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HomeMy WebLinkAboutCYPRESS GLEN COURT 31919_03-00001560 s City of Lake Elsinore � PERMIT 130 South Main Street PERMIT NO: 03-00001560 DATE : 8/20/03 JOB ADDRESS . . . . . 31919 CYPRESS GLEN COURT DESCRIPTION OF WORK PATIO OWNER CONTRACTOR JAMES DICKEY R A ROSA CONSTRUCTION 31919 CYPRESS GLEN COURT 29672 JURA COURT LAKE ELSINORE CA 92532 MENIFEE, CA 92584 LIC EXP 0/00/00 A. P. # . . . . . 363-602-039 SQUARE FOOTAGE 546 OCCUPANCY . . . GARAGE SQ FT 0 CONSTRUCTION . . FIRE SPRNKLR VALUATION . . . 4 , 368 ZONE . . . . . . R-1 BUILDING PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 63 . 00 3 . 00 X 12 . 5000 VALUATION 37 . 50 1 . 00 X 5 . 0000 PROFESSIONAL DEV FEE 5 . 00 ELECTRICAL PERMIT QTY UNIT CHG ITEM CHARGE BASE FEE 30 . 00 2 . 00 X 1 . 0000 RECPT, OUTLET / 1ST 20 2 . 00 1 . 00 X 16 . 2500 MISC. WHERE NO OTHER FEE 16 . 25 1 . 00 X 5 . 0000 PROFESSIONAL DEV FEE 5 . 00 PLUMBING PERMITS QTY UNIT CHG ITEM CHARGE BASE FEE 30 . 00 1 . 00 X 5 . 0000 PROFESSIONAL DEV FEE 5 . 00 1 . 00 X 11 . 0000 GAS PIPING SYS 1-4 OUTLET 11 . 00 FEE SUMMARY CHARGES PAID DUE PERMIT FEES BUILDING PERMIT 105 . 50 . 00 105 . 50 ELECTRICAL PERMIT 53 . 25 . 00 53 . 25 PLUMBING PERMITS 46 . 00 . 00 46 . 00 OTHER FEES PLANNING REVIEW FEE 18 . 00 . 00 18 ��e SEISMIC GROUP R 50 . 00 �' DF Drawer: 1 Date: /83 26 Receipt no: 1037 PLAN CHECK FEE 79 . 13 . 00 sp 7-RUl 1W 1 93Y2.38 TOTAL 302 . 38 . 00 w8�: 70173 1855 gM 38 SPECIAL NOTES & CONDITIONS Trang date: 8/26/83 Time: 16:57:46 C t, Oi 1_.tlkc Ekinore BuiUn_ S.itet% Di%t;nin Please Read and Initial I I am Ucenscd under the provisions of Business and Professional Code Section 70DO et seq and my license is in full force Post in conspicuous place 2 1 as owner ofthe property.ormy employeesw/wages as their sole compensation will do the work and the structure is not intended or on the job offered for sale 3 1 as owner of the property am exclusively contracting with licensed contractors to construct the project ui mini turnllh PFRNIIT NL NIB1 R and the _ 4 Iha%ea certificate ofconsenttoselilnsureora certificate o(Workers jt)B \DI)RL'�ti loreach rc,pck:tt\c in<p,'mwn Compensation Insurance or a certified copy thereof 5 [shall not employ any person in any manner so as to become subject \��n, i i n ttlu the lil l r to lkorkers Coompensatton Laws in the performance of the work for ''-i 31I ilnlc� which this permit is Issued Note: If you should become subject to Workers Compensation after making this certificauon•you must forthwith comply with such pro- N7sions or this permit shall be deemed revoked C.oae A--oovajs Da'e In ,o' ELOt Temp Elec Se^,,wes PILO', So,)Poe Urae grvuna ELO2 E,ec Co�c�,,U--of- o,-nc BPO! Fool Ns BP02 I Stee•Re,fo,ce—en• BPO3 Groc• BPoz Safi G ace PLO'. Unoe a�c Wa e,Poe SSOI Ro_ ^Sec,c%s'e— SWO, O-See Sexe• pn5 c,x, < C --3 EL-- Rc_-- cam: v; EL-" - i Ba VF3 ao--^We---a trc`32 D_ :e- a' DO--- %-----Gas 1 e Tes' a^? n RP - SP'2 BP•3 D-,-- Na BP• La—- S Sc- aL 59 �-a E L yy F-.a E ec--<a ME33 F-a Vera-,:z BP 3� F-.a B-c^,: Coee Poo S S:.a A3Jo.-as Da'e ►-sae•:a OTHER DEPARTMENT RELEASES Deo r ^ec o- Department Approval required prior to the IX a See Re- Fors btutding being released by the Crty P!,Y P--of P'_—c, P-ess Tes POC3 P e G--r'e Date inspector EL06 Ro-gr Poo E,c--c Pta n'n S-0 L,s,Aom O'.a. Lancscape PIX4 Poo Ferc, Access Finance P005 P•e Pas e• En ineenn POC3 F,-a,Poo.Sw i s City of Lake Elsinore ] mil" v' PERMIT 130 South Main Street PERMIT NO: 03-00001560 DATE : 8/20/03 ** PAGE 2 JOB ADDRESS . . . . . 31919 CYPRESS GLEN COURT DESCRIPTION OF WORK . PATIO SPECIAL NOTES & CONDITIONS (CONTINUED) ALSO INSTALL GAS LINES FOR FUTRUE SPA, BBQ, AND FIRE RING. C O1 I-lc Ekinorc Please Read and Initial Btt1�t'ln_' ti.11Ct� DID l�li`n I 1 am Licensed under the provisions of Business and Professional Code Section 7000 et seq and my license is in full force Post in conspicuouq place 2 1 as owner of the property or my employeesw/wages as their sole compensation will do the work and the structure is not intended or on the job offered for sale- 3 1 as owner of the property am exclusively contracting with licensed contractors to construct the project luu 11L' I ILlrni�h PERMIT NL MBCR ?nd the _ 4 Ihasea certificate ofconsenttoselfinsureora certificate ofWorkers JOB \DDRESti i r c t,h re�.pectl\e in,pe�:lwn Compensation Insurance or a certified copy thereof 5 1 shall not employ any person in any manner so as to become subject \n hrw:i Ii'h to Workers Coompensation Laws in the performance of the work for at 111 1i111e' which this permit is Issued Note. If tou should become subject to Workers Compensation after making this certification you must forthwith comply with such pro- visions or this permit shall be deemed revoked Cooe A o%ais Da•e Insoecio• 2 n� ✓ _ ELO1 Te-p Elec Se^rces Gu 'Z1 -022J Gn 7 LDS p PLO: Sod Poe Unoe+grocnTic:) R'a � >j5� — 1 )=S ti -)•- BLAIC It<_ b (� E L 02 E-ec Gor a U^oer ounc b-21 C K- C') K-e— SPO, I Foo s p p ^ O p BP02 S%ee Re,^,o•ce^+er" BPM G ro -r- RP^e SaoG•aoe ��G�J=/LU LL �.EE-7 TiST f� J PLG, Uroer o,-•c Wa'e Poe SSO' Ro: ^Seo C S s'e•- SV1O', O^S.'e Sewn P^ P r>V "--a D a P1 r"t ❑, -D c n r r-F E L C- P^ F e-, Y: FL05 Fo s-E ti T Ba UEC' Ro_ - NED2 D_c s PL Gas Tes ❑P.,� F BP•2 Vs-a C- BP 3 D-:wE Na -r BP Lai--i S S,C-- �L+3 F-.a EL+a r-.a E-n-'ta ME99 F-a tite=-a�cz BP9S F-.a B-c-c C.00e Poo,s Sca Aaarora-s Da a ►-soe-z a OTHER DEPARTMENT RELEASES De ° Department Approval required prior to the PIN Poo'S:ee Pe- Fo—s builoing being released by the City P>x Poo P,_^a 9-ess Tes' P003 Q e-G_-ee Date Inspector EL06 Qo._g^Pool E'.&c'nc Pia n' S,o L,s,Appro•:al Lantlsca PIX- Poo-Fe-c Access Finance PrwS a•e Pas e• Engineering PION F,-aI Px:SDe - � City of Lake Elsinore 130 South Main Street APPLICATION FOR APPLICATION NO. BUILDING PERMIT D 3 - )SRO APPLICATION RECEIVED DATE Zd 3 VALUATION CALCULATIONS AP# 3'6 3 _( O By 1 st FLOOR SF BUILDING ADDRESS IY� 2nd FLOOR SF TRACT BLOCK/PAGE LOT/PARCEL 3rd FLOOR SF GARAGE SF NAME [q RJ (GIGS STORAGE SF Z MAILING q PHONE DECK&BALCONIES SF O ADDRESS I I CITY 1 'STATE/ZIP OTHER: /f�KLLI(� •-\��(C) R-m that I a2� Gco \�-�V t ' 'v SF I hereby alhrm that I am licensed under proviswns of Chapter 9(commencmg with Sectron 1000)of Division 3 of the Business and Professions Code and my license is,n full force and effect AIt �J �J CITY BUSINESS AND C 1/vim }U� AND CLASS � '�` `7� TAX IT VALUATION: O NAME VZTZ�-� Gol�� FEES MAILING T ADDRESS _ �J V CT• BUILDING PERMIT $ cl sT�crE zw IRA TOR S SIGNATU DATE PLAN CHECK E- ( ADDITIONAL PLAN CHECK NAM LICENSE# u w MAILING = ADDRESS U Q CITY STATE,ZIP PHONE ❑NEW ❑REPAIR OCC GRP / CONST DIVISION TYPE MICROFILM ❑ADDITION ❑MOVE NUMBER OF NUMBER OF ❑ALTERATION ❑DEMOLISH STORIES BEDROOMS COPIES ❑OTHER ZONE ❑SINGLE FAMILY units HAZARD AREA? YES NO IMPRO FEES ❑ SCHOOL FEES ❑ ❑APARTMENTS units ❑CONDOMINIUMS units SPRINKLERS REQUIRED? YES NO ❑TOWNHOMES units PROPOSED USE OF BUILDING ❑COMMERCIAL ❑INDUSTRIAL PAID PRESENT USE OF BUILDING DATE JOB DESCRIPTION ❑ 1 certify that I have read this application and state that the above Information is correct. 1 agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon the above-mentioned property for inspec- tion purposes Signature of Applicant or Agent Date AGENT FOR ❑ CONTRACTOR ❑ OWNER AGENT'S NAME AGENT'S ADDRESS City of Lake Elsinore 130 South Main Street APPLICATION NO. APPLICATIONFOR ELECTRICAL APPLICATION RECEIVED PLUMBING PERMIT DATE MECHANICAL [AP s By [] I certify that I have read this application and state that the UILDING ADDRESS above Information is correct I agree to comply with all city and county ordinances and state laws relating to building ACT BLOCK/PAGE LOT/PARCEL constructio lanthereby authorize representatives of This city to ent upo the above-mentioned property for tnspec- Lj NAME hon'purpo es ;i t f�tJ IG L'� Z MAILING PHONE 3 ADDRESS. 1 J O J l 1 I�J� IC�T.! 8— �O CIIY STATEizIP E r�CZC- � - gnature of Applicant or Agent Date I hereby affirm that I am licensed under provisions of Chapter 9(commencindlu L� 1000)of Division 3 of the Business and Professions Code and my license i and effect AGENT FOR CONTRACTOR ❑ OWNER LICENSER CITY BUSINESS Z AND CLASS ��� TAX p 0 NAME AGENT'S NAME �� �O�t' MAILI G AGENT'S ADDRESS 2`tro7'L �uC'C. VV�£�1l ADDRESS STREET CITY STATE ZIP l Cnr STATE'ZIP CONIRACTO S NAT VAILBUILDING PERMIT NO. ELECTRICAL Quart PLUMBING Quan MECHANICAL Quart New Residential Multi Family Fixture or Trap Furnace up to 100,000 BTU's New Residential Single Family Building Sewer Furnace Over 100,000 BTU's Private Swimming Pools Rain Water Sys per Drain Floor Furnace/Vent Switches/lst 20 Private Septic System Unit Heater/Wall Heater Switches/Over 20 Water Heater/Vent Install/Relocate/Replace Vent Recpt Outlet/1 st 20 2 Gas Piping System 1-4 Outlets Ventilating Fon Recpt Outlet/Over 20 Gas Piping 5 or More Outlets Exhaust Hood Lighting Fixtures/1st 20 Dishwasher Fireplace Res Fixed Appliance/Outlet Solar Tank Commercial Incinerator Non-Res.Appliance/Outlet Solar Collector per Panel Air Handler► 10,000 CFM 100.200 Amp Service-4 600V Grease Trap/(Interceptor) Air Handler-4 10,000CFM 200.1000 Amp Service-4 600V Install,Alter or Repair System Fire Dampers Service Over 1000 Amp or 600V Lawn Sprinkler System Registers Misc Apparatus,Conduits,ETC Backflow Device Smaller than 2" Boiler/Compressor to 3 H P Signs Backflow Device Larger than 2" Boiler/Compressor 3-15 H P Sign Branch Circuit Floor Drain Boiler/Compressor 15-30 H P. Buswoys/EA 100 It Floor Sink Boiler/Compressor 30-50 H.P Temporary Power Service Water Service Boiler/Compressor► 50 H P Temp Power Distribution Sys Alter or Repair Drain or Vent Repair/Alter Misc HVAC Equip. MOTORS/TRANSFORMERS Fire Sprinklers per Building Motors up to I H P SWIMMING POOL Motors/Transformers 1 10 H P Swimming Pool/Public Motors/Transformers 10-50 H P Swimming Pool/Private Motors/Transformers 50-100 H P Water Heater/Vent Motors/Transformers► 100 H P Replace Piping Replace Filter Misc Replace Gas Piping 100-1 nFV nATF 11 1 90 �,,• P GIs r� , \t I M,f y I hOmby cer ffy�ha #VS on, F. 1 UC f<<fff•If+NM1.gA, ••••....••... R4* •,`� ,� cation,or.aportwos a speCNl- 9- t �F �•.a �,FESS'iGti ''•. .•�EOF NEIy�•. j . Of f pr@par6C.Jy mA aE0 R pF .p J •..«... •,, NO. 1427� " RF ' that 'nt` �ir2rt s�.lpervLsbn end �� F ++��p;e ~'ql :5�P ••TUc• F9 PROFESSIONAL - _ TUCKER • sbn II } ff f-id�JOred F?Ufes- ENGI F R s% `�c,Qf R. F. '; ••� HBO ES EVALUATION REPORT NO ER-2621P of the Si atelafiNinne; ;a the lats . N E Z ' TUCKER No. �'; ENGINEER - a • S •' j) F,t N N1D. ' i. 6385 ^ • •rn` i i 40222 T Q s E 517 .,,,: ; ciNEER ' 33 R. F. TUCK 0 :a. PAGES DRAWING TABLE OF CONTENTS * 793 ER Q �, .:i Q ��\ ` c••• a •••• Q' `+ • �F. CENSEO.•• ,..• •,r,n�,U1,,,, '° ;f r (, .,? � . 4(1 NoT_2.2.'. Or C cc / •i;4jE, • •e.• PS`F-, ` • �.. Qj��. OF NEB •.. CJYA1 EN ••. . 2 PAGES 97GN01 GENERAL NOTES �UrK _ �cNu` �t�r.��' "' ''• Qoteasiona/ 97GN02 F9 SS FF9 �t►Tt kE4 + `.tt�QI ICA fn9i�R a�y�ME,�,\ y p� �a7� OF• 4, �'' GN-14Nq No �y o RAYMOND F. {, v RAYMOND V. R 21152 2 PAGES 97SC01 STRUCTURAL CONFIGURATIONS Z W:• TUCKER 'Q • _ ' �;• li. F TUCrER ` R. F. :c _ a TUCKER 97SCO2 9 k.2 ;',�, mac'+ � � c NIJM3 R � iT�TUCKER `�%�;• clv�� a� i rW , E _ o qE D 4 a A �P 6. a0 �� s r s E �d314 ' _ FS, �/STERE Q3�` �P�ee sp 1 PAGE 1.0 ROOF PANEL SPANS AND OVER HA ATIO A IAL STR �' � � �— `T :' S/DN AL 2 PAGES ,,••' '� s'oNr '' S „a`�• ttt„tl,. �,'F �a, 2.0 FREESTANDING AND ATTACHED PATIO STRUCTURES •' 4 ' �'�"�""'F ��`'t E L PAGES 3.0 FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES R E TUCKER liFGISTERED �If SF 4l I1 ;t PROFESSIONAL E-6]529 i 'NOFESSIONAL WAGE PL SSI 4 4.0 FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES �ti F •:c-NGINEER • 0 9 No.4523 � PAGE w ,F. .....;.w`� .=• �O��1NFti ,��t ' ; �o FC/STERN ;� y 5.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES `'•,, } ' 'QI r��' FF 6. 1 PAGE TU O,ygl 0 COLUMN AND ° FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTUR °� , t r' �• ,• ti r T- 4, AGES 97CDO1 CO P ENT PARTS AN CTION DETAILS w�p �''c � a - w '''� T..-r ~) � O 0. 1 r F ,{t� . >�. �► � c R. F TUCKER 26070 97CD03 Lwt �'=t'f �REcs=ECEC•�, CFW �Ru : No. fJ 2097CDO4 . 84+0 PROFESSIONAL ' y9 :97CD05OREGUN R G *EfC � ` Y :ti'' R.F Tt i KER `6k -N2,��F CAl1F� 97CDO6 �U , � "% j; 203- S,m , 97CD07 i, NGINEEk y �;` r • c '� E OF 1; i,i/REG •. S ��r E� pK = '/� I, IIAL E� 97CD08 T 2 3 rL+n'Zd1 E f `re /r ti �o r Z U C "•.9 s 97CDO9 T J'" s v �" � �r 20918 a #PAGES 97LT01 COMPONENT 8 W/ONNECTION DETAILS FOR PATR IG,pMMERICIAL LATTICE STRUCTU � 0" /994 " ,• •e: 9�'cF'•C.•. ,v°`�j�a� ��,eulnnur,i 97LT03 GEOR��� �.Z�, �• F r� ram• r�� 3' 8267 `,'SS�CNA�E�.••. _ ,���,,,,,, 97LT04 � F` ec`� �• d l e •'ne . NAoaA `+.+to fib.., 9fO �Myw{y��/�� { ^ 1 J 11 ` ,�O�tti�ol��/ 43 w _"�nJIJ 1 i - 1 e J ,' �r OF Fi rrr N0. gl 7 No. N0 8143 No, i R. F. qre /� O . PROFES$IONA ) 3 PROFESSIONAL A E T U•a lrC 'i� _ N L ✓ 1\ F - r J a e • Date C,FFl�cG �' o. 1 �d58 ?�` 9�NGINEE� r p �A 'y6INF� y (�7ft OF U �=� . z. . �� [�jjjg ttt r il or .'e` Or 4lAW A t..:�c F 1;-1 ,(�� oy' 11A� �.` _ /� (;�`�i ���/ ro�A7�'► t�`C•� a. ' rf '\ S1F � ulllt;:: 1KILDING 14 pRROODpIGR78E�1C �'rOMING S,O.. G i, IYAIr �� 1. fis P4o 2f» �• d(' •:`k •N•••••• F� // ff/ • .',t( •, `�lv�� •• •F s / 1 ---- ���/ T ELKHART, IN 46514 ..1111 • `, O wg� `�Q�•F EVALUATION REPORT ER 2621P ft`CEN• •••��GINFF1 Q•��CENS,� ;� ��GIN£F��i2:- Q.FCEN�/r�9 Q�Gts O'A` CERTIFICATE • :� • D: - t SATE:2/e/z000 - C 15 =_ 1833 0 ; N 1833 0 :_. _ R. F. TU�KFR _ _ •� L No. 896 ;. 9T 12733 ?�:•9T P 127 "9• No. 27:7g _ G� STATE OF 9 n �I STATE * : '9 • P • �• • O t REGISTERF.r i S 1 1 (G =';4•. OF t0•••��, • ' ••F OF t •••°�v:� PROFESSIONAL ENCpwEc. ��ii�tr Q�aS7 FLORIDA -7 F�-JGa,,, O111AL ` ,I�,•' �N p'F;�1vG•�f ,��1► ♦ '.,y'`/! LM EQ`,```;. .,,�.,Nin ��?�,, BS�U�T; � RED EN�� OVAL 'iyiq G�Ni At���A t•�,oFtssio -•. BA �,, V O �••H.••. '7l �i ••M.•q••• `\\\111{f11I11f!// �A\.nn.Y•.: sreRMy :••�Q�r•' '•..� :;��pf NEW�•.� �Tl1CK�c SS\pNAI Ely6/,1.F �u° ,yt ���°°`s� OF M %i�%� �pNT p�<••`,�°�sH CAR /r �F T C� • R.F. �� ? �Q F,9 Q• 9 ��, Fy tit A►y `�,`p O ,,� 4ti .•'�� 'NE$SI O/ti '•, $T F'P a o yt TUCKER ;z=•'��:'tc•TUc,F••�F,�: a `11, ME,}i d Qo:f `r,\ oµpF• r °+ ,� `', : G% q = .DOE O,y. w 'o Gl fiQ ' t •.� • % NO. 14275 :cq$ i T c.• � 11� a; v i `�► �+ R. F TUCKER RAY N �: 2 0 0=• RAYMOND `' ' 1 CKER Mt1N SE • vROEEssronAr _;y;• E-5170 :a ° �, @gib TUC F. "• TUC !5 716 407 1 S 4022 -' y KER :o ' - 9 NUMBER KER = Al PROFESSIONAL _ : �, s ? 