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05-4211 (PAT)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: f 05-00004211 Property Address: t— 44390`FOXTAII.CIR APN: 604-081-052-89 -22982 - Application description: PATIO COVER - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 3671 Td�/ 4 4 Q" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Applicant: Architect or Engineer: D a SEP 21 1005 ------------------ --------------- yr ----- RAT ON - - - - - - - - - ICE ai$ I hereby affirm under penalty of perjury that I am inions of Ch ter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Co 'ca is in full force and effect. License Classy:- B License No.: 2 5 abate:. ontractor. t / / OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the. following reason ISec. 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 tothe provisions of the Contractor's 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):: (_) 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 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.). (_ 1 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 contractorls) licensed pursuant to the Contractors' State License Law.). (_ I I am exempt under Sec. , B.&P.C. for this reason Date: Owner: 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.I. Lender's Name: {� Lender's Address: %' I LQPERMIT Owner: ` QUAKE SHIRLEY L 44390 FOXTAIL CIRCLE LA QUINTA, CA 92253 Contractor: LDR CONSTRUCTION COMPANY 78155 CALLE FORTUNA LA QUINTA, CA 92253, (760)413-4708 Lic. No.: 261325 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 9/20/05 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier EXEMPT Policy Number EXEMPT I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner sous to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation ovisions of Section 3700 of the Labor Code, I shall forthwith comply wi h those provisions. JW e: 00 nt ca: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COV RAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND 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. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify 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 cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this cpunty to enter upon the above-mentioned property for inspection purposes ..1 B5te7 S' ature (Applicant or Agent�.1�S)��/�'��`Jri!//,/�� Application Number . . . . . 05-00004211 Permit . . . PATIO COVER PERMIT Additional desc . Permit Fee . . . . 63.00 Plan Check Fee 40.95 Issue Date . . . . Valuation 3671 Expiration Date 3/19/06 Qty Unit Charge Per Extension BASE FEE 45.00 2.00 9.0000 THOU BLDG : 2,001-25,000 18.00 ---------------------------------- Notes and Comments 231. X 12' LATTICE ALUMAWOOD PATIO COVER ---------------------------------------------------------------------------- Other Fees . . . . . . . STRONG MOTION (SMI) - RES 50 Fee summary ----------------- Charged -------------------- Paid Credited Due Permit Fee Total 63.00 ---------- .00 ---------- .00 63.00 Plan Check Total 40.95 .00 .00 40.95 Other Fee Total .50 .00 ..00 .50 Grand Total 104.45 .00 .00 104.45 LQPRRMIT Bin # City of La Quinta Mdmg 8r Safety Division P.O. Box 1504, 78495 Calle Tampko 1a Qainta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Pennk # U a l Project Address: 70 ro x r a, % Owner's Name: A. P. Number. Address:. V 3 O — 0. , l Legal Description: City, ST, Zip: L 0. 6 ? 2.5 Contractor. L 10 IC (o --s f, (fet, , Telephone: Project Description: 2 3 ` w , 49c o< Address: l i S �-" City, ST, Zip: •. Z ZS 21 Telephone: 6 0 6 State Lic. # : 6 1. 3 Z City Lie. C. Arch., Eng., Designer. Address: City., ST, Zip: Telephone: StateLic. #: Name of Contact Pelson: vJ"•� SS �`/ Constriction Type: Occupancy- c upancy-State Project type (circle one): 6e Add'n Aker Repair Demo Sq. Ft: 2 7 6 1 # Stories: % #Units: / Telephone # of Contact Person: Estimated Value of Project: Z 720, 0 (� APPUCANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACMG PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Cales. Reviewed, ready for corrections Plan Check Deposit Truss Cala. Called Contact Person Plan Check Balance Mile 24 Calm Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2" Review, ready for corrections/issue Electrical Subcontaetor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.L H.O.A. Approval Plans resubmitted Grading IN HOUSE; '~ Review, ready for correctiousfissue Developer Impact Fee Planning Approval Called Contact Person A.LP.P. Pub. Wks. Appr Date of permit issue School Feu Total Permit Fees Q . V Zoo V a> tooU. N z U. oiS Q• o 0 cc 0 �m 19 L V le o d V le P GA b A;yj . PM[). 11175 0 - PRortssTonu - tCBO ES EVALUATION REPORT NO ER -2621 P • 1,�,NC7NEEp `PAGES DRAWING TABLE OF CONTENTS 2 PAGES 21152 2 PAGES R. F. v TUCKER •�� �� 1 PAGE .40 Kms... 2 PAGES 97GN01 GENERAL NOTES 97GN02 R.F. TUCKER + ENCEN,—: r NO. 33793ml i QF TIiCKf9 97SC01 STRUCTURAL CONFIGURATIONS 97SCO2 97CDo1 97CDO2 97CD03 97CDO4 97CDOS 97CDO6 97CDO7 97CDOB 97CDO9 11 12 13 4 1.0 ROOF PANEL SPANS AND Ireb % dv )hdf tr" p;'r, cr, or ►mCer �e�pbn (cmy that I am o dul-v R- d :tared Frao;. s10n01 Engulfs[ under the lows of the Slate of Mwv asu:a. a R. F. TUCKER TIO = P,AYMO W F. •^ W E IUCKER ? o ��J' `••..CIVIL:'' •ir�� 2.0 FREESTANDING f NO ATTACHED PATIO STRUCTURES 3.0 FREESTANDING AND ATTACHED COMMERCIAL STRUCTURES 4.0 FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES 5.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES ST Fr<oF� J••°Qt,OFESS/UI� .,,y .. tiE01 HfW�F... rr •R F•�'.i^y T Ucf�9,r��;. } ENGINF ER Z y. TUCKER '.i jQ ao. 9: q 6385 ' -`�•: ,m� 40222 E-5176 a: •.+o ��C o. �• !MSE ';�R,,'; - nr \`-�'.1 s� '••...••• Slpo•` IO*AI OF NEBPP.,a ytr'��.�psyA'o `0��A, 40 N 74 ,4 t t} `` 1P • a.�� .Jim ` • 4i. R, F rUCrER (RAY MC ND c: = v TUCKER y Nl1MdER p 1384PE I� ..• ?"i o• E-i4:)d es, GIS TE 0.00 Fps �`OES.,{•y�•°'' Q X51 � SI .al o IS „E 3 PROFESSIONAL / _ t PC 40.4 6.0 COLUMN AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE�aa°a�. '1 CO NENT PARTS AN _ CTION DETAILSAfqtl r •' per, • � - \at'i4•i� 6352 OREGON R 1UCKFk' 12104`�'�''! R.F. TUCKER `i"•tic.2132 -. 4r •••r.....r .G• 2 0 � �1+�; H0. .0-J/,• ,� 'j�, .� � �~ nl .l ��•0 ,, //////1111,1. ""�:..r;,�;. s � � v�,Y� .• Baa Noa14 R. F. TUCKER 1� E,E-61529 ;,LTN Ir CD i .. . _ _..F:... ` �r-C Si.. F.IAL L`t r111iVi 1lal�g wmjw>RODLF >�Ie n 11 40 ALL PRO DRI �0� R. F. TUCKER No.032085 i4 IM a.. _Z Lu a oz �LU� c� >> QOH LL ado�Z olaU i O e O Um Q ! .p`'QC• »w A',9 •' ........ , 1111a11111i111U,,,r . w e•�.. .' •. • �ABA%bj�''• ��C�.•°•°° ~°tiF% �.•'EofNEly�••., x,tUEArF SS\ONPLfNg�NlF <`aro�`�<E OFM�r,/ P TER S •• : Q� R. F. y ' •'p� E9 •.• Q 9 �� 9 <► to Rfo Eh ; TUCKER ' z c. • `'' �•.T Uc'l sig"t a ME,�/ d Qo r _........ s9 a`PpRO F• r �! no. : c7 ? ¢Z Q ��; c� ��' �o `'' c RAYMOND f. '' nT �'�, �T : R. F TUCKER PRorfsswnAl% E•5170 ` 4022 WGyo TUCKER 'o / ' `9 NUAABER 4 (i30$4Lc �s7� 15116 q� ••. .• St �. . o !!�EIISiO '�: FD u��✓ .•C�vtl,. •:'�+, r a3i4 C �c �;STEpEC \� f NE,,.' ='� ticrNEE� !Q.` tBQ1%FS �a� . A �Q By ... doa sf' '',,1r •D:4.(S >.•�L ENV �.� f TUC • ' LMAI �,.•' ROf Vp o• E628 O 27 /i $� P N41 �.�`• ssz /. 'PUF �.....toy .� TIJC �`' 1. DESIGN IN ACCORDANCE�iOiiFI�T1iE UNIFORM B G CODE 1997 �ytR OR DENrrlil(!�ONENTS EDITION. •s!''w JN F-hii% Hr IEss THm 15 Fi Design Uplift Wind Pressure (psf) eQ`d r 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE LATEST EDITION OF ALUMINUM ��%\ 1 ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE UNIFORM BUILDING COD ` * �y� �;• She Span Areas Eaves and Overhangs a �>� t�� 21152 ��F Seed Unenclosed Enclosed Unenclosed Enclosed 3. EACH BUILDING PERMIT SHALL BE ACCOMPANIED BY TWO COMPLETELY DIMENSION;EQ - ..... R. 1'. - .i pR: F. -t;, ;••::�r...Ih Exposure PLOT PLANS SHOWING EXACT LOCATION AND SIZE OF EXISTING AND PROPOSED i c TUCKER•�i:e'.:::..,...'.....,.::,• -..... STRUCTURES. / o ', k �� ` SIO B IQ16 10,16 10.16 21.87 t D 5�' 4. DESIGN LOADINGS: �``7F0`ES�;ur� �- �l �x ` ' `'' >' -' ��30 B 16,76 16,76 16.76 36.11 9/IONA.� .` Z 4! ,l' ^ ; e">,S_i ' `e' �'-� 070 C 17.36 17.36 17.36 37.40 ` �. o .` ,ti4' ; ' PEG. Np ° ° ��ij. ' :� •'f! C" n�,;;/ 'y 1 :"' .�y�E;. �! . p E t A APPENDIX CHAPTER 31 DIVISION III. PATIO COVERS: c •, �f�yEp��Ak,�TE, 90 C 28,66 28.66 28,66 61.73 AR f4� LIVELOAD: 10 POUNDS PER SQUARE FOOT. = ;• 6362 * • • tip 20 POUNDS PER SQUARE F00T R. F. TUCKER t;�= REGISTER D S 25 POUNDS PER SQUARE FOOTfrTHAN, 19 Win Design Uplift d Pressure (psf) f PROFESSIO AL 30 POUNDS PER SQUARE FOOT °"os�� 1? -•6Cimple Span Areas Eaves and Overhangs E14GINEE % 40 POUNDS PER SQUARE FOOT 'y OAKO.• �� Jr.t 60 POUNDS PER SQUARE FOOT '°'° ��+``,a R F TUCKER Unenclosed Enclosed Unenclosed Enclosed No. 45 . ` 0 Exposure ' WIND LOAD: F13R 0.411E > SLOPE < 2112 ...°., o Na. U32Ub510.65 10.65 11165 22.93 17.58 17.58 17.58 37.86 Design LateraVUpVt Wind Pressure (of) -*,C �,:. �F ��++�� �\ .�ss/,DNR L ti e. 0 C 18.05 1805 18.05 38.88 Speed Simple Span Areas Eaves and OverhIngss A ♦r,•..,0 90 C 2980 2980 29,80 64.18 t NO. 260 '1 mph Height Zane Unenclosed Enclosed Unenclosed Enclosed aAw�fKP I5 -51 0 70 Less than 11' 7.5 7S 1S 7,5 90 Less than 10' 113 1L3 113 ! 't� '�, 21 .• T(}� FOR DESIGN OF PRIMARY FRAME SYSTEMS ll 3 .4 CIVI1- r�P 70 Less than ]2' 10 10 10 10 21"`� � 'wr` Design Vind Pressure (psf) `b -f T !•4 . Exposure B Exposure C F OF All 90 Less than 12' IS 15 IS 15� �,,,,,,If„„.. ''• f+� 1 h.irebv cArtitV ,. a6 Ilu::; :, 70 mph 90 mph 70 mph 90 mph a{oJrF JC 9F� or fMT?:�f;y i1•.,,tl E,.�, 0� p ' ;� Lateral 102 168 17.4 28.7 Jt ,' / e Q• B. COMMERCIAL STRUCTURES 1, r:u'; k::�.:terr: Uplift 10A15.0 10.0 16.05 ! aionc:: firu,er under trio P i 20918 i o UVELOAD: 20 POUNDS PER SQUARE FOOT. Of the STato oI Minnesvia. s/Gr\ • . i.o� •�Q= 25 POUNDS PER SQUARE FOOT :95. �.i F• UO 30 POUNDS PER SQUARE FOOT - R. F. TU KER _ r �� '"•---- �� a �F 40 POUNDS PER SQUARE FOOT - - •k J � tr -FA IVo. t 1458 w= • %X I* "'NAL11 IN.1+ caTTiTIC1TE 9 60 gJJiJNRO,PER SQUARE F `UC���/,�°--2: �0 PRO Na 1Sr P`��"\:v. 1:1 ,,0.15"64�PE °' • FS ' Q f Ek K ���` STATE aF s�0 = R. F. TUCKER_ r q `�� �1 F ENGINEER 1 �A FLORIDA �Q ¢ • 9 2 Rep No 1575 y LU i 13557 4, ', 1833 c F - 127M .:aattta r 6385 = . ED EN�'� y'jF p\Op}r4,� �, 9j rs EORGIA r � N t`• A•.,,. �� FTG ,` . �'. N0. 8143 Q �, RF. TUIC1(ER III OFESSIONAL R• F. F CINE fit- 9538 NO. F TU `l� BTXIIEI>f y Q o 33793 ry}�. 0 �� ��i }, •,WAN���P ��'rf�� fC)STEPi MALy` _.�A`C `►`S�ONAL llv MING STAMP i� TUCxE� PRO-Ntil 407 1 f+c 4071 J r ( OF t E-61529 1 AcG' :t': rv:. c �'�� �• 84 4+.3 �\ - .\.,_ � OREGON c, F. TT O AaEssIONAL�. ' ... R. It rUCKER ENGINfE: Orf 7 ! 0 [ 16 0-12109- No. .12109- TE REVISION DATE REVISION EnpinNrtng ServIcen 1140 AN Pro D&Wns E]QleA, M 46514 KG K330 ES EVALUATION REPORT N0. ER -2621P NONE GENERAL NOTES 2/8/2000 97GNOI 2 No. 7984 R. F. TUCKER 1 JUN 14 M 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. 17. PATIO STRUCTURES MAY BE ENCLOSED WITH INSECT SCREENING. 18. STRUCTURES MAY BE ATTACHED TO RAFTER OVERHANGS PER SCHEDULE. 19. