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HomeMy WebLinkAbout079-190-066fir. t , GERALD THORNTON 2550 MOnLe Vista Ave, Uro`t�" le BUILDING CODE VIOLATION ContR : Jay Slayton f ` Permit#1643-89B,E(addition/SF) 30 DAY LETTER -- �d ContR : Jay +� Slayton Permit#1816-89P,M(gas wallater)� N a Building Code Violation'' ' Complaint to inspector!':~ 30 day violation letter cj N19 THORTON,GERALD 04-1120 Y ' 9 2550 MONTE VISTA AVEN, OROVILLE 10 day violation letter Cont: CALIFORNIA PATIOS Abated or Closed NEW PATIO COVER(EX' SLAB) F f 46 _.,:., .. �'•M f �. r �7 Y:,r'p .. ,.,t.. �{,t #� ,, ,. t�,��y�• ,... *.a�p'�� K. .�+ r,, ..a!'�KMU$�'?'..-'� W;�� - ... �'�[i9r :. rYli�� ::f'A i. x_ ..?�. r.;� .:�7.�? ty ����'••� .yv 2.. �� ,. I National Pollutant Discharge Elimination �System (NPDES) Phase II Storm Water Pollution Construction Storm Water Permit and Prevention Plan (SWPPP) Acknowledgement [LESS THAN_1,. ACRE) Project Title: the project ect owner/owner's agent, certify that I am aware that a construction By signing below, I, J Water Permit from the project that disturbs 1 acre or more of land requires a Consonsibili S to submit a Notice of Intent State Water Resources Control Board and that rt is my resp and a check for $700.00 made (N.O.I.), a Storm Water Pollution Prevention Plan (SWPPP), rmit if my project payable to the State Water Resources Control Board-toSbtao project et disturb 1 acre or disturbs 1 acre or more of land. I, further, certify that p J more of land. I am aware that submitting false and, oinaccurate oed by lavation may result m revocation of grading and/or other permits or other sanc p Signed: Title: Date: r ,�P;,'ABq jh••.,• pyLpvri��� � 9s99 (o �`D1�f�RFo '-io- 533- y44�z� �/� No. 142r ' _ �3�% — 75 -co PROFESSIONAL I[CBO ES EVALUATION REPORT NO ER -2621 P G/NEED PAGES DRAWING TABLE OF CONTENTS 2 PAGES 97GN01 GENERAL NOTES ICA Rafh p 21152 2 PAGES R. F. Vle 9f IOOn. U? / 1 PAGE 2 PAGES u s R.F. TUCKER , • ENGINEER NO. ' * 33793 �` 97GN02 97SC01 STRUCTURAL CONFIGURATIONS 97SCO2 1.0 ROOF PANEL SPANS AND OVI )1 )2 )3 )4 )5 )6 )7 )8 )9 I hereby certify }trod ihls plan, specln- cation, ar roportwas I. pard, 5y me Or under my direct s,.ipeMsbn end that I am a duly R,g;:terea F`rofos- slonal EngN,6e,• under the Icws Of the State of Mlnnesoi'a. R. F. TUCKER ,7 {Wpa No. 2,,.... F AUCKF�- Ha =�Cff: Boom/CD 6W Em �9�OA aPcc= .HANGS ATIO oSS\ONPI FNrlgFF9 . s • 9 RAYMOND F. TUCKER y�s'�''••-aryl`.:, a� 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 ' ip.aeuna.... F. TUCK �a`dprjFESS'ip ''% ��ED ., . • •E OF NEiq''•• ✓ccy•.• PhUF,F.p JQQ .•''1/,ql .,I ; �p•� N s ENGINEER ' O e .< tiQ� R. F. ^, �' :'Q•' �,.: < pi Z . �, ; TUCKER No, 6335' a c lz � l m; L 4Q?22 - `; E-5170 i nc SfF••.•..••'S�Q�•• F'rSjpNAlEF1G\�. 55\`:)°' ,11111{IN1� 1 ' DF >09. O f ••-. � 11 .F /• ,)i a G N T '. A F, ` R. r' RAYMOND F rUCr.tq` o TUCKER _ NIJM,3ER = O qF 084PE GISTEPED �? ... e6SsloN►'`�%i,,'PO�CCC1ll�'�:+' ...P�e .. KA, aloe"_ Ri E f 4 SE .4l `� °RUC40S71-AL P 40; 4 I •.......... 6.0 COLUMN AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURW'%"F. 'I ;�W�ENT PARTS AN CTION DETAILS `r?nFF` aha Ai>��. CAA N PROFFulorul. '636i2rR F TUCKF�A No.12109'' R.F TUi'S;ER .`' Ao• 21321 (.. .\P�i // OF 'ti� � al, �� �u�'•2s7E,�� j . �-�s:.. �•"'� ,`, /1 l DETAILS =� .�„ 1833 0 s'y �•'lF �O`: '. i- •.� O F �• 12733 R. F. TUCKER E-61529 Ai y...... Amerimaz BURMCPBDDUCI6�BdG 1140 ALL PRO ORIV R. F. TUCKER No.032085 f ZV t" �Etss/0 •o ue...•.0 - /,leleu,.,,, a+`''� N '. •...... -... Ott\ ,�u "a _;,o . \111111 111 .• ,. \ A B q ����• �p• ......yoq� •'OF NEµi °° ., /TUCK S�"JIM ENC/yF tar kt �`���`\E OF A�/ '.� QN T " �\1, CI,R r f ., F. TUCIfE�\ 'y'� << .0 :Q.s,F:•..tu .Fye Q•F F,9 oc�S.,....« �,� yt►•t NDF Dya* `.y,�ps, •�°�: fOG,,i� M QN4 �•�`�•�EESSIQ�'•;���. Q�• T fR �fl .y I TUCKER �'=,•y•'�c c¢' G\S ?5c�: :m'•. :Q' 6`:��•' �a ��ME,rjO y ai: 9, ar�' * R.F TUCKER �MOND .Q y. NO. 14215 • T �Z �. H �+ O W i RAYMOND F, : m ac • R TUC R , 1 4 SEAL n p OFE�,SION� rROFEssioNu ;"'y e• E 5170 a; No. m TUCKER - NUMBER 15716 022 co ,.' ' T o RE 4074 4 T c 1308 F qT ...• S�•,.�. �,y�'!/CENSE��'ctQ: \N �' �J'. c �� �\ r 9. 4314 :'L c^ G/STEREO �? �:� 4'G/NEEP B�p.�, .,�-''••. ��. Q, y a 's (N( :1`rl 4d ),.S t+Fz 9"F......11C ��Q�.• ,•i�ie , • 1 •:NE71 ES ;si/QAIAL ENG . ' 090 ��C� Np• 862- X10 .rho 8T I, qA" a L NA L E •.,,� TUC �,. r I� I LG F FESS. , • 652 �., OFF��10 °„e:llllle\ T 'U IC `,,, 1 EDITION. IN ACCORDANCE•VOTIFI THE UNIFORM B G CODE 1997 ' .r` R•�� OR DE5�Ngi1Q@Ra�ONENTS \E 0 F v eQ\•teaeionR/F� :P..... F LTIG HT LESS THAN IS FT Design Uplift Wind Pressure (psf) ' 2\�G t\ ILA/F Do . ALUMINUM DESIGN IN ACCORDANCE WITH THE LATEST EDITION OF ALUMINUM ,r �j' ;'�^-�. ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE. UNIFORM BUILDING COD��;'y `�,• '.. Sipple San Arens Eaves and Uverhnngs _ R. F TUCKER 21152 %"+a.:...... ” eed Unenclosed Enclosed Unenclosed Enclosed = E-61529 I 3. EACH BUILDING PERMIT SHALL BE .ACCOMPANIED BY -TWO COMPLETELY DIMENSION _ F R. F. P,y ; ,;;. ;.;:;...•Iph Exposure - PLOT PLANS SHOWING EXACT LOCATION AND SIZE OF EXISTING AND PROPOSED s o TUCKER r.yr...... :::::::::::.........:::.:;...... T QFC STRUCTURES. s D4,&E........;::. = /STC, die a••aeue\:1„ > / k,0 B 10.16 10.16 10,16 21.07 = �, f ee•••• ?tio`•ESS;n .. �;f/ • . 490 B 16.76 16.76 16.76 36.11 gAi1DRA. US 4. DESIGN LOADINGS: ep •v 'Vq! � ;` .+9'c F `-' = "� ; 2r..:.. �% SS�Ui.: r --.\, • �.,_` \aEG.•Np °°° e<y4w 70 C 17,36 17,36 17,36 37,40 SATE A. APPENDIX CHAPTER 31 DIVISION III. PATIO COVERS: c,.; c ;/y;. ! !A,'.a- i�1'"< Q�yNp._ �f.;. 90 C 28.66 28.66 28,66 61.73 Rhl �•�.. °:gym�.....;..:<� ��/';•'co i ' AR AN 4 LIVELOAD: 10 POUNDS PER SQUARE FOOT. - ° 6362 q� ^ rr 20 POUNDS PER SQUARE FOOT ? R. F. TUCKER 3440 REGISTER Q rry 25 POUNDS PER SQUARE FOOT Et•r' . d� T SS Design Uplift Wind Pressure (psf) _ y PROFESSIO AL S 30 POUNDS PER SQUARE FOOT •'a��L� otP°° O� �Simple Span Arens Eaves and Overhangs ,: = OREGON ENGINEE 40. POUNDS PER SQUARE FOOT H DPS°.° 4Fi e • • 60 POUNDS PER; SQUARE FOOT '°° ee0`� T R. F, TUCKER S Unenclosed Enclosed Unenclosed Enclosed `C^ /eAl 9 No. 452 P e ,e. 1 o WIND LOAD: FOR 0.4112 ) SLOPE < •2112 .... «N'� 1�• N0. 32085 nli� Exposure FT T1•'C� iO ' eon,' -V- . 4 B 10.65 10.65 10.65 22.93 �� C q� - ti o •� s'o B 17.58 17.58 17.58 37.86 �Q Fes, DesigneraPressure :Latl/Uplift Wind P(p$f) y .w, _, ss/�NP k�>�.. O C 18.05 18.05 18.05 38.88 Speed Simple Span Arens Eaves and 'Overhangs: a .ii <" r,_.; _, ,1 rv.- 90 C 29,80 29,80 29.80 64,18 � �oofEsslo/+AI .:r AGIu TLtL'T: ' �� 4 .. NO. 260 w mph Height Zone Unenclosed Enclosed Unenclosed Entl'osed9 j' R a< *UCKER 3 -51 02_ 70 Less than 10' 7,5 7,5 .. 7.5 7.5. �4_ �n;k'•, ;`pa FOR.DESIGN,OF PRIMARY FRAME SYSTEMS a YOeINeE. CIVIC- �Q 90 Less than 10' 11.3 11.3 11.3 11.3 N�- 21 9p �r 70 Less than 12' 10 10 ,10 10 Of LsAk Design Wind Pressure (psf) .4. FOF CALIFF Exposure B Exposure C 90 Less than 12' 15 15 IS 15 ,rr I , . p r• I h:jreb certlh, ;�.ui In4 70 mph 90 mph �E e.•�p Z /I, d • s M 70 mph 90 mph P P / �O°•C,`N'^"" f 9F•% ' CGIOh,U:,t .ICU f \rsCh;jo!Vr+-lCK.'• ' Lateral 10,2 16.8 17,4 283or un r O9 �qr ti B. COMMERCIAL STRUCTURES that I �;: ,t �;ur• Tt_ ;,_rer_•.: i• .:. Uplift 10.0 ' 15.0 10.0 16,05 tJo,12109 Slone:, .. r F ry.; T..' o_ il'tUeP under trio I' S'..: • 20918 - UVELOAD: 20 POUNDS PER SQUARE FOOT. 0f the SYot3 of Mlnneso .i.191, C�t� s o :• cQ.' 25 POUNDS PER SQUARE .FOOT • ' � •. F, TUC 30 POUNDS PER SQUARE FoOT'' ` R. F. TUCKER­ 1, �_ •.-;' % •.....•• �� `� El �F 40 POUNDS PER SQUARE FOOT v� ' .'Pct.••. e.� .P Date au n No. 2:. /0 ALS •` 60 PPUNDS, PER SQUARE- c�/ ,,��__: , = V; TUCK r /; Q TE REVISION DATE REVISION ... , CERTIFICATE PR / EL' P tett.•" 1 iefi"F CONS''' 'If PF .....�'rF�'• F?UCyLQ� ° qOF � F. Ti:: I 3 Q •.. N�' q, Na 15896 * ,'.tic. • •• \$` GENE 9 : '► r. ,l4' `moi' @, .,•...• `"•� ', . GINE 4 �j •. �,\ lc0 R. F. TUCKER r �� n�151r'•. JCQ C'••, STATE OF F O = e ENGINEER Qk k.•; Z : _ o _ No. 7984 FLORIDA Q = W • Reg No 2575 _ w z _ 13557 • D ' R:OIS>•F.REC a g • R. F. TUCKER 1833 o L r- 12%33 - N 6385 - v En9lneeriny Services ^_ * t = * _ TS, - a • .RO.ESSIONAI ENGINEER �i R G� . 9 Q STA 1 140 All Pro Drty `- •os c = fD EN oQ t/ i Q 0'.4.rE OFAMPi�Q'�QR'. i� . No. 2053 w ` ; 96 ••• E . \ kr ; 'tiN81\9 ',y `'/( IN �* : F A FS EBd1aA. RI 4161 a �{MIl1if �'�pn ttot)t�w, O \ -,.�5 ..!.. ri ArE' OF GT �, %fp "••. ,,«..• G 4 d,, D �. I//� Wtl c��. .��S,r� r1_ KG ICBG ES EVALWTION REPORT N0. ER-2621P iip;,/Q� I E�``"� t ii> E •,` +'. 8 '." 4 ► NO�EART GENERAL NOTES NI NE OR P NO. 8143G R.F. TUCKER • 4 i' Q ;�VISi;P �p PROFESSIONAL ~P R. F ENGINE S STAMP 97GN01 R 2 Fes•: U) 2/8/2000 w Q ,p GINE 2- 9538 NO, ^': No. 11458C�� • �O A �� c 33793 Date �� G� m a� Q```s �OfAN�' 0 �: Fc/ / e c�`n STEPEO \`i�' ' ♦�` .\� ('1'YOM�NG NOD 660 031 1''1' �e't' Q8 ,eee FN6 orrt,tl,o * A 's'ONni Ea•`` �' �,/ bN1E1.� �, NAL "`nnmllplltl`, / /��/1F/111{1\i11�� q CAS PR 18 2003 f, GENERAL NOTES: (CONTINUED FROM SHEET NO. 1) NOTE: EXPOSURE "B" HAS TERRAIN WHICH HAS BUILDINGS, FOREST OR SURFACE IRREGULARITIES COVERING AT- LEAST 20- PERCENT OF THE GROUND LEVEL AREA EXTENDING ONE MILE OR MORE FROM THE SITE. EXPOSURE "C" HAS TERRAIN WHICH -IS 'FLAT AND GENERALLY OPEN, EXTENDING ONE—HALF. MILE- OR MORE FROM THE SITE, IN ANY FULL QUADRANT. 5. CONCRETE MIX: Fc=2500 PSI 28 DAYS. APPENDIX CHAPTER 31 DIVISION III PATIO STRUCTURES MAY ,BE ATTACHED TO CONCRETE SLAB WITHOUT .FOOTINGS WHEN THE COLUMN -LOAD IS 750# OR LESS. CONCRETE SHALL BE. A MINIMUM OF 3.5 INCHES THICK AND . NO CRACKS WITHIN 2'-6" OF COLUMNS. • COLUMNS SHALL BE SET BACK A .MINIMUM OF 4 INCHES FROM EDGE OF SLAB. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL. ALLOWABLE SOIL BEARING PRESSURE OF 1000 POUNDS PER SQUARE FOOT. STRUCTURES SUPPORTED BY FLAGPOLE TYPE COLUMNS ARE NOT ADVERSELY AFFECTED BY A 1/2 INCH LATERAL GROUND MOVEMENT AND FOOTINGS FOR THOSE STRUCTURES HAVE BEEN DESIGNED FOR AN ALLOWABLE 'LATERAL SOIL BEARING PRESSURE OF 200 POUNDS PER SQUARE FOOT PER FOOT OF DEPTH. SOILS OF ORGANIC CLAYS OR SILTS .REQUIRE A SOIL INVESTIGATION AND SPECIALLY DESIGNED FOOTINGS. FILLS MUST BE PLACED UNDER A LABORATORY CONTROLLED COMPACTION SUBJECT.TO APPROVAL OF THE BUILDING OFFICIAL. 7. ALUMINUM BOLTS TO BE 2024—T4. 8. COMMERCIAL STRUCTURES. MAY BE USED FOR PARKING OF MOTOR VEHICLES. PER LOCAL BUILDING CODES.. APPENDIX CHAPTER 31 DIVISION 111 PATIO STRUCTURES MAY NOT BE USED FOR PARKING OF MOTOR VEHICLES. 9. FREESTANDING STRUCTURES SHALL, NOT BE ENCLOSED IN ANY MANNER. 10. STEEL BOLTS SHALL BE ASTM A-307. 11. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER- STRENGTHS MAY BE USED. 12. STEEL FASTENERS SHALL BE EITHER STAINLESS, GALVANIZED OR DOUBLE CADMIUM PLATED "AN" BOLTS. 13. HIGH STRENGTH BOLTS SHALL BE ASTM A-325. 14. EMBEDDED COLUMN SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 15. PATIO STRUCTURES ARE- DESIGNED IN ACCORDANCE WITH APPENDIX. CHAPTER 31 DIVISION III OF THE UNIFORM BUILDING .CODE. 16. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR COLUMN. 17. PATIO STRUCTURES MAY BE ENCLOSED WITH INSECT SCREENING. 18. STRUCTURES MAY BE ATTACHED TO RAFTER OVERHANGS PER SCHEDULE. 19. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR .METALS OTHER THAN STAINLESS, ALUMINIZED 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 B18-6-4 AND SAE J933. GENERAL NOTES FOR LATTICE STRUCTURES: (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS 97SCO2 AND 97LT01 THRU 97LT06.) 1. SEE GENERAL NOTES, SHEET 1, SECTION 4 FOR UVELOAD AND WIND LOADS. -2. OPEN LATTICE STRUCTURES SHAL=L NOT BE ENCLOSED. iCJ N0. 2 i� Y F c.0 1�0 EN NE RS STAMP Lim. Nr1 ii:173'yJ�'I REVISION DATE REVISION Engineering Services A Am 1140 All Pro Dewe Elkhart, M 48514 KG 1CBO ES EVALUATION REPORT NO. ER -2621P 9M DRAWING NONE NORPAW GENERAL NOTES 2Z22000ff.TJ 97GN02 2 OF 2 KA Tq G2C� W WOE 9 �o LENGTH VARIES OF PROJECTION 0�' AN PROJECTION ENGTH V MIN—LENGTH.75% IN. LENGTH & 259G� ND FASCIA - COLS MIN. SLOPE 0.4'/FT, c6 E*0.63o SEE SCHEDULE FOpSTENERS/PANEL JOINT t CIV N0. OF #10 S-',.. � COVER PANEL ASCU Q� LJ ^�• I SEE SCHEDULE FOR '"i'I FooTINc SIZE. ASCIA HEADER END c� LENGTH - FA CIA HEADER PANEL SPAN G CAN TIL C ` INSTALL FASCIA . FASCIA _ CLEAR FOR COLUMN SPACING SEE INSTALL — SPAN A f[ TT{ COLUMN w A SCI " STL.COL.TYP. SPACING = COLUMN —.2- NSTALL CO i. = VERTICAL 0 HANG. rd "d BEAM -d- L_J 1/2'0 STEEL VERTICALL SEE SCHEDULE FOR 25%..COL.. ROVIDE 1' 1/2' DRAIN OPTIONAL 3 1/2' ROVIDE 1 1/2' w _ r Td° 'd I. CONCRETE SLAB SEE NOTE 5, y SHEET 97GNO2. DRAIN OPT. 3 1 CONC. SLAB / SEE NOTE . 5 ON SHEET 97G 02. SEE SCHEDULE ^�• I SEE SCHEDULE FOR '"i'I FooTINc SIZE. VARIES END 2X PANEL'SPAN . LENGTH - FA CIA PANEL SPAN _ CAN TIL C ` FASCIA . FASCIA ER. :SPAN .. .. CLEAR FOR COLUMN SPACING SEE OVERHANG — SPANp TABLES 1.1, 2.5, 4.1 OR 4.2 25% COLUMN w A SCI " STL.COL.TYP. SPACING = N7E MEDIATE —.2- NSTALL CO OVER PN = 0 HANG. rd "d BEAM -d- L_J 1/2'0 STEEL SEE SCHEDULE FOR 25%..COL.. FOOTING SIZE — d" IS TYP. CUBE SIZE BAR -® 18' LONG .. w _ SPACING NO. 6- #,jMeHmax , BUUPRODMUC Engineering Services 1140 All Pro Drlve Elkhart, IN 46514 V �: INSTALL WWN ' KG ICBO ES EVALUATION REPORT NO. ER -2621 P I. COLUMN VERT NONE EN OTE #7, SHEET 97GNO2. PROVIDE 1 1/2" __ SEE SCHEDULE FOR DRAIN FOOTING SIZE "d" = TYP. OPT. 3 •t 2" CONC :SLAB- CUBE SIZE' PROVIDE 1 1 DRAIN SEE NOTE # 5 ON SHEET 97G 02. MULTISPAN ATTACHED-CANTILEVEREO STRUCTURE LENGTH VARIES HAN FOR COLUMN SIZE, SEE 'COLUMN SCHEDULE'. _ FT NOTE: PATIO WIDTH VARIES W/ SELECTION OF HEADER, NUMBER -OF COLUMNS FASCIA COVER PANEL AND LOADING CONDITIONS. SEE HEADER COOLUMLUM NS = � SCHEDULES FOR MAX. COLUMN SPACING.- VERTICALLY 1 1/2 D AONDE 'd' 63 1/2" CONC. 1 I_SEE SCHEDULE PLACE 1— 1/2'0X6'STL. ' 1— FOR FOOTING SIZE. SINGLE SPAN FREESTANDING STRUCTURE BAR AS SHOWWN EI E CHEDULES• OIECTION END 2X PANEL'SPAN . PANE P N FA CIA PANEL SPAN NTILEVER HEADER MAX. �( END ' FASCIA . INTERMED. BEAM COVER P EL MAXIMUM OVERHANG = 25% COLUMN w " STL.COL.TYP. SPACING = SINGLE —.2- NSTALL CO '� VERTICALLY r r 1/2'0 STEEL BAR °d rd "d ® 6' LONG -d- L_J SEE SCHEDULE FOR MULTISPAN ATTACHED STRUCTURE FOOTING SIZE — d" IS TYP. CUBE SIZE END FA CIA NTILEVER HEADER MAX. �( OVER PANEL VERHANC� jj SPACIING T- x Uj OPT. 3 1/2- CONC. 'd SLAB—SEE SEE SCHEDULE FOR FOOTING SIZE "d" „d" NOTE # 5 ON SHEET 97GNO2. SINGLE SPAN ATTACHED CANTILEVERED STRUCTURE !% DATE REVISION DATE • REVISION NO. 6- #,jMeHmax , BUUPRODMUC Engineering Services 1140 All Pro Drlve Elkhart, IN 46514 V �: WWN ' KG ICBO ES EVALUATION REPORT NO. ER -2621 P j, NONE OEC STRUCTURAL CONFIGURATIONS 2/8/2000 ffmw 97SC01 1 OF 2 EERS STAMP 3'X 8' ALUM. BOX BEAM OR 3'X 8'X 11 GA STEEL 'C' BEAM HEADER LATTICE OVERHANG 16' FOR 1 1/2' X 1/2') of A' k OPT. 3 1L2' CONC. rLAB- Stttt NOTE 5 ON SHEET 97GN02 SINGLE SPAN ATTACHED LATTICE STRUCTURE 1-1'STEEL /2"ll X 6BA LONG--[- - STRUCTURE SEE SCHEDULE FOR -- FOOTING SIZE � E TW--TW--TW ❑'HANG— ­I ❑VERHANG y RAFTER NOTE: SEE TABLES Gfl MAX. RAFTER SPAN 4.3, 4.5, 5.3 AND 5.4 MULTISPAN FREESTANDING J� 6' MIN. O'HANG L (CLEAR WO RSM RE LATTICE STRUCTURSPANS E So��t� RAFTERS 10 24'RO C. X 8' ALUM. EE RAFTER NOTE Vt�,, 1 P�O � � COLUMN HT. b4pi,� EF OF CLEAR SPAN tltl��`"' f Tqp 1 3'X12 12 GA SFE c�'S 1y7�� (7� STEEL °C' BEAM L _ 4 FOR BEAM WRAP DETAIL. * fd+ * c�Rssy�� O.'s SEE SHEET 97LT03, p DETAIL 'L23'. , ��� • f6- 'L OPT. 3 1/2° CONC. SLAB—�� �f•" 0 -'�i' O`?4 yOA FOR FOOTING SIZE W SEE FO.0 SEE SCHEDULE to °d. J RAFTER NOTE 2" X 6 1/2" OR 3" X 8" ALUM. RAFTERS tO�N tiF/ZN 0 _ ®24" 0. C. LATTICE: S 0.018" x 1 1/2" x 1 1/2" ® 3" O.C. MINIMUM OR 8• N MAX. O'HANG 25x OF 2 "x 2" ® 4" O.C. MIN. COLUMN SPACING SEESCHEDULE FOR io s7j �v� p1ESSI COLUMNS. ALL COLUMNS encs NSA R7� ' `� Oen Kq F TO BE INSTALLED VERTICALLY. OPT. 3 1/2" CONC. MAY HAVE MORE THAN SLAB. 2 COLUMNS. �v o PTIONAL 3 1/2° CONCRETE SLAB. R d• SINGLE SPAN FREESTANDING_ --�Q /2' 6' °C No. 16273 PLACE 1- 1 0X STL BAR AS SHOWN [1,.6.30 Pf _ LATTICE W�SEE SCHEDULE FOR V1 r,L FOOTING SIZE. TFur r m,F DATE REVISION DATE N �- TW--TW--TW- TW oe T APR 18 2( /f F R TW oe T APR 18 2( /f F R y �• ' o NO 6 0 -�� MFAMeAmfkX Engineering Services r�Trf '' 3 ( iQ 1 140 All Pro Drive Elkhart, IN 46514 9F °`ri UMWN Br AJF ICBO ES EVALUATION REPORT NO. ER -2621 P DRAW FREESTANDING STRUCTURE ATTACHED STRUCTURE CA�\F� NONE ORPAU STRUCTURAL CONFIGURATIONS TRIBUTARY WIDTH CTW) DIAGRAM E GIN E STAMP 2/8/2000 Fm 97SCO2 2 OF 2 0Affl,,erimax PBODLUINC 1140 ALL PODRI ELKHART, IN 46514 ICBO ES EVALUATION REPORT ER-2621P BLANK PAGE DATE: 2/8/2000 MAR 0 3 2000 APR 18 2003 w" 1.0 ROOF PANEL SPANS AND 312• x 1r ROOF PANEL DESIGN SPAN FOR PATIO STRUCTURES LIVE PANEL 17 HEIGHT 70 90 OVER LOAD Y (PSF) '(N) MPH MPH 1 RANO 10 0.018 16-r 16-r T-17 0.0149 0.024 18•-0• I r 6-r 0.0120 0.032 tad tad 7d 0.0149 0.03e zr4 zr4 7.17 20 0.018 1r -1r 1r -1r s4- 10.01491 0.024 13'4r 17-W 6d 0.0120 0.032 15-.11• t5--11• Td 0.0149 0.036 1T-0• 1T4• T-17 25 0.018 lad lad s -r 0.0149 0.024 1r3• tri• 5-11- 0.0120 0.032 14'4• 14'4• 7-0- 0.0149 0.036 15-4• 1s4• T3• 30 0.018 7-17 -7-17 4'4• Ems 0.024 11'3' 11'3• SS 0.030 0.032 1Y-1' 13'-1• 64' 30 0.038 14•4• 144• 6-17 40 0.018 r -r 6-r 4'-1- it'd 0.024 7-17 7-1(r 4'4- 1r4r 0.032 1rd' ird• Sd -0.018 OA38 173' I 1r3' S-11' 40 0.018 T-1 • T-1 • 314• 3'3' 0.020 6-v 6-r 3•-17 D �0.624 7S 7S 4'd 119-r 0.032. to -r 19-1* CA 0.1 TABLE 1.1 2 72• x 18' STRUCTURAL PANEL FOR PATIO COVERS PANEL1r HEIGHT 'r 70 90 OVER EPSF) 'ON) MPH MPH RANO 1s 2 12SAr STEEL PANEL DESIGN SPANS FOR PATIO STRUCTURES LIVE PANEL 17 HEIGHT LOAD T 70 90 OVER (PSF) (N) MPH MPH HANG 10 0.0120 14'4r 14417 s-1' 6S 0.0149 16-r 16-r 5-S 20 0.0120 64• 64• F -O" T40•. 0.0149 11'4r 11•417 44- 25 0.0120 64• 64• r4- V-11- 10.01491 tad lad 4'-0•' 30 0.0120 s -r s -r 74• S -O' 0.0149 I 7-r 7-r 3.4' 40 0.0120 4'3• Cr r -t' 6-17 0.0149 64• 64• 3•S 60 0.0120 r-17 7-17 1'S 4'-r 0.0149 5-17 1 5.1(r 1 2 -11 - OVERHANGS FOR PATIO AND 2 12• x 6 ROOF PANEL DESIGN SPAN FOR PATIO STRUCTURES LM PANEL 17 HEIGHT 70 90 OVER LOAD T (PSF) (N) MPH MPH WANG 10 0.018, 13'S13'3• MAXP" ROOF HEIGHT 16 6S 64• 0.020 14•d• 144• 6-11• 25 0.0120 0.024 163• 163• T40•. 119.11. 119-11' 4'-0- 0.032 IV -s "164r 6-r 194T 0.038 1 19'-4• 174• V-11- 20 0.018 7d 74r 44r I 3•.r 3'-r 1'S 0.020 lad tad S -O' 0.018 0.024 11'4• 11'43• 64r 0.0113 0.032 14'-1• 14'-1• 6-17 4d 0.036 15•-1• 15--1• T-1- 25 0.018 6-9• 64• 4'-r 1rd• 0.020 7S 7S 4d 13'-r 0.024 10`-r 1 a -r 5-.1 • Ems 0.032 17d 1rd 6-1• 0.030 0.038 13•-r 13•-r 6-r 30 0.018 rd• Td 3'-r 7d 0.020 6-0• 64r 4•-1' it'd 0.024 7d 74• For 1r4r 0.032 11'-8• 11'4• 5--r -0.018 '0.0361 774r trd 64• 40 0.018 5-10• 5-.17 7-7 3'3' 0.020 6-11• 6-11• 3'3- 8•d 0.024 64r 8'4r 401 119-r 0.032. la -r 1a -r '4'-t7 10`.11' 0.036 10`-11• 17-11• 5--7 60 0.018 V-1• 4'-1• V-17 ' 0.020 63• 6-7 r -r r -r 0.024 r4• T4• 3'4r 6S8-0- 0.032 6S 6S fd 6S 0.038 1 74• 74• I 43 - 7-0• TABLE 1.4 43' 2 12• x 12" STM PANEL ALLOW. SPAN FOR COI&MRCIAL STRUCTURES LIVE PANEL EXP. 81 EXPOSURE C MAX 7050 70 90 ' LOAD T I OVER I (PSF) (N) MPH 1 MPH 1 MPH HANG MAXP" ROOF HEIGHT 16 20 0.0120 64• r-9• 6d 4'4- 0.0149 17-1• 17-1' 17-1' 4'4- 25 0.0120 T-1' T-1• . T-11 4•-0' 0.O,,M 10`-11' 119.11. 119-11' 4'-0- "30 0.0120 64• 6.0' 6-0• 74- 0.0149 194T 1014• 101-0' 84• 46 0.0120 47 47 4'-r 7-r 0.0149 64' 64• 64•. 7S 60 0.0120 3•-r I 3•.r 3'-r 1'S 0.0149 6-r I 6-2• 6-r 7-11- 212• X 8• ROOF PNL ALLOW. SPAN FOR FOR COMMRCUAL STRUCTURES LIVE PANEL III EXPOSURE C I WAX 1 7490 70 90 LOAD 1PANELLEV. Y OVER (PSF) (IN) MPH 1 MPH 1 MPH 1 HANG MAXMUM ROOF HEIGHT 18' 20 0.018 9'41" 7d 7-r 4'd 0.030 0.020 la -w tad' 119-Y 4'-17 16-11, 0.024 1V -V 11•4r 11'd 5-4r 6-2• 0.032 14'-1• 14'-1• 17-17 6-8• 5'3- 0.036 15--1• t5--1• 14•-11• T-1- 25 0.018 64• 64• 8'4• !-Y 0.0113 0.020 7S 7S 7S 4d 7-17 0.024 101-r 119-r 119-r 5--r 11'd• 0.032 12'd• 1rd• 17d• 6-1- 5-4' 0.036 13'-r 13•-r I 13'-r 6-r so Ems Td Td• Td 3•-T 0.030 0.020 6d 64r 64r 4'-1• 11'-17 0.024 74r 74r 7d 4•-r 6-11• 0.032 11'd• it'd 11•d S -r 3•d 0.036 1r4r 12•4r 1r4• 6-0• 40 -0.018 5-17 F-17 s-17 rd 0.018 0.020 6-11• 6-11• 6-11• 3'3' 64• 0.024 8'd 6d 8•d 4.4• T-71• 0.032 101-2' 119-r 101-r 4'-17 4'3• 0.036 10`.11' is -11. 10'41' 5-3• 60 0.018 4'-1'4'-1• 4•-1• 1'-17 ' 0.020 4•d 4'-9• 4'4• r -r 0.024 6S 6S 6S8-0- 0.032 8'S 6S V.T 4'4' 0.036 7-0• 74r 7-0• 43' TABLE 1.9 ALT. 2 12• x 12' PANEL ALLOW. SPAN FOR PATIO STRUCTURES LIVE PANEL tr HEIGHT LOAD Y 70 90 1 OVER PS IN MPH MPH HANG 10 0.018 11•-4• 11'-1' 514• 6-1r 0.024 14•d 14'-0• 64r 11•d 0.030 15-d 15-d r -r o.o32 0.038 16-11, 16-11• T4- 20 0.018 6-2' 6-2• 3'-11• 9-11- 0.024 11'-0• 11'-0• 5'3- V4r 0.030 1r -r 12•-r 5'd- 101.4• 0.038 17.6 IT -W 6-r 25 0.0113 TS TS 3•4r 0.o38 0.024 7-17 7-17 44- 30 0.030 11'd 1 11'd• 5'3- 3'4r 0.038 1Y -r it -r 5-4' 30 0.018 64• 6-9' 3'-r 17-17 0.024 7.1' 7-1' 4'4- 11'd• 0.030 11'-0' 1 V4r 5'-0' 0.018 0.038 11'-17 11'•17 5.4- 40 0.015 5-11• 6-11• 2'4' V-11' 0.024 7"-11• T-11• 3•d 7d 0.030 7-r 7-r 4'4r I 10'-0• 0.038 101-17 101-17 4'-17 60 0.018 4•-11- 711• r3- 0.024 0.024 64• 64r 3'•1- 6d• 0.030 T-11• T-71• 3•4r Tor 0.038 7.7 74• I 4'3• 63• TABLE 1.10 7-0• TABLE 2 12• x IF ROOF PNL ALLOWABLE SPAN FOR COMAERCIAL STRUCTURES LM PANEEXP.51 EXPOSURE C MAX 7050 70 90 LOAD T I OVER (PSF) (IN) MPH MPH 1 1 MPH RANO MAXI" ROOF HEIGHT IV 26 0.018 6-11• 6-1r 6-r 4•-1• 6-2' 0.024 11•d II'd 11'-r 5--r 101-1 r o.o32 1r -r 12'-r 12'-r Fd IT -V 0.036 13•-1• 13••1• 13'-1' 9-11- 25 0.018 64r V -O' V4r 3'4• 7"4• 0.024 1a4' 101.4• 10`4• 4'-17 7.17 0.032 11'd 11'4' 11'd 5-4• 11'd 0.o38 tr•2• 1r-2• 1r -r 5-d 30 0.018 T4• T4' T4• 3'4r 64• 0.024 74r 74r 7d 4'-r 7-0• 0.032 101-17 17-17 101-17 5-4• 11'-0• 0.038 11'd• I vw I v -w s -r 40 0.018 6d' 6S 6S 74• s-11• 0.024 64• 8'4• 8'4• V-11' T-11• 0.032 7d 7d 7d 4•4r 7-r 0.036 10'-0'• I 10'-0• 19-0' 4'4r 60 0.018 5-4• 5-4• 5-4• rd' 4'-11' 0.024 6-17 6-17 6-17 3'3- 6d• 0.032 T-17 T-17 I T-17 Tor T-11• 0.036 63• 8.-7 63• X-11' 7-0• 7-0• TABLE 1.11 ALT. 2 12• x it ROOF PNL ALLOW. SPAN FOR COLVMRCIAL STRUCTURES UNE 8• s CMAX 7-11- 70190 70 90 LOAD IPMELIEXP.01EXPOSURE 'r OVER (PSF) (IN) MPH MPH MPH NANO MAXONUM ROOF HEIGHT 18' 20 0.018 6-2' 6-2' T-11• 3•d 6-2" 0.024 111-t r 101-1 r 1a -r s -r 0.032 /7d IT -V 1rd Fd 0.038 13'4r IX -W 13'4r 9-2- 2S 0.018 T4• 7"4• T -C 3'd 0.024 7-17 7.17 7-17 4•4r 0.032 11'd 11'd 11'd 5-3- 0.038 tr-r 1r•r 12'-r 5-d 30 0.018 64• 64• 64• T_r 0.024 7-0' 7-0• 7-0• 4'4• 0.032 11'-0- 11'-0• 11•-0•' 5-4- 0.038 11'-17 11'-17 11'-10• T4- 40 0.018 5-11• s-11• 5--11• 7.9- 0.024 T-11• T-11• T-11' 74• 0.032 7-r 7-r 7-r 4'4* 0.038 tad I tad I 1194• 4'-17 60 4-11' 4'-11' 4'-11• r3- 0.024 6d 6d• 6d T-1' 10.018 0.032 r-11' I T-11• T-11• T-9• 0.038 74• 7-0• 7-0• 1 4.3' I AaLc 1.1L QROFESS/p TU C7 r N0. 07 IVIL61? PANEL TO PANEL FASTENING PANEL Y (N) 810 SMS. FASTENER SPACING WIND LOAD . PATKNEXP B EXPOSURE C 70 90 70, 90 0.018 8• s 4-w 7-11- 0.02411' 6-6" 6S 3-11' 0.032 14 6-W W -W 6-r 0.036 14 6-0" W -T 6-7 0.042 14 6.8" 6&" 6-2" IA6LG 1.1J APR 18 200:; 2.25 OA 2 1/2" x 6" ROOF PANEL 2.464' 112.00"-I t0 2 1/2" X 12" ROOF PANEL 2.1o" L 1 18.00" -I © 2 1/2" X 18" ROOF PANEL 3.500" 12.00"-I OD 3 1/2" x 12" ROOF PANEL 2. 375" 12.00"-1 R ?GOO ALTERNATE 2 1/2" x 12" ROOF PANEL • ,; BUILDIlVC PRODUCTS, SIG 1140 ALL PRO DRIVE ELKHART, IN 46514 /r IC60 ES EVALUATION REPORT ER -2621P ROOF PANEL SPANS FOR PATIO AND COMMERCIAL STRUCTURES PANEL SPANS FOR ALT. 2.5•' PAN FOR PATIO AND COMMERCIAL STRUCTURES SHEET 1 OF 8 DATE. 2/8/2000 ��^RpRnRAR�RRRAR3:333:9 0 'vM bFbma����.�-m�ro�FN q �gt.oR«pAnRRA«RR:.AR7RR�A QQQ H EDa������b(nbFbZp��N��•D ,s8 �o 'eMmFblDb���������RN 'vM bFbma����.�-m�ro�FN 6MbFbAa�����m��mRN "a fnbFdDAa��'�MIO �bD A^�rv(nbFED EDa������b(nbFbZp��N��•D ,s8 UuuUUU mUUGIuU uuuuu w NRRRR�� NRRRRn� mmNNN �p�g��Y€ J LL < € grog%3�� Rin �AR3��2� �iO�lOF3 a HSN^�b� I MN" bO ED �'§�¢b �bmpF� yI"UUUUUU oIpp Its UUUUUU UUUUU UUU Yf Yfp fO R�"""mmN p p m o NNNR�i Yf Y1 Yf Yf NAAAA RNN LL�p AAAA�AR RRiSRR RAlAAA SAA i a1 z O Cb�nR S,IDO EO mOED Rbf�n §"v �MYN licit § ti�0 �aaammm O as<mm mmmm WOU g��Y€WldmRRRRNRRRRR� �W ^AARRA mm�mm RRRRR mm mpg Piy ^�ZD EDF EpNb ZD ODFp Eo bNfnNe Moi gE OOWWWWWWWWWWWWW IOOWWWWWWWWWWWWW OOWWWWWWWWWWWWW OOOOWWWWWWWWWWW WWWWWWWWWWWW WWWWWWWWWWW AAriASSMRRRx�S�SAAA ��ieRAA�A�t�i�RARAA �3RA�A�3�M�t�3ARRR� �3AdRW93�lAR3S:<v°a �A�SASIR�tARSs: �,StA2IAAR�3A8Ys �?��Y m Fro ARRRR�RFlSiFX�AASt I£ImF�RAxAAA�AAR�A RRA�SA�t�,m�3Sl�tARA8 AA�3St��1�3RRSs-<�sa S�f�egae�e^�3ai��'as paiaoZ�3Sis5i84gis r ,1 §§4§«,Y�P��Pyyyy XPOINWA- Rhin I nvd-• Y�Pb�Y�P§§ X.9 „��i WWANR §§Y§�y�lF'hY�`now x R FlA�3nRgN R°m §§�Yb§�§S��PORK fit��ieh &k0i�ti!e 'Y§"oil0hF§§ AAkN�mmF-=�- fvgN���mm�gs A-, <ro.. 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I. �bb� R Sg tl bDa! ammUUUUUU mmUUUUUU <MWUUUUUU <WMUUUUUU UUUUUUUUU UUUUUUOOO ry � Yy ' p� �F °°mRtZNNpF1p tZNNpRNNNA R&ARNAAAA RURAL= &ORAAARRA RPRAAAAAL ¢�� "�� NNNNNRRR b�46ammmE�Db NRRRNNNA N 4abAmmbb AMAAAA4A9 �N^rbambmbB�D LARRASLAR N�74bbdmA roym mmbEO /�. f�.F b'b RAARARARL bFFE.mbbm � n �.^-�Zp EDF bBi in inee ��DmFbEo fn in ii 'v ���Ze EDF hE Eo in inv ��Zp EDFbEo in in y"v mf, Hin N'v a 4� < 1�' 8b '� aAFmbM;ov b§ � §�'§§'-� �.- �ZDmFEob fn fn'e � amFmb�vo � ��mtDFmbtn 4i6 esoFmmMoo ����AbFteb Mln 'v �MesoFmmHoa Z .44 R � ;!�teb FEo btn to 'v �e mMa- b R 4i? ^- NioFmmb��^,��bFmto�r� inbFbtDb�������:Dm �iN �in 7o FED tDb�����m��m��� inbFm<Db�����m��m14' inbFmtDb�����rO inbFbsD�����y o 2.0 FREESTANDING AND ATTACHED PATIO STRUCTURES LIVE TRIG WAX COIUM SPACING r SQUARE STEEL HEADER r ROLLFORMW O. SEAM 10•ROIiFORMEO C BEAM 4"IBEAM 0.03r x 11?SOUAREAAU 81? ROLLFORAAED READER MASXAN EXTRUDED HEADER 51? EXTRUDED READER TRIB LOAD WIDTH FOR ATTACHED PATI) WIDTH MAX CONS, FOOTER SIZE' MAX i ONS. ('GOTER SIZE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX. CONS. FOOTER SIZE MAX. CONS. FOOTER SIZE J 7 BOURNE STEEL COL= ON SLAB COLUMN FREE ATTACHED COLUMN FREE ATTACHED COLUMN FREE ATIAOIEa COW FREE ATTACHED COLUMN FREE AITAOEO COLUMN FREE ATTACHED COLUMN FREE ATTACHED COLUMN FREE ATTACHED WA WA 10 SPACING SPACING SPACING SPACING SPNNO FTR FTR MIN. SPACDA SPACING 9PACOq 27 USING COLU.N-A' B ALL FTR FiR 4W. FTR FIR AW FTR FTR NN FTR FTR AMI. FIR FTR MIL. FIiR FAT MN. F1A f'TR MN. 25 C MAX COL. INCFM OTHERS B v v COL. 25 v .Q COL. 28 v v COL. 25 v v COL. 64' v v COI..' 25 v v COL. 28 v v COL. 28 v v COL. T3 (PSF) 25 8'NT 106' GN SLAB 27 M M TYPE 28 I 12 TYPE ( 25 25 TYPE 9-t D" 27 27 TYPE (FT) M M TYPE FTG M 4'4• TYPE 25 20 f TYPE 28 21 ( TYPE Fn 30 4 S•10' 4'-19' 6 SS 25 20 C 16 22 C 64r 25 77 c 15 64'5-4r 18 22 - 20 8 63 25 23 5'-Z' 22 15 C 11'4r 28 22 C 9-21 25 18 C 4' 23 5 4'4' 23 4'-10" T-10'23 15 21 C 23 21 B 64• 23 23 C 64" 19-10' 30 28 E 77.10 31 30 E 4'-1922 94' 15 C 9-S 25 22 C 6-r 25 19 C S 18 6 SS 25 24 r-5123 S4' 22 C C 25 4'4' 9.11" 23 18 B 9-r 17'-7 30 3D E 20'-10' 32 32 E 4'4r' 22 15 C T-10' 23 72 C TS 23 19 C 0 19 7 B -r 22 19 T-0" 23 22 C 18'X' 31 31E 21 29-2* 34 34 E 19-11" 31 31 E 19.4' 32 32 E 23 22 C 18 64' 20 21 21 9-10' 23 20 C T 54' 8 22 c 22 6.9' 23 23 C Ir4r 32 32 E 24'-1' 36 38 E 14'-1P 32 32 E 19-1' 34 34 E 23 24 24 4'-r 25 22 C 3D 4'4' S9• 22 17 6 64' 9 20 C 7-10' 64' 25 24 0 /9-10" 33 33 E 23•-I' 37 37 F 14'4" 33 33 E 17'-0" 35 35 E 6-1' 23 21 C 65' 23 21 C 9 10 S3' 63" 25 25 D 163" 34 34 E 274' 38 38 F IT -C 33 33 E 19-r 35 35 E c 40 4'4' P4' 22 18 B 6-11' 29 16 c 6-10' 10 18 11 S4' 94' 26 25 D 16-T 34 34 ' E 21'-r 38 38 F I74' 34 34 E 15'5' 38 38 F C f•11' 22 18 C 8D 4'-0" Y3 I V 18 12 1-11' 22 18 V-10' 28 25 D 15'' 35 35 E 21'4' 39 39 F 17-r 35 35 E 14'9' 37 37 F 1z 13 14 14'-10' 14'4' 36 37 38 37 E F 201 9' 199' 40 40 40 40 F F 11'4' 11'3 38 38 36 38 E E 14'•7' 13'4' 38 38 38 38 F F 13' 14' 40 4 3 23 19 C 4'-9" 22 1 C 6-11" 20 64' 23 17 C 5 T -r 23 21 C 104' 29 27 E 19-1730 29 E 4'4r 22 15 C T-1" 23 20 C r-2"23 18 C S 8 94'23 21 C 14'-11' 29 29 E 16.731 31 E 65' 23 18 C 6 7 6S 23 22 D 19-7' 30 30 E 27-10' 33 33 F 13'-10' 30 3D E 18'-9' 32 32 E T B 6-1' 23 23 D 1S•10• 31 31 E 21'-10"34 34 F 17.11' 31 31 E 15'4' 33 33 E 6 8 T-10" 25 23 D 1T-7 32 32 E 21'4• 35 35 F 1Z-7 31 31 E 14'-10' 33 33 F 9 10 S3 25 24 E 14'4' 33 33 F 203 37 37 F 11'-r 33 33 E 14'4' 34 34 F 10 11 SS 28 25 E 14'X' 34 34 F 194' 37 37 F 11'4' 33 33 F 14S 35 35 F 11' 12 S4' 26 25 E 13•-10'34 34 F 19-1' 38 38 F 10•r 34 34 F 17-10' 35 35 F 17 80 4 V -w 23 18 C 4-0' 22 13 C 6-0' 22 17 C •r 23 1 C B 5 93 23 20 D 13'5' 28 27 E 163 30 30 E 64' 22 17 D S 8 VAIr 22 20 0 1737 29 29 E 14'-1C 31 31 F 6 7 V -r 23 21 E 14'4' 31 31 E 19-11" 35 35 F 11'4' 30 30 E 13'9'33 33 F T 8 S4' 23 22 E 13'-10" 32 32 E 19-1' 38 38 F 10-r 32 32 F 17-10' 34 34 F 6 9 S-1" 25 23 E -4 13'' 34 34 E 164' 39 39 F 10-0' 33 33 F 17-r 38 36 F 9 10 4'•11' 25 22 E 17-10' 34 34 E 1T9' 40 40 F 9S 34 34 F 11'5' 35 35 F 10 COL COLUMN SCHEDULE FOR ATTACHED PAHO STRUCTURES MAX COL I4D9 A0.034- X 3'SOUAREALUICOLlM1 11W B 0.03r x 11?SOUAREAAU W -V O.N7 x I'x V HEADER DOUBIB0.03717'111EADER SCROLL COLUM COHB. 8 0.02r x r SOLLVRE ALW COLUaN 11V - C r CLOVERLEAF ALUM. 0.047 174' 0FLUTED COLUMN ALUM. 0.082• 17P E 3-CLOVERLEWSTEELO.OM- t7 -v F r SQUARE STEEL COLUMN IZd G 4' SOILAGE STEEL COLUMN 12-W H S' 80UWRE STEEL COLUM 17.7 J 7 BOURNE STEEL COL= 17-0' COLUIN SC/ECIAE FOR FREESTANDING STRUCTURES AND ORERMEOIATE COLUMNS FOR MULTLSPAN STRUCTURES COLUMN I NOTES E 17' MAX. COLUMN WIGHT f 11•MVL. COLUMN LOOM G 17 MAX COLUMN LENGTH H 17 MAX COLUMN LE N4TH TABLE 2.4 ALL COLUMNS MAY BE REPINED WITH A STRONGER COLUMN 'A'MAY BE REPLACED W/ BJ IT WAY BE REPLACED W/ W ETC. LINEAR NTERPOLATION FOR ALL CALCULATIONS IS ALLOWED SCHEDULE OF MAX COLUMN SPACING FOOTING SUE AND COLUMN TYPE FOR PATIO APPLICATIONS LIVE TRIS 0.014'xrxrH Elt. O.N7 x I'x V HEADER DOUBIB0.03717'111EADER WU COHB. FOOTER SIZE MAX .... AMAX CONS. FOOTER SIZE LOAD WIDH WA WA COLUMN FREE ATTAOED COL FREE ATTACHED COLUMN FREE ATTACHED FTR FTR FTR COI. WAG FTR WA WA SPACING IBL SP FIR FTR Til 8 8 7 v v COL v v COL. v v COL QISF)(IN) 8 7 7 8 TYPE (M TYPE (FU (M '(M TYPE 8 70 i W MR/ARASPEED LESS THAN 17 B WA WA WA 10 4'4' 17-1' 27 23 A 14'-1" 28 24 B 13'3' 27 23 B B 54' 104" 28 23 B 17-7- 27 25 B 111-19" 28 24 B /1 64• 9-10" 25 24B 9 11'4• 28 25 C 104' 28 25 B 9 Td 9-1" 25 25 B 1 10-7* 28 26 C 104' 25 25 C 11'2 64' 9-z' 25 25 B 9-11' 28 28 C 94" 28 28 C 19 9' T3 25 25 8 94" 27 27 C 9-10" 28 28 C 12 104' 94' 25 25 B 9-t D" 27 27 c 94' 27 27 C 2D 4'4• 94" 25 20 B 10-2" 28 21 C 9•T 25 21 C 12 54' 9-10' 23 20 B 9-1"25 16 22 C 64r 25 77 c 15 64'5-4r 18 22 - 20 8 63 25 23 C T4 23 22 C 28 T4•C-10' 14 23 20 B r4' 23 23 c r3 23 23 C 15 94• f3 23 21 B 64• 23 23 C 64" 23 23 C 18 94' 29 15 15 18 94' 25 23 C 64' 25 24 C 18 104' 17 17 18 18 SS 25 24 C S4' 25 24 C 25 4'4' 9.11" 23 18 B 9-r 25 21 C 9-r 25 20 C 33 54' S4' 22 19 B 6•r 25 22 C TS 23 21 c 19 64' B -r 22 19 B T3 23 22 C T4' 23 21 C 21 T4• 30 18 19 19 93 23 22 C 94' 23 22 C 18 64' 20 21 21 22 S'S 23 22 C 54' 23 22 c 22 94' 23 23 39 20 4'-10' 25 22 C S -r 25 23 C 4020 104" 21 21 22 22 23 23 24 24 4'-r 25 22 C 3D 4'4' S9• 22 17 B 64' 25 20 C 7-10' 29 19 C 25 S4' C -r 22 18 B r4' 23 21 C r4' 23 20 C 64' 6-1' 23 21 C 65' 23 21 C T4' S3' 23 21 C S -r 23 21 C 94' 4•-r 21 c 9-10' 23 21 c 40 4'4' P4' 22 18 B 6-11' 29 16 c 6-10' 29 18 C S4' S4' 22 19 C 9.10• 22 19 C 64' 4'-r 22 19 C f•11' 22 18 C 8D 4'-0" Y3 22 18 C 1-11' 22 18 C GENERAL METHOD FOR USING THESE TABLES 1 CHOOSE FREESTANDING OR ATTACHED. COMMERCIAL OR PATIO STRUCTURE 2 CHOOSE PROJECTION. WIDTH. OVERHANG. WIND LOAD AND UVE LOAD. 3 FIND TRIBUTARY WIDTH FROM TABLE 2.8 AND DRAWINGS ON 878,02 OF STRUCTURAL CONFIGURATIONS. 4 CHOOSE A PANEL FROM SHEET 1 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5CHOOSE A HEADER FROM SHE., 25 THAT HAS ADEQUATE COLUMN SPACING. 8 USE THE FOOTER SIZE SHOWN. 7 FOR SINGLE SPAN ATTACHED PATIO. USE THE POST SHOWN. LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. B FIND THE OIC SPACING OF WALL CONNECTIONS ON TABLE 8.5. 9FIND THE NUMBER OF PANEL TO HEADER FASTENERS ON TABLE A OF 970004 DETAIL'AE. 10 FIND THE APPROPRIATE DETAILS ON 87,001 TO 87,D08. FOR CONCRETE PATIO SLABS FOLLOW 14 ABOVE 5 CHOOSE A COLUMN LENGTH IF USING COLUMNA" (8'4' OR 104 8 FIND THE MAXIMUM COLUMN SPACING ON SLABS FROM TABLE 21 7 CHOOSE A HEADER (TABLE 21 OR 2.5) THAT HAS THE SAME OR GREATER COLUMN SPACING FOR THAT TRIB WIDTH AND UNE AND WIND LOAD B USE COLUMN TYPE'S' OR STRONGER (UNLESS USM COLUMN -Al 9 FOLLOW STEP 8. 9 AND 10 ABOVE TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES FOR GNFN PR(LIFTT(X4 ANO OUFRHANC. IROIINTIFO I IPG PROD. (FT) OVERHANG (FT) 0 1 2 3 4 8 e 7 B 63 4 4 5 WA WA WA WA WA 7 4 4 5 5 WA WA WA WA WA 8 4 5 5 86 WA WA WA WA 9 5 5 8 8 7 WA WA WA WA 10 5 8 8 7 7 8 WA WA WA 11 8 8 7 7. 8 B WA WA WA 12 8 7 7 B 9 B 9 WA WA 13 7 7 8 B 9 9 10 WA WA 14 7 8 8 9 9 10 10 /1 WA 15 8 8 9 9 10 10 t1 11 WA 188 9 9 10 10 11 11 12 12 17 9 9 10 10 11 11'2 12 13 18 9 '0'0 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 /4 21 11 11 12 12 13 13 14 14 15 22 11 12 12 13 13 14 14 15 15 23 12 12 13 13 14 14 15 15 16 24 12 13 13 14 14 15 15 18 18 25 13 13 14 14 15 15 16 18 17 28 13 14 14 15 15 18 16 17 17 27 14 14 15 15 18 /8 17 17 18 28 14 15 15 18 16 17 17 18 18 29 15 15 18 18 17 17 18 18 19 30 15 18 18 17 17 18 18 19 19 31 18 18 17 17 18 18 19 19 20 32 18 17 17 18 18 19 19 20 20 33 17 17 18 18 19 19 2D 20 21 34 17 18 18 19 19 23 20 21 21 35 18 18 1919 20 2D 21 21 22 30 18 19 19 20 20 21 21 22 72 37 10 18 20 20 21 21 22 22 23 38 19 2D 20 21 21 22 22 23 23 39 20 26 21 21 22 22 23 23 24 4020 21 21 22 22 23 23 24 24 41 21 21 72 22 23 23 24 24 25 42 21 22 72 23 23 24 24 25 25 I ADIt LP THIS TABLE MAY BE USED FOR COMIMERC1AL• PATI) OR LATTICE STRUCTURES APR 18 2003 1140 ALL*PRO DRI-C'� ELKHART IN 46514 ICRO ES EVALUATION REPORT ER -2821P HEADER SPAN$, COLUMN SPACING. FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED PATIO STRUCTURES SHEET 3 OT 8 DATE: 2/8/2000 'I A FOCCQTAkin11UP Akin ATTAPkiCn f'f%UUCOe"IAI QTOIIPTI IOFQ LIVE LOAD TRIG WIDTH W 1 [AAM LIVE LOAD TRIS WIDTH 3' CLOV[RL[AI [T[[L NeAO[R 24 B [T[[L O s[AN 27 1 O' —[L C'[[AM TRIG WIDTH MAX CONS. FOOTER SIZE MAX CONS, FOOTER SIZE MAX CONS. FOOTER 5� INK CONS. FOOTER S� MAX CONS. FOOTER SIZE MAX CONS. f-00782 SIZE 99' ZO COLUMN FREESTANDING ATT COLUMN FREESTANDING ATT COLUMN FREESTANDING ATT 25 3" 26 COLUMN FREESTANDING ATT COLUMN FREESTANDING ATT COLUMN FREESTANDING ATT 30 33 34 SPACING FOOTER V IN FTR SPACING FOOTER Y FTR SPACING S 27-6' SPACING SPACING SPACING 31 FOOTER "C" I FTR FOOTER Y 1 FTR FOOTER "W IN FIR FOOTER "T R1 FTR 31 32 27 COLUMN IffTG/Ff5 ,OEMX COLUMN HEIGHTS Nr 33 35 30 COLUMN HEIGHTS Nr S COLUMN REIGNS "[" 20 COLUMN HIX3Tf8 V ' P 19 23-5" ['i' 11' 14 16' IN 8'/` 11' 14 18 I B'7" 11' 14 IS' 31 26 32'-3" BT 11' 14 17 N 30 E"/" 11' 15 1C IN 34 6i 11' 15 18 I S 20 4' 24'3" 26 28 30 31 24 29 O" 27 29 31 33 26 417-11" 29 31 34 36 29 20 4' 99' ZO 22 24 25 18 25 3" 26 28 30 31 25 34'8" 28 30 33 34 27 4' S S 27-6' 26 .27 29 31 26 26-11" 27 28 31 32 27 3T-11" 30 31 33 35 30 S S 6-11" 20 22 24 25 19 23-5" 26 27 29 31 26 32'-3" 29 30 32 34 29 S 217-11" 6 217-11" 28 28 29 30 28 254" 28 28 30 31 28 359' 32 32 33 34 32 6-2" 23 6 6-2" 20 22 24 25 20 22'-0" 27 27 29 30 27 3x4" 30 30 32 33 30 6 28 T 194" 27 27 28 29 27 23'6" 29 29 29 31 29 33'3" 33 33 33 34 33 24 T T-6" 20 21 22 23 20 217-11" 28 28 29 30 28 28'-10" 31 31 31 33 31 T 30 6 19-1" 28 28 28 29 28 21'-11" 30 30 30 30 30 31'-1" 34 34 34 34 34 26 8' T -E7' 21 21 22 23 21 2a-0" 29 29 29 29 29 2T6' 32 32 32 32 32 6 31 9 1T-1" 28 28 28 29 28 217-8" 30 30 30 30 30 294" 34 34 34 34 34 28 9 68" 21 22 24 25 21 19-2" 30 30 30 30 30 26-6' 33 33 33 33 33 9 33 117 16-2" 29 29 29 29 29 19.8" 31 31 31 31 31 2T9' 35 35 35 35 35 22 to 64" 22 22 24 25 22 18'-2" 30 30 30 30 30 26-r 34 34 34 34 34 117 30 11' 15S 30 30 30 30 30 18'9" 31 31 31 31 31 26-2" 35 35 35 35 35 14'-0" 11' 6-0" 21 23 25 26 21 1T4" 31 31 31 31 31 24'-9" 34 34 34 34 34 11' 1T-11" 17 14'9" 30 30 30 30 30 1T-11" 32 32 32132 36 32 28-1" 36 36 36 36 36 29 12' S9" 21,231251261 29 198" 33 21 16-r 31 31 31 31 31 24'-1" 36 36 36 36 36 1T 33 13' 14'-2" 31 31 31 31 31 1T-3" 33 33 33 33 33 24'-1" 36 38 3366133661 6 36 36 29 13' S6' 22 24 26 27 22 15-11" 31 31 31 31 31 23'4" 36 36 36 36 36 13' 33 14' 1744 31 31 31 31 31 16-r 33 1 33 33 33 33 23'-2" 37137 22 37 37 37 30 14' 64" 22 24 26 27 22 15'4" 32 32 32 32 32 22'6' 36 36 36 36 36 14' 34 15 13'-2" 31 31 31 31 31 16-0" 34 34 34 34 34 22'6" 37137 -0 12'" 37 37 37 32 15 S-2' 23 25 27 28 23 14'-ta 32 32 32 32 32 21'-9" 37 37 37 37 37 11 34 1-16-1-1Z x'_. 31. 31 31- 31_ _31._ 156" 34 34 34 34. _34 _21'-0"_ -37. 37 -37. 37 _37_ — _ 16 S 0'_ 24 25 27 28 24 14'4" 33 33 33 33 33 21' 0" 37 37 37 37 37 16 20 4' 243" 30 32 34 36 24 29-0" 31 33 36 37 26 396' 33 36 38 40 29 20 4' 9-9" 23 25 27 28 18 23'-3" 29 31 34 35 24 34'-t" 32 35 37 39 27 4' 217-1" 33 S 27.6" 29 31 34 35 26 26-11" 30 32 35 37 27 35!4" 32 35 37 39 30 28 31 S 6-11" 23 25 27 28 19 2a-10" 29 31 33 35 25 3x6 32 34 36 38 28 S 37 6 217-11" 29 31 33 35 27 264" 30 32 34 36 28 376" 32 34 37 39 31 23 6 6-2" 23 25 27 28 20 19-0" 28 30 32 34 26 2T-117' 30 32 35 37 29 6 16-10" T 194" 28 30 32 34 27 236" 29 31 34 35 29 29-10" 31 33 36 37 31 29 T T-6 22 24 26 27 20 1 T-7- 27 29 31 33 26 25-9' 30 32 34 36 30 T 33 6 19-1" 28 30 32 34 28 21'-11" 30 31 33 35 30 2T-11" 32 32 35 37 32 33 8' T-0" 22 24 26 27 21 16-5" 27 29 31 33 27 24'-1" 31 32 34 36 31 8' 37 9 1T-1" 29 29 31 33 29 2a48" 30 31 33 35 30 264" 33 33 35 37 33 30 9 68" 23 25 27 28 21 186 28 28 30 32 28 27-9" 31 31 34 35 31 9 194" 117 16-2" 29 29 31 33 29 198" 31 31 32 34 31 25-0" 33 33 34 36 33 35 117 64" 23 25 27 28 22 14'-9" 28 28 30 32 28 21'-7- 32 32 33 35 32 to 371371381 11' 15S 30 30 30 32 30 16-9" 31 31 32 34 31 24'6' 34 34 34 36 34 35 11' 6-0" 25 26 28 30 21 14'-0" 28 28 29 31 28 217-7" 32 32 33 35 32 11' 38 17 14'9" 30 30 30 32 30 1T-11" 32 32 32 33 32 23-F 41 41141 36 41 3517 36 12' S4" 26 28 30 21 13'S 29 29 29 31 29 198" 33 33 33 34 33 17 27 29 13' 14'-2" 31 31 31 32 31 1T3" 33 33 33 33 33 22'6' 35 35 35 35 35 26 13' SB" 26 27 29 31 22 17-11" 29 29 29 31 29 19-11" 33 33 33 34 33 13' S3" 14'134r 178" 31 31 31 31 31 16-7" 33 33 33 33 33 21'9"36 1 1351351351351 36 36 36 36 11'-r 36 14' 125 64" 26 27 29 31 22 12'5" 30 30 30 31 30 18'-3"34 40 34 34 34 34 14' 32 35 16 13'-2" 31 31 31 31 31 16-0" 34 34 34 34 34 21'-0" 37 37 37 37 37 1 S S-2" 26 28 30 32 23 -0 12'" 31 31 31 32 31 1 T-7-34 40 34 34 34 34 16 28 16 174" 31 31 31 31 31 156' 34 34 34 34 34 2174" 37 37 37 37 37 MPH EXPOSURE 16 S-0" 26 28 30 32 24 11'-r 31 31 31 32 31 1 T-0" 35 35 35 35 35 16 20 4' 24'3" 30 32 34 36 28 29 0 31 33 35 37 30 417-1" 34 36 39 40 34 20 4' 99 23 25 27 28 21 23'-F 29 31 33 35 28 34'-r 32 34 37 39 32 4' 217-1" 33 S 278" 30 32 34 36 30 26-11" 31 32 35 36 31 35-10" 35 35 37 39 35 28 31 S 6-11" 23 25 27 28 22 21'-1" 29 30 33 34 29 317-11" 33 33 36 38 33 S 37 6 217-11" 31 31 33 34 31 264" 33 33 34 36 33 378" 36 36 37 38 36 23 6 6-2" 23 25 27 28 23 19-3" 30 30 32 33 30 28'3" 34 34 35 37 34 6 16-10" T 194" 32 32 32 33 32 2Y-6 34 34 34 35 34 3x3" 37 37 37 38 37 29 T T6' 23 23 25 27 23 IT—l0 31 31 31 33 31 26-2" 35 35 35 36 35 T 33 6 16-1" 33 33 33 33 33 21'-11" 34 34 34 34 34 28'4" 38 38 38 38 38 33 6 T-0" 24 24 25 27 24 168" 32 32 32 33 32 24'-5" 36 36 36 36 36 6 37 9 1T-1" 33 33 33 33 33 2x8" 35 35 35 35 35 268" 39 39 39 39 39 30 9 68" 24 25 27 28 24 189" 32 32 32 32 32 23'-1" 37 37 37 37 37 9 194" VY 16-7 34 34 34 34 34 198" 36 36 36 36 36 264" 39 39 39 39 39 35 117 64" 25 25 27 28 25 14'-11" 33 33 '33 33 33 21'-10" 37 37 37 37 37 117 371371381 11' 165" 34 34 34 34 34 169" 36 36 36 36 36 24'-117' 40 40 40 40 40 35 11' 6-0" 25 26 28 29 25 14'3" 34 34 34 34 34 217-117' 38 38 38 38 38 11' 38 17 14'9" 35 3535 28 35 35 1 T-11" 37 37 37 37 37 23'-10" 41 41141 36 41 41 36 12' S4" 25 26 28 29 25 13'-T 34 34 34 - - 217-0" 38 38 38 38 38 17 27 29 13' 14'-2" 36 36 36 36 36 1T3" 38 38 38 38 38 27-10" 41 41141 37 41 41 26 13' 5-6 26 27 29 31 26 13'-1" 35 35 35 35 35 19-2" 39 39 39 39 39 13 S3" 14' 178" 36 361361361 9-r 36 16-r 38 38 38 38 38 27-0" 42 42142 14' 42 42 11'-r 36 14' 64" 27 27 29 31 27 .17-r 35 35 35 35 35 18'6'40 40 40 .40 40 40 14' 32 35 1S 13'-2" 37 37 37 37 37 16-0" 39 39 39 39 39 21'3" 43143143 16 43 43 15 S-2" 27 28 30 32 27 12'-2" 36 36 36 36 36 1T-10" 40 40 401401 30 40 1S 28 16 17-T 36 36 3636 33 36 1 166" 39 39 39 39 39 217-T' 43143143143 B 1 70 MPH EXPOSURE 43 MPH EXPOSURE 16 S -IT 28 28 30 32 28 11'-9" 35 35 35 35 35 1 T-3" 41 41 41 41 41 16 20 HU Mrn V CArUJUKt 276 33 V 35 38 40 28 24'-11" 34 36 39 41 29 317-T' 36 38 41 43 31 20 __1. 4' cn_w 99 27 L. 28 31 32 21. 1 T-11" 31 33 36 37 26 263" 35 37 40 42 30 4' 21 S 217-1" 33 35 37 39 30 274" 33 35 38 40 31 2T4" 35 37 40 42 33 25 S 64" 27 28 31 32 22 16-0" 30 32 35 36 27 23'6' 33 35 38 40 31 S 14' 6 164" 32 34 37 38 30 2x4" 33 35 37 39 32 24'-11" 34 36 39 41 33 23 6 8'-0" 25 27 29 30 23 14'-r 30 32 35 36 28 21'-5" 33 35 37 39 32 6 28 T 1T-0 31 33 36 37 31 16-10" 32 34 37 38 32 23'-1" 35 35 38 40 35 30 T TS 25 27 29 30 24 13'-6" 29 31 33 35 29 19-117' 33 34 37 38 33 T 8'-5" 6 16-11" 32 32 35 36 32 17'8" 33 33 36 37 33 21'-7" 35 35 37 39 35 28 6 6-11" 25 27 29 30 24 12'8" 30 31 33 35 30 18'-7" 34 34 37 38 34 8' 28 9 1S -O" 32 32 35 36 32 16-7" 34 34 36 37 34 2174" 36 36 37 39 36 22 9 6-r 27 28 31 32 25 11'-11" 30 30 32 34 30 1T-6 34 34 36 37 34 9 25 117 14'-2" 33 33 35 36 33 189' 34 34 35 36 34 194" 37 37 37 38 37 30 to 6-2" 27 28 31 32 26 11'4" 31 31 32 34 31 16-7" 35 35 36 37 35 117 EXPOSURE 11' 176' 34 34 34 35 34 15-0" 35 35 35 36 35 16-10 37 371371381 23 37 10'-0" 11' 5'-11" 28 30 32 34 25 10-9" 31 31 32 34 31 15-117' 35 35 35 36 35 11' 13' 17 13'-0" 34 3133 35 34 11S 36 36 36 36 36 16-1" 38 38 38 38 38 6 12' SB" 28 30 32 34 25 1174" 321321 23 32 34 32 15-2" 36 36 36 36 36 17 13' 12'5" 35 25 26 28 35 13'-10" 36 36 36 36 36 1 T4" 39 39 39 39 39 27 29 13' SS 29 31 33 35 26 9-11" 32 32 32 32 32 14'6' 37 37 37 37 37 13' 26 14' 17-0" 35 20 t36 35 13'4" 37 37 37 37 37 168" 39 39 39 39 39 14' S3" 29 31 33 35 27 9-r 33 33 33 33 33 t4'-0" 37 37 37 37 37 14' 15 11'-r 36 36 12'-10" 37 37 37 37 37 16-2" 40 40 40 40 40 1S S-1" 30 32 35 36 27 9-3" 33 33 33 33 33 13'6 37 37 37 37 37 15 16 11'-3" 36 36 175" 37 37 37 37 37 18-r 40 4o ao 40 40 16 4'-11" 30 32 35 36 28 6-11" 33 33 33 33 33 13'-1" 3e 38 38 38 38 16 70 & 90 MPH EXPOSURE B 1 70 MPH EXPOSURE C 70 & 90 MPH EXPOSURE B 25 4' 278" 29 31 34 35 28 26-11" 30 32 35 37 29 3T-11" 33 35 38 40 33 25 4' 9-0" 23 25 27 28 20 23'-5" 28 31 33 35 28 32'-3" 32 34 37 38 31 4' S 2a -r 29 31 33 35 29 254" 31 32 34 36 31 353" 35 35 37 39 35 S 6-0" 22 23 25 27 21 21'-1" 28 30 33 34 29 29-11" 33 33 35 37 33 S 6 169' 30 30 32 34 30 279' 32 32 34 35 32 37-2" 36 36 37 39 36 6 T4" 22 23 25 27 22 193" 30 30 32 33 30 28'-2" 34 34 35 37 34 6 T 1T4" 31 31 31 33 31 21'-1" 33 33 33 35 33 299" 37 37 37 37 37 T 64" 22 23 25 27 22 1T-10" 31 31 31 33 31 26-2" 35 35 35 36 35 T 6 163" 32 32 32 33 32 199' 33 33 33 34 33 2T-19' 37 37 37 37 37 6 64" 23 23 25 27 23 168" 32 32 32 33 32 24'5" 36 36 36 36 36 U 9 164" 32 32 32 32 32 164" 34 34 34 34 34 263" 38 38 38 38 38 9 6-0" 24 25 27 28 24 15-9' 32 32 32 32 32 23'-1" 37 37 37 37 37 9 117 14'8" 33 33 33 33 33 1T4" 35 35 35 35 35 24'-11" 39 39 39 39 39 117 6B" 25 25 27 28 25 14'-11" 33 33 33 33 33 21'-10" 37 37 37 37 37 117 11' 13-10' 33 33 33 33 33 16-1 a' 35 35 35 35 35 23'6' 391391391391 39 11' Sb" 251261211129 25 14'-3" 34H3s 34 217-117' 38 38 38,381 38 11' 17 13'3" 34 34 34 34 34 16-1" 35 35 35 3� 35 22'6' 40 40 40 40 40 17 S-7' 26 26 28 29 26 .17-r 3434 217-0" 38 38 38 38 38 12' 13' 12'4" 34 34 34 34 34 186' 36 36 36 36 36 21'8" 41 41 41 41 41 13' 4'-11" 25 27 29 31 25 13'-1" 3535 19-2" 39 39 39 39 39 13' 14' 173" 35 35 35 35 35 14'-11" 1 37 37 37 37 37 217-10•' 1 41 41 41 41 41 14' 4'9' 26 27 29 31 26 17-r 3535 18'6 40 40 40 40 40 14' 16 11'-10" 35 35 35 35 35 14'5" 38 38 38 38 38 217-2" 42 42 42 42 42 16 4'-r 26 28 30 32 26 17-2" 3636 1 T-10" 40 40 40 40 40 1 S LIVE PRO a Ir['exmuoeo NewoeR MAX I CONS. FOOTER SIZE LOAD JEC- FREESTANDING I ATF TION COLUMNI FOOTER 'W IN FiR SPACWG1 COLUMN HEIGHTS V p 8'T 11' 15 18 N 70 MPH EXPOSURE B 20 8' 11'-2' • 21 23 25 26 19 9 1176 21 23- 25 26 19 117 lop -(r 22 24 25 19 11' 96' 21 23 25 26 20 12' 9-1" 21 23 25 26 21 13' 8'9" 22 24 26 27 20 14' 8'-5" 22 24 26 27 21 16 &-1" 23 25 27 28 21 16 , T-10" 23 2527 28 21 1T T -r 24 25 '27 29 21 70 MPH EXPOSURE C 20 8' 11'-2" 25 26 28 30 19 9 117 1176' 10'-0" 25 23 26 25 28 27 30 28 19 19 11' 96' 25 26 28 30 20 17 9-1". 