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0109-238 (PAT)C0 LO N ON d Q T Q O xW� mUU O �ur)� Z �° a a J RIO; LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Seetkin ZdQQ) of Division 3 of the Business and Professionals Code, and my License is"in'full force and effect. License # Lic. Class Exp. Date i 1 /atB HICL Signature of Contractor'`��' OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). ( ) I am exempt under Section B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. )� I have and will maintain workers' compensation insurance, as required by Se tion 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier Policy No. F:. It (This section need not be completed if the permit valuation is for $100.00 or less). ( ) I certify that in the performance of the work for which this permit is issued, I shall not, employ any person in any manner so as to become subject to the workerp' compensation laws of California, and agree that if I should become subjeEt to the workers' compensation provisions of Section 3700 of the Labor Coe,pl, I shall forthwith comply with thou pr Vi Ions. "Y e: Applicant Warning:. Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety.. for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I(agree to comply with all City, and State laws relating to the building constrYction, and hereby authorize representatives of this City to enter upon the aliove-mentioned property for ipsRection pur S� nature (Owner/'Agent) `"" -"' r Date 4 BUILDING PERMIT PERMIT# TRACT DATE VALUATION LOT TRACT 9,0101 fr' • '1TOk?,9 JOB SITE APN ADDRESS 7 1.8 1 �1 t"I�➢ � �0 B �i Y OWNER CONTRACTOR/DESIGNER/ENGINEER WORLD OPNT(..C)la'Ma s.04C Y D.R. COK�'E`, TIC'l:UM CO, 74-333EM'Y i 11 59:7,103 78-155 CAIXEFORTUNA PAIM' DWRT CA 92260 1A (4?Ji'3.0' A 0A 9225: S160)771-80171 CB14f. 6236 USE OF PERMIT RNN0 371 3VA$;.7.i kkWOOD LATTICE PATIQ CGVER o IC80A �621P 1't?RLtiJPATIO 324.003F Rfs°I:il O16I) 4a'C bIr OF d.Ok'J7v"3,1C".'EXTrIon 4,3W.20 !SUN OJECK YER 101-000-439-318 $46M.-- S':►Aff,21MICITION Pita 101-000 ,418-000 `ot.flt) ;iTRO" 0MOTION FFR - RWND 101-000-W.000 Q ca a SEP 2 7 2001 CITY OF LA QUINTA FINANCE DEPT. 6 ; il'C5WA7FAL 0,010'a:I!tU(;.'°t' 09 AND PLM cais ,?C; :: $1119.30 LEM) 'PTIE-1�A3,?41r1 W.Ofy 7 =AL F*M8M. EDS DUE Iq0W RECEIPT DATE BY �% DATE FINALED INSPECTOR C•.; w INSPECTION RECORD .OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade Retum'Air Steel Combustion Air r�. Roof Deck Exhaust Fans O.K. to Wrap F.A.U. Framing Compressor ihsulation Vents Fireplace P.L. Grills Rreplace T.O. Fans & Controls tarty Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath - Drywall - Int. Lath Final lqq BLOCKWALLAPPROVALS Set Backs ]— Final Steel POOLS -SPAS Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines - Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test Appliances Final Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) COMMENTS: 1_,D ' -rce /�- ,a T. �hbh CITY CSA QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION 1 DATE ?/_�: � � _C� Z'd 68A0-�G9-09L A RE -INSPECTION FEE OF $30 WILL BE CHARGED IF THE APPROVED PLANS AND JOB CARD ARE NOT ON THE SITE FORA SCHEDULED INSPECTION. NO EXCEPTIONS! NOI83a aibom dLsiTO 10 9T inC °'A B "•�• 1 here • ,,ter t]ttp/t/ttlpll .......... �..•`P� A�j \• o F M'cy by Certify that this plan,'S CHI. F' TUCk �.�'•� pFESS/p .••"• OF NE{'• %S t ,� Callon, or report was e Eo PRO Fp a` Q .' ��: • �F �< r RFO *y I` Or under mV direct supearlon cnd CFS FF 000�/�•°� •oe•o~••ql I'�i i •�P•' 9 that I am ij dut i `SJ' ,•c�,Q R. F. :F2 5 ' * • T U C4- ��` N0. 14275 R•F•TUCKER * Slonai Engineer U der the laws a ( ENGINEER p 1 :; TUCKER ��' ' • No. PROFESSIONAL W of the State Z c� o m • LCBO ES EVALUATION REPORT NO ER -2621 P ENGINE n 40 ' Of Minnesota, a • F NO. ER R. F. TUCKER =9 6385 Q` , s a," E-5170 •: -Z6 :• �9•, o�i� 222..•• :r R 33793 + . TU R !`. �� `Q • • ..�O,e fNSEO: �Q c/"EE (Q`.�' PAGES DRAWING TABLE OF CONTENTS /� F 5 Liter F "•°••' s PF, DNA► EN 1 I l C;�,`i A. `� ! •..1�-� No. 22 ... •e. J^.h `s•��lll •• •• �,`, •'e / s- •• 'e�q,e,I� X111"'',,, 9nEES S I OaP IS �1� 4y, OF NEB?l . 2 PAGES 97GN01 GENERAL NOTES TUCKF9 �SS�pNPI ENt l�FF9 M��it qo ```0 i►iAlh►gl N T \olessiona/En 97GN02 SIZE o 1n� pNOe� r q* �.� •o...... • �� O -�Nq ICA� X bW o •RAYMOND F. • 's �* a� �� aur ate' RAYMOND 21152 2 PAGES 97SC01 STRUCTURAL CONFIGURATIONS y Z u' TUCKER ' _a �,� r R. F TUCKER `_ TUCK R _ �, � . s _ "E z ; R. F. — 97SCO2 r^ ? :'� ,a,; f r �,: tVUMBE 0 13084PE w oP QA Pte. J��•.,CIVI• �O l�•. �? i ��' ' E-24131 1 FS, !STER TUCKER 9�, �� :a�� OIL, W e RFc 1 PAGE 1.0 ROOF PANEL SPANS AND OVERHA ATIO A IAL STIR -le o' `""® `S�ONAL q9/IONA. Usp ' ' �e�aae / 4e6S10NP`i% F�5�1(��e "� `+.•..� 1.4p is IAM• �`�..(E `. e 2 PAGES 2.0 FREESTANDING AND ATTACHED PATIO STRUCTURES 0�;,•••^" %''•, T \ .S %` IgE" ° % a�� . SS/ ESS/ q L k�� oe a�9": GIS TE,� ` SRI N S 13 PAGES 3.0 FREE STANDING AND ATTACHED COMMERCIAL STRUCTURES SERI �' = `��` FO R. F. TUCKER 1 PROFESSIONAL = E-61529 REGISTERED i 151'6 PE 4074 PROFESSIONAL 1FAGE 4.0 FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES •<""/y � c ENGINEER y�" °NE,�,a� �•� �q��INE��'�.�`� � ASD 9FG�STEa� r�` No. 4523 v4 PAGE 5.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES R`^•F,�„eR��• // pts. S/Ohll�l. t ' 46 eF ��0 0\p1:�:� .• ~'"..-...._ ejeeee►eecA!,Itra'��`� ��' �•i',`. Q 0 1 PAGE 6.0 COLUMN AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE T AGES 97CD01 CO PARTS AN CTION DETAILS ®eo_; ,'-- e o "E °' R. F. TUCKER 97CD02 �p �QENIT RpF o�s AC ®a ��k`� . a -A& .- •?!...... 1Vo.032085 F v� �'� ` C7A!�!p . �Eu. Nv _ Ac><uc vim:. N0. 26070 97CDO3 �,`� ,Gl N Ell. 5S, ,�. 6 rREGISiERED O� (� `s . R. -!j l • i7 ^ •+_ PROFESSIONAL ! . '� y Ewb” i " • 4 `. . 97CD04 84+0 ? s, 6362, 97CD05 w - o _ 't�.p J'l C Q r c. s p No.I2109 414 R. F. TUCKER" N y `sS q IVIL OREGON R. F. TUCKED t � a � s ••° 2132.,,.. /. = . '•. F �... - '• C' ..fir. l 97CDO6 1n y ) r i °o s o°st�•�osee Y... rs i OF CALIF 3' ^ X10 '.•NGINEER N •� a � O XPi // ®[' Y�a ` • ' "C (-'AJ'....:.•E`\ 97CD07 G N 0 NO. !•. o � DA "• � ///fllIII - � ,a`°�pQQOa REG%s QST @e.�4,ta®C\0♦�—" a P l 97CDO8 ,� ii �� y� rEu5329?•E r� 97CDO9 F. T - S y- �F 1 Ii� ^•.,►�eatesses°`�� x� a 20910 0 PAGES 97LT01 COMPONENT P�fi►1�3�9kM11lf�j�ONNECTION DETAILS FOR MMERICIAL LATTICE STRUCTU N0. 7984, ' S 97LT02 TIJ��.°f/ice �am`a�,.�' ��• ffi� ,�.� R. F. TUCKER o�m ,♦�S • a/., %O R G/♦♦ �� i �b ; f� Fn 'r y 4 E • 97LT03 C,EORG� .� 6E G a ......... ST eoo upuulpq ST'I ��• 't �J. t asS/0NA�-��.o••° ``��o`��"�. TU�"'�,,,�97LT04 S ,yF a � t�� AFo e � s �.' � G� srq �� '' 1 a eeeee a°° ` O N0. 8143 NO. .: t , / R. F. �. TE of U'.; ... .: ````rpq�fiiur►4177� ,.�sc.G95Tpp NO. 8143 NO. 60$$OiBei PROFESSIONAL• E COAF/v, ,�, = p . PROFESSIONAL s 8 >F J ` r95283 J 13 3 � Dale ...J Mmor4 a`&q� AUC Crit No. 1145 8 �_ \4'g UJZE�� .E` �P F4'GINE�� ''ii �D P `` �: T �.� :: L�IYle WY( c . _!N o �'olAM�' s ' F .� d+ IAN �A ♦•A A or <` �o I3W.DING1!�O]DUCTB�RC "s0 eye F -CSF' dy �'� v� ` G f �O N `♦ �``C : c` 11UIIIIIIPPPf:a=, C ,ITii Y /f �� ® ♦ T�iil I ♦ �, /n' STER a. • 1140 ALL PRO IN 651 •� _ ` - 1 S; ...AWP.. U ```��. •,•, 1 1 1O ,��', ffjf�/'/ Na� ��,�,` .��••��(. �/C i /// �A� ,�� ```\\1\ S 1111�� N o4 "''``♦♦♦�e•T . ' EYAILVAT ONS REPORT ER -2621 P •W AS O. 'RFs ; � � .��. ......• Fs . 0 . Ges AGE No. 205: .•'�' IN •••• S1 = Q,. �R° : �GINF••.• S'i • F• CIIE �,��QS /'�s�,,� �� O . �C �!'taG FF•��CENg� '% _ /�� 135 y'• ./ - �'' • V • �' Z �` -0e i DATE: 2/8/20 00 CITY OF'%,` lNTA CERTIFICATE : Z =� 1833 s r _ R. F. TUCKER _o o, : N 833 : • s �^� .. = Reg, No. 27575 STATE OF 1111 r ND. 15896 * : ?� : ° :.: $ 12733 :10 :; 9� s - 12733 EGISTERET i O '•;LS 9� 1 BUILDING & SAFETY DEPT. P .•' :9 •• F of �� :•• PROFEssIONAI ENG!kEF.Ge ��`� r F ��sa� Z STATE OF �:9i,-% ' OF �� 00��(7,:� �Ii�,�••••• ••. G� •.•«VIR..•'• -�' APPROVED �s FLORIDA ' ��/ ••••o••o•••`Cj /NSP ♦ ,'.,� p F• J'4�ii IN - /'��i��ONA� Eaee` • `47dN:�1 APPROVED CSS%UND t=.11V.••`', �� ,/G ,p ,p �F �`�•�'1111111111 O1NAL�- OINALE�_ �rn�,�.GIN,Ia�" FOR CONSTRUCTION Rfp ENG✓' DATE BY 11 • •,••1III fill,, 'III � •••••qy -7 'i ••••••••• \\\``11111UIIIN I ° •W°ewnrrlo 9 ` �AB'gM.y'•♦ � �� • '.F % •• • OF NEIy •c TUCK S�pNpl ENC/,yF ta�,y `.°``�E OF... M/''',., ONTq e� c�t1H CARO,;`,,, F• TUCI��' �.•°�, r o\STEI,� .' : � d R. F. • 2 - p'��;......• ✓F,9 : QEF' F9 �cS • '••.F9 tt►t 4�►y•••.......... ,SAO M N•9 •`� ��•°•°ESS/ °° �'� �" � $T � F - c > ,T U C'••, s M;f . TrrRA TUCKER • ' y ' F ��.N0. 14275 `�; .,m e: ; Q ��p; ca Z�' �o `'� o RAYMOND R R°�. F TUCKE MO PROFESSIONAL d�E-5170 :� • NO' "' _ F m m' K ND 571 40 1 SEALPROFESSIONAL PF .'a:%S4022 -' y TUCKER o ' 9 NUMBER PF o. ER ir s, 1 6 g RE 74 j • e- 4,;,,[4 �. .. • 1 ��: °••�•••• s °`�° •• 90 E $ �, @ . (f` c� / '• C .� Al W �?= % -24314 : OC+ F G/STE REQ e`u •"e 1 N • . o••' 51 OyNEE�C°.`� O'L'4J1'f�'TE S '•.'��; ... ��a<c, A \`P d N' �Da ZJ� ,n► 'moi AA S SQL . �� o,`I� F .°.o• �(� °,,° ,� Q F o '••. IONAL EN 9QFESS�� 8628 O 27682 r' ''i, R •. �Q' `°` NAL E TU , �P�• °'•I:, TUC' �`°°, 1. DESIGN IN ACCORDANCE THE UNIFORM B G CODE 1997 ORS OR DES�'�1Vi11iiR@��'ONENTS IIITII,IIIr 1�1��111i�+++ •: �.,r,,,+„• EDITION. <<< 0 F Qto\essiona/ f'9iP,.•••,•F; THA N 15 FT Design Uplift Wind Pressure (psf) ;,``'`? U'�'/ ma ►car 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE LATEST EDITION OF ALUMINUM, � u� p e0 �\ f �o ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE UNIFORM BUILDING CODE;~ . : ' `, ;J Simple Span Arens . Eaves and Overhangs _ R CKER 1'SI�.................. Enclosed lEnclosed 2 9 21152 ged Unenclosed Enc ose Unenclosed FTU 3. EACH BUILDING PERMIT SHALL BE ACCOMPANIED BY TWO COMPLETELY DIMENSIONZp , _ _ E-615 TUCKER PLOT PLANS SHOWING EXACT LOCATION AND SIZE OF EXISTING AND PROPOSED oP RR1 F ' 1'Ci`°f-,••••.: h Exposure i� ( = d STRUCTURES. oeoanecalll. ��"' ;'.........."'�4"" +'+•••.••.. '..0 B 10,16 10.16 10.16 21.87 A9! nee. SP. 4. DESIGN LOADINGS:°°�ROFESSip� ,$ Qy�s�5�'0 B 16.76 16.76 16.76 36.11 "'q� s `�'/STE�F" �' �c::, .° �`� •°° °•°° NNi 4- 70 C 17.36 17.36 17.36 37.40ONA � pTE �� A. APPENDIX CHAPTER 31 DIVISION III. PATIO C.OVERS:� °e G� 0.61,-,.,; � }LA If % , 90 C , 28.66 28.66 28.66 61.73 N ° W •acs , G li N 6' r s� -- AR 4, LIVELOAD: 10 POUNDS PER SQUARE F00T. ? 0 6362�C• 20 POUNDS PER SQUARE FOOT R. F. TUCKER 84.40 REGISTER D y 25 POUNDS PER SQUARE FOOT " ` B T LESS THAN 18 FT Design Uplift Wind Pressure (psf) ' 30 POUNDS PER SQUARE FOOT ';� •° e Off ' Simple Span Areas Eaves and Overhangs LL OREGON - PROFESSIO AL s ° �P° ENGINEE 40 POUNDS PER SQUARE FOOT °°o rH DaK�.•' * * * 60 POUNDS PER SQUARE FOOT °°°°°°°° ,0"� S Unenclosed Enclosed Unenclosed Enclosed % ° R. F. TUCKER , 'e No. 452 0 '�'•°•,.., a°•,� . O rl ''• Exposure `'S T z 2 • � •°•.°° NG. 0320135 I-.. P F ie19 �� WIND LOAD: FOR 0.4112 > SLOPE < 2+12 g Q IZ-) B 10.65 10.65 10.65 22.93 � T 9� �`^° �,�;p .i ,,� �p B 17.58 17.58 17.58 37.86' a ;. ' C F� Design Lateral/U lift Wind Pressure ( ) �' °t ;- >� ,Q i P • c a.�, 0 C 18.05 18.05 18.05 38.88 " .sem I�r,ISTEaED (i h • �� Speed Simple Span Arens Eaves and Overhangs O AAek.,. Awa •. 90 C 29.80 29.80 29.80 64.18 ' ACciLbC TL1ti aJROfES510NA6 e l NO. 260r2mph Height Zone Unenclosed Enclosed Unenclosed Enclosed s ° .. R. I:. TUCKER bcp 3 - 31 oZ 70 Less than 10' 7.5 7.5 7.5 7.5: - 90 Less than 10' 11.3 11.3 11.3 11.3 °°° Momma^' FOR DESIGN OF PRIMARY FRAME SYSTEMS � ENGINEE„ !} Vl�- \Q , s44 70 Less than 12 °° o. 21 C1 9 \, 10 10 10 10 "^ °�°°e .•`�� f wA5 Design Wind Pressure (sf) 0 lF 9 P , �,�,• FCpL\E 90 Less than 12' 15 15 15 15 Exposure B Exposure C �Fff4tItI1Lj,'�ss��. 1 h3reb certifu tf cit tills` c�tlorl, rl_�P,artF:a,<as re :::r'I..; 70 mph 90 mph 70 mph 90 mph �t •° o 'p� UCS'~ 9 •,' 1 ' fir` ' .;; v% Lateral 10.2 16.8 17.4 28J ES Q ,,o Oy.� (- • , ,f-`, <t`C •I Or und,: r • :iy dl:,dCt su�;.�?VIS Ii �9t! 1 01 ~ , ' B. COMMERCIAL STRUCTURES that i r :, l n Pauly IZL-9; tered P, -C, l Uplift 10.0 15.0 10.0 16.05 � No.12109 � � o , sloncl E:.0neer under the Ic . �cS' CSS'; f ?? ✓ 20918 LIVELOAD: 20 POUNDS PER SQUARE FOOT. Ofthe Ski of Minnesota. S/0 .1:., ..• . x 25 POUNDS PER SQUARE FOOT :�9� °,• • ��.�,. F • TUCK 30 POUNDS PER SQUARE FOOT R. E. TUCKER �c F,Q 40 POUNDS PER SQUARE FOOT pie; Ic �teo� 'sS �G °°° N1t n No. 22 /Q(�A� ° 60 FpIJND;a, PER SQUARE F °. 7j ,,, y. TUCK �,: Q TE REVISION DATE REVISION �°0`ilwrltQ4� i` CERTIFICATE Q PRp''.,/ �� ° t�( S� �.,, 1 •�� N�''' , 6 ��••• ,•1•Qs•�' s,`P '�p P/�G� ,Q r`llL�1 T� 1 ° pE ,; No. 1589 * ` �`F. GIN °••• s' �GENS X19 ,• ` �.� ��` \ , f' F '. �O : �O _ R. f. TUCKER ' s ` r �S1 No. 7984 1 TUC,f., .� STATE OF F . ENGINEER I ��' l;gQe� FLORIDA Q- r = 4+ : ; D = Reg. No. 27575 w z 13557 $ i .. r �'' :� • 1833 _ 12]33 VOPSTEREr r N a = • R. F. TUCKER • N i = 6385 2 t� ; a VROFESSIONAL ENGINEER; �T QQ� Engineering Services �RfD ENG\ 9T P ' �' * 1140 All Pro Drive t' 5% No. 205$ ''9i °'� F n` 1 \O •i lV '�4�/�,/ IN V.`• \ `��ly� .AYE - li��li • y�'r Elkholi. IN 46514 ~ i �'Rili19i {�if �` Q yI.1 �b,'T �''`••.!CEi.Is'�,• �,� 'i R G/ ll�j V/ �Ii!! poV b , y i� V �a - KG ICEIO ES EVALUATION REPORT N0. ER -2621P rA r �i f ....w' 0 a� G �4 d -.� U ` �i 14� r c1 i si! E OF U /" z;, .5 t iii 10 4i4[�r".4l \� ea i; $A�� S. ,`F. eN� *� ,I .° a '!'�F„ ,. NONE OR PARTGENERAL NOTES ' R.F. TUCKER �.. G * 4. NAME ISPE'��p N0. 8143 Q� i__ R. F. s PROFESSIONAL -; ENGINE S STAMP 2/f3/2000 w 97GN01 OF 2 RFp ; fn .,CL 11 VCINE �� 9538 NO. 458 W 4 F T U G� /BST 33793 Oate ��.�•.OFIlk, �a k 'a/iAN' ��`` �'�� FG/STER�� • e` ly NCS vol ; /pNAL EN E = s ��. NAL . ``` � ♦ • IIII nI/IN 1111�11� - GENERAL NOTES: (CONTINUED FROM SHEET NO. 1) NOTE: EXPOSURE "B" HAS TERRAIN WHICH HAS BUILDINGS, FOREST OR SURFACE IRREGULARITIES COVERING AT LEAST 20 PERCENT OF THE GROUND LEVEL AREA EXTENDING ONE MILE OR MORE FROM THE SITE. EXPOSURE "C" HAS TERRAIN WHICH IS FLAT AND GENERALLY OPEN, EXTENDING ONE—HALF MILE OR MORE FROM THE SITE, IN ANY FULL QUADRANT. 5. CONCRETE MIX: Fc=2500 PSI 28 DAYS. APPENDIX CHAPTER 31 DIVISION III PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE COLUMN LOAD IS 750# OR LESS. CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES THICK AND . N0. 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 BY A 1/2 INCH LATERAL GROUND MOVEMENT AND FOOTINGS FOR THOSE STRUCTURES HAVE BEEN DESIGNED FOR AN ALLOWABLE LATERAL SOIL BEARING PRESSURE OF 200 POUNDS PER SQUARE FOOT PER FOOT OF 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 BUILDING OFFICIAL. 7. ALUMINUM BOLTS TO BE 2024—T4. 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. 13. HIGH STRENGTH BOLTS SHALL BE ASTM A-325. 