130g 2 RE 4 r\ Fh R `` ,•---- (�5,�, °• ••�� `/CE�$EG.'�Q . F j '• C �� �1 t I S 14314 : F G EO C� G/NEE �.14tJIES .'`F• \�� O4 Q� �y' ..Ivl>•.,oar f L :��,, s \ STERINEc»•°• �:• Q INE� ,`'�. !AIIAI ENS'• 90FESS\�� N0. 8628 d �'"o� '`7f52 �' =', %�, RU z �P`�. NA L E�� ��'' F•TUC�� .•` �T 7 l�1��0 1. DESIGN IN ACCORDANCE VOtYA•THE UNIFORM B G CODE 1997 �""`� ��S �.. R� Y�'S�ire! OR DES�' FF�ia!►(�301 �ONENTS `\``\\\1�1i�i EDITION. lay,/f' P F AH 15 FT Design Uplift Wind Pressure (psf) r U'S� �e 1CA �'� 2• ALUMINUM DESIGN IN ACCORDANCE WITH THE LATEST EDITION OF ALUMINUM �j'.,. `' 152 ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE UNIFORM BUILDING CODS ..: ? y! Simple Span Areas Eaves and Overhangs R. E TUCKER 'U ' R.F. - 3. EACH BUILDING PERMIT SHALL BE ACCOMPANIED BY TWO COMPLETELY DIMENSIO �' • ••... eed Unenclosed Enclosed Unenclosed Enclosed E-6I 529 ....P.F...,•`r` .: Exposure o TUCKER PLOT PLANS SHOWING EXACT LOCATION AND SIZE OF EXISTING AND PROPOSED �e'f-:::`... ......•. STRUCTURES. J0 B 10.16 10.16 10.16 21.87 nee % '+, '0r /` � �90 B 16.76 16.76 16.76 36.11 q9/IONA.�s� 4. DESIGN LOADINGS: ��<` ?R04ESS,oy ••. .�t ,�;t�,� ��.F,•� 1�t .•:.� �; ,, S•��STE�F. .<-_ ATE+� %1 A DIVISION CHAPTER 31 DSInN ul ven COVpZg. J� �`` ;°(Z-G NO °.Ey ' 9�1 *S S'%- ;�E; ks`� 70 C 1736 17.36 17.36 37.40 ,/,/�Gi` 't�►\� ' '{ ��. ° , i AA A �� 90 C 28,66 28,66 28.66 61.73N A; LIVELOAD: 10 POUNDS PER SQUARE FOOT. - Q= 6362 r<+ ,, �� •;� c ��"� 20 POUNDS PER SQUARE FOOT F.I R. TUCKER �;�t 8440 �' REGISTER Q 25 POUNDS PER SQUARE FOOTLESS THAN 18 FT S PROFESSIO AL 3 30 POUNDS PER SQUARE FOOT °J� �Po� Design Uplift Viru! Pressure Cpsf) LL _ O� -'6 Simple Span Areas Eaves and Overhangs J OREGON ENGINEE 40 POUNDS PER SQUARE FOOT °o��H OAIC,•� G P P ng * * 2 ``'°°' S Unenclosed Enclosed Unenclosed Enclosed C• � 60 POUNDS PER SQUARE FOOT �o` q. y'1e No. 452 °. ,�, F• TUCKER WIND LOAD: FOR 0,4112 > SLOPE < 242 ,._tr1�+•°° v hG.U326ti5 m( ] Exposure �JSr 2 z• ��, O 9l Yti �� B 10.65 10.65 10.65 22.93 '�► F T f T 10 C B 1758 17.58 17.58 37.86 N _ , Design Lateral/Uplift Vind Pressure (pgf) ,o}i ryU �r CID Seed Simple Span Arens Eaves and Overh'sn �.�`'_ ,ts°/^ , ti� �f, 6 C 18.05 18.05 18.05 38.88 P P 9 ' � N`;1-N-` 90 C 29.80 29.80 29.80 64.18o�ssio•+41 �. •r N0. 260 -- mph Height Zone Unenclosed Enclosed Unenclosed Encicl`,:•d9 - £{(p 3-51 02 70 Less than 10' 7.5 7,5 7,5 7.1 ; =:` R. 'll(k►t, 90 Less than 10' 11.3 11.3 11.3 11.: tib}'"`• a! i q� FOR DESIGN OF PRIMARY FRAME SYSTEMS .4% eNGiNEE• - `r� CIVIL �P • 1 ,lc..• R� ° 9 /! 9Tf Of E 70 Less than 12' 10 10 10 10 Design wind Pressure ( sf) ALA 90 Less than 12' 15 15 15 15 � - •+ ,,,;,, Exposure B Exposure C t�.��ppC ��s •.,� i r�.�ren��.::ori� `r t,i tn�s 70 mph 90 mph 70 mph 90 mph . ••rC ,`(�' J C�~ '9 �. CC i 1011 `„.. ' •:.t )A I;c k,�p^; -z1 z F 1 or u:'. ., y �+ "( s` c�~� =H,, D 9 1 3 � r Lateral 10.2 16.8 17.4 28.7 y' v dQ` B. COMMERCIAL STRUCTURES thot I �;:�• r� r, .n F _ sionc: ;rl, I`rider_terms,.•:. 1.: 6`,S_,, Uplift 10.0 15.0 10.0 16.05 I�o.r2tov'� 20918 Of the Stoto�Minnosa tr,s, cS' CST • UVELOAD: 20 POUNDS PER SQUARE FOOT. Sy`' - .1 o • CK 25 POUNDS PER SQUARE FOOT n :9�'•*% ��•' F. TU 30 POUNDS PER SQUARE FOOT R. F. TUCKER •••••••'� ��.•'� �• F,p 40 POUNDS PER SQUARE FOOT pets -• ---_-._ �'•a�s/uQ 60 P,IQUNDS PER SQUARE F "t' No. 2. � CERTIFrcnrE `p PRE,,,, TUC .o`� I;/5�,,,��_ F. Tl)c� �; REVISION DATE REVISION • �N No. 15896 �� ..•••. F�.', �.� ;� '�Q �'y'ii �' E� PRaF P �� \`.te.u•T' / •.. i�,� * `'i l N .•••Ss;; Q°' `G E N 8 �9 :+: 9ir �F� c �.• ��;. E p \\� ' �Q . (t TV -'•. STATE OF 0: �O R F TUCKER E` e'% to C� . Cv � • - ENGINEER : pF. F,:' 8p4^ _ �.dr. - C Fi.ORIDA Q .- �' i D_ Reg No ?�575 _ w O �C. 790'+ 1 1833 0 : = 12733 v:t„SrFk_c - y = 135s7 . F. TUCKER ''' .2- • /� �a.c F55il�NAl ENGill � 6 5 `_ 1.t�rf�� Efl�lfl�l/��19 Services �• R. 9 s• No 20514 RED EtA �y;.%, \p w� �4 IN ��`� y� �Q -7D` STATE AWBU L111 ii iii11, 1140 All Pro DO"C s 11l 'r � ,' ; 4 )p'�Of''i8, Ewwrt, N 46514 �� .o '(�F ,q ,�",,,p��%%%% red // ;c;�1oy w,c� ��%`I3,``•v.. qTt i)F��A� 5 F�\. � �• O, �' � �% (` F/l/�, .,�► 'i' �0 �� � ,41n•1= KG ICEtO ES EVALUATION REPORT N0. ER-2621P � Tom!' CNO. A G * 4 8 """' NONE GENERAL NOTES 4�to15TE,P ��p PRO ESSIONAL ® <\Q R. F. C� R.F. TUCKER cn ENGINEE S STAMP 2/8/2000 97GN01 OF 2 o` No. 1 14 = \ �p CINE , ti 4 9 5 3 8 NO. 4r_ G j STJITIF 4 3317 Date �i fwll'�N* .< '�� FC/STEREO • G s ,lAWPav . p +4 \ WYpµ1N EO �� NAL °�E: :10 `'' h,nn1H 0V%`� r�tllJllllt lllglON GENERAL NOTES: (CONTINUED FROM SHEET NO. 1) NOTE: EXPOSURE "B" HAS TERRAIN WHICH HP.F BUILDINGS, FOREST OR 17. PATIO STRUCTURES MAY BE ENCLOSED WITH INSECT SCREENING. SURFACE IRREGULARITIES COVERING AT LEAST 20 PERCENT OF THE GROUND LEVEL AREA EXTENDING ONE MILE OR MORE FROM 18. STRUCTURES MAY BE ATTACHED TO RAFTER OVERHANGS PER SCHEDULE. THE SITE. EXPOSURE "C" HAS TERRAIN WHICH IS FLAT AND GENERALLY 19. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS OPEN, EXTENDING ONE-HALF MILE OR MORE FROM THE SITE, OTHER THAN STAINLESS, ALUMINIZED OR GALVANIZED STEEL, OR ABSORBENT IN ANY FULL QUADRANT. BUILDING MATERIALS, LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FACING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN 5. CONCRETE MIX: Fc=2500 PSI 28 DAYS. APPENDIX CHAPTER 31 DIVISION III ACCORDANCE WITH U.B.C. SECTION 2004.3. PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE COLUMN LOAD IS 750# OR LESS. CONCRETE 20. ALL SCREWS CONFORM TO ANSI B18-6-4 AND SAE J933. SHALL BE A MINIMUM OF 3.5 INCHES THICK AND NO CRACKS WITHIN 2'-6" OF COLUMNS. COLUMNS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OF SLAB. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL. ALLOWABLE SOIL BEARING PRESSURE OF 1000 POUNDS PER SQUARE FOOT. STRUCTURES SUPPORTED BY FLAGPOLE TYPE COLUMNS ARE NOT ADVERSELY AFFECTED GENERAL NOTES FOR LATTICE STRUCTURES: BY A 1/2 INCH LATERAL GROUND MOVEMENT AND FOOTINGS FOR THOSE STRUCTURES HAVE BEEN DESIGNED FOR AN ALLOWABLE LATERAL SOIL (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS 97SCO2 BEARING PRESSURE OF 200 POUNDS PER SQUARE FOOT PER FOOT OF AND 97LT01 THRU 97LT06.) DEPTH. SOILS OF ORGANIC CLAYS OR SILTS REQUIRE A SOIL INVESTIGATION AND SPECIALLY DESIGNED FOOTINGS. FILLS MUST BE PLACED UNDER A LABORATORY CONTROLLED COMPACTION SUBJECT TO APPROVAL OF THE 1. SEE GENERAL NOTES, SHEET 1, SECTION 4 FOR LIVELOAD AND BUILDING OFFICIAL. WIND LOADS. 7. ALUMINUM BOLTS TO BE 2024-T4. 2. OPEN LATTICE STRUCTURES SHALL NOT BE ENCLOSED. 8. COMMERCIAL STRUCTURES MAY BE USED FOR PARKING OF MOTOR VEHICLES PER LOCAL BUILDING CODES. APPENDIX CHAPTER 31 DIVISION III PATIO STRUCTURES MAY NOT BE USED FOR PARKING OF MOTOR VEHICLES. 9. FREESTANDING STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER. 10. STEEL BOLTS SHALL BE ASTM A-307. 11. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 12. STEEL FASTENERS SHALL BE EITHER STAINLESS, GALVANIZED OR DOUBLE CADMIUM PLATED "AN" BOLTS. _ REVISION DATE REVISION 13. HIGH STRENGTH BOLTS SHALL BE ASTM A-325. Lo R 14. EMBEDDED COLUMN SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 15. PATIO STRUCTURES ARE DESIGNED IN ACCORDANCE WITH APPENDIX CHAPTER 31 W Engineering Services DIVISION III OF THE UNIFORM BUILDING CODE. � N0. 2 Mpimrtmma 1140 All Pro Drlye 16. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE 3 31-0 Mhort, IN 4014 THAN THE FIRST INTERIOR COLUMN. 1- 4 �. ,� v\'( p KG IC90 ES EVALUATION REPORT NO. ER-2621 P MARK NONE OR PWT GENERAL NOTES EN NE IRS STAMP 2/;18/2000,umla 97GN02 T7 OF 2 d3- 1SCoo NGTH VaRiES E..... p SEE SCHEDULES• PRa MIN. LENGTH 75X OF PROJ 25X SECTION NGTH VARIES. ECTIp►� _ ?N PANE PAN MIN- LENGTH S MIN. SLOPE 0.4'/FT ND FASCIA p P SEE SCHEDOI•SFOR pSMI NERS/PANEL JOINT COL. N0. OF # PANEL gp� END COVER PANEL FASCIA FASCIA = ASCIA INTERMED. BEAM MAXIMU�OVER P EL F HEADER INSTALL w INSTALLER OVERHANG yINGL� SPAN ATTACHED STRUCTURE COLUMN = COLUMN 25X COLUMN w VERTICAL VERTICALL " STL.COLTYP. SPACING = NSTALL CO r= '� ROVIDE 1 1/2' DRAIN OPTIONAL 3 1/2" ROVIDE VERTICALLY 1 1/2' l y I CONCRETE SLAB DRAIN 'd jr "d' SEE NOTE # 5, OPT. 3 1/ CONC. SLAB E==T: . — .d. 1/2'p STEEL BAR SHEET 97GNO2. SEE NOTE 5 ON 'd d' d 06" LONG SE cn, � E SCHEDULES • =LSEE SCHEDULE FOR SHEET 97GNO2.FOOTING SIZE LENGTH VARIES• FOOTS GH SDELF—F0R R 15 TYP. CUBE SIZE FASCIA CANTIL E R SPAN C R FOR COLUMN SPACING SEE SEE SCHEDU LES pR 1111 CTIO p SPA TABLES 2.1, 2.5, 4.1 OR 4.2 LENGTH VARIES• pA 757� OF PROJECTION CAMP N AS CI SIN, LENGTH FASCIA M EEA END INTER- OVER PN F CIA M MEDIATE 0 HANG. BEAM 1/2'0 STEEL BAR 0 18" NTILEVER 25% COL. �' OVER PANEL SPACING LONG = HEADER MAX. INSTALL VERHAN COLUMN VERT EE NOTE #7, SHEET 97GN02. SPACING CICNGooe PROVIDE 1 1/2" I _ SEE SCHEDULE FOR DRAIN J FOOTING SIZE W = TYP. /j/ loe CUBE SIZE PROVIDE " OPT. 3 1/2" CONC SLAB is „-M 1 1/ DRAIN SEE NOTE # 5 ON OPT. 3 1/2" CONC. SHEET 97GNO2. 'd SLAB—SEE — MULTiSPAN ATTACHED CC ITILFVERED STRUCTURE VARIES SEE SCHEDULE FOR NOTE # 5 ON FOOTING SIZE 'd' 'd" SHEET 97GNO2. LENGTH UK P WIN FOR COLUMN SIZE SEE i SINGLE SPAN ATTACHED CANTILOM STRUCTURE "COLUMN SCHEDULE" - - 9, A DATE REVISION DATE REVISION ��• . NOTE: PATIO WIDTH VARIES W/ SELECTION <FASCIA COVER X . OF HEADER, NUMBER OF COLUMNS HEADER PANEL NSTALL AND LOADING CONDITIONS. SEE W COLUMNS----? = NO. ` ''I AZ'jj�gg Engineering Services SCHEDULES FOR MAX. COLUMN SPACING. 1140 All Pro Drive Elkhart. IN 46514 PROVIDE 1 1/2 DRAIN V KG ICBO ES EVALUATION REPORT NO. ER-2621 P 3 1/2w CONC. 'd' I — I J � —SEE SCHEDULE f _ O —l_ NONE OR PART STRUCTURAL CONFIGURATIONS SINGLE SPAN FREESTANDI MCA BAR 1— 1/2 eX6'STL. FOR FOOTING SIZE. -�' NAME BAR AS SHOWN E EERS STAMPDATE-- SHEEI 2/8/2000 NON 97SC01 1 OF 2 3'X 8' ALUM. BOX BEAM OR RAFTER NOTE: SEE TABLES ``` MAX. RAFTER SPAN 4.3, 4.5, 5.3 AND 5.4 MULTISPAN FREESTANDING ��` (CLEAR SPAN) 3'X 8'X 12 GA. STEEL 'C' BEA11 HEADER 6' MIN. 0HANG LATTICE STRUCTUR 11M0 OR MORE SPANS 1/2 ORO.' X 8' ALUM. RAFTERS ' / EE RAFTER MOTE e: y,�so / LATTICE,9VERFUWG 16' FOR 1 1/ X 1/2' I � y COLUMN HT. FF OF CLEAR SPAN 3'X 8'X STEEL 12 GA. l S t !L BEAM FOR BEAM WRAP DETAL, SEE SHEET 971- � T03, � J° -A S j DETAIL 'L23'. OPT. 3 1/2' CONC. SLAB-J� f� FOR FOOTING SIZE SEE SEE SCHEDULE W RAFTER OPT. 3 1L2' CONC. I Y EEEE C' y 'd LAB- S NOTE d IS4S�,GP NOTE 5 ON SHEET 97GN02 �+� � ��f }• SINGLMPAN ATTACHED 2" X 6 1/2' OR 3" X 8" ALUM. RAFTERS Cq'U LATTICE RE 0 24" O.C. �G ' LATT 0.0118E x 1 1/2" x 1 1/2" ® 3" O.C. MINIMUM OR 9- COLUMN SNACING OF 2 x 2 ® 4 O.C. MIN. 34 SEE SCHEDULE FOR pprr COLUMNS. ALL COLUMNS lFs SPoSj f 0 IO B I N MLLED ORE THAN Y. OPT. 3 1/2' CONC. RYA 2 COLUMNS. ' 2'1 X 6' LONG 1-1 ONAL 3 1/2' CONCRETE SLAB. R A I MULTISPAN FREESTANDING /STEEL BAR SINGLE SPAN MESSTANDING "� W STL BAR AS SHOWNSTRUCTUR SEE 6' FOOTING SIZE d T SEE E FOOTING SIZE.LE FOR DATE REVISION DATE REVISION TW TW TW TW TW TW TWCz pQ T ❑'HANG-4-4 OVERHANG w NO 6 0 � Av1Pt'III�87[ Engineering Services 1140 All Pro Drive -3 �� P�OC18►) Elkhart. IN 46514 / W.A.JF ICEIO ES EVALUATION REPORT NO. ER-2621 P F CAV�``%/ DRAVRNG NONE OR PART STRUCTURAL CONFIGURATIONS FREESTANDING STRUCTURE ATTACHED STRUCTURE NAME SHM TRIBUTARY WIDTH (TW) DIAGRAM E GIN STAMP 2/8/2000 97SCO2 2 OF 2 03-I SCoo THIS PAGE LEFT INTENTIONALLY BLANK MAR U 3 2000 �O R ESS � T 9 W cr- m N 70 �� Amer�max �n 1 140 ALL�Q.DQYG PR oODIJCfS,INC. JF C 1 V f DRIVE ELKHART, IN 46514 ICBO ES EVALUATION REPORT ER-2621P -...- BLANK PAGE DATE: 2 8 2000 1.0 ROOF PANEL SPANS AND OVERHANGS FOR PATIO AND COMMERCIAL STRUCTURES 3 12"x 12"ROOF PANEL DESIGN 2 12'x 6'ROOF PANEL DESIGN 3 12'x 12"PANEL ALLOW.DESIGN SPAN 2 1/r X r ROOF PNL ALLOW.SPAN FOR 2 12'x 12'ROOF PNL ALLOWABLE SPAN PANEL TO PANEL FASTENM SPAN FOR PATIO STRUCTURES SPAN FOR PATIO STRUCTURES FOR COMrERC1AIL STRUCTURES FOR COMMERCIAL STRUCTURES FOR COMMERCIAL STRUCTURES #10 SMS FASTENER SPACING LIVE PANEL 17 HEIGHT LIVE PANEL 12'HEKWT LIVE PANEL I EXP.B1 EXPOSURE C MAX LIVE PANE EXP.6 EXPOSURE C MAX LIVE PALL EXP.B EXPOSURE C MAX PANEL WIND LOAD LOAD Y 70 90 OVER LOAD Y 70 90 OVER LOAD Y 70A0 70 90 OVER LOAD Y 70190 70 90 OVER LOAD Y 7d90 70 90 OVER Y PATKNEXP B EXPOSURE C MSF) (IN) MPH MOH HANG (PSF) (N) MPH MPH HANG (PSF) (N) Mxhl MPH MPH NANO (PSF) (N) MPH MPH MPH HANG (PSF) (N) MPH MPH MPH HANG (IN) 70 90 70 90 10 0.01E 16•-r 16'-r T-10' 10 0.01E 13'S" 13'-3' "S' ROOF HEIGHT 18' MAXMUM ROOF HEIGHT 18' MAXI"ROOF HEIGHT 18' 0.018 8' s 44' 2'-11- 0.024 18'4' 194' V-T 0.020 14S" 14'4' Q'-11' 20 0.01E 11'-11' 11'-11' 11'S' 6 4' 20 0.018 9'-9• 9'-9' 7-r 44' 20 0.016 V-11- 8'-11' V-r 4'-1' 0.024 1 V s-" 6-6' 3'-11" 0.032 2a4' 2a4' 9'4' 0.024 16'4" 16'4• r-10' 0.024 13'4' 13'4' 13'-r 6'S" 0.020 taS' 1aS' 1a-r 4-10' 0.024 11'4' 11'4' 11'-r S-r 0.032 14 6-8" 64r 6-2" OAM 21'-C 21'-C 9'-to• 0.032 184' 16'4" V-r 0.032 16'-11' 15-11' 1s4• T4• 0.024 11'-9' 11'4" 11'4• 5'4' o.o32 1r-r 12'-r 1r-r S4' 0.036 14 6-0" 8'-" 6-2" 20 0.018 11'-11' 1t'-11' S-9' 0.036 IV-4- 19'4' V-11' 0.036 16'-11" 16'-11' te'-r T4' 0.032 14-1' 14'-1' 1T-tc' 6'-r 0.036 13'-1' IT-1' 17-1' 5-11' 0.042 1 14 6-8" 8'43" 6-2" 0.024 174' IV-S B4' 20 0.018 9'-9' 9'-9' 4-S 25 0.01E tad' 1a4" 1a4' S-r 0.036 1S-1' IT-1' 14-1 1' T-1' 25 0.018 V-(r V-0' V4r Y-9' TABLE 1.13 0.032 15-11' 15-11' r4" 0.020 101S' la-T S-0' 0.024 17J" IZ-r 12*-r T-11" 25 0.018 V-9" V-9" V-9- 4'-2' 0.024 1a4" 1a-4' 19-4' 4'-10' 0.o36 t r-0' 1 T-0' r-10" 0.024 11'-0' I T-V 5'4' 0.032 W-r 144• 14'4" V-11' 0.020 9'S' 9'S" V-6" 44' 0.032 11'4' 11'4' 11'4' S4' 25 0.018 ta-9" 1a-9' S-r 0.032 14-1' 14'-1" V-1ir 0.038 1S3' ts-r iS4' r-r 0.024 iv-r to-r 1a-r s-1' 0.036 12--r 17-r 17-2" S4• 0.024 17-T 174" 5-11' o.036 I 1S-1' 1S-1- 7-1• 30 I 0.01B r-10' 9'-1a' 9-10" 4'4' 0.032 174' 174' 174" 6'-1' 30 0.01E T4' T-4" T-4' X4" 0.032 14-C 14-4' r-O' 25 0.018 V-9" 814" 4-r 0.024 11'-r 11'-r 11'-r SS' 0.o36 13'-7- 13'-r I 13--r 6'-r 1 0.024 V4' 9'4" 9.4' 4-r 0.036 1s-r IT-C r T 0.020 9'-5' F-F 44" 0.032 13'-1' 17-1' 17-1' s-V 30 0.01E 7,4' T4" T4' Y-r 0.032 19-1o' 1a-1o' 19-10" S-C' 30 0.018 V-10" 9'-10' 4-r 0.024 1a-r 1a-r s-1' 0.036 w4r 144' 14'-0• V-r 0.020 V4' V4' V4' 4.1' o.036 11'S' 11'-w 11'S" s-r 0.024 11'-Y 11'.9' SS 0.032 17-r 174' V-1' 40 0.018 V-r 6'-r V-r 4-1' 0.024 9'4• 9'4" 9'-r 44• 40 0.018 V-6" V-5' T-5' T-T 0.032 17-1' 13'-1* 6-4' 0.036 13'-r 17-r 6'-r 0.024 9'-1G' Y-10" 9'-10" C-r 0.032 11'4" 11'4' 11'4" S-r 0.024 V4' V4" V-C T-11" 0.036 1441' 14.0' V-10' 30 0.01E T4' T4' 3'-7, 