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH ' DISSIMILAR METALS OTHER THAN STAINLESS, ALUMINIZED OR GALVANIZED STEEL, OR ABSORBENT BUILDING MATERIALS, LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FACING SURFACES SHALL BE FAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH U.B.C. SECTION 2004.3. 20. ALL SCREWS CONFORM TO ANSI 818-6-4 AND SAE J933. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL. ALLOWABLE SOIL BEARING PRESSURE OF 1000 POUNDS PER SQUARE FOOT. STRUCTURES SUPPORTED BY FLAGPOLE TYPE COLUMNS ARE NOT ADVERSELY AFFECTED GENERAL NOTES FOR LATTICE STRUCTURES: BY A 1/2 INCH LATERAL GROUND MOVEMENT . AND FOOTINGS FOR. THOSE STRUCTURES HAVE BEEN DESIGNED FOR AN ALLOWABLE LATERAL SOIL (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS. 97SCO2 BEARING PRESSURE OF 200 POUNDS PER SQUARE,FOOT PER FOOT OF AND 97LTOI THRU 97LT06.) DEPTH. SOILS OF ORGANIC CLAYS OR SILTS REQUIRE A SOIL INVESTIGATION AND SPECIALLY. DESIGNED FOOTINGS. FlLLS MUST BE PLACED UNDER A LABORATORY CONTROLLED COMPACTION SUBJECT TO APPROVAL OF THE 1. SEE GENERAL NOTES, SHEET 1, SECTION 4 FOR LIVELOAD AND BUILDING OFFICIAL. WIND LOADS. 7. ALUMINUM BOLTS TO BE 2024-T4. 2. OPEN LATTICE STRUCTURES SWILL NOT BE ENCLOSED. B. COMMERCIAL STRUCTURES MAY BE USED FOR PARKING OF MOTOR VEHICLES PER LOCAL BUILDING CODES. APPENDIX CHAPTER 31 DMSION 111 PATIO STRUCTURES MAY NOT BE USED FOR PARKING OF MOTOR VEHICLES. 9. FREESTANDING STRUCTURES SHALL "NOT BE ENCLOSED IN ANY MANNER: 1 ; Nr. 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 ' � � /01b: CADMIUM PLATED 'AN' BOLTS. REVISION ' DATE ' REVISION 13. HIGH STRENGTH BOLTS SHALL BE ASTM A-325. R 14. EMBEDDED COLUMN SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 15. PATIO STRUCTURES ARE DESIGNED IN ACCORDANCE WITH 'APPENDIX CHAPTER 31 1 Engineering Services DIVISION III OF THE UNIFORM :BUILDING CODE. 1� NO. 2 �, 1140 All Pro Dr1w 16. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE 6 .3,31.o Elthon, 46314 THAN THE FIRST INTERIOR COLUMN. KG ICSO ES EVALUATION REPORT NO. ER -2621P NONE GENERAL NOTES EN N STAMP SKM 2 8 2000►IAYE 97GN01 2.OF 2 No. 16273 Ecp.6•3IF C� JUN 14 2005 SEE NOTE # 5 ON d SHEET 97GNO2. MULTISPAN ATTACHED CA.tiTHMED STRUCTURE NCTH VARIES FOR COLUMN SIZE.SEE "COLUMN SCHEDULE" + I NOTE: PATIO WIDTH VARIES w/ SELECTION OF HEADER, NUMBER OF COLUMNS FASCIALC2�EERAND LOADING CONDITIONS. SEE HDEREA SCHEDULES FOR MAX. COLUMN SPACING. DRAANDE 1 I/2 O%3 1/2' CO/NC. 'd' S��SPANEfUSI 55tBAR PLACE SHOWN ox6 VERTICALLY c. - -J02-SEE SCHEDULE � FOR FOOTING SIZE. d OPT. .I 1/2 CONC. SLAB -SEE KA 9�F,yc/ NOTE' 5 ON SHEET 97GNO2. SINGLE SPAN ATTACPED CANTIL,-WRED STRUCTURE oQ�O /�v G IES 1#,RIES 1AA PROTECTION DATE REVISION R.rc ENGTTI VA cEE. SCHEDULES. FRO IEC 710N = 2X OF pR0.'EC?ION ILENGTH Miµ. LENGTHNGTH Oc 0S SP AL -101K SLOPE C L• 0.4"/F ND FASCIA _ 3/31/ � mag ]��f; �1 . Engineering Services' 1140 All Pro Drive EIYAort, H! 45514 P/,NE FAN PANE P I 1.0. 6'�• DUI.E FC � PprlcL � R TENER5 . REPORT NO. ER -21521P NONE OEAWT STRUCTURAL CONFIGURATIONS � PANEL cpAN CIS\ -UOINT SEE.SCNEtO Su N0. OF 0 _ E EERS STAMP ENO o COVER PANEL FASCIA FASCIA HEADER ASCLA HEADER INTERMED. BEAN COVER P EL MAXIMUM '- = iIIGLE SPAN A1Tt NE�TJ STRUCTURE INSTALLINSALL 1 OVERHANG w - COLUMN COLUMN 2576 COLUMN = VERTICAL. VERTICALL- STL.COL.TYF. SPACING 2 NSTALL '20 ROVIDE 1 1/2'.DicAlk OPTIONAL 3 1 /2 ROYIDE 1 1/2"' VY ERTICALL I I CONCRETE SLAB -d r-- SEE NOTE j 5. ' SHEET 97GNO2. DRAIN OPT. 3 1J CONC. SEE NO? � 5 ON SLA? d F -d -T' -d- 1 -- 1/2'o STEEL BAR ®6' LONG =ytSEE SCHEDULE FOR SHEET Oi. 97G -J�� SEE SCHEDULE FOR VARIES'. cEE SCHEOUtES I^ F00?iNG SIZE. r FOOTING SIZE — "d" MULTISPAN APACHED S &CTUR LENGTH - Is TVP. cuaE slzE FASCIA CAn7fL • E SPAN C FOR COLUMN SPACING SEE SPA c �'AR�?� SEE SCHECIONS - PR CT ON NO TABLES 2.', 2.5, 4.1 OR 4.2 LENGTH I" Oc pRCJECTION CAJV7 p � FASCIA ASCI M,N. ;-ENG LEA c = i END I�JEER- OVER PN ' F CIA - M(� 0 HANG. MDIATE E 8EAM. 1/2"1e STEEL BAR 0 15, ED NTILEVER HEADER OVER PANEL MAX.. 25% COL. $FACINGC� LONG 2 OVERHAN I INSTALL COLUMN VERT 00 25% COL.f SPACING w E NOTE #7, SHEET 97GNO2. PROVIDE 1 1/2" I __ _ SEE SCHEDUIF FOR DRAINFOOTING SIZE W = nr• OPT. 3 112- CONC SLAB ;. '� PROVIDE 1 "/25 CUBE SIZE' DRAIN �-- SEE NOTE # 5 ON d SHEET 97GNO2. MULTISPAN ATTACHED CA.tiTHMED STRUCTURE NCTH VARIES FOR COLUMN SIZE.SEE "COLUMN SCHEDULE" + I NOTE: PATIO WIDTH VARIES w/ SELECTION OF HEADER, NUMBER OF COLUMNS FASCIALC2�EERAND LOADING CONDITIONS. SEE HDEREA SCHEDULES FOR MAX. COLUMN SPACING. DRAANDE 1 I/2 O%3 1/2' CO/NC. 'd' S��SPANEfUSI 55tBAR PLACE SHOWN ox6 VERTICALLY c. - -J02-SEE SCHEDULE � FOR FOOTING SIZE. JUN 14 2005 d OPT. .I 1/2 CONC. SLAB -SEE SEE SCHEDULE FOR^ FOOTING SIZE d� NOTE' 5 ON SHEET 97GNO2. SINGLE SPAN ATTACPED CANTIL,-WRED STRUCTURE DATE REVISION DATE REVISION W No. _ 3/31/ � mag ]��f; �1 . Engineering Services' 1140 All Pro Drive EIYAort, H! 45514 \`r! VI' KG IC80 ES EVALUATION REPORT NO. ER -21521P NONE OEAWT STRUCTURAL CONFIGURATIONS 2/8/2000 mm 97SCOI HEET 1 OF 2 E EERS STAMP JUN 14 2005 3'X 8' ALUM. BOA KAM OR 3'X 81 12 Gk S -M 'C BfA HEADER LATTICE OVERHANG 16' FOR' 1 1/2' % 1/2') dA4 OPT. 3 T/7" CONC. I I LAB- SEE NOTE IBJ, 5 ON SHEET 97GN02 �;}yd' SINGLE SPAN ATTACHED LATTICE STRUCTURE RA.`TEF NOTE: SEE TABLES 1 AND 5.4 4.3, 4.5, 5.3 c MAX. FiA:'TER'SPAN MUL IST PAN fREESTMDIILG �t�� (CLEAR SPAN) _ 6' MIN. O'HANG LATTICE STRUCTUR OR MORE SPANS ►. ' X 6 1/2' OR 3' Y B' ALUM. •• 1 �, �� RAFTERS O 2� O.C. `I EE RAFTER NOTE``So�, O 9 4P� i 0 COLUMN HT. Ate+ G 10A 600 Ff7 T OF CLEAR SPAN 3'X 8'X 12 GA. �A' `offc �lnT T STEEL 'C' BEAM FOR BEAM WRAP DEIAIH, 4� `�� C`�s� 9S S �y SEE SHEET 97LTC3, �}�p DETAIL 'L23'.� 10 OPT. 3 1/2' CONC. SLAB --"e �i' — 042 x`04 f FOR FOOTING SIZE �"� SEE AQ SEE SCHEDULE w 1 RAFTER NOTE �� 1 • I 2° X b 1/2° OR 3" X 8° 0(ESS10,y ALUM. RAFTERS d`��►N `G ��OQ Kq F,y 0 24' O.C. '�F LATTICE: 0.018" x 1 112" x 1 1/2' 9� I No. 16273 v ® 3" O.C. MINIMUM OR 8• s O'HANG 25M OF 2 'k 2" ® 4° O.C. MIN. J� '1C( ^�6 ��� * EP 6-30- 01 COLUMN SPAONG 7fr y SEE SCHEDULE FORo`s1j 'la�f. ' c;�ESS!G M V1A� ,q0Q0�F j TOCOLUMNS BEINSTALLED LY. OPT. 3 1/2' co C. "BGG MAY HAVE MORE THAN SLAB. 2 COLUMNS.R , JUN 14 2405 FTHINAL 3 1/2' CONCRETE Sue. , ,. W +' 1-1 • % 6' LONG F 'I ;,z+ NO. 16273 MULTISEAN FREESTANDING I-1/yo BAR SINGLE SPAN FREESTANDING PLACER 1/2' W 6' � � �� SLE SCHEDULE F d , STL BAR AS SHOWN F,.o. b•. FOOTING SIZE SEE SCHEDULE FOR `,+ E E g FOOTING SIZE. I DATE REVISION DATE N �- TW TW TW -� TW--TW--TW TW APR 18 20 R ❑'HANG -_i _ OVERHANG —►i o N0. ���� Engineering Services 1140 All Pro OrIve 69f-'�� 3 �1 Elkimi,I14 44.i' 14 �l9 f 1 .= • �' AIF IC80 ES EVALUATION REPORT NO. ER -2621P _ i�/ NONE OR PART STRUCTURAL CONFICURATIONS FREESTANDING STRUCTURE ATTACHED STRUCTURE NAME SHELI TRIBUTARY WIDTH (TW) DIAGRAM E NN E STAMP 2/6/2000 ffmft 97S! --O2 2 OF 2 THIS PAGE LEFT INTENTIONALLY BLANK eria. BuuMCpRoDUMW 1140 ALL PRO DRIVE ELKHART.IN 46514 ICBG ES EVALUATION QEPDRT ER -2621P: BLINK PAGE ' DAIS: 2/8/2000 MAR 0 3 2000 APR 1 8 2001 JUN 1 1 205 Ir ROOF PANEL DESIGN 'OR PATIO STRUCTURES (wl 1Rry. .MRN I WH I MANE 10 0.010 Ir -r it -r T-19 im 0.024 1r -r tr-r r•r 10 OAn zrr 207 rr WAX 0230 21'7 2rr 9.10 ' m 0.010 111•11. 11'-11• 64r LOAD 0.024 irr I7.0' rr b DA02 1S-ir 4-ir Tr (Iry cm I 1T4• 1r0 T•1o• . 25 OAtO 10•r lar r -r NAND 0.014 17-T t7 -r 5.11' 4* 4072 ir-c 1!-' Ta 20 DAM isr 15.4• r r 30 0.010 r-10 9-10 4'11 9-r OA24 w -r w r sr C-11• 0032 17.1' 17.1• C4* 4- 17r O.WS ame 14'7 14.6 r•to' 40 O.Ota r -r r -r c -r - 0124 9-1r r-10 it S•r OAl2 trd' /I'll 511 18d OMB 17-T 17-r 5-11' p 0016 T•1' T-1' - 3'�• 17-r 00074 r•r Sr 4-11' OD06 0= rr 911 rr rr 0.030 10-r -1r-v 4.10 2 /RYIr aim PANEL DESIGN SPNiS FOR PATIO STRUCTURES LAS PANEL 17 ME M LOADY LIVE 70 00 OVER im (M WINWM OVER MAW 10 OD120 tfr tfr 6-r WAX 00149 iC r. 111 r 17-C so 001120 r+ r" r !-0 LOAD 00149 11'7 1rd !-4' b 40120 rr rr rr (Iry CAIS irr 1Qd fr 10 001110 S•r 6•T 711 NAND Dow r -T r -r Sr 4* 01120 !.T !O' 7-1- 20 D.ot49 rr . rr rd 40 40110 7.10' 7.10 /1r 9-r 00140 W.W. 7.10 Z. -Ir TAOIIJ' 1.9 3 1/11 a tr PANIEL ALLOW. DESIGN SPAN 2 1? X f ROOF PHL ALLOW. SPAN FOR 12 17r. it ROOF PNL ALLOWABLE SPAN FOR COWERC14. STRUCTLOM; FOR COIAERCW. STRUCTURES FOR CO&WIMVLL STRUCTURES LIVE 44x LOAD 1pomnfrxp.m "r AMAX LM p OVER Inn WUI LIVE P EXP.B CXP05LMC WAX 7090 70 00 TNSO 70 7090 fi SO LOAD 1PANELIMP.010POSLIREC 7 OVER LOAD jPAmjEXP.sjEj[POS%c 'r 01" LOM T OVER (Psn (Iry WM WM WM MM+G (PSP) (M Ii�M A1PM N�rl NAND (Psn (Dry lrii WM MRI rLANG U1XMA1 ROOF HEKWT IV MAIO"ROOF hElO11T 10' MkXAAJM ROOF IEKWr If 20 0.010 11'•11. 11'•11• - 11'E' sd ?fl ODiO rr f r 9-r !r - 20 DAIS r-11' C-11• r -r !•1' II'd 0.024 17r 17r ISS 6417_ 11'-10• 0.020 IOd 19d' ID -r t-10 S-11' 0.024 1rr 11'r 17.7 S•r 7-111 0A42 1S-111 14.11' 18d rr r -r 0.024 1Tr 11'r 11'd Sr IV4r 0.032 17-r 17•T 17-r Sr 4-11' OD06 19-11' it-ir se Td rr 0AW 0.070 1!-I• 15-1' I!-1• 15.1 17.10- 1!•11• V4* T•1' 7-11' CAM 17-1• 17.1' 17-7• T-11' >~ O.D10 I0d 19d tOr S -r 25 O.Ota rd rr ra Sr . 0.024 12'5 17-T T7A• T-11• 25 OD10 rr rr rr 4'•r 0..024 104• 194'10{ C -IP DAM1!J' 14C -r IW -r r-11• 0.020 rr 9S rd fd DAM 11.7 11'r 11'r Sr 0.038 1Sa• 1SJ' iFr rdr OA24 0.032 19-T 17d /9•r 17r 19-r 174• s -v r-1• DAMS 17.2• 1r -r 177 Sr w 0.016 P-10 r-10 30 DAIS r.• T•4' Tr Sr ' 0.024 11'5 11•.T Irl r rd OAm 17-r 17-r iS-r r•r 0.024 rd rd 9d !-r 0.007 17-i• Iw-r 17.11 r-• 0.032 117AM 19-10 10.10 Sd 30 CAJII Tr Tr Tr S -r 0D70 Nr I 44r 170 rr - 0.020 0=4 94r 94r rr 94r rd 94r 4'4' !r DAN 1rr 11*4* Ills S•T 4o 0.010 r -r r -r Fr f-1• 40 0.018 Qr Qr Q£ 74 0.024 9.10• 9-10 9-10 !- 0032 11•r 11.4' I1'd S•r 0=4 VW rr r{ 7-I1' DAM II'r. 1117 1rr. Sr OA78 17-W 174r 17r I QO I aCW 94r 94r 94r fr CAM 17,2• 17-7 I 17-r I r-11• 4o o.01a 4020 5-10 9.11- Sar Qat• S'-10 Q-111 7r T -r 0.1310 194• 104r 1 104' 1 rr 40 0.010 T-7', r-1' r-1• Sd• 49 DAIS S-4' 514• s -r. 74, 'OA24 r•r r-1' r-11 3-110 0.024 V. -C. Qr Sr f0 0021 Q-10 Q•10 Q-10' S -T 0.032 911 9417 F -F aim 10-r 19-r 19-r r -IO OM2 T-10 7.10 T-10 Sr 0.000 t0-1' 19-11 79-1• 't-ur DAN lor-i 1-1 19-I1' 19.11' SJ 0.070 ra' I r.r w r 3.11' TABLE 1.5 Go 0A10 f -i• !•I• f-1• 1•-f0 TFGLE 1.11 0D20 rr I rr !r 7-r 2 1/r: 1 r STEN PANEL ALLow. SPAN PCR C00ruERONL STRW I LO S . LIU! 6 C 06�OSURE C 44x LOAD 1pomnfrxp.m "r 7M 70 p OVER Inn 'OM WM WM AipN PiAm MAXMAI ROOF MEXWT 1r 0.074 10.11' 20 0.0120 rrEFF-gr', rr 114' OD71 OD149 17.1 17-1' C -C 25 0.0120 T-1• r-1' rr0.016 174r 10-1 19.1 f030 25 0.0120 64•Qr3'-r0.0149 T4' Tr Tv 1rd 104 74• 4o 0.0120 f -r r•r 7-r 0.0149 r{ rr Srw I1, -r :.01290.0149 oD3a r -r r -r 7-11' 0.024 Q•S' Qd- Qr Sr O.0li rr rr rr I !r 0.035 110 9d -110 !•J' TABLE 12 ALT. 2 Ifs x ITROOF PNL ALLOW. SPAN FOR CIONAWKIAL STRUCTURES LNE 6 C WX LOAD 1PANCLIEV.151EXPOSUM Y 70A0 70 S0 OVdt (PSn 3.11' WH WM WM 1 1 IIA1K. IANXIAN ROOF ►EIGPIT IV 20 OAta rr Ir,: Tar 711 5-T 0.074 10.11' 19.11• 1r•T 6-1' OD71 177 17r IT -V S4 - OMB /Sr 174r 174r Q,r 25 0010 T4' Tr Tv Sr 0.024 9-10• 7.10 r-tr !r 0072 11•r it'r I1, -r SS oD3a 17•T 17-r 17-r Sr 70 0014 Qr rr Qr S -r 0024 94 90 911 411 I= irr II'd 11'7 s-0• DD30 1T-10 11'-10• 111-111 s-' 40 0010 5.11• S-11' 5.11• rd o=4 r-11• 7-111 7-1r 74r = 9-r r -r r -T fr OD38 1CT IV4r 10� 4•10 00 0010 !