14. EMBEDDED COLUMN SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 15. PATIO STRUCTURES ARE DESIGNED IN ACCORDANCE WITH APPENDIX CHAPTER 31 DIVISION III OF THE UNIFORM BUILDING CODE. 16. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR COLUMN. 17. PATIO STRUCTURES MAY BE ENCLOSED WITH INSECT SCREENING. 18. STRUCTURES MAY BE ATTACHED TO RAFTER OVERHANGS PER SCHEDULE. 19. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS OTHER THAN STAINLESS, ALUMINIZED 613 GALVANIZED STEEL, OR ABSORBENT BUILDING MATERIALS, LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FACING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH U.B.C. SECTION 2004.3. 20. ALL SCREWS CONFORM TO ANSI 818-6-4 AND SAE J933. GENERAL NOTES FOR LATTICE STRUCTURES: (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS 97SCO2 AND 97LT01 THRU 97LT06.) 1. SEE GENERAL NOTES, SHEET 1, SECTION 4 FOR LIVELOAD AND WIND LOADS. 2. OPEN LATTICE STRUCTURES SHALL NOT BE ENCLOSED. REVISION I DATE REVISION Engineering Services 1140 All Pro Drtvo Elkhart, IN 48514 �. 31•d r KG ICBG ES EVALUATION REPORT NO. ER -2621P NONE EALEN0 GENERAL NOTES STAMP 97GN02 2 OF 2 LENGTH VARIES OFPROD ECTION LEN 75% 'MIN. FOR MIN. LENGTH be JOINT SEE SCHEDULE ENER! PANEL NO, OF X10 SM FAST H/__FASCIA HEADER .,,.r.. SCHEDULES VARIES• SEE FASC 0 HANG. 25% CO COLUMN VERTICAL • MIN. SLOPE 0.4'/FT —COVER PANEL S2 w FASCIA 1 1/2° DRAIN OPTIONAL 3 1/2" CONCRETE SLAB SEE NOTE 5, .d I SHEET 97G N 02. SEE SCHEDULE FOR FOOTING SIZE. PROVIDE 1:1/2" DRAIN OPT. 3 1/2 ONC SLAB' d1f #a SEE NOTE ON SHEET 97GN02. MULMSPAN ATTACHED CANTILEVERED STRUCTURE FOR COLUMN SIZE SEE - 'COLUMN SCHEDULE" NOTE: PATIO WIDTH VARIES W/ SELECTION OF HEADER, NUMBER OF COLUMNS AND LOADING CONDITIONS. SEE SCHEDULES FOR MAX. COLUMN SPACING. I IS /1L SP, FOR COLUMN SPACING SEE TABLES 2.1, 2.5, 4.1 OR 4.2 ATE 4COVER PN 1/2"0 STEEL BAR 0 18' ED LONG 2 �= E NOTE #7, SHEET 97GNO2. SEE SCHEDULE FOR FOOTING SIZE "d" = TYP. CUBE' SIZE HEADER `gRAON DE' 11 1/2-- S%.3 1/2" PLACE 1 - SINGLE SPAN FREESTANDING STRUCTURE BAR AS SI 2 HEADER -INSTALL COLUMN PROVIDE 1 1/2 - DRAIN /2°DRAIN OPT. 3 1 CONC. SLAB SEE NOT 5 ON SHEET 1 02. PROVIDE 1 1 DRAIN COVER PANEL NSTALL iCOLUMNS---2= VERTICALLY .d. SEEHED LE SEE HEDULE srI _ --L� -FOR FC TIN SIZE. INTERMED. BEAM " STL.COL.TYP. NSTALL CO j VERTICALLY I y u "d r"d°" ,T ;dam' ° MULDSPAN ATTACHED STRUCTURE Ln- SPAN END FASCIA COVER P EL OVERHANG = 25% COLUMN w SPACING = X1/2"0 STEEL BAR ® 6" LONG SEE SCHEDULE FOR FOOTING SIZE - "d" IS TYP. CUBE SIZE END FASCIA OPT. 3 1/2" CONC. SLAB -SEE SEE SCHEDULE FOR - NOTE # 5 ON FOOTING SIZE "d" "d" SHEET 97GN02. SINGLE SPAN ATTACHED CANTILEVERED STRUCTURE DATE . REVISION DATE REVISION Cz z NO. 6 O �-'�' e1'1T]1ax Engineering Services 1 140 , All Pro Drive �Cp .31 Elkhart. IN 46514 V 1 -, :\�� or KG ICBO ES EVALUATION REPORT N0. ER -2621 P f�� NONE OR PART STRUCTURAL CONFIGURATIONS - - NAME SHEET E EERS STAMP 2/8/2000 M 97SC01 1 OF 2 3*L 8' ALUM. BOX BEAM OR RAFTER NOTE: SEE TABLES 14. � 3'X 8'X 12 GA. STEEL 'C' BEAM HEADER 4.3, 45, 5.3 AND 5.4 J�ULTISPAN FREESTANDING 6 MIN. 0 HANG LATTICE STRUCTURE LATTICE OVERHANG 16' FOR 1 1/2' X 1/2') A i OFT. 3 SEE2 NO ENC. r5 ON SHEET 97GN02 SINGLE SPAN ATTACHED LATTICE STRUCTURE MULTISPAN FREESTANDING STRUCTUR ❑'HANG 1-1/2*0 XX A LONG STEEL B SEE SCHEDULE FOR- FOOTING SIZE E 31X 8'X 12 GA. STEEL 'C' BEAM FOR BEAM WRAP DETAIL, SEE SHEET 97LT03. DETAIL 'L.23'. OPT. 3 1/2' CONC. SLABJ� FOR FOOTING SIZE SEE SCHEDULE C q. q. . FREESTANDING STRUCTURE ATTACHED STRUCTURE TRIBUTARY WIDTH(TW) DIAGRAM TW NO RAFTER SPAN 1R SPAN) OR MORE SPANS r1' X 6 1/2' OR 3' X 8' ALUM. yRAFTERS a 24' O.C. N FREESTANDING "t�p JPLACE 1- 1/2' OX 6' ,,, STL BAR AS SHOWN SEE SCHEDULE FOR FOOTING SIZE. SS DATE REVISION DATE OF CLEAR SPAN 1 RAFTER I NOTE I:421TI&911111 0 � AWAMea= Engineering Services 1140 All Pro Drive 61 Elkhart, IN 46514 DRAWN Ur AJF ICBG ES EVALUATION REPORT NO. ER -2621P �/umwwRff NONE NOARMP� STRUCTURAL CONFIGURATIONS STAMP ' 2�g/2000 II 97SCO2 I 2 OF 2 2" X 6 1/2- OR 3" X 8"_1 �E ALUM. RAFTERS _ ® 24 0. C. LATTICE: 0.018" x 1 1/2" x 1 1/2 MAX. O'HANG 2571 OF ® 3" O.C. 2 "x 2" ® MINIMUM 4" O.C. OR MIN.! COLUMN SPACING SEE SCHEDULE FOR -COLUMNS. ALL COLUMNS TO BE INSTALLED VERTICALLY. OPT. 3 1/2- CON MAY HAVE MORE THAN SLAB 2 COLUMNS. 3 1/2' CONCRETE SLAB. C q. q. . FREESTANDING STRUCTURE ATTACHED STRUCTURE TRIBUTARY WIDTH(TW) DIAGRAM TW NO RAFTER SPAN 1R SPAN) OR MORE SPANS r1' X 6 1/2' OR 3' X 8' ALUM. yRAFTERS a 24' O.C. N FREESTANDING "t�p JPLACE 1- 1/2' OX 6' ,,, STL BAR AS SHOWN SEE SCHEDULE FOR FOOTING SIZE. SS DATE REVISION DATE OF CLEAR SPAN 1 RAFTER I NOTE I:421TI&911111 0 � AWAMea= Engineering Services 1140 All Pro Drive 61 Elkhart, IN 46514 DRAWN Ur AJF ICBG ES EVALUATION REPORT NO. ER -2621P �/umwwRff NONE NOARMP� STRUCTURAL CONFIGURATIONS STAMP ' 2�g/2000 II 97SCO2 I 2 OF 2 THIS PAGE LEFT INTENTIONALLY BLANK 01meme PRODUCTS, INC. 1 140 ALL PRO DRIVE ELKHART, IN 46514 ICBO ES EVALUATION REPORT ER -2621P BLANK PAGE DATE: 2/8/2000 MAR 0 3 2000 1.0 ROOF PANEL SPANS AND OVERHANGS FOR PATIO AND 312• x Ir ROOF PANEL DESIGN SPAN FOR PATIO STRUCTURES LIVE PANEL 17 HEIGHT LOAD Y 70 90 OVER (PSF) (IN) MPH MPH HANG 10 0.018 16-r 16-r Fir 0.018 0.024 18'-8" 18'48' r -r 0.018 0.032 20'4' 20'4' 9'4" 0.018 0.036 21'-4" 21'-4' I 9'-10" 20 0.018 11'-11" 11'-11" s4" 20 0.024 1744 13'4r 6-0' 30 0.032 15'-11. 1S-11' 7*4' 25 0.036 1T4r 1T-0' T-10" 25 0.018 10'4• 10'4' S -r 14'3" 0.024 173" 1737 5.11" eo I 0.032 14'4" 14'-4' T-0" 9'-10• 0.036 1 154' 154' T3' 30 0.018 9'-10• 9'-10' 4'4' 30 0.024 11'3" 11'3" 5'•5" 6-4' 0.032 I 13'-1• 13'-1' 64" 30 0.038 14'4" 14'4' 6-10" 46 0.018 r -r 6-r 4'-1• 9'-10" 0.024 9'-10• 9'-10' 4'4' 0.03211'S 0.032 11'-W 11'-5' S-6' 40 0.036 12'3' 173' 5-11" 60 0.018 T-1' T-1" 3'-4" T-1• 0.024 8'-1' Ir 3'-1o" 8'-1' 0.032 9'-5" 9'S 4'S 91S 0.036 10'-1" 10'-1' 4'-10' I TABLE 1.1 212' x 18" STRUCTURAL PANEL FOR PATIO COVERS LIVE LOAD (PSF) PANEL Y (IN) 17 HEIGHT 70 90 OVER MPH I MPH HANG 10 0.018 17-4• 11'-11• 5'4' 20 0.018 8'-10' V-10' 4'3" 25 0.018 8'40' 8'-0" 3'-10" 30 0.018 T4" T-0' 3'-0" 40 0.018 6-5• 6S" 3'-0" 60 0.018 4'-10" 4'-10" 2'S TABLE 1.2 212NI2" STEEL PANEL DESIGN SPANS FOR PATIO STRUCTURES LIVE PANEL 17 HEIGHT LOAD Y 70 90 OVER (PSF) (IN) MPH MPH HANG 10 0.0120 14'-8" 14'48' F-1- 20 0.0149 16-2' 16-2' 5'S 20 0.0120 8'4• 8'-4" 4'-0" 13'-2" 0.0149 11'$' 11'-8' 4'-4" 25 0.0120 64• 64• 3'-4" 20 0.0149 10'-' 10'4• 4'4" 30 0.0120 s -r s -r 7.9" 25 0.0149 9'-r 9'-r 3'4• 40 0.0120 4'3' 4'-7 z-1" 14'3" 0.0149 8'-4• 1 W -C 3'S eo I 0.0120 r-10' I r-10' 1'S 9'-10• 0.0149 5!-10' I 5* -10' 1 7-11• 1 AM= 1.0 2 12" x 6' ROOF PANEL DESIGN SPAN FOR PATIO STRUCTURES LIVEPANEL PANEL 17 HEIGHT LOAD Y 70 90 OVER (PSF) (IN) MPH MPH HANG 10 0.018 13'3' 13'3' 6S 20 0.020 IN -W 14'-0' 6-11' F -W 0.024 163" 163' T-10• 13'-2" 0.032 1B-0" 18'3" 8'-r 20 0.036 19'4" 19'-4' 8'-11• 20 0.018 9'-9" 9-9' for 0.018 0.020 1C'-5• IW -r S4r 25 0.024 11'-9' 11'-9' 948' 25 0.032 14'-1" 14'-1• 6-10• 14'3" 0.036 15'-1' 15-1" T-1" 25 0.018 8'-9" V-9' 4'-r 9'-10• 0.020 91S 9'S• 4'S 36 0.024 10'-r 1o'-7- s! -i- 30 0.032 12'-8" 17-67 6-1" 6-4' 0.036 13'-7" 13'-7' 6-r 30 0.018 T-8• T-8' 37 40 0.020 6-8" 8'-r 4'-1" 9'-10" 0.024 9'-9" F%9' 4'-' 0.03211'S 0.032 11'-8" 11'-6" S -r 40 0.036 12'3' 12'-0' 6.0" 40 0.018 5-10" 5'-10" 2'4" T-1• 0.020 6-11• 6-11" 3'3" 8'-1' 0.024 8'-6' V4r for 91S 0.032 10'-2" 10'-2" 4'-10" 0.036 0.036 10'-11' 10'-11' 63• 60 0.018 4'-1" 4'-1' 1'-10' V-10" 0.020 63" 63" 2'-2• 4'-9' 0.024 T-0• T-0' 3'40' 6-5• 0.032 8'-5" 8'S 4'4' 8'S 0.036 9'-0" 9'-0" 4'3' TABLE 1.4 212" x 12" ROOF PANEL DESIGN SPAN FOR PATIO STRUCTURES LIVE PANEL 12' HEIGHT 70 90 OVER LOAD Y PS IN MPH MPH HANG 10 0.018 12'-0" 12'4' S'-10" 20 0.024 14'S 14'S 6-r F -W 0.032 15'-9" 15.9" T3" 13'-2" 0.036 16.5" 16S T-6' 20 0.018 8'-11" 8'-11" 4'3" 16-11" 0.024 11'-0" I T -W 93" 0.018 0.032 12'-r 12'-r 54" 25 0.036 13'-1' 13'-1" 6-0" 25 0.018 8'-0" 8'-0" T-10" 14'3" 0.024 193" 101-W 4'-10" 15.3" 0.032 11'4' 11'4" S-4" 9'-10• 0.036 12'-2- 12'-2- 5'-0" 36 0.018 T-4' T4• Fir 30 0.024 9-6' 9'-I' 4'-r 6-4' 0.032 10'-11" 10'-11' S-0' 14'-0" 0.036 11'-6" 11'-6• 5-7 40 0.018 6S 6S 3'4'' 9'-10" 0.024 8'-4' 8'-4' 4'4• 0.03211'S 0.032 9'4" 94" 4'-r 40 0.038 I 10'4' 10'-0• 1 '4v 60 0.018 S-4' S-0' r$ T-1• 0.024 1 6-ta 6-10' 7-7 8'-1' o.o32 T -1o' T -1o' 3'o 91S 0.036 8.3' 8'3" T-11' TABLE 15 COMMERCIAL STRUCTURES 312" x 1r PANEL ALLOW. DESIGN SPAN FOR COMMERCIAL STRUCTURES UVE PANEL EXP. B EXPOSURE C MAX LOAD Y 70J90 70 90 OVER (PSF) (IN) MPH MPH MPH HANG MAXIMUM ROOF HEIGHT 18' 20 0.018 11'-11" 11'-11" -11'S F -W 0.030 0.024 1744 17-8" 13'-2" 6S 25 0.032 15-11' 19-11' 15!$ T-0' V-2" 0.036 16-11" 16-11" 16-r T4' 25 0.018 194' 10'48' 10'4B' S -r 25 0.024 1r3' 17.3• 12'3" 5-11" 40 0.032 14'3' 14'3" 14'3" 6-11' 9'-10" 0.036 I 1S3• 15.3" 15'3' T3' 30 0.018 9'-10• 9-10• 9-10• 4'48• 5!4' - 0.024 11'3" 11'3• 11'-3" SS 30 0.032 13'-1' 13'-1" 13'-1" 6-4' 0.030 0.036 14'-0• 14'-0" 14'-0" 6-9" 40 0.018 8'-r 8'-r 8'-r 4'-1' 5'-11" 0.024 9'-10" 9'-10" 9'-10• 4'48' 3'-9' 0.03211'S 17-0" 11'S 11'S S-6" 40 0.036 12'-2' 12'-2" 12'-2- 5-11• 60 0.018 T-1' T-1" T-1• 3'-4' 6.6• 0.024 8'-1" 8'-1' 8'-1' 3'-10" T-11• 0.032 91S 9'-5• 9'-5" 4'-0" 4'-7 0.036 10'-1' 10'-1" 10'-1" 4'-1(' TABLE 1.6 2 12" x 12' STEEL PANEL ALLOW. SPAN FOR COMMERCIAL STRUCTURES LIVE PANEL EXP. B EXPOSURE C MAX 70190 70 90 LOAD Y OVER (PSF) (IN) MPH MPH MPH HANG MAXIMUM ROOF HEIGHT 18' 20 0.0120 8'4' 8'-9" V-9" 4'-0" 0.030 0.0149 12'-1' 12'-1" 12'-1" 4'4" 25 0.0120 T-1" T-1" T-1" 4'-0' V-2" 0.0149 10'-11" 10'-11' 10'-11" 4'-0" 30 6.6120 6-0' 6.0" 6-0" 3'4" 25 0.0149 10'-0' 10'-0• 194Y 3'4• 40 0.0120 4'-r 4'-r 4'-7- 2'-1" 9'-10" 0.0149 V-4" 8'-4" 8'4" 3'S 60 0.0120 T -r T-2' T-2" 1'S 5!4' - 0.0149 6-2' 6-2" 6-2' 2'-11" TABLE 1.7 TABLE 1.8 21/2" X 8' ROOF PNL ALLOW. SPAN FOR FOR COMMERCIAL STRUCTURES LIVE PANEL EXP. B EXPOSURE C MAX 70M 70 90 AD [(LPCSF) Y OVER MPH (IN) MPH MPH MPH HANG MAXIMUM ROOF HEIGHT 18' 20 0.018 9'4" g4r 9'-r 4'-0' 0.030 o.o2o 19-5• la -w 10'-r 4'-10' 16-11" 0.024 11'4" 11'-0" 11'-6" 5'-8• V-2" 0.032 14'-1" 14'-1" 'IT -10" 6-8' 5'3' 1 0.036 15-1" 15-1" 14'-11' T-1' 25 0.018 6'4' a•4" V-9• 4'-r 0.018 0.020 9'S 9'S 9'-5" 4'4" 9'-10" 0.024 10-r 1d -r 1o' -r S-1• 11'-8" 0.032 12'-r 12'-8" 12'-8" 6-1' 5!4' - 0.036 13'-r 13'-r I 13'-r 6-r 30 0.018 T-8' T-8" T-8' 3'-r 0.030 0.020 8'48' 8'-" S-8' 4'-1" 11'-10" 0.024 9'-9" 9'4• 9'-9' 4'-B" 5'-11" 0.032 11'-8' 11'-6• 11'-8" S -r 3'-9' 0.036 17-0" 12'4" 12'-6" 6-0• 40 0.018 5'-10" 5'-10' s-10• 74• 0.018 0.020 6-11" 6-11" 6-11" 3.3" 6.6• 0.024 8'-6' W -V 8'S 4'-0" T-11• 0.032 10'-2" 10'-2" 10'-2' 4'-10' 4'-7 0.036 10'-11" 10'-11" 10'-11' 5!3' 60 0.018 4'-1" 4'-1" 4'-1" V-10" 0.020 4'-9" 4'4" 4'-9' z-2" 0.024 6-5" 6-5• 6S" 1 T -W 0.032 8'S 8'-5" 8'3" 4'-0• 0.036 9'-0" 9'-0' 9-W 4'3" TABLE 1.9 ALT. 2 1/2"x 12" PANEL ALLOW. SPAN FOR PATIO STRUCTURES LIVE PANEL 12' HEIGHT 70 90 OVER LOAD Y PS IN MPH MPH HANG 10 0.018 11'-C IVA" 64" 26 0.024 14'-8" 14'-8" 6-8" Zr 0.030 15'-9" 15'-9" T -r 11'-r 0.038 16-11" 16-11" T-9" 20 0.018 V -r V-2" 3'-11' IVA" 0.024 11'-0' 11'-0" 5'3' 1 0.018 0.030 12'-r 12'-r 5'-8" 0.038 13'-6" 13'-0' 6-r 25 0.018 TS T-5' 3'-6• 11'-8' 0.024 9'-10" 9'-10• 4'-9" 12'-2" 0.030 11'-8" 11'-8" 5'3" T-4" 0.038 12'-r 12'-r 5!4' - 30 0.018 6-9' 6-9" T-2' 0.024 9'-1" 9'-1" 4'-4" S-0' 0.030 11'-0' 11'-0" 5'-0" 11'S 0.038 11'-10" 11'-10' 5'4" 40 0.018 6-11" 5'-11" 2'4' 64" 0.024 T-11' T-11" 3'-9' 0.032 o.o3o r -r 9'-r 4'-0' 0.038 10' -to' 10'-10' 4'-10" 60 0.018 4'-11" 4'-11" 2'3" 5'4' 0.024 6.6• 6S 3'-1" 6-10" 0.030 T-11" T-11• 3'4• T-10" 0.038 9'-0' I 9-0" 4'-7 TABLE 1.10 212" x Ir ROOF PNL ALLOWABLE SPAN FOR COMMERCIAL STRUCTURES LIVE PANELEXP. B EXPOSURE C MAX LOAD Y 7460 70 90 OVER (PSF) (IN) MPH MPH MPH HANG MAXIMUM ROOF HEIGHT 18' 26 0.018 8'-11" 8'-11" 8'-r Zr 6-8" 0.024 11'-6• 11'-0• 11'-r 5'-2" 0.032 12'-r 12'-r 12'-r S-0' 0.036 IVA" 13'-1• 13'-1" 5-11' 25 0.018 8'-0' 6.0" 64' 74' 0.024 19-4" 19-4" 10'-4•4'-10' 4'-9• 0.032 11'-0' 11'-8" 11'-8' S'-4" 0.036 12'-2• 12'-2" 12'-2- 5-' 30 0.018 T-4" T4" T4• 3'-8' 0.024 9'4" 9'4" 9'-6• 4'-r 0.032 10'-10• 10'-10• 10'-10• S-0' 0.036 11'S 11'S 11'S S-2• ,40 0.018 6.5' 6-5' 6S 3'-(• 0.024 64" 8'4" 8'4• 3'-11" 0.032 91-W 9'-6" 9'-6' 4'-0' 0.036 10'-0• 10'-0" 10'-0• 4'4• 60 0.018 s4" 5'4" 5'4' 2'-5' 0.024 6-10" 6-10" 6-10" 3'3' 1 0.032 T-10" T-10• T-10" 3'-8' 0.036 63" 8'3" 8'3' 3'-11' TABLE 1.11 ALT. 2 12' x 1 r ROOF PNL ALLOW. SPAN FOR COMMERCIAL STRUCTURES LIVE PANEL EXP. B EXPOSURE C MAX LOAD Y 70190 70 90 OVER (PSF) (IN) MPH MPH MPH HANG MAXIMUM ROOF HEIGHT 18' 20 0.018 V-2• 8'-2" T-11• V-9" 6-8" 0.024 10'-11" 10'-11" 10'-r 5'-1" 0.032 12'-0" 12'4" 17.6" 5'-8' 0.038 13'-6' 13'-0" 13'48" V-2- 25 0.018 T-4" T4" T-4' 3'-6' 0.024 9-10" 9'-10" 7-10' 4'-9• 0.032 11'-8" 11'-8' 11'-8' 5'3• 0.038 17-7" 12'-7' 12'-7" 5!-9• 30 0.018 64' 6'-9" 64• T-2' 0.024 9'-0" 9'4" 9'-0' 4•4' 0.032 11'-0" 11'-0" I V-0" S-0• 0.038 11'-10" 11'-10" 11'-10" 5'4' 40 0.018 T-11' S'-11" V-11" 2'-9' 0.024 T-11" T-11" T-11" 74' 0.032 9'-r 9'-r 9'-r 4'-0' 0.038 194" 10'-9" 194" 4•-10" 60 0.018 4'-11" 4'-11" 4'-11" 2'3• 0.024 6!-W 6.6" 6-0' 3'-1" 0.032 T-11" T-11" T-11" 3'-9' 0.038 9'-0• 9'4' 9'-0' I 4'3" TABLE 1.12 PANEL TO PANEL FASTENING PANEL Y (IN) 910 SMS FASTENER SPACING WIND LOAD PATIO/EXP B EXPOSURE C 70 1 90 70 1 90 0.018 8' S 4-0" 7-11' 0.024 11' S-6' 6-' 3-11" 0.032 14 6$' 8'9 S-2" 0.036 14 6-8" 9-0'' S-2" 0.042 14 6.8" 6-8" 6-2" TABLE 1.13 2.25"�� h-6.00"�I OA 2 1/2" x 6" ROOF PANEL 2.464" 12.00"-I © 2 1/2" X 12" ROOF PANEL 2.10" F -18.00"-I © 2 1/2" X 18" ROOF PANEL 3.500" t . 12.00"-I O 3 1/2" x 12" ROOF PANEL 375" 12.00" ALTERNATE 2 1/2" x 12" ROOF PANEL 2000 Amer imag BUR DING PRODUCES, INC 1140 ALL PRO DRIVE ELKHART. IN 46514 I n =RFFc7'ANnwr. A1Un ATTAf _urn DATIn CT011 ff T11101:Q LIVE MIS LNC COLUMN SPACING FOR 3• CLOVERLEAF STEEL HEADER W ROLLFORMED C BEAM 10• ROLLFORMED C BEAM 611 1 Y 1 BEAM 8111" ROLLFORMED HEADER ALASKAN EXT. HEADER 51? EXTRUDED HEADER I TRIS LOAD WIDTH ATTACHED PATIO ON SLAB WIDTH MAX. CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAIC ICONS. FOOTER SME I MAX ICONS. FOOTER SIZE MAX CONS. FOOTER 27 SIZE MAX. CONS. FOOTER SIZE MAX CONS. FOOTER SIZE 31 COLURI FREE ATTACHED COLUIRG COLUMN FREE aDHED COLUMN FREE ATTACHED COLUMN FREE ATTACHED COLUMN FREE ATTACHED CO LUM ' FREE ATTACHED COLUMN FREE ATTACHED 40 USING ALL FREE ATTACHED 41 COLUMN A• OTHERS SPACNO FTR FM MIL SPACING FTR FM MN. 3PACB40 FM FM K". SPACING FTA FGR III. SPACIO FIR FTR MM. SPACWO FTR FTR MIL SPACING FTX. FTR MIN. SPACING FTR FTR MM. MAX. COI., U TN ON 1d '1d• COL "tr v COL. 1d v COL 1d V COI.. Y V COL. '1f V COL. N 1S COL. 1d V COL. 8'� 10'x" SLAB TWE I TYPE TYPE TYPE TYPE TYPE TYPE TYPE 70 MPH WINDSPEED ICY OR LESS 70 MPH WINDSPEED Id OR LESS 1 - 13 8" IT 73" 18 A 4' 5' 13'3" 1411" 17-T' I T-4" 21 19 B 28•-4" 25 25 C 34'4" 28 26 D S 8' 11'-0• 9-1" 11'•4" Ido" 21 20 B 28'4" 28 28 D 37-0" 27 27 D 8 T9S T9' 9$" 1a -r 21 20 C 28'-4" 27 27 D 36.3" 30 30 E 264" 27 27 D 3014" 28 28 E T 8'. 