0.03211'S' 11'4' 11'S' 94' 0.036 174' 174' 174" F-W 0.032 V4' 9'4" 9'4" 44• 40 0.01E r-r 8'-7- 4'-1' 0.020 V-V` V4' CA' 0.036 17-r 17-r 12'-r 9-11-1 40 0.018 5'-10' 6-10' 5'-10' 7-9' 0.030 1a-0' 1a4r I la-V I 44' 0.024 V-10' 9'-10" f-V 0.024 9'-9' 74r 44' 60 0.01E T-1' 7"-1' T-1" 3'4' 0.020 V-11' V-11" V-11' T-r 60 0.018 s4' 5'4" s-4' 7S' 0.032 11'S' 11'S' 44' 0.032 11'4' 11'4' s-r 0.024 6'-1' S-1' V-1" 7-10" 0.024 V4' 6'4" V4• C4r 0.024 6'-1a 6'-1a' V-10' 7-r 0.036 17-7 1rJ' s-11' 0.036 12'4' 174' V4r 0.032 9'4' 9'-W V-6' 44' 0.032 1a-r 1a-r 1a-r 4-Ur O.o32 T-1o• T-w r-10' r4' 6o 0.01E T-1' T-1' 3'4' 40 0.018 F.10' 5'-10, z4' 0.036 1a-1' 10'-1- 1a-1' 4-I rr 0.036 to-1 1" 1a-11" 1a-11" S-3" 0.036 V-r V-r V-r 7-11" 0.024 8'-1" V-1' T-10' 0.020 C-11' V-11' 3'4' TABLE 1.6 60 0.018 4'-1" 4'-1' 4'-1" 1'-10" TABLE 1.11 0.032 r-W W-W 44" 0.024 S4' V4' 4-0^ 0.020 4-9' 4'-9' 4-V r-r 0.036 117-1" 19-1" 4-10' 0.032 to-r 1a-r 4-10' 2 12'x 12"STEEL PANEL ALLOW.SPAN 0.024 V-T V-T V-W 7-W ALT.2 1r'x 12"ROOF PNL ALLOW. TABLE 1.1 0.036 101-11" to-11' S4• FOR COMMERCIAL STRUCTURES 0.032 SS' 8'S' 8'S" 44' SPAN FOR COMMERCIAL STRUCTURES r 60 0.018 4'-1" 4'-1' V-10' LIVE PANEL EXP.B EXPOSURE C MAX 0.036 T-T 9'-0" F-T R-r LIVE PANEL EXP.5=EXPOSURE MAX 2 25"I2 12'x 18'STRUCTURAL PANEL 0.020 V-3' V-r 7-r LOAD Y 70 W 70 90 OVER TABLE 1.9 LOAD Y 70/90 OVERFOR PATIO COVERS 0.024 T-0' T-0' T-O' (PSF) (N) MPH MPH MPH HNG (PSF) (N) MPH MANG I LAVE PANEL 17 HEIGHT 0.032 6'-W V-T 4-0" MAYA&W ROOF HEIGHT 18' 1 ALT.2 12'x 12'PANEL ALLOW. MkXIMIUM ROOF HEIGHT 1 V I-61 LOAD Y 70 90 OVER 0.036 W-(r 9'-0' 4-r 20 0.0120 8'd' V-9" V-9' 4 -9-0" SPAN FOR PATIO STRUCTURES 20 0.018 8'-2" 8'-2' T-11' 3 ' O 2 1�2" x 6" ROOF PANEL MSF) (IN) MPH MPH HANG TABLE 1.4 0.0149 17-1' 17-1' 1z-1' 444 LIVE PANEL 17 HEIGHT 0.024 17-11" 1a-11' to-r S-1' 10 0.o18 1z4' 11'-11' 5,-9' 25 0.0120 T-1- T-r T-1' 4'-0' LOAD Y 70 90 OVER 0.032 174' 174" 174' s-r 2-4641 l� 20 0.018 6-10' V-10" 4'-3" 2 1/2 x 12"ROOF PANEL DESIGN 0.0149 10'-1 1" 1a4-Cr-11' 1a-11' 4 ' PS N MxH MPH HANG 0.038 174• 174" 13'4' V-r 25 0.018 V-W V-T Y-10' SPAN FOR PATIO STRUCTURES 30 0.0120 6'-0' C-0' 6'-0" 3'-4' 10 0.018 11'4' 1 V-1' 5'4 4' 25 0.018 T4' T4" T ' Y-W 12.00 --�i 30 0.01E 7'4' T4- 3'4' LIVE PANEL 12'HEIGHT 0.0149 1a-0' I0`4r 1a-0' I-9' 0.024 14'-8" 14'4' 6'4' 0.024 V-10' 9'-10" 9-10' 4-V © 2 112" X 12" ROOF PANEL 40 0.01E v-s- v-s- Y-0' LOAD Y 70 90 OVER 40 0.0120 4'-r 4'-r 4'-r 1 2'-1' 0.030 15-9" 15-9' r-r 0.032 11'4' 11'4' II'4' S-3' 60 0.01E 4'-10' 4'-10' 7-5' MPH MPH HANG 0.0149 b'4" b4' 64' 3S' 0.036 16'-11' 16'-11' T-r 0.03E tr-7" 17-r 1r-r 5'-r 2.10" L TABLE 1.2 10 0.018 12'4" 12'-0" 5'-10' 60 0.0120 3'-r 3'-2" Y-2' 1 T-5- 1 20 0.01E 6'-r V-2' 3'-11' 30 0.01E V-9' V-9" 6'-r Y-2- �-7- 0.024 14'S' 14'S' 6'-r 0.0149 V-r 6'-2' 6-r z-11' 0.024 11'-0' 11'-0" s-3' 0.024 W-Ir 9'-0' 9'-a 4'4" 18.00"--�i 2 127ci2"STEEL PANEL DESIGN 0.032 15'-9" 15-9' T4' TABLE 1.7 o.o3o 1z-r 12'-r 5'4' 0.032 11'-0' 11'-0' 11'4' S-0' O 2 112" X 18" ROOF PANEL SPANS FOR PATIO STRUCTURES 0.036 16'-6' IV-W r4" 0.o38 13'4' 13'4' r-r 0.038 II'-IW 11'-10' IV-10" s-4' LIVE PALL 17 HEIGHT 20 0.018 8'-11' V-11' 4'-3' 2 12"x I ROOF PNL ALLOW.DSGN SPANS 25 0.01E TS' TS' 3'4" 40 0.018 5'-11" 5'-11' S'-11' 2'-9" `L LOAD Y 70 90 OVER 0.024 11'4' 11'4' S-3' FOR COMM.STRUCTURES-ROOF HOT IV 0.024 9'-10' 9'-10' 4-V 0.024 r-11' T-11' T-1 I" Y-W 3.500" (PSF) (IN) MPH NGH MPH HA 0.o32 1r-r tr-r s4• LIVE PANEL EXP.B EXPOSURE C MAX 0.030 11'4' 11'4• sJ' 0.032 9'-r r-r 9'-r r4r 10 0.0120 14'4' 144' 9-1' 0.036 17-1' IT-1' V4r LOAD Y 70/90 70 90 OVER 0.03E 17-r 1r-r SA" 0.03E 1a4" 1a4" 1a4" C-10" 12.00" 0.0149 16'-r 16'-r SS 25 0.018 V-0' VAr 3'-10" (PSF) (1N) MPH MPH MOH HANG 30 0.018 V-9' V-9' 3'-2" 60 0.018 4-11" 4'-11" 4'-11' 2'-3' OD 3 112" x 12" ROOF PANEL 20 0.0120 8'-C V4- 4'-0' 0.024 la-W 10'-W 4'-Io• 20 0.018 V-ta V-10' V4" 4'-1' 0.024 9'-1' 9'-1' 44' 0.024 6'4' V4' V4' 3'-1' 0.0149 11'4' 11'4' 44' 0.032 11'-r 11'-r 5*-4" 25 0.018 &-(r V-W V-0' T-9" 0.030 11'-0• 11'-0" s-0' 0.032 7-11' 7'-11' T-11' 74r 2. 375" 25 0.0120 6-9' V4' T4' 0.036 17-r 12'-r S4" 30 0.018 T4' T4- T4" T-T 0.038 11'-10' IT-10' S4" 0.0381 94' 74r 9'4' 44' 0.0149 1a4' 174' 44• 30 OA18 T4" r4' 3'4" 40 0.018 6'S' V-5- 8 S' 3-0' 40 0.018 5'-11' 5'-11" 2'4r TABLE 1.12 12.00" 3o o.o12o s'-r s-r z-9" 0.024 V4' V4' 4-r W 0.018 6d" 5'-3" 4'-10' 2S' 0.024 T-11" 7'-11" T-V Q �FESS ALTERNATE 2 112" x 12" ROOF PANEL 0.0149 r-r r-r 3'-r 0.032 1a 9'-11' 1a-11" 5'-0' TABLE 1.8 O.o3o -r r-r 44" 3 2� o 00 40 0.0120 4'3' 4'3' Y-1' 0.036 11'4• 11'4' SJ" 0.03E 1a-10. 1a-10' 4'-17 �, T U �!• 0.0149 8'-4' 8'4' 3'S' 40 0.01E 6'S' 6'S' 3'-0' 60 0.01E 4'-11'1 4-11' 2'3' � 6 60 0.0120 2'-10' 7-70' 1'S' 0.024 84' 84' 4.0' 0.024 6'4" 64" 3-1" 0.0149 5'-10' 5-10' 7-11' 0.032 9'4' 9'4' 4-7' 0.030 T-11' T-11' 3.4 � �' 1 Li, f BIIQ.DING PROD[)C['g,Q�C.. TABLE 1.3 0.036 1a-0' 1a-O' 4-r 0.036 V-(r r-0' 44' � NO. 1 140 ALL PRO DRIVE 60 o.018 5'4- 5'4" 74' TABLE 1.10 -pZ ELKHART, IN 46514 0.024 a-10' r-10' 7-r IC80 ES EVALUATION REPORT ER-2621 P tI' 0.032 T-10" T-10' 3 i" ROOF PANEL SPANS FOR PATIO AND �V f L �P - COMMERCIAL STRUCTURES 0.036 V-r r-r 3-11 F cQ� PANEL SPANS FOR ALT.2.5"PAN FOR TABLE 1.5 CAt1F PATIO AND COMMERCIAL STRUCTURES SHEET 1 OF 8 DATE: 2 8 2000 o3- 15Coo 2.0 FREESTANDING AND ATTACHED PATIO STRUCTURES LIVE TRIG MAX COLLR^SPACING FOR 3-CLOVERLEAF STEEL HEADER 8-ROLLFORAED C BEM/ 1D•ROLLFOR/,1ED C KAM 6•I BEAM i BL A.� 6 1(YY ROLLFORNIED HEADER ALASKAN EXT HEADER 5 t?•EXTRUDED HEADER TRH! EIXXVALENT LOAD WIDTH ATTACHED PATIO ON SLAB MA[ CONS FOOTER SIZE MAX OTER SUE AMX CONS FOOTER SIZE MAIL. CONS FOOTER SUE MA? CONS FOOTER SUE MAX CONS FOOTER SIZE MAX CONS FOOTER SIZE MAIL CONS.FOOTER SIZE WIDTH FOOTERS-eUSM6 ALL CO. FREE ATTACHED OOLLAINr��TCONS ATTACHED LAIN FREE TTACHED COUAM FREE ATTAC ED COLUM FREE ATTACHED COUAM FREE Al-(ACHED COUXM FREE ATTACHED COLLX.N FAEE ATTACHED COIL NONCM COLLM2'A' OTHERS SPACING FTR FTR MIN SPACI FTFTR MIN. SPACND FTR FIR MIN SPAC9q FIR FTR MIN SPACIWI FTR FTR W, SPACING FTR FTR MN SPACING FTR FTR MIN. SPACIND FTR FTR MIN STRAINED STRAINEMALNOhION Y V COL V "? COL. V �d COL Y Y COL 'T 'T COL V N COL Y V COL. V Y COL. 18 18 Cd 1D'$' SLAB TYPE TYPE N (9p TYPE TYPE Fn TYPE M TYPE M TYPE TYPE to 20 70 MPH WINDSPEED is OR LESS 70 MPH WINOSPEED to OR LESS 20 22 1. 4 4'15- 13'-8" 17' 17-3` 22 18 A 21 2S 5' IT-3" ta11" 13-T' 11'4" 21 19 B 28'4" 25 25 C 34'-0" 28 26 D 5' 22 24 6 11'-0" 9.1" 11'4" 1a4" 21 20 B 2C4" 26 28 D 37-T 27 27 D C 23 25 T 9-5" T-9" 94" 1a-2' 21 20 C 26J" 27 27 D 36'3" 30 30 E 264" 27 27 D 30-" 28 28 E T 24 Z7 8 8'-3" 6-1a' 8.4" 9-9" 21 21 C 29-T 28 28 D 344" 31 31 E 24'3" 28 28 D 29-0" 29 29 E 8' 25 29 9 T-I 6-1" T4" 9.4" 21 21 C 243" 29 29 E 331-C 32 32 E 23'4" 28 28 E 2T-11" 30 30 E 9 26 31 to C-T 6-5" C-9" 9-P 22 22 C 23-0" 29 29 E 37-T 33 33 E 274" 29 29 E 2C-11" 31 31 E 1a 27 33 11• C-0" f-11" C-7' C-9" 22 22 C 21'-11" 30 30 E 31'-2' 34 34 E 21'-9" 30 30 E 2C-1' 32 32 E 11' 28 35 17 54" I 4'4" 64" C$ 22 22 C 21'-0" 3D 30 E 37-4" 34 34 E 21'-2" 30 30 E 26-P 32 32 E 17 20 36 IT 6-1" S-2" 20-2" 31 31 E 294" 35 35 E 20-7' 31 31 E 2t4" 33 33 E 13' 30 38 1f f-0" f-1a' 19S 31 31 E 21rS 35 35 E 20-1" 32 32 E 24'-1" 34 34 E 1t 31 >o 15' 4'4" 1C-9" 31 31 E 2T4" 38 38 E 194" 32 32 E 23'4" 34 34 E 16 32 40 1C 1C-2" 32 32 E 2C-7" 36 38 E 193" 33 33 E 234" 34 34 E 1C 33 41 1T 17-7' 32 32 E 26-10' 36 36 E 1C-to' 33 33 E 27-7' 35 35 E 1T 34 43 1C 17-1" 33 33 E 2T-1" 37 37 E 1C4" 33 33 E 27-2' 35 35 E 1C 35 44 19 1C4" 33 33 E 2fS" 37 37 E 16-2" 34 34 E 21'-T 36 36 E - 19 30 40 20' 1C3' 33 33 E 23'-1a' 37 37 E 2037 4-121' 15-10" 33 33 E 273" 38 38 E 21 30 ss 70 MPH YLRNDSPEED 17 OR LESS 70 MPH WINDSPEED 17 OR LESS TA9LE 2.2 10 4' 18'-7" 13'-8" 1 r 17-3" 24 20 A 12-1 23 20 A 19-11, 1 1 5' 13'-3" 1a11" IT-7- 1114" 24 21 B 28'4" 29 28 C 34'-T 30 29 D 9-1" 22 19 A 1T-1a' 25 24 C 14'-0" 24 22 C S THIS TABLE MAY BE USED C 11'-0" 9-1" 11.4" 1a-0" 23 21 B 2C4r 29 29 D 37-a' 31 31 D &A" 22 20 A IW-3' 25 25 C 17-t0• 24 22 C 6' WITH COMMERCIAL,PATIO T 9S 7"4r 94" 1a-2" 22 22 C 27-7" 31 29 D 3f-7' 34 33 E 26-C 30 30 D 30W 32 32 E r-r 21 20 A 16-1' 25 25 C 11'-IU' 23 23 C T OR LATTICE STRUCTURES C C3" C-1a' 1r4" 9-9" 23 23 C 27-1" 31 30 D 374" 34 34 E 24'3" 31 31 D 29-0' 33 33 E C-11" 21 20 B IV-1' 26 26 C 11'-0" 23 23 C C 9 T-4" 6-1" 714" 9-r 24 24 C 20-10" 3O 30 D 3a4" 35 35 E 2T4" 32 32 E 2T-11" 33 33 E C-T 22 20 B IT-T 26 26 C 10'J" 24 24 C 9 10 9-7" 6-5" C-9" 9-0" 24 24 C 19-9" 31 31 D 2C-11" 35 35 E 274" 32 32 E 26-11" 34 34 E C-0" 22 21 B 17-7" 27 27 C 9-W 24 24 C 1a 11' W-T t-11" C-2" C-W 24 24 C 1C-10' 31 31 D 27-7' 38 36 E 21'-0" 34 34 E 2C-1" 35 35 E 11' 17 S-r 94" 64" C4" 25 25 C 1C-0" 32 32 E 29S 38 36 E 21'-2" 35 35 E 25-4" 36 38 E 17 1T 6-1" 5'-2" 1T4" 33 33 E 26-C 37 37 E 20-7" 34 34 E 2f4" 38 38 E 13' 14' 4'-9' f-10' 1C4" 33 33 E 24'-5" 37 37 E 20-1' 35 35 E 23'-1a' 37 37 E 1f 15 4'4" 1C-1" 34 34 E 23-7- 38 38 E 194" 36 38 E 2T-1" 38 36 E 16 1C 15-7" 34 34 E 2Z-10' 38 38 E 19-2" 36 36 E 274" 38 38 E 16 1T 16-1" 34 34 E 27-2" 30 39 E 1C-T 36 38 E 21'4" 38 38 E 1T _ 1C tf4" 34 34 E 21'4" 39 39 E 1C-1" 37 37 E 21'-0" 39 39 E 1C 19 14'J" 35 35 E 2a-11" 39 39 E 1 iT-T 37 37 E 2(74" 39 39 E 19 2a 13-11" 35 35 E 20S 40 40 E 201 21 13'-T 35 35 E 19-11" 40 40 E 21' 90 MPH WINDSPEED 10'OR LESS 90 MPH WINDSPEED 10 OR LESS 10 4' iv-71 131-8" 1 1 -3 20 A 5' 13'3" 1a11" 13'-T' 1V-r 25 21 B 4 2C " 31 29 C 34'-0" 32 30 D S -0 C 11' " 9•-1" 11'4" 1a8" 24 22 B 2C4" 30 30 D 37-T 32 32 D B T 9S T$" 94" 10-2" 24 23 C 27-2" 30 30 0 3Z4r 34 34 E 264" 31 31 D 30-4" 33 33 E T C C3'• 6-10" 64" 9-9" 24 24 C 20F 30 30 D 3aS 35 35 E 2W-T 32 32 D 29-T 34 34 E C 9 T4" 6-1" T4" 91" 25 25 C 19-7' 31 31 D 2C4" 35 35 E 2X-4' 33 33 E 2T-11" 35 35 E 9 19 C-T SS C-9" 9-0" 25 25 C 1813" 32 32 D 27-2" 36 36 E 274" 34 34 E 2CS 38 38 E 10 11• 90 f-11" C-2" CS 25 25 C 1T4" 32 32 D 25-11" 37 37 E 21'4" 34 34 E 25.3" 37 37 E 11' 17 64" f4" 64" 94" 26 26 C 1C-11" 33 33 D 24'-10" 37 37 E 2a4' 35 35 E 20-7' 37 37 E 17 13' 6-1' 6-2" 1C3" 33 33 E 23'-10" 38 38 E 19-11" 35 35 E 23'-Z• 38 38 E 13 1f f4r f-10' 1S4" 34 34 E 27-1 1" 36 38 E 19-2" 36 36 E 274" 36 38 E 14' 1S 4'4" 15'-2" 34 34 E 27-2" 39 39 E 18*4" 36 38 E 21'-7- 38 38 E 16 I 1f4" 34 34 E 21'4" 39 39 E 1T-11" 37 37 E 2a-11" 39 39 E 1C 17' 1f3" 35 35 E 20-1a' 39 39 E 1TS 37 37 E 203" 39 39 E 1T 1C 13'-ta' 35 36 E 20-3" 40 40 E 18'-11" 37 37 E 194" 39 39 E 18' _ 19 1Y-W 38 38 E 194" 40 40 E 1C4" 38 38 E 19-2" 40 40 E 19 2a 13'-1" 38 38 E 19-2" 41 41 E 2021, 174" 37 37 E IV-W 41 41 E 21 LE ' 90 MPH VIMJOSPEED 17 OR SS 9D MPH WINDSPEED 17 OR LESS 16- 1 '-g" 17 1 -3' 27 23 A 17-1" 27 23 18 C 1 '-1' 8 1 4' 5' 13'3" 1011" 13'-7" 1T-4" 26 24 B 2T4" 32 32 C 37-0" 33 33 D 9-1" 25 22 A 15-7" 29 27 C 13'-8' 27 22 B 5' 8• 11'-0" 9.1" 11'-4" 1a4" 26 25 B 25'-1" 33 33 D 293' 35 35 D 8'-1. 25 23 A 15-1" 28 28 C 174" 27 22 C C T 93 T-W 94" 1a-2" 28 26 C 19-1" 32 32 D 260 38 38 E 23'3" 34 34 D 2T-1" 36 36 D 7-4" 23 23 A 14'-0" 28 28 C 11'S 26 23 C T C C3" C-1a' C4" 9-9" 26 26 C 1T-la" 32 32 D 26-7' 37 37 E 21'-9" 34 34 D 264" 36 36 D 6-11" 23 23 B 13'-1" 29 29 C 1a4" 26 23 C C ��tft Jam. 9 Tom" C-1" T4" 91 27 27 C 16-1a' 33 33 D 2f-8" 37 37 E 204" 35 35 D 23-10" 37 37 E C-T 25 24 B 1Z-4" 30 30 C t0-1" 26 24 C 9 Q to a-T SS C e" 9-0" 27 27 C 15-11" 33 33 O 23'S 36 36 E 19S" 36 36 D 274" 38 38 E 9-7" 25 24 C 1a 17 94" f4" S4" C4' 29 29 C 14'T 35 35 D 21'4" 39 39 E 1T-0" 37 37 E 204" 39 39 E 17 13' 6-1" 51-2" 14'-T 35 35 D 204" 40 40 E 17'4T 37 37 E 19-1a' 39 39 E 13- 1t f-T t-10" 13'4" 36 36 D 194r 40 40 E 1CS" 38 38 E 19-1" 40 40 E 111T 1 16 r4" 13'-0" 36 36 D 19-1" 41 41 E 15'-ia' 38 38 E 1C4" 41 41 E 16 rT; 1C 17-7' 36 36 E 1C4" 42 42 E 164" 38 39 E 1T-11" 41 41 E 1C Ce N 6070 I 1Z3" 37 37 E /T-/1" 42 42 E IC-11" 39 39 E 1T-r 42 42 E I 1C 11'-11" 37 37 E 1C-11" 42 42 E 14'4" 40 40 E 16-1a' 42 42 E I 19 11'-7' 38 38 E 1C4" 43 43 E 1f-1" 41 41 E 1CS" 43 43 E 17 3 201 1113" 37 37 E 1C-2" 43 43 E 2a / 21' 1114" 36 35 E 15-9" 43 43 E 21' L 1 r •. -1 18 1 3" 26 4 11'- 26 19 4' 5' 6-11" 5'4 T-1" 9-0 25 22 C 27$ 31 30 E 26-11' 32 31 E 6-9' 22 16 B 17-W 27 25 C 10-0" 25 19 C 5 ! J\ C S-V f-9" 5'-11" C4" 25 23 C 29-11" 31 31 E 26-C 33 33 E SS 22 17 B 114" 26 25 C 9-1" 25 21 C 8 T 4•-11" 5'-1" C-1" 25 24 C 19-1" 32 32 E 2C-0" 36 36 E 19J" 32 32 E 27-T 34 34 E 6-1" 23 18 B 9-11' 25 25 C C4" 25 21 C T C T4" 24 24 C 1T-1a' 32 32 E 2C-2" 37 37 E 16-1" 33 33 E 21'-11" 35 35 E 4•S" 23 18 B 8'4" 25 25 C T-10" 23 21 C C 9 TS 25 25 C 1C-10' 33 33 E 2CB" 37 37 E 1T-1' 34 34 E 20'4" 36 36 E 9 1a T-2" 25 25 C W-11" 33 33 E 23S 38 38 E 1C-2" 35 35 E 194r 37 37 E 10 11' C-11" 28 28 C 153" 34 34 E 27-C 39 39 E 157S 36 30 E 1C-9" 38 38 E 11' 17 CA" 77 27 C 14'-T 35 35 E 21'-4" 39 39 E 14'?' 