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0005-179 (PAT)LICENSED CONTRACTOR DECLARATION N I hereby affirm under penalty of perjury that I am licensed under provisions of H Chapter 9 (commencing with Section 7000) of Division 3 of the Business and 04 W Professionals Code, and my License is in full force and effect. O =) ch License # Lic. Class Exp. Date C61 D03 D.kZ 5/1105 o Z r --ate Ec`., Signature of Contractor A' CDpr; J U C:) OWNER -BUILDER DECLARATION HL J I hereby affirm under penalty of perjury that I am exempt from the Contractor's CO License Law for the following reason: Z_ ( ) 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). C0 () I am exempt under Section B&P.C. for,this re4ason LO O N Date C"��. r} r*tf1 '?Signature of Owner�':�, " CL Q WORKER'S COMPENSATION DECLARATION o :E Z I hereby affirm under penalty of perjury one of the following declarations: p () 1 have and will maintain a certificate of consent to self -insure for workers' X W compensation, as provided for by Section 3700 of the Labor Code, for the m_ Q performance of the work for which this permit is issued. Q CJ ( )_.t have and will maintain workers' compensation insurance, as required by p 0 Q Section 3700 of the Labor Code, for the performance of the work for which this fl permit is issued. My workers' compensation insurance carrier & policy,no. are: �? Z Carrier .`�IX1,%trlPT Policy No. cb ry V J (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 workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor' Code, I shall forthwith comply with those provisions. (/Date: Ls' _ff�Applicant ��1 b 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 construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection purposes. Signature (Owner/Agent) f `��Y "'"•~• Date • i��°s� ^a BUILDING PERMIT PERMITq DATE 4*W2,,qT.� VALUATION ,� LOT TRACT JOB ,ADDRESS Eilu ie�l I%t3 4V APN OWNER CONTRACTOR / DESIGNER / EN (NEER -G!wi MIA VIQT ii Y' SC r:LMM AND AWN S � " : U 1 1ef3z3 Ia :'�GZ� S�Ir T X33-480 = 5 -GI A.W:. "U'N:U �.ai> UD -TTA CA 9+:.253 NDIO C,A 92201 (760)34242 172 c; 314 •!4> s:t USE OF PERMIT NMI) :GC.C!'+ i/1i V, LYN- , Wq<:+.R!•dCiUdt i ,it au r.A.r:11V L"'), I! i hW) AI,i!`NW400D C'jPEN LAT ik'CIR 'NATIO (11'0VVR4 (FRONT, SIDE YATLlrk)M IIt`KD' XR. :3'd.IP -u. rw 1:mw d:1.'?Lm,,):FcaillMU£,: •£R!.N' y�^� pq'j• �+ 1 jq 9 y L d'�Ji'4.YJ.1.1 .�StEaA. L7 Yr1�FiLV� ! PL -,AN CHECK. FEE 119 GtJM'!i RU urioW rmz 14" Y,'000-ai I J&1. 00 V(!,Cie, TYii.G2AdC MOTION r, EE- RMID 101-000.241'-000 &42 MAY 2 © 2113 LJ CITY OF LA QUINTA FINANCE nl�PT. - __ :1via-1'(YrAl. �'C)KU111RCIC:,`T.tO AND pl .`use! 01x, rI1111 ;4 ! P9. 12 i MIS Pr K RECEIPT DATE , BY y - '/ DA FINA INSP T R a :S �ry K. INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K. to Wrap F.A.U. Framing Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath Final Final POOLS - SPAS BLOCKWALL APPROVALS Steel Set Backs 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 COMMENTS: 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) a i i"d j CITY OF LA QUINTA �4 BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION L o BY e�vp�1`l- 10 • CoJd�rMM�� ouGR�w v u CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED. FOR CONSTRUCTION DA S o BY Sincerely, RADCO . No. 1-6273- RE aq • p$LOU . of=SIGNS & . CONTROLS, WC Mari h 29, 2002 aao E 59TH smwr L0110 BEACH, CA 80806 TeL (562} 272.7231 Fax (M) 10-7519 Mr. Carl PUtnam Englneering Manager WWWJWCO1"*=m Aman.IMo�RADCOinccom Amedmax Building Product, Inc. r 1140 All Pro Drive Elkhart IN 46614 Re: ICBG 2621P / 1997 UBC Dear Leri: RAdCO it the engineering firm of record for ICBG ER 2621 P: 2621P is iri aomPilance with the 1997 Unffbrm Bulldin r 'ICBO ES'Evaluatdon Report .. . . 9.Code. Sincerely, RADCO . No. 1-6273- ,`,p11y 1111111/JIII, ABAM J� `GIS r�RFO NO. 14275 PROFESSIONAL I t191�by cert T U A+�'�'..o.N•�,, ••••••.�••.- `t o r r ,� ify that this plan, s cw F P TUC ,.� ,'gESSip .••'�pF NEgi under 19POrU was preporeC �y me ���o Ro��.p ��a•Q ••'•..w..tiNq� •,,�- :�Pt ,... ✓F9 •, * ` that I am , direct supervlslon end ss 4% '� 'ir C; RF. TUCKER + d�1Y R:rgtered Frofes- <� ENGINEER o 1 TUCKER�- slonai Engineer under the laws w = t WI of the State of Minnesota. 638 = `' : : m (CBO ES EVALUATION REPORT NO ER -2621P M ENGINEER s 40222 F = F�"INEEti d�PAGES TIJ 2 PAGES Q+o�essbna/ E' 21152 2 PAGES R. F. o TUCKER q9/sP. 1 PAGE IONpW 2 PAGES "EGISTERED PROFESSIONAL 1 ENGINEER {� No. 4523 �I a 2 NO. 26070 6xv 3-31'CV i 33793R• F. TUCKER P�;' �� 5 QQ' E 5110 a;; °:�`. �i ENS • DRAWING TABLE OF CONTENTS ` ''so 'i.�' S`'�" si . .••• P ••o,�••C �� �`��`Q': No. 2 . O� ,r 4T • .•.. gF �.` • `sS'jpNAl EN6�.• 9ar S`' � FBF NE6 n 97GN01 GENERAL NOTES �f>�a Q� TUCKF9 SS�4Nal ENClyFF9 <otIt �Fe>s ' \.++�'� i11 p+•�OON T 97GN02 a M�Xi d ��, �� •, �oNp r o `�.� ��k •,.....,. ,s NQ 4* `` 0 W o; RAYMOND F. ' �,� RAYMOND D 97SC01 STRUCTURAL CONFIGURATIONS � �; TUCKERS 1;�:. R. F .TUCKER i � TUCKER � 97SCO2 _ :,• : ,,,= nZ •� Ir NUMBER0 1,308 PE W '�QA �P� 1P/J'Ji6•..C�V��-..•�oa� Z4�, ,�• �?"�i/ ��`_ E-2d�l�l :':. �Fs�FG/STERF'����� 1.0 ROOF PANEL SPANS AND OVERHA ATIO A IAL STIR %``.a' -`".• '1„ S�ONAL 97CDO1 97CDO2 97CDO3 97CDO4 97CDO5 97CDO6 97CDO7 97CDOB 97CDO9 97LT01 97LT02 97LT03 97LT04 ".. ...isr- No. 11458 G+ = O s,0 • ......• _cc 2.0 FREESTANDING AND ATTACHED PATIO STRUCTURES 3.0 FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES 4.0 FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES 5.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES VFr � Cay e K F tUCkjC1 tea•^ ESSi � b ��' ,o �� ,,.� � SEAL _ R. E TUCKER 15 E PROFESSIONAL = E-61529 t PE 4074 P - �,f��/STER 6.0 COLUMN AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURF�°®°��. '1 mow' CO ENT PARTS AN CTION DETAILS C��ej, �, �i ;. r.., _ �t+c.rac Tu1<.. .GXNE`. -"rA PRarEsslow\' E� 84•+0 -� �, 4 ; 6362 . L w OREGON r- c $ a No.121a9�^ l - R. TUCKER .. `�'`•A'o. 21321 CC R. TUCKEfa _ `�...• i t 6I ��••• CI Y �5 s'NGINEER N0. �dT�eh; ,Ip �, a 'q �'b; TN �PYO�o• �: '�//////F1�� ;:' ST 22 `� �°� PE -1.153N tic+r�x ��, �•�`••�e ,,o• F T.1t 4` sy L vAi� COMPONENT g No. 60880185 STA9�OF E DETAILS FO ER yJ��v C,INF C� N„ 1833 �1 % 9j• %y/-••. F OF �t No. X8801881 STA1� OVAL ENAR F . C� 'y �CENBF�'9 � 12733 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION GATES o 3 13Y off R. F. TUCKER No. 032085 - 1ERICIAL LATTICE STRUCTU No. 7934 �l g-^ ^ R. F. TUCKER KF - Al .� a .. i rl;l:FiEil •-< __- ' I J ;33 • , . I � Amerimlaz � `° n $ = � uisalf:, BiIUDING 11KC. �STE� :•. uUU 1140 ALL PRO DRIV N w i ELKHART.IN 46514 ``\\\\1 EVALUATION REPORT ER -2621P ���<Es O AGE ..� = 1 p DATE: 2/8/2000] R. F. TUCKER Reg. No. 27575 =0./ySTATE OF Q F. RMISTEREr �PROfESSIONAI ENG1kEEG '�/��s ,,�A,.O••' r=� r Q`�GISTERF NO. 14275 PROFESSIONAL NEEfi Li �o\esaiona/ fn `°�e�`4�1\ ICA7fy�' I 21152 R. F. TUCKER Ps! nod........ q9/LONA. Usa� �* PT E _ AR REGISTEF i PROFESSIC �r ENGINE[ No. 452 A � T C s��pFt�S/04r`''% _ lllulu+Iu/, 00 e•e••• 'i �Neee•y\\\ �'=, •°'�i�.•'' l pF NE{y •••. Z UCI� S�pNAI EN OF ,y ���•�`�� OF M� /•,,�, �!N TqR. F. 2 ' ; •Qt✓F9 = Q� F'9 �`�S `�'9 t�� f`��'�P• ,S•Q4'1 E2 ; TUCKER ; z o :'i��•T UC"to"'.:• ��:. a �1 M�,�i d Q�s :rte OMD f T ♦* y :' ' •-.G� ° •m :Q k, �' u� a: vl a G�, �,•R. F TUCKER RAYM ND ,,, e'; p; 2 O o i RAYMOND F. �+ Q b o• E-5170 a`?; 40 No - TUCK yi.. ER ?� ' 9 NUMBER o TUO8KER 22 73PF •�,�q� °•e•••••• S!_,��` :• 9O'. ��(,'E $��; ' @ . 4t` ��' C �� - 41314G/STERE � g s •.•,�' • .N ��c`'• . OA�S\Z � ���.,L��►�=''`?rEN�;,' 90N�• 8628 `•o 87682 ;r' ''•,RdF ' N���•�` NAL 1. DESIGN IN ACCORDANCE•�W!"M THE UNIFORM B G CODE 1997 '0' ��•- FSs10 EDITION. 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE LATEST EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE UNIFORM BUILDING CODE -.§.P 3. EACH BUILDING PERMIT SHALL BE ACCOMPANIED BY TWO COMPLETELY DIMENSION1i.:: F PLOT PLANS SHOWING EXACT LOCATION AND SIZE OF EXISTING AND PROPOSED i''. STRUCTURES. " 4. DESIGN LOADINGS: A. APPENDIX CHAPTER 31 DIVISION III. PATIO COVERS:.• R;; UVELOAD: 10 POUNDS PER SQUARE FOOT. = d 6362 0 �' 20 POUNDS PER SQUARE FOOT a R. F. TUCKER 25 POUNDS PER SQUARE FOOT 30 POUNDS PER SQUARE FOOT - °oeo eTH DP�o•°° 40 POUNDS PER SQUARE FOOT 60 POUNDS PER SQUARE FOOT WIND LOAD: FOR 0,442 > SLOPE ( 2112 Y NO. 260 THAN 15 FT F,cp 3 -51 02 `r9l CIV1\- F ���Q OF CANE ....., ced o.a Unenclosed Enclosed •' `iC'�F 9�0' ,e�pJ��c % 20918 • is .pi '.�90,�. ot� e•••....••• N��••' Z �- No. 2053 �- VV15iF,P�O'PLS No. 11458 F1 CARpi"*°•, SEAL 15716 `•ooe�creb•C-� 0 .�OC- P.• ""° •> ``' HT LESS THAN 15 FT Design Uplift Wind Pressure (psf) - Simple Span Areas Eaves and Overhangs ....., ced Unenclosed Enclosed Unenclosed Enclosed ;R T t)C-f,-•r }: 1h Exposure :F.• -0 B 10.16 10.16 10.16 21.87 0 B 16,76 16.76 16.76 36.11 70 '• C 17.36 17.36 17.36 37.40 ;' : A';a� ` 90 C 28.66 28.66 28.66 61.73 B ESS TMN 1A rT Design Uplift Wind Pressure (psf) Simple Span Areas Eaves and Overhangs R. F, TUCKER S Unenclosed Enclosed Unenclosed Enclosed N0,032085 m,`; Exposure B 10.65 10.65 10.65 22.93 Design Lateral/Uplift Wind Pressure (14f) B 17,58 17.58 17.58 37.86 0 C 18.05 18.05 18.05 38.88 Speed Simple Span Areas Eaves and Overhnngsc 4 A' 3UC 90 C 29,80 29,80 29.80 6418 LiL+^� .. mph Height Zone Unenclosed Enclosed Unenclosed Enclosed". 70 Less than 10' 7.5 7.5 7,5 7.5- cl,=' 90 Less than 10' 11.3 11.3 11.3 11.3 .-"•`'• N♦��2'' :; FOR DESIGN OF PRIMARY FRAME SYSTEMS 70 Less than 12' 10 10 10 10 111110 w►Asy Design Wind Pressure (psf) 90 Less than 12' 15 15 15 15Exposure B Exposure C ''/iFr11llll�•' I hareby certrw ts,at finis .' 70 mph 90 mph 70 mph 90 mph co?Ion. vr,'�� :,It .t/ z�Ia;�or; ... 9 f.: 17.4 28.7 or uni�r ..;y �i�:yGt so�:�•vislca 0�9�1 Q1 i Lateral 10.2 16.8 B. COMMERCIAL ST'RUCT'URES that I �E'': n r.uly r�� �aerer r G/ Uplift 1010 15,0 10.0 16.05 sionc: E: -,,q I;)Oer under trio I;:. LIVELOAD: 20 POUNDS PER SQUARE FOOT. Of the Staltia of Minnesv a, 25 POUNDS PER SQUARE FOOT F• TUGS 30 POUNDS PER SQUARE FOOT R. F TUCKER F,Q 40 POUNDS PER SQUARE FOOT Dale ' � 60 PpUND4 PER SQUARE F -- "" >sgjyn No. 2 ." TUC TE REVISION DATE CERTIFICATE r`��D PF20,cF... >i Ci c``�Q��II� I/s�y�'. PRO Q No. 15896 * �• `!v •••••y• Q`' EN �� h 9�•: �tr� A` i�1% Ttj �iZ4,; `r9 •► STATE OF �`� Q : O R. f. TUCKER ENGINEER 0• Z- R N Q �'J �• TU PROFE� Pf 41 O'QT 11� F s 0 R. NI V� F< REVISION FLORIDA 2 W. e9 a. 27575 w z13557 1 _cy. : 1833 o.2 r- 127 •CoSTEREC a = # J' 6385 En ineerin Servlcee GC: • '` Z i • �' P4ofESSIONAI ENGINEER i\ .AV IfD EN :�9� �•.�F QF..�� �' L�:` �i....�9 _°lam ��w��ii IN ��vz.� 9j �Q¢ ����STATE ]��ili!.�y�'r T140 E11cho�1.�INPro Drive46314 F RG1- N0. R. F. to TIIr'I(co Z!!�v 9538 s �. '�rD(A%a'°�� • �0�� FFG/STERE �aiidi►C11AAA1a��E�, ''A1/ IUgliar Al i C o,..-,-c&cs y,I * R.F. TUCKER • 6 {q W NO. -' v 33793 WyowAo- i EKF KG ICBG ES EVALUATION REPORT NO. ER -2621P I"' '• NONE M&WGENERAL NOTES STAMP r Tlot 12rinn KW 97GN01 1 -11' OF 2 I4 GENERAL NOTE2 ' (CONTINUED FROM SHEET NO. 1) NOTE: EXPOSURE W 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'-60 OF COLUMNS. COLUMNS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OF SLAB. 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 OR 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. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL. ALLOWABLE SOIL BEARING PRESSURE OF 1000 POUNDS PER SQUARE FOOT. STRUCTURES SUPPORTED BY FLAGPOLE TYPE COLUMNS ARE NOT ADVERSELY AFFECTED GENERAL NOTES FOR LATTICE STRUCTURES: BY A 1/2 INCH LATERAL GROUND MOVEMENT AND FOOTINGS FOR THOSE STRUCTURES HAVE BEEN DESIGNED FOR AN ALLOWABLE LATERAL SOIL (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS 97SCO2 ' BEARING PRESSURE OF 200 POUNDS PER SQUARE FOOT PER FOOT OF AND 97LT01 THRU 97LT06.) DEPTH. SOILS OF ORGANIC CLAYS OR SILTS REQUIRE A SOIL INVESTIGATION AND SPECIALLY DESIGNED FOOTINGS. FILLS MUST BE PLACED UNDER A LABORATORY CONTROLLED COMPACTION SUBJECT TO APPROVAL OF THE 1. .SEE'GENERAL NOTES. SHEET 1. SECTION 4 FOR UVELOAD AND BUILDING OFFICIAL. WIND LOADS. 7. ALUMINUM BOLTS TO BE 2024—T4. 2. OPEN LATTICE STRUCTURES SHALL NOT BE ENCLOSED. 8. COMMERCIAL STRUCTURES MAY BE USED FOR PARKING OF MOTOR VEHICLES PER LOCAL BUILDING CODES. APPENDIX CHAPTER 31 DIVISION III PATIO STRUCTURES MAY NOT BE USED FOR PARKING OF MOTOR VEHICLES. 9. FREESTANDING STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER. 10. STEEL BOLTS SHALL BE ASTM A-307. ' 11. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 12. STEEL FASTENERS SHALL BE EITHER STAINLESS, GALVANIZED OR DOUBLE CADMIUM PLATED 'AN` BOLTS. 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. REVISION DATE REVISION 33 zuuu Engineering Servlces NO. 2 � .� 1140 All Pro DrIve ElIcNart. IN 46514 SJ c V \Y KG ICBO ES EVALLATION REPORT NO. ER -2621 P �, / NONE w°R PmT GENERAL NOTES EN NE S STAMP �ia���r1n 97GN02 2 OF 2 LENGTH VARIES ECTION H 7556 OF PROJ MIN NGT FOR MIN. LENGTH &JOINT SEE SCHEDULE ENERS/PANEL N0 OF X10 SM FAST FASCIA 1mz__HEADER1"),.,. T., , COLUMN VERTICAL '—PROVIDE 1 1/2" VARIES• SEE SCHEDULES ,TN FASCIA is "'IN- PE 0.4 -/FT- I,5END FASCIA COVER PANEL w OPTIONAL 3 1/2" CONCRETE SLAB SEE NOTE5, IJ SHEET 97G 02. .SEE SCHEDULE FOR FOOTING SIZE. FOR COLUMN SPACING SEE TABLES 2.1, 2.5, 4.1 OR 4.2 "TI) ATE `COVER PN = MPX BEAM 1/2"0 STEEL 0 HANG. BAR ®. 