILOI~G DESCRIPTION --L~2A 3016-23.JERRY 518725-1 ··-· --------···-·· . \/IIE iHD TH ").()UO FT. 8AY SPACING :· TOTAL'SLOPES TOTAL HIT• COLUMNS 23.QQQ __ fjt.,1 ;" ~l I' 0 , . 1 TOTAL MEMBERS 6 . TOT AL NUDES . 7 ' ' • 1 •• ~!-~~~~-~~~~~~ SLOPI: w~ Vl:HT. -0.000112.00 GIRT DEPTH -1.soo IN. TYP. GIRT· SPACE - bASl: · bASE '.BASE NOOE:.,:, EAVE KNEE-1. 'KNEE NODE l.l:VAT I01'J WEB 'DEPTH SUPPORT .. . NO. ,;,:: HEIGHT WEB DEPTH CONNECTION NO.· ~.ouo FT. 9.000 IN. p~~NED l * 15.8J3 FT. 9.000 IN. RIGID 2 . . . . )f-SLUPt ND.· ,l SLOPE WeHORIZ. -.· o.-sou/12·.oo PURL DEPTH -·' a.ooo IN. 1. TYP. PURL SPACE ----------. -----. . . .,. ,. ' . , .. · , . . ' ~ ~' . ' . -. ~ 1.:fT Ei--JO LEFT END LEFT END NOOE ,::, RIGHT ENO RIGHT EMO RIGHT END NUDE '1CAlED rH:B DE::PTH CONNE·CTION' NO. ,:: ·LOCATED tJEB DEPTH CONNECTION ND. -.,.ooo FT. a.ooo IN~ ._.!HfIP 2 _ _., ::, 15.000 FT. 15.936 IN._. !RIGID 4 ... .,. .. 96.000 IN. 60.000 IN. NODE ... . ,. LOCATION SPLICES· WEB.DEPTH CONNECTION NO • l . ' ~:; 1.4ao···FT. Ile299 IN.· 'RIGID i . .If ~LlJPt: r-w. 2:-· SLOPE ·w.HURIZ • .'·:--. -o.~00112.00 ,,.. ,..., ' •• """ ,•.._,-,, -,;,,.~ •, ,'' •,, .. ~• •$·,-.,,~ • '• ~ "'•I,<-' • PVR!-. DgJ~TH_,::-... ~•.999.-J.N~·,-_._TyP~ PURL,.SP.ACE ----------.----FFT ENO 0CATED S.OuO FT. LEFT END LEFT ENO WEB DEPTH CONNECTION-1~.0~6 iN• · .. RIGID_·. . . . ·, " . ".. '., ... NODE ,:, RIGHT END RIGHT END RIGHT• END NODE NO. ·.::: . : 4 •. ,:, LOCATED -WEB DEPTH CONNECTION NO. 30.000 FT. ·a.ooo IN. RIGID~· 6. J • • • ~ ; 3 60,uOO IN. ... . ,. SPLICES . NODE 'l . , . . ,. LOCATION WEB DEPTH ·CONNE~TION NO • ,:: ZZ.520 FT. l'l.299 IN~ RIGID 5 GHT dALL COLUMN. SLOPE--We VERT.·.=-__ ._ .. Q.000/12.00 "• • • • ' ._, ••• • l ,,,-..,, •,,' ,.,, ,.,,._, ; • , ..;,, • •<'' •' .,tf,' ,., ',<-,.~N _,. , '• • • ' ' GI~T DEP_TH "'.: : .. '.f;509)N.;_· Typ~ GI~T ~-p~~_E,--:-,· 96e000 IN. ---------------BASE · BASE BASE ·NODE · ,:: EAVE L~VATION WEBd·,DEPT~ SUPPORT ·No. * HEIGHT: t1.0UO FT• 9. ,oo· H-r, : · p_INNt.:J;r :; ... ,-,:.;' ·_1,:, ,:, . 15.833 FT, . . . . -.. . . . " ' . ' ', . ~-,., . .',.. ) .,, , ' . ··, .•-., ,., ... ' . . ~ ' l . : . ~ . : .. , : : .. ) . ~-, . : . , .. ; .. ·;,;. :. :' J. ,;.·,,., I'•·" :/: ... ':....;:~.:.-.,.; ........ ,. -~· ·~ I ··-· .. -.. -·----------~----------~~----------------------·----- KNEE KNEE , WEB DEPTH CONNECTION 9.009 ~N~·-. ,_,RIGID: .NODE NO. .. 6. --------,------------------------·----------· ·--· -------------------····· --. :··.· .. :: ,·.,;.•. • ... -··· --·····-···---'--' '"------------------- --~: .:· .. :,;.·:: .... : i.-'_':',:: _'.:/·:·:::·t,·;.-, ..... · · . .-.. ·, ... , .. ·svI LO ING ·.,...:.--'LP 2A 30 I 6-23 JERRY .--···· . . /:·:.:-:._,.-><.~;· ,/,·.: ;~ : LfJAb 1 ·,! _;: • .-·-~~ -,..·_··_-~ P!-.tl!:-.:. ... . :~ 4\ f 1,. ... ... ' . \. ., ' ~ I ,, UNIFORM. LOADS ::: . .. .... ... I-IVE., ·-~·:.: .. ~UNU··. ·: :. DEAD .· .. ~i' ,·. -PSF-.. ;'\•·,~·.;;_;psF.!:'· ,· .. ·· ··· . .:.psp-. ·. ,:,· . 12.00 u.oo 3.50 ·COOROii~A TES ... .•. ... ... 51>3725-1 ..... ,· ALLOWAQ~~-STRtSS FACTOR WINO COEFFICIENTS ·c l · .. , ~ -~ C ~ ·· .. ·)·1C tt 0.00 o.oo 0.00 o.oo . , .: . SUPPORT REACTIONS * ~ ~ NOOE· ---· .·.· .... · X ··. ·. Y. . . ... ... HORIZONTAL ~~RTICAL MOMENt-. * : '.. \, .. . . ~ . . . , ' ' : ·. . . ' ' ' ,.,, ' ...... . ' •,. • • • '•'' •' ~-.. •• ,,,,,,~.,'-. • w • ~.,.,. • ,..,_.,,••I~<-,< • • • ~ K't•,, .,1.., ... -IN.--IN.- l .. .. .. · 5 0 . . · ... 0 0 0 2 ......... · ..... , .. , .... 6·= 5o· .a.;. ·T1T;'1'6·"'. 3 90.00 179.58 4 180.00 181.46. 5 ·210.00 :. 'l 79.58 6 · .... ~ ~ · ··--3 5 3; 5 a ....... T7'7 ~ 7 6 7 353.50 o.oo Mft1~fR .. ... . ' ,: . ' ' . . ··~ .. ... . ,. ,.i ... J~QQJ;.:,-L ... : ... :. J~90~ .. : .J ... 1.i.· .. .. ! .. AXiAL -KIPS- 5·. 35 l . 1 . · . 2 . 2 . : ; •..... __ , ,,.,.·,; ... 2 :, .... .,,., , .......... · 3 _..:. ,..,. ····· ......... d~ 99 3 3 4 4 4 . 5 5 · · 5 · ' ., . '6 . · . 6 ... ,:,.,,.,, ...... ,.,_, '""6· ,.,, .... .,,,. ... , .. ·7·"'"··· .. :.' .,,,. ; • ,, .. '•\I,•. • ' ~~ ''. • . -~!; ,' . .'. ·~.::,.\ ... ,.,.,., ... · ... ; .... ,.:-·~,,--.. , ....... " •.. : ,. .. o.95 0.90 0.96 .. 5~ 35 µ ... ,,,,~,;,,,, ,,,,,~,,·.,,,.'.,·,,.,,.;i..,,1, ~,',,~~.~,~ ·,.,,v.;.•_.:; :;,,\,,., ~ ... ,,.,.:-,._:·' ·"'-·, ,,., ;.,i,:/~~:·~·:.,/./,, .. . , . ,.,, ..,, -, ,, . ,:,. ' -· . . Ir,,, 1,,,,, .11-,,.u•f•,I<,,_ ••f• •• ,, ,,..,N ,,:..,,,.,,,,,._,,;,,,~~ •'• ,,• ••""~ -KIPS- 0.90 -0.90 NUDE I --KIPS--K-FT- .:5 ~}) , ·: ... ·-o. oo 5.3s -o.oo· . MEM.BER ... END ACTIONS -·· ... . .. . .. . $H~/\lf ......... MOMfNT'.i~ ·,..A.X. J ft,.!,..-, .. · -KIPS-.,.KI PS- -0 • 90 . 4; 5 f' ... 2.84 0.02 -2.84 ·0.90 ..._ .. -K-FT- _;..o.oo . '' ,.,,.f3 ;'21''···"···· ... -13.09 -23.71 . ..,.13; 09 ... ·13;2b··· ...5. 35 .:..a; 9t, -0.90 -0.95 . -0; 99 ..:.5~ 35 NODE J , .. ,SHEAR . -KIPS..,. 0.90 ·-2.a~ 0.02 2.84 -4.51 ";_O ~ 90 .... ~-~ . . . -· ' . ,_ ,., .. ( . .. -. . --. . ., " . ,· ,• . ' . ., '. ,.,.,.,,, _ . ., .. ,'.;1,,!.,,,., .. ~~·,:, ... : . .:·, . .,·.·.-~.~;'.. -I • ~-. ·:. ', ••• : •••• . . . . . ·- r~oo ·. . 1'10M.ENT. ..,...K-F T- ·-13 .26 .. ·i3;"Q9 23.71 13.09 -13.27 .:.o~oo ..... ..;. . .~-... ,,;. .. ; ... ·L ~: i:::.J ............ , .. ::.':i..:.~::.: ... , .. _-.:.. .. ;:_;:.~·.L.;. : ....... . _,_,,,,-,.,., ...... ., •• .,. ... ,1,. ... ~ .... ,:,.,, •• .,.~ ..... ;,.,,~.,t,t,r .. ,.,.,.,.,,.,.,,,,., .... .,, .. _,.,~,-' ... ,v., •. , .............. ,.,-, •. ,,,n-1,, , .. "~ • ......... ~·-· ··--" ··-·-~·-····----~-· -~-...... -~ -. ' .. ,. , , , . ,, ---, , JIii ., ~-~.:.ii:,.,:.:,;;,;_~:;.. : .. , .... ,;: ' :. i: ,,<.r'c ,:-r-2 A,, 3 (i ii,~ 2 r JE ! ;, .~c,,.c .. : . ._,;,.._, , ._ LOAD-2 _-:--:--_:~: _p1.;:1-wt/'::·-::r:,:;·:;:,.::·.!}\::{i:/_,:.::, __ -,_·: __ ·:.\:.;:::-,:-:':/: -. __ ---: :-'._ =:.::.::_ -:_-);>~'. __ :-::_,:~::.=.:~_:'.AL!,:O:WMH-f .. S-TR.E;S_~ __ "f:AQTQR _. ___ ~ . ·_ l • ~ 3 UN I FOR/~ LOADS -·· -.--·-.,. l I VE--_ · ,-:; ',..,IND-·---'; -_-:-:'OEAO.--.-: '-:_ ,:: -.:..psF--___ :,_,_, _____ ::r>"SF::---,-..-,.::Psi:.:::·-~;_,, -·,:: o.oo 1111 90' 3.50 "• ... , ' ,•.,. :.-.. . ,, ... i, ~-, .. ~ ...... : , ~:; .t ........ 1 C0URD1NATES * -·· . ,. WIND COEFFICIENTS _c _-.l --_:_: -:f_:_-i_·:;y,::_~,--;_-~-----~ ,~: ___ : ~-4-· --- 0'!'80 -0.10 ~0~70 SUPPORT REACTIONS -0.50 -·-··· ... . , . NODE ----_. ;X----Y' -·_ -_,:: </ ' • , ••• ,. ,.,. .... .,,,.,, "'' • .,.,...,._,:,, • .,., ,,,~, •• , ••• , •• ,.·. \, ..., __ • ..:.: ';,.;; HORIZONTAL-VERTICAL --MOMENT ,:: • • .. • •• , • ... • ~ • .. ,., .,,. '• ' .. ,.,, ,. ·:-1., •• ,,,,,., , ,.. • •• • • " • .. , .. . ,. -Il'J.--IN.- 1 --_--_.---· -6. 50-_--: _ o..o·o::. 2 ·--. ---: . --· b; 5 d"' -'.,. f 7 7 ~ -7 6 ·-· -., __ _ 3 90.00 179.58 4 180.00 181.46 5 · -__ :: · '-270-;oo:-·"\: -1-79, sa -:---_ 6 ·-__ ,c._, ______ --., ... 3s3~so··-· -·111:16 ·-:· -----· 7 353.50 o.oo I. •• ',, ~ ... : • ., .. ,,~: ,' .: .. ·,' .. ,, ~ :.. ~·:.::,; ....... -~·-·' • ... . , . ... .,. MEMlH;fL:-___ -.. _ JtQPE.:~-:TL:_:.,,_,._NQQt;-_;-;J.";:~j'.:.-_ -i;_:,_:.-:-_AX J A~ ... .,.KIPS- 1 .. :-L -'. >.~: ___ :~~:-:,:~--½-<.::--.:'_ .. ,::: .. -.-i ,L -r ~-~:~ . .-':. ,--i~-~,::t~: ii 3 3 4 -0.03 4 4 5 --0.02 ---· :g __ ,;_~---: ,_, : , ... :. ,g,,:.::~_',-~ __ ; __ ;,_:-.-.· .• -~:;,;,_-.: __ 1,:. __ : ... :_: ___ ,_ -~-g: ~i ',,:,, :·,,,,,,,~ .. ~:,.,·,·,,,:·,:, .. :. .,:,:.,,,t.: ... ;-.. ;-... ,,~·:~ .. ,.,..,,·,;,,, ':~.~.,:,,/".. ~,-. ,, •• , "' 'l, .,, ~ ~ . ~ ·::.:.t ... :·, .... 1. ........ r ...... .,· .. ~~~ .... }..·~ .... ~.,·$,,;. .... ~~:\,,:,...,,t.i~..,...~.,.., .. ~.~-:~,, .. · .,',•; .. ,, .... :. ,,1 .. ', •. , .. ,: ... :· .... ·: ......... ~: .. ,:,,,,• -:, .,·,,., ..... :· ....~ -KIPS--KIPS--K-FT- -2.5!3 _:_~ ~ l_9 _ _---__ _ _ .Q ,dJO . ... . .. .. . -·. . . '• . .. .... ,.~... " ... : .,.,,.. -1.75 -0.14 -o.oo ---··-__ .::ME'Mn-~-~--END~-'At ri or~s · - NODE 1 * -·· . .. ~ lif._A P._, __ -__ i-.-., __ .. MQMF;.N Vt,: ; __ , __ ,_:h~, J AJ. , ___ _ -KIPS- 2.58 --2;93- -2.41 -1.52 -0.63 -o. 1 r · -- . .. -K-FT--KIPS- _----, Oe-OO---:,: :-··,_. ... -_,-.3.19---·,;::2 5 ~ "B 9 , ---__ ,_,. . ·---b ~ 0'4 . -1.02 o.oa 1 1a -o 03 -15 a1::--· --,·.,..o 0fr r-s 12-, __ -----o 14 . ~ .· .,.. . ~ ', . ... " .... NODE J . SH,~A.R -KIPS- ··--0.93 ----2~41 1 .• 52 0.63 o-·11 -, ·~i-: 75 ----- ,', ,.:. ·, ..• , .~ ,,,;,.,,,,: "/,f,.,;·,.,./,., .... ~, ... :. ,:,;, \, ... ,\ ,.,,;, ,\," .. ,.,... .,,,, .. ',, , ... ---.. ·--------. ------------------------------ MQM~NT -K-FT- -25.89 ·---7 • 02 -7.78· -15.81 ..:.1s.12 -o.oo '.';;,~-·---'-----I·,_,______,.._---,--____, --· ·-·-. :. -,-..-1, ....... ·····:::·_-:·:·: .. :.::'-J<'.:';::·.r:·r . ,,.::_,:;-\;:'/,;·:,,.. ..._____ .... :, : .. ".:.: ... :':. .. :.,,,,_.,. -·· _:·;_ .. __ ---·· LP2A' 3016.:.23· JERRV· ...... · ... , ..... 518725:...1· . LOAD ·.! .. :·-~ .. 3 · -:-..,. .:., P!-·+~H-t.I/21-, !,., ,:,,-::-___ ·; ·.,.-.,:, ...... UN I FORM: LOADS l,. PI VS FE . _.,,;//;J~PI NS OF · . . . ., .O Ep AS. OF .' ... -· -• ~ • '! ·---- 6.00 ll.90 3.50 COORDINATES ... ., . ... . ,. ... ., . . '::: ... . ,. ... . ,. C l o.tso · .. · .. :·AI-LOWl\B,l,.f;. ~Tf{E$S .FA(:TQR WIND COEFFICIENTS C 2. . _ :-,, c. ~ C 4 -0.10 -0.10 -o.~o SUPPORT REACTIONS ... ., . ., . .,. 1'40DE· ·x -IN.- 6e50 .6~50 90.00 180.00 y -IN.- ... ., . HiJRIZ8NTAL VERTICAL MOMENT· .. ,:, l 2 3 4 5 6 7 • ~ N • ' 270~00 .. ·353; 50. 353.SO o.oo l 77 • 76 179.58 181.46 ·119;5a 111.19 c.oo ····'•.: .. ',• .. ,. ... .,. ........ . ,. ... . ,. Mt;:MB~R ... · ....... .NQQ.~,':,,L:.J, ,.,NP..Qf,: . .J: .. ·,<:: , ... : ... :.A~IA!- 1 2 3 4 5 6 l• "' ... ·.-.· :·1,.: :., .... ·. · ..... 1, .. ,. 3 4 4 5 .... ~ . ·.... . .. .. ~ •'• ..... ',,,. ,,., .... 4, •• ... . r ' ,, ~ ... j ..... . · ..,K JPS- , . · . ...,.r. 12 · ... ·o~ 38 0.34 0.33 0.40 le91 . .. .,. -KIPS--KIPS--K-FT- -2.24 -1~12 -o.oo -2.09 1.93 -o.oo· MEMBER END ACTIONS NOOE I ... NODE J ., . . .. .,. SHI; AR .. . : .. 110M!=NP:,. ... AX.I.A.~ SHEAR .,. -KIPS--K-FT--KIPS--KIPS;_ .. 2 .·24 o.oo 1.12 -0.58 -1~19 -20.75 -0~34 1.31 -1.31 -12.08 -0.21 1.53 -1.52 -1.40 --0.40 1.73 -1.73 10.7'-t -0.44 1~85 1~06 23~25 -1.93 -2.09 '· -· i-~3 MOM!:f\!T -K-FT- 20.15 12~08 1.40 -10.74 -23.26 -o.oo . -----' -... .., ____ ··----·-------------·····-· .. ····-···-p••·-···----·-·-··-··---·-·····,----· -..... LfMO 4 •. -.·'"·._ ... ,,,-.,;/:' .. ··,, ...... ·. ... . . • . . . ' ,, .--,..--.. ... "'"'"·'""'·"=---~ .•. ,,.,~~.,., .. ,~ ..... B.UI[DI'N'G·:.';;-LP2A 3016-23 'JERRY' ........ ... 51'8725-l ... 0~-+-LL, t. 1/ 2\-!~ _.·:\ UNIFORM LOADS . l .. A~~qWAijt~ ST~E~S fACJQR. LIVE : . WIND. DEAD -PSF-.. ~PSF-· -PSF- 12.00 5·95. 3.50 :;, ··-.,. .,. .,. ;:, WIND COEFFICIENTS C l C ? ~ ~ C 4 o.ao -0.10 -0.10 -a.so lcoo1 ;DIN~TES NODE . X I, •' y -·-. ,-. ,. . ,. ... . ,. .,. .,. SUPPORT RcACTIONS HORJZONTAL V~RTI~A~ M[)MfNT -K-FT- Q,00 ., . ., . ., . .,. ., . .,. ::: 1 2 3 4 5 6 7 -IN.--IN•- 6.50· . o.oo .. · 6 • 5 o ... ., T7 7 ~ 7 6 90.00 179.58 100.00 lhl,46 270,00 l79.58 ,, 3 5 3 • 5 0 1 7 7 ~ 7 6 353.SO o.oo ... .,. -·-.,. MEMd~~ . r-rn o ~.A.: . .-.. ·, N q o. 1: .. il _ ::_,:,:;_, · A,XIAL -KIPS- 1 ' 2 . 3 4 ·5 6 ' .. ... ,, · .. : .... -. -...... : ½ '.:' ... , .. , ... ,,,,. ,,. j ... · .. . 3 • 15 . "'. o. 88 3 4 4 5 , . ' '' ... , , ' ,. g: .... '· .... ',, : ', .. ~ , . .,: __ · . .--~~: ·--' ' 0,83 0~79 o.a1 ,,, 4~6 7 ' ' ' I,~ ~' ' •. i,,,., •, •. .,, .. ; ., ~ ~ ,,~,,:, ... ;,.,,: ...... :.,~·j.J,.~··· *~ ':\ ,, ,:., ., , ~1.:.;. ... , .:./ .. , .. ,.~it,; ...... ~,:,,·,~~.,, .• ,..~;":.li.