93" V-10" 94" 99• 21 21 C 25'3" 28 28 D 317'4" 31 31 E 243" 28 28 D 29'-0" -29 29 E 8' 9 T-4" V-1" T4" 94" 21 21 C 24'-3" 29 29 E 33'-4" 32 32 E 23'4" 28 28 E 2T-11" 30 30 E 9 td V-7' F -e. 9-9" 9-0" 22 22 C n -al 29 29 E 373" 33 33 E 2Z -(r 29 29 E 28'-11" 31 31 E 101 11' V -(r 4'-11" 8'-7' 8.9• 22 22 C 21'-11" 30 30 E 31'-7' 34 34 E 21'-9" 30 30 E 28'-1" 32 32 E 11' 17 64" 4'-6•' S'4•' 6.4" 22 22 C 21'4" 30 30 E 3(Y -W' 34 34 E 21'-r 30 30 E 264" 32 32 E 17 IT 6-1" 6-7 2C1'-2" 31 31 E 293" 35 35 E 20-7" 31 31 E 2N -V' 33 33 E IT IN 4'9• 4'-101' 191-5" 31 31 E 28'-5" 35 35 E 29-1• 32 32 E 24'-1" 34 34 E 14' 15' 4'4" 19-9" 31 31 E 2T4" 36 38 E 194'• 32 32 E 23'-8" 34 34 E 16 18' 18'-2" 32 32 E 28•-T' 36 36 E' 193" 33 33 E . 2T -Cr 34 34 E 18' 1T 1T-7" 32 32 E 25'-117' 36 36 E 18•-101• 33 33 E 27-T' 35 35 E 1T 18• 1T-1" 33 33 E 25-1" 37 37 E 18.4" 33 33 E 27-7' 35 35 E 18• 19 19-8• 33 33 E 24'-5" 37 37 E 18•-2" 34 34 E 21'-9" W 36 E 19 - 201 183" 33 33 E 23'-101' 37 37 E 201 21' 15'-101' 33 33 E 23'3" 38 38 E 21' 70 MPH WINDSPEED 17 OR LESS 70 MPH WINDSPEED 17 OR LESS 10 18'-T 13'-8" IT 173" 24 20 A 17-1" 23 20 A 19-11" 26 23 C 15-W 25 21 B 4' 5' 13'3" 10`11" 13'-7' 11'4" 24 21 B 28'4" 29 28 C 34'-0" 30 29 D 9-1• 22 19 A 1TAW 25 24 C 14'4r 24 22 C 5 6' 11'-0" 9-1" 11'4" 1014" 23 21 B 28'3" 29 29 D 37-17' 31 31 D 8'-1" 22 20 A 163" 25 25 C 17-117' 24 22 C 6• T 9S" T-9' 94" 101-2" 22 22 C 23•-7' 31 29 D 34'-T' 34 33 E 254" 30 30 D 301-4" 32 32 E T4l 21 20 A 15'-1" 25 25 C 11'-101' 23 23 C T IT W -V' V-101' 8.4" 99' 23 23 C 27-1" 31 30 D 374" 34 34 E 24'3" 31 31 D 29-0" 33 33 E 8'-11" 21 20 B 14'-1" 26 26 C 11'-0• 23 23 C B' 9 T4" 8'-1" T-8" 9-" 24 24 C 201-101' 30 30 D 301-8" 35 35 E 23-4• 32 32 E 2T-11" 33 33 E V_r, 22 20 B 1T -T' 26 26 C 1174" 24 24 C 9 to &-T' 6-5" ` 6'91 9-01' 24 24 C 19.9' 31 31 D 28'-11" 35 35 E 273" 32 32 E 26-11" 34 34 E 6'4. 22 21 B 17-T• 27 27 C 99' 24 24 C 101 -III- 8'-01' 4'-11" 01-7' 8'9'24 24 C 18'-10" 31 31 D 2T -T' 36 36 E 21'-W 34 34 E 26'-1" 35 35 E 11' 17 - 5'-8" 4'4" 5$" 8'-6" 25 25 C 18'-0" 32 32 E 2V-5" 36 36 E 21'-2" 35 35 E 264" 38 36 E 17 IT 6-1" 5'-7' 1T4" 33 33 E 264•' 37 37 E 201-T' 34 34 E 24'3" 38 36 E 13' 14' 4'9' 4•41Y'- 16.4" 33 33 E 24'S" 37 37 E 2a-1" 35 35 E 23'-10" 37 37 E 14' 16 4'4" 18'-11• 34 34 E 23•-T' 38 38 E 19$" 36 36 E 23'-1" 38 38 E 15• 16 15'-T• 34 34 E 27-10" 38 38 E 19-2" 36 36 E 27.4" 38 38 E 18' 1T 15'-1" 34 34 E 27-7' 39 39 E 18'-T' 36 36 E 21'$" 38 38 E 1T 18' 14'4" 34 34 E 21'-6" 39 39 E 18'-1" 37 37 E 21'40" 39 39 E 18' '19 14'-4" 35 35 E 201-11" 39 39 E 1T -T' 37 37 E 217-6" 39 39 E 19 20' 13'-11" 35 35 E 20'S" 40 40 E 2V 21' 13•-T' 35 35 E 19-11" 40 40 E 21' 90 MPH WINDSPEED 101 OR LESS 90 MPH WINDSPEED 101 OR LESS 10 4' 18'- 13'-8" 1 T 173" 25 20 A 4' 5' 13'3" 11711" 13'-T' 11'x•• 25 21 B 28'4" 31 29 C 34'-0" 32 30 D 6 8' 11'-0" 9-1" 11'4" 101-8" 24 22 B 264" 30 30 D 37-0" 32 32 D 6 T 9-6• T9' 94" 117-r 24 23 C 27-7 30 30 D 37-8" 34 34 E 264" 31 31 D 3174" 33 33 E T V 8.3•• 6-10" W-61 99• 24 24 C 201-9" 30 30 D W -W 35 35 E 24'3" 32 32 D 29-0• 34 34 E 8' 9 T-4"-, 6-1" T4" IY4' 25 25 C 19-T' 31 31 D 28'4" 35 35 E 23'4" 33 33 E 2T -I1" 35 35 E 9 101 8'-7"6-5" 8'9• ' 9-0" 25 25 C 1&-&, 32 32 D 2T-7' 36 36 E 274" 34 34 E 26-6* 36 36 E 117 11' 6'-0" 4'-11" 9-2" 8.9' 25 25 C 1T$' 32 32 D 25'-11" 37 37 E 21'3" 34 34 E 263" 37 37 E 11' 17 54" 4'-8" 6-61 81-61 28 26 C 18'-11" 33 33 D 24'-101' 37 37 E 201-9" 35 35 E 24'-7' 37 37 E 17 13' 6-1" 6-7' le -T, 33 33 E 23•-101' 38 38 E 19-11" 35 35 E 23'-7' 38 38 E IT 14' 4'9' 4'-10" 164" 34 34 E 27-11" 38 38 E 19-2' 36 36 E 27-0" 38 38 E 14' 16' 4'4" 15'-2" 34 34 E 27-7' 39 39 E 16-W 38 36 E 21'-7' 38 38 E 15' IV 14'-8" 34 34 E 21'4" 39 39 E 1T-11" 37 37 E 201-11" 39 39 E IV 1T 14'3" 35 35 E 201-19' 39 39 E 1T-5" 37 37 E 2013" 39 39 E 1T 18' 1IT-101' 35 35 E 2173"40 40 E 18'-11" 37 37 E 19-8" 39 39 E 18' 19 13'S" 36 36 E 19-8" 40 40 E 16'4" 38 38 E 19-2" 40 40 E 19 2a- IT1" 36 36 E 19-7' 41 41 E 217 21' 17-9" 37 37 E 18'9' 1 41 41 E 21' 90 MPH WINDSPEED 17 OR LESS 90 MPH WINDSPEED 17 OR LESS 10 4' 18' -TIT -B" 1T 173" 27 23 A 1 -1" 27 23 A 18' 8 30 C 15-1" 28 21 B 4' 5' 13'3" 10111" 13'-T' 11'4" 26 24 B 2T4" 32 32 C 37-0" 33 33 D 9-11• 25 22 A 16'-7' 29 27 C 13'4' 27 22 B 5 6' 1T -O" 9-1" 11'4" td4" 28 25 B 25'-1" 33 33 D 293" 35 35 D 8'-1" 25 23 A 16-1" 28 28 C 17-4" 27 22 C V T 9S" T9' 94" 101-7' 28 26 C 19-1" 32 32 D 28'-0" 36 36 E 23'-3" 34 34 D 2T-1'•36 36 D T-0" 23 23 A 14'-0" 28 28 C 11'-S 26 23 C T 8' 8.3" WAD, &-&1 99' 26 26 C 1T-101' 32 32 D 28'-7' 37 37 E 214r 34 34 D 25'4" 36 36 D 9-11" 23 23 B 13'-1'• 29 29 C 1014" 26 23 C 8' 9 T4'• 8'-1" T4" 9-4" 27 27 C 19-117' 33 33 D 24'-8" 37 37 E 2014" 35 35 D 23•-101' 37 37 E 6-T' 25 24 8 174" 30 30 C 101-1" 26 24 C 9 101 6•-T' 5'-5" 99' 9-0" 27 27 C 15'-11" 33 33 D 2T-6' 38 38 E 191-5" 36 36 D 27-W 38 38 E 9-7" 25 24 C 10' 11' &-(r 4'-11" V-7' 99' 28 28 C 16-T, 34 34 D 274" 39 39 E 18'4" 36 38 D 21•-7' 38 38 E 11' 17 6 -el 4'4" 5'$' V-6" 29 29 C 14'-7- 35 35 D 21'4" 39 39 E 1T -W 37 37 E 2014" 39 39� E 17 13' 6-1'1 5-71 14•-0" 135 35 D 201-8" 40 40 E 1T4" 37 37 E 19-101' 39 '39 E 13' 14' 4'9' 4•-1O" 13'4" 36 38 D 199' 40 40 E 18•S" 38 38 E 19-1" 40 40 E 14' 15' 4'4" 13'-0" 36 36 D 19-11• 41 41 E WAD" 38 38 E 18'-8" 41 41 E 16 16' 17-T' 36 36 E 16-6" 42 42 E 154" 39 39 E 1T-11" 41 41 E 18' 1T 173" 37 37 E 1T-11'• 42 42 E 14'-11" 39 39 E 1T-4" 42 42 E 1T 18' 11'-11" 37 37 E 18'-11" 42 42 E 14'4" 40 40 E 16-101' 42 42 E 18' 19 11•-T' 38 38 E 16-8" 43 43 E 14'-1" 41 41 E 16'-5" 43 43 E 19 20' 1113" 37 37 E 16-7' 43 43 E 217 21' 111-0" 38 38 E 169• 43 43 E 21' 20 a'. 9-6" T-71 V-111• 99' 25 21 C 9.8" 23 16 A 14'3" 28 24 C 11'-r 26 19 C d' 6 9-11" 5'4" 7"-1" 9-0" 25 22 C 274" 31 30 E 26-11" 32 31 E 6-9' 22 16 B 17-9' 27 25 C 101-0' 25 19 C 6 V 6-9'. 4'9' 5'41" 8'4" 25 23 C 217-11" 31 31 E 264' 33 33 E 6-5" 22 17 B 111-8" 28 25 C 9-1" 25 21 C 6 T 4'-11" 6-1" 8'-1" 25 24 C 19-1" 32 32 E 28'-0" 38 38 E 194" 32 32 E 23'-6" 34 34 E 64. 23 18 B 9-11" 25 25 C 8•4" 25 21 C T 8' T_r 24 24 C 1T-10" 32 32 E 26'-7 37 37 E 18•-1" 33 33 E 21'-11" 35 35 E 4'-5" 23 18 B 8'4" 25 25 C T-10" 23 21 C 8' 9 T-5" 25 25 C 16'-117' 33 33 E 24'4" 37 37 E 1T-1" 34 34 E 201-8" 36 36 E 9 117 T -r 26 28 C 15'-11" 33 33 E 23'-5" 38 3B E 18'-r 35 35 E 19$" 37 37 E IV 11' V-11" 28 28 C 163" 34 34 E 27-4" 39 39 E IT -V 38 38 E 18'9' 3B 38 E 11' 17 8.9• 27 27 C 14'-T' 35 35 E 21'4" 39 39 E 14'-9" 38 38 E 1T-11" 39 39 E 17, 13' 14'-0" 35 35 E 2014" 40 40 E 14'-r 37 37 E 1 T3" n 39 E I T 14' 13'4" 36 36 E 199' 40 40 E 13'4" 37 37 E 18'-T• 40 40 E 14' 15' 1&44 38 36 E 19-11• 41 41 E 13'-2" 38 38 E 18•-0" 41 41 E 15' 16' 17-T 36 36 E 18'4" 42 42 1 F 179' 39 39 E 15'4" 42 42 E 16' -0 5'-9" T-7 C 4" 22 15 17-9" 7 23 c 4' 5' 6-71 4'-T' 69' 8'4" 25 22 C 201-T' 30 29 E 25-0" 32 31 E 6-7' 22 16 B 11'S" 26 24 C 5' V 4'8': 4'9' T-10" 23 22 C 18'-9" 30 30 E 279' 32 32 E 6-1" 22 16 C 9-4" 25 24 C 8 T T4" 23 23 C 19-1" 32 32 E 29-9" 35 35 E 1T4" 31 31 E 21'-1" 33 33 E T 8 T -r 24 24 C 1T-101' 32 32 E 25'-7" 38 36 E 18'3" 32 32 E 199' 34 34 E v 9 V -Id• 25 24 C 16'-10" 33 33 E 24'-7" 37 37 E 164" 33 33 E 18'-T' 35 35 E 9 101 8.4" 25 25 D 15'-11" 33 33 E 2T -S" 38 38 F 14'4• 34 34 E 1T4" 38 36 E 101 11' V -S" 28 26 D 15'3" 34 34 E 274" 39 39 F 13'-10" 34 34 E 16'-101' 37 37 E 11' 17 8'3" 27 27 D 14'-7' 35 35 E 21'-4" 39 39 F ITT 35 35 E 16•-1" 38 38 E 17 13 14'-0" 35 35 E 20'4" 40 40 F 17.9" 36 36 E 154" 39 39 E IT 14' lT4r' 36 36 E 199' 40 40 F 173' 37 37 E 14'-11" 39 39 E 14' 15' IT -(r 36 1 38 E 19-I" 41 41 F 11'-10" 37 37 E 14-5" 40 40 E 16 EOUNALENT FOOTERS N COIF WHOM STRAINED STRAINED 18 18 19 20 20 22 21 23 22 24 23 26 24 27 25 29 28 31 27 33 28 35 29 36 30 38 31 39 32 40 33 41 34 43 35 44 36 46 37 47 38 48 TABLE 2.2 THIS TABLE MAY BE USED WITH COMMERCIAL. PAT10 OR LATTICE STRUCTURES -� n ml 60%0 %I -3) 1, XAMM�m 1140 ALL PRO DRIVE ELKHART, IN 46514 ICSO ES EVALUATION REPORT ER -2621P HEADER SPANS. COLUMN SPACING. TOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED PATIO STRUCTURES SHEET 2 OF 8 DATE: 2 8 2000 20 FREESTANDING AND ATTACHED PATIO STRUCTURES LIVE TRIO MAX COLIMN SPACING r SQUARE STEEL HEADER r ROLLFORMED C BEAM 10' ROUFORMED C BEAM C IBBAM 'Y 1 BEAM 8 1R' ROLLFORMED HEADER ALASKAN EXTRUDED HEADER 51? EXTRUDED HEADER TRIB LOAD WIDTH FOR ATTACHED PATIO WIDTH MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX COIF. FOOTER SEE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SEE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SEE 17-0' J ON SLAB COLUMN COLUMN COLUMN COLUMN COLUMN COLUMN COIUM COLUMN CRA. FREE ATTACHED FREE ATTACHED FREE ATTACHED FREE ATTACHED FREEI ATTACHED FREE ATTACHED FREE ATTACHED FREE ATTACHED A 14'4" SPACING SPACING SPACING SPACING SPACING SPACING SPACING SPACING 5'47' UJSMU3 COLM4 A' ALL FTR FTR . MOL FTR FTR MOL FTR FM MOL FIR FTR MN FTR FTR MN. FTR FTR MIN. FIR FIR MIN. FTR FTR MN. 11 T4T MAK COL. LHpTH OT ERS 25 V V COL. 28 V V DOL. 25 V V COL. 9-7' V V COL 9-11" V V COL 94" V V COL. 11 W V COL. 25 V V COL. 27 8'� 10'F 28 28 ONSUB 19 1(74Y' 6'-8 TYPE 25 B 9-1o" TYPE 27 C 641, TYPE 27. C 20 TYPE V -e' 25 20 TYPE 10'-7' 28 21 TME 9-7" 25 21 TWE 14 6-91 9-10" TYPE 20 30 4 6-1O' 4'-t0" a 8'4" 25 20 C 12 8'47' 54" 22 20 B 8'3" 25 23 C T-9 23 22 C 15 7'-0" 6-2" 22 15 C 114" 28 22 C 9-2' 25 18 C 4- B'4" 5 4'4" 21 4'-10" 7* -10' 23 21 C &-&1 23 23 C 15 947' 16 17 18'-10" 30 28 E 27-1 V 31 30 E 4'-10" 22 15 C 9S" 25 22 C V-7' 25 19 C S 25 6 C 25 4'4" TS 23 22 C 9-7' 25 21 C V -T' 25 20 C 17'-Z' 30 30 E 2D'-10' 32 32 E for 22 15 C T-10" 23 22 C T -r 23 19 C 8' 23 7 C T4T 23 T-0' 23 22 C 18'3' 31 31 E 25'-7' 34 34 E 15-11" 31 31 E 19-4' 32 32 E 19 19 5'S" 23 22 C 50-9" 23 9-10' 23 20 C T 21 8 22 4'-10" 25 8.3' 23 23 C 17'4' 32 32 E 24'-1" 36 36 E 14'-10" 32 32 E 18'-1" 34 34 E 30 V47' 69' 22 17 B 8'4" 25 20 C T-10" 23 8' C 9 5'4" 4'-7" 22 8'4' 25 24 D 18'-10" 33 33 E 23'-1" 37 37 F 14'-0" 33 33 E Ir4r 35 35 E V-5" 23 21 C T4T 63' 23 9 C 10 21 C 93" 25 25 D 163" 34 34 E 274" 38 38 F 13'4' 33 33 E 16'-r 35 35 E 8'-11" 23 18 C 9-10" 23 18 C 5'47' 1 10 11 22 19 C 647' 26 25 D 164r 34 34 E 21'-7" 38 38 F 173' 34 34 E 1 BS' 36 38 F 4'4" 22 18 C 4'-11" 22 18 C 11' 12 5'-10' 26 25 D 15'3' 35 35 E 21'0 39 39 F 17-7' 35 35 E 14'-9' 37 37 F 17 13 14'-10" 38 38 E 217S" 40 40 F 11'-" 36 38 E 14'-2" 38 38 F 13' 14 14'4" 37 37 F 19-9' 40 40 F 1113" 36 38 E 13'4" 38 38 F 14' 40 4 23 19 C 44i 22 14 C 8'-1 8-0" 17 C d' 5 T-2' 23 21 C 18-4" 29 27 E 19-10' 30 29 E 4'4" 22 15 C T-1" 23 20 C T-7 23 18 C S 8 W -W 23 21 C 14'-11" 29 29 E 18'-2" 31 31 E 9-5" 23 18 C 6' 7 V -S" 23 22 D 18'-r 30 30 E 27-1D' 33 33 F 13'-10' 30 30 E 16'-9' 32 32 E T 8 6'-1" 23 23 D 15-10" 31 31 E 21'-10" 34 34 F 17-11" 31 31 E 15'-8" 33 33 E 8' 9 SAW 25 23 D 163" 32 32 E 21'47' 35 35 F 17-2" 31 31 E 14'-10' 33 33 F 9 10 54" 25 24 E 14'-0" 33 33 F 20'3" 37 37 F 11'-r 33 33 E IVO 34 34 F 10' 11 64" 28 25 E 14'3" 34 34 F 19-6" 37 37 F 11147' 33 33 F 13'S" 35 35 F 11' 12 64" 26 25 E 13'-10" 34 34 F 19-1" 38 38 F 10'-r 34 34 F 17-10' 35 35 F 17 23 18 C W-cr 22 13 C 4r 22 17 C V -r 23 Is C N 5 8'3' 23 20 D 1T-5' 28 27 E 163" 30 30 E S-9' 22 17 D S 6 V-10' 22 20 D 173' 29 29 E 14'-10' 31 31 F 8' 7 5'-r 23 21 E 14'4" 31 31 E 19-11" 35 35 F IV 4" 30 30 E 13'-9" 33 33 1 F T 8 5`4" 23 22 E 13'-10' 32 32 E 19-1" 38 38 F 10'-r 32 32 F 17-10' 34 34 F 8 9 6-1" 25 23 E 13'4" 34 34 E 194" 39 39 F 1(7-(r 33 33 F 17-2" 36 36 F 9 10 4'-11" 25 22 E 17-10" 34 34 E 1T-91 40 40 F 94i' 34 34 F I VS" 35 35 F 10' COL COLUMN SCHEDULE FOR ATTACHED PATIO STRUCTURES MAX COL HGHT A 0.024'x3"SQUARE ALUM COLUMN 111-8' B 0.03r x 1 Lr SQUARE ALUM 8140' O SCROLL COLUMN H B 0.027' x 3 SQUARE ALUM COLUMN 11'-4' C 3' CLOVERLEAF ALUM. 0.040' 174' D FLUTED COLUMN ALUM. 0.08r 12' T E r CLOVERLEAF STEEL 0.043' 17-0' F r SQUIRE STEEL COLUMN 17-0' O 4' SOUARE STEEL COLUMN /7-0' H 5' SQUARE STEEL COLUMN 17-0' J r SQUARE STEEL COLUMN 17-0' TABLE 2.3 COLUMN SCHEDULE FOR FREESTANDING STRUCTURES AND INTERMEDIATE COLUMNS FOR MULTISPAN STRUCTURES COLUMN I NOTES E 8'-r MAX COLUMN HEIGHT F i t' MAX COLUMN LENGTH O 17 MAX. COLUMN LENGTH 117 H MAX COLUMN LENGTH TABLE 2.4 ALL COLUMNS MOW BE REPLACED WITH A STRONGER COLUMN 'A' MAY BE REPLACED W1 BJ 93' MAY BE REPLACED W1 CJ, ETC. LINEAR INTERPOLATION FOR ALL CALCULATIONS IS ALLOWED SCHEDULE OF MAX COLUMN SPACING FOOTING SIZE AND COLUMN TYPE FOR PATIO APPLICATIONS LIVE TRIB 0.836'x3'x8"HBADER 0.04rx 3'x 9* HEADER I DOUBLE 0.032'x rx 8• HEADER LOAD WIDTH MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE ATTACHED FREE ATTACHED 7 4 COLUMN FREE ATTACHED COL FREE COLUMN WA WA SPACINGFTR FTR MN. SP FM FTR MTI. SPACING FTR FTR MN. 6 WA WA V V I COL V I V COL. 5 V V CRA. PSF) (F7) Fn 00 TYPE (FT) (OQ TYPE (FT) IM ENI TYPE 70 O 90 MPH WNDSPEED LESS THAN 17 10 4'-0" 17-1" 27 23 A 14'4" 28 24 B 13'3" 27 23 B 12 5'47' 10'-9" 26 23 B 17-7' 27 25 B 111-10" 26 24 B 8 &-a, 9-10" 25 24 B 11'4" 26 25 C 1041" 26 25 B 11 T4T 9-1" 25 25 B 10'-T' 26 28 C 10'40" 25 25 C 9 8'4Y' 9-7' 25 25 B ' 9-11" 26 26 C 94" 26 28 C 11 94Y' T3" 25 25 B 94" 27 27 C 8'-10" 28 28 C 19 1(74Y' 6'-8 25 25 B 9-1o" 27 27 C 641, 27 27. C 20 W- T V -e' 25 20 B 10'-7' 28 21 C 9-7" 25 21 C 14 6-91 9-10" 23 20 B 9-1" 25 22 C V-wl 25 22 C 12 8'47' 54" 22 20 B 8'3" 25 23 C T-9 23 22 C 15 7'-0" V-10" 23 20 B T-8" 23 23 C r4" 23 23 C 28 B'4" 4'3' 23 21 B 6-7 23 23 C &-&1 23 23 C 15 947' 16 17 17 18 6-0" 25 23 C 64" 25 24 C 18 10'47' 29 15 15 16 S'S' 1 25 24 C 5'-9" 25 24 C 25 4'4" B'-11" 23 18 B 9-7' 25 21 C V -T' 25 20 C 18 647' 614" 22 19 B 8'4' 25 22 C 7'4" 23 21 C 33 6'4" 4'-T' 22 19 B 7'3' 23 22 C T4T 23 21 C 19 7'47' 20 20 21 21 63" 23 22 C 6'4" 23 22 C 21 64a 38 18 19 19 5'S" 23 22 C 50-9" 23 22 C 19 94" 20 21 21 22 4'-10" 25 22 C V-2" 25 23 C 22 10'47' 23 23 39 20 26 21 21 22 4'-T' 25 22 C 30 V47' 69' 22 17 B 8'4" 25 20 C T-10" 23 19 C 22 5'4" 4'-7" 22 18 B r 4" 23 21 C 7'-0" 23 20 C 25 8 O' 8'-1" 23 21 C V-5" 23 21 C T4T 63' 23 21 C V-7"23 21 C 944 N-7"21 C 4'-10" 23 21 C 40 4'-0" 4'4" 22 16 B 8'-11" 23 18 C 9-10" 23 18 C 5'47' 1 54" 22 19 C SAW 22 19 C 847 4'-T' 22 19 C 4'-11" 22 19 C 60 4'-0" 4'4" 22 18 C 4'-11" 22 18 C ARULM= Z.b I TABLE 21 I GENERAL METHOD FOR USING THESE TABLES 1 CHOOSE FREESTANDING OR ATTACHED, COMMERCIAL OR PATIO STRUCTURE 2 CHOOSE PROJECTION, WIDTH, OVERHANG, WIND LOAD AND LIVE LOAD. 3 FIND TRIBUTARY WIDTH FROM TABLE 2.6 AND DRAWINGS ON 878082 OF "STRUCTURAL CONFIGURATIONS". 