25 26 28 30 21 13' 6-9" 26 27 29 31 20 14' 8'-5" 26 27 29 31 21 16 9-1" 26 28 30 32 21 16 T-10" 26 28 30 32 21 1T T -r 27 291 31 1 331 21 90 MPH EXPOSURE B 20 8' 11'-2" 24 26 28 29 22 9 1x6' 24 26 28 29 22 117 1a-0" 23 25 27 28 22 11' 96' 24 26 28 29 23 17 9-1' 24 26 28 29 24 13 V-9" 25 27 29 31 24 14' 6-5" 25 27 29 31 24 16 8'-1" 26 28 30 32 25 16 T-10" 26 28 30 32 24 1T I T-7- 1 271 291 31 1 331 25 90 MPH EXPOSURE C 20 6 11'-2" 28 30 32 34 23 9 10'6' 28 30 32 34 23 117 10'-0" 27 28 31 32 23 11' 96' 28 30 32 34 2 17 9-1" 28 30 32 34 13' 69' 29 3133 35 14' 6-5" 29 31 33 35 70 MPH EXPOSURE B AND C 25 6 117-0" 23 25 27 28 1 9 9-5" 23 25 27 28 19 1(Y 6-11" 23 25 27 28 19 11' 6-6 25 26 28 30 19 12' 8'-2" 25 26 28 30 20 13' T-10" 26 27 29 31 20 14' T6' 26 27 29 31 20 15 T-3" 26 28 30 32 20 16 T-0 26 28 30 32 20 1 HOLc ).Z ALL FOOTERS LISTED ARE CONSTRAII TO USE NONCONSTRAINED FOOTERS SEE TABLE ON SHEET 2 OF 8 RPR 18 2003 No. 162-/3 Ego 6.30.0 MAR 0 -n h C7 - � �► 3"31-oZ Amerunaa I DIlVG PRODUGTB aVG 1 140 ALL PRO DRIVi ELKHART, IN 46514 ICBG ES EVALUATION REPORT ER-n62P HEADER SPANS, COLUMN FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES SHCET 4 OF S DATE: 2 6 2000 4 n iQPPSTAunIME: AAIn ATTAL•14Fn rnYYFRr1A1 STRIIrT11RPR LIVE LOAD TRIG W1OTH S • 33 e. ow+ W I .— 39 29 271' 33 35 38 W cLOVAwLawr RTCNL Haoaw w' — o wuw I D' — o .— TR® WIDTHCOLUMN MAX CONS.'FOOTER SIZE 33 MAR CONS. FOOTER 5� MAR OOHS FOOf61 S� MAX CONS. FOOIHL WE MNL CONS. WOTER S� MAR CONS. FOOTER SUM 29 31 33 AN01 A COLWN FRE-ESIANOI1Ki A COLUMN ATTCOLUMN 36 JOIDM 28 FREESTANDHG ATT COLUMN FRf3;SfA1m01G ATT COLUMN FREESTAND04C' ATTSPAC'Dq 32 34 37 38 30 20'1" 33 35 V I 39 SPACING FOOTER FIR SPAL4q 34 36 39 FTR SPACING FTR SPACING 28 V FTRSPACING FOOTER V FOOI6i V W Y FIRCOLVIII 26 27 18 19-0• 28 30 32 34 26 2T-10' 30 32 35 NEKal1T5 30 ODLUIW HEIGHTS VP 25 27 T 1T-0" Q7' 11' 19 11T 33 36 BT 11' 19 1S 6T 1P 19 16' 38 32 0'1' 11' 19 fe 35 6T 11' 19 14' 40 6T 11' 14 1S 28 LIVE 30 S 217-1• 33 35 37 39 29 271' 33 35 38 40 31 2T4• 35 37 40 42 33 75 5 6-0" 22 24 26 27 18 20-10• 29 31 33 35 25 29-11' 31 33 36 37 28 S 27 28 6 191' 32 34 37 38 30 20'1" 33 35 37 39 32 24'-11' 34 36 39 41 33 28 9 T1" 22 24 26 27 18 19-0• 28 30 32 34 26 2T-10' 30 32 35 37 30 6 25 27 T 1T-0" 31 33 36 37 31 16-10' 32 34 37 38 32 23'-1" 33 35 38 40 35 28 T 63" 22 24 26 27 19 1r -r 27 29 31 33 26 2541" 30 32 34 36 30 T 6 117-0" 6 15-11' '32 32 35 36 32 1T8' 33 33 36 37 33 21'-7" 35 35 37 39 35 6-11" 9 64" 22 24 26 27 20 16S 27 29 31 33 27 24'-1• 31 32 34 36 31 9 ' 9 15T" 32 32 35 36 32 16-r 34 34 36 37 34 201' 36 36 37 39 36 9 61T 23 25 27 28 20 158' 28 28 30 32 28 273' 31 31 34 35 31 9 24 25 10 14'-2' 33 33 35 36 33 163" 34 34 35 36 34 191" 37 37 37 38 37 26 10 SB' 23 25 27 28 21 14'3' 28 28 30 32 28 21'-7' 32 32 33 35 32 10 22 24 11' 13'6' 34 34 34 35 34 164r 35 35 35 38 35 16-10' 37 37 37 37 37 C 11' SS 25 26 28 30 21 14'-0' 28 28 29 31 28 217-r 32 32 33 35 32 11' 10 6-2" 17 IT -W 34 34 34 35 34 14'6" 35 35 35 19-1" 38 38 38 38 38 T -S" 17 S-2' 25 26 28 30 22 IT -F 29 29 29 31 29 19-8" 35 35 33 34 33 17 _ 17 173" 35 35 35 1351351351 35 35 13'-10" 35 35 1 35 35 35 1T4" 38 38 38 38 38 13' 4'-11" 26 27 29 31 21 17-11• 29 29 29 31 29 16-11' 33 IWIM 33 33 134 34 33 13' 32 34 14' 17-0" 35 35 35 35 35 17-4 36 36 36 36 36 163" 38 38 38 38 38 35 14' 4'3" 26 27 29 31 22 17S 30 30 30 31 30 193 34 34 37 34 34 14' 27 28 15 11'-r 36 36 36 36 36 17-10" 36 38 36 36 36 16-r 39 39 39 39 39 _ 15 . 4'-r 26 28 30 32 22 17-0" 30 30 30 30 30 1T -r 34 34 34 34 34 16 LIVE 30 4' 21'-1' 29 31 34 35 77 25'4' 30 32 34 35 Z9 35'-9" 32 35 37 39 32 75 4' ' 9d' 77 Z6 31 32 21 1T-11- 31 33 35 37 26 W -T, 35 37 40 42 30 4' 27 28 S 18'-10" 28 30 32 34 28 2z-117. 30 31 34 35 30 37J" 34 34 37 39 34 28 S . 6-0" 25 27 29 30 21 164" 30 32 35 36 27 23'6" 33 35 38 40 31 S 25 27 6' 1T -r 29 29 31 33 29 20-10' 31 31 33 35 31 29S 35 35 36 37 35 28 6 T1" 25 27 29 30 23 14'-r 30 32 35 36 28 21'S 33 35 37 39 32 6 6 117-0" T 15-11" 30 30 30 32 30 194' 32 32 32 34 32 2r3" 36 36 36 37 36 6-11" T 63" 25 27 29 30 23 173" 29 31 33 35 29 19-10" 33 34 37 38 33 T 24 6 14'-10" 30 30 30 32 30 19-1' 33 33 33 34 33 266' 36 36 38 36 36 8' 64" 25 27 29 30 24 12'8" 30 31 33 35 30 16-r 34 34 37 38 34 9 24 25 9 14'-0" 31 31 31 31 31 1r -W 33 33 33 33 33 24'-0' 37 37 37 37 37 26 9 6-0• 27 28 31 32 24 11'-11' 30 30 32 34 30 1T-6' 34 34 36 37 34 9 22 24 10 1T-4" 32 32 32 32 32 16-2" 35 35 35 35 35 273• 38 38 38 38 38 C 10 S4• 27 28 31 32 24 11'1" 31 31 32 34 31 16-r 36 36 36 37 36 10 10 6-2" 11' 1Z8• 32 32 32 32 32 15S 35 35 35 35 35 21'6• 38 38 38 38 38 T -S" 11' SS 28 30 32 34 25 103' 31 31 32 34 31 15-10" 35 35 35 36 35 11' _ 12' 17-2" 33 33 Mimi 33 14'3• 35 35 35 35 35 2a -r 25 27 39 39 39 12' . Ss" 28 30 32 34 26 101" 32 32 32 34 32 15-2" 36 36 36 36 36 1z 32 34 13' 11'8' 33 33 33 33 33 14'-2' 36 36 36 1 36 36 19-10" 39 39 39 39 39 35 13' S-1" 29 31 25 27 27 9-11' 32 32 33 35 32 14'6' 37 37 37 37 37 13' 27 28 117' 11'-3" 34 34 34 34 34 13'3' 36 36 36 36 36 19-1" 139139 40 40 40 40 40 14' 4'-11• 28 31 1331351 33 35 26 9-r 33 133133133 33 33 35 33 14'-U" 37 37 37 37 37 14' 90 MPH EXPOSURE C 15 4'3' 30 32 35 36 26 93" 36 33 13'6" 37 37 37 37 37 1S 30 4' 21'-1" 33 35 37 39 28 24'-/1" 34 36 39 41 29 31'J• 36 38 41 43 32 70 & 90 MPH EXPOSURE B * S 18'-10' 32 34 37 38 29 2Y4• 33 35 38 40 31 26-0" 35 37 40 42 33 30 4' 6-2" 23 25 27 28 20 27-(r 28 30 33 34 27 3174• 31 33 36 38 31 4' 6 1T-2' 31 33 36 37 30 2174' 33 35 37 39 32 266' 34 36 39 41 34 S T4• 22 23 25 27 21 20S 29 30 33 34 29 26-2" 32 33 35 37 32 S T 15-11" 30 32 35 36 30 16-10" 32 34 37 38 32 278• 35 35 38 40 35 6 68• 22 23 25 27 21 19-T 30 30 32 33 30 266• 33 33 35 37 33 6 s 6 14'-10" .31 32 35 36 31 1T8" 33 33 36 37 33 27-1" 36 36 38 40 36 T 6-2" 22 23 25 27 22 1T-10" 31 31 31 33 31 '25-2' 35 35 35 36 35 T 9 14'-0" 32 32 33 35 32 16-r 34 34 36 37 34 217-10" 36 36 37 39 36 9 53" 22 23 25 27 22 168' 32 32 32 33 32 24'-1' 36 36 36 36 36 6 • 10 13'4• 33 33 33 35 33 163" 34 34 35 36 34 193" 37 37 37 38 37 9 SS 23 25 27 28 23 163" 32 32 32 32 32 23-1" 37 37 37 37 37 9 11' 17-8' 33 33 33 35 33 15-0' 35 35 35 36 35 16-117' 37 37 37 38 37 1a S-2• 24 25 27 28 24 14'-1/" 33 33 33 33 33 21'-10" 37 37 37 37 37 117 1Z 1Z-2" 34 34 34 35 34 14'S 36 36 36 36 36 16-1• 38 38 38 38 38 11' 4'-11" 24 26 28 29 23 14'J" 34 34 34 34 34 217-10' 38 38 38 38 38 11' 13' 11'8" 34 1 34 34 35 34 13'-10" 36 36 36 36 36 1 T4• 39 39 39 39 39 17 17'3" 217 26 28 29 24 13'-r 34 211-0• 38 38 38 38 38 12' 14' 11'3" 35 35 35 35 35 13'4"36 36 36 36 36 168" 39 39 39 39 39 17 4'6' 25 27 29 31 25 13'-1" 134134134134 35 35 35 35 3519-2" 1 39 39 1 39 39 39 13' j. 14' 4'4• 25 27 29 31 25 17-r 35 35 35 35 35 168" 40 40 40 40 40 14' .70 & 90 MPH EXPOSURE B / 70 MPH EXPOSURE C - 40 4' 194• 28 30 32 34 26 22'J" 29 31 34 35 28 3a-7- 32 34 36 38 31 70 MPH EXPOSURE C ^ S 164" 27 29 31 33 27 19-117' 28 30 32 34 28 2T4" 32 32 35 37 32 30 4' 9-2" 23 25 27 28 17 27-0• 29 31 33 35 23 3174• 32 34 36 38 26 4' 6 14'-11" 27 28 30 32 27 18'-2" 30 30 32 34 30 24'-11• 33 33 34 36 33 S r4" 22 24 26 27 18 2aS 29 31 33 35 25 21r-2" 31 33 36 37 28 S T 13'-10" 28 28 29 31 28 163" 30 30 31 33 30 23'-1" 34 34 34 35 34 6 68• 22 24 26 27 18 19-0• 28 30 32 34 26 268" 30 32 35 37 29 6 6 12'-11" 29 29 29 31 29 168" 31 31 31 32 31 21'-r 34 34 34 35 34 T 6-7 22 24 26 27 19 1T -r 27 29 31 33 26 25-2" 30 32 34 36 30 T 9 17-7 30 30 30 31 ' 30 14'-10" 31 31 31 32 31 2174" 35 35 35 35 35 6 53" 22 24 26 27 19 - 165" 27 29 31 33 27 24'-1" 31 32 34 36 31 6 117 11'-r 30 30 30 30 30 14'3" 33 33 33 33 33 194' 36 36 36 36 36 9 SS 23 25 27 28 20 160 27 28 30 32 27 27$ 31 31 34 35 31 9 11' 11'-0" 30 30 30 30 30 13'S 33 33 33 33 ,33 163" 36 36 36 38 36 1a 6-2* 23 25 27 28 21 14'3" 27 28 30 32 27 21'-r 32 32 34 35 32 117 1Y I 1a-7" 131131131131 1 31 112'-10"133 133 133 1331 33 1 1r-11' 37 37 371371 37 1 11' 4'-11" 20 14'-0" 28 28 29 31 28 217-r 33 33 33 3590 17 4'9" 28 30 21 IYS 28 28 29 31 28 198" 33 33 3334 33 17 MPH EXPOSURE C 40 4' 164" 32 34 37 38 27 22'J" 33 35 38 40 28 317-r 36 38 41 43 31 13' 4'6" MM281301 29 31 21 17-11" 28 28 29 31 28 16-11' 34 34 34 34 34 13'S 194" 31 33 36 37 28 19-10' 32 34 37 38 29 2T4' 35 37 40 42 33 .14' 4'1" 29 31 22 17.5" 1291291291311 291 16-3" 135135135 351351 14' 6 14'-11' 30 32 35 36 28 16-2• 32 34 37 38 30 24'-11' 34 36 39 41 33 90 MPH EXPOSURE C T 13'-10" 29 31 33 35 29 16.9' 31 33 36 37 31 23'-1" 35 35 38 40 35 30 4' 6-7' 27 28 31 32 21 1T-11" 31 33 36 37 26 26-3' 35 37 40 42 30 4' 6 17-11" 30 31 33 35 30 168" 32 32 35 36 32 21'-r 35 35 37 39 35 S r1" 25 27 29 30 21 16-0" 30 32 35 36 27 23'6" 33 35 38 40 31 S 9 17-2" 31 31 33 35 31 14'-10" 32 32 35 36 32 2174" 36 36 37 39 36 6 66' 25 27 29 30 22 14'-r 30 32 35 36 28 21'-5' 33 35 37 39 32 6 10 11'-r 31 31 32 34 31 14'-0" 33 33 33 35 33 194" 37 37 37 38 37 T 6-2" 25 27 29 30 23 136' 29 31 33 35 29 19-10" 33 34 37 38 33 T 11' 11'-0" 31 31 32 34 31 13'8" 34 34 34 35 34 163" 38 38 38 38 38 6 S3".. 25 27 29 30 23 12'8' 30 31 33 35 30 16-r 34 34 37 38 34 8' 17 I IV -'r 132 32 132 1341 32 1 12'-117' 341341341351 34 1T-11" 38138122 38 38 9 SS 27 28 31 32 24 11'-11" X11'4" 30 30 32 34 30 IT -T 34 34 36 37 34 9 ' 60 4' 1S-0" 30 32 35 36 25 19-3* 32 34 37 38 27 25-r 34 36 39 41 30 117 S-2* 27 28 31 32 24 31 31 32 34 31 16-7- 35 35 36 37 35 IV - S /7S 29 31 33 35 26 19-7 31 33 36 37 28 27-10' 33 35 38 40 31 11' 4'-11" 28 30 32 34 24 1178" 31 31 32 34 31 15-10" 35 35 35 36 35 11' 9 1Z3' 29 31 33 35 27 14'-10" 30 32 35 36 29 217-10" 33 35 37 39 32 117 4'3• 28 30 32 34 24 104" 321321321341 32 15-7' 36 36 36 36 36 12' T 11'4" 28 30 32 34 28 13'8" 30 31 33 35 30 194" 33 34 37 3B 33 .13' V-6" 29 31 33 35 25 9-11" 32 32 32 32 32 14'6' 37 37 37 37 37 13' 6 la -7"28 30 32 34 28 17-10' 31 31 33 35 31 16-1" 34 34 37 38 34 14' 4'1' 29 31 33 35 26 9-7' 33 33 33 33 33 137137137 37 37 14' 9 i a-0" 29 29 31 32 29 17-2" 33 33 33 35 33 1r -(r 34 34 38 37 34 40 4' T-2' 25 27 29 30 20 1 T-11" 31 33 36 37 26 29-7 35 37 40 42 30 4' 117 94r 30 30 31 32 30 11'S 33 33 33 34 33 16-2" 35 35 36 37 35 S. • 64' 25 27 29 30 20 166' 30 32 35 36 27 276' 33 35 38 40 31 S TABLE 3.1 6 5-10" 23 25 27 28 21 14'-r 30 32 35 36 28 21'S• 33 35 37 39 32 6 ' T SS 25 27 29 30 22 176' 29 31 33 35 29 19-10' 32 34 37 38 33 T 6 5-0" 25 27 29 30 23 . 174r 30 31 33 35 30 16-7' 34 34 37 38 34 6 - - 9 4'3" 27 28 31 32 22 11'-11" 30 30 32 34 30 1 r6' 34 34 36 37 34 9 ' - - 117 66' 27 28 31 32 23 11'4" 31 31 32 34 31 16-7* 35 35 36 37 35 117 LIVE PRO 'bpffll:l Ira' ....... Awaw SINGLE FREEST MAX CONS. FOO5�CCLXCONS..ATTSPACING SPAN OR MULTISPAN DETAIL W and V - ATTCHED �LO-LADMJEr- E 3- CLOVERLEAF STEEL COL 1Y-0- FTRNER F 3' SQUARE STEEL COLUMN 18'-0' 11'-0• V 4• SQUARE STEEL COLUMN 18'-0' IT -01 11'14 01 181-0" 90 MPH EXPOSURE B 181-0• 1 25 6 1174' 23 25 27 28 21 9 9S 23 25 27 28 22 10 6-11" 23 25 27 28 22 IV 66• 24 26 28 29 22 17 6-2" 24 26 28 29 23 13' T-10" 25 27 29 31 23 14' TS 25 27 29 31 23 15 T3• 26 28 30 32 23 16 1 T-0' 1 26 1 28 30 32 23 90 MPH EXPOSURE C 25 6 117-0" 27 28 31 32 21 9 9S 27 28 31 32 22 to 6-11" 27 28 31 32 22 11' 66• 28 30 32 34 23 17 6-2" 28 30 32 34 24 13' T-10' 29 31 33 35 23 14' TS 29 31 33 35 24 70 MPH EXPOSURE B 30 6 9-2" 20 22 24 25 21 9 9-7" 20 22 24 25 21 117 6-2" 20 22 24 25 22 11' T3• 21 23 25 26 22 17 T-5" 21 23 25 26 23 IT T-2' 22 24 26 27 23 14' 6-10" 22 24 26 27 23 1S 6-r 23 25 27 28 23 90 MPH EXPOSURE C 30 6 9-2• 27 28 31 32 21 9 6-r 27 28 31 32 21 10 6-2" 27 28 31 32 22 11' T3' 28 30 32 34 22 12' T -S" 28 30 32 34 23 13' T-2• 29 31 33 35 23 14' 6-10" 29' 31 33 35 23 15' 6-7- 30 32 35 36 23 40 6 r-11" 25 27 29 30 20 9 T6• 27 28 31 32 21 1a T-1" 27 28 31 32 21 11' 63" 28 30 32 34 21 17 6-5" 28 30 32 34 22 13' 6-2' 29 31 33 35 22 60 T 6-11• 25 27 29 30 19 6 ss 25 27 29 30 20 9 I 6-1' 27 28 31 32 20 117 1 5-9" 1 271 281 31 1 32 1 20 APR 18 2003 I -LC - OAMedmax EM PRODUM INC 1140 ALL PRO DRR ELKHART. IN 46514 [COO ES EVALUATION REPORT ER -2621P HEADER SPANS, COLUMN SPACING. FOOTER SIZE AND COLUMN TYPC FOR FREESIANDING AND ATTACHED COMMERCIAL STRUCTURES SHEET 5 OF 8 DATE: 2 6 2000 MAXIMUM COLUMN HEIGHT COL COLUMN DESCRIPTION SINGLE FREEST FOR ALL COLUMNS SEE SPAN OR MULTISPAN DETAIL W and V - ATTCHED ATTACHED E 3- CLOVERLEAF STEEL COL 1Y-0- W-7" F 3' SQUARE STEEL COLUMN 18'-0' 11'-0• G 4• SQUARE STEEL COLUMN 18'-0' IT -01 H 5' SQUARE STEEL COLUMN 181-0" 181-0" J I S" SQUARE STEEL COLUMN 181-0• 1 18'-0' I -LC - OAMedmax EM PRODUM INC 1140 ALL PRO DRR ELKHART. IN 46514 [COO ES EVALUATION REPORT ER -2621P HEADER SPANS, COLUMN SPACING. FOOTER SIZE AND COLUMN TYPC FOR FREESIANDING AND ATTACHED COMMERCIAL STRUCTURES SHEET 5 OF 8 DATE: 2 6 2000 4.0 FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES S WAIT 1T-7' 205' 21"-0' 11'-11' 29 LIVE TRIG MAXIMUN COLUMN SPACING 3'k6' STEEL C BEAM LIVE TRS MAXMIUN COLUMN SPACING 9'Ndf` STEEL G BEAM LIVE TRIG 0.036' x 3' x 8' BOX BEAM 12'-1' 0.047' x 3' x B' BO%BEAM T DOUBLE 0.032 x 2x8' LOAD WIDTH FOR ATTACHED LATTICE ON SLAB MAX. CONS. FOOTING SG:E LOAD 4MD7H 1r-9' MAIL CONS. FOORNG S� LOAD WIDTH MAX CONS. FOOTING 50>= MAX. CONS. FOOTING SIZE MAXrCONS.,FOOTING SIZE 11'$' g HEADERMUSTBEABLETO SPAN COLUMN FREE ATTACHED 111$' 24'-3' HEADER MUST BE ABLE TO SPAN COLUMN FREE ATTACHED 1g-9' - COLUMN FREE ATTACHED 103' COWMN FREE ATTACHED COLUMNATTACHED 23 C 26 11' USRJG COLUMNA' ALL OTHER SPACING FTR FTR MWUSING 25 23 COLUMNA' ALL SPACING FTR FFR MINIMUM 8'6' 65' SPACING FTR FTR MIN SPACING FTR FTR MW. SPACINGFTR 66' MIN. T-17 6-1' MAX LENGTHOFCOLUMN COLUMNS 25 V 'd COLUMN 14' 64T MAK LENGTH OF ODLUMN OTHERS T6' 'd V COLUMN 25 C S3' "d 'd COLUMN -5-10'- 'd 'd COLUMN -165'- 'd COLUMN V S WAIT 1T-7' 205' 21"-0' 11'-11' 29 29 6 14'-1' 6 1P-1' 14'$' 1T-0' 1r6' 14'-T 16 T 12'-1' 17-r T 12-1' 17-7' 14'-r 15-0' 26-C 27 22 C 1r-9' 6 10'-r 11'-0' 175' 13'-1' 2F -T 26 22 C 11'$' g g4' 9`5' 11'4' 111$' 24'-3' 26 23 C 1g-9' 10 V'S" VAIT 103' 1176' 27-(r 26 23 C 26 11' r$' V_(r 9'4' 96' 21'-11' 25 23 C 25 1r T4T r4' 8'6' 65' 21'-7 25 24 c C 13' 66' 65' T-17 6-1' 20-2' 25 25 C 15' 14' 64T 64' T4' T6' 175' 25 25 C S3' Is -S-T- -5-10'- -6-17- --r-Cr- -165'- -2S- -25- - c - S-2' 16 S3' S6' 65" 6-r 16-r 26 26 C S$' 1r S-0• S -r 6-0' 6-r 1r -r 25 25 C S6' 16 4'$' W-11' S$' S-17 /T-1' 28 26 C 13'-11' 19,4'$' 27 c SS' S6' 16$' 26 26 C 28 20 c 28 S-1' 63' 16-3- 27 27 C -16-10= 21' -26- -D.-. 4'-17 5* -0' 15.17 26 26 C FLUTED COLUMN ALUM. 0.007 -2Z-- ---- - 4'$' - - -,V-7- - -156' 27 27 C 28 90 MPH E 3• CLOVERLEAF STEEL 0.048' 178' 10 OR LESS 14' t 10 -4'- -21'-1'-•- -22'-0'- -25'-r.. 0263'- 3• SQUARE STEEL COLUMN C SQUARE STEEL COLUMN A 60 4' 3%17 S 16-17 1T -r 205' 21"-0- 17 6 14'-1' 14'$' 1T-0' 1T$' 28 0 H 17 17-0' T /2'-1' 12'-7' 14'-r 15-0' 22'-2' 29 24 C 6 10-r 11'-0' 12'-9' 13'-1' 20-9' 28 24 C 13'6'28 g 94' 9.-9' 11'-4' 111$' t g -r 28 25 C 10 65' 6-10' 4103' 106' 18'-6' 28 26 C }11'' 1T$' W-W�g-4y 24 g6' 1T$' 27 25 C 'L-12" r4r T-4' 66 65' 16.11' 27 26 C 13' 66' 65' r•17 6-1' 16-3' 27 27 C 30 14' 64' 64' T4' r6' 1S$' 27 27 C 15 S -r T-17 6-17 T4' 15-2' 27 27 C 16 53" 516' 65' - 6-r 14'$' 28 28 C 1T 5'-0 S -r 6-0' 6-r 14'3' 28 28 C 18' 4'$' 4'-11' S' -a 5'-17 13'-17 28 28 C 19, 4'$' SS' S6' 13'-5' 28 28 C 21Y 11'-0' 30 6-1' S3' 13'-1' 29 29 C 21' 22 P•17 S-0' 12-9' 29 29 C' V 16-10 1T -r 20'5' 21"-0' S'-17 11'-11' 29 29 6 14'-1' 14'$' 1T-0' 17$' 18A 6S' 14'-T 16 T 12'-1' 17-r 14'-r 154' 23'-r 27 23 C 6 10'-r 11'-0" 1r-9' 13'-1' 27-1' 27 24 C 9' g4' g5' 11'4' 11'$' 20-10' 27 24 C 10 6S WAIT 103' 106' 1g-9' 26 24 C 11' r$' 6-0' g4' g6' IV -17 26 25 C 17 r4r r4' 66' 65' 16-0' 25 25 C 13' 66' 6-7 T-17 6-1' 1T4' 26 26 C 14' 64r 64' r4' r4' 16-W 26 26 C 15' S, 'r T-10' 6-17 r-0' 16-1' 27 27 C 16 S3' 576' 65' 6-r 15-r 27 27 C 1T S-0' S-2' 6-0' 6-r 15-1' 27 27 C 16 41$ 4'-11' S$' S-17 14'-8' 26 26 C 1g T-17 4'$' S.S. S6' 14'4' 28 26 C 21Y WAIT 29 5-1' S3' 13'-11' 27 27 c 21' 29 25 4'-17 S -W 13'-T 28 28 c S 16-17 1T -r 205' 21"C' S'-17 11'-11' 29 29 6 14•-1' 14'$' 1T-0' 1 T4 18A 6S' 14'-T 16 T 17-1' 12-r 14'-r 1S-0' 19-1' 30 25 C 6 10'-r 11'4r .17-5' 13'-1' /T-10' 29 25 C g g4' 95' 11'4' 11'$' 16-17 29 26 C 10 65' 6-17 103• 106' 15 7- -t 28 26 C 11' T$' 6-0' 94" W -W 15''W 26 27 C 1r T-0' T4' 6$' 65' 14'-r 28 28 C 13' 66' 65' T-17 6-1' 14'-0' 28 28 C 14' 6-0' 64' T4' T$' 13'6' 28 28 C IS S -r T-17 6-17 T -W 13'-0' 29 29 C CLEARSPANS FOR 3 X 8 RAFTER 16 4-7- 4'-11' S$' S'-17 11'-11' 29 29 c HANG S' 8'-11' 25 18A 6S' 14'-T 16 28 4'$' SS' SS 11'-r 30 30 c 14'-0' 6 TS' 23 17 A 26 20 I I 4'S' 9-1' I S'3' 11'3' 1 30 1 30 C 8'-1' T 64' I 23 16 A 29 21' T -W 16 P-17 5'-0' -0 11'' 3/ 31 C 30 8' S -r 23 17 A C 27 12%3- 30 W41" 4'-9' 105" 30 30 C C g 10 4'-11' 4'-S 25 25 18 19 A A 20 4' 11'-1' 11'$ 13'5' 13'5' 4'$' 23 19 C 20 4' S$' 22 14 A 11'8' S 8'-17 g3' 10-9' 1114T S-0' 5'3' 6-11. 6-2' EA 6 T4' T$' 6-11' 9-2' 4'4r S-2' S4' 16'3' 5' 4'-r 22 15 A 23 T 64' 6-T T$' T-17 1g-1' 30 25 C 6-0' 6 10 WAIT 29 26 6 St' 51-9' 6$' 6-17 1T-17 29 25 C 27 T 11' 14'-3' 28 — -g- -4'-19= -5'-r-- -6-11'-- -6-1= -16-10= -29- -26- -D.-. - - .8'-- -- - 27 E D FLUTED COLUMN ALUM. 0.007 10 4'-r 54' S6' 15-11' 28 26 D 28 g E 3• CLOVERLEAF STEEL 0.048' 178' 14' 11' WAIT S-0' 153' 28 27 D 3• SQUARE STEEL COLUMN C SQUARE STEEL COLUMN 10 60 4' 3%17 4'-0' 25 4' 17 4'6' 4'-r 14'-r 28 28 0 H 17 17-0' 14'-0' 28 28 D S SQUARESTEFl COLUMN 17-0' 14' r 13'6'28 14'6' 28 D E 6 6 15 27 23 E 1747- 29 29 D T 13'4' 27 24 E 16 10 17-r 30 30 D E 8' 11' 1 T 125' 27 26 E 123' 30 30 E 91 16' 11'-11' 30 29 E 10 30 4' 19, 11'-r 30 30 E 21Y 11'3- 30 30 E S 21' 11'-0' 30 30 E 6 22 1 1 1 10-9' 1 30 1 30 E I T 6' 25 4'8'-11' 914' 1040 11'-1'I 40 4' S T-2' T•S 6-8' 6'-11' 6 T-11' 6-3' T3' T -T S T S-1' 51 6-2' 64' 19.1' 30 25 C 6 6 4'6' 4'$' SS' S' -r 1r-17 29 25 C 60 4' S g 4•-17 4'-11' 16AIT 29 26 D _ 1Sd1' 79 79 O CLEARSPANS FOR 3 X 8 RAFTER 11' 24" O.C. LOAD Y' 70190 1S3' 28 27 D HANG 17 0.036 23'4' 11'$' 6S' 14'-T 28 28 D 0.036 13' 6.6' 4'-11' 0.042 17-17 14'-0' 28 28 D T-7'0.042 14' 26 1r5' 8'-17 30 13'$' 28 28 D 0.042 1S 8'-1' 40 0.036 T4' 13%0' 29 29 D T -W 16 0.036 4'-11' W-11' N/A 12'-r 30 30 D T-0'COLUMN 1T 22 1 21 C A 12%3- 30 30 E W -W 16 S'6' S$' C A 11'-11' 30 29 E 30 4' T6' T-10' 91-1' g4' 4'$' 23 19 C S 6-0' 63' r3' T -S' 11'8' 23 T C A 6 S-0' 5'3' 6-11. 6-2' EA 2518 6 C T 4'4r S-2' S4' 16'3' 30 25 D 6 23 19 4'6' 4'$' 1T6 29 25 D V 6-0' /S 10 WAIT 29 26 E 28 10 E B 0.027- x 3 SQUARE ALUM COLUMN 11'-4" 163- 29 27 E 11' 14'-3' 28 27 E 15$' 28 27 E CLEARSPANS FOR 3 X 8 RAFTER LNEPANEL 24" O.C. LOAD Y' 70190 OVER OVER S MPH HANG 10 0.036 23'4' 11'$' 6S' 0.042 2T -r 13'-T 20 0.036 14.6' 6.6' 4'-11' 0.042 17-17 g-11' 25 0.038 11'4" T-7'0.042 4'S' 26 1r5' 8'-17 30 0.036 g-9' 6-11' 3'-17 0.042 1 S•T 8'-1' 40 0.036 T4' 6-0' 2-11' 0.042 11'6' T -W 60 0.036 4'-11' W-11' N/A 0.042 T-17 5'-9' 14'-3' 28 21 11'-11' 26 20 10-r 26 21 6-11' 25 21 T•11' 25 20 T -r 25 21 g -r 25 18 r -r 23.16 6-1' 23 16 5'3' 23 17 _A' 23 _ 17 T -r I 23I 15 5'-11' 72 15 4'-11' 22 16 4'-11' 1 22 1 15 22 CLEARSPANS FOR 2 X 6 RAFTER LIVE PANEL 24'O.C. LOAD Y' 70180 OVER S E MPH HANG 10 0.024 18-r 6S' 1114' 0.032 16-1' g-0' 20 0.024 WAIT 4'-11' A' 0.032 13'-r 6-r 25 0.024 6.17 4'S' 26 0.032 11'5' S-17 30 0.024 r$' 3'-17 30 0.032 10.9' S4' 40 0.024' S-17 2-11' 20 0.032 g4' 4'$' 60 0.024 N/A N/A 4' 0.032 T$' TAW A 17 28 21 A A 15'-3' 28 28 E TABLE 4.3 12'-1' 13' 22 A A 1114' 14'-10' 29 29 E FOR 10 PSF DOUBLE RAFTERS MAY BE USED 46' O.C. 26 14' A' A 10-2' 26 14'6' 29 29 E 26 17 15 A 10'-3' 26 19 14'-2' 30 30 E 19 C 16 6$' 25 20 C 17-10' 1 30 1 30 E C 40 4' S$' 51-11' 6-17 T-0'COLUMN T3' 22 1 21 C A SCHEDULE MAX 17 S W -W 4'-9' S'6' S$' C A 6S25 COL FOR ATTACHED LATTICE COLUMN TS' 6 16 C 4'-r 4'$' 23 19 C 6.17 PATIO STRUCTURES HGHT C 0.024"x 3' SQUARE ALUM COLUMN 11'8' 23 T C A 1-5' 25 16-r 29 24 EA 2518 6 C T$'23 15-17 28 24 E B 0.032 x 1 11r SQUARE ALUM C g 23 19 C A 1S3' 28 25 E SCROLL COLUMN 6-0' /S 10 6-2' 23 17 14'-9" 28 26 E B 0.027- x 3 SQUARE ALUM COLUMN 11'-4" 11' 14'-3' 28 27 E C 0.040- x r CLOVERLEAF COLUMN 17-0" Ir 13'-17 27 27 E D FLUTED COLUMN ALUM. 0.007 17-0' 17 1 Y -T 28 28 E E 3• CLOVERLEAF STEEL 0.048' 178' 14' I 13'-2' 28 28 E F G 3• SQUARE STEEL COLUMN C SQUARE STEEL COLUMN 178' 17-0' 60 4' 3%17 4'-0' 47 4'S' S H S SQUARE STEEL COLUMN 17-0' SQUARESTEFl COLUMN 17-0' r 14'6' 28 23 E 6 13'-17 27 23 E g 13'4' 27 24 E 10 17.17 27 25 E 11' 125' 27 26 E A 14'-1' 28 21 A A /7-11' 27 21 A A 12'-1' 27 22 A A 1114' 26 22 A' A 10$' 26 23 A' A 10-2' 26 24 A' A 11'4' 26 17 A- A 10'-3' 26 19 A' A g4' 25 19 C A 6$' 25 20 C A 6-1' 25 21 C r -W '. .. 23._ 20 - C T3' 22 1 21 C A 10-4' 26 17 A' A g-2' 25 16 C A 6S25 19 C TS' 23 16 C T3' 23 19 C 6.17 23 20 C 66' 23 21 C A 1-5' 25 16 C A W-5' 2518 C T$'23 17 C T-1' 23 18 C 6$' 23 19 C A V-2' 25 16 C T4' 23 1 /S C 6-2' 23 17 C A 6-2' 1 23 15 C A' = V MAXWM LOLL %M LENGTH A^ 10 MAXM W COLUMN LENGTH MAR 0 3 2000 COLUMN SCHEDULE FOR FREESTANDING STRUCTURES AND INTERMEDIATE COLUMNS FOR MULTISPAN STRUCTURES COLUMN NOTES E 6'-r MAX. COLUMN LENGTH F 11' MAX. COLUMN LENGTH G 17 MAX. COLUMN LENGTH H 17 MAX COLUMN LENGTH 5070 6�• 3-31� C'f �HL�F�i 0 f ALL COLUMNS MAY BE REPLACED WITH A STRONGER COL 'A' MAY BE REPLACED W1 BJ CC No. 16273 '8' MAV BE REPLACED W1 CJ, ETC. LINEAR INTERPOLATION FOR ALL CALCULATIONS IS ALL E"D. 6.30 O J'f FC BULIMCPBODUMUC APR 18 2003 1140 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 LATTICE PATIO STRUCTURES SHEET 6 OF 8 DATE: 2/g/2000 5.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES SINGLE FREESTANDING LIVE TRIS 8" C BEAM HEADER LIVETRIB 8"C BEAM HEADER MAX CONSTRAINED FOOTER SIZES CONSTRAINED FOOTER SIZES LOAD WIDTH LOAD WIDTH MAX WA COLUMN FREESTANDING ATTACHED 17.0" COLUMN FREESTANDING ATTACHED "d" FTR MIN FOOTER "d FIR MIN C SQUARE STEEL COLUMN SPACINGFOOTER 194' SPACING S SQUARE STEEL COLUMN 1B' r COLUMN HEIGHTS 'd COIL 4'SQUARE STEEL COLUMN 144' COLUMN HEIGHTS 'd COL (� ) h 0.032 T4" 87' 11' S' 9 S 0.042 T 11' 15' 8'ON) TYPE EXPOSURES 0.036 W-11" 90 MPH EXPOSURE C 70 MPH 20 4' 31'9" 27 29 32 33 21 D 25 4' 25-10" 34 36 39 41 23 D S 29-6" 27 29 31 33 22 D T S -23-1" 33 35 38 40 24 D 6 2T4" 27 28 31 32 23 D 6 6 21'-1" 33 35 37 39 25 D T 26.4" 27 28 31 32 24 E 1T T 194" 32 34 37 38 26 D 6 2937 26 28 30 31 25 E 11' 9 16-3" 32 34 37 38 27 E 9 243' 26 28 30 31 26 E 17 9 1T -2m 31 33 36 37 27 E 10 235" 26 27 29 31 26 E 12' IV 16-4' 31 33 36 37 28 E TO MPH EXPOSURE C 13' 70 & 90 MPH EXPOSURE 13 B / 70 MPH EXPOSURE C IV 20 4' 31'9" 32 34 36 38 21 D 30 4' 2T9" 30 32 35 37 23 D 16 S 299 31 33 36 37 22 D 19 S 25'9" 30 32 34 36 25 E 16 6 27*9" 30 32 35 37 23 D 16 6 24'-3" 30 32 34 36 25 E 1T T 254r 30 32 34 36 24 E 1T T 234" 29 31 34 35 27 E 16 8' 24'-0" 29 31 34 35 24 E 16 8' 2740" 29 31 33 35 27 E 19 9 274' 29 31 34 35 25 E 19 9 21'-2" 29 31 33 35 28 E 20' 10 21'4" 29 31 33 35 25 E 20 10 209 29 31 33 35 29 E 21' 90 MPH EXPOSURE B 20 2V 21' 21' 21' 90 MPH EXPOSURE C 20 4' 31'9' 31 33 36 38 24 D 30 4' 26-10" 34 36 39 41 23 D 1 27 S 294" 31 33 35 37 26 D S 23-7" 33' 35 38 40 24 E 6 2T9" 30 32 35 36 27 D 6 21'-1" 33 35 38 40 25 E T 26-1" 30 32 35 36 28 E T 194" 32 34 37 38 26 E 6 24'-4" 30 32 34 36 29 E 8' 16-3" 32 34 37 38 27 E 9 23'4T 29 31 33 35 29 E 9 7T-2" 31 33 36 37 27 E 10 21'9' 29 30 33 34 29 E 10 164" 31 33 36 37 28 E 90 MPH EXPOSURE C 70 & 90 MPH EXPOSURE B / 70 MPH EXPOSURE C 20 4' 2S-10" 34 36 39 41 23 D 40 4' 25-3" 30 32 34 36 23 E S 23-1' 33 35 38 40 24 D S 23'5" 29 31 34 35 24 E 6 21'-1' 33 35 37 39 25 D 6 27.0" 29 31 33 35 25 E T 194" 32 34 37 38 26 D T 20-11" -29 31 33 35 26 E 8' 193' 32 34 37 38 27 D 8' 20-0" 28 30 32 34 26 E 9 1T-2" 31 33 36 37 27 D 9 19-2" 28 30 32 34 27 E 10 164" 31 33 36 37 28 D 10' 18'-2" 28 30 32 34 28 E 70 & 90 MPH EXPOSURE B90 MPH EXPOSURE C 25 4' 294" 31 33 35 37 24` D 40 4' 26-3' 34 36 39 41 23 E S 2T-4" 30 32 35 36 25 D S 23-1" 33 35 38 40 24 E 6 26-T 30 32 34 36 26 E 6 21'-1" 33 35 37 39 25 E T 24'4" 30 32 34 36 27 E T 194" I 32 34 37 38 26 E 6 23'5' 29 31 33 35 28' E 8' 18'-3" 32 34 37 38 27 E 9 274" 29 31 33 35 29 E 9 1T-2" 31 33 36 37 27 E 10 21'9" 29 30 33 34 29 E 10 16-" 31 33 36 37 28 E 70 MPH EXPOSURE C 70&90 MPH EXPOSURE B AND C 25 4' 294' 31 33 36 37 21 D 60 4' 27-(r 33 35 37 39 22 E S 2Td" 30 32 35 37 22 D S 205' 33 35 37 39 24 E 6 269" 30 32 34 36 22 E 6 193" 32. 34 37 38 24 E T 2W-6" 30 32 34 36 23 E T 1T-70" 31• 33 36 1 37 25 E 6 235" 29 31 34 35 24 E 8' 169" 31 33 36 37 26 E 9 274' 29 31 34 35 25 E 9 15-9" 30 32 35 36 26 E 10' 21'4" 29 31 34 35 25 E 10 14'-11" 30 32 35 36 26 E TABLE 5.1 COL COLUMN DESCRIPTION MAXIMUM COLUMN HEIGHT SINGLE FREESTANDING LOAD FOR ALL COLUMNS SEE SPAN OR MULTISPAN ON) 70 & 90 MPH DETAILS 9C V AND W ATTACHED ATTACHED D FLUTED COLUMN ALUM. 0.062174' 0.032 13-2" WA E 7 CLOVERLEAF STEEL 0.046' 17.0" 4.7" F 3" SQUARE STEEL COLUMN 144' 0.024 T4" G C SQUARE STEEL COLUMN 1W.(r 194' H S SQUARE STEEL COLUMN 1B' r 99" J 4'SQUARE STEEL COLUMN 144' 14-0" 24" O.C. 2W RAFTER CLEARSPANS MAX ROOF HEIGHT 16 LIVE PANEL EXPOSURES MAX LOAD Y BANDC OVER OISF) ON) 70 & 90 MPH HANG 20 0.024 W-10" 4'-11" 20 0.032 13-2" 6-7" 25 0.024 6-10" 4'S" 19-10" 0.032 1119" 6-10" 30 0.024 T4" 3-10" 4' 0.032 109 5-4" 40 0.024 6-10" 7-11" 99" 0.032 9d' 4'4" 60 0.024 WA 1'-11" 40 0.032 T4" 3-10' 24" O.C. 39®" RAFTER CLEARSPANS MAX ROOF HEIGHT 16 LIVE PANEL EXPOSURES MAX LOAD Y B AND C OVER PS IN 70 890 MPH HANG 20 0.036 14'4' 64" 4' 0.042 19-10" 9-11" 25 0.036 11'4' T -T' 4' 0.042 7T9" 6-10" 30 0.036 99" 6-11" 4' 0.042 1S --r 6-1" 40 0.036 T-4"6-0" 9 S 0.042 11'-9" T-0" 60 0.036 W-11" 10 S 0.042 T-10" 6-g- 19 20 20 22 21 23 22 24 23 26 24 27 25 29 26 31 27 33 28 35 29 36 30 38 31 39 32 40 33 41 34 43 35 u 36 46 37 47 GENERAL METHOD FOR USING THESE TABLES 1 CHOOSE FREESTANDING OR ATTACHED. COMMERCIAL OR PATIO LATTICE STRUCTURE 2 DETERMINE PROJECTION,• WIDTH, OVERHANG, WIND LOAD AND LIVE LOAD. 3 FIND TRIBUTARY WIDTH FROM TABLE 5.6 AND DRAWING 97SCOZ 4 CHOOSE A RAFTER FROMTABLES 4.3, 4.5. 5.3 OR 5.4 THAT HAS ADEQUATE CIEARSPAN FOR YOUR NEEDS. 5 CHOOSE A HEADER FROM TABLES 4.1, 4.2 OR 5.2 THAT HAS ADEQUATE COLUMN SPACING. 6 USE THE FOOTER SIZE SHOWN. 7 USE THE COLUMN SHOWN FOR SINGLE SPAN ATTACHED PATIO. LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. 8 FIND THE APPROPRIATE DETAILS IN THE "CONNECTION DETAILS' SHEETS. FOR CONCRETE PAT10 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 WIDTH AND LIVE AND WIND LOAD 7 FIND THE APPROPRIATE DETAILS IN THE "CONNECTION DETAILS SHEETS. TRIBUTARY WIDTHS (FT) FOR SINGLE SPAN ATTACHED STRUCTURES FOR A GIVEN PROJECTION AND OVERHANG (ROUNDED U PROD. RAFTER OVERHANG (FT) AFT) V 4' 4' 4' 4' S 6 6 T 4' 4' 4' S S S S 6 4' S S S S 6 6 9 S S S 6 6 6 6 10 S 6 6 6 6 T T 11' 6 6 6 T T T T 17 6 T T T T 6 6 13 T T T B' V 6 V IN T 6 8' 8' V 9 9 19 6 V. 6 9 9 9 9 16 6 9 9 9 9 10 10 1T 9 9 9 10 10 10 10 18' 9 10 10 10 10 11' 11' X19 j X10 10 10 11' 11' 11' 11' 20' 10 11' 11' 11' 11' 17 12' 21' 11' 11' 11' 12' 12' 17 12' 27 11' 17 17 12' 12' 13 13' 23' 12' 12' 17 17 13' 13 13' 24' 17 13 13 IV IV 14' 14' 25 13 13 13 14' 14' 14' 14- 2V 13 14' 14' 14' 14' 16 16 2T 14' 14' 14' 16 15! 19 19 28' 14' 16 16 16 16 16 16 29 16 15 16 16 16 16 16 30 16 16 16 16 16 1T 1T 31' 16 16 16 1T 1T 1T 1T 32' 16 1T 1T 1T 1T 16 16 33 1T 1T 1T 16 16 16 16 34' IT 16 16 18' 16 19 19 35 18' 16 16 19 19 19 19 36 16 19 19 19 19 20' 20 3T 19 19 19 2V 20 20 20 38' 19 20 217 20 20 21' 21' 39 20 20 2V 21' 21' 21' 21- 4(Y 20 21' 21' 21' 21' 27 22- 41' 21' 21' 21' 22' 22' 27 27 42' 1 21' 1 27 1 27 1 27 1 22' 1 23 1 23 17i0LC 7.0 MFAM,eemmx II.1iIrc 1 140 ALL PRO DRIVE E"HART, IN 46514 ICBO ES EVALUATION REPORT ER -2121P HEADER SPANS, COLUMN SPACING, TOOTER SIZE AND COLUMN 71PE EOR FREESTANDING AND ATTACHED COMMERCIAL LATTICESTRUCTURES SHEET 7 OF 8 GATE: 2 R 2000 APR 18 2003 MAR 0 3 20m `lzl NO 2 0 LPJ. EVIL �.° 6.0 COLUMN AND FASTENER REQUIREMENTS FOR COMMI urm ng Al 0.024' x 3" SQUARE ALUM COLUMN F 108' A2 0.024 x 3 " SQUARE ALUM COLUMN multiplied by Trib Width 917' Mirilimurn CWtsm Required Attached Stuetures E, N &-(r Lattice Said Cover Tributary Tributary B 0.027* x 3" SQUARE ALUM COLUMN Live Load W C 3 CLOVERLEAF ALUM. 0.040 Area it Area ft 10 20 26 30 40 60 23 15 Al Al Al Al A2 C 31 20 Al Al Al A2 C C 37 24 Al Al A2 B C C 44 28 Al A2 B C C D 66 36 Al B C C C D 82 40 Al C C C C E 68 45 Al C C C D E 77 50 Al C C C D E 86 66 A2 C C C D E 82 80 A2 C C D E E 100 65 A2 C C D E E 105 68 B C D D E E 108 70 C C D D E E 116 75 C C D E E E 123 80 C C D E E E 138 80 C D E E E E 164 100 C D E E E F 185 120 C E E E E F 216 140 C E E E E F 246 180 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 815 400 E F G G G H 682 460 E G G G G H 788 600 E G G G G H 823 600 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 108' A2 0.024 x 3 " SQUARE ALUM COLUMN F 917' B 0.032" x 1 1R" SQUARE ALUM E, N &-(r Design SCROLL COLUMN 0.048 0.046 B 0.027* x 3" SQUARE ALUM COLUMN F 11'-4" C 3 CLOVERLEAF ALUM. 0.040 K 17-0" D FLUTED COLUMN ALUM. 0.062" U 17-( E 3' CLOVERLEAF STEEL 0.048' K 6-7* F 3 SQUARE STEEL COLUMN X 18'-0" G 4 SQUARE STEEL COLUMN X 16-0" H 5" SQUARE STEEL COLUMN X 16-0" J 6' SQUARE STEEL COLUMN X I 18'-0" Table 6.2 ERCIAL AND PATIO STRUCTURES Fastener Terminology #14 SMS = 014 sheet mewl or Tek screw, 314" minimum length 5/16" B = 5✓16' Diameter Bat See General Notes for specifics on fasteners wall to the first row of columns. HOU KvAk Bolt 111/4 diameter and 7 embedment: ICBO ERA627 or ether anchor w/ 550# shear vs wind and seismic loads. Masonry anchors must have a shear value of 250111 for wind or seismic loads. 1 /4 Lag screws must have 21 /4 of penetration Into sheds. These tag screws must have an 1 /6' lead hole. 10 pef evalated at 90 n" wind bad (15 psf). Ali other Table 6.4: Number of Fasteners for Tension 1 able 0.3: Kequm um ge (ln ;or KumDer Or eaBTeners Tor bneanr i Li, I 0.060 0.089 0.100 SPACING Aluminum Material Gage (In) ., SPACING SPAN Steel Gage (In) LOAD 0 Design 0.024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 0.048 0.046 SMS BOLT 014 5/16' C 5/16' D 014 E #14 F 5/1(r G #14 5/1S" 014 5116" Footer Design Size Uplift SMS BOLT , BOLT SMS SMS BOLT SMS , BOLT SMS BOLT d (in) (lbs) 149 384 512 223 248 642 200 844 293 1360 12 75 1 1 1 1 1 1 1 1 1 1 13 96 1 1 1 1 1 1 1 1 1 1 14 119 1 1 1 1 1 1 1 1 1 1 15 147 1 1 1 1 1 1 1 1 1 1 16 178 2 1 1 1 1 1 1 1 1 1 17 214 2 1 1 1 1 1 1 1 1 1 18 254 2 1 1 2 2 1 1 1 1 1 19 298 3 1 1 2 2 1 2 1 2 1 20 348 3 . 1 1 2 2 1 2 1 2 1 21 403 3 2 1 2 2 1 2 1 2 1 22 463 4 2 1 3 2 1 2 1 2 1 23 529 4 2 2 3 3 1 2 1 2 1 24 602 5 2 2 3 3 1 3 1 3 1 25 680 5 2 2 4 3 2 3 1 3 1 Stab 750 6 2 2 4 4 2 3 1 3 1 26 765 6 2 2 4 4 2 3 1 3 1 27 856 6 3 2 4 4 2 3 1 3 1 28 955 7 3 2 5 4 2 4 2 4 1 29 1061 8 3 3 5 5 2 4 2 4 1 30 1175 8 4 3 6 5 2 5 2 5 1 31 1296 9 4 3 6 6 3 5 2 5 1 32 1426 n/a 4 3 7 6 3 5 2 5 2 33 1564 n/a 5 4 8 7 3 6 2 6 2 34 1710 nta 5 4 8 7 3 6 2 6 2 35 1866 n/a 5 4 9 8 3 7 2 7 2 36 2030 nfa 6 4 n/a 9 4 7 3 7 2 37 2204 n/a 6 5 r1/a 9 4 8 3 8 2 38 2388 n/a 7 5 n/a n/a 4 9 3 9 2 39 2581 We 7 6 n/a n/a 5 9 3 9 2 40 2785 n/a 8 6 nta n/a 5 n/a 3 n/a 3 41 2999 n/a 8 6 nta n/a 5 n1a 4 n/a 3 42 3224 nta 9 7 nta n/a 6 n/a 4 n/a 3 43 3499 n/a n/a 7 n/a n/a 6 n/a 4 n/a 3 44 3706 n/a n/a 8 rlta nta 6 n/a 4 n/a '3 45 3965 n/a n/a 8 n/a n/a 7 n/a 5 n/a 3 46 4235 n/a n/a 9 n/a nlfa 7 n/a 5 n/a 4 47 4518 rVa n/a 9 Ma n/a 8 nta 5 n/a 4 48 4812 n/a n/a n1a nta n/a 8 n/a 6 n/a 4 49 5119 n/a n1a n/a nta n/a 8 n/a 6 n/a 4 50 5438 I n/a nfa n/a nta n/a 9 nta 6 1 n/a .4 Fastener Terminology #14 SMS = 014 sheet mewl or Tek screw, 314" minimum length 5/16" B = 5✓16' Diameter Bat See General Notes for specifics on fasteners wall to the first row of columns. HOU KvAk Bolt 111/4 diameter and 7 embedment: ICBO ERA627 or ether anchor w/ 550# shear vs wind and seismic loads. Masonry anchors must have a shear value of 250111 for wind or seismic loads. 1 /4 Lag screws must have 21 /4 of penetration Into sheds. These tag screws must have an 1 /6' lead hole. 10 pef evalated at 90 n" wind bad (15 psf). Ali other Table 6.4: Number of Fasteners for Tension Loads um ge (ln ;or 0.036 0.062 0.060 0.089 0.100 SPACING SPACING SPACING SPAN LAG SCREWS LOAD 0 Design Footer 5116" #14 5M6" 5f16" #14 BOLT SMS BOLT BOLT SMS Uplift Size 425 115 709 1048 168 (lbs) d (in) 1 1 1 1 1 75 12 1 1 1 1 1 96 13 1 2 1 1 1 119 14 1 2 1 1 1 147 15 1 2 1 1 1 178 16 1 2 1 1 2 214 17 1 3 1 1 2 254 18 1 3 1 1 2 298 19 1 4 1 1 2 348 20 1 4 1 1 3 403 21 2 5 1 1 3 463 22 2 5 1 1 3 529 23 2 6 1 1 4 602 24 2 6 1 1 4 680 25 2 7 2 1 5 750 Slab 2 7 2 1 5 765 26 3 8 2 1 5 856 27 3 9 2 1 6 955 28 3 nta 2 2 6 1061 29 3 nfa 2 2 7 1175 30 4 nfa 2 2 7 1296 31 4 n1a 3 2 8 1426 32 4 nfa 3 2 9 1564 33 5 nfa 3 2 n/a 1710 34 5 nta 3 2 n/a 1866 35 5 n/a 3 2 n/a 2030 36 6 rVa 4 3 n/a 2204 37 6 n/a 4 3 n/a 2388 38 7 nta 4 3 n/a 2581 39 7 nfa 4 3 n/a 2785 '40 8 nfa 5 3 n/a 2999 41 8 nta 5 4 Me 3224 42 9 nfa 5 4 nfa 3459 43 9 n1/a 6 4 n/a 3706 44 n/a n/a 6 4 nta 3965 45 n/a nta 6 5 n/a 4235 46 n/a n/a 7 5 nta 4518 47 n/a nta 7 5 n1a 4812 48 n/a - nta 8 5 n/a 5119 49 nta n/a 8 6 nta 5439 50 TABLE 6.5: WALL ATTACHMENTS FOR PATIO AND COM. STRUCTURES ANC 1 ANC 2 ANC 3 1ANC 4 O/C O/C CLEAR- 0 O 1/4 LIVE SPACING SPACING SPACING SPAN LAG SCREWS LOAD CONCRETE MASONRY FOR#10x2 (FT) PER STUD (PSF) ANCHORS ANCHORS SMS SCREWS 16" O/C SPACING 10 24" 24 16' 27 1 20 24" 1S" 6' 11' 1 ESDIO/C 17' 2 25 24" 1sQ4' 11' 1 16 2 3D 24 1410 1 14 2 4D 24 1213 2 60 16' 1011' - 2 1 Spacing between bogs and screws shall be 2.5 times the shank diameter 2 The edge distance of bolts and screws shall be 3 times the shank diameter 3 Connections shall be arranged so that the center of resistance of the connection shag coincide with the resultant line of action of the load. 18 2003 0 3 2000 OAae17.ulRg 1140 ALL PRO DRIVE ELKHART, IN 46514 ICBG ES EVALUATION REPORT ER -2621P COLUMN AND FASTENER TABLES SHEET 8 OF a DATE' 2/a/200( R= 0.2' R= .2 ' R= :15' 1.0' R= 0.22' 0.95' 0.92' 1 �--.70' TYP. .0" R=.125 5661' OUTSIDE�i .55" 0� 0.35' . R=.125' I %INSIDE I 0.30' -.450 1.903,0- ,12 .903' .450 2. 0.5 R= 0.15" T .216' TYP. T �- /�� R= 0.20 L 3.0' 167' 1.654 I T T Y 2.464' I T 2.10' 39' \ 4g 2.501.714 8�. 1 2' 55 1'/2' 42 �- 1.0' 167' f- C�T1.137' g 85 - I1.137" R= .125' 1.0..R= 0.25" TYP. 6.00' 12.00" • R=0.15 TYP 1.0' 40' TYP. TYP. FOR STEEL PANEL: ASTM A 653 GRADE 80 STRUCTURAL QUALITY Typ' Fy= 80 KSI STEEL 18.00' 6" FLAT PAN 30 GA GAIN T=.0157 28 GA GALV T=.0187 FOR STEEL PANEL- ASTM A 653 GRADE 50, SQ CLASS 1 30 GA GALV.t=0.0157' QA 3006-H391 ALUM. ALLOY) 12STRUCTURAL PANEL B " STRUCTURAL PANEL (3006-H391 ALUM. ALLOY) © 18" STRUCTURAL TURALP ( PANEL (3006-H391 ALUM. ALLOY) (3 16LE 0.060' R= 0.08" OUTSIDE-� 1 7/8• 3/4• 3'•TYP. 6• 13/16' 3.00" � 1.50'-� R= 0.10' 0.125' 9/64 1/16' 6757' 9/64' R. 0.024 0.027" 310-TTYP. 0.72' / TYP. /16' R. TYP. 5/32• OR 0.040' TYP. 3.090 R= 0.25" - p.2 /16� 0.032' TYP. 2.06 TYP. 7/167- TYP. 1 1.50' 3.00' 1.03 3' 1 13/32 61' np 7/16 1/58 ' A � 1 7/8' TYP R=.0937 1 LL 38.6' 1.2 0' 6.00' i•00 2 1/4' 3/32 TYP. 2 25/32' 12.00 .. /8. R. � 8' R. TYP• E 1 1 /2" SQUARE COLUMN F 3 SQUARE COLUMN QD 3 1/2" X 12" STRUCTURAL PANEL O (3006-1-1391 ALTER1 ALUM. ALLOY) PANEL - (3003-H16 ALUM. ALLOY) O (3003-H16 ALUM. ALLOY) AE 9 RIGHT ESSIOryq HA' 0 SSIIMP ON�A34 SIMPSON A34 CONNECTOR �c�0 AGI. KATq�F,y� F(ER ADDITIONAL TWO - 16d a OR EQUAL. qQ �G 'y STRUCTURAL. srRECTURAL RP NAILS 0 EA. RAFTER WHEN =' `" �' �� PANELS + TYP. PAN rL X REQUIRED RAFTER W Cc 6 - 110 SCREWS, 3 EACH LEG - NO. 1673 CONNECTION 1 1/2' 1/2" FASCIA OF CONNECTOR - TYPICAL E�o•e=� v� DETAILS FASCIA DETAIL „A„ I DATE REVISION 14 x 1 1 2' FOR MAXIMUMAPR 0 12" O.C. OVERHANG SEE SCHEDULE 0 RIGHT © ALTERNATE EAVE ATTACHMENT Qct• i:�� F�:�S•.�iaii�•if:ft�!<.1fYial��aida.Y•illi[�x�fi3a:�laid:�i3�•� a Engineering Servicer 11,40 All Pro Drive • •Effliffa ••• • m�®mOmm�®mOmm�®mr.I.7 amrm mmroaaf%sirlairiii�>ilry�r��cz��Im�iL'Iv ICBO ES EVALUATION REPORT NO. ER -2621P r''•;;� \� �rF �'i CA �C� % NONE 9007 OWING NAME COMPONENT PARTS & CONNECTION DETAILS aim ®d �►�I \V midd►� \�/\�I �®�►�i\�/\�/ ml mi.:�� i..�F•XF&I miL 4W4FAIFAN FAI mii....FAX FAIW Wim+► , FAL"M=MdMI 1AWAR M �r �►��►�„M„M Qct• i:�� �•;•Irk a Engineering Servicer 11,40 All Pro Drive c" " - W `� r ��' "'I .31.02 i! Elkhart, IN 46514 KG ICBO ES EVALUATION REPORT NO. ER -2621P r''•;;� \� �rF �'i CA �C� % NONE 9007 OWING NAME COMPONENT PARTS & CONNECTION DETAILS �-REQUIRES ADDITIONAL 2 - 16d NAI 9 EACH RAFTER ENGINEER AMPN 97CDO1 1 OF 9• I 2/8/2000 150' I 1.Q0'- FOR /, 2.00' � 6,50-T 2.50' 2.00' �• 2.00" - FOR 2 1/2' PANELS NON-STRUCTURAL SIDE FASCIA 6 NOMINAL .018' IN THICKNESS. .325' � 1.00' 0.16' I 2.00' 11.66 0 1/2" ROLLFORMED HEADER (3006-H391 ALUM. ALLOY) .75' FASCIA NOR 3.00 01.721-1.56- 110.72 �0.93- c 0.72 0.931.56 3.00 --� o.2e 1 b1 _ 0.37 0.72 -0.17 T (IN)= 0.030, 0.040 (ALUM) 1.50' = 0.048 (STEEL) COLUMNS MAY BE TRIMMED W/FLEX- ALUM. FACING. 0 2-1 1/2" SO. X .062" 0 3" ALTERNATE COLUMN EXTRUDED COLUMN (3003-1-116 ALUM. ALLOY OR (ALUM. 6063-T6) A-653 Fy=40 KSI STEEL) 2 5/16BOLTS 1S 2 5/16" BOLTS W/ 1" DIA. TYR x 3/32" THK. STL WASHER ts• 0.032" x 1 1/2' SO. ALUM. —DECORATIVE ALUM. SCROLLS OR SOLID FILL (2) - 3/8"x3 1/2" HILTI KWIK ANCHOR BOLTS 2 5/16" BOLTS OTTOM CONN. CHANNEL 2.25' QN ROLLFORMED 2 COLUMN CONNECTION W/ DECOR. SCROLL (3003-1-116 ALUM. ALLOY) 5 TYP. �18'� 6.50' 10 SMS 0 FMLOW94G 6' O.C. FOR 5' PANELS 6' O.C. FOR 12' PANELS 9' O.C. FOR I6' PANELS STRUCTURAL PANEL 1.625' •--•i ITACE 5.5 2.50' OMG FOLLOW - OR 3.50' IN SPACING: .0 0A FM PAVU NOTE- HILTI KB -II 1.50' BOLTS PER ICBO EV #4627 ©ROLLFORMED HANGER (3004-H36 ALUM. ALLOY) 8 OR WIDE STRUTRLI CTURALL PANELS Rp1FORMID HEADER V . �— 3.00' --1 QO ROLLFORMED HEADER "H" CONN. DETAILS TO STRUCTURAL PANELS T C 6 - 14 SMS ON EACH 650' 1 5.5' - �F SPLICE CENTERUNE SPt10E LINE© ROLLFORMED SPLICE CONNECTION DETAILS 5 5' �9' (3006-H391 ALUM. ALLOY) 3 - #14 SMS ON EACH SIDE OF SPLICE- -ROLL FORMED HEADER t= 0.036' ROLL FORMED HEADER SPLICE. TIGHT FIT INSIDE OF HEADER, 9' EACH SIDE OF SPLICE. 3 - 114 SMS 71 ON EACH SIDE OF SPUCE ROLLFORMED HEADER SPLICE (3006-H391 ALUM. ALLOY) No. 16273 - Pp. 6.30.0); -UR 18 DATE REVISION I DATE I REVISION L, O Luuu 2. 70 P0 e Engineering Services �� 1140 All Pro Drive 31 L Elkhart. IN 46514 �. \Q ' Kg IC90 ES EVALUATION REPORT NO. ER -2621P UWANG NONE E COMPONENT PARTS & CONNECTION NAILS SHUT STAMP 2/8/2000 f= 97CDO2 2 OF 9 3.00' —{ Tn COVER PANEL SEE TABLE "A" NEXT PAGE 8.00' 12 GA. 8" x 3" 1 0.5" TYP. I ® STEEL "C"— CHANNEL HEADER (STEEL A-653 Fy=50,000 PSI) / COVER PANEL 10.0' SEE TABLE 'A' NEXT PAGE 0.90" TYP. T 12 GA. 10' x 3 1/2 QV STEEL "C"— CHANNEL HEADER (STEEL A-653 Fy=50,000 PSI) 2 5/16' BOLTS W/ 1' DIA x 3/32" THK. STL. WASHER 3.00' J- - ��80 _ * 2 5/16" BOLTS I I 2-w ALTERNATE COLUMN CONN. OR 2.90' I' I I DETAIL 'r. *(N OR 'U' QS 3" COLUMN CONNECTIONS FOR FASCIA HEADERS 5.5' 1.0" I f —3 /4" BOLTS SEEE DETAIL 'A' AT RIGHT /2" X 9 1/4- FOR BOLT •25 j� SIZE SEE DETAIL 'S' AT LEFT 80• 3.00' 1 .094' 2.251moi 1 11.0T NOTE. + SEE DETAIL 'S' AT RIGHT FOR INSTALLATION AND + PROPER CONNECTIONS. QT 3" ALTERNATE COLUMN CONN. BRACKETS (STEEL A-653 Fy=40,000 PSI) 1.25' r-- SPUCE 0 00:00 00 00 00:00 00 yy 00: y 0 �3' 1.5" 1.25' 36" DETAIL 'A' DATE �h'q� �oQ�t'F�SS/ Ne o. �°` i ii C_ ISA A n q nn 0.14'— 0.1 I TYP. No.\62 EO.17T_oE.p.Q•3T F r r � OW 10" FULL—STRENGTH SPLICE DETAIL EPR 18 2( ASTM A 653 Fy=36 KSI 37" 4) I 3.000' I .688'(4) t 0�4 10" R X .7 0'1;4) 010' HIGH ALUMAX 68 0(4) I I � I.D. ^ .43714) .020' DP. 12$36rD. x 112)062" RAD.(20) .187" RAD(16) FLUTED COLUMN (3' ALUM. 6063—T6) "t" = 0.062" UNLESS OTHERWISE NOTED F — 3.00', 4.00" .188' 5.00" OR 16.00" T'P• L1- 3.00", 4.00" 5. X o s.00' 3" ° 5 4" " OR 6° O STEEL COLUMN Fy=36 KSI REVISION DATE I REVISION Engineering Services r��• �' ���IL 1140 All Pro Drlva 3r 1 o Elkhart. IN 46514 ur KG IC80 ES EVALUATION REPORT N0. ER -2621P F fItV`�% NONE NAME CPART OMPONENT PARTS & CONNECTION DETAILS RS STAMP 2/8/2000 ff.W 97CDO3 3 OF 9 LCOVER PANEL 10.00' 0.14' 1 8.0' SEE TABLE 'A' 0 - 01 N � I�_ IIS' "TMP —COVER PANEL SEE TABLE "A 110" TYP. 6.0" OZ 6" W BEAM HEADER 0,17" (6061—T6 ALUM. ALLOY) E+ f TYP. T FCJEa17" T 115 DY 10 X 5 1/2 W BEAM HEADER VQ� (6061—T6 ALUM. ALLOY) 750" #10 SMS ® 6",12" OR �J.375" 9 O.C. FOR 6",12", do #10 SMS ® 12" 900" O.C. .291" I 18" PANELS o STABILIZER CLIP - 375 o SEE DETAIL AG'. L6"2 MS 6" O.C. FOR 1" PANELS - 9" R 18" PANEL !'C�;: #10 SMS ® EACH ROOF 1.0" P EL VALLEY 5.406" 3 1/2" STRUCTURAL ir 8 3" PANEL STRUCTURAL PAN L 6", 12" OR 18" WIDE Lf 079" .079" 2.725" 0.062" 109" �r 0.062" 4.00" _3.00"—� AD ALASKAN EXTRUDED HEADER AC 5 1/2" EXTRUDED HEADER ( (6061-T6 ALUM. ALLOY) 6061—T6 ALUM. ALLOY) SEE TABLE 'A'---, R=.05' - .09' TYP. FULL RADIUS 3.00 0.721.56- 0.72 0.93 0.72 0,9 3.00 --� 0.28 31.56 0.37 �- 0.72 --� -0,17 1.00' T (IN)= 0.048 T AB 3" X 3" HEADER (STEEL) ® 7" X 5 1/2" W BEAM HEADER (A-653 ry=40 KSI STEEL) (6061—T6 ALUM. ALLOY) FASTENERS RFOLIIRFD FOR PANEL T❑ HEADER CONNECTIONS ■l .018 & .024 PANELS CAE) 6' PANEL USE 50% LESS SCREWS ■2 .032 & .036 PANELS 18' PANE JSE 50% MORE SCREWS TABLE 'A' aEngineering Services �� UC 1140 All Pro Drive Elkhart. IN 46514 um" or KG ICBO ES EVALUATION REPORT NO. ER -2621P NONE DK^VnM NAME COMPONENT PARTS & CONNECTION DETAILS MAX. WIND ROMN 97CD04 HEADER MAX. TR1B FASTENING LOAD DESCRIPTION WIDTH SCHEDULE NOTE'S 90 MPH ALL FASCIA 10' 2-#10 SMS PER 12' PANEL PATIO STEEL CLOVER, C BEAMS, I BEAMS 12' 2-#14 SMS PER 12' PANE STEEL CLOVER, C BEAMS, I BEAMS 21' 3-#14 SMS PER 12' PANE 70 MPH EXP C ALL FASCIA 10' 2-#10 SMS PER 12' PANEL AND STEEL CLOVER, C BEAMS, I BEAMS 16' 3-#14 SMS PER 12' PANE SEE xl 90 MPH EXP B STEEL CLOVER, C BEAMS, I BEAMS 1. 16' 2-#14 SMS PER 12' PANE SEE 92 ALL FASCIA 10' SMS PER 12' PANE 90 MPH EXP C STEEL CLOVER, C BEAMS, I BEAMS 16' 12-#14 4-#14 SMS PER 12' PANE SEE el STEEL CLOVER, C BEAMS, I BEAMS 16' 3-#14 SMS PER 12' PANE SEE ■2 ■l .018 & .024 PANELS CAE) 6' PANEL USE 50% LESS SCREWS ■2 .032 & .036 PANELS 18' PANE JSE 50% MORE SCREWS O Qc` i c S 9� Tu NO. O }o &cr 3Y '�i 9l C CA �E=SEA= DATE REVISION DATE REVISION aEngineering Services �� UC 1140 All Pro Drive Elkhart. IN 46514 um" or KG ICBO ES EVALUATION REPORT NO. ER -2621P NONE DK^VnM NAME COMPONENT PARTS & CONNECTION DETAILS 2/8/2000 ROMN 97CD04 4 OF 9 E I RS STAMP TZ .062" SEE DETAIL 'AH' #14 SMS FOR EXTRUDED, SEE TABLE 8.5 10 SYS 0 FOl1DN- T .125' R=.375" AGER W/ A -RAIL FOR SPACING 16 SFACM 6.0' .65' - 1.187 6' o.c FOR e' wW`ELS 010' ®A -RAIL % 1.50"' as taR ,�r PMIEIS 5.75' t1C FCR t PANELS 8-1/2' t0 _ 437' (6063-T6' ALUM. ALLOY) J �.�8 .�1_}1 B�OITs 1. ' I_T I I I I 2.10" 1 .71 D" A-RAIL=SFF t-.062' .. 2.2 1.125' .375'OR DETAIL 'AF TYP. 2.503.5' 1 .SCHEDULE ADJACENT OF ALLOWABLE SPANS FOR TO SKYLIGHT PANELS. 