18" w 25% COL. LONG ' _ SPACING INSTALL COLUMN VERT F= _ E NOTE #7, SHEET 97GNO2. CPROVIDE 1 1/11121:11 SEE SCHEDULE" FOR DRAIN FOOTING SIZE d = TYP. OPT. 3 1/2 CONICSLAB " sT I, It o' CUBE SIZE SEE NOTE # 5 ON d d SHEET 97GNO2. MULTISPAN ATTACHED CANTILEVERED STRUCTURE VARIES LENGTH FOR COLUMN SIZE SEE "COLUMN SCHEDULE" NOTE: PATIO WIDTH VARIES W/. SELECTION OF HEADER, NUMBER OF COLUMNS FASCIA 7-d" AND LOADING CONDITIONS. SEE HEADER SCHEDULES FOR MAX. COLUMN SPACING. DRAINDE 1 1/2 SLAB 3 1/2" CONC PLACE 1- 1 2"0X6"STS SINGLE SPAN FREESTANDING STRUCTURE BAR AS SHOWN VERTICALLY j�SEE SCHEDULE FOR FOOTING SIZE. (--FASCIA 7 HEADER -INSTALL COLUMN PROVIDE 1 1/2" DRAIN OPT. 3 1 CONC. SEE NOT 5 ON SHEET 97G 02. PROVIDE 1 1 DRAIN INTERMED. BEAM STL.COL.TYP. 1' -J -Wt MULTISPAN ATTACHED STRUCTURE SEE SCHEDULE FOR FOOTING SIZE Id" "d" SINGLE SPAN ATTACHED CANTILEVERED STRUCTURE I- COVER MAXIMUM OVERHANG 25% COLUMN SPACING 1/2"0 STEEL BA 0 6" LONG SEE SCHEDULE FOR FOOTING SIZE - "d" IS TYP. CUBE SIZE END FASCIA OPT. 3 1/2- C( SLAB -SEE NOTE #5ON SHEET 97GNO2. ;- DATE REVISION DATE REVISIOP W W �::; • _ N0. �=� �' _� Amer��g Engineering Service 1140 All Pro Drive Elkhart. IN 46514 < <Z l V}L-: `•. ��orKG ICSO ES EVALUATION REPORT NO. ER -26211 F_"Al L NONE OEC STRUCTURAL. CONFIGURATIONS E EERS STAMP 2/8/2000 N N 97SCOl 1 OF 3'X 8' ALUM. BOX BEAM OR 37X 8'X 12 Gk STEEL. 'C' BEAM HEADER LATTICE OVERHANG 16' FOR 1/2') s1e OPT. 3 ON1112* OCOE rC. 5 S SHEETT97GN02 SINGLE SPAN ATTACHED LATTICE 'STRUCTURE MULANBE FREESTANDINSTHUCTUG TW O'HANG--a-i --L: 1-1/2�� 6BAR SEE SCHEDULE FOOTING S FL TW— OV I ERHA NG WOVERHANG —• RAFTER NOTE: SEE TABLES 4.3, 4.5, 5.3 AND 5.4 6' MIN. O'HANG RAFTER NOTE MULTISPAN FREESTANDING LATTICE STRUCTURE g 6L A. COLUMN HT. Pv'Ori�,�,•G � \ �'v 3'X 8'X 12 GA. STEELBEAM � FOR BEAM WRAP DETAIL, SEE SHEET 97LT03, * G DETAIL 'L23'. OPT. 3 1/2' CONC. SLAB ---e �0• FOR FOOTING SIZE SEE SCHEDULE Z p1 qp/�00 Tt `y 'd 2" X 6 1/2" OR 3" X 8"--� ' ALUM. RAFTERS 0 24" O.C. LATTICE: ' 0.018" x 1 1/2- x 1 1/2- MAX. O'HANG 25X OF 0 3" O.C. 2 "x 2" 0 MINIMUM OR 14" O.C. MIN. COLUMN SPACING < SEE SCHEDULE FOR COLUMNS. ALL COLUMNS TO BE INSTALLED VERTICALLY. OPT. 3 1/2' CONC MAY HAVE MORE THAN SLAB 2 COLUMNS. PTIONAL 3 1/2' CONCRETE SLAB. d' SINGLE SPAN FREEST -LynCEE FREESTANDING STRUCTURE ATTACHED STRUCTURE TRIBUTARY WIDTH (TW) DIAGRAM el Q�iJ�ESS ` TW T <t 4 o NO 6 0 61y- E GIN E STAMP DATE RAFTER SPAN 1R SPAN) OR MORE SPANS —1'X 61/2' OR 3'X8'ALUM. yRAFTERS • 24' O.C. s A, % PLACE 1- 1/2' OX 6' STL BAR AS SHOWN SEE SCHEDULE FOR FOOTING SIZE. REVISION DATE OF CLEAR SPAN. RAFTER .NOTE r'l . I REVISION �IV2/8/2000 Engineering Services 1140 All Pro Drive SHEET Elkhart, IN 46514 ICBO ES EVALUATION REPORT NO. ER -2621P DRAVANG OR E STRUCTURAL CONFIGURATIONS NAM97SCO2 2 OF 2 e THIS PAGE LEFT INTENTIONALLY BLANK AmeAWnaz �aM 1140 ALL PRO DRIVE ELKHART, IN 4.6514 ICBG ES EVALUATION REPORT ER -2621 P BLANK PAGE DATE: 2/8/2000 MAR 0 3 201 tAF 1.0 ROOF PANEL SPANS AND 312' x 12"ROOF PANEL DESIGN SPAN FOR PATIO STRUCTURES LIVE PANEL IT HEIGHT 70 90 OVER -OAD Y PM (IN) MPH MPH 1 HANG 10 0.018 16-r 16' 2' T-10' 0.0149 0.024 18'4" 193' V -r 0.018 0.032 20'4" 274• 9'4• 0.01491 0.036 21'-' 21'4' 9-10' 20 0.018 11'•11' 11'-11' 44' 0.0149 0.024 137-8' 1744 64' 0.0120 0.032 15-11. 15-11' T4' 0.0149 0.036 ir4r 1T4' T-10' 25 0.018 174" IIr-r S -r 0.0149 0.024 1r3' 1r3• 5-11- 0.0120 0.032 14'4' 14'-4• T4" 0.0149 0.036 134' 15!4' T3' 30 0.018 9'-10' 9'-10' 4'4" 0.032 0.024 11'3' 113• SS 0.036 0.032 13'-1' 13'-1' 64" 0.018 0.036 14'4' 1,C4r SAW 40 0.018 8'-r a' -r 4'-1• 0.024 0.024 9'-10' V-10' 4'4- o.o32 0.032 11'S 11'-5' 5'4' 0.036 0.036 173' IZ-r. s-11- 60 0.018 T-1' T-1' 3'-4• 0.020 0.024 8'-1' V-1' 3'-10- 0.024 0.032 9 S 9'-- 4'4' 0.032 0.036 17-1' 17-1' 4'-10' TABLE 1.1 212' x 18' STRUCTURAL PANEL FOR PATIO COVERS LIVE PANELI IT HEIGHT LOAD Y I 70 90 OVER (PSF) (IN) MPH MPHI HANG 10 0.018 174' 11'-11• 54' 20 0.018 r-17' r-10' 4'3' 25 0.018 V -(r -0" TAT 30 0.018 T-4" ]-44" 3'4'0.018 20 0.0149 6'S S 3'-0" 60 0.018 14-10' 4'-10' 7S TABLE 1.2 212SA2* STEEL PANEL DESIGN SPANS FOR PATIO STRUCTURES LIVE PANEL IT HEIGHT 70 90 OVER LOAD Y PPSF) (IN) MPH MPH HANG 10 0.0120 14'4' 14'46' S-1" 20 0.0149 16'-r 16-2" s-" 20 0.0120 8'-4• B-4 4•4" 13'-2" 0.01491 11'4• 11'4• 4'-4' 25 0.0120 6'4•3'-4'4r 174' 3'-4' 20 0.0149 17.6' 174' f -W 3o 0.0120 5-r 5-r 74" 9'S 0.0149 r -r 9'-r 3'4' 40 0.0120 f -r 4'3' r-1' 14'3• 0.0149 8"-4' 8'4" 3'S eo 0.0120 T-10' r -1o" 1'S 9'-10" 0.0149 5-10• S -1o' r-11• OVERHANGS FOR PATIO AND 212' x 6' ROOF PANEL DESIGN SPAN FOR PATIO STRUCTURES LIVE PANEL 17 HEIGHT 70 90 OVER LOAD Y (PSF) (IN) MPH MPH HANG 10 0.018 17-• 13'3' SS 20 0.020 14S 14'-4' 6-11' S4' 0.024 16'3' 18'3• T-17 13'-2" 0.032 ir4r 18'4• r -r 20 0.038 1 1914' 174' V-11' 20 0.018 9'-9' 94• 4'4" 0.018 0.020 10'S 19S 9-0" 9'S 0.024 11'4' 11'4' s4' 25 0.032 14'-1" 14'-1" V-10' 14'3• 0.036 1s-1' 15-1" T-1' 25 0.018 8'4• V -Sr 4'-7` 9'-10" 0.020 9'S 9'S 4'S 30 0.024 17-r 17-r s-1' 94• 0.032 12-4• 12'-8' S-1' 6-4' 0.036 13'-r 13'-7' V -r 30 0.018 T -a" T4' 3'-r 40 0.020 V -V* 8'4' C-1" 9'-10' 0.024 9'-• 9'4' 4'4' 0.03211'-' o.o32 11'4" 11'4' s -r 17-r 0.036 174' 17-W 6-0" 40 0.018 s-10' s-10" 2'4" T-1' 0.020 6-11' 8'-11" 3'3' V-1' I 0.024 8'4' 8'4' for 9'S 0.032 17-r 10'-2" 4'-10' 0.036 0.036 17-11. 17-11' S3' 60 0.018 4'-1' 4'-1' 1'-10' LIVE 0.020 6'3' 6.3' r -r OVER 0.024 r -w T-0' 3'4' MPH 0.032 a'-" 8'-" C-( 11'-4' 0.036 9'-0' 9'-0" 43' 212' x 12"ROOF PANEL DESIGN SPAN FOR PATIO STRUCTURES LIVE PANEL 17 HEIGHT 70 90 OVER LOAD Y PS l9pom- MPH MPH HANE` 10 0.018 174' 174r s -Ur 20 0.024 14'-' 14'-' 6'-r S4' 0.032 iso' 134• 73' 13'-2" 0.036 16-V 16-' T4' 20 0.018 V-11' 8'-11• 4'3- 1641' 0.024 11'4' 11'4' S3' 0.018 0.032 12'-r 1r -r 54' 9'S 0.036 13'-1' 13'-1" V -V 25 0.018 V4r V -W T-17 14'3• 0.024 19S 17S 4'-1C' 15-3' 0.032 11'4' 11'4' s-' 9'-10" 0.036 17-2- 12'-2r- 54' 30 OA1a T-4' T-4' 3.4- 94• 0.024 9'4' 9'4' 4'-r 6-4' 0.032 17-11. 17-11" 5'4' 14'-0' 0.036 11'4' 11'4" 93' 40 0.018 6'-• 6'S T4r 9'-10' 0.024 V4' 8'4• C -(r 0.03211'-' 0.032 9'4• 94' C -r 17-r 0.036 1 10'4" 174' 44r 6o 0.018 s4' S-4' 7d T-1' 0.024 V-10' 6'-10' 3'3' V-1' I 0.032 T-10' T-10' 74r 9'S 0.036 8'3" 8'S 3'-11' TAELG 1.0 COMMERCIAL STRUCTURES 312" x 1r PANEL ALLOW. DESIGN SPAN FOR COMMERCIAL STRUCTURES LIVE PANEL IMP. III EXPOSURE C MAX LOAD Y 17o/sol 70 l9pom- OVER (PSF)(IN) (IN) MPH MPH M HANG MAXF" ROOF HEIGHT IV 20 0.018 11'-11' IV -11' - 11%6' S4' 17-r 0.024 17-W 13'-8" 13'-2" 6'S 25 0.032 15-11' 15-11" 15'4" T4' 0.036 0.036 1641' 16'-11' 16-7' T4" 25 0.018 174' 10'4" 174' s-2' 9'S 0.024 173' 173- 12'3" s-11" 40 0.032 14'3" 14'3• 14'3• 6-11' 0.036 I is -3• 15-3' 1s3' T3' 30 0.018 9'-10" 9'-10' YAW 4'4' a'4' 0.024 113" 11'3" 11'3" SS 94• 0.032 13'-1• 13'-1" 13'-1' 6-4' 11'4" 0.036 14'-0' IN -W 14'-0' 6-9' 40 0.01E 8'-r a' -r a' -r 4'-1' 0.020 0.024 9'-10' 7-10" 9'-10' 4'4' a'4" 0.03211'-' 8'4- 11'S 11'S 54" 17-r 0.036 12'-2* 12'-T` 12--2" 9-11' 60 0.018 T4- T-1' T-1' 3'-P 0.024 1 8'-1• V-1' I V-1' 3'-10' 0.024 0.032 9'S 9S 9'4* 4'4" 8'-' 0.036 17-1' 17-1' 17-1" 4'-10' TABLE 1.6 212" x tr STEEL PANEL ALLOW. SPAN FOR COIIIIYERCIAL STRUCTURES LIVE P EXP. B EXPOSURE C MAC MUVEPANEL Y 7090 70 90 OVER (PSF) (IN) MPH A- MPH HANG MAXP" ROOF HEIGHT 18' 20 0.0120 8'4' 8'4' 8'4' 4'4' 17-r 0.0149 1r-1' 17-1' 17-1' 4•4" 25 0.0120 T-1' T-1" T-1' c -(r 0.036 0.0149 17-11' 17-11" 17-11" C -(r 30 0.0120 V -(r V-tr V -(r 74" 9'S 0.0149 17-0' IV -Cr. 174' T-ir 40 0.0120 4'-r 4'-r 4'-r r-1' .8'4' 13'-r 8'-4' 8'-4' 3 'S E:.2.01491 0.0120 T -r T-2" 3'-r 1'S a'4' 0.0149 V -r V -T` V -r r-11- tr_1=:! kpil TABLE 1.8 212' X W ROOF PNL ALLOW. SPAN FOR COMIYERCIAL STRUCTURE: LIVE P XP: B EXPOSURECI MAX 70 90 LOAD70190 1IMPH (PSF) OVER (PSF) MPH MPH MUMA ROOF HEIGHT 1a' 20 0.018 74" 9'41" 9'-r 8'-11" 0.020 17-' 17-' 17-r 0.024 0.024 11'4' 11'4' 11'4' 0.032 14'-1' 14'-1" 13'-10' s4• 0.036 IVA" 15'-1' 14'-11' 25 0.018 8'4' 8'4' 8'4" 8'4" 0.020 9'S 9'S 9'S 174' 0.024 17-r 17-r 17-r 0.= 0.032 12'4- 12'4• 12-4" 0.036 13'-r 13'-T I 13'-r 30 0.018 T4' T4" T4' T4' 0.020 a'4' 8'4' 8'4' 9'4• 0.024 9'4" 94• 9'4' 17-10' 0.032 11'4- 11'4" 11'4" 0.036 0.036 IT -W, 12'4" 12'-W 40 0.018 s -1o• s -1o" S -1o' T -Cr 0.020 6-11" 6'-11' 6-11" 8'4' 0.024 a'4" 8'4' 8'4- 914" 0.032 10'-2" 17-r 17-r 1(T-0' 0.036 10'-11" 17-11' 10'-11' 60 0.018 4'-1" 4'-1' 4'-1- 0.020 4'-9" 4'-" 4'-9' 33' 0.024 6'S 6-- 6'S T-10• 0.032 8'-' 8'-s• 8'-' a'3' 0.036 W -W W -W 74r TABLE 1.9 ALT. 212' x 12' PANEL ALLOW. SPAN FOR PATIO STRUCTURES LIVE PANEL IT HEIGHT 7090 OVER LOAD Y PS MPH MPH HANG 10 0.018 11'-4' 11'-1" 5.4" 0.024 14'-8" 14'-8" 6'4' 0.030 15'4• 154' T -r 0.038 16'-11' 16'-11' T4' 20 0.018 V -r 8'-r 3'-11' 0.024 11'-0' 11'-0" s3' 0.030 12'-r 12'-r s'4' 0.038 13'4• 174" 6'-r 25 Ems TS TS 3.4' 0.024 9-10' 9'-10' 4'4" 0.030 11'4" 11'4' 5*3- 0.038 12--r 12'-r 64- 30 0.018 6.4' 64' 3'-r 0.024 V-1• 7-1" 44' 0.030 11'40" 11'-W 5'-0' 0.038 11'-10' 11'-10' 5'-4• 40 0.018 5-11" s-11' 2'4' 0.024 T-11' T-11" 3'4' o.o3o 9'-r r -r 4.4' 0.038 1 17-10' 17-10' 4'-1(' 60 0.018 4'41' 4'-11' 73" 1 0.024 6'4' 64" 3'-1" 0.030 T-11' T-11' 3'4' 0.038 W -Cr 94r 4'3' TABLE 1.10 2 12' x 1r ROOF PNL ALLOWABLE SPAN FOR COMMERCIAL STRUCTURES LIVE P EXP. B EXPOSURE C MAX 70190 70 1 90 LOAD Y OVER (PSF) (IN) MPH MPM MPH HANG MUS" ROOF HEIGHT IV 20 0.018 8'-11" 8'-11' 8'-r r-1' 94r 0.024 11'4' 11.4" 11'-r s -r o.o32 1r-7, 1 r -r 1 r -r s4• 0.036 13'-1' 13'-1" 13'-1' S-11• 25 0.018 W -W 8'4" V4)' 3.4" 0.024 174' 10'-4" 171' 4'-17 0.= 11'4' 11'4" 11'4• s4' 0.036 12'-r 12'2" 17-r s4' 30 0.018 T4' T-4• T4' 3'4' 0.024 9'4• 9'4• W -W 4'-7' 0.032 17-10' 17-10- 17-10' 5'4' 0.036 11'S 11'S 11'S S -r 40 0.018 6'-• 6'S 6'S T -Cr 0.024 V4" 8'4" 8'4' 3'-11' 0.032 9'4' 914" 9S 4'4' 0.036 1(T-0' IV -W 174' 4.4' 60 0.018 94' 5-4" s-4" r-" 0.024 VAT 6'-10" 6'-10" 33' 0.032 T-10' T-10" T-10• 3.4' 0.036 8'3' a'3' S3" 3'-11' TABLE 1.11 ALT. 212' x 12"ROOF PNL ALLOW. SPAN FOR COMMERCIAL STRUCTURES LIVE PANELEXP. 8 EXPOSURE C MAX 1 70190 70 1 90 LOAD Y I OVER (PSF) (IN) MPH 1 MPH MPH HANG MAXIMUM ROOF HEIGHT IV 20 0.018 a'-2' 8'-r T-11• 3.4' 94r 0.024 17-11" 17-11" 17-r s-1' 0.032 12-.6" 12'4" 174' S4' 0.038 13'4' 13'4" 13'4" 6'-r 25 0.01E T-4" r4* T-4' 3'4' 0.024 9-10' 9'-10" 9-10' 4'4' 0.032 11'4- 11'4" 11'4' 5!3' 0.038 17-r 17-r 12'-r S-' 30 0.018 6'4" 6'-r 64' 7-2' 0.024 W -W 9'4' 94' 4'-4' 0.032 11'-W 11'-W 11'-0' S'4' 0.038.11-40- 11'40• 11'-10' s-4' 40 0.018 s-11' s-11' s-11" 74' 0.024 T-11' T-11" T-11" 3'-r 0.032 9'-r 9'-r 9'-r 4'4' 0.038 174' I 174' 17-9' 4'-10' 60 0.018 C-11' 4'-11" 4'-11" r3' 0.024 64• 6'4' 6'S 3'-1' o.o32 T-11" T-11• T-11' 3'-9' 0.038 9'4" 7 -Cr W4r 4'3' PANEL TO PANEL FASTENING PANEL Y (IN) #10 SMS FASTENER SPACING WIND LOAD PATIOIEXP B EXPOSURE C 70 1 90 70 90 0.018 8' S 4-w Z-11- 0.024 11' 646' S -G 3-11" 0.032 14 s-• IY-W 6-2" 0.036 14 6'-8" 8!-T 6-2" 0.042 14 5$" 94r 6-2" TABLE 1.13 2.25III 4-6.00` OA 2 1/2" x 6" ROOF PANEL 2.464' .I I-12.00"--�I © 2 1/2" X 12" ROOF PANEL 2.10" L F -=18.00" -I © 2 1/2" X 18" ROOF PANEL 3.500" t� . OD 3 1/2" x 12" ROOF PANEL y375" n 122100" ALTERNATE 2 1/2" x 12" ROOF PANEL 2000 Amerimax BUQ DM PRODUM, INC 1 140 ALL PRO DRIVE ELKHART, IN 46514 2-0 FREESTANDING AND ATTAC14FD PATIO sTRucTURFc LIVE TRIB MAX COLUMN SPACING FOR 3- CLOVERLEAF STEEL HEADER 6' ROLLFORA'ED C BEAM /0' ROLLFORMED C BEAM 4.1 BEAM Y 1 BEAM 6 1 W ROLLFORMED HEADER ALAwAN EXT. HEADER S 1? EXTRUDED HEADER TRIB LOAD WIDTH ATTACHED PATIO ON SLAB WIDTH MAX. CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAK CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MIXM:A FOOTER SIZE 39 32 115640 ALL COLUMN FREE ATTACHED COLUMN FREE ATTACHED COUMN FREE TTACHED COLUMN FREE ATTACHED COLUM FREE ATTACHED COLUMN FREE ATTACHED COLUIN FREE ATTACHED COLUMNTTACHED COLUMN A' 01HERS SPACING FM FIR MIL SPACING FTR FTR AM SPACING FTR FTR PAR SPACING FTR FTR MIK SPACING FTR FTR MRN. SPACING FTR FTR MK SPACMIG FTR FTR MIN. SPACINGFTR MMI. MAX. COL LNGTH ON '� V COL V -? COL. V V COL V V COL. V V COL V V COL. V V COL V COL. C� 10'F SLAB TYPE TYPE M TYPE TYPE TYPE TYPE TYPE IN) TYPE 70 MPH WINDSPEED IV OR LESS 70 MPH WINDSPEED IV OR LESS 10 1 - 13'4' IT 173" 22 18 A 4' S 133 10'11" 13'-T' 11'-4" 21 19 B 28'4" • 25 25 C 34'40" 28 26 D S * 11'-0" 9-T 11'4" 1114" 21 20 B 26'4' 26 26 D 37-0" 77 27 D IT T 9S T-9' 93 IV -2" 21 20. C 26'4" 27 27 D 383" 30 30 E 25'-4' 27 27 D 30'-4" 28 28 E T 8' C-3" V-10" 644 94" 21 21 C 25'3 28 28 D 344" J1 31 E 243' 28 28 D 29'-0" 29 29 E V 9 T-4" 6-1" T3" 9-" 21 21 C 24'3 29 29 E 33'-' 32 32 E 234" 28 28 E ZT-11' 30 30 E 9 111 6-7" 6-F 6'-9" 9-0" 22 22 C 2T -Er 29 29 E 373" 33 33 E 274r 29 29 E 28'-11' 31 31 E IV 11' 64" 4'-11' V-7 .8'49" 22 22 C 21•-11" 30 30 E 31'-7' 34 34 E 21'49' 30 30 E 29-1" 32 32 E 11• 17 5'4" 4'4" 54" 8'4" 22 22 C 211-0" 30 30 E 374" 34 34 E 21'-7 30 30 E 25-4" 32 32 E 17 IV 6-1" S-7 211-2' 31 31 E 29'-6" 35 35 E 2V -T 31 31 E 24'4" 33 33 E IV 14' for 4'-10" ISPs 31 31 E 28'S 35 35 E 2V-1' 32 32 E 24•-1" 34 34 E 14' 15' 4'4" 18•-9' 31 31 E 2T-8" 38 36 E 194" 32 32 E 23'4' 34 34 E 15' 18' 19-7' 32 32 E 2T-7" 38 36 E' 193' 33 33 E 23'-0" 34 34 E IV IT 1T -T 32 32 E 25'-10" 38 36 E 18'-10' 33 33 E 27-7' 35 35 E 1T I8'IT-I" 33 33 E 25'-1" 37 37 E IV4r 33 33 E 27-7 35 35 E IV 19 18'4' 33 W E 24'S 37 37 E 1&-2- 34 34 E 21'0 36 36 E 19 2V 163 33 33 E 23' -td' 37 37 E 20' 21' 15-10" 33 33 E 233" 38 38 E 21- .70 MPH WINDSPEED 17 OR LESS 1 70 MPH WINDSPEED 17 OR LESS 10 If IB -T 13'-8' IT 173" 24 20 A -1" 20 A $- 1" 28 23 158' 25 21 B 4' S 13'3" 10'11" 13'-7" 11'-4' 24 21 B 28'4' 29 28 C 34'-0'• 30 29 D 9-1' 22 19 A 1T-19' 25 24 C 14'4' 24 22 C S 6' 11-0". 