-t1' 4-11' f•11' 7r 0.024 Qr rr Qr 7-1' 0.002 T-11' 7-11' T-111 Sr ame rd r4r rr !J - TABLE 1.12 PANEL TO PANEL FASTENING PANEL Y (M . 910 SW FASTENER SPACING WINO LOAD PATIO0W 0 1 EXPOSLM C 70 00 70 t0 0.018 6 S. 4-0' 0' 0.024 11• 6-- 8 HSS 3.11' 22 R H$ 8'8 S -T' 6 ]D42 14 6�' 8 g 5-T 14 64 HF 65-1 I ABLt 1.13 APR 18 2003 2.25"L I��J I -6.00"-J OA 22 1/2" + 66' ROOF PANEL 2.464� li 2 1/�2�" X12' ROOF PANEL 2.10" L �C 2 1/2' x 16" ROOF' PANEL TTL. i 12.x" (2 3 1/2' x 12' RC•OF PANEL y375- Ef l� �{1 12.00' 20LT RNATE 2 1/2' K 12' ROOF PANEL Amerimax r-mmm FE{oocM m 1140 ALL PRO DRIVE ELKHART. IN ASS14 JUN 14 2005 2.0 FREESTANDING AND ATTACHED PATIO STRUCTURES lM iw.8 y COIW+YA,C7.GfW 3'CI Wzfl //_IEFt FEAMA 4'RDLLFDSMEDC111W 1V 40t:f4WFD C/LW vIDBAN. el 1 itpC I1:R LF wOff_EP ; u,�54N CXT fEIJt� 5-f:'-W.DM-.- nz LOAD MDTn Ar-DrA7M M- LW CONS FW R fW Lbf7 fOL1LR 5131 (.Q LI fUOTER IaL 4V. f.C•l1 FDOtE L LNi FCORr WE LMA :YMS f0:•FEF ti3E 1 N LPO I(gTEf, 91Z' - WA C'OiS FOOTER WE -0D 14a7G ALL C7. F4 EF AT LGL1- TREE AifADIEP CO7WI (REI AnA134n Eb.MO+ fREt An AO7E0 KlIAM IRE[ AnAL14C ttA w. ERFE ARAOL'L GA UA+ XT Y, �E. COLL + %REF AnAL ED ODIIW'A' 01/E11! SrACND Fill LfAI 1'fll ITR Ltr• lrACW rlR rTR AW�9ACMf0 (1q flA f•7f lvxar- rTM 1.f} AW. 3iK Ra> 1"IR W 3DALW3 SIAC.0 n- A6f+ rill /-f P. RII lEN rlw LMA. CN Y Y COL Y Y COL. I Y Y COL Y Y CK Y tl CIX Y Y CK 'r Y cul. Y Y COt o 1911. /tA6 m 711.E on tw, ivn 1.i IM AA TYPE R MI TTDE iri: f A ttff 1 (H ttR (f': IM IM tiR fM TYPE 70 MP" MANDSPEED t0 OR LESS ..•v MP71 YM4DEPEEL t0 OR LES 10 4 16.7, 131.r IF 122 11 A 4' S' 1TJ 1011• 17.1 11'4' 21 10 B 26.1• 25 23 C Sf4r 23 26 O S 6 Ira v -r trr 196 21 20 e 2V2• 20 20 D 24 27 25 D 6 T 9d T7 94r 10.1 21 20 C 21r.4' 17 77 D 36J 30 30 E 2511' 27 77 D 394' ZD 26 E E 6J 0-1" 64r 90 21 21 C 253' 25 20 O 3rd 31 31 E 21'3' 2E 23 D 2914" 29 29 E 6 P T{61-11 Td 9.! 21 21 C 2, -r2, -r29 29 E AT4• 37 37 E 274' 28 1E E IT -t I' 30 90 E 10 6•T 5'S 09 r4? -22 22 C 21029 20 E 323• 33 33 E 276 29 20 E 20 1• .131 31 E I 10 11' 60 4-11• 6.7 67 22 22 C 21'-11. 30 30 E 31'•1 34 31 E 21'9 30 30 E 21r -r 32 32 E 77' 17 .S4 rd 64r f•6' 22 22 c 21.0 30 3D E 3o4" 34 34 E 21'•T 30 30 E 254' 2 32 E 17 17 S-ir S -T 217-2' 31 31 E 29d' 35 x E 20-7' 31 31 E 2fd 33 33 E IT it 07 r-1" 19S 31 31 E 26S 35 35 E 20-r 32 37 E 2r-1- 34 34 E le 16' rd 160 31 3/ E 2Td 36 36 E 1916 2 31 E i3'd St L E 16 /6-7 2 2 E 7C -T 30 90 E 193 33 2 E 270 >r u E /6 1T 1T•T 2 2 E 25-1" 36 36 E 1C-1" 33 33 E 27-T 35 35 E Ir 79 1T-1' 39 S1 E 25'-1• n 'D E ldd 33 33 E 27-T 36 35 E it 19 /6d 33 33 E 2rS 17 37 E 19-7 34 34 E 21J 38 30 E 19 29 103 33 11 E 7T -1P 37 >7 E 20 71' 1 1 33 37 J sa 9s E21- 70 MPH 7Z W LESS 70 MRH vANp6PEID 17 OR LES 1 4 5 -i A A 1P• ' 1' T 1' t7J IOlr 1T -T /V -C 24 21 B %'4' 29 26 C 3rd 30 29 0 9-1' 22 10 A 17-7" 25 21 C tfd 21 L C 6 IV4r 9.1• 11'r /0d 29 21 B 266 29 29 D 370 31 31 D 8'-1' 22 20 A /6J 25 25 C 17-19 21 2 C 6 T 9d 70 9d 10-7 22 22 C 23.1 31 29 D 3/'-T 34 31 E 25•! 30 30 D 39-' 32 32 E T'' 71 2D A 15.1- 25 25 C t1•-1" 23 23 C T 6 6J 6.1" 8d 90 23 23 C 27-r 31 3c 0 2r 34 31 E 203 31 _1 D Pd 33 33 6-11' 21 20 B /1'-1' 20 26 C 17'3 23 23 C 6 9 T4' 6•r Td' 91r 2A 24 C 20'•1" 3D 2 D 306 35 35 E 273• 32 32 E 2T -i1. 33 33 E 6-T 22 20 B 1. T14- 25 26 C 194' 24 24 C 9 19 e•T SS 60 914 24 24 C 190 31 31 0 21r -I1- 33 35 E Tld S2 32 E 20.77• St 31 E '0.0' 22 21 B 17-T 73 77 C 9d 24 71 c t0 11' 60 0.11• 6.7 64 24 24 C is -1" 31 31 D 2T•T 30 30 E 21'0 34 31 E 26.14 35 35 E 11' 17 Sd 1'd Tor 6d 25 25 C 764 32 2 E 26•G 36 '" E 21'-7 35 35 E 254' 36 38 E I 17 IT 6-1- 5•T 1T�- 33 33 £ 2Sl 37 31 E 20-T 3E 34 E 2rd 30 30 E 1 17 74' 1.0 r-1" 766 33 33 E 2r -S' 37 37 E i9-7' 35 36 E mw 71 37 E t9 IT rd 76-I' 34 31 E E -T 36 36 E /0d 36 30 E 27.1- 30 36 E 15• 40 /S -T >A Sr E 77.1" 2 A E 791.7 36 36 E 27-l' W 35 E 16 /7 is -1• 34 34 E 27-7 w w E 1641 86 36 E 2/'d 3538 E 1T 79 10634 34 E 21'6 36 39 E 16.1' 37 37 E 27'•0' 30 aD E IF 19 14'4' 35 36 E 20-11' 2 30 E IT -T 37 37 E 2ud 39 39 E 19 2D 75-11' 35 35 E 291- 40 b E 2Q 71' 13'-T 35 E -1/• An 21' W MPN VVIAOSPEED 10 OR LESS 90 MPH WM76PEED 10 OR LE55 0 4 I-rIff-r 1 1 S 176 lull' 1T -T 7T -C 25 21 6 2911 31 20 C ](4 32 30 D 6 11.6 91.1' /1'•r' tOd 24 22 B 296 30 30 D 374 32 32 D 6 9S 70 9d /0-T 24 23 C 22.7 30 30 D 324 34 34 E 254' 31 31 D 304' 33 w E T 6 6S 0-1" 64r 90 24 24 C 209 3D 30 D 30S 35 35 E 21.3 32 32 O 2914 34 34 E 6 9 7{ 6-1' T4 P4'25 25 C 19-T 31 31 D 20638 30 E 27.1. 33 33 E 27-71' 35 3S E 10 6•T SS 60 90 25 25 C 164 32 2 D 27-7 30 30 E 276 34 34 E 26S 30 36 E to 11' 64 0.11- 6-7 6d 25 25 C 1Td 2 32 D 26.11- 37 37 E 71'6 34 34 E 29-r37 37 E 1T' 17 6_0. 4'd &4rfd 20 25 C 16.11• 9 33 D 21-1" 37 37 E W-9* 31 35 E 20S 37 37 E �S 17 5•1' S•7 76J 33 2 E 23.18 36 35 E 19-11. 756 35 E 27S 36 30 I I 1rT 1..1" 746 34 34 E 27.11. w 36 E 101-T 30 30 E 271. 30 38 E t0 'It is 1.4 11-1 U 34 E 71,7 2 w E 196 0031 E 21'•1 30 w E 1S 70 Ira 34 34 E 21'6 2' 30 E 1T-11- 37 r E 20.11' 3G 30 E t6 1r 11.3 35 36 E 29.1" 30 30 E •Td' 37 37 E 206 So 30 E I 7T /8 17-10* 35 36 E 20S 40 40 E 19.11' 37 J7 E /916 So 30 E 76 19 17S 2 30 E 19640 40 E 196 >{8 2 E "1 40 40 E tV 20 1X7• 30 36 E tV__ I" {7 E 29 21' 170 11 {1 E 00 MON Y&A)SPEED 17 OR LESS 90 MPH MtNDSPEED 17 OR LE -95 la w A 764 1 •1 {' S 1SJ loll" 17-r /1'r 21 21 B 714 32 32 c 3170 33 33 0 9•r 2S 22 A 10'•1 21 27 c 176 b � e s 6 1114 9.11 11'J' 104r 70 K B 2^-1' 31 33 O 293'35 33 D E-11 26 23 A 15-1' 20 ?e C /7-1. 27 22 C 6 T 9S 70 91 r 10.7 26 2B C 19-1• 2 32 D g4 38 38 E 213 34 31 D 2T -I' 35 30 D 7d 23 23 A 10.0- 76 28 C 1rd- 26 23 C 7 6 6J9.10" Qd 9d 20 26 c 7T-1" 32 32 D M-7 37 37 E 21'J $4 34 D 2S_'30 30 D 6-11. 23 2S e 17.11 79 29 C tOd 7E 23 C 6 9 T4' 6-1• Td 9r27 27 C 16-1" 33 33 D 21. 6 37 37 E 20'6 35 35 D 77.1" 37 37 E 6-T 25 24 B 174' 30 30 C 70-7• 26 24 C 9 19 9•T SS 60 914 27 27 C 15'•11' 33 33 D 23S36 30 E 196 30 38 0 276 36 35 E 7-T 25 26 C 10 11' 64 C-11' 6-T d026 20 C IST 34 34 D II -r 36 00 E 166 .30 36 D 2r-7'30 30E t 1. 17 &4r Cr 5'd' 6d z 29 C 1O.r ' 36 ss D 21'4' 2 36 E 110 37 37 E 206 30 39 E 12 IT 6-11 S:7 11.0 36 35 D 296 40 M E 17.4 37 37 E 19-1" 30 39 E 77 it 1.0 1.•1" 17638 36 0 190 40 40 E 16.6' 38 30 E 19-1- 40 40 E 10 4 r4 170 30 36 D 19-1' 41 41 E 15.1" X 38 E 164 41 41 E I is IQ t7 -T 86 38 E 196 Q Q E 1Sl 36 >c E 17.11• 11 41 E 76 11 12J 37 2 E 1T-11' Q Q E 11..11' 3B >p E 171. Q Q E 17 76 11'•1 t• T 31 E 16.11' Q Q E ltd 40 4D E 16-t" Q Q E 16 19 11-1 10 10 E 166 4 d E 14'-/' 47 I1 E M$ 43 Q E 79 20 11'3 37 37 E 16.7 Q 43 E 7 '0 39 E /S9 d 21, V-11' 4r 4 Zd 1• 70 4 B 6-11. 5'J!' r -r 90 25 22 c 276 31 30 E 26'-11" 2 31 E S0 22 I0 a 170 27 25 C 10-V 25 19 c s 6 67 1.7 6.11' 6d 26 23 c 7D -1r 31 31 E 294r33 33 E SS 22 17 B 116 26 25 c 9.1. 26 21 c 6 7 r-ir 5'-r 6.1. 25 24 c 19.11 32 2 E 296 36 38 E /91. 37 32 E 2Sd 34 34 E s•1. 23 10 B 9-l1. 25 25 c f4' 23 21 c T 6 Td 24 24 C 17-1" 2 2 E 294 37 37 E 19-1' 33 37 E 21'•11• 36 36 E 4W 23 10 B 6d 25 25 c T-1" 33 21 C 6 9 TS 25 25 c •16-t" 35 33 E Zfd $7 37 E 7T-1' 34 34 E 2" 30 3D E o 10 TS 20 20 c 1S -1r 2 2 E 210 38 38 E 191 35 35 E 1" 37 37 E 70 11• 6-17' 20 26 C 16-.1 34 34 E 271. 30 38 E 164 36 . E Md 36 35 E 11' 17 Qd 17 27 c 10.1 . 36 E 21'f 2 30 E 11.0 b 3B E 1T-71' 30 30 E 17 IT 11.0 35 ss E 291 40 A E Ird 37 87 E 1" 19 30 E t6 10 '" 30 w E 190 4D 4D E 136 37 37 E 16-T O 40 E to 15 110 30 36 E 16-1• 41 41 E 13'S 35 36 E 160 Il Al E 1S ler 1 -T F 1 E 1Sd E la S 6-T 1.-T Sd Q4' 25 22 c 2V -r 30 20 E V.W 2 31 E S -T 22 76 a trd 20 a 74 c If S 6 'or 1.0 T-7" 9 22 c 167 30 30 E 2Zd 2 32 E 6.1'22 16 c 91. 25 24 c T T Td 23 23 C 19-1' 2 2 E 76736 3E E 17-C 31 31 E 2r-11 31 33 E 6 rS 24 34 c 17.10* 2 2 E 2S -T 30 38 EI6S 2 2 E 19731 34 E t 9 6.10* 75 24 c 16.1"35 37 E 2f -T 37 37 E IS -4'33 33 E 'r.7". 35, E 70 6d25 25 D 15-11' 33 33 E 73'S 30 35 F Ird 34 34 E Irl" 38 30 E �O 11' 6S 20 28 D W-7 34 34 E 271. 2 2 F 15.1" N ft E M-1" 37 37 E 17 QJ 9 Tl D 1r -T 36 30 E 21'1. 39 30 F 1" 35 35 E 16-r w 30 E 17 17 tr7 36 356 E 2741. 40 40 F 177 . 96 E lsd 39 39 E 17 11 1Sd 30 6B E A7 40 4D F 17.! E7 37 E I# IV 9 3P E tT 1 110 f 1..7 E 1rS 6 Eo.3FFUEFD FDC TEAS 'If IN; CON fA:fR.YN 6IRNIEO SiAAKD 1t u 1D A 2D a xt b r x• b x N 77 a 2. 20 31 n 33 21 36 m 3e 10 m 31 Y 32 v n ♦t N l7 ss « s « m M- 72 7NLS TABLE MAY BE USES. YATH COMMERCIAL PAnO OR L.Arf10E STRUCTIFES No. 16?73 ¢) � I-D. 6.30� /7f APR 18 2003 oRmacpMD"A 11 PROi- ELKNARI IN 46514 [S CV- REIM rR-2471E MLAO4A !JAMS, rglYl YAt111C. fIt" STII Afo tpinw lfrt rDA AMpRG AMD TIAbCD -PATIO 9Lwunu 3MQ1 t or 4 s 7 JUN 14 M 20 LAM TOAD IIV 30 40 FREESTANDING TSR wg7N 1 5 e 7 0 p 10 11 12 11 71 A 6 a 7 0 10 it Sto I 0 7 e p 1 AND ATTACHED .•L. cot WAC1A IOII •nA0K0IAtID r3%bW MAX COMMS Ir ad 7-W T•S Td rd e8 ad 0d S'-10' T-? vd a . S•W vd Sd -r a r3• 5.10' S•T Ste• S•1• !•11' PATIO STRkWnJ 3ML WAMA COAL FOOR4 4CC S .AA I _ ONS. rz1U 8L:3 ^- —�r-.+OL LPVRk na NL. lY1 ItV. AnA0a1. YIPO ( .•Tt AM Y. 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COMMERCIAL OR PATIO STRUCTURE 2 CHOOSE PROECTM WWK OVEFDMFLO. WINO LOAD AND LVE LOAD. 9 FIID TRBJIAR'I VJIOIN FTIOM TABIE lO AtOOM`MWSt3Ae7• OF-STRI1C15MAL W161GURATg1B A OOOE A F= FROM SitffT 1 THY1T [N4 AOWIHATE f2EAR1PAN FOR YOUR NEEDS. S CHOOSE A HEADER FROM S Err3 24 THAT WAS AOECUATE OOLLSM WAOO. e LIM TSE faarm EYE SHOW OR 7 FSINGLE $PAN ATTACHED PATIO USE THE POST SHOVML LOOK AT THE TAB E9.PROVIDED FOR ALL OTHERS 6 FSO THE OHC SPACING OF WALL CONNECTIONS ON TABLE 4 5 9 WO THE Hooa OF PAr42L TO HEAVEN FAST94E R8 ON TABLE A OF WCDOW DErAL'AE, 10 FED THE APPROPM47E pETAL8do SM" TOWCON. FOR CONCRETE PATIO SLA&S FOLLOW t4 ABOVE S MF CHOOSE A CMUII LEH UVHO CIYUYN•A•(rd OR 10-C)E FIND THE MAXIAM CCLUM STACNG ON $ULB FROM TABLE 21 7 CHOOSE A HEADER TABLE 11 OR 2 A THAT WAS THE SINE OR C REAn* COLUMN SPAOMO FOR THAT TRIO 1AQrN AND LIVE AND VNO LOAD e WE COLUMN TYPE B OR SIROR2ER DINLESS I151W CCLUM•AT 9 FOILOW STEP 4 0 AND 10 MOVE PROD. 