6 " & 12" PANELS 1140 All Pro Drive Elkhart, IN 46514 LIVELOAD (PSF) *6" t- 0.018 PANEL SPANS t- - - 0.024 0.032 0.036 *12" t- 0.018 PANEL SPANS t- t- 1- 0.024 0.032 0.036 10 11'-9' 14'-5' 17'-2' 17'-9' . 11'-0' 13'-3' 14'-7' 15'-1' 20 8'-8' 10'76'. 12'-6 13'-5' 7'-11' 10'-4' 11'-8' 12'-1' 25 7'-2' 9'-5" 11'-3' 12'-1' 7'-2' 9'-3' 10'-7' 11'-2' 30 6'-1' 8'-8" 1 10'-4' 11'-1' 6'-7' 1 8'-6' 9'-9" 10'-3" x:057' .43' _ 1.125' , ; 0 * USE A MINIMUM OF (1) SKYLIGHT PANEL' PER (4) - 6' ROOF PANELS T—�36" AND -(ll SKYLIGHT PANEL PER (2). - 12' ROOF PANELS I 1.380' ,,.. , . � . � ® 6' W ALUM. HEADER SPLICE ®FADER 'A CUP FOR EXTRUDED ® 1.50 HEADER 'ac' EXTRUDED HANGER FOR SKYLIGHT TO PANEL C❑NNECTI❑NS, USE THE SAME NUMBER (6061-T6 ALUM. ALLOY) (6063-T6 ALUM. ALLOY) (6063-T6 ALUM. ALLOY) OF SCREWS AS PANEL T❑ HEADER, SEE TABLE •.:A' DETAIL SKYLIGHT PANELPLAS.. EITLEXAN SED IN POLYCARBIINATE PER FABRICATION G.E. t = .062' RES. REPORT `3286 TYPICAL 12' V -PAN TYPICAL 12':V -PAN ® TYPICAL SKYLIGHT PANEL CONNECTION WITH 12' V -PANS 8 - /14 SM HE/�EarE: 7T R SPLICE UST BE LOCATED WITHIN ESSION 12 OF A COLUMN. EXTRUDED HEADER �OQ�� KATgq1� SPLICE WITH TIGHT FIT INSIDE HEADER 5' Q 6'� O 0.15' S 10" 5 .5 10" 'f �cr TYP. 'I T - .. 'F5o. 16 X .24„ }p. 6 30- 5.406" A� ALASKAN EXTRUDED HEADER SPLICE F B - /14 SMS ,(6061-T6 ALUM. ALLOY) 2so' R_ .. 1.686" — -I ® EXTRUDED CHANNEL CONNECTOR .500 (6063-T6 ALUM. ALLOY) 1 062" iYP. 4_ 1.562" -� FOR 6" PANEL 1.10' FOR 12' PANEL 0.85• 1.07' . FOR 6' PANEL 0.80' FOR 12' PANEL 0, 5' s' 4.42' L _ R = 4.50" 7— i .30' .30 5.50' MM- SEF SCHEDULE ABOVE FOR ALLOWABLE SPANS FOR ' PANELS ADJACENT TO SKYLIGHT PANELS & NUMBER OF ROOF PANELS NEEDED FOR 1 SKYUGHT PANEL. ® SKYUGHT PANEL _ _ L,.." DATE, REVISION I DATE REVISION �dg Engineering Services WAN 10 260 0 1140 All Pro Drive Elkhart, IN 46514 -31 KG ICBG ES EVALUATION REPORT NO. ER -2621P DRAWINGG pL1FL` ' NONE, NAME COMPONENT PARTS & CONNECTION DETAILS ' 2/6/2000 97CDO5 5 OF 9 P I 1.575 f-- A 1.575" 5.5' I'X 3 1/2' HILTI KWIK TO SLAB OR FOOTER EACH SIDE) to t/Y. rt/4,19 -Y ALTERNATE 3" SQ. COLUMN CONNECTOR BRACKET EPOF E�A-aI srm PLTS ® (6063—T6 ALUM. ALLOY) Q IY6,3�TTi 11' mx 1 • YB1 I 3 4'iIIN. . '. O 1(2' ROO OWE._ 4 NIIDf OIAIEIF7N 1. ALL PARIS TO E HOT -DP OALVM® OR ELECIORATED ZINC WY BE USED N LIEU OF ATIACHNO TO CONCRETE SLAEL 2. FA96G1TON OF AWNING ANCHORS AND SAFETY STAKES IS BEYOND THE SCOPE OS THIS REPORT. F'MWA'nC N DETAILS AHD OUMN CONTROL PRDGR W MUST BE S IMITED 70 WLDING OFFICUL FOR APPROM S ANNNO ANCHU S MAY BE USED N THE FOLLOWING TYPES OF SOIL• SNC. GRAVEL. CLAY. SOW 6RAVE1. SILTY GRAVEL. SILTY SAND. CLAYEY SAND, CLAYEY ORRVE1. SANDY CLAY. SILTY CLAY. MWD CLAYEY SWT. ® AWNING ANCHOR FOR FAS STB INR SEE SOH O R%IW REQUIRED "WP WIDTH 3' x 3' ALUMINUM BOLTS— r 0.09' All: 22' �1 , rte■ 8 58 712' 26" 2-1 : 3 1 d 3-5'18'1 BOLTS ' r u.■ 0 1.575 f-- A 1.575" 5.5' I'X 3 1/2' HILTI KWIK TO SLAB OR FOOTER EACH SIDE) to t/Y. rt/4,19 -Y ALTERNATE 3" SQ. COLUMN CONNECTOR BRACKET EPOF E�A-aI srm PLTS ® (6063—T6 ALUM. ALLOY) Q IY6,3�TTi 11' mx 1 • YB1 I 3 4'iIIN. . '. O 1(2' ROO OWE._ 4 NIIDf OIAIEIF7N 1. ALL PARIS TO E HOT -DP OALVM® OR ELECIORATED ZINC WY BE USED N LIEU OF ATIACHNO TO CONCRETE SLAEL 2. FA96G1TON OF AWNING ANCHORS AND SAFETY STAKES IS BEYOND THE SCOPE OS THIS REPORT. F'MWA'nC N DETAILS AHD OUMN CONTROL PRDGR W MUST BE S IMITED 70 WLDING OFFICUL FOR APPROM S ANNNO ANCHU S MAY BE USED N THE FOLLOWING TYPES OF SOIL• SNC. GRAVEL. CLAY. SOW 6RAVE1. SILTY GRAVEL. SILTY SAND. CLAYEY SAND, CLAYEY ORRVE1. SANDY CLAY. SILTY CLAY. MWD CLAYEY SWT. ® AWNING ANCHOR FOR FAS STB INR SEE SOH O R%IW REQUIRED "WP WIDTH FASTENER SIZE MINIMUM 1Y' WAOTH 1/4' 3 22' 4 !/2' —3/8' 1 2 8 58 712' 26" 2-1 : 3 1 d 3-5'18'1 BOLTS 9. 2 . 7 PL 1/2' r 2 1/2' r 3/15' ■ 2 1 2' x 2 1/2' r 1/4• 1tm, PL ■ 1/4' 7YP ALL PMIS TO BE HOT-0Y4ED CAlYAN12ED 16 OR ELECTROPLATED ZINC. MAY BE USED IN LIEU OF ATTACHNG TO CONCRETE SIAEL SEF NOTE: f2 DETAIL -Air 16" ®SAFETY STAKE (ALTERNATE TO CONCRETE SLAB ATTACHMENT) NOTE r A:Dim nNENT1 a' /2's STEEL ON OOLUIOI v CONCRETE FOOTING !u� 115E 1 - 1/2' 0 STEEL BAR FOR FOOTINGS UP TO 36' CUBE USE 2 - 1/2' 0 SkRS FOR FWMrS UP TO 46' CUBE AND 3 - 1/2' • BINS FOR FOOTINGS UP 10 52 CUBE No. 16273/ T m. 6-30• pa r SCHEDULE "I" — COLUMN TO FOOTING CONNECTIONS FOR 18' TO 42' FOOTING SIZES REQUITED TENSION FOOTING SIZE *HILTI FASTENER CONNECTION TO FOR ANCHOR "d" (INCHES) (OR EQUAL) SIZE COLUMN TUBE BOLTS 'd' = 18" 2-1 4"/ a 2" d 1-5/16'0 BOLT 430j 20' 2-31irOr 2 11rd 580/ 22' 2-5/16'0 BOLTS 650f 1 24' 2--3/8-0 BOLTS 7900 26" 2-1 : 3 1 d 3-5'18'1 BOLTS 1330/ 28" 13300 30' 187 32' 2-5/8'0 r 4'd 2 34' N A 36" N A 38' x N/A 40' N/A 42' 3-38'tt BOLTS N/A ©ALTERNATE FREESTANDING STRUCTURE COLUMN ""d" SIZE IN ANCHOR BOLT OR HILTI FASTENER SIZES INDICATES DEPTH TO FOOTING CONNECTION DETAIL OF EMBEDMENT. EXAMPLE. 2 / 2'd INDICATES 2 1/2" EMBEDMENT OF ANCHOR "OR EQUAL' TO HILT[ FASTENERS. ALTERNATE MUST BE ICBO ES. APPROVED TO PROVIDE ALLOWABLE TENSION EQUAL TO 'REQ'D TENSION FOR ANCHOR BOLT' VALUES SHOWN. HILTI INDICATES HILTI KB -II ANCHOR BOLTS PER ICBG E.S. EV /4627. ® ATTACHED STRUCTURE COLUMN TO FOOTING® FOOTING SCHEDULE CONNECTION DETAIL 'd" = 18" TO 32" DATE REVISION DATE REVISION HILTI FASTENER ALTERNATE Engineering Services AwAmftii 1 All Pro DrIve Elkhart. IN 48514514 ?AWN Ur KG ICBG ES EVALUATION REPORT NO. ER -2621P NONE OR PART COMPONENT PARTS & CONNECTION DETAILS NAME §TE, SHEET 2/8/2000 W 97CDO6 6 OF 9 OOL.UNI ANGLES W li. r• NO 2 O -�. o-,. .,.w._. ,-- >f -L rfODTINC UNDER M6.Ile 0� 3k"6• 1 3-31-ov � r I COLUMN CONNECTION DETAIL FOR L SLA BNG_ATTACHMENT ` .F'I ENGINEERS STAMP Engineering Services AwAmftii 1 All Pro DrIve Elkhart. IN 48514514 ?AWN Ur KG ICBG ES EVALUATION REPORT NO. ER -2621P NONE OR PART COMPONENT PARTS & CONNECTION DETAILS NAME §TE, SHEET 2/8/2000 W 97CDO6 6 OF 9 •6' POST 5 1/2' x 10' ALUM W= BEAM OR 5 1/2' x 7' ALUM 11F BFeu no 4 l 2' x 8' ALUM W= BE COLUMN 8-516 BOLTS CUT BOTTOM FLANGE OF I—BEAM AS SHOWN AT 3'x8'.12 GA. 'C' COLUMN OR 3 1/2'00'x12 GA �'C ® C -BEAM TO COLUMN CONNECTION ®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) T T 3. 5 "W" MIN. OF 4.50' .5� „�0 D• TOP PLATE A' 0.5' .0 L j�Qff TOP PLATE 'L' = COLUMN SIZE + I" 1N" = COLUMN SIZE + 1/2" WITH A MINIMUM OF 4.5' ® TOP PLATES 'A' do 'B' AND SCHEDULE 'B' FOR TOP PLATE CONNECTIONS WITH 'I' BEAMS (Y, Z, AA) ON STEEL POSTS 2.0' 4—/14 SYS 1.0' .5 ' 2 3' x 3' 7-AB 1.0' HEADER6.0' 6—/14 1.0' ®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 L � YP. .750' .100' 2.5' 1. ` .750' ' .056 Z�2 5/16' BOLTS 3' x 3' COLUMN ALL 'T' BEAMS IL 'C' BEAMS USE TABLE 8.3 COLUMN 'J' FOR QUANTITY OF HORIZONTAL BOLT USE TABLE 8.4 COLUMN 'N' FOR VERTICAL BOLTS. ®ALTERNATE 3' SO. COLUMN CONNECTOR BRACKET (6063-T6 ALUM. ALLOY) ALUMINUM 'I' BEAM OR STEEL 'C' BEAM 2 5/18' BOLTS W/ i' DIA. 2 5/16' BOLTS SEE x 3/32' THK. STL WASHER TABLE 8.3 COLUMN t=0.125" FOEE R ABLE 8TY COLUMN '0' 'K' FOR QUANTITY 3" STEEL COLUMN 't' = 0.048' ® 3' STEE OLUMN TO, HEADER CONN. BRACKET (6063-T6 ALUM.) MAR e) �nWTE REVISION DATE REVISION ' 917InSg Engineering Services Elkha IN All Pro Drive 6514 Ex0• I r CMP IC80 ES EVALUATION REPORT NO. ER -2621P DRAWING NONE OR ART COMPONENT PARTS & CONNECTION DETAILS EN (NEER STAMP 2/6/2000 M 97CD07NAME 7 OF 9 /2' A BFJd 1@0.12 J 18-5/8' BOLTS 0.09' 00.09' , 8 EACH SIDE OF gSPLICE 0- 0.1' 2-7" C SPLICES t=A82' TVP ONE EACH SIDE OF 7' 1' BEAM InGHT FR I' j�--0.2 0.1• 0.12• 7" X 5 1/2" I -BEAM SPLICE (6061-T6 ALUM. ALLOY) ® SPLICE DETAILS AWNING ANCHORS 2 ANCHOR 3 ANCHOR 4 ANCHOR 7_ J. OR 4 ANCHOR DETAIL F+ Ii?lp ING ANCHOR CLEARTER IN FOOTING n?. SINCL ANCHOR DETAIL BI ANCHOR DETAILS FOR ATTACHED STRUCTURES 7' C SPLICES (6061-T6 ALUM.. ALLOY) ® 7" X 5 1/2" ALUM. I -BEAM SPLICE BOLT LAYOUT 3 #14 M3 EACH -SIDE 3°X 8° ALUM. HEAD t �_2�j(6 1/2X.024' 4 � + ALUM._ SIDEPLATESD S 3 x 8" HEADER' CONNECTION_..) 11�3— It SMS —EACH CH SIDE�- FOOTING "d" (IN) --ALTERNATE— FOOTING SIZE -N0-0E— ANCHORS 18 12 12"X 15 1 20 15'X 15"X 15" 1 22 18 18"X 15 1 24 ' 20"X 20'X 15" 1 26 20"X 20'X 15" 1 28 24"X 24"X 15" 2 30 24"X 24"X 15" 2 32 24"X 24"X 15" 3 34 24"X 24 15" 36 24"X 24"X 15' Lizi 1 /4' 2X 6 1/2" ALUM. No. 16273 Exp. 6-30.0 01 F APR 1$, 5 1 2° /2° 1/2� ° 3— #14 SMS 'X 3" EACH SIDE ALUM. 3— #14 SMS EACH COLUMN SIDE OF COLUMN 2°X 6 1/2' ALUM. do 3°X 3° ALUM. SIDEPLATES COLUMN �`"— � r jEND VIEW WITH �SIDEPLATES _j OBH DOUBLE- 7= X7.6=1/,?',' .HEADER •CONNECTION ,J ESS/n _jREVISION I DATE REVISION rT� NO. 0 Engineering Services 1140 All Pro Drive Elkhart.. IN 46514 IC80 ES EVALUATION REPORT NO. ER -2621 P CMP DRAWING OR ARf COMPONENT PARTS & CONNECTION DETAILS NONE NAM SHEET GINEERS STAMP 2/8/2000 Fm 97CD08 8 OF 9 r 0.08' EXTRUDED HEADER SPLICE WITH TIGHT FIT INSIDE HEADER. SPUCE6DETAIL ® 5 1/2' EXTRUDED HEADER SPLICE (6061-T6 ALUM..ALLOY) 10 x 1.5' SMS SEE TABLE 11.150 .5 FOR SPACING ® 3 1/2- W RAIL (6063-T6 ALUM. ALLOY) TERNATE 2- 2'X 6 1 /2' ADERS IN PLACE OF X 8' HEADER WITH )ST do SIDEPLATES K 3" POST ® ALTERNATE 2-2' X 6 1/2' HEADERS 3 /14 SMS EACH SIDE WN • KG ICBO ES EVALUATION REPORT NO. ER -2621P 'r DRAWING HOAR PART COMPONENT PARTS k CONNECTION DETAILS SIDEPLATES M 97CDD9 9 OF 9 3' X e' BOX ALUM. FOOTING yBEAM X HEADER 9 y "1 2 3/8' x 3 1/2' 4, ~ 1 UMINUM 'H' 3' USE ONLY ON SLAB 'I L SEE NOTE 6' ;. BRACKET OR d=26' FOOTER AT RIGHT �( OR SMALLERar- 3'X 3' ALUMINUM SLAB OR FOOTING �TgTf ® ALUMINUM FOOTING BRACKET FOR CONNECTING GF I COLUMN TO CONC. SLAB OR FOOTING COLUMN 3' , ENGI S L �,1 3• 3 3 /14 SMS EACH SIDE ® ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN TO HEADER (6063-T6 ALUM. ALLOY) -3 #14 SMS EACH SIDE Imo, W Zlg / OR 2 5/16" BOLTS ,�,� No• X60. o) i - 1zd E*C ° 1. 2'X 6 1/2'X 12• HANGER ALUM. RAFTER 0 16' OR 24' ROLLFORMED O.C. HEADER E� 'L 2'X 6 1/2' ALUM. FASCIA -Al .1 6 ® ALTERNATE—DECORATIVE FASCIA TRIM _FT7Mi-4,A=RAIL - SEE ® 3 1/2- "J' HANGER (6063-T6 ALUM. ALLOY) NON-STRUCTURAL a? 2.108' COMPONENT 4 5.721' ® 5 1/2' EXTRUDED SIDE FASCIA (6063—T6 ALUM. ALLOY) 1AR 0 E REVISION DATE REVISION 3"3)'dL STAMP #!mmmax Engineering riveServices D 1140 All Pro 6514 Elkhart. IN 48314 WN • KG ICBO ES EVALUATION REPORT NO. ER -2621P COLUMN DRAWING HOAR PART COMPONENT PARTS k CONNECTION DETAILS SIDEPLATES M 97CDD9 9 OF 9 ALUM. FOOTING X BRACKET 9 2 3/8' x 3 1/2' 4, ~ 1 USE ONLY ON SLAB SEE NOTE ;. OR d=26' FOOTER AT RIGHT , �; • ; OR SMALLERar- SLAB OR FOOTING �TgTf ® ALUMINUM FOOTING BRACKET FOR CONNECTING GF I COLUMN TO CONC. SLAB OR FOOTING (6063-T6 ALUM. ALLOY) , ENGI S 2'X 6 1/2'X 12• HANGER ALUM. RAFTER 0 16' OR 24' ROLLFORMED O.C. HEADER E� 'L 2'X 6 1/2' ALUM. FASCIA -Al .1 6 ® ALTERNATE—DECORATIVE FASCIA TRIM _FT7Mi-4,A=RAIL - SEE ® 3 1/2- "J' HANGER (6063-T6 ALUM. ALLOY) NON-STRUCTURAL a? 2.108' COMPONENT 4 5.721' ® 5 1/2' EXTRUDED SIDE FASCIA (6063—T6 ALUM. ALLOY) 1AR 0 E REVISION DATE REVISION 3"3)'dL STAMP #!mmmax Engineering riveServices D 1140 All Pro 6514 Elkhart. IN 48314 WN • KG ICBO ES EVALUATION REPORT NO. ER -2621P NONE DRAWING HOAR PART COMPONENT PARTS k CONNECTION DETAILS 2/8/2000 M 97CDD9 9 OF 9 3' io Go L1 HEADER --- �-(3006—H391 ALUM. ALLOY) 4- 18 SMS EACH *SMS__"�� RAF1ER HANGER4-#8udEACHCAFTESEE TABLE AT RIGHT. 2 1 4' ��BRACKET. USED,W\2'_X 6 1/2' RAFTERS -BRACKET•USED-W/3'X•8' RAPIERS )p'—L7~RAFTER TO HEADER CONNECTION BRACKETS' (6063-T5 ALUM. ALLOY, 't'=:060- 1 016' 111�ORY L3 LATTICE (3105—H25 ALUM. ALLOY) 37 OR .0265' M L4 COLUMN -� (3006-H391 ALUM. ALLO` 1/4' x 4' LAG SCREW HEADER SEE TABLE 8.5 COLUMN WOOD LEDGER- 2 X DEPTH ANC4 FOR QUANTITY MAX ALL 10 PSF. USE 1 LAG EAC PER STUD 16' O/C SIDE ALUM. EXIS TING RAFTER STRUCTURE ALT. SIMPSON HANGER 042 SHOWN U 6R PER I.C.B.O. 2- X10 X 1'SCR E.S. EV. 1258 _ EAt21 SIDE �6` L8 ALTERNATE RAFTER TO WALL CONN. L .048 MIN. ASTM A-653 Fy=40 KSI O STEEL CONNECTOR FOR WOOD COLUMN CONNECTION - LATTICE- i 8Sxi2N1/2�} 2' FOR -2' LA7ICE` `- TT10E UM. RAFTER L9 LATTICE TO RAFTER -CONN. - -. — L= 1.92' FOR 2' X 6 1/2' RAFTERS - L= 2.92' FOR 3' X 8' RAFTERS ,04 --�{ I X 1'I 1 YP N 2-J8 SMS EACH SIDE .o n F 3 2-:2- 10 X 1 3/4' WOOD SC EWS OR 2-110 SMS INTO METAL (6063-T5 ALUM. ALLOY, Y= 0.0401 L6 RAFTER HANGER HEADER HEADER DETAIL MAXIMUM MAX FASTENTING GAGE WIND LOAD TRIB 042 --3' x 8' --90 MPH ' �6` 2=#8;SMS—EACH` BRKT. J3' x 8' _jL'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 SMS EACH BRKT. .094 8' STEEL C L23 90 MPH 22' SMS EACH BRKT. 90 EXP C 10' 12—#14 2—#14 SMS EACH BRKT, DATE I REVISION I DATE d REVISION 9`� oc N . 2 70 ;�r2/�8/2000 ..____,__AA� Nfl 16213/ * (C� 3 31 �. 2�$� Engineering Services 63O.o / 1140 All Pro Drive IVI,�� '�` Elkhart, IN 46514 OVZ3 F CAU�� KG ICBG ES EVALUATION REPORT NO. ER -2621P NE DNARME� DRAWINU COMPONENT PARTS & CONNECTION DETAILS FOR PATIO & COMMERCIAL LATTICE STRUCTURES SH ENGINEERS STAMP M 97LT01 1 OF 4 • 1tsms 2"x 6 1 2" OR 3' x 8" SEE SCHEDULE FOR SIZE-� �/ LTERNATE 2- 2"X 6 1/2' /� HEADERS IN PLACE OF `\\ 3X 8' HEADER WITH HEADER SPLICE MUST BE CENTERED ON COLUMN ` POST & SIDEPLATES 2- /144 S BOX SECTION 3"X 3' POST EACH 3" X'8' HEADER --0 NOTE: USE PLASM PLUG TO FILL 1/2- DIA HOLES USED WHEN ATTACHING E— ACCESS S.M.S. PRM ANOTHER BOX SECTION IN WHICH SMS LENGTH WOULD EXCEED 2 1/2'. ONE2EACH SIDE OFIDEPLATES3'X 3' /THE L10 PLASTIC PLUG DETAIL L11 ALTERNATE 2-2' X 6 1/2' HEADERS COLUMN COLUMN L16 HEADER SPLICE DETAIL SSION W 3.0 37' (4) 3.00 0.72 1.56 0.72 �I0.93 P� •• -1 I- 3.00", 4.00" 188" 3 ' 0.72 8 ZQQ3 5.00" OR 6.00" TYP• 688'(4) 3.0' I 4) T� 3.0o AQR � L32 3", 4", 5" OR 6.. 094 10 R X .7 0"(4) 10' HIGH 0.931.56 0.28 �� STEEL COLUMN KSI ALUMAX '(4) Fy=36 I.D. •68 0.37 0.72 .43714) I 3.00", 4.00" 5.00» OR 6.00» .� --j 0.17 � 125" RAD. T (IN)= 0.024, 0.030, 0.040 (ALUM) .020' DP. (36) x 70' .062» RAD. (20) = 0.048 (STEEL) am DATE REVISION DATE REVISION (12) .187' RAD.(16) COLUMNS MAY BE TRIMMED W/FLEX- QFESSI ALUM. FACING. QR ,y L31 FLUTED COLUMN L30 3" ALTERNATE COLUMN TU c�Q (3003-H16 ALUM. ALLOY OR • (3' ALUM. 6063-T6) A-446 Fy=40 KSI STEEL) Engineering Services n} "t' = 0.062" UNLESS OTHERWISE NOTED �� 1140 All Pro DriveNO. '" Elkhart, IN 46514 ' dLor KG IC80 ES EVALUATION REPORT NO. ER -2621P DRAVANG `rl9j V� `�;•` i / NONE FOR COMPONENT ATIOR& COMMERCIAL NNEcnON DETAILS OF F =\� NAME LATTICE STRUCTURES ENGIN F 2/8/4000 Of 97LT03 2 OF 4 5/16' BOLTS W/ 1' DIA. x 3/32THK.. STL. WASHER TO 8' STEEL 'C' BEAM SEE TABLE 8.4 COLUMN E4 .575'- -1-- 2.35' ---I FOR QUANTITY .750' 100' LO' 2.5' I .750' .056 �I 5/16' BOLTS SEE TABLE 8.3 COLUMN 'M' FOR QUANTITY .048 x 3' x 3' STEEL POST I ®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 APR 18 2003 DETAIL 3" X 8" - 1 FOR ATTACHED STRUCTURESZ3 et 16273 COLUMN TO WRAPPED 3" X 8" X 12 GA. No.Exp. 6.30• 6.30- � o 'C' BEAM HEADER CONNECTIONS - F DATE REVISION DATE REVISION Z ' Z25 A Engineering Services w NO, - " 1140 . A11 Pro 0►hru Bldmrf. IN 48114 IC90 ES EVALUATION REPORT No. ER -2621 P NONE' VRWM awl COMPONEM PARIS a CONNECTION DETAILS STRUCTURES NAME FOR PAHO & COMMERCIAL LATncE E EM STAMP 2�6�2000 97LT03 3 OF 4 = 3" 3" I 064 6" .038' OR .042' x 3' x 8' HEADER L25 70 do 90 MPH WIND SPEED 2 014 SMS EACH SIDE 3" X 8" BOX BEAM HEADER —ALUM. "H" 0 d BRACKET O 3"X 3" ALUM. 2 !14 SMS EACH SIDE COLUMN 3"X 3' POST COLUMN W/ 'H' BRACKET 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 KYDC BOLT -II_V/ 25' EMBEDMENT s 3"X. 3" I 12"X 6 1/2" POST I SIDEPLATES I ALUM. FOOTING BRACKET I I SLAB OR FOOTING L27 ALUMINUM FOOTING BRACKET FOR CONNECTING POST TO CONC. SLAB OR FOOTING (6063—T6 ALUM. ALLOY) t L26 3'X 8' HEADER 3 !14 SNS EACH SIDE F 00 4 to � 3 !14 SNS EACH SIDE SIDEPLAT�s• 3"X 3" POST COLUMN W/ SIDEPLATES �- 16' HEADER SPLICE MUST BE ►••..r:• • COMO 2- !14 SMS o ON COLUMN :; ..: 12" SIDE .. , . 3' X 8' HEADER o •'•..:: •:; 0 2- 2' X 6_1/2' SIDOUTES 'X 3' 12' COLUMEACH N 9DE OF COLUMN L16 HEADER SPLICE DETAIL ® SAFETY STAKE IN CONCRETE FOOTING APR 18 2003 DATE I REVISION I DATE I REVISION C -' I i' r: �A Engineering Services R M1�.�1E 114o AllPro D 4NO.0 fir , . 51:didwrl, IN 48914 KG ICBO ES EVALUATION REPORT NO. ER -2821P NONE OR PART COMPONENT PARTS R CONNECTION DETNLS __T574 E FOR PAHO dt COMMdimAL LATTICE STRUCNRESSTAMP 2/8/2000 07LT04 OF 4 r �q -T�wftor) z ?,iso 1'✓lpud�., �`� -A Or R �' br CSU kUll j CIS q,5 qq& �No. 1427 3 3- q ' R.F. TUCKER PROFESSIONAL s tCBO ES EVALUATFON REPORT NO ER -2621P ENGINEER NO. y ?) �Y01 El-" Q`'PAGES DRAWING TABLE OF CONTENTS � 33793 `[ AA•S � -2 PAGES 97GN01 GENERAL NOTES 'A Qip1es><bnal En �d`eaV�Q` ICA7fNo'r�C 21152 2 PAGES R. F. o TUCKER mss! nee.. ! 1 PAGE P . .` BIIOKA _tee+a•, r_ 2 PAGES 97GN02 97SC01 97SCO2 H )2 )3 )4 )5 )6 )7 )8 )9 W STRUCTURAL CONFIGURATIONS 1.0 ROOF PANEL SPANS AND I hereby oerilryr fhat th(s plan, speCMl- catlon, or roport was prepare 5y me or Under' dlrert supervtsbn cnd that I um dUl/ Rc �;; teres Ftofos- slonal Engineer under the Taws of the Si ate of Minnesora. R. F. TUCKER o—RWA9!!#0WNo.2;%. F 1'UCKF� My�EdW N ON Z 9 cc= ,o �P cm Fp �, HA ATIO SS��Nat FNr.•INFF9 O ; RAYMOND F. TUCKER ?c� �!�,; ••• .� Iv1�..-`oar' 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 C/ TU r P, ,'J,,,.nSl F • ���. 'r3FESp ENGINEER Sin :WQ�,de R.F. ;``2. NEER Z y TUCKER �; ,Y 6385 : T Q E-5110 a , ..71n CJc j OF NF9PPS.�p`,,`• y<� yo` h� R. F TUCYER ` NUM3FR _ d. vz- R. F. TUCKER E-61529 I 9FC/STER�-/� /�. At ,;.,:v` co UCfF9�Fi . Q No. F` �ONAI 4()N.r yq RAYMOND TUCKER A 13084PE F �fGISTER�'� ss�ONA /PE rt:_K�l ��ROIESSIONAL PE 4074 I 6.0 COLUMN AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURF�$°4°�F. "l 6� CO ENT PARTS AN��CTION DETAILS - ,r°T•:�cicuteu/�,l Q�ay1 E uwtc yr 84•:0 ( u PRo.Esslowi, 'i} h $�' ;� 6362) QREGON �?: R. F. TUCtcfJ A Na.14Fa9' �' R.F. TUi's;ER `ik�`•;o. 21321 .. ,:NGINEER !d-.. J0,, a •.:U., r� O(���` /QF �'L �' .1� to "�. ,1j�r,L ��,. iii. :b OFK 11/11111 H'St 31 No. 6OW1g„c IERICIAL LATTICE STI R. F 4 9535 �r 4 J. C R. F. TUCKER No. 032085 �• "A tis,.J�NAI. tGT.C� Y •,, P`GISTE' N0, 14275 PROFESSIONAL �p !4'G/NEED y ,o\esam ICA 21152 111 ¢ R. F. \ TUCKER 61 N q9/IONA. SSP ATE` ` II = AR AN RAYMOND REGISTER D PROFESSIO AL `j ENGINEE No. 452 yss"A 1 9 Po NO. 260 b(p 3 - 31 02 J'9r CIVI\ F �r�P OF CAVE F �e`QF•' tic!, 0 20918 : s� No. 2053 �i��fti+l iCE N S•;� �: .�.. Q ISrE`Y�r No.11458 /0 PaC% NAL 10V • • •••• _... Q� .- ••'• • �< ; •'��OF NE{y✓ .•• �,TUCKF SS\OVAL ENG/N�c �t� OF ,Yleo u, R. F. 'F2c F,➢� Q� >, TUCKER •ze.•`''� C,ftc't`<; �a ��ME,}i� y Qo: �r�, ��ONOF,T�f* ,rma�� .� No. 9' 2 0 W RAYMOND F. b ; E-5170 a: 4022 -4 8938 � � TUCKER r 1~ E y ! .•(�'29J , , � SS&E-5 •9�'�F�/OmAL E 6����e . F�A90 8 2�o • ' FESS\� o. 6 % 4 . 87662 1. DESIGN IN ACCORD CE •THE UNIFORM -BU03114b CODE 1997 EDITION. CARp� t'�•'4ESS/p• 'Y4'�. �QO Ny'•: ra SEAL �F >: 15716 _ ,P TUC"" P.. • F�l`11G HT LESS THAN 15 FT Design Uplift Wind Pressure (psf) 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE LATEST EDITION OF ALUMINUM �•�c�,�j', ; �' .;"P. ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE UNIFORM BUILDING COD���S}* ? . �; Simple Span Areas Eaves and Overhangs i'Sk.:... E" _Seed Unenclosed Enclosed Unenclosed Enclosed 3. EACH BUILDING PERMIT SHALL BE ACCOMPANIED BY TWO COMPLETELY DIMENSION��""' '� "''.' . / R,,,_ F. ; �,, ryh Exposure PLOT PLANS SHOWING EXACT LOCATION AND SIZE OF EXISTING AND PROPOSED i STRUCTURES. i•y°:::::::::::'..............:• •�.... sssesosru,:e,. / � •. J 6s X10 B 10.16 10.16 10.16 21.87 o� ?Qo�ESS;p t„� ;s l .': �s90 B 16,76 16,76 16,76 36.11 4. DESIGN LOADINGS: 4��`"�<w � �.'�/fg`�.Fc %I';!,i%'mow X70 C 17,36 17.36 17,36 37.40 A. APPENDIX CHAPTER 31 DIVISION III. PATIO COVERS:: �4 ••PEG. Np'•• e c %.'a94f1���.r/.., •..o Q Y ti's f ::� 90 C 28,66 28.66 28.66 61,73 LIVELOAD: 10 POUNDS PER SQUARE FOOT. = 6362 20 POUNDS PER SQUARE FOOT _ 2 R. F. TUCKER8.e. 25 POUNDS PER SQUARE FOOT a <! T S 8 F Design Uplift Wind Pressure (psf) 30 POUNDS PER SQUARE FOOT40 POUNDS PER SQUARE FOOT ••"oL'H OPK�:� �� ��c Simple Span Areas Eaves and Overhangs 60 POUNDS PER SQUARE FOOT V R. F. TUCKER S 1 Unenclosed Enclosed Unenclosed Enclosed WIND LOAD: FOR 0.4112 > SLOPE ( 2112 .... u�°°� 0 No. 032085 mei:.' Exposure •• '; 4 B 10.65 10.65 10.65 22,93 iF TUC/f4 �•r� PROFESSIONAL RE 4074 `\\d\\\nal,:•. cC OF R. E FUCKER E-61529 I or 6 8440 OREGON i• o - "a B 17,58 17.58 17,58 37,86 Design Lateral/Uplift Wind Pressure (ppf) eCi+' 0 C 18.05 18,05 18,05 38.88 Speed Simple Span Areas Eaves and Overhangs:a 90 C 29,80 29,80 29,80 64.18 AC -MC LTli mph Height Zone Unenclosed Enclosed Unenclosed' Encl6sed9 70 Less than 10' 7.5 7.5 7.5 7.5 FOR DESIGN OF PRIMARY FRAME SYSTEMS 90 Less than 10' 11.3 11.3 11.3 11.3 2 -; 2N, 70 Less than 12' 10 10 10 10 pf Asy,� Design Wind Pressure (psf) 90 Less than 12' 15 15 15 15 ,;I,\.,..i Exposure B Exposure C J h.,rebv Certih• ?�.a1 inti �>::; I, a - 70 mph 90. mph 70 mph 90 mph 10 CCFIOII,vr;?-:,I,t,;ii]5txc;j_7Pi.. Lateral 10.2 16.8 17,4 28,7 or un,?& ,Y 01-1 N s, c:�!v ;K.. • 0 9�.1 3J1 0 B. COMMERCIAL STRUCTURES that I �;:r n �:u:y TitEr •• F G„ Uplift 10,0 15,0 10,0 16,05 siona.: "<7rauer under 'tae' is S' LIVELOAD: 20 POUNDS PER SQUARE FOOT. of the SYato 6f Minnesota. SYC�rp' �• . 25 POUNDS PER SQUARE FOOT FE Ur 30 POUNDS PER SQUARE FOOT - R. F, TUCKER AFP 40 POUNDS PER SQUARE FOOT Dale ssu n No. 2irg �60 �/ "NDS, PER SQUARE F °�� // ,,,T11C� =r /. Q TE REVISION DATE REVISION ICATE ,..�iD P 0/r' F :Y UO P`E (� S/ ', R �'�"`le.. . ,I.e� ••••••R•. F �lN • al•� g'�y'P T I,.. N. 15896 * �,•�� - sraTE of • •Ss - P pENB 9 e " ,�� I taC'INfFv� �O R. F. TUCKER INEERORIDA '>; �' Z Reg No' 27575 _ z ( 1833 : 1)G7W R,A,STEREr - .. •�^a135$7.•ROEESSIONAI ENGINEER -\ 85 o 0 En9lneeriny Services Q 1 140 All Pro Dr1v 'ED ENG : p rr ov = s v 9j Q STATE R��ih&PR�Of7�Q� '.9S•••• F \ 4V � � 'tiN81• \ �'4•`/ IM c*.. !, \ �fl�;4F. � Eticharl, w 46314 Iff 6DRG/ i"Ai •etfi4l'��i,. 7 "" JU 01 .r,r "%`fs,~••�... R _ � �-rr'� KG ICBG ES EVALUATION REPORT N0. ER -2621P Fp �• DRAWING �O R �• ,..III NONE oMEWGENERAL NOTES 8 143Q� G R.F. TUCKER * a �. OFESSIONAL �� R. F ENGINE S STAMP 2/8/2000 w 97GN01 QR 2 GINE fit, 9 5 3 8 NTI Ir1wrrj o. �� ¢G c T U G l' 8TAT8 OF A - 0 33793 `o Osla �� 2 i, /ll►p1AN''� �`F fc/sTEaE° `a�� �+ p` Ivv a m o • \ , OM1NG " No. 16273 IVAV�►�<S/ONAL ENS' E s s I o l 411101% 1111��1` * E.p. 6 30 O a /In-\ L rl, rROEE55lONA�. ;. rd\ Y R. x rUC,KIFft FNGINEF� ,!� Y0. tJo.12109� � „ No. 7984 R. F. TUCKER 18 2003 ' • P' >; R. F TUCKER •'. RAYMOND NUMBER TUCKER 0 1308 4 PF O�'•. - 4314.'C^� SSCletNA L FNG CARp� t'�•'4ESS/p• 'Y4'�. �QO Ny'•: ra SEAL �F >: 15716 _ ,P TUC"" P.. • F�l`11G HT LESS THAN 15 FT Design Uplift Wind Pressure (psf) 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE LATEST EDITION OF ALUMINUM �•�c�,�j', ; �' .;"P. ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE UNIFORM BUILDING COD���S}* ? . �; Simple Span Areas Eaves and Overhangs i'Sk.:... E" _Seed Unenclosed Enclosed Unenclosed Enclosed 3. EACH BUILDING PERMIT SHALL BE ACCOMPANIED BY TWO COMPLETELY DIMENSION��""' '� "''.' . / R,,,_ F. ; �,, ryh Exposure PLOT PLANS SHOWING EXACT LOCATION AND SIZE OF EXISTING AND PROPOSED i STRUCTURES. i•y°:::::::::::'..............:• •�.... sssesosru,:e,. / � •. J 6s X10 B 10.16 10.16 10.16 21.87 o� ?Qo�ESS;p t„� ;s l .': �s90 B 16,76 16,76 16,76 36.11 4. DESIGN LOADINGS: 4��`"�<w � �.'�/fg`�.Fc %I';!,i%'mow X70 C 17,36 17.36 17,36 37.40 A. APPENDIX CHAPTER 31 DIVISION III. PATIO COVERS:: �4 ••PEG. Np'•• e c %.'a94f1���.r/.., •..o Q Y ti's f ::� 90 C 28,66 28.66 28.66 61,73 LIVELOAD: 10 POUNDS PER SQUARE FOOT. = 6362 20 POUNDS PER SQUARE FOOT _ 2 R. F. TUCKER8.e. 25 POUNDS PER SQUARE FOOT a <! T S 8 F Design Uplift Wind Pressure (psf) 30 POUNDS PER SQUARE FOOT40 POUNDS PER SQUARE FOOT ••"oL'H OPK�:� �� ��c Simple Span Areas Eaves and Overhangs 60 POUNDS PER SQUARE FOOT V R. F. TUCKER S 1 Unenclosed Enclosed Unenclosed Enclosed WIND LOAD: FOR 0.4112 > SLOPE ( 2112 .... u�°°� 0 No. 032085 mei:.' Exposure •• '; 4 B 10.65 10.65 10.65 22,93 iF TUC/f4 �•r� PROFESSIONAL RE 4074 `\\d\\\nal,:•. cC OF R. E FUCKER E-61529 I or 6 8440 OREGON i• o - "a B 17,58 17.58 17,58 37,86 Design Lateral/Uplift Wind Pressure (ppf) eCi+' 0 C 18.05 18,05 18,05 38.88 Speed Simple Span Areas Eaves and Overhangs:a 90 C 29,80 29,80 29,80 64.18 AC -MC LTli mph Height Zone Unenclosed Enclosed Unenclosed' Encl6sed9 70 Less than 10' 7.5 7.5 7.5 7.5 FOR DESIGN OF PRIMARY FRAME SYSTEMS 90 Less than 10' 11.3 11.3 11.3 11.3 2 -; 2N, 70 Less than 12' 10 10 10 10 pf Asy,� Design Wind Pressure (psf) 90 Less than 12' 15 15 15 15 ,;I,\.,..i Exposure B Exposure C J h.,rebv Certih• ?�.a1 inti �>::; I, a - 70 mph 90. mph 70 mph 90 mph 10 CCFIOII,vr;?-:,I,t,;ii]5txc;j_7Pi.. Lateral 10.2 16.8 17,4 28,7 or un,?& ,Y 01-1 N s, c:�!v ;K.. • 0 9�.1 3J1 0 B. COMMERCIAL STRUCTURES that I �;:r n �:u:y TitEr •• F G„ Uplift 10,0 15,0 10,0 16,05 siona.: "<7rauer under 'tae' is S' LIVELOAD: 20 POUNDS PER SQUARE FOOT. of the SYato 6f Minnesota. SYC�rp' �• . 25 POUNDS PER SQUARE FOOT FE Ur 30 POUNDS PER SQUARE FOOT - R. F, TUCKER AFP 40 POUNDS PER SQUARE FOOT Dale ssu n No. 2irg �60 �/ "NDS, PER SQUARE F °�� // ,,,T11C� =r /. Q TE REVISION DATE REVISION ICATE ,..�iD P 0/r' F :Y UO P`E (� S/ ', R �'�"`le.. . ,I.e� ••••••R•. F �lN • al•� g'�y'P T I,.. N. 15896 * �,•�� - sraTE of • •Ss - P pENB 9 e " ,�� I taC'INfFv� �O R. F. TUCKER INEERORIDA '>; �' Z Reg No' 27575 _ z ( 1833 : 1)G7W R,A,STEREr - .. •�^a135$7.•ROEESSIONAI ENGINEER -\ 85 o 0 En9lneeriny Services Q 1 140 All Pro Dr1v 'ED ENG : p rr ov = s v 9j Q STATE R��ih&PR�Of7�Q� '.9S•••• F \ 4V � � 'tiN81• \ �'4•`/ IM c*.. !, \ �fl�;4F. � Eticharl, w 46314 Iff 6DRG/ i"Ai •etfi4l'��i,. 7 "" JU 01 .r,r "%`fs,~••�... R _ � �-rr'� KG ICBG ES EVALUATION REPORT N0. ER -2621P Fp �• DRAWING �O R �• ,..III NONE oMEWGENERAL NOTES 8 143Q� G R.F. TUCKER * a �. OFESSIONAL �� R. F ENGINE S STAMP 2/8/2000 w 97GN01 QR 2 GINE fit, 9 5 3 8 NTI Ir1wrrj o. �� ¢G c T U G l' 8TAT8 OF A - 0 33793 `o Osla �� 2 i, /ll►p1AN''� �`F fc/sTEaE° `a�� �+ p` Ivv a m o • \ , OM1NG " No. 16273 IVAV�►�<S/ONAL ENS' E s s I o l 411101% 1111��1` * E.p. 6 30 O a /In-\ L rl, rROEE55lONA�. ;. rd\ Y R. x rUC,KIFft FNGINEF� ,!� Y0. tJo.12109� � „ No. 7984 R. F. TUCKER 18 2003 N GENERAL NOTES: (CONTINUED FROM SHEET NO. 1) NOTE: EXPOSURE "B" HAS TERRAIN WHICH HAS BUILDINGS, FOREST OR SURFACE IRREGULARITIES COVERING AT LEAST 20_ PERCENT OF THE GROUND LEVEL AREA EXTENDING ONE MILE OR MORE FROM THE SITE. EXPOSURE 'C" HAS TERRAIN WHICH IS FLAT AND GENERALLY OPEN, EXTENDING ONE-HALF MILE OR MORE FROM THE SITE, IN ANY FULL QUADRANT. 5. CONCRETE MIX: Fc=2500 PSI 28 DAYS. APPENDIX CHAPTER 31 DIVISION III PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE COLUMN LOAD IS 750# OR LESS. CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES THICK AND . NO CRACKS WITHIN 2'-6" OF COLUMNS. COLUMNS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OF SLAB. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL. ALLOWABLE SOIL BEARING PRESSURE OF 1000 POUNDS PER SQUARE FOOT. STRUCTURES SUPPORTED BY FLAGPOLE TYPE COLUMNS ARE NOT ADVERSELY AFFECTED BY A 1/2 INCH LATERAL GROUND MOVEMENT AND FOOTINGS FOR THOSE STRUCTURES HAVE BEEN DESIGNED FOR AN ALLOWABLE LATERAL SOIL BEARING PRESSURE OF 200 POUNDS PER SQUARE FOOT PER FOOT OF DEPTH. SOILS OF ORGANIC CLAYS OR SILTS REQUIRE A SOIL INVESTIGATION AND SPECIALLY DESIGNED FOOTINGS. FILLS MUST BE PLACED UNDER A LABORATORY CONTROLLED COMPACTION SUBJECT TO APPROVAL OF THE BUILDING OFFICIAL. 7. ALUMINUM BOLTS TO BE 2024-T4. S. COMMERCIAL STRUCTURES MAY BE USED FOR PARKING OF MOTOR VEHICLES PER LOCAL BUILDING CODES. APPENDIX CHAPTER 31 DIVISION III PATIO STRUCTURES MAY NOT BE USED FOR PARKING OF MOTOR VEHICLES. 9. FREESTANDING STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER. 10. STEEL BOLTS SHALL BE ASTM A-307. 11. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED: 12. STEEL FASTENERS SHALL BE EITHER STAINLESS, GALVANIZED OR DOUBLE CADMIUM PLATED "AN" BOLTS. 13. HIGH STRENGTH BOLTS SHALL BE ASTM A-325. 14. EMBEDDED COLUMN SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES.' 15. PATIO STRUCTURES ARE DESIGNED IN ACCORDANCE WITH APPENDIX CHAPTER 31 DIVISION III OF THE UNIFORM BUILDING. CODE. 16. HEADER SPLICES SHALL NOT BE LOCATED NEARER -TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR COLUMN. 17. PATIO STRUCTURES MAY BE ENCLOSED WITH INSECT SCREENING. 18. STRUCTURES MAY BE ATTACHED TO RAFTER OVERHANGS PER SCHEDULE. 19. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS OTHER THAN STAINLESS, ALUMINIZED 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. GENERAL NOTES FOR LATTICE STRUCTURES: (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS 97SCO2 AND 97LT01 THRU 97LT06.) 1. SEE GENERAL NOTES, SHEET 1, SECTION 4 FOR UVELOAD AND WIND LOADS. 2. OPEN.LATTICE STRUCTURES SHALL NOT BE ENCLOSED. I �•� ;f C ., RREVISION DATE REVISION Engineering Services NO. 2 1140 All Pro Drive Elkhart, IN 46514 C t� ��. /, r KG ICBG ES EVALUATION REPoRi•NO. ER -2621P �l �NONE OR PART GENERAL NOTES EN NE RS STAMP .2mignnn Rw 97GN02 2 OF 2 O -9 vo tFN�TH 4pR1E5 pRO,lECTION Co 75% OF No. 6.3o.�A � MIN. LENGTH FOR MIN. LENGTH L J0� E*o SEE SCHEOU"E I FASTENERS/ CIV j N0. OF10� FASCIA HEADER GL�SPAN ATTACHED STRUCTURE INSTALL =�-- COLUMN VERTICAL ROVIDE 1 1/2" DRAIN 'd'I I - rr SCHEDULESN- J*/FrN FASCIA Li 1/2" CONCRETE SLAB SEE NOTE A5, SHEET 97G 02. 1LE FOR E. FOR COLUMN SPACING SEE TABLES 2.1, 2.5, 4.1 OR 4.2 VENOTE #7, SHEET 97GNO2. SEE SCHEDULE FOR DRAIN nJ FOOTING SIZE "d" = TYP. OPT. 3 1/2" CONIC SLAB' ` .d., ., ` CUBE SIZE PROVDRAI� SEE NOTE # 5 ON SHEET 97GNO2. MULTISPAN ATTACHED CANTILEVERED STRUCTURE LENGTH VARIES FOR COLUMN SIZE SEE 'COLUMN SCHEDULE" NOTE: PATIO WIDTH VARIES W/ SELECTION OF HEADER, NUMBER OF COLUMNS FASCIA COVER AND LOADING CONDITIONS. SEE HEADER PANEL NSTALL COLUMNS SCHEDULES FOR MAX. COLUMN SPACING. VERTICALLY DRAIONDE 1 1/2 p 3 1/2" CONC. "d' ISEE SCHEDULE SPLACE 1- 1 /2"0X6'STL. ' L- LFOR FOOTING SIZE. SINGLE SPAN FREESTANDING STRUCTURE BAR AS SHOWN END FASCIA ASCIA INTERMED. BEAM COVER P EL HEADER MAXIMUM INSTALL OVERHANG COLUMN 25% COLUMN 2 VERTICALL STL.COL.TYP. SPACING 2.. NSTALL-_CO PROVIDE 1 1/2' VERTICALLY r -U 'I DRAIN- 1/2-0 STEEL BAR OPT. 3 1 CONC. SLAB 'd F-d=Td" 'd" ® 6" LONG SEE NOTE 5 ON SHEET 97G 02. L_J SEE SCHEDULE FOR MULTISPAN ATTACHED STRUCTURE FOOTING SIZE - "d" IS TYP. CUBE SIZE S2 OPT. 3 1/2" CONC. 'd SLAB -SEE SEE SCHEDULE FOR FOOTING SIZE t"' NOTE # 5 ON SHEET 97GNO2. SINGLE SPAN ATTACHED CANTILEVERED STRUCTURE !�:.. DATE REVISION DATE REVISION NO. G - '� P31 �Ame]a$ Engineering Services 1140 A11 Pro Drive Elkhart, IN 46514 DRAWN Ur KG ICBO ES EVALUATION REPORT N0. ER -2621P F (_'NONE NAME STRUCTURAL CONFIGURATIONS V2/;8/2000 M 97SC01 SHMT— 1 OF 2 EERS STAMP 3'X 8' ALUM. BOX BEAM OR 3'X 8'X 12 GA STEEL 'C' BEAM HEADER LATTICE OVERHANG 16' FOR 1 1/2' X 1/2') OPT. 3 112' CONC. I rLAB- SEE NOTE 5 ON SHEET 97GN02 1I SINGLE SPAN ATTACHED LATTICE STRUCTURE RAFTER NOTE: SEE TABLES `C1pl 4.3, 4.5, 5.3 AND 5.4SPAN MULTISPAN FREESTANDING vSn�j (CLEAR SPAN) 6' MIN. O'HANG LATTICE STRUCTURE o p1� TWO OR MORE SPANS 0� RAFTERS 1/2" OR 3" X 6' ALUM. EE RAFTER NOTE I1� � �tp� , P� SSS a NO4' C os:5: s 4,b y ` �pF COLUMN HT. OF CLEAR SPAN 3'x B'X 12 GA STE a' E FORBEAM WRAP DETAIL, * cd'pL. SEE SHEET 97LT03, DETAIL 'L23'. OPT. 3 1/2' CONC. SLAB"" a�W_ 'e► , Q-P"yL�t" OSq `p4 f FOR FOOTING SIZE W' "TN SEE 'cAOQ C SEE SCHEDULE`W 'd RAFTER r\�• Tt ��,ow NOTE 2" X 6 1/2" OR 3" X 8" ALUM. RAFTERS 0 ® 24" O.C. 1;O�G yFi�N X, LATTICE: S / 0.018" x 1 1 x 1 1 /2" �\Y ® 3" O.C. MINIMUM OR fig• � MAX. O'HANG 25X OF 2 "x 2" ® 4" O.C. MIN. J 4,lel \�ti COLUMN SPACINGEE �/ EDULE FOR COLUMNS. ALL COLUMNSSKq!\ TO BE INSTALLED VERTICALLY. OPT. 3 1/2' CONC. MAY HAVE MORE THAN SLAB. 2 COLUMNS. 4, p PDONAL 3 1/2' CONCRETE SLAB. R a c5 v MULTISPAN FREESTANDING 1-1/2'0 X 6' LONG Q I PLACE 1- 1/2' 6X 6' ° No. 16273 STRUCTUR STEEL BAR S� d' SINGLE SPAN FREESTANDING W STL BAR AS SHOWN EQ. 6.30 Vf FOOTING SIZE SEE SCHEDULE FOR E FOOTING SIZE. TfV1 E �— �TW--TW--TW TW Q�� f tj DATE REVISION DATE ON TW TW TW T �f Fra PR 18 2( �I� � R O'HANG-­4 OVERHANG �_ • oWc NO 6' 0 :� �Ame�mag Engineering Services t-3 ��. � .� 1140 All=Pro Drly Elkhart, IN 46514 V .;' EPAWN F ' AJ ICBO ES EVALUATION REPORT NO. ER -2621 P CA�OR FREESTANDING STRUCTURE ATTACHED STRUCTURE NONE PART STRUCTURAL CONFIGURATIONS NAME TRIBUTARY WIDTH CTW) DIAGRAM E GIN E STAMP DATIE. 2/8/2000 w 97SCO2 SHEET 2 OF 2 0�ffl,erhnaxwC PRODUCTS, INC 1140 ALL PRO DRIVE ELKHART, IN 46514 ICBO ES EVALUATION REPORT ER -2621P BLANK PAGE DATE: 2/8/2000 MAR 0 3 2000 APR 18 200:1 1.0 ROOF PANEL SPANS AND 31 x 1 r ROOF PANEL DESIGN SPAN FOR PATIO STRUCTURES LIVE PANEL i7 HEIGHT 70 90 OVER LOAD Y (PSF) (IN) MPH MPH HANG 10 o.01e 16-r 16•r T-10- 0.0149 0.024 18.4• 1r4• r -r 0.0120 0.032 201$ 2014• 901- 0.0149 0.036 21'4• 2114• 9-1017 20 0.016 111-11. 111-11• 5-A- 0.0149 0.024 17.8' 174r 94- 0.0120 0.032 19-11. IF -11• Ta- 0.0149 0.036 1T-0• 1T4• T-10- 25 0.018 1014• I01A• s -r 0.0149 0.024 17-7 Ira' s-11' 0.0120 0.032 14'-4' 14'-4• T-0- 0.0149 0.036 1S4• 15-4• Ta- 30 0.018 9-10• 9.70• 4'4- T4• 0.024 1113• I l -r ss 64• 0.032 18-1• 18-1• 6.4' 3o 0.036 14•-0• 144• V -10- 4o 0.018 r -r r -r 4•-1- 9-101' 0.024 9-10• 6-10• 4'-9• 0.032 0.032 111-1 111-1 ss SAW 0.038 1701• Ira• 5.111 so 0.018 T-11 T-1• 84- T-1' 0.024 r-1' r-1• 3•-10- 8'-1• 0.032 94' 94• 4'4- 9s o.036 to -r 101.1• 4'-10 TABLE 1.1 2 U2k1r STEEL PANEL DESIGN SPANS FOR PATIO STRUCTURES LM PANEL 1r HEIGHT 70 90 OVER LOAD Y (PSF) (IN) MPH MPH MANG 10 0.0120 14'4• 144• s-1- 6s 0.0149 19-r 16-r SS 20 0.0120 V-4• V-4• 4'-0- T-10•. 0.0149 11'4' IV-V` Ira' 25 0.0120 rA• 68• 3'-4• V -11- -1r20 0.0149 1014• 1014• 4'-0• 3o 0.0120 5--r 5--T r4' T -T 0.0149 9-r 9-r 8A• 40 0.0120 401• 4'01• 11.1- 6-10- 0.0149 r -r 114• 3's eD 0.0120 r-10• r -i0• 1's C-2- 0.0149 s-10• I 5-10• I r -11 - OVERHANGS FOR PATIO AND 2 1/r x W ROOF PANEL DESIGN SPAN FOR PATIO STRUCTURES LIVE PALL 17 HEIGHT LOAD Y 70 90 OVER (PSF) (IN) MPH MxH HANG 10 0.018' 13'4' 13.-7 6s 20 0.020 14'4• 14.4' r-1 P SE 0.024 16.3• Ira• T-10•. 13'-r 0.032 IV-V` Ira' r -r 1s-11• 0.036 19.4• 174• V -11- -1r20 20 0.018 9.9' 9A• 44- 0.018 0.020 las las T -T 11-9• 0.024 11'A• 11'4" 64• 6-11• 0.032 14'-r W -r 6-10- 14'01• 0.039 is -1• is -1• T -i, 25 0.018 11-9• 6•4• C-2- 9 -to• 0.020 9.5• 94• 4'4- 0.024 0.024 1 a -r 101-r 5--I • T4• 0.032 1114• Ira• CA' 64• 0.036 13'-r 18-r 6-r 3o 0.018 T -a, Ta• 8-r e' -r 0.020 114• W -W 4•-1• 9-101' 0.024 9-9• 9A• 4'4r 0.032 0.032 111-1 1114• s -r SAW 0.036 174' I 17s I 6-0• 40 0.018 s-io• 5'•1o• 7s T-1' 0.020 9-11• 6-11• 801- 8'-1• 0.024 V4• 8.47 4•-O' 9s o.o32 la -r is -r 4' -to• 0.036 0.036 101-111 101-11- 5-a• 90 0.018 4'-1• 401• 1'-10• 4'A• 0.020 9-r 601• 7-r 0.024 0.024 T-0• T4• 8d 0.032 rs rs 4-0 4'-0- 0.038 9-0• 9-0• I 401- 94" TABLE 1.4 TABLE COMMERCIAL STRUCTURES 3 w x i r PANEL ALLOW. DESIGN SPIN FOR COMMERCIAL STRUCTURES LIVE PANEL EXP. 61 EXPOSURE C WAX LOAD T 7090 M 90 OVER (PSF) (IN) MPH I WH MPH WANG MAXMUM ROOF HEIGHT 18' 20 0.016 11'-11• 111•11. 11'4• SE V -W 0.024 1801• 13'4• 13'-r 6s 111-1• 0.032 w-11• 1s-11• 154• T4- T-1' 0.o3s 16-11• Ir -11• 16-r TA• 25 0.018 1014• 1014• 10'4r 5'-r 11-9• 0.024 1.7-7 Ira• Ira• 6-11• 40 0.032 14'01• 14'-3• 14'01• 6-11' 101-r ome I Isar Is -r 1sa• ra• 30 0.018 9 -to• 9-10• 9-10• 4'48- • 0.024 1101• IT -r 11'37 s4• T4• 0.032 13'-1' 13'-1' 13'-1• 64• 114• 0.036 14-0• 14'-0• 14'-0• 6-9• ao o.ole r -r e' -r r -r 4,.l- 11'4• 0.024 9-101' 9'-I(• 9.101' 4'4- Ira• 0.032 11's 11'4' - 11's s6 SAW 0.036 Ir -Y I 111-2• 111-Y 1 9-11- 60 0.078 T -i' T-1• T-1' 84• 116 0.024 CA' 8'-1• 6-r I a -1o• 101-r 0.032 9s 94• 94• 4'4• to -111 0.036 101-r 101-1" la -l" 4 -Ir ` TABLE 1-.6 0.020 4'A• 2 1r• x 12'STEEL PANEL ALLOW. SPAN FOR COMMERCIAL STRUCTURES LIVE LAA: 111 HEIGHT BI EXPOSURE C MAX MAX LOAD IPANELIEXP.BIMUXPOWSUREC Y OVER 70190 70 90 (PSP) (PI) 1 MPH 1 MPH 1 MPH MANG MAXI" ROOF HEIGHT IV 9A• 9-7- 20 0.0120 V -T 11-9• V -W 44• 4-10' 0.0149 IT -1• 17-1' 111-1• 4-4- 25 0.0120 Tv T-1• T-1' r -(r 601• 0.0149 IOP -11" ICY -111 17-111 44• 30 0.0120 64• 94• 64• 8-4• 11-9• 0.0149 ta-0•' 1a-0' 101-W 3'A• 40 0.0120 4'-r 4'-r 4-r r•i• 101-r 0.0149 rte• 8'-4• 11-4' I 8s 60 0.0120 3'-r 3••11 7-r 1'4• 18-7- 0.0149 6-r 6-2• 6.11 7-111 ALT. 2 1/2'x 12"PANEL ALLOW. 2 IR• X s• ROOF PNL ALLOW. SPAN FOR FOR COMMERCIAL STRUCTURES LAA: 111 HEIGHT BI EXPOSURE C MAX 70/90 7080 i LOAD JPANELJEXP. Y OVER (PSF) (IN) MSH MPH 1 1 MPH MANG MAXMUM ROOF HEIGHT 18' 20 0.018 94• 9A• 9-7- 44• 64• 0.020 1a4• i01s 101-r 4-10' 11'-r 0.024 IlAr 11'4• 11'4• 94• 0.018 0.032 14'-1• 14'-1• 18-10• 601• 11'-0• 0.036 Is -1• 1s-1• 14••11• T-1- 25 0.018 rA• 11-9• rA• 4-r 6-r 0.020 9s 94• 94• T -V` 11'4' 0.024 101-r 101-r to -r s-1' 0.030 0.032 12'01• 1701• Ira• CA" 1r -r 0.036 18-r 18-7- 13'-T I 6-r 30 0.016 T4• T4• T4• 8-r 4'-0- 0.020 8'4• 114• V4r 4'-1- 1114• 0.024 9A• 9A• 9-9• 4-8' 0.016 0.032 11'01• 11'4• 11'01• s -T T-11• 0.036 Ira• Ira• 1701• 6-0- 40 0.018 5.10• SAW 9-1o• rA• 4.010' 0.020 6-11• 6-11• 6-11• 801• 5.4' 0.024 V -T 116 8.4• 4'-0- 0.030 0.032 to -2' 101-r IV -r 4'-10' 9.0• I 0.036 101-11• to -111 to' -11' 9-3- 60 0.018 4'-1', 4'-1• 1.11 0.020 4'A• 4'-9• 4'A' r -r 0.024 6s 64• 64' 84• 0.032 V -r 114• V -S' 4'-0- 0.036 94• 94• 94" 401- TABLE 1.9 ALT. 2 1/2'x 12"PANEL ALLOW. ' SPAN FOR PATIO STRUCTURES LIVE PANEL 111 HEIGHT LOAD Y 70 1 90 OVER PS IN MPH MPH MANG 10 0.018 117-4• 1 V -I' 5'4- 20 0.024 14.01• 14'01' 64• •_ 0.030 16-T 1F -T T -r 11'-r 0.038 16-11. 16-11• TA• .20 0.018 r -r V-2• 3•-11- 13'-1• 0.024 11'-0• 'L1'-0• sa- o.ois 0.030 111-r 12'-r 5'01' 9-101• o.o38 13.01• 13.4• 6-r 25 0.01s rs T4• 3'4- 11'4' 0.024 9-1017 9-ta' 4A• Ir -r 0.030 1114• 1114• Sar r4- 0.036 1r -r it -T sA• 30 0.018 6A• 6A• T -r ' 0.024 9.1• 9-1• 4'-0- 5'-0• 0.030 11'4• 11'-0• 5•-0- 1114• 0.03s I 11•-101' 111.10• 5.4- 40 0.016 T-11• s-11• 2•A• 114' 0.024 T-11• r-11• 3'4• 0.032 o.o3o 9-r 9-r 4.4• 101-• 0.038 101 -to• 101.10• 4.010' 60 0.016 4'-1 i• 4.11• 201• 5.4' 0.024 6$ 64• 3•-1- 6-10• 0.030 T-11• T-11• 3'-9' T-10• 0.038 9.0• I 94• 4.01• 94 I TABLE 1.10 ra• 8-1I- 2 1Q• x 1r ROOF PNL ALLOWABLE SPAN FOR OOMOL'RCVAL STRUCTURES LAI! PA14ELI EXP. BI EXPOSURE C I MAX LOAD Y I 7490 70 90 OVER (PSF) (IN) 1 MPH 1 MPH 1 MPH HANG MAXMUM ROOF HEIGHT 18' 20 Ems r-11• 11.11• Fr 4'•1- 101.11• 0.024 11'4• 1114• 11'-r 5•-r 174' o.o32 it -r 12'-r 12'-r s4- 13'4• 0.036 13'-1• 13'-1• 18-1• s-11- 25 o.ois r4• 8•4• r-0• 8A• 9-101• 0.024 10'4• 1a4• 1014• 4'-10• 1114• 0.032 11'4• 11'4• 11'4' S4- 17-r 0.036 Ir -r Ir -r I 1r-2, sa• 30 0.078 r4- r-4• T-4• 3'4- 94• 0.024 I 94•. 94• 901• I 4'-r 1 V -Cr 0.032 101-101' 101-10• 101-10• 5'-0• 11'-10' 0.036 111-1 111-T 1114• s-21 40 0.018 114• 6s 64• 84- T-11• 0.024 114' 8'4• 94* T-11- 9-T 0.032 9-T 901• 901• 401• 101-• 0.036 la -0• I 1014• I 1014• 1 4'4• 60 0.018 94' 5'4• 5.4' 2' 64• 0.024 6 -Ur 6-10• CAM 801- 10.0361 o.032 T-10• T -1o• T -1a 801- 9-0' 94 I ra• V-7 ra• 8-1I- TABLE 1.11 ALT. 2 12• x tr ROOF PNL ALLOW. SPAN FOR COMMERCVAL STRUCTURES LIVE PANEL EXP.B EXPOSURECJ MAX LOAD Y 70/90 70 90 OVER (PSF) (IN) MPH MPH MPH NANO MMMIL M ROOF HEIGHT 16' 20 0.018 r -r e' -r T-11• 8A- 14 0.024 101-11. 101.11• 19-r s-1- 0.032 12'4• 174' 1rS 5`4r OMB 13'4• 13'4• 174• 6.2' 25 0.019 74• r-4• T-4' For 0.024 9-10' 9-101• 9-ta' 4-e- 0.032 111x• 1114• 1114• Sar 0.039 1r -r 17-r 1r -r 5-A• 30 0.018 BA• 6-9• 6A• 8-r 0.024 94• 94• 9.0• 4'-4- 0.032 11•-0• 1 V -Cr I T -W SC 0.038 11'-10• 11'-10' 111.10• F-4- 40 0.010 9-11• S-11• 5--11• 7-91 0.024 T-11• T-11• T-11• 3•A- 0.032 9-T 9-T 9-r 4.4- 0.038 10'A• 101-• 1a-9• 4'-10' 60 0.018 4.11• 0-11• N-11• ra• 0.024 601• 64• T -W T-1• 0.032 T-11• T -1I• T -1 I• 8A• 0.038 9-0' I 9-0' 94 I 4-11 IPANX 1.1z PANEL TO PANEL FA9TEMN6 PANEL Y (IN) 010 SMS FASTENER SPACING WIND LOAD PATIOIEXP B EXPOSURE C 70 80 70 90 0.018 8' s 4-0• 7-11' 0.024#1419-8- s-' 68' 3-11 0.0329-W 6s 6-2"0.036 8-4r s -r 0.042 14 6$" 9411 1 6-2" I AtlLt 1.1.3 200-1 2.25"L Ic I -6.00"-I OA 2 1/2" x 6" ROOF PANEL 2.464' f 12.00" © 2 1/2" X 12" ROOF PANEL 2.10" L 118.00"-I © 2 1/2" X 18" ROOF PANEL 3.500" t�� �00---�. 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ANn ATTACHFn PATIn CTRI ICT! IRF - LIVE MIS MAX COLUMN SPACING r SOLIARE STEEL HEADER r ROLLFOMIED C BEAM 1 10'ROLLFORMEDCaEAM 6.1 BEIAH Y. Bu.N a 17 ROLLFORA£D HEADER ALASKAN EKMUDED HEADER S Ill EXTRUDED HEADER TRIG LOAD WIOTH FOR ATTACHED PAHO MAX CONS, FOOTER SIZE MAX .CONS. FOOTER SIZE MAX CONS. FOOTER SIZE 41AIL COILS. FOOTER SME MAX COPS. FOOTER SUE MAX. CONS. FOOTER SIZE MAX. CONS. FOOTER SIZE MAX. CONS. FOOTER 511E WIDTH J e- SOWRE STEEL COLON ON SLAB COCLAN FREE ATTACHED COLUMN FREE ATTACHED COLUMN FREE ATTACHED COLU.N FREE ATTACHED COIU.N FREE ATTACHED COLUMN FREE ATTACKED COL IJN FREE ATTACHED COLUMN FREE ATTACHED lO`4r 26 23 B SPACING SPACING SPACING 3PACPG SPACING SPACING SPACING SPACDIO WA USING COLIMN'A- ALL FTR FMR IMIN FIR FTA LW FTA FlA MIN. ilii --• MN. I'M FTR MPI. FTR FTiI MOI. FMR FTR MN. FMR FTR MN. 9-0' 6-T MAX. COL. UIOTH O1HER9 9.11• V V COL. 914• V '4- COL. 12 V V COL. 8 Y V COL. C V Y COL.- C V V COL. 25 25 MT V COL. 27 V V COI. 27 PSFH 20 8'-0- 10-0' dI SLAB 25 20 B M TYPE 21 7 i TYPE 21 c 13 TYPE FII 23 20 B TYPE F'11 22 M TYPE FT M C TYPE 6-0'•SS I TYPE 9S 25 ( TYPE 7-9 30 4 5-10' 4'-10' a 6S 25 20 C 23 23 C r3" 23 23 C 15 6-0• fS 23 21 0 0'S 23 Z3 C .5'-7' 22 15 c 11• $• 26 22 C 9-7 25 18 C 4' 64" 5 4'F' C 4'-10' r-10' 23 21 C 5•S 25 24 C S9• 25 24 C 18'-10• 30 28 E 27-10 31 30 E 4'-10' 22 15 c 9-51 25 22 C a -T 25 19 C S C 6 23 21 C r -s 23 22 C . B r3' 23 22 H: r-0• 23 21 1r-2* 30 30 E m•10• 32 32 E 4•S" 22 15 C r-10'' 23 22 c rS 23 19 C a 22 7 SS 23 22 r-0• 23 22 c . 1813• 31 31 E 25* -2' 34 34 E 15-11• 31 31 E 1914• 32 32 E 22 ` 10 V-7" 25 22 C 30 &-IT 23 20 C r ZS 8 C r-10' 23 6S 23 23 C 1r4r 32 32 E 24'•1" 36 36 E 1r-10' 32 32 E 1B-1" 34 34 E a•1" 23 21 c BS 23 21 C 23 r4r 24 2125 6 SS 9 21 C S -r 6$ 25 24 D 16-10' 33 33 E . 23'-1' 37 37 F 14'-0• 33 33 E Ir -0' -35 35 E B 6.11' 23 18 CV-IT 23 18 C 6-01 91 106-7 22 18 C 9-10' 25 25 D 163• 34 34 E 274•35 f -r 38 F 13'4• 33 33 E 16-T 36 35 E r4r 22 19 C r-11• 22 le C 10 11 6-0• 26 25 D ASS 34 34' E 21'-r 38 38 F 17-T 34 34 E 15u" 36 38 F 11• 12 5'-10' 26 25 D 15'3• 35 35 E 21'-0' 39 39 F 17-T 35 35 E 14•S 37 37 F 17 13 14'-10' 36 38 E 2(r -S' 40 40 F 11'S• 36 36 E 1f-7 38 38 F 13' 14 - 14'S 37 37 F 199' 40 40 F 111-7 38 38 E 13'S 38 38 F 14' 40 4 - 23 To c 4' 22 14 C e•-11" 25 20 6 23 17 C a• 5 T-2*23 21 "C 164• 29 27 E 19.10' 30 20 E 4'0 22 15 C r-1' 23 20 C T-7 23 1a C S 8 - 6S 23 21 C W-11" 29 29 E 16-T 31 31 .E VS' 23 18 c 6 7 8 , T _ . VS 6-11 23 23 22 23 D D 16-r 15'•10" 30 31 - 30 31 E E 27-10, 21'-10' 33 34 33 34 F F 13'•10' 17-11• 30 31 30 31 E E 1aS ASS 32 33 32 33 E E r 6 9 S -IT 25 23 D 15'3' 32 .32 E 21'-0• 35 35 F 17-T 31 31 E 14'•10, 33 33 F 91 10 SS 25 24 E 14'9''r 33 F 203' 37 37 F 11•-r 33 33 E lf9' 34 34 F 1a 11 SS 28 25 E 11VJ• 34 34 F 19$ 37 37 F 11•-0• 33 33 F 13•-r '35 35 F I. 12 S4• 26 25 E 13• -IT 34 34 F 19-1" 38 38 F 10'-7' 34 34 F 17-10' 35 35 F 17 60 4 23 18 C - 4 -T22 13 C a-0 23 c 1' 5 a3• 23' 20 D 16S' 28 27 E 16'3• 30 30 E SS 22 17 D S 6 V-10" 22 20 0 173- 28 29 E 14'-10' 31 31 F a 7 V-7'23 21 E 14'S 31 31 E 17-11" 35 35 F 114' 30 30 E 13$ 33 33 F r 8 64" 23 22 E 13•-10' 32 32 E 19-11 38 36 F la -7"32 32 F 17-10' 34 34 F 6 9 S-1• 25 23 E 13'4" 34 34 E 10'4• 39 39 F 10'-0• 33 33 F 17-T 38 36 F 9 10 f-11' 25 22 E 17-10' 34 34 E 1 rS 40 40 F 914r 34 34 F I I'S' 35 35 F 10 COL COLUMN SCHEDULE - FOR ATTACHED PATIO STRUCTURES MAX COL NIGHT A 0.