9-1" 11'-4" 1114" 23 21 B 29-W 29 29 D 37-0" 31 31 D 8'-1" 22 20 A 163 25 25 C /7-10" 24 22 C 6' T 9S T4" 94" 10-7 22 22 C 23'-7' 31 29 D 34'-T 34 33 E 25'x" . 30 30 D 30'4" 32 32 E T-4" 21 20 A 15-1' 25 25 C 11'-10" 23 23 C T 8' 8'3 V-10' 8• S 9-9" 23 23 C 27-1' 31 30 D 37-4" 34 34 E 243 31 31 D 29-0' 33 33 E V-11' 21 20 B 14'-1" 26 26 C 11'-0" 23 23 C 9 V T-4" 6'-1" T4" 9-4" 24 24 C 20'-10" 30 30 D 30'$" 35 35 E 23'-4" 32 32 E 2T-11' 33 33 E V-7" 22 20 B 173' 26 26 C 10'-4' 24 24 C 9 IV V -T SS 6'-9' 9-0' 24 24 C 199" 31 31 D 26-11' 35 35 E 274r 32 32 E 26-11' 34 34 E V-01 22 21 B 17-7' 27 27 C 9-9' 24 24 C 111 II' 6•-0•' 4'-11' 9-7 8'$ 24 24 C W-10" 31 31 D 2T-7" 36 38 E 21'4" 34 .34 E 28'-1" 35 35 E 11' 17 54" . 4'4" Q4" 8'4" 25 25 C IV -T 32 32 E 26'S 36 36 E 21'-2' 35 35 E 25-4" 36 38 E 17 IT. S-1" 6-2" 1T-4" 33 33 E 25-4' 37 37 E 2D' -T 34 34 E 24'3" 36 BB E IT I4' 4 9 4'-10" 1g -W 33 33 E 24'S 37 37 E 2V-1'. 35 35 E 23'-10' 37 37 E 14' 15 4'4" 18'-1' 34 34 E 23'-T 38 38 E 19$' 36 36 E 23'-1' 38 38 E 16 IV 1S-7- 34 34 E 27-111' 38 38 E ISP -7' 36 36 E 22'-4" 38 38 E IV IT : 15-1' 34 34 E 27-7' 39 39 E. 16'-7" 36 36 E 21'S 38 36 E IT IV • 14'-8" 34 34 E 21'4" 39 39 E 18'-I" 37 37 E 21'-0" 39 39 E 18' ISP 14'4" 35 35 E 211-11" 39 39 E IT -7" 37 37 E 2114" 39 39 E ISP 27. 13'-11" 35 35 E 2VS 40 40 E 211 21' 1 1 1 1 1 iv -r 35 35 E 19-11" 40 40 E 21' 90 MPH WINDSPEED 1 V OR LESS ' 90 MPH WINDSPEED IV OR LESS 10 4 16'-7- 13'4" IT 173 25 20 A q• 5 IT -Y .11111" 13'-T' 11'-4" 25 21 B 28'4" 31 29 C 34'-O" 32 30 D S 6'' IV -0" 9-1" 11'-4" IU -W 24 22 B 29-8" 30 30 D 37-0'• 32 32' D V T SPS• T -W SP4" 111-7 24 23 C 27-7 30 30 D 3748" 34 34 E '264" 31 31 D 311-4' 33 33 E T 8' 8'3 6'-10" 8'4" 9-9" 24 24 C 211-9" 30 30 D 3VS 35 35 E 24'3 32 32 D 2SP-U" 34 34 E g 9 T4" V-1" T4" 94" 25 25 C' 19-T 31 31 D 28'4" 35 35 E 23'-4" 33 33 E 2T-11" 35 35 E 9 1V g -T 5`S g9• 9-0" 25 25 C 18'3" 32 32 D 2T-7' 36 36 E 274" 34 34 E 26S 36 36 E 1V :..11' 6'-0" 4'-11' T-7' 8'-9' 25 25 C 1T -W 32 32 D 25-11" 37 37 E 21'-' 34 34 E 263" 37 37 E 11' I7 5!4" 4'4" S4" 8'4" 28 26 C 16-11' 33 33 D 24'-10' 37 37 E 2V -W 35 35 E 24'-7 37 37 E 17 IT 6-1" . . 5'-7 163' 33 33 E 23'-10" 38 38 E 19-11' 35 35 E 23'-7' 38 38 E IT IN 4'-9" 4'-10" 15W 34 34 E 27-14" 38 38 E 19-7 36 36 E 27-4" 38 38 E 14' IS! 4'S 16-2' 34 34 E 27-7' 39 39 E 18'4r 36 36 E 21'-7" 38 38 E 15' IIT 14'4" 34 34 E 21'-8" 39 39 E 1T-11" 37 37 E 211-11" 39 39 E IV 1T 14'3' 35 35 E 211-10" 39 39 E ITS 37 37 E 2V3 39 39 E IT 1 B' 13'-1 V' 35 35 E 20'3" 40 40 E 18•-11' 37 37 E 19-8" 39 39 E 18• 19 IT -5" 36 36 E 193" 40 40 E 194" 38 38 E 19-7 40 40 E 19, 211 13'-1" 36 36 E 19-7 41 41 E 20' 21' 1749" 37 37 E 18'4r 41 41 E 21' 90 MPH WINDSPEED 17 OR LESS 90 MPH WINDSPEED 17 OR LESS 10 4' 19-7 3'4" 1T 173' 27 23 A 17-1" 27 23 A 18'4" 30 26 C 15-I' 28 21 B 4• S 13'3 1V1I' IT -T' 11'4" 26 24 B 2T4r 32 32 C 37-0" 33 33 D 9-1" 25 22 A 16-7' 29 27 C 13!4" 27 22 B S g 11'-0" SP -I" 11'4" 1V -W 28 25 B 25•-1" 33 33 D 293 35 35 D 8'-1" 25 23 A 15-1" 28 28 C 174' 27 22 C 6' T SPS T-0" 94" 1U-7 26 26 C ISP -I" 32 32 D 28'4" 36 36 E 23'3' 34 34 D 2T-1" 36 36 D T4" 23 23 A 14'-0" 28 28 C IVS" 26 23 C T 8' B'3' 6'-10" 8'4" 94" 28 26 C 1T-111' 32 32 D 2B'-7 37 37 E 21'-9"- 34 34 D 25-4" 36 36 D V-11" 23 23 8 13'-1' 29 29 C 1114' 26 23 C 6' 9 T-4" V-1" T4" 9.4" 27 27 C 16-1D" 33 33 D 24'-" 37 37 E 2V4r 35 35 D 23•-10" 37 37 E 6-7" 25 24 B 174' 30 30 C 111-1' 26 24 C 9 1V V-7' SS 6'-9" 9-0" 27 27 C 15-11" 33 33 D 2T -S" 38 38 E I9S 36 38 D 274" 38 38 E 9-T 25 24 C 1V II' 6'-0" 4'-11' V-7 8'-9" 28 28 C 163 34 34 D 274" 39 39 E IV4r 38 38 D 21'-T' 38 38 E 11' 17 54" 4'4" 5'4" 8'S 29 29 C 14•-7- 35 35 D 21'4" 39 39 E 1T4r 37 37 E 2V4" 39 39 E 17 IT 6-1" V-7 14'-0" 35 35 D 2114" 40 40 E 1T -U' 37 37 E 19-10" 39 39 E 13' 14' 4'-9" 4'-10' 13'4' 38 38 D 194" 40 40 E 19-5" 38 38 E 19-1" 40 40 E 14' 15! 4.4" 13'-0" 36 38 D ISP -1" 41 41 E 15-10' 38 38 E 16'-8" 41 41 E 1S 16 17-7' 36 38 E IV-&' 42 42 E 15-4" 39 39 E 1T-11" 41 41 E IV IT 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 10-11" 42 42 E 14'4' 40 40 E 19-10" 42 42 E 18• ISP 111-T 38 38 E 1g4" 43 43 E 14-1 41 41 E 18'S 43 43 E 19 27 1113" 37 37 E 18'-7 43 43 E 1 20' 21' 1 1 1 1 111-0' 38 1 38 E I 15'-9" 43 1 43 1 E I 1 21- 20 4' 6'4" T-7 8'-111• 99' 25 21 C 8'4" 23 16 A 14'3 28 24 C II' -7 26 19 C 4' S 6'-11" 5*4" T-1" 9-0" 25 22 C 274" 31 30 E 29-11' 32 31 E SSP' 22 16 B 17-9" 27 25 C IV -0' 25 19 C S 6' S3• X4r 5-11" 8'4' 25 23 C 211-11' 31 31 E 25-4" 33 33 E SS 22 17 B 114" 28 25 C 9-1" 25 21 C 8' T C-11" S -I" 6-1' 25 24 C ISP -1" 32 32 E 2947* 38 38 E 174' 32 32 E 234" 34 34 E 6-1' 23 18 B SP -11" 25 25 C 94" 25 21 C T g T4" 24 24 C 1T-10" 32 32 E 28'-7 37 37 E 18'-1' 33 33 E 21'-11" 35 35 E 4'S 23 18 B 94" 25 25 C T-10" 23 21 C V V TS 25 25 C 16' -IV' 33 33 E 24'-8" 37 37 E 1T-1' 34 34 E 2V-" 36 36 E g IV T-7 26 28 C 16-11" 33 33 E 2TS 38 38 E 16'-7 35 35 E 19-" 37 37 E lop 11' g-11' 28 28 C 15'3 34 34 E 77-4" 39 39 E 15!S 36 36 E 16-9" 38 38 E 11' 17 8'-W 27 27 C 'W-7- 35 35 E 21'-4" 39 39 E 14'-9" 36 38 E 1T-17" 39 39 E 17 IT 14'-0" 35 35 E 211-8' 40 40 E 14'-7 37 37 E IT3 38 39 E IT 14' 13.4' 36 36 E I SP -B' 40 40 E 13'4" 37 37 E 16•-7' 40 40 E 14' 16 13'-0' 38 36 E ISP -1' 41 41 E 13'-7 38 38 E IV -(r 41 41 E 1S I8 I I7 -T 1 38 38 E 18•4' 42 42 F 17-9' 39 39 E 15-6 1 42 42 E IV 25 t T-0" 5•-9• r-219 25 20 C 54" 22 1 17 9" 27 23 C 4' 6 S -T 4'-T' S-9" 8•-4" 25 22 C 211-T 30 29 E 25.0" 32 31 E S-7 22 16 B IIW 28 24 C 5 8' 4'8" r -W T -1V' 23 22 C IW -V` 30 30 E 27.8" 32 32 E 6-1" 22 16 C 9-4" 25 24 C g T T4" 23 23 C 19-1" 32 32 E W-9' 35 35 E 1T4' 31 31 E 21'-1" 33 33 E T 8• T-7 24 24 C 1T-111' 32 32 E 25-T 36 36 E 16'3 32 32 E 19-9' 34 34 E g 9 9-10' 25 24 C 16-10" 33 33 E 24'-T 37 37 E 16-41 33 33 E 18'-T 35 35 E V 1V 6'4" 25 25 D 15-11" 33 33 E 23'S 38 38 F 14'4' 34 34 E 1T$ 38 36 E 111 IV 6'S 26 26 D 15!3 34 34 E 27-4" 39 39 F 13'-10^ 34 34 E WAIT 37 37 E 1I• 17 6'3 27 27 D 14•-T 35 35 E21'-4" 39 39 F 13'3' 35 3r E 19-1' 38 38 E 17 IT 14'-0'35 35 E 211$ 40 40 F 17-0'36 36 E 164" 39 39 E 13' 14' 17-61 36 36 E 17-V 40 40 F 173'37 37 E 14'-I1" 39 39 E I4' 15 IT -(r 38 36 E 19-1' 41 41 F WAY` Y` 37 37 E 14'S 40 40 E 16 EQUIVALENT FOOTERS V COFF NONCON- SiRAINED STRAINED 16 16 19 20 20 22 21 23 22 24 23 26 24 27 25 29 25 31 27 33 28 35 29 36 30 38 31 39 32 40 33 41 34 43 35 44 36 46 37 47 35 46 TABLE 2.2 THIS TABLE MAY BE USED WITH COMMERCIAL, PATI) OR LATTICE STRUCTURES olmd" 1140 ALL PRO DRIVE ELKHARI IN 46514 ICBG ES EVALUATION REPORT ER -26 HEADER SPANS. COLUMN SPACING. FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED PATIO STRUCTURES SHEET 2 OF 8 DATE: 218/2 A FRFFATAAIDING AND ATTACHFD PAT1n STpi irn IRFC LVE TRIS MAX COLUMN SPACM r SQUARE STEEL HEADER r ROLLWRMED C BEAM 10-' ROL.IFORMED C SEMI 6' IBBAM 7-1 BEAM S 1!t' ROLLFORMIED HEADER :ALASKAN EXTRUDED HEADER 5 1? EXTRUDED HEADER TRIS )AD WIDTH FOR ATTACHED PATI) WIDTH MAX CONS. FOOTER SIZE MAX CONS. FOOTER SUE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX. CONS. FOOTER SIZE MAX. CONS. FOOTER SIZE MAX CONS. FOOTER SIZE ON SLAB COLUMN FREE ATTACHED COLUMN FREE ATTACHED COLUMN FREE ATTACHED COLUMN FREE ATTACHED COL FREE ATTACHED COLUMJ FREE ATTACHER COLl1MN FREE ATTACHED SPACING PACING SPACIK3 SPACING SPA=SPACING SPAC?q SPACING USM COLLI MN A• ALL FTR FTR . MN. FIR FTR MN FTR FTR LIM FTR FTR MN. MACHECOU1M1 FTR FIR MIN. FTR FTR MIN. FIR FTR MPT. MAX COL LNGTH OTHERS V V COL. V V COL. V V COL. V V COL V V COL. V V COL.VVCOL.W-(r 10--W ONSLAB TYPE TYPE TYPE TYPE TYPE TYPE TYPE 10 4 5-10" 4'-10' 8' 8.3" 25 20 C 5'-7' 22 15 C' 11'3" 28 22 C 9-2" 25 18 C 4- 5 4'-8" 4'-10° T-10' 23 21 C 18'-10" 30 26 E 27 -ICY 31 30 E 4'-10" 22 15 C 95 25 22 C 8'-2" 25 19' C 5 6 TS 23 22 C 17-2* 30 30 E 217-10' 32 32 E 4'3" 22 15 C T-10" 23. 22 C TS" 23 19 C. 9 7 T-0" 23 22 C 18'3' 31 31 E 25-2' 34 34 E 15-11" 31 31 E 1IT-C 32 32 E 9-10• 23 20 C T 8 69 23 23 C 1T3" 32 32 E 24'-1" 36 36 E 14'-1a' 32 32 E 18'-1'. 34 34 E. 8 9 V-6" 25 24 D 18'-10" 33 33 E 23'-1" 37 37 F 14'4" 33 33 E 1r -(r 35 35 E 9 10 6'3" 25 25 D 163" 34 34 E 273" 38 38 F 13'4" 33 33 E 19-r. 35 35 E 1 1a 11 6-0" 28 25 0 15'3' 34 34 E 21'-7" 38 38 F 173' 34 34 E 16-5" 36 36 F 11' 12 5'-10" 26 25 0 163" 35 35 E 21'-0" 39 39 F 177' 35 35 E 14'4" 37 37 F 1T 13 14'-1a' 36 36 E 2a -S' 40 40 F 1113' 36 36 E 14-2" 38 38 F 13' 14 14'3" 37 37 F 19-9" 40 ' 40 F 11'3' 36 38 E IT.8" 38 38 F 14' 10 4 T3" 23 19 C 4'9' 22 14 C 8'-11" 25 20 C W -W 23 17 C 4' 5 T -r 23 21 C 16-4" 29 27 E 19-10' 30 29 E 4'3" 22 15 C T-1" 23 20 C T-2" 23 18 C S 6 8'9' 23 21 C 14'-11' 29 29 E 18'-2" 31 31 E 8'S 23 18 C 8' 7 8'S 23 22 0 18'-r 30 30 E 27-10"' 33 33 F 13'-10" 30 30 E 19-9' 32 32 E T 8 V-1" 23 23 D IT -10' 31 31 E 21'40" 34 34 F 17-11' 31 31 E 163" 33 33 E a 9 5-10" 25 23 D 15'3" 32 32 E 21'-0" 35 35 F 17-2" 31 31 E 14'-10" 33 33 F 9 . 10 513" 25 24 E 14'9' 33 33 F 2a3" 37 37 F 11%r 33 33 E 14'-0" 34 34 F 1a 11 S3' 26 25 E 14'3"34 34 F 193" 37 37 F 11'4" 33 33 F ITS 35 35 F 11' 12 64" 26 25 E 13'-10" 34 34 F 19-1" 38 38 F 1a- 34 34 F 17-10' 35 35 F 17 IO 4 99' 23 18 C 4'-0" 22 13 C g-0' 22 17 C 6-7' 23 16 C 4' 5 8'3" 23 20 D IV -5" 28 27 E 16'3' 30 30 E 5!9' 22 17 D S 6 S-10" 22 20 O 173" 29 29 E 14'-10• 31 .31 F 8' 7 S -r 23 21 E 14'3" 31 31 E 19-11" 35 35 F 111-4' 30 30 E 179' 33 33 F T 8 5'4" 23 22 E 13-10" 32 32 E 19-1" 38 38 F 1a -r . 32 32 F 17-10' 34 34 F 8' 9 5-1" 25 23 E -4 13'" 34 34 E 18'4" 39 39 F 10'-0" 33 33 F 17-2" 36 36 F 9 10 4'-11" 25 22 E 17-10" 34 : 34 E 1r—g' 40 40 F 93" 34 34 F I VS" 35 35 F I IV 1 COLUMN SCHEDULE FOR FREESTANDING COLUMN SCHEDULE MAX L FOR ATTACHED PATIO COL STRUCTURES AND INTERMEDIATE COLUMNS FOR GENERAL METHOD FOR USING THESE TABLES STRUCTURES HGHT MULTISPAN STRUCTURES 1 CHOOSE FREESTANDING OR ATTACHED, COMMERCIAL OR PATIO STRUCTURE COLUN NOTES 2 MOOSE PROJECTION, WIDTH, OVERHANG, WIND LOAD AND LIVE LOAD. R 0.024-x 3 -SQUARE ALUM OOLU.N 11.6' 3 0.032"x 1 1/r SQUARE ALUM 6.4' E e r MAX coumm HEIGHT 3 FIND TRIBUTARY WIDTH FROM TABLE 2.6 AND DRAWINGS ON 87SCO2 OF "STRUCTURAL CONFIGURATIONS'. SCROLL COLUMN F 11'MAX COLUMN LENGTH 4 CHOOSE A PANEL FROM SHEET 1 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 3 0.02r x 3' SQUARE ALUM COLUMN 11'-4• G 17 MAX COLUMN LENGTH 5 CHOOSE A HEADER FROM SHEETS 25 THAT HAS ADEQUATE COLUMN SPACING. 3' CLOVEtLFJIF ALUM. 0.040' 174' _ H 17 MAX COLUMN LENGTH 6 USE THE FOOTER SIZE SHOWN. FLUTED CODUN ALUM 0.082' 174' TABLE 2.4 7 FOR SINGLE SPAN ATTACHED PATIO, USE THE POST SHOWN. r CLOVERLEAF STEEL 0.016• 174' ALL OODUMIS MAY BE REPLACED WITH A STRONGER COLUMN LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. M ' r SQUARE STEEL COLUMN 174' IN MAY BE REPLACED W1 B -J 8 FIND THE OIC SPACING OF WALL CONNECTIONS ON TABLE 6.5. M 3 C SQUARE STEEL OOLUNa 174' V MAY BE REPLACED W/ CJ, ETC. 9 FIND THE NUMBER OF PANEL TO HEADER FASTENERS ON TABLE A OF 97CDO4 DETAIL'AE. 1 5' SQUARE STEEL OOL.UMN 17.0• LI EAR INTERPOLATION FOR ALL CALCULATIONS IS ALLOWED 10 FIND THE APPROPRIATE DETAILS ON 57CDOI TO 97CDOS. 1 I Ir SQUARE STEEL COLUMN 17-0• - HEDULE OF MAX COLUMN SPACING FOOTING SIZE AND COLUMN TYPE FOR PATIO APPLICATIONS IE TRIS 0.030"x 3'x8" HEADER 0.04rx3"xWHEADPR T DOUBLE 0.032*x rx r HEADER AO WIDTH CONS. FOOTER SIZE MAX CONS: FOOTER SUE�AX MCONS. FOOTER SUE COLUMN FREE ATTACHED COL FREE ATTACHED COLUMN N FREE ATTACHED SPACING FTR FTR MIN. SP FTR FTR MIN. SPACM FTR FTR M. V V COL V V COL. V V COL. (IN) TYPE (FT) (UM (IJ) TYPE (IN) TYPE 70 6 BO MPH WNDSPEED LESS THAN 17 4'-0" 17-1" 27 23 A 14'-1' 28 24 B IT -T, 27 23 B 6-0" 1a9' 26 23 B 17-r 27 25 B 11'-10" 26 24 a 6-0" 9-10" 25 24 B 11'4' 26 25 C 1a9' 28 25 B 71-0" VA.. 25 25 B la -r 26 26 c 10'-0" 25 25 C 8'4" Vr 25 25 B 9-11' 26 26 c 93" 26 28 C 9-0" T3" 25 25 6 9-4" 27 27 C 8'-10" 28 28 C 1a-0" 64r 25 25 B 8'-10" 27 27 C 8'4" 27 27 C 4'-0" 8'3" 25 20 B 1a-2" 26 21. c 9-r 25 21 C 6-0" 5-10" 23 20 B 9-1" 25 22 C 8'S 25 22 c B'-0" S3" 22 20 B 93" 25 23 C T-9 23 22 C T-0" 4-10" 23 20 B T3' 23 23 C T3" 23 23 C v -(r 43" 23 21 B 8'9' 23 23 C 8'9' 23 23 C 9-0" 6-(r 25 23 C 94" 25 24 C 1a-0" 5'S 25 24 C 59' 25 24 C 4'-0" 9-11" 23 18 B 9-r 25 21 C 8'-r 25 20 C S-0" 6*4r 22 19 B 8'-2' 25 22 C T3" 23 21 C 94r 4.r 22 19 B T3" 23 22 C T-0" 23 21 C T-0" 93" 23 22 C 8'4" 23 22 C 6.0" SS 23 22 C S9' 23 22 C 9-0' 4'-10" 25 22 C S -r 25 23 C ta-0" 4'-r 25 22 C 4'-0" S-9" 22 17 B 8'4" 25 20 C T-10' 23 19 C S-0" 4-r 22 18 B T4" 23 21 C T-0" 23 20 C &-(r 8'-1" 23 21 C 8'S" 23 21 C T0 63" 23 21 C S -r 23 21 C v -(r 4-r 1 23 1 21 1 c 1 4-10" 23 21 c 4'-0" 4-4" 22 16 B 9-11" 1 23 1 18 C 0-10" 23 18 C 5'-0" 53" 22 19 C 5'-10" 22 18 c 6-0" 4-r 22 19 C 4'-11" 22 19 C 4'-0' 43' 72 18 C 4'-11" 72 18 C t -UK IUPIl.1[G I t IA I N AL A FOLLOW 14 ABOVE 5 CHOOSE A COLUMN LENGTH IF USING COLUMN "A" (8'-0' OR ta3'1 6 FIND THE MAXIMUM COLUMN SPACING ON SLABS FROM TABLE 21 7 CHOOSE A HEADER (TABLE 21 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 -N) 1 9 FOLLOW STEP 8, 9 AND 10 ABOVE TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES CAD 1-I\/Ct.l - ICf`Tl AIM IN A1=IUAMn font IUM 110\ PROJ. OVERHANG (FT) (FT) 0 1 2 3 4 5 6 7 6 6 3 4 4 5 WA WA WA WA WA 7 4 4 5 5 WA WA .WA WA WA 8 4 5 5 8 8 WA WA WA WA 9 5 5 6 6 7 WA WA WA WA 10 5 6 6 7 7 8 N/A NIA N/A 11 6 6 7 7 8 8 WA WA WA 12 6 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 16 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 1s 18 24 12 13 13 14 14 15 1s 18 18 25 13 13 14 14 15 15 