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29 29 29 29 29 27$' 32 32 32 32 32 9 33 9 1T-1" 28 28 28 29 28 208' 30 30 30 30 30 29-4' 34 34 34 34 34 28 9 66 21 22 24 25 2/ 19-r 30 30 30 3D 30 266 33 33 33 33 33 9 34 117 i 19-r 29 29 29 29 29 198' 31 31 31 31 31 278 35 35 35 35 35 25 10 V -r 22 22 24 25 22 19.17 30 30 30 30 30 25-T 34 34 34 34 34 10 18'8 11' 1 165' 30 30 30 30 30 199' 31 31 31 31 31 26-T 35 35 35 35 35 14'3 11' 66 21 23 25 26 21 1T4' 31 31 31 31 31 24'8' 34 34 34 34 34 11' 37 17 118 30 3030 30 30 30 1T-11' 32 32 92 92 32 26-1' 36 36 38 36 36 34343434 17 68 21 23 25 28 21 16-7' 31 31 31 31 31 • 24'-1' 36 311 36 38 38 12 3B 13 14'-r 31 31 31 31 31 1T-3' 33 33 33 33 33 2i-1' 36 36 36 36 36 35 13 56 22 24 26 27 22 15-11' 31 31 31 31 31 b4' 36 38 36 38 36 13 38 If 136 31 31 311311 31 31 19-T 33 33 33 33 33 23-2' 37 37 37 37 37 1 14' S-4'22 1251261 26 24 26 27 22 15.4' 32 11 32 32 32 32 276 36 36 36 35 36 14' 39 16 13-r 31 31 311311 31 31 166 34 34 34 34 34 27S 37 37 37 37 37 36 1S 5`-T 23 25 27 28 23 14'-1P32 31 32 32 32 32 21'-9' 37 37 37 37 37 16 39 16 178 31 31 31 31 31 1S634 34 34 34 34 34 21'6 37 37 37 37 37 35 16 S4 24 25 27 28 21 td -4' 33 33 33 33 33 21'4 37 37 37 37 37 16 20 t 213 30 32 34 36 24 294 31 33 36 37 28 398' 33 36 38 40 29 20 4' 96 23 25 27 28 18 2344' 29 31 34 35 24 34* -1" 32 35 S7 39 27 4' S S 2Z6 29 31 34 35 26 26-11' 30 32 35 37 27 36-4' 32 35 37 39 30 6-11' S 9.11" 23 25 27 28 18 20-70" 29 31 33 35 25 306 32 34 36 38 28 S 2A-11' 6 20-11' 29 31 33 35 27 25.4' 30 32 34 36 28 3744" 32 34 37 39 31 23 6 9-T 23 25 27 28 20 194 28 30 32 34 26 2T-10" 3D 32 35 37 29 6 32 T 19.4" 25 30 32 34 27 236 29 31 34 35 29 29-10' 31 33 36 37 31 23 T T6 22 24 26 27 20 1T -r 27 29 31 33 26 296' 30 32 34 36 30 T 33 33 9 16-1' 28 30 32 34 28 21'41' 30 31 33 35 30 2T-11' 32 32 35 37 32 25 9 T4' 22 24 26 27 21 165' 27 29 31 33 27 24'-1' 31 32 34 36 31 6 33 9 mi, 29 29 31 33 29 2044" 30 31 33 35 30 264" 33 33 35 37 33 28 9 6-0' 23 25 27 28 21 15'6 28 28 30 32 28 278 31 31 34 35 31 9 34 10 16-2* 29 29 31 3;1 29 196 31 31 32 34 31 25.0" 33 33 34 36 33 25 t0 6-4' 23 25 27 28 22 14'8 28 28 30 32 28 21'-7' 32 32 33 36 32 10 18'8 It' 155' 30 30 30 32 30 198 31 31 32 34 31 24'6 34 34 34 36 34 14'3 11' 64' 25 26 28 30 21 14'4' 28 28 29 31 28 217-r 32 32 33 35 32 11' 37 17 14'8 30 30 30 32 30 1r-11" 32 32 32 33 32 236 35 35 35 35 35 34343434 17 58 37 34 VI 30 21 13-7 29 29 IT—It' 35 31 29 198 33 33 33 34 33 17 3B 13 1t -r 31 31 31 32 31 ir-T 33 33 33 33 33 276 35 35 35 35 35 35 13 S6 26 27 29 31 22 17-11" 29 29 26 tt 29 16-11' 33 3314' 36 16-7' 38 38 38 38 138' 31 31 31 31 31 16-T 33 33 33 33 33 21'6' 36 36 36 36 36 1 14' 1 1 S-4' 1251261 26 27 29 31 22 1 125' 30 30 J311 3 30 193' 34 3415 194' 39 39 39 39 39 13-r 31 ,31 31 31 31 164' 34 34 34 34 34 21'4' 37 37 37 37 37 36 1S S -T 26 28 30 32 23 174' 31 31 1T8 32 31 1T -T 34 3416 39 39 39 39 39 20-T 178 31 31 31 31 31 15-6' 34 34 34 34 34 20-4" 37 37 37 37 37 35 16 S4' 26 28 30 32 24 11'-7' 31 31 32 31 1 T4' 35 35 35 35 317' 16 20 t 1 21'3' 30 32 34 36 28 294 31 33 35 37 30 40-1' 3< 38 39 40 34 20 4' 98 b 25 27 28 21 23-T 28 31 33 35 28 34'-T 32 34 37 38 32 4' 37 S 226 30 32 34 36 30 29-11' 31 32 35 36 31 $-10' 35 35 37 39 35 35 S 6-11' 23 25 27 28 22 21'-T 29 30 33 34 29 30-11' 33 33 36 38 33 S 36 6 2A-11' 31 31 33 34 31 264' 33 33 34 36 33 376 36 36 37 38 36 34 9 6-7 23 25 27 28 23 1944• 30 30 32 33 30 293 34 34 35 37 34 6 17 T 19-4' 32 32 32 33 32 27.6' 34 34 34 35 34 30-3' 37 37 37 38 37 35 T T6 23 23 25 27 23 1T-70" 31 31 31 33 31 26,7 35 35 35 36 33 7 74' 9 19-1" 33 33 33 33 33 21'-11' 34 34 34 34 34 26-4' 38 38 38 38 38 40 9 T4 24 24 25 27 24 198' 32 32 32 33 32 2V -r 36 36 36 36 35 9 EXPOSURE 9 1T-1' 33 33 33 33 33 20$ 35 35 35 35 35 26S 39 39 39 39 39 29.7' 29 9 66 24 25 27 28 24 166' 32 32 32 32 32 23-1' 37 37 37 37 37 9 32 10 16-2— 34 34 34 34 34 19S 36 36 38 36 36 26.4' 39 39 39 39 39 37 10 6l 25 25 27 28 25 1t-11" 33 33 33 33 33 21'-10' 37 37 37 37 37 10 19-T 11• 165' 34 34 34 34 34 18'8 36 36 36 36 38 24'-10' 40 40 40 40 40 35 11' 64 25 26 28 29 25 14'3 34 34 34 34 34 217-10" 38 38 38 38 38 11' 3! 17 14'8 35 35 35 35 35 1T-11' 37 37 37 37 37 Zi-I(r 1/ 41 41 41 41 36 1T 9417 21'5' 41 1t 17-3' 35 25 13-T 34343434 35 14'-11" 37 34 204 38 38 38 3813 117 IT—It' 35 35 35 1t -r 36 36 36 36 36 17'3 38 3B 38 38 38 27-10' 41 41 41 41 It 30 13 S6 26 27 29 27 25 13-1" 35 35 35 35 35 19-T 39 39 39 39 39 13 26 tt 13-8" 36 36 35 36 36 16-7' 38 38 38 38 38 274' 42 42 42 42 12 tt 125126128132JO S-4" 27 27 29 27 17-7' 35 35 35 35 35 166 40 40 40 40 40 U/'15 13-T 37 37 37 37 37 194' 39 39 39 39 39 21'3 43 4343 43 43 1T S -r 27 26 30 27 1T -T 36 36 36 36 36 17-10' 40 40 40 40 40 16 16 1T8 36 36 36 36 36 15S 39 39 39 39 39 20-T 43 43 43 43 43 16 54 28 28 30 28 11'8 35 3S 35 35 35 1T3 It 4/ 41 41 41 16 w wrn 4' urvatmc 276 33 a- 35 38 40 26 2t-11" 34 36 39 41 29 1 30-T 36 S 2V-1' 33 35 37 39 30 22-4" 33 35 38 40 31 2T-4' 35 6 19-C 32 34 37 38 30 20 r 33 35 37 39 32 25-11' 34 T 1T4' 31 33 36 37 31 19-tD" 32 34 37 36 32 23-1' 35 9 15-11' 32 32 35 36 32 iTS 33 33 36 37 33 21'-r 35 9 154' 32 32 35 36 32 16-T 3/ 34 36 37 34 20-4" 36 10 IC -T 33 33 35 38 33 1T-" 34 34 35 36 34 19-4" 37 11' 136 34 34 34 35 34 15!4r 35 35 35 36 35 19-10" 37 17 134 3434 28 34 35 34 14'5"36 31 36 36 36 36 16-1" 38 13 1T -r 35 35 35 35 35 13-10' 36 3638 34 38 36 tT-4' 39 1t 17-0" 35 35 35 35 35 138' 37 373737 74' F.T. 37 166 39', 15 11'-T 38 36 36 36 38 17-10' 37 373737 25 16 37 16-r 40 19 11'3 36 36 38 35 36 175' 371371371371 33 21 90 MPH 37 1T -T 40 F0&90 MPH EXPOSURES 24 / 70 MPH EXPOSURE 22 C 9 t 27417 29 31 34 35 28 26-11' 30 32 35 37 28 3T-11" 33 S 29.7' 29 31 33 35 29 2S4' 31 32 34 38 31 35'3 35 9 1641" 30 30 32 34 30 279' 32 32 34 35 32 37-r 36 7 1T-4' 31 31 31 33 31 21'-1' 33 33 33 35 33 298 37 9 193 32 32 32 33 32 198 33 33 33 34 33 2T-10' 37 9 1S4' 32 32 32 32 32 19-T 34 34 34 34 34 263 38 10 ttS 33 33 33 33 33 1T5' 35 35 35 35 35 2t -1I' 39 11' 13-10" 33 33 33 33 33 16-10" 35 35 9-1' 35 35 236 34 1Z 133 34 3! 34 3! 34 16-1" 35 35 35 3-s 35 278' 40 13 1ZS 34 31 34 3/ 34 ISS 36 36 36 36 98 21'5' 41 1t 17-3' 35 35 35 35 35 14'-11" 37 37 37 37 37 20.10- 41 117 IT—It' 35 35 35 35 3.5 1 t5' 38 38 38 38 38 20-T 42 40 42 33 39 41 33 38 40 35 37 39 35 37 39 36 37 38 37 37 38 37 38 38 38 39 3939 39 39 39 40 40 40 37 39 35 37 39 38 37 37 37 37 37 37 38 35 38 39 39 39 38 39 39 40 40 40 41141141 4/ 41 41 498 PRO 27 28 31 32 21 17-11' 31 33 36 37 26 26-3" 35 37 40 42 30 W - S 98 27 28 31 32 22 164' 30 32 35 36 27 238' 33 35 38 40 31 S 6 94' 25 27 29 30 23 14'-7' 30 32 35 36 28 21'5' 33 35 37 39 32 6 7 T8 25 27 29 30 24 13'6 29 31 33 35 29 19-1D" 33 34 37 38 33 T 6 6-11" 25 27 29 30 24 12'8' 30 31 33 35 30 19.7' 34 34 37 38 34 8' 9 6-T 27 28 31 32 25 11'-11" 30 30 32 34 3D 1T8' 34 34 36 37 34 9 10 6-T 27 28 31 32 26 11'4' 31 31 32 34 31 16-r 35 35 38 37 35 19 11' 5-11" 28 30 32 34 25 108 31 31 32 34 31 16-10' 35 35 35 36 35 11' LIVE PRO • i ¢A'tlumo wa wco 41AR CONS. fOOTF71 SUE 10110 A FREESTA/OING ATT 32 TION COLUMN 32 16-T SPACING fOOIERY W) I FTR 36 36 36 COIWINElGNT9 Y TABLE 3.2 13 S$29 R IV IV ttr 70 MPH EXPOSURE 8 20 8 11'-T 21 b 25 26 19 9 1476 21 23 25 20 19 S329 10 108 20 22 24 25 19 33 11' 96 21 23 25 26 20 37 12' 9-1" 21 23 25 26 21 35 13 98 22 24 28 27 20 33 14' 81S' 22 24 26 27 21 SEE TABLE ON SHEET 2 OF 8 1S 6-1" 23 25 27 28 21 9-11' 16 T-10" 23 25 27 28 21 7T T -T 2! 25 27 2B 21 70 MPH EXPOSURE 4' C 20 6 11'-r 25 26 28 30 19 33 9 108' 25 26 20 30 19 31 10 104' 23 25 27 28 19 21 11' 96 25 26 28 30 2D 33 1Z 9-1' 25 26 28 30 21 7d' 13 66 26 27 29 31 20 30 74' F.T. 26 27 29 31 21 37 /S • 9-1' 26 28 30 32 21 25 16 T -IP 26 26 30 32 21 31 17 T -T 127 1 29 31 33 21 90 MPH EXPOSURE 8 20 6 11'-2' 24 26 28 29 22 32 9 1176 24 26 2829 36 22 38 10 194' 23 25 27 :8 22 28 tt' 96 24 26 28 Zn 23 23-1' 17 9.1' 24 26 2829 9 24 10 13 8'-9 25 27 29 31 24 33 1t 95' 2S 27 28 31 24 37 1S 9.1' 26 26 30 32 25 i6 16 T-10" 26 28 30 32 24 34 1T I r-7'27 1 29 31 1 33 25 90 MPH EXPOSURE C 20 9 11'-T 28 30 32 34 23 9 106 28 30 32 34 23 38 117 70.0' 27 28 31 32 23 31 11' 96 28 30 32 34 2 13o 19'- 17 9-1' 28 30 32 34 rKES7ANDNG AND ATTACNCO COMM[RCU sl u S it 13 68 29 31 33 35 _ 35 1t 95" 29 31 33 35 40 40 ._ 70 MPH EXPOSURE 14' 8 AND C 25 6 1174' 23 25 27 26 1 . 9 9-S' b 25 27 28 19 10 9-11" 23 25 27 28 19 11' 6S 25 26 28 30 19 17 9-2' 25 26 28 30 20 13 r-10' 26 27 29 3120 t4' T6 26 27 29 31 20 IT r-7 26 28 30 32 20 16 I T -W 120 28 130 32 20 17 S6 28 30 32 34 25 10.4' 32 32 3234 32 16-T 3636 36 36 36 17 TABLE 3.2 13 S$29 31 33 35 26 9-11' 32 32 32 32 32 14'63737 37 37 37 13 ALL FOOTERS LISTED ARE CCNSTRAIh If S329 31 33 35 27 9-r 33 133 33 33 33 33 IC -O'3737 138131B 37 37 37 14' TO USE NON009STRAINED FOOTERS 15' S-1" 30 32 35 36 27 9333 33 33 33 33 136 3737 37 37 37 1S SEE TABLE ON SHEET 2 OF 8 16 4'-11" 30 32 36 36 28 9-11' 33 33 33 33 13-1' 38 38 38 16 TABLE 3.1 7D 8 90 MPH EXPOSURE 8 4' 98 23 25 27 28 20 23-5 28 31 33 35 28 373 32 34 37 38 31 4' S 94 22 23 25 27 21 21'•1' 28 30 33 34 29 29-11' 33 33 35 37 33 S 9 7d' 22 23 25 27 22 193 30 30 32 33 30 26-2" 34 34 35 37 34 6 T 68 22 23 25 27 TZ ST -10' 31 91 31 33 31 2F-7 35 35 35 38 35 T 9 64" 23 23 25 27 23 19S 32 32 32 33 32 2C -T 30 36 36 36 38 9 DIS T16Vf PRODUCf8,1NG 9 64 24 25 27 28 24 164' 32 32 32 32 32 23-1' 37 37 37 37 37 9 1140 AlL PRO DRIVES 10 SS25 25 27 28 25 tt-11" 33 33 33 33 33 21'-10' 37 37 37 37 37 10 ELKHART• IN 46514 'Coo [s CVMW1101 RCPORI 11-2421P 11' 65" 25 i6 26 " 25 IW -T 34 34 31 34 34 20.10r ' 38 38 38 38 38 IT WADER SPANS, COLUMN SPAc,nG, mom SRL AND COLUMN TTFC rOR 17 5•T26 26 2B 29 26 13-T 341341,4134 31 20'1T' 3P 36 38 3B 17 13 4'-11' 25 27 29 31 25t8117-11' 3535 35 35 35 13o 19'- 39 39 39 39 39 13 rKES7ANDNG AND ATTACNCO COMM[RCU sl u S it t8 25 27 29 31 26 17-7' 35 35 35 35 35 196 -_ ._. 40 -_— 40 40 ._ 40 -_ 40 14' WE: 2/6/2360 RPR 18 200:3 JUN 14 1006 MAR 0 I 3 0 FRFFSTANDING AND A7TACNFT7 [ONYF mat HCTYIICTLRIFR LIVE LOAD TR6 YIIDTX 00 MPH ." — d , R[Aw . 38 40 28 1p m MOU i cov[ 1— ma wun[c i [T[[L c �[Ar. �c' �c� c cuw 7816 VAUTN MAX COLUMN SPACIP FYPTISIIRF ODMS. FOOTER SQE Y A7T v Mk COLIIW SPACING CONS. POWER S= 1417( 5T OOLIIW FOO V SPALII.' COL1111N v ST If >d IS OOX6 FOOTE)1 S>1E MX COlA1W SARONG "FC -URE CORS FOOTER SUE MAA ODL1/1M COME, FOOTER SQL A M7T COFTS FOOTER SIZE Y Y R /1' t5 15 A C U M 1¢TENTS Y wr 11' 15 N r U4M ANDOK' 7 ATT V SPACING V mum" ST /1' 13' 15 IMSPACM Y CDL Si' 1f » f1 C -- X c'7- tf 15 15 25 4' 275 33 35 38 40 28 24'-1 T 34 36 39 41 29 30-7- 36 38 41 43 31 25 1' 9-0 23 ZS 27 28 17 23 3 ?9 31 34 35 24 3T-3 32 31 37 39 27 4' 16-10' 28 S 20-1' 33 35 37 39 29 271' 33 35 38 40 31 2T1' 35 37 40 42 33 SS S 6-0' 22 24 26 27 18 20-10' 29 31 33 35 25 29-1T 31 33 36 37 26 S 29 6 164' 32 34 37 38 30 20-4- 33 35 37 39 32 24'-11' 34 36 39 41 33 25 27 6 T1' 22 24 25 27 19 196 28 30 32 34 26 27'-10' 30 32 35 37 30 6 30 32 30 T iT-0' 31 33 36 37 31 16-1P 32 34 37 38 32 23-1' 33 35 38 40 35 29 T 94" 22 24 26 27 18 iT-T 27 29 31 33 26 254' 3D 32 34 36 30 T 16-1' 6 15-11' 32 32 35 36 32 1T6 33 33 36 37 33 21'-T 35 35 37 39 35 30 6 61' 22 24 26 27 20 165 27 29 31 33 27 24'-1' 31 32 34 36 31 6 33 9 1S-0' 32 32 35 38 32 16-7' 34 34 36 37 34 201' 36 36 37 39 38 24 9 64r 23 25 27 28 20 16-V 28 28 30 32 28 274' 31 31 34 35 31 9 35 10 /4-7' 33 33 35 36 33 1SF 34 34 35 38 34 191' 37 37 37 38 37 11'-4 10 "543' 23 25 27 28 21 1r4' 28 28 3D 32 28 21'-T 32 32 33 35 32 10 35 11' 136 34 34 34 35 34 164T 35 35 35 36 35 16-10' 37 37 37 37 37 311311321341 11' SS 32 31 15-10' 21 14'47 2111261291311 27 35 11' 28 20-7- 33 33 33 33 33 35 32 11' 35 17 1347 34 34 34 35 34 W -r 35 35 35 35 35 19-1' 38 38 38 38 38 32 17 S -r 25 26 26 3D 22 135 29 29 29 31 29 196 33 33 33 34 33 1T 36 13 1717 35 317 35 35 35 13-10' 1 35 35 35 35 35 1T1' 1 38 38 36 38 38 33 13 4-11' 12512111281301 26 27 29 31 21 17-11' 29 29 29 31 29 132132 16-1T 33 33 33 3/ 33 13 19-1' 14 17.0' 35 36 35 35 35 131 36 36 36 36 36 164- 38 38 38 38 38 35 14' 4'4' 26 27 29 31 22 17S' 30 30 30 31 30 163 34 34 34 34 34 14' 36 15 11'-T 36 38 36 36 36 17-10' 36 36 36 36 36 16.7 19 39 3R 39 39 15' 4'-T 26 28 30 32 71 i2wr 30 10 30 30 3D iT-T 34 34 34 34 34 15 4' 21'-1' 29 31 34 35 27 