4 CHOOSE A PANEL FROM SHEET 1 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5 CHOOSE A HEADER FROM SHEETS 25 THAT HAS ADEQUATE COLUMN SPACING. 6 USE THE FOOTER SIZE SHOWN. 7 FOR SINGLE SPAN ATTACHED PATIO, USE THE POST SHOWN. LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. 8 FIND THE OIC SPACING OF WALL CONNECTIONS ON TABLE S.S. 9 FIND THE NUMBER OF PANEL TO HEADER FASTENERS ON TABLE A OF 97CDD4 DETAIL'AE'. 10 FIND THE APPROPRIATE DETAILS ON 57CDOI TO 97CDOS. FOR CONCRETE PATIO SLABS FOLLOW 14 ABOVE 5 CHOOSE A COLUMN LENGTH IF USING COLUMN "A" (&-(r OR 1741 6 FIND THE MAXIMUM COLUMN SPACING ON SLABS FROM TABLE 21 7 CHOOSE A HEADER (TABLE 2.1 OR 25) THAT HAS THE SAME OR GREATER COLUMN SPACING FOR THAT TRIB WIDTH AND LIVE AND WIND LOAD 8 USE COLUMN TYPE W OR STRONGER (UNLESS USING COLUMN "A') 9 FOLLOW STEP 8, 9 AND 10 ABOVE TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES FOR GIVEN PROJECTION AND OVERHANG (ROUNDED UP) PROJ. (FT) 8 0 1 2 OVERHANG 3 4 (FT) 5 8 7 e 3 4 4 5 WA WA NIA WA WA 7 4 4 5 5 WA WA WA WA WA 8 4 5 5 8 6 WA WA WA WA 9 5 5 6 6 7 WA WA WA WA 10 5 6 6 7 7 8 WA WA WA 11 6 6 7 7 8 8 WA WA WA 12 8 7 7 8 8 9 9 WA WA 13 7 7 8 8 9 9 10 WA WA 14 7 8 8 9 9 10 10 11 WA 15 8 8 9 9 10 10 11 11 WA 18 8 9 9 10 10 11 11 12 12 17 9 9 10 10 11 11 12 12 13 18 9 10 10 11 11 12 12 13 13 19 10 10 11 11 12 12 13 13 14 20 10 11 11 12 12 13 13 14 14 21 11 11 12 12 13 13 14 14 15 22 11 12 12 13 13 14 14 15 15 23 12 12 13 13 14 14 15 15 16 24 12 13 13 14 14 15 15 16 18 25 13 13 14 14 15 15 18 16 17 28 13 14 14 15 15 16 18 17 17 27 14 14 15 15 18 16 17 17 18 28 14 15 15 16 18 17 17 18 18 29 15 15 16 16 17 17 18 18 19 30 15 18 18 17 17 18 18 19 19 31 18 16 17 17 18 18 19 19 20 32 16 17 17 18 18 19 19 20 20 33 17 17 18 18 19 19 20 20 21 34 17 18 18 19 19 20 20 21 21 35 18 18 19 19 20 2D 21 21 22 38 18 19 19 2D 20 21 21 22 22 37 19 19 20 20 21 21 22 22 23 38 19 20 20 21 21 22 22 23 23 39 20 26 21 21 22 22 23 23 24 40 20 21 21 22 22 23 23 24 24 41 21 21 22 22 23 23 24 24 25 42 21 22 22 23 23 24 24 25 25 1 AISLt Z.0 THIS TABLE MAY BE USED FOR COMMERCIAL, PATIO OR LATTICE STRUCTURES k V's ck-. NO 2 70 =� 0 3 24 s �f'• - 3 -4n civo- � OF CALL ��\� W Amerima� 114 PRO DTIV. ELKHART IN 46514 ICBO ES EVALUATION REPORT ER -2621P HEADER SPANS. COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED PATIO STRUCTURES SHEET 3 OF 9 DATE: 2/8/20001 I 3.0 FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES LIVE LOADWIDTH TRIB e' 1 BEAM 7' 1 BEAM 10' 1 BEAM LIVE LOAD P TRIB WIDTH 3' CLOVERLEAF STEEL HEADER B' STEEL C BEAM 10' STEEL 0 BEAM TRIB WIDTH MAX COLUMN SPACING CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX COLUMN SPACING CONS. FOOTER S12E MAX COLUMN SPACING CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX COLUMN CONS. FOOTER SIZE FREESTANDINGfFr:R 22 COLUMNEF�REESTANDINWG 25 ATT FREESTANDING ATT FREESTANDING ATT COLUMN FREESTANDING ATT FREESTANDING ATT FOOTER -CrIN 34 SPACING -Cr 1 FTR d° I FOOTER "d I FTR b" FOOTER -t I FTR ? IN SPACING FOOTT72 -(r IN FTR "d" IN SPACING FOOTER "d IN FTR "d"PS IN COLUMN HEIGHTS 8'7" IV 15' 18 EIGHTS 15' 18 COLUMN HEIGHTS 8'T 11' 15 18 COLUMN HEIGHTS 87' 11' 1S 18 COLUMNHEIGHTS 8T 11' 15' 18' COLUMN HEIGHTS 8T 11' 15 18' 7U MPH tAPLjsuKt H - 7(J MPH FXPC]_SIJRF H 20 4' 24'-3" 26 28 30 31 24 29'-0" 27 29 31 33 26 40'-11" 29 31 34 36 29 20 4' 9-9" 20 22 24 25 18 25' 3" 26 28 30 31 25 34'-8" 28 30 33 34 27 4' 36 5 22'-6" 26 27 29 31 26. 26-11" 27 28 31 32 27 3T-11" 30 31 33 35 30 34 6 V-11" 20 22 24 25 19 2V -V' 26 27 29 31 26 32'-3" 29 30 32 34 . 29 5 36 6 20'-11" 28 28 29 30 '28' 25'-4", 28 28 30 31 28 35.9", 32 32 33 34 32 38 6 V-7' 20 22 24 25 20 22'-0" 27 27 29 30 27 30'-4" 30 30 32 33 30 6 36 T 19-4" 27 27 28 29 27 23'-6" 29 29 29 31 29 33'5" 33 33 33 34 33 36 T T-6" 20 21 22 23 20 •20'-11" 28 28 29 30 28 28'-10" 31 31 31 33 31 T 40 V 18'-1" 28 28 28 29 28 21'-11" 30 30 30 30 30 31'-1" 34. 34 34 34 34 29 8' T-0" 21 21 22 23 21 20'-0" 29 29 29 29 29 2T-6" 32 32 32 32 32 6 ' 9 1 T-1" 28 28 28 29 28 20'4" 30 30 30 30 30 294" 34 34 34 34 34 29 9 6-8" 21 22 24 25 21 19-2" 30 30 30 30 30 26-6" 33 33 33 33 33 9 25 10' 15-2" 29 29 29 29 29 19-8" 31 31 31 31 31 2T-9" 35 35 35 35 35 - 10' 6-4" 22 22 24 25 22 18'-2" 30 30 30 30 30 25-T' 34 34 34 34 34 10' 10'5" 11' 15-6" 30 30 30 30 30 18'-0" 31 31 31 31 31 26-2" 35 35 35 35 35 34 11' 6-0" 21 23 25 26 21 1 T4" 31 31 31 31 31 24'-9" 34 34 34 34 34 11' 291 17 14'-9" 30 30 30 30 30 1T-11" 32 32 32 32 32 25-1" 36 36 36 36 36 28 12' 6-9" 21 23 25 26 21 16-T' 31 31 31 31 31 24'-1" 36 36 36 36 36 .12' 25 13' 14'-2" 31 31 31 31 31 1T-3" 33 33 33 33 33 24'-1" 36 36 36 36 36 20 13' 65" 22 24 26 27 22 16-11" 31 31 31 31 31 23'-4" 36 36 36 36 36 13' 14' 13'-8" 31 31 31 31 31 16-T' 33 33 33 33 33 23'-2" 37 37 37 37 37 14' 5-4" 22 24 26 27 22 16-4" 32 32 32 32 32 22'4" 36 36 36 36 36 14' 15 13'-2" 31 31 31 31 31 19-0" 34 .34 34 34 34 27-5" 37 37 37 37 37 16 6-2" 23 25 27 28 23 14'-1d' 32 32 32 32 32 21'-9" 37 37 37 37 37 16 16 1 12'5" 1311311311311 36 31 1 15'5" 1341341341341 39 39 39 34 1 21'-8" 1371371371371 37 1 1 16 I 5!-(r 124125127128124 24 1 14'-4" 1331331331331 33 1 21'-0" 1371371371371 371 16 711 MPH FXPCJSURF C; 7n MPH FXPC]SI1RF I- 20 4' 24'5" 30 32 34 36 24 29-0" 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' 36 5 27-6' 29 31 34 35 26 26-11" 30 32 35 37 27 354" 32 35 37 39 30 34 S 8'-11" 23 25 27 28 19 20'-1d' 29 31 33 35 25 30'-6" 32 34 36 38 28 5 36 6 20'-11" 29 31 33 35 27 264" 30 32 34 36 28 32'-3" 32 34 37 39 31 38 6 8'-2" 23 25 27 28 20 19-0" 28 30 32 34 26 2T-10" 30 32 35 37 29 6 36 T 19-4" 28 30 32 34 27 23'-6" 29 31 34 35 29 29-10" 31 33 36 37 31 36 T T-6" 22 24 26 27 20 1 T -T' 27 29 31 33 '26 25'-9" 30 32 34 36 30 T 40 8' 18'-1" 28 30 32 34 28 21'-11" 30 31 33 35 30 2T-11" 32 32 35 37 32 29 8' T-0" 22 24 26 27 21 15-5" 27 29 31 33 27 24'-1" 31 32 34 36 31 V ' 9' 1T-1" 29 29 31 33 29 20'-8" 30 31 33 35 30 26-4" 33 33 35 37 33 29 9 6-8" 23 25 27 28 21 16-6' 28 28 30 32 ..28, 22'-9"' 31 31 34 35 -31 9 25 10' 16-2" 29 29 31 33 29 19-8" 31 31 32 34 31 25'-0" 33 33 34 36 33 - 10' 6-4" 23 25 27 28 22 14'-9" 28 28 30 32 28 21'-7" 32 32 33 35 32 10' 10'5" 11' 15-5" 30 30 30 32 30 18'-9" 31 31 32 34 31 24'5" 34 34 34 36 34 34 11' 6-0" 25 26 28 30 21 14'-0" 28 28 29 31 28 20'-7" 32 32 33 35 32 11' 291 12' 14'-9" 30 30 30 32 30 1 TA 1" 32 32 32 33 32 23'-6" 35 35 35 35 35 28 12' 6-9" 25 26 28 30 21 13'-5' 29 29 29 31 29 194" 33 33 33 34 33 17 25 13' 14'-7' 31 31 31 32 31 1T-3" 33 33 33 33 33 22'5" 35 35 35 35 35 20 13' 6-6" 26 27 29 31 22 17-11" 29 29 29 31 29 16-11" 33 33 33 34 33 13' 14' 13'-8" 31 31 31 31 31 16-T' 33 33 33 33 33 21'-9" 36 36 36 36 36 14' 6-4" 26 27 29 31 22 12'-5" 30 30 30 31 30 18'-3" 34 34 34 34 34 14' 15 13'-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 12'-0" 31 31 31 32 31 17'-T' 34 34 34 34 34 16 16 1 12'-9" 1311311311311 36 31 1 16-6' 1341341341341 39 39 39 34 1 20'-4" 1371371371371 3711 1 16 1 6-T 1261281301321 24 1 11'-T' 1311311311321 31 1 17'-0" 1351351351351 351 16 V[7 MPH FXPCJSURF H 4D MPH FXPC]SIJRF H 20 4' 24'-3" 30 32 34 36 28 29'-0" 31 33 35 37 30 40'-1" 34 36 39 40 34 20 4' 9-9" 23 25 27 28 21 23'-T' 29 31 33 35 28 34'-T' 32 34 37 39 32 4' 36 5 22'-6" 30 32 34 36 30 26-11" 31 32 35 36 31 36-10" 35 35 37 39 35 34 5' V-11" 23 25 27 28 22 21'-1" 29 30 33 34 29 30'-11" 33 33 36 38 33 5 36 6 20'-11" 31 31 33 34 31 25-4" 33 33 34 36 33 32'-8" 36 36 37 38 36 38 6 8'-2" 23 25 27 28 23 19-3" 30 30 32 33 30 28'-3" 34 34 35 37 34 6 36 T 19-4" 32 32 32 33 32 23'-6" 34 34 34 35 34 30'-3" 37 37 37 38 37 36 T T-6" 23 23 25 27 23 IT -ICY' 31 31 31 33 31 26-2" 35 35 35 36 35 T 40 6 18'-1'' 33 33 33 33 33 21'-11" 34 34 34 34 34 28'-4" 38 38 38 38 38 29 8' T-0" 24 24 25 27 24 16-8" 32 32 32 33 32 24'-5" 36 36 36 36 36 8' ' "9' 1T-1" 33 33 33 33 33 20'-8"- 35 35 35 35 ..35. ,264' 39 39 39 39 39 29 9 64" 24 25 27 28 24 15'-9" 32 32 32 32 32 23'-1" 37 37 37 37 37 9 25 10' 16-2" 34 34 34 34 34 19-6- 36 36 36 36 36 26-4" 39 39 39 39 39' - la- 64" 25 25 27 28 25 • 14'-11" 33 33 33 33 33 21'-10" 37 37 37 37 37 10' 10'5" 11' '.16-5" 34 34 34 34 34 19-9". 36 36 36 36 36 24'-10" 40 40 40 40 40 34 11' 6-0" 25 26 28 29 25 14'-3" 34 34 34 34 34 20'-10" 38 38 38 38 38 11' 291 12' 14'-9" 35 35 35 35 35 1 T-11" 37 37 37 37 37 2T -ICY' 41 41 41 41 41 28 12' 5'-9" . 25 26 28 29 25 13'-T' 34 34 34 34 34 20'-0" 38 38 38 38 38 12' 25 13' 14'-2" 36 36 36 36 36 1T T 38 38 38 38 38 22'-10" 41 41 41 41 41 20 13' 65" 26 27 29 31 26 13'-1" 35 35 35 35 35 19'-2" 39 39 39 39 39 13' 14' 13'-8" 36 36 36 36 36 16-T' 38 38 38 38 38 22'-0" 42 42 42 42 42 14' 6-4" _ 27 27 29 31 27 12'-7" 35 35 35 35 35 18'-6" 40 40 40 40 40 14' 15 1 T.Z 37 37 37 37 37 16-0" 39 39 39 39 39 21'5" 43 43 43 43 43 16 6-2" 27 28 30 32 27 12'-2"- 36 36 36 36 36 1T-10" 40 40 40 40 40 16 16 17-9" 36136136 36 '36 15'5" 39 39 39 39 39 20'-T' 431431431431 431 1 16 1 5-07 281281301321 28 -11'-9" 351351351351.35 1 T -T' 141411411411 41 1 16 20 4' 22'-6" 33 35 38 40 30'-T' 5 20'-1" 33 35 37 39 22'-4" 6 18'-4" 32 34 37 38 35 T 1T-0" 31 33 36 37 33 8' 16-11" 32 32 35 36 36 9' 15-0" 32 32 35 36 34 10' 142" 33 33 35 36 38 11' 13'5" 34 34 34 35 36 12' IV -a' 34 34 34 35 39 13' 12'-5" 35 35 35 35 37 14' 12'-0" 35 35 35 35 36 .15 11'-T' 36 36 36 36 70 & 90 MPH EXPOSURE B / 28 24-11" 34 36 39 41 29 30'-T' 36 38 41 43 31 30 22'-4" 33 35 38 40 31 2T-4" 35 37 40 42 33 30 20'-4" 33 35 37 39 32 24'-11" 34 36 39 41 33 31 16-10" 32 34 37 38 32 23'-1" 35 35 38 40 35 32 IT-8 33 33 36 37 33 21'-T' 35 35 37 39 35 32 16-7" 34 34 36 37 34 20'-4" 36 36 37 39 36 33 15-0" 34 34 35 36 34 19-4" 37 37 37 38 37 34 16-a- 35 35 35 36 35 18'-10" 37 37 37 38 37 34 14'-5" 36 36 36 36 36 18'-1" 38 38 38 38 38 35 IVAC " 36 36 36 36 36 1T-4" 39 39 39 39 39 35 , 13'-4" 37 37 37 37 37 16-8" 39 39 39 39 39 36 12'-10" 37 37 37 37 37 16-2" 40 40 40 40 40 36 12'-5" 37 37 3737 28 37 15-T' 40 40 40 40 40 i lkADY CV0nC11DC 26 r 5-2" s 26 28 29 26 26 13' W211- 4' 22'5" 29 31 34 35 28 26-11" 30 32 35 37 29 S 20'-7' 29 31 33 35 29 26-0" 31 32 34 36 '31 6 184" 30 30 32 34 30 22'5" 32 32 34 35 32 T 1T-4" 31 31 31 33 31 21'-1" 33 33 33 35 33 - 8' 16-3" 32 32 32 33 32 19-0" 33 33 33 34 33 9' 15-4" 32 32 32 32 32 18'-7" 34 34 34 34 34 10'' 14'5" 33 33 33 33 33 ; 1 T-8", 35 35 35 35 35 11' 13'-10" 33 33 33 33 .33- 16-10" 35 35 35 35 35 12' 17-3" 34 34 34 34 34 16-1" 35 35 35 35 35 13 17-" 34 34 34 34 34 ' 15'-6" 36 36 36 36 36 14' 12'-3" 35 35 35 35 35 14'-11" 37 37 37 37 37 16 .11'-10" 35 35 35 35 35 14'5" 38 38 38 38 38 3T-11" .33 35 J38 40 33 355" 35 35 37 39 35 32'-2" 36 36 37 39 36 29-9" 37 37 37 37 37' 2T-10" 37 37 37 37 37 265" 38 38 38 38 38 24'-11" 39 39 39 39 39 2Y-&' 39 39 39 39 39. 22'-6" 40 40 40 40 40 21'-8" 41 41 41 41 41 20'-10" 41 41 41 41 .41 5U mpm tANCJSUKt L: 20 4' 9-9" 27 28 31 32 21 FAI 6 W-9" 27 28 31 32 22 6 8'-0" 25 27 29 30 23 11' 15' 18' T T-5" 25 27 29 30 24 21 8' 6-11" 25 27 29 30 24 21 9 6-7" 27 28 31 32 25 20 10' 6-2" 27 28 31 32 26 21 11' F-11" 28 30 32 34 25 21 12' 5'-8" 28 30 32 34 25 22 13' S-5' 29 31 33 35 26 22 14' S-3" 29 31 33 35 27 23 15' S-1" 30 32 35 36 27 23 16 N-11" 3032 21 35361 1 T 28 70 & 90 MPH EXPOSURE B 25 4'9'-0" 21 23 25 27 28 20 25 5 8'-0"22 30 23 25 27 21 25 6 T-4" 22 23 25 27 .22 23 T 6-9': 22 23 25 27 •22 25 8' 6-4" 23 23 25 27 23 25 9' 6-0" 24 25 27 28 24 26 10' 65" 25 25 27 28 25 26 11' 6-5"' 25 26 28 29 25 26 17 5-2" 26 26 28 29 26 26 13' W211- 25 27 29 31 25 1271 14' 4'-9" _ 26 27 29 31 26 1T-11" 31 33 36 37 26 26-3" 35 37 40 42 30 4' 16-0" 30 32 35 36 27 23'-6" 33 35 38 40 31 5 14'-T' 30 32 35 36 28 21'-5" 33 35 37 39 32 6 13'-6" 29 31 33 35 29 19-10" 33 34 37 38 33 T 12'-8" 30 31 33 35 30 18'-7" 34 34 37 38 34 8' 11'-11" 30 30 32 34 30 1T-6" 34 34 36 37 34 9 11'-4" 31 31 32 34 31 16-7" 35 35 36 37 35 10' 10'-9" 31 31 32 34 31 15'-10" 35 35 35 36 35 11' 10'-4" 32 32 32 34 32 15'-2" 36 36 36 36 36 12' 9'-11" 32 32 32 32 32 144" 37 37 37 37 37 13' 9-T' 33 33 33 33 33 14'-0" 37 37 37 37 37 14' 9-3" 33 33 33 33 33 13'5" 37 37 37 37 37 .15' 8'-11" 331331331331 33 1 13'_1" 38138138138- 381 16 23'-5" 29 31 33 35 28 32'-3" 32 34 37 38 31 4' 21'-1" 28 30 33 34 29 29-11" 33 33 35 37 - 33 5 19-3" 30 30 32 33 30 28'-2" 34 34 35 37 34 6 1 T-10" 31 31 31 33 31 26-2" 35 35 35 36 35 T 16=8" 32 32 32 33 32 24•'-5" 36 36 36 36 '36 8' -16-9- 32 32 32 32 32 '23'-1" 37 37 37 37 37' 14'-11"33 33 33 33 33 21'-10" 37 37 37 37 37 10' 5 14'" 34 34 34 34 34 20'-10" 38 38 38 38 38 11: 13'-7" 34 34 34 34 34 20'-0" 38 38 38 38 38' 12';' 13'-1" 35 35 35 35 35 19'-2" 39 39 39 39 39 . 13' . 17-7" 35 35 35 35 35 16-6" 40 40 40 40 40 17-2' 36 36 36 36 36 1T -IC" 40 40 40 40 40 15 LIVE PRO- 5 1/2' EXTRUDED HEADER LOAD JEC-7NG r CONS. FOOTER SIZE TION FAI FREESTANDING ATT FOOTER"d IN FTR OLUMN HEIGHTS "d" P 11' 15' 18' IN 70 MPH EXPOSURES . 20 8' 11'-2" 21 23 25 26 19 9 10'5" 21 23 25 26 19 10' 10'-0" 20 22 24 25 19 11' 9-6" 21 23 25 26 20 12' 9-1" 21 23 25 26 21 • 13' 8'-9" 22 24 26 27 20 14' V-5 22 24 26 .27 21 15 8'-1" 23 25 27 28 21 15 T-10" i 23 25 27 28 21 1 T T-7" 24 25 27 29 21 70 MPH EXPOSURE C 20 V 11'-2" 25 26 28 30 19 9 10'-6" 25 26 28 30 19 10' 10'-0" 23 25 27 28 19 11' 9-6" 25 26 28 X30 20 12' 9-1" 25 26' 28 30 21 13' 8'-9" 26 27 29 31 20 14' 8'-5" 26 27 29 31 21 15 8'-1" 26 28 30 32 21 16- T-10" 26 28 30 32 21 1T I T -T' 1271 291 31 331 21 90 MPH EXPOSURE B 20 8' 11'-2" 24 26 28 29 22 9' 10'-6" 24 26 28 29 22 10' 10'-0" 23 25 27 28 22 11' 9-6" 24 26 28 29 23 12' 9-1" 24 26 28 29 24 13' V-9" 25 27 29 31 24 14' V-5' 25 27 29 31 24 16 8'-1" 26 28 30 32 25 16 T-10" 26 28 30 32 24 1T T -T' 27 29 31 33 25 90 MPH EXPOSURE C 20 V 11'-2" 28 30 32 34 23 9 10'5" 28 30 32 34 23 10' 10'-0" 27 28 31 32 23 11' 9S" 28 30 32 34 24 17 9-1" 28 30 32 34 24 13' V-9" 29 31 33 35 24 14' 1 V-5" 1 291 31 1 331 351 25 70 MPH EXPOSURE 8 AND C 25 V 10'-0" 23 25 27 28 18 9 9-5" 23 25 27 28 19 10' 8'-11" 23 '25 27 28 19 11' 8'S" 25 26 28 30 19 12' 8'-2" 25 '26 28 30 20 13' TA CY' 26 27 29 31 20 14' T5" 26 27 29 31 20 16 T-3" 26 28 30 32 20 16 I T-0" 1 261 281 301321 20 I At3Lt J.Z ALL FOOTERS LISTED ARE CONSTRAINEn. TO USE NONCONSTRAINED FOOTERS SEE TABLE ON SHEET 2 OF 8 CD W 1 S 1 ierimax L BURMC PRODUCTS, INC. 1140 ALL PRO DRIVE 1 ELKHART, IN � 46514 ICBO ES EVALUATION REPORT ER -2621 P 'HEADER SPANS, COLUMN SPACING, 'FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES SHEET 4 OF 8 DATE: 2/8/2000 MAR 03 2000 3.0 FRFFATONn1Nr. Atin ATTArWFn rnuuFRr1A1 4tT0IIrT11QFQ LIVE LOAD P TRIS WIDTH G' 1 BEAM 7' I BEAM /0' 1 BEAM LIVE LOAD P TRIS WIDTH 3' CLOVERLEAF STEEL HEADER B' STEEL O BEAM 10' STEEL O BEAM I TRIS WIDTH MAX COLUMN SPACING CONS. FOOTER 311 MAX CONS. FOOTER SIZE MAX SPACING CONS, FOOTER SIZE MAX COLUMN SPACING CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE FREESTANDINGATT COLUMN FREEST NG I ATE:COLUMN FREE I ATT FREESTANDING I ATT COLUMN FREESTANDING ATT COLUMN SPACING FREESTANDING ATT FOOTER COLUMN HEIGHTS "d' BT 11' 19 18' I '1� I FFR COLUMN HEIGHTS "d' 8T 11' 15 18' I SPACING FOOTER FTR COLUMN HEIGHTS -W 8T 1T 1B' 18' FOOTER -Cr' FTR ODLU HEIGKTS "d' 8T 11' 16' 1B FOOTER -cr I F1 COLUMN HEIGHTS "d' 8'T 11' 16 18' SPACING FOOTER "d' IN FTR COLUMN HEIGHTS "d' 8'T' 11' 15' 18' IN UU MPH tAPOSURE G 4' 275" 33 35 38. 