36 36 E 17'-11' 30 39 E 17 17 14'-0" 35 35 E 2014" 40 40 E 14'-2" 37 37 E 1T3" 39 3D E 17 14' 13'4" 38 36 E 19-P 40 40 E 13'4" 37 37 E 19-7' 40 40 E 11c 1S 114" 36 38 E 19-1" 41 41 E 17-2" 36 38 E IV-T 41 41 E 1S 1C 17-7' 36 35 E 1C4" 42 42 F 174" 39 39 E 164" 42 42 E 1C 5' S-T f-T 64 C-r 25 22 C 20-7' 30 29 E 27-V 32 31 E 5'-2` 22 16 B V-41" 25 24 C S � 1A1ffH�v C f8" f-0" T-10' 23 22 C 1C? 90 30 E 27-9" 32 32 E 6-1" 22 16 C 9.4' 25 24 C C 1 ua1(i.A T T4" 23 23 C 19-1" 32 32 E 2CA" 35 35 E 1T4" 31 31 E 21'-1' 33 33 E T C T-2" 24 24 C 1T-10• 32 32 E 25-7- 36 38 E 19S 32 32 E 1949" 34 34 E C �D 9 C-10" 25 24 C 10-10' 33 33 E 20-7' 37 37 E 1S1" 33 33 E 1C-7' 35 35 E 9 ELKH ALL PRO DRIV 514 1a C4" 25 25 D 15-11" 33 33 E 23'S 38 38 F 14'4" 34 34 E 1T4" 36 36 E lopELKHART, 11' C$ 28 25 D 1S3" 34 34 E 27-C 39 39 F 13-10" 34 34 E 1C-10" 37 37 E 11' IC90 CS EVALUATION REPORT 46PORT ER-2-26Z1P 17 C3" 77 27 O tf-T 95 E 21 1" 99 39 F 133" 36 35 E 1C-1' 30 36 E 17 HEADER SPANS,COLUMN SPACMD, 13' 1f4" 35 35 E 204" 40 40 F 17-0' 36 36 E 1S4" 39 39 E 17 F�A ID[NGNµAND ATTACHED E fOR 1t 13.4" 38 38 E 194" 40 40 F 173' 37 37 E 1f-11" 39 39 E 1f PATIOSTRUCTURES 1 13-0" 30 36 19-1" 41 41 F 1'-1 37 37 E 1fS 40 40 E 15 SHEET 2 OF 8 DATE:2 s 2000 2.0 FREESTANDING AND ATTACHED PATIO STRUCTURES LNE TP,18 MAX CMUMN SPACING r SOLMRE STEEL HEADER r ROLLFORAED C BEAM Ur ROILFORI EO C BEAM P 1 BEAM Y dE AM !1?ROLLFORMEO HEADER MAS1W/EXTRUDED HEADER 5 1?EXTRNS FO TER S TIDT LOAD WIDTH FOR ATTACHED PATIO MAX. CONS FOOTER SIZE MAX CONS.FOOTER SIZE ►w OCHS FOOTER SIZE MAX CONS FOOT"SIZE WAX CONS FOOTER SVE MAX. CONS FOOTER SQE MAX. COHS FOOTER SIZE MAX. CONS.FOOTER SIZE WIDTH ON SLAB COLUMN FREE ATTACHED COLUMN FREE ATTACHED COLUNN FREE ATTACHED COLUMN FREE ATTACHED COLUMN FREE ATTA(>ED COLUMN FREE ATTAaED COLUMN FREE ATTACHED =O— FREE ATTACHED USING CO ON SLAB ALL SPACING FTR FTR MN. SPACING FTR FTR MN. SPACING FTR FTR MN SPACING FTR FTR MN SPACING FTR FTR LAN SPACING FTR FTR M!FN SPACIK3 FTR F'TR MIN 9PACINO FTR FTR MIN. MAX COL.COL" OTIER9 V V COl Nr Y COL. Y Y COL •d' V COL V V COL V •C ox Y V COI. V Y COI. SF) BIT 1Ga• 0/1 SLAB TYPE TYPE TYPE TYPE TYPE FT) N TINE TYPE TYPE S'-7 22 ,s C 1r-a 2a 22 C 9-2" 25 18 C r 30 4 S-,0" 4'-1a' g 8'-T 25 20 C 5 41-9 4'-10" T-10' 23 21 C 16'-10" 30 28 E 27-117 31 30 E 4'-10 22 15 C _I( 25 22 C r-7 25 19 C 6 T5" 23 22 C 1T-7' 30 30 E 20'-10' 32 32 E 4'-8' 22 15 C T-10" 23 ?2 C TS" 23 19 C r 7 T-0" 23 22 C 1a'3" 31 31 E 25-7' 34 34 E 15.11" 31 31 E 1V-" 32 32 E a-10" 23 20 C T g v4r 23 23 C 1r_r 32 32 E 2r-1" 36 36 E 1r-1P 32 32 E 1S-1• 34 34 E r p V4r 25 24 D 18'-10" 33 33 E 27-1' 37 37 F 14'-0• 33 33 E Ir4r 35 35 E 1(y 10 V3` 25 25 D 1a'3" 34 34 E 27-C 38 38 F 17-4' 33 33 E 1a'-2" 35 35 E 11 11 a'-0" 28 25 D 155" 34 34 E 21'-r 38 38 F 17-r 34 34 E 1S5" 30 38 F 17 12 5-10' 26 25 D 15'3" 35 95 E 21'-0" 39 39 F 17-2" 36 35 E 1r-9• 37 37 F 17 13 1r-10" 38 36 E 20'S" 40 40 F 11'-0• 3a 3a E 1r-7' 38 38 F 1r 14 Ira" 37 37 IF 19'$ 40 40 F 11'3' 30 38 E IT-W 38 39 F Ir 23 17 40 r 4 19 C 4 i 11" 25 5 T-7 23 21 C 1V4" 29 27 E 19'-10" 30 29 E 4'-0 22 15 C T-1• 23 20 C T-2" 23 18 C 5 1/'-11• 20 29 E 1V-2" 31 31 E 65" 23 18 C 9 8 8 9" 23 21 C T 7 a'S• 23 22 D 18'-r 30 90 E 27-10" 33 33 F 13'-10" 30 30 E 1V-0" 32 32 E a' g V-1" 23 23 D 16'-10" 31 31 E 21'-10" 34 34 F 17-11' 31 31 E 15-r 33 33 E y p SAM 25 23 D IT_r 32 32 E 21'-0" 35 35 F 17-7 31 31 E 14'-10" 33 33 F 1(7 10 S-0" 25 24 E 11'-0" 33 33 F 20M3' 37 37 f 11'-T 33 33 E 1r-0 34 34 F 11' 11 94" 28 25 E 1r-r 34 34 F 194" 37 37 F 11'-0' 33 33 F 17-V 35 35 F 17 12 SJ" 26 25 E 17-10" 34 34 F 1V-1" 36 36 F 10'-r 34 34 F 17-to" 35 35 F 4'o , C 29 4 -V 18 5 S-0" 22 17 D S 5 V3" 23 20 D60 13' " 28 27 E 18' 30 E-r 30 6 g 6-10" 22 20 D 17J'• 20 29 E 14'-10" 31 31 F T 7 V-r 23 21 E 1r4' 31 31 E 17-11" 35 35 F 11'_r 30 30 E 1749" 33 33 F V a S1" Z3 22 E 17-10' 32 32 E 1V-1" 38 38 F 10'-7' 32 32 F 17-10" 34 34 F 9 p 5-1" 25 23 E 17-C 34 34 E 16-C 39 30 F 10'-0" 33 33 F 17-2" 36 38 F 10 10 r-11" 25 22 E 17-10" 34 34 E 1T-' 40 40 F 9`4" 34 34 F 11'5" 35 35 F COLUMN SCHEDULE M1X COLUMN SCHEDULE FOR FREESTANDING COl FOR ATTACHED PATIO COL STRUCTURES AND I TERMEDIATE COLUMNS FOR GENERAL METHOD FOR USING THESE TABLES F R ATTACHED H HOW MULTISPAN sTxurnNRes 1 CHOOSE FREESTANDING OR ATTACHED,COMMERCIAL OR PATIO STRUCTURE. A 0 024'x]'SQUARE ALUM COLUMN t t'a' COLUN NOTES 2 CHOOSE PROJECTION.WIDTH.OVERHANG,WIND LOAD AND LIVE LOAD. B 0 Dar x 1 I?SQUARE ALUM e'-a• E B-r MAX COLD N HEK)R 3 FIND TRIBUTARY WIDTH FROM TABLE 2.6 AND DRAWINGS ON t75Cl2 OF"STRUCTURAL CONFIGURATIONS'. SCROLL CCIIUMN F 11•MAX.COLUMN LENGTH 4 CHOOSE A PANEL FROM SHEET 1 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS B 0.02r x 3•SOLARE ALUM COLUMN 11'a' G t7 MAX COL.MI LENGTH 5 CHOOSE A HEADER FROM SHEETS 25 THAT HAS ADEQUATE COLUMN SPACING C r CLOVERLEAF ALUM.0 04T 17d H 17 MAX.COLUMN LENGTH a USE THE FOOTER SIZE SHOWN_ D FLUTED COLUMN ALUM 0.0BZ• 17-0• TABLE 2 4 7 FOR SINGLE SPAN ATTACHED PATIO,USE THE POSE SFNOWIN. E r CLOVERLEAF STEEL 0 04r 17a• ALL COLUWa MAY BE REPLACED WITH A STRONGER COLUMN LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. F r SQUARE STEEL COLUMN 174r 'A MAY BE REPLACEDW/B-J 8 FIND THE DIC SPACING OF WALL CONNECTIONS ON TABLE 6 5 0 C SQUARE STEEL COLUMN 174r T MAY BE REPLACED WI C.J,ETC 9 FNND THE NUMBER OF PANEL TO HEADER FASTENERS ON TABLE A OF 97CD04 DETAIL'AE H 5'SQUARE STEEL COLUMN 17-0• LINEAR INTERPOLAT FOR ALL CALCULATIONS IS ALLOWED 10 FIND THE APPROPRIATE DETAILS ON I7CD01 TO STCDOS J r SQUARE STEEL COLUMN tza FOR CONCRETE PATIO SLABS FOLLOW 1.4 ABOVE 5 CHOOSE A COLUMN LENGTH IF USING COLUMN"A•(V-0"OR 10'-ff) SCHEDULE OF MAX COLUMN SPACING FOOTING SIZE AND COLUMN TYPE FOR PAT10 APPLICATIONS a FIND THE MAXIMUM COLUMN SPACING ON SLABS FROM TABLE 2 1 LIVE TRIG G.036:3 x>r fffiADER 0 ar x 1•x tr Fff'ADFJI DOUBLE 0.032•x Z'x 6'HEADER 7 CHOOSE A HEADER(TABLE 2.1 OR 2 5)THAT HAS THE SAME OR GREATER LOAD WIDTH MAX CONS FOOTER SIZE MAX CCNS.FOOTER!AZI, MAX CONS FOOTER SIZE COLUMN SPACING FOR THAT TRIB WIDTH AND LIVE AND WIND LOAD COLUMN FREE ATTACHED COLUMN FREE ATTACHED COLUMN FREE ATTACHED 6 USE COLUMN TYPE'Er OR STRONGER(UNLESS USING COLUMN"A'j SPACING FTR FTR MN. SP FTR FTR MN SPACING SPAC FTR FTR MIN 9 FOLLOW STEP 8,9 AND 10 ABOVE y COL Ja COL '� COL TRIBUTARY WIDTHS FOR SIFIGLE SPAN ATTACHED STRUCTURES (FT) (FT) (M R4 TYPE (FT) (W) (M TYPE (FT1 (18 (M TYPE FOR GIVEN PROJECTION AND OVERHANG(ROUNDED 70 N 80►PH WNDSPEED LESS THAN 17 B PROD OVERHANG(FT) 10 4'-0" 12'-1" 27 23 A 14'-1" 28 24 B 13'-3" 27 23 (FT) 0 1 2 3 4 5 e 7 B 5-T 1U'-9" 29 23 B 17-7" 27 25 B 11-10" 26 24 B 8 3 4 4 5 WA WA WA WA WA 6'-17' V-10" 25 24 B 11Ar 26 25 C 10'-r 26 25 B 7 4 4 5 5 WA WA WA WA WA T-T 7_1" 25 25 B 10'-7- 26 26 C IV-U" 25 25 C g 4 5 5 a a WA WA WA WA V-(r V-7' 25 25 B 7-11" 28 26 C V-4• 26 28 C p 5 5 6 8 7 WA WA WA WA 9-0• T3" 25 25 B V-r 27 27 C 6-10" 26 20 C 10 5 a a 7 7 8 WA WA WA 10'-O• 64' 25 25 B 5-10" 27 27 C 9-41 27 27 C 11 8 a 7 7 a a WA WA WA 20 4'-0" V-T 25 20 B 10-2" 26 21 C V-7• 25 21 C 12 a 7 7 8 8 9 9 WA WA V_T V-10" 23 20 B V-1" 25 22 C 8� 25 22 C 13 7 7 a a 9 9 10 WA WA &-(r 65" 22 20 B V-r 25 23 C 7-0 23 22 c 14 7 8 a 9 9 10 10 11 WA r-0" r-10" 23 20 B Td' 23 23 C T3" 23 23 C 15 a 8 0 9 10 10 11 11 WA 9-0" 93" 23 21 B v4r 23 23 c V_r 23 23 C 18 6 9 9 10 10 11 11 12 12 n G V-T e'•o" 25 23 C ar 25 24 C 10-0- SS 25 24 C V_V 25 24 C 17 9 9 10 10 11 11 12 12 13 'n zs 4'-0 9-11' 23 18 B 9-7' 25 21 C 8'-r 25 20 C 18 9 10 10 11 11 12 12 13 13 -0 5'S 22 19 B 8.7 25 22 C T-0" 23 21 C S 19 10 10 it 11 12 12 13 13 11 Q. V-(r NJ" 22 19 B T3" 23 22 C 7-0" 23 21 C 20 10 11 11 12 12 13 13 14 14 T-0" V3" 23 22 C V_r 23 22 C 21 11 11 12 12 13 13 14 14 15 ` �1, g� S.5" 23 22 C S4r 23 22 c 22 11 12 12 13 13 14 14 15 15 CD V-T N-10" 25 22 C S-2" 25 23 C 23 12 12 13 13 14 14 15 15 1a W /�� 1d-0" - r-r 25 22 C 24 12 13 13 14 14 15 15 18 18 NQ 2 70 320 30 4'-0' 5-9" 22 17 B W-1' 25 20 C T-10• 23 10 C 25 13 13 14 14 15 1s 1a 1E 17 "'WIN 5'-0" r-r 22 18 B Tj" 23 21 C Tor 23 20 C 28 13 11 11 15 15 to 1a 17 17 S-0- r-1• 23 21 C V5` 23 2t C 27 14 14 15 15 1a 18 17 17 18 T-T S3" 23 21 C 5'-r 23 21 C 2a 14 15 15 18 19 17 17 18 19 r-r 23 21 c r-10" 23 21 c 29 15 15 18 1a 17 17 18 1a 19 �f �l V I L \C 8'-0" 30 15 18 18 17 17 1a 18 19 /9 c 40 4'-T rJ" 22 16 B T-11• 23 18 C g-10 23 18 C 31 19 18 17 17 18 18 19 19 20 cj CALI� g� 5'e 22 19 C 5-10• 22 19 C 32 Is 17 17 1a 1a 19 19 20 20 g-T r-r 22 19 c 9-11" 22 19 c 1'S 22 18 C C 4'-11" 22 16 33 17 17 18 1a 19 19 20 20 21 34 17 to 1a 19 19 20 20 21 21Q� A� 35 16 1a 19 19 20 20 21 21 22 Vlj[j� 39 16 19 19 20 20 21 21 22 22 37 10 19 20 20 21 21 22 22 23 1140 ALL PRO DRIVE 35 19 20 20 21 21 22 22 23 23 ELKHART, IN 46514 39 20 20 21 21 22 22 23 23 24 ICBO ES EVALUATION REPORT ER-2621P 40 20 21 21 22 22 23 23 24 24 HEADER SPANS.COLUMN SPACING, 41 21 21 22 22 23 23 24 24 25 FOOTER SIZE AND COLUMN TYPE FOR 42 21 22 22 1 QE 23 24 24 25 25 FREESTANDING A D ATTACHED 2 THIS TABLE MAY BE USED FOR COMMERCIAL,PATIO OR LATTICE STRUCTURES SHEET 3 OF 8 DATE,2 11 2000 p3-(SC�o 3.0 FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES % LIVE TRIG •'I■EAM 7 1 SEAM I 1 D' I SEAM LIVE TRIO !'CLOVERLEAF STEEL HEADER ■'STEEL C SEAM 10'STEEL C SEAM TR1B LIVE PRO- S 1/2'EXTRUDED HEADER LOAD YWK TH MAXECONS.TOOTER SIZE MAX CONS FOOTER SIZE 1W( CONS FOOTER S� LOAD WDTH MAX CONS FOOTER S>ZF MAX CONS FOOTER SIZE MAX CONS.FOOTER SIZE Y111DTH LOAD JEC- MAX CONS.FOOTERSIZE COLUMNANgN(', ATT COLUMN FREES-Tk4*JG ATT OOLUMN FREESTANDING ATT COLUMN FREFSTMIDNG ATT COLUMN FREESTANW�G ATT COLUMN fFMREFSTANDONG ATT TION COLUMN FREESTANDNG ATT SPACIK3 1T FTR SPACING f-OOTE�."? Rf+ FTR3PACIG FOOTER%r I FTR SPACING POOL Ek 1T FTR SPACING FOOTER-C' IN FTR SPAGNOR"d' IN FTR SPACING TOOTER"Q" IN FTR fTS '� COLUMN hF{3tTTS "d COLUMN HEK3hfTS 1T COLUMN HEIGHTS "d COLUMN HEIGHTS "d' HEIGHTS v- COLUMN HEIGHTS "d'TSF) TT) 1S 18 !!7 11' tS' 1Nl !7' t1' 15, I E7' 11' 1S 1S 87 11' 15' 1d 15 18 IN a7' 11' 15' 18 N 70 MPH EXPOSURE B 70 MPH EXPOSURE B 70 MPH EXPOSURE B 20 4' 24'-3" 26 28 30 31 24 29'-0" 27 29 31 33 26 4d-11" 29 31 34 36 29 20 4' 9-0" 20 22 24 25 18 25'3" 26 28 30 31 25 34'-8" 28 30 33 34 27 4' 20 6 11'-2" 21 23 25 26 19 5' 274r 26 27 29 31 26 26-11" 27 28 31 32 27 3T-11" 30 31 33 35 30 6 6-11" 20 22 24 25 19 23'S" 26 27 29 31 26 37-3" 29 30 32 34 29 5 9 1d�" 21 23 25 26 19 6 20'-11" 28 28 29 30 28 254 28 28 30 31 18 36-V 32 32 33 34 32 6 8'-2" 20 22 24 25 20 27-0" 27 27 29 30 27 3d4" 30 30 32 33 30 6 1d 1d-O" 20 22 24 25 19 T 19-4" 27 27 26 29 27 274r 29 29 29 31 29 37•3" 33 33 33 34 33 T r-(r 20 21 22 23 20 2d-11" 28 28 29 30 28 26-10" 31 31 31 33 31 T 11' 94r 21 23 25 26 20 6 16-1" 28 28 26 29 28 21'-11" 30 30 30 30 30 31'-1" 34 34 34 34 34 6 T-0" 21 21 22 23 21 2d-0" 29 29 29 29 29 27"-C 32 32 32 32 32 6 17 9-1" 21 23 25 26 21 6 1 T-1" 28 28 28 29 28 20'-r 30 30 30 30 30 29'-4" 34 34 34 34 34 9 6-r 21 22 24 25 21 19-2* 30 30 30 30 30 26-0" 33 33 33 33 33 9' IT 64" 22 24 26 27 20 1d 16-2" 29 29 29 29 29 19 4r 31 31 31 31 31 27-9" 35 35 35 35 35 1 d 6-4" 22 22 24 25 22 16-2" 30 30 30 30 30 25-7" 34 34 34 34 34 10' 14' I 6b" 1 22 24 26 27 21 11' 15-W 30 30 30 30 30 16-0" 31 31 31 31 31 26-2" 35 35 35 35 35 11' 6-0" 21 23 25 26 21 1 T-4" 31 31 31 31 31 24'-" 34 34 34 34 34 11' 15! 6-1" 23 25 27 28 21 17 14'-W 30 30 30 30 30 IT-1 1" 32 32 32 32 32 25-1" 36 36 36 36 36 12' 60 21 23 25 26 21 16-7" 31 31 31 31 31 24'-1" 36 36 36 36 36 17 16 T-10" 23 25 27 28 21 IT 14'-2' 31 31 31 31 31 1T-3" 33 33 33 33 33 24'-1" 36 36 36 36 36 13' S-0" 22 24 26 27 22 15-11" 31 31 31 31 31 2T 4" 36 36 36 36 36 13 17 T-T 24 25 27 29 21 14' I Tor 31 31 31 31 31 16-7' 33 33 33 33 33 23'-2" 37 37 37 37 37 14' 64" 22 24 26 27 22 16-4' 32 32 32 32 32 22'4" 36 36 36 36 36 14' 70 MPH EXPOSURE C 15 17-2" 31 31 31 31 31 16-0" 34 34 34 34 34 27-0" 37 37 37 37 37 13 5!-2" 23 25 27 28 23 14'-10" 32 32 32 32 32 21'-9" 37 37 37 37 37 15' 20 8' 11'-2" 25 26 28 30 19 16' 17-V 31 31 31 31 31 IF-I 34 34 34 34 34 21'-8" 137137137137137 16' S-0" 1241251271281 24 14'-r 33 33 33 33 33 21'-0" 1371371371371 37 18 9 1d 6" 25 26 28 30 19 70 MPH EXPOSURE C 70 MPH EXPOSURE C 10' 1(7-0" 23 25 27 28 19 20 4' 24'-3" 30 32 34 36 24 29-T 31 33 36 37 26 39-6" 33 36 38 40 29 20 4' 9-9" 23 25 27 28 18 23'-3" 29 31 34 35 24 34'-1" 32 35 37 39 27 4' 1V 9$ 25 26 28 30 20 S 27-0" 29 31 34 35 26 26-11" 30 32 35 37 27 36-4" 32 35 37 39 30 6 6-11" 23 25 27 28 19 2d-10" 29 31 33 35 25 39-0" 32 34 36 38 28 S 17 9-1" 25 26 28 30 21 6 2d-11" 29 31 33 35 27 25'-4" 30 32 34 36 28 373" 32 34 37 39 31 6 s'-r _23 25 27 28 20 19'-0" 28 30 32 34 28 2T 10' 30 32 35 37 29 6 13' 8'-9' 26 27 29 31 ZO T 19-4" 28 30 32 34 27 27-r 29 31 34 35 29 29-10" 31 33 36 37 31 T T-0" 22 24 26 27 20 1T-7" 27 29 31 33 26 25-0" 30 32 34 36 30 T 14' 6j.I" 26 27 29 31 21 6 16-1" 28 30 32 34 28 21'-11" 30 31 33 35 30 2T-11' 32 32 35 37 32 6 T-0" 22 24 26 27 21 16-0" 27 29 31 33 27 24'-1" 31 32 34 36 31 6 16 6-1" 26 28 30 32 21 9' 1 T-1' 29 29 31 33 29 20'-r 30 31 33 35 30 264" 33 33 35 37 33 9 64" 23 25 27 28 21 154r 28 28 30 32 28 27-T 31 31 34 35 31 9 16 T-10" 26 28 30 32 21 10' 16-2" 29 29 31 33 29 194r 31 31 32 34 31 25-0" 33 33 34 36 33 1d 6-4" 23 25 27 28 22 14'-9" 28 28 30 32 28 21'-7' 32 32 33 35 32 1d 17" 1 T-T 1 27 29 31 33 21 11' 15-' 30 30 30 32 30 16-V 31 31 32 34 31 24'4" 34 34 34 36 34 11' 6-0" 25 26 28 30 21 14'-0" 28 28 29 31 28 2d-7" 32 32 33 35 32 11, 90 MPH EXPOSURE B 17 14'4" 30 30 30 32 30 IT-11" 32 32 32 33 32 274r 35 35 35 35 35 17 S-9" 25 26 28 30 21 13'S 29 29 29 31 29 19 4r 33 33 33 34 33 17 20 8' 11'-2" 24 26 28 29 22 13 14'-2" 31 31 31 32 31 1T3" 33 33 33 33 33 274" 35 35 35 35 35 17 64r 26 27 29 31 22 17-11" 29 29 29 31 29 16-11" 33 33 33 34 33 13 9 1d3" 24 26 28 29 22 14' 174r 31 31 31 31 31 16-7' 33 33 33 33 33 21'4" 36 36 36 36 36 14' S-4" 26 27 29 31 22 17-0" 30 30 30 31 30 163" 34 34 34 34 34 14' 1d 1(7-0" 23 25 27 28 22 15 17-2' 31 31 31 31 31 16-0" 34 34 34 34 34 21'-0" 37 37 37 37 37 15' 6-2" 26 28 30 32 23 17-0' 31 311311321 31 1 1T-7" 34 34 34 34 34 16 11' 9-6" 24 26 28 29 23 16 I 17-0' 1311311311311 31 1 16-0" 134134134134 34 2d-4" 37 37137 37 37 16 S-0" 1261281301321 24 11'-7" 131131 31 32 31 1T-0" 1351351351351 35 16 17 9'-1" 24 26 28 29 24 90 MPH EXPOSURE B 90 MPH EXPOSURE B IT 6-9" 25 27 29 31 24 20 4' 24'3" 30 32 34 36 28 29-0" 31 33 35 37 30 4d-1" 34 36 39 40 34 20 4' 9-9" 23 25 27 28 21 23-7" 29 31 33 35 28 34'-T' 32 34 37 39 32 4' 14' 6-5" 25 27 29 31 24 S 27-0" 30 32 34 36 30 26-11' 31 32 35 36 31 36-10" 35 35 37 39 35 5' 6-11" 23 25 27 28 22 21'-1" 29 30 33 34 29 3d-11" 33 33 36 38 33 S 16 6-1" 26 28 30 32 25 6 20'-11" 31 31 33 34 31 25-4" 33 33 34 36 33 37-0" 36 36 37 38 36 6 6-2" 23 25 27 28 23 193' 30 30 32 33 30 28'-3" 34 34 35 37 34 6 16 T-10" 26 28 30 32 24 T 19-4" 32 32 32 33 32 23 4" 34 34 34 35 34 3d-3" 37 37 37 38 37 T TS 23 23 25 27 23 1 T-10" 31 31 31 33 31 26-2" 35 35 35 36 35 T I IT I T-7" 1 27 29 31 33 25 6 16-1' 33 33 33 33 33 21'-11" 34 34 34 34 34 264" 38 38 38 38 38 6 T4" 24 24 25 27 24 164" 32 32 32 33 32 24'-5" 36 36 36 36 36 8' 90 MPH EXPOSURE C 9 1T-1" 33 33 33 33 33 20'4" 35 35 35 35 35 264" 39 39 39 39 39 9' 6-r 24 25 27 28 24 16-V 32 32 32 32 32 2T-1" 37 37 37 37 37 9 20 8' 11'-2" 28 30 32 34 23 1d 16-2" 34 34 34 34 34 19'4" 36 36 36 36 36 25-4" 39 39 39 39 39 1d 64" 25 25 27 28 25 14'-11" 33 33 33 33 33 21'-10" 37 37 37 37 37 1d 9 I0r-r 28 30 32 34 23 11' 16-W 34 34 34 34 34 16-V 36 36 36 36 36 24'-10" 40 40 40 40 40 11' 6-0" 25 26 28 29 25 14'-3" 34 34 34 34 34 2d-10" 38 38 38 38 38 11' 1d 1d-0" 27 28 31 32 23 17 14'-W 35 35 35 35 35 1T-11" 37 37 37 37 37 27-10" 41 41 41 41 41 17 S-9" 25 26 28 29 25 17-7' 34 34 34 34 34 2d-0" 38 38 38 38 38 17 11' 9146" 28 30 32 34 24 IT 14'-2" 36 36 36 36 36 1T3" 38 38 38 38 38 27-10" 41 41 41 41 41 17 5'-" 26 27 29 31 26 13'-1" 35 35 35 35 35 19'-2" 39 39 39 39 39 IT 17 9-1" 28 30 32 34 24 14' 13 4r 36 36 38 36 36 16-7' 38 38 38 38 38 27.0" 42 42 42 42 42 14' S-4" 27 27 29 31 27 17-7" 35 35 35 35 35 164r 40 40 40 40 40 14 IT 6-9" 29 31 33 35 24 16 13'-7 37 37 37 37 37 16-T 39 39 39 39 39 21'-3" 431431 43 43 43 15 5'-2" 27 28 30 32 27 17-2- 36 36 361361 36 1 T-10" 40 40 40 40 40 15 14' 65" 29 31 33 35 25 16 1749" 36 36 36 36 36 16-r 39 39 39 39 39 2d-7 43 43 43 43 43 16 5-0" 28 28 30 32 28 11'4r 35 35 35 35 35 1T-3" 41 41 41 41 41 16 70 MPH EXPOSURE B AND C 90 MPH EXPOSURE C 90 MPH EXPOSURE C 25 8' 1d-0" 23 25 27 28 18 20 4' 22'-0" 33 35 38 40 28 24'-11" 34 36 39 41 29 3d-7" 36 38 41 43 31 20 4' 9-9" 27 28 31 32 21 1T-11" 31 33 36 37 26 26-3" 35 37 40 42 30 4' 9 9-5" 23 25 27 28 19 S 2d-1' 33 35 37 39 30 27-4" 33 35 38 40 31 2T-4" 35 37 40 42 33 S 63" 27 28 31 32 22 16-0" 30 32 35 36 27 2T-6" 33 35 38 40 31 S 1d 6-11" 23 25 27 28 19 6 16-C 32 34 37 38 30 2d-4" 33 35 37 39 32 24'-11" 34 36 39 41 33 6 8'-0" 25 27 29 30 23 14'-7" 30 32 35 36 28 21'-S" 33 35 37 39 32 6 11' 6-6' 25 26 28 30 19 T 1T-0" 31 33 38 37 31 16-10" 32 34 37 38 32 23'-1" 35 35 38 40 35 T T-5" 25 27 29 30 24 13-ir 29 31 33 35 29 19-10" 33 34 37 38 33 T 17 6-2' 25 26 28 30 20 6 16-11" 32 32 35 36 32 1T4" 33 33 36 37 33 21'-7" 35 35 37 39 35 6 6-11" 25 27 29 30 24 17-W 30 31 33 35 30 16-7" 34 34 37 38 34 6 IT T-10" 26 27 29 31 20 MAR 0 3 2000 9' 15-0^ 32 32 35 38 32 16-7" 34 34 36 37 34 2d-4" 36 36 37 39 36 9 6-7' 27 28 31 32 25 11'-11" 30 30 32 34 30 1T-0" 34 34 36 37 34 9 14' T-0" 26 27 29 31 20 1117 14'-r 33 33 35 36 33 1 S-0" 34 34 35 36 34 19'-4" 37 37 37 38 37 1 d 6-r 27 28 31 32 26 11'-4" 31 31 32 34 31 16-7" 35 35 36 37 35 ICY 16 T-3" 26 28 30 32 20 11' 13'4" 34 34 34 35 34 16-0" 35 35 35 36 35 16-10" 37 37 37 38 37 1V 5-11" 28 30 32 34 25 10'-9" 31 31 32 34 31 16-10" 35 35 35 36 35 11' 1& 7-0" 26 28 30 32 20 _ 17 13'-0" 34 34 34 35 34 14'-0" 36 36 36 36 36 16-1" 38 38 38 38 38 17 6-0" 28 30 32 34 25 1d-4" 32 32 32 34 32 15-2" 36 36 36 36 36 12' TABLE 3.2 , 13' 17-5" 35 35 35 35 35 17-10" 36 36 36 36 36 17-4" 39 39 39 39 39 1T S-6" 29 31 33 35 26 9-11" 32 32 32 32 32 14'$ 37 37 37 37 37 13' ALL FOOTERS LISTED ARE CONSTRAINEn. 