25'i' 30 32 34 38 29 364" 32 35 37 39 32 25 4' 96 27 28 31 32 21 1T-11' 31 33 36 37 26 263 35 37 40 42 30 4' S 16-10' 28 30 32 34 28 22'-10' 30 31 34 35 30 373 34 34 37 39 34 32 5 SS 25 27 28 3D 21 1617 30 32 35 36 27 236 33 35 38 40 31 5- • 6 1T -r 29 29 31 33 29 20-10' 31 31 33 35 31 295' 35 35 36 37 35 • 9 6 Tei' 25 27 29 30 23 14r-7' 30 32 35 36 28 21'5' 33 35 37 39 32 6 T 16.11' 30 30 30 32 30 19'd 32 32 32 34 32 273' 36 38 36 37 36 37 T 64' 25 27 29 30 23 17-r 29 31 33 35 29 19-10' 33 34 37 38 33 T 9 14'-10' 30 30 30 32 30 16-1' 33 33 33 34 33 255 36 36 36 36 36 34 8' 64* 25 27 29 30 24 174' 30 31 33 35 30 16-T 34 34 37 38 34 6 g 14'-0' 31 31 31 31 31 17-T 33 33 33 33 33 2r4r 37 37 37 37 37 r4' 9 64r 27 28 31 32 24 11'-11' 3D 30 32 34 30 1T. -W 34 34 36 37 34 9 19 131' 32 32 32 32 32 16-2- 35 35 35 35 35 275" 38 38 38 38 38 31 10 SS 27 28 31 32 24 11'-4 31 31 32 34 31 16-7- 36 36 36 37 36 10 11' 174" 32 32 32 32 32 1SS 35 35 35 35 35 21'-6' 381381381381 29 38 19-10' 11' SS 281301321341 25 104' 311311321341 35 37 32 31 15-10' 351351351361 V 1441' 27 35 11' 17 17-7 33 33 33 33 33 14'4' 35 35 35 35 35 20-T 3939 36 39 39 39 22 24 26 27 18 2US 29 31 33 35 25 26-2- 31 33 36 37 28 S 17 53 28 30 32 34 26 10-C 32 32 32 34 32 16-7 36 36 36 36 36 17 13 11'4' 33 33 33 33 33 14'-736 29 36 36 36 36 19-10' 39 39 39 39 39 21'-T 13 5-1- 29 31 33 35 27 9-11' 32 32 33 35 32 14'$ 37 37 37 37 37 13 14' 113 34 34 34 34 34 134' 36 36 36 36 36 19-1' 40 40 40 40 40 30 14' r-11' 29 31 3335 33 26 9-T 33 33 33 35 33 14'5 37 37 37 37 37 t4' 5 19-10' 32 34 37 38 29 22.4' 33 35 38 40 31 26-M 35 37 40 42 33 30 4' 9-2' 23 25 27 28 20 27-M 28 30 33 34 27 301- 31 33 35 38 31 4' 6 1T-7 31 33 36 37 30 20.4 33 35 37 39 32 266 34 36 39 41 34 5 Td' 22 23 25 27 21 205 29 30 33 34 29 26-7 32 33 35 37 32 S T 15-11' 30 32 35 36 30 16-10' 32 34 37 38 32 234' 35 35 38 40 35 6 66 22 23 25 27 21 1g3 30 30 32 33 30 29.6 33 33 35 37 33 6 9 14'-10' 31 32 35 36 31 17'4' 33 33 36 37 33 27-1' 36 36 38 40 36 T 6-7 22 23 25 27 22 17-W 31 31 31 33 31 25-7 35 35 35 36 35 7- • 9 W -O' 32 32 33 35 32 16-T 34 34 36 37 34 20-10' 36 36 37 39 36 9 174' 22 23 25 27 22 164' 32 22 32 33 32 2r-1' 38 36 36 36 36 6 10 131' 33 33 33 35 33 164' 34 34 35 36 34 194" 37 37 37 38 37 9 6-5' 23 25 27 28 23 154' 32 32 32 32 32 23-1- 37 37 37 37 37 9 11' 174' 33 33 33 35 33 15'47' 35 35 35 36 35 16-17 37 37 37 38 37 10 5-2" 24 25 27 28 24 14'-11' 33 33 33 33 33 21'-10` 37 37 37 37 37 10 17 i2 -r 3434 24 34 35 34 1417 36 36 38 36 38 16-1' 311, 38 311 3B 38 11' C-11' 24 26 28 29 23 14'334 34 34 34 34 20-10' 38 38 38 38 38 IT 13 11'$ 34 34 34 35 34 13-10" 36 38 36 36 36 17-4' 39 39 39 39 3B 12 r4' 24 26 28 29 24 17-T 34 34 34 34 34 V -a 36138138, 38 17 14 11'3 35 35 35 35 35 15-4' 36 36 36 36 36 164' 3939 27 39 39 39 13 1 14' 4'6 1 4'1' 1381 25 27 29 31 25 13.1' 35 35 35 35 35 19-7 39 39 39 39 39 13 125 27 29 31 25 17-T 35 35 35 317 35 166 40 40 40 40 40 11' 70 6 90 MPH EXPOSURE 26 31 6 170 MPH EXPOSURE 9 C 27 28 31 32 21 10 6-2' 27 r 161' 28 30 32 34 26 273' 28 31 34 35 28 30-T 32 34 38 38 31 70 MPH EXPOSURE C S 164' 27 29 31 33 27 19-10' 28 30 32 34 28 271' 32 32 35 37 32 3D r 9-r 23 25 27 28 17 275 29 31 33 35 23 303' 32 34 36 38 26 4- V 1441' 27 28 30 32 27 18'-2- 30 30 32 34 30 24'-11' 33 33 34 36 33 5 T1' 22 24 26 27 18 2US 29 31 33 35 25 26-2- 31 33 36 37 28 S T 13-10' 26 28 29 31 28 164' 30 30 31 33 30 23-1' 34 34 34 35 34 6 66 22 24 26 27 18 196 26 30 32 34 26 265 30 32 35 37 29 6 6 17-11' 29 29 29 31 29 166 31 31 31 32 31 21'-T 34 34 34 35 34 T 6-T 22 24 26 27 18 171-7' 27 29 31 33 26 25-7 30 32 34 36 30 T 9 17-T 30 30 30 31 30 14-10' 31 31 31 32 31 201' 35 35 35 35 35 6 F -W 22 24 26 27 19 165 27 29 31 33 27 24'-1' 31 32 34 36 31 6 10 11'-T 30 30 30 30 30 14%0' 33 33 33 33 33 191' 36 36 36 36 36 9 - SS 23 25 27 26 20 164r 27 28 30 32 27 274' 31 31 34 35 31 g 11' Ivor 30 30 30 30 30 13'5 33 33 33 33 33 194' 36 36 36 36 3B 10 6-7' 23 25 27 28 21 1r4- 27 28 30 32 27 21'-7- 32 32 34 35 32 10 17 I 10-T 131131131131131 1 i7-icri 33,331331331 33 117'-11-.37137 37 37 37 11' 12 13 1 4'-11' 12512612513D 4'4' r -4r 2014'd 28 28 2B 31 26 217-7 33 33 33 35 33 11' 25 26 28 3D 21 135• 28 28 29 31 28 194' 33 33 33 34 33 12 28 27 29 31 21 12-1Y 2B 28 20131 28 19-11' 34 34 134134134 13 V MPH EXPOSURE C r 191' 32:34 37 38 27 273 33 35 38 40 28 30-T 3b 38 41 43 sl S 161'31 33 38 37 28 19-10' 32 34 37 38 29 271' 35 37 40 42 33 14 r1' 26 27 29 31 22 175 28 29 29 31 29 163 35 35 96 95 1r 6 it -11' 30 32 35 36 28 16-2' 32 34 37 3B 30 24-/1' 34 36'.8 41 33 90 MPH EXPOSUREC T 13'-10 29 31 33 35 29 163" 31 33 36 37 31 23'-1' 35 35 38 40 35 30 4 6-7 27 28 31 32 21 IT -it' 31 33 36 37 26 263 35 37 40 42 30 4' 9 17-11' 30 31 33 35 30 166 32 32 35 38 32 21'-T 35 35 37 39 35 s. T1' 25 27 29 3D 21 163 30 32 35 36 27 235 33 35 38 40 31 S 9 17.7 31 31 33 35 31 14'-10' 32 32 35 36 32 20.4 36 36 37 39 36 9 66 25 27 29 3D 22 14-7' 30 32 35 36 28 21'5 33 35 37 39 32 6 10 11'-T 31 31 32 34 31 tr-0' 33 33 33 35 33 191' 37 37 37 38 37 T 6-T 25 27 28 30 23 136 28 31 33 35 29 19-10' 33 34 37 38 33 T 11' 11'd 31 31 32 34 31 135 34 34 34 35 34 19$ 38 36 38 3B 36 6 94' 25 27 29 30 23 174' 30 31 33 35 30 19-T 34 34 37 38 34 6 12 10-T 32132132 34 32 1 i7-icrl 34 341341351 34 1 1T-11' 3B 38 38 38 38 9 SS 27 28 31 32 24 t1'-11' 30 30 32 34 3D 176 34 34 36 37 34 9 4' ts4' 30 32 35 36 25 193 32 34 37 38 27 26-T 34 36 39 41 30 10 5'-T 27 28 31 32 24 11'4' 31 31 32 34 31 16-T 35 35 36 37 35 .10 S 135' 29 31 33 35 26 163 31 33 36 37 26 27-10" 33 35 38 40 31 11' 4-1/' 28 30 32 34 21 106 31 31 32 34 31 15-10' 35 35 35 38 35 11' 6 173 28 31 33 35 27 14-10' 30 32 36 38 29 20-10' 33 35 37 39 32 12 rF 28130 32 34 24 101'32 321321341 32 18-2- 36136135135 36 17 T 11'1' 28 30 32 34 28 134' 30 31 33 35 30 19-C 33 34 37 35 33 13 r6 29 31 33 35 25 9-11' 32 32 32 32 32 146 37 37 37 37 37 13 8' 10-T 28 30 32 34 28 17-10' 31 31 33 35 31 19-1' 34 34 37 3S 34 14 4.1'120131133 35 26 9-T 33 31 33 33 33 14-0V 37 37 37 37 37 14' 9 1047 29 29 31 32 29 17-2' 33 33 33 35 33 ITO` 34 34 38 37 34 40 4 7-7 3DI 2D 1T-11' 131 331311371 26 293M 37 40 42 30 r 10 96 30 3D 31 32 30 11'-5 33 33 33 34 33 16-7 35 35 36 37 35 S 6 61' 5-10' 25 27 29 30 20 16-0' 30 32 3536 27 234' 33 35 38 40 31 S 23 25 27 28 21 14'-T 30 32 3536 28 21'S- 33 35 37 39 32 6 TABLE 3.1 7 125127121, SS 25 27 29 30 22 1352D 91 3335 29 19-1D' 32 34 37 38 33 T B s-0'25 27 29 3D 23 174' 30 31 3335 30 16-T 34 34 37 38 34 9 9 4'4' 27 28 31 32 22 11'-11' 30 30 3234 30 176 34 34 36 37134 9 APR 18 2003 MAXRAIM COLUMN HEIGHT 1/i cMq uO[O M[AO[u MAL CORS. POUTER Ga STNGLE FREEST A SPAN OR MIATISPAN COLUm" FREESTANORC DETAIL'X' W4 V JLO-AD�JEC- SARONG Nr E 3- CLOYE3d.EAF STEEL COL- 17d^ COLUMN NEKWM F 3' SOINRE STEEL COLUMN 14'a Cr 11' I5 IS G 90 MPH EXPOSURE 8 25 9 tO P 23 25 27 28 21 117-0' g 917' 23 25 27 28 22 10 6-11' 23 25 27 28 22 11' 64' 24 26 28 29 22 17 6-r 24 26 28 29 23 13' 7-10' 25 27 29 31 '23 14' T6 25 27 29 31 23 117 T3 26 28 30 32 23 7.7 26 28 30 32 23 616 90 MPH EXPOSURE C 25 6 1047 27 28 31 32 21 g 917 27 28 3132 22 10V-11' 27 2B 31 32 22 11' 64' 28 30 32 34 23 12 9-21 28 30 32 34 24 13' 7-10' 29 31 33 35 23 14' TS 29 31 33 35 24 70 MPH EXPOSURE B 30 6 9-r 20 22 24 25 21 g 6-7' 20 22 24 25 21 10 6-r 20 22 24 25 22 11' 719' 21 23 25 26 22 17 T5' 21 23 25 26 23 13 T -r 22 24 26 27 23 14' 6-17 22 24 26 27 23 15 6-T 23 25 27 28 23 90 MPH EXPOSURE C 30 6 9-r 27 26 31 32 21 9 9-7' 27 28 31 32 21 10 6-2' 27 28 31 32 22 IV 74" 28 30 32 34 22 17 TS 28 30 32 34 23 13 7-7 29 31 33 35 23 14' 6-10' 29 31 33 35 23 14 6-7' 3D 32 35 36 23 40 6 7-11' 25 27 29 30 20 9 76 27 26 31 32 21 10 7-1' 27 28 31 32 21 11' 64' 28 3D 32 34 21 12' 6-- 28 30 32 34 22 13 6-2' 29 31 33 35 22 60 T 6-11' 25 27 29 30 19 6 64' 25 27 29 30 20 9' 6-1' 27 28 31 32 20 10 I S -T 127128 1 311321 20 APR 18 2003 ,7���1J AiliVl iii 1�,A (\ C/ 140 W PRO DRIV M BUR / ELKHART IN 46514 ICRC LS CVALUATON REPORT ER -2621P 1 HEAMP SANS. COLUMN SPACING. f00T[R SIZ[ AMD COIYIRI 7TP[ f0R COYYERCu LSIIRUUOCTURIS rSXEfi 5 of S AII: 2/8/12----] JUN 14 2WS MAXRAIM COLUMN HEIGHT COL COLUMN DESCRWTIOFI STNGLE FREEST FOR ALL COLUMNS SEE SPAN OR MIATISPAN DETAIL'X' W4 V ATTCHED ATTACHED E 3- CLOYE3d.EAF STEEL COL- 17d^ 7-A F 3' SOINRE STEEL COLUMN 14'a 111-0' G r SQUARE STEEL COLUMN 1 R4i 117-0' H T SQUARE STEEL COLUMN IF4r 1174r J 6' SOLMRE STEEL COLUMN lw-r 117-0' ,7���1J AiliVl iii 1�,A (\ C/ 140 W PRO DRIV M BUR / ELKHART IN 46514 ICRC LS CVALUATON REPORT ER -2621P 1 HEAMP SANS. COLUMN SPACING. f00T[R SIZ[ AMD COIYIRI 7TP[ f0R COYYERCu LSIIRUUOCTURIS rSXEfi 5 of S AII: 2/8/12----] JUN 14 2WS 4.0 FREESTANDING AND ATTACHED LATTICE PATIO STRUCTURES LAVE 7MB NR70W%N COLUMN 3PAC6R' TlT'iFF1 C REAM LPUE TRY M1,XWU iCOL U1IN SPACP+G zw, STM C FiE11M LOAD WCFTH FOR ATTACHED LATTICE ON SLAB NEApERAWSTBEABLE R2SPAN LOAD 'MD':i HCADV? Mt. --I BE.ABLE 70 SPU?: MAX COLUMN FREE CONS. FOCTnD SIZE AIIAC8M ]MAX C..'JLUMI: CONS cREt FCOTwG STIF - A^,A04RL I1ST4G COLlM4'A' ALL OIT(R COLUMNS ON SLAB FTR FIR M4N Y 'C UMW TYPE US►JG COl1A/N'A' ALL OT1rERS ON CAP FTR -d FFR Y MrMLAU~Nti CUTAONi TYPE DWI 1 SPALLq FM MN. 5f'K�+G MAX LENGTH OF COLUMN MAX LENGTH OF COL UL6N 1047 tOd !•a' tOr 1D4T 60 70'.1 10 OR LESS "d 90 MPH 17 OR LESS 10 f 21-•1' 274r 2F -r 26-3' .',OLLJFAN 17 �7 0.036 10 7T ,5'-0' F.7'941' TYPE t -r 173'29 3•-1D' 29 C 10 S 16.1? 1r -r 2V6' 21"4r 1Tr 29 20' A 15J' If 4'47 f-11' S4r S'-17 11' -it' 29 29 C 1f-7 V 1f•1' 1f4• 1741' Ir -r 21 A 6 Tb' 19 17 ft 51-W 54r 11•-T 30 30 c 21 T V /7.1' 10-r 12'-r 11'41' 1f-7' 173' 1 S4T2f-f 17.1- 2513' 27 26 22 22 C C 21 2a 21' 12'-1' f6'9-11 f-17 513' 574T I T -r 1114r 30 31 30 31 c c 17 A 9.4" 94r 114' 1 r4r 24*J' 26 23 C 27 f-ir .25 for f4' 1a4r 3o 30 c 172' iV V6' V-17 iV3' 17-V2341' 94i 26 23 C 2G f 11,4" it'fi 17-r IT4r 24 A' 20 f 5-d 11' Tor r4T Vr 94r 21'-11' 25 73 C 17 F 6-17 93' 104' 11'47 15 A T -r 23 16 17 Tor Tr r -r 64r 21.41' 25 24 c f Tr T4' r-11• V•r 94 25 19 C t7 tr t4r r -i7 t-1• 27-7 25 25 c V2' T 64' 6-r r47' T-17 17.11 30 25 C 9-7-23 it 94r Vr 74' r r 196' 25 25 C r 5'4r S9' V4r V-17 17.17 29 25 c 20 16 S -r 51.17 6'•1? 74T 174' 25 25 C V 4-11' S -r 5.11' V-1- 1V-17 29 26 D 1V VS 514• f -v* 6-r 1V -T 26 29 C 10 f -r S4' 514r 15-11' 26 26 D V -r 1T r -r S -r V4• 6.1' 11'-r 25 25 C 4'41- it' 16 A f-17 T -T 1513' 26 27 D IF 4'4r 9-11' S4r 5-17 1T-1' 26 26 c 16 17 6 f2• f -r 1f-7' 26 25 D 19 T3'23 for 54r 518 164' 26 26 c it 1447 26 26 D 21Y F.I. 63• 1V.T 27 27 c 62' 1f 21 C 30 f 174r 28 26 D r -r 21' i5 A f-17 r4► 151-17 25 Ze C 151 4'-11' 22 13'4r 29 26 D 16 27 6 4'4' for 1S4T 27 27 C 16 17 16 r -r 23 17 c Ir -71 1r3' IV -11' 30 30 30 30 30 29 0 E E 90w3m TV OR LESS T-7' 23 16 c 10 f 21'-1' 274r 25•r 263' 6r S It -Ir 17-r 2745' 21"4r 4'4r 1V 14 A 6.2' 25 Ii, -r 30 30 E r if•1• 144' ir4r 1T4r r-4' 21 t o 20 6 11.3' 30 30 E T it -t' 17•r 1f -r 1S4T 27-2' 29 24 c 21' 7-1' 22 14 A 11'41' 30 30 E t 10-r 11'4r 174r 17-1' 204r 2.6 24 c S' -r 2r ti C 1741' 30 30 E 9 V4' V4r 11'4' it'4r it -r 26 25 C 25 f 6'-11' Vr 101-10' 11•-1' 1V 6'51' 6-17 ta.T la4r 164r 26 26 C S T -r re V4r 6-11' 11• Tor V41, 9.4• 94' 1 r4 27 25 C 6 5'-11' 63' 1'3 7-F 17 r4r r4l • t4r V4r 16.11• 27 26 0 T 5.1' 514' V -r 64' 191-1' 30 25 C ii 64r 647 T-17 V-1' 16.3• 27 27 c 6 for 41-r 5145• 5'-T 17.10' 29 25 C If 641' V -C 1'4- Tor 152' 27 27 c 9 4-10' 4'-11" 16-10' 29 26 0 IS S' -T 5-17 V-17 r -r IF -2' 27 27 c 1a 1S-11' 26 26 D 1t 513' 64r td' 6-T W -t* 26 26 C IV I513• 26 27 0 1r 5.47 S -r 6'41' 6-r 14'-3' 2a 26 c /7 is -T' 2! 