-..,<t .. !,..,,:::; ..... ,,~,, ,.,• ..... : . ·i· , {·'·,•./.,:,,: ...... (·.,.,, ..... ,.,. .. .,,.,,··~ ... :~ .. -,.· .. ..,. ..... , ....... :.·. ,. ,.,.·, .... ,: • •• .,,.., ,,,,., , .,..... ..,,,,_, ~·:1~,, .. : ,'.; ,,,;~.~ ..... :,;,1,.:;~ .. ,, .. :.,; -~ .. :,:.,,{:,,~.:;.;:~;;,.i,;,, .. ,.,,4(,<ti1,,.,. ., .~,~-·-·., , •••• ,, .. , .. ,,... ,, ... ,.,~. · ... :..: .... · ... : ....... ,;. .. ~·.: .... .,:~ .... :.: ..... :. ,',,,.:.~:~ .. ;~::f~.\::,,., ..... ~.--.(·~:~ ·, :· ............ .. -KIPS--KIPS- -o.so 3. p; -1 .67 4.67 -o~oo MEMBER END ACTIONS NODE .I -·-.,. -·-.... SHEAR MOMENT,:, . . • .• ' ,.; ,.. .. -,:.4' .A-~J~-~: .... , .,. -KIPS--K-FT-.:..KI PS-:- 0.50 o.oo -3.15 2.53 · ...... "·-r.11 · · .:.o.a4-...... 1.31 -15el-2 -0.76 -0.74 -11.14 -0.87 -2.84 -3~71 -0.91 1~15 .. 2o;e2 .:..4;t,7 ,,• ..... •' ...... ~ ••• h• , • , ' ,. 'I. .. ' •.. ·-~ . , .. ~.. . ,, .. ' ·,," , .. ;,;,(,,.;:;..,.,~. ;,,. .,;.,. '• .... ' . . ... (,,' . .. ... ,, . ., ,,..,,.,., .. , . ,-,,,,.,. ...... .. .,. ,_,., . -'.('.., ,. -~· ~ .. "' .... ,.: ..... , . -.. , NODE J : _St~EAR .. --KIPS- 0.33 :.:.1 ~ 31 . 0,78 2.84 . 4·~05 . -·1; 6 7. ,, . ~-- -1,33 MOMENT -K-FT- 1.18 15~12 17,14 3.71 -20,83 -o~oo --------------------------------···-•••M-----~--..---,_,. .. __ ,,,, .... _________________________________________ , ~j;-: . '/~ .. : ·--·····---•---~ __ ·.···,· __ .. :.;·_.: .• ~:-, .. ,.-:.,::_i.;./·:':_;·;_',·;:·,: ,•' ··:=:-~.t. \/;/ ., ... .__ .. , ..... ,.·.:., .. .-,, .... :_,~,.-,-.-.· .. sutLb'HJG'"_:_;'--i.P'ZA 39i6-23 JE,RR'Y. 518725-1 '1o[I{ '.:>ILES AND MAXIMUM STkESS-RATIOS . ,, . :l.: .. )·· :':. !:)-. -~,:: ~: .... : ::,· ---~-'._,, .:,: ,'' ., ""'· . :.,! .. :, ,1•'1. "I ' • • \ 'I I I J.' r~uE I{ :? 3 •1 L' ) ::i ~! ... • -~ OUTER f±LANGE' !::• INNER FLANGE ... ... vH 0TH' . · . J.H-ICKNpi~ ,:: . I· '· ! . . . . . ,;: wq:rrt1 -IN.--IN.- s.ouo. .. s.000 s.ouo s.ooo 5.0GO s.q_~o -IN.- o,.;n~O .5 t QOQ 0.2190 s.oco 0.2190 s.ooo ---:·g:~f ig ..... '" ·§:8g9 Ce?l90 . ,,_. .. .. ' ... ,, . "".~ ! . _s ~ oqp .. . ... . ~ ....... ,l'. i .. ~., • • • .. ! I l I i : ~ ,,.-'I; ' ~' .. , •• f '•p:• ,, ... . ... ,,.: · ....... :... I• ·~: • • ...... .)_ THICKNESS -IN.- .0.2190 0.2190 0.2190 0~2190f: 0.2190 0"2190 ··--,. ··--.. ··-... ··-.,. ··--,. ·. ·..•...• .. . . .. . ...... WEB ··--.. t :::: ··--.. THICKNESS. :::: ··-.,. -IN.- WEB-FLANGE WELD· -IM.- .. O, L3':t!?. --.. ":.·._,_ .Q,.ti?O 0.1345 o.12so .0.1345 0.1250 -2: l tz§ -.... :::.-:-.'-' .. g :J~gg· , . Yrl~45 . 1 • ',,, .. ··. . Q.12~0 ,:: ... MA'X{ML,JM STRESS f.\ATIOS ··-.,. ,:, OUTER ;:, FLANGE ··--.. INNER FLANGE WEB SHEAR . · .... 0,9.rL, .. :;,:_Q:~92~ ,: ... , .. 9~0.'H o.647 o.669 o.436 0.423 g : ~ ~ ~ '•, _. . ;·: 8-: ~ § ~ o. "i?~ o.~13 0.251 0 •. 136.-_-.-.. o. 136. 0~251 ... o.p73 --.. ·--. ·-------------,---~ ~-• 'JI Lu HJG -.:.. LP 2 A ·301 k.'.:.-~ l:-,.JE RR\····' : ... _,,,-:-/.,.~,::.s. ta 12 5..:: r ·-·· ·-,,,..... · _,, __ ',, .. , .. ---·. --·.-, H: !. 0 BOLTED ~PLICE SUMMARY • :;: • ' : • • ~:' ... l ~ ::: ::: •• , •• ~ • • • • • SPLICE PLAlE ,::No·~··oF 'B'QLT Rows::,soLr··,::GAGE·,:,uLTIMATE RESISTING" FORc'ES vJI DTH -Il'J,- 5.0 5.0 THICK ,::TOTAL rqP BOT,*DIA. *LlNES*TENSILE -·-,,. -IN~- o.375 0.37!) l ... ... I ,,. . .. ... , ,.;. .. ,.. l N"· _ _, __ . lt ' 2 , .. o.1so · -.. --2· · 0;1so I 4 2 0.150 2 o.1so ,1'. . • . ..... ..... .. ....... ,. .f. ~ ~ , , .. -.. ..... • -t ... 'f • .,·. • .... ,... < ... • • • •• ~ •• ~ •• ' •• Jo .... _ , ••••• •• ~ -.~ •• ~,,· .. '2: .... , .,. ~:: ·-i<fPs-:-· 2 51".4 2 51~4 2 51.4 2 51 .4 COMPRES. M01-1ENT -KIPS-e· -:K-FT- 51.5 .32.8 50~2 . 32 .4 51.5 32.8 ·50.2 32 ~4 • . :. .. ... ,;:i,JORK I NG ... :;: MOMENT ,::RESIST-,:: ARM YBAR T Y BARC ,:: I NG MOM• .,. . .. . ,. . , . -I~.--,JN.---IN·.--K-FT- 7.65 o.69 0.11 19.3 7.65 o.69 0.11 19.0 7 .65 0.69 0.11 19.3 7~65 Oe69 0.11 19.0 : :--~ . . ····,·.'· -•--,.,.----............ :-·.,: ..... '·.···,::·::·;-::,-..::/.,:·,. . ----.. -.... LP 2 A' : .. 301'6".;,; 2'T':.,:J'E~'_RR y, ............. ,,; ..... '.:.,: "' .... , .... ,5T8 7 2 5:_ i' : : ... ~ ~.:.~,,:_:;:;;: .,,,. ~ lllL!JING •'• ... •'• ... •'• . ,. ... . ,. ·.{ ... :··~~ ·:-..: " .. ~. :::-~, ·. ~ ANCHOR BOLT ANALYSIS ',, ., .. "'::!: t .. ·;,, .~ .. ,,.,,,.,,.~.;., ,:,.::,:.,.,, _,.,,.,~i,t, .. ,/ .,,,;,,; .•• ,. ::: . ,,. ... '. ,, ~,, .... " .. :., ~· ,. . .......... ,. ,,;,,., ' ',• .-,, . ' . " ' .. " .. .,. ...... ,, .. .,. . .. . .. * : * REACTIONS * TOTAL BOLT AREA* ACTUAL STRESSES* ALLOWABLE STRESSES* *LOAD* HORIZ. VERTICAL* SHEAR ·TENSILE* SHEAR . T~NSILE * SHEAR TENS IL~ NODE ' .::;·,:,,l,::;~::?·: :~ -~:,', ." "•: ··;', ;r .:, .. ~::·::· ', ':,:' ' ,:: . . ··. ': ~ . ,,_ ,:_," ··:.~-" t,:' ":: · .. ,. . .' ' . . ::_:: . .. .-..... ":'·":t·:--.. , ...... , ..... .;.KIP·s..:. "·'· .. ·:::.k'IPS-... -sr-·. '-sr:..:·" .... ,. ... , ....... ~Ks·1.:.::--·"· ·-KSI-· .. -Ks1..:· . -KS!- l .... · ... · .... · · ·r .... , ............... o·~ <io· , ......... s,~·35 .. .. . .' .. o ·• 8 g'4•· ..... : ... ,..-· .... :;::..:: •. :f;·a-1·: . ., .. ·i·; ... o ~·ut?···· ...... · .. '"'tfr~--~-0 ...... , .. :,. "''"·20. 00 2 -2.58 -3.19 u.884 2.92 3.61 13.33 26.66 3 -2.24. -1.12 0.884 2.53 -1.21 . 13.33 26.66 . .•. . .. . .. . .. . .. ... · · .. -4 '. ·. .. "'.'0 50 . · -::i. • 15 .... 0 • 0 .... , .. i-••• ~M .. 0 ., •• , ..... ~~-~ .... ~· •• ,. -~--~ ,.,,....'N·~·., ...... ,,._ .. , .• O -~, ....... ·o.8B4 o.aa4 0.884 0 -~ 84t·, Q ,JH14 .... · .. , .. · __ .:· .... : ... i.'.,Q.,.~.(?..; ... :_,.:.P:·.~ Q.Q .. ,~ .. :. " .. ..i. :H }:f . ~,:: .. '..,.lP, 9..9 ........ ·-1 ""•' .,.. , ''•'1•••-. .-w•·'·:.:.:o.·90' ,. _. "•5~35 2 -1.75 -O.i4 3 -2.09 1.93 .... •' .. ' ... ,i'· ... , ... ,:.,. ~1.•.~l .. :,, .. ' .... ~~~1 ··, , . ' ... .,,-:, • ( ~ ... : .... ,_,. ,.,,,,,.,.,.,{,,,, .. :> ... ,,h:~: ·--·:·.:'· ... , ., . ' ~-: .. :, t ' • ···• ' ,, ; :,., .. , . ~ ,.,.';N,,. ,,,., ~:~ ... ·.,::,, ,,.;,. ::,; ::.,. ,; __ ,., ; • ,·, ... :: ... ~ -.(?;:~~ ,,,:.,: ';, -. ., ·~ ' : ~ ,-: .,\:, , ., ,., ,,., :._~ .... ~i-• ..... ~; ••• :::,/ •• ~;:~ ..... ~--~.; .. \ ....... ~.'.;_,:~·~,t: ~·: ::L. :.i,,~ ..... -~r :~:: :.~~ ... :~ .. :~\.:1:.!:~·;/.:.: •• 0 ,.,,.., .... , • , ...... -.r-..-.~ > • .;.....,.., I• • • • • .,, .. : '• M,<> '.~. '/\ "· ~.,. ,,, ,./ O , '• -.•,, , , ,•,.I,,'.,{;,, ,,,,,,.,-,,, ,,,. , ' ' I, , • , , • .. ____ ...... ~,,., .' ..... ~ .. :. :.:·· ~,~ .. :,;.),-.. ,i":: :::::.i{.~::ij;;;L:::~.: .. 1:..,.~,,, .~ ... --...... -~• --· ~-~--~••••-•--------• <o•M• .. •• -•-•• 0.884 0.884 0.884 o.~aLt. o.aatt .. · · o.ua4 O.d84 O,EiBlt . 1 .-01 1.9a 2.37 ... * ! 8~ o·.oo 0 .16· o.oo o.oo "' ..... · · .. ., ..... ':,.. .... . . . ' .•,'. ' . ' .. ,• ..... ·~ ,. ' . "• . . \ -~ .. ~ " ' " .... " .. . . ',,.. . • ,· .. ~ ' ~ •• ' • ~ ->'I .--~( :· .. ··.:_,),. ··:. . ~ '"~ . '" ... . :... ..·,.,,,. ... , .. ··10-.00 13.33 13.33 ·13.)3 20.00 26.66 .26. 66 26.66 .. , ' . ' . ' '"" . ~. ' ... , . .. . ... ., •• -, '(• .~ ... ·: :: ...... h -~-,, .. I.. .,~,.,,~., ~~ • .,;, ••• :..;,. .~. ,,, • ,.,. , .. ,. ,,h ... ; ~-,: ,,, . , -: .. ' . ,. : , • .;..~.~~,. • . ... , ~ : ... .. ., • . -·· . ···---·---. __ ___,.,___ 1JlLDH-1G --LP2A" ~orb'.::.·ii-·JERR.Y""""••'·"·'--······-518725-1 .. . . ANCHOR SOLT SUM~ARY . . . ~ . ' .... -~ .> .. r• :..,. ~ ,, ..... _,.;,,:,,r, 1 "''"· • .,_,. ·":tt·,',, .. ,··: •' I • • ",' '~:; ·,".," ·· ..... ...... " T l l,~ * NODE t *~UMdER * ~~~~~~o~ ~~~~~+ER. i ·i ~~i~K~~tlE •'· . ,. BASE PLATE , ,:, ~ . ~ ¥ . : ~ ::·: · ... ·;,.L... .., ..... _. --~-:. · .. t.:. :i ... ~ff. . , -,-!N.-I -IN.-0.5u0 o.soo l 7 2 2 0. 750 0.750 . ·. , .. ,, I.. .x· . , .,: ·.·:!,· ' ~' • •,' :.,. •• -~ ~: ., ••• ', , :. '4 • , .... : .. ,:.. • < .,. ' ••••• ,·· • ....... , . . . . ' . , . ' .. ~--·.. . .: . . . ,..., .,.: ........... , .......... , .... , ... ,..:..- .-:. ...... · .. , ·· .... , ... ··,.,. ... : --~~ .... -;~'...·..,..,;,::/ .. f?·,~ .. ,,:~·.\ .. -~~: ......... "·:·;:,· • • • .. " • , ... •• 1 -'-· --~:., .. \ ' ~ . . ,,; ~ ,, ' ' ',' ' ..... ' * WIDTH * ::c 'j'. • ..... ' ' ·; . t.::· . .. ··:rN.·:;_' ,. , 6.000 ?-. 000 ' .. . ,. , ... f · : ·~ . . . .. . ' !. . , ..... ,: . ... ~ '• . . . . " ' .,:,., ... ,. " . . ... ·---- BASE PLATE __ , !-!:/·I~ TH -IN.-10.000 10.000 11, ... l .. ... ·.' .,. ... .,. ... . ,. ...... . ,. 1,j" I !' ,.,.,.,.,!, 11 .... .. . ' ---········-----~~---------------------·-·-··----.. _ ------·-. -·-------··--·-·· ---~------·----··-·-·-·-----·-·--··-·--·------····-·--·····-·-· --~------~-· -· ... • ENDW • ...::..LS AND ROD BRACING calculatio .. ~ supporting the structural integrity of the endwall framing and tension rod bracing are presented in this section. Endwall components included in the analysis are the roof beam, corner columns, interior columns, and. :tf necessary, tension rods. In ad..iition, the analysis con- tains the designs for the roof and sidewall tension rods. Figure 4 of ~his section, illustrates these members schematically, along with the loadings imposed on them. The endwall roof beam is designed for live plus d,:,.::J loads using the moments for a continuous bt: .. ui of ~qual spans. The interior and corner • columns are designed as pinned-end compression members under dead plus live loading, -~ -:'i-.:· .: . f": _;:.... • .... • • For the horizontal wind load, the irtter~or columns are designed as simple beams. Ihe wind forces exerted on the sidewalls are resisted where possible by the rigid connac tion between the corner column and the roof -beam. When these forces bscome greater than the capaci~y of the connection; tension rods are added to the endwall. The roof ~ods are tension members which transfer the wind forces on the ends of the building to the eave where the sidewall rods carry the sum of the forces to the foundation. Figure 5 shows the forces acting on the rod bracing, Page 4 of this Section defines the nomenclature used in the computer printout that follows. The printout lists the results of the stress analysis on the abov~ building members. Included in the results· are the actual and allowable stresses controlling the design of the member. The • allowable stresses are based on the yield stresses being 36 KSI for the hot-rolled mill sections and rods, and-50 KSI for factory built-up sections. SC-3-1 -.~ • • ---LO_A_DI_NG _________ ;y __________________________ .. l LIVE•DEAD FRAMING SCALE: NONE -.;".:-~--' ... ,,. 17 I I iB l t t . RV, RV1 RV1 WIN0+0EA0 WINO ON SIDEWALL FIG. 4 DATE ~D.;;;.;IU.~WN-ff..;.;.•..;;S.:.;;;8.;;::G._ .. i.;8:...·1;;:.9·.:;;68:::..i COLUMN AND BEAM END\VALL ROD BRACING DOIQNAn-0. Ht I I ~ \j i WIN0•DEAD. WINO ON END\W.L -I DRAWING. SC -:t 2 NUMIIII. --1-. • • • I HWF(3) I RWFC2l t RWF(3l ENDWALL ELEVATION SCAU:: NONE DATE DIIAWII IT: S.B.G, CHCCllD 8Y: FIG. 5 COLUMN AND BEAM ENDWALL ROO BRACING _ _J ... ' I ••• II DRAWING, SC -3 -3 NUMIUt' z n 0 j:: ~ w .J w I I ..... s· -~I l 1l • • • A ANG FA 'i?AA lB FBA F-k FT !-'TA INTE~A CTlON RA TIO ;{ ' ... LEEWARD M ttCOW p RH RHA RHE RL RV RVA RVE RX RY RYT sx VI WINDWARD -:r:,ir~~ . £. •' .. ' ' •.-; ,:'-l\,:, . . ' -,.,.\51~* ~sioo rod makess with directio,n of rod wuW ~- -Allowabi~ ~,:tial stresa. -,\ctual axial 1treaa. -Al.~;:rable bendinC atret1a. -Actual bead!A& ·stress._ -Foot kipa. -Allowable tensioa streu in rod braciaa. -Actual tnaioa atreu ia rod bracin1, -Combined ulal and bendlnc, -Ki?S, -'.'auimum •P• betwee •dwall co1umu. __ -Sii:• in tile ditectioa toward whlc:IJ the wiDd bl~'. -Bendla& .,..t. -SNdin& 1N11nt. , ,;:~,:.