14' 17-0" 35 35 35 35 35 17 4" 37 37 37 37 37 1648" 39 39 39 39 39 IV 5'3" 29 31 33 35 27 9'-7" 33 33 33 33 33 14'-0' 37 37 37 37 37 14' TO USE NONCONSTRAINED FOOTERS 15 1 V-7" 36 36 38 36 36 17-10 37 37 37 37 37 16-r 401401401401 40 15' S-1" 130 32 35 36 27 9'3" 33 33 33 33 33 134r 371371 371371 37 16 SEE TABLE ON SHEET 2 OF 8 16 11'3" 36 36 36 36 36 173" 37 37 37 37 37 15-T 40 40 40 40 40 16 4'-11" 30 321351361 28 6-11" 133133 33 33 33 13'-1" 38 38 38 38 38 16 70 b 90 MPH EXPOSURE B / 70 MPH EXPOSURE C 70 b 90 MPH EXPOSURE B TABLE 3.1 25 4' 223" 29 31 34 35 28 26-11" 30 32 35 37 29 37-11" 33 35 38 40 33 25 4' 9-0" 23 25 27 28 20 23'-5" 29 31 33 35 28 37-3" 32 34 37 38 31 4'S 20r-7' 29 31 33 35 29 26-0" 31 32 34 35 31 363" 35 35 37 39 35 5 6-0" 22 23 25 27 21 21'-1" 28 30 33 34 29 29-11" 33 33 35 37 33 S 6 16-0" 30 30 32 34 30 22*4r 32 32 34 35 32 37-2" 36 36 37 39 36 6 T-4" 22 23 25 27 22 19'-3" 30 30 32 33 30 26-2" 34 34 35 37 34 6 T 1T4" 31 31 31 33 31 21'-1" 33 33 33 35 33 29'-9" 37 37 37 37 37 T 64" 22 23 25 27 22 1T-10" 31 31 31 33 31 26-2" 35 35 35 38 35 T 6 163" 32 32 32 33 32 19-' 33 33 33 34 33 27m-10" 37 37 37 37 37 6 EU 6-4" 23 23 25 27 23 16-r 32 32 32 33 32 24'-5" 36 36 36 36 36 6 LM(;PRODILM INC. / I •�'` �� 9 15 4" 32 32 32 32 3Z 18'-T' 34 34 34 34 34 263" 38 38 38 38 38 9' 6-0" 24 25 27 28 24 160 32 32 32 32 32 27-1" 37 37 37 37 37 9' 1 140 ALL PRO DRIVE 10 lV4r 33 33 33 33 33 1T4" 35 35 35 35 35 20-11" 39 39 39 39 39 101' 6-0" 25 25 27 28 25 14'-11" 33 33 33 33 33 21'-10" 37 37 37 37 37 1d ELKHART, IN 46514 I V 13'-10" 33 33 33 33 33 16-10" 35 35 35 35 35 274r 39 39 39 39 39 11' S-0" 25 26 28 29 25 14'3" 34 34 34 34 34 2d-10" 38 38 38 38 38 11' IC80 ES EVALUATION REPORT ER-2621 P 17 13'3" 34 34 34 34 34 16-1" 35 35 35 35 35 22'4" 40 40 40 40 40 17 S-2" 26 26 28 29 26 17-7" 34 34 34 34 34 2U4r 38 38 38 38 38 17 HEADER SPANS,COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR 17 174" 34 34 34 34 34 15$' 38 36 36 36 36 21'4" 41 41 41 41 41 IT 4'-11" 25 27 29 31 25 13'-1" 35 35 35 35 35 17-r 39 39 39 39 39 13 FREESTANDING AND ATTACHED 14' 17-735 35 35 35 35 14'-11" 37 37 37 37 37 20'-10" 41 41 41 41 41 14' 4'-r 26 27 29 31 26 17-r 35 35 35 35 35 164r 40 40 40 40 40 14' COMMERCIAL STRUCTURES SHEET 4 OF a DATE: 2 6 2000 15 1 11'-10" 35 35135135 1 35 1 14'-8' 130 1381381381 38 1 20'-2" 1421421421421 4211 1 is I 4'-T 26128130132 20 17-T 36 36 36 38 36 1 T-10•14ol 40 4c)l 40 40 1 16 3.0 FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES LIVE TRIO •'i MEAN 'f.SEAM 'o, i MEAN LIVE TRIO a CLOVERLEAF fTEEL HEADER M'{TEFL C YE.m IO'ST EL C YEAH TRIO LIVE PRO S 1/f'C.TRU OED HEADER LOAD WIDTH MAX. C;ONS FOOTER SIZE MAX GONS.FOOTER SUE MAX CONS FOOTER SIZE LOAD WIDTH MAX CONS FOOTER SRE MAX CONS FOOTER SIZE MAK CONS FOOTER SIZE WIDTH LOAD JEC- MAK CONS FOOTER SIZE COLUMN FREESTANDING, ATT COLUMN FREESTAHORJG ATT COLUMN FREESTAADMK> ATT COLUMN FREESTANDING ATT COLUMN FREESTANDING ATT COLUMN FREESTANDWG ATT T10N COLUMN FREESTMlDING ATT SPACING FOOTER"? FTR SPACING FOOTER'd FTR SPACING FOOTER`? FTR 9PACING FOOTER'd' FTR SPACNXi FOOTER-Cr INS FTR SPACING FOO7ER•d' W SPACNG FOOTER"tl- IN FTR COLUMN HEIGh(iS "d' COLUMN HPEPTS 'd COI UMN HEX3FfTS "d COLUMN HEIGHTS 'd COLUMN NEX3fT5 ^d' COLUMN HEIG/(TS "d' COLUMN HEIGRS P 6T' 11' 15 16' 8T 11' 15' 1C ICT 11' IT 1d IT 11' 15' 1!' !'T' 11' 15' te' (IN) 8'T 11' 15' 1C IN P d'T 11' 15' 1d' W 90 MPH EXPOSURE C 70 MPH EXPOSURE C 90 MPH EXPOSURE B 25 4' 27-T 33 35 38 40 28 24'-11" 34 36 39 41 29 30'-T 36 38 41 43 31 25 4' 9-0" 23 25 27 28 17 23-3" 29 31 34 35 24 37-3" 32 34 37 39 27 4' 25 6 19-0" 23 25 27 28 21 5 20'-1" 33 35 37 39 29 27-4" 33 35 38 40 31 27-4" 35 37 40 42 33 5 6-0" 22 24 26 27 18 20'-10" 29 31 33 35 25 29-11" 31 33 36 37 28 5' 9 9-5" 23 25 27 28 22 6 16-4" 32 34 37 38 30 2117-4" 33 35 37 39 32 24'-11" 34 36 39 41 33 6 T-4" 22 24 26 27 19 19'-0" 28 30 32 34 26 27'-10" 30 32 35 37 30 6 10' 6-11" 23 25 27 28 22 T 1T-0" 31 33 38 37 31 16-1Q' 32 34 37 38 32 27-1" 33 35 38 40 35 T 64r 22 24 26 27 19 17'-7' 27 29 31 33 26 25-9" 30 32 34 36 30 7' 11' 6$ 24 26 28 29 22 8 15-11" 32 32 35 36 32 1T-8" 33 33 36 37 33 21'-7" 35 35 37 39 35 8' 6-4" 22 24 26 27 20 16-5" 27 29 31 33 27 ZCA' 31 32 34 36 31 8' 17 8'-2" 24 26 28 29 23 9' 15-0" 32 32 35 36 32 16-7' 34 34 36 37 34 20'-4" 36 36 37 39 36 9 6-0" 23 25 27 28 20 15$ 28 28 30 32 28 27-9" 31 31 34 35 31 9 13 T-10" 25 27 29 31 23 10' 14'-2' 33 33 35 36 33 157-0" 34 34 35 36 34 19-4" 37 37 37 38 37 10' S-8" 23 25 27 28 21 14'-9" 28 28 30 32 28 21'-7" 32 32 33 35 32 10' 14' I T$ I 25 27 29 31 23 11' 13'4r 34 34 34 35 34 154" 35 35 35 36 35 16-10" 37 37 37 37 37 11' 6-5" 25 26 28 30 21 14'-0" 28 28 29 31 28 W-T 32 32 333235 32 11' 15 T-3" 26 28 30 32 23 17 13'-0" 34 34 34 35 34 14W 35 35 35 35 35 18'-1" 38 38 38 38 38 17 6-2" 25 26 28 30 22 13'S 29 29 29 31 29 19'$ 33 33 33 34 33 17 16 T4r 26 28 30 32 23 17 17-5" 35 35 35 35 35 13'-1Q' 35 35 35 35 35 17-4- 38 38 38 38 38 13' 4'-11" 26 27 29 31 21 17-11" 29 29 29 31 29 16-11" 33 33 33 34 33 13' 90 MPH EXPOSURE C-0 14' 17-Cr 35 35 35 35 35 17-4 36 36 36 36 36 16-8" 38 38 38 38 38 14' 4'-9" 26 27 29 31 22 17-5' 30 30 30 31 30 18'-3" 34 34 34 34 34 14' 25 8' 1 d-0" 27 28 31 32 21 15 1 V-7" 36 36 36 36 36 17-10" 36 36 36 36 36 16-2" 39 39 39 39 39 15 4'-T 26 28130 32 22 12' " 30 30 30 30 30 1 T-T 34 34 34 34 34 15 9 9-5" 27 28 31 32 22 70&90 MPH EXPOSURE B /70 MPH EXPOSURE C 90 MPH EXPOSURE C 10' 6-11" 27 28 31 32 22 30 4' 21'-1" 29 31 34 35 27 26 4" 30 32 34 36 29 35-9" 32 35 37 39 32 25 4' 9-T 27 28 31 32 21 1T-11" 31 33 36 37 26 26-3' 35 37 40 42 30 4' 11' 6-0" 28 30 32 34 23 5 16-1U" 28 30 32 34 28 22'-10" 30 31 34 35 30 37-3" 34 34 37 39 34 5 6-0" 25 27 29 30 21 16-U" 30 32 35 36 27 23$ 33 35 38 40 31 5 17 6-2" 28 30 32 34 24 6 1T-2" 29 29 31 33 29 2U-1U" 31 31 33 35 31 29-5" 35 35 36 37 35 6 T4" 25 27 29 30 23 14'-7' 30 32 35 36 28 21'-5" 33 35 37 39 32 6 13' 7"-10" 29 31 33 35 23 T 15-11" 30 30 30 32 30 19-4" 32 32 32 34 32 2T-3" 36 38 36 37 36 T 6-9" 25 27 29 30 23 17$ 29 31 33 35 29 19-10" 33 34 37 38 33 T 14' 1 T$ 1 29 31 1 33 35 24 6 14'-10" 30 30 30 32 30 18'-1" 33 33 33 34 33 25'$ 36 36 36 36 36 6 6-4" 25 27 29 30 24 174r 30 31 33 35 30 16-7" 34 34 37 38 34 6 70 MPH EXPOSURE B 9 14'-0" 31 31 31 31 31 1 T-0" 33 33 33 33 33 24'-0" 37 37 37 37 37 9 6-0" 27 28 31 32 24 11'-11" 30 30 32 34 30 1 T4r 34 34 36 37 34 9 30 9 9'-2' 20 22 24 25 21 10' 13'4" 32 32 32 32 32 16-2" 35 35 35 35 35 27-V 38 38 38 38 38 10' 57$ 27 28 31 32 24 11'-4" 31 31 32 34 31 16-7" 36 36 36 37 36 10' 9 6-7" 20 22 24 25 21 11' 174r 32 32 32 32 32 15S 35 35 35 35 35 21'4r 38 38 38 38 38 11' 5'-5" 28 30 32 34 25 10'4r 31 31 32 34 31 16-10" 35 35 35 36 35 11' 1U' 6-2" 20 22 24 25 22 17 17-2" 33 33 33 33 33 14'4" 35 35 35 35 35 20'-7" 39 39 39 39 39 17 5-3" 28 30 32 34 26 117-4" 32 32 32 34 32 15'-2" 36 36 36 36 36 17 11' T-9" 21 23 25 26 22 IT 11'4r 33 33 33 33 33 14'-2" 36 36 36 36 36 19-10" 39 39 39 39 39 13' 5*-1" 29 31 33 35 27 7-11" 32 32 33 35 32 14'$ 37 37 37 37 37 17 1 Z T-5" 21 23 25 26 23 14' 11'-3" 34 34 34 34 34 174r 36 36 36 36 36 19-1" 40 40 40 40 40 14' 4'-11" 29 31 33 35 28 9-7- 33 33 33 35 33 14'-0" 37 37 37 37 37 14' 13' T-2" 22 24 26 27 23 90 MPH EXPOSURE C I 1 15 1 4'-9" 30 32 35 36 26 1 9-3" 33 33 33 36 33 13'-8" 1371371371371 37 1 157 14' 6-10" 22 24 26 27 23 30 4' 21'-1" 33 35 37 39 28 24'-11" 34 36 39 41 29 31'-3" 36 38 41 43 32 70&90 MPH EXPOSURE B I 1S I 6-7- 1 231 251 27 28 23 5 18'-10" 32 34 37 38 29 274" 33 35 36 40 31 29-T 35 37 40 42 33 30 4' 9-2" 23 25 27 28 20 22'-0" 28 30 33 34 27 30'-4" 31 33 36 38 31 4' 90 MPH EXPOSURE C 6 1T-2" 31 33 36 37 30 2(74" 33 35 37 39 32 25$ 34 36 39 41 34 5 7*-4" 22 23 25 27 21 20'-5" 29 30 33 34 29 28'-2" 32 33 35 37 32 5 30 8' 9-2" 27 28 31 32 21 T 15-11" 30 32 35 36 30 18'-10" 32 34 37 38 32 27-8" 35 35 38 40 35 6 6*4r 22 23 25 27 21 19-3" 30 30 32 33 30 26$ 33 33 35 37 33 6 9 8'-7" 27 28 31 32 21 6 14'-10" 31 32 35 36 31 1T4r 33 33 36 37 33 2Z-1" 36 36 38 40 36 T 6-2" 22 23 25 27 22 1T-10" 31 31 31 33 31 25-2" 35 35 35 36 35 T 10' 6-2" 27 28 31 32 22 9 14'-0" 32 32 33 35 32 16-7" 34 34 36 37 34 20'-10" 36 36 37 39 36 8' 57-T 22 23 25 27 22 164" 32 32 32 33 32 24'-1" 36 36 36 36 36 8' 11' T-9" 28 30 32 34 22 10' 13'4" 33 33 33 35 33 15'-9" 34 34 35 36 34 19-9" 37 37 37 38 37 9 6-5" 23 25 27 28 23 15-9" 32 32 32 32 32 27-1" 37 37 37 37 37 9 17 7*-5" 28 30 32 34 23 11' 174r 33 33 33 35 33 15'-0" 35 35 35 36 35 16-10" 37 37 37 38 37 10 1 5-2" 24 25 27 28 24 14'-11" 33 33 33 3333 21'-10" 37 37 37 37 37 la 13' T-2" 29 31 33 35 23 17 17-2" 34 34 34 35 34 14'-r 36 36 36 36 36 16-1" 38 38 38 38 38 11' 4'-11" 24 26 28 29 23 14'-3" 34 34 34 34 34 20'-10" 38 38 38 38 38 11' 14' 6-10" 29 31 33 35 23 17 1 T-8' 34 34 34 35 34 13'-10" 36 36 36 36 36 1 T-4" 39 39 39 39 39 17 4'4r 24 26 28 29 24 13'-T 34 34 34 34 34 2a-T 38 38 38 38 38 17 15 6-T 30 32 35 36 23 /', C S 14' 11'-3" 35 35 35 35 13'-4" 36 36 36 36 36 16-8" 39 39 39 39 39 13 4'$ 25 27 29 31 25 13'-1" 35 35 35 35 35 19'-2" 39 39 39 39 39 13 40 8' T-11" 25 27 29 30 20 �Y 70&90 MPH EXPOSURE B /70 MPH EXPOSURE C 14' 4'-4" 25 27 29 31 25 17-7" 35 35 35 35 35 18'$ 40 40 40 40 40 14' 9' r-C 27 28 31 32 21 /�� . /r <11 40 4' 164" 28 30 32 34 26 27-3" 29 31 34 35 28 30'-T' 32 34 36 38 31 70 MPH EXPOSURE C 10' T-1" 27 28 31 32 21 �c� 5 16-4" 27 29 31 33 27 19'-10" 28 30 32 34 28 2T�" 32 32 35 37 32 30 4' 8'-2" 23 25 27 28 17 22'-Cr 29 31 33 35 23 30 4" 32 34 36 38 26 4' 11' 6-9" 28 30 32 34 21 C7 6 14'-11" 27 28 30 32 27 18'-2" 30 30 32 34 30 24'-11" 33 33 34 36 33 5 T4" 22 24 26 27 18 20'-5' 29 31 33 35 25 28-2" 31 33 36 37 28 5' 17 6-5" 28 30 32 34 22 LLJ ' T 13'-10" 28 28 29 31 28 16-9" 30 30 31 33 30 27-1" 34 34 34 35 34 6 6-S" 22 24 26 27 18 19-T 28 30 32 34 26 26$ 30 32 35 37 29 6 IT 6-2" 29 31 33 35 22 N 2 8' 12'-11" 29 29 29 31 29 15'4r 31 31 31 32 31 21'-T 34 34 34 35 34 T 6-2" 22 24 26 27 19 1T-7" 27 29 31 33 26 25-2" 30 32 34 36 30 T 60 T 6-11" 25 27 29 30 19 �F1 9 1Z-2" 30 30 30 31 30 14'-10" 31 31 31 32 31 2(74" 35 35 35 35 35 8' 6-9" 22 24 26 27 19 16-5" 27 29 31 33 27 24'-1" 31 32 34 36 31 6 8' 6$ 25 27 29 30 20 \ 10' 11'-7" 30 30 30 30 30 14'4" 33 33 33 33 33 19-4" 36 36 36 38 36 9 5-5" 23 25 27 28 20 15$ 27 28 30 32 27 2Z-9" 31 31 34 35 31 9 7 6-1" 27 28 31 32 20 1 V 11'-0" 30 30 30 30 30 13%5" 33 33 33 33 33 16-9" 36 36 36 36 36 10' S-2" 23 25 27 28 21 14-9" 27 28 30 32 27 21'-T 32 32 34 35 32 10' 10' 6-9" 27128 31 32 20 17 I 10-7" 31 31 31 31 31 12-10" 33 33 33 33 33 1T-11" 37137137137 37 11' 4'-11' 25 26 28 30 20 14'4" 28 28 29 31 28 20'-7' 33 33 33 35 33 11' TABLE 3.2 90 MPH EXPOSURE C 17 4'-9" 25 26 28 30 21 13'-5" 28 28 29 31 28 19-8" 33 33 33 34 33 17 40 4' 18'4" 32 34 37 38 27 27-3" 33 35 38 40 28 30'-T' 36 38 41 43 31 IT 4'$ 26 27 29 31 21 1Z-11" 28 28 29 31 28 16-11" 34 34 34 34 34 13' MAXIMUM COLUMN HEIGHT 5 164" 31 33 36 37 28 19-10" 32 34 37 38 29 2T4" 35 37 40 42 33 14' 1 4'4" 26 27 29 31 22 1Z-T 29 29 29 31 29 1 16-3" 35 35 35 35 35 14' COL COLUMN DESCRIPTION SINGLE FREEST 6 14'-11" 30 32 35 36 28 16-2" 32 34 37 38 30 24'-11" 34 36 39 41 33 90 MPH EXPOSURE C FOR ALL COLUMNS SEE SPAN OR MULTISPAN T 13-10" 29 31 33 35 29 169" 31 33 36 37 31 23'-1" 35 35 38 40 35 30 4' 6-2" 27 28 31 32 21 17-11" 31 33 36 37 26 26-3" 35 37 40 42 30 4' DETAIL X"Ind v ATTCHED ATTACHED 8' 12'-11" 30 31 33 35 30 164r 32 32 35 36 32 21'-7" 35 35 37 39 35 5 T4" 25 27 29 30 21 16-0" 30 32 35 36 27 23'-6" 33 35 38 40 31 5' E 3"CLOVERLEAF STEEL COL. 17-0" 8'7" 9' 17-2" 31 31 33 35 31 14'-10" 32 32 35 36 32 27 4" 36 36 37 39 36 6 6-8" 25 27 29 30 22 14'-7' 30 32 35 36 28 21'-5" 33 35 37 39 32 6 F 3"SQUARE STEEL COLUMN 181-0' 11'-0" 10' 11'-7" 31 31 32 34 31 14'-T 33 33 33 35 33 19 4" 137 37 37 38 37 T 6-2" 25 27 29 30 23 13'$ 29 31 33 35 29 19-10" 33 34 37 38 33 T I G 4"SQUARE STEEL COLUMN 18'-0" 15-0" 11' 11'4" 31 31 32 34 31 13'-0" 34 34134135 34 19-V 38 38 38 38 38 8' S-0" 25 27 29 30 23 17-T 30 31 133 35 30 18'-7" 34 34 37 38 34 8' H 5"SQUARE STEEL COLUMN 181-0' 18'-0' 1Z 10'-7- 32132132 341 32 1 17-10" 34 34 34 35 34 1 T-11" 38 38 38 38 38 9' 6-5" 27 28 31 32 24 11'-11" 30 30 32 34 30 1T$ 34 34 36 37 34 9 1 6"SQUARE STEEL COLUMN 18'-0" 18'-0' 60 4' 15-0" 30 32 35 36 25 1F-3" 32 34 37 38 27 25-7" 34 36 39 41 30 10' 5!