@0,,3•SOWUM RE ALCOLUMN 11'$ B O.Olr x 1 lir SQUARE ALUM V4 COLUMN SCROLL COLUMN ATTACHED COLON FREE B 0.02rx r SOUARE ALUM OOLMN ll- - C r CLOVERLEAF ALUM 0.010• 17d D RUTIN COLUMN ALUML 0.0ar 17d E 3• CLOVERLEAF STEEL DOW 1rV F 3• SOIMRE STEEL COLUMN 1741• 0 P SQUARE STEEL COLUMN174r WA H S'sdWiE STEEL COLUMN 17-0• J e- SOWRE STEEL COLON 17ff COLLFN SCHEDULE FOR FREESTANDING SMUClIURES AND INTERMEDIATE COLUMNS FOR MATISPAN STRUCTURES COl1MN NOTES E f -T TMX. COLUMN IEXP F 11 -MAX. COLUMN LENGTH O 17 MAX COLUMN LENGTH H 17 NAIL COLUMN LENGTH TABLE 2.4 ALL COLUMNS MAY BE REPLACED WITH A STRONGER COLUMN! 'A' MAY SE REPLACED W/ BJ 7T MAY BE REPLACED Wl W, ETC. LINEAR INTERPOLATION FOR ALL CALCULATIONS IS ALLOWED LINE TRIO 0.0)6 XY—NEAUM O.Nr'r'rT®ADPY DOUBLE O.Wrx 7 XWHENDER LOAD WIDTH MAX CONS. FOOTER SIZE UNI( COLS. FOOTER SUE MAX CONS. FOOTER SME WA COLUMN FRE: ATTACHED FREE ATTACHED COLON FREE I ATTACHED FMR FMR UKSP FTR FM MN. SPACING FTR FTR CPL I SPACING WA B Y Y I COL. V I r M. V Y COL WA WA WA MYPE 5 TYPE (m 8 TYPE TO a PO MPH WMGSPEED LESST1IW/2' WA WA 10 5 8 10 4'd17-1• 7 21 23 A 14'-1' 28 24 B 11 27 23 B 8 S-0" lO`4r 26 23 B 17-7' 27 25 8 11'-10' 28 24 B WA a -V91-10, 7 25 24 8 11'S 26 25 C 109' 28 25 B a r0' V-1• 25 25 B 10-r 16 28 c 10'9' 25 25 C 10 9-0' 6-T 25 25 8 9.11• 28 28 C 914• 28 28 c 12 9-0'•7-3 17 25 25 8 94" 27 27 C 6-10'28 /2 26 C 0 tag' 0'3 25 25 B 6 -IT 27 27 c 94" 27 27 c 20 V4*0'3 12 25 20 B 10-r 26 21 C 91-7' 25 21 c 13 S-0"9-10' 14 23 20 B 9-1" 25 22 C BS 25 22 C 22 6-0'•SS 22 20 B 9S 25 23 C 7-9 23 22 C 13 r-0" f -i0, 23 20 B r4r 23 23 C r3" 23 23 C 15 6-0• fS 23 21 0 0'S 23 Z3 C a-0• 23 23 C 17 91-0• 13 14 14 6-0• 25 23 C 64" 25 24 C 14 la-cr 15 to to 5•S 25 24 C S9• 25 24 C 25 4'4" 6-11" 23 18 B 9-T25 15 21 C 6-r 25 2(1 C 18 6-0' SS 22 19 B 6-2" 25 22 C rS• 23 21 C 18 6-0" f -r 22 19 B r3' 23 22 H: r-0• 23 21 C 18 rAr 18 t9 20 BS 23 22 C 64r 23 22 c 20 8'-0'• 21 34 17 SS 23 22 C SS 23 22 C 35 9-0' 18 19 10 r-10'' 25 22 C S -r 25 23 c - 10-0' 2D 21 21 22 22 ` 10 V-7" 25 22 C 30 V -V 64r 22 17 B a4' ZS 20 C r-10' 23 19 C 23 S-0• r -r 22 18 B 7'4" 23 21 C rS 23 20 C 21 a-0' 22 22 23 a•1" 23 21 c BS 23 21 C 23 r4r 24 2125 SS 23 21 C S -r 23 21 c 25 as r -T 23 21 C 9-10' Z9 21 C 40 4'-0• r4" 22 16 B 6.11' 23 18 CV-IT 23 18 C 6-01 SS 22 18 C 9-10' 22 /9 c Bd' f -r 22 18 c 4-11• 22 19 C GO 4•-0" r4r 22 19 C r-11• 22 le C GENERAL METHOD FOR USING THESE TABLES 1 CHOOSE FREESTANDING OR ATTACHED, CONQAERCIAL OR PATI) STRUCTURE 2 CHOOSE PROJECTION, WIDTH, OVERHANG, WIND LOAD AND LIVE LOAD. 3 FIND TRIBUTARY WIDTH FROM TABLE 2.6 AND DRAWINGS ON 878002 OF "STRUCTURAL CONFIGURATIONS". 4 CHOOSE A PANEL FROM SHEET 1 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5 CHOOSE A HEADER FROM SHEETS 24 THAT HAS ADEQUATE COLUMN SPACING. e USE THE FOOTER SGEE SHOWN. 7 FOR SINGLE SPAN ATTACHED PATIO, USE THE POST SHOWN. LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. 8 FIND THE O/C SPACING OF WALL CONNECTIONS ON TABLE B.S. 9 FIND THE NUMBER OF PANEL TO HEADER FASTENERS ON TABLE A OF 97CDO4 DETAIL'AE•. 10 FIND THE APPROPRIATE DETAILS ON 8TCD01 TO 970003. FOR CONCRETE PATIO SLABS FOLLOW 14 ABOVE 5CHOOSE A COLUMN LENGTH IF USING COLUMN •A• (91T OR 10'-V) 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 TRIG WIDTH AND LIVE AND NAND LOAD 8 USE COLUMN TYPE IT OR STRONGER (UNLESS USM COLUMN "Ary 9 FOLLOW STEP 8, 9 AND 10 ABOVE TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES CnD nNCT1 oDnlCrnlw eAttl nVCRNAuO IDnllunrn I Urn PROD. (FTI OVERHANG 17 0 1 2 3 4 5 e 7 B 6 3 4 4 5 WA WA WA WA WA 7 4 4 5 5 WA WAWA WA WA B 4 5 5 8 8 WA WA WA WA 9 5 5 8 8 7 WA WA WA WA 10 5 8 6 7 7 8 WA WA WA 11 8 0 7 7. 8 8 WA WA WA 12 8 1 7 e 8 9 0 WA WA 13 7 7 B 8 9 9 10 WA WA 14 7 a a 0 0 10 10 11 WA 15 B B 0 9 10 f0 11 11 WA 16a 9 9 10 10 11 11 12 12 17 0 9 10 10 11 11 12 /2 13 18 0 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 11/2 12 13 13 14 14 15 15 23 12 12 13 13 14 U 15 15 18 24 12 13 13 14 14 15 15 le 18 25 13 13 14 14 15 15 18 16 17 28 13 14 14 15 15 18 18 17 17 77 14 14 15 15 to to 17 17 16 28 14 15 15 16 16 17 17 18 16 29 15 15 18 16 ' 17 17 18 18 10 30 15 19 18 17 17 1B 18 10 1B 31 18 16 17 17 18 18 19 10 20 32 19 17 17 18 18 18 t9 20 20 99 17 17 18 18 19 10 20 20 21 34 17 16 1e 19 19 20 2D 21 21 35 16 18 19 10 20 20 21 21 22 3e 18 19 19 2) 2D 21 21 22 22 37 10 19 20 20 21 21 22 22 23 38 19 20 2D 2/ 21 22 22 23 23 30 20 2U 21 21 22 22 23 23 24 4020 21 21 22 22 23 23 24 24 41 21 21 72 722 23 23 24 2125 42 21 72 22 23 23 21 1 21 25 25 THIS TABLE MAY BE USED MR COMIZ;iIL, PATI) OR LATTICE STRl1cmEs APR 18 2003 ROW-%1140 ALL PRO DTIVpC ELKHART IN 46514 KBO Es CVALVAT[ON REPORT ER -26, HEAD" SPANS, COLUMN SPACING. FOOTER SIZE AND COLUMN TTPE TOR FREESTANDING ARD ATTACHED PATIO AA SMUCTURCs sntn s HX a DArE: Z e 2000 200 3.0 FRFFSTANl11AIG ANA ATTACMFn CnMMFRCIAI ATRIICTIIRFR LIVE LOAD TRIS WIDTH 24'-3" 26 Y I — Ila' I ef.AM LIVE LOAD TRIB WIDTH a' .1ovc--.—CL —.. 29 W aT.— c .cww 33 Ic' r tL c III TRIG WIDTH MAX CONS. FOOTER SIZE MAX CONS. FOOTER SIZE MAX CONS. FOOTER. SIZE MAX CONS. FOOTER S� MAX CONS. FOOTER SIZE MAIL CONS. FOOTER SIZE 24 25 18 COLUMN FREESTANDING ATT COLUMN FREESTANDING ATT COLUMN FREESTANDING ATT 31 25 COLUMN FREESTANDING ATT OOLUMN FREESTANDING 34 FREESTANDING ATT S FOOTER V I FTR FOOTER "� IN FOOTER "C IN FTR 29 31 SPACING FOOTER -W IN FIR SPACING FOOTER V FIR SPACING FOOTER -Q' I FTA 31 32 SPACING SPACING SPACING 31 33 35 COLUMN HEIGHTS 7 S COLUMN HEIGHTS '� COLUMN HEIGHTS "c" 20 22 24 COLUMN HEIGHTS N 19 jTrCOLUMN COLUMN HEIGHTS COLUMN HEIGHTS '+� 31 P 32'-3" 87 11' 15 iS IN 30 87" IT 157 18' I 8'T IV 1I, 1,, IN P S 20'-11" OT 11' IT 157 IN 20'-11" 8T 11' 157 18' BT IP 157 18' I 28 20 4' 24'-3" 26 28 30 31 24 290" 27 29 31 33 26 40-11" 29 31 34 36 29 20 4' 99 20 22 24 25 18 253" 26 28 30 31 25 34'-0" 28 30 33 34 27 '4' S 5 279' 26 27 29 31 26 26-11" 27 28 31 32 27 37"-11" 30 31 33 35 30 S S 6-11" 20 22 24 25 19 23'-5" 26 27 29 31 26 32'-3" 29 30 32 34 29 S 20'-11" 6 20'-11" 28 28 29 30 28 253" 28 28 30 31 28 369' 32 32 33 34 32 6-2" 23 6 6-2" 20 22 24 25 20 22'4" 27 27 29 30 27 30'4" 30 30 32 33 30 6 28 T 193" 27 27 28 29 27 23'6" 29 29 29 31 29 33'3" 33 33 33 34 33 24 T T6" 20 21 22 23 20 20'-11" 28 28 29 30 28 28'-10" 31 31 31 33 31 T 30 6 16-1" 28 28 28 29 28 21'-11" 30 30 30 30 30 31'4" 34 34 34 34 34 26 8' T-0" 21 21 22 23 21 20'-0" 29 29 29 29 29 27'-6" 32 32 32 32 32 9 31 9 1T-1" 28 28 28 29 28 20'6" 30 30 30 30 30 293" 34 34 34 34 34 28 9 6-0" 21 22 24 25 21 15-2" 30 30 30 30 30 29-W 33 33 33 33 33 9 33 10' 16-2" 29 29 29 29 29 19-0" 31 31 31 31 31 2T9' 35 35 35 35 35 22 10' 63" 22 22 24 25 22 18'-2" 30 30 30 30 30 25-7" 34 34 34 34 34 10' 30 11' 163 301 30 30 30 30 18'9" 31 31 31 31 31 26-2" 35 35 35 35 35 14'-0" 11' 6-0" 21 23 25 26 21 1T3" 31 31 31 31 31 24'-9" 34 34 34 34 34 11' 1T-11" 17 14'9" 30 30 30 30 30 1T-11" 32 32 32 32 32 25-1" 36 36 36 36 36 34 12' 579' 21 231251261 19-8" 33 21 16-T' 31 31 31 31 31 24'-1- "13 31 31 31 32 31 1T3" 33 I T 14'-2" 31 31 31 31 31 1T-3" 33 33 33 33 33 24'-1" 36 38 36 36 36 35 13' SS' 22 24 26 27 22 15-11" 31 31 31 31 31 23'3" 36 36 36 36 36 13 33 14' 13'-0' 31 31 311311 36 31 16-T' 33 33 33 33 33 23'-2" 37 37 37 37 37 35 14' 573" 22 24 26 27 22 15'3" 32 32 32 32 32 221-6" 36 36 36 36 36 14'. 34 16 13'-2" 31 31 311311 37 31 164" 34 34 34 34 34 27-5" 37 37 37 37 37 36 16 6-2" 23 25 27 28 23 14'-10" 32 32 32132 31 32 21'-9" 37 37 37 37 -37 1S 34 IV -1-17-7 20'3" :31 31 311311-31- 37 37 155- 34--34-134 S-0" 26 28 34 -34-1-21-4r- 24 37 37137 35 37 '37 - - '16- S-0"- 24,-25 35135 27 28 "24- -14'-4" 33 33 33 33 33 -21'-0"- 37 37 -37 37 -37 -16 20 4' 24'3" 30 32 34 36 24 29-0" 31 33 36 37 26 39-0" 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' 33 36 S 276" 29 31 34 35 26 26-11" 30 32 35 37 27 353" 32 35 37 39 30 32 S 8'-11" 23 25 27 28 19 20'-10" 29 31 33 35 25 30' 6" 32 34 36 38 28 5 34 34 6 20'-11" 29 31 33 35 27 253" 30 32 34 36 28 373" 32 34 37 39 31 36 6 6-2" 23 25 27 28 20 19-0" 28 30 32 34 26 2T-10" 30 32 35 37 29 6 WAD" T 193" 28 30 32 34 27 27-6* 29 31 34 35 29 29-10" 31 33 36 37 31 311 T T6" 22 24 26 27 20 1T -T 27 29 31 33 26 25-9" 30 32 34 36 30 T 39 6 16-1" 28 30 32 34 28 21'-11" 30 31 33 35 30 2T-11" 32 32 35 37 32 T-10" 8' T-0" 22 24 26 27 21 16-S" 27 29 31 33 27 24'-1" 31 32 34 36 31 6 11'3" 9 1T-1" 29 29 31 33 29 20'48" 30 31 33 35 30 263" 33 33 35 37 33 70 MPH EXPOSURE C 9 66" 23 25 27 28 21 157-0" 28 28 30 32 28 27-9" 31 31 34 35 31 9 S 10' 16-2" 29 29 31 33 29 19-0" 31 31 32 34 31 25-0" 33 33 34 36 33 30 10' 63" 23 25 27 28 22 14'-9" 28 28 30 32 28 21'-7- 32 32 33 35 32 19 33 11' 1573 30 30 30 32 30 16-9" 31 31 32 34 31 24'-6" 34 34 34 36 34 199" 11' 6-0" 25 26 28 30 21 14'-0" 28 28 29 31 28 20'-7' 32 32 33 35 32 11- 34 12' 14'9" 30 30 30 32 30 1T-11" 32132132 37137137 14'6" 33 32 23'6 35 35 35 35 35 35 12' S-9" 25 26 28 30 21 13'-5" 34 13'-10" 34 34 29 19-8" 33 33 33 34 33 17 39 13 1d' -Y 31 31 31 32 31 1T3" 33 33 33 33 33 22' 6 35 35 35 35 35 16 7"-3" 13' 576" 26 27 29 31 22 17-11" 35 35 35 35 29 18'-11" 33 33 33 34 33 13' 41 14' 174r 31 31 31 31 31 16-T 33 33 33 33 33 21' 9 42 36 36 36 36 14' 573' 26 27 29 31 22 12'3 35 E339 35 35 30 18'3" 34 34 34 34 34 14' 15 13-Y 31 31 31 31 31 16-0" 34 34 34 34 34 21'-0 13367 37 37 37 37 15 S-2" 26 28 30 32 23 12'-0" 36 36 36 36 31 1T -T 34 34 34 34 34 15 16 17-9" 31 31 31 31 31 1576" 34 34 34 34 34 20'3" 37 37 37 37 37 16 S-0" 26 28 30 32 24 11'-T 35 35 35 35 31 1T-0" 35 35 35135 41 35 16 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$ 23 25 27 28 21 23'-T 29 31 33 35 28 34'-T 32 34 37 39 32 4' 33 36 S 22'6" 30 32 34 36. 30 26-11" 31 32 35 36 31 35-10" 35 35 37 39 35 32 S 8'-11" 23 25 27 28 22 21'-1" 29 30 33 34 29 30'-11" 33 33 36 38 33 S 34 34 6 20'-11" 31 31 33 34 31 253" 33 33 34 36 33 37-8" 36 36 37 38 36 36 6 6-2" 23 25 27 28 23 19-3" 30 30 32 33 30 28'3" 34 34 35 37 34 6 WAD" T 193" 32 32 32 33 32 23'11 34 34 34 35 34 30'-3" 37 37 37 38 37 311 T T6" 23 23 25 27 23 1T-10" 31 31 31 33 31 26-2" 35 35 35 36 35 T 39 6 16-1" 33 33 33 33 33 21'-11" 34 34 34 34 34 28'3" 38 38 38 38 38 T-10" ' 6 T-0" 24 24 25 27 24 16-8" 32 32 32 33 32 24'-S 36 36 36 36 36 6 11'3" 9 1T-1" 33 33 33 33 33 20'-8" 35 35 35 35 35 26-0" 39 39 39 39 39 70 MPH EXPOSURE C 9 64" 24 25 27 28 24 15-9" 32 32 32 32 32 23'-1" 37 37 37 37 37 9 S 10 16-2" 34 34 34 34 34 19-0" 36 36 36 36 36 263" 39 39 39 39 39 30 10' .63" 25 25 27 28 25 14'-11" 33 33 33 33 33 21'-10" 37 37 37 37 37 W 33 11' 153 34 34 34 34 34 18'9' 36 36 36 36 36 24'-10" 40 40 40 40 40 199" 11' 6-0" 25 26 28 29 25 14'-3" 34 34 34 34 34 20'-10" 38 38 38 38 38 11' 34 17 14'9' 35 35, 3535 38 35 1T-11" 37 37137137 14'6" 33 37 23'-10 41 41 Al 41 41 35 12' 6-9" 25 261281291 39 39 34 25 13'-T 34 13'-10" 34 34 34 20'-0 38 38 38 38 38 12' 39 13' 14'-Y 36 36 36 36 36 1T3" 36 38 38 38 38 22'-10" 41 41 41 41 41 16 7"-3" 13' S6" 26 27 29 31 26 13'-1" 35 35 35 35 35 19-2" 39 39 39 39 39 13' 41 14' 13'4" 36 36 36 36 36 16-7' 38 38 38 38 38 27.0" 42 42 42 42 42 14' 573" 27. 27 29 31 27 12'-7" 35 35 35 35 35 18'-8' 40 40 .40 40 40 14' 1S 13'-Y 37 37 37 37 37 -0 16" 39 39 39 39 39 21'3" 43 43'43 43 43 1S 6-2" 27 28 30 32 27 12'-2" 36 36 36 36 36 1T-10" 40 40 40 40 40 15 16 17-9"36 36 36 36 36 1-- 39 39 39 39 39 20-T' 43 43 .43 43 43 16 S-0" 28 28 '30 32 28 11'-9" 35 35 35 35 35 1T-3" 41 41 41 41 41 16 `JRA MCA GrW VRC V 4' 99" 27 28 31 S 69' 27 28 31 6 8'-0" 25 27 29 T T-5" 25 27 29 8' 6-11" 25 27 29 9 6-7" 27 28 31 10 6-2" 27 28 31 11' 5'-11" 281W,32 12' 576" 28 30 32 13' S3 29 31 33 14' 573" 29 31 33 15 6-1" 30 32 35 16 4'-11" 30 32 35 21 S 20'-1" 33 35 37 39 30 27-4" 33 35 38 40 31 2T-4"- 35 37 40 42 33 35 6 163" 32 34 37 38 30 20'3" 33 35 37 39 32 24'-11" 34 36 39 41 33 33 T 1T-0" 31 33 36 37 31 16-10" 32 34 37 38 32 23-1" 35 35 38 40 35 33 6 15-11" 32 32 35 36 32 1T-0" 33 33 36 37 33 21'-T' 35 35 37 39 35 30 9 15-0" 32 32 35 36 32 16-7' 34 34 36 37 34 20'3" 36 36 37 39 36 31 10 14'-2" 33 33 35 36 33 159' 34 34 35 36 34 193" 37 37 37 38 37 35 11' 176" 34 34 34 35 34 16-0" 35 35 35 36 35 WAD" 37 37 37 38 37 26 17 13'-0" 34 34 34 35 34 14'3 36 36 36 36 36 19-1" 38 311 38 311 38 30 13' 17-5 35 35 35 35 13'-10" 36 36 36 36 36 1T3" 39 39 39 39 39 14' 17-0" 35 35 d36 35 35 133" 37 37 37 37 37 16-0" 39 39 39 39 T-10" 1S 11'-T 36 36 36 36 12'-10" 37 37 37 37 37 16-2" 40 40 40 40 40 11'-2" 16 11'3" 36 36 36 36 17-5 37 37 37 37 37 15-T 40 40 40 40 40 70&90 MPH EXPOSURE 28 B / 70 MPH EXPOSURE C 25 4' 276" 29 31 34 35 28 26-11' 30 32 35 37 29 3T-11" 33 35 38 40 33 25 S 20'-7' 29 31 33 35 29 257-0" 31 32 34 36 31 363" 35 35 37 39 35 30 6 169' 30 30 32 34 30 279^ 32 32 34 35 32 37-2" 36 36 37 39 36 25 T 1Td" 31 31 31 33 31 21'-1" 33 33 33 35 33 299' 37 37 37 37 37 10' 10'-0" 6 163" 32 32 32 33 32 199" 33 33 33 34 33 2T-10" 37 37 37 37 37 34 9 1S3" 32 32 32 32 32 18'-7" 34 34 34 34 34 26-3" 38 38 38 38 38 BAND C 10' 14'6" 33 33 33 33 33 1T6" 35 35 35 35 35 24'-11" 39 39 39 39 39 25 11' 13'-10" 33 33 33 33 33 16-10" 35 30 35 35 2S,6' 39 39 39 39 39 12' 13'3" 34 34 34 34 34 16-1" 35 35 35 35 35 22'-0' 401401401401 16 7"-3" 26 40 30 13' 179" 34 34 34 34 34 156" 131355 36 36 36 36 36 21'-0" 41 41 41 41 41 14' 17-3" 35 35 35 35 35 14'-11" 37 37 37 37 37 20'-10" 41 41 41 41 41 `JRA MCA GrW VRC V 4' 99" 27 28 31 S 69' 27 28 31 6 8'-0" 25 27 29 T T-5" 25 27 29 8' 6-11" 25 27 29 9 6-7" 27 28 31 10 6-2" 27 28 31 11' 5'-11" 281W,32 12' 576" 28 30 32 13' S3 29 31 33 14' 573" 29 31 33 15 6-1" 30 32 35 16 4'-11" 30 32 35 21 1T-11" 31 33 36 37 26 263" 35 37 40 42 30 4' 22 16-0" 30 32 35 36 27 23'-6" 33 35 38 40 31 S 23 14'-7- 30 32 35 36 28 21'-S 33 35 37 39 32 6 24 13'-0" 29 31 33 35 29 19-10" 33 34 37 38 33 T 24 12'-0" 30 31 33 35 30 18'-7" 34 34 37 38 34 8' 25 11'-11" 30 30 32 34 30 1T-6' 34 34 36 37 34 9 26 11'3" 31 31 32 34 31 16-7" 35 35 36 37 35 10' 25 10'-9" 31 31 32 34 31 15-10" 35 35 35 36 35 11' LIVE PRO- a vc' ...... Hewocw LLA%. CONS. FOOTER SIZE LOAD JEC- FREESTANDING ATf 8' TION COLUMN FOOTER N' IN FTR 37 37 10' SPACING 38 38 11' ICBO ES EVALUATION REPORT ER -2621P C, UMN HEIGHTS V P 39 39 13' 8'T 11' 157 1S M 70' MPH EXPOSURE B 20 8' 11'-2" 21 23 .25 26 19 9 10'6" 21 23 25 26 19 ' 10' 10'-0" 20 22 24 25 19 11' 9-0" 21 23 25 26 20 12' 9-1" 21 23 25 26 21 13' 8'9' 22 24 26 27 20 14' 8'-5" 22 24 26 27 21 . 15 8'-1` 23 25 27 28 21 16 1-10" 23' 25 27 28 21 1T 7--r 24 25 27 29 21 70 MPH EXPOSURE C 20 8' 11'-Y 25 26 28 30 19 --.9- -10'6' 25 26 28 30 -19- 10' 19-M 23 25 27 28 19 11' 96" 25 26 28 30 20 17 9-1" 25 26 28 30 21 13 6-9" 26 27 29 31 20 14' 8'-5* 26 27 29 31 21 15 6-1" 26 28 30 32 21 16 T-10" 26 28 30 32 21 1T T -T 27 29 31 33 21 90 MPH EXPOSURE B 20 6 11'-2" 24 26 28 29 22 9 10'-0" 24 26 28 29 22 10' 10'-0" 23 25 27 28 22 11' 9-0" 24 26 28 29 23 12' 9-1" 24 26 28 29 24 17 944 25 27 29 31 24 14' 6-5" 25 27 29 31 24 16 8'-1" 26 28 30 32 25 16 7"-10" 26 28 30 32 24 1T I T-7" 1 27 1 291 31 1 331 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' 96" 28 30 32 34 2 17 9-1" 28 30 32 34 IT 69" 29 31 33 35 _ 14' 63 29 31 33 35 70 MPH EXPOSURE BAND C 25 9- 1a40" 23 25 27 28 1 9 9-5" 23 25 27 28 19 10' 6-11" 23 25 27 28 19 11' 9--T 25 26 28 30 19 12' 8'-2" 25' 26 28 30 20 17 T-10" 26 27 29 31 20 14' TS 26 27 29 31 20 16 7"-3" 26 28 30 32 20 16 T4" 26 28 30 32 20 25 10'3" 32 32 32 34 32 15-2" 36 36 36 36 36 12' TABLE 3.2 26 9-11" 32 32 32 32 32 14'6" 37 37 37 37 37 13 ALL FOOTERS LISTED ARE CONSTRAII 27 9-7" . 33 33 33 33 33 14'-0" 37 37 37 37 37 14' TO USE NONCONSTRAINED FOOTERS 27 9-3" 33 33 33 33 33 13'6" 37 37 37 37 37 1S SEE TABLE ON SHEET 2 OF 8 S 6-0" 22 23 25 27 21 21'-1" 28 30 33 34 29 29-11" 33 33 6 T3" 22 23 25 27 22 193" 30 30 32 33 30 28'-2" 34 34 T 69 22 23 25 27 22 1 T-10" 31 31 31 33 31 26-2" 35 35 6 63" 23 23 25 27 23 166" 32 32 32 33 "32 24'3 36 36 9 6-0" 24 25 27 28 24 15-9" 32 32 32 32 32 23'-1" 37 37 10' S-0" 25 25 27 28 25 14'-11" 33 33 33 33 33 21'-10" 37 37 11' 5'a" 25 26 28 29 25 14'3" 34 34 34 34 34 20'-10" 38 38 175-7' 1261261281291 26 1 13'-T 34 34 34 34 34 1 20'-0" IMIM 13' 4'-11" 25 27 29 31 25 13'-1" 35 35 35 35 35 19-2" 39 39 14' 4'-9" 26 27 29 31 26 17-7" 135135135 135 35 166" 40 40 16 4'4- 26 28 30 32 26 17-2* 38 38 36 36 36 1T-10" 40 40 37 33 5 1 37 34 6 36 35 T WAMerhnax 36 36 8' CC PRODUM, ING 37 37 9 1140 ALL PRO DRIVE 37 37 10' ELKHART, IN 46514 38 38 11' ICBO ES EVALUATION REPORT ER -2621P 36 38 12 HEADER SPANS. COLUMN SPACING. FOOTER SIZE AND COLUMN TYPE FDR 39 39 13' FREESTANDING AND ATTACHED 40 40 14' 1 1 COMMERCIAL STRUCTURES SHEET 4 OF 8 DATE: 2/8/20- 8 200040 40 40 15 APR 18 2003 No. 16273 E., 6 -30 -OS MAR 03 2000 UA k. 3-31-9Z �\ m 9.0 FRFFSTANnING ANn ATTACNFD COMMERCIAL STRUCTURES LIVE LOAD TRIG NADTH C 10 MPH •CONS. JEO Y I aaww 1 I wuM LIVE LQRD TWO NADiH a' I:�ovaw�w CDU Huocw a' .— wwl 7810 YVIOCOLUMN MAX FOOTER SRE MAIN CONS. f007815� MAX DONS. FOOI92 S� WX CONS. FOOT6l S� MI11I CONS. FOOIER S� VAX TER SIZE 4" 9-0" 23 25 FREESTANp ATT CCILUMI A COLUMN ATT 29 3134 COLUMN FREESTAHOYq ATT COLUMNq 32 34 Mzn ATTSPACING 27 4' 25 S V I FTR SPACDq FOOTER FIR SPACING V FTR 29 271" 33 35 SPA/JWG AY FTR SPACINGFTRCOLUMN 35 37 40 42 33 5 6-0" 22 HEIGMS YNEl4/ff5,L 27 16 I�f18 29 31 33 COLUMN V 29-11' COIUMN 11EIGlRS V 36 S VP S 6 161" 8T 1T 19 18 34 37 8T 11' 19 1D' D'T II. 19 ID' P''1S 37 39 32 24"-11'- 34 36 39 41 33 IIF 6 90 MPH EXPOSURE C 10 MPH EXPOSURE JEO I- 25 25 4' 276 33 35 38 40 28 24'-11" 34 36 39 41 29 30-7" 36 38 41 43 31 25 4" 9-0" 23 25 27 28 17 233" 29 3134 35 24 373" 32 34 37 39 27 4' 25 S 20-1" 33 35 37 39 29 271" 33 35 38 40 31 2T1" 35 37 40 42 33 5 6-0" 22 24 26 27 16 20-10" 29 31 33 35 25 29-11' 31 33 36 37 28 S 6 161" 32 34 37 38 30 217-4" 33 35 37 39 32 24"-11'- 34 36 39 41 33 28 6 T1" 22 24 26 27 19 19-0' 28 30 32 34 26 2T-10' 30 32 35 37 30 6 11' T IT -0' 31 33 36 37 31 19-10" 32 34 37 38 32 23-1" 33 35 38 40 35 29 T 8'41' 22 24 26 27 19 1T -T 27 29 31 33 26 259" 30 32 34 36 30 T 30 8' 15-11" 32 32 35 36 32 1T6 33 33 36 37 33 21'-T' 35 35 37 39 35 6-2' 6 61" 22 24 26 27 20 19-5" 27 29 31 33 27 24'-1" 31 32 34 36 31 6 23 9 15-0" 32 32 35 36 32 16-T 34 34 36 37 34 201" 36 36 37 39 36 15 9 6-0" 23 25 27 28 20 156 28 28 30 32 28 279' 31 31 34 35 31 9 32 td 14'-2" 33 33 35 36 33 169" 34 34 35 36 34 191" 37 37 37 38 37 10 56 23 25 27 28 21 14'9' 28 28 30 32 28 21'-T' 32 32 33 35 32 10 33 11' 176 34 34 34 35 34 t5d' 35 35 35 36 35 16-10" 37 37 37 37 37 23 11' Sb' 25 26 28 30 21 1W -Cr 28 28 29 31 28 20-7" 32 32 33 35 32 11' 28 17 13-0" 34 34 341351 69" 34 14'5" 35 35 21 i6-1" 17 65" 38 38 38 34 17 6-2" 25 26 28 30 22 13'-S 29 29 29 31 29 194' 33 33 33 34 33 17 25 17 176 35 35 35 35 35 13'-10" 35 35 35 35 35 1T1" 38 38 38 38 38 31 17 4"-11" 26 27 29 31 21 12'-11" 29 29 29 31 29 19-11" 33 33 33 34 33 13 14' 17-0" 35 35 35 35 35 135135 131 36 38 36 36 36 164" 138138 38 38 38 38 38 14' 4'-9" 26 27 29 31 22 12'-5" 30 30 30 31 30 16-3' 34 34 34 34 34 14' 15 11'-T136136 36 36 36 17-10" 36 36 36 36 36 16-2" 39 39 39 39 39 15 4'-T 26128 30 32 22 17-0" 30 30 30 30 30 1T -T 34 34 34 34 34 15 70 8 90 MPH EXPOSURE B / 70 MPH EXPOSURE C 90 MPH EXPOSURE C 30 4'21'-1" 29 31 34 35 27 254" 30 32 34 36 29 369' 32 35 37 39 32 25 4' 9.0' 27 28 31 32 21 1T-11" 31 33 36 37 26 263" 35 37 40 42 30 4' S 19-10" 28 30 32 34 28 22'-10" 30 31 34 35 30 373" 34 34 37 39 34 S 6-0" 25 27 29 30 21 16-0" 30 32 35 36 27 23'6 33 35 38 40 31 5 6 1T-2' 29 29 31 33 29 20-10" 31 31 33 35 31 295". 35 35 36 37 35 6 Td" 25 27 29 30 23 14'-7' 30 32 35 36 28 21'-S" 33 35 37 39 32 6 T 15-11" 30 30 30 32 30 191' 32 32 32 34 32 2T3" 36 36 36 37 36 T 6-9" 25 27 29 30 23 13'6 29 31 33 35 29 19-10" 33 34 37 38 33 T 6 14'-10' 30 30 30 32 30 19-1" 33 33 33 34 33 256 36 36 36 36 36 6 61" 25 27 29 30 24 12'6 30 31 33 35 30 16-T 34 34 37 38 34 6 9 14'-0" 31 31 31 31 31 1 T-0" 33 33 33 33 33 24'-0" 37 37 37 37 37 9 6-0" 27 28 31 32 24 11'-11" 30 30 32 34 30 1r-6' 34 34 36 37 34 9 10 17-4" 32 32 32 32 32 16-2" 35 35 35 35 36 279' 38 38 38 38 38 10' 66 27 28 31 32 24 1 V-4" 31 31 32 34 31 16-7- 36 36 36 37 36 10 11' 176 32 32 32 32 32 155". 35 35 35 35 35 21'6 38 38 38 38 38 11' 65" 28 30 32 34 25 10'9' 31 31 32 34 31 15-10" 35 35 35 36 35 11' 17 17-2' 33 33 33 33 33 14'9' 35 35 35 35 35 20-T' 39 39 12' S3' 321341 26 10'1" 32 32 32 34 32 15-2' 36 36 36 1713 11'6 33 33 3333 33 14'-7" 36 36 36 36 36 19-10" 139139139 39 39 39 39 39 13' S-1" 29 31 33 35 27 9-11" 32 32 33 35 32 14'6 3737 37 37 37 13' 14' 11'3" 34 34 34 34 34 13'4" 36 38 36 36 36 19-1" 40 40 40 40 40 14' 4'-11" 1281301 29 31 33 35 26 9-7" 33 33 33 35 33 14'-0'" 136[Ml 3737 37 37 37 14'90 MPH EXPOSURE C 1S 4'9" 30 32 35 36 26 9-3" 33 33 33 36 33 13'6 3737 37 37 371 15 30 4' 21'-1" 33 35 37 39 28 24'-11" 34 36 39 41 29 31'3" 36 38 41 43 32 70890 MPH EXPOSURE B 5 18'-10" 32 34 37 38 29 274" 33 35 38 40 31 26-0" 35 37 40 42 33 30 4' 6-2' 23 25 27 28 20 27-(r 28 30 33 34 27 301" 31 33 36 38 31 4' 6 1r-2" 31 33 36 37 30 201' 33 35 37 39 32 256 34 36 39 41 34 S T1" 22 23 25 27 21 205" 29 30 33 34 29 26-2" 32 33 35 37 32 5 T 15-11" 30 32 35 36 30 WAD" 32 34 37 38 32 .27-87 35 35 38 40 35 6 66 22 23 25 27 21 193" 30 30 32 33 30 266 33 33 35 37 33 6 6 14'-10' 31 32 35 36 31 1T4" 33 33 36 37 33 22'-1" 36 36 38 40 36 T 6-2" 22 23 25 27 22 1T-10" 31 31 31 33 31 25-2" 35 35 35 36 35 T 9 14'-0" 32 32 33 35 32 16-T 34 34 36 37 34 20-10' 36 36 37 39 36 6 59" 22 23 25 27 22 166 32 32 32 33 32 24'-1' 36 36 36 36 36 6 10 13'1" 33 33 33 35 33 159' 34 34 35 36 34 199' 37 37 37 38 37 9 SS 23 25 27 28 23 159' 32 32 32 32 32 23'-1" 37 37 37 37 37 9 11' 176 33 33 33 35 33 15'-0" 35 35 35 36 35 16-10" 37 37 37 38 37 10 6-2' 24 25 27 28 24 14'-11" 33 33 33 33 33 21'-10' 37 37 37 37 37 10 17 17-2" 34 34 34 35 34 14'5" 36 36 36 36 36 16-1" 38 38 38 38 38 11' V-11" 24 28 28 29 23 14'3' 34 34 34 34 34 20-10" 38 38 38 38 38 11' 17 11'6 34 34 34 35 34 13-10" 36 36 36 36 36 1T1" 39 39 39 39 39 i7 4'9' 24 26 28 29 24 13-T 34 34 34 34 34 20-0" 38 38 38 38 38 17 14' 11'-3'135135135135135 13'1" 36 36 36 36 36 166 39 39 39 39 39 13 14' 4'6 4'1" 25 25 27 27 29 29 31 31 25 25 13-1" 17-7" 35 35 35 35 35 35 35 35 35 35 19-2" 166 39 40 39 40 39 40 39 40 39 40 13 14' 706 90 MPH EXPOSURE B / 70 MPH EXPOSURE C 40 4' 191" 28 30 32 34 26 22'3" 29 31 34 35 28 30-T' 32 34 36 38 31 70 MPH EXPOSURE C 30 4' 6-2" 23 25 27 28 17 27-0" 29 31 33 35 23 301" 32 34 36 38 26 4' 5 161' 27 29 31 33 27 19-10" 28 30 32 34 28 2T1" 32 32 35 37 32 6 14'-11" 27 28 30 32 27 18"-2" 30 30 32 34 30 24'-11" 33 33 34 36 33 5 T1" 22 24 26 27 18 205" 29 31 33 35 25 26-2" 31 33 36 37 28 5 T 13-10" 28 28 29 31 28 169' 30 30 31 33 30 23-1" 34 34 34 35 34 6 66 22 24 26 27 18 ,19-0" 28 30 32 34 26 266 30 32 35 37 29 6 6 12'-11" 29 29 29 31 29 164' 31 31 31 32 31 21'-7" 34 34 34 35 34 T 6-Y 22 24 26 27 19 1T-7- 27 29 31 33 26 25-2" 3o 32 34 36 3o T 9 17-7' 30 30 30 31 30 14'-10" 31 31 31 32 31 201" 35 35 35 35 35 6 59" 22 24 26 27 19 16S 27 29 31 33 27 24'-1" 31 32 34 36 31 6 10 11'-7' 30 30 30 30 30 14'-0" 33 33 33 33 33 191" 36 36 36 36 36 9 S6 23 25 27 28 20 156 27 28 30 32 27 22'9' 31 31 34 35 31 9 11' 11'-0" 30 30 30 30 30 175' 33 33 33 33 33 169" 36 36 36 36 36 10 6-2' 23 25 27 28 21 14'9" 27 28 30 32 27 21'-7' 32 32 34 35 32 10 17 10-T131131131131 31 17-10" 33 33 33 33 33 1T-11' 37 37 37 371 37 111'4'-11" 17 13 1-9" 4'626 25 2512612 26 27 28 8 29 30 30 31 20 21 21 14'-0"28 13'5' 17-11" 28 28 129 28 28 28 29 29 29 31 31 31 28 28 28 2". 194' 16-11" 33 33 1131 34 3 33 34 33 33 34 35 34 34 33 33 34 11' 17 13' 90 MPH EXPOSURE C 40 4'-T 32 34 37 38 27 22'3" 33 35 38 40 28 30-T 36 38 41 43 31 S 161' 31 33 36 37 28 19-10" 32 34 37 38 29 2T1" 35 37 40 42 33 14' 4'1' 26 27 29 31 22 176 29 29 31 29 18'-3" 35 35 35 35 35 14' 6 14'-11" 30 32 35 36 28 16-2" 32 34 37 38 30 24'-11' 34 36 39 41 33 90 MPH EXPOSURE C T 13-10" 29 31 33 35 29 169' 31 33 36 37 31 23-1" 35 35 38 40 35 30 4' 6-2" 27 28 31 32 21 1T-11" 31 33 36 37 26 26-3" 35 37 40 42 30 4' 6 1741' 30 31 33 35 30 156 32 32 35 36 32 21'-T 35 35 37 39 35 S T1" 25 27 29 30 21 16-0" 30 32 35 36 27 23'6 33 35 38 40 31 S 9 17-2" 31 31 33 35 31 14'-10" 32 32 35 36 32 201" 36 36 37 39 36 6 66 25 27 29 30 22 14'-T 30 32 35 36 28 21'-S 33 35 37 39 32 6 10 11'-7' 31 31 32 34 31 14'-0" 33 33 33 35 33 194" 37 37 37 38 37 T 6-2' 25 27 29 30 23 17-F 29 31 33 35 29 19-10' 33 34 37 38 33 T 11' 11'-0" 31 31 32 34 31 13'S 34 34 34 35 34 169' 38 38 38 38 38 6 S9' 25 27 29 30 23 12'6 30 31 33 35 30 16-T 34 34 37 38 34 8' 17 1 10-T 132 321321341 32 1 17-10" 341341341351 34 ir-ii"I 38138138 38 38 9 SS 27 28 31 32 24 11'-11" 30 30 32 34 30 17'4r 34 34 36 37 34 9 60 4' 15"-0" 30 32 35 36 25 18'3" 32 34 37 36 27 . 25-7- 34 36 39 41 30 10 5-2" 27 28 31 32 24 11'1" 31 31 32 34 31 16-7" 35 35 36 37 35 10 S 135" 29 31 33 35 26 163" 31 33 36 37 28 27-10" 33 35 38 40 31 11' 4"-/1' 28 30 32 34 24 109' 31 31 32 34 31 15-10" 35 35 35 36 35 11' 6 173" 29 31 33 35 27 14'-10" 30 32 35 36 29 20-10" 33 35 37 39 32 17 4'6 28 30 32 34 24 101' 32 32 32 34 32 15-2" 36 36 36 36 36 17 T 11'1' 28 30 32 34 28 176 30 31 33 35 30 191' 33 34 37 38 33 17 46 29 31 1 33 1 35 1 25 9-11" 32 32 1 32 1 32 1 32 14'6 37 i 37 1 37 37 37 13 6 10-T' 28 30 32 34 28 17-10" 31 31 33 35 31 16-1' 34 34 37 38 34 14' I 4'1' 129 31 33 35 26 9-7- 33 33 33 33 33 14'-0' 37 37 37 37 371 14' 9 10-0" 29 29 31 32 29 17-2" 33 33 33 35 33 1 T-0" 34 34 38 37 34 40 T T-2" 25 27 29 30 20 1 T-11" 31 33 36 37 26 263" 35 37 40 42 30 4' 10 9$ 30 30 31 32 30 11'5" 33 33 33 34 33 16-2" 35 35 36 37 35 S 6 61" 5-10" 25 23 27 25 29 27 30 28 20 21 16'-0"- 14'-7* 30 30 32 32 35 35 36 36 27 28 236 21'S 33 33 35 35 38 37 40 39 31 32 5 6 TABLE 3.1 - T SS 25 27 29 30 22 136 29 31 33 35 29 19-10" 32 34 37 38 33 T 6 F -(r 25 27 29 30 23 176 30 31 33 35 30 16-7" 34 34 37 38 34 9 9 W-9' 27 28 31 32 22 11'-11" 30 30 32 34 30 iT6 34 34 36 37 34 9 • 10 V6 27 28 31 32 23 11'1' 31 31 32 34 31 16-T 35 35 36 37 35 10 LNE PROa nc u .... Nw.w LORD JEO YAX CONS. FOOTER SIZE FOR ALL COLUMNS SEE 710N COLUMN FREESTANDING I ATT DETAIL 7C and V ATTCHED SPACING FOOTER W PTR 3- CLOVERLEAF STEEL COL 17-0- COLUMN HEIkh A V P 18'-0" 8'T It' 14 1D' W 4" SQUARE STEEL COLUMN 90 MPH EXPOSURE B S' SQUARE STEEL COLUMN 25 9 10-0" 23 25 27 28 21 9 9S 23 25 27 28 22 10 9-11" 23 25 27 28 22 11' 66 24 26 28 29 22 12' 8'-T 24 26 28 29 23 IT T-10" 25 27 29 31 23 14' T6 25 27 29 31 23 15 T3" 26 28 30 32 23 16 L 1"-0" 261 281 301 32 1 23 90 MPH EXPOSURE C 25 6 10-0" 27 28 31 32 21 9 9-5" 27 28 31 32 22 10 6-11" 27 28 31 32 22 11' 66 28 30 32 34 23 17 6-2" 28 30 32 34 24 13' T-10" 29 31 33 35 23 14' TS 29 31 33 35 24 70 MPH EXPOSURE 8 30 6 9-7' 20 22 24 25 21 9 6-T 20 22 24 25 21 10 6-2' 20 22 24 25 22 11' T9" 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 6-7' 23 25 27 28 23 90 MPH EXPOSURE C 3D 6 9-2" 27 28 31 32 21 9 6-7' 27 28 31 32 21 10 8'-2" 27 28 31 32 22 11' T-9' 28 30 32 34 22 12' T -S" 28 30 32 34 23 13 T-2" 29 31 33 35 23 14' 6-10" 29 31 33 35 23 15 6-7- 30 32 35 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' 69" 28 30 32 34 21 17 65" 28 30 32 34 22 I3 6-T 29 31 33 35 22 60 T 6-11" 25 27 29 3D 19 8' 66 25 27 29 30 20 9' 6-1" 27 28 31 32 20 10 5-9" 27 28 31 32 20 TABLE 3.2 APR 18 2003 TABLE 3.3 Oedmax BURDWC PROD= NG 1140 ALL PRO DRIVE ELKHART, IN 46514 [COO CS EVALUATION REPORT CR -2621P HEADER SPANS, COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES SNECT 5 OF 8 DATE, 2/a/20001 MAXIMUM COLUMN HEIGHT COL COLUMN DESCRIPTION SINGLE FREEST FOR ALL COLUMNS SEE SPAN OR MULTISPAN DETAIL 7C and V ATTCHED ATTACHED E 3- CLOVERLEAF STEEL COL 17-0- 8'-T F 3" SQUARE STEEL COLUMN 18'-0" 11'-0" G 4" SQUARE STEEL COLUMN 18'-0" 15'-0" H S' SQUARE STEEL COLUMN 181-0" 18'-0" J 1 6" SQUARE STEEL COLUMN 18'-0" 18'-0" TABLE 3.3 Oedmax BURDWC PROD= NG 1140 ALL PRO DRIVE ELKHART, IN 46514 [COO CS EVALUATION REPORT CR -2621P HEADER SPANS, COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES SNECT 5 OF 8 DATE, 2/a/20001 LO FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES LIVE TRIB MAMMUN COLUMN SPACING SW STEEL C BEAM FLNE LOAD WIDTH FOR ATTACHED LATTICE ON SLAB MAX CONS. FOOTING SIZE LOAD HEADER MUST BE ABLE TO SPAN COLUMN FREE ATFACNED USITJG COLUMNA' ALL OTHER SPAC_ LNG FUR FTR MIN MAX LB MBF COLUMN _ COLUMNS V 'd' COLUMN S WAIT 1r -T 2(Y -S' 21"-0' 21"-0' WIDTH MAX CONS. FOOTING. MAX 6 1P-1' 10'4' 17--0' 1r4' 1T -W 1r4' FREE ATTACHED 21 r 17-1' 17-7' 14'-r 154• 26.4' 27 22 C 6 10'-r 11•-0' Iz_r 17-1' 253• 26 22 C 9 94' 919' 11'4' 1 Tor 243- 26 23 C 101 BS' 8'-10' tai' 1a4' 274• 26 23 c 11' r_r 8'-0• 94' 94' 21'-11' 25 23 c 17 T-0' T4' 64' 619• 21'x' 25 24 C 13r 64' 6-7 T-10• 6-1• 2a-2' 25 25 C 14' 6-0' 64' r4' r4• 19d' 25 25 C Is— 14' ._5,10'_ .-610'....- -Td _ _ .16=9"._ _25' -25- -C 16 53' 5 6S•' 6-T 16-r 26 26 C Ir S40' S -r 6-0• 6-r Ir -r 2525 6-r C 16 0.4• 4'-11• 54• 5-10' 1T-1• 26 26 c 16 28 4'4• 1 SS' S$ 164' 26 26 1 c I 201 13'-101 28 S-1' S3' 163- 27 27 c 21' S4' 13•-5' 4'-10' S-0' 1S-10• 26 26 C 5' S 16-101 it -r 27S- 21"-0' WIDTH MAX CONS. FOOTING. MAX 6 14'-1' 6 14'-1' 14'-0' 1T -W 1r4' FREE ATTACHED 21 T 17-1' 17-r r 12'-1' 12'-r 14'-r 15-0' 27.2- 29 24 C 174- 6 1a -r 11'-0' 17-7 17-1' 201-7 28 24 C 1114- 9 94' 95" 11'-4' 11'4' 19-r 28 25 C 1949- 101 6S' 6-10• 1013' 1014r 18'4' 28 26 C 26 25 7-4' 8'-0' r4' 94' 1 r-8- 27 25 C 25 '11'r Ir T4' T4' 8'4' 64' 16-11' 27 26 C C 13' 64• 619' T-10• 6-1' 16.3' 27 27 C 15' 14' 64' 64• 7-4' T4' 154' 27 27 C S3' 1S 5•-r S-ta 6-10• T4' 15-2' 27 27 C 9-2' 16 53• S4' 6S' 6-r 14'4' 28 28 C S4' 1r S-0' 51-T6-0" 28 6-r 3' 14' 28 28 C S$ 18' 4'4' V-11• 5'-8' T-101 13'-101 28 28 C 13'-11' 19 27 4'4' SS' S4' 13•-5' 28 28 C 28 201 c 64• 5-11 S3' IX -1' 29 29 C C 21' 6 174• 4'-101' S -W 17-9- 29 29 C' 5' 16-1a 17--r 201ST 21"-0' LOAD WIDTH MAX CONS. FOOTING. MAX 6 14'-1' 14'S' 1r4' 1r4' A COLUMN FREE ATTACHED 21 T 17-1' 17-r 14•-r 164' 23•-r 27 23 C 6 101-r 11'4' 174- 131-1' 27-1' 27 24 C 9 94' 94• 1114• 1114- 2a-10• 27 24 C 101 6S' 6-10• 1013• 1014' 1949- 26 24 C 11' 7-4• 8•-0• 94• 94' 16-10' 26 25 c 17 r4' 7-4' 8.4' 6-7 IV -Er 25 25 C IT 647 64' T-10' 6-1' ir4' 26 26 C 14' 6O' 64' r4' 7-4' 16-6- 26 26 C 15' S -r 5-101 6.10' TC 16-1' 27 27 C 16 S3' SS 6S' 6-r 1S -r 27 27 C I r S4' 9-2' 614T 6-r 15-1' 27 27 C 16 4'-0' 4'-11' S4' 6-10' 14'4- 28 28 C 19 14 4'4' SS' S$ 14'4' 28 28 C 217 6-11' 9-2- S-1' 63' 13'-11' 27 27 C 21' 22 15 V-101 6-0' 13'-r 28 28 c S 16.10' 17--r 201_' 21"-0• LOAD WIDTH MAX CONS. FOOTING. MAX 6 14'-1' 14'4- 1 T-0• 1 r4• A COLUMN FREE ATTACHED 21 r 1 r-1' 17-r 14'-r 1 S4' 19.1' 30 25 c 6 101-r 11•-0' 174' 17-1' it -10' 29 25 c 9 94' 94' 11'4' 11'4' i6-10• 29 26 C 101 6S• 6-10' 1013• 1014' 15-11' 26 26 C 11' 7-4' 8'-0' 94' 94' 15-5 26 27 C 1 r T-0' r4' 64• 619' 14'-T 26 26 C 13' '64' 64• T-10• 6-1' 14'4- 26 28 C 14' 6-0' 64' r4' 7-4• 13'4- 28 28 C 15 S -r SAW 6.10' TAT 1Y -(r 29 29 C C PAN -COLUMN FREE ATTACHED ALL SPACWG FTR FTR MINIMUM OTHERS X -_1d' COLUMN LNE TRIB 0.030' x 3'x B' BOX BEAM 94' 0.042'x 3'x 8'BOX BEAM LOAD WIDTH MAX CONS. FOOTING. MAX CONS. FOOTING SIZE 5' B-17- COLUMN FREE ATTACHED A COLUMN FREE ATTACHED 21 A SPACING FTR FIR MIN SPACING FTR FIR MIN. 11•-r 30 30 •d• '4' COLUMN 6 'd' •d' COLUMN ,PSnON) A 111-11' 26 TYPE A 201 -TYPE . T -W 90 MPH WINDSPEED 53• 17 OR LESS 10 4' 11'-r 26 17 . A 17-4' 29 20 A 16 W -W 4'-11' 94' T-10' 11'41' 29 29 C 17 5' B-17- 25 18 A 14.3' 26 21 A 19 153• 4'4' SS' 94' 11•-r 30 30 C 0.036 6 rS' 23 17 A 111-11' 26 20 A 201 4'4• T -W 9-1' 53• 11'3' 1 30 1 30 C 7.11' T 64' 23 18 A 101-r 26 21 A 21' 6-7- 173• 4-10• 5-0• IV -W 31 31 C 28 8' S -r 23 17 A 6-11' 25 21 A 27 4'-r 4'4' 4'4' 4'-7 101-7 30 30 C T 9 4'-11• 25 18 A T-11' 25 20 A 4' 11'-1' 11'4• IY-F 13'4• 8' 4'4• S -r S4' 163- 101 4'S' 25 19 A T -r 25 21 A S 8'-101 93' 101.9' 11'-0• 16 B-0' WAIT 20 4' 514' 22 14 A 9-r 25 16 A 6 7-4• 7-4• 6-11' 9-2- 14'-S 15-W 19 27 6 4'-r 22 15 A T -r 23 16 A T 64• 6-r 7-4• T-10' 16-1• 30 25 C 6 174• 28 21' E 6-/' 23 16 A 6 54' S-7 64• 6-10' 1r-10' 29 25 C 27 T 4' T-10• V-0' 101-7 5'3' 23 17 A 7._.. -P=11' - -5•=r'- -5=11'- -6-1'- -16-10'- -29- -26- -D-' - -6- -- 12.0' 6 40 -4'J ._.23_ _ 17 A. 101 LIVE PANEL 4•-r S4• S4• 1S-11' 28 26 D 17 9 10 0.036 23'4' 14'-r IV 28 D 4'-10• 5'-0' 153• 28 27 D 28 to D 14' 0.036 11'4- 25 4' 13.4• 28 28 D 17 9-7 6-11' 4'4• 4'-7' 14'-r 28 28 D 13' 6-0' 7.11' 0.042 11'4' 14'4• 28 28 D 1 T 6 0.042 T-101 6-7- 173• 14' 30 E 16 4'-7 13'4• 28 28 D 30 6 E 4' r4• T-101 iS 94' 4'-r 4'4' ITAT 29 29 D T3' T A 0.024"x 3 • SQUARE ALUM COLUMN 111$' T 16 64• 513' 6-1' 6-2' 17-7' 30 30 D r 8' 4'4• S -r S4' 163- 1 T 25 D 6 173• 30 30 E 29 9 D 9 E 16 B-0' WAIT 29 26 11'-11' 30 29 E 26 I 101 163' 29 27 E 30 4' 14'-S 15-W 19 27 e 0.040'x 3' CLOVERLEAF COLUMN 17-0' 11'-r 30 30 a 201 13'-10" 27 27 E 11'3• 30 30 E 6 174• 28 21' E E r CLOVERLEAF STEEL 0.048' 17-0' 11'4• 30 30 e I 6 1 28 1 28 1 E F G 27 17-0' 17-0' 4' T-10• V-0' 101-7 30 30 E T ' S 4' 8'-11• 94• to -10' ' 11'-1• H S SQUARESTEEL COLUMN 12.0' 6 40 4' S T-2' TS' 64• 6-11' TABLE 4.4 T 6 5'-11• 6-3' T-3' TS' E 6 S' 13'-10• 27 23 E T 51-1' 64' 6-2' 64' 19-1• 30 25 C E 6 101 6 4'4• 4'-0' SS' S -r 1T-10' 29 25 C 60 4' 17S 27 26 E S. 9 4'-10• V-11• 16-10• 29 26 D 101 15-11' 28 26 D 11' LIVE PANEL 24.0.C. LOAD 7 153' 28 27 D 17 HANG 10 0.036 23'4' 14'-r 28 28 D 13' 20 0.036 14'4' 8'4' 14'-W 28 28 D 14' 0.036 11'4- T -r 4'S' 13.4• 28 28 D 1S 9-7 6-11' 3'-101 0.042 13'4• 29 29 D 16 6-0' 7.11' 0.042 11'4' 17-r 30 30 D 1 T WA ]TAIT 0.042 T-101 6-7- 173• 30 30 E 16 4'-7 514' S4' 11'-11• 30 29 E 4' r4• T-101 9-1' 94' 4'-r 4'4' S 6-0• 63' T3' rS- A 0.024"x 3 • SQUARE ALUM COLUMN 111$' T 6 64• 513' 6-1' 6-2' 29 24 E 6 r 4'4• S -r S4' 163- 30 25 D 6 9 4'-W 4.4' Ir -6 29 25 D 9 E SCROLL COLUMN B-0' WAIT 29 26 E 101 14'4- 26 26 E 163' 29 27 E 11' 14'-S 15-W 28 27 e CLEARSPANS FOR 3 X B RAFTER LIVE PANEL 24.0.C. LOAD 7 70120 OVER OVER S MPH HANG 10 0.036 23'4' 11'-T 63• 0.042 27-r 13'-r 20 0.036 14'4' 8'4' 4'-11' 0.042 19-10' 9-11' 25 0.036 11'4- T -r 4'S' 0.042 1T -T 8'-10' 30 0.036 9-7 6-11' 3'-101 0.042 16-7- .1. 40 0.036 T4' 6-0' 7.11' 0.042 11'4' 714V 60 0.036 IVA I' V-11' WA ]TAIT 0.042 T-101 6-7- 4'-11' I 22 I 16 I A 4'-11' 1 22 1 15 1 A 14 CLEARSPANS FOR 2 X 6 RAFTER LIVE PANEL 24' O.C. LOAD IT, 70190 OVER S TABLE 4.3 MPH HANG 10 0.024 13'-7' 63• 29 0.032 16-1' 9-0' 20 0.024 9-101 4'-11' 11'-4' 0.032 13'-2' 6-r 25 0.024 6-101 4'S' 94' 0.032 1114' S-101 30 0.024 7-4• 3'-101 16 0.032 1a4' S4' 40 0.024 5-10• 7.11' 1 E 0.032 94• 4 '4' 60 0.024 WA WA ]TAIT 6-2' 0.032 r.r 1 C 17 2821 18 A 17-11' 1513' 28 28 E TABLE 4.3 13' A 11'4' 26 22 14'-10' 29 29 E FOR 10 PSF DOUBLE RAFTERS MAY BE USED 48' O.C. 14' 26 24 A• 11'-4' 14'4' 29 29 E 26 15 A• 94' 25 19 1 14'-2' 30 30 E c 16 1 23 1 19 1 C 8'-2' 1 17.10' 30 1 30 1 E 23 1 4' 5'4• 5-11' 6.10' T-0' C 6-2' 1 23 1 15 1 C COLUMN SCHEDULE MAIC S 4'47 4'-7 514' S4' COL FOR ATTACHED LATTICE COLUMN 6 4'-r 4'4' PATIO STRUCTURES HGHT A 0.024"x 3 • SQUARE ALUM COLUMN 111$' T 16-r 29 24 E 6 15-10' 28 24 E B 0.032"x 1 117 SQUARE ALUM 9 153• 28 25 E SCROLL COLUMN B-0' 101 14'4- 26 26 E B 0.027- x r SQUARE ALUM COLUMN 11'x• 11' 14'-S 28 27 E C 0.040'x 3' CLOVERLEAF COLUMN 17-0' 17 13'-10" 27 27 E D FLUTED COLUMN ALUM. 0.087 17-0' 13' 174• 28 28 E E r CLOVERLEAF STEEL 0.048' 17-0' 14' I I I 13'-2• 28 1 28 1 E F G T SQUARE STEEL COLUMN 4 -SQUARE STEEL COLUMN 17-0' 17-0' 4' T-10• V-0' V -r 4'-7 S H S SQUARESTEEL COLUMN 12.0' 6 J e' SQUARE STEEL COLUMN 17-0' TABLE 4.4 T 14'4' 28 23 E 6 13'-10• 27 23 E 9 174• 27 24 E 101 17-10• 27 25 E 11• 17S 27 26 E MAX '4• I •4' I COLUMN 14'-1' 2821 18 A 17-11' 27 21 A 12'-1' 27 22 A 11'4' 26 22 A• 101-0' 26 23 A• 101-2' 26 24 A• 11'-4' 28 17 A- 10'-30 26 19 A• 94' 25 19 1 c 1 8'4' 25 20 c 9-2' 25 18 c 8'S' 25 19 c TJ' 23 18 c T3' 23 19 C SAW 23 20 c 64' 23 21 C 9S 25 16 C 6-51 25 18 c Td• 23 17 C r-/' 23 18 C 6-W 1 23 1 19 1 C 8'-2' 25 18 c 7-4' 23 1 101 C 6-r 23 17 C 6-2' 1 23 1 15 1 C A' - 8' MAX%WM COLUMN LENGTH A"= 101 MAXIMUM COLUMN LENGTH MAR 0 3 2000 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 V,6070' &t• 3 - 31� d!L CA-LAF ALL COLUMNS MAY BE REPLACED WITH A STRONGER COL - 'A' MAY BE REPLACED W/ BJ CG No. 16273 n 'B' MAY BE REPLACED W1 CJ. ETC. LINEAR INTERPOLATION FOR ALL CALCULATIONS IS ALL E.p. 630. O �♦� Jl t�ille F C Btmmc-PRwprcm W- APR 18 2003 ELKHART• IN 46514 ]CBO ES EVALUATION REPORT ER-262 HEADER SPANS. COLUMN SPACING' FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES SHEET 6 OF 8 DATE: 2/8/20100 t S.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES PANEL EXPOSURES MAX LIVE THIS 8'C BEAM HEADER LIVE TRIB8MAX BEAM HEADER LOAD WIDTCONSTRAINED 20 FOOTER SIZES LOAD WIDTH MAX - CONSTRAINED FOOTER SIZES FREESTANDING ATTACHED FREESTANDING - ATTACHED 30 0.024 TB" 3•-10" 24 COLUMN FOOTER'd FTR MIN FOOTER"d FTR MIN 4'8' 600.024. WA 1'-11" SPACING COLUMN HEIGHTS COLUMN HEIGHTS 6.O" 36 "d COL T4" 60 0.036 'd COL I 0.042 1' S' 59" 6 S 24 11' 11' 15' 18' 6 TYPE EXPOSURE B 90 MPH EXPOSURE C 70 MPH 20 4' 31'-8" 27 29 32 33 21 D 25 4' 25'-10' 34 36 39 41 23 D S 298" 27 29 31 33 22 D 19-T 5' 23'-1" 33 35 38 40 24 D 6 2T-0" 27 28 31 32 23 D 35 6 21'-1" 33 ' 35 ' 37• `39 25 D T ' 26-3" 27 28 31 32 24 E 19 T 198" 32 34 37 38' 26 D 8' 293' 26 28 30 31 25 E E 8' 16-3' 32 34 37 38 27 E 9 24'3' 26 28 30 31 26 E 31 9 1T-2" 31 33 36 37 27 E 10' 275" 26 27 29 31 26 E 1 164" 31 33 36 37 28 E 70 MPH EXPOSURE C 70 & 90 MPH EXPOSURE 21 B / 70 MPH EXPOSURE 60 C 20 4' 31'9" 32 34 36 38 21 D 30 4' 2T9" 30 32 35 37 23 D S S 29.6' 31 33 36 37 22 D 30 6 269" 30 32 34 36 25 E 34 6 2T9" 30 32 35 37 23 D 37 6 24'3" 30' 32 34 36 25 E 1T T 25%8' 30 32 34 36 24 E 18' T 27-0" 29 31 34 35 27 E E 8' 24'-0" 29 31 34 35 24 E 31 8' 274' 29 31 33 35 27 E 20' 9 278" 29 31 34 35 25 E 21' 9 21'-2" 29 31 33 35 28 E 25 10' 21'8" 29 .31 33 35 25 E 26 10' 2175" 29 31 33 35 29 E 90 MPH EXPOSURE B 90 MPH EXPOSURE C 20 4' 31'9" 31 33 36 38 24 D 30 4' 25-10" 34 36 39 41 23 D S 298• 31 33 35 37 26 D S 23'-1" 33. 35 38 40 24 E 6 27'9" 30 32 35 36 27 D 6 21'-1" 33 35 38 40 25 E T 26-1" 30 32 35 36 28 E T 198' 32 34 37 38 26 E 6 24'-4" 30 32 34 36 29 E 6 .19-7 32 34 37 38 27 E 9 23'-0" 29 31 33 35 29 E 9 17"-Y 31 33 36 37 27 E 10' 21'8" 29 30 33 34 29 E 10' 164" 31 33' 36 37 28 E 90 MPH EXPOSURE C 70 & 90 MPH EXPOSURE B / 70 MPH EXPOSURE C 20 4' 2S-10" . 34 36 39 41 23 D 40 4' 2S-3" 30 32 34 36 23 E 5 23'-1" 33 35 38 40 24 D 5 23'-S 29'' 31 34 35" 24 E 6 21'-1" 33 35 37 39 25 D 6 27-0' 29 - 31 33 35 25 E T 198" 32 34 37 38 26 D T, 20'-11" 29 31 33 35 26 E 8' 163" 32 34 37 38 27 D 8' 20'4' 28 30 32 34 26 E 9 1T-2" 31 33 36 37 27 D 9 19-2" 28 30 32 34 27 E 24" O.C. 2W RAFTER CLEARSPANS MAX ROOF HEIGHT 16 LIVE PANEL EXPOSURES MAX LOAD Y 8ANDC OVER SPAN 70 8 90 MPH HANG 20 0.024 F-10" W-11" 20 0.032 13-2" 6-7' 25 0.024 6-10" 4'S" 25 0.032 1118" 5-10" 30 0.024 TB" 3•-10" 24 0.032 1 10'9" 64" 40 0.024 5-10" 7-11" 99' 0.032 914" 4'8' 600.024. WA 1'-11" 40 0.032 TB" 3-10" 24" O.C. TW RAFTER CLEARSPANS MAX ROOF HEIGHT 16 LIVE PANEL 18'-2" MAX LOAD 1" SPAN OVER PS IN HANG 20 0.03668" Tlr4r C E 0.0429-11" 25 4' 25 0.036T 35 -T' 24 0.0429-10" 40 4' 30 0.036 99' 6-11" 41 0.042 1 15-7- 8'-1" 40 0.036 T-4" 6.O" 36 0.042 11'8" T4" 60 0.036 4'-11" C-11" 38 0.042 T-10" 59" 'd' 10' 16.4" 31 33 36 37 28 D 10' 18'-2" 28 30 32 34 28 E SPAN 19 20 21 20 22 23 DETAILS "r V AND W 70 & 90 MPH EXPOSURE B' 90 MPH EXPOSURE C E 3" CLOVERLEAF STEEL 0.018" 25 4' 298" 31 33 35 37 24 D 40 4' 25-3" 34 36 39 41 23 E 18'-0" S 2T-4" 30 32 35 36 25 D 6 S -23'-1" 33. 35 38 40 24 E 6 22 24 11' 6 6 258" 30 32 34 36 26 E 6 6 21'-1" 33 35 37 39 25 E T 23 26 8' 8'• T 248" 30 32 34 36 27 E T 19-T 32 .34 37 38 26 E 9 24 27 _ 9 6 -23-T 29 31 33 35 28' E 9 8' 18'-3' 32 34 37 38 27 E 10' 25 29 11' 19 9 278" 29 31 33 35 29 E 20' 9 1T-2" 31 33 36 37 27 E 11' 26 31 12' 12' 10' 21'8" 29 30 33 34 29 E 12' 10' 164". 31 33 . 36 37 28. E 17 27 . 28 29 33 35 36 TABLE 5.5 70 MPH EXPOSURE C 13' 70&90 MPH EXPOSURE 14' B AND C 13' 13' 14' 25 4' 298" 31 33 36 37 21 D 60 4' 27-0' 33 35 37 39 22 E 15 S 2T-4". 30 32 35 37 22 D 29 S 20'5" 33 35 37 39 24 E 15 30 38 16 16 6 25'5" 30 32 34 36 22 E 1T 6 193" 32 34 37 38 24 E 18' 31 39 1T 1T T 248" 30 32 34 36 23 E 18' T 1T-10" 31. 33 36 37 25 E 19 32 40 36 18' 6 23'5", 29 31 34 35 24 E 19, 8' 169"31 20' 33 36 37 26 E 20' 33 41 21' 21' 9 275" 29 31 34 35 25 E 40' 9 15-9" 30 32 35 36 26 E 21• 31 4 22' 22' 10' 21'8' 29 31 34 35 25 E 23 1 10' 14'-11" 30 32 35 36 26 E 1 35 38 w 48 TAI LE 5.11 37 17 COL COLUMN DESCRIPTION MAIUMUM COLUMN HEIGHT SINGLE .REESTANDING FOR ALL COLUMNS SEE SPAN OR MULTISPAN DETAILS "r V AND W ATTACHED ATTACHED D FLUTED COLUMN ALUM. 0.08212'x" WA E 3" CLOVERLEAF STEEL 0.018" 17-0" 8'-T F 3" SQUARE STEEL COLUMN IF -v T G C SQUARE STEEL COLUMN Iw-O` S H S SQUARE STEEL COLUMN Iw-T 18'-0' J W SQUARE STEEL COLUMN 18'-0' 18'-0" 39 de GENERAL METHOD FOR USING THESE TABLES 1 CHOOSE FREESTANDING OR ATTACHED. COMMERCIAL OR PATIO LATTICE STRUCTURE 2 DETERMINE PROJECTION, WIDTH, OVERHANG, WIND LOAD AND LIVE LOAD. 3 FIND TRIBUTARY WIDTH FROM TABLE 5.6 AND DRAWING 97SCO2. > 4 CHOOSE A RAFTER FROMTABLES 4.3, 4.5, 5.3 OR 5.4 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5 CHOOSE A HEADER FROM TABLES 4.1, 4.2 OR 5.2 THAT HAS ADEQUATE COLUMN SPACING. 6 USE THE FOOTER SIZE SHOWN. 7 USE THE COLUMN SHOWN FOR SINGLE SPAN ATTACHED PATIO. LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. 8 FIND THE APPROPRIATE DETAILS IN THE'CONNECTION DETAILS' SHEETS. FOR CONCRETE PATIO SLABS . FOLLOW 1.4 ABOVE 5 FIND THE MAXIMUM COLUMN SPACING ON SLAB FROM THE DESIRED COLUMN HEIGHT 6 CHOOSE A HEADER FROM TABLE 4.1 OR 4.2 THAT CAN SPAN THAT DISTANCE FOR THAT TRIB WIDTH AND LIVE AND WIND LOAD 7 FIND THE APPROPRIATE DETAILS IN THE'CONNECTION DETAILS SHEETS. TRIBUTARY WIDTHS (FT) FOR SINGLE SPAN ATTACHED STRUCTURES FOR A GIVEN PROJECTION AND OVERHANG (ROUNDED U PROJ. RAFTER OVERHANG (FT) (Ff) 7 4• 4' 4• 4' S S 6 T 4' 4' 4' S 5 S S 6 a• s s s s 6 6 9 S S S 6 6 6 6 10' S 6 6 6 6 T T 11' 6 6 6 T T T T 12' 6 T T T T 6 6 17 T T T 8' 8' 8'• 8' 15 6 6. 8' 9 9 9 9 16 6 9 9 9 9 10' 10' IT 9 9 9 10' td 10' 10' 1& 9 10' 10' 10' 10' 11' 11' 19 10• 10' 10' 11' ' 11' " 11' 11' 20' 10' 11' 11' 11' 11' 17 12' 21' 11' 11' 11' 12' 12' 17. 