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PAT (04-5639)79938 Memorial Pl 04-5639 INANCEDEPT. BUILDING & SAFETY DEPARTMENT C m P.O. BOX 1504 (760),777-7012 ..OF ft 9 78-495 CALLE TAMPICO FAX (7.60) 777-7011 LA QUINTA, CALIFORNIA 92253 INSPECTION REQUESTS (760) 777-7153 BUILDING PERMIT' Application Number X04 0=0:OA=5:6 Date 7/23/04 Property Address . . . . 79938 MEMORIAL PL "APN: 604-501-00.9-22 -24197 - Application description . PATIO COVER RESIDENTIAL Property Zoning . LOW DENSITY RESIDENTIAL .Application valuation . 4600, Owner Contractor ----------------------- --------------------- =- JIMENEZ ROSALIO PELLETIER,CONSTRUCTION 79-938 MEMORIAL -PLACE 74691 SWEET WELL ROAD LA QUINTA CA 92253 THOUSAND PALMS CA 92276 (76,0) 275-6017 WCC: STATE FUND WC:.. 54952004 01/01/05 CSLB: 260484 12/31/04 CCC: B1 Permit . . PATIO COVER PERMIT Additional desc Permit Fee 72.00 Plan Check Fee 46.80 Issue Date Valuation .4600 Qty Unit Charge Per Extension BASE FEE 45.00 3.00 9.0000 THOU BLDG 2,001-25;000 27.00, Special Notes and Comments ,.AWOOD PATIO COVER .Fee summary Charged Paid Credited Due. Permit Fee Total 72.00 .00 .00 72.00 Plan Check Total 46.80 .00 .00 46.80 Grand Total 118.80 .00 .00 118.80 P.O. Box 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT Application Number: Applicant: Applicant's Mailing Address: Architect or Engineer:. VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: Arcnitect or Engineer's Address: Lic. No., oU1L-U1NV rr-Kmi l utt.LAMA I IUN5 LICENSED CONTRACTOR'S DECLARATION 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my Lice:Y in full force and effect. rn� __'License Class _ License No. Date--) 12'3 OU Contractor -P OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that 1 am pt from the Contractors' State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): U I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). U I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). U I am exempt under Sec. , BA P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is is ed. k wors compensation insurance carrier and poli number are: Carrier tZ� r- r l Policy Number � <-( 9 S 2 C R_� _ I certify that, in the performance of the work for which th s permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of Califom' , n a e that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those rc sions. Date I�3I pca Applicant WARNING: FAILURE TO SECURE WOR S. OMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUS ND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name Lender's Address IMPORTANT Application is hereby made to the Director of BuildingAP 8aCANTK ACKNOWLEDGEMENT 1. ach Safety permit subject to the conditions and restrictions set forth on this application. person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall, defend, indemnity and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to ca on, I certify that I have read this application and state that the ab mforrmati is correct. I agree to mply with II city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this unty to enter u the above -menti ned property r inspection purposes. Signature (Applicant or Age t): A RE-INSPECTION FEE OF $30 CITE OF LA QIJ NT•A.- l WILL BE CHARGED IF THE APPROVED BUILDING & SAFETY DEPT. PLANS AND'JOB CARD ARE NOT ON APPROVED THE SITE FOR A SCHEDULED FOR CONSTRUCTION' INSPECTION. . ti. t . NO EXCEPTIONS! DATE 7` Y R 05 CAA % Q . I vY1 V1 ,e 2 q22-53 . • w n l.vy 4-e (a 0 1p • , PAEsq , ` , ca relorco that edOn' y Prrp F9 reRFo N(J. 142h- ' %, O, once, my dUect ssreparc n end / N``P FFss RF. TUC1 R 1hcA I arf1 `' duly R\ 0etered FtOf05 tY 1 ENGINEER I PROFESSIONAL - • Of the SlConal ngin per under de the laws `, W z SBO ES EVALUATION REPORT NO ER -2621, ENGINEER 6385 No: - R. F. TUCKER Q Q - O'NEER Q-,; PAGES DRAWING TABLE OF CONTENTS e9 33793 r` ; No. 2.':.' OF 55%} Tuck.•`` °Frss/ct OPl FNCIp " 2 PAGES 97GN01 GENERAL NOTES TUCKF Qto eubns/Fq 97GN02 a .Z1 ME rj b ' ' ti v NO llf, 0t RAYMOND F. o ` O . Tn z • .+`• TUCKER ' 21152 2 PAGES 97SC01, STRUCTURAL CONFIGURATIONS -, R. F. 97SCO2 2 rs .• ;:' a e•; e W d TUCKERpA oa ps/ nee. 1 PAGE 1.0 ROOF PANEL SPANS AND OVERH ATIO A IAL STR A slots' wqA/10RA.05/ e nu , .. 2 PAGES )1 )2 )3 )4 )5 )6 )7 )8 )9 I 2 3 9 2.0 FREESTANDING AND ATTACHEDIPATIO STRUCTURES 3.0 FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES 4.0 FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES 5.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES 6.0 COLUMN AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE° :k. CO ENT PARTS AN,CTION DETAILS 41 NE y ESSi wo+rsslow/ 84ti u ti V 14 6352 •;0 QREGON r R ° TUCKF.k No.13109 n R. F. TUCKER oqP,•`` 'Q 2 .iP 'd j• `. Fi• T .1 8 V L Vifi ? COMPONENT P-41WI!3'pNSLONNECTION DETAILS FORBORYWO40MMERICIAL LATTICE ST - 1 • W. et• tii n- , • sp''''% • • ••OF NEW '•. D ti F •5:'F TUCf .lr m .n C e TUCKER z y' No. p ^. O v 4 : m: i 40222 l V V E-5170 T : 0 // FNSEO\ Q: j o ••,'°- EOF NEBAPS •`, •, lONA1 El1G O z90 `aaltiO InuoHtt• SON r4 {•• t-+ RAYMOND C < rT 0 i R. F TUCYFR yo TUCKER cr C" $y —{ ' NUAedER i 13084PE ®i i F• E.ZdZid mac^ RfGISTEft6 ? m SS/SNA L Z cr- •'o _ ,. 'uunr-n PROFESSIONAL E-61529•:. PE 40, 4 LO GIN Ago FFG/STER-//////, 1 . 1, - Qt • '}R. F. TUCKER t ` ..... j OA No. 0320B5+ R. o' a32 ' '• , . 9i C; c : t-rRNAL SGl ' r' AT UP U• . PAmeHmaz 114 PRO 11F M APR 18 2003 NO. 14275 PROFESSIONAL 'tP FNG/NEER G+ Q ote►ti' Rn U_ f\ / e 21152 ' R. F. t e TUCKER SzONA.,, % 16.66No. 452: /yQ O NO. 260'. bcp 3 -51 CMV qlF OF All' yj i cam` F • ,• cs : 20918 s .o % • ''•.,FSS/0 E •;, E C"ov NF TUC ysis No. 2053 4i,S" EV 4' "VISr4.4. FO'e No. 1) 458 *`rrGF AW.PQ, G AL„ a .,• --- . ..... q ..... rye, Q ,1UCKF9 NaIENCI yFF9 Simple Span Areas o• `` Cl M ''' . p ' QG MONT Qaq Q f••••R.F. ~ti``' ;= TUCKER :'. EpfNE1y F•. :G1': Q •Til '➢J+' • el `o:'(C C F: < : ME,1 y gS O o ♦ i '' 9 Mtn<<a kt►yo NOF v0 * . /, `.° . y Y} : R. F UCKER OND R. F. TUCKER ; J z mi 'R' p; i 2 O c 1 RAYMOND F. *6 kl 0 TUC E-6170 •nr No. a: = 4022 , „ yl: TUCKER ; T ' NUM6ER ? j0 130gKER •.. ,o,T .... •• •, , ,.! S . o fNSEO: e :' • ' F i•. :. o>' ..clvl ,.•• ao b'1°• .y , ' - 4314 :<^ F p GiSTEREo ? Q'.•', V CAI .8, :, ,f, jdMlAl EN ' ! `:; '°90F $ O P 8628 d0 Q 27682 `: .a .. N NA L f 1. DESIGN IN ACCORDANCE*Wtfg THE UNIFORM 8 G CODE 1997 EDITION. #j , 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE LATEST EDITION OF ALUMINUM ',;:'' ' •; ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE UNIFORM BUILDING CODLr'S „ ..i.... 3. EACH BUILDING PERMIT SHALL BE ACCOMPANIED BY TWO COMPLETELY DIMENSION"" ... ii PRI -F. FU ;•;a; PLOT PLANS SHOWING EXACT LOCATION AND SIZE OF EXISTING AND PROPOSED ,y:..::::.:.:::::::.............. _ STRUCTURES. e` -0.0fESS•p '7l" trh, 'ESn,.: :, _<<?: _' k` . 70 EAIIO' 90 "p°'ZH CARO `% r_ FSSrn}/y9 SEAL 15716 9-••......-d.-`R ,,, F TR THAN 15 FT 4. DESIGN LOADINGS: O° . O ,•••..,,ryQ!, : ; F • 0.,EG. NO ••'.pyo 9 fi Simple Span Areas A. APPENDIX CHAPTER 31 DIVISION III, PATIO CID S. z , ` ,' : r14r UVELOAD: 10 POUNDS PER SQUARE FOOT. i l 6362 r B 20 POUNDS PER SQUARE FOOT R. F. TUCKER ; J i 16.76 16.76 25 POUNDS PER SQUARE FOOT *6 kl 0 17,36 37.40 30 POUNDS PER SQUARE FOOT PER SQUARE FOOT %G o1Q OPK •'• 28.66 61.73 B 40 POUNDS ° ••. °'•°'° 37.86 Fss Orop k , • 0 60 POUNDS PER SQUARE FOOT 18,05 11105 o WIND LOAD: FOR 0,4112 > SLOPE ( 2112rte° ..,••••• 0 \• 29.80 29.80 Design LnternVUplift ti .off Wind Pressure 'y Speed Sinple Span Arens Eaves and Ongsf.°ew ver w mph Height Zone Unenclosed Enclosed AaruC Lm Unenclosed Enclosed. , 70 Less than 10' 7.5 7.5 7.5 7.5. 90 Less than 10 11.3 11.3 11.3 11.3 .l ;; ,• n_ 21'•? Q 70 Less than 12' 10 10 10 10 28.7 90 Less than 12' 15 15 i 1)-jrebV cer!if f ti -'0i 111V ,' 16.05 cerior't,ur,;;••_+iT.:,ils1>r9; •Ori, .. or under B. COMMERCIAL STRUCTURES thcIt I ::r rT :uty T1ag._tErrc • h ' ? LIVELOAD: 20 POUNDS PER SQUARE FOOT. alone, 1 901099 under the i Of the SYoto of Mlnnesu a. Q ' F• TUCAF 25 POUNDS PER SQUARE FOOT 30 POUNDS PER SQUARE FOOTR. . F. TUC P (1L q 40 POUNDS PER SQUARE FOOT pale n No. 2 60 PWNDS, PER SQUARE F E at 7/S ,, k` . 70 EAIIO' 90 "p°'ZH CARO `% r_ FSSrn}/y9 SEAL 15716 9-••......-d.-`R ,,, F TR THAN 15 FT Design Uplift Wind Pressure (psf) Design Uplift Wind Pressure (psf) Simple Span Areas Eaves and Overhangs Simple Span Areas Unenclosed Enclosed Unenclosed Enclosed Exposure Unenclosed Enclosed Unenclosed B 10.16 10.16 10,16 21.87 B 16.76 16.76 16.76 36.11 C 17.36 17.36 17,36 37.40 C 28.66 28,66 28.66 61.73 PIV "'`HI lit LESS THAN 12 FT Design Uplift Wind Pressure (psf) 'k No. 8143 Simple Span Areas Eaves and Overhangs F. TUCKER Sd OFESSIONAL Unenclosed Enclosed Unenclosed Enclosed R. No.0320BS m ,,: Exposure 9 5 3 8 . A -- e O FJy,/ /STEP LC' NO. c 33793 `o B 10.65 10.65 10.65 22.93 B 17.58 17.58 17.58 37.86 Fss Orop k , • 0 C 18,05 11105 18.05 29.80 38.88 64.18 s:.•,, } n! 90 C 29.80 29.80 FOR DESIGN OF PRIMARY FRAME SYSTEMS oDesign Wind Pressure (psf) (0_1 Exposure B Exposure C 70 mph 90 mph 70 mph 90 mph J1 ,r Lateral 10.2 16.8 17.4 28.7 ! q.: '. ' / Fs, Co Ulift P 10.0 15.0 10.0 16.05 CERTIFICATE ``gyp PRO, ' .f TUO Na 15R96 * E •• FSs?, Q. \G A ll',9 .• EN . • $ - b O R. F. CKER E ENGINEER STATE Of = co GINei•• • RFTU O : O O A Reg Na 4575 = w z + FLORIDA (VQ r - 4: • N 1833 O • r - 12733 •aa,sTERd N 6385 l' 4 A riprES56ONAL ENGINEER i\ Q ENG y :' A.....s . h -- IN- 11`1 - _ - &ONG/4 D ---•n,,, ur1l.- ., • No. 8143 EA ~P R. F C, R P. TUCKER OFESSIONAL 97GN01 QR 2 .; CINE b p T U p'1• S 8TlA7T 0.f ti ' 9 5 3 8 . A -- e O FJy,/ /STEP LC' NO. c 33793 `o ' OrtRslo ►` •,- `' PleuarL _ .CONAL wrowkl Tt •, r 13557; /,S?ATE Fs•: s/M1 C J mw NE ERS STAMP iF TUCt4( PROFESSIONAL f FIE 4074 47• h L, c ;C OF R. F. TUCKER E-61529 SS/ L; i ' o c<4'C. 1rvcFf ` 8440 OREGON - a TE REVISION DATE i REVISION o Enylneerlnq ServicesDrive #AmwIEEWwrf AllPro 40.114 KG I= ES EVALUATION REPORT NO. ER -2621P 55M. NONE I)KWNU ZrGENERAL NOTES 2/8/2000 97GN01 QR 2 ,9-.Z I 1 _.;:KUTEREo 151 aarEsswNAt VI F *UCKEft ENGINFE ;, va ' , No.12109ell v. It No. 7984 .I R. F. TUCKER T 2 'A T C3 " No. 16273 a a * E.P. 6.30 X * q V Cad PR 1 R 7(1(13 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 DMSION 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,i THE FACING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED ;1N ACCORDANCE WITH U.B.C. SECTION 2004.3. 