18 18 17 28 13 14 14 15 15' 18 16 17 17 27 14 14 15 15 18 18 17 17 18 28 14 15 15 16 16 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 16 18 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 20 21 21 22 38 18 19 19 20 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 20 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 a2 - 2t 22 22 23 2q 24 24 25 25 THIS TABLE MAY BE USED FOR COMMERCIAL, PATIO OR LATTICE STRUCTURES W Ameri�naz gIIW/L�V �uRr 1140 ALL PRO DTIV ELKHART IN 46514 ICBO ES EVALUATION REPORT ER -2621P HEADER SPANS. COLUMN SPACING. FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AMD ATTACHED PATIO STRUCTURES SNEET 3 OF B DATE: 2/8/2000 0 1. - t -UK IUPIl.1[G I t IA I N AL A FOLLOW 14 ABOVE 5 CHOOSE A COLUMN LENGTH IF USING COLUMN "A" (8'-0' OR ta3'1 6 FIND THE MAXIMUM COLUMN SPACING ON SLABS FROM TABLE 21 7 CHOOSE A HEADER (TABLE 21 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 -N) 1 9 FOLLOW STEP 8, 9 AND 10 ABOVE TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES CAD 1-I\/Ct.l - ICf`Tl AIM IN A1=IUAMn font IUM 110\ PROJ. OVERHANG (FT) (FT) 0 1 2 3 4 5 6 7 6 6 3 4 4 5 WA WA WA WA WA 7 4 4 5 5 WA WA .WA WA WA 8 4 5 5 8 8 WA WA WA WA 9 5 5 6 6 7 WA WA WA WA 10 5 6 6 7 7 8 N/A NIA N/A 11 6 6 7 7 8 8 WA WA WA 12 6 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 16 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 1s 18 24 12 13 13 14 14 15 1s 18 18 25 13 13 14 14 15 15 18 18 17 28 13 14 14 15 15' 18 16 17 17 27 14 14 15 15 18 18 17 17 18 28 14 15 15 16 16 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 16 18 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 20 21 21 22 38 18 19 19 20 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 20 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 a2 - 2t 22 22 23 2q 24 24 25 25 THIS TABLE MAY BE USED FOR COMMERCIAL, PATIO OR LATTICE STRUCTURES W Ameri�naz gIIW/L�V �uRr 1140 ALL PRO DTIV ELKHART IN 46514 ICBO ES EVALUATION REPORT ER -2621P HEADER SPANS. COLUMN SPACING. FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AMD ATTACHED PATIO STRUCTURES SNEET 3 OF B DATE: 2/8/2000 0 1. - THIS TABLE MAY BE USED FOR COMMERCIAL, PATIO OR LATTICE STRUCTURES W Ameri�naz gIIW/L�V �uRr 1140 ALL PRO DTIV ELKHART IN 46514 ICBO ES EVALUATION REPORT ER -2621P HEADER SPANS. COLUMN SPACING. FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AMD ATTACHED PATIO STRUCTURES SNEET 3 OF B DATE: 2/8/2000 0 1. - 3.0 FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES LIVE LOAD PS TRIO WIDTH b' 1 BEAM 7' 1 BEAM 1 O' 1 BEAM LIVE LOAD P TRIO WIDTH 3' CLOVERLEAF STEEL HEADER B' STEEL C wrAM 10' BTEEL C BEAM TRIO WIDTH MAIL COLUMNEFOOTnSt-tr(IN) SPACINGFTR CONS. FOOTER SIZE MAX CONS. FOOTER SIE MAX COLUMN SPACING CONS. FOOTER SIZE COLUMNEESTANDING SPACINGOTER MAXpwr ONS. FOOTER SFg MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE DING ATT COLUMN FREESTANDING ATT FREESTANDING A7T 28 ATT COLUMN FREESTANDING ATT COLUMN FREESTANDING ATT 34 "d" IN SPACING FOOTER "d FTR Nr IN FOOTER -T I FTR "d' -(r I FTR 'Q' N SPACING FOOTER' d IN FTR "d" 1 SPACING FOOTER WIN FM W IN GHTS 5 18 COLUMN HEIGHTS 8T" 11' 15 18 COLUMN HEIGHTS 87" 11' 15 18 UMN HE _,,HTS 11' 1S 18' COLUMN HEIGHTS 87" 1T 15 18' COLUMN HEIGHTS 6T 1T 1S 18 70 MPH FAPU.SURF FS 7n VPH FYP(IQI NOF R 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' 23 S 275" 26 27 29 31 26 26-11" 27 28 31 32 27 37'-11" 30 31 33 35 30 5 V-11" 20 22 24 25 19 23'-5" 26 27 29 31 26 32'-3" 29 30 32 34 29 S 26 6' 20'-11" 28 28 29 30 28 25'-4" 28 28 30 31 28 35-9" 32 32 33 34 32 - 6 V-2" 20 22 24 25 20 22'-0" 27 27 29 30 27 30'41" 30 30 32 33 30 6 25 T 19-4" 27 27 28 29 27 23'-6" 29 29 29 31 29 33'-3" 33 33 33 34 33 20 T T-0" 20 21 22 23 20 20'-11" 28 28 29 30 28 28'-10" 31 31 31 33 31 T 27 6 18'-1" 28 28 28 29 28 21'-11" 30 30 30 30 30 31'-1" 34 34 34 34 34 8' T40" 21 21 22 23 21 217-0" 29 29 29 29 29 2T-6" 32 32 32 32 32 6 24 9 1T-1" 28 28 28 29 28 20'-8" 30 30 30 30 30 29.4" 34 34 34 34 34 23 9 6-8" 21 22 24 25 21 19-2" 30 30 30 30 30 265" 33 33 33 33 33 9 27 10' 16-2" 29 29 29 29 29 19-8" 31 31 31 31 31 2T-0" 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 id 30 11' 15-5" 30 30 30 30 30 18'-9" 31 31 31 31 31 26-2" 35 35 35 35 35 11' 6-0" 21 23 25 26 21 1T4' 31 31 31 31 31 24'-9' 34 34 34 34 34 11' 1 33 17 14'-9" 30 30 30 30 30 1T-11" 32 32 32 32 32 25-1" 36 36 36 36 36 12' 5'-9" 21 23 25 26 21 16-T' 31 31 31 31 31 24'-1" 36 36 36 36 36 12' 28 13' 14'-2" 31 31 31 31 31 1T-3" 33 33 33 33 33 24'-1" 36 36 36 36 36 15 13' 5'S" 22 24 26 27 22 15-11" 31 31 31 31 31 23'-4" 36 36 36 36 36 13' 14' 13'-8" 31 31 31 31 31 16-7" 33 33 33 33 33 23'-2" 37 37 37 37 37 14' 6-4" 22 24 26 27 22 154" 32 32 32 32 32 22'-6' 36 36 36 36 36 14' 15 13-2" 31 31 31 31 31 16-0" 34 34 34 34 34 27-5' 37 37 37 37 37 15 5-2" 23125127 28 30 28 23 14'-10" 32 32 32 32 32 21'-9" 37 37 37 37 37 15 16 1 17-7 1311311311311 31 31 31 31 1 15'-6" 1341341341341 3434134 37 37 34 1 21'-8" 137137137137137 43 43 43 37 1 1 16 1 5-0" 1241251271281 24 1 14'4" 1331331331331 135 135 331 21'-0" 137137137137137 38 1 16 7O MPH FXPf7RI1RF C 7n UP14 FYPCIRIIRF f- 20 4' 24'3" 30 32 34 36 24 294Y" 31 33 36 37 26 395" 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' 23 S 22'5" 29 31 34 35 26 26-11" 30 32 35 37 27 364' 32 35 37 39 30 5 8'-11" 23 25 27 28 19 20'-1d' 29 31 33 35 25 30'-6" 32 34 36 38 28 5 26 6 20'-11" 29 31 33 35 27 25-4" 30 32 34 36 28 373" 32 34 37 39 31 - 6 8'-2" 23 25 27 28 20 19-0" 28 30 32 34 26 2T-10" 30 32 35 37 29 6 25 T 191-4" 28 30 32 34 27 23'-6" 29 31 34 35 29 29-10" 31 33 36 37 31 20 T T-6" 22 24 26 27 20 1 T-7" 27 29 31 33 26 25-9" 30 32 34 36 30 T 27 8' 18'-1" 28 30 32 34 28 21'-11" 30 31 33 35 30 2T-11" 32 32 35 37 32 6 T-0" 22 24 26 27 21 16-5" 27 29 31 33 27 24'-1" 31 32 34 36 31 8' 24 9 1T-1" 29 29 31 33 29 20'-8" 30 31 33 35 30 264" 33 33 35 37 33 23 9 6-8" 23 25 27 28 21 16-6" 28 28 30 32 28 22'-9" 31 31 34 35 31 9 27 MY 16-2" 29 29 31 33 29 19'-8" 31 31 32 34 31 25-0" 33 33 34 36 33 10' 64" 23 25 27 28 22 14'-9' 28 28 30 32 28 21'-7" 32 32 33 35 32 10' 30 11' 15-5" 30 30 30 32 30 18'-9' 31 31 32 34 31 24'5" 34 34 34 36 34 11' 64" 25 26 28 30 21 14'-0" 28 28 29 31 28 20'-7' 32 32 33 35 32 11' 1 33 12' 14'-9' 30 30 30 32 30 1 T-11" 32 32 32 33 32 2X-6' 35 35 35 35 35 12' 6-9" 25 26 28 30 21 13'5" 29 29 29 31 29 19-8" 33 33 33 34 33 17 28 13 14'-7' 31 31 31 32 31 1T-3" 33 33 33 33 33 22'5" 35 35 35 35 35 15 13' 6S" 26 27 29 31 22 12'-11" 29 29 29 31 29 18'-11" 33 33 33 34 33 13 14' 13'48" 31 31 31 31 31 16'J" 33 33 33 33 33 21'-9" 36 36 36 36 36 14' 5-4" 26 27 29 31 22 12'-5" 30 30 30 31 30 193" 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 5-2" 26 28 30 32 23 12'-0" 31 31 31 32 31 1 T-7" 34 34 34 34 34 15 16 17-9' 31 31 31 31 31 155" 34 3434134 37 37 34 2174" 371371371371 43 43 43 37 1 1 16 I 5-0" 26128130321 24 1 11'-7" 311311311321 135 135 31 1T-0" 135135135135135 38 1 16 90 MPH EXPOSURE 6 90 MPH EXPOSURE R 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'-7" 29 31 33 35 28 34'-T' 32 34 37 39 32 4' 23 5 22'3" 30 32 34 36 30 26-11" 31 32 35 36 31 35-10" 35 35 37 39 35 5 V-11" 23 25 27 28 22 21'-1" 29 30 33 34 29 39-11" 33 33 36 38 33 5 26 6 20'-11" 31 31 33 34 31 264' 33 33 34 36 33 32'-8" 36 36 37 38 36 - 6 8'-2" 23 25 27 28 23 19-3" 30 30 32 33 30 283" 34 34 35 37 34 6 25 T 194" 32 32 32 33 32 23'-6" 34 34 34 35 34 30'-3" 37 37 37 38 37 20 T T-6" 23 23 25 27 23 1T-10" 31 31 31 33 31 26-2" 35 35 35 36 35 T 27 6 18'-1" 33 33 33 33 33 21'-11" 34 34 34 34 34 28'-4" 38 38 38 38 38 6 T-0" 24 24 25 27 24 16-8" 32 32 32 33 32 24'5" 36 36 36 36 36 6 24 9 1T-1" 33 33 33 33 33 217-8" 35 35 35 35 35 264" 39 39 39 39 39 23 9 6-8" 24 25 27 28 24 155" 32 32 32 32 32 23'-1" 37 37 37 37 37 9 27 10' 16-2" 34 34 34 34 34 19-8" 36 36 36 36 36 25-4" 39 39 39 39 39 10' 6-4" 25 25 27 28 25 14'-11" 33 33 33 33 33 21'-10" 37 37 37 37 37 10' 30 11' 16-5" 34 34 34 34 34 18'-9' 36 36 36 36 36 24'-10" 40 40 40 40 40 11' 64" 25 26 28 29 25 14'-3" 34 34 34 34 34 20'-10" 38 38 38 38 38 11' 1 33 17 14'-9" 35 35 35 35 35 1T-11" 37 37 37 37 37 23'-10" 41 41 41 41 41 17 6-9" 25 26 28 29 25 13'-7" 34 34 34 34 34 20'-0" 38 38 38 38 38 17 28 13 14'-2" 36 36 36 36 36 1 T-3" 38 38 38 38 38 22'-10" 41 41 41 41 41 15 13' 6-6" 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 13'-2" 37 37 37 37 37 16-0" 39 39 39 39 39 . 21'3" 43 43 01,01431 40 15 5-2" 27 28 30 32 27 12'-2" 36 36 36 36 36 IT -10" 40 40 40 40 40 15 16 17-9"136136136136136 36 36 36 36 36 15'-6139139139139139 37 37 37 37 37 20'-7" 43 43 43 43 4316 I 5-0" 1281281301321 281 11'-9" 135 135 135 135 1 351 1r-3" 141141141141141 38 1 16 GV Y LL �I W W W YV GV LY -11 JY JV W YI GJ W-/ W W YI YJ JI LV Y J -J L/ LV JI JL LI 1/-11 JI W W J/ LV LVV W J/ YV YL W Y 23 5 20'-1" 33 35 37 39 30 274" 33 35 38 40 31 2T-4" 35 37 40 42 33 5 W-9" 27 28 31 32 22 16-0" 30 32 35 36 27 23'3" 33 35 38 40 31 S 26 6 16-4" 32 34 37 38 30 20'-4" 33 35 37 39 32 24'-11" 34 36 39 41 33 - 6 8'-0" 25 27 29 30 23 14'-7" 30 32 35 36 28 21'3" 33 35 37 39 32 6 25 T 1 T-0" 31 33 36 37 31 16-10" 32 34 37 38 32 23-1" 35 35 38 40 35 20 T T-5" 25 27 29 30 24 13'-6" 29 31 33 35 29 19-10" 33 34 37 38 33 T 27 6 16-11" 32 32 35 36 32 1T-8" 33 33 36 37 33 21'-T' 35 35 37 39 35 9 6-11" 25 27 29 30 24 12'-8" 30 31 33 35 30 16-7" 34 34 37 38 34 8' 24 9 15-0" 32 32 35 36 32 16-7" 34 34 36 37 34 20'4" 36 36 37 39 36 23 9 6-7" 27 28 31 32 25 11'-11" 30 30 32 34 30 1T5" 34 34 36 37 34 9 27 10' 14'-2" 33 33 35 36 33 15'-0" 34 34 35 36 34 19-4" 37 37 37 38 37 10 6-2" 27 28 31 32 26 11'4" 31 31 32 34 31 16-7" 35 35 36 37 35 1d 30 11' 13'3" 34 34 34 35 34 15-0" 35 35 35 36 35 18'-10" 37 37 37 38 37 11' 6-11" 28 30 32 34 25 10'-9" 31 31 32 34 31 15-10" 35 35 35 36 35 11' 1 33 17 13'-0" 34 34 34 35 34 14'5" 36 36 36 36 36 18'-1" 38 38 38 38 38 17 5'-8" 28 30 32 34 25 117-4" 32 32 32 34 32 15-2" 36 36 36 36 36 17 28 17 17-5" 35 35 35 35 35 13-10" 36 36 36 36 36 1 T-4" 39 39 39 39 39 15 13 6-5" 29 31 33 35 26 9-11" 32 32 32 32 32 14'-6" 37 37 37 37 37 13 14' 17-0" 35 35 35 35 35 17-4" 37 37 37 37 37 16-8" 39 39 39 39 39 14' 5'3" 29 31 33 35 27 9-7" 33 33 33 33 33 14'-0" 37 37 37 37 37 14' 15 11'-7" 36 36 36 36 36 12'-10" 37 1 37 37 37 37 16-2" 40 40 40 40 40 15' 5'-1" 30 32 35 36 27 93" 33 33 33 33 33 13'5" 37 37 37 37 37 15 16 11'3" 36 36 36 36 36 12'-6' 37 37 37 37 37 15-T .40140140140140 16 4'-11" 301321351361 28 6-11" 331331331331 331 13-1" 1381381381381 38 1 16 70 8 90 MPH EXPOSURE B / 70 MPH EXPOSURE C 70 & 90 MPH EXPOSURE B 25 4' 27-6" 29 31 34 35 28 26-11" 30 32 35 37 29 37-11" 33 35 38 40 33 25 4' 9-0" 23 25 27 28 20 23'-5" 29 31 33 35 28 32'-3" 32 34 37 38 31 4' S 20'-7" 29 31 33 35 29 26-W 31 32 34 36 31 353" 35 35 37 39 35 5 6-0" 22 23 25 27 21 21'-1" 28 30 33 34 29 29-11" 33 33 35 37 33 5 6 16-9" 30 30 32 34 30 22'-T 32 32 34 35 32 37-2" 36 36 37 39 36 6 T-4" 22 23 25 27 22 193" 30 30 32 33 30 26-2" 34 34 35 37 34 6 T 1 T4" 31 31 31 33 31 21'-1" 33 33 33 35 33 29-9" 37 37 37 37 37 T 6-9" 22 23 25 27 22 1 T-10" 31 31 31 33 31 26-2" 35 35 35 36 35 T 6 163" 32 32 32 33 32 19-9' 33 33 33 34 33 2T-10" 37 37 37 37 37 6 64" 23 23 25 27 23 16-8" 32 32 32 33 32 24'5" 36 36 36 36 36 6 9 154" 32 32 32 32 32 18'-7" 34 34 34 34 34 26-3' 38 38 38 38 38 9 6-0" 24 25 27 28 24 155" 32 32 32 32 32 23-1" 37 37 37 37 37 9 10' 14'5" 33 33 33 33 33 1 T-8" 35 35 35 35 35 24'-11" 39 39 39 39 39 10' S-8" 25 25 27 28 25 14'-11" 33 33 33 33 33 21'-10" 37 37 37 37 37 19 11' 13-10" 33 33 33 33 33 16-10" 35 35 35 35 35 2-7-T 39 39 39 39 39 11' S5" 25 26 28 29 25 14'3" 34 34 34 34 34 20'-10" 38 38 38 38 38 11' 17 135" 34 34 34 34 34 16-1" 35 35 35 35 35 27-6" 40 40 40 40 40 17 5-2" 126 26 26 28 29 26 13'-7" 34 34 34 34 34 20'-0" 38 38 38 38 38 17 13' 12'5" 34 34 34 34 34 15-6' 36 36 36 36 36 21'5" 41 41 41 41 41 13 4'-11" 25 27 29 31 25 13-1" 35 35 35 35 35 19-2" 39 39 39 39 39 13 14' 173" 35 35 35 35 35 14'-11" 37 37 37 37 37 2U-10" 41 41 41 41 41 14' 4'-9' 26 27 29 31 26 17-7" 35 35 35 35 35 19-6" 40 40 40 40 40 14' 15' 11'-10" 35 35 35 35 35 14'5" 38 38 38 38 38 20'-2" 42 42 42 42 42 16 4'-7" 28 30 32 26 17-2" 36 36 36 36 36 1T-10" 40 40 40 40 40 15! LIVE PRO 5 1/2' EXTRUDED HEADER LOAD JEG MAX CONS. FOOTER SIZE TION COLUMN FREESTANDING ATT SPACING FOOTE -,V (I FTR "d' COLUMN HEIGHTS P 8'7" 11' 15 1B IN 70 MPH EXPOSURE B 20 6 11'-2" 21 23 25 26 19 9 10'5" 21 23 25 26 19 10' 1d-0' 20 22 24 25 19 11' 95" 21 23 25 26 20 17 9-1" 21 23 25 26 21 13' 941" 22 24 26 27 20 14' 65" 22 24 26 27 21 15 8'-1" 23 25127 28 21 16 T-10" 1 23 251 27 28 21 1T T -T' 24 251 271291 21 70 MPH EXPOSURE C 20 6 11'-2" 25 26 28 30 19 9 10'5" 25 26 28 30 19 10' 10'-0" 23 25 27 28 19 11' 9-6" 25 26 28 30 20 17 9-1" 25 26 28 30 21 13 9-9" 26 27 29 31 20 14' 8'S" 26 27 29 31 21 1S 8'-1" 26 28 30 32 21 16 T-10" 26 28 30 32 21 1T T -T' 27 29 31 33 21 90 MPH EXPOSURES 20 6 11'-2" 24 26 28 29 22 9 10'-6" 24 26 28 29 22 19 10'-0" 23 25 27 28 22 11' 95" 24 26 28 29 23 17 9-1" 24 26 28 29 24 13 9-9" 25 27 29 31 24 14' 65" 25 27 29 31 24 15 8'-1" 26 28 30 32 25 16 T-10" 26 28 30 32 24 1 T I T-7" 1271 29131 1331 25 90 MPH EXPOSURE C 20 6 11'-2" 28 30 32 34 23 9 10'-6' 28 30 32 34 23 10' 10'-0" 27 28 31 32 23 11' 95" 28 30 32 34 24 17 9-1" 28 30 32 34 24 13 63" 29 31 33 35 24 14' 1 8'S" 12.9131 1 33 351 25 70 MPH EXPOSURE B AND C 25 6 10'-0" 23 25 27 28 18 9 9-5" 23 25 27 28 19 10' 6-11" 23 25 27 28 19 11' 8'-6" 25 26 28 30 19 12' V-2" 25 26 28 30 20 13' T-10" 26 27 29 31 20 14' T5" 26 27 29 31 20 15 T3" 26 28 30 32 20 16 T-0" 1261 281 301321 20 MAR TABLE 3.2 �. ALL FOOTERS LISTED ARE CONSTRAINEn. TO USE NONCONSTRAINED FOOTERS SEE TABLE ON SHEET 2 OF 8 Amerimaz BULM(;PRODUCl 1NG 1140 ALL PRO DRIVlL ELKHART, IN 46514 ICBO ES EVALUATION REPORT ER -2621P HEADER SPANS, COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES SHEET 4 OF 8 DATE: 2/8/9-6 /ETRIB AD WIDTH (FIT 33 6' 1 BEAw 38. 