40 28 24'-11" 34 36 39 41 29 30-7" 36 38 41 43 31 S 217-1" 33 35 37 39 29 27-4" 33 35 38 40 31 27-4" 35 37 40 42 33 6 164" 32 34 37 38 30 217-4" 33 35 37 39 32 24'-11" 34 36 39 41 33 T 1T-0" 31 33 36 37 31 18"-10" 32 34 37 38 32 23'-1" 33 35 38 40 35 8' 15-11" 32 32 35 36 32 17"4' 33 33 36 37 33 21'-T' 35 35 37 39 35 9' 15-0" 32 32 35 36 32 16-7-" 34 34 36 37 34 217.4" 36 36 37 39 36 117 14'-2" 33 33 35 36 33 16-W 34 34 35 36 34 19x" 37 37 37 38 37 11' 13'5" 34 34 34 35 34 154" 35 35 35 36 35 16-117' 37 37 37 37 37 1r 13'4" 34 34 34 35 34 14'5" 35 35 35 35 35 18'-1" 38 38 38 38 38 13' 175" 35 35 35 35 35 13'-10" 35 35 35 35 35 1 T-4" 38 38 38 38 38 14' 17-0" 35 35 35 35 35 13'-4 36 36 36 36 36 16-0" 38 38 38 38 38 15 1 11'-7" 136 136 136 136 1 36 1 17-117' 36136136136 70 & 90 MPH EXPOSURE B / 70 MPH EXPOSURE C 40 4' 36 16-2" 39 39 39 39 39 70 & 90 MPH EXPOSURE B / 70 MPH EXPOSURE C 4' 21'-1" 29 31 34 35 27 264" 30 32 34 36 29 35.9" 32 35 37 39 32 S 18"-117" 28 30 32 34 28 22' -td' 30 31 34 35 30 375" 34 34 37 39 34 6 1T-2" 29 29 31 33 29 217-117' 31 31 33 35 31 295" 35 35 36 37 35 T 16-11" 30 30 30 32 30 19-4" 32 32 32 34 32 2T-3" 36 36 36 37 36 8' 14'-10`' 30 30 30 32 30 18'-1" 33 33 33 34 33 25-6" 36 36 36 36 36 9' 14'-0" 31 31 31 31 31 1 T-0" 33 33 33 33 33 24'-0" 37 37 37 37 37 10' 13'-4" 32 32 32 32 32 16-2" 35 35 35 35 35 27-9" 38 38 38 38 38 '11' 17-8" 32 32 32 32 32 165" 35 35 35 35 35 21'5" 38 38 38 38 38 12' 17-2" 33 33 33 33 33 14'x" 35 35 35 35 35 1 20`-T' 39 39 39 39 39 13' 11'4s" 33 33 33 33 33 14'-2" 36 36 36 36 36 19-10" 39 39 39 39 39 14' 11'5" 34 34 34 34 34 13'-8" 36 36 36 36 36 19-1" 40 40 40 40 40 30 4' 21'-1" 33 35 37 39 28 24'-11" 34 36 39 41 29 31'-3" 36 38 41 43 32 4' S 18'-117' 32 34 37 38 29 274' 33 35 38 40 31 26-0" 35 37 40 42 33 28 6 1T-2"' 31 33 36 37 30 29-4- 33 35 37 39 32 25-6" 34 36 39 41 34 37 T 15-11" 30 32 35 36 30 16-10`' 32 34 37 38 32 23'-8" 35 35 38 40 35 34 8' 14'-117' 31 32 35 36 31 1T-8" 33 33 36 37 33 22'-1" 36 36 38 40 36 32 9' 14'-0" 32 32 33 35 32 16-T" 34 34 36 37 34 217-10" 36 36 37 39 36 31 10` 13'-4" 33 33 33 35 33 16-9" 34 34 35 36 34 17-V 37 37 37 38 37 21'-7" 11' 17-8" 33 33 33 35 33 15'-0" 35 35 35 36 35 18'-10" 37 37 37 38 37 28 12' 17-2" 34 34 34 35 34 14'5" 36 36 36 36 36 18'-1" 38 38 38 38 38 60 13' 11'-8" 34 34 34 35 34 13-10" 36 36 36 36 36 1 T4" 39 39 39 39 39 29 14' 1 111-7 1351351351351 31 33 35 35 1 13'-4" 36136136136 33 36 37 36 1 16-8" 39 39 39 39 39 70 & 90 MPH EXPOSURE B / 70 MPH EXPOSURE C 40 4' 16-4" 28 30 32 34 26 22'3" 29 31 34 35 28 367 32 34 36 38 31 T S 164" 27 29 31 33 27 19-10" 28 30 32 34 28 2T4' 32 32 35 37 32 6 6 14'-11" 27 28 30 32 27 18'-2" 30 30 32 34 30 24'-11" 33 33 34 36 33 9' T 13'-117' 28 28 29 31 28 16-9" 30 30 31 33 30 23'-1" 34 34 34 35 34 117 8' 12'-11" 29 29 29 31 29 16-8" 31 31 31 32 31 21'-T' 34 34 34 35 34 34 9' 17-2" 30 30 30 31 30 14'-117' 31 31 31 32 31 20`4" 35 35 35 35 35 6-6" 19 11'-7" 30 30 30 30 30 14'-0" 33 33 33 33 33 19-4" 36 36 36 36 36 32 11' 11'-0" 30 30 1 1 30 30 1 30 1 13'5" 33 33 33 1 33 33 1 181-911,136136136136 36 12' 117-T'31 31 31 31 31 12'-117' 33 33 33 33 33 1 T-11 37 37 37 37 37 40 4' 19-4" 32 34 37 38 27 22'3" 33 35 38 40 28 317-T' 36 38 41 43 31 4' S 164" 31 33 36 37 28 19-10" 32 34 37 38 29 2T-4" 35 37 40 42 33 28 6 14'-11" 30 32 35 36 28 18'-2" 32 34 37 38 30 24'-11" 34 36 39 41 33 37 T 13'-117' 29 31 33 35 29 16-0" 31 33 36 37 31 23-1" 35 35 38 40 35 34 8' 12'-11" 30 31 33 35 30 1644 32 32 35 36 32 21'-T' 35 35 37 39 35 32 9 17-2" 31 31 33 35 31 14'-117' 32 32 35 36 32 2174" 36 36 37 39 36 31 117 11'-7" 31 31 32 34 31 14'-0" 33 33 33 35 33 19x" 37 3713713111 30 32 37 21'-7" 11' 11'-0" 31 31 32 34 31 13'5" 34 34 34 35 34 169" 38 1 38 38 38 38 28 17 117-7" 32 132 32 34 32 12'-117' 34 34 134 135 34 1 17-11" 38 38 38 38 38 60 4' 164r 30 32 35 36 25 18'3" 32 34 37 38 27 25-7" 34 36 39 41 30 29 S 175" 29 31 33 35 26 163" 31 33 36 37 28 22"-117' 33 35 38 40 31 29 6 173" 29 31 33 35 27 14'-10" 30 32 35 36 29 20`-10" 33 35 37 39 32 31 T 11'-4" 28 30 32 34 28 13'4" 30 31 33 35 30 19-4" 33 34 37 38 33 13' 6 117-7" 28 30 32 34 28 12'-10" 31 31 33 35 31 16.1" 34 34 37 38 34 1 35 9' 117-0" 29 29 31 32 29 17-2" 33 33 33 35 33 1 T-0" 34 34 36 37 34 10` 117 9S" 30 130 31 31 32 30 11'5" 33 33 33 34 33 16-2" .35.35.36.37. 12' 6-5" 28 35 70 MPH EAPOSURE G 25 4' 9'-0" 23 25 27 28 17 23'-3" 29 31 34 35 24 32'-3" 32 34 37 39 27 4' S 6-0" 22 24 26 27 18 217-117' 29 31 33 35 25 29-11" 31 33 36 37 28 S 6 T-4" 22 24 26 27 19 19-0" 28 30 32 34 26 2T-1 d' 30 32 35 37 30 6 T 6-9" 22 24 26 27 19 1T-7" 27 29 31 33 26 25-9" 30 32 34 36 30 T 6 64" 22 24 26 27 20 165" 27 29 31 33 27 24'-1" 31 32 34 36 31 8' 9' 6-0" 23 25 27 28 20 15-6" 28 28 30 32 28 27-0" 31 31 34 35 31 9 10' S-0" 23 25 27 28 21 14'-9" 28 28 30 32 28 21'-7" 32 32 33 35 32 10' 11' 65" 25 26 28 30 21 14'-0" 28 28 29 31 28 217-7' 32 32 33 35 32 11' 12' 6-2" 25 26 28 30 22 13'5" 29 29 29 31 29 19-8" 33 33 33 34 33 17 13' 4'-11" 26 27 29 31 21 12'-11" 29 29 29 31 29 18'-11" 33 33 33 34 33 13 14' 4'-9" 26 27 29 31 22 12'5" 30 30 30 31 30 19'5" 34 34 34 34 34 14' 16 4'-7" 26 28 30 32 22 17-0" 30 30 30 30 30 1 T-7" 34 34 34 34 34 16 90 MPH EXPOSURE C 25 4' 9-0" 27 28 31 32 21 1 T-11" 31 33 36 37 26 265" 35 37 40 42 30 4' 5' 6-0" 25 27 29 30 21 16-0" 30 32 35 36 27 27-6" 33 35 38 40 31 S 6 T-4" 25 27 29 30 23 14'-7" 30 32 35 36 28 + 21'5" 33 35 37 39 32 6 T 6-9" 25 27 29 30 23 13'5" 29 31 33 35 29 19'-10" 33 34 37 38 33 T 8' 6-4" 25 27 29 30 24 12'-8" 30 31 33 35 30 18'-7" 34 34 37 36 34 6 9 6-0" 27 28 31 32 24 11'-11" 30 30 32 34 30 1T-6" 34 34 36 37 34 9 10' 5'-8" 27 28 31 32 24 11'-4" 31 31 32 34 31 16-7" 36 36 36 37 36 117 11' 5'5" 28 30 32 34 25 10`3" 31 31 32 34 31 15'-10" 35 35 35 36 35 11' 12' 5!-3" 28 30 32 34 26 10`4" 32 32 32 34 32 15'-2" 36 36 36 36 36 12' 13' 5'-1" 29 31 33 35 27 9-11" 32 32 33 35 32 14'5" 37 37 37 37 37 13' 14' 4'-11" 29 31 33 35 26 9-T' 33 33 33 35 33 14'-0" 37 37 37 37 37 14' 15! 4'-0" 30 32 35 36 26 1 9-3" 33 33 33 36 33 13'4" 37 37 37 37 371 16 70 & 90 MPH EXPOSURE B 6 T-4" 22 23 25 27 21 20`-5" 29 30 33 34 29 28'-2" 32 33 35 37 32 S 6 6-8" 22 23 25 27 21 193" 30 30 32 33 30 26-6" 33 33 35 37 33 6 T 6-2" 22 23 25 27 22 1-r-10" 31 31 31 33 31 25'-2" 35 35 35 36 35 T 6 5* -9" 22 23 25 27 22 16-8" 32 32 32 33 32 24'-1" 36 36 36 36 36 8' 9 65" 23 25 27 28 23 15'-9" 32 32 32 32 32 23'-1" 37 37 37 37 37 9 10` 6-2" 24 25 27 28 24 14"-11" 33 33 33 33 33 21'-10" 37 37 37 37 37 10` 11' 4'-11" 24 26 28 29 23 14'-3" 34 34 34 34 34 WAD" 1 38 38 38 38 38 I 11' 12' 4'-9" 24 26 28 29 24 13-7" 34 34 34 34 34 20`-0" 38 38 38 38 38 12' 13' 4'S" 25 27 29 31 25 13-1" 35 35 35 35 35 19-2" 39 39 39 39 39 13' 14' 1 4'-4" 251271291311 25 12'-7" 35 35 35 35 35 18'3" 40140 40 40 40 14' T UPN FXP(1411RF r 30 4' 8'-2" 23 25 27 28 17 22'0 29 31 33 35 23 30`-4" 32 34 36 38 26 4' 22 6 T-4" 22 24 26 27 18 2175" 29 31 33 35 25 28'-2" 31 33 36 37, 28 5' 24 6 6-8" 22 24 26 27 18 19-0" 28 30 32 34 26 265" 30 32 35 37 29 6 24 T 6-2" 22 24 26 27 19 1 T-7" 27 29 31 33 26 25'-2" 30 32 34 36 30 T 20 8' 6-0" 22 24 26 27 19 16-5' 27 29 31 33 27 24'-1" 31 32 34 36 31 8' 22 9 S5" 23 25 27 28 20 16-6" 27 28 30 32 27 22'-9" 31 31 34 35 31 9 23 1 d S-2" 23 25 27 28 21 14'-0" 27 28 30 32 27 21'-7" 32 32 34 35 32 11Y 1 7-6" 11' 4'-11" 25 26 28 30 20 14'-0" 28 28 29 31 28 20`-7" 33 33 33 35 33 11' 25 12' 4'-9" 25 26 28 30 21 13'5" 1 28 1 28 29 31 28 19-8" 1 33 1 33 33 34 33 12' 21 13' 4'S" 26 27 29 31 21 12'-11" 28 28 29 31 28 18'-11" 34 34 34 34 34 13' 14' 4'-4" 26 27 29 31 22 12'5" 29 29 29 31 29 18'3" 35 35 35 35 35 14' 9U MPH tAKJ15UKt V 4' 6-2" 27 28 31 32 21 S T-4" 25 27 29 30 21 6 6-8" 25 27 29 30 22 T 6-2" 25 27 29 30 23 8' S-0" 25 27 29 30 23 9' 55" 27 28 31 32 24 117 S-2" 27 28 31 32 24 11' 4'-11" 28 30 32 34 24 12' 4'-0" 28 30 32 34 24 13' 4'S" 29 31 33 35 25 14' 4'4" 29 31 33 35 26 4' T-2" 25 27 29 30 20 S 64" 25 27 29 30 20 6 5-10" 23 25 27 28 21 T S5" 25 27 29 30 22 6 S-0" 25 27 29 30 23 9 4'4" 27 28 31 32 22 117 4'S" 27128131 14'-6" 37 321 23 1T-11" 31 33 36 37 26 26-3" 35 37 40 42 30 4' 16-0" 30 32 35 36 27 23'5" 33 35 38 40 31 S 14'-7" 30 32 35 36 28 21'5" 33 35 37 39 32 6 13'-6" 29 31 33 35 29 19-10" 33 34 37 38 33 T 12'-8" 30 31 33 35 30 18'-7" 34 34 37 38 34 8' 11'-11" 30 30 32 34 30 1T-6" 34 34 36 37 34 9 11'-4" 31 31 32 34 31 16-7" 35 35 36 37 35 117 117-0" 31 31 32 34 31 15-117' 35 35 35 36 35 11' 117-4" 32 32 32 34 32 15-2" 36 36 36 36 36 17 9-11" 32 32 32 32 32 14'-6" 37 37 37 37 37 13' 9-7" 33 33 33 33 33 14'-0" 37 37 37137137 29 31 14' 1T-11" 31 33 36 37 26 263" 35 37 40 42 30 C 16-0" 30 32 35 36 27 275" 33 35 38 40 31 S 14'-7" 30 32 35 36 28 21'5" 33 35 37 39 32 6 13'-6" 29 31 33 35 29 19-10" 32 34 37 38 33 T 174" 30 31 33 35 30 16-7" 34 34 37 38 34 6 11'-11" 30 30 32 34 30 17--' 34 34 36 37 34 9 UNE PRO- 5 1/2' EXTRUDED HEADER MAX CONS. FOOTER SIZE LOAD JEG FOR ALL COLUMNS SEE TION COLUMN FREESTANDING AWT FOOTER 1r IN FTR ATTCHED ATTACHED SPACING 3" CLOVERLEAF STEEL COL 1r -o- 8'-7" COLUMN HEIGHTS P 18'-0' 11'-0" 87- 11' W 18' IN 90 MPH EXPOSURE B 25 S 117-0" 23 25 27 28 21 18'-0" 9' 9S" 23 25 27 28 22 117 6-11" 23 25 27 28 22 11' 6-6" 24 26 28 29 22 12' 6-2" 24 26 28 29 23 13' T-117' 25 27 29 31 23 14' 75" 25 27 29 31 23 1S T3" 1 26 28 30 32 23 16 T-0" 126 28 1 30 321 23 90 MPH EXPOSURE C 25 8' 117-0" 27 28 31 32 21 9 9-5" 27 28 31 32 22 117 6-11" 27 28 31 32 22 11' 6-6" 28 30 32 34 23 12' 6-2" 28 30 32 34 24 17 T-10" 29 31 33 35 23 14' 1 7-6" 1 29 1 31 1 33 35 1 24 70 MPH EXPOSURE B 30 8' 9-2" 20 22 24 25 21 9' 6-T' 20 22 24 25 21 117 6-2" 20 22 24 25 22 11' T3" 21 23 25 26 22 17 T5" 21 23 25 26 23 13' T-2" 22 24 26 27 23 14' 6-117' 22 24 26 27 23 15 I 6-7" 1 23 1 25 1 27 1 281 23 90 MPH EXPOSURE C 30 8' 9-2" 27 28 31 32 21 9 8'-7' 27 28 31 32 21 117 8'-2" 27 28 31 32 22 11' TJ" 28 30 32 34 22 12' T-5" 28 30 32 34 23 13' T-2" 29 31 33 35 23 14' 6-10`' 29 31 33 35 23 16 6-7' 30 32 1 35 36 23 40 8' T-11" 25 27 29 30 20 9 T5" 27 28 31 32 21 10` T-1" 27 28 31 32 21 11' 6-9" 28 30 32 34 21 12' 6-5" 28 30 32 34 22 13' 6-2" 29 31 33 35 22 60 T 6-11" 25 27 29 30 19 8' 6-6" 25 27 29 30 20 7 6-1" 27 28 31 32 20 117 1 6-9" 1 27 1 281 31 32 20 I At%Lt 3.2 ECID S CD w1 z NO 2 rn V I 3 D z CALIF�� TABLE 3.3 A*Amerimax BUII.DIlYGPRODUCfB IIVG 1140 ALL PRO DRIV� ELKHART,IN 46514 ICBO IS EVALUATION REPORT ER -2621P HEADER SPANS, COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES SHEET 5 OF B DATE: 2/8/20001 MAXIMUM COLUMN HEIGHT COL COLUMN DESCRIPTION SINGLE FREEST FOR ALL COLUMNS SEE SPAN OR MULTiSPAN DETAIL W and "U' ATTCHED ATTACHED E 3" CLOVERLEAF STEEL COL 1r -o- 8'-7" F 3" SQUARE STEEL COLUMN 18'-0' 11'-0" G 4' SQUARE STEEL COLUMN 18'-0' 15'-0' H 5" SQUARE STEEL COLUMN 18'-0' 18'-0" J 1 6" SQUARE STEEL COLUMN 18'-0" 18'-0' TABLE 3.3 A*Amerimax BUII.DIlYGPRODUCfB IIVG 1140 ALL PRO DRIV� ELKHART,IN 46514 ICBO IS EVALUATION REPORT ER -2621P HEADER SPANS, COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES SHEET 5 OF B DATE: 2/8/20001 4.0 FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES LIVE TRIB MAXIMUN COLUMN SPACING SSB" STEEL C BEAM LIVE TRIB MAXIMUN COLUMN SPACING TW STEEL C BEAM LOAD WIDTH FOR ATTACHED LATTICE ON SLAB LOAD WIDTH CONS. FOOTING SIZE MAX CONS. FOOTING SIZE MAX CONS. FOOTING SIZE FREE HEADER MUST BE ABLE TO SPAN COLUMN FREE ATTACHED COLUMN COLUMN HEADER MUST BE ABLE TO SPAN COLUMN FREE ATTACHED SPACING FTR FTR MIN USING COLUMN'A' ALL FTR FTR MINIMUM SPACING USING COLUMN'A' ALL OTHER V-10- 30 SPACING "d' "d MAX LENGTH OF. COLUMN COLUMNS 'd' "d' COLUMN I &-I- "d MAX LENGTH OF COLUMN OTHERS 6-0" I "d' 'YP COLUMN 10'-8" 10•-0' 8'-0 TYPE 10'x• 10'-0" V -O ON SLAB 0.036 TYPE TYPE I ON SLAB .90 MPH WINDSPEED 12' OR LESS 10 TYPE 70 MPH 1 17 OR LESS 90 MPH 17 OR LESS 10 4' 21'-1 274r .25-7' 26-7 15-9' 28 19 A 10 1T• 5'-0" 5-r 64" 6-r 17-7 29 29 C 14'-1" 5 16-10' 1 T -r 275" 21"-0' TS 23 17 A 11'-11" 18' 4'4" 4'-11" S4" 5'-10" 11'-11" 29 29 C 64' 6 14'-1" 14'4" 1 T-0" 1 r4' 21 A 12'-1' 27 22 19' 4'4" SS' S'4" 11'-r 30 30 C 21 T 17-1" 12'-r 14'-r 1S4" 26'-4" 27 22 C 18 20' T-11" 4'S" 5-1" 5'3" 11'3' 30 30 C 8' 17-r 11'-0• 12'4" 13'-1' 25-3" 26 22 C 10'-2' 21' 24 A' 4'-10" 514" 11'4" 31 31 C 9'-2" 9' 74' 9'4" 1114" 11'-8" 24'3" 26 23 C 4'-r 27 15 A 4'4" 4'-9" 175" 30 30 C 20 4' 11'-1" 11'S" 13'-6" 13'-0" 6-1" 23 16 17 8'S" V-10" 173" 175" 23'-0" 26 23 C 11' r4" 8'-0" 9'-4" 9'4" 21'-11" 25 23 C 5 8'-10' 93" 17-9" 11'-0" 4'-r 23 17 A 8'-1" 12' T40• T4" 8'4• V- 21'4r 25 24 C 6 T4' T4" 6-11" 9'-2" 20 C 17 13' 64" 6.9" T-10" 8'-1" 27-2" 25 25 C 21 T 64' 6-r , T4" T-10" 19'-1'. 30 25 C 15 14' 64" 64" T4" T4' 19S" 25 25 C r 51-6' S'-9" 64" 6-10" 1T-10" 29 25 C 1S 5-r 5-10" 6-10" T-0" 18'-9" 25 25 C 8'S" V 4'-11" 5-2" 5'-11" 6-1" 16-10• 29 26 D 16 S3". SS" 65" 6-r 18'-2" 26 26 C 17 4'-r 54" SW 15-11" 28 26 D 19 IT 540• 5-r 6-0• 6-2• 1 T -r 25 25 C 11' 6-10" 23 4'-10' 5'4" 155" 28 27 D 1S 4'4" 4'-11" 54" SAW 1T-1" 26 26 C 30 12' 4'-6" 4•-7" 14'-r 28, 28 D 9-5" 19 16 4'4" 55" 54' 16-8" 26 26 C 4'-11" 13' 15 A V-5" 25 14'-0" 28 28 D 27 5-1" 513" 16-3" 27 27 C 17 14' T 13'4• 28 28 D 21' T-1" 23 4'-10" S4" 15'-10" 26 26 C 15 13'-0" 29 29 D 40 22' 1 1 1 4'4" I 4'-9" '1 155' 27 1 27 C V-2" 16 1 T 18' 16 C S. 12'-r 12'3• 11'-11" 30 30 30 30 30 29 D E E 90 MPH 17 OR LESS 10 4' 21'-1" 22'-0" 25-r 263" 6 5' 16-17' 1T -r 20W 21"-0" 23 17 C 60 4' 19' Y-1• 11'-r 30 30 E 23 6 14'-1" 14'4" IT -0 1 T4• 27 5-r 22 15 113• 30 30 E T 12'-1" 12'-r 14'-r 15-0" 22'-2" 29 24 C 21' 11'-0' 30 30 E 8' 17-r 11'-0" 12'-9" IVA" 20'-9" 28 24 C 22' 17-9" 30 30 E 25 4' 8'-11" 74• 17-10" 11'-1" 9' 9'4" 9'-9" 11'4' 11'4" 19'-r 28 25 C 17 81S" 6-10" 173" 1w -w IV -T 28 26 C 5 T-2" TS" 8'4" 8'-11" 11' T4" 6-0" 914" 91-T 1T-8" 27 25 C 6 5'-11" 6-3' T-3" TS" 12' T-0" T4" 8'4' 65" 16-11" 27 26 C T 5-1• 51-4' 6-2" 64" 19'-1" 30 25 C 13' 6.6" 64" T-10" 8'-1" 16-3' 27 27 C V 4'-6" 4'4" SS" 5'-r 1T-10' 29 25 C 14' 6-0" 6.4' T4" T4" 15-8" 27 27 C 9' 4'-10" 4'-11' 16-10" 29 26 D 15' S -r 5-10" 6-10" T-0• 15'-2" 27 27 C 17 16-11" 28 26 0 16 93" S•6" 65" 6-7' 14'-8" 28 28 C 11' 155" 28 27 D IT 5'4" S -r 6-0" 6-r 14'-3" 28 28 C 12' 14'-7' 28 28 D 18' 4'4" 4'-11" 5'4" 5'-10" 13'-10• 28 28 C 13' 14'-0" 28 28 D 19' 4'4" SS" 54" 13'S" 28 28 C 14' 13'-6" 28 28 D 27 6-1" 53' IVA" 29 29 C 15' 13'-0" 29 29 D 21' 4'-10' 9-0" 12'-9' 29 29 C 16 12'-r 30 30 D 22 4'4" 4'-0" 12'6" 29 29 C 1T 18' 12'-3" 11'-11" 30 30 30 29 E E 70 MPH 12' OR LESS 10 4' 21'-1", 27-0" 25-r 265" 30 4' T -T T-101 9'-1" 9'4" 5 16-10' 1T-7" 27S" 21'4" S 6-0" 6-3" T3• T-5" 6 INA" 14'-6" 1T -W 1T4" 6 V -W 51-W 6-1" 6-2" T 1Y-1" 12'-r 14'-r 15-0• 23'-r 27 23 C T 4'4" 5-2" 5'4" 18'3" 30 25 D V 17-r 11'-0" 12'S" IVA" 22'-1" 27 24 C 6 4'4" 4'4" 1T-6' 29 25 D 9 9'4" 04r 11'4• 11'4" 20'-10" 27 24 C 9' 16-10' 29 26 E 17 8'S' 6-10" 1013" 174" 19'-9" 26 24 C 17 16-3" 29 27 E 11' r -r • 8•4" 9'-4" 9-6" 18'-10• 26 25 C 11' 15-8" 28 27 E 1Y r4" T4" 8'4• 8'-9• 18'4" 25 25 C 12' 153" 28 28 E 13' 64" 6A" T-10" V-1" 1T4" 26 26 C 13' 14'-10" 29 29 E 14' 64" 64" T4" T4' 16-8" 26 26 C 14' 14'-6' 29 29 E 15' S -r 5-10" 6-10" T-0" 16-1• 27 27 C 16 14'-2" . 