20. ALL SCREWS CONFORM TO ANSI 818-6-4 AND SAE J933. i j GENERAL NOTES FOR LATTICE STRUCTURES: '. } (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS 97SCO2 c' 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:, t No ^lti3 ti x NO. 2 ly EN NE S STAMP OU. REVISION DATE REVISION C Engineering Services i All Pro Draw - Elkhakha rt, IN 4E514 c Of KG ICSO ES EVALWUION REPORT NO. ER -2621P NONE NOR PART PARTGENERAL. NOTES n in i,)nnn RN 97GN02 2 OF 2 NW 9 ° N,(•TH V IE757L OF PROJECTION p22 1+7fXeNpG PRWEClION NGTH VARit . - wtCT1oN = 2X pnNEL SPAN No.162 35 * MIN. LENC H MIN. LENGTH &JOINT COL. •MIN. SLOPE 0.4'/FT. NO FASCIA PANE p ° E*o 6'30 fASTE1+ERS/PANEL - PANEL t SEE SCHEOoIs OR_ SPAN , Np. OF # FASCIA } A C 1 .LOO COVER PANEL rFASCIAs ASCIA INTERMED. BEAM COVER P EL HEADER INSTALL W INSTALLER OVERHANG L SPAN ATTA STRUCTURE COLUMN = COLUMN 2595 COLUMN i VERTICAL VERTICALL " STL.COL.TYP. SPACING 2 NSTALL CO ROVIDE 1 1/2':DRAIN, OPTIONAL 3 1/2" ROVIDE 1 1/2' VERTICALLY _ CONCRETE SLAB DRAIN - 1/2'0 STEEL BAR •d' r d',, SEE NOTE # 4 5, OPT. 3 1 Z CONIC. SLAB "d d Td" •d• ®6' LONG SHEET 97GNO2. SEE NOTE # 5 ON SCHEDULES SEE SCHEDULE FOR SEE SCHEDULE FOR VARIES SEE FOOTING SIZE. MULTISPAN ATTACHED STRUCTURE FOOTING SIZE - "d" LENGTH IS TYP. CUBE SIZE CANT E C SCHEDULES. PR FASCIA SPgN ... FOR COLUMN SPACING SEE SEE CTO — SPA NO TABLES 2.1, 2.5, 4.1 OR 4.2 LENGTH VAR175-Y OF PROJECTION CANT SCI MIN. LENGTH FASCIA LEA END F CIA IIGR— OVER PN Mt ATE 1/2'0 STEEL OVER PANEL MW BEAM TILEVER 0 HANG. BAR ® t 6' w 25% COL. LONG _ HEADER MAX.. _ SPACING VERHAN25% COL. INSTALL SPACING w COLUMN. VERT _ r= - E NOTE #7, SHEET 97GNO2. PROVIDE 1 1/2" SEE SCHEDULE FOR DRAIN " " FOOTING SIZE "d''. = TYP. .CUBE SIZE . PROVIDE 1 OPT. 3 1/2" CONC SLAB " „d, " DRAIN OPT. 3 1/2" CONC. SEE NOTE # 5 ON. "d SLAB -SEE SHEET 97GNO2. SEE SCHEDULE ,_ FOR NOTE # 5 ON MULTISPAN ATTACHED CANTILEVERED STRUCTURE VARIES FOOTING SIZE "d" "d" SHEET 97GNO2. NGTH _ • MNL SPAN CANTILEVERED. STRUCTURE FOR COLUMN SIZE SEE 'COLUMN SCHEDULE".- — SINGLE ATFACHED DATE REVISION DATE REVISION NOTE: PATIO WIDTH VARIES W/ SELECTION OF HEADER, NUMBER OF COLUMNS FASCIA PAER HEADER NS ' ' AND LOADING CONDITIONS. SEE u N = NO. G •; = 0 5 nmmla Engineering Services SCHEDULES FOR MAX. COLUMN SPACING. VERTICALLY 1140 All Pro Drive Elkhart, IN 45514 PRAOVIIDE 1 1/2 J'l9 VI' •KG IC80 ES EVALUATION REPORT N0. ER -2621P SLAB 3 1/2" CONC. 'd' I _ _ -D+'Z_SEE SCHEDULE F " t, DRWING STRUCTURAL CONFIGURATIONS NONE OR PART E 1 1 J FOR FOOTING SIZE. _ _ NAME MYE.- SHEET SINGLE SPAN FREESTANDING STRUCTURE g SHOWN"0X6'Sn E EERS STAMP 2/8/2000 ED 97SC01 1 OF 2 3'x 8' ALUM. Box SLAM OR 3X 8'X 12 GA. STEEL 'C' BEAM HEADER LATTICE OVERHANG 16' FOR 1/2' X 1/2') RATTER NOTE: SEE TABLES 04 ` ypl MAX. RAFTER SPAN 4.3, 4.5, 5.3 AND 5.4 MULTISPAN FREESTANDING v `3 (CLEAR 6' MIN. O'HANG LATTICE STRUCTURE co py` Two oR MORE SPANS - r " 1/2 OR 3" X-87 ALUM.. SOF RAFTERS a 24' O;C " q " EE RAFTER NOTE do COLUMN HT. aiG , " •r. OF -CLEAR SPAN 3'x 8'x 12 GA SEF •FSS kq VT` ' STEEL 'C' BEAMp C[r SC 1 4jyY-w - FOR BEAM WRAP DETAIL r SEE SHEET 97LT03, kl/IIW DETAIL 123'. N4, ',, MM- f6• • 1 . , CiQ / ,, .4, j OPT. 7 1/2' CONC. SLAB—le V•'_ J • „'T. 'S4 , Y a7 `0• F FOR FOOTING SIZE J►'17 SEE OP SEE SCHEDULE W RAFTER // y .d. NOTE OLLAB 3 SEE2 NOOEC. I a ` 5 ON SHEET 97G 02 , : '• rc( SINGLE SPAN ATTACHED %' 2" X 6 1/2" OR 3" X 8" LATTICE STRUCTURE %' _ A24" O.C. ERS ` to10 N %6,1 V SIo LATTICE: ' 0.018" x 1 1/2" x 1 1/2" d`'' 0 3" O.C. MINIMUM OR x8• - O'HANG 25X OF 2 "x 2" 0 4" O.C. MIN. COLUMN SPACING , 6 yj SEE SCHEDULE FOR '" N, s w s _g qESS!G a aarr COLUMNS. ALL COLUMNS o TO BE INSTALLED VERTICALLY. OPT. 3 1/2° CONC. 7Y,o " I ` / a t 2ACOLUMNS.ORE THAN SLAB.. /COQ\ • 'fGflC PRONAL 3 1/2' CONCRETE SLAB. R I i 71 No. 16273 MULTISPAN FREESTANDING 1-1/2f xBAA'RLONG SINGLE SPAN FREESTANDING F " PLACEE o.6-30 of STRUCTUR SEE SCHEDULE FO d' , STL BARR 1/2' OX 6' AS SHOWN FOOTING SIZE SEE SCHEDULE FOR FOOTING SIZE. V1 QR;j7 L DATE REVISION DATE:. N I -TW TW TW_ TW--TW--TW­TW APR 1 200 Q O . T O'HANG---i OVERHANG -_i r > , z NO 6 0 ^'L Lle a 'Enginegriny Services 1140 All Pro Drive 6ry • '31 ' Elkhart, IN 46514 Jlq _ = •' AJFICBO ES EVALUATION REPORT NO. ER-2DRAWING f,21P F CASAE/ NONE OR PART STRUCTURAL CONFIGURATIONS FREESTANDING STRUCTURE ATTACHED STRUCTURE NAME HEM TRIBUTARY WIDTH CTW) DIAGRAME CIN E STAMP 2/8/2000 Fmst 0SCO2 2 OF 2 THIS PAGE LEFT INTENTIONALLY BLANK 9P ffl,,eAmax I300MD IV WC. 1140 ALL PRO DRIV ELKHART, IN 46514 ICOO ES EVALUATION REPORT ER -262 PP BLANK PACE DATE: 2 8 2000 MAR 0 31000 SSW', T 9 r -p cd . APR 18 2003 ' • ` ME r 17 HEIGHT 90 I •i LOAD T (PSE) - MPH MPH WWO 10 OA120 14'4r 144r V-1- 44 0.0149 17.1, 17.1, SS 20 0.0120 74 B-4• 4'4 r-1• o.0149 11'41, 11'4r 4'-4• 25 0.0120 V4r 6'4 7-C ' 0.0149 174 10.41, a4 90 OA120 Fr Fr 2S' 7S' 0.0149 7-r 7-r 74r 40 0.0120 43' 43• 7-1• • 0.0149 6'4 6'-4• 7S 60 00120 r-17 7-17 V -F OA149 0.0/49 21/21kir STEEL PANEL DESIGN SPANS FOR PATIO STRUCTURES ME PANEL 17 HEIGHT 70 90 OVER LOAD T (PSE) - MPH MPH WWO 10 OA120 14'4r 144r V-1- 44 0.0149 17.1, 17.1, SS 20 0.0120 74 B-4• 4'4 r-1• o.0149 11'41, 11'4r 4'-4• 25 0.0120 V4r 6'4 7-C ' 0.0149 174 10.41, a4 90 OA120 Fr Fr 2S' 7S' 0.0149 7-r 7-r 74r 40 0.0120 43' 43• 7-1• • 0.0149 6'4 6'-4• 7S 60 00120 r-17 7-17 V -F OA149 0.0/49 s•17 I 5.17 7-1v OVERHANGS FOR PATIO AND 2 1 it x Ir BOOP PANIL DESIGN - SPAN FOR PATIO STRUCTURES LIVE PANEL 17 HEIGHT 70 90 OVER LOAD T ' (PS (6N) MPH MPH WINO 10 0A/6 17 -W 17J• 6'S. 44 0.020 14-W 144' 7-11' it -1' 0.024 163• 163' T-17. r-1• 0.0.92 16.4r ir-w C -r, 17-11' 0.036 19'4• 17.4• V-11- 20 • 0.010 7S• 74r 44r • 0.020 10-.W .17s 54 7S' 0.024 11'dr 11'4 34r ` 0.032 14-1• 14'•1• 7-10' • OA36 15.1' I 1S-1' I T•1, 25 0.019 B4• V4r 4-r OA149 OA20 74i 741, 44r 11,4 0.024 17•r 17-r s-1- 11,-17 0.032 174r 174r 7-1- 0.016 10.036 18-r 17-r 7•r 36 0.016 Tor r4r 7•T 74r 0.020 6.4r V4r 4.1, i .0.024 74 74• 44r• 0.032 11'3• i1'4 s -r 4-11• 0.096 /r -W 12'41, 74. 40 0.016 s-10' s-17 741, 0.020 s-11' 7-11• Tar 7S- 0.024 V4r VW 44 74 0.032 17-r 10'-r 4'-17 OA96 I 17.11, 17-11• S3' . 60 " 0.016 4*4' 4'-1' V-17 0.020 6'3• 73• 7-r 0.024 Tor T4 74 -0.002 v r ir-w c4 0.096 74 74 1,.T r - . TABLE 1.4 - 30 40 y TABLE 1.3 21rr x 1r 37M PANEL ALLOW. SPAN • . FOR COMMERCIAL STRUCTURES LME EXP. B MMOSURE C MAX LOAD LOAD- 1p"MIE".BloomunclMAX T 70'90 70 90 OVER (PSE) &" MPH WIN HANG MAN" ROOF HEIGHT 1B 20 0.0120 SS' V4r 94 44 • 0.0149 17-1• 17.1' it -1' 4-- 25 OD120 T-1' r-1• T-1• 44 17-C OA149 17-11' 17-11. 17-11• 44 30 0.0120 74 74 74 74• • 0.0149 '174 1741, 17-M 7S' 46 0.0120 4-r 4-r 4-r 7-1, ir•r 0.0149 B-4• 6'4' C -C 7S 6o . 0.0120 7,1, I 7-r 7-r 1.41, I OA149 7-1, I 6'•1, 8'-r I r-11, I ALT. 21rT x I ROOF PNL ALLOW. SPAN FOR C019MMIAL STRUCTURES LIVEP EXP. B MMOSURE C MAX LOAD T 7490 70 80 OVER (PSE% (IN) MPH MPH MPH HMO MAX9s0A1 ROOF HEIGHT 1B • 20 0.016 r -r Y -r r-1 T 3,-1, { 0.024 17-11• 10•-11• 17-r 5--1• 0 OA32 174• 17-T 12-4 54 o.Ci6 1741, 17-C 174 7-r 25 oAte 74- ,77 T-4• 7$ 0.024 7-10' 7.17 7-10• 4S- TABLE 1.10 0.032 11'4r 11'4r 11'4r F -r ' 0.036 1r•r ir•r 17-r so 30 0.016 B4' B4• 74• 7-r 0.024 74 74 74 f3• o.o32 11,4 11,4 11.4 S4 0.036 11,-17 11,-17 11'•17 5'•4• 40 0.016 V-11, S-11, S -it• 2.4r 0.024 7-11' T-11, r-11' 74r 0.032 7-r 7-r X175. 7-r r4r 0.036 10'4• 174• 4'-17 60 0.016 4-11• 4.11• 4-11' 73- 0.024 74 W -W 74r 7-1' 0.032 T•11" 7.11' I r-11' 7S- 0.036 74 -74 74 43• 0 DAM 6-11, 5* -t1, 1,4• 44r 7-11' 0.024 T-11• r-11' 74' ' 0.032 0.030 7-r 7-r I 44 ' 14 0.036 17-17 17-17 4.17 I , 0 0.016 4-t1, 4-11• X -Y , 0.024 V4r 641, 7.1' 0.630 10.0381 T-11• T-11• 74r 74 74 4'-T - ' TABLE 1.10 + PANEL TO PANEL PASTENINO PANEL T #10 SMS FASTENER SPACING WIND LOAD PATKkFJ 13 1 EXPOSURE C 70 90 70 90 0.018 8' S 44r 7-11' 0.024 11' 64r 9-17 1341" 0.032 14 64i 841, 5-7 OA36 14 6.41, 8'-w S-2, 0.042 14 6-W 8•g S-2' 1 e ,TABLE 1.13 ESSIOryAi \G j K4,r4z ,' a t • +. T 16273 y E.o. 6.30 Sl C • •• r C r a 4 -'APR 1.8 200:; ti ' OA 'T 2' 1/2:; 6" ROOF+^PANEL + A I • 2.464 1 '6 't^i '• r z', A. r I- 12.00 1 4 © 2'1/2 'X'12'iROOF; PANE CI .x2.10' 18.00" 4•. - © 2 112"-X 18" ROOF PANEL 12.00^ " OD A•- 3 1/2" x ;12" ROOF PANEL h 2. 375 j 12.00" F R3 ALTERNATE 2,1/2"lx 12' ROOF PANEL ?000 erlmaz BUIIJDM PROWIM, I NG I 1 140 ALL PRO DRIVE 0 - ELKHART, IN 46514 i ICSO CS EVALUATION REPORT ER -2621P , ROOF PANEL SPANS FOR PATIO AND ^1 COMMERCIAL STRUCTURES PANEL SPANS FOR ALT. 2.5" PAN FOR PATIO AND COMMERCIAL STRUCTURES 1"d 00 N O O W Vi a g N;4N aR4Y4N 4N A4N QRQY4N . Qa4Y4NreWN QR4Y4N+8 R4YWN!4N gR4YWN B. RQY4NlWM gR4YWN Q. a24 X14 N!WN QRQYQN .oma grr i% ` N ,N4 ANNW4YQR+.p4 ANN44Y4R+q ANN44Y4R 'y. 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Y VFVWytl tty FF F RR 99 n a G N . m r i 4444444 44 aS REGIs pmmvmN o00V0U •i Y O D F e 4Z n a G N . m r i aS REGI T `v FRfp' FO . i7 • -. r Q W ooCOO • a Baa o 9@G 833N ` R !ONNy4 :iyg4 NNNy@4@Y 4gg9 :gq V Qg4; @@w@YY; M44;@ pmmvmN o00V0U uN+° Y 9 9@G R !ONNy4 :iyg4 NNNy@4@Y 4gg9 :gq V Qg4; @@w@YY; M44;@ ti aaaada 2iaaaaaaa aa aaaaaaa 4 dadyaa aa aad aaa.add d a mmmmoo mmm000nnn 0000nnnnn 9 9 q ' 9i 9 YSE3, ffikiSi3175 ffigkitt3 d YYt3 YYi3i3,ffi ISUkYbkS d mmmm TT Tmmm TyymmmNM ZIN Mm NNm Nm qy4 Int ::"t SG ii +9 yy yypp S (O mf) V pp i pp mV ppNAyy{a It s {{eeyy{{yy yyyy SSmmPVO 4 1Im Il FFQQA g $lo°ffi °n Y9 f YfB SSffi k'f& f Y 4pO WZ tl T T T T T T T T T.T T T T T T T m m V ggy4gg QQ y4tik :9 1 gkgi4qyKQ 00 YG k LfSdf466 Sff8 8 3 Ai9t i8ffif t3 Sd f4iS 4 TTTmmm Tmmmmmm mmmmmmmmmm mo 'ykw!w yw:?yam w %ea@'rai q 0 y 4 4 9 4g4ti+q 4Hgykq+ .94 tune !m Im1R1tSitIvi8 w0!4 Ydd!2 d ffimYf3! 8 jernsalViv EB1c tiffiddYdE18 p q T T T T T m T T T T m m m m T T T T m m m m m m qj 2 q q 6?9 a n on, nnn y+ cl n1101 q qN 'i S is N tlutl aaaa a j 11 Awa+ 'tlaa o+ d 00 000 nnnn pj Q@@Y@N NSG@@M@@ 1u+,7 .+•.4@@Y@HP w-1—A—Arr U--11AC—AL c,reurTLLTetc LIVE LOAD TWB INIDH 2W T r e. a— . d IeswH LNE LOAD TRIS WIDTH a' claVCRLCAF ncel H—U 27 w' c*cn o RCAH 31 I o' •—ft o ccAw TWS NADH MAIL CONS. FOO7FJt S MAX CONS. FOOTER SVP s6 IIAX DONS. FG41ER S MAX CONS. FOO7EA 6 1MR CONS. PO0713t SIZE .YAR CONS. FOOf6t 8RE 18 253" COLUMN FREESTANDING A7T COLUMN FREESMNDW3 ATT ODLIIIDI FREESTANDING A7T 30 33 COLUMN FREESTANDING ATT OOIUMN FREESMNDRIG An [COLUMN FREESFANdNG ATT 26 27 29 SPACING FOOTER V FTR 6PACOq FOOTER 7 F7R SPACWO FOOTER V M FTR 27 3T-11". SPACING F001ER V FTR SPACRiO FOOIIIt V FTR SPACING FOOTER V DI FTR 5' 9-11' 20 22 COUIYN IFJ6NT8 V 25 Cd.UIOi HFIGMS V 26 COLU►BI HEIOEfiS V 29 31 26 COLUMN MIGi Y 29 COLUMN 1®CiM V 32 WLUMN HE]QNfS ' 28 (PSF) TTI Fn!'i' 1/' 19 1Q 28 E'1' 11 19 1C 29 30 R7T 11' 14 14 2S3' 28 28 EI" 11' 14 1S 31 E'1" 1P 19 1C 368 E'i- ii' 15 iR 32 20 4' 2W T 26 28 30 31 24 29-07 27 29 31 33 26 40-11" 29 31 34 s6 TSI 261 4' 94 20 22 24 35 18 253" 26 28 30 31 25 34' 8" 28 30 33 34 27 4' 33 S 278 26 27 29 31 26 26-11" 27 28 31 32 27 3T-11". 