12' 27 11' 17 17 12' 12' 13• 17 23' 17 17 17 IT 13' 17 13' 24' 17 17 13 13' 13' 14' 14' 25 13' 13' 13' 14' 14' 14' 14' 26 13' 14' 1 a' 14' 14' 15 15 27* 14' 14' 14' 15 15 15 15 28' 14' 15 16 16 16 16 16 29 15 15 15 16 16 16 16 30' 15 16 16 16 16 1T 1T 31' 16 16 16 1T 1T 1T 17' 32' 16 17" 1T 17" 1T 16 18' 33' 1T 1T 1T 16 16 16 18' 34' 17' 16 16 18' 18' 19 19 35 16 16 16 19 19 19 19 36 18' 19 19 19 19 20' 20' 3T 19 19, 19 20' 20' 20' 20' 38' 19 20' ' 20' 20' 20' 21' 21' 39 20' 20' 20• 21' 21' 21' 21' 40' 20• 21' 21' 21' 21' 27 22' 41' 21• 21' 21' 22' 22' 27 27 42' 21' 27 27 1 22' 1 22' 1 23 1 23 1 HDLG 0.0 A Amerimaz g 1140 ALL PRO DRIV� ELKHART. IN 46514 ICSO ES EVALUATION REPORT ER -2621P HEADER SPANS, COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED COMMERCIAL LATTICE STRUCTURES SHEET 7 OE 8 DATE. 2/8(2000 No. 16273/ Exp. 6-30- wS APR 18 2003 MAR 0 3 2onq 6.0 CO UMN AND FASTENER REQUIREMENTS FOR COMMI umn ng Al 0.024 x 3" SQUARE ALUM COLUMN F IF A2 0.024' x 3" SQUARE ALUM COLUMN multiplied by Trib Width 8'-0" Minkman Coluirm lRequired Attached Stuctures for &-(r Lattice Said Co ler Tributary Tributary B 0.02i' x 3" SQUARE ALUM COLUMN F ps C 7 CLOVERLEAF ALUM. 0.040' Area ft Area ft 10 20 26 30 40 80 23 16 Al Al At Al A2 C 31 20 Al Al Al A2 C C 37 24 Al Al A2 B C C 44 28 At A2 B C C D 65 30 Al B C C C D 82 40 Al C C C C E 69 45 At C C C D E 77 50 Al C C C D E 85 66 A2 C C C D E -82--- --Go —A2—C—C--.D 1 1 1 EE_ 100 86 A2 C C D E E 105 88 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 80 C D E E E E 154 100 C D E E E F 186 120 C E E E E F 215 140 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 482 320 E F F G G G 615 400 E F G G G H 682 450 E G G G G H 788 600 E G G G G H 823 600 F G G G H H 1 sole 0.1 COLUMN TYPE COLUMN DESCRIPTIONS DETAIL MAX COL HGHT Al 0.024 x 3" SQUARE ALUM COLUMN F IF A2 0.024' x 3" SQUARE ALUM COLUMN F 8'-0" B 0.032' x 1 12" SQUARE ALUM E, N &-(r MASONRY SCROLL COLUMN (FT) PER STUD B 0.02i' x 3" SQUARE ALUM COLUMN F 111-' C 7 CLOVERLEAF ALUM. 0.040' K 1717' D FLUTED COLUMN ALUM. 0.067 U 17-0" E 3" CLOVERLEAF STEEL 0.048" K 8'-7" F 3" SQUARE STEEL COLUMN X 19-0" G 4 SQUARE STEEL COLUMN X 18'11' H S SQUARE STEEL COLUMN X 1611' J 6' SQUARE STEEL COLUMN X 1811' r We 0.1 :RCIAL AND PATIO STRUCTURES Fastener Terminology 014 SMS = #14 shed metal or Tek screw, 3/4' minimum length 5/16" B = 5/16' Diameter Bat See General Notes for specifics on fasteners aarspan On this char is the distance from the III to the first row of columns. If Kwik Bolt II 1/4' diameter and 7 embedment: ICBO ER -4627 other anchor w/ 5509 shear vs wind and seismic bads. monry anchors must have a shear value of 2500 for Td or seismic bads. V Lag screws must how 21%4' of pmretratbn Into shift. iese lag screws must have an I,/8r lead hole. psf evaluated at 9D mph wind bid (15 psf). Ali other TABLE 6.5: WALL ATTACHMENTS FOR PATIO AND COM. STRUCTURES ANC i ANC 2 ANC 3 ANC 4 1 able G.S: Keamw O/C NUmOef or raS[arMlB iOf bneany 3 LOGOS OF 1/4' LIVE I able O.W. Ke Sec rvumcer Of raSTene S [OF 1 enalon LOBOS SPAN LAG SCREWS Aluminum Material Gage (in) CONCRETE MASONRY Steel Gage (In) (FT) PER STUD num age (in) ANCHORS ANCHORS SMS SCREWS 16" O/C 0.024 0.024 0.032 0.036 0.04D 0.040 0.060 0.060 0.048 0.048 SPACING 0.036 0.052 0.060 0.059 0.100 27 1 2D 24 014 5/15 C 5/16- #14 014 5(16" G #14 5/15 #14 J 5115 25 K 5/16" L #14 M 5/15 N 5/16" O #14 Footer Design Design Footer Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT 2 BOLT SMS BOLT BOLT SMS Uplift Size; of (in) (lbs) 149 384 512 223 248 842 293 944 293 1380 425 115 709 1048 188 (Ibs) d (in) 12 75 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 75 12 13 96 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 96 13 14 119 1 1 1 1 1 1 1 1 1 1 1 2 1 1 1 119 14 15 147 1 1 1 1 1 1 1 1 1 1 1 2 1 1 1 147 15 16 178 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 178 16 17 214 2 1 1 1 1 1 1 1 1 1 1 2 1 1 2 214 17 18 254 2 1 1 2 2 1 1 1 1 1 1 3 1 1 2 254 18 _19_298 3 1 1 2 2 1 2 1 2 1 1 3 1 1 2 298 19 20 348 3 1 1 2 2 1 2 1 2 1 — —1-4-1-1-2— —348 20 - 21 403 3 2 1 2 2 1 2 1 2 1 1 4 1 1 3 403 21 22 463 4 1 2 1 3 2 1 2 1 2 1 2 5 1 1 3 463 22 23 529 4 2 2 3 3 1 2 1 2 1 2 5 1 1 3 529 23 24 602 5 2 2 3 3 1 3 1 3 1 2 6 1 1 4 602 24 25 680 5 2 2 4 3 2 3 1 3 1 2 6 1 1 4 680 25 Stab 75D 6 2 2 4 4 2 3 1 3 1 2 7 2 1 5 750 Slab 26 765 6 2 2 4 4 2 3 1 3 1 2 7 2 1 5 765 26 27 856 6 3 2 4 4 2 3 1 3 1 3 8 2 1 5 856 27 28 955 7 3 2 5 4 2 4 2 4 1 3 9 2 1 6 955 28 29 1061 8 3 3 5 5 2 4 2 4 1 3 nfa 2 2 6 1061 29 30 1175 8 4 3 6 5 2 5 2 5 1 3 nta 2 2 7 1175 30 31 1296 9 4 3 6 6 3 5 2 5 1 4 nfa 2 2 7 1296 31 32 1426 n/a 4 3 7 6 3 5 2 5 2 4 Na 3 2 8 1426 32 33 1564 Fila 5 4 8 7 3 6 2 6 2 4 rita 3 2 9 1564 33 34 1710 File 5 4 8 7 3 6 2 6 2 5 Fifa 3 2 n/a 1710 34 35 1866 n/a 5 4 9 8 3 7 2 7 2 5 nta 3 2 n/a 1866 35 36 203D n/a 6 4 n/a 9 4 7 3 7 2 5 n/a 3 2 n/a 2030 36 37 7204 nfa 6 5 Fila 9 4 8 3 8 2 6 n(a 4 3 n/a 2204 37 38 2368 n/a 7 5 n/a n/a 4 9 3 9 2 6 n/a 4 3 n/a 2388 38 39 2581 Fifa 7 6 Fifa n/a 5 9 3 9 2 7 n/a 4 3 n/a 2581 39 40 2785 n/a 8 6 nfa Fila 5 nta 3 Na 3 7 n/a 4 3 n/a 2785 40 41 2999 nla 8 6 n/a n/a 5 n/a 4 n/a 3 8 n1a 5 3 n/a 2999 41 42 3224 n/a 9 7 nfa n/a 6 nfa 4 n/a 3 8 nta 5 4 Fila 3224 42 43 3459 File Fifa 7 n/a n/a 6 n/a 4 n/a 3 9 nfa 5 4 n/a 3459 43 44 3706 n/a rile 8 Fifa TIM 6 Fifa 4 n/a 3 9 n/a 6 4 nta 3706 44 45 3965 n/a nla 8 rife Fila 7 nfa 5 n/a 3 n/a n/a 6 4 TIM 3965 45 46 4235 nfa Fifa 9 TIM File 7 n/a 5 Ma 4 Na nfa 6 5 Fila 4235 46 47 4518 rile Fila 9 n/a Na 8 nta 5 Fila 4 nla nfa 7 5 n/a 4618 47 48 4812 nfa Na n/a n/a Fifa 8 nfa 6 n/a 4 n/a Na 7 5 n/a 4812 48 49 5119 Fifa n/a n/a nfa Fila 8 nfa 6 nla 4 n/a nfa 8 5 n/a .5119 49 Sfl 5439 nfa n/a n/a rJa TIM 9 n/a 6 1 n/a 4 Fifa n/a 8 6 nfa 5439 50 Fastener Terminology 014 SMS = #14 shed metal or Tek screw, 3/4' minimum length 5/16" B = 5/16' Diameter Bat See General Notes for specifics on fasteners aarspan On this char is the distance from the III to the first row of columns. If Kwik Bolt II 1/4' diameter and 7 embedment: ICBO ER -4627 other anchor w/ 5509 shear vs wind and seismic bads. monry anchors must have a shear value of 2500 for Td or seismic bads. V Lag screws must how 21%4' of pmretratbn Into shift. iese lag screws must have an I,/8r lead hole. psf evaluated at 9D mph wind bid (15 psf). Ali other TABLE 6.5: WALL ATTACHMENTS FOR PATIO AND COM. STRUCTURES ANC i ANC 2 ANC 3 ANC 4 O/C O/C O/C CLEAR -'411 OF 1/4' LIVE SPACING SPACING SPACING SPAN LAG SCREWS LOAD CONCRETE MASONRY FOR 010 x 7 (FT) PER STUD (PSF) ANCHORS ANCHORS SMS SCREWS 16" O/C SPACING 10 24' 24' 16" 27 1 2D 24 16' it 11' 1 17 2 25 24 iS S 11' 1 15 2 30 24' 14' Ir 10' 1 14 2 4D 24 17 8" 13 2 1S 10' 4' 11' 2 1 Spacing between bolts and screws shall be 2.5 times the shank diameter 2 The edge distance of bolts and screws shall be 3 times the shank diameter 3 Connections shall be arranged so that the center of resistance of the connection shag coincide with the resultant line of action of the load. _ _003 J ` L U 3 2000 �f' 3 3J T, oZ sI IVIt GF CALIE�`� • O�Mie PIi IN 1140 ALL PRO DRIVE ELKHART, IN 46514 ICBO ES EVALUATION REPORT ER -2621P COLUMN AND FASTENER TABLES SHEET 8 OF 8 DATE: 2/8/200J R= 0.2' R= .2 ' R= .15' 1:0' R= 0.22' 0.95 0.92' �-.70' TYP. .0" R=.125 561' OUT6SIDE-�{ .55' 0� 0..35'. . R=.125' I i INSIDE I 0.30' J 450 i 1.903' 450' 2. 0.5 R= 0.15' T 216' TYP. Tp, R= 0.20 J 2.50 3.0' .167' 1.6541 } TYP • 2.464' I T 2.10 49'': y 55 1 /2' 1.714' 876" 55 1 2 39' L 42' -� �1.0 16T 1.13Y -11.137' R= .125' / 1.0* 1.0 R= 0.25' TYP. 12.00 • R= 0.15 TYP 1.0' 40' TYP. TYP. ' 6.00' TYP. .. FOR STEEL PANEL: ASTM A 653 GRADE 80 STRUCTURAL QUALITY T19' Fy= 80 KSI STEEL 18.00'Sol 6' FLAT PAN 30 GA GALV T=.0157 28 GA GALV T=.0187 FOR STEEL PANEL' ASTId A 653 GRADE 50, SO CLASS 1 30 GA GALV. t=0.0157' ' 0 3006-H391 ALUM. ALLOY) 12STRUCTURAL PANEL A B " STRUCTURAL PANEL (3006-H391 ALUM. ALLOY) © 18" STRUCTURAL (NEL (3006-H391 ALUM. ALLOY) (3 IRS�E 0.060' TR= YP�0.08' OUTSIDE-� 1 7/8• 3/4• 3' TYP. moi12* • 13/16' 1.50' 3.00' R= 0.10' 0.125' 9/64 1/16' 62'57' I 9/64' R. 0.024', 0.027' 3. 0TYP. 0.72' / L TYP. /16' R. TYP. 5/32• OR'O.040' TYP. 3.090 R= 0.25" - p.2 /16�TYP 0.032' TYP. 0 2.06 TYP. 7/16-3 1.50' 3.00" 1.03 3' 1 13/32 61' TYP. 7/16 1/5� 7/� �1 7/8' TYP R=.037 38.6' 1.250' 6.00' 3/32 TYP. 12.00 6.00 2 1 /4' /8' 4 R. TYP. 2 8"5R. TYP. © ALTERNATE -12" STRUCTURAL PANEL Q 1 1/2" SQUARE COLUMNFQ 3" SQUARE COLUMN QD 3 1/2" X 12", STRUCTURAL PANEL (3006-H391 ALUM. ALLOY) (3003-1-116 ALUM. ALLOY) (3003-H16 ALUM. ALLOY) SEE DETAIL t,ESSIp�j A' ®RICHT QR q� SIMPSON A34 SIMPSON A34 CONNECTOR K'q HANGER CONN. ORE F(ER ADDITIONAL TWO - 16d o OR EQUAL. ��c>�' �G �a STRUCTURAL STRUCTURAL RP NAILS 0 EA. RAFTER WHENRAFTER r �• m PANELS + TYP. PAN / 2 X REQUIRED W1573 " � 6 - X10 SCREWS, 3 EACH LEG � No. •� CONNECTION 1 1/2' OF CONNECTOR - TYPICAL El, b =o of DETAILS FASCIA 1/2- FASCIA AA t DETAIL "A" R 3 DA I DATE REVISION J. .. O 14 x"2 FOR MAXIMUM .) A pp. 0 12' O.C. OVERHANG SEE. ' ' \ _'c SCHEDULE ®RIGHT SCHEDULE FOR MAXIMUMRAFTS HANGS FOR AWN PROJECTIONS �� �f�• v LIVELOADS P.S.F. LIVELOADS P.S.F. J37 NELOADS P.S.F. '= (FT) Engineering Services © ALTERNATE SAVE ATTACHMENT 10 20 2s 30 40 60 10 zo 2s 30 40 60 0 2s 30 0 60 v ��, ^: B 28- 20'117- 14 1 8 r, 1140 All Pro Drive 10 14" 19' 1 ' 10" 8' 6'• " 16"' - �� Elkhart, IN 46514 12 23" 15' 12` 10' 17 10 8 7 25' 21. 16' 1 14 21 13 11 15 9 7 23" 20 Jj�� ..;'.;';\ \? KG IC80 ES EVALUATION REPORT NO. ER -2621P 16' 19 13' r jF� \F 18 18KXX 12 30 �'i SCALL';A NONE NAME COMPONENT PARTS d CONNECTION DETAILS 19 17 12 29 • 1 O REQUIRES ADDITIONAL 2 - 16d NAILS 0 EACH RAFTER ENGINEER AMP 2/6/2000 M 97CDO1 F 9 1�. I 1.q0"- FOR 3 1/; 2.00' PANELS 0.036' �P. 2.00' - FOR 2 1/2' �_ PANELS 6.50' --j •5- - NON-STRUCTURAL 2.50' SDE FASCIA IS NOMINAL .018' IN THICKNESS. 325' J 1.00' 2.00' I r 0.16' I 2.00' -- Ar 1:11.66' —d'67" �- QH 6 1/2" ROLLFORMED HEADER (3006—H391 ALUM. ALLOY) 75' FASCIA HOT. 3.00--: 10.72 -� 0.93 �- Ci 0.72 —� 93 156 3.00 0.28 '.9 0.37 0.72 -0.17 T (IN)= 0.030, 0.040 (ALUM) 1.50' = 0.048 (STEEL) 11� COLUMNS MAY BE TRIMMED W/FLEX— ALUM. FACING. O 2-1 1/2" SQ. X .062' OK 3" ALTERNATE COLUMN EXTRUDED COLUMN (3003—H16 ALUM. ALLOY OR (ALUM. 6063—T6) A-653 Fy=40 KSI STEEL) 2 5/16' BOLTS 1S' T 2 5/16' BOLTS W/ 1' DIA.TTP. x 3/32' THK. STL WASHER 13• 032' x 1 1/2' SO. ALUM, —DECORATIVE ALUM. SCROLLS T"�s OR SOLID FILL 3 -If DR 6 -If (2) 3/8'x3 1/2' HWTI KWIK ANCHOR BOLTS 2 5/16' BOLTS ®_'BOTTOM CONN. CHANNEL ' 4 5' 2 25' QN ROLLFORMED 2 COLUMN CONNECTION W/ DECOR. SCROLL (3003-H16 ALUM. ALLOY) 3'TYP•18'� T c 6.50' 10 SYS 0 FM OWPIG 6' O.C. FOR 6' PANELS 6' O.C. FOR 12' PANELS 9' O.C. FOR le PANELS STRUCTURAL PANEL TABLE 6.5 2.50' 0 FOLLOW - OR 3.50" Al�Iri l SPACING: .062' x / � NOTE HILiI KO -II 1.50' BOLTS PER COD EV JW7 ©ROLLFORMED HANGER (3004-H36 ALUM. ALLOY) 6".12" OR 16' WIDE SIRUCIURAL PANELS ROIlFORYW �— 3.00' —�1 O ROLLFORMED HEADER "H' CONN. DETAILS TO STRUCTURAL PANELS 6 - 114 SMS ON EACH 6.50' I 5 5' SIDE OF SPUCE CQiiERUNE 5' SPLICE LINE ® ROLLFORMED SPLICE CONNECTION DETAILS 9, (3006-H391 ALUM. ALLOY) DATE 3 — 14 SMS ON EACH SDE OF SPLICE— ROLL FORMED HEADER t= 0.036' ROLL FORMED HEADER SPUCE, TIGHT FiJ INSIDE of HEADER, 9 EACH SDE OF SPLICE. 3-114 SMS ON EACH SIDE OF SPLICE ROLLFORMED HEAC;ER SP -LICE (3006—H391 ALUM. ALLOY) No.16273 ' Exp. 630.01 _ SPR 18 REVISION I DATE I REVISION L: 0 Z. 1 70 Engineering Services 1140 All Pro Dfire 31 Zt2�82 Elkhart, IN 46514 VIS- \Q ICBG ES EVALUATION REPORT NO. ER -2621P CAII�M�COMPONENT PARTS & CONNECnON DETAILS SHEEr EERS STAMP 97CDO2 2 OF 9 s 3.00' frIn 7 - L COVER PANEL SEE TABLE "A" NEXT PAGE 8.00' 12 GA. 8" x 3" 1 0.5' TYP. f STEEL "C"— CHANNEL HEADER (STEEL A-653 Fy=50,000 PSI) / :-COVER PANEL 10.0" SEE TABLE "A' NEXT PAGE 00 90" TYP. 12 GA. 10" x 3 1/2" QV STEEL "C"— CHANNEL HEADER (STEEL A-653 Fy=50,000 PSI) 1 2 5/16• BOLTS W/ 1" DIA. I x 3/32• THK. STL. WASHER 3.00' J- — ��&1 _ * 2 5/16" BOLTS I I 2.30" ALTERNATE COLUMN CONN. OR 2.90' I BRACKET. I I 3' SQ. COLUM DETAIL'', 'K OR U' OS 3" COLUMN CONNECTIONS FOR FASCIA HEADERS 5.5' 1.0" 8.0' 3/4" BOLTS SEE DETAIL 'A' AT RIGHT j1 /2" X 9 1 /4" 1.25 FOR BOLT f I.25 SIZE SEE DETAIL 'S' AT LEFT 180" 3.00' T T__1.0" ► .094' 2.251 `- 1.OT NOTE. + SEE DETAIL 'S' AT RQfT FOR INSTALLATION AND + PROPER CONNECTIONS. x+-2.0 `� OT 3" ALTERNATE COLUMN CONN. BRACKETS (STEEL A-653 Fy=40,000 PSI) SPLICE 00 OO i 00 00 00 .00:00 00 001 •O O" �3' 1.5" .1.25' 36" DETAIL 'A' DATE _ SS1 MA n �n 0.14'— 0.1 I TYP. No. 16�1;f .0.17 ry 6.9g,o r F OW 10" FULL—STRENGTH SPLICE DETAIL ASTM A 653 Fy=36 KSI . I 3.000' 37'4) -68814) yr 10" R X •7 0'1;4) 0"HIGHALUMAX 68"(4) I.D..43714).12?-rD. lZ ) 0fi2" RAD(20) t� 187" RAD(16) FLUTED COLUMN (3" ALUM. 6063—T6) "t" = 0.062" UNLESS OTHERWISE NOTED F 3.00", 4.00" .188" 5.00" OR 6.00" n'P• 3u.0-0-IR .00 4.00" 00" OR 6.00" OX 3", 4", 5" OR 6" STEEL COLUMN Fy=36 KSI REVISION I DATE I REVISION -r mAm%rimaz Engineering Services NC. 2- � �,II � 1140 All Pro Orlve 3w T o Elkhart, IN 46514 KG ICBO ES EVALUATION REPORT NO. ER -2621P nmmw �F � IFS j NONE OR COMPONENT PARTS & CONNECTION DETAILS S STAMP 2/8/2000 M 97CDO3 3 O 1 1 8.0' 5.5' 0.14' SEE TABLE 'A' 0.17" �* TYP. T F C 0.17" T- 10" X 5 1/2" W BEAM HEADER eQ� (6061—T6 ALUM. ALLOY) 4.50 SEE TABLE J A" 110" TYP 6.0" OZ 6" W BEAM HEADER (6061—T6 ALUM. ALLOY) /Z)U #10 SMS ® 6",12" OR ---;375" 9 O.C. FOR 6",12", do .900" #10 SMS ® 12" O.C. .291 I 18" PANELS o STABILIZER CLIP— SEE DETAIL AG'. it SMS 6" O.C. FOR 6" do 12" PANELS — 9" O.C. FOR 18" PANEL 0 a #10 SMS ® EACH ROOF 1.0" P,ANEL VALLEY. 5.406" 3 1/2" STRUCTURAL 8 3" PANEL STRUCTURAL PAN L 6", 12" OR 18" WIDE 079" .079" 2.725" 0.062"109" Id 0.062" CN 4.00" 3.00'—�, AD ALASKAN EXTRUDED HEADER (6061—T6 ALUM. ALLOY) AC 1/2" EXTRUDED HEADER (6061—T6 ALUM. ALLOY) ( SEE TABLE 'A' — .09' TYP. FULL RADIUS 3.00 0.72 �1.56V 0.72 --� 0.93 �-- 00.72 93 156 3.00 --� 0,28 0.37 0.72 —0.17 T (IN)= 0.048 AB 3" X 3" HEADER (STEEL) ® 7" X 5 1/2" W BEAM HEADER (A-653 FY=40 KSI STEEL) (6061—T6 ALUM. ALLOY) FA4TFNFRS P17011TR17n FIIR PANFI Tn WFAOFR rnNNFCTinNS 1111 .018 L .024 PANELS, ■2 .032 L .036 PANELS A 6' PANEL USE 50% LESS SCREWS 18' PANE SE 50% MORE SCREWS TABLE 'A' DATE REVISION DATE REVISION o Engineering Services 1140 All Pro Drive Elkhart, IN 46514 C MAX. WIND HEADER NONE MAX. TRIB FASTENING 4 OF 9 LOAD DESCRIPTION WIDTH SCHEDULE NOTE'S 90 MPH ALL FASCIA 10' 2—#10 SMS PER 12' PANEL PATIO STEEL CLOVER, C BEAMS, I BEAMS 12' 2—#14 SMS PER 12' PANE STEEL CLOVER, C BEAMS, I BEAMS 21' 3—#14 SMS PER 12' PANE 70 MPH EXP C ALL FASCIA 10' 2—#10 SMS PER 12' PANEL AND STEEL CLOVER, C BEAMS, I BEAMS 16' 3—#14 SMS PER 12' PANE SEE ■1 90 MPH EXP B STEEL CLOVER, C BEAMS, I BEAMS 16' 2—#14 SMS PER 12' PANEL SEE ■2 ALL FASCIA 10' 2—#14 SMS PER 12' PANE 90 MPH EXP C STEEL CLOVER, C BEAMS, I BEAMS 16' 4—#14 SMS PER 12' PANE SEE ■1 STEEL CLOVER, C BEAMS, I BEAMS 16' 3—#14 SMS PER 12' PANE SEE ■2 1111 .018 L .024 PANELS, ■2 .032 L .036 PANELS A 6' PANEL USE 50% LESS SCREWS 18' PANE SE 50% MORE SCREWS Tu kF MAR r NO. 0 (�cp 3V07� DATE REVISION DATE REVISION o Engineering Services 1140 All Pro Drive Elkhart, IN 46514 C KG ICBG ES EVALUATION REPORT NO. ER -2621P NONE OR PART COMPONENT PARTS & CONNECTION DETAILS NAME w 97CD04 4 OF 9 E I RS STAMP2/8/2000 65 .125' 6.0' 5.75' 010' _ BOLTS 1.125' 1 1 1 1 IL I ' 36" --1 ® 6" W ALUM. HEADER SPLICE (6061-T6 ALUM. ALLOY) A93L. V437* 2" SEE DETAIL ED =.375" HANGER w AA-RA[L 1.18 ® A -RAIL (6083 -Te ALUM. ALLOY) . 2.10'— 1.7 -}- 375' 1.380" ® STABILIZER CUP FOR EXTRUDED HEADER 'AC' (6063—T6 ALUM. ALLOY) r SKYLIGHT PANEL L TYPICAL 12' V -PAN ® TYPICAL SKYLIGHT PANEL CONNECTION WITH 12' V -PANS HFJ�ERS LICE MUST BE LOCATED WITHIN 12 OF A COLUMN. 0.15' EMI UDED HEADER SPUCE WITH TIGHT FTI INSIDE HEADER 0.15' TYP. 5.406" 8 - /14 SMS .250 R. �— 4.00" 8-014 /14 SYS SEE TABLE 8.5 FOR SPACING 1.50" A -RAIL -SEE t-.062' DETAIL 'AF' TYP. TYPICAL 12' V -PAN T 4"r_ 110 60 �- e' GL � °• PAN PANEELS *= FON ,e PANELS 2.25' OR 2.50' � w 0.30 0' 1.50' ® EXTRUDED HANGER (6063—T6 ALUM. ALLAY) 5' 10" --�.5 .s_ 10" `5. 24" ® ALASKAN EXTRUDED HEADER SPLICE f P (6061-T6 ALUM. ALLOY) 1 1.686" 1. ® EXTRUDED CHANNEL CONNECTOR 500 (6063-T6 ALUM. ALLOY) ?:AI_ 1.562" SCHEDULE OF ALLOWABLE SPANS FOR ADJACENT TO SKYLIGHT PANELS. 6 " & 12" PANELS �31 LIVELOAD (PSF) *6" o.oie PANEL SPANS 10.0740.0720.o3s *12" a.oifi PANEL SPANS- o.oz4 o.oaz 1 0.076 10 11'-9' 14'-5' 17'-2' 17'-9' 11'-0' 13'-3' 14'-7' 15'-1' 20 8'-8" 10'-6" 12'-6" 13'-5" 7'-11' 10'-4" 11'-8' 12'-1' 25 7'-2' 9'-5" 11'-3" 12'-1" 7'-2" 9'-3" 10'-7' 11'-2' 30 6'-1" 1 8'-8" 10'-4' 11'-1" 1 6'-7" 1 8'-6" 9'-9" 110' -3 - III 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 — T5 G.E. LEKAN POLYCARBINATE PER t = .062' RES. REPORT 13286 FOR 8' PANELa 1.10' i� 0.80' IFOR 12' PANEL 0E5: .375' .42' .375' I+ (� f— F-- R = 4.50" T I - .30' 5.50' NOS; SEE SCHEDULE ABOVE FOR ALLOWABLE SPANS FOR PANELS ADJACENT TO SKYLIGHT PANELS & NUMBER OF ROOF PANELS NEEDED FOR 1 SKYLIGHT PANEL ® SKYLIGHT PANEL NOJ2 DATE I REVISION I . DATE I REVISION Engineering Services #Amn�nvff 0 0 1140 All Pro Drive lElkhart, IN 46514 �31 KG ICBG ES EVALUATION REPORT NO. ER -2621 P NONE OR PART COMPONENT PARTS do CONNECTION DETAILS L �P 2/8/2000 Q&N 97CDO5 5 OF 9 P 2 5/16" BOLTS - 0.09' TVP. 1 2.5' BOLfS TO SLAB OR FOOTER (ONE EACH SIDE) 3' x 3' ALUMINUM POST 750" 1.0" .750" ®ALTERNATE 3" SQ. COLUMN CONNECTOR BRACKET (6063—T6 ALUM. ALLOY) —HEM* ,12• ROD OIAAD rER 4 HE OWOiER 1. ALL PARTS W E HOT --OP GALVANIZED OR ELET:TOPNATED ZINC MAY BE USED IN LIEU OF ATTACHING TO CONCRETE SL/EL 2. FABRICATION OF AMONG ANCHORS AIA SAFETY SrAI1E8 IS BEYOND THE SCOPE OS TIS REPONT. FABRICATION DETAILS AM GUATTY CONTROL PROGRAM MUST BE SUBMITTED TO BUILDING OFFICIAL FOR APPROVAL 1 ABFING ANCHORS MAY BE USED IN THE FOUDWING TYPES OF SOIL - SNC. GRAVEL CLAY. SA UV GRAVEL SILTY GRAVEL. SILTY SAND, CLAYEY SAND. CLAYEY MWET• SANDY CLAY, SILTY CLAY. AND CLAYEY STT. ® AWNING ANCHOR 1s!1/tiVJrjTf-7 STEEL ANGLE EACI SIDE OF POST1 3/4• i t' MIN. 3/4' All .w. FOR FASTENER-" SIZE INTO FOOTING SEE SCHEDULE 'F' e RIGHT REQUIRED "W" WIDTH FASTENER SIZE MINIMUM 1Y' WIDTH Ile 3 3 e 4 1 2' 1 2 B 58 71 2'. 26' 2-1 A 3 1 d 3-5'16'/ BOLTS 13 2 1 Y . 2 1/2' . 1/-- 2 1/2'x. 2 1/2' . 3/1 e• . ,'-B IFF--#- 10 i --ii - 20'-� JIMEL* PL 96 All PARTS TO BE NOT -DIPPED fiALYANIZfD 16 OR ElECTROPUATED ZINC. MAY BE USED IN LIEU OF ATTACHING TO CONCRETE SLAB. SLE NOTE f2 DETAIL -AR' 16 - SAFETY 6"SAFETY STAKE (ALTERNATE TO CONCRETE SLAB ATTACHMENT) STEEL COLUMN/f R 1 I� (SEE NOTE BELDN) 12' MIN. EMBPENT /2'0 STEEL 12' LONG ON .a ...4 COLUMN :o .12'.�j•. CONCRETE FDOTINO USE USE 1 - 1/2' •STEEL BAR FOR FOOTINGS UP 70 36' CUBE USE 2 - 1/2' • BAILS FOR FOORNGS UP TO 46' CUBE AND 3 - 1/2• A BATS FOR FOOTINGS LIP TO 52' CUBE No. 16273 bo. 6 30.pf SCHEDULE "F" - COLUMN TO FOOTING CONNECTIONS FOR 18'. TO 42' FOOTING SIZES REQUIRED TENSION FOOTING SIZE *HILTI FASTENER CONNECTION TO FOR ANCHOR 'd' (INCHES) (OR EQUAL) SIZE COLUMN TUBE BOLA 'd' = 18' 2-1 4'/ a 2' d 1-5/16'0 BOLT 430j 20' 2--J 2 1/rd I 580j 22' 2-5/16"0 BOLTS e5 24' 2-3/8-0 BOLTS 7901 26' 2-1 A 3 1 d 3-5'16'/ BOLTS 13 28' 13300 W. 16700 32' 2-5/8"0 s 4'd 2 34' N/A 36' N A 38' N/A 40' N/A 42' 3-3 8'I BOLTS N/A ©ALTERNATE FREESTANDING STRUCTURE COLUMN '"d' SIZE IN ANCHOR BOLT OR HILTI FASTENER SIZES INDICATES DEPTH TO FOOTING CONNECTION DETAIL OF EMBEDMENT. EXAMPLE: 2 1/2"d INDICATES 2 1/2' EMBEDMENT OF ANCHOR 'OR EQUAL' TO HILTI FASTENERS, ALTERNATE MUST BE ICBO ES. APPROVED TO PROVIDE ALLOWABLE TENSION EQUAL TO 'REQ'D TENSION FOR ANCHOR BOLT' VALUES SHOWN. HILTI INDICATES HILTI KB -II ANCHOR BOLTS PER ICBG E.S. EV +4627. ® ATTACHED STRUCTURE COLUMN TO FOOTING O FOOTING SCHEDULE CONNECTION DETAIL "d" = 18" TO 32" HILTI FASTENER ALTERNATE DATE REVISION I DATE REVISION _COLUMN _ �3 1/2- 00 sue I IIx 1 2A7,N0. 2 .°' • •''e' FOOTING UNDER a.. ..w••'a.:•. e: . Wr . d' � , ° 'A.- usr �Rou SLAB ® COLUMN CONNECTION DETAIL FOR SLAB 8; FOOTING ATTACHMENT ENGINEERS STAMP Engineering Services x6wdnm 1140 All Pro Drive Elkhart. IN 46514 ?AWN Or KG ICBG ES EVALUATION REPORT NO. ER -2621P 9D7— ORAWW NONE ORPARTCOMPONENT PARTS AL CONNECTION DETAILS NAME SHEET 2/8/2000ETA 97CD06 6 OF 9 6-5/16'• OR 3 1/2'x10'x12 GA 'C' ' ® C—BEAM TO COLUMN CONNECTION 5 1/2' x 10' ALUM W= BEAM OR 5 1/2' x 7' ALUM W= BEAM OR 4 1/2' x 6' ALUM W- BEAM 1 1/2 COLUMN 1.0 8 — 5/16 BOLTS ,0• POST IL = CUT BOTTOM FLANGE OF I—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) ---T � + + 3. 25 'W' MIN. OF 4.50' GG TOP PLATE 'A' 0.5' .0 "L" Am TOP PLATE 'B' 'L' = COLUMN SIZE + 1' 'w' = COLUMN SIZE + 1/2' WITH A MINIMUM OF 4.5' ®TOP PLATES 'A' do 'B' AND SCHEDULE 'B' FOR TOP PLATE CONNECTIONS WITH "I' BEAMS (Y, Z. AA) ON STEEL POSTS 3' x 3' HEADEF 6—/14 2,0' 1,0' ® 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 L � u4-IJ i u4 -LJ 750' ,100' 2,5' 1, ' ,750' ,056 —moi 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, 2 5/16' BOLTS SEE TABLE 8.3 COLUMN 'K' FOR QUANTITY 03' ®ALTERNATE 3' SO. COLUMN CONNECTOR BRACKET (6063—T6 ALUM. ALLOY) J��ALUMINUM 'I' BEAM OR STEEL "C' BEAM 2 5/18' BOLTS W/ 1' DIA x 3/32' THK. STL WASHER t=0.125" SEE TABLE 8.4 COLUMN '0' FOR QUANTITY STEEL COLUMN 't' = 0.048' MN TO HEADER CONN. BRACKET (6063—T6 ALUM.) V j �0&TE REVISION DATE REVISION Engineering Services 1140 No.162�0� * DDII�I�IGPR�01.i8,Q11G Elkhart.All INPro Drive 8514 Exp g.30 L,r e 3 3� ' I ' CMP ICBG ES EVALUATION REPORT NO. ER -2621P UHAWING F 20 3 NONE OR COMPONENT PARTS & CONNECTION DETAILS EN (NEER STAMP 2/8/2000 M 97CD07 SHEET 7 OF 9 r 5 1/2' BEAM t-0.12 J 11 0.08' -0.09' 16+-5/8' 80115, 8 EACH SIDE OF rtSPLICE .0' 5.0' 0'1 2-7" C SPLICE t-.062" TYP ONE EACH SIDE OF 7' Y BEAM 'TIGHT FIT I' �0.2 1.0' Y 0.1' 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 15' FIE 0 AWNING ANCHOR CSR CENTER IN FOOTING TYP. SINrI r ANCHOR DETAIL BI ANCHOR DETAILS FOR ATTACHED STRUCTURES 7' C SPLICES (6061—T6 ALUM. ALLOY) ® 7- X 5 1/2' ALUM. I—BEAM SPLICE BOLT LAYOUT "3= #14 SMS` EACH SIDE r -_ -- 3°X�8" ALU M.-HEADE 12"X -6-1/2'X .024" ,Z - ALUM. SIDEPLATE �S3"' x 8" :HEADER CONNECTION� _ f3= #14 SMS 5 EACH SIDE FOOTING d'_ (IN) ALTERNATE FOOTING SIZE NO. OF _ANCHORS - 18 12N 12"X 15m 1 20 15'X 15"X 15" 1 22 18 18 X 15" 1 24 20"X 20"X 15" 1 26 20"X 20 15" 1 28 24X 24"X 15" 2 30 24"X 24"X 15' 2 32 24"X 240X 15" 3 124"X 24"X 15' f4 24"X 24'X 15" 4 1 /4' — 2X 6 1/2' ALUM. No. 16273 Exp. 6-30.0 r vf�o APR 18 , 5 1 2" + /2e 1/2 " 3— #14 SMS 3" 3— #14 SMS EACH EACH SIDE COLUMN SIDE OF COLUMN 2"X 6 1/2" ALUM. 3"X 3" ALUM. SIDEPIATES COLUMNEND VIEW WITH SIDEPLATES _ -_..J DOUBLE_2" -X-6-1, /.2" BH-4�HEADERyCONNECTION ESS/ p REVISION DATE REVISION �Rq> q AROQbTE - ,y m m NO. 0 "' Engineering Services 1140 All Pro Drive Elkhart, IN 46514 F p \FjDRAWING Err CMP IC80 ES EVALUATION REPORT NO. ER -2621P NONE RLrRT COMPONENT PARTS & CONNECTION DETAILS CA1 GINEERS STAMP 2/6/2000Eff 97CD08 SHEET 8 OF 9 11 .720• 27X 6 1/2'X 12" K6m TERNATE 2- 2"X 6 1/2' ALUM. OR 24• HEADERS IN PLACE OF O.C. RO 3"X B" HEADER WITH HE POST do SIDEPLATES 0.08' EXTRUDED HEADER 3"X 3" POST 2X 6 1/2" ALUM. FASCIA A .1 6 SPLICE WITH TIGHT FIT L-1 INSIDE HEADER. ® ALTERNATE—DECORATIVE TYP FASCIA TRIM ®ALTERNATE 2-2" X 6 1/2' HEADERS -RAIL - SEE DEVIL 'AF' 4- 1/4' BOLTS -OR 3 J14 SMS EACH SIDE 4- #14 S.M.S. ,r 3' X 8' BOX yx1BEAM HEADER .750' '1 UM 'H' Ty 3' 6" BRACKET 0.062' �T 3'X' 3' ALUMINUM g i i i i ,�- COLUMN 10 �ru�.c YLIIYL ® 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) 3 /14 SMS EACH SIDE ®ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN TO HEADER (6063—T6 ALUM. ALLOY) 3 #14 SMS EACH SIDE- IN W 2�3 OR 2 5/16' BOLTS 1�,� p1o•160 0� 41 'r 3'X 3' 2X 6 1/2' COLUMN SIDEPLATES ALUM. FOOTING q 1 L x BRACKET 2 3/8' x 3 1/2' 4i 9 USE ONLY ON SLAB ~ ® 3 1/2" "J" HANGER (6063—T6 ALUM. ALLOY) NON-STRUCTURAL 2.109' COMPONENT i 5.721' ® 5 1/2' EXTRUDED SIDE FASCIA (6063—T6 ALUM. ALLOY) O20TE REVISION DATE REVISION SEE NOTE " \\ l� �. OR d=26" FOOTER `� ;v� �. isrf AT RIGHT - . ;r .; OR SMALLER u N0. " ANAW. 1magEngineering Servlcea � pc 1140 All Pro 6514 C• �/ Elkhart. IN 48514 SLAB OR FOOTING i �� ®ALUMINUM FOOTING BRACKET FOR CONNECTING �TgTF GF KG ICBO ES EVALUATION REPORT N0. ER -2821P SOW— DRAVANG COLUMN TO CONC. SLAB OR FOOTING NONE OR PART COMPONENT PARTS & CONNECTION DETAILS (6063-T6 ALUM. ALLOY) ENGI S STAMP 2/8/2000 Of 97CDO9 9 OF 9 - RAFTERS --'� 2 1 8" t 1/2' OR z' a \I� . L= 2.9j' f0� AFTERS t04 ---�{ t_t� OR Y I �� " TYR co L3 LATTICE ,048 MIN. 4 1• 1 0c' OR t-0.024 TYP (3105-H25 ALUM. ALLOY) 2-18 SMS EACH SIDE _ _ OR 4• 0.042 aO 0.032" L0 ' 3 ASTM A-653 Fy=40 KSI 'a O STEEL CONNECTOR FOR WOOD COLUMN CONNECTION 'LSI ih ~#8 X 2 'SMS FOR 1� 1/2' OR .0265" LATTICE o x,2.1/2' - 2-"p10 X 1 3/4' WOOD _FOR 2- CE SCfiEWS OR 2-110 SMS O RAFTER & SIDEPLATES _ i INTO METAL ti\L1 HEADER -`��- (3006-H391 ALUM. ALLOY) L4 COU N�^�� 3006-H391 ALUM. ALLO (3006-H391 ALUM. ALLOY), mCE (6063 -TS ALUM. ALLOY, T= 0.040' ( �� UM. RAFTER L6 RAFTER HANGER L9 LATTICE"TO-RAFTER-CONN 4- J8 SMS EACH I RAPIER HANGER `Iti v 4-#8 SMS 18' i44"0.'1 HA GER SEE TABLE S�hAT RIGHT. 1 4 BRAMET 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") HEADER HEADER DETAIL MAXIMUM MAX FASTENTING GAGE WIND LOAD TRIB 13-#8 .042^ 3' x 8' Ll. 90 MPH 6' 2-#8 SMS EACH BRKT,_ Z_.-. - `"3'— x 8' ---- - PATI❑ _- 10' SMS EACH BRKT.' .036 3' x 8' L1 90 MPH 5' 2-#8 SMS EACH BRKT. 3' x 8' PATI❑ 10' 4-#8 SMS EACH BRKT, .032 DBL 2 x 6 L11 90 MPH PATIO 10' 3-#8 SMS EACH BRKT. 094 8' STEEL C L23 90 MPH 22' 2-#14 SMS EACH BRKT. 90 EXP C 10' 2-#14 SMS EACH BRKT, MAR 0 3 SFr 1/4' x 4' LAG SCREW Q C. ! DATE REVISION DATE REVISION SEE TABLE 8.5 COLUMN X-jZ�IT GER- 2 X DO" ANC4 FOR QUANTITY ��ESSIUNq� ALL 10 PSF USE 1 LAG Q� �, KATq !cam ' PER STUD 16' ❑/C SIDE ALUM a �Gv�� r N 2 70 z SrROCRAFTER 3 3,a 2 e Engineering Services SIMPSON HANGER �' v / 1140 All Pro Drive N U 6R PER I.C.B.O. � E*0'S.9� J'19 1VI\'�a�Qi � Qui Elkhart. IN 46514 S0DE EV. 1258 Q� FACH O P �C 20�"� f OAL�E KG ICBO ES EVALUATION REPORT NO. ER -2621P L8 ALTERNATE RAFTER TO WALL CONN. NONE HEART COMPONENT PARTS k CONNECTION DETAILS FOR PATIO & COMMERCIAL LATTICE STRUCTURES, ENGINEERS STAMP 2/8/2000 ffmw97LTOI_ 1 OF 4 1/2 DIA.PLASTIC 2"x 6 1 2" OR 3x 8' SEE SCEDULE FOR SIZE-� LTERNATE 2- 2'X 6 1/2" BOX ON HEADERS IN PLACE OF 3'X 8' HEADER WITH HEADER SPLICE MUST BE CENTERED ON COLUMN ` POST do SIDEPLATES 2- /14 SMS o BOX SECTI )N FILL 112- DIA.1-LT- 3"X 3' POST EACH SDE 3' X 8' HEADER--7n,,— � NOTE USE PLASTIC PLUG TO ACCESS HOLES USED WHEN ATTACHING o S.M.S. INTO ANOTHER BOX SECTION IN WHICH THE SMS LENGTH WOULD EXCEED 2 1/2'. I 2- 2*// 'X 3' OF510EPlATES , L10 PLASTIC PLUG DETAIL L11 ALTERNATE 2-2" X 6 1/2' HEADERS COLUMN COLUMN - , L16 HEADER SPLICE DETAIL SSION o � A�G9� W � °z 37" (4) 3E1m E.3c 0.72 11..55 6--{ 0.72 0,93 L P� 3.00", 4.00" .188" 3 0.72 .� $ 2QQ3 5.00" OR 6.00' TYP. .688'(4) 3.0' -T--T � L32 3", 4°, 5" OR 6" 10" R X 7 0"(4) 10" HIGH 0.931.56 3,00 0.281� STEEL COLUMN ALUMAX 68 '(4) Fy=36 KSI L3.00', I.D. 0.37 0.72 .43714) II 4.00" 5.00" OR 6.00" --j f 0.17 125" RAD. T (IN)= 0.024, 0.030, 0.040 (ALUM) .020' DP. (36) x 70' .062' RAD. (20) = 0.048 (STEEL) DATE REVISION DATE REVISION (12) 187' RAD.(16) COLUMNS MAY BE TRIMMED W/FU7f- ALUM. FACING. QROfESS! L31 FLUTED COLUMN L30 3" ALTERNATE COLUMN ��� TU loan `�' r+2 (3" ALUM. 6063-T6) (3003- H16 ALUM. ALLOY OR Engineering Services °t' = 0.062" UNLESS OTHERWISE NOTED A-446 Fy=40 KSI STEEL) � NO. �'^} 1140 All Pro Drive oWc Elkhart, IN 46514 dL % • KG ICBO ES EVALUATION REPORT NO. ER-2621 P ` COMPONENT PARTS k CONNECTION DETAILS r�qJ V NONE NAME FOR PATIO & COMMERCIAL LATTICE STRUCTURES OF I.- SHfff ENGIN P 2/8/2000 ON 97LT03 2 OF 4 5/16' BOLTS W/ 1' DIA. x 3/32' THK. STL. ,WASHER . 5,5' TO B' STEEL 'C' BEAM i 'SEE TABLE 8.4 COLUMN E4 i .575 2.35' FOR QUANTITY I l L I 750' .100' 0' I 2.5' 1 .750' .056 5/16' BOLTS SEE TABLE 8.3 COLUMN 'M' FOR QUANTITY .048 x 3' x 3' STEEL POST i i ®ALTERNATE 3' SO. COLUMN CONNECTOR BRACKET (6063-T6 ALUM. ALLOY) 3"X B" BOX BEAM WRAP "X 8"X 12 GA. BEAM L23 3" X 12" X 12 GA. STL. 'C' BEAM WRAP W/ 3" X 8" ALUM. BOX BEAM APR 18 2003 Ess►o,�q� K419��,yc 2 DETAIL 3" X 8" — 1 FOR ATTACHED STRUCTURES a a r " No: 16273 COLUMN TO WRAPPED 3" X 8" X 12 GA. 6.30- Exp. 6.30. 0 'C' BEAM HEADER CONNECTIONS' F DATE REVISION DATE REVISION CG ' a Engineering Services N0. - `' 1140 All Pro Drive ur Ei hmt. M 46914 IC80 ES EVALUATION REPORT NO. ER -2621P NONE F2�/18/2000 �IEAI� COMPONENT PARTS 3 CONNECTION DETAILS STRUCTURES FOR PATIO & COMMERCIAL LATTICE EERS STAMP =97LT03 3. OF 4 AW OR AW x 3' M e' 4ffADFR Q 70 & 90 MPH WIND SPEED S'X Ir -#-- 1'. 014 Sta EACH SIDE $' X Bw BOX BEAM HEADER --,ALUM. 'H' I BRACKET 3'X 3' ALUM. COLUMN t24 ALUMINUM 'H' .BRACKET FOR CONNECTING COLUMN TO HEADER (6063—T6 ALUM. ALLOY) 3.#14--SNS-�EACH:SIDE - +.OR='2-5/161" BOLTS 30X 3""'�, 'X-6 1/2' POST'S ISIDEPLATES _�ALUM7FO0 BRACKET I SLAB OR FOOTING I27 ALUMINUM -FOOTING, BRACKET FOR=CONNECTING i -POST TO -CONC. 'SLAB `OR -FOOTING (6063=76 ALUM. ALLOY) �-- P 014 SMS EA04 SIDE 311 3' POST COLUMN W/ 'H' BRACKET t /14U o rx8' o 0 sr x ears Pubs r COUAIi L7 6 HEADER SPLICE DETAIL APR 18 2003 ® -, 3 014 SM EM N SIDE 3 014 66 EACH SIDE SIpEPLA 311 3' POST COLUMN W/ SIOEPtATES IY ®SAFETY STAKE IN CONCRETE FOOTING a DATE REVISION DATE REVISION tR�FESS 4( U r' N0. 0 EnpinoerinS SorvToee 1140 /dt Pro fAtbsrf, IN 406W1414 T ! << • K0 ICBO E5 EVALUATION I"= N0. ER-262tF f F�.�y� ��` ' aarrPatEttr PAM a awmL" N OEM �'`t 3•�j =0'L Nm RSR mm « came=& tiRncE SI616nm GI STAMP Z000 97LT04 4 OF 4 a '2 PAGES 97GN01 GENERAL NOTES �°�essbna/pn9 , ICATf�, m 21152 ` 2 PAGES R. F. o TUCKER mss: nee.. 1 PAGE 9/1ORA� 2 PAGES 97GN02 97SC01 STRUCTURAL CONFIGURATIONS 97SCO2 . )1 )2 )3 )4 )5 )6 )7 )8 )9 1 2 3 4 1.0 ROOF PANEL SPANS AND I hereby c,r - that this plan, spCNI- catlon, or; oportwas preparoG 5y me or under my direct svpeMsbn end that I am o duly R•��;tered Ftofos- sional E4""" unaer the Icws Of the Si ate of Minnesoia. 7, R. F. TUCKER �ip�l No. 2.": • F�IUC%-, .., 9 4a�����1 0 FiJGlpFd9 _ &.,(b.cd-�V%(+cw L TUCKER ' Z55c Pttp � U l OF \O•••!��` ,NDF. f,G�1p� q I _ I%sre' e �No. 142/5 Liq » R.F. TUCKER • _ �J PROFESSIONAL @�,g0 ES EVALUATION REPORT NO ER -2621 P ` ENGINEER ' ' F 't G/NEEa �Q�:°PAGES DRAWING TABLE OF CONTENTS NO. 33793 +" "` '2 PAGES 97GN01 GENERAL NOTES �°�essbna/pn9 , ICATf�, m 21152 ` 2 PAGES R. F. o TUCKER mss: nee.. 1 PAGE 9/1ORA� 2 PAGES 97GN02 97SC01 STRUCTURAL CONFIGURATIONS 97SCO2 . )1 )2 )3 )4 )5 )6 )7 )8 )9 1 2 3 4 1.0 ROOF PANEL SPANS AND I hereby c,r - that this plan, spCNI- catlon, or; oportwas preparoG 5y me or under my direct svpeMsbn end that I am o duly R•��;tered Ftofos- sional E4""" unaer the Icws Of the Si ate of Minnesoia. 7, R. F. TUCKER �ip�l No. 2.": • F�IUC%-, .., 9 4a�����1 0 FiJGlpFd9 _ o�Ss\CPL RAYMOND F. W TUCKER ' 12733 OF \O•••!��` ,NDF. 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 1, TluUC/f l'c" �a1'P s o. ENGINEER 1 cg Z 6335 bp� �Or..•....... oql R.F. �2 TUCKER S' - s E•5170 OF NEBPPS�P�' oiOF nIMµ1'''. F TUcrrR c' NIIM3ER E• -gds 1 e no+— OROFESSIONAL PE 4074 :�p�tiGiNF(. G�2 i .stir.. 6.0 COLUMN AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURF�$pgO�F: '1 . CIONT FARTS AN a CTION DETAILS FS•nF ` �y. (>''>: °gyp p1 iy _ L F ' 0� D Q worEssloNAl� Gi ESy 844 .� 'u o 6 6352 .: OREGON ` R. �. TUCKER Na.12tOV R F IUi'StER ' ` `•:1�. 21321 N ...la p.o.•c ,:NGINEER �� a •':`r(�.: T„ Oq .�•< ij�O IC+Z�t'. IS .o f toll N0. lei,.,• /� ��ti�� .$ DPK . ,o' /////IIIIIC:. R ST 2 i�Yi+Y_�E,f �.: •. �"'- f�, .� COMPONENT �WT8'T. fflk ja�C a GEORG o s�q ��C,1 TF��� NO. 8143 ' No.60880t8c. PROFESSIONAL a; /STAM o j 9 e'�'CI ;:,��c,• •......••� mss, ;, =C., ��GiNf��•s�Z: =WiN 1833 _ • a O OF ijOryD•F•tJp���. ON DETAILS rPROFESSIONAL 1�ys8,,,, 81�� 1 pA 12733 IERICIAL LATTICE STI r(FA, Y, R. F. .� ''. R. F. TUCKER c Reg. No. 27'575 _= REGISTERFI PROFESSIONAL ENG,NEF: Tucj 40222 ° NS\0 YO NAI AI •. ,$0N Tp,yq RAYMOND TUCKER jD 13084PE �F gfCISTERE \� NIVAL R. F. TUCKER E-61529 QFClSi .� ., Bioh�pt yv R. F. TUCKER No. 032085 .. rslQnrw. Ei�CrT Pte_ •;"F_ 4v�'C'I N fly �.�y-; �=N 1833 oi�= 12733 OF \O•••!��` ,NDF. 12733 IERICIAL LATTICE STI r(FA, Y, R. F. .� ''. R. F. TUCKER c Reg. No. 27'575 _= REGISTERFI PROFESSIONAL ENG,NEF: Tucj 40222 ° NS\0 YO NAI AI •. ,$0N Tp,yq RAYMOND TUCKER jD 13084PE �F gfCISTERE \� NIVAL R. F. TUCKER E-61529 QFClSi .� ., Bioh�pt yv R. F. TUCKER No. 032085 .. rslQnrw. Ei�CrT . N '. ..... -.. alt +ul .� ... :. Q .••' •. 'q . .• . ALE tU aQFu /q, oe °µ C,4Rpi '°°., TUCl� ABA O °. ! oN NCS o` Mr F� /!j .•F . 'E OFNEIy� .• �,IUCKF SSS NF1 ��OF ��• iE •,, M0N7q,1, ,Q %STEgE -y d .'N. F,➢•• Qt 9 �k 9 <►' >o p QG,� q �� �ESSIp°'•.q� \$TfR o eti2 TUCKER 2ca_,'��:':(••?UC�.•W, a AMEX/ b Qo:. ,nom, ''�ptrpFT�� :ze F:<: ?� lto "' �' RAY * `y~ '�RAvI�gOND r :�Qo : �k'G Fo N0. 14275 �L c.• %Q• A• o j MOND F. •E m , 'i ' �T R. F TUCKER • SEAL ? N TUC = PROfE$SIONAL PROFESSIONAL ,y?• E-5170 a: 4022 -4 8936 ' TUCKER o 9 NUAABER o 1308KER 15716 i _ RE 4074 ....• S� Oma`, �y•.!/C EQ.' 0. F `c, ice'• ,t ��,. 4314 :'C c^ C/STERE ? INE •`• F . o E s c o \ �••° O i h ti BQ Q N <c O \ v' ' I V I1 ..: p ; " A G/NEE- Q�:� ,�e�i .iY ES •.�•.. A d O J' i Oma cL i G 9 ° '.:�/DAIALEN��.•' 90FESS\ �P N• d `� 27692 t�-" gGF.....`ON`^' E� ``'•. �� 7UCll����. 0 D 8628 0 �. P� NAL •. I \�' q / ffCCSS � °rlilrlle• TUC •`� 1. DESIGN IN ACCORDANCE`VOTiN THE UNIFORM B G CODE 1997 o ��WO OR DESf�'iJnl m0iIfG 0NENTS %•.,,,..... 1 C 0 F EDITION. ' ' Qotes:Iona/ D,.•�"" •. Fl`1iG HT LESS THAN 15 FT Design Uplift Wind Pressure (psf) f �_vSi °a t ICArF o 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE LATEST EDRION OF ALUMINUM ,r �.; "P., \O ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE UNIFORM BUILDING COD �� ::' �" �;- Simple Span Areas Eaves and Overhangs R. E TUCKER 21152 .................`:.; 'Seed Unenclosed Enclosed Unenclosed Enclosed = E-61529 I R. F. - 3. EACH BUILDING PERMIT SHALL BE ACCOMPANIED BY .TWO COMPLETELY DIMENSION""R -.... F 1. ` h Exposure f o TUCKER _ _ PLOT PLANS SHOWING EXACT LOCATION AND SIZE OF EXISTING AND PROPOSED s w e STRUCTURES: - - - - - ,�pue .r,.:. 0 ♦ 0-- _ B - 10.16_ 10.16_ 10.16 21.87_ 9 s, °v s0 ' r Afrs "-mss FFG/ST[vF0 e'. ned.. Q J q9/IONA. USP 4. DESIGN LOADINGS:ESSrpyq� jl' tr„�F �� } 0 B 16,76 16,76 16J6 36,11 ° . �, 70 C 17,36 17.36 17.36 37.40 .;5 ATE 1y A. APPENDIX CHAPTER 31 DIVISION III. PAT10 COVERS: �°° 5 '`'IyEG. No °°• eF� % 941 *9;�,� .Y,;,� '; � ��, .' 90 C 28.66 28,66 28.66 61,73 AR AN 0 UVELOAD: 10 POUNDS PER SQUARE FOOT. - � e 6362 • * • 20 POUNDS PER SQUARE FOOT a R. F. TUCKER ° ��` 1�J j� 8440 ;• REGISTER D ,5 25 POUNDS PER SQUARE FOOT _ J �•� " {T LESS THAN 18 FT Design Uplift Wind Pressure (psf) 4 PROFESSIO AL 30 POUNDS PER SQUARE FOOT •" s� tP�1; Simple Span Arens Eaves and Overhangs , z OFtclaON - 40 POUNDS PER SQUARE FOOT °. ;'H DAK.." :` �•� p p g r ENGINEE 60 POUNDS PER SQUARE FOOT '°°°°°° SI Unenclosed Enclosed Unenclosed Enclosed 4° No.452 - ° R. F: TUCKER , I WIND LOAD: FOR 0,4112 > SLOPE < 2112 ...• �sr6,1 c�j NG. 032065 nl� : Exposure � B 10.65 10.65 10.65 22,93 T<s` c�0 C ql ° ti °,:. �p B 17.58 17,58 17.58 37.86 F� Design Lateral/Upllft Wind Pressure (psf) - : _ ' 'OF �: ,{ 0 C 18.05 18.05 18,05 38,88 _.<rb°irceo �. z Speed Simple Span Areas Eaves and Overhangs:¢,ii .�. lN- 90 C 29.80 29.80 29.80 64.18 � �ROFEssiowe �. • AG'A1S LTL' ' .. ' N0. 260 mph Height Zone Unenclosed Enclosed Unenclosed Enclosed' R TUCKER ' •.. b(p 3 -51 o2- 70 Less than 10' 7.5 7.5 7.5 7.5 90 Less than 10' 11.3 11.3 11.3 11.3 ' 110) FOR DESIGN OF PRIMARY FRAME SYSTEMS yNOGINEE. 9l �CIVIr 70 Less than 12' 10 10 10 10 pi %Lsyi Design Wind Pressure (psf) F Of. CA L1F .F. C :`> ,� Exposure B Exposure C 90 Less than 12' 15 15 -15 15 Ip i h.irebv certih, Y. - •re0��.,k /S �•,� ui ht4�:;;I, � 70 mph 90 mph 70 mph 90 mph g°J�9E�,'• or unn rr,`y•.if.a s i:�ry K, �p ,9 1 $ Lateral 10.2 16.8 17,4 28,7 E '3 _ C , 6Q t % B. COMMERCIAL STRUCTURES that I �;:� 0 r; • 'n F U lift o 8 S u.y kr, r tert•�. i a'c F G`, f P 10.0 15.0 10.0 16.05 P4o.121 ov r ., z}2 slono.: ''<Ipuier under ine i. S �'. . .i = �l 0 20918 a UVELOAD: 20 POUNDS PER SQUARE FOOT. of the Stot3 of MinneSa a. S�ilrt ' •o c� 25 POUNDS PER SQUARE FOOT �y %� •. F• TU O 30 POUNDS PER SQUARE FOOT R. F. TUCKER y° r O��c�•••..�Fp 40 POUNDS PER SQUARE FOOT Daae -� ST/O e.°° alta No. ?._ y /Q A�. e• 60 �j.111ND.�, PER SQUARE F _�/ ,,, . TU�� / Q TE REVISION DATE REVISION • at CERTIFICATE - t4• S/ �i, - t1tltr•'• •I ' PR P EtFO Opp f :iUCy`Q `� (;<°. RoF Q�__ \ P. T;..- 4 Qf.••.....,,NF q, Na 15896 *.•..p..•�•tr Q`• EM 1E �i : �i f'• GIN si '. \G eF 9 , ~ aQj TUC STATE Oi. �ij �1 FSC •\ p" b O R. F. TUCKER y ENGINEER (/""'r'1355'7 F'' f`; rr��pp//II �! �P°�'� G� % IDA ` W Z ' Reg Na.. 27575 = w i ! P 57 q'ti - �D. 7:70't jar a .a,� FLOR _ i D - v:{,r5TF.REr c it a = 135 . R. F. TUCKER 1833 0 7 r _ 12733 - U 6385 - Engineering Services % -C)' ¢NAI ENGINEER - 1; i TcR f G\� p 9r P • Q• . y -7 4 0'° 5 'Ar 1140 nN Pro Orly No. 2053 j `` DEN y's'•444F�MMiiilflm • � Iw `5` �`` o \ \¢ 'fl�.�i�s/ E r' - I� PR�01.'f�� Mart. w 4=14 Ns� ��4 GEORG/ i iii l /�n� IUYtto'� "' c CJS �... KG ICBO FS EVALUATION REPORF N0. ER -2621P rRnF '� Q �p•IST���°P P 9 N + +* p 82.- � NONE GENERAL NOTES 40% Al G .V..ER.F.RF. TUCKER ROFSIONAL R. F. ENGINE S STAMP 97GN01 R 2 P Ep'•; s rn 2/8/2000 w Q No. 11458 W` /c CT U Gy.�� BTATT��fOtR tti ; 9 5 3 8 33 93 a" Date Q���i `°�. iAP' qFG/STEKE'a L y r ..IAwP: G.,,,, ., �` Qy c row11N No. 16273 ��S G\� ► r a o W s,0NALIr�a "\ 'kms/� 'ONA%.�•�\�e� /ONAL FN T t i 1 * Erp. 630.0 CAS FIR 18 2003 I I GENERAL NOTES: (CONTINUED FROM SHEET NO. 1) NOTE: EXPOSURE "B' HAS TERRAIN WHICH HAS BUILDINGS, FOREST OR 17. PATIO STRUCTURES MAY BE ENCLOSED WITH INSECT SCREENING. SURFACE IRREGULARITIES COVERING AT LEAST 20 PERCENT OF THE GROUND LEVEL AREA EXTENDING ONE MILE OR MORE FROM 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 . NO CRACKS WITHIN ' 2'-6" OF COLUMNS.. COLUMNS SHALL BE SET BACK A MINIMUM_ OF 4 INCHES FROM EDGE OF SLAB. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL. ALLOWABLE SOIL BEARING PRESSURE OF 1000 POUNDS PER SQUARE FOOT. STRUCTURES SUPPORTED BY FLAGPOLE TYPE COLUMNS ARE NOT ADVERSELY AFFECTED BY A 1/2 INCH LATERAL GROUND MOVEMENT AND FOOTINGS FOR THOSE STRUCTURES HAVE BEEN DESIGNED FOR AN ALLOWABLE LATERAL SOIL BEARING PRESSURE OF 200 POUNDS PER SQUARE FOOT PER FOOT OF DEPTH. SOILS OF ORGANIC CLAYS OR SILTS REQUIRE A SOIL INVESTIGATION AND SPECIALLY DESIGNED FOOTINGS. FILLS MUST BE PLACED UNDER A LABORATORY CONTROLLED COMPACTION SUBJECT TO APPROVAL OF THE BUILDING OFFICIAL. 7. ALUMINUM BOLTS TO BE 2024—T4. 8. COMMERCIAL STRUCTURES MAY BE USED FOR PARKING OF MOTOR VEHICLES PER LOCAL BUILDING CODES. APPENDIX CHAPTER 31 DIVISION III PATIO STRUCTURES MAY NOT BE USED FOR PARKING OF MOTOR VEHICLES. 9. FREESTANDING STRUCTURES SHALL NOT BE ENCLOSED IN ANY, MANNER. 10. STEEL BOLTS SHALL BE ASTM A-307. 11. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 12. STEEL FASTENERS SHALL BE EITHER STAINLESS, GALVANIZED OR DOUBLE CADMIUM PLATED "AN' BOLTS. 13. HIGH STRENGTH BOLTS SHALL BE ASTM A-325. 14. EMBEDDED COLUMN SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 15. PATIO STRUCTURES ARE_ DESIGNED IN ACCORDANCE WITH APPENDIX CHAPTER 31 DIVISION III OF THE .UNIFORM BUILDING CODE. 16. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR COLUMN. 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. GENERAL NOTES FOR LATTICE STRUCTURES: (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS 97SCO2 AND 97LT01 THRU 97LT06.) 1. SEE GENERAL NOTES. SHEET 1. SECTION 4 FOR LIVELOAD AND WIND LOADS. 2. OPEN LATTICE STRUCTURES SHALL NOT BE ENCLOSED. Y R REVISION Co NO. 2 DATE REVISION Engineering Services 1140 All Pro Drive EMarl, IN 46514 �.•KG ICBO ES EVALUATION REPORT NO: ER -2621P �NONE NAoRME PART GENERAL NOTES STAMP IRS?nnn 97GN02 2 OF 2 tFNGTH VARIES PRaECTION 01ZI PRQ,IECTION NGTH VARIES• �RwECTION = 2X PANEL No,162j3s MIN. LENGTH 75% OF LENGTH & 2L,S ND FASCIA PANE SPAN FOR MIN. JOINT COLS MIN. SLOPE 0.4`/FT. P d E.o 6.30 _ PANEL SPAN CIV O.j SE NO. OFH�OhSM FASTENERSIPAN - f q C �.O COVER PANEL FASCIA ASCIA COVER P EL FASCIAHEADER INTERMED. BEAM MAXIMUM INSTALL �- dQ� HEADER w INSTALL OVERHANG iLGLLE SPAN ATTACHED STRUCTURE COLUMN = COLUMN 25% COLUMN = VERTICAL VERTICALL STL.COL.TYP. SPACING NSTALL CO ROVIDE 1 1/2" DRAIN / 2� VERTICALLY r -'1 - OPTIONAL 3 1 2 ROVIDE 1 1/2" ILL I r CONCRETE SLAB DRAIN F• _ - 1/2.0 STEEL BAR •d l Ty"d�" SEE NOTE # 5, OPT. 3 1/�J" CONC. SLAB ^d d -Td "d" ®6" LONG ,/J SHEET 97G 02. SHEETO97EGN02. ON �--J SEE SCHEDULES �1^,�-�j. C�SEE SCHEDULE FOR FOOTING SIZE. SEE SCHEDULE FOR VARIES. MULTISPAN ATTACHED STRUCTURE FOOTING SIZE - 'd" LENGTH IS TYP. CUBE SIZE CANT/L ER C SCHEDULES f �Ecr�oti, /—FASCIA _ SPAN CLEAR FOR COLUMN SPACING SEE VARIES SEE -a��i SPAN _ TABLES 2.1, 2.5, 4.1 OR 4.2 LENGTH nF PROJECTION CANTu n r PA 'EI MEDIATE BEAM PROVIDE 1 1/2" DRAIN OPT. 3 1/2" CONC SLAB .d�. SEE NOTE # 5 ON SHEET 97GNO2. MULTISPAN ATTACHED CANTILEVERED STRUCTURE LENGTH FOR COLUMN SIZE SEE "COLUMN SCHEDULE" NOTE: PATIO WIDTH VARIES W/ SELECTION OF HEADER, NUMBER OF COLUMNS FHErADER A AND LOADING CONDITIONS. SEE SCHEDULES FOR MAX. COLUMN SPACING. DRAINDEp11 1/2 SLA8.3 1/2" PLACE 1 - SINGLE SPAN FREESTANDING STRUCTURE BAR AS SI c VENOTE #7, SHEET 97GNO2. SEE SCHEDULE FOR FOOTING SIZE "d" = TYP. CUBE SIZE PROVIDE 1 DRAII` COVER PANELw hCOLUMNS = VERTICALLY SLAB -SEE =1 T-FIL= jZ—SEE SCHEDULE 'STL. ' =— FOR FOOTING SIZE. KE4 OPT. 3 1/2" CONC. "d SLAB -SEE SEE SCHEDULE FOR �- FOOTING SIZE "d" „d„ NOTE # 5 ON SHEET 97GNO2. SINGLE SPAN ATTACHED CANTILEVERED STRUCTURE DATE REVISION DATE REVISION N0. _- !JpR0DUCT% A*�Merinmx fir Engineering Services 1140 All Pro Drive Elkhari, IN 46514 VI' P.: r' /WWN ' KG ICBO ES EVALUATION REPORT NO. ER -2621P NONE NAME STRUCTURAL CONFIGURATIONS 2/8/2000 ffmT& 97SC01 1 1 OF 2 EERS STAMP 3'X B' ALUM. BOX BEAM OR 3i( 8'X 11 GA STEEL 'C' SEMI HEADER LATTICE OVERHANG 16' FOR .i/� 1 1/2° X 1/1'1 � : 1 • 7Gt x91 ' - °,_ • � \ � �- �l ��� �I �� �. � \� `II, � � 'i'i`�� �\ I\1 �.� ���i SII `�'�� � �\moi.` � �, RAFTER SPAN \R SPAN) OR MORE SPANS �1'.X 8 1/2. OR 3" X B' ALUM. YRAFTERS • 24' O.C. Imo` ��p� �� NOF i Y.- .�. f�, FF T C 3•X B'X 12 GA �p►H .�a�x Sf �S wR �/ J► STEEL 'C' EiEAM Gd" M, Vxv C(+ FF_SC � �T T `I.I � FOR EIEAM wRAP oEraL, y, G0�� 1� �"W yam!/ �q3 ti '�y 1t5 _ SEE SHEET 97LT03. � �S� � Seo lf'�,/�,, ,f� 9�k� � DETAIL �L2J'. — J' ��, (6- 'L '� '�f '4N �►0"�l:`aT �, oPr. 3 i /z• coNc. sua ��� � � o�� � s4 SOA f. FOR FOOTING SIZE � �`yN SEE a ��, ,sAOxQC SEE SCHEDULE �W J• RAFTER OPT. 3 1L2' CONC. I y z< p,,, �'� 'd LAB- SEtEt NOTE d I ,J ��' `�e,"`'Ppw NOTE 5 ON SHEET 97GN02 `.,� �d � �p� � �!/(�r Ej �, 'f"�'I Q� ''��. SINGLE SPAN ATTACHED �� %'�� � � 2" X 6 1/2" OR 3" X 8" LATTICE STRUCTURE /' � _ ®LU2 ROAC ERS ta�� HF/�N m �/,X, � LATTICE: S 0.018' x 1 1 /2" x 1 1 /2" ,� �� ® 3" O.C. MINIMUM OR �B• � �� MAX. O'HANG 25x OF 2 "x 2" ® 4' O.C. MIN. ,i '�lU \�ti COLUMN SPAGNG a' 3. �{! .�,6 _ ,� SEE SCHEDULE FOR p Ij '"�';�T COLUMNS. ALL COLUMNS (gNsr��7� �_P,�,�p� ���� S�l�� TO BE INSTALLED VERRCALLY. OPT. 3 1 /2° CONC. Zia ``2`:'fi �p�'" QUO �G KAi,� F ���1�. NAY HAVE MORE THAN -SLAB. � OQ �G � 2 COLUMNS. � 4x -O PTIONAL 3 1/1° CONCRETE SLAB. R a c� � v 1-1/2°t X 6° LONG � � "I� I PLACE 1- 1/2° 8X 6° ° � ND. 16273 MULTISPAN FREESTANDING STEEL BAR SINGLE SPAN FREESTANDING Q � Exo.6�30 os QBE SEE SCHEDULE FO d' ,,,� STL BAR AS SHOWN FOOTING SIZE SEE SCHEDULE FOR V1 � � � � � FOOTING SIZE. jf `F /R,��tj� DATE REVISION DATE ON �- TW TW TW --� TW TW TW TW � APR 1 8 2( ❑'HANG-�i OVERHANG FREESTANDING STRUCTURE ATTACHED STRUCTURE TRIBUTARY WIDTH (TW) DIAGRAM . T /f �'" R NO 6 ❑ ^' �Ame�mag Engineering Services (l�•'�'"31� J 1140 All Pro Orly �'��'���` Elkhmf, IN 48514 � �� � �� �� f � CA���// - ' /UF ICEiO ES EVALUATION REPORT N0. ER -2621 P NONE oR PART STRUCTURAL CONFIGURATIONS NAME 2�g�2000 97SCO2 2 OF 2 N E STAMP 0�fflerimax G PRODUCTS, INC. 1140 ALL PRO DRIVE ELKHART, IN 46514 ICBO ES EVALUATION REPORT ER -2621P BLANK PACE DATE: 2/8/2000 MAR 0 31000 RPR 18 2003 1.0 ROOF PANEL SPANS AND 3 12• x 1r ROOF PANEL DESIGN SPAN FOR PATIO STRUCTURES LIVE PANEL 1r HEIGHT LOAD T 70 90 1 OVER (PSF) (IN) MPH MPH HANG 10 0.018 16•r 16-2* T-17 0.0149 0.024 18'a• 164• 6-r 0.0120 0.032 294• 2a4• 94- 0.0149 0.036 21'4• 21'4• 9-17 20 0.016 11'-11. 11'-11• 94• 0.0149 0.024 1T4• 134• 64• 0.0720 0.032 IS'Al" 15 -II• Ta• 0.0149 0.036 ir-0• 1r4r T-17 25 0.016 10'6• ia6• s-2• 0.0149 0.024 173• 173• 5.11- 0.0120 0.032 14'4' 14'4• T-0• 0.0149 0.036 1s4• 154• r -r 30 0.018 9-17 7.741r 5'-1• 13'-1' 0.024 17'3• 11'3• sS tr-o• 0.032 IT -1• 17.1• 64- 3o 0.036 14'4• lr-0• 6-17 40 0.016 6-r 6-r 4'-1- 4'4- 0.024 9-77 9-17 4'-8• Ird• 0.032 1 rd• I rd• s4- 1r-2 0.036 17-7 1737 T-11- 60 0.016 r-7• r -r T4• 0.024 0.024 6.1• 6-7• 31-17 8'S• 0.032 9s 9s 4's 4'4- I 0.036 m -r to -r 4'-17 MY -l• TABLE 1.1 Ia-17• 53 2 1rrxlr STEEL PANEL DESIGN SPANS FOR PATI) STRUCTURES LM PANEL 17 MEIGHT 70 90 OVER LOAD Y (PSF) (IN) MPH MPH HANG 10 0.0120 14.4• 14'4• F-1- 6S 0.0149 19-r 16•r SS- 20 0.0120 6-P 64• 4'-0• r-17. 