~· : : ::::~!~:·• NIIICtiOII under Wind ·1CMMIIDI ml ~;f~tr~;;, die enchtall interior col11111na. + -!.'r;·;,_ -Horia011tal rHctiOft under .,ind loedlnJ °"' wi.adwuf'~• 0>".''"AA. -Hori:Olltal NNICtiOll ader wind ioeclla1 oe 1...,ald ~;_; c:elw. -Vertical reectloa Wider live plu• dead loadhl1, )J// -Vertical teac:tion tander ·dNd loedia&, . __ :5t,:-0 -Ve:tic:u '° . .,_,~!on under wind loadi.ac on windward ~ c--. -Vertical reaction under wi.ad loedhlc on lNftld c:oraercol-. -Radius of gration of • NCtion ab=t the ujor uts. -Radius of 11nrtion of • NCtion about tbe mor ula. : · -Radiua of 11ratioa of a "T" aectioa ~PNN al·t•e caaplNUC!ft flance 1111d 1/6 of the web of the HctiOft lo qaeetiCl!I; ibcNt • uia lo t~ plan• of dlt web. (:_" · -S..-c:tlon modulus about major axl•. "· -Live plus D.-d load la kips/ft. ca roof be•. -Side llpoll which the wind blows. .1'1' ' SC-3-4 \ ... _., ·-- .. -. -.·:-, __ .> ~-~~-1..f,;_. "-··--~·-·· . ·. . •. -~-------___,·,.___,_ J f Jl..i ,-~U'.·HH: H-S 187 is~·o f ... , . ,,,, .. :, .. ,,<,.,.,.,.,..,;,_.·.,A.ME k I c·A N bU l L DI j-J(; S (.(MP A NV .......... ,., ·" ,... . SC-3- 1' LAN -i: w·o l SH I: ET E -Ci O 4 El'rn ~JAL L DES I G N 1G/03 / 8 8 hLUG TYPl::-LP2 _;. ROOF SLOPE'..:o·-.·50/12 v,IDT-H-30.'0 t< I L, I U f-R Mh: l N [J iJA L L --T Y P E !4 :;: ,:: LIJ/\D'..i -PSF-- 1"1} NO CUEF- \,. L ~-16 .QO·O L_,-o.BuO ' ~ 1 ,.•, ···~ ,•4 :.... • ,< ••• • .... • ..... ,,. •• ~,JL-?.1.u0u C2--u.70u .. .,_ (•, •. , .. .,r,., ,,:4 ,..,, ... .., ... ;::,,,.,,.,., ...... , .,,. , ... ,• , ,, •' .... .. ·_.~: ,, •• ,,, .... , ... .,,i,-,.,. ,_,., .. ,,: ; .. ~_,...,_.,,,,.:,,;. :... .,, ... ,,,, ...... ,•,:_, ... ·: ..... •, ~' .,, .. . .,.. EV HT.:.1s•Tt, .. ,, _,,,,,.,.BAY_.2'2'8 DL-3.SuO C3--0,700 CULL-u.uOO C4--0.500 . . . . 'LE'NGTH-90•·4 Cl4-1.000 1 ·•::: . ?::'.:. ' ___ ,, ,: · ___ · ·-----,.,------__ · ·_, ... _ .. :___,,:··'···""···: (:_·.'·::·_'.:.';.,:-''.//:,·;,.; _ .. ,,.-.-/,:;"~:;;;·.•:,,. ·- Jr)l.) r-..UMrH::R-· 518725.:01 ;,.... A~lERICAN bUILDINGS COMPANY..... . . SC-·3- PLAN-iwo1 SH~ET E.:oo~ ENOWALL DESIGN 10/03/88 .. .; LOLUM~ N0.-002 INTERIOR· COLUMN WIDE FLANGE-WBX-1O LENGTH-15'9 1/2 LOLAIIUN OF COLUMN. FROM FRONT SIDEWALL-l~'O ·. . .:·:'.:,::,;\:-_.· ... AVEKAGE BAY SPACING-14'10 1/2 **** ScCTIUN PkOPERTIES **** DtP !'fl FLG \-IUTH Flu fHI< ~H:B THK ~-JEU uP TH 'kX RY -I f\i--IN--IN--IN..: . -Ir\J--HI--IN-----------------.------. --------------------------------7~:)90 3.940 o.zu4 0.1 7(,J 7.482 3e23LJ LOAD DlSCRlPTION-LL+DL ASF-1.uo CP-1.200 **** FACTORS AND REACTIONS**** LL vil -DL" " V "RCTN H G R.CTN H T RCH~ FACTJR FACTOR FACTOk -KIPS--KIPS--KIPS---------.---------------------------------------1.000 u.oou_. __ t,QyO .. ~~50? 0~000 **** FURCES AT CRITICAL LOCATION**** N LOCATION MOMENT AXIAL SHEAR -FT-. ~KFT~ · -KIPS~ -KIPS---... :j;..---. ___ : . ---'. ---. -.. . --·--,:.: _.. . .--· ----- " ' : 3 .. . 15 • 7 9 i. ' 0 • 0 0 0 3 • 5 0 5 0. 0 G 0 **** AXIAL ANJ BtNUING STRES~ES **** FAA FA .. FAA/FA . F 'E ·. , FBA -KSI--KSI--KSI--KSI- l.lb4 ti~:;>_37 ... ' ... q.,Q?:t. lt}~390 ,o .-000 0.000 LY -p.,- 87.LJOLJ FBC -KS 1------ 21.bOO LOAD D~SCRIPTION-WL+DL **** FACTOkS AND REAC'TidNS ASF-1.33 CP-1.280 . . . ................. , .. . ....... , ........... .. LL . WL DL V kCTN H B R(TN HT RCTN FACTO~ FACTUR FACTOR -KIPS--KIPS--KIPS- o.oao 1.000 1~000 -2.011 -2.944 -2.96G 0. <341 CLl ~------- 1.750 INT ER ACT I ON RATIO ------ 0 .094: · **** FURCES Al C~I~ICAL LOCATION**** N LUCAPIOI\I MOMENT AXIAL SHc.Ak LY (!j -F T -. . . . . -K F T -· " :... K I P S--K I P S --I N - 3 15.791 11•624 2.011 1.374 l01.4B9 1.15,0 **** AXIAL AND BENDING·· STRESSES**** I RYT -IN- G.990 FAA FA FAA/FA F•E FBA FBC INTERACTION -KSI--KSI-. -KSI-~KSI--KSI-RATIO 0.679 13.577 uASE PLATE-5.ooo X ..r,'" 0.050 57.839 8)00 X O. 500 17.884 28.G98 0.694 ANCHOR ~OLTS-2-0.7501~ DIA -_ .. ·--·--..... ------------------------------------------- sx -IN3- 7.800 AREA -IN2- 2.96J FY · -KSI------36.000 ,:,,::,:: SHEAR STRESSt::S ,::,::,;: FV FVA FV/FV~ -KSI--KSI- i4.400 .· . o.ooJ 0.000 *** SHEAR STRESSES*** FV FVA FV/FVA • -KSI-· -KSI- ·19.195 1.025 o.os3 /i ,., .... _ ... , "··-----· ' ·. • . •-J0b NIJMl3E.R-'518T25..:.0f 0 ' .. , ..... ,.. ........ 'AME.Ric'Al'l l3UIL0INGS"C0MPANY'··'·' l ':. ·:: ... : LCIAU Dc:.S.CRlPTIOl'J-v,JL+DL I NUM ~AY SPACE BAY .. ··.· --:F.T"7 .. ,··. 1 ·'''; SIZE . ! Bl{ACING DESIGN :~... .~,..~ ·, :···~~\ ... r. ASF-l.333 W FORCE C FORC~ ALL TEN K I P -· --· ' .. r P s· r-: -· ·"h · K 1 P s · ' · ... '.::>--K . -. -,..., . ·/ , , ( R.AT~Q. fRONT ~IOE~ALL ~ouF -----. ----------------------------------------------- KEAR SIDEWALL lNUWALL '\ .,. G 21' 2 . . 2 . . . .. 1 ' I 0: ~l / 2 .. 2 14' l O· 1 /2 ~-.. ?J' .. Z . l d33'4 ,, ,·, • •v ' ~. ,.,. ' _, .... I._,, • , • , , /~, ',,, •'~ " ,,_., < ' "" ,, ~ ". • ....... " •• • l• ... ,, ..... ~ .... NONl:- BC4..: BC4- BC4- NONE- ,•,, ,, ~ .. ~.-..,, ,, ~-"''" •• ,.,, ..... ,: ., .. ,,,,,,1,,., ... ,,,, ;,,,,,,,,.,,.,,t,,, ... ~-~ .,.;,,.,,,_,,:~ ....... ,,,.,,,, 0.000 Z.466 0.000 4.t}56 o.oou ' 0.000 1.000 0 .-:ooo ........ 3·.316' 1.508 3.316 3.q_3z o.ouci 3.316 . . ' ~~ .. 1.000 0.000 0.-000 .. · 0.455 .. 9~~l4 0.000 '• "' ~ " ' "', ,,, ' ,,, ' ,,.., I, ,,.,., , : "• ,, ' ,, "·~ ,, "' "•• • · sc-.1-5 10/03/88 I ' .. ,. -~ . . " : :/~~:. .. . ,;.::=:~:. -·.. -----·· "'" .. .,,,w .. ,. ; ... ,: ........ · ....... .. . ..... · .. · .· __ ·_: ·_,.····.·:_ ... :.~: .. ,._'::'.\,"'.'._\/:·::,.:_-,--,-----,..,--· .~ .. ... If~V ~~JT Of{ Y DAT A C i~So NCY-: Fy . _.f,l!,.X ·Jp. . .JL j•J .J ., .. ------------------------NPTS 7 ~ J 4 5S.OOu b 4 l Lt 20 cl.O 9.5 .... 1 2 1. · .... T-· · ·. . , 4 . ; 5 i · . q -----·-···:·:·"·~~, ......... ~--. __ --..... ,., ---- 96 413 ' ~4 . 6Cl S4 48 ::..PL- hS PD · ,· .. :. ... .f' Q.S. .. . . ~ J ..... -~-X. ------------------------ vl ,J?. J3 lJlt .. -l, .> u6 07 ~.UOG a.000 b.000 9e5JO 9.50u 9.50u C;. 5 OQ PLP 0.2?0 G.250 1.sou l.95cl le?OG l'&.58· ·i! '4 •• : O 1· .. ' 7.750 7.750 .. 7 .. ,.750 .... · 9;250" 9.25u 9.25G 9:~?5Q, G.060 o .,ns .. -8:~~1· 0.015 0.090 ·o-.io~. XME 3.300 4; 960 .. , f-JBL T -----., . · 307. ·····325 .. 11.140 5~0~0 ·1~:lt8 · 307 ' . 307 . · '• 325 .-3 .. 2 5 2.uo0 2.620 3,t,5~ 3 .J90 3.550 4.440 s,rsq 7 B ----- 40 36 XI I . . __ ""':'_"7' __ _ !;3.490 lG.535 l"t~Ltl6 1S~925 17.77} 21.206 24.•Hi 9. 1, J\j·,:., .. ). -------------------- 30 Mt ...... --------o.a11 1.087 ·1~s10· 1~157' 1.29J 1.548 i,190· 24 lB 12 , ... ,: .. ~,~, ... ,-_., .. , ......... RY .. :':. _.I\J~ ... , ----------------·--------3.1?0 3.110 3 , CJ 9 ¼. . .. •. · . 3.711 3.707 3.701 . 3 ~·C? 8 8 le2AO 1.210 i.210 1.520 1.510 l • 51 Ci i.510 16.000 14.000 12.000 15;000· 14.000 13.000 ,l~.~O.QQ. INPUT DATA.FOR JOB NUMrr2R-5187l5-01 ' N UHL OHR SPX. vJ XI ~i fl L COLL. POX s·F NOFL ~M --------5. 50c, 7.205 10.037 .· · . 8.497 9.762 12.210 l 4 • 2 4 5-· NFG JSf\JO 'J C. ' 'i , . r2 ... 2. • 3. ~-1, l i,J' J PJ I -,------------------------"'"" -----~-r---------------T------------------------------------4 . . 4 1.sou l.~QO 6~.000·. 2 u, G \)U · 2.0i)G u. l) OG a.ooo 1.030 l 0 0 . ' .. ' w2 · . -·. r~ SPN SPA ..... ., ... ~fl., ...... 1,fl X ~~ . PLX PRX r·.JGX NXX NOD ------------------------------------------------------------------------------- 1 21.167 60.000 · o.uoo (J.(J()J u.000 CJ.Gou 1.500 1.500 lo 13108 u ?. 22 soc . 60 --oo·. · J·~coo·· OeuOG c.000 0.000 1:500 0~250 16 13108 (J 22!500 .. ., ··60:~·oo·····:· ···0;000 ... · ·····,'2so 3 0.000 0.000 o·~ 000 u ... 1~500 16 13108 0 Lt 21.167 60.000 o.oou 0.000 O.C;OC, 0.000 1.500 1.500 16 13108 0 ' '\ I :~ • l 4"' J • ,-• -M --·•----•••• -•• .. ~ 0 • • ,_ •• --·---·····----------------------------·-------·--··--_______ ,, __ ... ·------·-----..... .. :.--~~-··----,.---.,.---------· JOb r-.UMBER-518725-0l".. AMERICAN ~UfLD'INGS C01'1PM,JY ~~A~-RFOl -SE~-000~ SECO~DARY FRAMING DESIGN LR~CTIUN DRAhING E-001 51-8725 JERRY LEFT '.JV ERHANG"".:, r.-5(;0F T • R'I GH"T, 'ovE'R'HANG- ~E S l GN FACTOR-1.030 . ~ UEAD LO~D-2~090 rsf CULLATERAL LO~D- 1. 5 O•J FT. 0.00() PSF ~PAN -00001 21.167 FT 8Zl6-060-1.500 Fr LAP. LEFT 1.soo FT LAP. RIGHT ----------------------~-------·---- UNIFORM OR TAP~RING LOAbS ! -----------------------+-~1-20.000 PSF A?-20.000 PSF xw -lU.583 FT ~3-20.000 PSF . . PT HIT X SHR-L SR-L ----------______ , __ ---------------- vl ~.49(., u.iJOO -0.165 0.393 02 da49U 1.sou 0.766 CJ.331 u3 8a<t90 a.599 0.039 0.046 v4 b.490 19~667 -1.211 0.:,46 05 8e'-t90 21 .167'"" -1~416'" 0.279 ::. P AN -0 G-0 0 2 2.2:.500 FT 8Z!6-06u- --------------, ______ 1 _____________ _ '· \ ut--J I Fl.JRM UR TAP.ER HlG" t'CJADS ·· ,., ' ·..... . . . .. . .:: ... ,,Jl- ·.~?- jj 3- P T ul u? 03 04 05 iO.OGO PSF ~o.ooo ~SF xw ~ 11.250 FT 20.000 PSF · ... -. INT X SHR-L -------=----------~------- d.490 0.000 . -1.416; 8.490 1.~00 la137 8.'-t90 11.953 0.054 8e49u 22.250 -1.183 e.490 22.soo -1.183 -~ •, ~ 1 '' ••• • • ., ~1-· > ,,.:,-. SR-L --------· Ga279 0~490 O.G43 .(J.5lu 0.255 Z-SPAC UJG.:. ----------ALL SHEAR-ALL MOM- SHR-R SR-R. 60.uOu IN.·, ---------2.319 K 5•?90 KFTe M0'-1 ------------------------0.912 0.393 -0.124 G.766 o.331 1.122 -0.107 o.046 3.675 -1.211 o.~4a -3.460 1.i92 0~279 -5.462. MR DEFL ----------------0.0?3 ', 0.000 0.204 o.244 0.668 0.9lt0 0.62 9 o.u86 0.497 0.000 l.50J FT LAP. LEFT 0.250 FT LAP~ RIGHT Z-SPA CI N'G-· 60 .-ci'oo ·:.-I l'J'. . .. --------------------. -ALL SHEAR- AL L Mci~1-: SHR-R SR-R. ------·----------· 1.292 u.279 1.137 o.,t9u -O.lr)l uaG43 -1.183 G • SlO 1.1a3 o.2ss 2.319 K 5.500 KFT. ~ MOM -----.~--:-- -5.462 -3.648 2al46 -3.948 -4~243 . MR DEFL --------··-·-, --. -- 0.497 0.000 0.063 -0.010 0.390 0. '-r27 0.118 0.001 o.386. 0.000 SC-4-4 10/03/8tj PURLIN DR --------o.uoo 0.001 0.004 0.000 0.000 OR -------- GaGOO -o.,jO(J 0.002 o.coo 0.000 .. ·/;; •.-,: .. ·-· ::._:___..,:,-.~ --. ... ·--... :-.:·.,: .• ·:· ... :·_>:_.:',>::'· . .;-.., :;-·,.:: .,:':/::;-·:_:;:,-.--,,,_ • ...____ · .. · · · · sc-4.,.. s PLAN-kFul -SElJi-000-SECIJl~!JAl{Y f=RAMING DESIGN tqECTIGN DRAWING E-001 51-8725 JERRY ::.0 AN -0000~/ .: ·~z··~·'.50·0·:.F·r· .. ; ... 8Z16-'-'06Q·~.-;.<::.·:·,. ~~·250 .FT LAP'. LEFT'' · .. ,.· r .• 500' FT LAP. RIGHT ------------. --· ------------ v''HFuRM UR TAPERING;-·LOAOS -------• • --, ', -,,, , ,.•, 1,.,1.:;.;;,.·1.:,;:_,..,,.;~··--· ,•',.,~ ,,, .. ,,•, "' ,:,,,, .-d-L0.000 PSF ~?-20.0GO PSF xw -ll.~5li FT v; 3-lO .o...:io p ~F !NT X SHR-L SR-L PT ul . 02 a.490 · o~ooo_ --1.103 · o.zs~ a.490·--....... ·0;250 __ .,.."_,.,. 1·.nn····· .... · 0;5·10 b.49u 10.547 0.100 0.023 u.<-r9u 21.Gou -1.131 o.tt90 1-:=SPACING-:-..... _ 9(.)~·ooo"If'.j.· .. • • • • , • r ,,,., ,,,· tr,' ,, ;:, · ~ ·· ,,,,,,.,.,.,, .,;,.,P<:·' ~_·""!~'-~• .. 1 __ t";, _ ,., • • , ALL SHEAR- ALL MUM-2.319 K 5.500 KFT. : .• , ···~··· ..•. ,.,.,• ... · •.•. , ,.,,,,.,~,, ,,., .. , '<~·~,.,,,,. .•..•• :~., ,,_,,,, · .. 1,-: ,,:, ,v •• SHR-R SR-k MUM MR DEFL ----- 1.18.3 . l ~ 1 B 3· ... ·0 •. 25-s· .: . ..;..4.2!t3' .. ·. Oe386 · · ·o.OQO o ~ s-1 o · ...... · ···.;;.3; 947--· · ·· .... o·~ 11 ff .............. o. oo 1 -0.054 0.02::> 2.146 0.390 0.427 -1.137 0.490 -3.648 o.663 -0.010 10/03/88 PURL.IN OR · 0.000-· .. · · ,:·:_. . 0.-000 ... . 0.002 -0.000 ~3 •J4 u5 a.49U . 22.500 -1.z9z· Oe305 '"• ~ ,n-,,,,-, • • "•••• ~. •• ,_ ,.,._ ,.,., ,-.,,,,_ -,I ... ,.'I._,., •••' ·~ b ' •• ~~41~. 0.30s · ,,..5.4qz • • •• .. • ., ~ • • •• , .,. '. ... ,... .... • .. ,!ro> o • 19? .. · ..... ;, ... i .. Pi R:99 ........ ..~9~9P9. ~PA'-J -00004· ... ""2t.