30 30 E 16 S3" S4' 65" 6-7" 15-7" 27 27 c 16 13'-10" 30 30 E 40 4' S'-8" 6-11" 6-10" T-0" 1T S-0" 5-2" 6-0" 6-2" 15'-1" 27 27 C 18' 4'4" 4'-11" 54' S'-10" 14'-8" 28 28 C 5 4'4• 4'-9" 5'-6" 5'4" 19' 4'4" Ss 54" 14'-4• 28 28 c 6 4'-r 4'4" 27 S-1" 53" 17-11" 27 27 C T 16-r 29 24 E 21' 4'-10" 540" 13'-7" 28 28 C 6 1S-10" 28 24 E 22' 4'4" 4'4" 13'3" 28 1 28 C 9 10' 11' 153" 14'49" 14'3" 28 28 28 25 26 27 E E E 90 MPH 12' OR LESS 10 4' 21'-1' 27-V 25-7' 263" 5 16-17' 1T -r 275" 21"-0" • -12' 13'-10" 27 27 E. 6 . 14'-1' 14'4" 1r—Cr 1 T4" 13' 13'4" 28 28 E r 17-1" 12'-r, 14'-r 15-0" IVA' 30 25 C 14' I 1 1 13'-2' 28 28 E 60 4' 3'-10" 4'-0" 4'-r 4'-9" V 10'-r 11'-0" 1Y-9' 13'-1" 1T-10" 29 25 C IV 9'-4" 744 11'4' 11'4" 16-10" 29 26 C 5 10' V -w 5-10" 173' 174" 15-11" 28 26 C 6 11' T4" V -w 94" 9'4' 15-3" 28 27 C T' 14'4" 28 23 E 17. T4' T4" 8'4" 8'-9' 14'-r 28 26 C ' V 13'-10• 27 23 E 13' ' 64' . 6.9'' T-10" 8'-1" 14'-0' 28 28 C 9 174" 27 24 E 14' 6.0" 6-4" T-4" T4' 13'-6" 28 28 C 17 12'-10" 27 25 E 15 5-r 5-10" 6-10" T -W 13•-0" 29 29 C 11' 12'S' 27 26 E 16 S3" 54" . 68" 6-r 12'-r i z9 29 C 12' 12 -1' 27 26 E LIVE TRIB 0.038" x 3" x 8" BOX BEAM 0.042"x 3" x 8" BOX BEAM DOUBLE 0.032"x Tx 8" LOAD WIDTH MAX CONS. FOOTING SIZE MAX CONS. FOOTING SIZE MAX CONS. FOOTING SIZE FREE ATTACHED COLUMN FREE ATTACHED D FREE ATTACHED 13'-r 20 COLUMN COLUMN FTR FTR MIN SPACING FTR FTR MIN. FTR FTR MIN. T -r SPACING SPACING V-10- 30 0.036 "d' "d COLUMN "d "d' COLUMN I &-I- "d "d COLUMN 6-0" I 0.042 11'-9 TYPE 60 0.036 TYPE 1 4'-11" I TYPE .90 MPH WINDSPEED 12' OR LESS 10 4' � 11'-r 26 17 A 1T-4' 29 20 A 15-9' 28 19 A 5 V-11' 25 18 A 14'3 . 28 21 A 14'-1" 28 21 A 6 TS 23 17 A 11'-11" 26 20 A 12'-11" 27 21 A T 64' 23 18 A 10'-2" 26 21 A 12'-1' 27 22 A V S -r 23 17 A 8'-11" 25 21 A 11'-4" 26 22 All 9' 4'-11" 25 18 A T-11" 25 20 A 19-W 26 23 A' 17 '4!-W 25 19 A T-2" ' 25 21 A 10'-2' 26 24 A' 20 4' S4' 22 14 A 9'-2" 25 16 A 11'-4" 26 17 ;F- 5' 4'-r 22 15 A T-2" 23 16 A 10'-3" 26 19 A• 6 6-1" 23 16 A 9'4" 25 19 C T 5'3" 23 17 A 8.4" 25 20 C 8' 4'-r 23 17 A 8'-1" 25 21 C 9' T4" 23 20 C 17 T3' 22 21 C 25 4' T-2" 23 15 A 10'4" 26 17 A• S. 6-11" 22 15 A V-2" 25 18 C 6 4'-11" 22 16 A 8'S" 25 19 C T TS" 23 18 C V T3' 23 19 C 9 6-10" 23 20 C 10' 64" 23 21 C 30 4' 6-2" 23 15 A 9-5" 25 16 C 5' 4'-11" 22 15 A V-5" 25 18 C 6 T4" 23 17 C T T-1" 23 18 C 8' 64" 23 19 C 40 4' 4'4" 22 14 A V-2" 25 16 C S. T-4" 23 1& C 6 6-2" 23 17 C 60 4' Y-1• 22 14 A 6-2" 23 15 C 5 5-r 22 15 c TABLE 4.2 CLEARSPANS FOR 3 X 8 RAFTER LIVE PANEL 24" O.C. LOAD 'T'70V90 70190 OVER S I MPH I HANG 10 0.036 274" 11'-8' D 0.042 2T -r 13'-r 20 0.036 14'4" " F -W H 0.042 19-10" Y-11' 25 0.036 11'48" T -r 0.042 IT -9" V-10- 30 0.036 9'-9' 6-11" 0.042 15'-r' I &-I- 40 0.036 T4" 6-0" I 0.042 11'-9 T-0• 60 0.036 4'-11" 1 4'-11" 0.042 T-10" 5'-9" CLEARSPANS FOR 2 X 6 RAFTER LIVE PANEL 24"O.C. LOAD Y 70190 OVER S IN MPH HANG 10 0.024 13'-7' 64" D -0.032 18'-1" - 9'4" 20 0.024 V-10" 4'-11" H 0.032 13'-2" 6-r 25 0.024 V-10" 4'S" 0.032 11'-9" 5'-10" 30 0.024 T4" T-10" 0.032 10'-9" 5'4" 40 0.024 5'-10" 2'-11" 9'4' 4'4" H600.032 0.024 WA WA 0.032 T4" Y-10" 1 PzLC 4.13 1 PmLC 4.0 FOR 10 PSF DOUBLE RAFTERS MAY. BE USED 48" O.C. MAX COLUMN A' = V MAXIMUM COLUMN LENGTH A— 10' MAXIMUM COLUMN LENGTH MAR 0 3 2000 4R�¢ J ` r -n ,1 6070 �' 3-3 c u� CAOjam/ w COLUMN SCHEDULE FOR FREESTANDING COLUMN SCHEDULE COL FOR ATTACHED LATTICE NOTES PATI) STRUCTURES A 0.024" x 3 " SQUARE ALUM COLUMI B 0.037'x 1112" SQUARE ALUM 17 MAX COLUMN LENGTH SCROLL COLUMN B 0.027"x T SQUARE ALUM COLUMN C 0.040" x 3" CLOVERLEAF COLUMN D FLUTED COLUMN ALUM. 0.087' E 3" CLOVERLEAF STEEL 0.048" F 3" SQUARE STEEL COLUMN G 4" SQUARE STEEL COLUMN H 5' SQUARE STEEL COLUMN MAX COLUMN A' = V MAXIMUM COLUMN LENGTH A— 10' MAXIMUM COLUMN LENGTH MAR 0 3 2000 4R�¢ J ` r -n ,1 6070 �' 3-3 c u� CAOjam/ w COLUMN SCHEDULE FOR FREESTANDING STRUCTURES AND INTERMEDIATE COLUMNS FOR MULTISPAN STRUCTURES COLUMN NOTES E 8'-T' MAX COLUMN LENGTH F 11" MAX COLUMN LENGTH G 117 17 MAX COLUMN LENGTH H MAX COLUMN LENGTH V -(r TABLE 4.6 11'4" ALL COLUMNS MAY BE REPLACED WITH A STRONGER COLUMN 17-0" 'A' MAY BE REPLACED W/ B -J 17-0" 'B' MAY BE REPLACED W/ C -J, ETC. 17-0" LINEAR INTERPOLATION FOR ALL CALCULATIONS IS ALLOWED 17-0" 17.0' XAe PRODUCTS, IlVG 1.140 ALL PRO DRIVE ELKHART, IN 46514 ICBO ES EVALUATION REPORT ER -2621 P HEADER SPANS, COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES SHEET 6 OF 8 DATE: 2/8/2000 LIVE LOAD TRIB WIDTH 8"C BEAM HEADER LIVE LOAD TRIS WIDTH 8" C BEAM HEADER MAX. COLUMN CONSTRAINED FOOTER SIZES MAX COLUMN CONSTRAINED FOOTER SIZES FREESTANDING ATTACHED FREESTANDING ATTACHED D FLUTED COLUMN ALUM. 0.062 SPACING WA E SPACING FOOTER "d FTR MIN FOOTER "d FTR MIN G 4" SQUARE STEEL COLUMN 181-0" "d COL 5" SQUARE STEEL COLUMN I& -a, IV -4r "d fiLft COL TYPE COLUMN HEIGHTS 8 5' COLUMN HEIGHTS 5' 18' 70 MPH EXPOSURE B 90 MPH EXPOSURE C 20 4' 5 6 T 8' 9 1a 31'4" 293" 2T-0" 26-4" 25'3" 243" 1 23-5" 27 27 27 27 26 26 1 26 29 29 28 28 28 28 1 27 32 31 31 31 30 30 1 29 33 33 32 32 31 31 1 31 21 22 23 24 25 26 26 D D D E E E E 25 4' 5 6 T 6 9 10 25-10" 23'-1" 21'-1" 193" 16-3" 1T-7' 16-4" 34 33 33 32 32 31 1 31 36 35 35 34 34 33 1 33 39 38 37 37 37 36 1 36 41 40 39 38 38 37 1 37 23 24 25 26 27 27 1 28 D D D D E E E 70 MPH EXPOSURE C 70 & 90 MPH EXPOSURE T B / 70 MPH EXPOSURE 12' C 20 4' 6 6 T 8' 7 10' 31'-0" 29-6" 27"-0" 254" 24'-0" 2Z4r 1 21'6" 32 31 30 30 29 29 1 29 34 33 32 32 31 31 31 36 36 35 34 34 34 33 38 37 37 36 35 35 35 21 22 23 24 24 25 25 D D' D E E E E 30 4' S 6 T 8' 9 1a 2T-9" 263" 24'3" 27 -Cr 22'-O" 21'-2" I 20'5" 30 30 30 29 29 29 1 29 32 32 32 31 31 31 31 35 34 34 34 33 33 33 37 36 36 35 35 35 35 23 25 25 27 27 28 29 D E E E E E E 90 MPH EXPOSURE B 90 MPH EXPOSURE C 20 4' 31'3" 31 33 36 38 24 D 30 4' 25'-10' 34 36 39 41 23 D 9 5 293" 31 33 35 37 26 D 1a 5 23'-1" 33 35 38 40 24 E 11' 6 2T-9" 30 32 35 36 27 D 11' 6 21'-1" 33 35 38 40 25 E 1Z T 26-1" 30 32 35 36 28 E 13' T 193" 32 34 37 38 26 E 24' 8' 24'-4" 30 32 34 36 29 E 13' 8' 18'-3" 32 34 37 38 27 E 14' 9' 23'-0" 29 31 33 35 29 E 14' 9 1T-2" 31 33 36 37 27 E 15' 10' 1 21'3" 1 29 30 33 34 29 E 16 10' 1 164" 1 31 33 36 37 28 E 90 MPH EXPOSURE C 70 & 90 MPH EXPOSURE 16 B / 70 MPH EXPOSURE 1T C 20 4' 25-1a' 34 36 39 41 23 D 40 4' 25-3" 30 32 34 36 23 E 34' 5 23'-1" 33 35 38 40 24 D 18' S 23'-5" 29 31 34 35 24 E 19 6 21'-1" 33 35 37 39 25 D 19 6 22'-M 29 31 33 35 25 E 20' T 193" 32 34 37 38 26 D T 2a-11" 29 31 33 35 26 E 27 8' 163" 32 34 37 38 27 D 22' 6 2a-0" 28 30 32 34 26 E 9 Ir -Z' 31 33 36 37 27 D 9 19-2" 28 30 32 34 27 E 1a 1 16-4" 1 31 1 33 36 37 28 D 10' 18'-2" 1 28 30 32 34 28 E 70 & 90 MPH EXPOSURE B 90 MPH EXPOSURE C 25 4' 293" 31 33 35 37 24 D 40 4' 26-3" 34 36 39 41 23 E 5' 2T-4" 30 32 35 36 25 D 5 23'-1" 33 35 38 40 24 E 6 25'-0" 30 32 34 36 26 E 6 21'-1" 33 35 37 39 25 E T 24'3" 30 32 34 36 27 E T 19-8" 32 34 37 38 26 E 6 23'5" 29 31 33 35 28 E 8' 18'-3" 32 34 37 38 27 E 9 273" 29 31 33 35 29 E 9 1r-2" 31 33 36 37 27 E 11Y 21'-9" 1 29 1 30 33 34 29 E 1 a 1 16-4" 1 31 33 36 37 28 E 70 MPH EXPOSURE C 70&90 MPH EXPOSURE B AND C 25 4' 275" 31 33 36 37 21 D 60 4' 22'-0" 33 35 37 39 22 E 5 2T4" 30 32 35 37 22 D S 2a5" 33 35 37 39 24 E 6 25-9" 30 32 34 36 22 E 6 17 S` 32 34 37 38 24 E T '24!-6" 30 32 34 36 23 E T 1T -1a' 31 33 36 37 25 E 6 23'5" 29 31 34 35 24 E 8' 163" 31 33 36 37 26 E 9 273" 29 31 34 35 25 E 9 16-" 30 32 35 36 26 E 1a I 21'3" 1 29 1 31 1 34 35 1 25 E 1a I 14'-11" 1 30 32 1 35 36 1 26 E I IABLE 0.1 . I COL COLUMN DESCRIPTION MAXIMUM COLUMN HEIGHT SINGLE FREESTANDING LOAD FOR ALL COLUMNS SEE SPAN OR MULTISPAN FsF) DETAILS "K" -Lr AND'W' ATTACHED ATTACHED D FLUTED COLUMN ALUM. 0.062 12'-0" WA E 3" CLOVERLEAF STEEL 0.048" 17-0" 8'-T F 3" SQUARE STEEL COLUMN 18'-0" 11'-0" G 4" SQUARE STEEL COLUMN 181-0" 164' H 5" SQUARE STEEL COLUMN I& -a, IV -4r J 6" SQUARE STEEL COLUMN 18'4" 19-0' TABLE 52 24" O.C. 2W RAFTER CLEARSPANS MAX ROOF HEIGHT 16 LIVE PANEL EXPOSURES MAX LOAD Y BANDC OVER FsF) ON 70 & 90 MPH HANG 20 0.024 T-10" 4'41" 27 0.032 13-2" 6-T' 25 0.024 6-10" 4'a" 31 0.032 11'-9" 6-10" 30 0.024 T4" 7-10" 35 0.032 1a-" 5-4" 40 0.024 5-10" 7-11" 5 0.032 94"MV-10" T-0" 60 0.024 WA 4'-11" 5 0.032 T-8" 5'-9 TABLE 5.3 24" O.C. 3"XB" RAFTER CLEARSPANS MAX ROOF HEIGHT 18' LIVE PANEL EXPOSURES MAX LOAD '1" B AND C OVER PS IN 70 & 90 MPH HANG 20 0.036 14'-6" 8'-6" 27 0.042 19'-1(r 9-11" 25 0.036 11'-8" T -T' 31 0.042 1 T-9" 40 30 0.036 911T 6-11" 35 0.042 15-7" 8'-1" 40 0.036 T-4" V-0-- -0"0.042 5 0.042 1115" T-0" 60 0.036 4'-11" 4'-11" 5 0.042 T-10" 5'-9 5.4 18 18 19 20 20 22 21 23 22 24 23 26 24 27 25 29 26 31 27 33 28 35 29 36 30 38 31 39 32 40 33 41 34 43 35 44 36 46 37 47 38 48 GENERAL METHOD FOR USING THESE TABLES 1 CHOOSE FREESTANDING OR ATTACHED, COMMERCIAL OR PATIO LATTICE STRUCTURE. 2 DETERMINE PROJECTION, WIDTH, OVERHANG, WIND LOAD AND LIVE LOAD. 3 FIND TRIBUTARY WIDTH FROM TABLE 5.6 AND DRAWING 97SCO2. 4 CHOOSE A RAFTER FROMTABLES 4.3.4.5.5.3 OR 5.4 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5 CHOOSE A HEADER FROM TABLES 4.1, 4.2 OR 5.2 THAT HAS ADEQUATE COLUMN SPACING. 6 USE THE FOOTER SIZE SHOWN. 7 USE THE COLUMN SHOWN FOR SINGLE SPAN ATTACHED PATIO. LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. 8 FIND THE APPROPRIATE DETAILS IN THE "CONNECTION DETAILS" SHEETS. FOR CONCRETE PATIO SLABS FOLLOW 1.4 ABOVE 5 FIND THE MAXIMUM COLUMN SPACING ON SLAB FROM THE DESIRED COLUMN HEIGHT 6 CHOOSE A HEADER FROM TABLE 4.1 OR 4.2 THAT CAN SPAN THAT DISTANCE FOR THAT TRIB WIDTH AND LIVE AND WIND LOAD 7 FIND THE APPROPRIATE DETAILS IN THE "CONNECTION DETAILS" SHEETS. TRIBUTARY WIDTHS (FT) FOR SINGLE SPAN ATTACHED STRUCTURES FOR A GIVEN PROJECTION AND OVERHANG (ROUNDED U PROD. RAFTER OVERHANG (FT) (FT) T 4' 4' 4' 4' S S 6 T 6 4' 6 5 6 6 6 6 9 5 6 S 6 6 6 6 1a 5 6 6 6 6 T T 11' 6 6 6 T T T T 12' 6 T T T T 6 6 13' T T T 8' 8' 6 8' 14' T 6 8' 8' 8' 9 9 15 8' 8' 8' 16 8' 9 9' 9 9 10' 1 a 1T 9 9 9' 1a 1a 1a 1a 18' 9 10' 1a 10' 1a 11' 11' 19 10' 1a 1a 11' 11' 11' 11' 2a 1a 11' 11' 11' 11' 1Z 12' 21' 11' 11' 11' 12' 12' 1Z 12' 22' 11' 12' 1 Z 12' 12' 13' 13' 23' 12' 12' 17 13' 13' 13' 13' 24' 12' 13' 13' 13' 13' 14' 14' 26 13' 13' 17 14' 26 13' 14' 14' 14' 14' 15 16 2T 14' 14' 14' 15 16 15' 16 28' 14' 16 15 15' 16 16 16 29' 15' 16 16 16 16 16 16 30' 16 16 16 16 16 1T 1T 31' 16 16 16 1T 1T 1T 1T 32' 16 1T 1T 1T 1T 16 18' 33' 1 T 1 T 1 T 18' 18' 16 18' 34' 1 T 18' 16 18' 18' 19 19 35' 18' 18' 18' 19 19 19 19 36 18' 19 19 19 19 20' 2a 3T 19 19' 19 20' 20' 20' 2a 38' 19 20' 20' 20' 20' 21' 21' 39 20' 2a 20' 21' 40' 20' 21' 21' 21' 21' 27 22' 41' 21' 21' 21' 22' 22' 22' 22' 42' 21' 22' 27 22' 22' 23' 23' ABLE 5.5 OfteGP80DUC'iB, 1140 ALL PRO DRIVE ELKHART,IN 46514 ICSO ES EVALUATION REPORT ER -2621P HEADER SPANS, COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED COMMERCIAL LATTICE STRUCTURES SHEET 7 OF 8 DATE: 2/1 2000 IIAR 0 201.0 t S, i1 : 00 6q. -3��oZ 6.0 COLUMN AND FASTENER REQUIREMENTS FOR COMMI Column Spacing MAX COL HGHT Al 0.024'x 3 " SQUARE ALUM COLUMN F 10'-61 multiplied by Trib Width 0.024'x 3 " SQUARE ALUM COLUMN Minimum Column Required Attached Stuctures for 0.03Z'x 1 1/2" SQUARE ALUM Lattice Solid Cover Tributary Tributary 0.024 0.032 Live Load (psf) 0.027"x 3' SQUARE ALUM COLUMN F Area ft Areas ft 10 20 25 30 40 60 23 15 Al Al Al Al A2 C 31 20 Al Al Al A2 C C 37 24 Al . Al A2 B C C 44 29 Al A2 B C C D 55 36 Al B C C C D 62 40 Al C C C C E 69 45 Al C C C D E 77 50 Al C C C D E 86 65 A2 C C C. D E 92 60 A2 C C D E E 100 65 A2 C C D E E 105 68 B C D D E E 108 70 C C D D E E 115 75 C C D E E E 123 80 C C D E E E 138 90 C D E E E E 154 100 C _ D E E E F 165 120 C E E E E F 715 140 C E E E E F 246 160 D E E E F G 277 180 D E E E F G 308 200 D E E F F G 338 220 E E E F F G 385 260 E E F F G G 492 320 E F F G G G 615 400 E F G G G H 692 450 E G G G G H 769 500 E G G G G H 923 600 F G G G H H 1 ante txi COLUMN TYPE COLUMN DESCRIPTIONS DETAIL MAX COL HGHT Al 0.024'x 3 " SQUARE ALUM COLUMN F 10'-61 A2 0.024'x 3 " SQUARE ALUM COLUMN F 8--a- 8 0.03Z'x 1 1/2" SQUARE ALUM E, N 8'-0" #14 SCROLL COLUMN 0.024 0.032 B 0.027"x 3' SQUARE ALUM COLUMN F 111-4' C 3' CLOVERLEAF ALUM. 0.0417' K 12'47 D FLUTED COLUMN ALUM. 0.062" U 12'47 E 3' CLOVERLEAF STEEL 0.048" K 8'-7' F 3" SQUARE STEEL COLUMN X 18'47" G 4' SQUARE STEEL COLUMN X 1944 H 5" SQUARE STEEL COLUMN X 18'-0" J 6" SQUARE STEEL COLUMN X 1 16-0 i able e.z :RCIAL AND PATIO STRUCTURES Fastener Terminology #14 SMS = #14 sheet metal or Tek screw, 3/4" minimum length 5/16" B = 5/16' Diameter Bolt See General Notes for specifics on fasteners Barspan on this chart Is the distance rrom the dl to the first row of columns. Iti Kwik Bolt II 1/4' diameter and 2" embedment: ICBO ER -4627 other anchor w/ 550# shear vs wind and seismic loads. isonry anchors must have a shear value of 250# for ,1d or seismic loads. C Lag screws must have 21 /4" of penetration into studs. iese lag screws must have an 1/8" lead hole. 1 psf evaluated at 90 mph wind load (15 psf). All other Table 6.4: Required Number of Fasteners for Tension Loads 1 able o.s: KeQLMW number or rasteners ror *nean Loaas 0.060 0.089 0.100 LIVE SPACING Aluminum Material Gage (in) SPACING SPAN StegGage0.024 5(16" #14 Design 0.024 0.032 0.036 0.040 0.040 0.060 0.060 0.0B 425 115 709 #14 5116" C 5/16' D #14 #14 5(16" G #14 5(16' #1Size .75 Footer Design 1 Uplift SMS BOLT SOLT SMS SMS BOLT SMS BOLT SM 1 d (in) (IbS) 149 384 512 223 248 642 293 944 293 1360 12 75 1 1 1 1 1 1 1 1 1 1 13 96 1 1 1 1` 1 1 1 1 1 1 14 119 1 1 1 1 1 1 1 1 1 1 15 147 1 1 1 1 1 1 1 1 1 1 16 178 2 1 1 1 1 1 1 1 1 1 17 214 2 1 1 1 1 1 1 1 1 1 18 254 2 1 1 2 2 1 1 1 1 1 19 298 3 1 1 2 2 1 2 1 2 1 20 348 3 1 1 2 2 1 2 1 2 1 21 403 3 2 1 2 2 1 2 1 2 1 22 463 4 2 1 3 2 1 2 1 2 1 23 529 4 2 2 3 3 1 2 1 2 1 24 602 5 2 2 3 3 1 3 1 3 1 25 680 5 2 2 4 3 2 3 1 3 1 Slab 750 6 2 2 4 4 2 3 1 3 1 26 765 6 2 2 4 4 2 3 1 3 1 27 856 6 3 2 4 4 2 3 1 3 1 28 955 7 3 2 5 4 2 4 2 4 1 29 1061 8 3 3 5 5 2 4 2 4 1 30 1175 8 4 3 6 5 2 5 2 5 1 31 1296 9 4 3 6 6 3 5 2 5 1 32 1426 n/a 4 3 7- 6 3 5 2 5 2 33 1564 n/a 5 4 8 7 3 6 2 6 2 34 1710 n/a 5 4 8 7 3 6 2 6 2 35 1866 n/a 5 4 9 8 3 7 2 7 2 36 2030 n/a 6 4 n/a 9 4 7 3 7 2 37 2204 n/a 6 5 n/a 9 4 8 3 8 2 38 2388 n/a 7 5 n/a n/a 4 9 3 9 2 39 2581 n/a 7 6 n/a n/a 5 9 3 9 2 40 2785 n/a 8 6 n/a n/a 5 n/a 3 n/a 3 41 2999 n/a 8 6 n/a n/a 5 n/a 4 n/a 3 42 3224 n/a 9 7 n/a n/a 6 n/a 4 n/a 3 43 3459 n/a n/a 7 n/a n/a 6 n/a 4 n/a 3 44 3706 n/a n/a 8 n/a n/a 6 n/a 4 n/a 3 45 3965 n/a n/a 8 n/a n/a 7 n/a 5 n/a 3. 