-2" 27 2B 31 32 24 11'-4" 31 31 32 34 31 16-T 35 35 36 37 35 10' TABLE 3.3 5' 13'-5" 29 31 33 35 26 16-3" 31 33 36 37 28 27-10" 33 35 38 40 31 11' 4'-11" 28 30 32 34 24 10'-9" 31 31 32 34 31 15-10" 35 35 35 36 35 11' 6 173" 29 31 33 35 27 14'-10" 30 32 35 36 29 20'-10" 33 35 37 39 32 1Z 4'-19" 28 30 32 34 24 W-4" 32 32 32 34 32 15-2" 36 36 36 36 36 17 T 11'-4" 28 30 32 34 28 13-V 30 31 33 35 30 19'-4" 33 34 37 38 33 17 4'$ 29 31 33 35 25 9-11" 32 32 32 32 32 14'-0" 37 37 37 37 37 139- kAmee 8' miax 10'-T 28 30 32 34 28 17-10" 31 31 33 35 31 18'-1" 34 34 37 38 34 14' 4'-4" 29 31 33 35 26 9-7-9-7- 33 33 33 33 33 14'-0' 37 37 37 37 37 14' M]ILDING PRODUCC6 G 910'-0" 29 29 31 32 29 17-2" 33 33 33 35 33 IT-T 34 34 38 37 34 40 4' T-T 25 27 29 30 20 17"-11" 31 33 36 37 26 26-3" 35 37 40 42 30 4' 1140 ALL PRO DRIVE IlV 10 I 9'4 30 30 31 32 30 1 1V-5 33 33 33 34 33 1 16-2" 1351351361371 351 5 6-4" 25 27 29 30 20 16-0" 30 32 35 36 27 23'$ 33 35 38 40 31 5 ELKHART, IN 46514 TABLE 3.1 6 5-10" 23 25 27 28 21 14'-7" 30 32 35 36 28 21'-5" 33 35 37 39 32 6 ICOO ES EVALUATION REPORT ER-2621P T 5'-" 25 27 29 30 22 13'$ 29 31 33 35 29 19'-10" 32 34 37 38 33 T HEADER SPANS,COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR 6 5-0" 25 27 29 30 23 17$ 30 31 33 35 30 16-T 34 34 37 38 34 6 FREES7ANDING AND ATTACHED 9' 4'-9" 27 28 31 32 22 11'-11"131 30 30 32 34 30 1T$ 34 34 36 37 34 9 COMMERCIAL STRUCTUR S SHEET S OF 6 DATES 2 a 2000 10 4'$ 127128131132123 1 V-4" 31 32 34 31 16-T 135135 36 37 35 10 03-t SCoo 4.0 FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES LIVE TRB MAXMNUN COLUMN SPACING 3'Ar STEEL C BEAM LIVE TRB MAXWUN COLUMN SPACING rxr STEEL C BEAM UVE TRIB 0.038'x 3-x 8'BOX BEAM 0.047'x 3'x 6'BOX BEAM DOUBLE 0.032 x 2'x 8' LOAD WIDTH FOR ATTACHED LATTICE ON SLAB MAX CONS FOOTING SIM LOAD WIDTH MAX CONS FOOTING SIZE LOAD WIDTH MAX CONS FOOTING SIZE MAX CONS FOOTING SIZE MAX CONS.FOOTING SIZE HEADER MUST BE ABLE TO SPAN COLUMN FREE ATTACNEO HEADER MUST BE ABLE TO SPAN COLUMN FREE ATTED COLUMN FREE ATTACHED COLUMN FREE ATTACHED COLUMN FREE ATTACHED USING COLUMN'A' ALL OTHER SPACING FTR FTR MIN USING COLUMN'A' ALL SPACING FTR FTR MUM SPACING FTR FTR MIN SPACING FTR FTR MIN. SPACING FTR FTR ON MAX LENGTH OF COIUMN COUANS 'd 'd COLUMN MAX LENGTH OF C DLUMN OTHERS 'd 'd UMN 'd 'd COLUMN 'd 'd COLUMN 'd 'd COLUMN 1a4r icy-(r 8-0 ON SLAB TYPE la-I 1a-0 S-0 ON SLAB TYPE TYPE TYPE TYPE 70 MPH to OR LESS 90 MPH 17 OR LESS 90 MPH WINDSPEED 17 OR LESS 10 4' 21'-1' 27-T 26-7' 26J' 10 1T 64r S-7 C-0' 6-2' 17J' 29 29 C 10 4' 11'-r 26 17 A 1T4' 29 20 A 15'-9' 28 19 A S 16-ICr ,T-r 20*-" 21"-Cr 16 4'4' 4'-11' S4' 5-10' I I'-11" 29 29 C S 6-11' 25 18 A 14'J" 28 21 A 14'-1' 28 21 A 6 14'-1' 14'4' 1T4r iT4' IV C4' SS 94' I1'-r 30 30 C 6 T4' 23 17 A 11'-11" 26 20 A 17.11' 27 21 A T 17-," 17-r 14'-r 1S4r 29-C 27 22 C 2a 4'-W S-1' S 7 11.7' 30 30 C T 6-4' 23 18 A 1a-2' 26 21 A 17.1" 27 22 A 6 117-7' 114r 174' IT-I* 2SJ' 26 22 C 21' 4'-10' 94r 11'-0' 31 31 C 6 S-T 23 17 A 6-11' 25 21 A 11'-4' 26 22 A' 9' 9'-C 9'4r 1114' 11'4' 2C-r 28 23 C 27 1 4'4' 4'-9" IT-r 30 3o C 9' 4'-11" 25 16 A r-1,' 25 20 A 10p4" 26 23 A' 1a 6-S' WAIT taa' ta4' 274r 26 23 C 20 c 11'-1" 11'4' 17-V 13'4' 1a 4'S 25 19 A T-r 25 21 A 10'-2' 26 24 A' 11' T4' 64' V-dr 9'4' 21'-11' 25 23 C S 6-10' 9%T 1a-9" „'4r 20 4' 64' 22 14 A 7-21 25 16 A 1 V-4' 26 17 A- ir r4r r4" 64" 64' 21'4r 25 24 C 6 r-4' T4" 6-11' 9'-r S c-r 22 15 A T-T` 23 16 A 101a' 26 19 A' 13' 64' 64r r-10' 6-1' 2a-r 25 25 C r 6-4' 6-r 74' T-10' 19'-1' 30 25 C 6 CA" 23 16 A W_r 25 19 C IN 64r 6.4' r-4' r4' 19'a' 25 25 C 6 54' S4r 64' 6-10' 1T-10" 29 25 C T F-r 23 17 A 64' 26 20 C 1S S-r S-10" 6-ta' T-W 164r 25 25 c 6 r-11" S-r W-11' CA" 16-Ur 29 26 D 6 4'-r 23 17 A 6-1" 25 21 C 16 S.3" S-C 64' 6-r 16-r 26 26 C 1a 4'-r S-4' S4' 19-11" 28 20 D 9' r4' 23 20 C 17 S4r S-r 64r 6-r 1T-r 25 2s C 11' 4'-ta' 514r 1S3' 28 27 D 1a r-r 1 22 21 C 16 C4' 4'-11' 94' 5-10' ir-1' 2a 2a C 1T 4'4' 4'-r 14'-r 28 28 D 25 4' r-r 23 15 A 1a4' 26 17 A' it W4Y S4s S4' 164' 26 26 C 13' 144r 28 28 D 4 5-11' 22 15 A 9-21 25 18 C 27 S-1' F-r 16.3' 27 27 C ,4' IT4' 28 28 D 6 C-11' 22 16 A 64" 25 19 C 21' 4'-10' S4r 1F-10' 26 26 C 1S 134r 29 29 D T - T4' 23 18 C 27 4'-r OW 1S4' 27 27 C 16 17-r 30 30 D 6 r-r 23 19 C 90 MPH to OR LESS IT 17J' 30 30 E 9' 6-10' 23 20 C 10 4' 21'-l' 274Y 25'-7' 263' 16 11'-11" 30 29 E 117 64" 23 21 C 5' 16-10' 1r-r 29- 21"-Cr IV 11'-r 30 30 E 30 4' 6-r 23 15 A 9-5' 25 16 C 6 14'-1" 14'-r 1r-.r ir4" 2a 11.1' 30 30 E S 4'-11" 22 15 A 6S' 25 18 C S-0' 27-r 29 24 C 21' 11'4r 30 30 E 6 r-r 23 17 C T 17-1' 17-T 14'-r 1 6 ,a-r w-v 174' IT-I* 2a4• 28 24 C 27 IT-r 30 30 E T r-,' 23 18 C 111-4' 11'4' 19'-r 2a 2s C 25 4' 6-11" 7-4' to-10' 11'-1' 6 64" 23 19 c 10, W-W 6-10' 117-7 1a4' 164" 28 26 C S r-r r-r 64' 6.11" 40 4' 4'4' 22 14 A 8'-2' 25 16 C 11' r4' 64T 9'-4' 94' 1T-r 27 25 C 6 S-11" 6.3' r-r r- S T-4' 23 16 C 17 r4r T-4' 64' 64' 16.11" 27 26 C T 6-1' S-4' 6-r 6-4' 17-1' 30 25 C 6 6-r 23 1171 C 17 64' 64r r-1a' 6-1' 16-r 27 27 C 6 f4' C4' SS' S-r 17'-1a' 29 25 C 60 4' T-1' 22 14 A 6-2- 23 15 1 C 14' 64r 64' T-4' r4' 15'4' 27 27 C 9 C-ta' C-11' 16-10' 29 26 D 5' S'-r 22 15 C 1S r-r F-vr 6-1C' r4r 15-r 27 27 C to 19-11" 2a 26 D TABLE 4.2 16 4.3' S4' 64' 6-r 144' 28 28 C 11' IT-r 28 27 D CLEARSPANS FOR 3 X 8 RAFTER CLEARSPANS FOR 2 X 8 RAFTER 1T S4r S-r 64r 6-r 14'4' 28 28 C 17 14'-r 2a 26 D LIVE PANEL 24'O C LIVE PANEL 24"O C A'=6 MAXIMUM COLUMN LENGTH 16 44' 4-11' S4' 5.10' 13-10' Za 28 C 13 144r 28 28 D LOAD r TOPH OVER LOAD Y' 70190 OVER A*-W MAXMRIMCOLUMN LENGTH 19' 4'-S S4' 94" 13'4i- 28 28 C 14' IT-r 28 28 D �►+ HANG MPH HAS MAR 4 3 2000 2a F-r S 13'-1' 29 29 C 1S lX4r 29 29 D 10 0.038 23-IC 11'4s' 10 0.024 13'-r 6 9 21, 4-17 S4r Ir4r 29 29 C 16 17-7' 30 30 D 0.042 2T-r 13'-r 0.032 16-1" W-T 27 4'4' f-V I 12'r 29 29 c 1T 17-r 30 30 E 20 0.038 14'4r 64Y 20 0.024 9-10' 4'-11' 70 MPH 17 OR LESS 16 IT-11' 30 29 E 0.042 1W-10' 9'-11" 0.032 13'-r 6-r 10 4' 21'-1" 27-0' 25-7' 263' 30 4' T4' T-10' 9'-1" 94' 25 0.038 11'4' r-r 25 0.024 6-IT 4'-S' S 16-1P 1r-r w-6, 21"-T 9 64 3"r 6- r-r T-5" 0.042 IT-r 6-10' 0.032 11'4" 5-10" �� l 6 INA" 14'-r 1r-T 1r4' 6 S4r F_r 6-," 6-r 30 0.036 9'-9' 6-11" 30 0.024 T4' T-10' r 17-1' 17-r 14'-r 154r 23'-r 27 23 C r 4'4' S-r S4' ,6J' 30 25 D 0.042 IF-r 6-1' 0.032 1014r 94' 6 la-r 11'4r ,74r 17-1' 27-l' 27 24 C 6 W-W 4'4' 1T4' 29 25 D 40 0.036 T-4' 64r 40 0.024 5'-10' 7-11" V ` 9 rw 64r 111-4' 11'4' 2a-10' 27 24 C 9' 16-10' 29 26 E 0.042 11'-r Tor 0.032 9'4' 4'4' w 1a W-W 9-10, 1a3' 11W 19'-W 26 24 C 10, IW-r 29 27 E 80 0.036 4'-11' W-11' 80 0.024 WA WA 26070 11' r-r 64r 9'-4' 9'4' 16-1a' 26 25 C IT 1S4" 28 27 E 0.042 TAT 5'4" 0.032 T4' 3'-10' 17 r4r T4" 64" 64' 164r 25 25 C 17 19-r 28 26 E TABLE 4.3 TABLE 4.5 3 13 64' 64r TAX 6-1' 1T-c 2a 26 C IT 1 AIr 29 29 E FOR 10 PSF DOUBLE RAFTERS MAY BE USED 48'O.C. ,4' 64r 64' T4' T4' 164" 26 26 C 14 144' 29 29 E COLUMN SCHEDULE FOR FREESTANDING J' v ; IF F-r S-1a' 6.10' T-r 16-1' 27 27 C 1S ,4'-r 30 30 E STRUCTURES AND NNTERtiIEDIATE COLUMNS FOR i 16 SJ' S4" 6� 6-r 1S-r 27 27 C 16 13'-10' 30 30 E MULTISPAN STRUCTURES 1T 54' S-r 64r 6-2' 19-1" 27 27 C 40 4' S-W 9-11' 6-10' Tor COLUMN SCHEDULE MAX COLUMN NOTES 16 4'4' C-11' S4" S-1G' 14'4' 28 28 C S 4'4' 4'4' S4' S4' COL FOR ATTACHED LATTICE COLUMN E &-T'MAX COLUMN LENGTH 19' 4'4" S4' 94' 19-C 28 28 C 6 4'-r 4'4" PATIO STRUCTURES HGHT F I V MAX.COLUMN LENGTH 20P 6'-1' S$' 13'-11" 27 27 C T 16-r 29 24 E A 0.024-x 3'SQUARE ALUM COLUMN 11'_9" G 17 MAX COLUMN LENGTH 21' VAX 60 ,3'-r 26 28 C 6 15-10' 28 24 E 8 0.032"x 1 12-SQUARE ALUM H 117 MAX COLUMN LENGTH 27 4'4' 44' IT-r 28 28 C 91SJ" 28 25 ! BL SCROLL COLUMN 84T TAME 4.6 90 MPH 17 SS 1 a 14'4r 28 26 E B O.O2r x T SQUARE ALUM COLUMN 111-4' ALL COLUMNS MAY BE REPLACED wmN A STRONGER COLUMN 10 4' 21'-1' 274T 21 F-r 263' 11' 14'-r 28 27 E C 0.040'x T CLOVERLEAF COLUMN 174r 'A'MAY BE REPLACED W1 EW S ,6-1 a' 1 T-r 2a3' 21"4r IT 13'-10' 27 27 E D FLUTED COLUMN ALUM.0.0 r 174r T3'MAY BE REPLACED W1 C-J,ETC. 6 14'-1' 14'-r 1 r-r 1T4' I 174' Za 2a E E r CLOVERLEAF STEEL 0.04r 17-T' LINEAR INTERPOLATION FOR ALL CALCULATIONS IS ALLOWED T 17-1' 1r-r 14'-r 194r 19'-T 30 25 C 14' Ir 2' 28 28 E I F T SQUARE STD COLUMN 12-T 6 1a-r 11'4r 174r 13'-1' ,r-10• 29 25 c 60 4' T-10' 4'4r 4'-r 4'4r G r SQUARE STEEL COLUMN 17-0" 9' r-4' 9'4r ,14' 111-8' 16-10" 29 26 C S H S"SQUARE STEEL COLUMN 12-T' J 6'SQUARE STEEL COLUMN 17_r ,a 64' 6-,7 1a�' 194• 15-11' 28 26 c 6 O�MeHmax 11' T4" 64r 9'4' 9'4' 1S-s 28 27 c r 14'4" 28 23 ! MODI jM j[1]I 17 r4r T-4' 64' 64' 14'-r 2a 28 c 6 1YAW 27 23 E 1140 ALL PRO DRIVE IT 64' 64r T-ur 6-1' 104r 28 28 C 9' IT-4' 27 24 E ELKHART, IN 46 64r 6.4' r4" 'r4r 174r 28 28 C 1a 17-1a' 27 25 E 14' IS! S-r S-1C r-1? r4r 174r 29 29 c 1/' 174' 27 26 E ICBO ES EVALUATION REPORT ER-262tP-2 1 S r 6$ 6-r 1 -r 1 17-' 7 COLUMN HOOTER 512E AND COLU HEADER SPANS,C SPACING. MN TYPE FOR f'REESTANDING AND ATTACHED LATTICE PATIO STRUCTURES SHEET 6 OF 8 DATE: 2 8 2000 71 5.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES I IvI_ 1k�R 8'C AEAJM HE.ADFR LIVE TRIG VC BEAM HEADER 24"O.C.2W RAFTER CLEARSPANS TRIBUTARY WIDTHS TU FOR SINGLE SPAN UAI� 1',:'III MAX. CONSTRAINED COLTER SIZES LOAD WIDTH MAX CONSTRAINED FOOTER SIZES MAX ROOF HEIGHT 16 ATTACHED STRUCTURES FORA GIVEN COLUMN FREESTANDING ATTACHED COLUMN FREESTANDING ATTACHED LIVE PANEL EXPOSURES MAX PROJECTION AND OVERHANG SPACING _ FOOTER'cr FTR MIN SPACING FOOTER"d' I FTR MIN LOAD Y 8 ANO C OVER FOUNDED COLUAttN In- 'd COL COLUMN HEIGHTS 'd' COL 70&90 MPH HANG PROJ. RAFTER OVERHANG{FT) I IE 87' 11' S' T 11' 15' 13N) TYPE 20 0.024 9'-10' 4'-11" (F-T) l0_ MPH EXPOSURE B 90 IAPH EXPOSURE C 0.032 13 2" 6-T' 6 3' 4' 4' 5 4' 5 5 31''9" -27 29 32 33 21 D 25 4' 25'-10" 34 36 39 41 23 D 25 0.024 8'-10` N-5" T 4' 4' 4' S 6 S 5' 5 29-6" 27 29 31 33 22 D 5' 23'-1" 33 35 38 40 24 D 0.032 11'-9' 6-10" 6 4' S 5 5 5' 6 g 2T-9" 27 28 31 32 23 D 6 21'-1' 33 35 37 39 25 D 30 0.024 T-8" 3-10" 9 6 5 5 6 V 6 g T 264" 27 28 31 32 24 E T 194r 32 34 37 38 26 D 0.032 10'-9" 5-4" 10' S 1 6 6 6 6 T T V 26-3" 26 28 30 31 25 E 6 16-3" 32 34 37 38 27 E 40 0.024 5-10" 2'-11" 11' 6 IT 6 T T T T 9 24'-" 26 28 30 31 26 E 9 1 T-2' 31 33 36 37 27 E 0.032 9-" 4'-0" 17 6 T T T T 6 6 1V 23'-" 1 6 27 29 1 31 26 1 E I 10' 164" 1 31 33 1 36 37 1 26 E 60 0.024 WA 1'-11" IS T T T 8' g 6 8' '0 MPH EXPOSURE C 70 90 MPH EXPOSURE B /70 MPH EXPOSURE C 0.032 T-8" 3-10" 14' T 6 6 6 6 9 9 20 4' 31'-9" 32_ 34 36 38 21 D 30 4' 2T-9" 30 32 35 37 23 D T L 3 15 6 6 6 9 9 9 9 5 29-T 31 33 36 37 22 D 6 25-9" 30 32 34 36 25 E 24"O.C.Yx8"RAFTER CLEARSPANS 16 6 9 9 9 9 10' 10' 6 2T-" 30 32 35 37 23 D V 24'-3" 30 32 34 36 25 E MAX ROOF HEIGHT 16 1T 9 9 9 10' 10' 10' 10' T 2643" 30 32 34 36 24 E T 2S-M 29 31 34 35 27 E - LIVE PANEL EXPOSURES MAX 1V 9 lalalala11' 11 8' 24'-0" 29 31 34 35 24 E 8' 27-0' 29 31 33 35 27 E LOAD "P' B AND C OVER 19' la 11, 11' 11' 11' 9 274" 29 31 34 35 25 E 9 21'-2" 29 31 33 35 28 E (PSF) (IN 70&90 MPH HANG 20' 10' 11' 11' 11' 11' 12' 17 10 21'$ 29 31 33 35 25 E 10 29-T 29 31 33 35 29 E 20 0.036 14'-0" 8'�" 21, 11' 11' 11' 17 17 iz 17 90 MPH EXPOSURE B 90 MPH EXPOSURE C 0.036 19-10" T-T, 2T 17 17 17 1z 12' IS IS 20 4' 31'-9" 31 33 36 36 24 D 30 4' 25'-10" 34 36 39 41 23 D 25 0.036 1T-8" T-T' 23' 17 17 17 IS 13' 13' 13' 6 29-6"' 31 33 35 37 26 D 5 2S-1" 33 35 38 40 24 E 0.042 1T-9" 6-10" 24' 12' 13' IS 13' 13' 14' 14' 6 2T-W 30 32 35 36 27 D 6 21'-1" 33 35 38 40 25 E 30 0.036 9'-9" 6-11" 25 13 13 13' 14' 14' 14' 14' T 26-1" 30 32 35 36 28 E T 19-T 32 34 37 38 26 E 0.042 16-7" U-1" 2V 13' 14' 14' 14' 14' 15 15 6 24'4" 30 32 34 36 29 E 6 16-3" 32 34 37 38 27 E 40 0.036 T-4" 64Y" 2T 14' IN 14' 15 15' 15 15' 9 23'-0" 29 31 33 35 29 E 9' 1T-2" 31 33 36 37 27 E 0.042 11'-9" T-0" 26 14' 16 iB 15 15 1g 16 10 21'4r 29 30 33 34 29 E 10 1g�' 31 33 36 37 28 E 60 0.036 4'-11" 4'-11" 29 15 15 15 16 16 1g 16 90 MPH EXPOSURE C 70 8 90 MPH EXPOSURE B /70 MPH EXPOSURE C 0.042 T-10" 5-9" 30 15 1g 1g 1g 1g 1T 1T 20 4' 25 10" 34 36 39 41 23 D 40 4' 25'-3" 30 32 34 36 23 E ABLE 5.4 31' 16 1g 16 1 T 1 T 1 T 1 T 5' 2S-1" 33 35 38 40 24 D 5 23-5" 29 31 34 35 24 E EQUIVALENT 32' 1T 1T 17, 1T 1T 16 16 6 21'-1' 33 35 37 39 25 D 6' 22'-0" 29 31 33 35 25 E FOOTERS-d' N 33' 1 T 1 T 1 T 16 16 16 16 T 19-T 32 34 37 38 26 D 7 20'-11" 29 31 33 35 26 E - CON- NONCON- 34' 17' 16 16 16 16 19' 19' 8' 16-" 32 34 37 38 27 D B' 20'-0 AI " 28 30 32 34 26 E STRNED STRAINS 35 19 16 1V 19 19 19 19 2 2 211' 9' 1T-2" 31 33 36 37 27 D 9 19'-2" 28 30 32 34 27 E 18 18 3 16 19' 19 19' 19' 20' 20' 10' 16.4" 31 33 36 37 28 D 10 18'-2" 28 30 32 34 28 E 19 20 3T 1 19' 19' 20' 20' 2 2 70&90 MPH EXPOSURE B 90 MPH EXPOSURE C 20 22 38 19 g' 20' 2U' 1' 1' 211' ' 25 4' 29-6' 31 33 35 37 24 D 40 4' 25-3" 34 36 39 41 23 E 21 23 39' 20' 2 20' 21' 21' 21' 21' 40 2d 211' 21' 21' 21' 2z 22' ' 5' 27-4" 30 32 35 36 25 [) 5 2T-1" 33 35 38 40 24 E 22 24 IT 25-r 30 32 34 36 26 E 6 21'-1" 33 35 37 39 25 E 23 26 41' 21' 21' 21' 22' 2Z' 27 Zz T 24'-e 30 32 34 36 27 E T 1 6 3"9'43" 32 34 37 38 26 E 24 27 47 21' 27 1 ABLE 5. 27 23 23 � 6 2S-Y 29 31 33 35 28 E 1g 32 34 37 38 27 E 25 29 A 9' 27.6" 29 31 33 35 29 E 9' 1T-Y 31 33 36 37 27 E - 26 31 O V �Q '� 10' 21'-V 29 30 33 1 34 1 29 1 E I 10 1 16-4" 31 1 33 1 36 1 37 1 28 E 27 33 / 'S— � 70 MPH EXPOSURE C 70&90 MPH EXPOSURE B AND C 28 35 25 4' 25-6" 31 33 36 37 21 D 60 4' 22'-0' 33 35 37 39 22 E 29 36 TABLE 5.5 / f 5 2T-4" 30 32 35 37 22 D 5' 20'-5" 33 35 37 39 24 E 30 38 6 26-V 30 32 34 36 22 E 6 19-3" 32 34 37 38 24 E 31 39 �:^;�L• .� T 24'43" 30 32 34 36 23 E T 1T-10" 31 33 36 37 25 E 32 40 6 2 29 31 34 35 24 E 8' 164r 31 33 36 37 26 E 33 41 3'A" t 9' 27.T 29 31 34 35 25 E 9' 16-V 30 32 35 36 26 E 34 43 r4o 2 10 21'-6- 29 31 34 35 25 E 10' 14'-11' 30 32 35 36 26 E it 36 -- -- 37 47 n s MAXIMUM GOL UMN HF I";HT 38 1 49 COL COLUMN DESCRIPTION SINGLE If 4rk.TAIIOiNG GENERAL METHOD FOR USING THESE TABLES - �_..�.^`"�N FOR ALL COLUMNS SEE SPAN nl'1.1!r IiSPAN 1 CHOOSE FREESTANDING OR ATTACHED,COMMERCIAL OR PATIO LATTICE STRUCTURE. DETAILS"W' V'AND w ATTACHED ATTACHLD 2 DETERMINE PROJECTION.WIDTH,OVERHANG.WIND LOAD AND LIVE LOAD. - p FLUTED COLUMN ALUM 0 062 tz-0" `N/A 3 FIND TRIBUTARY WIDTH FROM TABLE 5.6 AND DRAWING 97SCO2. E 3"CLOVERLEAF STEEL 0 048" Tz-0 8'-7 4 CHOOSE A RAFTER FROMTABLES 4.3,4.5.5.3 OR 5.4 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. F r SQUARE STEEL COLUMN tNr a' +I'c' 5 CHOOSE A HEADER FROM TABLES 4.1.4.2 OR 5.2 THAT HAS ADEQUATE COLUMN SPACING- G 4"SQUARE STEEL COLUMN 18'-0" Iw-T 6 USE THE COLTER SIZE SHOWN. C� tiie ii mx H S"SQUARE STEEL COLUMN td'-0" TI'-'�` 7 USE THE COLUMN SHOWN FOR SINGLE SPAN ATTACHED PATIO. I•SQUARE STEEL COLUMN IT-17, le-o- LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. 8 FIND THE APPROPRIATE DETAIL S IN THE"CONNECTION DETAILS"SHEETS. 