30 31 33 35 30 28 5' 9-11' 20 22 24 25 19 235" 26 27 29 31 26 37-3' 29 30 32 34 28 5' 37 6 20-11" 28 28 29 30 28 2S3' 28 28 30 31 28 368 32 32 37 34 32 32 6 6-2" 20 22 24 •_'5 20 22'-0" 27 27 29 30 27 30'4" 30 30 32 33 30 6 203" T 194" 27 27 28 29 27 23'8 29 29 29 31 29 37-T 33 33 33 34 33 14'-7' T T8 20 21 22 23 20 20-11" 28 28 29 30 26 26-10" 31 31 31 33 31 T 34 6 19-1" 28 28 28 29 28 21'-11' 30 30 30 30 30 31'-1" 34 34 34 34 34 31 6 Td 21 21 22 23 21 20-0" 29 29 29 29 29 2T8 32 32 32 32 32 6 37 9 1T-1" 28 28 28 29 28 208 30 30 30 30 30 29+4" 34 34 34 34 34 35 9 68 21 22 24 25 21 19-2' 30 30 30 30 30 26-C 33 33 33 33 33 9 204" 10 16-2- 29 29 29 29 29 194" 31 31 31 31 31 2T8 35 35 35 35 35 1T-6 10 64" 22 22 24 25 22 18'-T 30 30 30 30 30 25-7' 34 34 34 34 34 19 37 Ill 16-6* 30 30 30 30 30 169' 31 31 31 31 31 26-2" 35 35 35 35 35 35 11' 6.0' 21 23 25 26 21 1 T1" 31 31 31 31 31 24'-9' 34 34 34 34 34 11- 38 17 14'9 30 30 30 30 30 1T-11' 32 32 32 32 32 25-1' 36 36 36 38 36 36 17 S4" 21 231251261 2830 34 21 16-T 31 31 31 31 31 24'-1' 38 36 36 36 36 17 28 17 14'-2' 31 31 31 31 31 1 T3' 33 33 33 33 33 24'-1' 36 36 36 35 36 17 13 S8 22 24 26 27 22 15-11" 31 31 31 31 31 23'-4" 36 36 36 36 36 17 S8 14' 17-6" 31 31 31 31 31 16-T 33 33 33 33 33 27-2" 37 37 37 37 37 17-0" 14' S3" 22 24 26 27 22 175' 35 32 32 32 32 2Y8 36 137137 36 36 36 36 14' 31 15 17-T 31 31 31 31 31 16-0" 34 34 34 34 34 275" 37 37 37 37 37 36 15' S -T 23 25 27 28 23 a 4'32 32 32 32 3232 36 21'-9" 37 37 37 37 37 15 36 16 17.9" 31 31 31 31 31 15'8 34 34 34 34 34 21'4' 37 37 37 37 37 36 38 16 5'-0" 24 25 27 28 24 11'-T 33 33 33 33 33 21'-0 35 35 37 37 37 16 20 4 24'3" 30 32 34 36 24 294T 31 33 36 37 28 398 33 36 38 40 29 20 4 94 23 25 27 28 18 23 3" 29 31 34 35 24 34'-1' 32 35 37 39 27 4' 33 S 22'4r 29 31 34 35 26 26-11" 30 32 35 37 27 354" 32 35 37 39 30 28 S 8'-11" 23 25 27 28 19 20-10" 29 31 33 35 25 308 32 34 36 38 28 S 37 6 20-11' 29 31 33 35 27 253" 30 32 34 36 28 373' 32 34 37 39 31 32 6 6-2" 23 25 27 28 20 19-0" 28 30 32 34 26 2T-10" 30 32 35 37 29 6 203" T 194' 28 30 32 34 27 278 29 31 34 35 29 29-10' 31 33 36 37 31 14'-7' T T8 22 24 26 27 20 17-7' 27 29 31 33 26 25-9" 30 32 34 36 30 T 34 6 19-17 28 30 32 34 28 21'-11" 30 31 33 35 30 2T-11" 32 32 35 37 32 31 6 7-0" 22 24 26 27 21 165' 27 29 31 33 27 24'-1' 31 32 34 36 31 6 37 9 1T-1" 29 29 31 33 29 204r 30 31 33 35 30 263" 33 33 35 37 33 35 9 647 23 25 27 28 21 15!8 28 28 30 32 28 278 31 31 34 35 31 9 204" 10 16-2* 29 29 31 33 29 198 31 31 32 34 31 26-0" 33 33 34 36 33 1T-6 10 63" 23 25 27 28 22 14'9' 28 28 30 32 28 21'-T 32 32 33 35 32 10 37 11' 155" 3D 30 30 32 30 164' 31 31 32 34 31 24'8 34 34 34 36 34 35 11' 6-0" 25 26 28 30 21 14'4T 28 28 29 31 28 20-T 32 32 33 35 32 11' 38 17 14'4' 30 30 30 32 30 1T-11" 32 32 32 33 32 278 35 35 35 35 35 36 17 S- 17 174T 2830 34 21 175" 29 29 29 31 29 194" 33 33 33 34 33 12' 28 17 14'-2" 31 31 31 32 31 1T3' 33 33 33 33 33 22'8 35 35 35 35 35 17 17 S8 2627 27 29 31 22 17-11" 29 29 29 31 29 19-117 33 33 33 34 33 17 S8 14' 13'4" 31 31 31 31 31 16-7- 33 33 33 33 33 21'4" 38 36 36 36 36 17-0" 14' S3' 125126 2627 27 29 31 22 175' 35 30303130163' 35 35 35 18'8 34 34 34 34 34 14' 31 19 17-2' 31 31 31 31 31 164 34 34 34 34 34 21'-0" 37 37 37 37 37 36 1S S -T 2628 28 30 32 23 12'-0" 31313132311T 36 36 36 36 -T 34 34 34 34 34 1S 36 16 17-9" 31 31 31 31 31 15'4" 34 34 34 34 34 203" 37 37 37 37 37 36 38 16 S-0' 2628 28 30 32 24 11'-T 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' 98 23 25 27 28 21 27-T 11'-T 31 33 35 28 34'-T 32 34 37 39 32 4' 33 5 278 30 32 34 36 30 26-11" 31 32 35 36 31 .35-10" 35 35 37 39 35 28 5 9-11' 23 25 27 28 22 21'-1" 29 30 33 34 29 39-11" 33 33 36 38 33 S 37 6 20-11" 31 31 33 34 31 264" 33 33 34 36 33 374" 36 36 37 38 36 32 6 9-2' 23 25 27 28 23 193 30 30 32 33 30 263" 34 34 35 37 34 6 203" T 193" 32 32 32 33 32 278 34 34 34 35 34 30'3" 37 37 37 38 37 14'-7' T T8 23 23 25 27 23 1T-10" 31 31 31 33 31 26Z 35 35 35 36 35 T 34 9 19-1" 33 33 33 33 33 21'-11" 34 34 34 34 34 294" 38 38 38 38 38 31 6 T8 24 24 25 27 24 168 32 32 32 33 32 24'5' 36 36 36 36 36 9 37 9 1T-1' 33 33 33 33 33 20'4" 35 35 35 35 35 264" 39 39 39 39 39 35 9 647 24 25 27 28 24 154' 32 32 32 32 32 27-1" 37 37 37 37 37 9 204" 10 16-T 34 34 34 34 34 194' 36 36 36 36 36 254" 39 39 39 39 39 1T-6 10 64" 25 25 27 28 25 14'-11' 33 33 33 33 33 21'-10' 37 37 37 37 37 10 37 11' 1S5" 34 34 34 34 34 194' 36 36 36 36 36 24'-10" 40 40 40 40 40 35 11' 64" 25 26 28 29 25 14'3" 34 34 34 34 34 20-10' 38 38 38 38 38 11' 38 17 14'9' 35 35 35 35 35 IT -11' 37 37 37 37 37 27-10" 41 41 41 41 41 36 17 59 17 174T 34 34 25 17-T 34134134134 36 36 36 34 20-0" 38 38 38 38 38 17 28 17 14'-T 36 36 36 36 36 1r -T 38 38 38 38 38 27-10" 41 41 41 41 41 17 17 S8 26 27 29 31 26 17-1" 35 35 35 35 35 19-2" 39 39 39 39 39 17 S8 14' 174" 36 36 36 36 36 16-T 38 38 38 38 38 22'-0" 42 42 42 42 42 17-0" 14' S3' 125126121112111 27 27 29 31 27 1Y -T 35 35 35 35 35 18'8 40 40 40 14' 40 14' 31 1S 17-T 37 37 37 37 37 16-0" 39 39 39 39 39 21'3" 43 43 43 43 43 36 15 S -T 27 28 30 32 27 17-T 36 36 36 36 36 1T-10" 40 40 4014,0 30 40 1S 36 1S' 174' 36 36 36 36 36 158 39 39 39 39 39 20-T 43 43 43 43 43 36 38 16 8-07 28 28 30 32 28 11'-9" 35 35 35 35 35 1T-3" 41 41 41 41 41 16 0 MPH EXPOSURE a C LOAD JEC- MAX. CONS. FOOTER SIZE FREESTANDING I ATT 35 TION COLUMN FOOTER1r I! FTR 33 35 SPACING 40 33 25 90 MPH EXPOSURE 23 1 E'7' 11' 14 IB' 70 MPH EXPOSURE B 20 6 11'-T 21 23 25 26 19 J 9 10'8 21 4' 278 33 35 38 40 28 24'-11" 34 36 39 41 29 30-7" 36 38 41 43 31 20 4' 94' 27 28 31 32 21 1T-11" 31 33 36 37 26 263" 35 37 40 42 30 W 5 20-1" 33 35 37 39 30 273" 33 35 38 40 31 274" 35 37 40 42 33 27 S 64' 27 28 31 32 22 16-0" 30 32 35 36 27 27.6' 33 35 38 40 31 S 6 194" 32 34 37 38 30 203" 33 35 37 39 32 24'-11" 34 36 39 41 33 11' 6 8'47 25 27 29 30 23 14'-7' 30 32 35 36 28 21'5" 33 35 37 39 32 6 T 17* -0" 31 33 36 37 31 16-10" 32 34 37 36 32 27-1" 35 35 38 40 35 T TS" 25 27 29 30 24 138 29 31 33 35 29 19-10" 33 34 37 38 33 T 6 15-11' 32 32 35 36 32 1T8 33 33 36 37 33 21'-T 35 35 37 39 35 25 S' 6-11' 25 27 29 30 24 12'4' 30 31 33 35 30 16-7" 34 34 37 38 34 6 9 16-07 32 32 35 36 32 16-T 34 34 36 37 34 204" 36 36 37 39 36 26 9 6-7' 27 28 31 32 25 11'-11" 30 30 32 34 30 1T-6 34 34 36 37 34 9 10 14'-2" 33 33 35 36 33 15-9" 34 34 35 38 34 193" 37 37 37 38 37 23 10 6-2' 27 28 31 32 26 11'3' 31 31 32 34 31 16-T 35 35 36 37 35 10 11' 178 34 34 34 35 34 14-07 35 35 35 36 35 16-10" 37 37 37 38 37 11' 6-11' 9 30 32 34 25 109' 31 31 32 34 31 15-10" 35 35 35 36 35 11' 17 174T 34 34 34 35 34 14'5" 36 36 36 36 36 16-1" 38 38 38 38 38 28 1Y S8 28 30 32 34 25 104' 32 32 32 34 32 15-T 36 36 36 36 38 17 17 175" 35 35 35 35 35 13-10" 38 36 36 36 36 1 T4" 39 39 39 39 39 17 S8 29 31 33 35 28 9-11" 32 32 32 32 32 14'4" 37 37 37 37 37 17 14' 17-0" 35 35 35 35 35 13'4" 37 37 37 37 37 164" 39 39 39 39 39 14' S3" 1 128 29 31 33 35 27 9-T 33 33 33 33 33 14'-0" 37 37 37 37 37 14' 15' 11'-T 38 36 36 36 36 17-10" 37 37 37 37 37 16-T 40 40 40 40 40 16 S-1" 30 32 35 36 27 9-7 33 33 33 33 33 178 37 37 37 37 37 1 S 16' 11'-' 36 3R 3R 36 38 17-S' 37 37 37 37 37 IS -7- 40 40 40 40 40 16 CA 1" 30 32 35 36 28 9-11' 33 33 33 33 33 17-1" 38 38 38 38 38 16 LIVE PRO a .rc' ccrnuoso Huocw LOAD JEC- MAX. CONS. FOOTER SIZE FREESTANDING I ATT 35 TION COLUMN FOOTER1r I! FTR 33 35 SPACING 40 33 25 COLUMN HEIGHTS V P 23 25 E'7' 11' 14 IB' 70 MPH EXPOSURE B 20 6 11'-T 21 23 25 26 19 J 9 10'8 21 23 25 26 19 33 10 10-0" 20 22 24 25 19 383" 11' 98 21 23 25 26 20 6-0" 17 9-1" 21 23 25 26 21 30 13' 64' 22 24 26 27 20 37 14' 65" 22 24 26 27 21 34 30 16 9-1" 23 25 27 28 21 36 16 T-10" 23 25 27 28 21 22 1T r-7'24 1 1 25 27 29 21 70 MPH EXPOSURE C 20 9 11'-2" 25 26 28 30 19 1T4" 9 108 25 26 28 30 19 33 10 10-0" 23 25 27 28 19 37 11' 98 25 26 28 30 20 22 17 9-1' 25 26 28 30 21 35 17 8'8 26 27 29 31 20 32 14' 65' 26 27 29 31 21 34 15 6-1' 26 28 30 32 21 16 T-10" 26 28 30 32 21 164" 1T T -T 271 29 31 1331 21 90 MPH EXPOSURE B 20 6 11'-T 24 26 28 29 22 16-7' 9 108 24 26 28 29 22 38 10 10-0" 23 25 27 28 22 25 11' 9$ 24 26 28 2- 23 32 12' 9-1" 24 26 28 29 24 9 1140 ALL PRO DRIVE 13 8'4" 25 27 29 31 24 35 14' 65' 25 27 29 31 24 39 15 6-1" 26 28 30 32 25 27 16 T-10' 26 28 30 32 24 33 1T T -T 1 27 29 31 33 25 90 MPH EXPOSURE C 20 6 11'-T 28 30 32 34 23 35 9 108 28 30 32 34 23 11' 10 10-0' 27 28 31 32 23 34 11' 17 98 9-1" 28 28 30 30 32 32 34 34 2 38 17 63" 29 31 33 35 34 34 14' 65' 29 31 33 35 35 278 70 MPH EXPOSURE 40 8 AND C tY 25 9 10.0" 23 25 27 28 1 34 9 9-5" 23 25 27 28 19 38 10 6-11" 23 25 27 28 19 34 11' 68 25 26 28 30 19 41 12' 6-2" 25 26 28 30 20 TS 17 T-10" 26 27 29 31 20 35 14' T8 26 27 29 31 20 39 15' T-3' 26 28 3032 35 20 14'-11' 16 T-0" 26 28 30 32 20 ALL FOOTERS LISTED ARE CONSTRAII TO USE NONCONSTRAINED FOOTERS SEE TABLE ON SHEET 2 OF 8 W 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 2Y -T 29 31 33 35 28 323' 32 34 J 3tl 31 W S 20-T 29 31 33 35 29 284T 31 32 34 36 31 383" 35 35 37 39 35 6 6-0" 22 23 25 27 21 21'-1' 28 30 33 34 29 29-11" 33 33 35 37 33 S 6 164' 30 30 32 34 30 22'9' 32 32 34 35 32 32'-2" 36 36 37 39 36 9 T3" 22 23 25 27 22 193' 30 30 32 33 30 26-2" 34 34 35 37 34 6 OAaeT 1T4" 31 31 31 33 31 21'-1" 33 33 33 35 33 294' 37 37 37 37 37 T 68 22 23 25 27 22 1T-10'31 31 31 33 31 26-T 35 35 35 36 35 T6 163' 32 32 32 33 32 19-T 33 33 33 34 33 2T-10" 37 37 37 37 37 6 64" 23 23 25 27 23 164" 32 32 32 33 32 24'5"38 36 36 36 36 6 9 184' 32 32 32 32 32 16-7' 34 34 34 34 34 263" 38 38 38 38 38 9 6-0" 24 25 27 28 24 1647 32 32 32 32 32 23-1" 37 37 37 37 37 9 1140 ALL PRO DRIVE 10 14'8 33 33 33 33 33 1T4" 35 35 35 35 35 24'-11" 39 39 39 39 39 10 S4" 25 25 27 28 25 14'-11' 33 33 33 33 33 21'-10" 37 37 37 37 37 10 ELKHART IN 46514 ICAO E5 VALUATION REPORT EP -2 11' 17-10' 33 33 33 33 33 16-10" 35 35 35 35 35 273' 39 39 39 39 39 11' S5" 25 28 2B 29 25 14'3' 34 34 34 34 34 20-10" 38 38 38 38 38 11' 1%P n O. HEADER SPANS. COLUMN SPACIG. 17 173" 34 34 34 34 34 16-1" 35 35 35 35 35 278 40 40 40 40 40 tY 6-T 28 28 28 29 28 13'-T 34 34 34 34 34 20'-0" 38 38 38 38 38 12' FOOTER SIZE AND COLUMN iifC FOR 17 12'4' 34 34134134 34 168 36 36 36 36 36 21'4" 41 41 41 41 41 17 4'-117 TS 27 29 31 25 17-1" 35 35 35 35 35 19-T 39 39 39 39 39 13 rREESTCOMIIEANAL STRUDING CTUR SHED 14' 17-3" 35 35 35 35 35 14'-11' 37 37 37 37 37 20-10" 41 41 41 41 41 14' W -T 26 27 29 31 26 12'-T 35 35 35 35 35 168 40 40 40 40 40 14' sHttT a of a OATt. 'L I'S I 2000 1S 11'-10" 35 35 35 35 35 14'5" 38 38 38 38 38 20-2" 42 42 42 42 42 1S 4'-7" 26 28 30 32 26 1Y-2' 36 38 36 36 36 1 1T-10' 40 40 40 40 40 1S APR 18 2003 C ` No. 16273 Eo 6.30-pf MAR 0 31000 Q.v LIVE LOAD TRD3 V[DTH u. -----..---,....----.r.. ` ' 1 uM Y 1 ■tAM " 10 I [tAJ1 LIVE TRIO WIOTM --_.. Y OLOVIRLW IT[6 H[AGtA t' [Tt[L O tAH 1 O' TttL O AGM TRB MA7C CCtt4. FOOTER SIZE MA7(*00WI.F00"TERSUEYAII SPACING Br 71' is . 