'i 1 BEAM 28 ID' 1 BEAM LIVE LOAD fPSF1 TRIO WIDTH (FTI 3' CLOVERLEAF STEEL HEADER S' STEEL 0 BEAM 10' STEEL C BEAM TRIO WIDTH (FTI MAX. COLUMN SPACING (Fn CONS. FOOTER SIZE MAX COLUMN SPACING (Fn CONS. FOOTER SIZE MAX COLUMN SPACING (FTI CONS. FOOTER SE MAILOOONS"�.FZOOTERR COLUMN SPACINGFIR (FTI SIZE MAX CONS. FOOTER SIZE MAX CONS.FOOTER S¢E FREESTANDI ATT FREESTANDING ATT FREESTANDING ATT ATT COLUMN FREESTANDING ATT COLUMN FREESTANDING ATT '1� 1 FTR COLUMN HEKaHTS "C 8r 11' Is 18' (IN) FOOTER FIR COLUMN HEICFITS �Q' Br 11' 1S 18' (841 FOOTER 1f' FTR COLUMN HEKaITTS "d 8T 11' 19 tA' (ETI 'N' A' (INI SPACING fFTI FOOTER -cr IN FSPACING COLUMN HEIGHTS 'tP A'r 11' IV 18' I (INI (F11 FOOTER "d' FIR COLUMN HEIGHTS 'd'WI ST' 11' 1S 18' (IM I 5 4' 276' 33 35 38. 40 28 24'-11" 34 36 39 41 29 30-T' 36 38 41 43 31 25 4' 9-O" 23 25 27 28 17 273" 29 31 34 35 24 373" 32 34 37 39 27 4' S 20-1" 33 35 37 39 29 22'-4" 33 35 38 40 31 2T-4" 35 37 40 42 33 30 S 6-0" 22 24 26 27 18 20-10" 29 31 33 35 25 29-11" 31 33 36 37 28 S 6 18'4" 32 34 37 38 30 20'-4" 33 35 37 39 32 24'-11" 34 36 39 41 33 31 6 T-4" 22 24 26 27 19 19'-0" 28 30 32 34 26 2T-10" 30 32 35 37 30 6 T 1 T-0" 31 33 36 37 31 18'-10' 32 34 37 38 32 23'-1" 33 35 38 40 35 32 T 6-9" 22 24 26 27 19 1 T -r 27 29 31 33 26 26-9" 30 32 34 36 30 T 6 15-11" 32 32 35 36 32 1T4" 33 33 36 37 33 21'-T' 35 35 37 39 35 36 8' 6-4" 22 24 26 27 20 165" 27 29 31 33 27 24'-1" 31 32 34 36 31 6 9 15'-0" 32 32 35 36 32 16-7" 34 34 36 37 34 20'4" 36 36 37 39 36 29 9 6-0" 23 25 27 28 20 166' 28 28 30 32 28 27-9" 31 31 34 35 31 9 10' 14'-2" 33 33 35 36 33 15'J" 34 34 35 36 34 19-4" 37 37 37 38 37 32 10' S-8" 23 25 27 28 21 14'-9" 28 28 30 32 28 21'-7" 32 32 33 35 32 10' 11' 176 34 34 34 35 34 15'-0" 35 35 35 36 35 16-10" 37 37 37 37 37 31 11' 6-5" 25 26 28 30 21 14'-0" 28 28 29 31 28 20-7" 32 32 33 35 32 11' 17 13'4" 34 34 34 35 34 14'5" 35 35 35 35 35 18'-1" 38 38 38 38 38 36 17 6-2' 25 26 28 30 22 13'5" 29 29 29 31 29 196' 33 33 33 34 33 17 13' 12'-6" 35 35 35 35 35 13'-10" 35 35 35 35 35 1 T-4" 38 38 38 38 38 37 13' 4'-11" 26 27 29 31 21 17-11" 29 29 29 31 29 16-11" 33 33 33 34 33 13 14' 17-0" 35 35 35 35 35 13'-4 1 36 36 36 36 36 16-0" 38 38 38 38 38 14' C-9" 26 27 29 31 22 12'5" 30 30 30 31 30 18'3" 34 34 34 34 34 14' 1 S I 11'-r 36 36,36,36, 36 12'-10" 36 36 36 36 36 16-2" 39 39 39 39 391 1 16 4'-7" 26 28 30 32 22 12'4Y" 30 30 30 30 30 Ir -7" 34 34 341341 341 16 70 & 90 MPH EXPOSURE B / 70 MPH EXPOSURE C If 90 MPH EXPOSURE C 4' 21'-1" 29 31 34 35 27 26-4" 30 32 34 36 29 35!-0" 32 35 37 39 32 5' 18'-10" 28 30 32 34 28 22'-10" 30 31 34 35 30 37-3" 34 34 37 39 34 6 17-2" 29 29 31 33 29 20-10' 31 31 33 35 31 29-&' 35 35 36 37 35 T 16-11" 30 30 30 32 30 19-4" 32 32 32 34 32 2T3" 36 36 36 37 36 8' 14'-10" 30 30 30 32 30 18'-1" 33 33 33 34 33 256' 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 22'3" 313N 37 38 38 38 11' 176' 32 32 32 32 32 155" 35 35 35 35 35 21'6 37137137 38138 38 38 3812' 17 17-2" 33 33 33 33 33 14'6 35 35 35 35 35 20-T' 38 38 39 39 3913' 13' 11'-8" 33 33 33 33 33 14'-2" 36 36 36 36 36 19'-10" 3939 27 39 39 3914' 14' 11'3 34 34 34 34 34 13'-8" 36 36 36 36 36 19'-1" 39 39 40 40 40 3 MPH EXPOSURE C 4' 21'-1" 33 35 37 39 28 24'-11" 34 36 39 41 29 31'3" 36 38 41 43 32 S 18'-10" 32 34 37 38 29 27-4" 33 35 38 40 31 29-0" 35 37 40 42 33 6 1r-2" 31 33 36 37 30 20'-4" 33 35 37 39 32 266' 34 36 39 41 34 T 16-11" 30 32 35 36 30 18'-10" 32 34 37 38 32 23'-" 35 35 38 40 35 8' 14'-10" 31 32 35 36 31 1 T-8" 33 33 36 37 33 22'-1" 36 36 38 40 36 9' 14'-0" 32 32 33 35 32 16-T' 34 34 36 37 34 2040' 36 36 37 39 36 10 13'-4" 33 33 33 35 33 163" 34 34 35 36 34 191-0" 37 37 37 38 37 11' 17-8" 33 33 33 35 33 15'-O" 35 35 35 36 35 18'-10" 37137137 38138 38 37 17 17-2" 34 34 34 35 34 14'5" 36 36 36 36 36 16-1" 38 38 38 38 38 13' 11'-8" 34 34 34 35 34 13'-10' 36 36 36 36 36 1 T-4" 3939 27 39 39 39 14' 1 11'3" 1 35 1 35 135 135 1 35 1 13'-4" 136 136 136 36 1 36 16-8" 39 39 39 39 39 0 & 90 MPH EXPOSURE B / 70 MPH EXPOSURE C 4' 16-4" 28 30 32 34 26 22'3" 29 31 34 35 28 30-T' 32 34 36 38 31 S 16-4" 27 29 31 33 27 19-10" 28 30 32 34 28 2T-4" 32 32 35 37 32 6 14'-11" 27 28 3032 T-5" 27 18'-2" 30 30 32 34 30 24'-11" 33 33 34 36 33 T 13'-10' 28 28 29 31 28 16-9" 30 30 31 33 30 23'-1" 34 34 34 35 34 8' 12'-11" 29 29 29 31 29 15'-8" 31 31 31 32 31 21'-T' 34 34 34 35 34 9' 17-2" 30 30 30 31 30 14'-10" 31 31 31 32 31 204" 35 35 35 35 35 10 11'-r 30 30 30 30 30 14'-0" 33 33 33 33 33 19-4" 36 36 36 36 36 11' 11'-0" 30 30 30 30 30 13'5" 33 33 33 33 33 1 IV -9' 36 36 361361 31 36 12' 10-7" 31 31 31 31 31 12'-10' 33 33 33 33 33 1T-11" 37 37 37 37 37 4' 18'4" 32 34 37 38 27 22'3" 33 35 38 40 28 30-7- 36 38 41 43 31 S 16-4" 31 33 36 37 28 15-10" 32 34 37 38 29 2T-4" 35 37 40 42 33 6 14'-11" 30 32 35 36 28 18'-2" 32 34 37 38 30 24'-11" 34 36 39 41 33 T 13'-10" 29 31 33 35 29 16-T 31 33 36 37 31 23'-1" 35 35 38 40 35 8' 17-11" 30 31 33 35 30 15'48" 32 32 35 36 32 21'-T' 35 35 37 39 35 9' 17-2" 31 31 33 35 31 14'-10" 32 32 35 36 32 20-4" 36 36 37 39 36 10 11'-r 31 31 32 34 31 14'-0" 33 33 33 35 33 1741' 37 37 37 38 37 11' 11'-0" 31 31 32 34 31 135" 34 34 34 35 34 18'-9" 38 38138 31 38 38 4' 9'-O" 27 28 31 32 21 1T-11" 31 33 36 37 26 26'3" 35 37 40 42 30 4' S 6-0" 25 27 29 30 21 16'-0" 30 32 35 36 27 23'6 33 35 38 40 31 S 6 T-4" 25 27 29 30 23 14'-r 30 32 35 36 28 21'-5" 33 35 37 39 32 6 T 6-9" 25 27 29 30 23 13'6' 29 31 33 35 29 15-10" 33 34 37 38 33 T 8' 64" 25 27 29 30 24 12'-8" 30 31 33 35 30 18'-7" 34 34 37 38 34 8' 9' 6-0" 27 28 31 32 24 11'-11" 30 30 32 34 30 1T-6 34 34 36 37 34 8' 10 S-8" 27 28 31 32 24 11'-4" 31 31 32 34 31 16-7" 36 36 36 37 36 10 11' 5!5" 28 30 32 34 25 103" 31 31 32 34 31 15'-10" 35 35 35 36 35 11' 12' 6-3" 28 30 32 34 26 10-4" 32 32 32 34 32 16-2" 36 36 36 36 36 12' 13' S-1" 29 31 33 35 27 9-11" 32 32 33 35 32 W-15" 37 37 37 37 37 13' 14' 4'-11" 29 31 33 35 26 9-r 33 33 33 35 33 14'-0" 37 37 37 37 37 14' 15 1 4'3 130 31 32 35 36 26 1 9-3" 133133 35 33 36 33 13'6 37 37 37 37 37 16 70 & 90 MPH EXPOSURE B 4' 8'-2" 23 25 27 28 20 22'-0" 28 30 33 34 27 304" 31 33 36 38 31 4' 5 T4" 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 30 266' 33 33 35 37 33 6 T 6-2" 22 23 25 27 22 1T-10" 31 31 31 33 31 26-2" 35 35 35 36 35 T 6 V -S" 22 23 25 27 22 164" 32 32 32 33 32 24'-1" 36 36 36 36 36 6 9 6-6' 23 25 27 28 23 15'-9" 32 32 32 32 32 23'-1" 37 37 37 37 37 9 10 5!-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 20-10" 38 38 38 38 38 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' 4'6 25 27 29 31 25 13'-1" 35 35 35 35 35 19-2" 39 39 39 39 39 13 14' 1 4'-4" 125 28 27 29 31 25 1 12'-T' 35 35 35 35 35 16-6" 40 40 40 40 40 14' 7n MPH FXP(731IRF 31 C 18'-3" 35 35 35 35 35 14' 27 28 31 32 21 10 8'-2" 27 30 4' 8'-2" 23 25 27 28 17 22'-0" 29 31 33 35 23 30-4" 32 34 36 38 26 4' 29 5' T-4" 22 24 26 27 18 205" 29 31 33 35 25 28'-2" 31 33 36 37 28 S 33 6 6-9" 22 24 26 27 18 19-0" 28 30 32 34 26 266' 30 32 35 37 29 6 28 T 6-2" 22 24 26 27 19 1T-7" 27 29 31 33 26 25-2" 30 32 34 36 30 T 31 8' 6-9" 22 24 26 27 19 16-5" 27 29 31 33 27 24'-1" 31 32 34 36 31 8' 33 9 S5" 23 25 27 28 20 166 27 28 30 32 27 22'-9" 31 31 34 35 31 9 33 10' 57-7 23 25 27 28 21 14'3 27 28 30 32 27 21'-7" 32 32 34 35 32 10 14' 11' 4'-11" 25 26 28 30 20 14'-0" 28 28 29 31 28 20-7" 33 33 33 35 33 11' 24 12' 1 4'-9" 25 26 28 30 21 1 13'5" 1 28 28 29 31 28 17-8" 33 33 33 34 33 12' T-5" 13' 4'6' 26 27 29 31 21 12'-11" 28 28 29 31 28 18'-11" 34 34 34 34 34 13' 23 14' 4'-4" 26 27 29 31 22 12'5" 29 29 29 31 29 18'-3" 35 35 35 35 35 14' 4' 15'4" 30 32 35 36 25 18'3" 32 34 37 38 27 26-7" 34 36 39 41 30 S 13'5" 29 31 33 35 26 163" 31 33 36 37 28 22'-10" 33 35 38 40 31 6 173" 29 31 33 35 27 14'-10" 30 32 35 36 29 20-10" 33 35 37 39 32 T 11'-4" 28 30 32 34 28 13'-0" 30 31 33 35 30 19-4" 33 34 37 38 33 6 10-7" 28 30 32 34 28 12'-10" 31 31 33 35 31 18'-1" 34 34 37 38 34 9' 10.0" 29 29 31 32 29 12'-2" 33 33 33 35 33 1 T-0" 34 34 36 37 34 10 9'-6" 30 130 131 29 32 30 11'5" 33 133 133 25 34 1 33 16-2" 35135136137 17 9 4'3" 35 90 MPH EXPOSURE G 30 4' 6-2" 27 28 31 32 21 40 S T-4" 25 27 29 30 21 36 6 6-8" 25 27 29 30 22 S T 6-2" 25 27 29 30 23 33 8' 649" 25 27 29 30 23 31 9' 65" 27 26 31 32 24 38 10 6-2" 27 '28 31 32 24 30 11' 4'-11" 28 30 32 34 24 11'-11" 12' 4'4" 28 30 32 34 24 34 13 V-6" 29 31 33 35 25 32 14' 4'-4" 29 31 33 35 26 40 4' T-2" 25 27 29 30 20 16-10' S 64" 25 27 29 30 20 32 6 5-10" 23 25 27 28 21 36 T S-5" 25 27 29 30 22 32 8' S 0" 25 27 29 30 23 17 9 4'3" 27 28 31 32 22 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 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 1T6' 34 34 36 37 34 9 11'4" 31 31 32 34 31 16-7" 35 35 36 37 35 10 103" 31 31 32 34 31 16-10' 35 35 3536 27 35 11' 10-4" 32 32 32 34 32 16-2" 36 36 36 36 36 12' 9-11" 32 32 32 32 32 14'-6' 37 37 37 37 37 17 9-7- 33 33133 28 33 33 14'-0' 37 37 37 37 37 14' 1'r-11" 31 33 36 37 26 263" 35 37 40 42 30 4' 16-0" 30 32 35 36 27 23'6 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 18'-7" 34 34 37 38 34 6 11'-11" 30 30 32 34 30 1T6' 34 34 36 37 34 9 LIVE PRO S 1/9' EXTRUDED HEADER LOAD JEC- MAX. CONS. FOOTER SIZE FOR ALL COLUMNS SEE TION COLUMN FREESTANDING I ATT DETAIL'r and "ll ATTCHED SPACING FOOTER "tr IN FTR 3" CLOVERLEAF STEEL COL 1z -o- 8'-r COLUMN HEIGI4TS "d" P 18' 0" 11'-0" 8'7- 11' 1S 18' I 90 MPH EXPOSURE B 25 6 10-0" 23 25 27 28 21 18'-0" 9 95" 23 25 27 28 22 10 6-11" 23 25 27 28 22 11' V-6 24 26 28 29 22 17 8'-2" 24 26 28 29 23 13' T-10" 25 27 29 31 23 14' T6 25 27 29 31 23 15 T3" 1 26 28 30 32 23 16 T -0r 26 28 30 32 23 90 MPH EXPOSURE C 25 8' 10-0" 27 28 31 32 21 9 9S" 27 28 31 32 22 10 8'-11" 27 28 31 32 22 11' 66' 28 30 32 34 23 12' 9-2" 28 30 32 34 24 13' TAW 29 31 33 35 23 14' 1 T6 291 31 1 33 35 1 24 70 MPH EXPOSURE B 30 6 9-2" 20 22 24 25 21 9 8'-7" 20 22 24 25 21 10 8'-2" 20 22 24 25 22 11' T3" 21 23 25 26 22 17 T-5" 21 23 25 26 23 13' T-2" 22 24 26 27 23 14' 6-10' 22 24 26 27 23 15 1 6-7" 1 23 1 25 27 28 23 90 MPH EXPOSURE C 30 8' 9-2" 27 28 31 32 21 9 8'-r 27 28 31 32 21 10 8'-2" 27 28 31 32 22 11' T-9" 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 15 1 6-7" 301 32 1 35 1 36 23 40 6 T-11" 25 27 29 30 20 9' T6 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 1 22 60 T 6-11" 25 27 29 301 19 9 66 25 27 29 301 20 9' 6-1" 27 28 31 321 20 10 6-9" 27 281 31 32 1 20 IAt3Lt 3.L IAbLt 3.3 91BAmerimaz IlVG PRODUCf3 IlVG 1 140 ALL PRO DRIV� ELKHART, IN 46514 ICBG ES EVALUATION REPORT ER -2621P HEADER SPANS, COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES SHEET 5 OF 8 DATE: 2/8/2000 I MAXIMUM.COLUMN HEIGHT COL COLUMN DESCRIPTION SINGLE FREEST FOR ALL COLUMNS SEE SPAN OR MULTISPAN DETAIL'r and "ll ATTCHED ATTACHED E 3" CLOVERLEAF STEEL COL 1z -o- 8'-r 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" 1814" J 1 6" SQUARE STEEL COLUMN 18'-0" 18'-0" IAbLt 3.3 91BAmerimaz IlVG PRODUCf3 IlVG 1 140 ALL PRO DRIV� ELKHART, IN 46514 ICBG ES EVALUATION REPORT ER -2621P HEADER SPANS, COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES SHEET 5 OF 8 DATE: 2/8/2000 I 4.0 FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES LIVE TRIB MAXIMUN COLUMN SPACING 3W STEEL C BEAM LPJE TRIB MAXIMUN COLUMN SPACING 3W STEEL C BEAM LOAD WIDTH FOR ATTACHED LATTICE ON SLAB LOAD WIDTH MAX MAXMFTR FOOTING SIZE MAX CONS. FOOTING SIZE FREE ATTACHED HEADER MUST BE ABLE TO SPAN COLUMN FREE ATTACHED HEADER MUSE BE ABLE TO SPAN COLUMN ATTACHED FREE ATTACHED SPACING USING COLUMN 'A' ALL OTHER SPACINGFTR MIN. MIN FTR MIN. 17-0" USING COLUMNA' ALL SPACING FTR FTR MINIMUM "d" "d" IAAXLENGTH OF COLUMN COLUMNS 0.042 'd' COLUMN COLUMN 0.036 OTHERS 'd" COLUMN "d" "d" COLUMN MAX LENGTH OF COLUMN SF F7 1a8" 1a-0" &4r ON SLAB 4'-11" 4'-11' TYPE 0.042 T-10" ON SLAB 90 MPH WINDSPEED 12' OR LESS I 4' TYPE 1a 6" 1a 0" e-0 70 MPH 10' OR LESS 90 MPH 12' OR LESS 10 4' 21'-1" 22'4" 25'-r 26'-3" 19 A S 10 17 S-0" 5'-2* 6'-0" 6'-2' 12'3" 29 29 C 21 5' 16'-10' 1T -r 20W 21"-W 17 A 11'-11" 26 20 1B N -V 4'-11" 946" T-10" 11'-11" 29 29 C 18 8' 14'-1' 14'-0" 1T -W 1T-0' 12'-1" 27 22 A 19 S -T` 4'-8" S-5" S-6" 11'-r 30 30 C 11'-4' T 1r-1" 1r -r 14'-r 15W 26'-4" 27 22 C T-11" 20 20 4'-5' S-1" 5'3" 113" 30 30 C 4'-5' 8' 10'-r 11'-0" 12'19• 13'-1' 25!3" 26 22 C 24 21' 20 4' 4'-10" 51-0' 11'-0" 31 31 C 16 9' 94" 9'A' 11'4" 11'-0" 24'-3" 26 23 C 15 22' T -r 23 4'-0" 4'-9" 1a-9" 30 30 C 20 4' 11'-1" 11'a" 13'-5" 13'-8" 8'-1" 23 16 A 94" 1a 8'-F V-10" 10'3" ta-6" 23'-0" 26 23 C 5'3" 11' T-6" 8'-0' 9'-4" 9'4" 21'-11" 25 23 C S V-10' 9'3" 19-0" 11'-0" 17 A V-1' 25 21 17 T4" T4" 8'-6" V-9" 21'4" 25 24 C G T4" r -r V-11" 9'-2" 10' 13' 6'-6" 6'-9" T-10" 8'-1' 217-2" 25 25 C 25 T 6'-4' 6'-r 74" T-10" 19'-1" 30 25 C 10'4" 14' V4r 9-4" T-4" T-0" 17-V 25 25 C F-11, V S-0" 9-9" 6'-8" V-10" 1T-10" 29 25 C 15' S' -r 5'-10" 6'-10" T -W 18'-9" 25 25 C 19 8' 4'-11' S-2" 5-11" 6-1" 16-10" 29 26 D 18' 513" 9-W 6'S' 6'-r 18'-2" 26 26 C 1a 4'-r 5'4" 5'-0" 15-11" 28 26 D 1T 5'-0" S -r 6'-0' 6'-2" 1T-7' 25 25 C V-10' 11' 20 C 4'-10" S4' 15'3" 28 27 D 18' 4'3" 4'-11" 5'-8" 5-10" 1T-1" 26 26 C 1r 4'-6" 4'-r 14'-r 28 28 D 16 19' for S5" T -W 16-8" 26 26 C 15 13' 