2a D 16' 4Ar f-11' S4r 5'-10' 17.17 26 23 C 17 if -0' 26 26 0 19 4'4' F -r 64r 17S' 26 26 c if 174' 28 26 D 20 6-1' SJ 13'•1' 29 20 c 151 174' 29 29 0 214.17 S4r 124r 29 29 C' 16 17-r 30 30 D 27 for for 12'6' 29 29 C 1T 16 12•-3' t t'-17' 30 30 30 29 E e 70 AM 1T OR LE86 10 t 21'-1' 27-0' 251•r 26-T 30 f r8 T-10' V-1' 94' S 16.17 1T -r 2a -S 2r'4T S 64r 6.3' r -r Td' r ICA* 144* IT -V 11'2- 6 51-0' 5'-r 6.11 6-2' - 124' 17-T If -r 15-0' 27-r 27 23 C T for s' -r 514' 161-3" 30 25 D 6 to -r 11'41' 12'4r 17-11 27.1' 27 24 c 6 f4' 414" 1r -I 29 25 D 9 9r " 11'7 11'2' 29-10' 27 24 C 9 16.10' 29 2e E 1a 66' 6.17 lar 117d IV-V 26 24 C IV 163' 29 27 E t1' To r4r Vr 94r 1V•17 26 25 C 11' 154r 26 27 E 17 Tor Tr 64r r -r 1C -(r 25 25 c I? SS -3' 26 28 E 17 V4r V4r r-17 V-11 1T4' 26 26 c 17 14'-10' 29 29 E If 11`43, 64' Tr T4' 164' 26 26 C 1f 1412' 29 20 E 151 S -r 5'-70' V-17 T -V EV -1' 27 27 C 151 14'-2' 30 30 E if 9-0' S$ 643. 6-T 15-r 27 21 C f6 17.10' 30 30 E 40 f 514' S-11' 6-10• T4T IT 514' V -r r4r t-7 1S-1' 27 27 C 1V f4r f-11• 514' S-ta' 1441' 26 26 C S 4'4r f-9' 6$ S-0' 1V 4'47 56' 64r 144• 26 26 c 6 f -r 4.2' 27 S-1' SS 13"Al' 27 27 C T 16-r 29 24 E 21' f-17 '!' 17-r 26 28 C r IS -17 23 24 E 27 for 141 173' 25 26 C V 10 1F.7 144r 26 25 25 26 E E 90 10 f 2F-1' -T 251• 2r -r 11' 1f3'28 27 E S tc-W' 1T -r 2a4r 21-41P17 13'-10' 27 27 E V IC -1' 1441'' Ir -1' 1r4r 17 174r 26 26 E T 17-1' 17-r 1f -T IF -T 1V-1' 30 25 c 14' 17-r 2e 26 e r 1a -r 11.47 1747 13'0• 1T-17 29 25 c eD f 7.10' 4'41' 4'- 4.9- 9 94' 94' 11'7 ir4' 16-17 29 25 C S 1V r6• 947 1V3• Lair 15.11' 26 26 c r 11' Tor V4r Vr t4r 153' 26 27 C r 14.4r 26 23 ! IX r41' 71' 94' r4r 1f•T 26 26 c r 17-17 27 23 ! 13' V4' r4* T-17 r-1' 1f -W 26 26 C 9 17.4 27 24 E 1f 64r V4' 1'4' r4r 174' 26 n C IV ' 17-17 27 25 E if S -r r-17 7.17 T-0' 1741' 29 29 c 11' 17.5 27 26 E 19 1 3' I S4r I 64r W -r I 1 C Ir T-1- 1 27 1 29 UYE TRIS 0 03C> 3' ■ t' BOX L1EAAt C O4T a 3' A r BOX BEAM L oURLE 0 0337 s ?'r 8 LOAD W1011, MAX I FMTr4G SEF MAX CONS FOOTING SIZE MAX CONS FOOTINGSUE _MMS FR r AT'.AC1F7 FREE ATTACHED 20 0.036 OGLowl COLlR4N COLUMN FRF{ ATT -11,, i- F7A MIN SF•AONG FTR FM MIN FTR FM MN. P'-17 30 SPACING SPACING 6.11' r2' . "d CX.'LL6AN 40 'f "Q COLUMN 641' 'C "d .',OLLJFAN 17 �7 0.036 A TYPE WA If TYPE 51-9' rt 3•-1D' TYPE 906®HINMDSPeeD IVOR LESS 10 4' 11'-7* 26 17 A 1Tr 29 20' A 15J' 26 19 A S 6'-11' 25 16 A 1f-7 26 21 A 141•1' 2! 21 A 6 Tb' 23 17 A 11'41- 26 20 A 17.11' 27 21 A r rr 23 16 A to -T 26 21 A 12'-1' 27 22 A 6 S -r 23 17 A 6-11' 25 21 A 11'7 26 22 A' V f-ir .25 16 A T11- 25 2C A 172' 25 23 A' to 94i 25 19 A T -r 25 21 A 1a -T 26 24 A' 20 f 5-d 22 14 A 9-r 25 16 A if -c 26 17 A- 5. f -r 22 15 A T -r 23 16 A 103' 26 19 A' 6 6.1' 23 1! A 94 25 19 C T 53' 231 7 A V2' 25 20 C 6 9-7-23 17 A r-1' 25 21 C p r4' 23 20 c 1a T•3' 22 21 C 25 4' T -r 23 15 A lar 26 17 A' S 5.11' 22 15 A V -r 25 16 C 6 4'41- 22 16 A 651 25 19 C T Tor 23 16 C 6 T3'23 19 c 9 6-19 23 20 c to 62' 23 21 C 30 f r -r 23 i5 A V-51 25 16 C S 4'-11' 22 15 A a'-5- 25 16 c 6 r -r 23 17 c T T-7' 23 16 c V 6r 23 19 c 40 f 4'4r 22 14 A 6.2' 25 16 C S r-4' 21 t o C 6 6-r 23 17 C 60 It 7-1' 22 14 A 6-r 23 151 C 5' 1 S' -r 22 ti C TABIi 42 UYE PANEL 2r O.C. LOAD 'r 7090 OYER M OM MPH HANG 10 0.036 23'7 11'2' iFr 0.042 2T -T 13'-T 20 0.036 14'4r Vii 9-17 0.042 19-17 9-11' 25 0.036 1 r4 T -T V-10' 0.042 1T4r P'-17 30 0.036 VA' 6.11' r2' 0.042 15-r a•-1' 40 0.036 T4' 641' S -1P 0.042 II% r Tor N'I'4 0.036 f-11' 4'-11' WA 0.012 T-10 51-9' CLEMSPANS FOR 2 X 6 RAFTER LNE PANEL 2r O.0 LOAD 7 7IYDG OVER 11" YAX COLUMN LENGTH G MPH NANO 10 0.024 iFr 647 0.040r X r CXOYEFdXAF COLUMN OM2 16-1' 94r 20 0.024 9-17 f-11- F OD32 17-7, 6-r 25 0.024 V-10' 41.6 174r 0.032 11'-9- 5' -IQ 30 0.024 r2' 3'-1a 0.032 ia4r 54- 10 0.024 S -1P 7-11' 0.032 V4' f4r 60 0.024 WA WA 0.032 r -r 3•-1D' I UIPLG ,1 1 MOLE ,.7 :OR 10 PSF DOLMILE RArrrR5 MAY EE USED 4a' O.C. CAL COLUMN SCHECULE FOR ATTACHED LATTIC7_ PATIO STRUCTURES MAX COLULVI HOW A 002f. 3"SOLIME ALUM COLUMN IIW B C 037 r I Vr SOUARE ALUM 11" YAX COLUMN LENGTH G SCROLL COLUMN 6'-7 3 0.027. r SQUARE ALUM COLUMN 11'r C 0.040r X r CXOYEFdXAF COLUMN 17-T D FLUTED COLUN IN ALUM. 0.087 1247 E r CLOVERLEAF STEEL 0046" 1747 F r SOWJtE STEEL COLUMN 17-0- 6 4" SQUARE STEEL CO;LA'N f 744 H S SOUME STEEL COLUMN 174r A' - 6 MMAXUR114 COLLW LENWH. A- 10' RMAX&IL 6 COLL/M1 LENOTh MAR 0 3 2000 COLUMN SCHEDULE FOR FREESTANDING STRUCTURES AND MEPo4EDIATE COLUMNS FOR MU:TLSPAN STRUCTURES COLUMN NOTES E A -7 -MAX. COLUMN LENGTH F 11" YAX COLUMN LENGTH G 1z MAIL COLUMN LENOTN 117 N MAIL COLUMN LENGTH I /LOLL 1.0 ALL COLUMNS MAY BE REPLACED VAIM A S7RONGEA 'A' MAY BE REPLACED WU BJ '9 MAY BE REPLACED Wt GJ. ETC LINEAR INTERPOLATION FOR ALL CALCULATIONS IS AL 26070 " 6�. 3 -f /Q ESS/ K4T9�`r�l No.lE2I n V/ �F C 11 BeRODUM UCAPR 18 2GG3 1140 ALL PRO DRIV1 ELKHART.IN 46514 ICBG C EYAL DATION REPORT ER -2621P HEADER SPANS, COLUMN SPACING, FOOTER SRC AMD COLUMN TYPE EOR FREESTANDING AND ATTACHED t IFIICE PAtI TRUCTURES SHEET 60F 6 PATE: 2'6 2000 J_UN 1 4 M 5.0 FREESTANDING AND ATTACHED LATTICE COMMERCIAL STRUCTURES MNOMUM COLUMN ME1 3NT LIVE TRIB I' C BEAM HEADER LIVE TRW r C B6AA1 HAADRR LOAD WIDTH MAX CONSTRAINED FOOTER SIZES LOAD WIDTH MAX CONSTRAINED FOOTER SIZES COLUMN FREESTANDING ATTACHED 1 COLUMN FREESTANDING ATTACHED SPACING FOOTER V- 04 F- MIN 17-0" SPACING FOOTER 'if FTP MIN COLUMN HEIGHTS 'd COL r -T F COLUMN HE]OHTS 'E' COL F ;,t 1 (t 87' 11' t' S TFT' 5. 1 t14 15-0' _ )0 MPH EXPOSURE 6 90HAPH EXPOSURE C 20 4' 31'-8' 27 29 31 33 21 D 25 4' 25'-10- 34 36 39 41 23 0 NIA 6 290 27 29 31 33 22 D 6 S 23.1' 33 35 38 40 24 0 T 6 2TF 27 28 31 32 23 0 T 6 21'-1' 33 35 37 39 25 D 9 T 264' 27 28 31 32 1 24 E T 190 1 32 34 37 38 26 D 9 9 253 26 28 30 31 25 E 10 9 19-3' 32 34 37 38 27 E 10 9' 243 26 28 30 31 26 E 11' 9 17-7 31 33 36 37 27 E 17 10 23S 26 27 29 31 26 E 12' 117 164' 31 33 36 37 28 E 70 MPH EXPOSURE C 70 E 90 MPH EXPOSURE B / 70 MPH EXPOSURE 13 C 20 4' 31'8 32 34 36 38 21 D 30 4' 2T-9' 30 32 35 37 23 D 26 5 290 31 33 36 37 22 D 14' S 268 30 32 34 36 25 E 14' 6 2T8 30 32 35 37 23 D 16 6 24'-3' 30 32 34 36 25 E 16 T 26.9' 30 32 34 36 24 E 16 T 23-0` 29 31 34 35 27 E 1T 8' 24'4 29 31 34 35 24 E 19 8' 22'4 29 31 33 35 27• E 19 9 27.6' 29 31 34 35 25 E 19 9 21'-7 29 31 33 35 28 E 19 10 21'0 29 31 33 35 25 E 20 1V 20S 29 31 33 35 29 E 90 MPH EXPOSURE B 90 MPH EXPOSURE C 20 4' 31'8 31 33 36 38 24 O 30 4' 26-10' 34 36 39 41 23 1 D 22' 5 290 31 33 35 37 26 D 23 1 6 23'-1' 33 35 38 40 24 E 6 2T8 30 32 35 36 27 D 6 21'-1' 33 35 38 40 25 E T 26-1' 30 32 35 36 28 E T 190 32 34 37 38 26 E 8' 24'-4' 30 32 34 36 29 E 8' 19-3' 32 34 37 38 27 E 7 234 29 31 33 35 29 E 9 17-7 31 33 36 37 27 E 10 21'8 29 30 33 34 29 E 10 194' 31 33 36 37 28 E 90 MPH EXPOSURE C 70 d 90 MPH EXPOSURE B i 70 MPH EXPOSURE C 20 4' 26-10' 34 36 39 41 23 D 40 4' 26-3' 30 32 34 36 23 E S 23-1' 33 35 38 40 24 D 6 23-S' 29 31 34 35 24 E & 21'-1' 33 35 37 39 25 D 6 274 29 31 33 35 25 E T 198 32 34 37 38 26 D T 20.11' 29 31 33 35 26 E 8' 193 32 34 37 38 27 0 8' 204 28 30 32 34 26 E 9 1T-7 31 33 36 37 27 D 9 19-7 28 30 32 34 27 E 10 w -C 31 33 36 37 28 D 19 19-7 28 30 32 34 28 E 70 d 90 MPH EXPOSURE 8 90 MPH EXPOSURE C 25 4' 290 31 33 35 37 24 D 40 4' 26.3' 34 36 39 41 23E S 27".4' 30 32 35 36 25 O 6 23-1' 33 35 38 40 24 E 6' 25-W 30 32 34 36 26 E 6 21'-1' 33 35 37 39 25 E T 24'030 32 34 36 27 E T 193 32 34 37 38 26 E EE & 23S 29 31 33 35 28 E 9 19-3' 32 34 37 38 27 E 9 27029 31 33 35 29 E 9 1T-731 33 36 37 27 E 1021'4r 29 30 33 34 29 E 10 16-4'31 33 36 37 2B 70 MPH EXPOSURE C 70 890 MPH EXPOSURE B AND C 25 4' 290 31 33 36 37 21 D 60 4' 274 33 35 37 39 22 E S 2T-4' 30 3Z 35 37 22 D 6 20-5 33 35 37 39 24 E 6 268 30 32 34 36 22 E 6 19-T 32 34 37 38 24 E T 21'0 30 1 32 34 36 23 E T 1T-10' 31 33 36 37 25 E 9 233" 29 31 34 35 24 E 6 16-' 31 33 36 37 26 E 9 270 29 31 34 35 25 E 9 16-A' 30 32 35 36 26 E 1p 21'0 29 31 34 35 25 E 10 14'41' 30 32 35 36 26 E I AWE 1 COL COLUMN DESCR1Pt1ON MNOMUM COLUMN ME1 3NT SWGLE '54E£STANDN/G PANEL FOR ALL COLUMNS SEF SPAN I OR MULTISPAM T WTMLS'W. V AND W ATTACHED ATTACHED D Furm COLUMN ALN.T.0 17-0" WA E T CLOIFRIEAF STM 0.04e- 17v r -T F ? 60UARE STETS COLUMN Iry 11'v G r 3auARE 4193 COLUMN Iry 15-0' H 9'SOUARE611COLUMN le'O lei J S' SOUARE STEEL COLUMN Iry Iry 24' O.C. 2W RAFTER CLEARSPANS MAX ROOF HEIGHT 16 MAX ROOF HEIGHT 19 EXPOSURES LIVE. PANEL EXPOSURES MAX LOAD T SANDC OVER 14'£ 90 70 6 90 MPH HANG 20 0.024 Ir -10' T-11' 0.042 0.032 13-7 6-7' 25 0.024 9-10' 4'S 9-1' 0.032 1118 6-10' 30 0.014 7*3' 3-10' 4'-11' 0.032 103' 6.4' 40 0. 4 6-10' 7-11- 6 0.032 94' 414' W0.024 10 NIA 1'-11' 6 0.032 714' 3'-10' 24' O.C. 7W RAFTER CLEARSPANS MAX ROOF HEIGHT 16 LIVE PANEL EXPOSURES MAX LOAD Y B AND C OVER (PS IN 70 E 90 MPH HANG 20 0.036 14'£ 90 0.042 19-10' 9-11' 25 0.036 11'-8' T-7- 0.042 IT -T 9-10' 30 0.036 98 6-11" 0.042 16-T 9-1' 40 0.036 T-4' 64T 0.042 11'3' T4 60 0.036 4'-11' 4'-11" 0.042 7-10' S8 0.4 -Erb 19 20 20 22 21 23 22 24 23 2E 24 27 25 29 26 31 27 33 28 35 29 36 30 38 31 39 32 40 33 41 34 u 35 44 >e 48 37 A GENERAL METHOD FOR USING THESE TABLES I CHOOSE FREESTANDING OR ATTACHED. COhIMERCiAL OR PATIO LATTICE STRUCTURE 2 DETERMINE PROJECTION. WIDTH. OVERHANG. WIND LOAD AND LJVE LOAD. 3 FIFA TRIBUTARY WIDTH FROM TABLE 5.6 AND DRAWING 9?3= 4 CHOOSE A RARER FROMTABLES 4.3. 4.5.5.3 OR 5.4 THAT HAS ADE*UATE CLEARSPAN FOR YOUR NEEDS. ,CHOOSE A HEADER FROM TABLES 4.1. 4.2 OR 5.2 THAT HAS ADEQUATE COLUMN SPACING. I USE THE FOOTER SIZE SHOWN. 7 USE THE COLUMN SHOWN FOR SINGLE SPAN ATTACHED PATIO. LOOK AT THE TABLES PROVIDED FOR ALL OTHERS. a RM TIE APPROPRIATE DETAILS IN TIE'OOMECTION DETAILS' SHEETS. FOR CONCRETE PAW SLABS FOLL OW 1-4 ABOVE 5 FIND THE MAX2MUM COLUMN SPACING ON SLAB FROM THE DESIRED COLUMN HEIGHT 6 CHOOSE A HEADER FROM TABLE 4.1 OR 4.2 THAT CAN SPLA THAT DISTANCE FOR THAT TRB WIDTH AND LNE AND V ND LOAD 7 FAD THE APPROPRIATE DETAILS IN THE -CONNECTION DETAILS' SHEETS. TRIBUTARY WIDTHS (FT) FOR SINGLE SPAN ATTACHED STRUCTURES FOR A GIVEN PROJECTION AND O✓ERW NG UP PROJ. —(ROUNDED RAFTER OVERHANG (FT) rm 3' 4' 4' 4' P S 6 6 T 4' 4' 4' 5' 5' S S 9 4' S 6 6 6 6 6 9 6 6 6 6 6 6 6 10 6 6 6 9 6 T T 11' 6 6 6 T T T T 17 6 T T T T 9 8' 13 T T T 9 6 9 8' 14' T 9 9 6 9 9 9 16 9 16 9 9 9 9 9 10 10 1T 9 9 9 10 10 10 10 18' 9 10 10 10 10 III 11' 19 10 10 10 11' 11' 11' 11' 70 10 11' 11' 11' 11' 17 12' 21' 11' 11' 11' 17 ' 12' 17 12' 27 11' 17 1Z 17 17 13 13 23 1? 