1B SPACING 8 DONS FDG16L b1¢ A LMD W7L CCRUItl/ SPACING _ Ju DONS FOOTHi SLE YAX COLM N SPACINGCOLUMNvvvP CONS FCIOTER S YAII A COLUIDISPAtll1G 1 CONS FOD161CALIAtlICOlAl101OOLUI& 16-4' 32 AIT FTR 8'r 1Y IS /B Br 11 19 iB B1' tY 19 7B 6T 11' 19 1B 29.4• 1 21'-1' S 29-1" 33 35 37 39 29 274' 33 35 38 40 31 274" 16-10' 28 6 16-4' 32 34 37 38 30 29.4• 33 35 37 39 32 24'-11' 29 29 T 17'0 31 33 36 37 31 18'-19' 32 34 37 38 32 27-1' 30 30 6 15-11" 32 32 35 36 32 1T8' 33 33 36 37 33 21'-r 30 32 9 1S0 32 32 35 36 32 16-r 34 34 36 37 34 294' 31 31 10 14'-2' 33 33 35 36 33 16-W 34 34 35 36 34 194• 32 16-2' 11' 136 34 34 34 35 34 150 35 35 35 36 35 16-10' 1S3" 35 17 13'0 34 34 34 35 34 14'3' 35 35 35 35 35 16-1' 35 35 13 173' 35 35 35 35 35 13'-19' 35 351351 33 1 35 35 1T4' 36 36 1 14' 170 35 1 35 35 35 35 13'4 13613r 34 36 38 36 1S615 36 36 36 11'-r 36 36 36 36 -36 17-10' 3636 36 36 36 36 16-2" 4' 21'-1' 29 31 34 35 27 25'4' 30 32 34 36 Z9 =s -V' .sL S 16-10' 28 30 32 34 28 27-1P 30 31 34 35 30 374• 34 6 1T-2" 29 29 31 33 29 29-10' 31 31 33 35 31 293• 35 T 15-11' 30 30 30 32 30 194' 32 32 32 34 32 2T3 36 6 14'-10" 30 30 30 32 30 16-1' 33 33 33 34 33 256 36 9 14'0 31 31 31 31 31 170 33 33 33 33 33 24'0 37 10 134" 32 32 32 32 32 16-2' 35 35 35 35 35 279' 38 11' 174r 32 32 32 32 32 1S3" 35 35 35 35 35 21'8' 38 tY 17-r 33 33 .33 33 33 14'9' 35 35 35 35 35 20-r 39 13 11'8' 33 33 I 33 33 1 33 14'-2' 38 36 36 1 36 38 1 19-10' 39 IN 11'3' 34 34 34 34 34 13'8' 36 38 36 36 36 19-1' 40 41 43 31 40 42 33 39 41 33 38 40 35 37 39 35 37 39 35 37 38 37 37 37 37 38 38 38 38 38 38 38 38 38 39 34 37 35 37 36 35 36 37 37 38 38 38 38 39 39 391 39 4' 3D 4' 21'-1' 33 35 37 39 28 24'-11' 34 36 39 41 29 31'3 36 38 41 43 32 S B0 S 18'-10. 32 34 37 38 29 274' 33 35 38 40 31 260 35 37 40 42 33 6 7d' 6 1T-2' 31 33 36 37 30 294' 33 35 37 39 32 256 34 38 39 41 34 T 643" T 1S-11' 30 32 35 36 30 16-tIr 32 34 37 38 32 23.8' 35 35 38 40 35 B 64' B 14'-10' 31 32 35 38 31 1T$ 33 33 36 37 33 27-1" 36 36 38 40 36 9 60 9 14'0 32 32 33 35 32 16-r 34 34 36 37 34 29-10' 36 36 37 39 36 19 S$ 19 134" 33 33 33 35 33 159" 34 34 35 38 34. 19.9" 37 37 37 38 37 11' S6 11' 178' 331331331351 34 21 W -(r 33 150 35 35 35 36 35 16-10' 37 37 37 38 31 17 S-2' 17 17-2" 34 34 34 35 34 1 B6 36 36 38 36 36 16-1' 38 38 38 38 38 13' 4'-11' 13 11'-8' 34 34 34 35 34 13-10' 36 36 36 36 36 1 T4' 39 39 39 39 39 4' 90 23 25 27 28 17 23'3 29 31 34 35 24 3Z.T 32 34 31 .s7 A7 4 S B0 22 24 26 27 18 29-10' 29 31 33 35 25 29-11' 31 33 36 37 28 S 6 7d' 22 24 26 27 19 19.0" 28 30 32 34 26 27-10' 30 32 35 37 30 6 T 643" 22 24 26 27 19 1T-7* 27 29 31 33 26 25-9' 30 32 34 36 30 T B 64' 22 24 26 27 20 166 27 29 31 33 27 24'-1' 31 32 34 36 31 6 9 60 23 25 27 28 20 1S6 28 28 30 32 28 22-4r 31 31 34 35 31. 9 19 S$ 23 25 27 28 21 14'9' 28 28 30 32 28 21'-r 32 32 33 35 32 19. 11' S6 251261281301 30 32 34 21 W -(r 28128129131 32 32 34 28 29-7* 32 32 33 35 32 11' 17 S-2' 25 26 28 30 22 133' 29 29 29 3129 32 198'M 37 33 33 37 33 17 13' 4'-11' 26 27 29 31 21 17-11' 29 29 29 31 29 19-11' 33 33 II134 33 34 33 13' ,IN 443" 26 27 29 31 22 12'3' 30 30 30 31 30 193 34 34 34 34 34 14' 5' 60 25 27 29 30 21 160 30 32 35 36 27 236 33 35 38 40 31 S 6 T4' 25 27 29 30 23 14'-r 30 32 35 36 28 21'3• 33 35 37 39 32 6 T 69' 25 27 29 30 23 136 29 31 33 35 29 19-10' 33 34 37 38 33 T 6 64' 25 27 29 30 24 178' 30 31 33 35 30 16-r 34 34 37 38 34 g 9 60 27 28 31 32 24 11'-11' 30 30 32 34 30 1T.S 34 34 36 37 34 9 19 S6 27 28 31 32 24 11'3' 31 31 32 34 31 16-7' 36 36 36 37 36 -;10 11' 63' 28 30 32 34 25 199' 31 31 32 34 31 15-10' 35 35 35 36 35 11' 12' 63 28 30 32 34 26 194' 32 32 32 34 32 1S-2" 36 36 36 36 36 17 13 S-1' 291311331351 3 33 33 27 9-11' 321321331351 36 36 38 32 14'3' 37 37 37 37 37 13 14' 4'-11' 29 31 33 35 26 9-r 3333 1T-11' 33 35 33 14'0 37 37 37 37 37 14' 1S B9 -3o 6 32 35 38 26 93 3333 14'-10' 33 36 33 134r 37 37 37 37 371 16 8 90 MPH EXPOSURE T 11W 28 8 32 34 28 139' 30 31 33 35 30 194' 33 34 37 38 33 X B-2" 23 25 27 28 20 270 28 30 33 34 27 394• 31 33 36 38 31 4' 5 T4' 22 23 25 27 21 293' 29 30 33 34 29 29-2' 32 33 35 37 32 S 6 66 22 23 25 27 21 193' 30 30 32 33 30 26$ 33 33 35 37 33 "6 T 6-2" 22 23 25 27 22 17-10" 31 31 31 33 31 25-2- 35 35 35 36 35 T 9 S9' 22 23 25 27 22 164r 32 32 32 33 32 24'-1' 36 36 36 36 36 6 9 SS 23 25 27 28 23 159' 32 32 32 32 32 23-1' 37 37 37 37 37 '9 19 S-2' 24 25 27 28 24 14'-11" 33 33 33 33 33 21'-10' 37 37 37 37 37 19 11' 4'-11' 24 26 28 29 23 14'3 34,341341341 27 28 31 34 2940' 38 38 38 38 38 11" 17 4'9" 24126128129 24 13-7* 34 34 34 34 34 200 38 38 38 38 38 17 13 4'6 25 27 29 31 25 13-1' 35 35 35 35 35 19-r 1 391391391391 39 13. 14' ea' 25 27 29 31 25 17-7- 35 35 35 35 35 iB6 40 40 40 40 40 14' 4' 164' 28 30 32 34 26 22'3 29 31 34 35 28 39-r 32 34 36 38 31 42 70 MPH EICPOSUHE c S 164' 27 29 31 33 27 19-10" 28 30 32 34 28 2T4' 32 32 35 37 32 30 4' 6-2' 23 25 6 14'-11' 27 28 30 32 27 18'-r 30 30 32 34 30 24'-11" 33 33 34 36 33 B S T4' 22 24 T 13-10' 28 28 29 31 28 169' 30 30 31 33 30 23-1' 34 34 34 35 34 31 6 66 22 24 9 12'-11" 29 29 29 31 29 158' 31 31 31 32 31 21'-r 34 34 34 35 34 32 T 6-7* 22 24 9 17-r 30 30 30 31 30 14'-19' 31 31 31 32 31 204" 35 35 35 35 35 31 B S9' 22 24 19 11'-r 30 30 30 30 30 14'0 33 33 33 33 33 194' 36 36 36 36 36 34134134135 9 ' S3' 23 25 11' 11'0 30 30 30 30 3013 60 4' 3 33 33 33 169' 36 36 36 38 38 37 19 S -r 23 25 17 10.7* 31 31 31 31 31 11:1'11'33131 29 31 33 33 33 1T-11' 37 37 37 37 37 28 11'4'-11' 17 4'9' 25 26 25 26 D MPH EXPOSURE 25 C 6 173 29 m111,111171-11 33 JT I 11'- n u 1A d0 711 1 3[Y -T 111 38 41 43 31 1113 14'-10' 4'6 26 27 17 270 S 16.4• 31 33 36 37 28 19-10' 32 34 37 38 29 2T4' 35 37 40 42 33 25 26-2" 6 14'-11•. 30 32 35 36 28 16-2' 32 34 37 38 30 2a'-11' 34 36 39 41 33 29 6 T 13-10' 29 31 33 35 29 194r 31 33 36 37 31 23-1' 35 35 38 40 35 31 33 B 17-11' 30 31 33 35 30 156 32 32 35 36 32 21'-7* 35 35 37 39 35 34 35 9 17-2" 31 31 33 35 31 14'-10. 32 32 35 36 32 20'd' 36 38 37 39 38 28128129131 1 26 1 10 11'-r 31 31 32 34 31 14'0 33 33 33 35 33 19-,r 37 37 37 38 37 33 33 11' 110 31 31 32 34 31 133' 34 34 34 35 34 169" 36 38 38 38 38 - 1'T -AP 17 I 10-r 321321321341 11 29 16-3' 32 1 17-10' 34134134135 35 35 14' 34 1 17-11"138138138 T-10' 29 351 38 35 60 4' 15'0 30 32 35 36 25 193 32 34 37 38 .27 2S -r 34 36 39 41 30 9-2- 20 S 17-W 29 31 33 35 26 163 31 33 36 37 28 27-10' 33 35 38 40 31 25 22 6 173 29 31 33 35 27 14'-10' 30 32 35 36 29 29-10' 33 35 37 39 32 T -r 22 T 11W 28 30 32 34 28 139' 30 31 33 35 30 194' 33 34 37 38 33 28 23. B 10-r 28 30 32 34 28 17-19' 31 31 33 35 31 18-1' 34 34 37 38 34 8'-7' 27 9 100 29 29 31 32 29 17-2' 33 33 33 35 33 1T0 34 34 38 37 34 34 22 10 94r 30 30 31 32 30 11'-S 33 33 33 34 1 33 16-r 35 35 36 37 35 6-10' 29 31 33 35 : 23 22 " 15 6-7' 30 32 35 36 23 40 6 T-11' TABLE 27 3.1 17 270 29 31 33 35 23 394' 32 34 36 38 26 4' 18 293' 29 31 33 35 25 26-2" 31 33 36 37 28 S 18 190 28 30 32 34 26 29-V 30 32 35 37 29 6 19 1T -r 27 29 31 33 26 2S -r 30 32 34 36 30 T 19 163' 27 29 31 33 27 24'-1' 31 32 34 36 31 B 20 166 27 28 30 32 27 -274" 31 31 34 35 31 9 21 14'9' 27 28 30 32 27 21'-r 32 32 34 35 32 10 20 14'0 28128129131 1 26 1 28 1 30 1 28 20-7- 33 33 33 35 33 11' 21 133' 28 28 211 31 28 196 33 33 33 34 33 17 21 17-11' 28 28 29 31 28 19-11' 34 34 34 34 34 13 •J9 1'T -AP 7a is 7a 11 29 16-3' 35 35 35 35 35 14' LIVE PRO. n 1/['tl[YRUOt011[AD[R MAIL CONS. FOOTER SG7= 30 lC1AD JEG 30 TqN COLUMN FREESTANWq A FOOTER V DI FTR ' 35 38 SPACING 31 S 6 COLUMN H ff5 Y P 29 30 BT 11' 19 16 IN 30 90 MPH EXPOSURE 36 8 21'3' 25 6 190 23 25 27 28 21 25 9 93' 23 25 27 28 22 33 19 9-11" 23 25 27 28 22 33 11' 68 24 26 '28 29 22 23 17 8'-r 24 26 28 29 23 34 17 T-10' 25 27 29 31 .23 27 14' TS 25 27 29 31 23 32 16 T3 26 28 30 32 23 34 16 I TO 1 26 1 28 1 30 1 321 23 24 90 MPH EXPOSURE 31 C 34 31 16-7' 25 B 190 27 28 31 32 21. 28 Sr 9-6' 27 28 31 32 22 32 19 8-11' 27 28 31 32 22 35 11' 66 28 30 32 34 23 24 17 9-r 28 30 32 34 24 36 13' T-10' 29 31 33 35 23 29 14' T6 29 31 33 35 24 32 70 MPH EXPOSURE 14'6 B 37 37 37 30 9 9-2- 20 22 24 25 21 26 9 9-7' 20 22 24 25 21 37 ,19• 6-2' 20 22 24 25 22 25 11' T9' 21 23 25 26 22 36 17 T6 21 23 25 26 23 30 13' T -r 22 24 26 27 23 20 14' 6-10' 22 24 26 27 - 23 33 15, 1 6-r 23 25 27 28 23. 23 90 MPH EXPOSURE 28 C 14'-7* 30 32 30 6 9-r 27 26 31 32 21 32 9 8'-7' 27 28 31 32 21 22 10` 6-2- 27 28 31 32 .22 1 11' T9' 28 30 32 34 22 25 17 T3' 28 30 32 34 23 33 '13'. T -r 29 31 33 35 x..23 34 14' 6-10' 29 31 33 35 : 23 22 " 15 6-7' 30 32 35 36 23 40 6 T-11' 25 27 29 30 20 17 9 T6 27 28 31 32 - 21 32 19 7-1' 27 28 31 32 ` 21 ' 35 11' 6-9' 28 30 32 34 21 17 66 28 30 32 34 22 13' 6-7* 1291311 33 t 35 1- 22 T 6-11' 19 9 66 125127 25 27 29 30 20 a 9 6-1' 27 28 1291301 31 32 20 19 S-9' 27 28 31 32 20 S T4' 25 27 29 30 21 160 30 32 35 36 27 236 33 35 38 40 31 S 6 66 25 27 29 30 22 14'-71 30 32 35 36 28 21'3' 33 35 37 39 32 6 T 6-7 25 27 29 30 23 176 29 31 33 35 29 19-10' 33 34 37 38 33 T 6 S9" 25 27 29 30 23 178' 30 31 33 35 30 19-7* 34 34 37 38 34 6 9 SS 27 28 31 32 24 11'-11' 30 30 32 34 30 1i6 34 34 36 37 34 , Sr 10 S -Z' 27 28 31 32 24 11'4' 31 31 32 34 31 16-7' 35 35 36 37 35 19 11' 4'-11' 28 30 32 34 24 1049' 31 31 32 34 31 15-10' 35 35 35 36 35 11' 17 4'9'4'4'1 28 30 32 34 24 104' 32 32 32 34 32 19-2- 36 36 36 36 36 17 17 4'6 29 31 33 35 25 9-11' 32 32 32 32 32 14'6 37 37 37 37 37 17 14' '4 ' 29 31 33 35 26 9-7* 33 33 33 33 33 IV -(r 37 37 37 37 37 1B 4' T -r 25 27 29 3D 20 1T-11' 31 33 36 37 26 28'3• 35 37 40 42 30 4' S 64' 25 27 29 30 20 160 30 32 35 36 27 236 33 35 38 40 31 S 6 5-10' 23 25 27 28 21 14'-7* 30 32 35 36 28 21'6 33 35 37 39 32 6 T 5'S 25 27 29 30 22 136 29 31 33 35 29 19-19' 32 34 37 38 33 T B S0 25 27 29 30 23 17.8' 30 31 33 35 30 19-r 34 34 37 38 34 6 9 W-9' 27 28 31 32 22 11'-11' 30 30 32 34 30 1T4r 34 34 36 37 34 9 4n ACJ." 17 13n a/ " 91 11'3" 31 31 32 34 31 16-7* 35 35 38 37 35 19 F glee 2 No. 16273 a _ Y E.D. 6.30. CC 7f 11 { ' APR 18 2003 II AOLL r D.s7 1ri 9 L"1111Vil4iJlii[f• - S ELKHART, IN 46514. ICIIOISIVAIUAIIDN"IPOOICII-262!P HEADER SPANS. COLUMN SPACING. ' COOTER SIZE AND COLUMN TYPE FOR TNCESIANDING AND ATTACHED ' COMMERCIAL STRUCTURES SHEET 5 OF 8 DATE: 2 8 x000 - MAXIMUM COLUMN HEIGHT COL COLUMN DESCRIPTION SINGLE FREEST FOR ALL COLUMNS SEE SPAN , OR MULTISPAN DETaL"rwW V ATTCHED ATTACHED E 3- CLOVERLEAF STEEL COL- 17-0- 8'-r F 3' SQUARE STEEL COLUMN 1Y4- - 11'-0' - G 4' SQUARE STEEL COLUMN 18'Jr 1T -W ^ , H T SQUARE STEEL COLUMN -. 18'-0' 1 B'4r - J I 6- SQUARE STEEL COLUMN 18'-0- 18'-0- ' II AOLL r D.s7 1ri 9 L"1111Vil4iJlii[f• - S ELKHART, IN 46514. ICIIOISIVAIUAIIDN"IPOOICII-262!P HEADER SPANS. COLUMN SPACING. ' COOTER SIZE AND COLUMN TYPE FOR TNCESIANDING AND ATTACHED ' COMMERCIAL STRUCTURES SHEET 5 OF 8 DATE: 2 8 x000 - 4.0 FREESTANDING TRIB AND ATTACHED LATTICE PATIO STRUCTURES LOAD WIDTH MAX COLUMN CONS. LIVE TR® MAXIMUN COLUMN SPACING SW STEEL C SEAM LIVE TRIS MAXIMUN COLUMN SPACING 91m' STEEL C BEAM LOAD WIDTH FOR ATTACHED LATTICE ON SLAB MAX CONS. FOOTING SIZE LOAD WIDTH MIN SPACING MAX CONS. FOOTING SOP SPACING FIR HEADER MUST SEABEE TO SPAN COLUMN FREE ATTACH® 4'47 "T HEADER MUST BE ABIF TO SPAN COLUMN FREE ATTACHED COLIAAN 9.9' USING COLUMNA' ALL OTHER SPACING FTR FFR MIN 40 40 USING COLUMNA' ALL SPACING FIR FTR MINIMUM MAX IFNGhI OF COLUIRN M TYPE MAX LENGTH OF COLUMN COLUMNS WA 'C Y COLUMN 17" OR LESS TAIT OTTERS 'C Y COLUMN 10d 10-M 64' 10 1 104• 19-M 64' ON SLAB 17 A TYPE 29 20 ON SLAB /S4' 25 TYPE 70 KIPH 17 OR LESS S 90IAPH IX OR LESS 10 4' 21'•1' 224' 2s -r 263' 14•-T 26 21 A 10 11' '514)• 5-r w -W 6-r 173• 29 29 C 17.11' S 16.10" 11'-r 294' 21"4• 64• I 23 16 A 19-r 16 48 4!