0.0149 71'4• 11'4• 94- 25 0.0120 66• 64r 3'4• V-11- 0.0149 7a4• 1014• 4'-0• 3o 0.0720 S -r S -r r6• sa 0.0149 9•r 9-r 74• 40 0.0120 r3• 4'3• r-1- 6-17 0.0149 64" 64• 3s 60 0.0120 2- 7.17 7'S 4'4- 0.0149 5-17 S•17 7 -11 - OVERHANGS FOR PATIO AND 2 1/r x 6• ROOF PANEL DESIGN SPAN FOR PATIO STRUCTURES LIVE PANEL 17 HEIGHT LOAD Y 70 1 90 OVER (PSF) (IN) MPM MPH MANG 10 0.010• ITS' 13-7 6S 111.11, 0.020 14S• 14'4• 6-17- 1T4• 0.024 16-3• l63• r-17. 0.032 0.032 18'-6• 164• 6-r T -7•c 0.036 19'4• 194• V-11- 20 0.018 9-9' 96• ra" 1014• 0.020 1015• las sa 1ra• 0.024 11'6• 11'-9• 5*4• 1737 0.032 14'-1• 14'-7• 6-17 0.036 0.036 1s-1• 15.1• T-1- 25 0.018 9-9• 64• 4'4- 4'4- 0.020 9S 95• 4'6 1 /'01• 0.024 1a-7' 101-r 5'-1• 13'-1' 0.032 174• 174• 6-1- tr-o• 0.036 1X-7- 13--r V-7- -r3o 3o o.ole r4• r4• 3-r 96• 0.020 64• 64• r-1• 4'4- 0.024 9.9' 96• 4'4- Ird• 0.032 I va• 11'4• S -r 1r-2 0.036 Ira• 1rS 64r 40 0.018 5-17 5-17 76• 0.024 0.020 6-11' 6-11• 33- 8'S• 0.024 64• 0'4• r -T 4'4- I 0.032 la -r IU -r 4•-17 MY -l• 0.036 101-11• Ia-17• 53 60 0.018 4'-1• 4'-1' V-17 0.020 63• 63• r -r 7-r 0.024 T-0• T-0• 747 6s 0.032 6S BS 4'4• 8'S• 0.036 9-0• 94wr r3- TABLE 1.5 COMMERCIAL STRUCTURES 3 1R• x 1r PANELALLOW. DESIGN SPAN FOR COWAERCUL STRUCTURES LIVE 151 EXP. 81 EXPOSURE C MAX 7080 70 90 LOAD JPANEL Y OVER (PSF) (IN) MPM MPM MPH HANG MAXMUM ROOF MEKPIT IV 20 0.018 111-11" 111.11, 111s ss 0.0120 0.024 1T4• 1747 13'-2' 65' 17.1• 17-1• 0.032 15.11. IT -11' 19-W ra- T -7•c 0.038 16-71• 16-11• 16-r 7*4- 25 0.018 1014• 1a4• 1014• s -r 10'-0" ta-0• 0.024 17-Y 1ra• 1701• s-11- - 07 0.032 1737 14'3• 14'-T 9-1/- 3-S 0.036 I 153• 1s -r 15'3• r3• 30 A.016 9-1a' 9-17 9-`17 4'4- lr4• 0.024 l r3• I ra• 1 /'01• ss I 13-r 0.032 1T-1• 13'-1' 17-1• 64- Ta• 0.036 tr-o• 14'-0• 14'-0• 6-9• 40 0.016 6-r 0'-r 6-r r -r 96• 0.024 9-17 9-17 9-17 4'4- 1Ta• 0.032 1rs 1rs . Ird• s4• 12'4• 0.036 17-r I 1r-2 t7 -r 1 6-11• 60 0.018 T-1• T-7• T-1• 3,4• 6.11• 0.024 6-1' 6-1• V-1• TAW 8'S• 0.032 9s 1 95• 95• 4'4- I 101-r 0.036 10'-1- to -1• MY -l• 4-17 10'-l1• s3• TABLE 1.6 4'-1• 4'-1• 2 1/2• x 1r STEEL PANEL ALLOW. SPAN FOR COMMERCIAL STRUCTURES LIVE PANEL 151 EXPOSURE C C MAX LOAD jPANELjEXP.BjEXPOSURE T OVER 70190 70 90 (PSF) (P7) 1 MPH 1 MPH 1 MPH 1 MANO MAXMl1M ROOF MEMI T 16 0.018 95• 20 0.0120 I 66• I 66• 6-9• rc las 0.0149 17.1• 17-1• 12'-1• 4'4' 25 0.0120 T-1• T -i• T -7•c -(r V.2• 0.0149 to -71" to -11. 10'A I. for 30 0.0120 64• V -V V4r 74- 15.1• 0.0`149 10'-0" ta-0• 10'-0• 374" 40 0.0120 V -r 4'-r - 07 7•l• 0.018 0.0149 64• 8'4• 64• 3-S 60 0.0120 3--r T -r T -r 1'S• 101-7' 0.0149 6-r 6-r 6-r 7-11- 2 12• X Ir ROOF PNL ALLOW. SPAN FOR FOR COMMERCIAL STRUCTURES LIVE PANEL 151 EXPOSURE C MAX LOAD jPmM4EXP. Y 7090 70 90 OVER (PSF) (IN) 1 MPH 1 MPH 1 MPM MANG MAXMR M ROOF HEIGHT 10' 20' 0.018 95• 9'4• 9-r 4'S• 0.030 0.020 las 10's 1a -r CAW 16-11. 0.024 11'6• 11'4• 11'4• S4- V.2• 0.032 /4'-1• 14'-1• 13-10' 64• S3• 0.036 15.1• 15'-i' 14'-`17• T-1- 25 0.018 66• 6-9• 8'4• r -r 0.018 0.020 9S 9s 9s r4• 9-17 0.024 10'-r to -r 101-7' 5-1- 11'01• 0.032 12'4• 12'4• lr4• 6-1• s6• 0.038 13--r 1T -T I 13-r 6-r 30 0.018 Ta• T -V` Ta• T -r 0.030 0.020 8'4• 6a• 64• 4'•1- 11'•17 0.024 94• 96• 96• ra• S-11• 0.032 Ira• Ira• 1Ta• 6-7- -r0.036 3'6• 0.036 17-T 1274• 12'4• 64• 40 0.018 5'-77 5'-17 5-17 r4• 0.018 0.020 6-11• 6-11• 6.11• 73- 6S 0.024 8'S• 65• 8'S• 4'4• 7.11• 0.032 to -2• 101-2• 101-r 7-17 4'3• 0.036 10'-i1• to -11' 10'-l1• s3• 60 0.018 4'-1• 4'-1• 4'-1• 1'-17 0.020 4'-9• 4'•9• 4'6• 7-r 0.024 6S 6S 6s 3-0• 0.032 BS 8'S• 8'S 4'4- 0.036 94• 94)• 9-0• 1 r3- TABLE 1.9 ALT. 2 llr x 12• PANEL ALLOW. SPAN FOR PATIO STRUCTURES LIVE PANEL 17 HEIGHT LOAD Y 70 90 OVER PS IN MPH I MPH HANG 10 0.018 11'4• 11'•1• 5'4- 20 0.024 14'4• 14'4• 64• 4'-11 0.030 19-97 154• r -r 11'-r 0.030 16-11. 16-71• T-9" 20 0.018 8'•Y V.2• T-17- 17-11 0.024 11'4• 11'4r S3• 0.018 0.030 it -r 12'-r 5'4• 0.038 1301• 73S 6-r 25 0.018 TS TS 3-4- 11'4• 0.024 9-17 9-17 4-9• 1r-2' 0.030 11'4• 11'01• 5'3- T4• O.o36 12'-r it -r s6• 30 0.018 64• 6.9• T.r 0.024 9-1• 9-1• 4'4• S-0• 0.030 11'-0• 11'-W 5'-0- I V -S' 0.030 11'•17 11'-17 5'4- 40 0.018 6-11' S-11• 2%T 64• 0.024 .T-11• 7.11• 3'6• 0.032 0.030 9-r 9-r 4'S 0.038 10--17 101.17 4'-17 60 0.018 4'-11• r-11• 2'3• S4• 0.024 6S 64• T-7- 9-17 0.030 T-11• 7.11• T6• r-17 0.038 9-0• W4r 4'3• o.o36 TABLE 1.10 63• T-11• 2 yr x 12'ROOF PNL ALLOWABLE SPAN FOR COLONRCIAL STRUCTURES LIVE PANE EXP. B EXPOSURE C MAX 7090 70 I 90 LOAD T I OVER (PSF) (M) 1 MPH MPH 1 MPH HANG MAXMW ROOF HEIGHT I6 20 0.018 6-11• 0'-11• 6-T 4'-11 S -T 0.024 11'a• 11'6• 11'-r S -r 0.032 17-r 1 r -r 17-r 56• 0.036 17-11 1T-1• 17-I• s-11- 25 0.018 V4r V -W V4r TS 0.024 ta4• 10'4• 1014' 4'-17 0.032 11'4• 11'4• 11'4• 5`4- 0.036112'-2- 1r -r 1r-2' 1 72'-2• S4• 30 0.018 T4• T4• T4• T4• 0.024 94• 94• 95• 4'-r 0.032 MACY" 10'-17 10'-17 S-0• 0.036 1 VS 1 t'S I V -S' T-2- 40 0.018 65• 6S 6S' T -T 0.024 64• 64• 64• T-11- 10.018 0.032 94• 94• 94• 4'4- 0.036 101-0• I 10'-0• 1014" 4'6• 60 0.010 S4' S'4• S4• 75' 1 0.024 9-17 I 9-17 6-17 3--7 o.o32 r-17 r-17 T-17 74• o.o36 63• 0'3• 63• T-11• TABLE 1.11 ALT. 2 1Q• x tr ROOF PNL ALLOW. SPAN FOR COMMERCWL STRUCTURES LNE FANEq Exp. BI EXPOSURE C MAX 70190 70 90 LOAD T I OVER (PSF) (IN) 1 MPH MPM 1 MPH MANG MAXMUM ROOF HEIGHT 18' 20 0.018 6-2• V -Y T•11• 7•9' S -T 0.024 MAI" 1a-17• 101-r S-7• 0.032 174• 174• 174• Sa• 0.030 13-4• 13'4• 13-4• 9-2- -r25 25 0.018 T4• T4• 74• 3S 0.024 9-17 9.17 9-17 4'6• 0.032 11'4• 11'01• 11'4• S3• 0.038 1r -r 17-r 12'•r s6• 3o 0.018 64• 64• 66• 3-r 0.024 94• 94• 9-0• 4'4- 0.032 11'4• 11'4• 11'4• S -T 0.030 11'-17 11'-17 11'-17 54- 40 51-11• 5.11• 5-11• r-9• 0.024 T-`11• T -i 1• T-11• 34• 10.018 0.032 9-r 9-r 9-r 4'S 0.030 I 194- 101-9' 1014• 4'-17 60 0.010 4-11• 4'-11• 4'-11• r3• 0.024 65' 601• 6S 7-11 0.032 T•11• T-11• .T-11• T-9- 0.038 9-0• 9-0• 9-0• 4'3• PANFL TO PANFI FASTFNINO PANEL Y (IN) 910 SMS FASTENER SPACING WIND LOAD PATI OIEXP B EXPOSURE C 70 90 70 90 0.018 8' S 1 4$• 7-11• 0.024 11' S$ 6-T 3-11• 0.032 14 6-W 643• S -T 0.0136 14 6-8• e'e" S -T 0.042 14 6$" Ew S -T I MILL 1.1J APR 18 2003 2.25"L11I 6.00"- I OA 2 1/2" x 6" ROOF PANEL 2.464'1 I -t 2.00 © 2 1/2" X 12" ROOF PANEL 2.10" L F 18.00"-I © 2 1/2" X 18- ROOF PANEL 3.500" 4�� 12.00"-I OO 3 1/2" x 12" ROOF PANEL 9375"lu�� /1 NEL 2-0 FREESTANDING AND ATTACHFD PATIn STRIICTI IRFS LIVE M4A COLWI SPACING FOR 3• CLOVERLEAF STEEL HEADER B• ROLLFOE.MED C BEIM 10'ROLLFORMEDCBEAM 6'IBEAM 61/2' ROLLFORMED HEADER ALASI4W EM.HFl10ER S1ri EITRWED HEADER TRIG LOAD ATTACHED PATI ON SUB MIC. CONSDOTER SIZE NAIL CONSFWTER SIZF.'OTER SIZEFVSMO A COLUMN FREE ATTACHED z. FREE ATTACHED WDM! F0.EE TTACNED COLUM FREE ATTACHED COL11M FREE ATTACHEDWI. FREECOUIM'A' IM� 011 SPACPI F7A FTR MN. SPACNOSPMhvx COL. WOTH ONLe'-v fOd SIAB fT) TYPE M TYPE 00 TYPE T'PE FT) ( TYPE N) TYPE M M NDE FT3 RO TYPE 70 MPH W W DSPEED I0` OR LESS 70 MPH W N-DSPEED I0` OR LESS 10 1 1 4" IT 17-3 18 A 4' 5 13'3" tat+" 13.7 11'-4^ 21 18 B 2W 25 25 C 34'4'- 28 28 D 5 6' Ira 9-1" 11'4" IO'4' 21 20 B 264• 28 28 D 374' 27 27 D 9 T 951 T9' 951 la -2'21 20 C 264• 27 27 D 36-3' 30 30 E 25'4^27 27 O 30`4^28 28 E T B" W-3^ 6-17 94'9-W 21 21 C 253^ 28 28 0 34'4^ 31 31 E 24'3- 28 28 D 294' 29 29 E 6' rT4" 6-1" T4' 94^ 21 21 C 24'3^ 29 29 E 33'4" 32 32 E 23'4" 28 28 E 2T-11' 30 30 E 9' 10 6-7' 5.4- 69' 94 ' 22 22 C 23' 4 29 29 E 3 37" 33 33 E 274r 29 29 E 26-11' 31 31 E 10 11' 64' 4'•11- 9-7' 9-7 22 22 C 21'-11' 30 30 E 31'-7' 34 34 E 21'9' 30 30 E 26-1' 32 32 E II' 17 S$ 4'4' V -S" &4r 22 22 C 21'4" 30 30 E 3014' 34 34 E 21'-T 30 30 E 25'4^ 32 32 E 17 13' S-1^ V-2' 2(Y-2* 3+ 31 E 295" 35 35 E 20'-7 31 31 E 24'4" 33 33 E 13' 14' 4'4' 4'-/7 195^ 31 31 E 28'S" 35 35 E W.I. 32 32 E 24' 1" 34 34 E 1W 16 4'-8" 169' 31 31 E 2T4r 36 38 E 195- 32 32 E 23'5' 34 34 E IS 16 16-T 32 32 E 26-T 3836 E' 193'33 33 E 23'9' 34 34 E 16 1T "Ir -7"32 32 E 26-17 38 38 E 18'-17 39 33 E 27-T 35 35 E 1T 18' 1T-1' 33 33 E 25'-1' 37 37 E 18'5- 33 33 E 27-T 35 35 E I6 19 165- 33 33 E 24'S 37 97 E IB' -7 34 34 E 21'4' 38 36 E 19 201 163- 33 33 E xi' -17 97 97 E 20` 21' 15'-17 93 33 E 233" 38 38 E 21' 75 MPHVVINOSPEED. __ 1Z OR. LESS _ _ _ 70 MPH WINDSPEED 17 OR LESS 1 9- 13'5" 1 73' 4 ..1 -11..._. 5' 1315 1.,11' 13'-T 11'4- 24 21B 28'4' 29 26 C 34'5' 30 29 D 9-1^ 22 18 A 1T-17 25 24 C 14'01 24 22 C S 6 11'4' 9-1' 11'4^ 104'23 21 B 265' 29 29 D 324' 31 31 D 6-11 22 20 A 163' 25 25 C 1Z-1724 22 C 6 T 951 T9' 94• 1a-21 22 22 C 23-7- 31 28 D 34'-7 34 33 E 25'4' 30 30 D 30`4^ 32 32 E T4^ 21 20 A 16-11 25 25 C +1'-17 23 23 C T 9 93' 6-17 64' 99' 23 23 C 27.1' 31 30 D 374^ 34 34 E 24'3- 31 31 D 295' 33 33 E 9-11^ 21 20 B 14'-1^ 26 28 C 11'4' 23 23 C 9 9 T4^ 6-1" T4' 94^ 24 24 C 20-17 30 30 D 3a-8' 35 35 E 234' 32 32 E 2T-11^ 33 33 E 6-T' 22 20 B 13'3" 26 26 C 104^ 24 24 C 9 10` 6-T 5'51 64' 94' 24 24 C 194' 31 31 D 29-11^ 35 35 E 275" 32 32 E 26-11' 34 34 E '64" 22 21 B 17-T 27 27 C 94• 24 24 C to 11' 94' 4'-11' 9-T 99' 24 24 C 16-17 31 31 D 2T-7" 36 36 E 21'9' 34 34 E 28'-1^ 35 35 E 11' 17 5'4^ BS" SS 951 25 25 C W -Cr 32 32 E 2651 38 38 E 21'-T 35 35 E 254^ 36 38 E - 17 17 S-1^ V -T IT4^ 33 33 E 25'4- 37 37 E 2a'7-34 34 E 2P4" 38 38 E 13' 14' 94^ 4'-10 165' 33 33 E 24'S 37 37 E 20-1^ 35 35 E xi' -10" 37 37 E 14' 15' 4'51' 16-1' 34 34 E 23.7 38 38 E 199' 38 38 E 23-1' 38 38 E 15' 19 15'-T 34 34 E 2? -17 38 38 E 19-T 38 36 E 274^ 38 38 E 16 1T 15'-1' 514 34 E 72'•7 SB 39 E 18'-T 38 38 E 21'5' 38 38 E 1T 16 14'5- 34 30` E 21'5' 39 39 E IB' -1^ 37 37 E 21'4' 39 39 E 18' 19 1B4^ 35 35 E 20`-11" 39 39 E iT-T 37 37 E 20'5^ 39 39 E 19 2., 13'-11^ 35 35 E 2015 40 40 E 20 21' 13-T 35 515 E 19-11^ 40 40 E 21' 90 MPH WINDSPEED 10` OR LESS 90 MPH WINDSPEED +a OR LESS 10 19- 13'5^ 1 IZ-r 20 A 4' 5' 13'510`1 13'-T' +1'4' 25 21 B 26 ' 31 29 C 34'4' 32 30 D 6 9 11'4' 9-1' 11'4" 10`5^ 24 22 B 265^ 30 SO O 374" 32 32 D 6 T 951 T4^ 951 10`-T 24 23 C 27-7' 30 30 D 324"34 34 E 25'4' 31 31 D 30`4' 33 33 E T 8' 6-7 6-17 951 99' 24 24 C 204" 30 30 D 301-F 35 35 E 24'3^ 32 32 D 294-34 34 E 9 9 T4" 6-1^ T4" 94' 25 25 C 19-7 31 31 D 294^ 35 35 E 2S4^ 33 33 E 2T-11^ 35 35 E 9 to 6-T 6'5' 99' 94' 25 25 C 16'4^ 32 32 D 27"-2136 38 E 2751 34 34 E 29S 38 36 E 10` 11' 9-0`' 4'-11^ 6-7 99'25 25 C IT$• 32 32 D 25.11^ 37 37 E 21'4' 34 34 E 25'3' 37 37 E 11' 17 5$ 4'$ 5'4" 951 26 26 C 16-11^ 33 33 D 2P-1737 37 E 2019' 35 35 E 24'-T 37 37 E 17 13 S-1^ 6-T 163•33 33 E 23.1738 38 E 19-11' 35 35 E 23._2"38 38 E 13 14' 4'4' 4'-t0`' 1514" 34 34 E 27-11" 38 38 E 19-T38 38 E 274^ 38 38 E 1B 15' 4'4' 15-2" 34 34 E 27.7 39 39 E 18'4' 38 36 E 38 E I16 1B4" 34 34 E 21'4" 39 39 E 1T-11^ 37 37 E 38 E 16 1T 14'3• 35 35E 20'-173939 E 1T5' 37 37 E 99 E TIB' 13-1735 35 E 203" 40 d0 E 19-11' 37 37 E ±21'.738 38 E 18'19 13'5' 38 38 E 194" 40 40 E 164" 38 38 E 40 E 19 20` 13-1^ 38 38 E 19-T 41 41 E 20` 21' 174' 37 37 E 169' 41 41 E 21' 90 MPH NANOSPEED 17 OR LESS 90 MPH WINDSPEED 17 OR LESS 10 4 34" 1 T-3 27 23 A 17- ' 27 xi 16 C 15-1' xi 21 4' V 13'3^ 10`11^ 13'-T'11.4"26 24 B 274^ 32 32 C 374' 33 33 D 9-1" 25 22 A 16.7- 29 27 C 1T -W 27 22 B 5 6 11'4" 9-1" 11'4" la4^ 28 25 B 25'-1" 33 33 D 293' 35 35 D B'-1' 25 23 A 15-1^ xi 28 C 174' 27 22 C 6 T 951 T4' 94" 10-T 28 26 C 19-1^ 32 32 0 28'4'38 36 E 233' 34 34 D 2T-1^ 38 38 D T4' 23 23 A 14'4' 28 28 C 111-7 28 23 C T 8' 63" 6-17 64" 99' 28 28 C IT -17 32 32 D 29-T 37 37 E 21'4' 34 34 D 264" 36 38 D 8'-11^ 23 23 B 13.1' 29 29 C 10`4- 26 23 C 9 9 T4" 6-1" TS 94^ 27 27 C 19-17 33 33 O 24' 4' 37 37 E 2014' 35 35 D 2Y-1737 37 E 6-7 25 24 B 174^ 30 30 C 10-1^ 26 24 C 9 10` 6-7 5'51 69' 90`' 27 27 C 15'-11^ 33 33 O 23S 38 38 E 195 36 38 D 274" 38 38 E 9-7' 25 24 C 10` 11' 94'C-111 9-2" 8'4" 28 26 C 163" 34 34 D 274" 39 39 E 18'4' 38 38 O 21'-T 38 38 E 11' 17 S$ B4" V -W 951 29 29 C 14'-T 35 35 D 21'4' 39 39 E IT4" 37 37 E 20'4' 39 39 E +7 13' 6•1" S -T 14'4' 35 35 0 20`5' 40 40 E 1T4'37 37 E 19.10" 39 30 E 13' 14' 4'-W 4-17 13'4- 38 38 0 199' 40 40 E 165' 38 38 E 19-1' 40 40 E 14' 16 4'4' 134" 38 38 D 19-I" 41 41 E 151-17 38 38 E 18'4' 41 41 E 15 16 17.7' 36 36 E /6$ 42 42 E 164"39 39 E 17-11^ 41 41 E 16 IT 173' 37 37 E 1T•11" 42 42 E 14'-11" 39 39 E IT4" 42 42 E +T 18' 11'-11" 37 37 E 16-11^ 42 42 E l V4r 40 40 E 16-1742 42 E IB' 19 11'-T 38 38 E 194r 43 43 E 14'-l" 41 41 E 165" 43 43 E 19 20` 11'3' 37 37 E 19-7 43 43 E 20` 21' 11'4' 38 38 E 1519' 43 43 E 21' 20 4' 94" T•TW- 1 94' 25 21 C BS xi 18 A 4'3" ZB 2 C 11'-T 28 19 C 4' S 6.11^ 5'4" T -I" 94' 25 22 C 2753 30 E 26-+1' 32 31 E 59' 22 18 B 17-W 27 25 C 104' 25 19 C S 9 T -W 4'9' V-11" 65125 23 C 20.11^ 31 31 E 254^ 33 33 E 551' 22 17 B 1+'4' 28 25 C 9-1^ 25 21 C 6 T W-1+^ 6-1" 9-1" 25 24 C 19-1^ 32 32 E 28'4" SB 36 E 194' 32 32 E 234^ 34 34 E S-1^ 23 18 B 9-11^ 25 25 C 64^ 25 21 C T 9 T4"24 24 C IT -17 32 32 E 29-T 37 37 E 16-1" 33 33 E 21'-11' 35 35 E 4'S 23 IB B 9$ 25 25 C T-17 xi 21 C 9 9 TS 25 25 C 16-17 33 33 E 24'4^ 37 37 E 1T-1^ 34 34 E 204^ 38 38 E 9 t0` T -T 28 28 C 16-11" 33 33 E 23'S' 38 38 E 16-T 35 35 E 194' 37 97 E 1a 11' 9-11" 28 28 C 153' 34 34 E 274^ 39 39 E IV -S" 38 38 E IW -9" 38 38 E 11' 17 64^ 27 27 C 1B-7" 35 35 E 21'4^ 39 39 E 14'9' 38 38 E IT -11^ 3B 39 E 17 13 10-01 35 35 E 2IY4r 40 40 E 14'-T 37 37 E 1T3^ 39 39 E 17 10 135' 36 36 E +9-9' 40 40 E 134' 37 37 E 16-T 40 40 E 14' 16 134' 36 38 E 19.1^ 41 41 E 13.7 38 38 E 190 41 41 E 15 16 17-7 1 38 38 1 E I 194' 42 1 42 1 F 17-9' 1 39 1 39 E 164^ 1 42 1 42 E I I I I IB' C 4 22 1 7 xi 6 S -T C-7 S9' 94^ 25 22 C 201-7' 30 29 E 2S4' 32 31 E 541 72 18 8 11'5 26 24 C S 6 4'8 4'9' T-17 23 22 C 164' 30 30 E 279' 32 32 E S-1^ 22 18 C 94' 25 24 C 9 T T4" 23 23 C 19-11 32 32 E 269'35 35 E IT4" 31 31 E 21'•1^ 33 33 E T 9 7'-7124 24 C 1T-1732 32 E 25-T 38 36 E 193' 32 32 E 194"34 34 E 9 9 6.17 25 24 C 16-17 33 33 E 24'-T 37 37 E 154' 33 33 E 19-T 35 35 E 9 10` 6$ 25 25 D 15-11" 33 33 E 235 38 38 F 14'5 34 34 E 1T$ 38 38 E 10` - 11' 9S 28 28 D 153' 34 34 E 774' 39 39 F 13-17 34 34 E 16.1737 97 E 11. 17 6-7 27 27 D 14'-T 35 35 E 21'4^ 39 39 F 133' 35 35 E 19-1^38 38 E I7 13 14'4' 35 35 E 20`5" 40 40 F 174' 38 38 E 1S4^ 39 39 E 13 14' I34'38 38 E 199' 40 40 F 173^ 97 37 E IN -11" 39 39 E Id' IT 134" SB SS E 19-11 41 41 F 11'•17 37 37 E IW -S" 40 40 E IS' EWIVALENT FOOTERS V M CON NOICON srRNNEO STRAINED 1e is 14 20 20 22 z+ n 22 24 23 2e 24 27 23 26 2e 31 27 33 211 36 29 3e 30 >s 31 >B 32 40 33 41 34 U 35 M x 46 37 47 36 b TABLE 2.2 THIS TABLE MAY BEIUSED WITH COMMERCIAL, PATI) OR LATTICE STRUCTURES No.16213 Exp. 6.30 APR 18 2003 IAmerimax ABURDING BEWP 1140 ALL PRO DRIV ELKHART. IN 46514 COO CS EVALUATION REPORT ER -2621P HEADER SPANS. COLUNN SPACING. TOOTER SIZE AND COW INN TYPE FOR TRCESTANDING AND ATTACHED PATIO STRUC7UR[S SHEET z or 6 DATE: 2','2. e 2000 7 n cRFFcTeunimn AA1n ATTACNFn DATIn cTDI leTl lucc .. • • . . ' -- ` ' 1 _ - LIVE TRIG MAX COUAN SPACING r SQUARE STEEL HEADER C ROLL FOMED C BEAM' ( IMROLLFCRAED C BEIM CISBAM Yl eu. 01? ROLUORMED WADER AIASXANEXTRUOEOHFADER 51? EXTRUDED HEADER TRIS LOAD WIOTH FOR ATTACHED PATIO IMC CONS. FOOTER S12E - MAX . iONS. FOOTER SIZE ILAX CONS. A MAIL CONS. FOOTEA SIZE MAX CONS. FOOTER SIZE MAX. CONS. FOOTER SIZE MAX. CONS. FOOTER SIZE MAX, CONS. FOOTER SIZE WIDTH J W SQUARE STEEL COLON ON SLAB COLUMN FREE' ATTACHED COLON FRO! ATTACHED COLUMN FREE' A7TACIED COLON FREE ATTACHED COLUwN FREE ATTACHED COL FREE ATTACHED COLRR.H FREE ATTACHED COLIiN FREE ATTACHED 9-10" 25 24 B SPACING SPACING SPACRC SPACING SPACING SPACING SPACING SPACING 7 1/5010 COLLFN'A' ALL FTH FTR MN. FTR FTA AW. FIR FTR U11 i1R FTR MN. FTR FiR ABl. FTR FTA MW. FIA F7A MN. FlR FIA AGN. 9d T3 AMC COL UA31N OTHERS 94' V V COL. 6-1a' V 'd' COL. V V COL B V V COI. C V V COL. c V V COL. 25 2D V V COL. 21 V V COL. 21 (PSF1 12 8'd tOd 014 l 23 2D 8 9-1' TYPE 22 C 98 TYPE 22 C 20 TYPE S8 22 20 B TYPE FT) 23 C TYPE Fn M C TYPE Td dila' R TYPE T4r 23 23' TYPE 11 30 4 SAW 4'-10" 6 64' 25 20 C 23 23 C 68 23 23 c 16 9d 12 13 13 9d 25 23 C 51-7' 2215 24 C 11'4" 26 22 C 9-7 25 18 C 4' S4' 5 4'4" C 4' -tor' T-10' 23 21 C 9-7 25 21 C B' -r 25 20 C 18'40" 30 28 E 27-117 31 30 E 4'-10"22 T8 15 C 9S 25 22 C 6.7 25 19 C S C 6 23 21 C T -S 23 22 C 19 93 23 22 C e8 23 22 1T-7 30 30 E 2a-10' 32 32 E 4'4" 22 15 C 'r -la" 23 22 C TS 23 19 C 9 22 7 S-7 25 23 Ta' 23 22 C 18'3" 31 31 E 25'-7 34 34 E 15.11" 31 31 E 194" 32 32 E 25 20 C r-tr 23 10 C 22 6-10' 23 20 C r 23 8 C r823 23 e8 23 23 C IT4" 32 32 E 24'-1' 38 38 E IW -10" 32 32 E 19-1" 34 34 E 63 23 21 C S -r 23 21 C 24 9d 41 21 6 r -r 9 21 C P-10" 68 25 24 D 19.10" 33 33 E 23-I 97 37 F 14'd 33 33 E ITd 35 35 E S8 22 10 C 5-10' 22 18 C 64r 9 10 19 C 63 25 25 D lea' 34 34 E 27-4' 38 38 F ,3'4" 33 33 E 16-7 35 35 E 10 11 ed' 28 25 D 163 34 34' E 21'-T 38 38 F 174' 34 34 E ,SS 38 38 F 11' 12 5'-10" 28 25 D 15'3' 35 35 E 21'd 39 39 F 17-7 35 35 E 14'-9' 37 37 F 17 13 14'•10" 36 38 E 20'S 40 40 F 11'4' 38 38 E 14'-r 38 38 F 13' 14 1d'8 37 37 F 19.8" 40 d0 F 11'3" 38 38 E 131-V 38 38 F 14' 40 4 4" 23 19 C 4'8 22 14 C V-11" 25 20 9 23 17 C It 5 T-7 23 21 C 164" 29 27 E 19-10' 30 29 E r4r 22 15 C r-1" 23 20 C T-7 23 18 C S 6 98 23 21 C 14'•11' 29 29 E 16-7 31 31 E 6S' 23 18 C 6 7 6S 23 22 D le -r 30 30 E 27-10" 33 33 F 13'-10' 30 30 E 19-9' 32 32 E T 8 9-1" 23 23 D 15'-10' 31 31 E 21'-10' 34 34 F 17-11" 31 31 E 15'4" 33 33 E 6 9 5'-10• 25 23 D 1S3 32 32. E 21'd 35 35 F 17-7 31 31 E 14'-10' 33 33 F 9 10 54" 25 24 E 14'8 33 33 F 20'3" 37 37 F 11'-r 33 33 E 14'd 94 34 F 16 11 S8 26 25 E 14'3' 34 34 F 194' 37 37 F i 1'd 33 33 F 14S 35 35 F 11' 12 S -C 26 25 E 13'-10" 34 34 1 F 19-1" 38 38 F torr 34 34 F 17.10' 35 35 F 1 17 80 4 23 18 C 48 22 13 C 6d 22 11, C 6- 23 C 4' 5 6323 20 D 16S' 28 27 E 16330 30 E S8 22 17 D S 6 6-19' 22 p D 173" 29 29 E 14'-1C 31 31 F 6 7 S -r 23 21 E 14'8 31 31 E 19-/1' 35 35 F 11'-4" 30 30 E IT -w 33 33 F T B S4' 23 72 E 13-10" 32 32 E 19-1' 38 38 F 101-T 32 32 F 17-1P 34 3d F 6 9 S-1' 25 23 E 13'4" 34 34 E 194" 39 39 F lad 33 33 F 17-7 38 38 F 9 10 8-11' 8 - 22 E 17-10' 34 34 E 1T8 40 40 F 98 34 34 F 11'4' 35 35 F tor COL COLLI NSC/EDULE FOR ATTACHED PATIO STRUCTURES MAX COL HENT A 0.024-•3- SQUARE ALUM COLUMN 11'd 8 0.075[1lir SQUARE ALAR 0'd FREE ATTACNED FREE SCROLL COU N FTR FTR 80.02rx T BOWVRE ALUM COLUMN 11'-1' C 3' CLOVERLEAF ALUM 0.0W 17d DFLUTED COLUMN ALU. 0.087 /7d E T CLOVERLEAF STEEL SAW 17d F T SQUARE 81EEL COLUMN 17d 0 P SQUARE STEEL COLUMN 17d HS' SQUARE STEEL COLON 17d J W SQUARE STEEL COLON 17d COLUMN SCIEpAE FOR FREESTANDING STRICTURES AMI INTERMEDIATE COLUMNS FOR MULILSPAN STRUCRNES COLUMN f/01E5 E _ 8-TANX.COU►HIEI F 11'MAX. COLIAN LEfCTH O17 MAX COLUMN LENGTH H' 17AWX.COLIINLEMiTH TABLE 2.4 ALL COLUMNS MAY BE REPLACED WITH A STRONGER COLUMN .,V WAY BE REPLACED W104 9' MAYBE REPLACED WN C -J, ETC. LBBAR INTERPOLATION FOR ALL CALCULATIONS 18 ALLOWED LIVE TRIG 0.0le.3•.rHEADER 0.077:P—HMADPR OOUBlE 0.03TN7i0'IEAOER LOAD WIDTH MAX COK9. FOOTER SIZE MA( CONS. FOOTER SIZE AMAX COLS. FOOTER SRiE 0 COLUMN FREE ATTACNED FREE ATTACHED COLUMN FREE ATTAOm FTR FTR MN SP FTN 5 SPACING FTR WON. SPACING FTA FIR MN WA WA V V COL. V V COL. V V COL. 6 5 M TYPE (M TYPE (Fn M TYPE 70AWMRNWFCSPEED WA LEBSTHAN t7 8 4 5 10 4'd 17-1' 27 23 A 14'-1" 28 24 B ITT 27 23 B WA Sd 1or4' 26 23 B 17-r - 27 25 B 1r -1a' 28 24 B WA 9d 9-10" 25 24 B 11'4' 28 25 c 1ad 28 25 B 7 rd 9-1" 25 25 B to -r 26 28 C tad 25 25 C 9 6d 6-7 25 25 B 9-11" 28 28 C 94" 28 28 C 11 9d T3 25 25 B 94' Z7 27 C 6-1a' 28 26 C tad e4" 25 25 B 6-10' 27 27 C 64" 27 27 c 20 W -V 64" 25 2D B 1a-7 28 21 C 9•r 25 21 C 12 5'd 6-17 23 2D 8 9-1' 25 22 C 98 25 22 C 20 9d S8 22 20 B 93 25 23 C T4 23 22 C 12 Td dila' 23 20 B T4r 23 23' C T3 23 23 C 14 9d f3 23 21 B e8 23 23 C 68 23 23 c 16 9d 12 13 13 9d 25 23 C 94" 25 24 C 13 lord 14 15 15 SS 25 24 c S4' 25 24 C 25 4'4r a-11" 23 18 B 9-7 25 21 C B' -r 25 20 C 17 Sd S8 22 19 B 6.7 25 22 C T8 23 21 C 15 9d P -r 22 19 B T3 23 22 C Td 23 21 C 17 Td 18 16 19 93 23 22 C e8 23 22 C 18 6d p 32 18 SS 23 22 C S8 23 22 C 33 9d 17 18 18 W-10' 25 22 C S-7 25 23 C 18 tad 19 2D 2D 21 21 35 18 4'-r 25 22 C 30 4'dS8 21 22 17 B 94" 25 20 C r-tr 23 10 C 22 6-G.c-r 19 22 18 B r4" 23 21 C r823 23 2D C 2D 6d 21 21 22 6-1' 23 21 C 9S 23 21 C 22 Td 23 23 24 63 23 21 C S -r 23 21 C 24 9d 41 21 21 r -r 23 21 C P-10" 23 21 C 40 1'd 94' 22 16 B 6-11" 23 16 C 6-1a' 29 18 C T-0, S8 22 10 C 5-10' 22 18 C 64r r-7'22 19 C 4-11' 22 19 C 6o 4'4r r4' 22 16 C f-tr Z2 19 C GENERAL METHOD FOR USING THESE TABLES 1 CHOOSE FREESTANDING OR ATTACHED, COMMERCUK I) OR PATSTRUCTURE 2 CHOOSE PROJECTION, WIDTH. OVERHANG, WIND LOAD AND LVE LOAD. 3 FIND TRIBUTARY WIDTH FROM TABLE 28 AND DRAWINGS ON 878= OF "STRUCTURAL CONFIGURATIONS*. 4 CHOOSE A PANEL FROM SHEET 1 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5 CHOOSE A HEADER FROM SHEETS 24 THAT HAS ADEQUATE COLUMN SPACING. 6 USE THE FOOTER SIZE SHOWN. 7 FOR SINGLE SPAN ATTACHED PATIO, USE THE POST SHOWN. LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. 8 FIND THE DNC SPACING OF WALL CONNECTIONS ON TABLE 6.5. 9 FIND THE NUMBER OF PANEL M HEADER FASTENERS ON TABLE A OF 97CD04 DETAIL'AE'. 10 FIND THE APPROPRIATE DETAILS ON 870001 TO 67CD01. FOR CONCRETE PATIO SLABS FOLLOW 14 ABOVE 5 CHOOSE A COLUMN LENGTH IF USING COLUMN "A' (&4r OR 10'47 8FIND 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 LVE AND WAND LOAD 8 USE COLUMN TYPE g OR STRONGER (UNLESS USING COLUMN -A-) 9 FOLLOW STEP 8, 9 AND 10 ABOVE TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES PROJ. (FT) a3 0 1 2 OVERHANG 3 4 (FT) 5 0 7 B 4 4 5 WA WA WA WA WA 7 4 6 5 5 WA WA WA WA WA 8 4 5 5 8 8WA WA WA WA B 5 5 8 8 7 WA WA WA WA 10 5 6 6 7 7 8 WA WA WA II 8 8 7 7 8 B WA WA WA 12 6 7 7 8 8 99 WA WA 13 7 7 B 8 9 9 10 WA WA 14 7 B 8 9 8 10 10 11 WA 15 9 8 9 9 10 10 11 11 WA 168 9 B 10 10 11 11 12 12 17 B 9 10 10 11 112 ,2 13 18 9 'o'0 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 U 14 15 22 11 12 12 13 13 14 /4 15 15 23 12 12 13 13 14 14 15 15 16 24 12 13 13 14 14 15 15 1e 18 25 13 13 14 14 15 15 18 18 17 28 13 14 14 15 15 18 18 17 17 27 14 14 15 15 16 18 17 17 18 28 14 15 15 16 18 17 17 16 18 29 15 15 18 18 17 17 18 IB 19 30 15 16 18 17 17 18 16 19 19 31 18 18 17 17 18 18 18 18 p 32 18 17 17 19 18 19 18 20 20 33 17 17 18 18 19 19 2D 20 21 34 17 18 18 19 19 2D 2D 21 21 35 18 18 19 10 20 20 21 21 22 38 18 19 ,B 20 20 21 21 22 22 37 19 19 2D 2D 21 21 22 22 23 38 19 2D 20 21 21 22 22 23 23 39 2D 26 21 21 22 22 23 23 24 40 2D 21 21 22 22 23 23 24 - 41 21 21 22 22 23 73 24 24 25 42 21 22 22 23 29 24 1 24 1 25 25 THIS TABLE MAY BE USED FOR COMMEROA , PATIO OR LATTICE SIRl1CR1RES APR 18 2003 �'AmPROM erimaz 1140 ALL PRO DRIVp& ELKHART IN 46514 KBO IS NLLUATION REPORT IR -2821P WADERSPANS. COWMH SPACING. IGOnR SIZE AND COwm TYPE rm FREESTANDING AM0 ATTACHED PATIO AR STRUCTU0.Es SMR 301`8 OAT.: 2 0 2000 Z00 9 A CDCCQTAkinIki P_ Akin ArrAPYCn rnuuC09'1A1 QT0IIrr110CQ LIVE LOAD TRIB WIDTH a ' i aeww �' i acww 10' a.— LIVE LOAD TRIG WIDTH 3' CLOV6wL6AI .—c' MawnHw W .—CL a a[AN 29 -, —el 0 ■uR TRIB WIDTH MAX CONS. FOOTER SIZE MAX CONS. FOOTER SDE MAX CONS, FOOTER S� MAY, CONS, FOOTER SDE It" CONS, FOOTER S0� MAX CONS. FOOTER SIZE 24 25 COLUMN FREESTANDING ATT COLUMN FREESTANDING ATT COLUYN FREESTANDING ATT 25 34' 8" COLUMN FREESTANDING ATT COLUMN FREESTANDING ATT COLUMN FREESTANDOJO ATT S S 22'6' SPACING FOOTER V I FTR SPACING FOO'IEN V FTR SP NO FOOTER "Q' I FIR 27 28 SPACING FOOTER I FIR SPACING FOOTER Y IN FlR SPACING FOOTER V IN FTR 33 35 30 S COLUMN HEIG1fTS V 6-11" COLUMN HERTHTS - 22 COLUMN HEX3HTS 'Q' 25 19 23'5" COLUMN HEK-aHTS ^W COLUMN MEXbY1T9 "Q' 31 COLUMN HEIGHTS V 32'-3" P 30 32 ST 11' 14 14 IN 29 6T 11' 1S 18 1 201-11" ST 11' 157 157 20-11" 28 28 BT 11' 157 1B BT 11 157 1C I 26-4" BT 11 15 18 1 28 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' 99 20 22 24 25 18 25'3" 26 28 30 31 25 34' 8" 28 30 33 34 27 4' S S 22'6' 26 27 29 31 26 26-11" 27 28 31 32 27 3T-11" 30 31 33 35 30 S S 6-11" 20 22 24 25 19 23'5" 26 27 29 31 26 32'-3" 29 30 32 34 29 5 201-11" 6 20-11" 28 28 29 30 28 26-4" 28 28 30 31 28 356" 32 32 33 34 32 6-2" 23 6 6-2" 20 22 24 25 20 22'4" 27 27 29 30 27 30'4" 30 30 32 33 30 6 28 T 19-4' 27 27 28 29 27 23'6' 29 29 29 31 29 373" 33 33 33 34 33 24 T T6 20 21 22 23 20 201-11" 28 28 29 30 28 28'-10' 31 31 31 33 31 T 30 6 16-1" 28 28 28 29 28 21'-11" 30 30 30 30 30 31'-1" 34 34 34 34 34 26 8' T-0" 21 21 22 23 21 20-0" 29 29 29 29 29 2T6 32 32 32 32 32 6 31 9 1T-1" 28 28 28 29 28 2014" 30 30 30 30 30 29.4" 34 34 34 34 34 28 9 66" 21 22 24 25 21 19-2" 30 30 30 30 30 296" 33 33 33 33 33 9 33 10 16-2" 29 29 29 29 29 19-8" 31 31 31 31 31 2T9' 35 35 35 35 35 22 101 64" 22 22 24 25 22 18'-2" 30 30 30 30 30 25-7" 34 34 34 34 34 101 30 11' 165" 30 30 30 30 30 18'3" 31 31 31 31 31 26-2" 35 35 35 35 35 14'-0" 11' 6-0" 21 23 25 26 21 1T-4" 31 31 31 31 31 24'-9" 34 34 34 34 34 11' 1T-11" 12 14'6" 30 30 30 30 30 1T-11" 32132 35 32 32 32 25-1" 361361.361.361 28 36 29 12' 5-T 21 23 25 26 21 16-7" 31 31 31 31 31 24'-1" 36 36 36 36 36 17 33 13• 14'-2" 31 31 31 31 31 1 T3" . 35 33 33 33 33 24'-1" 36 36 36363613' 17-11" 29 29 29 S-6 22 24 26 27 22 15-11" 31 31 31 31 31 23'-4" 36 36 36 36 3614' 33 33 33 13'-" 31 31 31 31 31 16-7" 33 33 33 33 33 23'-2" 37 37 37 37 37 30 14' 64" 22 24 26 27 22 15'4" 32 32 32 32 32 22'6" 36 36 36 36 3616 34134134 39 39 13•-2" 31 31 31 31 31 16-0" 34 34 34 34 34 27.6" 37 37 37 37 37 32 1S S-2" 23 25 27 28 23 14'-10" 32 32 32 32 32 21'-9" 37 37 37 37 3716- 39 391 34 -12'9'- 31- -31- 31- •31- --31- 15'6'-1.33 34 -34.34 28 -34 .--34 . _21'6'- .37. 3737_37__37 31 31 32 _- 16_ - S-0" 24 25 27 28 24 14'3" 33 33 33 33 33 21'-0" 37 37 37 37 37 16 20 4' 24'3" 30 32 34 36 24 29-0" 31 33 36 37 26 396 33 36 38 40 29 20 4' 99 23 25 27 28 18 23'-3" 29 31 34 35 24 34'-1" 32 35 37 39 27 4' 35 S 276' 29 31 34 35 26 26-11" 30 32 35 37 27 35.4" 32 35 37 39 30 22 S 8'-11" 23 25 27 28 19 201-10• 29 31 33 35 25 30'6" 32 34 36 38 28 S 33 6 201-11" 29 31 33 35 27 26-4" 30 32 34 36 28 373" 32 34 37 39 31 32 6 6-2" 23 25 27 28 20 19-T 28 30 32 34 26 2T-10" 30 32 35 37 29 6 38 T 194" 28 30 32 34 27 276" 29 31 34 35 29 29-10" 31 33 36 37 31 29 T T6" 22 24 26 27 20 17"-7" 27 29 31 33 26 25-9" 30 32 34 36 30 T 35 6 18'-1" 28 30 32 34 28 21'-11" 30 31 33 35 30 2T-11" 32 32 35 37 32 34 6 T-0" 22 24 26 27 21 16-5 27 29 31 33 27 24'-1" 31 32 34 36 31 6 39 9 1T-1" 29 29 31 33 29 2016" 30 31 33 35 30 266" 33 33 35 37 33 34 9 66" 23 25 27 28 21 1576 28 28 30 32 28 22'-9" 31 31 34 35 31 9 10 19 16-T 29 29 31 33 29 196" -31 31 32 34 31 26-0" 33 33 34 36 33 17-6 101 61" 23 25 27 28 22 14'-9' 28 28 30 32 28 21'-7" 32 32 33 35 32 101 32 11' 165" 30 30 30 32 30 169' 31 31 32 34 31 24'6' 34 34 34 36 34 34 11' 6-0" 25 26 28 30 21 14'-0" 28 28 29 31 28 201-7" 32 32 33 35 32 11' 104" 17 14'9' 30 30 30 32 30 1T-11" 32 32132133 37 37 32 23'6 35135 41 35 35 35 36 17 579'2 26 28 30 21 13'5' 29 29 29 31 29 19-8" 33 33 33 34 33 17 32 13' 14'-2" 31 31 31 32 31 1T3" 33 33. 33 33 33 22'6' 35 35 35 35 35 37 13' S6' 26 27 29 31 22 17-11" 29 29 29 31 29 16-11" 33 33 33 34 33 13 14'-0" 14' 13'6' .31 31 31 31 31 16-7" 33 33 33 33 33 21'9' 36 36 36 36 36 40 14' 5W 26 27 29 31 22 12'5" 30 30 30 31 30 18'3" 34 34 34 34 34 14' 37 1S 13'-2" 31 31 31 31 31 16.0" 34 134 34134134 39 39 34 21'-0" 37 37 37 37 37 40 15 S-2" 26 28 30 32 23 12'-0" 31 31 31 32 31 1T-7" 34 34 34 34 34 1S 16 16 17-9" 31 31 31.31. 357 31 1 16-T 34134134 39 391 34 1 204" 37 37 37 37 37 16 S-0" 26 28 30 32 24 11'-7" 31 31 31 32 31 1 T-0" 35 35 35 35 35 16 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$ 23 25 27 28 21 23'-7" , 29 31 33 35 28 347 32 34 37 39 32 4' 35 S 276" 30 32 34 36 30 26-11" 31 32 35 36 31 3S-10" 35 35 37 39 35 22 5 6-11" 23 25 27 28 22 21'-1" 29 30 33 34 29 30-11" 33 33 36 38 33 S 33 6 201-11" 31 31 33 34 31 254" 33 33 34 36 33 376" 36 36 37 38 36 32 6 6-2" 23 25 27 28 23 193" 30 30 32 33 30 29-T 34 34 35 37 34 6 38 T 19-4" 32 32 32 33 32 23'6 34 34 34 35 34 301-3" 37 37 37 38 37 29 T T6" 23 23 25 27 23 1T-10" 31 31 31 33 31 26-2" 35 35 35 36 35 T 35 6 16-1" 33 33 33 33 33 21'-11" 34 34 34 34 34 264" 38 38 38 38 38 34 6 T-0" 24 24 25 27 24 166" 32 32 32 33 32 24'-S" 36 36 36 36 36 6 39 9 17"-1" 33 33 33 33 33 2016" 35 35 35 35 35 266" 39 39 39 39 39 34 9 66" 24 25 27 28 24 169' 32 32 32 32 32 23'-1" 37 37 37 37 37 9 10 10 16-2" 34 34 34 34 34 19-8" 36 36 36 36 36 254" 39 39 39 39 39 17-6 10 64" 25 '25 27 28 25 14'-11" 33 33 33 33 33 21'-10• 37 37 37 37 37 101 32 11' 16-T 34 34 34 34 34 1W-9 36 36 36 36 36 24'-101" 40 40 40 40 40 34 11' B-0" 25 26 28 29 25 14'-3" 34 34 34 34 34 201-10" 38 38 38 38 38 11' 104" 17 14'9 35 35 35 35 35 1T-11"139 37 37 37 37 37 23•-101' 41 41 41 41 41 36 12' 6-9" 25 26 28 29 25 13•-7" 34 34 34 34 34 201-0" 33 35 38 38 38 17 32 13 14'-2" 36 36 36 36 36 1T3" 38 38 38 38 38 27-10" 41 41 41 41 41 37 13' 576 26 27 29 31 26 13'-1" 35 35 35 35 35 19-T 39 39 39 39 39 13' 14'-0" 14' 13'6" 36 36 36 36 36 16-7" 38 38 38 38 38 27-a' 42 42142142 37 16-2" 42 40 14', 54" 27 27 29 31 27 17-7" 35 35 35 35 35 18'6 1381311 40 40 40 40 40 14• 37 15 13'-T 37 37 37 37 37 16-0" 39 39 39 39 39 21'3" 43 43143143 40 40 43 40 15 S -T 27 28 30 32 27 12•-T 36 36 36 36 36 1T-10' 40 40 40 40 40 1S 16 16 17-9" 36 36 36 357 38 156 39 39 391 39 20-T 143 43143143 43 16 5-0'• 28 28130 32 28 11'-T 35 35 35 35 35 17"3" 41 41 41 41 41 16 4' c.nrwvn� 276" 33 35 38 40 28 24'-11" 34 36 39 41 29 30-T' 36 38 41 43 31 20- 4' 9-9" 27 28 31 32 21 1T-11" 31 33 36 37 26 263' 35 37 40 42 30 4' S 201-1" 33 35 37 39 30 274" 33 35 38 40 31 2T4" 35 37 40 42 33 21 5 69 27 28 31 32 22 16-0" 30 32 35 36 27 23'6" 33 35 38 40 31 S 6 194" 32 34 37 38 30 2014" 33 35 37 39 32 24'-11" 34 36 39 41 33 37 6 6-0" 25 27 29 30 23 14'-7" 30 32 35 36 28 21'57 33 35 37 39 32 6 T 1T4" 31 33 36 37 31 16-10. 32 34 37 38 32 23'-1" 35 35 38 40 35 37 38 39 39 40 T 7"5" 25 27 29 30 24 1V-6 29 31 33 35 29 19-10" 33 34 37 38 33 T 6 15-11" 32 32 35 36 32 1T6" 33 33 36 37 33 21'-7" 35 35 37 39 35 30 9 6-11" 25 27 29 30 24 12'6" 30 31 33 35 30 18'-7" 34 34 37 38 34 8' 9 14-0" 32 32 35 36 32 16-7" 34 34 36 37 34 204" 36 36 37 39 '36 22 9 6-7" 27 28 31 32 25 11'-11" 30 30 32 34 30 1T6" 34 34 36 37 34 9 10 14•-2" 33 33 35 36 33 159' 34 34 35 36 34 194" 37 37 37 38 37 27 10 6-2" 27 28 31 32 26 11'4" 31 31 32 34 31 16-7" 35 35 36 37 35 10 11' 17-6 34 34 34 35 34 15'-0" 35 35 35 36 35 16-10" 37 37 37 38 37 34 11' 5-11" 28 30 32 34 25 10-9• 31 31 32 34 31 16-10" 35 35 35 36 35 11' 17 13'-0" 34 34 34 35 34 14'5" 36 36 36 36 36 16-1" 38 38 13' 38 29 12' 576' 28 301321 _1 34 25 104" 32 32 32 34 32 15-2" 36 36 36 36 36 17 13' 17-T 35 35 35 35 35 13'-10" 36 36 36 36 36 1T1" 39 39 39 39 39 27 17 T -T 29 31 33 35 26 9-11" 32 32 32 32 32 14'6" 37 37 37 37 37 17 14' 17-0" 35 35 35 35 35 174" 37 37 37 37 37 166" 39 140 39 1381381 39 39 39 T-3" 14• 53" 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 17-10" 37 37 37 37 37 16-2" 40 40 40 40 40 15 6-1" 30 32 35 36 27 93" 33 33 33 33 33 13'6" 37 37 37 37 37 15 16 11'3" 36 36 36 36 36 17-5" 37 37 37 37 •37 1S-7" 40 40 40 40 16 4'-11" 30 32 35 36 28 6-11" 33133133133 33 13'-1" 38 38 38 38 38 16 LIVE PRO- a va exrnuoro Henoew LOAD LOAD JEC- MNL CONS. FOOTER SIZE FREESTANDING ATT 37 TION COLUMN FOOTER "C' IN FTR 35 38 SPACING 33 25 4' COLUMN HEIGHTS V P 27 28 ST 11' 157- IV IN 70 MPH EXPOSURE B 20 6 11'-2' 21 23 .25 26 19 31 9 10'6 21 23 25 26 -19 35 29 26-0" 34 30 279' W ta-T 20 22 24 25 19 35 36 11' 96' 21 23 25' 26 20 25 25 12' 9-1" 21 23 25 26 21 29 30 13' 8'9' 22 24 26 27 20 14' 6-S' 22 24 26 27 21 33 1S 8'-1" 23 25 27 28 21 37 16 T-10' 23 25 27 28 21 22 1T T-7" 1 24 25 27 29 21 70 MPH EXPOSURE C ' 20 8• 11'-2" 25 26 28 30 19 32 32 33 33 34 9 1016" -10-0" 25 23- 26 25 28 - 27: 30 - 28- 19 19- -19- — '-10 - 37 38 39 39 40 37 38 39 39 40 37 38 39 39 40 6 9 10 11' 17 64" 23 6-0" 24 S6" 25 S5"25,26,28,211, 6-2"26 23 25 25 26 20 20 27 28 28 29 17 9-1" 25 26 28 30 21 24%T 23'-1" 21'-10' 20-10" 20'-0" 13 8'-9• 26 27 29 31 20 14' 8'57" 26 27 29 31 21 36 37 38 15 8'-1' 26 28 30 32 21 41 41 42 16T-10' 41 41 42 26 28 30 32 21 31 31 32 1, T -T 27 29 31 33 21 90 MPH EXPOSURE B 20 6 11'-2" 24 26 28 29 22 9 1016' 24 26 28 29 22 101 101-0" 23 25 27 28 22 11' 96' 24 26 28 29 23 17 9-1" 24 26 28 29 24 17 8'-9" 25 27 29 31 24 14' 65" 25 27 29 31 24 1S 8'-1" 26 28 30 32 25 16 T-10" 26 28 30 32 24 1T I T -T 1 27 1 29 1 31 1 331 25 90 MPH EXPOSURE C 20 6 11'-T 28 30 32 34 23 9 1016' 28 30 32 34 23 101 101.0" 27 28 31 32 23 11' I 96" 28 30 32 34 2 17 9-1" 28 30 32 34 13' 69• 29 31 33 35 _1 14' 657 29 31 33 35 70 MPH EXPOSURE B AND C 25 6 10-0" 23 25 27 28 1 9 9-5" 23 25 27 28 19 101 6-11" 23 25 27 28 19 11' 8'6" 25 26 28 30 19 12' 8•-2" 25 26 28 30 20 13' T-10" 26 27 29 31 20 14' T6' 26 27 29 31 20 16 T-3" 26 28 30 32 20 16 T-0" 26 28 30 32 20 ALL FOOTERS LISTED ARE CONSTRAII TO USE NONCONSTRAINED FOOTERS SEE TABLE ON SHEET 2 OF 8 4' 276' 29 31 34 35 28 26-11" 30 32 35 37 29 3T-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 6 20-7" 169' 29 30 31 30 33 32 35 29 26-0" 34 30 279' 31 32 32 32 34 34 36 35 31 32 363" 37-2" 35 36 35 36 37 37 39 39 35 36 S 6 6-0" 22 T4" 22 23 23 25 25 27 27 21 22 21'-1" 19-3" 28 30 30 30 33 32 34 33 29 30 29-11" 28'-2" 33 34 33 34 35 35 37 37 33 34 S 6 T 1 T4" 31 31 31 33 31 21'-1" 33 33 33 35 33 299' 37 37 37 37 37 T 69'22 23 25 27 22 1 T-101' 31 31 31 33 31 26-2" 35 35 35 36 35 TO'Amenmax 9 10 11' 17 163"32 164" 14'4" 13-10" 13'3" 32 33 33 34 32 32 33 33 34 32 32 33 33 34 33 32 199 32 . 32 18'-7" 33 33 1T6' 33 33 16-10" 34 34 16-1" 33 34 35 35 35 33 34 35 35 35 33 34 35 35 35 34 34 35 35 35 33 34 35 35 35 2T-10'37 263" 24•-11" 27,6 276' 38 39 39 40 37 38 39 39 40 37 38 39 39 40 37 38 39 39 40 37 38 39 39 40 6 9 10 11' 17 64" 23 6-0" 24 S6" 25 S5"25,26,28,211, 6-2"26 23 25 25 26 25 27 27 28 27 28 28 29 23 24 25 25 26 166•'32 159• 14'-11" 14'3"34,34,34,34 13•-7" 32 33 34 32 32 33 34 32 32 33 34 33 32 33 34 32. 32 33 34 34 24%T 23'-1" 21'-10' 20-10" 20'-0" 36 37 37 38 38 36 37 37 3B 38 36 37 37 38 38 36 37 37 38 38 36 37 37 38 38 8'$jMMr. 9 10 11' 12' PRODUCT", INC 1140 ALL PRO DRIVE ELKHART, IN 46514 ICBD ES EVALUATION REPORT ER -2621P HEADER SPANS, COLD SPACING, FOOTER SIZE AND COLUMN IYPE FOR 13'17-V 14' s 17.3" „'-,o" 34 35 35 34 35 3.55 34 35 35 34 34 166' 35 35 14•-11" 35 35 IW -S* 36 37 38 36 37 38 36 37 38 36 37 38 36 37 38 21'-0" 20-10" 20-T 41 41 42 41 41 42 41 41 42 41 41 42 41 41 42 13' 14' 1S 4'-11" 25 4'9 26 4'-7" 26 27 27 28 29 29 30 31 31 32 25 26 26 13'-1" 17-7" 17-2" 35 35 36 35 35 38 35 35 36 35 35 36 35 35 36 19-2" 18'6" 1r-10' 39 40 40 39 40 40 39 40 40 39 40 40 39 40 40 13' 14' • 157 FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES SHCET 4 Of B DATE: 7/g/2000 IPPR 18 2003 C ` N0. 16273! E.o 6.30.07 MAR 0 3.0 FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES LIVE LOAD TWB VMDTH C 70 MPH ....... Y I ■cAw l o' I ccww LIVE LOAD TRIS vMDTN 2' CLOV—L— rrcc� HrwGcn c• cTcn 0 OCAM � o' c,'cn 0 III. TRI! VYDTH VAX COMB. F007ER SIZE MAX CONS. FOOTER S� MAX DONS FOOIEi SNZE MAIL CONS. FOOTER SIZE MAA [0119. FOOTER SIZE YAX CONS. F00113R SRE 25 I COLUMN iREESTANp ATT COLUMN FTtEE9TAI1CMH0 ATT COLUMN ST ATT 273" 29 COLUMN FREESTAN01q ATT COLUMN FREESTANDING ATT COLUMN FREESTA/DI1C ATT 32 34 37 SPACING Y I FIR SPACNO FOOTER frit SPACNG POOTOi V FTR 217-1" 33 SPACDKi FOOTER V FAR SPACING FOOTEi V W Fitt SPACING FOOTER Y FTR 40 31 2T-4" 35 COlU1O/ NEJGHTS V COIUYN HEIGHTS. V IIBONIB V 27 S ITO COLUMN HE7Ci1Tf5 1T COLIAYI lmCiTfS 'C COLUMN HEIGiRfS V 217-10' P 31 33 8'7' 11 19 16 25 I'7' 17' 19 1S !m 77' 19 18 P 36 37 I'7' 11' 1S f8' IT 11' 7S 16' 1 fIT /1' 1S 1C I 154" 90 MPH EXPOSURE C 70 MPH EXPOSURE JEC- C 25 4' 278 33 35 38 40 28 24'-11" 34 38 39 41 29 317-7" 36 38 41 43 31 25 4' 90 23 25 27 28 17 273" 29 3/ 34 35 24 373" 32 34 37 39 27 4' S 217-1" 33 35 37 39 29 22'4" 33 35 38 40 31 2T-4" 35 37 40 42 33 27 S ITO 22 24 26 27 18 217-10' 29 31 33 35 25 29-11' 31 33 36 37 28 S 1 T1Y 1 261 9 154" 32 34 37 38 30 2174' 33 35 37 39 32 24'-11" 34 36 39 41 33 31 5 T4" 22 24 26 27 19 19-M 28 30 32 34 26 2T-1 a' 30 32 35 37 30 5 11' T 1T-0' 31 33 36 37 31 19-117' 32 34 37 38 32 23'-1' 33 35 38 40 35 T-117' T 59" 22 24 26 27 19 1T -T 27 29 31 33 26 253" 30 32 34 36 30 T 5 15-11" 32 32 35 36 32 1T8 33 33 36 37 33 21'-T 35 35 37 39 35 21 5 54" 22 24 26 27 20 16-T 27 29 31 33 27 24'-1" 31 32 34 36 31 5 21 9 16-0' 32 32 35 36 32 15-T 34 34 36 37 34 2174" 36 36 37 39 36 24 9 5-0" 23 25 27 28 20 138 28 28 30 32 28 273" 31 31 34 35 31 9 30 117 14'-2' 33 33 35 36 33 169' 34 34 35 36 34 194" 37 37 37 38 37 117 117 54" 23 25 27 28 21 14'9" 28 28 30 32 28 21'-T 32 32 33 35 32 117 32 11' 13'8 34 34 34 35 34 15-0' 35 35 35 36 35 19-10' 37 37 37 37 37 35 11' SS 25 26 28 30 21 14-0" 28 28 29 31 28 217-7- 32 32 33 35 32 11' T8 17 17-(r 34 341341351 34 14'S 1a 35 35 35 19-1" 32 21 381381 11' 38 28 12' S-2" 34 26 28 30 22 13'S 29 29 29 31 29 198 33�34 6-2" 33 34 33 17 22 IS 17S 35 35 35 35 35 13'-117' 35 35 35 35 35 1T4" 38 38 38 38 38 13' 4'-11" 26 27 29 31 21 17-11" 2.912.129131 117 29 15-11" 33 20 33 34 33 13' 14' 17.0" 35 35 35 35 35 13'4 1351351 36 36 36 36 1 36 154" 138138 38 38 38 38 38 14' 4'9" 125 26 27 29 31 22 12'S 3 3D 30 31 30 15-3' 34 34 34 34 14'15 11'-T 36 36 36 36 36 17-117' 36 36 36 36 36 19-2" 39 39 39 39 39 iS 4'-T 26283032 22 12'-0' 30 30 30 30 30 1T -T 34 34 34 34 15 70 & 90 MPH EXPOSURE B / 70 MPH EXPOSURE C 90 MPH EXPOSURE C 30 4'21'-1" 29 31 34 35 27 254" 30 32 34 36 29 358 32 35 37 39 32 25 4' 90 27 28 31 32 21 17"-11" 31 33 36 37 26 253' 35 37 40 42 30 4' S 15-10' 28 30 32 34 28 22'-10' 30 31 34 35 30 373" 34 34 37 39 34 S 5-0" 25 27 29 30 21 150 30 32 35 36 27 23'6" 33 35 38 40 31 S 5 1T-2" 29 29 31 33 29 217-10' 31 31 33 35 31 29-6" 35 35 36 37 35 5 7"4' 25 27 29 30 23 14'-7' 30 32 35 36 28 21'5' 33 35 37 39 32 9 T 15-11" 30 30 30 32 30 194' 32 32 32 34 32 2T3" 36 36 36 37 36 T 59" 25 27 29 30 23 13'8 29 31 33 35 29 19-10" 33 34 37 38 33 T 5 14'-117' 30 30 30 32 30 18'-1" 33 33 33 34 33 258 36 36 36 36 36 8' 64" 25 27 29 30 24 12'4" 30 31 33 35 30 15-7- 34 34 37 38 34 5 9 14'-0" 31 31 31 31 31 1T-0" 33 33 33 33 33 24'-0" 37 37 37 37 37 9 5-0" 27 28 31 32 24 11'-11" 30 30 32 34 30 1T4" 34 34 36 37 34 9 1a 174" 32 32 32 32 32 15-2" 35 35 35 35 35 279' 38 38 38 38 38 117 68 27 28 31 32 24 11'4" 31 31 32 34 31 15-T 36 36 36 37 36 to 11' 174" 32 32 32 32 32 15'S 35 35 35 35 35 21'8 38 38 38 38 38 11' SS 28 30 32 34 25 1179' 31 31 32 34 31 16-10" 35 35 35 36 35 11' 17 17-2" 33 33 33 33 33 14'9' 35 35 35 35 35 217-7- 39 39 39 39 39 12' S3" 28 30 32 34 26 1a4" 32 32 32 34 32 1" 36 3s 36 36 36 17 13' 11'4' 33 33 33 33 33 14'-7 36 36 38 36 36 19-117' 39 39 39 39 39 13' S-1" 29 31 33 35 27 9-11" 321321331 35 32 14'8 37 37 37 37 37 IS 14' 1 V-7 34 34 34 34 34 13'4" 36 36 36 36 36 19-1" 40 40 40 40 40 14' 16 4'-11" 4'9" 29 30 31 32 33 35 35 36 26 26 9-T 9-3" 33 133 33 33 33 33 35 36 33 33 14'-0" 176" 37 37 37 37 37 37 37 37 37 37 14' 15 90 MPH EXPOSURE C 30 4' 21'-1" 33 35 37 39 28 24'-11" 34 36 39 41 29 31'3" 36 38 41 43 32 70 & 90 MPH EXPOSURE B 30 4' 9-2" 23 25 27 28 20 22'-0' 28 30 33 34 27 3174" 31 33 36 38 31 4' S 18'-10" 32 34 37 38 29 274" 33 35 38 40 31 25-0" 35 37 40 42 33 5 1T-2" 31 33 36 37 30 2174" 33 35 37 39 32 268 34 36 39 41 34 S 7"4" 22 23 25 27 21 2aS 29 30 33 34 29 25-2" 32 33 35 37 32 S T 15-11" 30 32 35 36 30 19-1a' 32 34 37 38 32 274" 35 35 38 40 35. 5 58 22 23 25 27 21 193' 30 30 32 33 30 258 33 33 35 37 33 5 5 14'-10" 31 32 35 36 31 1T4" 33 33 36 37 33 22'-1" 36 36 38 40 36 T 5-2" 22 23 25 27 22 1T-10" 31 31 31 33 31 25-2" 35 35 35 36 35 T 9 14'-0' 32 32 33 35 32 15-T 34 34 36 37 34 217-117' 36 36 37 39 36 5 69' 22 23 25 27 22 158 32 32 32 33 32 24'-1" 36 36 36 36 36 9 117 13'4" 33 33 33 35 33 169' 34 34 35 36 34 194" 37 37 37 38 37 9 SS 23 25 27 28 23 169' 32 32 32 32 32 23'-1' 37 37 37 37 37 9 11' 174" 33 33 33 35 33 15-0' 35 35 35 36 35 19-10' 37 37 37 38 37 117 S-2" 24 25 27 28 24 14'-11" 33 33 33 33 33 21'-10" 37 37 37 37 37 1a 17 17-2" 34 34 34 35 34 14'5" 36 36 36 36 36 19-1" 38 38 38 38 311 11' 4'-11" 24 26 28 29 23 14'-3" 34 34 34 34 34 217-117' 38 38 38 38 38 11' 13' 11'8 34 34 34 35 34 13' -la' 36 36 36 36 36 1T4" 39 39 39 39 39 17 4'9' 24 26 28 29 24 13'-7- 34 34 34 34 -Cr2a 38 38 38 38 38 12' 14' 11'3' 35135135135135 13'4" 36 36 36 36 36 154" 39 39 39 39 39 17 14' 4'8 4'4' 25 25 27 27 29 31 29 31 25 25 13'-1" 12'-7" 134 35 35 35 35 35 35 35 35 35 35 19-T 198 39 40 39 40 39 40 39 40 39 40 13' 14' 70 & 90 MPH EXPOSURE B / 70 MPH EXPOSURE C 40 4' 194" 28 30 32 34 26 22'3' 29 31 34 35 28 317-7' 32 34 36 38 31 70 MPH EXPOSURE C S 154' 27 29 31 33 27 19-ta' 28 30 32 34 28 2T4" 32 32 35 37 32 30 4' S-2" 23 25 27 28 17 27-0" 29 31 33 35 23 374" 32 34 36 38 26 4' 5 14'-11' 27 28 30 32 27 18'-2" 30 30 32 34 30 24'-11" 33 33 34 36 33 S T4' 22 24 26 27 18 2175" 29 31 33 35 25 29-2" 31 33 36 37 28 S T 13'-10' 28 28 29 31 28 159" 30 30 31 33 30 23'-1" 34 34 34 35 34 5 5$" 22 24 26 27 18 19.0' 28 30 32 34 26 258 30 32 35 37 29 5 8' 12'-11" 29 29 29 31 29 1644 31 31 31 32 31 21'-T 34 34 34 35 34 T 5-2" 22 24 28 27 19 1T-7' 27 29 31 33 26 26-2' 30 32 34 36 30 T 9 17-2" 30 30 30 31 30 14'-10" 31 31 31 32 31 2174' 35 35 35 35 35 5 59" 22 24 26 27 19 155" 27 29 31 33 27 24'-1" 31 32 34 36 31 5 1a 11'-7- 30 30 30 30 30 14'1T 33 33 33 33 33 194' 36 36 36 36 36 9 SS 23 25 27 28 20 158 27 28 30 32 27 279" 31 31 34 35 31 9 11' 11'-0" 30 30 30 30 30 13'-5" 33 33 33 33 33 199' 36 36 36 38 36 117 5-2" 23 25 27 28 21 14'9' 27 28 30 32 27 21'-T 32 32 34 35 32 19 17 1 117-71 131 1311311311 31 1 12'-10" 1331331331331 33 1 1r-11"137137137 371 371 11' 17 13' 4'-11" 4'9" 4'8 25126 25 26 26 27 28 28 29 30 30 31 20 21 21 14'-0' 13'S 17-11" 28 28 28 28 28 28 29 29 29 31 31 31 28 28 28 217-7' 194' 18'-11" 33 33 34 33 33 34 33 33 34 35 34 34 33 33 34 11' 17 13' 90 MPH EXPOSURE C 40 4' 154' 32 34 37 38 27 22'3' 33 35 38 40 28 317-T' 36 38 41 43 31 S 194' 31 33 36 37 28 19-10' 32 34 37 38 29 2T4" 35 37 40 42 33 IN 4'4' 26 27 29 31 22 17S 29 29 29131 29 18-3' 35 35 35 35 35 14' 5 14'-11" 30 32 35 36 28 15-Y 32 34 37 38 30 24'-11' 34 36 39 41 33 90 MPH EXPOSURE C T 13'-10" 29 31 33 35 29 158 31 33 36 37 31 23'-1" 35 35 38 40 35 30 4' 9-2" 27 28 31 32 21 17-11" 31 33 36 37 26 25-3" 35 37 40 42 30 4' 5 12'-11" 30 31 33 35 30 164' 32 32 35 36 32 21'-7" 35 35 37 39 35 S T4" 25 27 29 30 21 15-0" 30 32 35 36 27 278 33 35 38 40 31 S 9 17-2" 31 31 33 35 31 14'-10" 32 32 35 36 32 2a4' 36 36 37 39 36 5 58 25 27 29 30 22 14'-T 30 32 35 36 28 21'-S" 33 35 37 39 32 5 to 11'-7" 31 31 32 34 31 14'-0" 33 33 33 35 33 194" 37 37 37 38 37 T 5-2" 25 27 29 30 23 138 29 31 33 35 29 19-10' 33 34 37 38 33 T 11' 11'-0" 31 31 32 3431 17-F 34 34 34 35 34 199' 38 38 38 38 38 5 69'25 27 29 30 23 178 30 31 33 35 30 19-7" 34 34 37 38 34 5 17 1a -T 32 32132134 32 17-10" 341341341 35 34 1T-11" 38138 381381 38 1 9 SS 27 28 31 32 24 11'-11' 30 30 32 34 30 1T8 34 34 36 37 34 9 60 4' 15.0' 30 32 35 36 25 18'3' 32 34 37 38 27 25-T 34 36 39 41 30 117 6-2" 27 28 31 32 24 11'4" 31 31 32 34 31 15-T 35 35 36 37 35 .1a S 17-T 29 31 33 35 26 193" 31 33 36 37 28 27-117' 33 35 38 40 31 11' 4'-11" 28 30 32 34 24 1a9" 31 31 32 34 31 15-10' 35 35 35 38 35 11' 9 173' 29 31 33 35 27 14'-10' 30 32 35 36 29 2a -la' 33 35 37 39 32 17 4'9" 28 30 32 34 24 1174' 32 32 32 34 32 15-2" 36136136 36 36 17 T 114" 28 30 32 34 28 13'9' 30 31 33 35 30 194" 33 34 37 38 33 13' 48 29 31 33 35 25 9-11" 32 32 32 32 32 14'8 37 37 37 37 37 13' 5 117-T 28 30 32 34 28 17-10' 31 31 33 35 31 19-1" 34 34 37 38 34 14' 4'4' 29 31 33 35 26 9-T 33 33 33 33 33 14'-0" 37 37 37 37 371 14' 9 ta-0" 29 29 31 32 29 17-r 33 33 33 35 33 17'.