·I6T"PT ·, .:8Zl6:.:a:06u-· .... UNlFuR~ OR TAPERING LOADS . ';:. ·--?P:----·.--........ ,._.,, .. ,.,,. .. _ ..... ., ...... _. ........ ,,.,..,,., .... , ...... ,"""• ., ·.,._.,1-· ·20.ouo PSF ~2-20.000 PSF X~ -10.583 FT . ,,3-i0.q99 ,f?.f. .. ,~ .. : ... , ... :· ............ ,;.; ....... :.,., ... ;:.::.~ ... : .. ,.. PT INT X SHR-L SR-L ----------------------·-----------u l b.490 · 0.000 .. -1.292. 0.305· u 2 o • 4 9 o-.......... · .. , -r; so o-..... · ·---"------r ~ 2 1 r·--· ··· .. · · o ; s 4 2, J3 ~.490 12.568 G.107 o.Gl7 v4 d.490 19.667 -0.76~ o.33l u ~j 8 , "t 9 O , ; ·_ ? i ~ l{, 7... .. ..,... :-Q • 9 1 2. . u_ , o. 7 l ;~ E:: I GH T .-28be8 .. J '.t ..... .. ·;,:-· " .... , .... ) .. , ............... , ....... ._ ....... . . 1 • 5 0 O' F T' L A p· • LE F T' · 1~500'FT LAP~ RI~HT Z-SPACING-. . . .... ,. .. ' ----------ALL SHEAR- AL L f·hY~- s·HR-K SR-R 60 • uOO ltJ • ' • ' ~ ' --~· • ,,$,. ' ' ---------2.319 K 5.50() KFT • MCM ------------------------1.416 o. 305 . -:-5.462 1-.211· ··o.548 .. --...:3;460 -0.-039 (J.017 3.675 -G.766 G.331 1.122 0.165 Q,C71 -:\.).12~ • I . . tvlR -------- 0.497 . 0-.029 ... 0.66d 0 .-21J4 0~023 ' •• , .... ,.,., ,~, -·~--~ ··~· .... ,' ...... ,.,.~.,.". "' ••• ,., ...... ,., .,, .... .,., iq -~, .... .~i ,, , DEFL ---------0.000 0~086 o.940 :,.244 0.000 ----·--· ., _______ ... .. ------·-------------- •' ... DR ------~-. o.uoo. 0~000 0.004 0.001 0.000 ·, , .... AMERICAN nunp;nlr;i:; ;~:;:~<~--~· -----~-~:J A.'10 G!R'1'S ARE LIGHT GAGE, 6 x 2~. 8 :,i: 2½, ' Al~D 9.5 x 3 "Z" szc-:::-::::~~'..i·. ~-.·. -'·· ';';ES) t:.:L.D-FORMED FROM 55,000 PSl YIELD STEEL. ~E SECTION PROPE::r::: -::2 _;~: :'7t:::~ '.)1 ACCORDANCE WITH AISI SPECIFICATIONS • .:-.-.::~'IES AND C~..P:ACITIES SECTION GAGE 6Zl8 ,~ 6Zl6 ~ 6Zl4 SZl6 8Zl4 Zl2 9.5215 I 9.5214 9.5213 9.5212 18 16 14 16 14 12 15 14 13 12 :. "'-"';.' .. 0.0413 1 0.~7 I 1.37 j '3.14 1 O.!HS j J 1 1 l , o.oso 0.11 i ;2.4s 1 J.!30 ! 1.2s l a.ors o.as 1 1 i .3.oa I 4.::i:s i.si t o.oso o.s1 1 3.03 1 .a.4; l 2.01 I o.ons 1.oe J "!).77 j 10.:S~ l ~.-.... : O.IO!S i.~4 l 5.:.2:3 l l4 ... \'2 3.o! l. :2.:38 2.38 2.37 3.l2 ?.06 3.71 Al:~»! ALLOW ! MAX. MAX. MAX. MAX. SHEArt i of:AM ALLOW ,~LLOW ALLOW ALLCW. sT:,e:ss,4STRESS SHE.AR SHEAR MOMEN1 MC::.;;:::;--:·' . 1.44 1v 1b (l<lPS) <w/WlfEl ts:,: x·--:si!<W/WI~~ 1· {l<Sl) (l(SI) (KIPS} " . ,,.._ (F"C Kl!'S)f 3.!51 33.0 1.56 2.08 2.54 3.52' i 1.14 a.ee 1.i4 l 53.'3'8-l ,.:2s I 4. ,92 1 1.2a 1 7.:39 I l • -.-l !.28 i 1 ..... ,.~ j 1.52 l-4.20} 33.0 :;..>.O l 33.d 33.0 33.0 33.0 3.06 6.01 2.28 4.47 12.20 2.65 4.08 3.04 5.96 16.27 3.53 4.43 S.53 7.23 9.93 8.47 4.61 S.91 7.37 9.64: 13.23 11.29 0.057' l.l5 l! 3.32 l i5.3:3 3.03 l 0.075 1.29 1 4.40 1 1 . l7.77 3.35 j 3. 71 I.SI 5.27 33.0 3.72 4.97 9.76 13.01 0.090 i.551 5.27 21.:21 l 4.441 3.70 1:3i 7.:51 33.0 l 6.44 8.59 12.20 16.26 O. lOS j 1.79 j '5.:0 1 24.4i i .3.;,~ j J.61 L~I lO.:'.: 33.0 j I0.2!i 13.67 14.13 18.33 .,_ __ a,__.....;.. ______ ~-·--'-----.1., ....... -~--_,l,..,---.i.-..... ......:,-------..... --------- *EFFECTIVE SECTION MODULI USED FOR BE?TD!NG CALCULAT10NS. **SHEAR STRESS LIMITED '3Y 'I'HE 'FORi"-!01...J. r v :83,200/(h/t )2 :S .4Fy f THE MOMENTS AND SHEARS USED !N SELECTING THE -"Z" SECTION A~.io CONNECTION FOR TiiE PURLINS AND GIRTS CAN BE FOUND ON PAGES 2-210 & 2-211 OF THE AISC "!-iANUAL OF STEEL CONST~'UCTION" • 7TH EDITION.FOR GENERAL APPLICATION A UNIFORM LINE LOAD OF l~ KIPS PER FOOT IS SHOWN ON PAGE 3 OF nns SECTION. THE ACTUAL MOMENTS CAN BE FOUND BY MULTIPLYING THE ACTUAL LINE LOAD BY TI1ESE MOMENTS. ANY H.ANDBOOK THAT SHOWS CONTl'NUOUS BE~.M MOMENTS FOR A GREATER NUMBER OF SPANS THAN :-OUR{4) WILL VERIFY THAT THE THREE AND FOUR SPAN CONDITION USED PRODUCE LARGER MOMENTS. · TO MEET VARYING LOAD REQUIREMENTS, THE MEMBERS ARE LAPPED 3'-0" or 6" OVER INTERIOR FRAMES TO FORM A CONTINUOUS BEAM. TEE 3'-0° LAP IS CAPABLE OF DEVELOPING THE FULL MOMENT CAPACITY OF THE TWO SECTIONS OVER TI-IE SUPPORT. MAKING THE CRITICAL SECTION 1 '-5" EITHER S!DE OF· THE FIRST INTERIOR FRAME DR THE MAXIMUM POSITIVE MOMENT IN DIE END BAY. THE 6" LAP IS DESIGNED FOR SINGLE SECTIOH MOMENT CAPACITY OVER THE SUPPORT. THE CALCULATIONS ON THE FOLLOWING ?AGES SUPPORT THE SECTION AND CONNECTION USED. N. BY: J. K.C. · Cl<D. BY: L. M. APP'O BY: ISSUE CATE: llL!OY'"f l'OSt ""'•13 OATE 8~!?-79, 8-17-79 PURLIN and GI.RT CALCULATIONS ORAWING. SC-4-f NUWIIEII ' Ill . l • • • _________ ,,,_"""'""""--"""'--"""......,..,,.,_'. --=-·--------------------------. _"!! __ ,; t • I~ REV DATE .. ~ 1 ,..,. 3'-0" ~ ., 1'-!5" -----.,. .. ,. . ----=1---. -1-------, --·r ,,.~ , • -,· 1 r -~J , ~· i== ::: ---, --:c:::=;.,.. -:---~." I :;.J k . ·.,' I . . I _,. ...... --··-r a .. . . ,- ---~-:~ ::: == : -~-; __ L__ -__ 1 -~~ ,+.i.. -... ..:... --l -,+: ~ --~ - SIX !N. TYPE LA-' C1 • D/2·0..33~ C2 • 0/2 • 0.67" THREE FT. TYPE LAP BOLTS -1.,2°• 0I;.\fviE: fER MACrii1'lE ?STM A307) Fv•10.0 KS.I. (TABLE 1.5.2.1 AISC) Fp • 1.!5 Fu s1.5 x 70 "105 K.S.I. ALLOWABLE SHEAR -F-.10.0 .x 0.196 s 1.96 KIPS/ BOLT ALLOWABLE BEARING-F • 2.31 KIPSC18 GA.), 3.14 KIPS(16 GA.), 3.92 KIPS(14 GA.) SIX INCH TYPE LAP SECTION ALLOWABLE MOMENT 13Z16 GA. Hl1p = EFd • FI:d • 1.96 KIPS x 21.52"/12 • 3.51 FT.-KIPS 6Z16 GA. !Mp , i::Fd , '='.,..,: , 1.96 KIPS x 16.04"/12 • 2.62 FT.-KIPS 6Z16 GA. rMp , ZFd • F::--' , ;.96. KIPS x 15.04" / 12 • 2.62 FT.-KIPS THEREFORE, THE CONNECTION IS ADEQUATE FOR tHE FUL).. SENDING CAPACITY OF THt:'. 6 i! 18 GA. SECT ION ONLY. ?HREE FOOT TYFE LA.P SECTlONS -ALL .,\SSiJ,-·IE l_QADING AS SELOW F F a !--a C: Vb <I. FRAME Vb I a Q FRN,1E . 1 · . ~f--~1 · -=:::::::r--l l ·! -l ~ 1A2' 1.~~ i t ·/· ti~~ 2F LOAD ,DIAGRAM Mc;) FRAME Q • .iF R/2 • F FREE BODY OF LEFT "a!" M ta FRAME (t = 1A2Vb X 2 ·1 HENCE:, 1HE' ACTUAL. MOlvlENr AT THE CENTERLINE OF THE LAP IS DIVIDED EQUALLY IN THE TV.O"ZEES" ASS\JMI::. Yb • 3.92 KIP!'. ( ~ x 1.~ KIPS) . M Cl• 1.42 FT. x 3.92 x 2 • 11. 1 FT.·KIPS ( > 9.76 FOOT-.KIPS, 9~i! 14) IT FOLLOWS THAT fHE STRENGTH OF TOO SECTIONS IS AT THE LAP CENTERLINE. AS THE MOMENT RESUL'TING FROM Vb CAN BE IN EXCESS OF THE ·MOMENT STRENGTH OF ANY SINGLE SECTION • I SCAU:: NONE I DATT:: I i DIIA'MI IIY: o. LEROY I B-22-6 ' Oft:CIC!O llY: PURLIN AND GIRT CALCULATIONS DOIGH -· :aY:.J.W.N; 1-:27-81 I 1----------~!ill"'fllPI DRAWING. NUMIIEJI • SC-4-2 l • • .. ---· PURI ij'; ..,-ii.~--: ~~ 1 :".J:., ~ :..1,,..,,,, f •i ~-- ------__ .._ _...,.,,., - ~ LIVE LOA.0 (L~. \ · DEAD V:'. ~,.. -· -.· 1 STANDARD SF¼C'' . ..;" r.-0~11.c·r I UNIFORM LOAD v/ia 1::l.l~F .< G.o::·, · · ,.;.~i_s.a,)1..-_ . · ·· USE 6i!18 WITH o i1·t r !Pf : -' FRCM ~GE 3 Tl-ilS SEC .. ,.-.; i ~a•0.070x38."~r-J'>5/~ "tr;lC {~~~.6.) ; v ...... o.070x 11.:;::,;;,,:,,;.:: . ,·::: 1<1.:56) 1 l MAX. ALLOWAOI..S: uPl IF, , '-· -.~ ( ~Th:~l9 I B${!$1P • c.::.. ... : 1.7. rs.e:-::::-- LIVE LOAD• 2<...,,0 PSF DEAD LOAO • 1,7 PSF STANDARD SPACING• 5'·0" (HORIZONTAL) u-.llFORM l.OAO(W) • 21.7PSF x 5.0FTx10·3K1F'S,la•0.1C8K/4-t UiE 6Z16 WITH 3'·0· TYPE LAP FROM PAGE 3 THIS SECTION M,..,. •0.106 x 2!5.71 • 2.78 Ft· KIPS (< 3.46) Y,m •0,108 x 11.25 • 1.21 KIPS !<3,06) , MAX. Al,.LOWA6LE UPLIF'T. 4 r~.oJ;.:<~1r1sff, "· ... £1<'" .oL · •3!5.9t-1.7•37.5 PSF 130 I LIVE LOAO I 30.0 ?SF L:.::.J DEAD LOA.O • 1,8 PSF STANDARD SPACING• !!i'•O" (HORIZONTAL) UNIFORM LOAD r-N) • 31.8 PSF x 5.0 FT x 10" Kl~S.•0.1!!9 '5ft USE 8216 WITH 3Ft TYPE LAP FROM PAGE 3 THIS SECTION M..,.x•0.159x25;71 •4.09 FT.·KIPS (<5.53) V.,0 •0.159x ·e.88:r 1.41 KIPS (<2.28) -· ·, J -~~ 20FT. BAYS -~ MAX. ALLOWABLE UPLIFT • z M&f,~lg,J911 e~ !u,;:, •DI.J • 57.3t-1.8= 59.1 LIVE LOAD• 12.0 PSF OF.AO LOAD : 1 .. 7 PSF STANDARD SPACING• 5'·0" (HORIZONTAL) UNIF'ORM LOAD(W)=13.7PSF' x 5.or T.x1o·JKIPS,(a=0.068 K/n USI:. 6l16 WIT!-! 3 FT. TYPE LAP FROM PAGE 3 THIS SECTION M,....•0.068x42.7!'.5 •2.91 Ft·KIPS (<3.46) · V.,,.x•0.068x 12.S •0.87 KIPS (<3,06) MAX. ALLOWA8LE UPLIFT • :1 MeH'\\7~,w,' 1 esiHle. DL • 21.6t 1.7 • 23.3 20 I LIVE LOAD It 20.0 PSF .::::.J DEAD LOAD • 1.8 PSF STANDARD SPACING• 5'·0" (HORIZONTAL) UNIFORM LOAD (W) • 21.8 PSFx 5.0 FT.x10·1t<iPS,(a, •0.09 l</FT, 25F,. USE 6i!16 Wl,TH 3 F't TYPE LAP L FRCM PAGE 3 THIS SECTION 8A YS M.,...=0.109-x 42.75 •4.66FT.·KIPS (<5.53) V .. u•0.109>< 12.8 • 1.4D KIPS 1<1.75) MAX. ALLOWABLE UPLIFT• Zf€.6~TK~7f.,~ I BSIKIP ,DL • 34.5 + 1.8 •36.3 LIVE LOAD• 30.0 PSF DEAD LOAD • 2.0 PSF STANDARD SPACING • 5'· O" (HORIZONTAL) UNIFORM LOAD (W) • 32.0 PSF x 5.0 FT.x 1o·Jl(f~a•0.160¾t USE 8214 WITH 3 FT. TYPE LAP FROM PAGE 3 THIS SECTION M,...,•0.160 x 42.75 ,8,84 FT. ·KIPS (<7.23) v ... ,•0.160x 12,S •2.0!5KIPS (<4.47) MAX. ALLOWABLE UPLIFT. 4?M)"tfk~1~'11 astKlf'.oL 4!5.1 t 2.0 •47.1 SCAUI NONE OAn: OIIAWN 11'1'1 S.8,Q. ll•30oe8 ,,_CHICllll ...... -,-,,,---........ ~'PURLIN ANO GIRT 0C111N Al'l"D, IY, J.W 1-t 1 • 20 •81 :·1 GIRT DESIGN i .. ~ ~ WIND LOAD• 15.0 PSF . --j -: STAI-OARD SPACING•4'·0"(NOMINAL) cf- l.NFORM LOAD ml= 15.0PSFx 4.0FTx1CYlt<JP.:,,la.• 0.000 ~~ ,. l USE 6Z18 WITH 6 IN. TYPE LAP FROM PAGE 3 THIS SECTION "'1M..x•0060x 38.24 • 2.29 F'T.·KIPS (< 3.52 J . YM&x•0.060x i1i25 =0.57 i\!!'S· (<2.08) WINO L.OAO • 25.0 PSF · STANDARD SPACING= 4'· ::)" ~;~OMINAL) </ UNIFORM LOAD(W) •25.0PSF'x4.0FT x10"Klfl!n.e.•O.'IOO ~FT. USE 6218 WITH 3 F! TYPE LAP FROM PAGE 3 THIS SECTION Mr.wc• 0,10:~ ;,,25.71 •c!.57 Ft·KPS (<.3.52) ':/MAX• 0.100 x 6.86•0.89 KIPS (<2.08) .WINO LOAD• 35.0 PSF STANDARD SPACING • 4' ·O" (NOMINAL) u-lFORM LOAD<W)•35.0PSFx4.0F'Tx10'3K1.,c.-;{a,•0.140 ~ USE 6Z1R w;,ri 3 Fl; TYPE!.."'" FROM PAGE 3 THIS C:!::Ci ION M_,.zQ.140x25.71 =3.59FT.·KIPS (<4.61) v.,. ... Q.140x 8.86•1.24 KIPS (<4.08) WIND LOAD = 15.0 PSF STANDARD SPACING•4'·0"(i'OMINAL) UNIFORM L~O r-N) • 15D PSF x 4.0Flx 10 1K1'1{_a, •0.000 % T. USE 6Z18 WITH 6 IN. TYPE LAP FROM PAGE 3 1 t-.1S SECTION Mw,x•0.060x 61.19•3.67 FT. ·KIPS C>J.52 BUT OK) vM..,..o.osox 14.30•0.8!5 KIPS (<2.08) W!~'~J LOAD• 25.0 PSF STANOA?O SPACING• 4'·0"(NOMINAL) UNIFORM LOAD (.W) • 25.0 PSF x 4.0 Ftx1o·J KIPS,{a •0.100 'Yr:t USE 6i!16 WITH 3 FT. TYPE LAP FROM PAGE 3 THIS-SECTION MM,.• •0.100x42.75 =4.28FT.·KIPS (<4 61) Y.M1,x•0.100x 12,8 = 1.28 KIPS .(<4.08) WIND LOAD • 35.0 PSF STANDARD SPACING :4'•0" (NOMINAL) UNIFORM LOADCW)•35.0PSFx4,0 F'T.x10''K1"'¾_a.•0.14 ~ USE 6i!14 WITH 3 FT. TYPE LAP FROM PAGE 3 THIS SECTION M.,.,...Q,1~ x42.7~•!5.98 Ft-KIPS (<5.91) V~x•0,14 x12.8 ,1.79 KIPS (<8.0) CALCULATI~ _ _,, ~~..1:1 -jllP',11111 I r & ; DRAWING, NUMIIJI • SC-4-4 I 2 . l . : ' ... . . !·- ----------=~---------------------= ~ : • PURL1r-,..i .~.-=··:, ,··•!·t·--·_;t::SIGN FOR 30FT, BAYS ,;;r..• _ _,,_ • -. .... "k... '-""" ;1-.-• ...:r.-.,i,., . . r'G. ., ~1 DESIGN ¾-:"''"':: ·\V -:· SPACING · ALLB,N.ABL E [IVE S>··'-i-lf""IN OAC: ; '. ;.'.). 0 A"r:1n~ --i I AD . <;F'i j -......... , -~( 20(PSF) 2.5CPS ~.5215 P. 60" 22.5 24.7 25(PSF) 2.5(PSF) 9.5.214 60" 27. 5 28.5 30(PSF) 2.5(PSF) 6011 .,,, 5 35.6 ..;~. 3 " 40(PSF) 2,5(PSF) 9.5~14 40" 42.5 4~.8 3!o'LAP GIRT DESIGN •· .. WIND SECT!ON SPAClNG rm~ ALL~f8iE Lg~~~) SYSTEMS AND CINJ . (PSA LAP (PSF} BY-PASS 8i16 48"" 1-5 15.4x4/3: 0~61-AP 20.5 15(PSF) · 18.8x4/ 3= FLUSH 9.5i15 4811 15 FRAME 25.1 8216 48" 20 15.4x4/3= BY-PASS 0'-6.LAP 20.5 20(PSF) FLUSH 18.8x 4/3= 95i!15 ; 481J 20 FRAME 25.1 BY.I.PASS 8216 48' 25-.. · 20.3x4l3= 25(PSF) 3'-0.LAP 27.0 FLUSH 21.7x4/3 = FRAME 9.5214 48" 25 28.9 ;to VALUES ARE INCREASED BY 1 /3 DUE 10 WIND LOAD. SCALE: OWN. BY: PE.D . . Cl<O, BY: L.M. . ISSUE DATE: l!L!OVNf JOST "" 1'13 ----· ·······-··---·--- PURLIN AND GIRT DESIGN FOR 30 FT. BAYS OIIAWIN•. NUM•t!it • SC-4-5 RIV. 0 - I I I • •• ---·--------~-...... v,,.,.7"f<.