-11' 478 5.10• 11'•11• 29 29 C S -r 6 1f -P tf4• ir4r 11'4• 21 A 11'4' 26 22 19 1 f4• SS 447 I 11'-r 30 30 C 20 21 r 1r-1• 17-r 141-7" 1s-0' 264'27 f 5 22 C id +5 29 9-r r -r fS 9-11 53' 11'3• 30 30 C 6 W' -r 11'4• 178•17-11 2S r 26 22 C 94' 682 6-1' T4• T3• 21' 19 20 21 20 1 21 C C c C C 4F-10" s4T 11'4• 31 31 C T -r 5-101 4'-11' 9 94' 94' 11.4' 11'8 2f3' 26 23 C 27 fd• f4r 194• 30 30 C 20 f 11'-1' 11.4• ISS 13'8• 19 647 6.10• 193• 194• 274• 26 23 c III r4' 64m 94• 98 21'41' 25 23 C 30 S 6-t0" 93' 198' 11.4T 9-2' 4'-11' 23 22 15 15 A A 947 64725 1r r4• 1'4• 8'8 64• 21•-0' 25 24 c 6 r4' 1'4' 6-1t• 9-21 17 C r 6. 17 68 6A' r-10' 6-1• 29-r 25 25 c 16 19 T 64• 6-T 1'4• r-10' 19-1• 30 25 c 14 1f 6-0' 9.4• 1'4• 1'4• 1947 25 25 c 6 S -w 68• 64• 6.10• 11'.10• 29 25 C 19 5-T 9-10" 6-I0" Td 168' 25 25 c 9 f-111 5-2• 6-11• 6-1' i6 -t0" 29 26 D +6 1T 53• 54r 58 S -Y 647' 64T 6-r 6-Y /6.7" it -r 26 25 26 25 c C 10' 11' 4'-r 54' fAcr 1'8 Sir ' 15-11• IF r 26 28 26 27 D D 16 19 f8 f-11' 4.8 478 SS S -I0" 58 1T-1• +68 28 26 26 N C C it IS 4'8 4•-r 14'-r 14'-0• 26 28 28 26 D D 29 9-1• 53• 163- 27 27 C If 178 28 28 D 21' 27" 4'-t0" 4'4• sd 94" 16.10" IF -V M 27 26 27 C c is 16 IT 16 11"r 29 21' 2r 174r 17-r 173• IV '11' 113' 11.4' 198• 29 30 30 30 30 30 30 1 30 29 30 30 29 30 30 30 1 30 0 D E E E E E E 90 MPH 19 OR LESS 10 f S 6 T 6 21'-1' 16.10" 1f-1' 17-1• 19-r 2T -W it -r 14'4• it -r +1'-0• 25-r 2947 11'-0- 14'-7' 174• 263• 21"-0• IT8 194• 15-1• 27"-r 294• 29 26 24 24 C C 25 f 6-1+• 94• 19-10• 11'-1• 9 94• 94• 11.4• 11.4• 19-T 28 25 C 19 647V-10' 193•10141' 164• 26 26 C s T -r T -S 68 8'•11• 11' 17 17 14' 1T 16 1r 16 19 29 IV4'•10" 27 T8 TS 68 64r 5•-r 1'3" S4r 4.4• 64' 1'4• 68• 94• 5.10" 54' 5-2' 4'-11• 4'4' 94' 68 T-10" 1'4• 6-10" 647 64r 5.4' SS 9-1• 4'8 98 68• 6-1• TS r4' 6-T 6-r 6-10" 58 s3• SS f 8' -174• 16.11• 163• 154• 15.2' 7018 14'3• 13'-10" 13'47 17.11 17.9' 'Ir 27 27 27 27 27 28 28 28 26 29 29 29 25 26 27 27 27 28 26 26 28 29 29 29 C C C C C C C C C C C' C 6 T 6 9 10' 11' 17" 15 14' 11' 16 1T 16 5.11• V.I. for 9-7 94• 48 1'3• 6-r SS 4'-10" TS 64' 5•-r 4'-11' 19-1' 11'-10" 16-10" 15.11' 16s Ic-r 1f-0• IT -r 15-0• 17-r tr3• 11'41• 30 29 29 28 26 26 28 28 29 30 30 3D 25 25 26 26 27 28 28 26 29 30 30 29 C C D D 0 D D D 0 D E E 70 MPH 17 OR LESS 10 f 21'-1' 27-0• 29.r 263• 30 If TS r-10" 9.1• 94• T 16.101 IT -r 20'-5• 21"4r S 6-0• 63' r3• TS 61r 7 8• 9 19 11' 17 17 14' Is 16 -l" 12'-1• 17-r 94' 647 1'4• 1'8 647 68 s -r F -r 1f8 1Y -r 11'41' 94' 6.10- 641' 1'4• 64' 64'r4" s -lo" SS 1T& 11'-T 1r8• 11._r 10'3' 94• 8'8 T-10" 6.10" 647. 11'8v 154r +5-1• 11.4' 198 94• 68• 6-11 r8 1'4 6-r 2Y.r 27.1• 20-10" 194•26 IF -10" 16.01 +1'4• 164' 16.1• IT -r 27 27 27 26 25 26 26 27 27 23 24 24 24 25 2S 26 26 27 27 C c c C C C C C C C r 6 9 19 11' 17 13' 14' 1s 16 S-0• 53' 4'8 6-1• S-2• 4'47 6.2• S4• 4.4• 16J' IT -67 19.10' 164• 15'4• 15.3' 14••10' 14'8 14'-2• 15-10" 30 29 29 29 28 28 29 29 30 30 25 25 M 27 27 28 29 29 30 30 0 D E E E E E E E E 40 IF 54• V-11• 6-10" r-0• 1T 1'8 S-2' 64r 6-r 19-1• 27 27 c 16 4.8 f-11' 478 5.10" 14'4• 26 26 C S 4'47 4'-9' s8 474• 19 29 21' 27 4.8 TS 9-11 f-10" 4Ar 58 53• 5-0' f4' 14'4' 1S-11' /S -r 1473• 26 27 28 26 26 27 28 28 C c C C 6 T 6 9 19 17" 17 iS I4' 1 4'-r 4'8 /6-r WAIT IF -r U/•8' if -r 15-10" 1474•28 15.7" 29 26 28 26 28 27 26 24 24 25 26 27 27 28 1 26 E E E E E E E E 90 MPH 17 OR 10 f s 6 r 6 21'47" 16-10" 1f•I' 17-1' 19-r 274r it -r tf8 it -r 1/'4• 21'-T 264• trim 14'-r 178' 263• 21"4r 11'8 194r 17-11 19-I• 11'-10" 30 29 25 2s C C 60 f 31•10" 4'4r 4- 4.8• 9 9-C 98• 11'-4' 11'4• 16.10" 29 26 C S 19 11' 17 IY 1f Is 16 647 T8 1'4 68 6-0' 5-r I v_7" 6-t0" 647" 11-W 68' 64' 5.10" I 54' 1013' 94' 68 T -I0" r4' 6.10" I 647 198 98 68' 6-1' T8 1'4' I 6-T 15.17" 153' 14'-r IC4• ISS 1474• I 17-T 26 28 26 20 28 29 26 27 26 26 28 29 c c C C C c c 6 T 6 9 19 11' + Ifo• 15-10"27 174• +7-10" 1747 17"- • 28 27 27 27 27 23 23 24 25 26 26 E E E E E 1 E LIVE TRIB 0.096• x r x Nr BOX BEAM 0.002 x 3• x r BOX BEAM DOUBLE 0.037' x r x9 LOAD WIDTH MAX COLUMN CONS. FOOTING SIZE MA% COLUMN CONS. FOOTING SIZE MAX COLUMN CONS. FREE FOOTING SIZE ATTACHED FREE ATTACHED FREE ATTAR® FIR FTR MIN. 0.035 14.4• SPACING MIN SPACING FTR ITR MIN. SPACING FIR Fill 11'4- T -r 4'47 "T •0' COLUMN N "4• COLIAAN 9.9' "4• %r COLUMN is' -r 6-1- 40 40 1'4' TYPE 7-11' 7YPEam 11.4• T-0- M TYPE 4•-11• 4•-11- WA 90 NPH WINDSPEED T-10" 17" OR LESS TAIT 10 f 11'-r 26 17 A 1T4• 29 20 A /S4' 25 '9 A S 6'-11• 25 16 A 14'3' 26 21 A 14•-T 26 21 A 6 r47 23 17 A 11•-11' 26 20 A 17.11' 27 21 A T 64• I 23 16 A 19-r 26 21 A 17.1' 27 22 A 6 S -r 23 17 A 6-11' 25 21 A 11'4' 26 22 A' 9 19 f-11' fS 25 25 16 19 A A r-11' T -r 25 25 20 21 A A 194• 19-2- 26 26 23 2+ W A' 20 f 5 474• f -r 22 22 id +5 A A 9-r r -r 251 23 16 A A 11.4• 193• 26 26 17 19 A^ A' 6 r IF 10 6-11 s3•23 I 23 23 18A 17 17 A A 94' 682 6-1' T4• T3• 25 25 23 22 19 20 21 20 1 21 C C c C C 25 4' $ 6• T -r 5-101 4'-11' 23 22 22 15 15 16 A A A 10'4' 9-2' 647 26 25 2519 17 18 A' C C r T8'23 16 C 6• 1'3' 23 19 C 9 10• 6.10" 68 23 1 23 20 21 C C 30 If $ 9-2' 4'-11' 23 22 15 15 A A 947 64725 25 16 16 C C 6 T823 17 C r 6. T-1• 64• 23 23 16 19 C c 40 4' 9 6 4'4' 22 14 A 6'-z' 1'4' 6-2' 25 23 23 18 13 17 C C C 60 4' 9 7-1' 22 14 A 6-Y 5'-T 23 22 TABLE 15 1 is C C 4.2 CLEARSPANS FOR 3 X 6 RAFTER LIVE PANEL 2r 0. C. LOAD T Tom 1 OVER (PS1:1 am MPH HANG 10 0.036 254- 1114• 64• 0.042 2T -r IY-r 20 0.035 14.4• 647 4•-11- 0.042 19-10" 9-11• 25 0.036 11'4- T -r 4'47 0.042 1T-9' 6•-t0" 30t0.042 30 9.9' 6 -11 - 7-10• is' -r 6-1- 40 40 1'4' 6-0' 7-11' 11.4• T-0- fi0 60 4•-11• 4•-11- WA T-10" 5.4' CLEARSPANS FOR 2 X 6 RAFTER FOR ATTACHED LATTICE PATIO STRUCTURES PANEL 24"O.C. 0.02-x3- SQUARE ALUM COLUMN Y 7090 OVER 'E 6'-r MAX. COLUMN LENGTH MPH HANG B 0.024 15-r 64• F25' 0.032 16.1' 94- 174' 0.024 WAIT 4•-11- F 0.032 IT -r 6-r C SQUARE STEEL COLUMN 0.024 6-10" 4'47 174' 0.032 11'4- 5.10" 30 0.024 T4' 7-10• 0.032 1 194- Y4' 40 FACT 7-11' 2 94• 4'4' 60 j4 4 WA WA 2 1'4• TAIT TABLE 4.3 FOR 10 PSF DOUBLE RAFTERS MAY BE USED 48.O.C. COL FOR ATTACHED LATTICE PATIO STRUCTURES COLUMN HGfT A 0.02-x3- SQUARE ALUM COLUMN 1116' B 0.032". 1 1/2 SQUARE ALUM 'E 6'-r MAX. COLUMN LENGTH SCROLL COLUMN 6-0' B 0.027"x S' SQUARE ALUM COLUMN H 17 MAX COLUMN LENGTH C 0.040'x rCLOVERLFAFOOLUMN 174' D FLUTED COLUMN ALUM. 0.00r 174' E r CLOVERLEAF STEEL O.OW 174' F r SQUARE STEEL COLUMN 1747 G C SQUARE STEEL COLUMN 174' H r SQUARE STEEL COLUMN 174' TABLE 4.5 A-: 6 MAIUMUM COLLA LENGTH A•5 19 MAXPIM COLUMN LENGTH MAR 0 3 2000 COLUMN SCHEDULE FOR FREESTANDING \J STRUCTURES AND INTERMEDIATE COLUMNS FOR MULTLSPAN STRUCTURES COLUMN NOTES 'E 6'-r MAX. COLUMN LENGTH F 11- MNL COLUMN LENGTH G 17 MAX COLUMN LENGTH H 17 MAX COLUMN LENGTH ti COL CG TABLE 4.6 ALL COLUMNS MAY BE REPLACED WITH A STRONGER 'A' MAV SE REPLACED WN EW V MAY BE REPLACED WI CJ, ETC. LINEAR INTERPOLATION FOR ALL CALCULATIONS IS ALL No. 16273 Exp. 6.30. O'. k*AmeAmaT 1fE B HDMFR0DUCF8INC APR 1 8 2003 40 ALL PRO DRR 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: 2181200 5.0 FREESTANDING MAX ROOF HEIGHT 16" AND ATTACHED LATTICE COMMERCIAL STRUCTURES M11( LOAD UVE TRIS B AND C r C BEAM HEADER LIVE TRIB 20 8' C BEAM HEADER MAX CONSTRAINED FOOTER SIZES MAX CONSTRAINED FOOTER SIZES LOAD WIDTH LOAD WIDTH FREESTANDING ATTACHED FREESTANDING ATTACHED s-10" COLUMN 0.024 7-W 3 -la' COLUMN FOOTER 15' FTR MIN FOOTER'd FTR MIN 0.036 SPACING 0.032 $3• Nor SPACING 0.024 WA 1'-11" COLUMN HEIGHTS 'd COL 3-10' 6-0" 24 COLUMN HEIGHTS •d COL It,'11 f 70 MPH 60 87' 11' 15, 4'-11• S 41 0.042 11' 8'914 TYPE EXPOSURE B 30 901APH EXPOSURE C 25 31'-9' 27 29 32 33 21 D 25 4' 25-10' 34 36 39 41 23 D 20 N 5 29•6•' 27 29 31 33 22 D 21'-1• 6 23-1• 33 35 38 40 24 D 6 2T43' 27 28 31 32 23 D 36 6 21'-1• 33 35 " 37 39 25 D T 28'4• 27 28 31 32 24 E 6 T 198 32 34 37 38 26 _ D B' 26-7 26 28 30 31 25 E 21' 8' 163• 32 34 37 38 27 E 9 24'3"26 29 28 30 31 26 E 33 9 Ir -2"31 27 33 36 37 27 E 1a 236• 26 27 29 31 26 E E 1a -164' 31 33 36 37 28 E 70 MPH EXPOSURE C 70 & 90 MPH EXPOSURE 70 MPH B / 70 MPH EXPOSURE 70&90 C 20 4' 31* -W 32 34 36 38 21 D 30 4' 2T3" 30 32 35 37 23 D 39 s 298 31 33 36 37 22 D 37 S 26-T 30 32 34 36 25 E 39 6 2r -T 30 32 35 37 23 D 2543" 6 24'-3' 30 32, 34 36 25 E 193' T 25-8• 30 32 34 36 24 E 39 T 23-0' 29 31 34 35 27 E 23 e' 244T 29 '31 34 35 24 E 25 8' 274T 29 31 33 35 27 E 29 9 278 29. 31 34 35 25 E 31 9 21'-T 29 31 33 35 28' E 41' 1a 21'8 29 31 33 35 25 E E is 2a-7 29 31 33 35 . 29 E 90 MPH EXPOSURE B 90 MPH EXPOSURE C 20 4' 31'41" 31, .33 36 38 24 D 30 N • 25-10' 34 36 39 41 23 D 35TA 38 37 5 296' 31 33 35 37 26 D S 23-1' ' 33 35 38 40 24 E 6 27"-V 3U 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 6 246' 30 32 34 36 29 E 8' 16-7 32 34 37 38 27 E 9 234T - 29 31 33 35 29 E 9 1r-2" 31 33 36 37 27 E ICY 21'4@' 29 30 33 34 29 E 1(y 164' 31 33 36 37 28 E 90 MPH EXPOSURE C 70 & 90 MPH EXPOSURE B /70 MPH EXPOSURE C 20 4' S 26-10• 23-1' 34 33- 36 35 39 38 41 40 23 24 D D 40 4' S 2537 23-S" 30 29 32 31 34 34 36 35 23 24 E E '6 21'-1' 33 35 37 39 25 D 6 274r .29 31 33 35 25 E T 198 ' 32 34 37 38 26 0 7*, 2a-11' - 29 31 33 ' 35 26 E 8' 163• 32 34 37 38- 27 D 6 2a4T 28 30 . 32 34 26 E 9 Ir -2" 31 33 36 37 27 D 9 19-T 28 30 32 34 27 E 24"O.C.2W RAFTER CLEARSPANS MAX ROOF HEIGHT 16" LIVE PANEL EXPOSURES M11( LOAD Y BANDC OVER B AND C 70 & 90 MPH HANG 20 0.024 9'•1 C-11• 20 0.032 13-21 6-7" 25. 