8'-5" 25 18 C 14'-W 28 28 D 24Y 9-1" S -r 16'-3" 27 27 C 14' 13'-0" 28 28 D T-1" 21' 18 C 4'-10' 94' 15-10" 26 26 C 15 6'-8" 23 13'4' 29 29 D 27 1 1 1 4'48" 4'A" 15* -0' 27 27 C 16 18' 1T 18' 5' 12* -r 12'3' 11'41" 30 30 30 30 30 29 D E E 90 MPH 1a OR LESS T-4" 10 4' 21'-1" 2T -V` 25'-r 26'3' 5 16'-10" 1T -r 29-Y 21"4" 1 C 60 4' 19' Y-1' 22 14 11'-r 30 30 E C 6' 14'-1" 14'-8" 1 T-0" 1 T-6" 29 22 15 C 113" 30 30 E T 12'-1" 12'-7" 14'-r 15-0" 27-2" 29 24 C 21' 11'-W 30 30 E V 1a -r 11'-0" 12'-9" 13'-1" 20'-9" 28 24 C 27 1a-9" 30 30 E 25 4' 8'-11" 74" 1a-10" 11'-1" V 9-4" 9'-9" 11'-4" 11'-0" 19'-r 28 25 C 1a 8'-5' V-10" 10'3" 10'-0' 18'-6" 28 26 C S T-2" TS" V4r V-11" 11' T-0" W -W 9'-4" 9-0" 1T48" 27 25 C 6' 5'-11" 6'-3" T-3" TS" 12' T-0" T-4" 8'-6" 8'-0" 16'-11" 27 26 C T S-1" S4" 6'-2" 6'-4" 19'-1" 30 25 C 13' 6'-6" 6'-0" T-10" 8'-1" 16-3" 27 27 C V 4'-6" 4'-8" S-5" 5'-r 1T-10" 29 22 C 14' T-0" 64" T4" T-0" 15-8" 27 27 C 9' 4'-10" 4'-11" 16-10" 29 26 D 15' S -r 5-10" V-10" T-0" 15'-2" 27 27 C to 15-11" 28 26 D 16' 5'3" S w 6'S' 6'-r 14'-8" 28 28 C 11' 15-3" 28 27 D 1T S-0" 5-2" 61-0' V -r 14'-3" 28 28 C 1r 14'-r 28 28 D 18' 4'-8" 4'-11" 5'-8" 5'-10" 13'-10" 28 28 C 13' 14'-0" 28 28 D 19' 4'-0' S-5" 51-W 13'-5" 28 28 C 14' 13'-0" 28 28 D 2a S-1" 93' 13'-1" 29 29 C 1S 13'-W 29 29 D 21' 4'-1a' 94r 12'-9" 29 29 C 16' 1r -r 30 30 D 2r 4'-8" 4'-0" 121" 29 29 C 1T 18' tr-3" 11'-11" 30 30 30 29 E E 70 N" 12' OR LESS 10 4' 21'-1 22'-0" 2S -r 26'3" 30 4' r-6" T-10" 9-1" 9'4" S 16'-10" 1T -r 20'-5" 21•'-0" 5' 9-0" 6-3" T3" T-5" 6' 14'-1" 14'-8" 1T-0" ir-w 6' S-0" 5'3' 64T T-2" T 1r-1" 1r -r 14'-r 15'-0" 23'-r 27 23 C T 4'-6" S -r F4" 18'3' 30 25 D 8' 10'-7' 11'-0" 173" 13'-1" 27-1" 27 24 C V 4'-6" 4'-B" IT -V 29 25 D 9' 9'-4" 9'-9" 11'4" 11'-0" 20'-10' 27 24 C 9' 16'-10' 29 26 E 1a 8'S" V-10" 10'3" 10'-6" 19'-9" 26 24 C 1a 16'-3" 29 27 E 11' T-8" V4r 9'4" 9-0" 18'-10" 26 25 C 11' IT -W 28 27 E 1r T40" T-4" 8'-6" C-9" 18'-0' 25 25 C 1r 15'3" 28 28 E 13' 6'-0" 6'-9" T -1a' 8'-1" 1T-4" 26 26 C 13' 14'-10" 29 29 E 14' V4r 6'-" T-4" T-0" 16'-8" 26 26 C 14' 14'-0" 29 29 E 15 5'-r V-10" e'-10" T-0" 16-1" 27 27 C 15 14'-2" 30 30 E 16' S-3" 5'-0" 6'-5' S -r 15'-r 27 27 C 16' 13'-10" 30 30 E 40 4' 5'$" 5-11" V-10" T-0" 1T S4" 5'-2" 6'-0" 6-2' 15-1" 27 27 C 18 for 4'-11" S-8" 5'-10" 14'-8' 28 28 C S 4'-0" 4'-9" 5-6" S-8" 19' 4'-8" 5'S S-6" 14'-4" 28 28 C 6' 4'-r 4'-8' 2a S-1" S-3" 13'-11" 27 27 C T 16'-r 29 24 E 21' 4'-10' S-0' 13'-r 28 28 C V 15'-10" 28 24 E 2r 4'-8" I N-9' 173" 28 28 C 9' to 11' 1S3" 14'4" 14'-3' 28 28 28 25 26 27 E E E 90 MPH 1r OR LESS 10 4' 21'-1" 27-0" 25'-r 26'3" S 16'-10" 1T -r 2aS" 21•'-0" tr 13'-10" 27 27 E 6' 14'-1" 14'-0" 1T-0" 1T-6" 13' 13'-0" 28 28 E T 1r-1" 12'-r 14'-r 15.0" 19'-1' 30 25 C 14' 1 1 13'-2' 1 28 1 28 E 60 4' 3'-10" 4'-0" 4'-r 4'-9" 8' 1a -r 11'-0" ir-r 13'-1" 1T-10" 29 25 C 9' 9-4" V4r 111-4" 11'-8" 16-10" 29 26 C S 1a sS V-10" lar 1a-0" 15-11" 28 26 C 9 11' T48" V4r 9'-4" 9'-6' 15-3" 28 27 C T 14'-0" 28 23 E 1r T4" T-4" 8'-6" 8'-9' 14'-r 28 28 C V 13'-10" 27 23 E 13' 6'-0" V_r T-10" V-1" 14'-0" 28 28 C 9' 174" 27 24 E 14' 64T V. -V Tom" T-6' 17-0" 28 28 C 1a 17-10" 27 25 E 1S S -r 5'-10" 6'-10" T-0" 13'-0' 29 29 C 11' 17-W 27 26 E 16 I S3" 5'-0" v -v 6'-r I 12,-r 1 29 29 1 c 1r 17-1' 1 27 1 26 1 E LIVE TRIB 0.036"x 3" x 8' BOX BEAM 0.042'x 3" x 8" BOX BEAM DOUBLE 0.032"x Tx 6" LOAD WIDTH MAX CONS. FOOTING S� MAX CONS. FOOTING SIZE MAX CONS. FOOTING SIZE 0.036 23'-" COLUMN FREE ATTACHED 0.042 COLUMN FREE ATTACHED COLUMN FREE ATTACHED FTR FTR MIN SPACING FTR FTR MIN. FTR FTR MIN. 17-0" 0.042 SPACING SPACING 30 0.036 V-9' "d" "d" COLUMN 0.042 "d" "d" COLUMN 0.036 'd' 'd" COLUMN 0.042 11'-9" T-0" TYPE 0.036 4'-11" 4'-11' TYPE 0.042 T-10" TYPE 90 MPH WINDSPEED 12' OR LESS 10 4' 11'-r 26 17 A 1T-4" 29 20 A 15-9" 28 19 A S 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 1r-11" 27 21 A T 6'-4' 23 18 A to -r 26 21 A 12'-1" 27 22 A V S -T` 23 17 A V-11" 25 21 A 11'-4' 26 22 A' 9' 4'-11" 25 18 A T-11" 25 20 A 10'-8" 26 23 A• 1a 4'-5' 25 19 A r -r 25 21 A 10'-2* 26 24 A' 20 4' 5!4r 22 14 A V -r 25 16 A 11'-0" 26 17 A- V 4'-r 22 15 A T -r 23 16 A 1013" 26 19 A' V 8'-1" 23 16 A 94" 25 19 C T 5'3" 23 17 A 8'-6' 25 20 C V 4'-r 23 17 A V-1' 25 21 C 9' T4" 23 20 C 10' T3' 22 21 C 25 4' T -r 23 15 A 10'4" 26 17 A• 5' F-11, 22 15 A 9'-r 25 18 C V 4'-11" 22 16 A 8'_S" 25 19 C T T.9" 23 18 C V T3" 23 19 C 9 V-10' 23 20 C 10' 6'-0" 23 21 C 30 4' 6'-r 23 15 A 9'S" 25 16 C S 4'-11" 22 15 A 8'-5" 25 18 C 6' r -r 23 17 C T T-1" 23 18 C V 6'-8" 23 19 C 40 4' W -W 22 14 A 8'-r 25 16 C 5' T-4" 23 16 C 6 6'-r 1 23 1 17 1 C 60 4' Y-1' 22 14 A 6-2"23 15 C 5' s -r 22 15 C TABLE 4.2 CLEARSPANS FOR 3 X 8 RAFTER LIVE PANEL 24" O.C. LOAD "I" 70190 OVER S G MPH HANG 10 0.036 23'-" 11'4" 0.040' x 3" CLOVERLEAF COLUMN 0.042 2T -r 13'-7' 20 0.036 W -G" 8'-0" F 0.042 19'-10" V-11" 25 0.036 11'4" T -r 17-0" 0.042 1 TA" V-10- 30 0.036 V-9' 6'-11" 0.042 15'-r 8'-1" 40 0.036 74' 6'-W 0.042 11'-9" T-0" 60 0.036 4'-11" 4'-11' 0.042 T-10" 5'-9" CLEARSPANS FOR 2 X 6 RAFTER LIVE PANEL 24" O.C. LOAD '1" 70190 OVER S G MPH HANG 10 0.024 13'-r 6'-0" 0.040' x 3" CLOVERLEAF COLUMN 0.032 18-1' 9'-0" 20 0.024 V-10' 4'-11" F 0.032 13'-r V -T` 25 0.024 V-10" 4's 17-0" 0.032 11'-9" 5-10" 30 0.024 T-8" TAW 0.032 101-9' 5* -0' 40 0.024 5'-10" 7-11" 0.032 9'-4' 4W 60 0.024 NIA WA 0.032 T-0' 3'-10' TABLE 4.3 TABLE 4.5 FOR 10 PSF DOUBLE RAFTERS MAY BE USED 48" O.C. COL FOR ATTACHED LATTICE PATIO STRUCTURES COLUMN HGHT A 0.024" x 3' SQUARE ALUM COLUMN 11'$" B 0.037'x 1 12" SQUARE ALUM 11" MAX COLUMN LENGTH G SCROLL COLUMN 8'-0" B 0.02r x 3" SQUARE ALUM COLUMN 11'-4" C 0.040' x 3" CLOVERLEAF COLUMN 17-0" D FLUTED COLUMN ALUM. 0.087 17-0" E 3" CLOVERLEAF STEEL 0.048" 17-0" F 3" SQUARE STEEL COLUMN 17-0" G 4" SQUARE STEEL COLUMN 17-T H 5" SQUARE STEEL COLUMN 17-0" A' = V MAX9MUM COLUMN LENGTH A"- 10' MAXIMUM COLUMN LENGTH MAR 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 17 MAX COLUMN LENGTH H 17 MAX COLUMN LENGTH TABLE 4.6 ALL COLUMNS MAY BE REPLACED WITH A STRONGER COLUMN 'A' MAY BE REPLACED W1 B -J 'B' MAY BE REPLACED W1 C -J, ETC. LINEAR INTERPOLATION FOR ALL CALCULATIONS IS ALLOWED 9V�Meemmx C PRODUCT", EC 1140 ALL PRO DRIVE ELKHART,IN 46514 ICBO ES EVALUATION REPORT ER -2627P HEADER SPANS, COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES SHEET 6 OF 8 DATE: 2/8/2000 ;.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES RAFTER OVERHANG (FT) (FT) LIVE TRIG 8'C BEAM HEADER LIVE TRIG 8' C BEAM HE AD13R 4' 4' 5 S 6 24" O.C. 2*W RAFTER CLEARSPANS .OAD WIDTH MAX S CONSTRAINED FOOTER SIZES 5' LOAD WIDTH MAX FOOTER SIZES 6 6 5' 6 MAX ROOF'HEIGHT 19 6 9 6 COLUMN 5' FREESTANDING 6 ATTACHED 6 1a COLUMREESTAING N FFREESTANDING 6 ATTACHED 6 T LIVE PANEL ,EXPOSURES MAX 6 T SPACING T FOOTER-d-FTR 12' 6 MIN T T SPACING FOOTER'd 8' FTR MIN T T LOAD Y BA14DC OVER 14' T 8' COLUMN HEIGHTS 8' ' d COI. 9 16 8' COLUMN HEIGHTS V 'd COL 9 9 16 8' 70 & 90 MPH HANG I?S! 9 1a 87' 11' 15' 8' 9 TYPE S 1a 1a 8 11' IS 18' 1a TYPE 1a 1a 20 0.024, 19 1a to 70 MPH EXPOSURE B 11' 11' 11' 2a 1a 11' 90 MPH EXPOSURE C 11' 17 17 21' 11' 11' 0.032 13-2" 6-7' 20� 4' 31'-S" 27 29 32 33 21 D 25 4' 25'-10" 34 36 39 41 23 D 24' 17 25 0.024 9-10" 4'S" 14' 5' 29-0" 27 29 31 33 22 D 14' 5' . 23'-1' 33 35 38 40 24 D 2T 14' 14' 0.032 11'3" 6-10" 15' 6' 2Ti9" 27 28 31 32 23 D 16' 6 21'-1" 33 35 37 39 25 D 30' 16 30 0.024 T48" 7-10" 1T T 26-4" 27 28 31 32 24 E 1T T 19-0" 32 34 37 38 26 D 33' 1 T 1 T 0.032 1174 6-4" 18' 8' 25-T 26 28 .30 31 25 E 19 8' 18'-3" 32 34 37 38 27 E 36 19 400.024 19 5'-10" 2'-11" 2a 9 3" 24' 26 28 30 31 26 E 2a 9 1 T-2" 31 33 36 37 27 E 39' 2a 2a 0.032 94" 4'-8" 21' 10f 1 21S 1 26 27 29 31 26 E 27 to 1 16-4" 31 33 1 36 1 37 28 E 42' 1 21' 1 so 1:0.032 0.024 WA V;4V 23 I 70 MPH EXPOSURE C 70 & 90 MPH EXPOSURE B / 70 MPH EXPOSURE C T -W T-10" 20 4' 31'-0" 32 34 36 38 21 D 30 4' 2T-9" 30 32 35 37 23 D TAR[ F 5.3 5' 29.6" 31 33 36 37 22 D 5' 26-9" 30 32 34 36 25 E 24" O.C. 3W. RAFTER CLEARSPANS 6 2T4" 30 32 35 37 23 D 6' 24'-3" 30 32 34 36 25 E MAX ROOF HEIGHT 18' T 26.8" 30 32 34 36 24 E T 274' 29 31 34 35 27 E LIVE PANEL :EXPOSURES MAX 8' 24-0' 29 31 34 35 24 E 8' 22'4" 29 31 33 35 27 E LOAD "r" . B AND C OVER 9 274" 29 31 34 35 25 E 9 21'-2" 29 31. 33 35 28 E PS IN :70 & 90 MPH HANG 1a I 21'-0" 29 31 33 35 25 E to 2117-^ 1 29 1 31 1 33 1 35 1 29 E 20 .0.036 14'-8" 9-61 90 MPH EXPOSURE B 90 MPH EXPOSURE C 0.042 19-10" 9-11" 20 4' 31'-0" " 31 33 36 38 24 D 30 4' 26-10" 34 36 39 41 23 D 25 0.036 111-8" T -T' 6 29-0" 31 33 35 37 26 D 6 23'-1" 33 35 38 40 24 E 0.042 IT -9' 9-10" 6' 2T-9" 30 32 35 36 27 D 6 21'-1" 33 35 38 40 25 E 30 0.036 9-" 6-11" T 26-1" 30 32 35 36 28 E T 19-T 32 34 37 38 26 E 0.042 16-7" 8'-1" 8' 24'-4" 30 32 34 36 29 E 8' 18'-3" 32 34 37 38 27 E 40 0.036 T-4" 6-0" 9 23'-0" 29 31 33 35 29 E 9' 1r-2" 31 33 36 37 27 E 0.042 11'-9" T-0" 1a 21'-8" 29 30 33 34 29 E 10' 16-4" • 31 33 36 37 28 E 0.036 4'-11" 4'-11" 90 MPH EXPOSURE C 70 & 90 MPH EXPOSURE B /70 MPH EXPOSURE C ::60 0.042 TAT.6-9-1 20 V 25'-10" 34 36 39 41 23 D 40 4' 25'-3" 30 32 34 36 23 E TABLE 5.4 6 23'-1" 33 35 38 40 24 D 6 23'-5" 29 31 34 35 24 E EQUIVALENT 6 21'-1" 33 35 37 39 25 D 6 27-0" 29 31 33 35 25 E FOOTERS -d' T 19-6" 32 34 37 38 26 D T 2a-11" 29 31 33 35 26 E COW NONCON- 8' 19-T 32 34 37 38 27 D 8' 2a4" 28 30 32 34 26 E STRAINED STRAINED ' 9 1T-2" 31 33 36 37 27 D 9 19-2" 28 30 32 34 27 E 18 18 1a 1 16.4" 1 31 1 33 36 1 37 28 D 10' 1 16-2" 28 30 32 34 28 E 19 20 70 & 90 MPH EXPOSURE B 90 MPH EXPOSURE C 20 22 25 4' 29-6 31 33 35 37 24 D 40 4' 26-3" 34 36 39 41 23 E 21 23 6 27-4" 30 32 35 36 25 D 6 23'-1" 33 35 38 40 24 E 22 24 6 25'-" 30 32 34 36 26 E 6 21'-1" 33 35 37 39 25 E .23 26 T 24'-0" 30 32 34 36 27 E T 19-5" 32 34 37 38 26 E 24 27 9 2TZ" . 29 31 33 35 28 E 8' 18'3" 32 34 37 38 27 E 25 29 9 27-0" 29 31 33 35 29 E 9 1r-2" 31 33 36 37 27 E 26 31 1a 21'4" 1 29 1 30 1 33 1 34 29 1 E I Ila 1 16-4" 31 33 1 36 1 37 28 E 27 33 70 MPH EXPOSURE C 70 & 90 MPH EXPOSURE B AND C 28 35 25 4' 29-6' 31 33 36 37 21 D 60 4' 27-0" 33 35 37 39 22 E 29 36 TABLE 5.5 5' 2T-4" 30 32 35 37 22, D 6 2a -T 33 35 37 39 24 E 30 38 6 26-W 30 32 34 36 22, E 6 193" 32 34 37 38 24 E 31 39 T 24'-6" 30 32 34 36 23 E T 1T-10" 31 33 36 37 25 E 32 40 8' 23'-0" 29 31 34 35 24 E 8' 164" 31 33 36 37 26 E 33 41 9 27-0" 29 31 34 35 25 E 9 15'-9" 30 32 35 36 26 E 34 43 10' 21'-T 1 29 1 31 1 34 1 35 1 25 E 10' 14'-11" 30 32 1 35 1 36 26 E 1 35 44 A 38 46 37 47 MAXIMUM COLUMN HEIGHT 38 48 COL COLUMN DESCRIPTION SINGLE - FREESTANDING GENERAL METHOD FOR USING THESE TABLES FOR ALL COLUMNS SEE SPAN OR MUL71SPAN 1 CHOOSE FREESTANDING OR ATTACHED, COMMERCIAL OR PATIO LATTICE STRUCTURE DETAILS 1(' 1!' AND w ATTACHED ATTACHED 2 DETERMINE PROJECTION, WIDTH, OVERHANG, WIND LOAD AND LIVE LOAD. D FLUTED COLUMN ALUM. 0.052 1z4r N/A 3 FIND TRIBUTARY WIDTH FROM TABLE 5.6 AND DRAWING 97SCO2. E 3' CLOVERLEAF STEEL 0.048' 1z -O' 8'-7" 4 CHOOSE A RAFTER FROMTABLES 4.3.4.5.5.3 OR 5.4 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. F 3' SQUARE STEEL COLUMN 16'4' 111-01, 5 CHOOSE A HEADER FROM TABLES 4.1, 4.2 OR 5.2 THAT HAS ADEQUATE COLUMN SPACING. G 4" SQUARE STEEL COLUMN 16'-0" 16-W 6 USE THE FOOTER SIZE SHOWN. H5' SQUARE STEEL COLUMN 1w4r 18'-O' 7 USE THE COLUMN SHOWN FOR SINGLE SPAN ATTACHED PATIO. j 6" SQUARE STEEL COLUMN 18'-0' 1v_w LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. I ABLE 5.1 8 FIND THE APPROPRIATE DETAILS IN THE "CONNECTION DETAILS" SHEETS. FOR CONCRETE PATIO SLABS FOLLOW 14 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 TRIG VVIDTH 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 PROJ. RAFTER OVERHANG (FT) (FT) 3' 4' 4' 4' 4' 5 S 6 T 4' 4' 4' S 5' 5' S 8' 4' 6 6 5' 6 6 6 9 6 S 5' 6 6 6 6 1a 6 6 6 6 6 T T 11' 6 6 6 T T T T 12' 6 T T T T 9 8' 13' T T T 8' 8' 8' 8' 14' T 8' 8' 8' 8' 9 9 16 8' 8' V 9• 9 9 9 16 8' 9 9 9 9 1a 10' 1T 9 9 9 10, 10' 1a 1a 18' 9 1a 1a 1a 1a 11' 11' 19 1a to 1a 11' 11' 11' 11' 2a 1a 11' 11' 11' 11' 17 17 21' 11' 11' 11' 12' 12' 17 17 27 11' 12' 17 12' 17 IS 17 23' 12' 12' 17 13' 17 13' IT 24' 17 13 13 13' 13' 14' 14' 26 IT 13' 13' 14' 14' 14' 14' 26 17 14' 14' 14' 14' 16 15 2T 14' 14' 14' 16 16 15' 15' 28' 14' 16 16 16 16 16 16' 29' 16 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 18' 18' 33' 1 T 1 T 1 T 18' 18' 18' 18' 34' 1 T 18' 18' 18' 18' 19 19 35 16 18' 18' 19 19 19 19 36 19 19 19 19 19 2a 20' 3T 19' 19 19 2a 2a 2a 2a 38' 19 2a 20' 20' 20' 21' 21' 39' 2a 2a 20' 21' 21' 21' 21' 40' 20' 21' 21' 21' 21' 27 27 41' 21' 21' 21' 27 22' 27 27 42' 1 21' 1 22' 1 27 1 22' 1 22' 1 23 I 23' I /1OLC 0.0 01Amerimaz BW.DIlVG PRODUCI8,ING 1 140 ALL PRO DRIVE ELKHART, IN 46514 ICBG 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: 2/8/2000 _JIM 03 2011 !iT' rAt 1Et' . -3J_'OL 6.0 CO UMN AND FASTENER COLUMN DESCRIPTIONS REQUIREMENTS MAX COL HGHT Al FOR COMMI F Comm Spacing mUNWAed by Trib Width A2 Attached St�uchwea B 0.032" x 1 1/2" SQUARE ALUM Lattice Solid Cover Tributary Tributary F 11'� C 3' CLOVERLEAF ALUM. 0.04Cr K 174' Area ft Area it 10 20 26 30 40 60 23 16 Al Al Al Al A2 C 31 20 Al Al Al A2 C C 37 24 Al Al A2 B C C 44 28 Al A2 B C C D 66 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 85 66 A2 C C C D E 92 80 A2 C C D E E 100 86 A2 C C D E E 106 68 B C D D E E 108 70 C C D D E E 116 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 186 120 C E E E E F 216 140 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 385 250 E E F F G G 492 320 E F F G G G 616 400 E F G G G H 692 460 E G G G G H 768 600 E G G G G H 923 800 F G G G H H Table 6.1 COLUMN TYPE COLUMN DESCRIPTIONS DETAIL MAX COL HGHT Al 0.024 x 3 " SQUARE ALUM COLUMN F 10'-' A2 0.024x 3" SQUARE ALUM COLUMN F &-(r B 0.032" x 1 1/2" SQUARE ALUM E. N 64". B SCROLL COLUMN 0.027" x 7 SQUARE ALUM COLUMN F 11'� C 3' CLOVERLEAF ALUM. 0.04Cr K 174' D FLUTED COLUMN ALUM. 0.067' U 174r E X CLOVERLEAF STEEL 0.048" K 6-7" F 3 SQUARE STEEL COLUMN X 16-0" G 4 SQUARE STEEL COLUMN X 164' H S SQUARE STEEL COLUMN X 194' J lir SQUARE STEEL COLUMN X I 194r ERCIAL AND PATIO STRUCTURES Fastener Terminology #14 SMS = #14 sheet metal or Tek screw, 314 minimum length 5/16' B = 5116' Diameter Bolt See General Notes for specifics on fasteners Cleampan on this chart is the distance from the wall to the first row of columns. HBi KvAk Boll 11114' diameter and 2" embedment ICBO ER -4627 or other anchor w/ 550# shear vs wind and seismic loads. Masonry anchors must have a shear value of 25W for wind or seismic loads. 