-.:tr:· .. ~.""-·---------------------·~...:,;ur...-, PANEL PROF! LE PARTIAL CROSS Sl;CJiON --ENGINEERING PROPERTIES OF AMERICAN LONGSPAN PANEL METAL TOTAL. ,WEIGHT TOP f!'I.AT _ _!!'I BOTTOM Fl..:.7 IN THK. THK. (SO. FT.) Ix Sx Ix Sx Fb (IN) 1>M i _j ___ ·(IN."IFT. ) (IN.l/F'T.) CIN."/F'T.) CIN.3/FT.) (P.S.1.l 26 GA STEEL 0.018 0.0194j 1.05 0.031 0.033 0.031 0.037 48,000 24 GA ST.EEL 0.024 0.0254 j 1. 35 0.045 0.046 : (1045 0.052 48,000 1. SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH CURRENT A.IS.I. SPECIFICATIONS. 2. MINIMUM YIELD STRENGTH OF STEEL IS 80,000 P. S.I. 3. STEEL PANELS ARE GALV.O.NIZED WITH G 90 CLASS ZINC COATING. Tf :: e:ORRESPONOING REDUCED THICKNE'SS SHOWN AS ME'TAL THICKNESS WAS USED IN DETERMINING SECTION PROPERTIES. SPAN MAXIMUM TOTAL UNIFORM LOAD IN PS.!'" CONDITION L= 2'-o--L•3:.:o" L•3'-4 .. L•4~0 .. L•4'~6· L• 5~(:I" J L• 5'..5" L •6~0· SIMPLE 264 117 95 ee 52 .d·l_ 35 29 108 78, 45 32 . 23 1 7 13 2-SPAN 296 132 107 7,. 58 47 3g 33 2& GA 2~7 HHS 1011 76 56 la2 32 STEEL 3-5PAN 370 104 1;13 Q3 73 5g "" 41 202 14 7 !l5 l',Q 44 33 25 4-SPAN 3<16 15<1 125 88 68 55 . <16 38 21A 1·55 90 63 46' 35 27 SIMPLE Jtl4 171 138 ge 76 61 51 la3 132 111 &I 45 JJ 25 19 2-SPAN 416 185 150 10-. 82 67 55 46 24 GA 367 267 155 109 79 5g <16 STEEL 3-SPAN 520 231 167 130 103 83 69 58 287 209 121 85 62 -47. 36 4-SPAN 486 216 175 121 96 78 6,4 54 3~ 222 129 90 56 <19 38 TOP VALUES BASED ON BENDING. BOTTOM VALUES BASED ON ALLOWABLE DEFLECTION OF tho FOR~ ANO :!to ALLOWABLE DEFLECTIONS M.JLTIPLY VALUES TABULATED BY.~ AND .500 RE'SPECTIVE'LY. 2. FQR WIND LOADING MULTIPLY TABULATED AND/OR CALCULATED VALUES BY 1.33. sc.-.La:: OIIAWN IV CHICICIO av. 7·84 LONGSPAN PANEL DIMENSIONS AND PROPERTIES LOAD TABLES IUf'AUI.A ~ ALAIIAMA O(SIGN ""''0 av Jl&V.NO, 2 • -----------· .. ------· -·····-------- .. ; , . ... ; '· • • • -----------------·· .=· .__ _______ ...., _______________ ...., HALI" $i!CTION • o•-e• x-., , ....... .,, .... ..--------.;::;.--+-..,,...-,---+---x Z·· .. -___ i./ '-l----l!~=~~-r-:n::.:::::.a~---z. i .... ~ . ;---- ··-----...;.'...,,?.,_.!!'""?-" ___ .., j· --26 GA. ---·------... "!"'""~"'""ff!IV:-,,... ______ , _____________________________ .,. .<·. BENDING roe FLAT IN COMPRESSION WIT FOR ELEMENT (D • 2~§·~~§ • 48.667 Fe• 48.0 KSI /f!c • 6. 928 J.ll_ ( 553 \ · I 8/T• {Fe 1-CWITJ/Fc/• 30.529 EFFECTIVE 8•30.529X0.0!8:r0.550 IN. 8/2•0.275 IN. BY AISI "LINEAR" METHOD ELEMENT' LENGTH X il .!..C. IO OF ELEMENT (D 0.275 1.188 0.327 0 1.110 0.!594 I 1.051 0.388 0.624 0.208 13) 1.909 .:.. @) 0.26.4 0.047 0.012 o.oo, I : = o.094 o.~94 o.oos __ . . 1484 6.37T . ~ 1.022 02028 -·;, ? • rm: • 0.233 IN. lz/2•1.022+0.208 • 1.2301N. Ix/2•1.230-6.377(0.233) • 0.884 IN.-:i Ix • 0.884x2x 0.018 -0.032JN.4IFT. Sx• ,_,8~:.0lln--0.0331N'lFT. MMAx•Fb x Sx•48,000x 0.033=1.5841N Kl ASSUME v-0.3~!5 IN. ~l,,EME~I A ~ 20.4!56 KS/ e I !5. 0!5 I KS! s 20.4!56KSI BY AISI "LINEAR" METHOD ,L,MENT LENGTH -<O 0.438 :~ 1.770 .• (3 0.891 @) 0.264 s 0.873 s 0.4~6 4.692 BOTTOM F6AT IN COMPRES5iON .Ei.. WIT 4.~~=-106 .0!56 3.880 55.!5!56 4.!523 128.778 .. ~_·;:· ..:L _bY... 1.188 0.520 0.594 1.051 0.047 . 0.012 0.094 0.082 1.66!5 .a.a. 49.488 48.478 !50.626 LY2 0618 0.624 0.001 0.008 72'3! EFFECTIVE B 0.891 IN, 0.873 IN. 0.456 IN. Io OF ELEMENT 0.208 0.208 Y• ~-!~! • 0.355 IN. 'fi/2 • l.251-t-0.208•1.459 IN.s Ix/2•1.459-4.692(0.355)2·• 0.868 IN3 Ix •0.868x2x0.018 •0.031 IN ~FT. Sx• ,.,.i·?l~n•0.0371N~FT. MIIIAX"FbxSx•48,000x0.037•1.7761N-K/FT. DEFLECTION WIT FOR ELEMENT (D " 48.667 B/T•--r(1~~) • 37.108 BY AISI "LINEAR" METHOD TOP FLAT IN COMPRESSION Fe • 48.0 l<Sl ./f!c • 6. 928 E.FFECTIVE 8 • 37.108 x 0.018 • 0.668 IN 8/2 • 0.334 IN. I'L • 6.4361N. ILY • 1.~~4 IN.2 l:LY • 1.106 IN.:, l:Io • 0.208 IN3 Y • !~I: • 0.241 IN llll/2•1.106+ 0.208-6.436(0.249)2 • 0.9401N1 Ix •0.940x0.018x 2 • 0.0341N.4iFT. DUae n 7-a4 LONG SPAN PANEL OIIICID I'll ·t····;·4. I 1 •,:.~• ( ' .;:i .' . ~t· f~·" . ~ ?.i : ·~ . ' . ' . • 1-::1dl .. . .. 1'-o· 3•. 0°: ,' 0 FULL COVERAGE PANEL PROFILE 12· FABilet;, cRoss sgqtoN ENGINEERING METAL TOTAL COIL WEIGHT Fi:, THK THK WIDTH (•/FT.) (IN) (IN) (IN.) ( P. S.I.) 0194 41.88 1.05 0.0283 0.0345 0.0273 0.0277 48,000 00239 0.0254 41 ee 1.35 0.0381· 0.0455 00398 00409 48,000 1. SS::TION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH ::'.\.J~REl'.fT., A'.l:SJ. SPECIFICATIONS. 2. MINIMUM YIELD STRENGTH OF STEEL IS 80;000 PS.I. . 3 STEEL PANELS ARE GALVANIZED WITH G90 CLASS ZINC COATING THE CORRESPONDING REDUCED THICKNESS SHOWN ABOVE AS "METAL THICKNESS" WAS USED IN DETERMINING SECTION PROPERTIES. . GA. SPAN MAXIMUM TOTAL UNIFORM L0.'.l.D IN P. S.F. CONDITION· L• 4'.o' L• 4'.5. L•5'-o• L= 5·.5· L• 6'-0 ·' La 7' -o· L• 8°-0· L--1:l'•0" SIMPLE 7'3 59 47 ·3e H 24 19 :11 40 :>A :>O 1", 7 5 2-SPAN 92 73 58 49 41 31 • 2.3 19 26GA. QF, 67 4Q ~7 :IA 18 .. 1 2 8 STEEL 3-SPAN 87 68 56 45 39 28 21 17 75 53 38 29 22 14 9 7 4-SPAN 108 ~~ 69 ~r 48 35 ·27 2i .. ,, 41 . :>4 1"' 10 SIMPLE 1U':I i:,; 69 ':> I 48 36 2/ 2~ "17 40 29 22 17 .11 .7 2-SPAN 121 96 7-7 64 53 40 31 24 2.4 GA 137 96 70. 5::1 40 25 17 12 STEEL 3-SPAN 1~2 120 ':J7· i:,u 68 49 37 29 107 75 55 41 32 20 13 g 4-SPAN 141 1~~ 91 /':J 63 4/ 36 ,i!C,: 113 '58 44 34 21 14 10 1. TOP VALUES ARE BASED ON BENDING. 2. BOTTOM VALUES ARE BASED. ON DEFLECTION ( L/1eo). FOR L,'240 ANO '-/)50 ALLOWABLE DEFLECTION MULTl~LY VALUES TABULATED BY o.~5 ANO o.~ RESPECTIVELY. 3. SENDING VALUES INCLUDE THE 113 -'INCR.EASE FOR WIND. SCALE, NONE oAn r n · ~ ALAIIAMA ONAWN •• ?· B-4 ARCHI TEC URAL · PA NELS ,u,•u•• .. ·. . 1"°c-H,-c-.,-.,-,.------ll DIMENSIONS AND PROPERTIES O[SIC.NA ... 'D •• LOAD TABLES ..., __ G ___________ l'll!Pl!l!!'li OltAWIN :. SC -5-2 0 NUM81~ ' l ;; ,-------------------;;-=-·----="' .. ·-----------------------------"t II ••• • ,"!' l ' :,,· -~ PANEL PROFILE 24' CROSS SECTION ENGINEERING PROPERTIE: Qf 1-\MERICAN STANDING SEAM METAL TOTAL WEl(;irll 1ur-IN 801 IUM IN THK. THK. (SO. FT.l COMPRESSION COMPRESSION (IN.) (IN.) IX ::.x Ix sx (IN4/FT.l (IN.3/FT.) 0N.4/F T.l (IN3/FT) 24 GA STEEL 0.024 0.0254 1.42 0.119 0.070 O.118 · 0079 PANEL rb ( P. S.I.) 30,000 1. SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH CURl-<ENT A.I.S.I. SPECIFICATIONS. 2. MINIMUM YIELD STRENGTH OF ST!;EL JS 50,000 PS.I. . . • . 3 PANELS ARE G,\LVANIZED OR Al.UMINIZED STEEL THE CORRESPONDING REDUCED THICKNESS, SHOWN AS "METAL THICKNESS" WAS USED IN DETERMINING SECTION PROPERTIES. NUMBER MAXIMUM TOTAL UNIFORM LOAD IN P.SF. OF SPANS L• 3'-0" L~ 3·. 4° L•4'·O" L•4"-6° L= 5·-0· 1 156 1~6 88 69 56 2 1 162 114 83 24 GA. 2 176 142 99 78 63 275 200 STEEL 21\:t .1,0 123 gs· 79 3 215 157 ,.j 205 166 115 2% 74 167 1 TOP VALUES ARE BASED ON SENDING. BOTTOM VALUES ARE BASED ON ALLOWABLE . DEFLECTION OF ~ FOR 2-},,. AND ~ ALLOWABLE DEFLECTIONS MULTIPLY VALUES TABU • LATED BY ,750 ANd .500 K~SPECTJVE°LY. 2. FOR WINO LOADING, MULTIPLY TABULATED AND/OR CALCULATED VALUES BY 1.33. ~CALE: NONE STANDING SEAM PANEL OIIAWNU, l· tl-1 II-C-Ht .... CK_E_D~-v-, ---it-,---'---tl DIMENSIONS AND PROPERTIES DATE MAULA t~,. • r..• • :'; f,11CH .... ~·o BV I • • ., ,.._, _____ ... _ _,..:.A~ '1' ~ .., ,.-~--~,r,:::;:<('~~--=-... .,,.----------------------------------------7 HN .-·_ ;TlON" t'-0" -.--"..----"P,._,... ' -·• --·~- BENDING -TOP FLAT iM COMPRF.SSION W/T F-CR EL~MENT (D • Ht~ ~ 31. 25 (W/ThtM • * a 31.22 :s 31., 2, BY AISI "LINEAR" MiEi:-l.00 Fe• 30.0 KSI EFF!:CTIVE 9 • 0.750 IN ffc., ,.477 ELEMENT l.ENGYH -1,_ -'=1..... _!:!!._ Io OF !!..EMENT CD 0.1,0 @ 1.349 @ 0.799 @ 9.625 2.000 1.,00 3 •. 000 -1.203 2.224 2.675 0. 311 0,203 0.182 0.003 o. 011 ---- 13.023 3.986 5.708 C . .;'12 -3888 I ~ Y2 irozT=0.298 IN b:a !.iva + 0.402,: G.:~, IN_ rx':s 6.110-13.023 (0.298)2 : 4. 9154 !Na Ix. 4.9154 • "':'~4. 0.119 IN4/FT 0.119 · 3 ,, F. . I S,c a 2.0. O.ZH : 0.070 IN 7FT Mwus Fe • Sx • 30.0 • 0.070• 2.100 IN•K/fT ...,. _____ ......, ___________ ~---·------------------------------ ~ --------;-,,;.i.F SECTION a f '. O" -------1 07~" -__ , ·1 - ~f @ <\\ .. 0.9" 2 x-2.0" ~ ,, --\~ ~ Iv ---X ii! ---------~-.------9-_-s-2-,-.. --___,..._ ____ -_ ~--i! BENDING -BOTTOM FLAT IN COMPRES§l9tJ ASSUME V ,. 1.400 IN Fe a z.~·_4 1~ 4 1 30.0 a 28,0 KSI ELEMENT® /Tc"' 5.292 BIT :lli(I. !S!.U ) •47.185 · ffc IW/Tl-lrc BY A IS I "LINEAR" METHOD EL, 5 M 426 ENT t~iH 0. 7!30 1.849 0.799 0.366 5-464 Y : ::::~ ~ 1.400 IN ' tx•I0.020~ 0,484(1,400)1•4.911 INll S11 r O,III • 0.079 tN3/FT 12.9•1.-4) EFFECTIVE B • 47.185 x 0.024 • 1.132 IN • B/2 • O. 566 IN ...L... 2.600 2.450 2.000 1.203 0,203 .J::!_ I .S60 2.205 1.eoo 2.224 0.162 ..ht!. 4.056 e.402 3.000 2.676 0.005 --7.i'BT iii'39' ta'• 15,!39 + 0.481 • 15.620 IN ....... h • 4.911 ll 0.024 • 0.111 IN4/FT MwAX a Fb IC Sx • 30.0 • 0.079 • 2.37 : Io OF ELEMENT 0.018 0.061 0.391 0.011 IN•K/FT OWN. BY: J.K.C. 10-4. 7 7 STANDING SEAM PANEL --r""""" ..., ...-z, SCALE: NONE DATE .... -~~ CK0. BY: D.E.G. 10-4 -77 fA¥DU'Alr JIVILDDIOel tlt'llfU ce••••• ........ APP'O BY: 0.E.G. 10-4 -77 CALCULATION OF SECTION PR0PERTltst------------,-..i~ ..... ,s-S_U_E_OA_T_E.;;;.: ....... ___ --f __ ~.;,_..;...;.~ ::::~ .... -: SC-5-3.1 I "r· !IUDYNI l'OJT ~1'13 ------=-~ ... ---~~ ...... -------------------------• ' I ~_]ii-,,[ I / l)L_ '\_i l ~-I e· I 5" I I :1 1e' NET COVERAGE ,. •O eB~l::L, eBQEIL.i;; .. 1' ,. A rr~· r) ,4~ I f:l 2 /l. !1~· r· .. li ~.:.j\.-· I I I I: ! r1 ... ~- :I 5• 6' i. I s· : . 1e· • ENGINEERING PROPERTIES OF AMERICAN SHADOW PANEL METAL TOTAL TOP FLAT IN BOTTOM FLAT IN WEIGHT COMPRESSION COMPRESSION F'b THK THK (SO.FT) Ix Sx Ix ·sx (IN) (IN) (IN•/FT )' (IN'/FTl (IN •/FT) (IN '/FT) ( PSI) 24 GA STEEL 0024 0.025,4 1.86 . 0.472 0.573 0.282 0.208 :30,000 1 SECTION PROPERTIES HAVE BEEN CALCULATED IN ACCORDANCE WITH CURRENT A.1.S.I. SPECIFICATIONS. 2. MINIMUM YIELD STRENGTH OF STEEL JS 50,000 F.'S.I. 3. PANELS ARE GAL VANIZEO WITH G90 CLASS ZINC COI\TING. THE CORRESPONDING REOUCEC> THICKNESS, SHOWN ABOVE AS'METAL THICKNESS" WAS USED IN DETERMINING SECTION PROPERTIES Nlll'vt'Hrck· ... ....... _,._ ------·----~------·----------.. ---------MAXIMUM TOTAL UNIFORl'III LOAD IN p s f" 111· L,6·-o· -L•8'·0·-;:. 10'·0" L• 12·-o· --~!'.~NS_ L•4'·0' L,5'·0' L•14'-0" L ,.S:O" -I :i"e 221 153 ee 5e 311 •. 28 21 24 GAGE 412 221 128 !l,4 _28 16 10 7 STEEL 2 346 221 153 86 !le 39 28 21 10,40 !132 308 130 e1 39 24 115 3 -431 277 192 108· 69 48 35 27 815 417 2,41 102 !12 30 19 13 4 403 2!18 180 101 6,4 <15 33 25 865 443 256 108 !15 32 20 14 1. TOP VALUES BASED ON BENDING. BOTTOM VALUES BASED ON ALLOWABLE DEFLECTION OF '11a-FOR$ ANb,t;ALLOWABLE DEFLECTIONS MULTIPLY VALUES TABULATED BY .750 AND 500 RESPECTIVELY. 2 BENDING VALUES HAVE BEEN INCREASED BY 1,33 FOR WINO LOADING. • SCALt; DATE ~ Dot AWN av 7· t!4 SHADOW PANEL ru,.,u.." A.4.AMllfA CldC~IOflY DIMENSIONS ANO PROPERTIES OIIIQH ,.,,..,r, ft't' LQ.\D TABLES ~~::~:o. SC-5-4 .O rn,-MADE CK"O 01\Tr ,__ _________ ,.,,,,-,--.. ,.,,.,,..,,.. __ . ....,,..,.,. ____ -----------------. NOTES: 1. VlHE:., ,.,01:'~ lr·lG ., ·,-~··;·.:., .. OF DIFFERENT THICKNESSES. THE TH_i1-fr.::~:::·: MATERIA1... ~r'.1-.~ .. !... GOVERN. 2. FLAN~,~ $~1 1ri::s MAY 8UT DO N'OT NECESSARILY OCCUR AT WEB .. , .. ,, ,, .. -· . ::;; :'a.,... -; ...... :. .. ·-. ~ 3. IF FULL BEA .. , "G OF FLANGES ON THE BASE PLATE IS NOT OBTAINED,WELD BOTH SIDE FOR CORRECTIVE MEASURE. ~~ ~-----.-.. 3Ae s ·__.-:,;.,,~ 4• B A BASE e DETAIL ·e· KNEE ALTERNATE !