0.024 6-101' 4'6' 19-10" 0.032 11'41• s-10" .30 0.024 7-W 3 -la' G 0.032 1a 9' Ste• 40 0.024 6-11 0.036 9-w 0.032 $3• Nor 60 0.024 WA 1'-11" 40 0.032 T8 3-10' 24" O.C. 3W RAFTER CLEARSPANS MAX ROOF HEIGHT 16 LIVE PANEL EXPOSURES MAX LOAD T B AND C OVER PS IN 70 &"90 MPH HANG 20 0.036 14'8 68 E 0.042 19-10" 9-11' 25 0.036 11148' T -T G 0.042 ir41" 6-10" 30 0.036 9-w 6-11" J 0.042 16-T 6-1• 40 0.036 r-4' 6-0" 24 0.042 11141" r-0" 60 0.036 4'-11• N-11" 41 0.042 7"40" 6-9" 1-1...Y f N1 r COL 1a 163' ' 31 33 36 37 28 1 D OR LIULTISPAN 1a 16-2" 28 30 32 34 28 E E 19 20 21 20 22 23 8'-T 70 & 90 MPH EXPOSURE 141'-0' B G 90 MPH EXPOSURE C H T SQUARE STEEL COLUMN S. 18'-0' J 25 N 296' 31 33 35 37 24 D 40 4' 25-3' 34 36 39 41 23 E 6 S 2r-4• 30 32 35 36 25 D T 6 23-1' 33 35 38 40 24 E 6 22 24 T T 6 2641" 30 32 34 36 26 E 6 .9 21'-1• 33 35 37 39 25 E 9 23 26 9 16 T 24'8 30 32 34 36 27 E 9 T 196• 32 1 34 37 38 26 E 1a 24 27 1a 11' 6 233 29 31 33 35 28 E 11' 8' 18'-3' 32 34 37 38 27 E 21' 25 29 11' 12' 9 278 29 31 33 35 29 E 17 9 Ir -T 31 33 36 37 27 E 13 26 31 17, 13 1a 21'-" 29 30 33 34 29 E 13 1a 16.4' 31 33 36 37 28 E IN 27 28 29 33 35 36 TABLE 5.5 70 MPH EXPOSURE C 70&90 MPH EXPOSURE 16 B AND C 25 4' 298 31 33 36 37 21 D 60 N 2Z -T 33 35 37 39 22 E 15 S 2r4" 30 32 35 37 22 D 16 5' 20'5' 33 35 37 39 24 E it 30 38 16 16 6 2543" 30 32 34 36 22 E 34' 6 193' 32 34 37 38 24 E 16 31 39 19 19 T 24'8 30 32 34 36 23 E 2a T 17"40" 31 33 36 37 25 E 2a 32 40 2a 217 6 236" 29 31 34 35 24 E 21'21' V 16-9" 31 33 36 37 26 E 21' 33 41 41' 21! r 9 278 - 29 31 34 35 25 E 1 27 9 1549 30 32 35 36 26 E 34 43 to 21'8 29 31 34 35 25 E to 14'-11' 30 32 35 39 26 E 35TA 38 37 u 48 47 FET.1 COL COLUMN DESCRIPTION MAXIMUM COLUMN HEIGHT SINGLE . RtESTANDING FOR ALL COLUMNS SEE SPAN OR LIULTISPAN DEWLS "r V AND W ATTACHED ATTACHED D FLUTED COLUMN ALUM. 0.082 17-0' NIA E Y CLOVERLEAF STEEL 0.048' 12-T 8'-T F 7 SQUARE STEEL COLUMN 141'-0' 11'•Q' G C SQUARE STEEL COLUMN 18'd 15'4Y" H T SQUARE STEEL COLUMN S. 18'-0' J r SQUARE STEEL COLUMN 1B-0' 18'4' 38 48 GENERAL METHOD FOR USING THESE TABLES 1 CHOOSE FREESTANDING OR ATTACHED. COMMERCIAL OR PATIO LATTICE STRUCTURE' 2 DETERMINE PROJECTION. WIDTH. OVERHANG. WIND LOAD AND UVE LOAD. 3 FIND TRIBUTARY WIDTH FROM TABLE 5.6 AND DRAWING 979002. 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 - 6 FIND THE APPROPRIATE DETAILS IN THE 'CONNECTION DETAILS' SHEETS. FOR CONCRETE PATIO SLABS FOLLOW 14 ABOVE 5 FIND THE MAXIMUM COLUMN SPACING ON SLAB FROM THE DESIRED COLUMN HEIGHT 6 CHOOSE A HEADER FROM TABLE 4.1 OR 4.2 THAT CAN SPAN THAT DISTANCE FOR TWAT TFJS WIDTH AND LIVE AND WIND LOAD 7 FIND THE APPROPRIATE DETAILS IN THE *CONNECTION DETAILS SHEETS. TRIBUTARY WIDTHS Fn FOR SINGLE SPAN ATTACHED STRUCTURES FOR A GIVEN PROJECTION AND OVERHANG (ROUNDED U PROD. RAFTER OVERHANG (FT) (FT) T 4' N 4' NS 5' 6 T 4' 4' 4' s S , s S. 6 N S S• s s `6- 6 9 s 6 s 6 6 6 6 1a S 6 6 6 6 T T 11' 6 6 6 T T T T 17 6 T T T T 6 8' 13 T T T 6 6 6 8' IN T 6 6 6 9 9 9 16 6 6 6 9 9 9 9 16 6 9 9 9 9 to 1a 1T 9 9 9 1a 1a 1a to 16 9 ' 1a 1a 1a 1a 11' 11' 19 1a to 1a 11' 11' 11' 11' 2a 1a 11' 11' 11' 11' 17 12' 21' IV 11' 11' 12' 12' 17 17 27 11' 17 17 12' 17 13 13 23 17 17 17 13' 13' 13 '13' 24' 17, 13 13 13 13 14' IN 26 ITI X13 13 IN IN 14' IN 20 13" IN IN IN IN 16 iS 2r 14' IN IN 16 16 16 16 26 14' 16 16 16 16 16 16 29 15! 16 16 16 16 16 16. 3a 15 16 16 16 16 1r it 31' 16 16 16 it 1r it it 32' 16 17" it it it 16 16 33 it it it 16 16 16. '18' 34' Ir 16• 16 16 16 19 19 35 16 16 16 19 19 19 19 36 16 19 '19 19. 19 2a 2a 3r 19 19 19 2a 2a 2a 2a 36 19_ 2a 217 2a, 2a 21' 21' 39. 2a' 27 2a 21'21' 21' 21' 4a 2a 21' 21' 21' 21' 27 22' 41' 21! r 21' 21' 22'. 27 22' 27 42' 1 21' 1 27 1 27 1 27' 127 23 23' • I„o c ao •R APR 18 2003 MAR 0 3 2on: Sr, :7 Amerun B1 .DIlW PBODUClB LNG 1140 ALL PRO DRIV ELKHART IN 46514 iC80 ES EVALUATION REPORT ER -2621P HEADERSPANS. COLUMN SPACING. TOO7CR SIZE AND COLUMN TYPE FOR FREESTANDING AND ATTACHED COMARE GAL LATTICE STRUCTURES SNCCT 7 OF 8 DATE: 2 8 2000 % P -31-oz, IVA 6.0 CO UMN A D F TENER REQUIREMENTS MAX COL HGHT FOR COMMI F uU multiplied by Trib Widthum F 8'-0' Requilred Attached Studures for E. N Lattice Solid Cover SCROLLCOLUMN 0.048 Live Load (pef) 0.02T x 3' SQUARE ALUM COLUMN F Tributary Tributary Area ft Area R 10 20 26 30 40 80 23 18 At Al Al Al A2 C 31 20 At At At A2 C C 37 24 Al Al A2 B C C 44 28 Al A2 B C C D 66 36 Al 8 C C C D 82 40 Al C C C C E 69 45 At C C C D E 77 60 Al C C C. D E 86 66 A2 C C C D E 92 80 A2 C C D E E 100 65 A2 C C D E E 106 Be B C D D E E 108 70 C C D D E E 115 75 C C D E E E 123 80 C C D E E E 138 80 C D E E E E 161 100 C D E E E F 186 120 C E E E E F 215 140 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 482 320 E F F G G G 810 400 E F G G G H 692 450 E G G G G H 709 600 E G G G G H 823 600 F G G G H H COLUMN TYPE COLUMN DESCRIPTIONS DETAIL MAX COL HGHT Al 0.024x 3' SQUARE ALUM COLUMN F 108' A2 0.024 x 3' SQUARE ALUM COLUMN F 8'-0' B 0.037' x 1 12" SQUARE ALUM E. N 8'17 Design SCROLLCOLUMN 0.048 0.048 B 0.02T x 3' SQUARE ALUM COLUMN F 11'-4 C 3 CLOVERLEAF ALUM. 0.040' K 17.0' D FLUTED COLUMN ALUM. 0.062" U 174r E 3 CLOVERLEAF STEEL 0.048' K 6-7' F 3' SQUARE STEEL COLUMN X 164" G 4 SQUARE STEEL COLUMN X 1611' H 5' SQUARE STEEL COLUMN X 164" J 6' SQUARE STEEL COLUMN X 1 1617 I awe O.L :RCIAL AND PATIO STRUCTURES Fastener Temdnclogy 014 SMS = 014 shed metal or Tek screw, 314 minimum length 5116' 0 = 5116• Diameter Bob See General Notes for specifics on fasteners Bspan on this cnan is The dwance rrorn Eno to the first row of columns. Kwik Bolt II 114 diameter and 7 embedment: ICBO ER4627 Cher anchor w/ 5509 shear vs wind and seismk kinds. onry anchors must have a shear value of 2500 for 1 or seismic keds. Lag screws must have 21 /4 of penetration kilo studs. se tag screws must have an 1 /6' lead hole. isf evakrated at 9D mph wind bed (15 po. All other Table 6.4: Re uk teners ed Number of Fasfor Tension Table 6.3: Reaffed um Gagern Number Or Fasteners far 5neany 3 Loaas 0.F 0#2 0.100 SPACING Aluminum Material Gage (in) 5116' 014 Steel Gage (In) 5/16' 014 Design 0.024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 0.048 0.048 914 5116' C 5116' D 014 E 014 F 5116' G 014 5116' 914 5/16' (lbs) Footer Design Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT d (n) (Ibs) 149 384 512 223 248 642 293 944 203 1380 12 75 1 1 1 1 1 1 1 1 1 1 13 95 1 1 1 1 1 1 1 1 1 1 14 119 1 1 1 1 1 1 1 1 1 1 15 147 1 1. 1 1 1 1 1 1 1 1 16 178 2 1 1 1 1 1 1 1 1 1 17 214 2 1 1 1 1 1 1 1 1 1 18 254 2 1 1 2 2 1 1 1 1 1 19 298 3 1 1 2 2 1 2 1 2 1 20 348 3 1 1 2 2 1 2 1 2 1 21 403 3 2 1 "' 2 2 °' 1 2 1 2 1 22 463 4 2 1 3 2 1 2 1 2 1 23 529 4 2 2 3 3 1 2 1 2 1 24 602 5 2 2 3 3 1 3 1 3 1 25 680 5 2 2 4 3 2 3 1 3 1 Slab 750 6 2 2 4 4 2 3 1 3 1 26 765 6 2 2 4 4 2 3 1 3 1 27 856 6 3 2 4 4 2 3 1 3 1 28, 955 7 3 2 5 4 2 4 2 4 1 29 1061 8 3 3 5 5 2 4 2 4 1 30 1175 8 4 3 6 5 2 5 2 5 1 31 1296 9 4 3 6 6 3 5 2 5 1 32 1426 n/a 4 3 7 6 3 5 2 5 2 33 1564 n/a 5 4 8 7 3 6 2 6 2 34 1710 nM 5 4 8 7 3 6 2 6 2 35 1866 n/a 5 4 9 8 3 7 2 7 2 36 2030 n/a 6 4 Na 9 4 7 3 7 2 37 2204 nta 6 5 Na 9 4 8 3- 8 2 38 2388 nta 7 5 n/a Na 4 9 3 9 2 39 2581 n1a 7 6 n/a n/a 5 9 3 9 2 40 2785 n/a 8 6 n/a n/a 5 n/a 3 n1a 3 41 2999 n/a 8 6 n/a n/a 5 Na 4 n/a 3 42 3224 n/a 9 7 n/a Na 6 n/a 4 rya 3 43 3499 n/a n/a 7 Na Na 6 Na 4 n/a 3 44 3706 rya n/a 8 rda n/a 6 n/a 4 n/a 3 45 3965 n/a n1a 8 n/a n/a 7 n/a 5 n/a 3 46 4235 nM n/a 9 Na Na 7 rya 5 n1a 4 47 4518 rya Na 9 Na n/a 8 n1a 5 n/a 4 48 4812 n/a n/a Na rya Na 8 n/a 6 rya 4 49 5119 n/a rya n/a n/a Na 8 rya 6 n/a 4 So 5439 ri/a n/a n/a n/a rya 9 n1a 6 1 n/a 4 Fastener Temdnclogy 014 SMS = 014 shed metal or Tek screw, 314 minimum length 5116' 0 = 5116• Diameter Bob See General Notes for specifics on fasteners Bspan on this cnan is The dwance rrorn Eno to the first row of columns. Kwik Bolt II 114 diameter and 7 embedment: ICBO ER4627 Cher anchor w/ 5509 shear vs wind and seismk kinds. onry anchors must have a shear value of 2500 for 1 or seismic keds. Lag screws must have 21 /4 of penetration kilo studs. se tag screws must have an 1 /6' lead hole. isf evakrated at 9D mph wind bed (15 po. All other Table 6.4: Re uk teners ed Number of Fasfor Tension Loads um Gagern 0.036 0.062 0.F 0#2 0.100 SPACING SPACING 5116' 014 5/16' 5/16' 014 Design Footer BOLT SMS BOLT BOLT SMS Uplift Size 425 115 709 1048 188 (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 A 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 2B 3 Na 2 2 6 1061 29 3 nfe 2 2 7 1175 30 4 n/a 2 2 7 1296 31 4 Na 3 2 8 1426 32 4 nFa 3 2 9 1564 33 5 rya 3 2 nla 1710 34 5 n/a 3 2 n/a 1868 35 5 nta 3 2 n/a 2030 36 6 nfe 4 3 Na 22D4 37 6 nia 4 3 rya 2388 38 7 Na 4 3 n/a 2581 39 7 Na 4 3 Na 2785 40 8 rya 5 3 Na 29% 41 8 n/a 5 4 Na 3224 42 9 n/a 5 4 n/a 3459 43 9 Na 6 4 Na 3706 44 Na Na 6 4 n/a 3965 45 n/a rya 6 5 Na 4235 46 n/a Na 7 5 n/a 4518 47 Na Na 7 5 rya 4812 48 n/a n/a 8 5 n/a 5119 49 rya rya 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- 0 OF 114 LIVE SPACING SPACING SPACING SPAN LAG SCREWS LOAD CONCRETE ANCHORS MASONRY ANCHORS FOR 910 x Y SMS SCREWS (FT) PER STUD 16 O/C (PSF) SPACING 10 24 24' 16' 27 1 20 24 16' 8" 11' 1 17 2 25 24 1S e' 11' 1 16 2 3D 24 14 8' 10 1 14 2 40 24 12' B 13 2 (K) 16' 10' 4 1 IV 2 1 Spacing between bolts and screws 'shall be 2.5 times the shank diameter 2 The edge distance of bolts and screws shall be 3 times the shank diameter 3 Connections shall be arranged so that the center of resistance of the connection shall ooinctde with the resultant line of action of the load. T f OF CA E R 18 2003 032006 _1 N 070 ° I IVIS OF CAUF F A 1140 ALL PRO ORIV ELKHART,IN 46514 1 B ES EVALUATION REPORT ER -2621P COLUMN AND rASTENER TABLES SHEET d OF 6 DATE: 2/8/2000 R- 0.2' R= .2 ' R= .15' 1.0' f R= 0.22' TYP. •0' 0.95' 0.92• R=.125 566' 50lJTSIDE 55'.70 0' oil - 0.35' I I__ _I % INSIDE 1 450. 1.903' .450' 2 R= 0.15 .216' TYP. -7- 1j p, R 0.20 ■ .167' 1 .187' 2.464' I T 2. 0' ; ' \ 49' 2.50 3.0 .. +' 1.654' 55 ? 2' 1.714' 8 • 1 r 3g 47 - 167' 1.137• g g5 _1.137• cr R= .125 - 1.0' 1.0 - R= 0.25' TYP. 12.00" • R 0.15 TYP tA. .40' TYP. TYP. 6.00' TYP. FOR STEEL PANEL: ASTM A 653 GRADE 80 STRUCTURAL QUALITY TYP' Fy= 80 KSI STEEL 18.00' 6' FLAT PAN 30 GA GALV T=.0157 28 GA GALV T=.0187 FOR STEEL PANEL- ASTM A 853 GRADE 50, SQ CLASS 1 '30 GA GALV.t=0.0157 Q 6" STRUCTURAL PANELFy=50 KSI STEEL (3006-H391 ALUM. ALLOY) B 12" STRUCTURAL PANEL (3006-H391 ALUM. ALLOY) . C 18" STRUCTURAL- PANEL (3006=H391 ALUM. ALLOY) IME55gg 0.516' 12' 6' ".' 3.00' 0.060' TRT --P 0.08' OUTSIDE --- 1 7/8' 3/4• 3' TYP. I 13/16' 1.50' 1/16' 62'ST . I 9/64' R. 0.024': o.a2T 3. 0' TRT --P 0.10' 0.125' 9/64 qg TYp /16 R. TYP. 5/32• OR.0.040' TYP. 3.090 TYP. 25 0.72' 0 2 7 167- TlP■ /16° TYP. r 0 ,1.50' .3.00' 1.03 3 2.06 1 13/32'61" TYP. 7/16 1/58 B' 7/ T 7/8' TYP LR=.037 38.6' ' 1.2 3/32 TYP. 6.00' 6.00 2 1/4' 2 25/32' _ 1200 /8' R. TYP. 8' R. TYP. QE 1 1/2' SQUARE COLUMN O,3' SQUARE COLUMN © ALTERNATE -12" STRUCTURAL PANEL @3 1/2 3003-H16 ALUMALLOY) 3003-H16 ALUM. ALLOY) i " . X 12" STRUCTURAL PANEL (3006-H391 ALUM. ALLOY), AE o RICHT R. ESSIOygI HANGER SIMPSON A34 -- SIMPSON A34 CONNECTOR - C j KATq CONN. ORE SER ADDITIONAL TWO - 16d o OR EQUAL qQ` G y STRUCTURAL STIwCTuRP NAILS 0 EA. RAFTER WHEN r PANELS + TYP. . PMiE1 2 X REQUIRED e 6 -R j1U SCREWS, 3 EACH LEG a " No. 16273_ CONNECTION 1 1/2' OF CONNECTOR - TYPICAL , exp. a• o of - DETAILS ' FASCIA 1/2FASCIA DETAIL "A" : --__ R ' DA I DATE REVISION MY 1 1 2' FOR MAXIMUM 0 12' O.C. OVERHANG SEE . SCHEDULE 0 RIGHT ALTERNATE EAVE ATTACHMENT M w :•; • J r„I r ag Engineering OrIveServices 1140 All, Pro Dr1w op I •3I -oZ ' Elkhart. • IN - 46514 ICBG ES EVALUATION REPORT NO. ER -2621 P FFNONNE OECCOMPONENT PARTS & CONNECTION DETAILS /2000 97CDO1 1 OF 9. ' ENGINEER AMP M I 1.w I 1.Q0•- FOR 3 1/2' 2.00' — PANELS it__ TYP. 200' - FOR 2 PANELS 1/2• TVP. 6,50-T 12.50' 2.00' 3.00 0.721.56--0.72 0.93 - ::0.72 T NON-STRUCTURAL -I 0.28 0.931.56 3.00 SIDE FASCIA 5 '1 1 NOMINAL .0111' 0 37 OR .325' IN THICKNESS. 