(r 34 34 38 37 34 40 4' T-2" 25 27 29 30 20 1 T-11" 31 33 38 37 26 293' 35 37 40 42 30 4' I a 98 30 30 31 32 30 11'-S" 33 33 33 34 33 15-2" 35 35 36 37 35 S 9 54" 6-10' 25 23 27 25 29 27 30 28 20 21 16'-0' 14'-T 30 30 32 32 35 35 36 36 27 28 276" 21'5" 33 33 35 35 38 37 40 39 31 32 S 5 TABLE 3.1 T 55" 25 27 29 30 22 n -O* 29 31 33 35 29 19-10' 32 34 37 38 33 T 5 5-0' 25 27 29 30 23 174' 30 31 33 35 30 19-7" 34 34 37 38 34 5 9 4'9' 27 28 31 32 22 11'-11' 30 30 32 34 30 1T8 34 34 36 37 34 9 to 4'8 27 28 31 32 23 11'4" 31 31 32 34 31 15-7- 35 35 36 37 35 117 LIVE PRO n cc .... Hc.Gca LORD JEC- MAX CONS. FOOTER S� TION COLUMN FREESTANDING ATT OR MULTISPAN SPALINO FOOTf9i V W FIR ATTCHED ATTACHED COLUMN HEIC�RfS 7 P 17-0- ST 11' IS 1S IN F 90 MPH EXPOSURE B 25 5 ta-0" 23 25 27 28 21 18'-0' 9 9S 23 25 27 28 22 ICY 541' 23 25 27 28 22 11' 98 24 26 28 29 22 17 9-7' 24 26 28 29 23 17 TAM 25 27 29 31 23 14' T8 25 27 29 31 23 15 T3" 26 28 30 32 23 15 1 T1Y 1 261 281 301 321 23 90 MPH EXPOSURE C 25 5 117-0" 27 28 31 32 21 9 9S 27 28 31 32 22 117 9-11" 27 28 31 32 22 11' 68 28 30 32 34 23 17 9-2" 28 30 32 34 24 13' T-117' 29 31 33 35 23 14' T8 29 31 33 35 24 70 MPH EXPOSURE B 30 5 9-2" 20 22 24 25 21 9 9-77 20 22 24 25 21 to 9-2" 20 22 24 25 22 11' T9' 21 23 25 26 22 17 T-5" 21 23 25 26 23 13' T-2" 22 24 26 27 23 14' 5-117' 22 24 26 27 23 15 5-T 23 25 27 28 23 90 MPH EXPOSURE C 30 5 9-2" 27 28 31 32 21 9 8'-T 27 28 31 32 21 117 9-2" 27 28 31 32 22 11' T9" 28 30 32 34 22 17 T-5' 28 30 32 34 23 13' T-2" 29 31 33 35 23 14' 5-10' 29 31 33 35 23 15 9-7- 30 32 35 36 23 40 8' T-11" 25 27 29 30 20 9 T8 27 28 31 32 21 1a T-1" 27 28 31 32 21 11' 9-9' 28 30 32 34 21 17 5-S" 28 30 32 34 22 13' 6-2" 1 29 31 33 35 22 60 T 5-11" 25 27 29 31 19 5 58 25 27 29 30 20 9 5-1" 27 28 31 32 20 117 S-9" 27 281 31 32 20 TABLE 3.2 APR 18 2003 TABLE 3.3 0edmax BUIWNCPRODUCfBt RVG 1140 ALL PRO DRIVC ELKHART• IN 46514 ICBO ES EVALUATION REPORT ER -2621P HEADER SPANS, COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE TOR FREESTANDING AND ATTACHCD COMMERCIAL SIRUCTUA ES SHEET 5 OF 8 DATE: 2/8/2000 MAXIMUM COLUMN HEIGHT COL COLUMN DESCRIPTION SINGLE FREEST FOR ALL COLUMNS SEE SPAN OR MULTISPAN DETAIL "1C IDD V ATTCHED ATTACHED E 3- CLOVERLEAF STEEL COL 17-0- 8'-7" F 3" SQUARE STEEL COLUMN 18'-0" 11'-0" G 4' SQUARE STEEL COLUMN 1814' 15'-0' H 5' SQUARE STEEL COLUMN /8'-0' 18'-0' J 1 6" SQUARE STEEL COLUMN 181-0" 18'-0' TABLE 3.3 0edmax BUIWNCPRODUCfBt RVG 1140 ALL PRO DRIVC ELKHART• IN 46514 ICBO ES EVALUATION REPORT ER -2621P HEADER SPANS, COLUMN SPACING, FOOTER SIZE AND COLUMN TYPE TOR FREESTANDING AND ATTACHCD COMMERCIAL SIRUCTUA ES SHEET 5 OF 8 DATE: 2/8/2000 4.0 FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES 0.047 x 3• x 8• SOX BEAM DOUBLE 0.032 x 2"X 8• LOAD WIDTH MAX LIVE TRIG MAXIMUM COLUMN SPACING SW STEEL C BEAM LNE TRIS MAXIMUN COLUMN SPACING 318- STEEL C BEAM LOAD WIDD/ FOR ATTACHED LATTICE ON SLAB LOAD WIDTH FREE MAX CONS. FOOTING SIZE MAX CONS. FOOTING S� FIR HEADER MUST BE ABLE TO SPAN I COLUMN FREE ATTACHED SPACING FTR FIR MIN. SPACING HEADER MUST BE ABLE TO SPAN COLUMN FREE ATTACHED •d' USING COLUMNA' ALL OT/ffR SPACING FIR FIR MIN 8'-1• 46 USING COLUMNA' ALL SPACING FIR FTR MINIMUM T-0' MAX LENGTH OF COLUMN COWMNS 0.036 7 'd• COLUMN 0.042 r-17 MAX LENGTH OF COLUMN OTHERS "d" .�, COLUMN sF FI 1014 101-0 e o ONSLAe 26 17 A TYPE 29 20 1014 701-0 ea ON SLAB 28 19 A TYPE 6 70 h1PH 25 10' OR LESS A 14'3• 28 21 A 90 MPH 28 17 OR LESS A 6 T -51T• 10 4' 21'-1' 27C 2S -r 263" A 17-11• 27 21 10 1r 5'C S-2 6C 6-2' 173' 29 29 c S 16.101 17-T 201-"21"-0* V S -T 23 17 A 16 4'4• 4'-11' 94' T-17 11'-11' 29 29 c S 6 14'-1• Ic-r 1r-0• ITS 20 A 1014• 26 16 A• 4'4• SS' S6 11'-T 30 30 c 25 r 17-11 17-T 14'-r IFI 26-C 27 22 C 22 217 A 4'6 S-1' 513• 11'3" 30 30 C A^ 6 10'-T 11'-01 174• 17-1• 2S3' 26 22 C A 21' 28 19 4-17 51-0• 11'C 31 31 C 9 S4' 94' 11.4' 11.4" 24.3" 26 23 C T 27 4'4' 4'-9• 101-9• 30 30 C 25 10 6-51 8'-10" 103' 1014" 27-W 26 23 c 20 4' 11'-1" 11.6 137.6• 13'4" C S 1T T6 0'C 914• S6 21'-11• 25 23 C C S 6-17 S3• 10-9• 111C 17 TC T4' 8'6 66 2/'4r 25 24 C 6 r4• r4• 6.11" S -T' 26 17 A' S 17 66 64• r-17 6-I' 201-2' 25 25 C 25 T 64• 6-71 T6 T-17 16-11 30 25 C 22 IN 6C 64• T4" T6 /6S• 25 25 C 6 s$ S-9" 66 6-17 1T-17 29 25 C C 19 S -T 9.10• 6•-17 TC IV-V` 25 25 C S 4'-11' 6.2" 6-17• 6-11 16-17 29 26 D 16 93' 96 9-W 6-T 18'-r 26 26 C 10' to 4'-r 94• S6 19-11' 26 26 D 23 1T 94r S -r 6C 6-2' 1T -T 25 25 C 23 11' A SS" WAIT SI 1T r 28 27 D 16 46 4'-11' S6 5'-17 /T-1' 26 26 C C 17 6 4'6 4'-T 14'-T 26 28 D 16 23 4'6 SS' S6 164' 26 26 C 13' T -I• WI 26 28 D 8• 201 S-1" S3• 163• 27 27 C 23 14' C 40 4' 13•-67 28 28 D 22 21' A 8'•2• 4•-10• SC 15-17 26 26 C 1s 1371 29 29 D C 27 6 4'4• 4'6 154• 27 27 C 16 IT 16 23 17 C 60 17-T 173• 1V-11• 30 30 30 30 30 29 D E E f 90 MPH- - 14 A 10 OR LESS i 15 C 10 4' 21'-1' 22'-0" 25-r 26-7 5'-r 221s S 16-17 1T -r 205• 21"1 1S TABLE 17'-T 30 30 E 6 14'-1' 14'4" ITC 1T6 201 11'3• 30 30 E T 17-1' 17-T 14'-r 164T 27.2' 29 24 C 21' 11'1 30 30 E 6 101-T 11'-0' 17-9• 13'-1• 201-9• 28 24 C 27 10-9" 30 30 E 25 4' V-111 S4' 10-17 11'-1• 6 S4• S4• 11'4• 11.4• IS -T 28 25 C 10_ 6S• 6-10' 7013" tab 166 26 26 c S T-2 T6 64" 6-11' r 'i1 V_ rt T6 8'C , •09'4• Do g4r IT4" 27 25 C 6 5.11• 6-3" r-3 rS• IT TC r4' " '64' 64• 16-11" 27 26 C r S-1" 5'41 6-2 64• 17-1' 30 25 C 13' 66 64• T-17 6-1' 16-3" 27 27 C 6 4'6 4'4• 56 T -T 1T-17 29 25 C 14' 6C 64' T4' T6 154' 27 27 C S 4'-17 4'-11' 16-17 29 26 D IT S, 'T' 5-10' 6-i7 TC 15-2' 27 27 C 10 15'-11" 26 26 D 16 s3' SS 6S• 6-r 14'-0' 26 26 C 11' 15'3' 28 27 D 1T 5'-0• 51-7 6C 6-2 14'3" 28 28 C 17 14'-T 26 28 D 16 4'4" 4'-11" 514' 6.17 13'-17 28 28 c 13' 14'1 28 28 D 19 4'4' 9-W96 ITS' 28 28 c 14• 13'6 26 28 D 20 9-1• 9-7 13'-1• 29 29 C 19 13'1 29 29 D 21' 4'-17 sC 174• 29 29 C' 16 17-7' 30 30 D 27 46 46 176' 29 29 C 1T 16 17-7 I V-11' 30 30 30 29 E E 70 MPH 12' OR LESS 10 c 21'-1" '27-0• 2T -T 26-7 30 4' T6 T40' 9-1" 914" 5' 16.10• 1T -r 201.6• 21"C S 6C 63' T3" T-5" 6 14'-1" 14'41 ITC 1r6 6 SC 513• 6-11 6.2' T 17-1' 17-r 14'-T 194T 23'-r 27 23 c T 4'6 51-2 5'4• 18.01• 30 25 D 6' 101-r 11'4• 174• IT -11 27-1' 27 24 C 6 4.6 4'4" 1T4' 29 25 D S S4• S4• 11.4• 11'4- 2a-17 27 24 C S 16-17 29 26 E IV 6d' 6-10- 1013" 1016 IV -9• 26 24 C IV 163- 29 27 E 11' T6 61 9`4" 96 18'-17 26 25 c 11' 16-W 28 27 E 17 rC T4• 8'6 6-7 IVC 25 25 C 17 151-3• 28 28 E 13' 66 64• T-17 6-1' 1T4' 26 26 C 13' 14'-10' 29 29 E 14' 6C 64" T4• T6 164' 26 26 C 14' 14.4- 29 29 E 1S S -T T-17 6.17 TC 16-I" 27 27 C 19 14'-2' 30 30 E 16 S3" SS 6S' 6-r 15'-r 27 27 C 16 17-10' 30 30 E 40 4' 514• 5-11" 6-17 TC 1T SC S-7 6C 6-2 19-1' 27 27 C I6 4'6 4'-11' S4• s-17 14.4• 28 28 c s 4'6 4'-9• 5'6 941 . IS 4'4• SS• S6 14.4• 28 28 C 6 4'-r 4'4• 20 S-1" S3" 13'-11• 27 27 c T 16-r 29 24 E 21' 4'-17 SC 13'-T 26 28 C 6 15-17 26 24 E 27 4'6 4.6 13.3- 28 28 C S to 11' 15'3" 14.4• 14'-3• 26 26 26 2S 26 27 E E E 90 MPH 17 OR LESS 10 4' 21'-1" 274• 2S' 'r 28.3' S 16-17 1 r -T W-6' 21"4r 17 13'-17 27 27 E 6 14'-1• 1P4• iT-0• 1r6 1713.6 28 28 E T 17-1• 17-T 14•-r 1SC 17-1' 30 25 C 14'113.2' 28 26 E 60 4' 3'-17 4'1 4'-T 4'4" 6 101-r 1/1C 174' 1Y-1' lr-10' 29 25 C 6 9'4" 94• 11'4' 11'6 1647 29 26 c S 101 e5" 6.10• 1013• 1016 15-11• 28 26 c e 11• 7'6 6-0• 64" 916 19-3' 2e 27 c T 14.6 28 23 E 17 TC r4" 66&4r 14'-r 28 28 C 6 13'-17 27 23 E 13' 66 64• T-17 6-1' 14'-0' 28 26 C S 13'4' 27 24 E 14' 6C 64• 7'4' T6 13'6 20 28 C IV 17-17 27 25 E 1S s -r S-17 6.17 T-0" 13'-0' 29 29 c 11• 17-V 27 26 E 16 S3• S6 6S" 6-r 17-T 29 29 c 17 17-1' 27 26 E TABLE 4.1 LIVE TRIS 0.038• x 3"x 8• BOX BEAM 0.047 x 3• x 8• SOX BEAM DOUBLE 0.032 x 2"X 8• LOAD WIDTH MAX CONS. FOOTING SIZE MAX CONS. FOOTING SIZE 'MAX - CONS. FOOTING SIZE 274- 1114• COLUMN COLUMN FREE ATTACHED COLUMN FREE ATTACHED FREE I ATTACHED FIR FIR MIN FIR FIR MIN. 25 0.036 SPACING SPACING FTR FIR MIN. SPACING ' 1T6 V-17 •d' •d' COLUMN 6-11' •d• •d• COLUMN •d' I •Q' COLUMN 8'-1• 46 0.036 t 6C TYPE 0.042 TYPE T-0' TYPE 0.036 4'-11" 4'-11' 90 MPH WINDSPEED 0.042 r-17 12.OR LESS V-17 10 4' 11'-2 26 17 A 1 T4' 29 20 A I s* 9• 28 19 A 6 6'-11• 25 10 A 14'3• 28 21 A 14'•1" 28 21 A 6 T -51T• 23 17 A 11'-11' 26 20 A 17-11• 27 21 A T 64' 23 10 A 101-2 26 21A 12'A" 27 22 A V S -T 23 17 A V-11" 25 21 A 11'4• 26 22 A• S 4'-11' 25 18 A r-11"25 20 A 1014• 26 23 A• 101 4'-51 25 19 A T-2" 25 21 A 101.21 26 24 A' 20 4' 5'4• 22 14 A S-2• 2518 A 11'4" 26 17 A^ 5' 4'-T 22 15 A r -r 23 16 A 10'-3' 28 19 A• g 6-1• 23 16 A S4• 25 19 C T S3' 23 17 A 0'4• 25 20 C 8' 4'-T 23 17 A 6-1" 25 21 C S T4' 23 20 C 101 T3" 1 22 21 1 C 25 4' T-2 23 15 A 10'4" 26 17 A' S 6-11" 22 15 A S-2 25 18 C 6 4'-11' 22 16 A 6S" 25 19 C r T4• 23 10 C 8• T-3• 23 19 C S WAIT 23 20 C 10' 66 23 21 C 30 4' 6-7 23 15 A SS" 25 16 C 5' - 4'-11" 22 15 A 0'-5' 25 ib C 6 T4" 23 17 C T T -I• 23 18 C 8• 64' 23 19I C 40 4' 4'4' 22 14 A 8'•2• 25 16 C 6 r4' 23 Y3 C 6 6-2 23 17 C 60 4' T-1• 22 14 A 6-2• 23 15 C 5• 5'-r 221s C TABLE 4.2 CLEARSPANS FOR 3 X 8 RAFTER LIVE PANEL 24"O.C. LOAD Y 7x90 OVER OVER S MPH HANG 10 0.036 274- 1114• 64" 0.042 2T-2 13'-T 20 0.030 14'6 66 4' -II' 0.042 19-17 V-11' 25 0.036 11'4" Tr 4'S" 0.042 1T6 V-17 30 0.036 S-9• 6-11' T-10" 0.042 1S -r 8'-1• 46 0.036 T4• 6C 7.11• 0.042 11'4• T-0' 60 0.036 4'-11" 4'-11' WA 0.042 r-17 V-91 CLEARSPANS FOR 2 X 6 RAFTER LIVE PANEL 24'0,C, LOAD Y' 70190 OVER S I MPH HANG 10 0.024 ITT 64" 0.040• x 3• CLOVERLEAF COLUMN 0.032 16-11 SC 20 0.024 5-17 4' -II' F 0.032 13'-2 6-T 25 0.0246-17 H 4'S" 17-0• 0.032 11'-7 5.10' 30 0. 024 T4" T-10" 0.032 1014• 64" 40 0.024 TAUT 7.11• 0.032 S4" • 4'4' 60 0.024 WA WA 0.032 T4• V-17 TABLE 4.3 FOR 10 PSF DOUBLE RAFTERS MAY BE USED 48' O.C. COL COLUMN SCHEDULE FOR ATTACHED LATTICE PATIO STRUCTURES MAX COLUMN FIGHT A 0.024" x 3 • SQUARE ALUM COLUMN 11'4' B 0.037 x 1 1/7 SQUARE ALUM F I1' MAX. COLUMN LENGTH SCROLL COLUMN 64• B 0.027' x 3- SEXUARE ALUM COLUMN 1/•4' C 0.040• x 3• CLOVERLEAF COLUMN 17-T 0 FLUTED COLUMN ALUM. 0.087 17-0" E r CLOVERLEAF STEEL 0.048' 17-0' F T SQUARE STEEL COLUMN 17-0' G 4" SQUARE STEEL COLUMN 17-0' H S SQUARE STEEL COLUMN 17-0• ABLE 4.5 A• = V MAXM" COLUMN LENGTH A"= 1 Or MAXIMUM COLUMN LENGTH MAR 0 3 2000 COLUMN SCHEDULE FOR FREESTANDING STRUCTURES AND INTERMEDIATE COLUMNS FOR " MULTISPAN STRUCTURES COLUMN NOTES E 8'-7' MAX. COLUMN LENGTH F I1' MAX. COLUMN LENGTH G 17 MAX. COLUMN LENGTH H /7 MAX COLUMN LENGTH COL tr y T TABLE 4.6 ALL COLUMNS MAY BE REPLACED WITH A STRONGER 'A' MAY BE REPLACED W/ BJ IF MAY BE REPLACED W/ CJ• ETC. LINEAR INTERPOLATION FOR ALL CALCULATIONS IS ALL V.E6-_6� 070 1. 3-311 ESSlp�q Z. K4l9�F� 'fG Ci m No. 16273 a �' E-1. 630. O! 0erimaT6�1 ' F c �� Bl EEL vC PROm �8 Q1- APR 18 2003 1140 ALL PRO DRIVt ELKHART• IN 46514 ICBO ES EVALUATION REPORT ER -2621P HEADER SPANS. COLUMN SPACING. FOOTER SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES SHEET 6 OF 8 DATE: 2/8/2 5.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES COLUMN HEIGHT LIVE TRIB 8" C BEAM HEADER LIVE TRIS 8"C BEAM HEADER MAX.r871' CONSTRAINED FOOTER SIZES CONSTRAINED FOOTER SIZES LOAD WIDTH LOAD WIDTH MAX FLUTED COLUMN ALUM. 0.052 ATTACHED FREESTANDING ATTACHED 3"CLOVERLE'AFSTEEL 0.048" COLUMNFREESTANDING 8'-7" COLUMN -d- FTR MIN FOOTER -d FTR MIN 15-0- SPACINGFOOTER S"SQUARE STEEL COLUMN SPACING COLUMN HEIGHTS COLUMN HEIGHTS 6' SQUARE STEEL COLUMN 1 0.024 WA 'd COL 0.032 TS" 7-10' 'd COL ! 11'-9" 11' 15' 60 0.036 S N-11" 11' 15' 8' 0.042 1 T-10" EXPOSURE B T T 901APH EXPOSURE C 70 MPH 31'9' 27 29 32 33 21 D 25 4' 25-10" 34 36 39 41 23 D ZO 4' 6 29-6" 27 29 31 33 22 D T 6 27-1' 33 35 38 40 24 D 6 2T4" 27 28 31 32 23 D 16 6 21'-1" 33 35 37 39 25 D T 264" 27 28 31 32 24 E 1a T 196' 32 34 37 38 26 D 8' 253" 26 28 30 31 25 E 11' 8' 16-3" 32 34 37 38 27 E 9 243" 26 28 30 31 26 E 12' 9 1T-2" 31 33 36 37 27 E 1a 275" 26 27 29 31 26 E IT 1a 164" 31 33 36 37 28 E 70 MPH EXPOSURE C 70 & 90 MPH EXPOSURE B / 70 MPH EXPOSURE 26 C 20 4' 31'9" 32 34 36 38 21 D 30 4' 2T-9' 30 32 35 37 23 D 14' 6 296 31 33 36 37 22 D 16 6 259' 30 32 34 36 25 E 15 6 2T4" 30 32 35 37 23 D 16 6 24'-3" 30 32 34 36 25 E 16 T 263' 30 32 34 36 24 E 1T T 27-0" 29 31 34 35 27 E 1 T 8' 2N -Cr 29 31 34 35 24 E 16 8' 2Z -(r 29 31 33 35 27 E 16 9 273' 29 31 34 35 25 E 19 9 21'-2" 29 31 33 35 28 E 19 1a 21'6' 29 31 33 35 25 E 2a 1a 2a5" 29 31 33 35 29 E 90 MPH EXPOSURE B 90 MPH EXPOSURE C 20 4' 31'9" 31 33 36 38 24 0 30 4' 25-10" 34 36 39 41 23 D 22' 6 296 31 33 35 37 26 0 1 23' 6 27-1" 33 35 38 40 24 E 6 2T-9" 30 32 35 36 27 D 6 21'-1" 33 35 38 40 25 E T 26-1" 30 32 35 36 28 E T 196 32 34 37 38 26 E 6 24'd" 30 32 34 36 29 E 8' 16-3" 32 34 37 38 27 E 9 27-0" 29 31 33 35 29 E 9 1T-2" 31 33 36 37 27 E 1a 21'9" 29 30 33 34 29 E to 16-4" 31 33 36 37 28 E 90 MPH EXPOSURE C 70 & 90 MPH EXPOSURE B / 70 MPH EXPOSURE C 20 4' 26-10" 34 36 39 41 23 D 40 4' 26-3" 30 32 34 36 23 E 6 23'-1" 33 35 38 40 24 D 6 27-5" 29 31 34 35 24 E 6 21'-1" 33 35 37 39 25 0 6 2Z -(r 29 31 33 35 25 E T 199" 32 34 37 38 26 D T 2a-11" 29 31 33 35 26 E 8' 163" 32 34 37 38 27 D 8' 2a-0" 28 30 32 34 26 E 9 1T-2" 31 33 36 37 27 D 9 19-T 28 30 32 34 27 E 1a 16d" 31 33 36 37 28 D 1a 16-T 28 30 32 34 28 E 70 & 90 MPH EXPOSURE 8 90 MPH EXPOSURE C 25 4' 296' 31 33 35 37 24 0 40 4' 26-3" 34 36 39 41 23 E 6 2T4" 30 32 35 36 25 U S 27-1" 33 35 38 40 24 E 6 269" 30 32 34 36 26 E 6 21'-1" 33 35 37 39 25 E T 24'6' 30 32 34 36 27 E T 196' 32 34 37 38 26 E 6 275' 29 31 33 35 28' E 8' 16-3" 32 34 37 38 27 E 9 22'6' 29 31 33 35 29 E 9 1T-2' 31 33 36 37 27 E 1a 21'9" 29 30 33 34 29 E 1a 164" 31 33 36 37 28 E 70 MPH EXPOSURE C 70&90 MPH EXPOSURE 8 AND C 25 4' 296 31 33 36 37 21 D 60 4' 22'-0" 33 35 37 39 22 E 6 2T-4" 30 32 35 37 22 D 6 2a5" 33 35 37 39 -- 24 E 6 254' 30 32 34 36 22 E 6 193" 32 34 37 38 24 E T 2N-6 30 32 34 36 23 E T 1T-10" 31 33 36 37 25 E 6 275" 29 31 34 35 24 E 8' 16-9" 31 33 36 37 26 E 9 2Z-6 29 31 34 35 25 E 9 154' 30 32 35 36 26 E 1a 21'6 29 31 34 35 25 E 'IN -11' 30 32 35 36 26 E TABLE ;1a 5.1 COL COLUMN DESCRIPTION MAXIMUM COLUMN HEIGHT MAX FREESTANDING T BANDC FOR ALL COLUMNS SEE OR MULTISPAN HANG DETAILS 1L" V AND W 0.024 9'-10" ATTACHED D FLUTED COLUMN ALUM. 0.052 6-7" WA E 3"CLOVERLE'AFSTEEL 0.048" fliry 8'-7" F 3" SQUARE STEEL COLUMN 0.024 T4" G 4" SQUARE STEEL COLUMN 5-4" 15-0- * S"SQUARE STEEL COLUMN 9-9" J 6' SQUARE STEEL COLUMN 1 0.024 WA 24" O.C. 2"W RAFTER CLEARSPANS MAX ROOF HEIGHT 16 LIVE PANEL EXPOSURES MAX LOAD T BANDC OVER B AND C 70 & 90 MPH HANG 20 0.024 9'-10" 4'-11" 20 0.032 17-2" 6-7" 25 0.024 6-10" 4'S 19-1a' 0.032 11'4" 6-10" 30 0.024 T4" 7-10" 4' O.a32 1a9" 5-4" 40 0.024 6-1a" 7-11" 9-9" 0.032 94" 4'4" 60 1 0.024 WA V-11" 40 0.032 TS" 7-10' 24" O.C. 3W RAFTER CLEARSPANS MAX ROOF HEIGHT 16 LIVE PANEL EXPOSURES MAX LOAD '1" B AND C OVER PS IN 70 890 MPH HANG 20 0.036 I N-6 66 N 0.042 19-1a' 9-11" 25 0.036 11'3' T -T 4' 0.042 1T-9' 9-10" 30 0.036 9-9" 6-11" 4' 0.042 16-7- &-1" 40 0.036 T-4" 6-0" 6 0.042 11'-9" T-0" 60 0.036 N-11' N-11" 6 0.042 1 T-10" 69" 1 TnOLC. — 19 20 20 22 21 23 22 24 23 26 24 27 25 29 26 31 27 33 28 35 29 36 30 38 31 39 32 40 33 41 34 43 35 M 36 46 37 47 GENERAL METHOD FOR USING THESE TABLES 1 CHOOSE FREESTANDING OR ATTACHED, COMMERCIAL OR PATIO LATTICE STRUCTURE 2 DETERMINE PROJECTION, WIDTH, OVERHANG, WIND LOAD AND LIVE LOAD. 3 FIND TRIBUTARY WIDTH FROM TABLE 5.6 AND DRAWING 97SCOZ 4 CHOOSE A RAFTER FROMTABLES 4.3, 4.5, 5.3 OR 5.4 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5 CHOOSE A HEADER FROM TABLES 4.1, 4.2 OR 5.2 THAT HAS ADEQUATE COLUMN SPACING. 6 USE THE FOOTER SIZE SHOWN. 7 USE THE COLUMN SHOWN FOR SINGLE SPAN ATTACHED PATIO. LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. 8 FIND THE APPROPRIATE DETAILS IN THE "CONNECTON 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 WIDTH AND LIVE AND WIND LOAD 7 FIND THE APPROPRIATE DETAILS IN THE "CONNECTION DETAILS' SHEETS. TRIBUTARY WIDTHS (FT) FOR SINGLE SPAN ATTACHED STRUCTURES FOR A GIVEN PROJECTION AND OVERHANG (ROUNDED U PROD. RAFTER OVERHANG (FT) . IFTI 7 N 4' 4' 4' -, S 5 6 T 4' 4' 4' S 5 6 S 6 4' 5 6 6 6 6' 6 9 6 6 6 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 6 e' 13' T T T 8' 8' 6 8' 14' T 6 8' 8' 8' 9 9 16 6 6 16 6 9 9 9 9 1a 1a 1T 9 9 9 1a to 1a 1a 16 9 1a 1a 1a 1a 11' 11' [19': n1a 1a 1a� ._11'� t11' 11' 11' 2a 1a 11' 11' 11' 11' 17 12' 21' 11' 11' 11' 12' 12' 17 12' 22' 11' 17 17 12' 12' 17 IT 27 IT 17 1Z IT 13' 17 13- 2N 1 Z 13' 17 13' 13' 14' 14' 26 17 17 17 14' 14' 14' 14' 26 13' IN IN 14' 14' 16 16 2T IN 14' 14' 16 15' 15 16 28' IN 16 16 15 15' 16 16 29 15 15 16 16 16 16 16 3a 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 16 18' 16 18' 34' IT 16 16 18' 18' 19 19 35' 18' 16 16 19 19 19 19 36 19 19 19 19 19 2a 2a 3T 19 19 19 2a 2a 2a 2a 38' 19 2a 2a 2a 2a 21' 21' 39 2a 2a 2a 21 21' 21' 21' 4a 2a 21' 21' 21' 21' 2Z 22' 41' 21' 21' 21' 22' 22' 22' 22' 42' 1 21' 1 22` 1 27 1 22' 1 22' 1 27 1 23' I FkOLC 3.0 �Amerunaz T 140 ALL PRO DRIVE ELKHART. IN 46514 ICRO 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 r 1" No. 16273/ *\ bo. 6.30- Wi APR 18 2003 MAR 0 3 ?OR.q i rao 6.0 CO UMN AND FASTENER REQUIREMENTS FOR COMM urnn ng Al 0.024"x 3' SQUARE ALUM COLUMN F 105 A2 0.024 x 3' SQUARE ALUM COLUMN multiplied by Trib Width W -(r MInImm. ColurmRequilred Attached Sluetures E. N 6-0' Lattice Solid Cover Tributary Tributary B 0.02T x 7 SQUARE ALUM COLUMN Live Load (psf) C 7 CLOVERLEAF ALUM. 0.040' Area it Area R 10 20 25 30 40 80 23 16 Al At 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 tis 36 Al B C C C D 82 40 Al C C C C E 69 45 Al C C C D E 77 50 Al C C C D E 85 68 A2 C C C D E 82 60 A2 C C D E E 100 68 A2 C C D E E 105 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 60 C D E E E E 154 100 C D E E E F 186 120 C E E E E F 215 140 C E E E E F 248 180 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 482 320 E F F G G G 615 400 E F G G G H 682 450 E G G G G H 786 800 E G G G G H 023 800 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 105 A2 0.024 x 3' SQUARE ALUM COLUMN F W -(r B 0.032" x 1 12" SQUARE ALUM E. N 6-0' Design SCROLL COLUMN 0.048 0.048 B 0.02T x 7 SQUARE ALUM COLUMN F 11'-4" C 7 CLOVERLEAF ALUM. 0.040' K 17-0" D FLUTED COLUMN ALUM. 0.067 U 1747' E 3' CLOVERLEAF STEEL 0.048' K 6-7' F X SQUARE STEEL COLUMN X I& -(r G 4 SQUARE STEEL COLUMN X 1647' H 5' SQUARE STEEL COLUMN X 164" J 6' SQUARE STEEL COLUMN X I 16-0" rable 6.2 ERCIAL AND PATIO STRUCTURES Fastener Terminology #14 SMS = 014 shed metal or Tek screw, 3/4 minimum length 5116• B = 5116• Diameter Bolt See General Notes for specifics on fasteners sarspan on tht8 Chart Is the distance from the A to the first row of columns. ill Kwik Bolt II 1/4' diameter and 7 embedment: ICBO ER -4627 other anchor w/ 5500 shear vs wind and seismic loads. l sonry anchors mud have a shear value of 250# for rid or seismic bads. V Lag screws must have 21 /4' of penetration Into studs. Iese lag screws must have an 1/8" IBad hale. I pef evakmted at 90 mph wind bad (15 pen. All otller Table 6.4: Required Number of Fasteners for Tension 1 a01e o.s: KeQUW80 Aturninum Gage (n) rvum0er or Fasteners Tor bneanf 3 uoace 0.060 0.089 0.100 SPACING Aluminum Material Gage (In) SPACING SPAN Steel Gage (in) LOAD O Design 0.024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 0.048 0.048 SMS BOLT #14 5116" C 5(16' D 014 E 014 F 5/16" G 014 5/16- #14 5116' Footer _ Design Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT d (in) Qb)_ 149 384 512 223 248 642 293 844 293 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 75D 6 2 2 4 4 2 3 1 3 1 26 765 6 2 2 4 4 2 3 1 3 1 27 856 6 3 2 4 4 2 3 1 3 1 28 955 7 3 2 5 4 2 4 2 4 1 29 1061 8 3 3 5 5 2 4 2 4 1 30 1175 8 4 3 6 5 2 5 2 5 1 31 1296 9 4 3 6 6 3 5 2 5 1 32 1426 n/a 4 3 7 6 3 5 2 5 2 33 1564 n/a 5 4 8 7 3 6 2 6 2 34 1710 n/a 5 4 8 7 3 6 2 6 2 35 1866 n/a 5 4 9 8 3 7 2 7 2 36 2030 nta 6 4 nta 9 4 7 3 7 2 37 2204 n1a 6 5 n/a 9 4 8 3 8 2 38 2388 n/a 7 5 IVa nta 4 9 3 9 2 39 2581 n/a 7 6 We n/a 5 9 3 9 2 40 2785 n/a 8 6 n/a nta 5 n/a 3 n/a 3 41 2999 his 8 6 n/a n/a 5 11a 4 nta 3 42 3224 n/a 9 7 nta n/a 6 n/a 4 nta 3 43 3459 n/a nta 7 n/a n/a 6 nta 4 n/a 3 44 3706 nM nM 8 Ma n1a 6 nla 4 nta 3 45 3965 n/a n/a 8 n1a nta 7 nta 5 nta 3 46 4235 n/a n/a 9 n1a rVa 7 nfa 5 n/a 4 47 4518 n/a n/a 9 Na n/a 8 nta 5 nta 4 48 4812 n/a n/a n/a rVa nta 8 nta 6 n/a 4 49 5119 n/a rA n/a n/a nta 8 nta 6 n/a 4 SD 5439 1 nta nta nta nla nta 9 n/a 6 1 n/a 4 Fastener Terminology #14 SMS = 014 shed metal or Tek screw, 3/4 minimum length 5116• B = 5116• Diameter Bolt See General Notes for specifics on fasteners sarspan on tht8 Chart Is the distance from the A to the first row of columns. ill Kwik Bolt II 1/4' diameter and 7 embedment: ICBO ER -4627 other anchor w/ 5500 shear vs wind and seismic loads. l sonry anchors mud have a shear value of 250# for rid or seismic bads. V Lag screws must have 21 /4' of penetration Into studs. Iese lag screws must have an 1/8" IBad hale. I pef evakmted at 90 mph wind bad (15 pen. All otller Table 6.4: Required Number of Fasteners for Tension Loads Aturninum Gage (n) 0.036 0.062 0.060 0.089 0.100 SPACING SPACING SPACING SPAN LAG SCREWS LOAD O Design Footer 5/16' 014 5116- 5116- #14 BOLT SMS BOLT BOLT SMS. Uplift Size 425 115 709 1048 188 OW) d (in) 1 1 1 1 1 75 12 1 1 1 1 1 96 13 1 2 1 1 1 119 14 1 2 1 1 1 147 15 1 2 1 1 1 178 16 1 2 1 1 2 214 17 1 3 1 1 2 254 18 1 3 1 1 2 298 19 1 4 1 1 2 348 20 1 4 1 1 3 403 21 2 5 1 1 3 463 22 2 5 1 1 3 529 23 2 6 1 1 4 602 24 2 6 1 1 4 680 25 2 7 2 1 5 750 Slab 2 7 2 1 5 765 26 3 8 2 1 5 856 27 3 9 2 1 6 955 28 3 n/a 2 2 6 1061 29 3 his 2 2 7 1175 30 4 rrts 2 2 7 1296 31 4 n1a 3 2 8 1426 32 4 nfa 3 2 9 1564 33 5 n/a 3 2 n/a 1710 34 5 Ma 3 2 n/a 1866 35 5 nfa 3 2 n/a 2030 36 6 n/a 4 3 IVa 2204 37 6 n/a 4 3 n/a 2388 38 7 n/a 4 3 n/a 2581 39 7 nta 4 3 n/a 2785 40 8 nfa 5 3 nta 2999 41 8 nta 5 4 n/a 3224 42 9 n1a 5 4 nta 3459 43 9 nta 6 4 n1a 3706 44 nta n/a 6 4 nta 3965 45 n/a nta 6 5 n/a 4235 46 n/a nta 7 5 nM 4518 47 n/a n/a 7 5 n/a 4812 48 n/a n/a 8 5 n/a 5119 49 m1a n/a 8 6 n/a 1 5439 50 TABLE 6.5: WALL ATTACHMENTS FOR PATIO AND COM. STRUCTURES ANC 1 ANC 2 ANC 3 ANC 4 O/C O/C O/C CLEAR- # OF 1/4' LIVE SPACING SPACING SPACING SPAN LAG SCREWS LOAD CONCRETE MASONRY FOR #10 x 7 (FT) PER STUD (PSF) ANCHORS ANCHORS SMS SCREWS 16- O/C SPACING 10 24' 24' 16- 27 1 20 Zr 16- 6- 11' 1 17 2 25 24 15'Lf 11' 1 16 2 30 24 141 Q 1 14 2 40 24 1713 2 OD 16- 10"11' 2 1 Spacing between bolts and screws shall be 2.5 times the shank diameter 2 The edge distance of bolls and screws shall be 3 times the shank diameter 3 Connections shag be arranged so that the center of resistance of the connection shag coincide with the resultant line of action of the load. 18 2003 032008 A Amerimaz BUII.DCVC PRODUCIS�ING 1140 ALL PRO DRIV ELKHART, IN 46514 ICBG ES EVALUATION REPORT ER -2621P COLUMN AND FASTENER TABLES SHEET 8 OF 8 DATE: 2/8/2000 0.950.92'.-�{ R=.125' I R=.125 ' 0.5' R= 0.15' 2.50 3.0' 167' 167' I TYP. • 6.00' 6' FLAT PAN O 6" STRUCTURAL PANEL (3006—H391 ALUM.' -ALLOY) IME 0.060' R= 0.08' OUTSIC TYP. 3. 0' R= 0.10' 0.125' 3.090 TRY --P 0.25" TYP.0.72' 0 1.03 g 38.6' 1.26 00� 6.00' 12.00 OD 3, 1/2" X 12" STRUCTURAL PANEL SEE DETAIL A' 0 RIGHT SIMPSON A34 HANGER CONN. OR E �STRUCTURAL i 1 1/2' FASCIA 14 x 1 1 2' FOR MAXIMUM wm 0 12' O.C. OVERHANG SEE SCHEDULE 0 RIGHT ©ALTERNATE EAVE ATTACHMENTUj R= .2�' 876 516' 1 561' OUTSIDE.55' INSIDE � 1.903--m- '4150450' 216' TYP. -T T- 17 ITYPE 2.464' I T 2.10' 1.654 i � 1.714' 8�- 5 1 2' 55 1/2' 1 44 R= .15' 1.0' R= 0.22' [--.70' TYP. .0" F 2 0' 0.35' 0.+30' P. R= 0.20' 49 i9'9 .,H1.1N7-1 11.137" R= .125' 1'�1'j�� , 0 T R= 0.25' 12.00 R= 0.15' ITYP " 1f .40' TYR TYP. TYP. FOR STEEL PANEL: ASTM A 653 GRADE 80 STRUCTURAL QUALITY Fy= 80 KSI STEEL 30 30 GA GALV T=.0157 28 GA GALV T=.0187 FOR STEEL PANEL ASTM A 653 GRADE 50, SO CLASS 1 30 GA GALV. t=0.0157' Fy=50 KSI STEEL © 12" STRUCTURAL PANEL (3006—H391 ALUM. ALLOY) © 18" STRUCTURAL PANEL (3006—H391 ALUM. ALLOY) — 12' 1 7/8' 3/4' 3' TYP. "�• 13/16' 3.00' . 9/64 j-11/16' 6TH /16 R. TYP. 9/64• R 1 �•� 0.024', 0.027' L I 5/34• OR 0.040' TYP. 0.2 7/16'T T7 16 1 1 /16' TYP. 1.50' 0.032' 3.00' TYR 1 / / 1 13/32 61' TYP. 15B� 7/1 ' T Pj 7/8' TYP . t, LL 3/32 TYP. 2 25/32" 2 1/4' /8' R. TYP: /8' R. TYP. 0 ALTERNATE -12" STRUCTURAL PANEL (3006—H391 ALUM. ALLOY) SIMADDITIONAL TWO - 16d*1/12r-FASCiA OR EQ N . CONNECTOR NAILS 0 EA. RAFTER WHENOR EQUAL. REQUIRED RAFTER 6 - 110 SCREWS, 3 EACH LEG OF CONNECTOR - TYPICAL DETAIL "A" -- Uj 2607 -31.02. REQUIRES ADDITIONAL 2 — 16dENGINEER AA F��;�'aii�•�[•�[�II.1171!'tic?+aiai�.�•sail�[•1f•11f•�a:ft:?�aia;7cc•s•Lfd�L� R=.0937 Tom dQ]Ilm mlmllalG�R9it�ii�il[Ti�6'!9l�iIG79PZSiiiiOii KM O 1 1/2" SQUARE COLUMN 03" SQUARE COLUMN (3003-1-116 ALUM. ALLOY) ®1® • �wi1V/mdmlmF7iwmIKwmmrmwm (3003-1-116 ALUM. ALLOY) �prtEssto?w �m � � \�I V� add ri\�/��I �®�►�l\�/�1/ a [I]iEOW0w=mmdwww==mwwwwm=%'IA'VIATmfr:4'I.4 \m.'WmiI����I�\I� W Awl "wl CONNEC11ON Uj 2607 -31.02. REQUIRES ADDITIONAL 2 — 16dENGINEER AA Engineering Services I 1140 All Pro Drive EBchart, IN 46514 KG IC80 ES EVALUATION REPORT N0. ER -2621P DRAWING NONE NANE� COMPONENT PARTS A: CONNECTION DETAILS 2/8/2000 y 97CDO1 1 of 9 R=.0937 TYR O 1 1/2" SQUARE COLUMN 03" SQUARE COLUMN (3003-1-116 ALUM. ALLOY) (3003-1-116 ALUM. ALLOY) �prtEssto?w �oQ\� A. KA e� . a STRUCTURAL PANELS + TYP. G " No. 1673/ CONNEC11ON "'. cn- D) 12 X7 DETAILS A DATE REVISION Engineering Services I 1140 All Pro Drive EBchart, IN 46514 KG IC80 ES EVALUATION REPORT N0. ER -2621P DRAWING NONE NANE� COMPONENT PARTS A: CONNECTION DETAILS 2/8/2000 y 97CDO1 1 of 9 l w I 1.Q0'- FOR 3 1/; 2.00' PANELS 0.036' Typ. 2.00' - FOR 2 1/2' PANELS D' -�.5" �-- NON-STRUCTURAL 2.50' SDE FASCIA IS 11 NOMINAL .018' IN THICKNESS. .325' -1 1.00' 2.00' 1-0.16' I 2.00' , 1:11.66' -d.67'�-- O 6 1/2- ROLLFORMED HEADER (3006-H391 ALUM. ALLOY) 75' FASCIA HDR. 3.00 0.72 �--1.56- 0.72 Lj N -� 0.93 �- 0 c 0.72 93 156 3.00 0.28 --� 0.37 1 0.72 T (IN)= 0.030, 0.040 (ALUM) 1.50' = 0.048 (STEEL) COLUMNS MAY BE TRIMMED W/FU7f- ALUM. FACING. O 2-1 1/2" SCO. X .062' QK 3" ALTERNATE COLUMN EXTRUDED COLUMN (3003-H16 ALUM. ALLOY OR (ALUM. 6063-T6) A-653 Fy=40 KSI STEEL) 6.50' 10 915 0 FOLUM 6' O.C. FOR 6' PANELS 6' O.C. FOR 12' PANELS 6' O.C. FOR 18' PANELS 3 - 14 SIBS 2 5/16' BOLTS 1S' STRUCTURAL PANEL OF SPLICE 5' 31 L Elkhart, IN 46514 VIS- 6ALb��� 2 5/16' BOLTS W/ 1' DIA, ROLL FORMED TTP. HEADER x 3/32' THK SIL WASHER 1S' 2.5SMS 0 FOLLOW - 2/8/2000 032' x 1 1/2' SO. ALUM. 2 OF 9 = O.OW ROLL FORMED tHEADER DECORATNE ALUM. SCROLLS SPLICE, TIGHT P;X--'J OR SOLID FILL. 9 EACH SDE OF NOTE: HILTI KB -II OR SPLICE. (2) =3/8%3 1/2' HILT1 KWIK 71 3 - 114 SMS rOF ANCHOR BOLTS ON EACH SIDE SPLICE 5/16' BOLTS Cy - ' 4S' CONN. CHANNEL 2.25' QN ROLLFORMED 2 COLUMN CONNECTION W/ DECOR. SCROLL (3003-H16 ALUM. ALLOY) 6.50' 10 915 0 FOLUM 6' O.C. FOR 6' PANELS 6' O.C. FOR 12' PANELS 6' O.C. FOR 18' PANELS ©ROLLFORMED HANGER (3004-H36 ALUM. ALLOY) 6',1Y OR 18' ANIS SIRUCNRAL PANELS IWF HF IR 1�— 3.00' —s►i QO ROLLFORMED HEADER "H- CONN. DETAILS TO STRUCTURAL PANELS 6 - 14 SITS ON EACH 6.50' F SPLICE CENTERLINE S SPLICE LINE © ROLLFORMED SPLICE CONNECTION DETAILS 9, (3006-H391 ALUM. ALLOY) ROLLFORMED HEARER (3006-H391 ALUM. A No. 16273/ Exp- 6630- of SPR 1820? DATE REVISION DATE REVISION 3 - 14 SIBS Nulullul ON EACH SDE ' STRUCTURAL PANEL OF SPLICE 5' 31 L Elkhart, IN 46514 VIS- 6ALb��� ROLL FORMED IC80 ES EVALUATION REPORT NO. ER -2621P HEADER BLE 6.5 f/f4G :ERS STAMP 2.5SMS 0 FOLLOW - 2/8/2000 OR 3.5SPACING-. 2 OF 9 = O.OW ROLL FORMED tHEADER °dl � OA FOR 1°� PANS SPLICE, TIGHT F INSIDE OF HEADER, 9 EACH SDE OF NOTE: HILTI KB -II OR SPLICE. 1.50' BOLTS PER COO FS. � 1�7 71 3 - 114 SMS rOF ON EACH SIDE SPLICE ©ROLLFORMED HANGER (3004-H36 ALUM. ALLOY) 6',1Y OR 18' ANIS SIRUCNRAL PANELS IWF HF IR 1�— 3.00' —s►i QO ROLLFORMED HEADER "H- CONN. DETAILS TO STRUCTURAL PANELS 6 - 14 SITS ON EACH 6.50' F SPLICE CENTERLINE S SPLICE LINE © ROLLFORMED SPLICE CONNECTION DETAILS 9, (3006-H391 ALUM. ALLOY) ROLLFORMED HEARER (3006-H391 ALUM. A No. 16273/ Exp- 6630- of SPR 1820? DATE REVISION DATE REVISION 0 Nulullul 70 2 R+' A�nag Engineering Services 1140 All Pro Drive NBUumploguclUr. cef 31 L Elkhart, IN 46514 VIS- 6ALb��� ' KG IC80 ES EVALUATION REPORT NO. ER -2621P NONE r COMPONENT PARTS & CONNECT10N DETAILS :ERS STAMP 2/8/2000 87CD02 2 OF 9 3.00' COVER PANEL SEE TABLE "A" 3.00' NEXT PAGE 1 - B.00• 12 GA. 8" x 3' 0.5" TYP. I ® STEEL "C"— CHANNEL HEADER (STEEL A-653 Fy=50,000 PSI) I/ LCOVER PANEL 10.0" L/ SEE TABLE A' NEXT PAGE 0.90" TYP. 12 GA. 10' x 3 1 /2 " QV STEEL "C"— CHANNEL HEADER (STEEL A-653 Fy=50,000 PSI) 2 5/16' BOLTS W/ 1' DIA. _ x 3/32' THK. STL. WASHER 2 5/16" BOLTS I I • ALTERNATE COLUMN CONN. j OR 2.90' I BRACKET. 3 SQ. COLUMN I A I DETAIL '', *f' OR 'U' QS 3" COLUMN CONNECTIONS FOR FASCIA HEADERS 5.5' FOR BOLT --� •2J SIZE SEE DETAIL 'S' AT LEFT 80 3.00' 1 " .094' 01 2.25`� 1.OT D TAIL 'S' AT RIGHT + FOR INSTALLATION AND + PROPER CONNECTIONS. F 2,0� QT 3" ALTERNATE COLUMN CONN. BRACKETS (STEEL A-653 Fy=40,000 PSI) 1.25' r– SPLICE Ll y 0 OO i 00 OVER 00 00:-00 PANEL 00: 0 10.00" g,p• 3/4" BOLTS 3' 1.5- SEE DETAIL 'A' AT RIGHT 36" DETAIL 'A' 1/2" X 9 1/4" I u q<< KATq O v C.D 0.14' 0.1 `=' r \6Z13f * Lu �lC. 2 TYP. ;3 �- No• x0.17or r F IS 10" FULL—STRENGTH SPLICE DETAIL ASTM A 653 Fy=36 KSI EN RS STAMP DATE 37"J4) 3.000• I TY .688 (4) 0`4 10"RX •7014) 010' HIGH ALU MAX 68 "(4) I.D. I .437'(4) 12?315rD. .020" DP. x ]12) .062' RAD420) l .187' RAD(16) FLUTED COLUMN (3" ALUM. 6063–T6) "t" = 0.062" UNLESS OTHERWISE NOTED F — 3.00", 4.00' 188" 5.00" OR 6.00" n'P• 3u.0-0-IR .00", 4.00" 00' OR 6.00' ( 3", 4", 5" OR 6" STEEL COLUMN Fy=36 KSI REVISION I DATE I REVISION m�l a Engineering Services 1140 All Pro Drive 3 �JiA Elkhart, IN 46514 ' KG ICBG ES EVALUATION REPORT NO. ER -2621P NONE NAYE� COMPONENT PARTS do CONNECTION DETAILS 2/8/2000 JIMN 97CDO3 3 OF 9 0 1 8.0' 5.5' 0.14' SEE TABLE 'A' 0.17" d TYP• j G 0.17" T 10" X 5 1/2" W BEAM HEADER eQ� (6061—T6 ALUM. ALLOY) 4.50 NO PA: �I ' T r• PANEL SEE TABLE A" .110" TYP. 6.0" OZ 6" W BEAM HEADER (6061—T6 ALUM. ALLOY) I10 SMS ® 6",12" OR 375' 9 O.C. FOR 6",12", do 900' .291' 18' PANELS #10 SMS ® 12" O.C. c STABILIZER CLIP— SEE DETAIL AG'. 1 SMS 6" O.C. FOR 6" do 12" PANELS — 9" O.C. FOR 18" PANEL TO #10 SMS ® EACH ROOF 1.0" P EL VALLEY 5.406" 3 1/2" STRUCTURAL 8 3" PANEL STRUCTURAL PAN L 6', 12" OR 18' WIDE .079" .079" 2.725" ' 109" 0.062" 0.062' cs 4.00" 3.00"—�, AD ALASKAN EXTRUDED HEADER AC 5 1/2" EXTRUDED HEADER ( (6061—T6 ALUM. ALLOY) 6061—T6 ALUM. ALLOY) SEE TABLE 'A'--, R=.05' — .09' TYP, FULL RADIUS 3.00 0.72 �1.56� 0.72 1H 0.93 �- 0�.72 93156 3,00 --� 0,28 1 0,37 0.72 I 0.17 1.00' T (IN)= 0.048 T AB 3" X 3" HEADER (STEEL) ®7" X 5 1/2" W BEAM HEADER (A-653 Fy=40 KSI STEEL) (6061—T6 ALUM. ALLOY) FASTENERS REQUIRED FDR PANEL T❑ HEADER CONNECTIONS 01 .018 & .024 PANELS CAE) 6' PANEL USE 50% LESS SCREWS 92 .032 6 .036 PANELS 18' PANE SE 50% MORE SCREWS `Ii ES� N� DATE REVISION DATE REVISION // i N0. 0 pil '�]aR Engineering Services '�0 1140 All Pro DrIve (fir �y,F 'Elkhart, IN 46514 i �� C KG IC80 ES EVALUATION REPORT NO. ER -2621P l 0 CA NONE OR PART COMPONENT PARTS & CONNECTION DETAILS 31 RS STAMP SHEET 2/8/2000 M 97CD04 4 OF 9 TABLE 'A' MAX, WIND HEADER MAX. TRIB FASTENING LOAD DESCRIPTION WIDTH SCHEDULE NOTE'S 90 MPH ALL FASCIA 10' 2-#10 SMS PER 12' PANEL PATIO STEEL CLOVER, C BEAMS, I BEAMS 12' 2-#14 SMS PER 12' PANE STEEL CLOVER, C BEAMS, I BEAMS 21' 3-#14 SMS PER 12' PANE 70 MPH EXP C ALL FASCIA 10' 2-#10 SMS PER 12' PANEL AND STEEL CLOVER, C BEAMS, I BEAMS 16' 3-#14 SMS PER 12' PANE SEE 01 90 MPH EXP B STEEL CLOVER, C BEAMS, I BEAMS 16' 2-#14 SMS PER 12' •PANE SEE 92 ALL FASCIA 10' 2-#14 SMS PER 12' PANE 90 MPH EXP C STEEL CLOVER, C BEAMS, I BEAMS 16' 4-#14 SMS PER 12' PANE SEE ■l STEEL CLOVER, C BEAMS, I REAMS 16' 3-#14 SMS PER 12' PANE SEE ■2 01 .018 & .024 PANELS CAE) 6' PANEL USE 50% LESS SCREWS 92 .032 6 .036 PANELS 18' PANE SE 50% MORE SCREWS `Ii ES� N� DATE REVISION DATE REVISION // i N0. 0 pil '�]aR Engineering Services '�0 1140 All Pro DrIve (fir �y,F 'Elkhart, IN 46514 i �� C KG IC80 ES EVALUATION REPORT NO. ER -2621P l 0 CA NONE OR PART COMPONENT PARTS & CONNECTION DETAILS 31 RS STAMP SHEET 2/8/2000 M 97CD04 4 OF 9 65 •125' 6.0' .010' 5.75' -1/2' 0 BOLTS I— 1.125-1 T II I I I HEADER SPLICE (6061-T6 ALUM. ALLOY) .062" S� TL ED R=.375 FOR EXTRUDED 1 . 187' HANGER W/ A -RAIL ® A -RAIL 437' (6083-T6 ALUM. AI101) 2.10" 1.710" �t.375' I s 1.380" ® STABILIZER CUP FOR EXTRUDED HEADER 'AC' (6083-T6 ALUM. ALLOY) r SKYLIGHT PANEL ` L- TYPICAL 12' V -PAN ® TYPICAL SKYLIGHT PANEL CONNECTION WITH 12' V -PANS HE/��ERRSSPLICE MUST BE LOCATED WITHIN 12 OF A COLUMN. 0.15' EXTRUDED HEADEF SPLICE WITH TIGHT FIT INSIDE HEADER 0.15' TYP. 5.406" 8 - /14 SMS .250' R. �— 4.00" 8-014 TYPICAL 12' V -PAN #14 SMS SEE TABLE 8.5 }10 SNS • FOU.W- FOR SPACING IW SACNG °� at FOR IrWELS 1.50" lac. FGR 4 wwas A %=O ,I� 1 2.25' A -RAIL -SEE t-.062' OR DETAIL 'AF' Typ. 2.50' o.30' 1.50•" % ® EXTRUDED HANGER (6063-T6 ALUM. ALLOY) T ' ESSION 4" - Q�p Kqq! F �``�Q iq�G 5' ti y 10 —�.s .5'}-- 10" 5' T Cr o, 16273` 24" ®ALASKAN EXTRUDED HEADER SPLICE F P (6061-T6 ALUM. ALLOY) I 1 1.686" — -i 117 ®EXTRUDED CHANNEL CONNECTOR .500 (6063-T6 ALUM. ALLOY) ?--1.562" SCHEDULE OF ALLOWABLE SPANS FOR ADJACENT TO SKYLIGHT PANELS. 6 " & 12" PANELS FOR 12' PANEL 0.85' LIVELOAD *6" PANEL SPANS *12" PANEL SPANS (PSF) t— o.o1a t— 0.024 — — 0.032 0.036 t— 0.018 t— 0.024 t— 0.032 t— 0.036 10 11'-9' 14'-5' 17'-2' 17'-9' 11'-0' 13'-3' 14'-7' 15'-1' 20 8'=8" 10'-6' 12'-6' 13'-5' 7'-11' 10'-4' 11'-8' 12'-1" 25 7'-2' 9'-5" 11'-3' 12'-1" 7'-2" 9'-3' 10'-7' 11'-2' 30 6'-1' 1 8'-8' 10'-4' 11'-1" 6'-7' 1 8'-6' 9'-9' 10'-3" x 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 POVgRBINATE PER RES. REPORT 3286 FOR 8' PANEL 1.10' t .082' FOR 12' PANEL 0.85' 0.80" I FOR 12' PANEL ++ 375" 42' .375' _ I I FT R = 4.50' T ,30' T 5.50' NOTE, SEE SCHEDULE ABOVE FOR ALLOWABLE SPANS FOR PANELS ADJACENT TO SKYLIGHT PANELS & NUMBER OF ROOF PANELS NEEDED FOR 1 SKYLIGHT PANEL ® SKYLIGHT PANEL DATE REVISION DATE REVISION X k F ,. • Amiag Engineering Services " 260 0 i BMffiC1NG 1140 All Pro DriveNO Elkhart, IN 46514 .31MUN or. KG ICBG ES EVALUATION REPORT NO. ER -2621P DRAWING9% 0 NONE NAME COMPONENT PARTS do CONNECTION DETAILS ROFL`t 2/8/2000Q&N 97CDO5 5 OF 9 ENGI P 2 5/16' BOLTS- 0.0 �9' TYP.- I t 2.5' BOLTS TO SLAB OR FOOTER (ONE EACH SIDE) 3' x 3' ALUMINUM POST 750" 1.0" .750" ®ALTERNATE 3" SQ. COLUMN CONNECTOR BRACKET (6063—T6 ALUM. ALLOY) ti i tw I.�ol �E1.Df: 112• ROD DIA1<tTFlt 4 M DIAMETER tt�s 1. ALL PARIS TO BE HGT-OP GALVANIZED OR E3ECIOF7ATF0 ZING WAY BE USED IN LEU OF ATTACHING TO CONCRETE SNAG 2. FABRICATION OF AWNING ANCHORS AND SAFETY STANIES IS EYOND THE SOOPE OS THIS REPORT FMWADON DETAILS NO OUAIIY CONTROL PROGRAM MIST E sumffnEO TO WLDL40 OFFICIAL FOR APPROVAL 3. NMINI ANCHORS MAY E USED IN THE FDLIDMING TYPES OF SOIL_ SMO. GRAVEL. CLAY. SNOY GRAVEL SILTY CPAYEL. SILTY SAND, CLAYEY SMD. CINEY GWWiE1. SMIDY CLAY. SILTY CLAY. AND CLAYEY SILT. ®AWNING ANCHOR rK3yyUPa?-f sTIEL AIX EACH STEEL POST sly of P'OSTL 3/4• MIN. W16• BOLTS GTY. SEE T UK 83 COLIM 34'NBI. .w. FOR F SIZE INTO FOOTING SEE SCHEDULE 'F• O RICHT REQUIRED 'YV' WIDTH FASTENER SIZE MINIMUM "W(WIDTH) 1 4 3 38 41 2' 1 2 8 ;42- 8 13301 28' 13300 2 1/2• . 2 1/2• . 3/16• w BENT PL CROUNDUNE 3 to r -e 10" 20" IMIL PL 9• . 16• . 1/4• 1e TYR ALL PARRS TO BE HOT -DIPPED GALVANIZED OR FIECTROPIATED ZINC. MAY BE USED IN LIEU OF ATTACHING TO CONCRETE SIAB. _ SEE MGM #2 DETAIL AM �-- 16- @ SAFETY STAKE (ALTERNATE TO CONCRETE SLAB ATTACHMENT) "I 1 Yat 1/Z' . 1/4• Sim COLUMN � AS REQUIRED 1/2- • (SEE NOTErm BETAAQ A: 12• MIN 'ENTCD: �" •Q 7F/2•. S1EF1 V : Q. _ D 12• LOW CN COLUMN 'O 4 CONCRETE FOarm NOTE: USE 1 - 1/2' 6 STEEL BM FOR FOGTINGS UP TO 36' CUBE USE 2 - 1/2. 6 BARS FOR FOOTINGS LIP To 46' CUBE AND 3 - 1,2• BMS FOR FOOTINGS UP TO 52' CUBE No. 16273 E-0. 6 30. pf r SCHEDULE "F" — COLUMN TO FOOTING CONNECTIONS FOR 18' TO 42' FOOTING SIZES REQUIRED TENSION FOOTING SIZE *HILTI FASTENER CONNECTION TO FOR 'd' (INCHES) (OR EQUAL) SIZE COLUMN TUBE HOR BOLTS 'd' = 18' 2-1/4's S 2' d 1-5 18.0 BOLT 430/ 20• 2-3 a 2 1/2d 580/ 22' 2-5/16'0 BOL15 65of 24' 2-3/8-0 BOLTS 78 26' 2-1 ZY : 3 1 d 3-5'1 BY BOLTS - 13301 28' 13300 JO• 16700 32' 2-5/8'0 . 4'd 2 34• N/A 38• N/A 38' N/A 40• N/A 42• 3-3 8.0 BOLTS N/A ©ALTERNATE FREESTANDING STRUCTURE COLUMN •'d' SIZE IN ANCHOR BOLT OR HILTI FASTENER SIZES INDICATES DEPTH TO FOOTING CONNECTION DETAIL OF EMBEDMENT. EXAMPLE 2 1/2-d INDICATES 2 1/2' EMBEDMENT OF ANCHOR 'OR EQUAL' TO HILTI FASTENERS. ALTERNATE MUST BE ICBO ES. APPROVED TO PROVIDE ALLOWABLE TENSION EQUAL TO 'REO'D TENSION FOR ANCHOR BOLT' VALUES SHOWN. HILTI INDICATES HILTI KB -II ANCHOR BOLTS PER ICBG E.S. EV #4627. O FOOTING SCHEDULE ATTACHED STRUCTURE COLUMN TO FOOTING AD - CONNECTTON DETAIL 'd" = 18" TO 32" DATE REVISION DATE REVISION HILTI FASTENER ALTERNATE ANGLM u w 1/2• CONC. SLAB x e N0. a. >• .� a....a. i� a .e •.•d :.o. a..Q : w.: •a :. .o c: IAIDFZN . EM d:• e: �: •:�. .' MUST 00 SLAB THRU SLAB ® COWMN CONNECTION DETAIL FOR SLAB Nk FOOTING ATTACHMENT - 31-v7i ENGINEERS STAMP xAmdom Engineering Services 1140 All Pro Drive Bummmumm Elkhart. IN 46514 KG ICBO ES EVALUATION REPORT NO. ER -2621P NONE NOR PART. COMPONENT PARTS & CONNECTION DETAILS ur-- SHEET 2/8/2000 97CD06 6 OF 9 6-5/18'/ y 1 1/2' 2�' *8' OR 10' 1 21/2' POST c• 3'x8'x12 GA. 'C' OR 3 1/2'00'02 GA 'C' ® C—BEAM TO COLUMN CONNECTION 5 1/2' x 10' ALUM MF BEAM OR 5 1/2' x 7' ALUM VF BEAM OR f 172' x 6' ALUM W` BEAM 1 1/2 COLUMN 1.0 B - 5/16 BOLTS ,0'T Y P. CUT BOTTOM FLANGE OF I -BEAM AS SHOWN AT COLUMN ® ALTERNATE — 4 1/2" X 6- X S 1/2" X 7" ALUM. W BEAM CONNECTION DETAIL 5/16' BOLTS SEE TABLE 8.4 COLUMN E4 FOR QUANTITY (MIN -41)- T ll� T _�ll-- T 3. 25 1N' MIN. OF 4.50' ln5"__L' 0. o.s' OP PLATE A' !!4g TOP PLATE 'B' 'L' COLUMN SIZE + 1' Nr = COLUMN SIZE + 1/2' WITH A MINIMUM OF 4.5' ® TOP PLATES 'A' do 'B' AND SCHEDULE '8' FOR TOP PLATE CONNECTIONS WITH 'I' BEAMS (Y, Z, AA) ON STEEL POSTS 3' x 3' HEADEF 6-#14 I t�10, 2,0' 1.01 ®COLUMN TO HEADER CONNECTION FOR 3- X 3- STEEL HEADER -AB- 140.16213 < AB - 140.16213< E*0.6'30 O 5,5' 2 •5/16' BOLTS W/ 1.0' DIA. 1,575' x 3/32' THK, STL. WASHER ' L � u4 ­U 750' ,100' 2.5. 1, ' ,750' 056— 2 5/16' BOLTS 3' x 3' COLUMN ALL '1' BEAMS 8 'C' BEAMS USE TABLE 8,3 COLUMN 'J' FOR QUANTITY OF HORIZONTAL BOLT USE TABLE 8.4 COLUMN 'N' FOR VERTICAL BOLTS, ®ALTERNATE 3' SO. COLUMN CONNECTOR BRACKET (6063—T6 ALUM. ALLOY) ALUMINUM 'I' BEIM OR STEEL 'C' BEAM I t2 5/16- Bars w 1 • DIA. 2 5/16' BOLTS SEE x 3/32' THK. STL WASHER TA13LF 8.3 COLUMN t=D.125" SEE TABLE 8.4 COLUMN 'K' FOR QUANTITY FOR QUANTITY 3' STEEL COLUMN 't' = 0.048' (03" STEE OLUMN TO HEADER CONN. BRACKET (6063—T6 ALUM.) AR O 3 TE REVISION DATE REVISION Lag Engineering Services CCC N��pRomm (�'� 1140 All Pro 6514 Elkhart, IN 48514 JEER CMP ICBO ES EVALUATION REPORT NO. ER -2621P NONENAMECOMPONENT PARTS h CONNECTION DETAILS SHEET P 2/8/2000UAIL M 97CD07 7 OF 9 1/2• BEAM I ta0.12 J 0 09' 16-5/8' BOLTS, .09' 00 8 EACH SIDE OF 7.0' ttSPLICE 5.0' 01' 2-7' C SPLICE ta.082' TYP. - - ONE EACH 510E OF 7' 1' BEAM '11GHT FTT I' 1.0' 0.1'J L-0.12' 7' X 5 1/2' I -BEAM SPLICE (6061-T6 ALUM. ALLOY) ® SPLICE DETAILS AWNING ANCHORS 2 ANCHOR 3 ANCHOR 4 ANCHOR ---2-1-0R-4-ANCHOR DETAIL 15• av AWNING ANCHOR CLEAR CENTER IN FOOTING TYP. SINGE ANCHOR OJETAAL @ ANCHOR DETAILS FOR ATTACHED STRUCTURES 7' C SPLICES (6061-T6 ALUM. ALLOY) ® 7° X 5 1/2- ALUM. I -BEAM SPLICE BOLT LAYOUT ij°X 8° ALUM. HEADS ' _.l 2X6 1 /2°X .024' ALUM. SIDEPLATE > BG 3 x 8 HEADER _ CONNECTION FOOTING d' (IN) —ALTERNATE_ FOOTING SIZE _NO .-OF— ANCHORS 18 125i 12 'X1 5 1 20 15"X 15'X 15' 1 22 18 18"X 15 1 24 20"X 20"X 15" 1 26 20"X 20'X 15" 1 28 24"X 24'X 15' 2 30 1 24"X 24'X 15' 2 32 1 24"X 24 15" 3 34 1 24"X 24'X 15' 36 24"X 24'X 15' 4 3 #14 SMS EACH SIDE �^ 3- #14 SMS EACH SIDE 1.3 WITH SIDEP S /4' 2X 6 1/2° ALUM. No. 16273 Exp. 6-30.0 8 5 1 2° /2. 1 /2 ° 3- #14 SMS 7 °X 3° ALUM. 3- #14 SMS EACH EACH SIDE COLUMN SIDE OF COLUMN 2°X 6 1/2° ALUM. 3°X 3° ALUM. — SIDEPLATES COLUMN f WITH SIDEPLATES END VIEW 4DOUBLE 2- X 6 1/2- BH HEADER CONNECTIO TE REVISION DATE REVISION �RgFESSIp q AR 0 r NO. 0 Engineering Services 1140 All Pro Drive Elkhart, IN 48514 TF C CMP ICBG ES EVALUATION REPORT N0. ER -2621P CAUFjuRAWING _ 3-31.02 NONE P� NAYECOMPONENT PARTS & CONNECTION DETAILS GINEERS STAMP 2/8/2000 ff.W 97CDO8 SHEET 8 OF 9 I 0.08' EXTRUDED HEADER SPLICE WITH TIGHT FR INSIDE HEADER. �.' '1 1 h— 7- 1L ® 5 1/2" EXTRUDED HEADER SPLICE (6061-T6 ALUM. ALLOY) �10 x iS' SMS SEE TABLE .5 FOR. SPACING. _.. ® 3 1/2" 'G" RAIL (6063-T6 ALUM. ALLOY) TERNATE 2- 2"X 6 1/2" ADERS IN PLACE OF X 8" HEADER WITH 1ST & SIDEPLATES - K 3" POST ®ALTERNATE 2-2" X 6 1/2" HEADERS 3 %14 SMS EACH SIDE 'r 3' X 8' BOX y BEAM HEADER ' 'H' y 'I UMINUM 6' ACKET �( r33'ALUMINUM MN J'+ L *SIDE 3 /14 SMS EACH ® ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN TO HEADER (6063-T6 ALUM. ALLOY) 3 #14 SMS EACH SIDE Imo, OR • 2 5/16' BOLTS d COLUMN SIDEPLATEES ALUM. FOOTING X BRACKET 3/8" x 3 1/2' t 9' USE ONLY ON SLAB SEE NOTE •. OR d=26' FOOTER AT RIGHT y;r'�.; OR SMALLER SLAB OR FOOTING ® ALUMINUM FOOTING BRACKET FOR CONNECTING ;COLUMN TO CONC. SLAB OR FOOTING (6063-T6 ALUM. ALLOY) o �4ol-vo %0 :MAR 0 2'X 6 1/2'X 12' ALUM. RAFTER 0 16" OR 24' RG O.C. HE 27X 6 1/2' ALUM. FASCIA 6 ® ALTERNATE -DECORATIVE FASCIA TRIM -IT-7M--' ,A=R 1L - SEE ® 3 1/2" "J" HANGER (6V63 -T6 ALUM. ALLOY) NON-STRUCTURAL 2.109' COMPONENT L 5.721' ® 5 1/2" EXTRUgED SIDE FASCIA (6063-T6 ALUM. ALLOY) REVISION DATE I REVISION N 1;oI w #!and ag Engineering Services or-N�• �� 1140 All Pro Drive \Q Elkhart. IN 46514 JlgT �XEv�` KG ICBO ES EVALUATION REPORT NO. ER -2821 P E lrF 3-3I-�'URAVVING OR PART COMPONENT PARTS & CONNECTION DETAILS NONE NAME ENGI S STAMP 2/8/2000 M 97C009 9.OF 9. 3` 1 1/2' OR 2-L= 1.92' FOR 2' X 6 1/2' RAFTERS 2 1/8 �� J 4 `I1 L= 2.9jj' FOR 3'X8' RAFTERS _ - I 04-1 I .016' OR Y I o• io L3 LATTICE 4 1TYP OR t-0.024 (3105-H25 ALUM. ALLOY) .048 MIN. 4' 2-18 SNS EACH SIDE OR '0S6 0.042 aO 0.032° 'o ASTM A-653 Fy=40 KSI 'a O STEEL CONNECTOR FOR WOOD COLUMN CONNECTION 1Sy q FEC1� n #8 X 2 ' SNS FOR 1 1/2-, IL L=mj_ OR .0265' rLATnCE-f8 x 2 1/2' �> 2- 10 x 1 3/4' WOOD _ FOR Y CE - ' SC OR 2-+10 SMS rO RAFTER & SIDEPLATES� -� •� �— - } INTO NEPAL Lti 1 HEADER? 'x(3006 -H391 ALUM. ALLOY) L4 COLUMN �� (6063-T5 ALUM. ALLOY. T= 0.040' (3006-H391 ALUM. ALLOY)- } -t(3006-H391 ALUM. ALLOY) TnCE L6 RAFTER HANGER UM. RAFTER t� L9 LATTICE TO RAFTER -CONN.. 4- 18 SMS EACH RAF1fR HANGER `I� 4-#8 SATS 18• X HEAHGER�ER k SEE TABLE S�AT RIGHT. 15/16 1 2414' ti �I 1 BRACKET USED W\2' X•6'1/2' RAFTERS BRACKET USED W/3' X 8' RAFTERS L7 RAFTER TO HEADER CONNECTION BRACKETS 6063JT5 ALUM. _ ALLOY,_t'=` f -- HEADER HEADER DETAIL MAXIMUM MAX FASTENTING GAGE WIND LOAD TRIB., 2 ` -�'3'-`x-8' C—LI. 90 MPH ;�"6' 2-#8 SMS EACH BRKT, 3' x-8'- - PATI❑ � '\101 -1.3=#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' I 3-#8 SMS EACH BRKT. .094 8' STEEL- C L23 90 MPH 22' 2-#14 SMS EACH BRKT, 90 EXP C 10' 2-#14 SMS EACH BRKT, 0F� MAR 0 3 1/4' x 4' LAG SCREW �, C. DATE REVISION DATE REVISION SEE TABLE 8.5 COLUMN WOOD LEDGER- 2 X DEPTH ANC4 FOR QUANTITY ��ESSION41 F y�� ALL 10 PSF USE 1 LAG 2- Q� �. KAI4 PER STUD 16' ❑/C EAC SIDE ALUM o�L �G9r N 2 70 EXISTING RAFTER v, a `62�3� * ((f 3 3'a 2 oil A Engineering Servlcea STRU�� 72 ALT. SIMPSON HANGER W Nfl. o / 1140 All Pro Drive 7 SHOWN U 6R PER I.C.B.0. `� Ei0'6.3� i1'Iq �VI�:.