1/4' Lag screws must have 21/4 of penetration into studs. These lag sums must have an 1/S' lead hole. 10 psi evaluated at 90 mph wind load (15 psf). Al other Table 6.4 Re uired Number of Fasteners for Tension I able O..E Ke=rea NUmDer Or ralswers Tor bnearg I Loam #14 5116- 5/1g. 014 Design Aluminum Material Gage On) BOLT SMS Steel Gage (in) BOLT SMS 0.024 0.024 0.002 0.036 0.040 0.040 0.060 0.060 0.046 0.048 1 1 #14 5116" C 5/16' D #14 E #14 F 5/1(" G #14 5116- #14 511E Footer Design Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT d (in) (lbs) 149 384 512 223 245 e42 293 944 293 1380 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 nta 5 4 8 7 3 6 2 6 2 34 1710 n1a 5 4 8 7 3 6 2 6 2 35 1866 nta 5 4 9 8 3 7 2 7 2 36 2000 nta 6 4 n/a 9 4 7 3 7 2 37 2204 nfa 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 nta 7 6 n1a n/a 5. 9 3 9 2 40 2785 n/a 8 6 nfa 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 nta 6 n1a 4 n1a 3 45 3965 n/a n/a 8 n/a n/a 7 n/a 5 n/a 3 46 4135 nta n/a 9 n1a n1a 7 n/a 5 n/a 4 47 4518 n1a n/a 9 n/a n/a 8 n/a 5 n/a 4 48 4812 nta n/a n/a n1a n/a 8 n/a 6 n/a 4 49 5119 n/a n/a n/a rhla n/a 8 n/a 6 n/a 4 50 5439 n/a n/a n/a n/a n/a 9 n1a 6 n/a 4 Fastener Terminology #14 SMS = #14 sheet metal or Tek screw, 314 minimum length 5/16' B = 5116' Diameter Bolt See General Notes for specifics on fasteners Cleampan on this chart is the distance from the wall to the first row of columns. HBi KvAk Boll 11114' diameter and 2" embedment ICBO ER -4627 or other anchor w/ 550# shear vs wind and seismic loads. Masonry anchors must have a shear value of 25W for wind or seismic loads. 1/4' Lag screws must have 21/4 of penetration into studs. These lag sums must have an 1/S' lead hole. 10 psi evaluated at 90 mph wind load (15 psf). Al other Table 6.4 Re uired Number of Fasteners for Tension Loads Adurninum Gage (in) 0.036 0.082 0.080 0.089 0.100 5116' #14 5116- 5/1g. 014 Design Footer BOLT SMS BOLT BOLT SMS Uplift Size 425 115 709 1048 188 Obs) 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 9% 28 3 n1a 2 2 6 1061 29 3 Na 2 2 7 1175 30 4 nfa 2 2 -7 1296 31 4 nfa 3 2 8 1426 32 4 n/a 3 2 9 1564 33 5 nfa 3 2 n/a 1710 34 5 nta 3 2 n/a 1866 35 5 nta 3 2 n/a 2030 36 6 nla 4 3 n/a 2204 37 6 nfa 4 3 n/a 2388 38 7 n1a 4 3 nta 2581 39 7 nfa 4 3 n/a 2785 40 8 nta 5 3 n/a 2999 41 8 n1a 5 4 n/a 3224 42 9 n/a 5 4 n/a 3499 43 9 nfa 6 4 n/a 3706 44 n/a nta 6 4 n/a 3965 45 n/a n1a 6 5 nta 4235 46 n/a Ma 7 5 n/a 4518 47 n/a nfa 7 5 n/a 4812 48 n/a nfa 8 5 n/a 5119 49 n/a Na 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 MASONR FOR #10x2" (FT) PER STUD (PSF) ANCHORS ANCHORS SMS SCREWS 16" O/C SPACING 10 24 24 16' 27 1 20 24 16' B" 11' 1 17 2 25 24 15" 6' 11' 1 16 2 30 24 14 B" 10r 1 14 2 4fl 24 12' 8" 13 2 64 16" 17 4 11' 2 1 Spacing between bolts and screws shall be 2.5 tines the shank diameter 2 The edge distance of bolls and screws shall be 3 times the sunk diameter 3 Connections shall be arranged so th center of resistance of the connedic coincide with the resultant fine of aci of. the load. WAeMT 1 140 ALL PRO DRI' ELKHART, IN 4651 ICBG ES EVALUATION REPORTER - COLUMN AND FASTENER TABLES SHEET 8 OF 8 DATE: 2/i R= 0.2' -0-1 0.95' k- 0.920 3.0' 167' 167' -�--�— 6.00' 6' FLAT PAN Q 6" STRUCTURAL PANEL (3006-H391 ALUM. ALLOY) 5610 .125 � INSIDE —�-4-`5000 1 .187!, 1.654• I QD 3 1/2" X 12" STRUCTURAL PANEL SEE DETAIL 'A' 0 RIGHT SIMPSON A34 HANGER CONN. OR E MU �" / X RP�ER 2 1 1/2' a T3�lim�mmmlraa T%�ct�c>r����c��T:z�T:zlaTr�cr� FASCIA 14 x 1 1 2' FOR MAXIMUM w0w Sam S 12' O.C. OVERHANG SEE mialiF7i � \�I \�/ ��� �i\�I \�/ SCHEDULE 0 RIGHT Q ALTERNATE EAVE ATTACHMENT OU60 TSIDE 16' TYP. 1.903' - 2.464' 1.714' 55 1/242, n Typ. 1 2 1.137'12.00 -11.137' FOR STEEL PANEL: ASTM A 653 GRADE 80 STRUCTURAL QUALITY Fy= 80 KSI STEEL 30 GA GALV T=.0157 28 GA GALV T=.0187 QB 12" STRUCTURAL PANEL (3006-H391 ALUM. ALLOY) 3/49 30 ° 1 7/8' - 3' '1 13/16' 9/64 . 1/16' 675Y7P /16' R. TYP. 1 /16' TYP. 0.2 2.061 Typ- 7/16 �TYP.7 16 / 1 / _- 1 13/32 61' TYP. 459'448' 7/1 ' TYF 3/32 TYP. o 2 1/41- /8' R. TYP. / 2 25/32 Q LS ALTERNATE -12" STRUCTURAL. PANER TYP (3006-H391 ALUM. ALLOY) ADDITIONAL TWO - 16d NAILS 0 EA. RAFTER WHEN REQUIRED 1/2- FASCIA DETAIL "A" R= .2 ' R= .15' TYP. .0" .55 .0 �-- % 2.16P. 2.10' �' \ 49' 39' 1.0' R= .125'/ 1.0 R- 0.15 TYP 1.0' TYP. -I 18.00' .4 R= 0.22' 0.35' FOR STEEL PANEL- ASTM A 653 GRADE 50, SQ CLASS 1 30 GA GALV. t=0.0157" Fy=50 KSI STEEL © 18 STRUCTURAL PANEL (3006-H391 ALUM. ALLOY) 3.00' 9 64' R. 1:50' / 0.024', 0.027° f5/32' OR 0.040' TYP. �T 1.50° 0.032° 3.00" 1 7/8' TYP R=.0937 � Ll TYP. O 1 1/2" SQUARE COLUMN O 3" SQUARE COLUMN (3003-H16 ALUM. ALLOY) I (3003-H16 ALUM. ALLOY) SIMPSON A34 CONNECTOR OR EQUAL. - RAFTER 6 - 110 SCREWS, 3 EACH LEG OF CONNECTOR - TYPICAL j • •- - - • - •- --• 49RZM r ,.,M ILYA 3147-10M�w m�mmc�mmmimm�mm�mm'.a[�I a T3�lim�mmmlraa T%�ct�c>r����c��T:z�T:zlaTr�cr� �m �mimli►� ►�/\�1 mialiF7i � \�I \�/ ��� �i\�I \�/ mimdLW WALVA VaIfi\ FEW W WiV/I:6 VAN ®wAl•LVA 5:21111 r[GWVII[CJ AUU111UNAL L - 100 NAIL) %V rJA%,N KAF ILK w O 2)r 0 7 r:a -31-02 ENGINEER AMP STRUCTURAL PANELS + TYP. CONNECTION DETAILS DATE REVISION I DATE REVISION 9pAm9ftff Engineering Services 1 All Pro Drive Elkhart. IN 46514 KG ICBG ES EVALUATION REPORT NO. ER -2621 P ;ALI- DRAWING NONE NAME COMPONENT PARTS do CONNECTION DETAILS SH 2/8/2000 tr 97CD01 1 OF 9 2.00' 6.50-T 12.50' 2.00' 1.50' 1.�0'- FOR 3'1/,' PANELS .036' YP. 2.00'- FOR 2 1/2' PANELS NON-STRUCTURAL SIDE FASCIA IS NOMINAL .018' IN THICKNESS. -.325' -1 1.00' 01 2.00' .16' 41.66- �+ 67' 0 6 .1/2" ROLLFORMED HEADER (3006-H391 ALUM. ALLOY) 75' FASCIA HDR. TYP. 0Lq o�� 1.50' O 2-1 1/2" SQ. X .062" EXTRUDED COLUMN (ALUM. 6063-T6) 2 5/16- BOLTS 2 5/16- BOLTS W/ 1- DIA. TV. x 3/32' THK. STL WASHER 1.5' 0.032' x 1 1/2' SQ. ALUM. _ DECORATIVE ALUM. SCROLLS OR SOUD FILL ' (2) — 3/8'x3 1/2' HMI KWIK ANCHOR BOLTS 2 5/16- BOLTS 2.25' -----BOTTOM 4.5' 2.25' �— CONN. CHANNEL QN ROLLFORMED 2 COLUMN CONNECTION W/ DECOR. SCROLL (3003-1-116 ALUM. ALLOY) 18, low P 5' .TYP. I IL � I O O O O 6- 114 SMS ON EACH 6.50' 1 5.5' SIDE OF SPLICE CENTERLINE 3.00 40.72� '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. QK 3" ALTERNATE COLUMN (3003-H16 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL) 6.50' STRUCTURAL PANEL 1.625' 40' SEE TABLE 6.5 2.`50 1110 SMS 0 FOLLOW- -z - OR 3,50' SPACING:. .06� °arc FF PAMS PANW e�oc FOR tex PANW NOTE: HILTI KB -II Mi 1.50' BOLTS PER no ES. EV J4627 ROLLFORMED HANGER (3004-H36 ALUM. ALLOY) #PA10gSMSNG: 9 FOLLOWING S 6' O.C. FOR 6' PANELS 6' O.C. FOR 12' PANELS 9' O.C. FOR 18' PANELS SER W 3.00' QO ROLLFORMED HEADER 'H- CONN. DETAILS TO STRUCTURAL PANELS _i _ F SPLICE UNE ® ROLLFORMED SPLICE CONNECTION DETAILS 44 ,,, (3006-H391 ALUM. ALLOY) 67.1f OR 18- WIDE STRUCNRAL PANELS r N 70 E� 31 z CALL- EERS STAMP 3 - 114 SMS ON EACH SIDE OF SPUCE ROLL FORMED HEADER t= 0.036' ROLL FORM[ HEADER SPLICE, TIGHT FIT INSIDE OF HEADER, 9' EACH SIDE OF SPLICE. 3 - 114 SMS ON EACH SIDE 71 OF SPLICE QM ROLLFORMED HEADER SPI (3006-H391 ALUM. ALLa DATE I REVISION I DATE I REVISION 1'IIYISZ Engineering Service! 1140 All Pro Drive Elkhart, IN 46514 1ATIN Or KG ICBO ES EVALUATION REPORT N0. ER -2621P 2117-- DRAVANG NONE OwE� A COMPONENT PARTS & CONNECTION DET 2/8/2000 w ! 97CD02 2 OF 9 3.00' rT2 5/16BOLTS W/ 1DIA3/32' THK. STL. WASHER COVER PANEL LSEE TABLE "A"300' _L .— NEXT .PAGE � .80 8.00' 1 ••0•� 2 5%16" BOLTS l 2.300 ALTERNATE COLUMN CONN. OR 2.90' BRACKET. 12 GA. 8 x 3" I t 3 SQ. COLUMN I I DETAIL 'r , 'K.' OR 1P - 0.5" TYP. R 0 STEEL C- CHANNEL HEADER 3 . COLUMN .CONNECTIONS FOR (STEEL'A-653 Fy=50,000 PSI) FASCIA HEADERS 3.5" PANEL 1.0.0" L'SEE TABLE "A" NEXT PAGE 0.90" TYP. 12 GA. 10" x 3 1 /2"T UV STEEL "C"- CHANNEL HEADER (STEEL A-653 Fy=50,000 PSI) 1 r�=.WMWE PANEL - 3/4" BOLTS SEE DETAIL 'A' AT RIGHT /2" X 9 1/4- 0.14'0.17" � 0.17" TYP. EO.17" T OW 10" FULL-STRENGTH SPLICE DETAIL ASTM A 653 Fy=36 KSI FOR -BOLT 25 SIZEx SEE .50" DETAIL'S' AT LEFT 68 •'3.00' :3,000' 1 .094' -�j' - 2 251 fft���--- � r + NOTE: D AIL 'S' AT RIGHT + 37" 4) ITYP...688'(4) .00�a10" R X 7 0'1;4) 010" HIGH IALUMAX 68 p(4) I.D. .43714) FOR INSTALLATION AND -}- .020" DP. 12�36�D• PROPER CONNECTIONS. X.062" .062" RAD44) II l .187" RAD(16) O FLUTED COLUMN (3" ALUM. 6063-T6) 0 3" ALTERNATE COLUMN CONN.! BRACKETS"t" 0.062" UNLESS OTHERWISE NOTE[ (STEEL A-653 Fy=40,000 PSI) 1.25" SPLICE .0 00,00 00 .r 00 ; 00 Q Q00 11 Q_O 1.5" '1 1-- 36" DETAIL 'A' v E. -fu N0. 2 m qlF F. C EN S STAMP 3.00", 4.00" .188" 00 5.00" � OR 6.00" TYP. 00 0- 1.25" 3.00", 4.00" 5.00" OR 6.00" oil OX 3",4",5"OR 6" STEEL COLUMN Fy=36 KSI DATE REVISION DATE REVISION MpAwft� Engineering Services 1140 All Pro 6514 Elkhart. IN 46514 Vm or KG ICBG ES EVALUATION REPORT NO. ER -2621P ORAVANG • NONE NDARM� COMPONENT PARTS ec CONNECTION DETAILS SHEET 2/8/2000FUN97CD03 3 OF 9 10. 1. 8.0' 0.17" TYP. 0.17" QY 10" X 5 1/2" W BEAM HEADER (6061-T6 ALUM.. ALLOY) 5.5' rt -n irn 0.14' SEE TABLE 'A' •1 TYP. SEETABLE "A" 6.0" PANEL 110" TYP. OZ 6" W BEAM HEADER (6061-T6 ALUM. ALLOY) SOU #10 SMS ® 6",12" OR 6" .375" 9" O.C. FOR ,12", & .900'.291" 18" PANELS #10 SMS ® 12" O.C. i� STABILIZER CLIP- 01 SEE DETAIL 'AG'. 1 SMS 6" O.C. FOR 6" & 12" PANELS - 9" O.C. FOR 18" PANEL 1.0" N #10 SMS ® EACH ROOF P EL VALLEY 5.406" 1/2" STRUCTURAL .8 3" PANEL (:R- 3 UCTURAL PAN L 6", 12" OR 18" WIDE .079" .079" 2.725" ' 109' 0.062" 0.062' 4.00" 3.00"-�. @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. FLU RADIUS 1.0' 3.00 0.721.56 10.72 0.93 .- 0.72 -T 90.72 3.00 -� 0.28 0.37 0.72 --� 0.17 T (IN)= 0.048 AB 3" X 3" HEADER (STEEL) ®/ X 5 1 /2" W BEAM HEADER (A-653 Fy=40 KSf STEEL) (6061-T6 ALUM. ALLOY) FASTENERS REQUIRED FOR PANEL TO HEADER CONNECTIONS TABLE 'A' ....... .. _.._ .._..__. _ ....... ..._.. ...... _.._.... NOTE LOAD DESCRIPTION WIDTH SCHEDULE 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 I 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' PANE SEE + I MPH EXP B STEEL CLOVER, C BEAMS, I BEAMS 16' 2-#14 SMS PER 12' PANE SEE ALL FASCIA 10' 12-#14 SMS PER 12' PANE I MPH EXP C STEEL CLOVER, C BEAMS, I BEAMS 16' 4-#14 SMS PER 12' PANE SEE 3 STEEL CLOVER, C BEAMS, I BEAMS 16' 3-#14 SMS PER 12' PANEL SEE el .018 L .024 PANEL 6' PANEL USE 50% LESS SCREWS e2 .032 L .036 PANE 18' PANE SE 50% MORE SCREWS OQRJ tS� l DATE REVISION DATE REVISION 9 Tu �F ` ,MAR Lu NO. 0 �J Engineering Service 1140 All Pro Drlve tip Elkhart, IN 46514 KG ICBO ES EVALUATION REPORT NO. ER -2621F CA`,� .DROWING NONE OOARwIPART COMPONENT PARTS do CONNECTION DETA NE E I RS STAMP SHMT w 2/8/2000 97CD04 4 OF c 65 •125' 6.0' 5.75' .010' 8-1/2' 0 BOLTS 1.1 1.125-1 T T ITT I 1 36" •� ® 6' W ALUM. HEADER SPLICE (6061-T6 ALUM. ALLOY) .O62n SEE DETAIL R=.375" FOR EXTRUDED =.375" 1.187' HANGERw/ a—RAIL ® A -RAIL 437' (8083 -TB ALUM. ALLOY) 2.10"r-1.7100 375' .057' 1.380" ® STABILIZER CUP FOR EXTRUDED HEADER 'AC' (6063 -TB ALUM. ALLOY) TYPICAL 12' V -PAN ®TYPICAL SKYUGHT PANEL CONNECTION WITH 12' V -PANS NOTE: HEER SPLICE MUST BE LOCATED wTTHIN 12'ADOF A COLUMN. 0.15' EXTRUDED HEADER SPUCE WTTH TIGHT FIT INSIDE HEADER 0.15' 5.406" I a 4.00" 8-014 SKYLIGHT PANEL TYPICAL 12' V -PAN 4" .5' 24" ® ALASKAN EXTRUDED HEADER SPLICE (6061-T6 ALUM. ALLOY) #14 SMS SEE TABLE 8.5 FOR SPACING 1.50" 110 SYS O FOLLOW- r Ns SPAM ' FOR Ir P&%Els nc fm, nwE1SRE Was 2.25' A -RAIL -SEE t®.062' OR DETAIL 'AF' TYP. 2.50' L-A=w-il 1 tj 43' 0.30 1.50'--i ® EXTRUDED HANGER (6063-T6 ALUM. ALLOY) 1.686" -T EXTRUDED CHANNEL CONNECTOR .500" ® (6063-T6 ALUM., ALLOY) �TMKA— —1.562" A SCHEDULE OF ALLOWABLE SPANS FOR 6 & 12" PANELS ADJACENT TO SKYLIGHT PANELS. LIVELOAD (PSF) *6" PANEL SPANS A`1�`"r .*12" PANEL SPANS ICBG ES EVALUATION REPORT NO. ER -2621P t— 0.01 B t— 0.024 — 0.032 t— 0.036 — 0.018 — 0.024 t— 0.032 — 0.036 10 11'-9' 14'-5' 1i-2' 17'-9' 11'-0' 13'-3' 14'-7' 15'-1' 20 8'-80 10'-6' 12'-6' 13'-5' 7'-11' 10'-4' 11'-8' 12'-1' 25 7'-20 9'-5' 11 -3 12 -1 7 -2 . 9 -3 10'-7* 11'-2" 30 6'-1' 8'-8' 10'-4' 11'-1' 6'-' 7 8 '-6" 9'-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 13286 t = .062 FOR 6' PANEL 1.10' FOR 12' PAND- 0 85' 0.80' I FOR 12' PANEL .375' 75 r.3 ' '42' R = 4.50' T FT —'i I-- .30' T � .30' 5.50' li4TE: SEE SCHEDULE ABOVE FOR ALLAWABLE SPANS FOR PANELS ADJACENT TO SKYLIGHT PANELS & NUMBER OF ROOF PANELS NEEDED FOR 1 SKYLIGHT PANEL ® SKYUGHT PANEL DATE REVISION DATE �) C V:V,11RjL0I.1 NO 260 0 - !o AmeSg Engineering Services 1140 All Pro Drive Elkhart. IN 46514 A`1�`"r ur KO ICBG ES EVALUATION REPORT NO. ER -2621P NONE ummncQ tO�ARME� COMPONENT PARTS & CONNECTION DETAILS DATE 2/8/2000 RN 97CDO5 SHEET 5 OF 9 P 2 5/16- BOLTS - 0.09• TMP., If 2.5• 1 &.100- 1.575"- 5.5" -3/8-X 3 1/2- HILT] KWIK— OLTS TO SLAB OR FOOTER )NE EACH SIDE) 3' x 3' ALUMINUM POST .750a 1.0" .750" 1.55" ®ALTERNATE 3" SQ. COLUMN CONNECTOR BRACKET (6063-T6 ALUM. ALLOY) M. f W -L %.I a I12 RGD DIAMETER. 