0.72 1.00 1 1. - 0.17 0,16' ' 2.00' __"W 1=t1.66' t -or _ 0 1/2' ROLLFORMED HEADER (3006-H391 ALUM. ALLOY) 75' FASCIA HOR T (IN)= ' 0.030, 0.040 (ALUM) 1.50' = 0.048 (STEEL) 1 COLUMNS MAY BE TRIMMED W/FLEX- ALUM. FACING. O 2-1 1/2' SQ. X .062" 0 3' ALTERNATE COLUMN EXTRUDED COLUMN (3003-H16 ALUM. ALLOY OR (ALUM. 6063-T6) A-653 Fy=40 KSI STEEL) 10 SiiS 0 FOILMO jfh in, 2 5/16' BOLTS C O.C. FOR 6' PANELS 6' O.C. FOR 12' PANELS 1 r &C. FOR 111' PANELS 2 5/16' BOLTS W/ 1' DYL TVP. x 3/32' THK. SIL WASHER 15'O3f x 1 1/2' SO. AUAL RATIVE. ALUM. SCROLLS OR SOLID FILL —m.]. are (2) - 3/8'x3 1/2' HILTI KWIK ANCHOR BOLTS 2 5/16' BOLTS OTTOM CONN. CHANNEL ' 4.5' 2.25' QN ROLLFORMED 2 COLUMN CONNECTION W/ DECOR. SCROLL (3003-1-116 ALUM. ALLOY) 18' —+{ rTF;7w I 6.50' STRUCTURAL PANEL 625,_ j E TABLE 6.5 L0 SMS 0 FOLLOW - SPACING: NOTE HILTI KB --H ANI BOLTS PER K30 ES. EV #4627 ©ROLLFORMED HANGER (3004-H36 ALUM. ALLOY) 1F0R SIiAICRIRAI PANELS FEAUEit if 3.00' ---q O ROLLFORMED HEADER 'H' CONN. DETAILS TO STRUCTURAL PANELS 1 6 - +14 SMS ON EACH 650' 1 5 5' SDE OFF SPLICE CENTERUNE 5• ©ROLLFORMED SPLICE CONNECTION DETAILS ..[j 9 9,SPLICE LLINE(3006-H391 ALUM. ALLOY) 3 - 014 SMS ON ECH SIDE OFSPUCE- -ROLL FORMED HEADER t- 0.036' ROLL FORMED HEADER SPLICE, TIGHT Flj INSIDE OF HEADER, 9 EACH SIDE OF SPLICE 3 -114 SMS ON EACH SIDE OF SPLICE ROLLFORMED HEADgR SPLICE (3006-H391 ALUM. ALLOY) , No. 16273 Eco. 6.30.0'. PR 18 20 F E / 0N Ce VI ''1 6All s :ERS STAMP 0 1 L DATE REVISION DATE REVISION Engineering Services 1140 All Pro Drive Elkhart. IN 46514 Ng IC90 ES EVALUATION REPORT NO. ER -2621P NONE ummm COMPONENT PARTS & CONNELMON DETMLS 2812000 97CDO2 2 OF 9 3.00'71 — COVER PANEL SEE TABLE 'A" NEXT PAGE 8.00' 12 GA. 8' x 3' 0.5" TYP. 4 ® STEEL "C"— CHANNEL HEADER (STEEL A-653 Fy=50,000 PSI) I/LCOVER PANEL 10.0' SEE TABLE "A' NEXT PAGE L '0 0" TYP. 12 GA 10' x 3 1 /2' QV STEEL "C"— CHANNEL HEADER (STEEL A-653 .Fy=50,000 PSI) 0 2 5/16' BOLTS W/ 1' DIA. x 3/32' THK. STL WASHER 0' 1 - 2 5/16' BOLTS I 1 2.30'ALTERNATE COLUMN CONN. OR 290' I BRXKET. I I DETAIL 'r, 19' OR U' QS 3" COLUMN CONNECTIONS FOR FASCIA HEADERS 5.5' I ` 8.03/4"S SEE DETAIL 'A' AT RIGHT 1/2" X 9 •1/4"" °e FOR BOLT 25 3.000' SIZE SEE 50 ) DETAIL 'S 37 4 AT LEFT -~ I0.3.00' .. 3.000. 68614) 1,0°1 0 4 10' R X .7 014) 10' HIGH .094' 1' - 2 25`1. 1:0' ALUDMAX .68 '(4) r I .43714). NOTE TAIL 'S' AT ROIT + 12$36 RAD. FOR INSTALLATION AND +. .020' OP. PROPER CONNECTIONS. x ]1.062'-RAD(20) 2) l .187' RAD(16) O U FLUTED COLUMN QT (3' ALUM. 6063-T6) 3" ALTERNATE COLUMN CONN. BRACKETS t' = 0.062' UNLESS OTHERWISE NOTED (STEEL A-653 Fy=40,000 PSI)', 1.25' r - SPLICE 0 00100 00 00100 99 0010 3' 1.5- 36 DETAIL 'A' 0.14' 10.1 - 621.i TYP. , ""so, x0.17 ` E+D F 30 T E 011" OW 10" FULL—STRENGTH SPLICE DETAIL pPR 1 B ASTM A 653 Fy=36 KSI i DATE 3.00 4.00' .188" 5.00' OR 6.00' n'P• 3.00', 4.00' 5.00' OR 6.00' OX 3", 4", 5" ' OR 6" STEEL COLUMN Fy=36 KSI REVISION DATE REVISION y A P'`' _MAf F 29.0 NQ. T I 2- mil 3 41.o pimn9ma Engineering Services .1140 All Pro OrIve Elkhart, IN 46514 KG ICBG ES EVALUATION REPORT NO. ER -2621P a ' F 0DROVING F YF C N0 COMPONENT PARTS & CONNECTION DETAILS OR NAME 2/6/4000 N 97CD03 3 OF 9 RS STAMP 10.00- 1 8.0• • 0.14' :E TABLE 'A' 0.17" Ei 6 TYP. v 0.17" T E T_ 10" X 5 1/2" W BEAM HEADER QQ (6061—T6 ALUM. ALLOY) 4.50 .805" TYP. . 10" x 45' COV TYP. PAN SEE "TABLE A .110' TYP`._ 6.0" (2) 6" W BEAM HEADER '(6061—T6 ALUM. ALLOY) V.O.C.SMS ® 6",12" OR 375" 9" FOR 6",12", do 900" .291"I I 18PANELS #10 SMS ® 12' O.C. o STABILIZER CUP - SEE DETAIL AG'. 1 SMS 6" O.C. FOR 6" do 12" PANELS - 9" O.C. FOR 18" PANEL c 1.0" C4 #10 SMS ® EACH ROOF P -j1ALLEY 5.406" 3 1/2" STRUCTURAL PANEL STRUCTURAL PANTL 6", 12" OR 18" WIDE IC 079" .079" 2.725" 109' 0.062" FL 0.062" CN 4.00" 3.00" AD ALASKAN EXTRUDED HEADER AC 5 1/2" EXTRUDED HEADER (6061—T6 ALUM. ALLOY) (6061-T6 ALUM. ALLOY) SEE TABLE 'A' 3.00 0.72 1.56 10.72 --+ 0.93 .200' 0.72 TYP. 0,931,56 I 3,00 7.0' -'j .37 .i ,09' TYP. 0.37 FULL RADIUS 0.72 TYP. OF 4 320' 220' 7 0.17 T TYP. TYP, 1.0' T (IN)= 0.048 AB 3" X 3" HEADER (STEEL) ® 7" X 5 1/2- W BEAM HEADER . (A-653 Fy=40 KSI STEEL) (6061—T6 ALUM. ALLOY) rw klrOc Drrn iTnrn rnO DAun Tn Urenro rnuucrrmNc ■1 ,018 6 .024 PANELS A 6' PANEL USE 50% LESS SCREWS •2 .032 6 .036 PANELS 18' PANE SE 50% MORE SCREWS Q 1Ft$S )n,- DATE REVISION DATE REVISION TABLE 'A' N0. 0 z Engineering ll Services mpjmg 0 /1 MAX, WIND HEADER . KG MAX. TRIB T G FASTENING NOTE'S LOAD DESCRIPTION NONE WIDTH GI SCHEDULE 2/8/2000 rdumwx97CD04 ALL FASCIA 10' 2-#10 SMS PER 12' PANEL 90 MPH STEEL CLOVER, C BEAMS, I BEAMS 12' 2-#14 SMS PER 12' PANE PATIO STEEL CLOVER, C BEAMS, I BEAMS 21' 3-#14 SMS PER 12' PANE 70 MPH EXP C ALL FASCIA 10' 2-#10 SMS PER 12' PANEL AND STEEL CLOVER, C BEAMS, I BEAMS 16' 3-#14 SMS PER 12' PANEL SEE 01 90 MPH EXP B I STEEL CLOVER, C BEAMS, I BEAMSI 16' 2-#14 SMS PER 12' PANEL SEE 02 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' PANEL SEE 02 ■1 ,018 6 .024 PANELS A 6' PANEL USE 50% LESS SCREWS •2 .032 6 .036 PANELS 18' PANE SE 50% MORE SCREWS Q 1Ft$S )n,- DATE REVISION DATE REVISION N0. 0 z Engineering ll Services mpjmg 0 /1 1140 All Pro Drive Elkhart, IN 46514 KG ICBG ES EVALUATION REPORT NO. ER -2621P T G CA \iORNANG NONE OP"RT COMPONENT PARTS & CONNECTION DETAILS GI RS STAMP 2/8/2000 rdumwx97CD04 SHEU 4 OF 9 3 n T .125' 6.0'.-65" 010' 5.75' 1'1 1.125 -Li I I I 11 ® 6' W ALUM. HEADER SPUCE (6061-T6 ALUM. ALLOY) T- .062" SEE NL ED R=.375" FOR EXTRUDED HANGER W/ A -RAIL 1.1 87 ® A -RAIL (6063-T6 ALUM. ALLOY) '13T 2.10' 1.710" t37s I 057' r7i.380"-_ ® STABILIZER CUP FOR EXTRUDED HEADER 'AC' (6063 -TB ALUM. ALLOY) r SKYLIGHT PANEL /14 SMS SEE TABLE 8.5110 SITS a FOI N - FOR SPACING/_ SPATJB a If pm 1.50" " FM PAKW 1 • 'I 2.25' A -RAIL -SEE• t-.062' OR DETAIL 'AF' Typ, 2.50' 0.30-1 ., L —j- a USE A MINIMUM OF (1) °'SKYLIGHT PANEL PER (4) - 6' R❑OF PANELS —'`I EXTRUDED HANGER ' AND (1) SKYLIGHT PANEL PER (2) - 12' ROOF PANELS ® . 1.50' { FOR SKYLIGHT TO PANEL CONNECTIONS, USE THE SAME NUMBER. (6063-T6 ALUM. ALLOY) ❑F SCREWS AS PANEL TO HEADER. SEE TABLE 'A' DETAIL 0 PLASTIC USED IN SKYLIGHT FABRICATION G.E. LEXAN POLYCARBINATE PER t .062' R`REPORT 13288 FOR 8'" P PANED 1.10 I SCHEDULE OF ALLOWABLE SPANS FOR ADJACENT TO SKYLIGHT PANELS. 6 " & 12" PANELS LIVELOAD *6" PANEL SPANS *12" PANEL SPANS (PSF 0.018 LOW -0.072 0.036 0.016 - t 0.024 t - 0.032 0.035 10 11'-9' 14'-5" 17'-2' •17'=9' 11'-0' 13'-3' 14'-7' 15-1" 20 8'-8" 10'-6" . 12'-6' " 13'75' 7'-11" 10'-4" 11'-8' 12'-1' 25 j 7'=2" 9'7-5" 11'-3' . 12'-1; 7'-2" 9'-3' 10'-7" 1.1'-2' 30 1 6'-1" 1 8'-8": 10'-4' 11'-1' 1 6'-7" 8'-6" 1 9'-9' 10'-3" L TYPICAL 12' V-PAN0.60' FOR 12' PANEL. TYPICAL 12' V-PANL01 ®TYPICAL SKYLIGHT PANEL w CONNECTION WITH 12' V -PANS 0. 5' 375'` 42• . 375' s... R=4.50' e - /u sM .30'- I I 10, FP-- HE/ ER SPLICE MUST BE LOCATED WITHIN ESSION -_{ 5.50' 12 OF A COLUMN. 4' Q .KAT T d, 0.15' EXTRUDED HEADER + Q q Ci Ate; SEE SCHEDULE ABOVE FOR ALLOWABLE SPANS FOR SPLICE WITH TIGHT FR 1 ` \ INSIDE HEADER 5' 2 G \ PANELS ADJACENT TO SRI SK PANELS Ac NUMBER OF ROOF O .y TI PANELS NEEDED FOR 1 SKYLIGHT PANEL. 0.15' .5' 10" -- .5 .5 --- 10" _45" y o. 162136 ® SKYLIGHT PANEL Tw. Id - 24" 5.406" ' ® ALASKAN EXTRUDED HEADER SPLICE F DATE REVISION DATE REVISION e - /14 SMS (6061-T6 ALUM. ALLOY) 250' R.1.686' C/fF ` • f --- 4.00" y e $$ Engineering Services. Qj ®EXTRUDED CHANNEL CONNECTOR r 0 0 dpQ p ) 1 kha All Pro Drive NO 26 Ei1.harl, , IN 48514 500 (6063-T6 ALUM. ALLOY) "31 1 MUWW.KO ICBG ES EVALUATION REPORT N0. ER -2621P• OOR PART COMPONENT PARTS Qc CONNECTION DETAILS AL►F , DRAWING NONENAME - SHEET 062 ENGI P 2/6/2000 97CD05 5 OF 9 Tw. 1.562" - s BOLIS TO SLAB OR FOOTER FASTENER SIZE 2 / Y ■ 2 1/2' ■ 1/4• OICINOB,E 1/4' (ONE EACH SIDE) 3' x 3' ALUMINUM AmTgM4 t/2' • 1 2 e S 8 2 5/16" BOLTS POST 78 ww . (SEE Im BELOW) 0.09" TYP•-{ 30' 187 A: 2 1 ttJJi 1e N/A 38" .750"3 Ort :. C . ' • v : ' V 2a' 2 ,/2' . 3/16' w r 10' 20'- . 'FESJ/ \ L Fat 2.5' 1.0" ® (6063—T6 ALUM. ALLOY) `c CST . K4 91F p, p ... ON .100" PL e' ■ 16' ..1/4- IYP. 1 . a .. _ .0 : 0• oDLUMN .750" ' ALL PAM TO BE Hot-OPPED GALMwam MAIZILECTROPLATED NC. BE USED 114 LIEU OF ATTACHING W It °C No. 16273/' ' W' TO CONCRETE SLAB. SEE NOTE: /2 DETXL W 16" . # Em 6.30.pi 1.5 5" 1.5 5'ff 44 , ® SAFETY STAKE ) Sig INTO FOOTING ' 5 SCHEDULE Ir 5.5" (ALTERNATE TO CONCRETE SLAB ATTACHMENT) Fr. I API003 2=3/6'X 3 1/2" HILTI KWIK USE 1 - 1/2- 0 STEEL BAR FOR - FOOTINGS LIP TO BOLIS TO SLAB OR FOOTER FASTENER SIZE MINIMUM 'W' WIDTH 1/4' (ONE EACH SIDE) 3/8' AmTgM4 t/2' • 1 2 e S 8 STEEL COLUMN BMS W f 78 26' 2-1/210 , 3 1 d 3-5'18'0 BOLTS . (SEE Im BELOW) Iwo 30' 187 A: 2 34' ttJJi • ,2' MIN. .. . N/A 38" MAX TACH STEEL POST Ort :. C . ' • v : ' V N/A ALTERNATE 3" SQ. COLUMN CONNECTOR BRACKET L Fat /2-i NG ® (6063—T6 ALUM. ALLOY) 5/16• BOLTS 3✓4' 9TY. SEE TABLE p, p ... ON 8.3 ZOLUIN . a .. _ .0 : 0• oDLUMN ' 1' MN. 1 34'ASI. ' W' FOR F 44 , f+L 7 GA (.167 Sig INTO FOOTING ' 5 SCHEDULE Ir CGNGRETE FGOIDA USE 1 - 1/2- 0 STEEL BAR FOR - FOOTINGS LIP TO REQUIRED 'W' WIDTH FASTENER SIZE MINIMUM 'W' WIDTH 1/4' 3 3/8' 4 !/2' 1 2 e S 8 7 1 2 78 26' 2-1/210 , 3 1 d 3-5'18'0 BOLTS 36 CUBE USE 2 - 1/2. 6 RVM FOR FOC 25 UP 70 46" CUBE AND 3 - 1/2' 0 BARS FOR FOOTINGS UP 10 52" CIS. SCHEDULE "F" — COLUMN TO FOOTING CONNECTIONS FOR 18" TO 42' FOOTING SIZES REQUIRED TENSION FOOTING SIZE "HILTI FASTENER CONNECTION TO 'd' (INCHES) (OR EQUAL) SIZE COLUMN TUBE FOR BOLTS "d' = 18' 2-1 4'6 , 2' d 1-5/16'0 BOLT 4301 20' 2-a , 2 1 d f 5800 22'2-5 16'1 BOLTS 8,50111 24" 2-3/9-0 BOLTS 78 26' 2-1/210 , 3 1 d 3-5'18'0 BOLTS 1334 28' Iwo 30' 187 32" 2-5/8'0 N 4'd 2 34' N/A 36' N/A 38" N/A 40' N/A 42' 3-3/8-0 BOLTS N/A ALTERNATE FREESTANDING STRUCTURE COLUMN ""d' SIZE IN ANCHOR BOLT OR HIQ1 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 HILT) KB -II ANCHOR BOLTS PER ICBG E.S. EV #4627. 112 ROD OIAAIEIEIt. 4 RMOD ALTSBNAN TO CONCRETE SLAB AT[ACHIIENT . 