`a�0. �,iaDr• Elkherl, IN 46514 2 1150 1' Es. Ev. 1256 F CAt\F�� DRAWN or EACN O P vz) KG ICBG ES EVALUATION REPORT NO. ER -2621P LB ALTERNATE RAFTER TO WALL CONN. NONE WMM- MTKWEART COMPONENT PARTS CONNECTION DETAILS FOR PATIO & COMMERCUIL LATTICE STRUCTURES ENGINEERS STAMP 2/8/2000 R§MVF 97LT01 1 OF 4 1/2-PLASTIC 2"x 6 1 2" OR 3" x 8" SEE SCHEDULE FOR SIZE-� /2" LTERNATE 2- 2"X 6 1/2- BOX HEADERS IN PLACE OF 3"X 8" HEADER WITH HEADER SPLICE MUST BE CENTERED ON COLUMN ` POST & SIDEPLATES 2- 114 SMS o SMS BOX SECTION PLUG TO FILL 1/2- DIA.L 3"X 3" POST EACH SIDE 3• X 8" HEADER o I NOTE USE PLASTIC ACCESS HOLES USED WHEN ATTACHING, , o I S.M.S. INTO ANOTHER BOX SECTION IN WHICH2- THE SMS LENGTH WOULD EXCEED 2 1/2•. 2• x 6 1/ 2• SIOEPLATES I 'X 3• ONE EACH SIDE OF L10 PLASTIC PLUG DETAIL L11 ALTERNATE 2-2" X 6 1/2" HEADERS i I COLUMN COLUMN L16 HEADER SPLICE DETAIL •SSION KA 3.0° � 5 3.00 to. E.3o 37" (4) 0.72 1.56 0,72 �J�0.93� P� •. l 3.00", 4.00" .188" 3 • 0.72 $ 2003 5.00" OR 6.00" TY'. 3.0' .688"(4) l APR —T L32 3". 4", 5" OR 6" os4�4) " 7 0"(4) 10R x 10" HIGH 028 0.931,x6 3.00 4-1 STEEL COLUMN ALUMAX " (4) Fy=36 KSI L1.00', I.D. ,68 0.37 0.72 .43714) I � 4.00" 5.00" OR 6.00" --j 0.17 125" RAD. T (IN)= 0.024, 0.030, 0.040 (ALUM) DP. (36) = 0.048 (STEEL) .020" x 70' .062" RAD. (20) am DATE REVISION DATE REVISION (12)COLUMNS 187" RAD.(16) MAY BE TRIMMED W/FLEX- ALUM. FACING. QROFESSI L31 FLUTED COLUMN L30 3" ALTERNATE COLUMN TU U Moll `/ (3" ALUM. 6063-T6) (3003-H16 ALUM. ALLOY OR y 2 A� �1flliPimSg Engineering Services °t" = 0.062° UNLESS OTHERWISE NOTED A-446 Fy=40 KSI STEEL) w NO. �^' ^} ��/ 1140 All Pro Orive '" ��� '��` cWc Elkhart. IN 46514 ' o'L DRAWN ErfKG ICBO ES EVALUATION REPORT NO. ER-2621P `rj9j Ali- �j OF h-�E NONE FORPPATIO & CO NENT PAMMERCIAL LATTICE STRUCTURES NAME ENGIN INF 2/8/2000 Eff 97LT03 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 5754 2.35' FOR QUANTITY 750' ,100' 1.0' 2.5' .750' 056 —moi 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) APR 18 2003 issrogq figT�G�c DETAIL 3" X 8" — 1 FOR ATTACHED STRUCTURES 2 " .� r No. 16273 a a COLUMN TO WRAPPED 3 X 8 X 12 GA. / Exp. 6.30• Q) 'C' BEAM HEADER CONNECTIONS uhRF 3" X 8" BOX 3"X 8"X 12 GA. -- DATE REVISION DATE REVISION BEAM WRAP C" BEAM ;� r;c cD E' a Engineering Services z MVC. " 1140 All Pro Drive L23 3" X 12" X 12 GA. STL. 'C' BEAM X31, `: :;ur amort. IN 46514 KC ICBO ES EVALUATION REPORT NO. ER -2621P WRAP W 3" X 8" ALUM. BOX BEAM Sf�,. i'.I1' ..�4�,. T y NONE COMPONENT PARIS s CONNECTION DETAILS DR PATIO A COMMERCIAL LATTICE SIRLICRES IIID FRI 2/82000 97LT03 3 OF 4 E EERS STAMP .034' OR .0W x J' x d' HFJIDi7t ©5 70 90 MPH WIND SPEED .,o--- P 414 SIE EUM SIDE 3' X So B0X BEAM HEADER --,ALUM. 'H' BRACKET 3'X 3' ALUM. COLUMN L24 ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN TO HEADER . (6063—T6 ALUM. ALLOY) 3..#14.SMS ,EACH SIDE �— OR 2. 5/16' BCLTS:' 3'X 3' POST—' ' COLUMN W/ 'H' BRACKET 3-X e' WAMI—,t, i—• 3414 !M! EAQi !IDE 10 3 414 SMS EAW Slit£ 414 St44 EACH SIZE 51IMA' 37( 3' F COLUMN W/ SIDEPLATES SM MW BE ON cmilm FARifW O 3'XIr o � O srE x Is r��EPu►lEs r cam Lf 6 HEADER SPUCE DETAIL e 3/9' `H LTI KWDC ULT a V/ e.S' EMBEDMENT 3'X 30I I 'X 6 1/2' POST -1SIDEPLATES I ALUM. FOOTING BRACKET I_ .t SLAB OR FOOTING L27 EALUMINUM FOOTING -BRACKET FOR CONNECTING POST—TO-CONC.-SLAB-OR FOOTING 16063 'T6 -..'ALUM. 'ALLOY) lanoE�mz= ®SAFETY STAKE IN CONCRETE FOOTING DATE REVISION DATE REVISION Qsr1FESS g!201 ���o U oQRpTESSIpy9�F O NO. 0 Engineering S"cee " No. 16273/ AA 1140 /d1 Pro Dety� E,0. 6-30. 0) E1Yha*f, RI 44614 K3�0 E8 EYIILWTKlN REPORT N0. ER-2dZiP F C \ 1r aonrxN DEDU aarolENr PWlia nb �•3I =01L N0lE wR PXW & OoIYERCMI LAd M SERtR.PJMM APR 18 2003 ENGI STAMP z/s/�000 97LT04 4 OF 4 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR i PETE CALARCO, ASSISTANT DIRECTOR o�U7 TFo 0 0 7 County Center Drive o 0 Oroville, CA 95965 0 . o (530) 538-7601 Telephone o -- o (530) 538-7785 Facsimile cOUN'�y www.buttecounty.net/dds ADMINISTRATION * BUILDING " PLANNING June 5, 2006 Gerald L. and Teresa J. Thornton 2550 Monte Vista Ave. Oroville, CA 95966 RE: Formal Warning Notice Building Code Violation Location: 2550 Monte Vista Ave., Oroville CA 95966 AP #: 079-190-066 Dear Gerald L. and Teresa J. Thornton: Through our courtesy notice on May 15, 2006 you were notified pursuant to Section 41-2 of the Butte County Code of the presence of code violations on your above -referenced property. According to our records, the courtesy notice has not resulted in the correction of the following violation(s). The failure to obtain the required permits, inspections and approvals from this office for the following: Construction of an awning built in property line set -back. 1. Section 106.1 Permits Required 2. Section 108.1 Inspections Required 3. Section 108.4 Inspection Approval Required Before Use or Occupancy 4. Section 3405 Change in Use Requires Conformance to Code The above violation(s) shall be corrected or abated by you by submitting three (3) complete sets of plans, applying for the required permits, and paying the appropriate fees, including penalties. After permit issuance and field authorization to proceed, the work must be completed and approved by this office within the permit specified time. This is your final warning. Unless you contact this office and make the proper arrangements to correct or abate the violation(s) voluntarily, within ten U days from the date of this letter, enforcement shall be pursued through the issuance of a citation (ordering you to appear in court) for the violation(s) and for failing to comply with this warning letter. f Gerald L. and Teresa J. Thornton AP#: 079-190-066 June 5, 2006 Page Upon conviction of said violation(s) or of failing to comply with this letter, the court shall impose penalties (fines) and a Notice of Violation shall be recorded in accordance with '. Butte County Code Section 41-7. The Notice of Violation shall include a description of . the premises the violation concerns, a description of the violation, the date of your conviction and the action necessary to correct or abate the violation(s). Should you have any questions concerning this matter, please contact Bill Barron at 538- 2051. Or visit our office at 7 County Center Drive in Oroville. Our office hours are Monday through Friday 8:00 a.m. to 4:00 p.m. Sincerely, Bill B on Supervising Building Inspector BB: mjs Cc: Assessor R 2 ill 91 3- 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25. 26 27 28 PROOF OF SERVICE BY MAIL I am a citizen of the United States and employed in the County of Butte; I am, and -was at the time of the service hereinafter mentioned, over the age of eighteen years and not a party to the within action. My business address is Department of Development Services, Building Division, 7 County Center Drive, Oroville, California 95965. I am readily familiar with the County's practice for collection and processing of correspondence/documents for mailing with the United States Postal Service and that said correspondence/documents are deposited with the United States Postal Service in the ordinary course of business on the same day. On June 5, 2006, I served the foregoing 10 Day Notice on the person(s) named below by placing atrue copy thereof in a sealed envelope, with first class postage thereon fullypaid, addressed as indicated below, and by placing said envelope. In the appropriate place within the Department of Development Services where mail is collected for mailing with the United States Postal Services on the same day. X 'In the United States Postal Service Mail in Oroville, California. Gerald L. and Teresa J. Thorton 2550 Monte Vista Avenue Oroville, CA 95966 ADDRESS - I declare under penalty of perjury under the laws of the State of California that the foregoing is true and correct and that this declaration was executed on June 5, 2006, at Oroville, California. e . Foots Office Assistant ISZ� 104, P. 444, 4E 04 6 /00. 00 66. 67 IN r. 11.7e- Selbacee Z t4i 6., As Zo JAI 000 W71 i S�n/D �o D�-y- �T,e • � NO P,6TqAJb I I coKJ,eb(Cri5D *vNiaA4 1,) j SE/BAe-lC `<l)o I .¢P�2ov�lc�S. I Butte County Department of Development Services www.buttecountv.netidds 7 County Center Drive Oroville, CA 95965 (530) 538.7601 Telephone (530) 538.7785 Facsimile ADMINISTRATION * BUILDING * GIS * PLANNING October 25, 2004 Gerald L. Thornton and Teresa J. Thornton 2550 Monte Vista Ave. Oroville, Ca. 95966 RE: Building Code Violation Location: 2550 Monte Vista Ave. Oroville, Ca. 95966 AP# : 036-580-031 Dear: Gerald L. Thornton and Teresa J. Thornton This is a courtesy notice to notify you that you are in violation of the Butte County Code, at the above -referenced location, as follows: Failure to obtain the required permits, inspections and approvals from this office for the construction of an awning built in set -back. Since permits -and inspections are required for the above work, please submit three (3) complete sets of plans, apply for the required permits, and pay the appropriate fees. All work must stop until these permits are issued and you are authorized by our field inspector to proceed. The field authorization cannot be made until the existing work is inspected and approved. It is the County's goal to obtain voluntary compliance with the Butte County Code. However, you should be advised that Butte County has an active Code Enforcement Program which provides an effective means of enforcement if voluntary compliance is not obtained. Enforcement may be pursued through the issuance of citations, fines and the recording of a Notice of Violation including a description of the action necessary to abate the violation. M You have thirty (30) days to voluntarily comply with the above directions or to present an acceptable plan for abatement or corrective actions to be taken by you. Should you have any questions concerning this matter, please contact Michael Vieira in this office at the address or telephone number listed above. cerely, Mic ael Vieira Building Official MV. ms cc: Assessor a C • -0 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES 1 BUILDING PERMIT APPLICATION I 24 HOUR INSPECTION #: (5530j) 53#8.-716336 (OROVILLE) (530))8891-2834 (CHICO) 538-14� 1 J Uv r DATE: C) t,-\ H / Zr-�7 APN: _1 ZONING: I OWNER'S LAST NAME: o� `cam OWNER'S FIRST' NAME: P" "E: sib- STREET ADDRESS: FAX C TY, ZIP: asa E-AAAIL• SITE ADDRESS: 2-530 dam. CITY, ZIP: ©� • n Ct -57'7q 62 -C NEAREST CROSS STREET: TRACTILOT t APPLICANT NAME: ok P PHONE: 530-- �Q STREETADORESS: \ r G(�1 a - „(� f� FAX �0 - I CfTY, ZIP: Vv KJ�- •�-Y5m E-MAIL G L 5 CONTRACTOR NAME:• U 2 - , IW&J, k J (�� PHONE: STREET ADDRESS: � � FAX CITY, ZIP: E-MAIL: LICENSE NUMBER tin I Pk LICENSE TYPE ARCHITECT/ENGINEER NAME: 1 WY•� PHONE: STREET ADDRESS: , ^ FAX CITY, ZIP: LICENSE NUMBER: l r to71 -5 E-MAIL• DESCRIPTION OR SCOPE OF WORK: N m CCIQA ❑ Structure Built without permits ❑ Proposed Change of Occupancy (note previous use) EXPIRATION OF APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. For office use only: c��, Notes: `J Application Recaived y: Date: Receipt number:Q Amount Received: `' U Master application 34-04 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile www.buttecounty.net/dds May 15, 2006 ADMINISTRATION * BUILDING * PLANNING Gerald L: and Teresa J. Thornton 2550 Monte Vista Avenue Oroville, CA 95966 RE: Building Code Violation Location: 2550 Monte Vista Avenue, Oroville AP#: 079-190-066 Dear Gerald L. and Teresa J. Thornton: This is a courtesy notice to notify you that you are in violation of the Butte County Code, at the above -referenced location for the failure to obtain the required permits, inspections and approvals from this office for the following: 1. Construction of an awning built in set -back. Since permits and inspections are required for the above work, please submit three (3) complete sets of plans, apply for the required permits, and pay the appropriate fees. All work must stop until these permits are issued and you are authorized by our field inspector to proceed. The field authorization cannot be made until the existing work is inspected and approved. It is the County's goal to obtain voluntary compliance with the Butte County Code. However, you should be advised that Butte County has an active Code Enforcement Program which provides an effective means of enforcement if voluntary compliance is not obtained. Enforcement may be pursued through the issuance of citations, fines and the recording of a Notice of Violation including a description of the action necessary to abate the violation. You have thirty (30) days to voluntarily comply with the above directions or to present an acceptable plan for abatement or corrective actions to be taken by you. Should you have any questions concerning this matter, please contact Bill Barron at 538-2051 or visit our office located at 7 County Center Drive, Oroville. Our hours of operation are from 8:00a.m. to 4:00p.m. Sincerely, Bill Barr6h Supervisor, Building Inspections 9 a C BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION 24 HOUR INSPECTION #: (530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #: (530) 538-7541 W PERMIT NO. BP '0013,0 DATE: Z O� APN: 0 3 1 ZONING: -.. OWNER'S LAST NAME: OWNER'S FIRST NAME: PHONE: o� C5 30- 15-Ll�u STREET ADDRESS: FAX C TY, 21P: q-5 ^q(o E-MAIL: SITE ADDRESS: CITY. ZIP: NEAREST CROSS STREET: CT T � t.'7- 3► 32. APPLICANT NAME: STREET ADDRESS: r Dr `I CITY, ZIP: , , q5 W � CONTRACTOR NAME: � adw STREET ADDRESS: �0 3 FAX CITY, ZIP: n E-MAIL: LICENSE NUMBER LICENSE TYPE. ARCHITECT/ENGINEER NAME: 1=WCk, PHONE: STREETADDRESS: ^ ^ FAX CITY, ZIP: L LICENSE NUMBER: r E-MAIL: DESCRIPTION OR SCOPE OF WORK: N Q.walwyn b. g ❑ Structure Built without permits ❑ Proposed Change of Occupancy (note previous use) )C S 2 EXPIRATION OF -APPLICATION Applications for which a permit has not been issued will expire one year after the date of application. In order to renew action on an application after expiration, a new application, plans and fees will be required. REQUEST FOR REFUNDS Refunds can only be made upon written request by the person who paid the fee. The request must be made prior to the expiration of the permit and no construction work has been done. Filing fees, plan check fees for work plan checked and other department costs are not refundable. For office use only: Notes: 6 4 Application Receivedy: Date: Receipt number: Q Amount Received: a J Master application 3-4-04 . :-fi -y , t..*^'.:.�b-�Y4,-�,,�.:1:'yJr1''�..'"�t�.fi`'t1-•r,tir,; ."�' ti' �„�- -. L ' ' COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 `PPEERMIT APPLICATION DATA SHEET �` OWNER: �a l 1 ASSESSOR PARCEL NUMBER V�� ' ✓ U u C-� Zde)[ i � Proposed Building Use: C/1�2 (� Co nter Technician: Date: 'I^tems required in order to apply for a permit. All boxes MUST be checked OR marked NA in or er to pply. / Site plans, 3 or 4 sets, signed by the preparer of the plans. Complete plans, 3 or 4 sets, signed by the preparer of the plans. " ` '3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Letter from Engineer or Architect for truss design review. ❑ 6. Energy compliance design and supporting documentation in duplicate. ❑ 7. Statement of Intent for Non -heated and A/C for Non -Residential Buildings. ❑ 8. Manufactured homes: (A) Data sheets and installation inst, (B) Marriage line info, (C) Floor Plan, (D) Tie down or fnd plans, all in duplicate. ❑ 9. Metal bldgs: (A) Metal Bldg Plans, (B) Fnd plans and calcs in triplicate, (C) Elevations in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed by the engineer. ❑ 10. Flood Elevation Certificate, wet -stamped and signed, in duplicate ❑ 11. Site plan and business license approval from the City of Biggs ❑ 12. Letter of intent for non-residential buildings ❑ 13. Detached Accessory Building Form filled out by the owner ❑ 14. Hazardous Material Form orb. 15. Sanitation and site plan approval from the Environmental Health Department in ❑ Chico ❑ Oroville, as applicabld(-1�OZ) �0 16. Other Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 17. Fire Sprinklers.........................:................................................................... ❑ 18. Agricultural Buffer clr and site plan apr from the Ag Commissioner Sent by ❑ 19. Soils Report and/or Engineered Foundation required ........................................... ...... ❑ 20. Erosion Control Plan Required........................................................................ ........ ❑ 21. Fees as shown on the attached Schedule of Fees Due Sheet .............................. ❑ 22. City of Chico Plumbing permit......................................................... I.............. ❑ 23. California Department of Forestr plan approval ❑paid. Sent by: ❑ 24. Planning approval (A) Use:QB)Parking: (C) Parcel Check: ❑ 25. Contact Land Development about _ Improvements, _ Drainage ......................... ❑ 26. NPDES Form............................................................................................. ❑ 27. Encroachment Permit for driveway from the Public Works Dept ........................... ❑ 28. Pre -Inspection for required....... ❑ 29. Contractor's license information. (Number, Name Style, Classification) ................... ❑ 30. Worker's Compensation Carrier and Policy Number .......................................... ❑ 31. Owner -Builder Verification (_ Given to owner, _Mailed to owner) ..................... ❑ 32. Letter of Signature authorization.........................•............:............................. ❑ 33. Recorded copy of Agricultural Acknowledgment Statement ................................. ❑ 34. Manufactured home utility clearance............................................................... ❑ 35. Existing violations and/or expired permits......................................................... ❑ 36. Deed Restriction......................................................................................... ❑ 37. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 38. Other: ❑ 39. Other: When issued Telephone' a d -hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant: 1. Index permitpli,ation for the above items numbered: 2. Additional items equired Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Plans reviewed by: Date: Plans approved by: Structural reviewed by: Date: Structural approved by: Note transfer by: Date: Date:,,Z- l I Plan Check I - Etter Yellow: Building Division Date: Date: Date Date: NOTES RESIDENTIAL PERMIT NO. f_036-580-031 '04=1120- THORTON,GERALD 2550 MONTE VISTA AVE, OROVILLE Cont: CALIFORNIA PATIOS NEW PATIO COVER(EX SLAB) 11 SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (Date) Signature J=OK 0 = Not OK . = NotApplicable Not Ready DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/0 -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or/ /" L "ft./ P LPG 7. Well Clearance & Disconnect 8. Utility Clearance 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings Date 12. Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Card B-1 Date Card B-1 1. Zoning Requirements=Setbacks-Easements Card B-1 Date Card B-1 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche Date 12. Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) Card B-1 Date Card B-1 1. Zoning Requirements -Setbacks -Easements Card B-1 Date Card B-1 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts- Beams- Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enc losures- Panel boards- Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UNDERFLOOR (Plans) OK except #'s Hangers -Post Caps -Anchors -Connectors 1. Zoning -Setbacks -Easements -Flood -Slope 49. 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 52. 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth Property Line Firewall & Openings 5. Stemwalls, Main; Steel-Blockouts-Wrapped 55. 6. Stemwalls, Garage; Steel-Blockouts-Wrapped Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 6a. Hold Downs and Special Anchors 58. 7. Slab, Steel -Wrapped Glazing Area -Glass Protection -Skylights -Plastic 8. Piers -Fireplace Ftg.-Steel 61. 9. D.W.V.; Fall -Fitting -Test -2 Way C/0 -Sewer Test Insulation -Walls -Ceilings] 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test Date 11. Water Pipe; Test -Anchors -Regulator -Service Test Card B-1 Date Card B-1 12. Electric Underground Ext. Steps -Door & Sidelight Protection -Landings 13. Plenums & Ducts; Clearance -Material -Support -Ins. 66. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies Bedroom Exiting 15. Access & Ventilation 69. 16. Insulation Stairs & Rails 1 71. Fireplace or Stove, Clearance -Hearth Date Elec. Outlets at Wood Panel, Int. & Ext. Card B-1 Date Card B-1 Date 74. Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 76. 17. Water Htr.; Vent -Access -Combustion Air Baffle Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 18. Water Pipe; Test & Anchor -Nail Protection 79. 19. D.W.V.; Test Fittings & Anchor -Nail Protection Insulation -Foam -Looked in Attic 20. Shower Pan; Test, First Floor -Tub Access 82. 21. Test Tub & Shower, Second Floor -Tub Access Clearance Looked under Floor 0 Yes 22. Gas Pipe; Sixe & Anchors 84. 23. Fire Sprinkler; Test A.C. Unit Disconnect, Electrical -Plumbing Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 25. Elec. Receptacles Spacing -Lights & Switches at Doors 26. Size Boxes & No. of Conductors Stapled 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral 0 Yes O No 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform if Furnace in Attic Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) 1 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purjin-Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom ,Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings] 63. Infiltration -Walls -Windows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except #'sj 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 1 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.FI. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 1 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb. Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor 0 Yes _ 83. Following Instld./Drive 0 Yes D No/Walks O Yes 0 No/Planters 0 Yes 0 No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect? Electrical, Plumbing 88. Exterior Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/0 to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler Date Card B-1 Date Card B-1 Date Card B-1 bate Card B-1 Date Card B-1 Date Card B-1 Comments at Final: Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-7785 Facsimile www.buttecountV.net/dds ADMINISTRATION * BUILDING * PLANNING May 15, 2006 Gerald L. and Teresa Thornton 0�s� ^cams J 2550 Monte Vista Avenue Oroville, CA 95966 S 3 3 v! RE: Building Code Violation Location: 2550 Monte Vista Avenue, Oroville AP#: 079-190-066 Dear Gerald L. and Teresa J. Thornton: This is a courtesy notice to notify you that you are in violation of the Butte County Code, at the above -referenced location for the failure to obtain the required permits, inspections and approvals from this office for the following: 1. Construction of an awning built in set -back. Since permits and inspections are required for the above work, please submit three (3) complete sets of plans, apply for the required permits, and pay the appropriate fees. All work must stop until these permits are issued and you are authorized by our field inspector to proceed: The field authorization cannot be made until the existing work is inspected and approved. It is the County's goal to obtain voluntary compliance with the Butte County Code. However, you should be advised that Butte County has an active Code Enforcement Program which provides an effective means of enforcement if voluntary compliance is not obtained. Enforcement may be pursued through the issuance of citations, fines and the recording of a Notice of Violation including a description of the action necessary to abate the violation. You have thirty 30) days to voluntarily comply with the above directions or to present an acceptable plan for abatement or corrective actions to be taken by you. Should you have any questions concerning this matter, please contact Bill Barron at 538-2051 or visit our office located at 7 County Center Drive, Oroville. Our hours of operation are from 8:00a.m. to 4:00p.m. Sincerely, ill Barr( Kn Supervisor, Building Inspections RE: Building Code Violation 2550 Monte Vista Avenue, Oroville AP: 079-190-066 _ Awning extends into 15 foot rear yard setback for R-1 zoned single family home. Mrs. Thornton asked for a variance or some way to keep the awning. Brought up at Planning Department meeting on 5/29/06; Chuck felt code had to be applied, variance not possible. Informed Mrs. Thornton by phone on 5/30/06. Chris Thomas Associate Planner tl r •, �'•° PERMIT NO. F PERMIT EXPIRES — O — CI O • 'a OWNER . f CONTR. ,Tay Slayton > ,r ASSESSOR PARCEL36-58-31 t+1 LOCATION 2550 Monte Vista Ave, Ornville . r v i r1 .t _t / 5.•.1 •.is . • ri it • • + • •�. to • �, •. {{. i C • � � b 1 !( tip• i. .. i Temp. Power Pole Called PG&E f Temp. Elec. Service Called PG&E Temp. Gas Service 4 Called PG&E' -- / JOB FINALED (Date) 10 Signature ✓� = OK 0 = Not OKNot ' Not Ready MOBILE HOMES MISCELLANEOUS Date MOBILE HOME UTILITIES (Plans) OK except #'s Date DECKS,COVERS,CARPORTS,GARAGES, (Plans)OK except #'s 1. Zoning Requirements -Setbacks -Easements 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support -Sketch 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Sewer; Location -Test -Fall -C/O -Concrete 3. Decks; Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Water; Location -Test -Easement Needed (Sketch) 4. Wood Awn.; Posts- Bea ms-Rftrs.-Connec.- Shthg.-Rfg.-Bracing 5. Electricity; Location-Clearances-Grnd.-/ / Amp -Concrete 6. Gas; Location -Test -Wrap: / /"L"ft. -'� / /"Nat. or/ /"L"ft./ /"LPG \ 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Utility Clearance ``-a 7. Elec. 8. Frmg; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh Card -B1 Date Card -61 Date 10. Roof; Shthg-Roofing Card -131 Date Card -131 Date 11. Ext.; Steps -Doors -Landings Date MOBILEHOME INSTALLATION (Plans)'OK except #'s 1. Zoning Requirements -Setbacks -Easements Card -B1 Date Card=B1 Date 2. Footings; Size -Spacing -Marriage Line Card -B1 Date Card -131 Date 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances Date POOLS (Plans) OK except #'s 5. Drain; MH Test -Fall -Flex Connector 1. Setbacks -Easements 6. Water; MH Test -Regulator -Connector 2. Soils; Compaction -Structure Stability 7. Water and Sewer Connected -C/O to Grade -HD Approval 3. Pool Structure; Steel -Connections -Thickness - Dead Men -Lining 8. Gas and Electricity Tagged 9. Exits; Insp.-Sketch 4. Elec.; Receptacles and Lighting, Distances-GFI 10. Cert. of Occupancy 5. Elec.; Pool Lighting; 15 volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.;Grounding; Equip. w/5' -circulating Equip. -Pool Lghtg. Boxes-Enclosures-Panel boards- Ins. to Main in Conduit Card -B1 Date Card -B1 Date _ Card -61 Date Card -131 Date 9. Health Department Approval ' --- 10. Plumb.; Cir. Test -Water Supply Test Card -131 Date Card -B1 Date Card -81 Date Card -B1 Date `- UK 0 Not OK Not"Applicable RESIDENTIAL (Single and Duplex) - = = Not Ready Date UNPERFLOOR (Plans) OK except#'s Date FR G (Continued) 1 . Zoning -Setbacks; -Easements -Flood -Slope H - Post Caps -Anchors -Connectors g., Main; Soils-Steel-Elec. Grnd.-/ /" Fig. Depth Ing. Joist-Rftr. Ties-Purlin-Roof Brac.-Truss-Shthng.-Rfng. 3. Ftg., Garage; Soils -Steel-/ P' Ftg. Depth -�, -FtT� I .e Ties or Type A Flue -Fireplace Throat Clearance 4. Ftg., Porches & Decks; Soils -Steel-/ /"Ftg. Depthttie ,Access; Size & Romez Protection -Draft Stop -Ins. Baffles 5. Stemwalls, Main; Steel- Blockouts-Wrapped arm. Windows or Exiting Doors -Sill Hgt. & Dimensions 6. S mwalls, Garage; Steel- Blockouts-Wrapped !Age..Fire Protection Framing Slab; Steel-Mapped—,'t -t,'- •• ty Line Firewall,,&.Openings 8. Piers -Fireplace Ftg.-Steel. xt. Doors -One 3' -Check Garage -3rd story, 2 exits 9. D.W.V.; Fall -Fittings -Test -2 way C/O -Sewer Test Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 10. Gas Pipe; Size -Anchors . ywood on Roof Overhang -Attic Vents -Rafter Outriggers 11. Water Pipe; Test -Anchors -Regulator -Service Test "g -Nailing Veneer i 12. Electric; Underground I . Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 13. Plenums & Ducts; Clearance-Material-Supprt-Ins. la ' g Area -Glass Protection -Skylights -Plastic 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples. S Walls; Nailing -Bolts 15. Insulation . Insulation-Walls-Clg. 60. Infiltration-Walls-Wndws Q Card-BtDat card -131, Date 1 Card -B Date Card -131 Date Card -Be ate and -131 AA.f. Card -B Date and -B1 Date Date PLUMBING (Permit) OK except #'s 16. Water Ht. Vent -;Access -Combustion Air -Baffle 'Date FIN (Plans) OK except #'s 17. Water Pipe; Test & Anchors -Nail Protection . E .'Steps -Door & Sidelight Protection -Landings 18. D.W.V.; Test-Fttngs & Anchors -Nail Protection oke Detector I 19. Shower Pan; Test, First Floor -Tub Access 4M Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor -Ducts -Meeh. Protection 20. T�li & Shower, 2nd Floor -Tub Access Gas Pipe; Size & Anchors _e4- UW=m Exiting 'tt7C;.f, . & Bath Fixtures & {Tub Access -Spa . lec. Trim & Subpanel; Breaker Sizes -Labels Card -131 Date Card -B1 Date _6 _.Stairs-& Rails 1 - Card -131 Date Card -B1 Date ce or Stove; Clearances -Hearth Elec. Outlets at Wood Panel; Int. & Ext. Date ELE ICAL (Permit) OK except #'s Flame & Transformer Clearance -Ins. Protection ' 7-7 E>t. i3it. & Appliance; Grnd. -Air Gap -Cooking Clearance I .Receptacles Spacing -Lights &Switches at Doors J.�t�c: Outlets &Receptacles at Kit. Counter . Si Boxes & No. of Conductors -Stapled �6arage Fire Door; Swing-Landing-Clbser .Ro x Installed Close to Edge of Studs & C.J. ;2:-A-E'Duct in Garage -Damper quip. Ground made up w/Meeh: Fasteners -Bond Gas & Water tr.; Vents -Clearance -Comb. Air-Connector-P.R.V.- I arage; Above Floor=Mach. Protection _,,?Z_2 -Appliance Circuts in Kitchen & Conductor Size/G.F.I. Ib., Elec. & Mech. Equip. Listed for Location .2,S8 ub€eed-Wire Size / / ga. Cu or AI-A.C. Wire Size / /ga. Cu or Al eceptacles in Garage; (G.F.I.)-Romex Protec. „Aae-Circ: / / ga. Cu or AI -Oven Circ. / / ga. Cu or Al. �rg Insulated Neutral Yes No Insulation -Foam -Looked in Attic ❑Yes and Rails & Deck Construction -Post Caps gNi'ce-Riser Conductors & Ground -Main Disconnect n. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes . Equ'p<Clearances Panels-Motors-Mech. Equip. rhes Closet Light -Shower Light -Spa Light . Following instld rive s ❑ No; Walks es 13 No; 80PI 'ers ❑ Y13 No tucco; r -Finish i moke Detector Card -B1 Date Card -B1 Date . U it; -Disconnect, Electrical, Plumbing Card -131 Date Card -B1 Date nts Above Roof; Plbg.-Appliance-Firepl.-Clearance to Openings. i Date MECHANICAL (Permit) OK except #'ser Well; Disconnects Electrical, Plumbing 34. A.C. Ducts Insulation & Support 8 . Ex for Elec. Trim; G.F.I. Receptacle -Underground 35. Vent Fan; Exhaust above insulation e • tion throughout House 36. C ansate Drain & Overflow; Size & Grade ss Protection Furnace -Vent; Access -Comb. Air -Return Air Vent -115 outlet . Corrections from Previous Inpections 38. Attic Access &Platform if Furnace in Attic 9. G 'st-Meters Tagged; Gas -Electric & Sewer. Connected -C/O to Grade -HD Approval g . Energy Compliance Certificate -Other Certificates Card -131 Date Card -61 Date Roofing Certificate I Card -B1 Date Card -B1 Date . Card -B1 Date , Card; B1 Date Card -61 Dat Card' B1 Date Date FR G (Plans)OK except #'§' , Proper Material & Anchors Card -B1 Date Card B1 Date ,W. -Nailing, Spacing & Bracing—Plates-Sound '; S Comments at Final: Be ng Walls over Girders & Floor Nailing j Stop in Walls (rat proof) i Stops; Furred Ceilings -Stairs -Chases -Tub 4 K. Header & Beam -Size & Bearing (NOTE: An entry must be made each time you visit iob site) COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, California -95965 - Telephone: 916/538-7541- APPLICATION 16/538-7541 APPLICATION AND PERMIT P RMIT N0. ASSESSOR PARC NU1— 5 ZONIr / BUILDING PERMIT OWNER TELEPHONE SQ. FT. OCC. BUILDING V UATION OWNER'S MAILING ADDRESS CONTRACTOR'S NAME TELEPHONE 53 o CONTRACTOR'S MAILING DRESS O��7:3 Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation $ G Filing Fee ,$ 1000 LENDER'S MAILING ADDRESS Permit Fee $ id •J'r'v ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee ,$' U' S Energy Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS Sp Permit fee $ 5 PLUMBING PERMIT Filing Fee 10.00 Each Trap 2.00 Solar or heat pump water heater 20.00 LOT_JR SUBDIVISION NAME PARS�I- ITP 1AVf//7XX�IIJ., 1/` Water piping 5.00 Each qas water heater or vent 5.00 fe USE OF STRUCTURE SF ❑ Duplex❑ Mobilehome❑ Other ZI AA SP CI FY Gas piping system 1 - 5 outl s 5.00 Building sewer 5.00 Mobile Home S G W 10.00 ea TYPE OF WORK Ne,A2'Addition ❑ Remodel[] ,�OpUtilities.❑ Installation E:1 Other ❑ Describe work: /,r�8%t . Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 10.00 Main service 100 AMP OR0OV OR LESS10.00 Main service EA. ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW I declar der penalty of perjury (Check One): I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full f e and effect. License No. �// � Classification AE� J ❑FIXED as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ontract- ors. ors.(Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW CONST. DWELLING OCC UP.a , OR ADDNS. ( ACC. BLDGS. 2¢Sq ft NEW CONSTR. U TI -OUTLET 2.50 ea NON-RESID .BRA CH CIRC ITS /POWER APPARATUS e (SINGLE OUTLET CIR. EX. OCCUp(OUTLETS OR FIXTURES 2ALO 30 ALO 300 Ex. OCCup. OUTLETS APP NS. (RESID )KEA.) 2.00 Temporary service 10.00 Mobile Home Facilities 15.00 Misc. �Yirin 15.00 9 Permit Fee $ WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is.tor $100.00 (valuation) or less. �1 have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Contractor MECHANICAL PERMIT Filing Fee 10.00 Heating Cooling g Hood 3.00 Ventilation permit Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte againstoe all liabilities, judgments costs, and expenses which may in any way accrue agar st said Co ty in c se nce.of the granting of this permit. _ $ Date Si ure Ap icant Owner ❑ Contractor � Agent ❑ An OS A permit is Squired for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ O TOTAL PERMIT FEE $ �' UP. CONST.T PE SCHOOL PLo PARCE PD ND _J 9 This permit is hereby issued under sions of the Butte County Code and/or work indicated above for which DIRECTO OF PUBLIC By P IT EXPIRES Date the applicable provi- resolutions to do fees have been paid. WORKS Date 5730 ate? f ✓� - / O Receipt No. Q oC WHITE-O.P.W.. YELLOW -ASSESSOR. PINK -INSPECTOR. GOLDENROD -APPLICANT L l•Wn � d. �. r r v 1. ...-r .. !t ......n.i'eti'rv'.�.1.-'^'r�::,•:i..11: ;�.:2� �'i':Z�'i" ti..M,+.i» �}1;�: 4-.C'1F['+I�.:r..r'yt:::�%•►.%^,�-w.r :✓—•h '- COUNTY OF BUTTE - DEPARTMENTi3OF. PUBLIC WORKS - BUILDING DIVISION f 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE: 916/538-7541 PERMIT APPLICATION DATA SHEET -- Permit No. OWNER Al�S�rl`c� A. P. No. Proposed Building Use Q_Gidlnrt Building Inspectors Date��-�l �/ _ , At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: —1, , _ DATE RECEIVED APPROVED `1. All items have been submitted . ..................................... 2. Plot plans in�duplicate/triplicate, signed by preparer of plans........ 3. Complete plans in !uplicate/triplicate, signed by preparer of plans .. 4. Complete engineereaplans and calcs, with wet signature on plans . . 5. Energy Design Compliance and supporting documentation ......... 6. Statement of Intent for Non -Heated and AC Buildings .............. 7. Engineered truss details and layout in duplicat&(required prior to plan check) 8. Mobilehome installation data including manufacturer's installation instructions....................................................... 9. Fees of $ .......................... 10. Chico Urban Area fees paid ........................................ 11. Park fees paid ..................................................... ' 12. � School District fees paid ........... . 13. Sanitation approval from Health Department ... 14. City of Chico plumbing permit ...................................... 15. Plot plan and business license approval from City of (see City for other requirements) 16. Planning approval for (A) Use: (B) Parking: ......... 17. Improvements may be required. 18. Driveway permit (construction approval required prior to occupancy) ... 19. Pre -Inspection for Pre-Inspec. request to required ...... Building Inspector (Date 20. Contractor's license information (No., Name Style, Classification) ....... 21. Certificate of Workmans Compensation Insurance .................... 22. Owner -Builder Verification (Given to owner ❑, Mail to owner ❑) ........ t 23. Recorded copy of Agricultural Acknowledgment Statement ............ 24. Letter of signature authorization ...................................... 25. 26. When you issue the permit, process as follows: Mail to owner. Mail to contractor. Telephone_ �- Q32f'and hold for pickup at _office. Deliver w/inspector. Other Applicant Copy of plans sent Health Dept., Fire Dept 6iher Date Date The following data must be submitted prior to permit issuance: (Circle new item not checked above). 1. Index permit for above items No. d9 C 2. Additional items required: r 1 � r r - Contractor, designer, owner, was advised of above required data by_phone_—MaiI—counter by Contractor, designer, owner, was advised of above required data by —phone _maII—counter by Plans checked by Date Plans approved by Sets of plans on hold in `• File cabinet AP folder rt Copy—DPW r-� date — date Date d FORM 7 . ADDITIONS TO RESIDENTIAL BUILDINGS ENERGY SHEET_ PACKAGE "A" (Additions) Owner-LIp/'!'► Climate Zone / Permit # Floor Area The following data showing mandatory and required features of Package "A" shall be' installed for additions to dwellings. Additions to dwellings include room additions, converting garages and patios to living areas, house moves that add footage and attic conversions, and any space that is existing non -conditioned space that is converted to conditioned space. Remodeling,of existing conditioned space is not included. ZONE 11 ZOVE 1 APPLIES TO NEW AREA m CEILING R-30 R-3 s WALL R-11 R- 9 FLOOR R-11 -19 SLAB R-7 R-7 GLAZING U-.65 (Dual) U-.6 (Dual) SHADING SOUTH - OPTIMUM OVERHANG or. .36 Shading Coefficient WEST - .36 Shading Coefficient LOOSE FILL INSULATION (Density) 0 INFILTRATION CONTROL (Weatherstrip doors, certified windows, caulking) VAPOR BARRIER (Zone 16)• DUCTS PER UNIFORM MECHANICAL CODE - Ch. 10 LIGHTING KITCHEN & BATH NOT LESS THAN 25 LUMENS/WATT jsMAXIMUM GLAZING 16% OF -AREA PLUS REMOVED GLAZING NEW HEATING, VENTILATING, AIR CONDITIONING AND HOT WATER SYSTEMS IN CONJUNCTION WITH AN ADDITION SHALL BE INSTALLED AS SHOWN ON BACK OF THIS SHEET. OTHER 12/85 *1 HEATING' :,VENTILATING, AIR CONDITIONING SYSTEM ' (A) Heating,•;•., " •. ❑ Central Gas•Furnace % (brand and model number) SE,: i Btu/hr i (heating capacity) i " ❑ Heat Pump (brand;And model number) Btu/hr - (heating capacity at 47°F) ❑ Active, Solar ; `type (liquid or air) Collector brand and ft? t model number solar fraction collector area collector - a" orientation collector,`.tilt- rated y -intercept ` rated 'slope ' ❑ Other (describe) I :. *1 (B) Cooling 1 13Electric' Airy Conditioner (brand and model number) (seasonal EER) ,. I+ Btu/hr (cooling capacity at 95°F) I ❑ Electric Heat Pump _ EER ` Btu/hr • (cooling capacity at 95°F) ❑ Other (describe) ". DOMESTIC WATER SYSTEM ❑ (A) Gas Only Gallons .(brand and model number) (tank size) ❑ Heat Pump w/Electric Backup " (brand and model number) Gallons (tank"size) ' ❑ 2 * Active.Solar Y (collector brand and model number) (rated y -intercept) (rated slope) (solar fraction) ft2 tt (backup heater type, brand and model number) (collector area) (collector orientation) (collector tilt) ❑ Location;.of Solar Panels ❑ Other (Describe) y *l Submit documentation of sizingheating andcoolin equipment b nua, g g,y Manual 1 J, sizing charts (form #4) or other approved methods, section 2-5352(g), and fill out the following:. hating _.. Heating: Winter design temperature °, elevation ', load BTU' elevation factor. x heating load - maximum outlet capacity gas furnace— urnace •'BTU BTU .. 5 Cooling: Summer`design temperature. ', cooling load BTU r *2, Submit' T.I. P.S. E. chart .or other approved system (form #5) to document sizing of . solar panels'.y� ® DESIGN COMPLIANCE STATEMENT: The above building design mee t requirements of Title 24, Part 2, Chapter -2-53 of -the California Administ tion Co J } S T F IL ESIGNER OR APPLICANT i� _ Page 1 of 2 s• Klein, Paul From: Rutherford, Scott Sent: Tuesday, June 06, 2006 5:09 PM To: Barron, Bill Cc: Klein, Paul Subject: FW: Monte Vista issue with rear yard setback FYI Bill you don't need to do anything just letting you know what is happening with this one. From: Snellings, Tim Sent: Tuesday, June 06, 2006 5:02 PM To: Connelly, Bill Cc: Calarco, Pete Subject: Monte Vista issue with rear yard setback Bill: Here's the plan which you can convey to the property owners: 1) We are stopping our enforcement action on this... it is on hold. . 2) We are developing a list of issues to bring forward to the Board and get direction to amend our Zoning Ordinance. We have added this rear yard setback issue to this -list. 3) If all goes well at the Board meeting, your Board will direct us to prepare revisions to the zoning ordinance to fix this rear yard setback issue (and other issues). FYI, there are zones for larger parcel sizes that require less of a setback (6). This doesn't make any sense. After/If the amendments are approved, they will then be able to come in and get their permit for the structure at its current location. This will probably take 90 days (given the noticing that is required). Bruce and I have already discussed this strategy, so he is ready to help. Hopefully, this provides an ability for you to give a helpful answer to the property owners. If you have any thoughts or suggestions, please send them my way. Take care, Tim From: Connelly, Bill Sent: Monday, June 05, 2006 9:21 PM To: Snellings; Tim Subject: Tim, On Monte Vista is a couple Theresa and Jerry Thornton, I may of spelled the last name wrong. They are all tangled up with a setback issue on a gazebo. The contracter screwed up and built with in 15 feet while awaiting a permit. The owners where concerned as they wanted to do everything right eventially gave in. The contractor proceeded and the rest is a mess. 6/7/2006 Page 2 of 2 I went over there today and the owners are convienced they must tear it down right away. It will not fit any closer to the house. it is professional built with metal parts on a slab looks well and is functional. I noted that the base of each leg is bolted to an anchor. Does this not make it temporary. I mean it really can be easily removed and taken apart. Is there a solution and if so give them a call. Good people bad deal. He a veteran with lung cancer in remission she runs the Oroville Family Health Center. He used to be my mail man until cancer got him. There cannot be a neighbor who compains about this as the home is in really good order. As always a law like this is to prevent a lean too or underbuilt mess from happening and these people who really care are hurt. Good news on the new hires. Keep up the general plan! 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