17 17 13 13 13 13 24' 17 13 13 13 13 14' 1 d 26 13 13 13 14' 14' 14' 14' 26 13' 14' 14' 14' 14' 15' 16 2T 14' 14' 14' 15 16 16 16 28' 14' 16 16 16 15 16 16 29' 1S 16 16 16 16 16 16 30 16 16 16 16 16 1T 1T 31' 16 16 16 IT 1T 1T 1T 32' 16 1T 1T 1T 1T 19 19 33' 1T IT 1T 19 T9 19 19 34' 1T 19 19 19 19 19 19 3' 19 19 19 19 19 19 19 36 19 19 19 19 19 20 20 3T 19 19 19' 20 20 20 20 36 19 20 20 20 20 21' 21' 39 20 20 20 21' 21' 21' 21' 40 21Y 21' 21' 21' 21' 27 22' 41' 21' 21' 21' 22' 22' 2Z 27 47 21' 27 1 27 1 27 1 27 1 23 1 23' 911 p • T t�ii R ELKHART IN 46514 MRO [5 [VAlWT10M R[PORT fR-262HP HEADER SPANS. COLUMN SPACIMG. f00TCR SQT AND COLUMN IYK FOR EAC ES1ANDING AND ATTACHCD COMM SnUCIURES sHfn 7 DF a oAT[: t a 2000 APR 18 2003 MAR U3z0n:, 41. NO 2 - 0 6.0 COLUMN ND FASTENER COLUMN DESCRPTgNS REQUIREMENTS MAX COL HGHT FOR D.024 x 3' SQUARE ALUM COLUMN COMMI aumn SpscirV mtlltfpOW Trib Width F AUrurn COMM Attached Slums" 0.= x 1 1? SQUARE ALUM E, N LaBioe Sold Co vr Tributary Tributary 0.036 E Lim L F 1 t'd C Area III Area sof.' 10 20 26 30 40 10 23 1! Al At A.1 Al A2 C 31 20 Al At At A2 C C 37 24 AI At A2 B C C M 29 Al A2 B C C D 66 36 Al B C C C D 92 40 Al C C C C E I9 46 Al C C C D E 77 60 Ai C C C 0 E 96 66 A2 C C C 0 E 92 10 A2 C C D E E 100 16 A2 C C D E E 106 61 B C 0 D E E lag 70 C C D D E E 116 76 C C D E E E 123 to C C D E E E 139 90 C D E E E E 164 100 C D E E E F 195 120 C E E E E F 216 140 C E E E E F 246 196 D E E E F G 277 190 D E E E F G 309 290 D E E F F G 331 220 E E E F F G 366 260 E E F F G G M2 320 E F F G G G 116 400 E F G G G H 192 460 E G G G G H 769 600 E G G G G H Sri 1 900 F G G G H H fable 6.1 COLUMN TYPE COLUMN DESCRPTgNS DETAIL MAX COL HGHT Al D.024 x 3' SQUARE ALUM COLUMN F 10S A2 0.024 x 3' SQUARE ALUM COLUMN F 8'-7' B 0.= x 1 1? SQUARE ALUM E, N 8'-(r 0.024 SCROLL COLUMN 0.032 0.036 E 0.027" x X SQUARE ALUM COLUMN F 1 t'd C 3 CLOVERLEAF ALUM 0.04T Y. 17-T D FLUTED COLUMN ALUM, 0.067 U 12'a E X CLOVERLEAF STEEL O.DQr K B' -i F 3' SQUARE STEEL COLUMN I X 16-cT G V SQUARE STEEL COLUMN X 18'161 H SQUARE STEEL COLUMN X 18'-O' d 6' SQUARE STEEL COLUMN X 71317' fable 62 ERCIAL AND PATIO STRUCTURES Fastener ''erminalogy 014 SMS - ff14 sheet meW or Tek screw, 314 minimum length 5116' B = 511 f1, Diameter Bon See General Nates fat specifics on fasteners 1 Clearsm on DA Mart is fins olistartoe from the wad to Vie fist row of oo211om. 2 HE Kwik io9 II IW diameter end 2 embedment ICBO ERA627 or toter a1, ichor w/ W30 flltar vs wlrd and sdamlc lords. 3 Masdrtry s ncftota na29t hoe a shear value of 7501 for ww of Be on* loads. 4 1 W Lag a mews must how 2 114 of pextratlm k1b sheds. Fag screws must have an ILL lead hale. 5 10 paf r�rekWed at 90 mph wind load (15 pso. Al Ww bad evaf dsd at QD mon amoettr6 C. os�ro I able b?.: MCO r Or r a3elers Tor 1 en340n I awe o.`: Kecxwec NUmDer or rosfeners Tw o LWbb 0.062 0.080 0.089 0.100 Alumlxan Moir.W Gage (in) SPACING K Steel Gage (In) M N O 0.024 0 MA 0.032 0.036 0.040 0.040 0 OW 0 080 0.048 0.048 475 1:5 014 b 511E C 5M G- D 914 E 914 SA 6- 6 014 H 5116- I 914 J SA 6- Footer Design S& Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT d (k) (lbs) 149 :+1,.1 517 ]'.`3 748 64: 223 944 293 13aD 12 75 1 178 1 1 1 t 1 t 1 I 13 98 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 16 254 2 1 1 2 2 1 1 1 1 t 19 298 3 1 1 2 2 1 2 1 2 1 20 34B 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 G02 5 2 2 3 3 1 3 1 3 1 25 680 5 2 2 4 3 2 3 1 3 1 Slal: 75D 6 2 2 4 4 2 3 1 3 1 26 765 6 2 2 4 4 2 3 i 3 1 27 856 6 3 2 4 4 2 3 1 3 1 28 9% 7 3 2 5 4 2 4 2 4 1 25 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 rL% 4 3 7 6 3 5 2 5 2 33 1564 Na 5 4 8 7 3 6 2 6 2 34 1710 rA 5 4 B 7 3 6 2 6 2 35 1868 nM 5 4 9 8 3 7 2 7 2 35 20M Na 6 4 nM 9 4 7 3 7 2 37 2204 Ma 6 5 rva 9 4 8 3 6 2 38 2398 Na 7 5 1,616 rt/e 4 9 3 9 2 39 25BI Na 7 6 rVa n/a 5 9 3 9 2 40 2785 r0A 6 6 n/a Na 5 Na 3 Na 3 41 2999 nM 8 6 11M rVa 5 rva 4 n/a 3 42 3224 n/a b 7 rva Na 6 Na 4 rva 3 43 34M Na n/a 7 Na n/a 6 Na 4 rva 3 44 3705 rVa Na 8 Na ala 6 n/a 4 rA 3 45 3965 Na Na B Na Na 7 rva 5 rVa 3 46 4235 rVa Na 9 Na rva 7 rva 5 n1a 4 47 4518 rVa nta 9 TYa ala 8 Na 5 n/a 4 4B 4812 rda nFe rVe rive Na 8 nla 6 Ma 4, 49 5119 n/a rva rs% Na Ne 8 Na 6 r9a 4 50 54M rda Na rVa 1,Va Na 5 Na 6 1 rVa 4 Fastener ''erminalogy 014 SMS - ff14 sheet meW or Tek screw, 314 minimum length 5116' B = 511 f1, Diameter Bon See General Nates fat specifics on fasteners 1 Clearsm on DA Mart is fins olistartoe from the wad to Vie fist row of oo211om. 2 HE Kwik io9 II IW diameter end 2 embedment ICBO ERA627 or toter a1, ichor w/ W30 flltar vs wlrd and sdamlc lords. 3 Masdrtry s ncftota na29t hoe a shear value of 7501 for ww of Be on* loads. 4 1 W Lag a mews must how 2 114 of pextratlm k1b sheds. Fag screws must have an ILL lead hale. 5 10 paf r�rekWed at 90 mph wind load (15 pso. Al Ww bad evaf dsd at QD mon amoettr6 C. os�ro I able b?.: MCO r Or r a3elers Tor 1 en340n L08103um eT ge ( n 0.03E 0.062 0.080 0.089 0.100 SPACING SPACING K L M N O Design Fooler 5116' 014 51,16- 5116' 814 BOLT SMS BOLT BOLT SMS Uplift S¢e 475 1:5 709 tale tae (b6) d (In) 1 1 1 1 1 75 12 1 1 1 1 1 96 13 1 2 1 1 1 119 14 1 2 1 1 1 147 15 1 2 1 1 1 178 16 1 2 1 1 2 214 17 1 3 1 1 2 254 18 1 3 1 1 2 29B 19 1 4 1 1 2 348 20 1 4 1 1 3 403 21 2 5 1 1 3 483 22 5 1 1 3 529 23 2 E 1 1 4 602 24 2 6 1 1 4 690 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 6 565 28 3 W. 2 2 6 1061 29 3 Na 2 2 7 1175 30 4 ria 2 2 7 1296 31 4 rva 3 2 8 1426 32 4 rva 3 2 9 1564 33 5 rda 3 2 rte 1710 34 5 rda 3 2 nM 1865 35 5 Na 3 2 nM 2030 36 6 Na 4 3 Na 2204 37 6 Na 4 3 nM 2388 36 7 nM 4 3 Na 2581 3E 7 rA 4 3 Na 2785 40 R Na 5 3 Na 2999 41 6 Na 5 4 Na 3224 42 9 rVa 5 4 Na 3459 43 9 rva 6 4 Na 3706 44 Na W 6 4 Na 39M 45 rVa nM 6 5 nle 4235 46 rVa Na 7 5 Na 4516 47 rea Na 7 5 Na 4812 48 Na Na E 5 NO 5119 4G Na rVa 8 6 Na I 543E 50 TABLE 6.5: WALL ATTACHMENTS FOR PAT10 AND COM. STRUCTURES ANC 1 ANC 2 ANC 3 ANC 4 O/C OJC O/C CLEAR- 0 OF 114 LIVE SPACING SPACING SPACING SPAN LAG SCREWS LOAD CONCRETE MASONRY FOR 010x2" (FT') PER STUD (PSF) ANCHORS ANCHORS SMSSCREWS 16-0/C SPACING to 24' 24' 16, 2z 1 2D 24 16" 6' 11' t 17 2 25 24 1S 6' 11' 1 1s 2 3D 24 14 6' 10 1 14 2 4D 24 11, 6' 13 2 60 1G IT 1 Spacing between bolts and scuew6 shall be 2.5 times the shank diameter 2 The edge distance of bots and screw Chat] be 3 times the shank diameter 3 Connections aha? be arranged so that the center of resistance of the connection sial coincide with Me resutant One of ecbon of the load. _Loi 3 2000 4: // AmVii11iax BlJQ.DW PRODWM QVC 1140 ALL PRO DRIVE ELKHART. IN 46514 1^90 ES EVA I-UARON R[PCRT U-2e:IP COLUMN 1113 r .STS NEIL TA.1 SHEET 5Of a CML 2/5!2000 No. 16273 E.o. 630.01 JUN 14 2005 R= 2 ' R= .15' .0' R= 0.22' 0.95' 0.92' -moi .876' 516' �+-.70' TYP. .0" R=.125• R-.125 561' OUTSIDE 55' 035 INSIDE 0.30` O 1 1 450• E 450' I R= 0..5 216' EYP. I —r 2P. R= 020' 2.50 3.0' � .167' � � .187 2.464' I f 2i0' � 4a 1.654 55 P1 JZ' 1.714' nP• 112. 39• ' 4T �- 7. 1.137' 12.00- • _ 11.137` R= .125' R= 0.15' 1 A• i 4' • TYP. R= 0.25' TYP.6.00 TYP Ir EYP. FOR STEEL PANEL: ASTV A 653 GRADE 80 STRUCTURAL QUALITY fy= 80 KSI STEEL W 18. FOR STEEL PANEL 00' 6' FLAT PAN 30 GA V T=.0157 ASTM A 653 GRADE 50, SO CLASS 1 30 GA. GALV.t=0.0157' 6" STRUCTURAL PANEL 219 GA GAIv T .01197 Fy=50 K51 STEEL (3006-1-1391 ALUM. ALLOY) O 12" STRUCTURAL PANEL (3006-1-1391 ALUM. ALLOY) © 18" STRUCTURAL PANEL (3006-1-1391 ALUM. ALLOY) INS�E5� a _ 0.060' R= D.08' 0 5U7515 DELI 3/4. 12' -{s. Ty �e. 6757' tYP . R-1.50' 3.00' 3• R= 0.10' O.i25' 9/64 1/16' Np /16' R EYP. 9/64 0.024', 0.027'. TYP.0.72' 1 5/32" OR 0.040' TYP. 3.090 -12 TMP 0.25' = 02 1y' /16' TTP. p 2' 7/167- 1..50' 3.00' 2.06 � ' 1.03 3' 1 13/32 61' EYP. 7/16 1/� 7/� 19 1 7/8' TYP R=.037 38.6' 6.00' 1.2000 I 3/32 TYP. 2 25/32' 12. --� 2 1/4' /8' R. TIP. /8' R. TYP. 9 1 1/2" SQUARE COLUMN O 3` SQUARE COLUMN Q ALTERNATE -12" STRUCTURAL PANEL © 3 1/2" X 12" STRUCTURAL PANEL (3006-1-1391 ALUM. ALLOY) (3003-H16 ALUM. ALLOY) (3003-H1E ALUM. ALLOY) SEE DETAIL �ESSIO, A' 0 RKM SON A34 HANGER ppm pR — SIMPSON A34 CONNECTOR �ER ADDITIONAL TWO - 16d c OR EQUAL. `;�/c� G� y STRUCTURAL PMEL R'" X RAFTER i ;,I� ' ^ PANELS + TYP. R NAILS 0 EA. RAFTER WHEN 2 REQUIRED 6 - j10 SCREWS, 3 Ems! LEG �c`" No. i62?6 �I� {{ CONNECTION FASCIA I 1/2' FASCIA OF CONNECTOR - TYPICAL '• �_: �'� °� DETAILS i DETAIL "A" _ I DATE REVISION �i 14:111' FOR MAXIMUM 8 tY O.C. OVERHANG SEE ` SCHEDULE 0 RIGHT © ALTERNATE EAVE ATTACHMENT IT '— 0 2Engineering Services - I 1140 All Pro Drtvw Elkhafl. IX 46514 ult 7NO KG IC130 ES EVALUATION REPORT NO. M -2621P NE OR PART COMPONENT PMTS CONNECTION DETAILS NAME SHEEr ENGINEER AMP 97CDO1 2/19/2000 1 OF 9 No. 16273 Tip. 6-30- 07 2005 J.W 1.Q0'- FDR 3 1/ 2,00' PANELS 0.036' TYP. FOR 2 1/p. -2 i PANELS 6.50' -' Lr � - NON-STTBICTURAL 2,50' SIDE FASCIA 6 NOMINAL A18' IN THICKMESS. 325 -1 1.00' 2.00' 1F- 0.16' I -4,rL-11.66'-_�-or �— QH 6 1/2' ROLLFORMED HEADER (3006-H391 ALUM. ALLOY) TCP. 73' FXM HDR. 3.00 0.72 -1.560.72 -� 0.93 �- o 0.72 3.00 -EO.3 1.56 '�. i 072 T (IN)= 0.030, 0.040 (ALUM) TSO' = 0.048 (STEEL) COLUMNS MAY BE TRIMMED W/FLIX- ALUM. FADING. C' 2-1 1/2' SO. X .062' O 3' ALTERNATE COLUMN EXTRUDED COLUMN (3003-1-116 ALUM. ALLOY OR (ALUM. 6063-T6) A-653 Fy=40 KSI STEEL) 2 5/16' BOLTS 1 2 5/16' BOLTS W/ i' dill TY x 3/32' THK SIL WASHER 1 03Y x 1 1/2' SO. ALW. DECORATNE ALUM. SCRODS OR SOLID FILL. aR Alf (2) - 3/6'x3 1/2' HL11 KMK ANCHOR BOLTS 2 5/1,6' BOLTS 0 CONN. CHAMEL 2 25' 43' 2.25' ON ROLLFORMED 2 COLUMN CONNECTION W/, DECOR, SCROLL (3003-H16 ALUM. ALLOY) rr.5' W T TYP. 6,50' 10 we 0 FOUDMIG 6' O.C. FOR ir Pmu 6' O.C. FOR 1Y Pmos 0' O.C. FOR Ur PAICS STTi MRAL PANEL 1,625' --1 TW 6.5 X10 SMS 0 FOUDW- IrNn6G SPAGNG: M_ H1LTI K84 AN 1.50' BOLTS PER KBD ES. EV (4627 OROLLFORMED HANGER (3004-H36 ALUM. ALLOY) 6'.TY OR 16' ME STRLam PANELS j--- 3.00' ---►1 © ROLLFORMED HEADER 'H' CONN. Q Ft DETAILS TO STRUCTURAL PANELS I O O O 6- !14 SMS ON EACH E 50' I 5,.' SDE SUM CDOERI NE ® ROLLFORMED SPLICE CONNECTION DETAILS SPLICE LINE (3006-H391 ALUM. ALLOY) 9' DATE 3-#14 SMS ON EACH SIDE OF SPLKE— ROTI FORMED HEADER rt- 0.036' ROLL FORMED HEADER SPLICE, TIGHT FIT Rm OF H1 -M, 9� SIDE OF SMIS7q SDE QM ROLLFORMED HEADER SPLK (3006-H391 ALUM. ALLOY) No. 1627'3 E+p. 6.30• p' 2T,vA.; ___ PR 18 REVISION I DATE I REVISION �( 70 z�` (( // 1140EnalAll Pr Drt vtaq 1140 NI Aro Orlw cK f j) _, � ' �' E& wA, IN 44514 vj 1_ - ��Q " KG ES EVALUATION REPORT N O. ER -2621P CAII�� NONECOMPONENT PARTS & 0"IECIION OETAI S F2/�14/2000lt97CDO2 ERS STAMP I SHEET 2 OF 9 No. 16273 E,0 6-30- 0-7 JUN 14 2005 FOR BOLT "� 2S� J.uuu_ SIZE SEE.� I! .50' ���sss------ 3.00' DEIAIL 'S' _ I 37'(4) I � AT LEFT I I _ 2 5/16' BOLTS W/ i' DIA _� (4) ,x 3/32' THK. STL. WASIiER80.3.00, 3.000 I COVER PANEL i ,7!80 ' .0�(4 10' R X .7 14) -�-- I�� I 10' HIGH SEE TABLE 'A" 3.00' A — OS4' F+rh+2 25 I 1.0' � � p� 6 `(4) NEXT PAGE .eO �+•- "~~ii I 8.00' . T — 2 5/16' BOLTS + 43724) 9 RAC 230"ALTERNATE COLUMN CONN. � MAIL 'S' AT RH7iT + 12536 12 GA 8' x 3' I 290' I FOR INSTALLATION AND + .020' OP. I I 3' % COLLNX PROPER CONNECTIONS. x ] .062' RAD.(20) 1 I DETAIL 'F', 1(' OR 'U' - 112) .187' RAD(16) TMP. O FLUTED COLUMN ® STEEL "C"— CHANNEL HEADER QS 3" COLUMN CONNECTIONS FOR QT 3" ALTERNATE COLUMN CONN. BRACKETS (3' ALUM. 6063—T6) t` = 0.062' UNLESS OTHERWISE NOTED (STEEL A-653 Fy=50,000 PSI) FASCIA HEADERS (STEEL A-653 Fy=40,000 PSI) 5.5' 1.25' -VFSPUCE 3.00', 4.00' 7 0'T r. O OO i OO OO 5.00' OR 6.00" 3.5' PAVER ! 