<N£E DETAIL. FOR BUILT UP STRAIGHT COLUMNS DETAIL "B·. A= FILLET SIZE SAME AS WEB THICKNESS MINUS 11~(HOLDf~MINIMUM). B= FILLET SIZE SAME AS WEB THICKNESS (HOLD ~ MAX.) ' C = FILLET SIZE SAME AS FLANGE SIZE ( HOLD 516 MAX.) TIUll'l'N 101T NZIIS4 STANDARD WELDS RIGID FRAMES ( BUILT-UP SECTIONS) ~-..L:w ..... ....... ....... ::".:::SC -6-1 • · ,. · .. ~: - • _______ ..._,, .. ___ .,..,..,_ _ _, ---~-___ .......,.,._ .. _____________ _ 7 I",. At\ v r~ e B SHOP SPLICE DETAIL C & D RIDGE FIELD SPLICE C BOLTED) SCALE:. ISSUE OAT[: DATE 7-84 DETAIL •D" FLANGES THROUGH 1'°' THICK. TYPICAL BUTT JOINT FOR WEBS & FLANGES OVER 1.i THICK. DET Al L •E• OR SECTION ''B-8" ... . TYPICAL BUTT JOINT FOR WEB AND i='LANGES THROUGH ~- THICK . STANDARD WELDS RIGID FRAMES (BUILT-UP SECTIONS) ::..-: : SC -6 -2 It«\'. 2 l TIUD'f14 1101T N211k • --.-..& """.-.::,"'O:!.,..;-,,:-•r,t..~";':",.~.;:.;•-_______________ _, •• t.l("';''t~.;'." -.... 1;,-;, "':;...:.., •,J." J, 1. WH~N .Y~L··'i;i.JG MATERIAL 0:=· T)IFFERENT THICKNESSES. THE THf\1--.i;..~~R MATEFn~L SHALL GOVERN. B CORNER COL. BASE ·KNEE. WELD SIZES A. B. C . A= FILLET SIZE EQUAL TO WEB THICKNESS MINUS l'i( HOLD ~MINIMUM). B = Fl LLET SIZE EQUAL TO FLANGE THICKNESS MINUS ½s ( HOLD .3/us MINI-MUM). . ) 1; I . C = FILLET SIZE EQUAL TO FLANGE THICKNESS ( HOLD 5/1e MAXIMUM) . ' · SCALE: • ow,N. BY: CKD. BY: D,lTI 7-84 ,lPP'O BY: STANDARD WELDS ENDWALL FRAMES ( ROLLED SECTIONS) ::.--:.: SC-6-3 ••• ISSUE DATE: 2 1 , .~ • • • Standard Br·::-~~~·Jcat5ons t-J~ l~:Tteriqan Buildings Company P¼·:~~-,#·::~--~~~INEE~ED METAL· BUILDINGS INDEX Section l: General Section 2: Structural Steel Design Section 3: Basic Material Specifications Section 4: Structural Framing Section 5: Roof and Wall Covering Section 6: Miscellaneous Material Specifications Section 7: Painting Section-8: Accessories Section 9: Erection and Installation Section iO: Building Anchorage and Foundation SECTION 1: GENERAL 1.1 SCOPE 1.1.1 These-specifications cover the materials and the fabri- cation of metal buildings designed and easily erected to be weather tight. 1.1.2 These specifications are an outline of pt:,iurmanci: to insure that the architect, engineer, builder and/ or owner understand the basis for design, manufacture and application of all American Buildings Company's metal building systems. 1.1,3 Due to a c<.1ntinuing program of research and development, specifications in this manual are subject to change without notice. 1.2 BUILDING DESCRIPTION · 1.2.l Rigid Frame, Clear Span (LRF) is a continuous·frame building with a roof slope of 1:12 consisting of tapered columns and rafters. Continuous sidewall girts by-pass the columns. 1.2.2 Rigid Frame, Clear Span {RF) is a continuous frame building with a roof slope of 4:12 consisting of tapered columns and rafters. Continuous sidewall girts by-pass the columns. J.2.3 Hiitid Framt•, Intt•rior Column (LRF-M) Is n continu- ous frame building with a roof slope of 1:12 coraistinl( of tapcm•d columns and rafters and one, two, three or more interior columns. Contl1111ous sidewall !,lirts b~-pas1 the columns. 1.2.·1 Tapt-red Beam or Girder,) on Columns. Clear Si>an {GC) is a co11tiiluous frunw uilding with a roof slope! of 1:12 con- ~istlng of tapt,red huam~ on uniform dt•pth columns. Tiu, hottmil flanl(e of th~ tupt•red h1•1un is hori:tontal. Simple .~p11n sidewall girts are inst'! into the column line. 1.2.5 Lean-tO (LT) is a building extension with a roof slope from side to side instt•ad of ridge to side. These units usual!}· have the same roof slope and girt design us the bu_ilding to which they are attached. 1.2.6 Low Profile, Clear Span (LP2) is a continuous frame building with a roof slope of ":12, consisting of tapered beams on uniform depth columns. The bottom flanl(e of the tapered beam is horizontal. Simple spun sidt•wall girts are inset into tht• c9lumn lint•. L2.7 Low profilt•. lnterior Column (LP2-M) is a continuous frame buildin~ with a roof slope of )1:12, C'onsisting of tnpt•rcd raftt•rs on uniform depth columns and ont•, two, thn•e or more interior columns. Simple spun sidewall girts 11w inset into the column lint• . 1.2.8 Low Profile, Clear Span (LP4) is a continuous framt• building with a roof slope of ¼:12 consistin~ of uniform <lcpth columns and tapered or uniform depth rafters. Simple span side- wall p;irts are inst•t into the column lim•. (D1w to h>Wl'r profile, building requires use of American's Standing Seam II Roof System.) 1.2;9 Low Profile, Interior Column {LP4-M) is a ccniinuous frame building with a roof slc-pe of ¼:12 consisting of tapered rafters on uniform depth columns and one, two, three or more in- terior cqlumns. Simple span sidewall girts are inset into the column. line. {Due to lower profile, building requires use of American's Standing Seam JI Roof System.) 1.2.10 Low Profile, Single Slope {LSS) is a continuous frame, clear span building with a ¼:12 roof slope from side to,s1cie i:. ··~r.d of ridge to side. Building consists-of tapered co!umns and rafters. Continuous sidewall girts by-pass the columns. (Due to low pro- file, building requires use of American's Standing Seam II Roof System.) l.2.11 Low Profile, Single-Slope, Interior Column (LSS-Mj is a continuous frame building with a ¼:Ii roof ,;lope from side to side instt>ad of ridge to side. Building consists of tapered columns and rafter~ e.nJ one, two, th:"" or more interior columns. Con_tinuous sidewall girt11 by-pass the columns. (Due to low p_rofile, building requires use of Americap's Standing Seam II Roof System.) 1.2.12 Single slope, Flush-framed {SSF) is a continuous frame, clear span building with a¼: 12 roof slope from side to side instead of ridge to side. Building copsists of uniform depth columns and uniform depth or tapered rafters. Simple span side- wall girts are inset into the column line. {Due to low profile, building requires use of American's Standing Seam II Roof System.) 1.3 BUiLDING NOMENCLATURE 1.3.1 Roof Slope . {a) l" of rise for each 12" of horizontal run ("LRF," "LRF-M," "CC"). ' . (b) 4" of rise for each 12" horizontal run ("RF"). (c) l" of ri~., for each 24" of horizontal run (LP2, LP~-',). (d) l" of rist• for each 48" of horizontal run (LP4, LP4-~I. LSS, LSS-M, SSF). 1.3.2 l\uilding "\\,'idth" is mt'asurecl from outside to outside of sidewall ~irts. 1.3.3 Building "f:ave Heip;ht" is a nominal dimension mt•nsured from the bottom of the base plate on the column to the intt•rsec.•tion of tht• roof and sidewall sheets. 1.3.4 Buildlni,: "Length" is measured from outside to outside of endwnll girts. 1.3.5 "Bay Spacing" shall be 20', 25', or 30' between frame centerlines (except at end bays) unless otherwise specified, for buildings with Artchitectural or Long Span wall panels. 1.3.6 "Bay Spacing" shall be 20', 24', or 28' between frame centerlines {except at end bays) for buildings with Shadow Panels. 1.4 DRAWINGS AND CERTIFICATION 1.4.1 Drawings: American Buildings Company shall furnish complete erection drawing~ for the proper identification and ass1•mbly of all building colltponents. These drawings will show anchor bolt settings, transverse cross-sections, sidewall, endwall and roof framing, flashing and.sheeting, and accessory installation details. ' . 1.4.2 Certifk-ations: Standard drawings and design analysis shall bear the seal of a registered professional engineer upon re- qiwst. Desi~n analysis shall be on file and furnished by American Buildings Company upon rt•qm•st. SECilON 2: s1.~~.JC'i1.,'.-i . .\.;.. · . ..;;i,Gi\ • . 2.1 CiEN~R.Al · !:.l.l All structur!ll -:r.iH .,,,.-. ·· ,_; · ""l""' ··; · ·ons shall be doshi:n-,d in ·w •· · ... . ·· · · · ·• · · "'ltion • • for the Desii;n, Fabr--· . 4~~c,.. .. ·~ :-: .,, '5t:=-:!t : .. ')r Buildings.'.' 21' 2 A ii · --;, •. -.-~ ,.-i •· ·.c.i ·t•·· ,. · -,, .. !'lbe~s .,, · -l-0- signecl in ac~~rd~;;ct! ·~ith .~ ·.: ·· ·. . ~-' ·-s;e~i~i~sti,;-n-fo~ tc.~ L.: ·sign,,£ Cold-formt!d 3t'ee1 :·, .Jr.,:im1l Members:· 2.2 OESIGN lOAl.'.'.. ,; l:.2.1 The followin :z <:rfa•r·" shi:ill be followed in the de~i•;n :: · LOAD LIVE Wli\lC DESIG· 1.0AO LOAD NATION (psf) {psi) "Au "B" 20/12 20/12 15 25 "C" 20 25 'lvd loads 1md winJ loads . Jard bui!d'<1•; components: AlPPUCATION. CODE Meet or exceed minimum load of Uniform Building Code BOCA Basic Building Code Standard Building Code "D" 25 15 Meets {)r exceeds most .. E.. 30 20 common snow or local "H" 40 20 requirements 2.2.2 The building components shall be designed to meet the most severe conditions produced by the following load com- binatiom: (a) Building dead load plus roof live load (or snow) (b) Building dead load plus wind ioad (c) Building dead load plus wind load plus one-half roof snow load (d) Building dead load plus roof snow load plus one- half wind load 2.2.3 Roof live and snow loads shall be uppli,.d r,n the hori- zontal roof projection. Wind loads shull be assume·,.; t!:l act horizoptally and shall be applied asJJressureand suction in accor- dance with MBMA "Recommende Design Practices Manual." · 2.2.4 Where lucnl jurisdiction dictatt•s, desi!{nll b11sed on other than ahovc-listtid loads, comblnatiuns of loads, ur method of load application muy be obtained upon .~pedal request. SECTION 3: BASIC MATERIAL SPECIFICATIONS 3.1 PRIMARY FRAMING STEEL 3.1.1 Sceei for hot-rolled structural sections i;hall conform to the requircmt•nts of ASTM specification A-38. 3.1.2 Steel fo:-all built-up sections shall he Atlantic Steel Covan 50, Republic Steel P-50 or equivalent, comparable to or ex- ceeding the requirements of ASTM A5i2 Grade 50 for plates and bars and ASTNl A60i Grade 50 for sheet and strip. Mininum yield stress shall be 50,000 psi. 3.1.; Steel for all endwall "C" sections shall be Republic Steel P-SiJ pr equivalent, comparable to or exct'eding the require- ments of~STM A607 Grade 55. Minimum Yield stress shall be 55,000 psi.~;...__ 3.2 SECONDARY FRAMING STEEL 3.2.l Steel ust·d to form purlins, )o(irts. cave struts nud "C" .~elitions·slrnll ht' Hl•trnhlic Stt•1•I l'-55 or i•quivnlt•nt, comparable to or i>:<Ct't'ding tlll' n•q uirenwnts of AST:\l A!iOi Grado 55. Minimum yield shnll ht• ;i.5,000 psi. 3.3 ROOF AND WALL PANEL MATERIAL :J.::J.l P1m1•l 11111turlul as spet'iflt•d shall ht• 26 guuue gulvun- lzcd strel, coutinl( dmdgnutlon C:-!X), t•oulorminl( to the r1•q11ire• ,nents of AST:-.! A-14(> Grade K Minimum rield stress shall be 80,000 psi. 3:3.2 Panl'l material as specifit•d shall he 24 p;augc galvan- ized· stc<'l. coating desiµ:nation G-00. conforming to the require- ments of AST'.\1 A446 Grade D. '.\linimum vit•ld stress shall be 50,000 p,~i. . . 3.3.3 Panel material as spt•cifit•<hhall ht• 26 i-:augealuminum coatrd steel, Galvalume as manufactured bv Bethlehem Steel Corporation or t•qnnl, with a minimum yit'ld stn•ss of 80,000 psi. 3.3.4 Panel material as specified shal!·be 24 gauge aiuminun. coated steel, Aluminized Type II as manufactureci oy Arm co Scee . Corporation,· or Galvalume as manufactured by tlethleht m Steel Corporation or equal, with a minimum yield strt'~s d 5-0. GlJ;J psi SECTION 4: STRUCTURAL FRAMING 4.1 GENERAL 4.1.l All framing memb;:-:-s shall be shop fabricated for fie!, I bolted assembly. The surfaces of the bolted connections shall b? smooth and free from burrs or disto,tions . 4.1.2 All shop cnmw<'tions shall be in accordance with th" American Welding Society Code for Building <:onstruction. Certification of welder qualification will be furnished when re- quired and specified. 4.