46 4235 n/a n/a 9 n/a n/a 7 n/a 5 n/a 4 47 4518 n/a n/a 9 n/a n/a 8 n/a 5 n/a 4 48 4812 n/a n/a h/a n/a Na 8 n/a 6 n/a 4 49 5119 n/a n/a n/a n/a Na 8 n/a 6 n/a. 4 50 5439 n/a n/a n/a n/a n/a 9 n/a 6 n/a 4 Fastener Terminology #14 SMS = #14 sheet metal or Tek screw, 3/4" minimum length 5/16" B = 5/16' Diameter Bolt See General Notes for specifics on fasteners Barspan on this chart Is the distance rrom the dl to the first row of columns. Iti Kwik Bolt II 1/4' diameter and 2" embedment: ICBO ER -4627 other anchor w/ 550# shear vs wind and seismic loads. isonry anchors must have a shear value of 250# for ,1d or seismic loads. C Lag screws must have 21 /4" of penetration into studs. iese lag screws must have an 1/8" lead hole. 1 psf evaluated at 90 mph wind load (15 psf). All other Table 6.4: Required Number of Fasteners for Tension Loads num age (in) O/C O/C 0.060 0.089 0.100 LIVE SPACING M N O F SPACING SPAN 5/16" 5(16" #14 Design Footer (FT) PER STUD BOLT BOLT SMS Uplift Size 425 115 709 1048 186 (lbs) - d (in) 1 1 1 1 1 .75 12 1 1 1 1 1 96 13 1 2 1 1 1 119 14 1 2 1 1 1 147 15 1 2 1 1 1 178 16 1 2 1 1 2 214 17 1 3 1 1 2 254 18 1 3 1 1 2 298 19 1 4 1 1 2 348 20 1 4 1 1 3 403 21 2 5 1 1 3 463 22 2 5 1 1 3 529 23 2 6 1 1 4 602 24 2 6 1 1 4 680 25 2 7 2 1 5 750 Slab 2 7 2 1 5 765 26 3 8 2 1 5 856 27 3 9 2 1 6 955 28 3 n/a 2 2 6 1061 29 3 n/a 2 2 7 1175 30 4 n/a 2 2 7 1296 31 4 n/a 3 2 8 1426 32 4 n/a 3 2 9 1564 33 5 n/a 3 2 n/a 1710 34 5 n/a 3 2 n/a 1866 35 5 n/a 3 2 n/a 2030 36 6 n/a 4 3 n/a 2204 37 6 n/a 4 3 n/a 2388 38 7 n/a 4 3 n/a 2581 39 7 n/a 4 3 n/a 2785 40 8 n/a 5 3 n/a 2999 41 8 n/a 5 4 Na 3224 42 9 n/a 5 4 Na 3459 43 9 n/a 6 4 n/a 3706! 44 n/a n/a 6 4 n/a 3965 45 n/a n/a 6 5 Na 4235 46 n/a n/a 7 5 Na 4518 47 n/a n/a 7 5 n/a 4812 48 n/a n/a 8 5 n/a 5119 49 n/a n/a 8 6 n/a 5439 50 TABLE 6.5: WALL ATTACHMENTS FOR PATIO AND COM. STRUCTURES ANC 1 ANC 2 ANC 3 ANC 4 O/C O/C O/C CLEAR- # OF 1/4" LIVE SPACING SPACING SPACING SPAN LAG SCREWS LOAD CONCRETE MASONRY FOR #10x2" (FT) PER STUD (PSF) ANCHORS ANCHORS SMS SCREWS 16" O/C SPACING 10 24 24" 16" 22 1 20 24 16' 8" 11' 1 17 2 25 24" 15" 8" 11' 1 16 2 3D 24" 14" 8" 10' 1 14 2 40 24 12" 8" 13 2 60 16" 10" 4' 11' 2 1 Spacing between bolts and screws shall be 2.5 times the shank diameter 2 The edge distance of bolts and screws shall be 3 times the shank diameter 3 Connections shall be arranged so that the center of resistance of the connection shall coincide with the resultant line of action of the load. N 070 1 3 ��F CALIF h`� 032000 r Ji, Aeriiiax .DING PHODUM, INC. 1140 ALL PRO DRIVE ELKHART, IN 46514 ICBO ES EVALUATION REPORT ER -2621P COLUMN AND FASTENER TABLES SHEET 8 OF 8 DATE: 2/8/---- R= 0.2' R= .2 ' R= .15' 1.0' R= 0.22' 0.95' 0.92' .876 .5160Jam TYP. Awl 1.00 � .0' . R=.125' R=.125 + INSIDE OUTSIDE -1 .552 0.35' 0.300 ----j- • 1.903 0.5 R= 0.15 .216 TYP. -450 2.* R= 0.20' 167' .187 2.464' T 2.10' 2.50 3.0' 1.654• � 1.714' 876' I 39- 49' 1 55 1 2' / 1 42' TYP. 551 2' 1.0 167' 1.137' - 11.137' R= .125' TYP. = 40 TYP. 6.00' 12.� R- 0.15 TYP 1.0' TYP. TYP. FOR STEEL PANEL: ASTM A 653 GRADE 80 STRUCTURAL QUALITY Fy= 80 KSI STEEL 18.00' owl 6' FIAT PAN 30 GA GALV T=.0157 28 GA GALV T=.0187 FOR STEEL PANEL ASTM A 653 GRADE 50, SQ CLASS 1 30 GA GALV. t=0.0157' Q 6 STRUCTURAL 'PANEL Fy=50 KSI STEEL (3006-H391 ALUM. ALLOY) Q 12" STRUCTURAL PANEL (3006-H391 ALUM. ALLOY) © 18" STRUCTURAL PANEL (3006-1-1391 ALUM. ALLOY) 1RS�E 0.060' R= 0.08' OUTSIDE -'4. 3/4" 12• 6• TYP. 1 7/8' " 3".�• -"I 13/16° 3.00' Typ 3. 0' R= 0.10' 0.125' 9/64 1/16' 6Z� /16' R. TYP. 9/64" R 1.50'-� . 0.024-, 0.027 3.090 R= 0.25" TYP.0.72 = 0.Z �"TYP. /16' TYP. 5/32• 0.032° OR 0.040' .TYP. TYP.Typ 2.061 TYP. 7/16TYP7/16 1.50' 3.00' 1/8 1 7/8' TYP R=.0937 1.03 3' 1 13/58'T4Y8P 7/1 TYP. TYP. • 38.6' 1.2 0' I 3 32 TYP. • 6. / 2 25 6 12'00 00 6 TYP 80 R. TYP. OE 1 1/2" SQUARE COLUMN O 3' SQUARE COLUMN . Q ALTERNATE -12 STRUCTURAL PANEL QD 3 1 /2" X 12" STRUCTURAL PANEL (3006-H391 ALUM. ALLOY) (3003-H16 ALUM. ALLOY) (3003-H16 ALUM. ALLOY) SEE DETAIL 'A' ® RIGHT SIMPSON A34 HANGER CONN. ORE SiMPSON A34 CONNECTOR SER ADDITIONAL TWO - 16dA1112ro m OR EQUAL. STRUCTURAL �a RAL X 0 NAILS ® EA. RAFTER WHEN° RAFTER PANELS + TYP. `L REQUIRED 6 - #10 SCREWS, 3 EACH LEG CONNECTION 1 1/2' OF CONNECTOR - TYPICAL DETAILS FASCIA CIA DETAIL "A" R 3 DATE REVISION DATE REVISION 14 x 1 41/2;w FOR MAXIMUMNOW S OVERHANG SEE SCHEDULE 0 RIGHT © ALTERNATE EAVE ATTACHMENT CD �. • U -i NO26J� �3� Engineering Services 1u.� y)� 1140 All Pro Drive -31-02 Elkhart. IN 46514 C I V I �P KG IC80 ES EVALUATION REPORT NO. ER -2621P F Of CA \i' NONE OEC COMPONENT PARTS is CONNECTION DETAILS • REQUIRES ADDITIONAL 2 - 16d NAILS ® EACH RAFTER ENGINEER AMP 2/6/2000 m 97CD01 1 OF 9 ..,, F_�3�c�:�aix;.�s[•id•1[•II� `�� 13;�(yLS[X�f�:��Li��i�;1.�izS[•lill m�®mwmmfg®m"m 0®m 17Eno "Kid mdmm "GmmmmF1iMc>►W cr Mwlcm' M®MMMwMMM""wM RWMMZ M � fF1i � � \�I \:�%\ il3i �i►�i\�/\:�I�\ ®►moi � \�/\:�I�\ CD �. • U -i NO26J� �3� Engineering Services 1u.� y)� 1140 All Pro Drive -31-02 Elkhart. IN 46514 C I V I �P KG IC80 ES EVALUATION REPORT NO. ER -2621P F Of CA \i' NONE OEC COMPONENT PARTS is CONNECTION DETAILS • REQUIRES ADDITIONAL 2 - 16d NAILS ® EACH RAFTER ENGINEER AMP 2/6/2000 m 97CD01 1 OF 9 2.00' 6.50' 12.50' 2.00' 1.500 '•'- FOR 3 1/S � PANELS 1.036' np• 2.00'- FOR 2 1/2' II PANELS —'1.5 NON-STRUCTURAL. SIDE FASCIA IS NOMINAL .018' IN THICKNESS. —.325' -1 1.00' 0,16' I 2.00' 1.66' .67' OH 6,1/2" ROLLFORMED HEADER (3006-1-1391 ALUM. ALLOY) I75' FASCIA HDR. TYP. 1 1.50' O 2-11 1"/2" SQ. X ` .062" EXTRUDED COLUMN (ALUM. 6063—T6) .... 2 5/16 -,BOLTS 1 2 5/16' BOLTS, W/ 1' DIA. TYP. x 3/32' THK. STL WASHER 1.5' 0.032' x 1 1/20 SQ: ALUM. DECORATIVE ALUM. SCROLLS r3,0** OR 6.OenOR SOLID FILL (2) — 3/8'0 1/2' HILTI. KWIK ANCHOR BOLTS 2 5/16" BOLTS K a. OTTOM CONN. CHANNEL —_� 2.25' 4.5' 2.25' O ROLLFORMED 2 COLUMN CONNECTION W/ DECOR. SCROLL (300371-116 ALUM. ALLOY) 1IL 5' TYP. 3.00 0;7t-1.56 0.72 0.93 �-- 0.72 0.93' 1.56 3.00 0.28 0.37 0,72 0.17 T (IN)= 0.030, 0.040 (ALUM) = 0.048 (STEEL) COLUMNS MAY BE TRIMMED W/FLEX- ALUM. FACING. OK 3" ALTERNATE COLUMN (3003-1-116 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL). 6,50' STRUCTURAL PANEL 1.625' 0.040' SEE TABLE 6.5 2.50' 10 SMS 0 FOLLOW - OR 3,50 G SPACING; .062010 �000cFN � s�apAmms .C. FOR 1eZ DAMS PAWS NOTE: HILTI KB -II ANCHOR 1.50' BOLTS PER ICBO E.S. EV #4627 ROLLFORMED HANGER (3004-H36 ALUM. ALLOY) 110 SYS 9 FOLLOWING PACING: 6' O.C. FOR 6' PANELS 6' O.C. FOR lY PANELS 9' O.C. FOR 18' PANELS ROLIFORNED HEADER 'H' 3.00"— @ ROLLFORMED .00'— ROLLFORMED HEADER "H" CONN. DETAILS TO STRUCTURAL PANELS 0 0 O O 6- 114 SMS ON EACH 6.150' I 5,5'' SIDE OF SPLICE CENTERLINE. O •5�' S' SPLICE UNE ® ROLLFORMED SPLICE CONNECTION DETAILS . (3006-H391 ALUM. ALLOY) 67,12' OR 10' WIDE STRUCTURAL PANELS ijip �cQ�O � • I C Lu ff O. cg1'.a. N 70 V I �N lyACl�� EER§ STAMP 3 ON EACH SIDE OF SPLICE— ROLL FORMED HEADER t= 0.036' ROLL FORMED HEADER SPLICE, TIGHT FIT INSIDE OF HEADER, 9' EACH SIDE OF SPLICE. 3 — #14 SMS 7q ON EACH SIDE OF SPLICE O ROLLFORMED • HEAD,ER SPLICE (3006—H391 ALUM. ALLOY) DATE I REVISION I DATE Wn eEngineering Services �nn 1140 Engineering All ,Pro Drive jW� ` Elkhart, AN 46514 KG ICBO ES EVALUATION REPORT NO. ER -2621P. NONE NOARMPART COMPONENT PARTS & CONNECTION DETAILS Nit: SHEET 2/8/2000 w 97CT)02 2 OF 9 I0:01*61Z' 3.00' WiC,IIt0 91 SEE TABLE "A" NEXT -PAGE 8.00' 12 GA. 8" x 3" i 0.5" TYP. ® STEEL "C"- CHANNEL HEADER (STEEL A-653 Fy=50,000 PSI) 3.5" PANEL 10.0" —SEE TABLE "A" NEXT PAGE 0.90" TYP. 12 GA. 10" x 3 1 /2" I UV STEEL "C"- CHANNEL HEADER (STEEL A-653 Fy=50,000 PSI) 1 2 5/16' BOLTS W/ 1" DIA. x 3/32" THK. STL. WASHER 3.00' J • 80 0' 2 5/16" BOLTS I I 230" ALTERNATE COLUMN CONN. 9OR 2.90' I BRACKET. I I 39 SQ. COLUMN I K. I DETAIL or, NO OR U' QS 3" • COLUMN CONNECTIONS FOR FASCIA HEADERS 5.5' irn rrn I FOR BOLT � .25 SIZE SEE �yJl DETAIL 'S' AT LEFT �8 " 3.00' .094'—�I�mi2 � 1.0" 2--- 25'�� NOTE. + SEE DETAIL 'S' AT RIGHT FOR INSTALLATION AND + PROPER CONNECTIONS. �2.0� OT 3" ALTERNATE COLUMN CONN. BRACKETS (STEEL A-653 Fy=40,000 PSI) 1.25" SPLICE 1 0" Y 0 00100 OVER 0 0 00,00 PANEL . O O .0 10" 8.0' 3/4" BOLTS 3" 1 5" SEE DETAIL 'A' 36" AT RIGHT DETAIL 'A' 1 /2" X 9 1/4- 0.140-0- -a- /4"0.14' OTYP 0.17" 0 10" FULL-STRENGTH SPLICE DETAIL ASTM A 653 Fy=36 KSI a I • NO. 2 V \F. F C N RS STAMP 1.25" DATE 3.000' 37" 4) I 3.000' I N .6884) '09(' 10" R X .7 014) 010" HIGH I ALUMAX 681'(4) I I N I.D. 14371114) 7 .020" DP. 2?3 6 AD. (062" RAD20)x2l187D().RA6 FLUTED COLUMN (3" ALUM. 6063—T6) "t" = 0.062" UNLESS OTHERWISE NOTED 3.00", 4.00" .188" 5.00" OR 6.00" TYP. L3.00". 4.00" 5.00" OR 6.00" QX 3", 4", 5" OR 6" STEEL COLUMN Fy=36 KSI REVISION T DATE I REVISION rn 1 e1'lIYISg Engineering Services 1140 All Pro Drive 3r '� Elkhart, IN 46514 KG ICBG ES EVALUATION REPORT NO. ER -2621P SCALE: DRAVVING NONE rORMPART COMPONENT PARTS & CONNECTION DETAILS 2/8/2000 m 97CD03 3 OF 9 10A 1 8.0' 5.5' irn R -n COVER PANEL 0.14' SEE TABLE 'A' 0.17" TYP. TJE0.17" 1 QY 10" X 5 1/2" W BEAM HEADER (6061-T6 ALUM. ALLOY) 10" x 4 TYP. SEETABLE "An 0' W-00,16 - m I PANEL .110" TYP QZ 6" W BEAM HEADER (6061-T6 ALUM. ALLOY) /Z)U 10 SMS ® 6",12" OR ---7375f go O.C. FOR 6",12", &. .900" .291" 18" PANELS #10 SMS ® 12" O.C. boa I STABIUZER CLIP— S I SEE DETAIL 'AG'.— 1 SMS 6" O.C. FOR 6" & 12" PANELS 9" O.C. FOR 18" PANEL 1.0" C`! #10 SMS ® EACH ROOF PNEL VALLEY 5.406" 3 1/2- STRUCTURAL • •8 3" PANEL STRUCTURAL PAN L 6", 12" OR 18' WIDE 1C 1 .079" .079" 2.725" ° 109" 0.062" 0.062" 4.00" 3.00"-�. AD ALASKAN EXTRUDED HEADER AC 5 1/2" EXTRUDED HEADER (6061—T6 ALUM. ALLOY) (6061—T6 ALUM. ALLOY) 7.0' SEE TABLE 'A'--, R=.05' — .09' TYP. FULL RADIUS 1.0' 3.00 0.721.56 10.72 —, 0.93 �- 0.72 93 156 3.00 --�0.28 0.37 J 0.72 0.17 T (IN)= 0.048 AB 3" X 3" HEADER (STEEL) ® 7" X 5 1 /2" W BEAM HEADER (A-653 Fy=40 KSI .STEEL) (6061-T6 ALUM. ALLOY) FASTENERS REQUIRED FOR PANEL TO HEADER C❑NNECTI❑NS ■1 .018 & .024 PANELS 6' PANEL USE 50% LESS SCREWS 92 .032 & .036 PANELS 18' PANE SE 50% MORE SCREWS l DATE REVISION DATE REVISION Nq ��, ,� • Tu �.� G ,MAR oLu NO. 0 =�' Engineering Services o 1140 All Pro: Drive �}Cp -3 . Elkhart, IN .' 46514 Or KG ICBG ES EVALUATION REPORT NO. ER -2621 P l SINCE— DRAVANG FU // NONE NAME COMPONENT PARTS & CONNECTION DETAILS SHEET E I RS STAMP 2/8/2000 IN 97004 4 OF 9 TABLE 'A' MAX. WIND HEADER MAX. TRIB FASTENING LOAD DESCRIPTION' WIDTH SCHEDULE NOTE'S 90 MPH ALL FASCIA 10' 2-#10 SMS PER 12' PANEL PATIO STEEL CLOVER, C BEAMS, I BEAMS_ 12' 2-#14 SMS PER 12' PANE STEEL` CLOVER, C BEAMS, I BEAMS . 21' 3-#14 SMS PER 12' PANE 70 MPH EXP C ALL FASCIA 10' 2-#10 SMS PER 12' PANEL AND STEEL CLOVER, C BEAMS, I BEAMS 16' 3-#14 SMS PER 12' PANEL SEE ■1 90 MPH EXP B STEEL CLOVER, C BEAMS, I BEAMS 16' 2-#14 SMS PER 12' PANEL SEE e2 ALL FASCIA 10' SMS PER 12' PANE 90 MPH EXP C STEEL CLOVER, C BEAMS, I BEAMS 16' 12-#14 4-#14 SMS PER 12' PANEL SEE V STEEL CLOVER, C BEAMS, I BEAMS, 16' 3-#14 SMS PER 12' PANE SEE e2 ■1 .018 & .024 PANELS 6' PANEL USE 50% LESS SCREWS 92 .032 & .036 PANELS 18' PANE SE 50% MORE SCREWS l DATE REVISION DATE REVISION Nq ��, ,� • Tu �.� G ,MAR oLu NO. 0 =�' Engineering Services o 1140 All Pro: Drive �}Cp -3 . Elkhart, IN .' 46514 Or KG ICBG ES EVALUATION REPORT NO. ER -2621 P l SINCE— DRAVANG FU // NONE NAME COMPONENT PARTS & CONNECTION DETAILS SHEET E I RS STAMP 2/8/2000 IN 97004 4 OF 9 71 .65' .125' 6.0' 5.75' •010' B-1/2' e BOLTS 1'I 1 1.1 1.125-I T T I T T I i�- 36" ® 6" W ALUM. HEADER SPLICE (6061-T6 ALUM. ALLOY) .062" SEE DETAIL 'AH' R=.375" FOR EXTRUDED 1.187 HANGER W/ A -RAIL ® A -RAIL T437" (6063-46 ALUM. ALLOY) 2.1 0" 1.710" 375' .057' 1.380" © STABILIZER CUP FOR EXTRUDED HEADER 'AC' (6063-T6 ALUM. ALLOY) TYPICAL 12' V -PAN ® TYPICAL SKYLIGHT PANEL CONNECTION WITH 12' V -PANS HEADEERRSSPLICE MUST BE LOCATED WITHIN 12" OF A COLUMN. 0.15' EXTRUDED HEADER SPLICE WITH TIGHT FTT INSIDE HEADER 0.15' 1w. 5.406" e - f14 SMS .250' R. �--- 4.00" 8-#14 SKYLIGHT PANEL TYPICAL 12" V -PAN 4" 5' J- .5'- 10" -�.5 .5�-- 10" 5. 24" ALASKAN EXTRUDED HEADER SPLICE (6061-T6 ALUM. ALLOY) #14 SMS SEE TABLE 8.5 FOR SPACING 54 1.50" 110 SMS o FOIL= - Ns SPAM 'ache. RM as Was 0.C. FOR 1 Was 2' 2.25 • OR 2.50' 0.30 ,-!- 1.50' ® EXTRUDED HANGER (6063-T6 ALUM. ALLOY) 1.686" _T ®EXTRUDED CHANNEL CONNECTOR .500 (6063-T6 ALUM. ALLOY) TMk'P?� — 1 .562" SCHEDULE OF ALLOWABLE SPANS FOR 6 " & 12" PANELS ADJACENT TO SKYLIGHT PANELS. LIVELOAD (PSF) *6" PANEL A-�RAILI-SEELTYP. *12" PANEL SPANS DETAIL 'AF' t— 0.018 t— 0.024 110 SMS o FOIL= - Ns SPAM 'ache. RM as Was 0.C. FOR 1 Was 2' 2.25 • OR 2.50' 0.30 ,-!- 1.50' ® EXTRUDED HANGER (6063-T6 ALUM. ALLOY) 1.686" _T ®EXTRUDED CHANNEL CONNECTOR .500 (6063-T6 ALUM. ALLOY) TMk'P?� — 1 .562" SCHEDULE OF ALLOWABLE SPANS FOR 6 " & 12" PANELS ADJACENT TO SKYLIGHT PANELS. LIVELOAD (PSF) *6" PANEL SPANS *12" PANEL SPANS t— 0.018 t— 0.024 — 0.032 — 0.036 t— 0.018 t— 0.024 t— 0.032 t® 0.036 10 . V-92 1 1 -9 r . 14 -5 r . 17 -2 . 17'-9 r . .11 -0 r ■ 13 -3 1,V-7'15 r -1■ 20 8'-8" 10'4" 12'-6" 13'-5" 7'-110 10'-4' 11'-88 12'-1" 25 r e 7 -2 a 90 -5 r ■ 1 1 -3 r ■ 12 -1 r ■ 7 -2 19'-3- r . 10 -7 r ■ 1 1 -2 30 6'-1" 1 8'-8" 10'-4' 11'-1' 6'-7" 8'-6" W-9" 10'-3" e USE A MINIMUM OF (1) SKYLIGHT PANEL PER (4) - 6' ROOF PANELS AND (1) SKYLIGHT PANEL PER (2) - 12' ROOF PANELS FOR SKYLIGHT TO PANEL C❑NNECTI❑NS, USE THE SAME NUMBER OF SCREWS AS PANEL TO HEADER, SEE TABLE 'A' DETAIL PLASTIC USED IN SKYLIGHT FABRICATION G.E. LEXAN POLYCARBINATE PER RES. REPORT #3286 --%� FOR 12" PANEL t = .062" 0 5' 375' / .42" II r R = 4.50' T_�= I _T -moi Imo— .30' 44 5.50' NOTE SEE SCHEDULE ABOVE FOR ALLOWABLE SPANS FOR PANELS ADJACENT TO SKYLIGHT PANELS & NUMBER OF ROOF PANELS NEEDED FOR 1 SKYLIGHT PANEL ® SKYLIGHT PANEL DATE REVISION I DATE 1.07' 1FOR 6' PANEL 0.80' I FOR 12' PANEL .375' II�• � Imo— .30' REVISION CC �' r , Ame Sg Engineering Services NO 260 0 :;V' P B,II 1 140 All Pro Drive Elkhart, IN 46514 31 KG ICBG ES EVALUATION REPORT NO. ER -2621 P LP 9l I \P UMVANG 0 NONE PARTS do CONNECTION DETAILS OOARME� AL1i�y�� COMPONENT DATE-- —SHEET 2/8/2000ffj* 97CDO5 5 OF 9 ENGI P 1.575" 1.575" 5.5" 2-3/8'X 3 1/2' HILT) KWIK BOLTTSS TO SLAB OR FOOTER (ONE EACH SIDE) ®ALTERNATE 3" SQ. COLUMN CONNECTOR BRACKET (6063—T6 ALUM. ALLOY) 112' ROD DIAMETER. 