1 140 L PKODl1RIB,itVG 1140 ALL PRO DRIVE FOR CONCRETE PATIO SLABS ELKHART, 46 4 FOLLOW 1�ABOVE ICOO ES EVALUATION REPORT ER-2621P 5 FIND THE MAXIMUM COLUMN SPACING ON SLAB FROM THE DESIRED COLUMN HEIGHT HEADER SPANS,COLUMN SPACING, 6 CHOOSE A HEADER FROM TABLE 4.1 OR 4.2 THAT CAN SPAN THAT DISTANCE FOR THAT Fool ER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED TRIO WIDTH AND LIVE AND WIND LOAD COMMERCIAL LATTICE STRUCTURES 7 FIND THE APPROPRIATE DETAILS IN THE"CONNECTION DETAILS SHEETS. SHEET 7 DT a DATE: 2 a 200D 03- 15GO 6.0 COLUMN AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURES olumn Spacing Table 6.3:Reauirad Number of Faaterlere for Loads Table 6.4:Re tied Number of Fasteners for Tension Loads multiplied by Trib Width knurn urm Requiredor Alurninum Matenal Gage(in) Steel Gage(in) minuet age(in) Lattice Solid Cover Attached Strictures 0.024 0,024 0.032 0.036 0.040 0,040 0.06D 0.060 0.040 0.09E F- 23 OD62 0.060 0.099 0,100 Tributary Tributary Live,Load(psi/ A C D E G H I J L N O Area R Area R 10 20 25 30 40 t0 Footer Desigr af14 5/16" SJ16" #i14 #i14 5/16 a1i14 5/16 #i14 S16 914 5/16" 5/16" t14 Design Footer 1 Spacing between boles and screws 15 Al Al Al Al A2 C Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT OLT SMS BOLT BOLT SMS Uplift Size shall be 2.5 times the shank 31 20 Al Al Al A2 C C d(ill) (Iba) 149 364 512 223 248 842 203 B44 293 13so 425 115 709 1048 186 (lbs) d(in) diameter 37 24 Al Al A2 B C C 12 75 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 75 12 2 The edge distance of bola and 44 29 Al A2 B C C D 13 96 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 96 13 screws shall be 3 times the 55 36 Al B C C C D 14 119 1 1 1 1 1 1 1 1 1 1 1 2 1 1 1 119 14 shank diameter 62 40 Al C C C C E 15 147 1 1 1 1 1 1 1 1 1 1 1 2 1 1 1 147 15 3 Connections shall be arrangled so that the 0! 45 At C C C D E 16 178 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 178 16 center of resistance of the connection shall 77 tit Al C C C D E 17 214 2 1 1 1 1 1 1 1 1 1 1 2 1 1 2 214 17 coirwNde with the resultant line of actbn 85 55 A2 C C C D E 18 254 2 1 1 2 2 1 1 1 1 1 1 3 1 1 2 254 18 of the load. 92 p A2 C C D E E 19 298 3 1 1 2 2 1 2 1 2 1 1 3 1 1 2 298 19 100 its A2 C C D E E 20 348 3 1 1 2 2 1 2 1 2 1 1 4 1 1 2 348 20 106 q B C D D E E 21 403 3 2 1 2 2 1 2 1 2 1 1 4 1 1 3 403 21 lee 70 C C D D E E 22 483 4 2 1 3 2 1 2 1 2 1 2 5 1 1 3 463 22 115 75 C C D E E E 23 529 4 2 2 3 3 1 2 1 2 1 2 5 1 1 3 1 529 23 123 N C C D E E E 24 802 5 2 2 3 3 1 3 1 3 1 2 6 1 1 4 602 24 138 !10 C D E E E E 25 680 5 2 2 4 3 2 3 1 3 1 2 6 1 1 4 690 25 164 108 C D E E E F Slab 75D 6 2 2 4 4 2 3 1 3 1 2 7 2 1 5 750 Slab 195 120 C E E E E F 26 765 6 2 2 4 4 2 3 1 3 1 2 7 2 1 5 765 26 215 140 C E E E E F 27 856 6 3 2 4 4 2 3 1 3 1 3 8 2 1 5 856 27 246 1q D E E E F G 28 955 7 3 2 5 4 2 4 2 4 1 3 9 2 1 6 955 28 277 190 D E E E F G 29 1061 8 3 3 5 5 2 4 2 4 1 3 rVa 2 2 6 1061 29 308 206 D E E F F G 3D 1175 8 4 3 6 5 2 5 2 5 1 3 n/a 2 2 7 1175 30 332 220 E E E F F G 31 1296 9 4 3 6 6 3 5 2 5 1 4 rVa 2 2 7 1296 31 3ti6 259 E E F F G G 32 1426 Na 4 3 7 6 3 5 2 5 2 4 rVa 3 2 8 1426 32 4t12 320 E F F G G G 33 1564 n1a 5 4 8 7 3 6 2 6 2 4 Na 3 2 9 1564 33 E15 400 E F G G G H 34 1710 rVa 5 4 8 7 3 6 2 6 2 5 rVa 3 2 nha 1710 34 992 480 E G G G G H 35 18M Na 5 4 9 8 3 7 2 7 2 5 nfa 3 2 n1a 1866 35 769 600 E G G G G H 36 2030 n/a 6 4 Na 9 4 7 3 7 2 5 n1a 3 2 n/a 2030 36 923 000 F G G G H H 1 37 2204 n/a 6 5 rVa 9 4 8 3 8 2 6 rVa 4 3 n/a 22D4 37 Table 6.1 3B 2388 n/a 7 5 Na n/a 4 9 3 9 2 6 n1a 4 3 n/a 2388 38 39 2581 Na 7 6 n/a n/a 5 9 3 9 2 7 rVa 4 3 n1a 2581 39 MAX 4D 2785 rVa 8 6 n/a n/a 5 rVa 3 n/a 3 7 n1a 4 3 Na 2785 40 COLUMN COLUMN DESCRIPTIONS COL 41 2999 n1a 8 6 rl/a n/a 5 rVa 4 n/a 3 8 n/a 5 3 rVa 2999 41 TYPE DETAIL HGHT 42 3224 n/a 9 7 n1a n/a 6 nla 4 n/a 3 8 n0a 5 4 n/a 3224 42 Al 0.024 x 3"SQUARE ALUM COLUMN F 10-T 43 3459 Na n/a 7 n/a n/a 6 Na 4 n/a 3 9 nta 5 4 n/a 3459 43r �.' l 0 A2 0.024 x 3"SQUARE ALUM COLUMN F 8'-0" 44 3706 rVe n/a 8 rVa n/a 6 nfa 4 n/a 3 9 n1a 6 4 rVa 3706 44 411-1, � c` F !•• 3 200U B 0.032"x 1 IIT SQUARE ALUM E,N 8'-0" 45 39% Fits n1a 8 nfa Na 7 rVa 5 n/a 3 n/a rVa 6 4 n/a 3985 45 SCROLL COLUMN 46 4235 n/a n/a 9 n1a n1a 7 n1a 5 n/a 4 n/a rVa 6 5 n/a 4235 46 [LL N B 0.02T x 3"SQUARE ALUM COLUMN F 11'4" 47 4518 Fits rVa 9 Fits Na 8 Fits 5 Na 4 n/a n1a 7 5 n/a 4518 47 070 C 3"CLOVERLEAF ALUM.0.047 K 12'-0" 48 4812 n/a n/a n/a Na Na 8 n/a 6 n/a 4 n/a nfa 7 5 n/a 4812 48 D FLUTED COLUMN ALUM.0.06r U I Z-al 49 5119 n/a rVa Na rVa n/a 8 Na 6 rVa 4 n/a rVa 8 5 rVa 5119 49 E 3"CLOVERLEAF STEEL 0.048" K 6-7" 50 5439 I rVa nfa Na rVa rVa 9 Na 6 nM 4 rVa rVa 8 6 Fits 5439 50 )V! F X SQUARE STEEL COLUMN X 19-01 LF CALIr`� G 4'SQUARE STEEL COLUMN X 18'-0" Fastener Terminology TABLE 65.WALL AT IACHMENTS FOR PATIO AND COM. STRUCTURES �— H 5"SQUARE STEEL COLUMN X 19-0" #F14 SMS=#i14 sheet metal or Tek screw,3/4 m!Nmum length ANC 1 ANC 2 ANC 3 ANC 4 J 6'SQUARE STEEL COLUMN X 1 16-o" 1 5✓16"B=5/16"Diameter Bolt O/C O/C O/C CLEAR- #OF 114' Table 6.2 See General Notes for specifics on fasteners LIVE SPACING SPACING SPACING SPAN LAG SCREWS LOAD CONCRETE MASONRY FOR#I0 x 2" (FT) PER STUD E2HIM span on this chart is the distance from the (PSF) ANCHORS ANCHORS SMS SCREWS 16"O/C the first row of columns. SPACING wik Bolt II1/4 dtanTeter and 2"embedment:ICBO ER 4627 10 24 24 16' 22 1er anchor w/550N shear vs wind and seismic bads. 20 24" 16' 8" 11' 1 - mel�max nry anchors must have a shear value of 250#i for 1T 2 BU ff DM PRODU(.T8,M or seismic bads. 25 24 iS 8" 11' 1 1 140 ALL PRO DRIVE ag screws must have 21/4 of penetration ito studs. 1g 2 ELKHART, IN 46514 ICBO ES EVALUATION REPORT ER-2621P lag screws must have an I M"lead hole. 30 24" 14 B" 10 1f eYaieted at 9D R>pf1 Wild bad(15 psf). AN OtiTef COLUMN AND FASTENER TABLES 14 2evaluated at 90 mph amosure C. 40 24 12" 8" 13r 2 6D 16, 10 4 11' 2 SHEET 8 OF 8 DATE: 2 8 2000 R= 0.2' R= .2 ' R= .15' 1.0' R= 0.22' 0.95' 0.92' 8760 .516' .70' TYP. .0' . 0 0.35 R=.125' 0 .125 I INSIDE OUTSIDE{ 55 0.30' 0.5' R= 0.15' c�-T T 216' TYP. 1.903 2.1�, R= 0.20' 1 • 167' ( 187' f - 2.50 3 0 1.654' TYP. � 1.7142.464 876' I 2.10 39' 49' 55 112/ 1 427 1 TYP. 55 1 r 1.0' .167' 1.137' - I1.137' R= .125' 1.0 R= 0.25' TYP. _ 6.00' 12.� R 0.15 TYP 1.0' .40 TYP TYP. FOR STEEL PANEL: ASTM A 653 GRADE 80 STRUCTURAL QUALITY TYP. TYP. 6' FLAT PAN Fy= 80 KSI STEEL 30 GA GALV T=.0157 18.00' owl 28 GA GALV T=.0187 FOR STEEL PAPANELX51M A 653 GRADE 50, SO CLASS 1 30 GA. GALV. t=0.0157' 0 6" STRUCTURAL PANEL Fy=50 KSI STEEL (3006-H391 ALUM. ALLOY) @ 12" STRUCTURAL PANEL (3006-H391 ALUM. ALLOY) © 18" STRUCTURAL PANEL (3006-1-1391 ALUM. ALLOY) IKE S1.03 R= 0.08' OUTSIDE--�, 3/4' 1 , 6' 3.00' TYP. 1 7/8' 3 13/16' T 0.10" 0.125' 9 64 1/16 6757' 9/64' R. -1'� - 0.024', 0.027' 3. 0 0.72' / TYP. /16 R. TYP.� 5/32' OR 0.040' TYP. 3.090R= 0.25 = 0_2 4 '{ /16 TYP. TYP. 706 TYP. 7/16'3- I Tr 7/16 1 ( 1.50 3.00' 3• / 1 7/8' TYP R=.0937 1 13/32 61' TYP. 4I �'TYP. 7/1 TYP. 38.6' 1.250' 6.00' 6.00 3/32 TYP. 2 25/32-� Ll • 12.00 2 1 4 8 R. TYP. // ., �. ALTERNATE-12"/STRUCTURAL PANEL6 R TYP EO 1 1/2" SQUARE COLUMN FQ 3' SQUARE COLUMN QD 3 1/2 X 12 STRUCTURAL PANEL (3006-H391 ALUM. ALLOY) (3003-H16 ALUM. ALLOY) (3003-H16 ALUM. ALLOY) SEE DETAIL 'A' 0 RIGHT SIMPSON A34 HANGER CONN. OR Eq. SIMPSON A34 CONNECTOR DER ADDITIONAL TWO - 16dSTR o OR EQUAL. STRUCTURAL PANa RAL X Rp' NAILS 0 EA. RAFTER WHEN o RAFTER PANELS + TYP 2 REQUIRED 6 - 110 SCREWS, 3 EACH LEG CONNECTION 1 1/2' OF CONNECTOR - TYPICAL DETAILS FASCIA 1/2' FASCIA 6, i 1 2' FOR MAXIMUM DETAIL "A" j� R 3 DATE REVISION DATE REVISION 0 12' O.C. OVERHANG SEE , . ,, ' ��� SCHEDULE FOR MAXIMUM RAFTER OVERHANGSFOR AWNING PROJ TI N F SCHEDULE ® RIGHT �c,�` V ' PRU LNELOADS P.S.F. LIVELOADS P.S.F. LNELOADS P.S.F. © ALTERNATE EAVE ATTACHMENT (�) 10 20 25 30 40 60 10 20 25130 40 60 10 0 25 30 0 60 'w xiae&m Engineering Services 8 28 20 17 14 11 8 '+ ' ��� "'I 1140 All Pro Drive 10 Z' 14' 1 19" 1 ' 10" 8" 6"• " " `16'' Elkhart, IN 46514 12 2 3" 15' 12' 101 j 17 10' 80 7 37" 25" 21" 18' 1 14 21 13 1 1' KG 15 9 7 4A34- 23" 20' Jj� ! �� ICE10 ES EVALUATION REPORT NO. ER-2621 P DRAWING [16' ff VVIV 12 30 l (h �C NONE NAME COMPONENT PARTS k CONNECTION DETAILS 12 29" • EET REQUIRES ADDITIONAL 2 - 16d NAILS O EACH RAFTER ENGINEER AMP 2/8/2000 SH N „ 97CD01 1 OF 9 4 3- ISC�a �- -- - 3.00 3 - 114 SMS 1m. 1. •- FOR 3 1/2' 0.72�1.560.72 STRUCTURAL PANEL ON EACH SIDE • 2,00' PANELS V 0.93 1 1.625' OF SPLICE 0.036' np_ 2-00' - FOR 2 1/2' 00.72 In _i PANELS ROLL FORMED HEADER 6,50' -�•5.('- NON-STRUCTURAL 3.00 SEE TABLE 6.5 2,50' SIDE FASCIA IS --� 0.28 0,93 1.56 NOMINAL .018' o 2.50. 0 SMS 0 FOLLOW- CD 3.50 I#41, SPACING: IN THICKNESS. 0,37 .325' r 0,72 .062' o� r t= 0.036' ROLL FORMED -�•� 1.00 / �ac a l� HEADER SPLICE, TIGHT O r- FM , PANELS FIT INSIDE OF HEADER, --� 0.17 9' EACH SIDE OF T (IN)= 0.030, 0.040 (ALUM) 1.50' N� PELTI R KI( 1 ANCHOR SPLICE --�-I = 2.00' 0.16' 2,00' 1.50' 0.048 (STEEL) EV 14627 3 - 114 SMS COLUMNS MAY BE TRIMMED W/FLEX- ON EACH SIDEOF SPLICE L J— I i ALUM. FACING. --�.67'1:7 1 w t.67'I-- O 2-1 1/2" SQ. X .062" OK 3" ALTERNATE COLUMN ROLLFORMED HANGER O 6 1/2" ROLLFORMED HEADER EXTRUDED COLUMN (3003-1-116 ALUM. ALLOY OR © (3004-H36 ALUM. ALLOY) (3006-H391 ALUM. ALLOY) (ALUM. 6063-T6) A-653 Fy=40 KSI STEEL) OM ROLLFORMED HEADIER SPLICE (3006-H391 ALUM. ALLOY) .75' FASCIA HDR 10 SNS 0 FOL ffM 2 5/16' BOLTS 6' O.C. FOR 6' PANELS 6' O.C. FOR 12' PANELS 9' O.C. FOR le PANELS ' 2 5/16' BOLTS W/ 1' DK TYP. x 3/32" THK. S I WASHER 6.50' 1.5• 0.032' x 1 1/2' SQ. ALUM. DECORATIVE ALUM. SCROLLS 6,12' OR Ir IRDE OR SOLID FILL. STRUCT1Rk PANELS (2) - 3/8'x3 1/2' HILTI KWIK ANCHOR BOLTS CAW ROILFORMED 2 5/16" BOLTS �• HFADQ2 w 4L� 4.5 2.25 • CONN. CHANNEL 3.00' ON ROLLFORMED 2 COLUMN CONNECTION W/ DECOR. SCROLL QO ROLLFORMED HEADER "H" COON. �o �> ; ,� DATE REVISION DATE REVISION (3003-H16 ALUM. ALLOY) DETAILS TO STRUCTURAL PANELS 0 i C vq 18' /C") ,,•_. .5' TYP. �� NO 70 �j� Engineering Services TOT O O O 6 - 114 SMS ON EACH AWAT!tTm 1140 All Pro Drive 6.50' 1 5.5' SIDE OF SPLICE CENTERLINE EKE 31 L Elkhart, IN 46514 O ��,q� VIA �Q KG ICE 0 ES EVALUATION REPORT NO. ER-2621P DRAWNG .5' 5' ® ROLLFORMED SPLICE CONNECTION DEI`ANL.S CA0. SPLICE WE NONE OR COMPONENT PARTS & CONNECTION DETAILS 9' 9• (3006—H391 ALUM. ALLOY) EERS STAMP 2/e/2000 M 97CDO2 2 10F 9 FOR BOLT 25 3.000' SIZE SEE .50" 3.00' DETAIL 'S' 37' 4) AT LEFT I 2 5/16' BOLTS W/ 1' OUL I ' • � 3.00' .688t4) x 3/32 THK. STL WASHER 1 A • 3.000 COVER PANEL 1.0" 0�� 10" R X 7 '�4) �- �010" HIGH SEE TABLE "A" T _L 094' -2 25 I 1.0' I ALUMAX .6 "(4) NEXT PAGE 3.00, - `�{ I.D. . _ r I 8.00 2 5/16" BOLTS .437T4) I + NOTE: 2-V ALTERNATE COLUMN CONN.UKKET SEE DETAIL 'S' AT R!p{f + 2 12 GA. 8' x 3" I OR 2.90' 1 FOR INSTALLATION AND + .020" DP.30 SQ. �36J PROPER CONNECTIONS. .(20) F I I DETAIL 'a',N' OR V el 2) 0.5" TYP. .187" RAD(16) T O FLUTED COLUMN ® STEEL "C"— CHANNEL HEADER OS 3" COLUMN CONNECTIONS FOR QT 3" ALTERNATE COLUMN CONN. BRACKETS (3' ALUM. 6063-T6) (STEEL A-653 Fy=50,000 PSI) FASCIA HEADERS (STEEL A-653 Fy=40,000 PSI) "t" = 0.062" UNLESS OTHERWISE NOTED 5.5' � 1.25' SPLICE JEL 1.0" 3.000, 4.00" .188" 5.00' OR 6.00" TYP. 001, 00 00 3.5" COVER 00 0 0 11 0 0 00 PANELT"'/ O O i YO O . 10.00' OVER PANEL / ■ 3' 1.5" 1.25" L3.00-, 4.00" 8.0 SEE DETAIBOLLS 'A' 5.00" OR 6.00" 10 Q" SEE TABLE 'A" AT RIGHT 36"/2" X 9 1/4' , OX 3", 4", 5" OR 6" NEXT PAGE DETAIL A Y STEEL COLUMN F =36 KSI 1 DATE REVISION DATE REVISION �� 0.90" TYP. c�0 .� i v '���'\MA h 12 GA. 10" x 3 112 0.14' 0.17" ,� Engineering Services TYP. '"' - ' 1140 All Pro DrNe 0.17 mpirg�3�i'� Elkhart, IN 46514 QV STEEL "C"— CHANNEL HEADER �--L lyr Iceo EVALUATION REPORT �_2621P (STEEL A-653 Fy=50,000 PSI) ===B T \F,,, ``jr// KG OW 10" FULL—STRENGTH SPLICE DETAIL F DRAWNG C `�%%�� N° OR r COMPONENTPAS CONNECTION DETAILS ASTM A 653 Fy=36 KSI EN S STAMP 2 j8/2000 Fmw97CDO3 3 OF 9 d 3- � SCQb 5.5' SEE TABLE 'A' R=.05' 4.50"� 1.0 3.00 805" 0.72�1.56�0.72 TYP. COVER --� 0.93 PANEL 1 x 45' COVER .200' 0.72 TYP. PANEL TYP. 1 o.0o' 0.14' SEE•A B� 93 156 3.00 8.0' .110 TYP. 7.0' --� 0.28 .09 TYP. 6.0" 0.37 SEE TABLE 'A' FULL RADIUS 0.72 TYP. OF 4 L—Lr .320' ,220' � �0.17 TYP. LE TYP. 1.0' T (IN)= 0.048 OZ 6" W BEAM HEADER A 3" X 3" HEADER STEEL 0.17" (6061 -T6 ALUM. ALLOY) =40 KSI STEEL® A-653 F TYP. ® 7" X 5 1/2" W BEAM HEADER ( Y ) 7�-0.17" (6061 -T6 ALUM. ALLOY) T FASTENERS REQUIRED FUR PANEL TO HEADER CONNECTIONS OY 10" X 5 1/2" W BEAM HEADER TABLE 'A' (6061 -T6 ALUM. ALLOY) MAX. WIND HEADER MAX. TRIB FASTENING NOTE'S LOAD DESCRIPTION WIDTH SCHEDULE 750 #10 SMS O 6",12" OR 90 MPH ALL FASCIA 10, 2-#10 SMS PER 12' PANEL 375" 9" O.C. FOR 6%12% do PATIO STEEL CLOVER, C BEAMS, I BEAMS 12' 2-#14 SMS PER 12' PANE 291' 18" PANELS STEEL CLOVER, C BEAMS, I BEAMS 21' 3-#14 SMS PER 12' PANE 900" #10 SMS ® 12" O.C. 70 MPH EXP C ALL FASCIA 10, 2-#10 SMS PER 12' PANEL o STABILIZER CUP- AND STEEL CLOVER, C BEAMS, I BEAMS 16' 3-#14 SMS PER 12' PANEL SEE ■1 SEE DETAIL 'AG'. 0 MPH EXP B STEEL CLOVER, C BEAMS, I BEAMS 16' 2-#14 SMS PER 12' PANEL SEE e2 1 SMS 6" O.C. FOR ALL FASCIA 10' 2-#14 SMS PER 12' PANE 6" do 12" PANELS - 9" 90 MPH EXP C STEEL CLOVER, C BEAMS, I BEAMS 16' 4-#14 SMS PER 12' PANE SEE el o_ O.C. FOR 18' PANEL STEEL CLOVER, C BEAMS, I BEAMS 16' 3-#14 SMS PER 12' PANE SEE 012 1.0" el .018 L .024 PANELS N #10 SMS ® EACH ROOF 0A 6' PANEL USE 50% LESS SCREWS e2 .032 6 .036 PANELS P VALLEY 5.406" fie 18' PANE SE 50% MORE SCREWS 3 1/2" STRUCTURAL • PANEL (STRUCTURAL PAN L -7-7 -- 6", 12" OR 18' WIDE DATE REVISION DATE REVISION 9 .079" 079 2.725" ���� I U � ti MAR 1090 0.062' f7 c3uj f" NO. 0 A Engineering Services 0.062" 1140 All Pro Drive 4.00" &r "N 1 ��` Elm. IN 46514 3.00" 3m or � KG ICBO ES EVALUATION REPORT NO. ER-2621 P AD ALASKAN EXTRUDED HEADER qT G �p IFSDRAWNG AC 5 1/2" EXTRUDED HEADER NONE OR PART COMPONENT PARTS & CONNECTION DETAILS (6061-T6 ALUM. ALLOY) (6061 -T6 ALUM. ALLOY) DAM NAME SREU E I RS STAMP 2/8/2000 w 97CD04 4 OF 9 " SEF DETAIL 'AH' f 14 SMS " " I.I�2 FOR EXTRUDED SEE TABLE 8.5 SCHEDULE OF ALLOWABLE SPANS FOR 6 & 12 PANELS � = �75 #1a srrs a FaL�- T .125' HANGER w/ A-RAC FOR SPACING a ADJACENT TO SKYLIGHT PANELS. 