-1.3 All framing niembers where necessary shall carry an easily visible identifying mark. 4.2 PRIMARY FRAMING 4.2.l Rigid. Frame: All rigid frames shall be ,velded, built-up "I" sections. The columns a·nd the rafters may be either uniform depth or tapered. · 4.2.2 Endwall Frames: All endwall roof heams and ena\lail columns shall ·be cold-formed "C" sections, mill-rolled sections, or built-up 'T' sections depending op design requirements. 4.2.3 Plates, Stiffeners, etc.: All base plates, splice plates, cap plates, and·stif.feners shall be factory welded into phcenr. the structural members. 4.2.4 Bolt Holes, etc.: All base plates, st,lice plates and flanges shall h? :!~op fabricated to i~;:,!u.le bolt connection holes. Webs shall be shop fabric~tad to include brace rod holes and flange brace holes. 4.3 SECONDARY FRAMING 4.3.l Purlins and Girts: Purlins and girts shall be cold- formed "7." srctions with stiffened flanges. They shall be pre- pundwd .,t the factory to provide for field bolting to the rigid fnunt·s. They shall be simple or t•ontinuous span as required by design .. 4.3.2 Eave Struts: Eave Struts shall be unequal flange·cold- lormed "C" sections. 4.3.3 Base Angle: A base member will be supplied by which the> base of the wali _-.., ·.-cring may be attached to the perimeter of the slab. This member shall be secured to the concrete slab with ram-sets, expansion bolt~. or equivalent anchors as shown on the drawings. 4.4 BRACING 4.4.1 Diago11,,: Bracing: Diagonal bracing in the roof and sidewalls shall 1--~ used to remove longitudinal loads (wind, crane. etq.) fror:• the structure. This bracing will be furnished to length and equipp.;d with bevel washers and nuts .. t each end. It may consist of rods threaded each end or galvanized cable with,suita- ble threaded end anchors. 4.4.2 Flange Braces: The compression flange of all primary framing shall be braced laterally with angles connecting to the webs of purlins or girts so that the flange compressive stress is within allowable limits for any combination of loadings. 4.4.3 Special bracing: \\'hen diagonal hracinµ; is not per- miHed in the sidewall a rigid frame type portal or fixed base columns 11111st bt• used. \\'ind bracin~ iu the roof and/or walls need not be furnislwd wlwn• it can be shown that the diaphragm slrt•ngth of tht• roof and/ or wall coverini;: is aclt•quate to resist the applied wind forces. SECTION 5: ROOF AND WALL COVERING 5 .. 1 GENERAL -5.1.l \\'all pant'ls shall be either American Long Span Panel. Anwrican Architectural Panel or American Shadow Panel as s1wl'ifit'd. 5.1.2 Hoof pant•ls shall he A11lt'rican Lon~ Span Panel or Anwrican Standing St'am II Panel as ~,wcified. ~ AMERICAN BUILDINGS COMPANY Eufaula, Alabama 36027 5.1.3 Am,irican Long Span Rc:.;f :mi.i W',:: _. .l· fie.I be 26 gauge G90 ~2r:1an:;:ea Jt;;.: ... . ;11i- nu1 ted stE el, 26 gauge pre-pabted :G~I) " .l. er · 26 g e GOO 1;alvanized steel ::,r.•-1:,:,,. 0 system. 5.1.4 American Ai·chit~·:.!." ,i ~ :~·i~ iJ . .., , . ·~-::~--- be 26 gauge pre-pa_intc,d c;; j ...... -.,ff~,.:;. ,te,.,1. ·• , _.J.,'·,Jf .• , bossed GOO gelvam:zeu ~cee, :_;: ,.._ ,,. .. , ·. -_,;., ;:::1-:...am,·· system. 5.1.5. American Shadow Amel:; .m~·;1 ·,~ ,.rribtswd 24 gat1·~·J GOO galvanized s.teel, pre·c?ati;;' . :~,---. ---~u1·:.am~ syst~i_n- 5.1.6 Am:encan :Standmg ~;,,c;,~ ;;. :, ~· '.leis as spec1f1ed shall be 24 gauge pre-painted Gaii ,;ui1•:-sta<,l, 24 :{auge .aluminum coated steel, or 24 g11uge GSG ., «··.mi zed ~tei:, _;ire- coated with the Doubl-LamS system. 5.2 PANEL DESCRIPTION 5.2.r Amlfrican·s Long Span Panel shall have major rihs 1 3/16" high spaced 12" on center. In the Out nrea betwee,;i the major ribs are two smaller ribs. Each panei ;;hull provide 36" net covC!rage in width. All side iaps shnll be at least 0ne tull major rib. 5.2.2 American's Ar!:hltecturai P:mel shall have a configura- tion consisting of ribs l 3/18" deep. Major corrugations shall be spaced 12" on-center. Panel design produces a decorative smooth shadow-line with semi-concealed fasteners. Architectural uanels shall provide a 38" net coverage in width. All side laps shail be at least one. full major corrugation. 1.,3 American's Shadow Wall Panel shall have a configura- tic. · wide and 3" deep with a center rib 6" wide and lW' deep. The panel· design produces a completely hidden fastener panel. Net coverage of each panel is 16". 5.2.4 American's Standing.Seam II Roof Panel shall have a ponfiguration consisting of 2" high (3" including seam) by 4~" wide rib, spaced on 24" centers. Panels shall be joined at the side- laps with an interlocking;seam standing l" above the major rib. Each panel shall provide. 24" net coverage in width. • 5 Panel Length: All wall panels shall be contint1ous froTI' si of line and all roof panels shall be continuous from eave to ri xcept. where lengths become prohibitive for handling purposes. All end laps .;hail be at least 6" on.roof and 4" on walls. 5.2.6 Endwall :gdge Cuts: All endwall panels for buildings with l: 12 or less roof slope shall be square cut. A 11 end wall pands for buildings with 4:12 roof slope shall be bevel cut. SECTlON 6: MISCELLANEOUS MATERIAL SPECIFICATIONS ( ~ASTENERS 6.1.l Structural Bolts: All bolts used in frame splices and in connections of secondary framing to primary framing shall be AS-TM A307 or ASTM A325 as required by design. 8.1.2 Fasteners for Roof Panels: All panels shall be attached to the secondary framing members by means of: • (a) Altt•rnatt• No. l: Self-tapping scrt•ws shall be carbon steel No. 12x~•" Type "AB" Hex-head, cadmium ()r zinc piated,' assemblt•d with 9/16" O.IJ. aluminum and honded EPDM washer. Tht>sc fastt•ners shall be Fabco "Top Seal" as manutactured by the Townsend Company or equal.. (b) Alternate No. 2: S~lf-drillin11: screws shall be carbon st<•el No. 12-14 x l" Hex wnsher ht'nd, \·admium or zhic ph1tt•d, 11ssemhl1•tl with 9/ I fl" o. n. 11h11nl111111i 1md h1111d1•d El'DM wusher. Tht•st• fust1•n1•rs shall hu "Tt•ks" as lfot•nst•d by Illinois Tool \\'orks, Inc. or t•qual. (c) t\lt~·rn11t1• No. :l: Sl'lf-tupp111~t ~crt•ws shall be 1•11rho11 .,tl•1•! ,•ndmh1111 pl111t•d with 11111ldPd 11rlo11 h1•11tl, :-Jo. 14 l< ¾" Typt.' "All," 11sst•111hll•d with !J/ Iii" 0.1). 11l11111hu1111 and bouded EPD:-..1 wnslwr .. Tlw~t· fa:.tt•nt·r~ -~hall he Fnbco "Colol'-fixx" us manufacturt•d by tlw Townsend Company or t•qual. (d) Alternate No. 4: Self-drilling screws shall be cadmium plated No.12-14 xl" with molded ;1;!on head assembled with 9/16" O.D. aluminum and bonded EPDM washer. These fasteners sl:.:i:) be Fabco self-drilling "Color-fixx'' as manufactu,cd by the Townsend Company or equal. 6.1.3 Fasteners for Hoof Panel Side Laps: All L•:mg Span ;,.,, -~ iidelaps shall be stitched by means of: (a) Alternate No. I: Self-tapping carbon steel screws No. 14 x ~,, Type "A", cadmium or zinc plated, assembled with 9/16" O.D. galvanized steel and bonded EPDM washer. (b) Alternate No. 2: Self-tappinli screws shall be carbon steel, cadmium plated with molded nylon head, No.14 x ¾" Type ''AB," assembed with 9/16 .. O.D. aluminum and bonded EPDM washer. These fasteners shall be l;abco "Color-fixx" as manufactured by the Townsend Company or equl\l, 6.1.4 Fasteners for the Standing Seam II Roof Panel Clips: All Standing Seam II Clips shall be attached to the purlins by means of: -· (a) Alterna,e No. l: Self-tapping screws shall be carbon steel No. 12 x ¾" Type "AB" Hex-head. cadmium or zinc plated, assembled with a 9/16" O.D. aluminum and bonded EPDM washer .. These fasteners shall be Fabco "Top Seal" as manufactured by the Townsend Company or equal. (b) Alternate No. 2: Self-drilling screws shall be carbon steel No. 12-14 x l" Hex \vasht::-head, cadmimn --:; zinc plated, asse~!:!::d with a 9/16" 0.D. aluminum and bonded EPDM washer. These fastener:; .;nail be "Teks" as licensed by Illinois Tool Works, Inc. or equal. (c) Aitem·ate No. 3: ·Self-drilling screws shall be carbon steel No. 12-14 x I¾" Hex-head, cadmium or zinc plated, with a lt" diameter washer head. "6.1.5 Fastent:,, for Wall Panels: All Long Span and Archi- tectural Panels shall be attached to the secondary framing meritbers bv means of: (a) Alternate No. 1: Self-tapping screws shall be· carbon stt•el No. 12 x ¾" Type "AB" Hex-head, cadmium or zinc plated assembled with 9/16" O.D. aluminum and bonded EPD\t washer. Thse fasteners shall be Fabco "Top Seal" as manufactured by the Townsend Company ·or equal. (b} Alternate No. 2· Self-drilling screws shall b~ carbon stePI ':o. 12-14 x 1", Hex washer head, cadmium or zinc plated, assembled with a 9/16" O.D. ::iuminum and bonded EPDM washer. Th.;se fasteners shall be "Teks" as licensed by Illinois Tool \Vorks, Inc. or equal. (c) Alternate No. 3: Self-drilling screws shall be carbon steel cadmium plated with color molded in nylun head with sealing flange, No. 12-14 x rn". The fasteners shall be Fubco self-drilling. "Color- fixx" as manufactured by the Townsend Com- par'ly or equal. 6.1:6 Fusteners for Wall Panel SiJdaps: All Long Span and Architectural Panel sidelaps shall be stitched bv means of: (a) Alternate :-.!o. 1: Self-tapping carbon stt•el screws No. 14 x :'.l" Type":\", cadmium or zinc plated, asst•mhled with a 9/16" 0.D. galvani:.:t•dsteel and bonded El'D~I washer. (h) Alternatt• No. 2: Self-tapping carbon stl'el screws cadmium platNI with color molded in nylon head with St'111ing tlani,te. ;'l;o, 1-1 :,. ~". A.1.7 Fasteners for Shadow Pmwls: These fnste,wrs shall be t·11d11111 ~tee!, ydlow chrn11111tt• over zini;, plutc·finish, '.\o. 12-U x l" Sl'lf-drillini.t sc.'rews with a .~pt•cinl W' :-. l" n•ctangular locking nut. 6.1.8 Blind Fastt•ners: All blind fasteners shall be !~" <liauwter; hiidi-strength aluminum pop rivets Type ADIi as manu- factun•<l by fhe Unitt•d Shoe ~lachinery Corp. or equal. ~~-re,~ AMERICAN BUILDINGS COMPANY Eufaula. Alabama 36027 ·: 1.2 SEALANTS , 6.2.l Closure StriP.1: The cori::1,,.~tlo'l, :,f. t!:: •· .. -.,.· and wall , ... . •. anels shall be filled with solid or ClUitJCl•ceU, ;;.: :,~ ·.1rped rubb~r. , · eopren,1 ~r polyethlene elosur~i._•fo,_.,_. ·:,,-"°'~'t:;:, rk!~f'I sand r:iz,:e . when re11u1red for weather t~~h ... ··•· , ~ ., . 6.2.2: Metal Closures'. . !".~ .;.;:,, .:-;~gaw,ns v, .. --: , • .tna,n~ Seam II Roof Panel shall :::!l ::~lfod with a formed met;.. . ~e at · the building eave. 'f"!.1e clo:n:re shall be Eo~wi ... d from-~ ::::.-,~,--) aluminum coated material to the :d1s9e c,i the panel rib. ·· 6.2.:r Sealer: Long Span P!::,iel roof ~de laps. and ,? laps shall be sealed with a ~asttc !ealer ~ ''!l." 1iameter forroo .. ..lopes 1:12 or-greater, and ¼" x 1'" tape f~, rcof slopes 16:12 or 1~. The ll)aterial .shall be a butyl base elastic en::~ ::)Ound with a minimum solid content of 99S, Schnee-Morchei;.:, ,-;; ~ or equal. The sealer shall have good adhesion to met~ and be no,n•staining, non-c~r- rosive, non-shrinking, non-oxfdfzmg, non-toxic, and non-volatile. The service temperature shall be from -4()0F to +30()DF. The material-shall meet or surpass the requirements of Specification Mil-C-18969, Type II, Cius B, and Federal Specification TT-C- .1796A ar,d AAMA 804.1. . . 6.2.4 Sealer: American's Standing Seam II Roof Panel side laps·shall have factory applied mastic, Chemesco Sealum SM-603 or equal. Its composition shall be 901 solids by wei11ht. Service . temperature range shall be -20-F to +200°F. 6 2.5 Sealer: All American Standing Seam II Roof panel end . lap1, ;idgeii and eave closures shall be sealed with"# x 3/16" tape mastic Schnee-Morehead #5225 or equal. The material shall be : non-1timin11 non-corrosive, non-1hrinking, non•oxidizfn1, non- ~oxic, and. n~n-volattle. Composition shall be 991 minimum solid with a butyl base meeting·performance of Mil-C-18969, Type II, Class Band Federal Specification IT-C-1796A and AAMA 804.1. Service temperature-shall be -40°F to +300°F. . 