1 1. ALL PARI9 to BE HDr-0v AALYAN® OR Et,D:rawATEn ZING WYE USED IN LEU OF ATTACNMO TO CONCRETE SLAB. L F011M ION OF ArRNG ANCHM AND SAFETY SrM ES O BEYOND THE SOME DS THIS REPORT Ff10MATION DETAILS AND N6WTY CONTROL FROMM MUST E SUBMITTED TO BUILDING OFFICIAL FOR APPIWMAL S A11 = ANOI016 MAY E USED N THE FOLLOWING TTM O' SOL SAND. GRAVEL CLAY. SAVOY ONVEL SL1Y OMYE7. SLTY SMD. CLRW SND. CLAYEY ORWIL SNW CLAY. SILTY CLAY. AID CLAYEY SL7. ®AWNING ANCHOR ® ATTACHED STRUCTURE COLUMN TO FOOTING CONNECTION DETAIL "d" = 18" TO 32" HILT) FASTENER ALTERNATE A FOOTING SCHEDULE A I .. '" j V C- 1y • NO. 2 7 % I Q' '9j F F ALIF 3" ENGINEERS STAMP DATE REVISION DATE REVISION COLUMN ANGLES 3 1/2' CONC. SLAB • , , • • ..6• • . • • . • 'v . FOOTING UNDER •• ' A'• a•:•. u:. SAB . oNr u •: .: . a.. •.. ? :' :4..., 6.. ; :• e: •: •:i.. p p SAB 6 ® COLUMN CONNECTION DETAIL FORSHEET SLAB AI FOOTING ATTACHMENT Am eizmax Engineering Services CCC.YY 1 140 All Pro Drive Elkhart. IN 46514 • KG ICBG ES EVALUATION REPORT N0. ER -2621P NONE OR PART COMPONENT PARTS AL CONNECTION DETAILS 2/6/4000rmw 97CDO6 6 OF 9 8 - 5/1s' r BO 1 1/2' - 21/2- # • _ •8' OR 10' — 2 1/2' L STEEL POST. 5 1/2' x 10' ALUM MF BEAM OR 5 1/2' x 7' ALUM W= BEAM OR 4 112* x 8' ALUM..W= BEAM 1 1/2 COLUMN 101 — - 8 — 5 ' BOL16 O'TYP = CUT BOTTOM FLANGE OF 1-13EAM AS SHOWN AT • 'C' COLUMN 3'x8'x12 GA OR 3 1/2'x10'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) 3. 25 'W' t MIN. OF ' G .5" e Ln 0• nLn TOP PLATE 'A' 0.5' O TOP PLATE 'B' 'L' COLUMN SIZE + i' 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 2,0' TEEL HEADER 6.0' 6—/14 *'AlSMS 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 ,750' 100' 4 1, 2.5' r ' y ,750 056 --moi 2 '1 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. ®ALTERNATE 3' SO. COLUMNCONNECTOR BRACKET— (6063=T6 ALUM. ALLOY) qtr. .,. • * r .., • ALUMINUM 'I' BEAM. OR STEEL 'C' BEIM { . • 2 5/16 BOLTS W/ 1 DIA 2 5/16' BOLTS SEE i x 3/32' THK STL WASHER TABLE. 8.3 COLUMN t=0.125" FQ TABLE Q y4;COLUMN Q' 'K' FOR QUANTITY 1 •_ _ , 3' STEEL COLUMN ' 'Y = 0.048'.. ® 3' STEETO HEADER CONN. BRACKET (6063—T6 ALUM.) OLUMN MRO 3 TE REVISION DATE REVISION MAvEngineering _ Services No 162 3sI* 1140 All Pro Drive J I Elkhart, IN ' 48514514 E*O b jp. p 603-31- 7 3, 3! L2/8/2000 ICBO ES EVALUATION REPORT NO. ER -2621 P - DRAVA NG IQQ3 OR COMPONENT PARTS & CONNECTION DETAILS EN INEER STAMP SHEET M 97CD07 7 OF 9 5 a SIDE OF ¢SPLICE 7.0' 2-7' C SPUCE 1-. 1YP '1*ONE EACH SIDE OF 7' ' BEAM 'TIGHT FR 1' 0.2 0.12' 7' X 5 1/2" I—BEAM SPLICE (6061—T6 ALUM. ALLOY) ® SPLICE DETAILS AWNING ANCHORS 2 ANCHOR 3 ANCHOR 4 ANCHOR 9. 3. OR 4 ANCHOR DETAIL 15' 0 AWNING ANCHOR CLEAR CENTER IN FOOTING TYP. SIN _ c ANCHOR WTAIL 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 3'X 8' ALUM. HEAD 2'X 6 1/2-X .024° ALUM. SIDEPLATE O3" x 8" HEADER BG CONNECTION FOOTING d' (IN) ALTERNATE FOOTING SIZE N0. OF ANCHORS 18 12 12'X 15 1 20 15'X 15'X 15' 1 18 18 X 1520"X 20-X 15' 1 20'X 20'X 15 1 24 24 15' 2 m 24X 24X 15" 2 24 24 15 3 24"X 24 15" 4 24'X 24'X 15' 4 F1 L ,4'1 2X 6 1/2' ALUM. No.16273/ Exp. 6.30.0 j F WR 18 200 5 1 2° _:!J1 /2. 3'X 3' 1/2 ° 3- #14 SMS ALUM, 3- X14 SMS EACH ♦ EACH SIDE COLUMN SIDE OF COLUMN 2'X 6 1/2' ALUM. 3'X 3' ALUM. SIDEPLATES COLUMN WITH SIDEPLATES END VIEW 3- #14 SMS DOUBLE 2" X 6 1/2" EACH SIDE BH HEADER CONNECTION 6FBs/p q TE REVISION DATE REVISION AR 0 tir • F of WITH SIDEPLATES NO O Engineering Services 1140 All Pro Oriw Elkhart.. IN 46514 CHIP or IC80 ES EVALUATION REPORT NO. ER -2621P qrF DACMP E COMPONENT PARTS & CONNECTION DETAILS o'L NONE EET GINEERS STAMP 2/8/2000 97CD08 8 OF 9 27X 6 1/2'X 12' HANG .. . ALUM. RAFitR ; TERNATE 2- 2'X 6 " 1/2' i , ;, 0 16* OR 24' ? r ROLLFORMED ` HEADERS IN PLACE OF • O.C." L. 3'X 8' HEADER WITH r. HFADER •~ POST do SIDEPUITES E 008' EXTRUDED HEADER - 3'X 3' POST 4 + ' 2`X'6 1/2' ALUM. FACIA 6 1 SFIUCE WITH TIGHT FIT ` , IN9DE HEADER. _ f t® ALTERNATE DECORATIVE . -TQYAP' ! . [ FASCIA TRIM- ® ALTERNATE 2-2' X 6 1/2' HEADERS 4 _ RSL 2 ' DETAIL 'AF's 4- 1/4 BOLTS 3 /14 SMS EACH SIDE 4- /14 S.M.S. - r 11,2 1 2 e 1/2' 7 7 1/2' - SPUCe DETAIL ® 5 1/2' EXTRUDED HEADER SPLICE (6061—T6 ALUM. ALLOY) , M 1.5' SMS SEE TABLE 10 5 FOR SPACING ,*, ' ® 3 1/2" 'G' RAIL (6063—T6 ALUM. ALLOY) + E.. 3' X B' BOX L y BEAM -HEADER 350' f 'I UMINUM 11' 3' 6' BRACKET { •r I_ } J • t 0.062', f 3'X 3' ALUMINUM•y TV.— _. COLUMN " ' ` 3. L' L r f c I -W 3 /14 SMS EACH SIDE ® ALUMINUM 'H' BRACKET FOR ® 'J ' CONNECTING COLUMN TO HEADER * p. 3 1 /2' *.HANGER (6063-T6 ALUM. ALLOY) • NON-STRUCTURAL COMPONENT 2.109' ' G9,9 -% 'tel y . - • 3 #14 SMS EACH SIDE L OR 2 5/16' BOLTS No• 62 0) S 1 E.0 6.30• • , y . , ® 5 11/2" EXTRUDED SIDE FASCIA' CPQ .LOQ (6Q63—T6 ALUM. ALLOY)' 'r COLUMN SIDEPIDeLATEE5 :.i.; E REVISION DATE• .' - REVISION _. ARO X UUMMK FOOTING ET 2 3/8' x 3 1/2' h' r \\ USE ONLY ON SLAB SEE NOTE ' / ' •. OR d=28' FOOTER- TER . • . AT RIGHT v.;t"'.; OR SMALLER w W. f AEngineering Services • • • • OR FOOTING ALUMINUM FOOTING BRACKET FOR CONNECTING COLUMN TO CONC. SLAB OR FOOTING (6063-T6 ALUM. ALLOY) Sl9j E\J® EGF ENGI S STAMP 1140 All Pro Crive . Immo m W..x., ETIcharf• IN 46514 KG ICBO ES EVALUATION REPORT NO.. ER -2621P NONE DRAVANG OR PART COMPONENT PARTS . CONNECTION DETAILS 2/8/2000 M 97CD09 I SHEET 9 OF 9 F 00 L1 HEADER (3006-H391 ALUM. ALLOY) 2 1 HEADER SEE TABLE 8.5 COLUMN WOOD LEDGER- 2 X DEPTH ANC4 FOR QUANTITY MAX FASTENTING ALL 10 PSF USE 1 LAG 2 - mer 1 1 j7 OR 2- PER STUD 16' O/C SIDE L3 LATTICE @ t=0.024 3' x 8' (3105-1-125 ALUM. ALLOY) OR 0.0320 Ln 3 - STRUCNRE to l PATI❑ ALT. SIMPSON HANGER — e e OR .0265' O RAFTER do SIDEPLATES SHOWN U26R PER I.C.B.O. 2- !10 1 (3006-1-1391 ALUM. ALLOY) L4 COLUMN 3' x 8' (3006-H391 ALUM. ALLOY) AIS EACH UWGER \I 4-080-1 5M5 1 7 8• EAfH RAMm X k E TABLE RIGHT. 15/16 . ti BRACKET USED W\T' X 6 1/2' RAPIERS BRACKET USED W/3' X 8' RAFTERS L7 RAFTER TO HEADER CONNECTION BRACKETS (6063-T5 ALUM. ALLOY, 't'=.060-) 1/4' x 4' LAG SCREW HEADER SEE TABLE 8.5 COLUMN WOOD LEDGER- 2 X DEPTH ANC4 FOR QUANTITY MAX FASTENTING ALL 10 PSF USE 1 LAG 2 - PER STUD 16' O/C SIDE .042 3' x 8' ALUM. EXISTING 6' RAFTER STRUCNRE 3' x 8' PATI❑ ALT. SIMPSON HANGER 3-#8 SMS EACH BRKT. .036 SHOWN U26R PER I.C.B.O. 2- !10 1 E.S. EV. 11250 SIDE 2-#8 SMS EACH 'BRKT. ® ALTERNATE RAFTER TO WALL CONN. L= 1.92' FOR 2' X 6 1/2' RAFTERS k `I, L= 1. ' FOR 3'X8' RAFTERS ,04 1' TYR .o .048 MIN. TYP0 . 2-18 SMS EACH SIDE ASTM A-653 Fy=40 KSI n STEEL CONNECTOR FOR WOOD COLUMN CONNECTION 1LATTICE-U&8 SMSFOR F2 R 1 /1' 1/2' FOR 2' CE TT10E UM. RAFTER L9 LATTICE TO RAFTER CONN. S T =XX 1 3/4' WOOD INTO METAL 1i OR 2-%10 SYS (6063-T5 ALUM. ALLOY, T= 0.0401 L6 RAFTER HANGER HEADER HEADER DETAIL MAXIMUM MAX FASTENTING GAGE WIND L❑AD TRIB .042 3' x 8' L1 90 MPH 6' 2-#8 SMS EACH BRKT, 3' x 8' PATI❑ 10' 3-#8 SMS EACH BRKT. .036 3' x 8' L1 90 MPH 5' 2-#8 SMS EACH 'BRKT. 3' x 8' PATI❑ 10' 4-#8 SMS EACH BRKT. ,032 DBL 2 x 6 L11 90 MPH PATIO 10' 3-#8 SMS EACH BRKT. 094 8' STEEL C L23 90 MPH 22' 2-#14 SMS EACH BRKT. 90 EXP- C 10' 2-#14 SMS EACH BRKT, DATE I REVISION I DATE I REVISION N 2 70Engi 6Cr 3 31 2 o 1140 All PPr Service / 1140 PrDrive 0BULIMPIMUMUL Elkharf, IN 46514 f aL1F KG ICSO ES EVALUATION REPORT NO. ER -2621P NONE DRAVANG NAME COMPONENT PMTS R CONNECTION DETAILS FOR PATIO & COMMERCIAL LATTICE STRUCTURES ENGINEERS STAMP 28/2bmtki 000 PIUMEILK 97LT01 1 OF 4 0 1/2• DUl PLASTIC PLUG Lox oN 2•x 6 1 2" OR 3' x 8" SEE SCHEDULE FOR SIZE TERNATE 2— 2'X 6.1/2" HEADERS IN PLACE OF 3'X 8' HEADER WITH M`., `- t i " HEADER SPLICE MUST BE = j CENTERED ON COLUMN S o 2- /144 SMS-- POST & SIDEPLATES EACH - I •SMS Imm BOX SECTO 3"X 3' POST - 3" X 8' HEADER 0 1 L NOTE USE PLASTIC PLUG TO FILL 1L" D k ATTACHING _ , o 1 ` ACCESS HOLES USED WHEN S.Y.S. INTO ANOTHER BOX SECTION IN WHICH 2- 2" X 6 1/2* SIDEPLATES THE SMS LENGTH WOULD EXCEED 2 1/2'. ' ONE EACH SIDE OF i T COLUMN L10 PLASTIC PLUG DETAILCOLUMN L11 ALTERNATE 2-2' X 6 1/2' HEADERS L16 HEADER SPLICE DETAIL - 4,1.GG 400c,1 T W ' C n 3.OI N 16?13 d E.C.630. ° 3.00 37-(4) 0.72 L56 10.72 F 0.93 3.00', •4.00" 188' 3 0,72 8 2403 5.00' OR 6.00' b TYP: .688"(4) 3.0' ) 1 4 AP R T , L32 6„ SCOL " 7 o" 4 .09 10 R X O 10' HIGH 3,00 0.931.56 D STEEL MN - Fy=36 KSI D68 ' (4) 0,72 3.00',4.00" .437'(4) 0.17 5.00" OR 6.00' 125' RAD. T (IN)= 0.024, 0.030, 0.040 (ALUM) .020" DP. (36) = 0.04&. (STEEL) , DATE REVISION DATE REVISION x 70" .062' RAD. (20) (1 Z) COLUMNS MAY BE TRIMMED W/FLEX—. 187' RAD.(16) ALUM. FACING. pQR F U 7 L30 3" ALTERNATE COLUMN Q L31 FLUTED COLUMN (3' ALUM. 6063—T6) (3003-1-116 ALUM. ALLOY OR Go Fy=40 KSI STEEL) • Engineering Services 't' = 0.062' UNLESS OTHERWISE NOTED A-446 W NO• 1140 All Pro Drive ' ` 46514 Elkhart, IN , • KG IC80 ES EVALUATION REPORT NO. ER -2621 P URAVVINGCOMPONENT PARTS A CONNECTION DETAILS gjFL NONE NAME FOR PATIO k COMMERCIAL LATTICE STRUCTURES ENGIN IAP 2/8/2000 My97LT03 2 OF 4 . 5/16' BOLTS W/ 1' DIA. x 3/32' THK. STL. WASHER 5,5' TO 8' STEEL 'C' BEAM SEE TABLE 8.4 COLUMN E4 ,575 2,35' FOR QUANTITY Y 750' 1100' _p— 1 2.5' ,0' I ,750' ,056 5/16' BELTS SEE TABLE 8.3 COLUMN 'M' FOR QUANTITY .048 x 3' x 3' STEEL POST 3"X'8" BOX BEAM WRAP ®ALTERNATE 3" SQ. COLUMN CONNECTOR BRACKET (6063-T6 ALUM. ALLOY) "X 8'X 12 GA. BEAM. L23 3" X 12" X 12 GA. STL. 'C' BEAM WRAP W/ 3" X 8" ALUM. BOX BEAM DETAIL 3" X 8" — 1 FOR ATTACHED STRUCTURES COLUMN TO WRAPPED 3" X 8" X 12 GA. 'C' BEAM HEADER CONNECTIONS APR _1 8 2003 1 No. 16273 Exp. 6.30• DATE REVISION DATE REVISION Engineering Services NC, 1140 All Pro Drfin 3. 1. Mdwf. of 46514 KG ICBO ES EVALUATION REPORT NO. ER -2621 P NONE RART CMFWAM PARIS t CONNW WN D rAW . NAME FOR PATIO & COMMERCIAL LAMM SIRUCIURES EERS STAMP q 6 2000 97LT03 3 OF 4 T m • SAFETY STAKE. IN 3' X 8' BOX CONCRETE FOOTING LBEAM E,00 HEADER f;--ALUM > "H" 3' 6" BRACKET 20U 3'X 3" ALUM. REVISION • DATE '` REVISION R)FESS Q q COLUMN G E$Kq Q oQ 4q/F 3. ' J Cc s oc N0. 0 "Engineering Services 0, 0 . 1140 All Pro Dr1w ERp. 6-30- L24 ALUMINUM 'H' BRACKET FOR TVI `flgl <<orKG CONNECTING COLUMN TO HEADER ICBO ES EVALUATION REPORT NO. ER -26210 FC \F (6063—T6 ALUM. ALLOY) COMPONENT PAm s cma+Ecl10N wrAms FOR PA710 t C IMERCIAt UITTICE SERUCNRFS APR 18 2003 038' OR .042' x 3' x e' HEADER L25 70 do 90 MPH WIND SPEED L 26 39f 8' HEADER 3 N14 SMS EACH SIDE 2 N14 SNS EACH SIDE OO 0.r 00+ 2 014 SMS EACH SIDE C 3 014 SMS EACH SIDE 2X 6 112' ` 3'X 3' POST ----'{t: SID EPLA _ 3'X 3* ;POST ~ (• :< COLUMN W/ SIDEPLATES r COLUMN W/ 'H' BRACKET 3 #14 SMS EACH SIDE . OR 2 5/16' BOLTS a _ X * 2 3/6P KLTI KWIK EMBEDMENT 2 i • 31X 3' I VX 6 1/2' • ,L9 POST ;ALUM. SIDEPLATES FOOTING BRACKET SLAB OR FOOTING L27 ALUMINUM FOOTING BRACKET FOR CONNECTING POST TO CONC. SLAB OR FOOTING (6063—T6 ALUM. ALLOY) HSPLICE ANSI BE ON COWMN V4- '-' 2- j14 SMS a 0 EACFI SIDE - t ••• s ..j_ s ". ti 3'X 8' HEADER o V • '.. '... " - "r p2p- 2' X 6 1/2' SNEPiATES 'X 3' i 12■ , • COWMN SWOF COWMN F a sr L16 HEADER SPLICE DETAIL (M aer FW MACM- LAMM RVW MMJCRM SAFETY STAKE. IN CONCRETE FOOTING 20U ' 'DATE REVISION • DATE '` REVISION R)FESS Q q G E$Kq Q oQ 4q/F ' J Cc s oc N0. 0 "Engineering Services z " No. 16213 1140 All Pro Dr1w ERp. 6-30- dldw 1. IN .: 4655 14 TVI `flgl <<orKG ICBO ES EVALUATION REPORT NO. ER -26210 FC \F f F r'1' -.3-31- N COMPONENT PAm s cma+Ecl10N wrAms FOR PA710 t C IMERCIAt UITTICE SERUCNRFS APR 18 2003 ENGIN S STAMP Y/g/2000 97LT04 4 OF 4