4 HELDI DUWETER AM 1. ALL PARIS TO BE HOT -DP GALVANUM OR EU=FI/1TED ZINC. MAY BE ED USIN To OF ATTACHING TO CONCRETE SLAB. 2. FABRICOM OF AWNNG ANCHORS AND SAFETY SUNES IS BEYOND THE SCOPE OS THIS REPORT. FMMIM71M DEMES AND QUAIIY CONTROL PROGRAM MUST BE SLIBANTED TO BUILDING OFFICIAL FOR APPROVAL 3 ABINNG ANCHORS MAY BE USED IN THE FOLLOMI C TYPES OF SOI: SAND, GRAVEL. CLAY: SANDY GRAVEL. SILTY GRAVEL... S L7Y SAND. GAMEY SAND. CLAYEY ORMEL. SANDY MAY SILTY CUff AND CLAYEY SILT. ®AWNING ANCHOR NMI; 11�11� 1111 •w° MR FASTENEIt"I" SUE INTO FOOTING SEE SCHEDULE 'F' O Ri691T L&2" x 2 1/2' x ,/4.7 GROUNDUNE eE7ii PL 2 1/Y x 2 1/2° x 3/18' x id Lam. PL Y' x 16' x ALL PARIS TO BE HOT-OWM G.AWANIZ OR ELECTROPLATED ZINC, MAY DE USED SL SLAB. IL OF ATTACHING " TO CONCRETE SEE NOTE. /2 DEML 'AR' 16" ® SAFETY STAKE (ALTERNATE TO CONCRETE SLAB ATTACHMENT) STEEL COLUMN STEEL POST tY MINENT . •D 5/l6' BTLTS FQtTj �'. Z1 •'• QTY. SEE TABLE 8.3 COLLMI REQUIRED x 3' ALU14INUM FASTENER SIZE POST 1/4- 3 li3' :i�_C:�: 7500 1/2- 2 a- m�- mmm i �20011: 28' mom .7500 1.575" 1.575" 5.5" 2-3/8'X 3 1/2' HILT) KWIK BOLTTSS TO SLAB OR FOOTER (ONE EACH SIDE) ®ALTERNATE 3" SQ. COLUMN CONNECTOR BRACKET (6063—T6 ALUM. ALLOY) 112' ROD DIAMETER. 4 HELDI DUWETER AM 1. ALL PARIS TO BE HOT -DP GALVANUM OR EU=FI/1TED ZINC. MAY BE ED USIN To OF ATTACHING TO CONCRETE SLAB. 2. FABRICOM OF AWNNG ANCHORS AND SAFETY SUNES IS BEYOND THE SCOPE OS THIS REPORT. FMMIM71M DEMES AND QUAIIY CONTROL PROGRAM MUST BE SLIBANTED TO BUILDING OFFICIAL FOR APPROVAL 3 ABINNG ANCHORS MAY BE USED IN THE FOLLOMI C TYPES OF SOI: SAND, GRAVEL. CLAY: SANDY GRAVEL. SILTY GRAVEL... S L7Y SAND. GAMEY SAND. CLAYEY ORMEL. SANDY MAY SILTY CUff AND CLAYEY SILT. ®AWNING ANCHOR NMI; 11�11� 1111 •w° MR FASTENEIt"I" SUE INTO FOOTING SEE SCHEDULE 'F' O Ri691T L&2" x 2 1/2' x ,/4.7 GROUNDUNE eE7ii PL 2 1/Y x 2 1/2° x 3/18' x id Lam. PL Y' x 16' x ALL PARIS TO BE HOT-OWM G.AWANIZ OR ELECTROPLATED ZINC, MAY DE USED SL SLAB. IL OF ATTACHING " TO CONCRETE SEE NOTE. /2 DEML 'AR' 16" ® SAFETY STAKE (ALTERNATE TO CONCRETE SLAB ATTACHMENT) STEEL COLUMN STEEL POST tY MINENT . •D 5/l6' BTLTS FQtTj �'. Z1 •'• QTY. SEE TABLE 8.3 COLLMI REQUIRED 'W' WIDTH FASTENER SIZE MINIMUM 'W' WIDTH 1/4- 3 3 8' 2'1 4 14?- 1/2- 2 a- 26' 2-1/210 x 3 Iltd 3-5+16°0 BOLTS 71, 71 2' 28' 13300, 30' 187 32' 2-5/8"0 x 4'd 2 34' zN/A 1140 All Pro Drive 36' Lam. PL Y' x 16' x ALL PARIS TO BE HOT-OWM G.AWANIZ OR ELECTROPLATED ZINC, MAY DE USED SL SLAB. IL OF ATTACHING " TO CONCRETE SEE NOTE. /2 DEML 'AR' 16" ® SAFETY STAKE (ALTERNATE TO CONCRETE SLAB ATTACHMENT) STEEL COLUMN STEEL POST tY MINENT . •D 5/l6' BTLTS FQtTj �'. Z1 •'• QTY. SEE TABLE 8.3 COLLMI REQUIRED 'W' WIDTH FASTENER SIZE MINIMUM 'W' WIDTH 1/4- 3 3 8' 2'1 4 14?- 1/2- 2 a- 26' 2-1/210 x 3 Iltd 3-5+16°0 BOLTS 71, 71 2' 28' 13300, =oASI1L' 1 /Y •-- BATIS AS F�UItQD (SEE NOTE BELOW) 0 RL"T�l� CONCRETE FOOTING NcrrEL USE 1 — 1/2' A STEEL BAR FOR FOOTINGS UP TO 36' CUBE USE 2 - 1/21 o BARS FOR Foam= LP TO 46' Cam AND .3 — 1/2" I BARS FOR FOOTNGS UP TO SCHEDULE "F°' — COLUMN TO FOOTING CONNECTIONS FOR 18' TO 42' FOOTING SIZES FOOTING SIZE OHILTI FASTENER CONNECTION TO 'd' (INCHES) (OR EQUAL) SIZE COLUMN TUBE REQUIRED TENSION ANCHOR 'd' = 18' 2-1 4'I x 2' d 1-5 16'0 BOLT 430/ 20' 2-3 x2 1 ttd 560/ 22' 2-5/16-0 BOLTS 6501 24' 2-3/8-0 BOLTS 79 26' 2-1/210 x 3 Iltd 3-5+16°0 BOLTS 13 28' 13300, 30' 187 32' 2-5/8"0 x 4'd 2 34' zN/A 1140 All Pro Drive 36' N/A 38' N/A 40' N/A 42' 3-3/8'0 BOLTS N/A ©ALTERNATE FREESTANDING STRUCTURE COLUMN •"d' SIZE IN ANCHOR BOLT OR HIL71 FASTENER SIZES INDICATES DEPTH TO FOOTING CONNECTION DETAIL OF EMBEDMENT. EXAMPLES 2 1/2-d INDICATES 2 1/2' EMBEDMENT OF ANCHOR "OR EQUAL' TO HILTI FASTENERS. ALTERNATE MUST BE ICBO ES. APPROVED TO PROVIDE ALLOWABLE TENSION EQUAL TO 'REQ'D TENSION FOR ANCHOR BOLT' VALUES SHOWN. HILTI INDICATES HILTI KB -II ANCHOR BOLTS PER ICBO E.S. EV J4627. ® ATTACHED STRUCTURE COLUMN TO FOOTING --= IAS FOOTING SCHEDULE CONNECTION DETAIL "d" = 18" TO 32" DATE REVISION DATE REVISION HILTI FASTENER ALTERNATE COLUMN ANGLES 3 1/2' CONC. SLAB �• A A, •'•V .•V'. Q 'a': UNDER ' o •o . • d ' .:e• . e. e •' 1iML $jg%RS5#M TH3lJ gJ1g e ® COLUMN CONNECTION DETAIL FOR SLAB & FOOTING ATTACHMENT NO. 2 1I AL��ag Engineering Services � mpRoom` 1140 All Pro Drive qlF Elkhart. IN 46514 f AOS KG ICBG ES EVALUATION REPORT NO. ER -2621 P 3 31-c'L URAWNG NONE ORPARTCOMPONENT PARTS do CONNECTION DETAILS NAME ENGINEERS STAMP 2/e/Y000 97CDO6 SHEET OF 9 6-5/18'• 1 1/2- 21/2- 2' *8' OR 10' 2 1/2' STEEL POST L • ' 3'x8'x 12 GA. 'C' OR 3 1/2'x10'x12 GA. ® C—BEAM TO COLUMN CONNECTION 5/16' BOLTS SEE TABLE 8.4 COLUMN E4 FOR QUANTITY (MIN4) 3. 25 'W' 1 MIN. OF 4.50" 5 1/2' x 10' ALUM W= BEAM OR 5 1/2' x 7' ALUM W= BEAM OR 4 1 2' x 6' ALUM W= BEAM ---- COLUMN 8 - 516' BOL O'TYP, CUT BOTTOM FLANGE OF 1 -BEAM AS SHOWN AT COLUMN ®ALTERNATE — 4 1/2" X 6" X 5 1/2" X 7" ALUM. W BEAM CONNECTION DETAIL n cJ • TOP PLATE 'A' 0.5- AM .5 AM TOP PLATE 'B' 'L' = COLUMN SIZE + 1' 1N' = COLUMN SIZE + 1/2" WITH A MINIMUM OF 4.5' ® TOP PLATES 'A' & 'B' AND SCHEDULE 'B' FOR TOP PLATE CONNECTIONS WITH "I" BEAMS (Y, Z, AA) ON STEEL POSTS A .24 • —e 3' x 3' HEADEF "14 1 1 1 m`7wq +l.o• 1,0' 6.0' ®COLUMN TO HEADER CONNECTION FOR 3' X 3' STEEL HEADER 'AB" 5,5' 2 5/16' BOLTS W/ 1,0' DIA. 1,575' x 3/32' THK. STL. WASHER ,100' 2.5' ,056 3' x 3' COLUMN ,750' 1.750' f �4'-- 2 5/16' BOLTS ALL 'I' BEAMS & 'C' BEAMS USE TABLE 8,3 COLUMN 'J' FOR QUANTITY OF HORIZONTAL BOL USE TABLE 8.4 COLUMN 'N' FOR VERTICAL BOLTS. ®ALTERNATE 3" SO. COLUMN CONNECTOR BRACKET (6063—T6 ALUM. ALLOY) 2 5/18' BOLTS SEE TABLE 8.3 COLUMN 'K' FOR QUANTITY ® 3" STEE +' �b it EN INE ER STAMP ALUMINUM '1' BEAM OR STEEL 'C' BEAM -w ----2 5/18' BOLTS W/ 1' DIA. x 3/32' THK. STL WASHER t=0.1 25" SEE TABLE FOR QUy COLUMN 'Q' 3' STEEL COLUMN 'Y = 0.048' MN TO HEADER CONN. BRACKET (6063—T6 ALUM.) V JI �n: TE REVISIONDATE REVISION MgX Engineering Services Amndn 1140 All Pro Drive Elkhart, IN 46514 ?AWN Or CMP, ICBO ES EVALUATION REPORT NO. ER -2621P DRAWING NONE NOARMPART COMPONENT PARTS & CONNECTION DETAILS ur. SHEET 2/8/2000 EIR 97CD07 7 OF 9 5 1/2- A BEAM t =0.12'J 0.09' t =0.09' 16-5/8 BOLTS, 6 EACH SIDE OF 9SPUCE .0' 5.0' 0'1' 2-7' C SPLICES I t=.062• TV ONE EACH SIDE OF 7 I BEAM 'TIGHT FTT 1' 1.0- 0.1 .0'0.1' 0.12' 7' X 5 1 /2" ' 1—BEAM SPLICE (6061—T6 ALUM. ALLOY) ® SPLICE DETAILS AWNING ANCHORS 2 ANCHOR 3 ANCHOR 4 ANCHOR 2. 3. OR 4 ANCHOR DETAIL 15' AWNING ANCHOR CLEAR CENTER IN FOOTING TYP. - . > SINGLE ANCHOR DETAIL BI ANCHOR DETAILS FOR ATTACHED STRUCTURES 7" C SPLICES (6061—T6 ALUM. ALLOY) ® 7" X 5 1/2" ALUM. I—BEAM SPLICE BOLT LAYOUT 3"X 8" ALUM. HEADER -r I 2"X 6 1/20X .024" ALUM. SIDEPLATE S 3" x 8" HEADER CONNECTION FOOTING "d" (IN) ALTERNATE FOOTING SIZE NO. OF ANCHORS 18 12"X 12"X 15" 1 20 15"X 15"X 15" 1 22 18"X 18"X 15" 1 24 20"X 20"X 15" 1 26 20"X 20'X 15" 1 28 24"X 24"X 15" 2 30 1 24"X 24"X 15" 2 32 24"X 24"X 150. 3 34 24"X 24"X `1 5n, 4 36 24"X 24"X 15"- 4 3- #14 SMS EACH SIDE 3- #14 SMS EACH SIDE 1/4' 2X 6 1/2" ALUM. HEADERS 5 1 2" 1 + I/2" 1/2' 7IN14" 3- 1# 14 SMS ALUM. " 3- #14 SMS EACH EACH SIDE" COLUMN SIDE OF COLUMN 2 X 6 1/2. ALUM. 3"X 3" ALUM. SIDEPLATES COLUMN WITH SIDEPLATES END VIEW ODOUBLE 2" X 6 1/2" BH HEADER CONNECTION AR o TE REVISION DATE REVISION WITH SIDEPLATE c NO. 0Am Engineering Services IaSI 1140 All 'Pro Drive +` Elkhart, IN 46514 DFAWN BY.P ICBO ES EVALUATION REPORT NO. ER -2621P qlF 0 CAL�Fj CMP DRAWING NONE NAME COMPONENT PARTS do , CONNECTION DETAILS SHEET GINEERS STAMP 2/8/200Dfr 97CD08 8 OF 9 ♦ 4, 0.08' EXTRUDED HEADER SPLICE WITH TIGHT FIT INSIDE HEADER. 4— 1/4' BOLTS 4— #14 S.M.S. - 1(2 7 :4 1/2' SPLICE6 DETAIL ® 5 1/2" EXTRUDED HEADER SPLICE (6061—T6 ALUM. ALLOY) If 10 x 1.5' SMS SEE TABLE 8.5 FOR SPACING ® 3 ' 1/2" 'G" RAIL (6063—T6 ALUM. ALLOY) TERNATE 2— 2"X 6 1/2' ADERS IN PLACE OF X 8' HEADER WITH IST & SIDEPLATES K 3" POST ®ALTERNATE 2-2' X 6 1/2" HEADERS 3 #14 SMS EACH SIDE 3' 3' 3' X 8" BOX BEAM HEADER —ALUMINUM 'H' i BRACKET 3'X 3" ALUMINUM COLUMN 3 #14 SMS EACH SIDE ®0 ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN TO HEADER (6063—T6 ALUM. ALLOY) 3 #14 SMS EACH SIDE /— OR 2 5/16" BOLTS COLUMN SIDEPLATES ALUM. FOOTING SNOTE X IF B�2 KET 3/8" x 3 1/2'USE ONLY ON SLAB Coo ;• OR d=26' FOOTER AT RIGHT ,.�;' �• . J OR SMALLER SLAB OR FOOTING ® ALUMINUM FOOTING BRACKET FOR CONNECTING COLUMN TO CONC. SLAB OR FOOTING (6063—T6 ALUM. ALLOY) a`F=s�o Al 0 i �o No \Q. E GF ',�`�., ENGI S STAMP 2'X 6 1/2'X 12' HANGER ALUM. RAFTER ® 16' OR 24' O.C. 2'X 6 1/2' ALUM. FASCIA ® ALTERNATE—DECORATIVE FASCIA TRIM A—RAIL — SEE DETAIL 'AF' —.750' 0.062' TYP. ® 3 1/2- "J' HANGER (6063—T6 ALUM. ALLOY) c NON-STRUCTURAL 2.109' COMPONENT 5.721" ® 5 1/2- EXTRUDED SIDE FASCIA (6063—T6 ALUM. ALLOY) REVISION DATE REVISION e Engineering Services 1140 All Pro Drive Elkhart, IN 46514 WIN Or KG ICBO ES EVALUATION REPORT N0. ER -2621 P DU 7— DRAWING NONE NOARMPART COMPONENT PARTS & CONNECTION DETAILS 2/8/2000ISHEET M 97CDO9 9 OF 9 3" 1 1/2' OR f io L3 LATTICE t=0.024 z (3105-H25 ALUM. ALLOY) 0o aO 0.032° �n � 4 3n tp — n .024 OR .0265° O RAFTER & SIDEPLATES L1 HEADER (3006-H391 ALUM. ALLOY) L4 COLUMN (3006-H391 ALUM. ALLOY) (3006-H391 ALUM. ALLOY). MS EACH tANGER EACH ai SEE TABLE3lA 2 1 AT RIGHT, 15/1ti4�� BRACKET USED W\2' X 6 1/2' RAFTERS BRACKET USED W/3' X 8' RAFTERS L7 RAFTER TO HEADER CONNECTION BRACKETS (6063-T5 ALUM. ALLOY, T=.060') 1/4' x 4' LAG SCREW SEE TABLE 8,5 COLUMN ANC4 FOR QUANTITY - ALL 10 PSF USE 1 LAG PER STUD 16' ❑/C EXISTING -1_u ALUM. RAFTER � 10 X 1 f�� EV. U1125826I.C.B.O. EACHSIDE L8 ALTERNATE RAFTER TO WALL CONN. 4 .048 MIN, ASTM A-653 Fy=40 KSI R STEEL CONNECTOR FOR WOOD COLUMN CONNECTION #8 X 2 '•SMS FOR 1 1/2' LATTICE- 8 x 2 1/2' FOR 2' LCE Ig --ALUM. RAFTER L9 LATTICE TO RAFTER CONN. 1' 2-18 SMS EACH SIDE L= 1.92' FOR 2' X 6 1/2' RAFTERS L= 2.�' FOR 3' ' X 8' RAFTERS 000a so � 2-X 1 3/4' WOOD SC EI10 S OR 2-110 SMS INTO METAL (6063-T5 ALUM. ALLOY, Y= 0.040' L6 RAFTER HANGER HEADER HEADER DETAIL MAXIMUM MAX FASTENTING GAGE Engineering Services WIND LOAD TRIB W. ,042 3' x 8' L1 90 MPH 6' 2-#8 SMS EACH BRKT, ENGINEERS STAMP 3' x 8' PATI❑ 10' 3-#8 SMS EACH BRKT, .036 3' x 8' L1 90 MPH 5' 2-#8 SMS EACH BRKT, 3' x 8' PATI❑ .10' 4-#8 SMS EACH BRKT, .032 DBL 2 x 6 L11 90 MPH PATIO- 10' 3-#8 SMS EACH BRKT. ,094 8' STEEL C L23 90 MPH 22' 2-#14 SMS EACH BRKT, 90 EXP C 10' 2-#14 SMS EACH .BRKT, Y C DATE REVISION DATE REVISION rr,. N 2 70 _Sr,' Engineering Services 1140 All _Pro Drive Elkhart. IN' 46514 F CAt1� W. KG ICBO ES EVALUATION - REPORT NO. ER -2621 P COMPONENT PARTS CONNECTION DETAILS NONE PART FOR PATIO & COMMERCIAL LATTICE STRUCTURES ENGINEERS STAMP UAW SHEEr 2/8/2000 M 97LT01 1 OF 4 :1 /20 PLASM n n n SEE SCHEDULOER FOR xSIZE LTERNATE 2- 20X 6 1/2" BOX HEADERS IN PLACE OF HEADER SPLICE MUST BE _ ON 3"X 8' HEADER WITH CENTERED ON COLUMN �\ POST & SIDEPLATES 2- #14 SMS 0 VO SMS INTO SD $ 3"X 3' POST ] BOX 3' X 8' HEADER o NOTE: USE PLASTIC PLUG TO FILL 1/2', Wl L ACCESS HOLES USED WHEN ATTACHING i o S.M.S. INTO ANOTHER BOX SECTION IN WHICH// THE SMS LENGTH WOULD EXCEED 2 1/2'.. ONE 2 EAC6 HSIbE20FIDEPUITES i L10 PLASTIC PLUG DETAIL COLUMN COLUMN L11 ALTERNATE 2-2" X 6 1/2' HEADERS L16 HEADER SPLICE DETAIL I 3.00 37" (4) 0.72 �1.56� 0.72 --I 0.93 �-- 3.00", 4.00" .188" 3 0.72 5.00" OR 6.00" NP• .0' .688"(4) 3 CL3)2 nnnn.os44)".�3.00 3", 4", 5 OR 6 ton HCH --� o2Ei 0.931.56 STEEL COLUMN ALUMAX �-� Fy-36 KSI I.D. .68 " (4) 0.37 0.72 3.00", 4.00" .437T4) 1 I 5.00" OR 6.00" I 0.17 .125" RAD. T (IN)= 0.024, 0.030, 0.040 (ALUM) ZO20-DP. (36) = .0.048 (STEEL) x 70' .062" RAD. (20) am DATE REVISION DATE REVISION (12) .187" RAD.(16) COLUMNS MAY BE TRIMMED W/FLEX- p ESSI ALUM. FACING. kQe� T U � L31 FLUTED COLUMN L30 3" ALTERNATE UOLUMN Y OR �`�Q �% O " _ ago (3003 H1 M. ALLOY • (3 ALUM. 6063 T6) � �erllnSg Engineering Services °t" = 0.062° UNLESS OTHERWISE NOTED A-446 ` Fy=40 KSI STEEL) w �� 1140 All Pro Drive w NO. Elkhart, IN 46514 00L, muww.. KG ICBG ES EVALUATION REPORT NO. ER -2621P NONE COMPONENT PARTS & CONNECTION DETAILS !7F F` �� NAME FOR PATIO & COMMERCIAL LATTICE STRUCTURES ENGIN 2/8/2000 M 97LT03 SHEET 2 OF 4 :575 .048 x 3' x 3' STEEL POST 3"X 8" BOX BEAM WRAP 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 2.35—mI FOR QUANTITY .750' 1.0' .750' �- 5/16' BOLTS SEE TABLE 8.3 COLUMN 'M' FOR QUANTITY ®ALTERNATE 3" SO. COLUMN CONNECTOR BRACKET (6063—T6 ALUM. ALLOY) "X 8"X 12 GA. BEAM 0*.WRAP-W/ 3" X 12" X,.12 GA. STL. 'C'> BEAM - 3 X 8 ALUM. BOX BEAM DETAIL 3" X 8" - 1 FOR ATTACHED STRUCTURES COLUMN TO WRAPPED 3" X 8" X 12 GA. 'C' BEAM HEADER CONNECTIONS YU 'Y NO. -3 IrF� , �' .1. IV E EERS STAMP DATE REVISION DATE REVISION �� Engineering Services �.� 1140 All Pro Drive Elkhart. IN 46514 KG ICBG ES EVALUATION REPORT NO. ER -2621P WE NONE NOARMART E COMPONENT PARIS & CONNECTION DEVILS FOR PATIO & • COMMERCIAL LATTICE STRUCTURES NIL SHEET 2/8/2000 97LT03 3 OF 4 1 3" 6" 3' X 8" BOX BEAM HEADER —ALUM. "H" i BRACKET 3"X 3" ALUM. COLUMN ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN TO HEADER (6063-T6 ALUM. ALLOY) . 3 #14 SMS EACH SIDE OR 2 5/16' BOLTS .036OR .042 x 3' x 8' HEA 2 3/8' HILTI KVIK BOLT II W/ 2.5' EMBEDMENT 30X 3"' 12"X 6 1/2= POST SIDEPLATES ALUM. FOOTING BRACKET •• • •. Qa • v SLAB OR FOOTING L27 ALUMINUM FOOTING BRACKET FOR CONNECTING POST TO CONC. SLAB OR FOOTING (6063-T6 ALUM. ALLOY) 1( 951 70 do 90 MPH WIND SPEED 2 #14 SNS EACH SIDE 3'X 3' POST � ' COLUMN W/ 'H' BRACKET #14 SMS EACH SIDE HEADER SPLICE MUST BE CENTERED ON COLUMN 2- 114 SMS o EACH SIDE 3' X 8' HEADER o 0 2- 2' X 6 1/2' SIDEPLATES 'X 30 ONE EACH SOE OF COLUMN COLUMN L16 HEADER SPLICE DETAIL �)vESS ��4 Q TU C -111) W_ NO. 0. Avrighi'imgg Engineering Services 1140 All Pro Drlve Elkhart, IN 46514 <<'or KG ICB0 ES EVALUATION REPORT N0. ER -2621P OR PARI COMPONENT PARTS & CONNECTION DETAILS .02 NONE NAME FOR PA710 & COMMERCIAL LATTICE STRUCTURES S STAMP 2/8/2000SHEET IV97LT04 4 OF 4 30X 8' HEADER 0 3 #14 SMS EACH SIDE ' p ' I --'— 3 #14 SMS EACH SIDE s 112' SIDEPLA7TEE5s 3 SID'X 3' POST COLUMN W/ SIDEPLATES TTAMW LAMEo PATIO Y FM AMMMUM ® SAFETY STAKE IN CONCRETE FOOTING DATE I REVISION I DATE I REVISION ENGI