6.2.6 Caulk: All. gutter and downspout joints, rake flashing laps ridge-flashing laps, doors, windows, and louvers sliall be seal;d with white or burnished slate pigmented acrylic based caulk, ~cbnee-Mor~~d #5522 o~ .equal. It shall meet or ~~ceed the requirements of: AAMA Spec1f1c~tfons 802.3 Type 1, ANSI-A- 134;1, ANSI-A-134.2, and ANSI-A-134.3. •.. 3. GUTTER, FLASHING AND DOWNSPOUTS 6;3.1 Cutters and Flashing: All standard exterior gutters-are embossed 24 gauge galvanized steel, with D~ubl~Lam• finish in_ white or burnished slate. Standard rake flashing 1s embossed 25 gauge galvanized steel with .Doubl-Lam8 finish in white or bur- . nished slate. In no case shall flashing be less than 26 gauge steel. . 6.~;2 · Downsp?~ts: All down.spouts shall be 26 ga':1ge galvanized steel w1tn color coordinated, Doubl-Lam• fimsh, rectangular in shape, . SECTION_ 7: PAINTING 7.1 STRUCTURAL.PAINTING · 7. i.l All uncoated structural· stt-c•I 1md liitht g1tu1te 1teol memben 1hall be dc11ned of 1111 forelJ(n mat!cr and lnu•e scale and . glvcm-11 one mil coat of Arnnrlc11n Buildin11• brown oxide primer. Primer ~hall he applied by the use of 11frlefls l11mdgu111 or electro- static 1uatomatlc system. Primer metits or exceeds the performance requirt'numts of Federal Specification Tf-6.160 .. .7,1.2 Abrasions caused by handling after painting are to be expected. Primer·shall b~ furnished to to~c.-h-up ~h~se areas by !he contractor performing field touch-up or field pamtmgas spec1f1ed in the contract documents. 7.2 PAINTED STEEL PANELS 7 .2.l' Base metal shall be 26 or 24 gauge galvanized steel. · 7.2.2 Prime Coat: The base metal shall be pretreated and then prirm•d with an epoxy type 1>rimer for superior adhesion and superior re~istam.•t• le> corrosion. . 7.2.3 Exll'riur Coat: After primin$C. tlui exterior side shall be given a finish-coat with. a white po!yest!'~ paint or a color silico~e- polyester ·paint baked m excess of 500 F to it controlled dry film thickness of 0. i to 0.8 mils. .• -Excellt•nt wpatlwruhillty and m.istim,·t• to c.·oatin1t dl·tcrioration . . nll be t'Vidt•nt \\'ht•n suhjt•ct to tlw followinl( tt·-~ts: · I lumiclitr Ht•sistun<·e: l1111ncdiutC'ly al tn wmo, al from t·ahi111•t, no more than IOI of exposed area shalloontafu more thaa "few/ffl · blisters .. , according to.ASTM D-7U, after-1,000 hours when testt'd according to ASTM D-2247. · . s·a1t Spray. Resistance: Immediately after removal fro in cabmc it, no more than-201 of exposed area sh~ contain blisters larg;;r thl 1n #8 according to ASTM D-714 after_: 750 hours when· ~~w.i .according to-ASTM B-117. . · Dry Heat Resistance: There shall~ no chan~.: ill _color, f:r~-· ·i 1,,!!'., checking, or loss of adhesion after-_ 168 hours m an air ~· ;;;,::9.ting oven at 108°F ± 5°F when c~oled· to room temperature-•. The 60°F specular gloss shall not hav~ changed more than 50S. Abrasion Resistance: The. Taber Wear: Factor shall be 100.0 or . Jess when tested for 250 cycles on the Taber CS-10 Calibrase· Wheel, 500 gram load. · · · ." · _,_. · Hardness: The (>&in film shall have a minimun paint hardness.of HB-H using "Eagle Turquoise" drawing_pencils. · "{,;·, -~ :·-; .. • Gloss: The. gloss-reading shall be :I> to 36 units on a 60 d~ Gardner gloss meter for pleasing appearance and balanced re~ec- tivity;. Painted P;anel Warranty available only upon request and at extra cost. Vertical. panels are guaranteed for 10 years. Horizontal panels are guaranteed. for 5 years. 7 .2.4 Interior 1',inlsli: The interior finish shall have a white-or parchment top coat over epoxy primer or an epoxy base coat, white or parchment, with a clear polyester top coat. 7.3.DOUBL·LAM COATED PANELS 7.3.1 Base metal shall be 26 or .24 gauge GOO galvanized steel. ., . . . 7.3 . .2 Exterior Finish: The exterior surface shall be covered with a 2 mil thick coating of l(orad acrylic _film, a pigmented aW acrylic polymer. Bondi;,g shall J:,e providcu oy proper cleaning. adhesives, heat and pressure. . Excellent ,veatherability aud resistance to coating deterior~~n. shall be evident when subject to the following tests. Xenon-Arc Weather-Ometer: No noticeable chalking, fading, loss of adhesion or other coating deterioration after 2,000 hours (ASTM D 2.565). . _ ·: . · Humidity Resistance: No blisters or loss of adhesion after 1,000. · hours at lOOI relative humidity, 100°F (AST_M D 2247). Adhesion: No J>eeling of film from intersection of two 60° knife cuts through the film over an inch diameter dimple pressed in the metal just short of rupture. . . Abrasion and Mar Resistance: 1.4 mils of the original 2 mils shall remain on the metal afted,000 cycles on the Taber CS-IOF wheel, 100 gram load (ASTM D' 1044 MOD). . · The exterior finish is warranted for 20 years upon request. 7.3.3 Interior Finish: The interior surface shall be covered with Tuff~bac™, a 1.5 mil thick polymer, pqsitively bonded to thes metal. SECTION 8: ACCESSORIES 8.1 WINDOWS 8. LI Standard Windows shall be, horizontal slide units finished with a bronze paint 3' -OH x 3'-0",in Architectural and Long Span Walls; 4'-0" x 3'-0~ in Shadow P~nel-Walls. They shall be furnished complete with 7 /16H hermetically sealed double glass, hardware, and half screen. Windows· shall be-self-flashing. to American·s wall' panels. They shall conform to ANSI Al34.l and shall.be·certified by-Architectural Aluminum Manufacturers Asso- ciation for high performance commercial construction HS-B2-HP. 8.1.2 Narrow Light Windows sha~1~e~yall un!~s l'-4"x7'1~" havin~ dark bronze aluminum fram~s-I". x4 and 1 solar bro~-: !"' annealed insulated glass. The glazmg stop. shall snap on usmg . . , stninlt•ss·steel spring clips. There shall"be no expose~ scre~s on_the: Gluzin~ Bead. The glass ~hall be.se~ against ,t~e:.f!n usmg_Hutyl Tape and senled on interior and extermr with GE S1hcone to msure 1 . ; _. u watt•r-tight seal and to enable truck shipment without danger of glass slippage.. · ·· 8.2 PERSONNEL DOORS li.2.1 Stundnrd 1wmmnl'i doors -~hall-be 3':~" x i'-0" x l~" 11u11111fucturud from 20 !,(an~t· 1talvauiZl'U steel. I.lwr shall meet f~i. AMERICAN BUILDINGS. COMPANY Eufaula. Alabama 36027 , .. _ !· : r:.· , ., COMPACTION REPORT OFFICE EXPANSION ENCINITAS, CALIFORNIA FOR OLIVENHAIN MUNICIPAL WATER DISTRICT 1966 OLIVENHAIN ROAD ENCINITAS, CALIFORNIA 92024 JOB NO. 7472 OCTOBER 31, 1988 . ' . Testing Engineers-San Diego A Division of United States Testing Company, Inc. 3467 Kurtz St., P. 0. Box 80985, San Diego, Ca. 92138 (619) 225-9641 2956 Industry Street, Oceanside, California 92054 (619) 757-0248 October 31, 1988 Job No. 74 72 Olivenhain Municipal Water District 1966 Olvlenbain Road Enc1nitasj California 92024 Attention: Subject: Gentle.men: Messers. Frank Fontanesi & Ed Suhay Compaction Report Office Expansion 1966 Olivenhain Road Encinitas, California This report presents the results of our field density tests and . observations during the placement o·f compacted f il 1 on the subject property, from October 14, 1998 through October 25, 1988 when a Geotechnical Engineer was present. The purpose of the grading operation was to modify the existing lot for planned improvements. Recommendations pertaining to site development were taken from a drawing done by Boyle Engineering and a preliminary geotechnical investigation done by Leighton and Associates dated June 20, 1988. Veg~tation and Construction debris on the site were cleared and later exported from the site prior to the placement of the structural fill. Loose soils and questionable fill were removed. The exposed surface soils were excavated to ·a depth of 5 feet, brought to near optimum moisture conditions, and compacted to at least 90 percent of ASTM D-1557. Approximately one foot of coarse, clean gravel was placed at 5 feet below subgrade. This was done in an attempt to minimize the p6~sibility of excessive moisture accumulation beneath the pad. On site material used for fill consisted of brown silty sand. Fill soils were placed in uniform lifts, approximately 6 inches in thickness, brought to optimum moisture content and mechanically compacted to 90 percent of laboratory standard, as determined by ASTM D-1557 method "A". / Compaction Report 1966 Oiivenhain Road Encinitas, California Page 2 October 31, 1988 Job No. 7472 Testing was performed utilizing the sand-cone method, ASTM D~1556. Test results are presented on Table I. Test locations a-re shown on Figure 2. We appreciate this opportunity to be of service to you on this project. If you have any· questions, please do not hesitate to contact our office. Mehdi Siavoshani Project Engineer MS/JLW/mhf cc: File R~spectfully submitted, TESTING ENGINEERS-SAN DIEGO Compaction Report 1966 Olivenhain Road Encinitas, California LIMITATIONS Page 3 October 31, 1988 Job No. 7472 The inspection of backfill, preparation, types of materials, and soil placement and compaction made during the period of our services on the subject site were in accordance with current locally acceptable standards. The conclusions and opinions drawn from the tests and site inspections apply to our observati,on of the backfilling work, and represent conditions at the date of our final inipection. The conclusions and recommendations presented are professional opinions. These opinions have been derived in accordance with current standards of practice and no warranties are expressed nor implied. They are designed to assist you in the development of your project. We will not accept responsibility for any subsequent changes made to this site by others, or by uncontrolled action of water, or by £allure of others to properly repair damage caused by the uncontrolled action of water. TABLE I Test Depth Dry % Moisture Number BelQW S .j3_. Density Content % Compaction 1 3.0 106.2 11. 7 90 2 1.5 108.0 7.0 92 3 2.5 108.3 11.4 92 4 2.0 111.0 11.4 94 5 0.5 110. 8 7.8 94 6 0.5 1-0 6. 0 11. 1 90 7 1.5 100. 1 14. 9 85 8* 1.5 114. 8 12.4 97 9 S.G. 113.6 10. 5 96 10 S.G. 1,09. 6 8,4 93 ill: Indicates retest of No. 7 .. . . . . . ' ' ,_ \ \ Scale: 1 inch= 2900 feet I ! I-·· _1_.~-.. --=... fHCJN' ,.-- Testing Engin_eers-San Diego SITE VICINITY MAP Copied From Thomas Brother Map Job No: 7472 Dote: 10-31-88 F!G. 1 2 3 0 0· 5 e 9 0 1 -- 6 -7 8 Ge 10 - 4 G Testing Engineers-San Diego TEST LOCATIONS Not To Scale Job No: 7·472 I Dolc110,._31,.88 I FIG;?.. . . •,. b ~ u oS ::) u n:: LLJ 0. (/) 0 z ::) 0 0. I I- :I: (,!) LLJ ~ I-z ::) >-·a:: 0 Testing Engineers-San Diego DRY DENSITY /MOISTURE CONTENT RELATION .. (ASTM -D-1557) Project No:_.._74 .... 7 __ 2 ___ Project Name: OJivenhain Office Expansion Method: A Boring No./Dep·th: Site Material · 135 130 125 120 115 110 105 100 0 I I 5 \ ' \ \ I I /' I \ \ \ \ \ \ \ \ \ \ . \ \ \ \ \ \ \ \ \ \ \ \ \- \ \ / I/ I ) , I 10 ax1mum ry ens1 y ax1mu 118.0 1 M . D D ·t 2 M · m Dry Density PCF Optimum Moisture _ 12.5 % .. \ ' \ \ \ \ \ I\ \ \ ' \ \ \ \ ' . \ \ \ \ . \ \ \ \ \ \ ' \ \ -\ ~ \ \ \ \I'-\ \ ' \ I\ .. \ ' \ \ \ \\ \ . ' \ \\ \ \ \ i\ \ ·' \ \\ \ \ .3 4 Optimu __ PCF m Moisture ___ % Maximu m Dry Density __ PCF Optimu m Moisture ___ % Maximu m Dry Density __ PCF Optimu m Moisture ___ % *Specific Gravity ·lGs} of Soil \ \ \ ' . \ ' \ ' \ \ ' i\ \ ' \ \ \ ' \ \ \ \ \. \ ~ \ ' . \ •<9. \ \~ \ -~ !\~ o* -~ f* 15 20 25 MOISTU_fis_:~_ONT;NT -PE~CENT PLATE 1