4 HELDL DIAMETER AM 1. ALL PARIS TO BE HOT -W GALVANIZED OR ELEL'TOPLATEO ZINC. MAY BE USED IN LhlN OF ATTACHING TO CONCRETE SLAB. 2. FABRICATION OF AWNING ANCHORS AND SAFETY STAKES IS BEYOND TLE SCOPE OS THIS REPORT. FABRICATION DEMILS AND OUAITY CONTROL PROGRAM MUST BE SUBMITTED TO BUILDING OFFICIAL FOR APPROVAL & AWNING ANCHORS MAY BE USED IN THE FOLLOWING TYPES OF SOIL: - SAND OIL:SAND. GRAVEL, CLAY. SAW GRAVEL. SILTY GRAVEL, SILTY SAND. CLAYEY SAND. CLAYEY GRAVEN., SANDY CLAY, SILTY GAY. AND CLAYEY SILT. ®AWNING ANCHOR f�7t/f�1/fIG-f STEEL ANG.E EACH SIDE OF POST 3/4' Y 1' _1:3 IN.' 1I' •w• FOR FASM63i � Siff INTO FOOTING SEE SCHEDULE 'F' e RIGHT STEEL POST •5/16' BOLTS FUR REQUIRED "W- (WIDTH) FASTENER SIZE MINIMUM 1N' MOTH 14 3 38- 41 2' 1/2" 8 26- 2-1 x 31 d 3-5/16.0 BOLTS 133011 28' 133011 6 2 1 Y x 2 1/2' x 1/4' 7 'GROUNOLINE 2 1/4• x 2 1/2• x 3/16' x BEt7� PL JIM. PL I- x 16- x ALL PARIS TO BE HOT -DIPPED GALVANIZ OR ELECTROPLATED ZINC. MAY BE USED IN LIEU OF ATTACHING TONOT NOTE: E# SUB " I SEE 2 DETAIL %1R' 16�`J1 ®SAFETY STAKE (ALTERNATE TO CONCRETE SLAB ATTACHMENT) STEEL COLUMN 12' MN. ENT ON Q Q COLUMN CONCRETE FOOTING mgTE: USE 1 - 1/2' P STEEL BAR FOR FOOTINGS UP TO 36' CUBE USE 2 - 1/2' • BARS FOR FOOTNGS UP TO 46' CUBE AND 3 - 1/2" / BARS FOR FOOTINGS UP TO 52' GIBE SCHEDULE "F" - COLUMN TO FOOTING CONNECTIONS FOR 1 B' TO 42" FOOTING SIZES SIZE *HILTI FASTENER CONNECTION TO HES) (OR EQUAL) SIZE COLUMN TUBE REQUIRED TENSION FOR BOLTSR - 2-1 4'/ x 2' d 1-5 18-I BOLT 1=22' 43011 2� x 2 1 d 58011 2-5/1 IrIl BOLTS 85 24' 2-3/8'0 BOLTS . 79 26- 2-1 x 31 d 3-5/16.0 BOLTS 133011 28' 133011 30- 187 32- 2-5/8"o x 4'd 2 34- N/A 36- N/A 38' N A 40- N/A 42' N3-3/8-0 BOLTS N/A ©ALTERNATE FREESTANDING STRUCTURE COLUMN '"d' SIZE IN ANCHOR BOLT OR HILTI FASTENER SIZES INDICATES DEPT} TO FOOTING CONNECTION DETAIL OF EMBEDMENT. EXAMPLE 2 FASTENERS. INDICATES 2 T1E/2- EMBEDMENT 0 AAPPPROOVREDOTO OPRROOVIDEOHILTI ALOWABLE TENNSION EQUAL TO 'REO DE IC80 E TENSION FOR ANCHOR BOLT' VALUES SHOWN. HILTI INDICATES HILTI KB -II ANCHOR BOLTS PER ICBO E.S. EV #4627. ® ATTACHED STRUCTURE COLUMN TO FOOTINGAP ®FOOTING SCHEDULE AP CONNECTION DETAIL "d-= 18" TO 32- DATE REVISION DATE REVISION HILTI FASTENER ALTERNATE �, -.�' �" u ` - ANDES u 1/2- CONC. SLAB � NO. i a � NG LANDER a.. ...� . 'a• n . -w .' A��� pMUST p000 TTHHRpU SLAB iA Y7JIMLxf1 OF 6' © COLUMN CONNECTION DETAIL FOR SLAB & FOOTING ATTACHMENT qlF F AUFo�N 3-31-ov ENGINEERS STAMP KG 0E. - NONE 2/8/2000 Engineering Service: 1140 All Pro Drivel Elkhart. IN 46514 ICBO ES EVALUATION REPORT NO. ER -2621P COMPONENT PARTS & CONNECTION DETA 97CDo6 6 OF 9 6 — 5/16' • BO5 1/2' x 10' ALUM IF. BEAM OR 5 1/2' x 7' ALUM W= BEAM OR 4 1 2' x 6' ALUM W= BEAM 1 1/2 COLUMN 1 �r *6'OR10" 8-516' Ti 2 1/2' BOL O'TYP. L STEEL POST � �3-iS-0'2 GA. 'C' OR 3 1/2'00'02 GA �-C ® C -BEAM TO COLUMN CONNECTION 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 5/16' BOLTS SEE TABLE 8.4 COLUMN E4 FOR QUANTITY (MIN4) 3. 25 'W" MIN. OF 4.50' TOP PLATE A' 0.5' 0 In MaIE TOP PLATE '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 3' x 3' HEADEF 6-14 . ff........ 3.0' 2.0' 1.0' qj__ =nr 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' .750' 1.' .750' . I .056----1 2 5/16' BOLTS 3' x 3' COLUMN ALL 'I' BEAMS & 'C' BEAMS USE TABLE 8.3 .COLUMN 'J' FOR QUANTITY OF HORIZONTAL BOLT: USE TABLE 8.4 COLUMN 'N' FOR VERTICAL BOLTS. i ®ALTERNATE 3' SQ. COLUMN CONNECTOR BRACKET '(6063-T6 ALUM. ALLOY), I ALUMINUM 'I' BEAM OR STEEL 'C' BEAM LLpJ I U-µ1 --2 5/16' BOLTS W/ 1' OIA. 2 5/16' BOLTS SEE . x 3/32' THK. STL. WASHER TABLE 8.3 COLUMN 7 t=0.125 n FOR ABLE RY COLUMN 'Q' 'K' FOR QUANTITY / r 3' STEEL COLUMN "t' = 0.048' ® 3' STEE ' FLUMN TO HEADER CONN. BRACKET (6063-T6 ALUM.) R O 3 TE REVISION DATE REVISION Engineering Services 1140 All Pro Drive JINiEER 3.31- Elkhart. IN 46514 CMP ICBO ES EVALUATION REPORT NO. ER -2621P NONEMWNG OR NAME COMPONENT PARTS &CONNECTION DETAILS SHEET P 2/8/2000 IMIN 97CD07 7 OF 9 t=0.12'• 0. 16-5/8' BOLTS, 8 EACH SIDE OF� .0' gSPLICE 5.0' 0.1' I t=.062' TYP.�FIF� 5 1/2- A BEAM •2-7" C SPLICES ONE EACH SIDE OF 7' 'I' BEAM 'LIGHT FR I' 0.1'J 0.12' 7" X 5 1/2" I—BEAM SPLICE (6061—T6 ALUM. ALLOY). ® SPLICE DETAILS AWNING ANCHORS 2 ANCHOR 3 ANCHOR 4 ANCHOR 2. 3. OR • 4 ANCHOR DETAIL E:1 v . 7 AWNING ANCHOR CLEAR CENTER IN FOOTING • TYP. SINGLE ANCHOR DETAIL BI ANCHOR DETAILS FOR ATTACHED STRUCTURES 7" C SPLICES (6061—T6 ALUM. ALLOY) e c /n- ens — rA^u & 7" X 5 1/2" ALUM. I—BEAM SPLICE BOLT LAYOUT 3"X 8" ALUM. HEADER—r I 27X 6 1/20X .024" ALUM. SIDEPLATE (BG)3" x 8" HEADER -"K CONNECTION FOOTING "d" (IN) ALTERNATE FOOTING SIZE NO. OF ANCHORS 18 120X 120X 15' 1 20 15"X 150X 15" 1 22 180X 18"X 15' 1 24 20"X 20"X 15" 1 26 20"X 20"X 15" 4 28 24"X 24"X 15" �2 30 1 24"X 24"X 15" '2 32 24"X 240X 15" 3 34 1 24"X 24'X 15" 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 Y 5 1 2" /2" 1/2 7° 3— #14 SMSZ ALUM. 3— #14 SMS EACH EACH SIDE COLUMN SIDE OF COLUMN 2°X 6 1/2° ALUM. 3"X 30 ALUM;---SIDEPLATES COLUMN WITH SIDEPLATES END VIEW DOUBLE 2" X 6 1/2" BH HEADER CONNECTION �Q e��Fi U /� AR 0I DATE I REVISION I DATE REVISIO �Q F �'•> Clo WITH SIDEPIce LATES N0. O x m a- , ERS STAMP e Engineering Serv(c 1140 All Pro Drive Elkhart. IN 46514 fAWN Or CMP ICBG ES EVALUATION REPORT NO. ER -2621 •— DRMNG NONE NAME COMPONENT PARTS do CONNECTION DEl 2/8/2000 KIM 97CDOS 8 OF 0.08' EXTRUDED HEADER SPLICE WITH TIGHT FIT INSIDE HEADER. T- f -r wLIJ SPLICE6 DETAIL ® 5 1/2" EXTRUDED HEADER. SPLICE (6061—T6 ALUM. ALLOY) 10 x 1.5" SMS SEE TABLE 5 FOR SPACING ® 3 1/2" "G" RAIL (6063—T6 ALUM. ALLOY) SEE N AT RIGHT 3 #14 SMS EACH SIDE OR 2 5/16" BOLTS 3"X 3' "X 6 1/2' - COLUMN SIDEPLATES3; " J ALUM. FOOTINGBKET 3/8" 1/2" X ti9 FUSE ONLY ON SLAB r OTE OR d=26' FOOTER •.. ; ► • .: OR SMALLER W Nfl SLAB OR FOOTING fT ® ALUMINUM FOOTING BRACKET FOR CONNECTING qTE COLUMN TO CONC. SLAB OR FOOTING (6063—T6 ALUM. ALLOY) 0 WAIN G F L� 3-3)-�- - S STAMP 2•X 6 1/2'X 12• HANGER ALUM. RAFTER 0 16' OR 24' O.C. RC HE 2"X 6 1/2' ALUM. FASCIA B� ALTERNATE—DECORATIVE FASCIA TRIM 44 ® 3 1/2" "J" HANGER (6063—T6 ALUM.• ALLOY) o NON-STRUCTURAL 2.109" ' COMPONENT 5.721' ® 5 1/2- EXTRUDED SIDE FASCIA (6063—T6 ALUM. ALLOY) REVISION DATE REVISION �iri�i1'IIYI$g Engineering Services 1140 All Pro Drive Elkhart, IN 46514 KG ICBO ES EVALUATION REPORT NO. ER -2621P SCALE: URAVANG NONE ORPART COMPONENT PARTS do CONNECTION DETAILS NAME DAM. SHEET 2/8/2000 M 97CD09 9 OF 9 TERNATE 2— "2'X 6 1/2" HEADERS IN PLACE OF 3"X 8' HEADE:R., WITH POST & SIDEPLATES 3"X 3" POST ®ALTERNATE 2-2" X 6 1/2" HEADERS 3 #14 SMS EACH SIDE 'r 3' X 8' BOX L �f y BEAM HEADER '1 ALUMINUM 'H" 3' 6' BRACKET �f 3'X 3' .ALUMINUM COLUMN 3. y 'I /2' 3• '� 3 #14 SMS EACH SIDE ®0 ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN'TO HEADER (6063-T6 ALUM. ALLOY) SEE N AT RIGHT 3 #14 SMS EACH SIDE OR 2 5/16" BOLTS 3"X 3' "X 6 1/2' - COLUMN SIDEPLATES3; " J ALUM. FOOTINGBKET 3/8" 1/2" X ti9 FUSE ONLY ON SLAB r OTE OR d=26' FOOTER •.. ; ► • .: OR SMALLER W Nfl SLAB OR FOOTING fT ® ALUMINUM FOOTING BRACKET FOR CONNECTING qTE COLUMN TO CONC. SLAB OR FOOTING (6063—T6 ALUM. ALLOY) 0 WAIN G F L� 3-3)-�- - S STAMP 2•X 6 1/2'X 12• HANGER ALUM. RAFTER 0 16' OR 24' O.C. RC HE 2"X 6 1/2' ALUM. FASCIA B� ALTERNATE—DECORATIVE FASCIA TRIM 44 ® 3 1/2" "J" HANGER (6063—T6 ALUM.• ALLOY) o NON-STRUCTURAL 2.109" ' COMPONENT 5.721' ® 5 1/2- EXTRUDED SIDE FASCIA (6063—T6 ALUM. ALLOY) REVISION DATE REVISION �iri�i1'IIYI$g Engineering Services 1140 All Pro Drive Elkhart, IN 46514 KG ICBO ES EVALUATION REPORT NO. ER -2621P SCALE: URAVANG NONE ORPART COMPONENT PARTS do CONNECTION DETAILS NAME DAM. SHEET 2/8/2000 M 97CD09 9 OF 9 3° 10 00 L1 HEADER (3006—H391 ALUM. ALLOY) _5I 2 1 8° 1 1/2' OR 1 11t OR 2- @ L3 LATTICE ~ t=0.024 (3105—H25 ALUM. ALLOY) OR 00 ° 0.032° f j J=.024 co OR .0265' O RAFTER & SIDEPLATES (3006—H391 ALUM. ALLOY) L4 COLUMN (3006—H391 ALUM. ALLOY) MS EACH UWGER 11ti 4-#8 SMS EACH RAFTER,f- HANGER E TABLE RIGHT. 15/16_ 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' .048 MIN. ASTM A-653 Fy=40 KSI 0 STEEL CONNECTOR FOR WOOD COLUMN CONNECTION #8 X 2 'SMS FOR 1 1/2' LATTICE -f8 x 2 1/2' FOR 2' CE Ig --ALUM. RAFTER L9 LATTICE TO.RAFTER CONN. L= 1.92' FOR 2" X 6 1/2" RAFTS L= 2.�' FOR 3. ' X 8' RAFTERS .04 I --- I � f If 1' TYR 2-18 SNS EACH SIDE it, f 3 til" E� 2- 10 X 13/4' WOOD OR 2-#10 SNS INTO METAL (6063-T5 ALUM. ALLOY, Y= 0.0401 L6 RAFTER HANGER HEADER HEADER DETAIL MAXIMUM MAX FASTENTING GAGE y �y WIND LOAD TRIB PER STUD 16' O/C .042 3' x 8' L1 90 MPH 6' 2-#8 SMS EACH BRKT. STRUCTURE 3' x 8' / I V 1 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 12-#14 SMS EACH BRKT. .094 8' STEEL C L23 90 MPH 22' SMS EACH BRKT. 90 EXP C 10' 2-#14 SMS EACH BRKT, U 1/4' x 4' LAG SCREW SEE TABLE 8.5 COLUMN WOOD LEDGER- 2 X DEPTH ANC4 FOR* QUANTITY y �y ALL 10 PSF USE 1 LAG 2- EA SIDE PER STUD 16' O/C Lu N 2 70 z ALUM. iaCP 3 31 STRUCTURE ALT. SIMPSON HANGER SHOWN U 6R PER I.C.B.O. E.S. EV. 1258 I / I V 1 E2- S0DE 1' F LS ALTERNATE RAFTER TO WALL CONN. ENGINEERS STAMP DATE REVISION 1 TLV__ ® *&11*11 Engineering Service 1140 All Pro Drive Elkhart. IN 46514 """ O1' KG ICBO ES EVALUATION REPORT NO. ER -2621F ALL' ORAValo NONE NANEART COMPONENT PARTS & CONNECTION DETAILS FOR PATIO & COMMERCIAL LATTICE STRUCTUF Tr_ SHEET 2/8/2000 8NTUR 97LT01 1 OF A !" DIA. PLASTIC PLUG L BOX INTO NOTE USE PLASTIC PLUG TO FILL 1//2' DIA. ACCESS HOLES USED WHEN ATTACHING S.M.S. INTO ANOTHER BOX SECTION IN WHICH THE SMS LENGTH WOULD EXCEED 2 1/2'. L10 PLASTIC PLUG DETAIL 37" (4) I 3., 688"(4) 3.00 4) I .094 10" R X ' .7 O"(4) 10" HIGH IALUMAX .68 "(4) I.D. .4374) I.125" RAD. .020" DP. (36) x 70' .062" RAD. (20) (12) .187" RAD.(16) 0 FLUTED COLUMN (3" ALUM. 6063—T6) "t" = 0.062" UNLESS OTHERWISE NOTED 2"x61 2"OR3"x8 SEE SCHEDULE FOR SIZE-? -ALTERNATE 2— 2"X 6 1/2" HEADERS IN PLACE OF 3"X 8" HEADER WITH POST do SIDEPLATES 3"X 3" POST W L11 ALTERNATE 2-2" X 6 1/2- HEADERS 3.00 0.72 1.56.10.72 H 0.93 H 0.72 93 1.56 3.00 -� 0.28 0.37 �-- L 0.72 T (IN)= 0.024, 0.030; 0.040 (ALUM) 0.048 (STEEL) COLUMNS MAY BE TRIMMED W/FLEX ALUM. FACING. L30 3" ALTERNATE COLUMN (3003—H16 ALUM. ALLOY OR A-446 Fy=40 KSI STEEL) �pFESSI U CD o NO. . `pTql OF ENGIN 3.00", 4.00" .188" 5.00" OR 6.00" TYP• L32 3", 4", 5" OR 6" STEEL COLUMN Fy=36 KSI 3.000, 4.00t- 5.00" OR 6.00" DATE REVISION DATE REVISION P�ZInSX Engineering Services 1140 All Pro Drive Elkhart. IN 46514 RAIN Or KG ICBG ES EVALUATION REPORT NO. ER -2621 P 5M_ URAMNr- NONE COMPONENT PARTS & CONNECTION DETAILS NAME FOR PATIO & COMMERCIAL LATTICE STRUCTURES S 97LT03 2/8/2000 N 2 OF 4 HEADER SPLICE MUST BE CENTERED ON COLUMN 2- 14 SMo. , EACH SIDE I 3" X 8' HEADER --a, 1 T 0.1 2- f X 6 1/2' SIDEPLATES I ONE EACH SIDE OF COLUMN i I COLUMN L16 HEADER SPLICE DETAIL �pFESSI U CD o NO. . `pTql OF ENGIN 3.00", 4.00" .188" 5.00" OR 6.00" TYP• L32 3", 4", 5" OR 6" STEEL COLUMN Fy=36 KSI 3.000, 4.00t- 5.00" OR 6.00" DATE REVISION DATE REVISION P�ZInSX Engineering Services 1140 All Pro Drive Elkhart. IN 46514 RAIN Or KG ICBG ES EVALUATION REPORT NO. ER -2621 P 5M_ URAMNr- NONE COMPONENT PARTS & CONNECTION DETAILS NAME FOR PATIO & COMMERCIAL LATTICE STRUCTURES S 97LT03 2/8/2000 N 2 OF 4 5/16' BOLTS W/ 1' DIA. x 3/32' THK. STL. WASHER 5.5' TO 8' STEEL 'C' BEAM SEE TABLE 8.4 COLUMN E4 .575'1 2.35' FOR QUANTITY i� L 1 � .750' ,100' 2.5' 1.0' 1 .750' .056 5/16' BOLTS SEE TABLE 8.3 COLUMN 'M' FOR QUANTITY .048 x 3' x 3' STEEL POST ®ALTERNATE 3" SO. COLUMN .CONNECTOR BRACKET (6063—T6 ALUM. ALLOY) 3"X 8" BOX 3"X 8"X 12 GA.' BEAM WRAP "C" BEAM L23 3" X 12" X 12 GA. STL. 'C' BEAM WRAP W/ 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 -- - DATE REVISION DATE REVISION Ess •= W �, #imam Engineering Service:A1C. 1140 All Pro Drive Elkhari, IN 46614 S� I ,\� j � ` • . KC IC80 ES EVALUATION REPORT NO. ER -2621P ��. NONE � PARI C0IAPONEM PARTS A CONNECTION DETAILS NAME FOR PATIO & COMMERCIAL LATTICE STRUCIUR E EERS STAMP 2�8 2000 97LT03 1 3 OF 4 .036 OR .042 x 3' x eHEA" �- 3- X 8" BOX X.,00 BEAM HEADER ALUM. "H" 3" 6" BRACKET 3"X 3" ALUM. COLUMN 3" 060 L24 ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN TO HEADER (6063—T6 ALUM. ALLOY) 3 #14 SMS EACH SIDE ' 5/16' BOLTS 2 3/8' HILTI KVIK BOLT H V/ 25' EMBEDMENT 3"X 3" I 12"X 6 1/2 - POST /2"POST I SIDEPLATES I ALUM. FOOTING I BRACKET I I P • v•� •� .• SLAB OR FOOTING L27 ALUMINUM FOOTING BRACKET FOR CONNECTING POST TO CONC. SLAB OR FOOTING (6063—T6 ALUM. ALLOY) n [251 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 ON OOUIMN 2- #14 SMS o fN;l1 SIDE 3' X 8' HEADER o 0 2- 2' X 6 1/20 SIDOUTES 'X 3• ONE EACH SIDE OF COLUMN COLUMN L16 HEADER SPLICE DETAIL 3'X 8' 3 #14 SMS EACH SIDE 00 ot I O 3 •14 SNS EACH SIDE 2'Xs12• SIDEPLA 3'X' 3' POST COLUMN W/ SIDEPLATES 12' (USE OMLY FOR ATTACHED LATTICE PAW SMUCFUNQ ®SAFETY STAKE IN CONCRETE FOOTING FESS S` ZUU DATE REVISION DATE REVISION TU NO. O. A r1II�8g Engineering Services 1140 All Pro DrIv Elkhart. IN 46514 KG ICBO ES EVALUATION REPORT NO. ER -2621P F C.:' 7j-31-02 PARTS CONNECTION FOR Pn& O0maAL TE SRiWMRES SHEET 3IN ERS STAMP 2/8/2000 Elk 97LT04 4 OF 4 I