6.0' 65' .010' 1 187 tl '° � ' *6" PANEL SPANS *12" PANEL SPANS A-PALoc wwas LIVELOAD 575' 8-1/2' • 437• (8°83-T8 ALUM. ALLOY) / 1.50 (PSF 0.018 0.024 0.032 0.036 O.Ote 0.024 0.032 0.038 BOLTS 10 11'-9' 14'-5' 17'-2' 17'-9' 11'-0' 13'-3' 14'-7' 15'-1" I 8'-8" 10'-6' 12'-6' 13'-5" 7'-11' 10'-4' 11'-8' 12'-1' 1 2.10 1.710 2.25' 20 1.125' 5 375� A-RAIL-SEE t-.082' OR , DETAIL 'AF' TYp_ 2.50" 25 7 -2 9 -5" 11 -3 12'-1 7 -2 9'-3 10-7' 11 -2' S5' I ' 30 6'-1" f 8'-8" 10'-4' 1 V-1' 6'-7' 8'-6' 9'-9" 10'-3" 1.125 a USE A MINIMUM OF (1) SKYLIGHT PANEL PER (4) - 6' ROOF PANELS T_ 36"—� 1.380" 12' 30'� �` AND (1) SKYLIGHT PANEL PER (2) - 12' ROOF PANELS ® 6' W ALUM. HEADER SPLICE ®STABILIZER' CLIP FOR EXTRUDED 1 50" 6061-T6 ALUM. ALLOY �� ��' ® HANGER FOR SKYLIGHT TO PANEL C❑NNECTIDNS, USE THE SAME NUMBER ( ) (6063-76 ALUM. ALLOY) (6063-T6 ALUM. ALLOY) OF SCREWS AS PANEL TO HEADER, SEE TABLE 'A' DETAIL SKYLIGHT PANEL PLASTIC USED IN SKYLIGHT FABRICATION G.E. LEXAN POLYCARBINATE PER t .082' R`ES. REPORT #3286 FOR 8" PANEL 1.10' Fat 12" PANEL 0.85' TYPICAL 12" V-PAN 1.07' FOR 8' PANEL TYPICAL 12' V-PAN 0.80' FOR 12' PANEL ®TYPICAL SKYLIGHT PANEL CONNECTION WITH 12" V-PANS .375' 0 5• + .375' .42' -ta• T 8 - /14 SM I—T R 4.50 .30' 30' NOTE: 5.50' HE ER SPLICE MUST BE LOCATED WITHIN 12 OF A COLUMN. 4' 0.15" EXTRUDED HEADER SPLICE WITH TIGHT FIT _L lNOTE; SEE SCHEDULE ABOVE FOR ALLOWABLE SPANS FOR INSIDE HEADER .5" PANELS ADJACENT TO SKYLIGHT PANELS k NUMBER OF ROOF 0.15" .5� *�J. � PANELS NEEDED FOR 1 SKYLIGHT PANEL_ 10 I5 .5 10 5 TYP. ® SKYLIGHT PANEL 24" 5.406" ®ALASKAN EXTRUDED HEADER SPLICE DATE REVISION DATE REVISION 8 - /14 SMS (6061-T6 ALUM. ALLOY) O 250' R. 1.686" �- auuwcp onmTk g Engineering IN Services EXTRUDED CHANNEL CONNECTOR NO 250 0 :;;' �II��pIA�. E 1140 All Pro Drty. .500" ® (6063-T6 ALUM. ALLOY) Elkhart, IN 46514 AW`*'T UFM : KG ICBO ES EVALUATION REPORT NO. ER-2621 P r2=/�8/2000 OR NAME COMPONENT PARTS do CONNECTION DETAILS 062 0 Wi �•-�k-1.562"-� ENGI P KIN 97CDO5 5 OF 9 b3-ISCQo 3' x 3' ALUMINUM2 1 x 2 1/Y x 1/4' GLOLN CUNNE 2 5/16' BOLTS POST 1 0.09' TYP. :a 750' 16 1 1[2'R 2 1/2' a 3/1e' x 1' ion 20" 1.0" ��� .100' 750' Jam; PL I' x lir x 1/4' TYP ALL WARTS TO BE NOT-OFPEO OALMMNZED 1 OR ELECTROPLATED ROPLATED ZINC. TO S USED OF ATTACHNG TO CONCRETE SLAB. SEE NOTE f2 DETAIL AR' 1 6" 1.5 5" 1.5 5' 5.5' ® SAFETY STAKE (ALTERNATE TO CONCRETE SLAB ATTACHMENT) 2-3/6'X 3 1/2' HILT] KWIK BOLTS TO SLAB OR FOOTER (ONE EACH SIDE) SCHEDULE 'F" - COLUMN TO FOOTING srm caL3rN �NumW CONNECTIONS FOR 18' TO 42' FOQTING SQ6 FOOTING SIZE OHILTI FASTENER CONNECTION TO ANCHOR A OR D. p.p. 'd" (INCHES) (OR EQUAL) SIZE COLUMN TUBE BOLA rsiminANriE i f tN STEEL m "d' = 18' 2-1 4'0 x 2" d 1-5 18'/ BOLT 430f ® . SIDE OF POST V: Q 20'POST 2 1 1 580 f ALTERNATE 3 SQ. COLUMN CONNECTOR BRACKET L— /2+ STEEL (6063-T6 ALUM. ALLOY) 3/4' YN in�i'SEE TABLE v e p . tr CENTERED ON 22' 2-5 16'� BOLTS 6.3 CDLLM 24' 2-3 d BOLTS � 26' 2-1 :3 1 1 3-3'16'0 80LT5 1330f i' YIN. �_ 28' 1 1 3 4' MIN. p. 4 X. 1 e7 V 12' 32' 2-5 8"I x 4'd Fiat G 34' N A Siff INTO FUOTNG PL 7 W (.iF� SCHEDULE 'F' CONCRETE FDOTNC 36' N/A �l�. _ M. N A USE 1 1 2 • STEEL BAR FOR FOOTINGS LP TO REQUIRED 'W" WIDTH 36' CUBE 2 - t/Y x N� FOR FGGTNw LP To N/A 4I' CUBE AND 3 - 1/Y'• BARS FOR FAOTPM LP TO FASTENER MINIMUM 32'CUBE 42" 3-3 8'S BOLTS N/A SIZE 'W'NADTH ALTERNATE FREESTANDING STRUCTURE COLUMN •"d' SIZE IN ANCHOR BOLT OR HILTI FASTENER SIZES INDICATES DEPTH 1 4 3 © TO FOOTING CONNECTION DETAIL OF EMBEDMENT. EXAMPLE: 2 1 2"d INDICATES 2 1/2" EMBEDMENT OF 3 8" 4 i 2' ANCHOR"OR EQUAL' TO HILTI FASTENERS. ALTERNATE MUST BE ICBO ES. 1 2 6. APPROVED TO PROVIDE ALLOWABLE TENSION EQUAL TO "REQ'D 5 8' 7 1 2' TENSION FOR ANCHOR BOLT' VALUES SHOWN. HILTI INDICATES HILTI i E1DC� DYIIETFR. KB-II ANCHOR BOLTS PER ICBO E.S. EV f 4627. 4�H D"�ER ® FOOTING SCHEDULE ®ATTACHED STRUCTURE COLUMN TO FOOTING - CONNECTION DETAIL 'd' = 18" TO 32' r .� DATE REVISION DATE REVISION HILTI FASTENER ALTERNATE �•, I ' COLUMN 3 1/2' CONC. SUAE Of 4 r 1>�s N0. 2 • • ' MmBg En Tneerin Services 1. ALL PAAt1TT5 10 61E HOTS OIiLMMI® OR EUx71oPURED LAIC. MAY ff ;• f -�. :.• g g USED N LIEU OF ATTACIMNO TO CONCRETE SLAB. 1 140 All Pro DrIve 2. FABRICATION OF ANM1C ANCHORS AND SAFETY STMOI IS BEYOND . ' .• r: UNDER �J'J`s AW&M a""""`o!� Elkhart. IN 46514 PROGRAM MUST 1HE SCOPE OS E suedMITTE ORT FTO BUIILoN LDIING��iCIALF APPROVAL .:•OOWROL • SLAB+ \q� ��/ s AN"INC ANCHORS WY BE USED INTHE FOLLOWING TYPES OF SOIL • �. ..r a' \ F F F0� SAND GRAVEL. CLAY. SANDY OWL SILTY GRAVEL SILTYw,TY sA :: :i'. HL1 KG ICBO ES EVALUATION REPORT N0. ER-2621 P SLM CLAYEY SAID, CIAYEY dYYEI. SANDY CLAY. SILTY CLAY. AND CLAYEY szr. • • WAmII" 3�31'�Z NONE DRAWING OR EART COMPONENT PARTS do CONNECTION DETAILS ®AWNING ANCHOR ®COLUMN CONNECTION DETAIL FOR SUB & FOOTING ATTACHMENT ENGINEERS STAMP 2/8/2000 97CDO6 6 OF 9 8 - 5/18' / BOL 5 1/2" x 10' ALUM W= BEAM OR 5.5' 5 1/2' x 7' ALUM VF BEAM OR Z 5/16' BOLTS W/ 1.0' DIA, 1 1/2' 4 1 2 x 6 ALUM W= BEAM 1/2 x 3/32' THK, STL, WASHER 1.575' ,-- COLUMN 1.0' 2 1/2' •8' OR 10' � 8 — 5/16 ' AT%�l 2 1/2' BOLTS 10'T YP. .750' L .100• STEEL POST 2.5'ti;j�- 1' ' CUT BOTTOM FLANGE OF .750' I-BEAM AS SHOWN AT • 3'xB"x12 GA. 'C' COLUMN OR 3 1/2'x1o'x12 GA. 'c' .056 ® 2 5/16' BOLTS C—BEAM TO COLUMN CONNECTION ®ALTERNATE — 4 1/2- X 6" X 5 1/2- X 7" 3' x 3' COLUMN ALUM. W BEAM CONNECTION DETAIL ALL 'I' BEAMS & 'C' BEAMS USE TABLE 8.3 COLUMN 'J' FOR QUANTITY OF HORIZONTAL BOLT ..5/16" BOLTS SEE TABLE 8.4 USE TABLE 8.4 COLUMN 'N' FOR VERTICAL BOLTS. COLUMN E4 FOR QIANTTTY (WN4) 3. 5 W ® ALTERNATE 3' SQ. COLUMN CONNECTOR BRACKET MIN. OF (6063—T6 ALUM. ALLOY) 4.50" ALUMINUM "I' BEAM OR STEEL 'C' BEAU 5„ 40. n nLu TOP PLATE 'A' 0.5" �-O nL" 2 5/1 E' BOLTS W/ 1' DIA. TOP PLATE 'B' " 21 s0E S / WASHER L' COLUMN SIZE + 1 TATF B 3COLUN EETABLE 8.4 COLUMN Q' t— " *N' = COLUMN SIZE + 1/2" WITH 'K' Fl1R QUANTITY FOR QUANTITY A MINIMUM OF 4.5' ® TOP PLATES 'A' & 'B' AND SCHEDULE 'B' FOR TOP PLATELy CONNECTIONS WITH 'I' BEAMS (Y, Z, AA) ON STEEL POSTS 3' STEEL COLUMN 't' = 0.m' 3.0' 2.0' 4-/14 SUS 1.0' .5 ' ® 3" STEE OLUMN TO HEADER CONN. BRACKET (6063—T6 ALUM.) 3" x 3' STEEL 1.0' TE REVISION DATE REVISION HEADER 'AB' ,►�`� 3 rive 6,0' 6-#14 SMS �� 1.0' "nmm Engineering Services O&W 1140 All Pro 6514 Elkhart, IN 46514 � 331 CMP ICBO ES EVALUATION REPORT NO. ER-2621 P 5CALE DRAWING ® COLUMN TO HEADER CONNECTION FOR 3' X 3" STEEL HEADER 'AB" \ NONE OEART COMPONENT PARTS do CONNECTION DETAILS UAIL SHEET EN INEER STAMP 2/8/2000 N M 97CD07 7 OF 9 b3- [5 I 7'X 5 1/2' ALUM. BEAM 8-5/8' BOLTS EACH SSE OF SPLICE t-0,12' 08. SPUCE 16-5/8' BOLTS. 0-09' t-0.09' 8 EACH SIDE OF 7.0' €SPUCE 4 1 2 - 6.76' / 0.1' 5.0' 2-7' C SPLICE 12'S 1 t-.062' TYP. ONE EACH SIDE 1 1/4 OF 7' "1' BEAM .062' 14 78' 1 1' ' 14' 'TIGHT F T I' 0.2 . 4• �• �� 4' 1. 4' ,�• 22 22' 0. 48' .1' 1" 0'12 2.205" ® 7" X 5 1/2" ALUM. I-BEAM SPUCE BOLT LAYOUT . 7 X 5 P 1 2" I—BEAM S LICE 2' (6061-T6 ALUM. ALLOY) 2 . 7" C SPUCES 3- 11.4 SMS® SPUCE DETAILS (6061 T6 ALUM. ALLOY) EACH SIDE 2- 2X 6 1/2" ALUM. HEADgALUM. 6' TrP. 5 1 2 � .01 0 3"X 8 ALUM. HEAD /2 2'X 6 1/2"X .024" 1/2 7" 3- #14 SMS3" ALUM. SIDEPLATE; _ ♦ EACH SIDE3 14 SMS EACH OLUMN SIDE OF COLUMN 2"X 6 1/2 ALUM. AWNING ANCHORS 3"X 3" ALUM. SIDEPLATES � BG 3" x 8" HEADER COLUMN WITH SI END VIEW O CONNECTIONv DEPLATES + + + + I'� 3- 14 SMS '� + DOUBLE 2 X 6 1 2 + + + + EACH SIDE BH � O HEADER CONNECTION 2 ANCHOR 3 ANCHOR 4 ANCHOR 2- 1 OR 4 ANCHOR DETAIL FOOTING ALTERNATE NO. OF -'' S i/r TE REVISION DATE REVISION d FOOTING ANCHORS Q� -� J 9 AR 0 (IN) SIZE 1 U 15' + 18 12N 12 X 15 0 20 15"X 15'X 15" 1 WITH SIDEPLATES 22 18'X 18"X 15 1 24 20"X 20"X 15" 1 I Y NO �JI Ajpjjngg Engineering Services AWNING ANCHOR 1140 All Pro Dr1ve � � CLEAR CENTER IN FOOTING 26 20"X 20X 15 1 � Elkhart, IN 46514 TYP. 28 24"X 24"X 15" 2 30 1 24"X 24'X 15" 2 CMP ICBO ES EVALUATION REPORT NO. ER-2621 P 2X 24`X 15 3 32 4" G �}\l�F DRAWING BI ANCHOR DETAILS 34 24"X 24'X 15" 4 = 3-31-v?� NONE NOR P� COMPONENT PARTS & CONNECTION DETAILS FOR ATTACHED STRUCTURES 36 24"X 24'X 15" 4 GINEERS STAMP 97CD08 2/8/2000 w 8 OF 9 RAFTE 720' 2'X 6 1/2-X 12' HANGER LTERNATE 2- 2"X 0 1/2' SUM' RATTER HEADERS IN PLACE OF O 16' OR 24' ROUIFORMED ' 6' HEADER WITH D.C. HEADER POST & SiDEPLATES 0.1111- ti SPLICE EXTRUDEDWTT HEADER 3'X 3" POST 2'X 6 1/2' ALUM. FASCUI HT FTr INSIDE HEADER R ALTERNATE—DECORATIVE TYP. FASCIA TRIM �JI, ALTERNATE 2-2" X h 1/2" HEADERS -RAIL - SEE DETAIL 'AF' 4- 1/4' BOLTS OR 3 #14 SMS EACH SIDE 4- #14 S.M.S. 3' X 8' BOX BEAM HEADER .750' ALUMINUM 3' 6" BRACKET 'H' 3'X 3' ALUMINUM 0.062' 8 COLUMN TYP. �n 1.0 3' �,� 1 2 1/T' 7", - 7- 16' 3 114 SMS EACH SIDE ® SPLICE DETAIL ALUMINUM 'H' BRACKET FOR ® 3 1/2" V HANGER ® " CONNECTING COLUMN TO HEADER (6063—T6 ALUM. ALLOY)5 1/2 EXTRUDED HEADER SPLJCE (6063—T6 ALUM. ALLOY) (6061—T6 ALUM. ALLOY) NON-STRUCTURAL — _-- COMPONENT 2.109 3 114 SMS EACH SIDE f z77 e7 " OR 2 5/16" BOLTS �. 5.721' ® 5 1/2' EXTRUDED SIDE FASCIA V (6063—T6 ALUM. ALLOY) /10 x 1.5' SMS SEE TABLE a "r COLUMN SIIDDEPLATES E REVISION DATE REVISION 8.5 FOR SPACING J• r MAR O -2 - 1 ALUM. FOOTING X BRACKETv'- 2 3/8" x 3 1/2" USE ONLY ON SLAB (� SEE NOTE ;. OR d=26' FOOTER AT RIGHT �;►�:• OR SMALLER �� ��Jey.ilhrf�� Engineering Services J 111i1ta� 1140 All Pro Drive / Elkhart, IN 46514 03 1/2" "G" RAIL ; �/ (6063-T6 ALUM. ALLOY) \ SLAB OR FOOTING fj L j`\j KG ICBO ES EVALUATION REPORT NO. ER-2621 P ®ALUMINUM FOOTING BRACKET FOR CONNECTI qjF (�F ` � DRAWING COLUMN TO CONC. SLAB OR FOOTING NONE do OR PART COMPONENT PARTS CONNECTION DETAILS 3' NAME (6063—T6 ALUM. ALLOY) ENGI S STAMP 2/8/2000 M 97CDO9 9 OF 9 AFTERS 3' 2 1 8' Irz• OR r ,1� L= 2. FOORR 3' X Ir 1/2'I �TRS .04 01� , OR r I a I L3 LATTICE .048 MIN. 4* 2- SMS EACH SIDE 1 > OR t=0.024' 0.042' ao 130 i 0.032� 'o ASTM A-653 Fy=40 KSI ®STEEL CONNECTOR FOR WOOD COLUMN CONNECTION _ " 18 X 2 ' SMS FOR 1 1/2• OR .0265' CF1R TTICE 2 - a x 2 1/2' 2- 10 OR z/4ioWOOD 4 ' INTO METAL O RAFTER do SIDEPLATE ' 4 COLUMN ( ALt>pL ALLOY, Y= 0.040' 1 HEADER (3006-H391 ALUI,k"ALLOY) 3006-H391 ALUM. ALLOY (3006-H391 ALUM. OY) L6 RAFTER HANGER ( TTK:E MUM. RAFTER L9 LATTICE TO RAFTER CONN. / 4- #8 SMS EACH • RAFTER MANOR ,I{ 4 ti HEADER HEADER DETAIL MAXIMUM MAX FASTENTING 4-ji SMS 1 e' GAGE WIND LOAD TRIB WH RAFTER41 .042 3 x 8 L1 90 MPH 6 2 #8 SMS EACH BRKT, SEE TABLE 3' x 8' PATIO 10' 3—#8 SMS EACH BRKT, AT RIGHT. � 15/18 �� 21 4• �I .036 3' x 8' L1 90 MPH 5' 2—#8 SMS EACH BRKT. 1 BRACKET USED W\2' X 6 1/2• RAPIERS BRACKET USED W/3' X e' RAFTERS 3' x 8' PATIO 10' 4-#8 SMS EACH BRKT, L© RAFTER TO HEADE CONNECTION BRACKETS .032 DBL 2 x 6 L11 90 MPH PATIO 10' 3—#8 SMS EACH BRKT. (6063-T5 ALUM. OY, T=.060') .094 8' STEEL C L23 90 MPH 22' 2—#14 SMS EACH BRKT, 90 EXP C 10' 2—#14 SMS EACH BRKT. 1/4' x 4' LAG SCREW �, C � DATE REVISION DATE REVISION SEE TABLE 9.5 COLUMN WOOD LEDGER- 2 X DEPTH ANC4 FOR QUANTITY ALL 10 PSF USE 1 LAG 2- Cm PER STUD 16' ❑/C SIDE ,y, '� ALUM. CC N 2 /0 zi D asnNG RAFTER {C� 3 31 a 2OAWP�= Engineering Services STWLCW ALT. / 1140 All Pro Drive SHOWNN U16 N Jl I V I .'�� SHOWN U 6R PER LC.B.O, ,� � �� i Elkhart. IN 46514 p- f10X i E.S. EV. 1256 f �AL1F�� DRAM E/�CF{ KG ICBO ES EVALUATION REPORT NO. ER-2621 P L8 ALTERNATE RAFTER TO WALL CONN. NONE OR PAWCOMPONENT PARTS E CONNECTION FOR PAW At C011A1ERCUIL LATTICE STRUCTURES ENGINEERS STAMP 2/8/2000 N ri 97LT01 1 OF 4 PLASTIC i/2PLUUGG 2"x 6 1 2" OR 3" x 8' SEE SCHEDULE FOR SIZE LTERNATE 2— 2'X 6 1/2- BOX HEADERS IN PLACE OF HEADER SPLICE MUST BE SE 3"X 8' HEADER WITH CENTERED ON COLUMN POST do SIDEPLATES 2— 144 I;00, o SwS BOX SECTION 3"X 3" POST // 3' X 8' HEADER o � NNOTE-- PLASTIC PLUG TO n-L ACCESS HOLES USED VO 1ATTACHING 1 o S.M.S. INTO ANOTHER BOX SECTION IN WHICH / THE SMS LENGTH WOULD EXCEED 2 1/2'. ONE2FJVCFI651DE2o DEPUI7ES 1 I �( 3' L10 PLASTIC PLUG DETAIL COLUMN COLUMN L11 ALTERNATE 2-2' X 6 1/2' HEADERS L16 HEADER SPLICE DETAIL 3.0" I 3.00 37" (4) 0,72 7,1.56�0,72 0.93 3.00", 4.00" .188" 3 0.72 5.00" OR 6.00" TYP. " .688"(4) o .094�4) I 7 0"(4) -F 3.00 L3 33", 4", 5" OR 6" 10 HIGH 028 0,93 1.56 STEEL COLUMN 1 ALUMAX Fy=36 KSI I.D. .68 "(4) 0.37 0.72 3.00", 4.00" .43714) I �0.17 5.00" OR 6.00" --j 125" RAD. T (IN)= 0.024, 0.030, 0.040 (ALUM) .020" DP. (36) = 0.048 (STEEL) DATE REVISION DATE REVISION x 70' .062" RAID.(20) mm (12) .187" RAD.(16) COLUMNS MAY BE TRIMMED w/FLEX- QFESS! ALUM. FACING. L31 FLUTED COLUMN L30 3" ALTERNATE COLUMN ����� F • T U ` ' O _ (3 ALUM. 6063 T6) (3003-H16 ALUM. ALLOY OR fi Aag Engineering Services "t" = 0.062" UNLESS OTHERWISE NOTED A-446 Fy=40 KSI STEEL) w �n' Ai11G 1140 All Pro Drive or_ N0. " '�+ ' Elkhart, IN 46514 WA" Iff o'L _ KG ICBO ES EVALUATION REPORT NO. ER-2621 P COMPONENT PARTS & CONNECTION DETAILS lqj GF v* `F�i NONE NAME PATIO k COMMERCIAL LATTICE STRUCTURES SHEETDATE ENGIN MP 2/8/2000 M 97LT03 2 OF 4 d3-ISC�o 5/16' BOLTS W/ 1' DIA, x 3/32' THK. STL, WASHER 5.5' TO 8' STEEL 'C' BEAM SEE TABLE 8,4 COLUMN E4 575' 2,35' FOR QUANTITY ,750' .100' 2.5' 1,0' 750' .056 5/16' BOLTS SEE TABLE 8,3 COLUMN 'M' FOR QUANTITY ,048 x 3' x 3' STEEL POST ® ALTERNATE 3" SO. COLUMN CONNECTOR BRACKET (6063—T6 ALUM. ALLOY) DETAIL 3" X 8" — 1 FOR ATTACHED STRUCTURES COLUMN TO WRAPPED 3" X 8" X 12 GA. 'C' BEAM HEADER CONNECTIONS 3"X 8"X 12 GA. ��� 309 X Sn BOX "C" BEAM = DATE REVISION DATE REVISION BEAM WRAP J l III Engineering Services 1140 All Pro Drive 9j-31,o Elkhart. IN 46514 L23 3" X 12" X„ 12 GA. STL. 'C' BEAM ICBO ES EVALUATION REPORT NO. ER-2621 P WRAP W/ 3 X 8 ALUM. BOX BEAM `r19j KCDRAWNG COMPONENT PARTS & CONNECTION DETNLS � NONE OR FOR PATIO k COMMERCAL LATTICE STRUCTURES E EERS STAMP 2�81 /2000FUR 97LT03 3 OF 4 036' OR .042' x 3' x 8' HEADER L25 70 do 90 MPH WIND SPEED L26 3'X 8' HEADER 3 1114 SMS EACH SIDE 2 N14 SMS EACH SIDE 0-0 �- 3' X 8- BOX BEAM HEADER 00 ALUM. 'H' 3" 6" BRACKET 10 3'X 3" ALUM. 2 #14 SMS EACH SIDE o 3 *14 SMS EACH SIDE COLUMN 2'x 6 � - 3'X 3' POST SIDEPLA 3'X 3' POST 3' L COLUMN W/ SIDEPUITES '1 COLUMN W/ 'H' BRACKET L24 ALUMINUM 'H' BRACKET FOR 16' CONNECTING COLUMN TO HEADER CENT ON COLUMN ERED (6063—T6 ALUM. ALLOY) EA #14 SMS ° ': 12' EACH SIDE • 3' X 8' HEADER o • '�. • • ,: 0 3 #14 SMS EACH SIDE 2_ 2' X 6 V ' SIDEPIATES 12' DR 2 5/16' BOLTS �UMNC �oE2 of COLUMN �, L16 HEADER SPLICE DETAIL � AMO OTACHM �* inficnimb 2 3/8' HILTI KVDC SAFETY STAKE IN BOLT II V/ 2.5'EMBEDMENT ®CONCRETEOOTING 7 S4 3"X 3" I '2'X 6 1/2- POST I SIDEPLATES I ALUM. FOOTING BRACKET ASS U' DATE REVISION DATE REVISION . .., .• QUO � � �r ►' '• as f( r LLJ cD SLAB OR FOOTING N0. n `�s�. �ag 1140 AllllriP 90 Services Elkhart. IN 46514 L27 ALUMINUM FOOTING BRACKET FOR CONNECTING qT < _ KG ICBo ES EVALUATION REPORT No. ER-2621P POST TO CONC. SLAB OR FOOTING E F ( NONE OR PART COMPONENT PARTS & CONNECTION DETAILS (6063—T6 ALUM. ALLOY) — - -31'02 NAME FOR PATIO & COMMERCIAL LATTICE STRUCTURES SREET ENGIN ERS STAMP 2/8/2000 97LT04 4 OF 4 03-1S&0