0 0 0 1 0 _ so . KIA�'9��yGi O O O I • O O ��Q��G 9 NMIor 10.00' 16213 tie. OVER PANEL 8.0' 3/4" BOLTS 3' 1.5` 1.25' S OC O , 6.00' /SEE TABLE 'a' SEE DETAIL 'A' AI I AT RIGHT 36" O 3" 4", 5" OR 6" 10.0' NEXT PAGE DEraL 'A' STEEL COLUMN Fy=36 KSI 1/z' x 9 1/4' I JUN 14 2005 DATE REVISION DATE REVISION � •.i �f ' SS/ 90' TYP. �ES KIAO J'o J 12 GA. 10' x 3 1 /2' Engineering Services 0.14,0.1 `" No. 162�.i j� rl�• ° , �IIII it�,l i 140 All Pro Drtvs 0.17 Ei: c,�. i o Elkharl. IN 46514 Q STEEL "C"- CHANNEL HEADER I,� \ s� Vy 3i. Kc ICBO E5 EVALUATION REPORT N0. ER -2521P (STEEL A-653 Fy=50,000 PSI) f r �' NONE OR PARE COMPONENT PARTS & CONNECTION DETAILS OW 10" FULL—STRENGTH SPLICE DETAIL �QR 1 B c� NMX SHEEr ASTM A 653 Fy=36 KSI r EN ^ 5 STAMP 2/8/2000 Lv 97CDo3 3 of 9 1 8.0, 5.5' 0.14' PANEL SEE TABLE 'A' No 63o- a 0.17` E+ TYP. * v� EO.17' 10" X 5 1/2' W BEAM HEADER QQ� (6061—T6 ALUM. ALLOY) 4.50'---�{ 805" TYP. 1 " 4 COVER TYP. PANEL SEE TABLE .A .110" TYP.' 6.0' 11 -- - ------- J QZ 6" W BEAM HEADER (6061—T6 ALUM. ALLOY) 750' x(10 SMS O 6",12" OR 9 O.C. FOR 6",12". & o� IONAl FNc� soo" 010 SMS O 12' O.C. .291' 1 .375 18' PANELS — A y o STABILIZER CUP- 0 SEE DETAIL 'AG'. 1 SMS 6" O.C. FOR 16213' 6' do 12' PANELS - 9- 0 " ,. No• 6�^ O.C. FOR 18' PANEL �o 0 a f 10 SATS 0 EACH ROOF 1 0' TE �P;��EL2VALLEY 3 1/2" STRUCTURAL 5.406 • PANEL STRUCTURAL PAN L SUN 14' 6", 12' OR 18' WIDE 079' .079" 2.725' 0.052' 0.062" 4.00" 3.00 AD ALASKAN EXTRUDED HEADER AC 5 1/2' EXTRUDED HEADER (6061–T6 ALUM. ALLOY) (6061-T6 ALUM. ALLOY) SEE TABLE 'A'—\ R=,05' .200' TYP. 7,0' .09' TYP. FLU RMNS TYP. or 4 .320 7 TYP' IFTYP, I,0' 3.00--i 0.72-1.56V 0.72 -� 0.93 0.72 T LOX] 0.931.56 3.00 0.72 -0.17 T (IN)= 0.048 i ' `—' - Q 3" X 3" HEADER (STEEL) ® 7" X 5 1/2' W BEAM HEADER (A-653 Fy=40 KSI STEEL) (6061–T6 ALUM. ALLOY) recTrmrDC DrnllfDrn VrW Peurl Tn WrAnro rnNNrrTinNQ TABLE 'A' MAX, WIND HEADER MAX TRI FASTENING NOTE'S LOAD DESCRIPTION WIDTH SCHEDULE ALL FASCIA 10' 2-410 SMS PER I2' PANEL 90 MPH STEEL CLOVER, C BEAMS, I BEAMS 12' 2-414 SMS PER 12' PANE PATIO STEEL CLOVER, C BEAMS, I BEAMS 21' 3-414 SMS PER 12' PANE 70 MPH EXP C ALL FASCIA 10' 2-#10 SMS PER 12' PANEL AND STEEL CLOVER, C BEAMS, I BEAMS 16' 3-#14 SMS PER 12' PANE SEE ■1 90 MPH EXP B STEEL CLOVER, C BEAMS, I BEAMS 16' 2-#14 SMS PER 12' PANE SEE ■2 ALL FASCIA 10' 2-#14 SMS PER 12' PANE 90 MPH EXP C STEEL CLOVER, C BEAMS, I BEAMS ]6' 4-#14 SMS PER 12' PANEL SEE ■1 STEEL CLOVER, C BEAMS, 1 BEAMS 16' 3-#14 SMS PER 12' PANE SEE ■2 ■1 .018 6 .024 PANELS A 6' PANEL USE 50% LESS SCREWS e2 .032 6 .036 PANELS 18' PANE SE 50% MORE SCREWS DATE REVISION DATE REVISION 1 y1 TU u a tow N0. p Engineering Servlcea 1140 Ali •Pro Drew f1 -31!t Qld�mt, IN 4e511 1� \` KG ICBG ES EVALUATION REPORT N0. ER -2621P T CHl1E��: NONE COMPONENT PARTS & CONNECTION DETAILS NkWE SHEET 31 S STAMP 2/8/2000 97CDO4 4 OF 9 c 6.0' 5,a-715' 10• �I1'1 1.12511 z- 0 TS ' �— 36" —� ® 6' W ALUM, HEADER SPLICE (6061-T6 ALUM. ALLOY) AM. $L-437' os2' SEE DETAIN 'AH.'R=.375' FOR EXTRUDEL 1 K414GEA W/ A-RAILA9 A -RAIL (6063-T6 ALUM. ALLOT) 2.10' 1.710' -j-375' i I -T .057' ® STAEIWZERCUP FOR EXTRUDED HEADER 'AC' (6003-T8 ALUM. ALLOY) �- SKYLIGHT PANEL �- TYACAL 12' V -PAM ® TYPICAL SKYLIGHT PANEL CONNECTION WITH 12' V -PANS AM HEAQER SPLICE MUST EFE LOCATED WITHIN 2 OF A COLUMN, 0.15' EXTRUDED HEADER SPLICE WITH TIGHT FR INSIDE HEADER I 0.13• Tw. 5.406" 8 - %14 SMS 250' R. ��-- 4.00" 8 - 014 TYPKX 12' V -PAN /14 SMS f- EE TABLE 6.5 j10 26 s FOLLO1- FOR SPACING m SPAM FU 91 1f % 1.50" Ir PANW --T 2.25' A -RAIL -SEE t_.062' OR DETAIL 'AF' TYp 2.50' 43' �- 0 1.50- .30 =—I f- —T - ® EXTRUDED KANGER (6063-T6 ALUM. ALLOY) 4 1 5' !0 10' .5 5 10 5• � 24" ® ALASKAN EXTRUDED HEADER SPLICE (6061-T6 ALUM. ALLOY) 1.686' - -1 SCHEDULE ADJACENT OF ALLOWABLE SPANS FOR TO SKYUGHT PANELS. 6 & 12" PANELS JUN 14 2005 LIVELOAD *6" PANEL SPANS *12" PANEL SPANS (PSF) 0.018 0.024 0.D32 0.036 0.018 OA24 0.032 0.036 10 11'-9' 14'-5' 1Y-2' 17'=9' 1V-0' 13'-3' 14'-7' 15'-1' 20 8'-8' 10'-6' 12'-6' 13'-5' 7'-11' 10'-4' 11'-8' 12'-1- 25 7'-2' 9'-5' 11'-3' 12'-1' 7'-2' W-3' 10'-7' 11'-2' 30 6'-1' 8'-8' 10'-4' 11'-1' 6'-7 8'-6' 1 9'-9' I 10'-3' 1K USE A MINIMUM OF (1) SKYLIGHT PANEL PER (4) - 6' ROOF PANELS AND (1) SKYLIGHT PANEL PER (2) - 12' ROOF PANELS FOR SKYLIGHT TO PANEL CONNECTIONS, USE THE SAME NUMBER OF SCREWS AS PANEL TO 'HEADER. SEE TABLE 'A' DETAIL PLASTIC USED IN SKYLIGHT FAWCAT10N —15 G.E. LEXAN POLYCARBINATE PER t d .062' RES. REPORT #3286 FDR 5' PANEL 1.1 C' FOR 12' PANEL Od5' 1-07' FOR 6' PANEL 0.80' FDt�tt'it PANEL D. 5• .375' .42" R=4.50' I I l--.30' Q�pEESSIDNy S10N 5.50' KA q/Fy o %t GjNOTE, SEE SCHEDULE ABOVE FOR ALLOWABLE SPANS FOR PANELS AD.W" TO SKYLIGHT PANELS A NUMBER OF ROOF " NO. 16273 ' y 1 PANES LNEEDED FOR 1 SKYLIGHT PANEL E..0 &30. 0.Z .6zl�s lam, * ®sKYLwHr PM1L7 f CIV1V ® EXTRUDED CHANNEL CONNECTOR .500" (6063-T6 ALUM. ALLOY) PZ TM4-1.562' ---� •� Q 4 A/6 _ 260 ` ' ; DATE REVISION DATE REVISION JUN 14 2005 l Engineering Servleea � �0�8,d�G 1140 All Pro Drfve Elkhart, IN 465116514 fJ9l G -3L. AIIF�'��• KG ICBG ES EVALUATION REPORT NO. ER -2621P NONE DRAWING OR PART COMPONENT PARTS & CONNECTION -DETAILS 2/e/20oo 97CDO5 SHEET 5 OF 9 ENGI P 2 5/16" BOLTS - 0.09' TYP. - 1 t T.5' I x.100' 1.575" f - 5.5" 2-' /e7( 3 1 /2• HIL71 KWAK BOL TOS OR FDOTER (ONE EACH SIDE) 3' x 31 ALUMINUM POST .750" 1.0" .750' 1.575" ®ALTERNATE 3' SQ. COLUMN CONNECTOR BRACKET (6063-T6 ALUM. ALLOY) PL 7 GA 010) owdom •'1�F1� tIUII 1. ALL PLATS TO O 1LOT-6i G ALWAA® ON EUCCRPLA2D ZINC WY BE USED N {EU O ATTACHM TO CO CIMM OUR L FMICATION O• AM" ANCHORS AND WM nNMS O MOND THE SCOP[ OS TNN REPORT. FAUNWOF DETAILS AND oUMTY CONTROL PROWN NM a siumm TD 111 DING Or,01L FON APPWOL 3 ALYNNO A404M MY O USM N THE FOLLOBIG TYPES OF SOL• five. ON'AEL CLAP. SNOT mfiL SLTY Ma. SLTY SAW. C:RYL7' SAM. CLAYEY GR EL SVIDY CLAY. S10Y CLAY. A I CLAYEY ST. ®AWNING ANCHOR Sm OF POST1 3/4' FOR FAS un NII SEE SCH e R IGAfT STEEL POSE .w. REQUIRED •W" WIDTH FASTENER SIZE NIMUM MINIMUM 14 3 3/8- 4 , 2' 1 e s e 7 1 z• 34 26• 2-1 2 31 d 3-511eY BATS 2 1& 2 1/7' . 3/16• i eRa,NaN1 3u 1 10" 2G" Am-- PL A' s 16' ■ 1/4' TYP_ • ALL PARIS TD sE NOT-wPEO CALIYVY2'ED 1 OF ELECTROPIATIM ZW_ wr eE usED a LdrL of AnAafBID TO CONCRETE SAL SEE WE /2 OETMI. AR` �+- 16" ® SAFETY STAKE (ALTERNATE TO CONCRETE SLAB ATTACHMENT) SIM CGLU4N Awt1O . 1/2'10 BARS AS Re7�D A: t2. WK ammmm STEEL V P -u• ON 12' --71 . CONCRETE FOUW K43FF_, USE 1 - 1/2• • STEEL BAR FOR -FOOTINGS UP TO 36' CUBE USE 2 - I/2• • WM FOR FOCI,IICS LP 10 46• CLOE ANO 3 - 1/2' . MARS FOR FOC71 5 LP TO S2' CLS No.. 16273 I'D 630.pr r SCHEDULE 'F' - COLUMN TO FOOTING CONNECTIONS FOR 18' TO 42' FOOTING SIZES PAMEQU� FOOTING SIZE 'HILT) FASTENER CONNECTION TO d' (INCHES) (OR EQUAL) SOLE COLUMN TUBE FNJOR CIIOR B01T5 'd• = ,e' 2-1/4'0 r 2' d 1-5 16'd BOLT 410/ 20' 2-3 2 11rd 22' 2-5/10'0 Bars g5of 24' 2-3/8-0 BOLTS 7901 26• 2-1 2 31 d 3-511eY BATS 13LOt 28' 13300 30• 16701 1 32• 2-5/610 s 4•d 2 34' NIA 30' N/A 3e' x N/A 40' N/A 42' 3--;/8`# BOLTS N/A Q�oQ�c �ESSrpggl�2 " No. 16273 a E.P. &30.07 9 Cr C JUN 14 W ©ALTERNATE FREESTANDING STRUCTURE COLUMN ''d' SIZE IN ANCHOR BOLT OR q FASTENER SIZES P10I ' TES 007M TU FOOTING CONNECTION DETAIL OF EMBEDMENT. EXAMPLE 2 1 2 d INDICATES 2 1/2- ENBEDMENT OF ANCHOR'OR EQUAL" TO HILT) F ERS, ALTERNATE MUST BE ICBO E.S. APPROVED TO PROVIDE ALLOWABLE TENSION EQUAL TO EC'D TENSION FOR ANCHOR BOLT- VALUES SHOWN. HILTI INDICATES HIL9 KB -II ANCHOR BOLTS PER ICBO E.S. EV (4627. AO FOOTING SCHEDULE ® ATTACHED STRUCTURE COLUMN TO FOOTING CONNECTION DETAIL 'd' = 18' TO 32' HILTI FASTENER ALTERNATE �'<�v t- DATE REVISION DATE REVISION / 4 .,1 I AMBLES li" ' 1p' CON/: SAB Tim I NO. .'4WINC LNOEA •.. ..w•. '� :'. 4r i•: i-: •A• It 10001 am ® COLUMN OONNECiION DETAIL FOR STAB & FOOTING ATTACHIAE(T ENGINEERS STAMP • Engineering Services A1���)��M Elkhart. All Pro 6514 Elkhart, IN 4eS14 will or. KG ICBG ES EVALUATION REPORT NC. ER -2621P Xr-_ DRAWING NONE OR FART COMPONENT PARTS h CONNECTION DETAILS NAM uu. SHEET 2/8/2000 N 97CDOO 6 OF 9 8 — 5/16. 0 1 1/2' 2 1/2' •e• oR 10- I 2 1/2' L S"m POST "-_• 3'xb x12 GA. 'C' OR 3 1/27007o`12 Gil 'C' ® C -BEAM TO COLUMN CONNECTION 5 1/2' x 10' ALUM IMF BEAM OR 5 1/2` x 7' ALUM W` BEAM OR 4 1/2* x 6' ALUM W= BEAM CO LUMN I 8 BOL �SS 1 ,0'TYP CUT BOTTOM FLANGE or I -BEAM AS SHOWN AT COLUMN ®ALTERNATE - 4 1/2' X 6• X 5 1/2' X 7" ALUM. W BEAM CONNECTION DETAIL 5/18' BOLTS SEE TABLE 8.4 q. COLUMN E4 FOR QUANTITY (M IN4) __LL T 3. 5 W MW. OF 4.50` .5a e a Q• w TOP PLATE ll' AM TDP PLATE 'B' 1' o COLUMN SIZE + i' 'Nr - COLUMN SIZE + 1/2" WrrH A MINIMUM OF 4.5' ® TOP PLATES 'A' do 'B' AND SCHEDULE 'B' FOR TOP PLATE CONNECTIONS WITH •I' BEAMS (Y, Z. AA) ON STEEL POSTS 3.0' 2.0'. 4-/14 SMS 1,D' .5' 3` K 3' 5rFYL I.0' HEADER 'AB' 6.0' 6-14 SMS 1.D' ® COLUMN TO HEADER CONNECTION FOR 3' X 3' STEEL HEADER OAE' 5,5' 2 5/16' BOLTS W/ 1.0' DIA. 1.575' x 3/32' THK, STL. WASHER .750' .100' 2.5' 1. ' .750' I .056 2 5/16' BOLTS 3' x 3' COLUMN ALL 'I' BEAMS & 'C' BEAMS USE TABLE 8.3 COLUMN 'J' FOR QUANTITY OF HORIZONTAL BOLT USE TABLE 8.4 COLUMN 'N' FOR VERTICAL BOLTS. ALTERNATE 3' SO. COLUMN CONNECTOR BRACKET (6063-T6 ALUM. ALLOY) ALUMINUM h' BEAM OR STEEL 'C' BEAM I `2 5/18• BOLTS W/ 1- DIA 2 5/16' BOLTS SEE x 3/32' THK. STL WASHER IABLF ea .COLUMN 7 t=0.125` FOR Q � � N 'o• 'K' rOR DUMTRrY / la No. 16273 "' 3' STEEL COLUMN 0.048' 1 F ® 3' ST OLUMN TO HEADER CONN. BRACKET (6063-T6 ALUM.) JUN 14 2005 R O 3 TE REVISION DATE REVISION KA EESS'� �f►� A y/ . 9Engineering Services 1369 , - 1140 All Pro Drive 62 * I�l�i6 Il� �'� Elkhart. IN 46514 CID 6.3p. � 3 - 31 i r2/8/2000 ICBG ES EVALUATION REPORT N0. ER -2621P UKATANG F 2003 OR PART COMPONENT PARTS & CONNECTION DETAILS NAME EN INFER STAMP 97C007 7OF 9 5 1/2' A t-o.W 2-7' C SPUCES t..062' TYP. OW ,EAC BEAM IDE �os FTr 1' o.12' 7" X 5 1/2" 1-13EAM SPLICE (8061—T6 ALUM. ALLOY) SPLICE DETAILS AWNING ANCHORS T 2 ANCHOR 3 ANCHOR 4 ANCHOR 2. 3. OR a ANCHOR DEW 15' AWNING ANCHOR CC"CENTER IN FOOTING 1".iT SIN LE AIKHOP DETAI' BI ANCHOR DETAILS FOR ATTACHED STRUCTURES 7' C SPLICES (6061—T6 ALUM. ALLOY) ® 7' X 5 1/2' ALUM. I—BEAM SPLICE BOLT LAYOUT r3- J14 SMS / EACH SIDE 3'X 8" ALUM. HEADER 2'X 6 1/2'X .024' ALUM. SIDEPLATE S 3" x 8" HEADER CONNECTION FOOTING 'd' (IN) ALTERNATE FOOTING SIZE N0. GF ANCHORS 18 12 OX 12mg 15 1 20 15'X 15'X 15' 1 22 18 18 X iw1�.�z 1140 All Pro Draw 1 • 24 20'X 20'X 15' 1 26 20'X 205X 15' 1 28 24'X 24'X 15' 2 30 24'X 24 15" 2 32 24"X 24 15' 3 34 1245 24R 15 4 36 1 24 24'X 15' 4 r3- #14 SMS EACH SIDE 1/4' 2X 6 1/2" ALUM. HEADERS No. 16273 6D. 6.30.0 f 18; 5 1 2" T �T; WITH SIDEPLATES /2, NO. 0 :;u 1/27. ♦ 3- X14 SMS ALUM.• 3- #14 SMS EACH iw1�.�z 1140 All Pro Draw EACH SIDE COLUMN SIDE OF COLUMN �2' ALUM. SS1pHgl 3'X 3 ALUM. `�lq jF S EPLA oQ�pt COLUMN WITH SIDEPLATES END VIEW Cil �� DOUBLE 2" X 6 1/2" PC L_ No. Up. X30. 0 &30- - 7 BH HEADER CONNECTION GINEERS STAMP SHEET 2�/16/2000 =97CDOS 8 OF 9 lql I A JUN .14 2Affi ES S; D , $Ar_ _j __(*TE REVISION I DATE REVISION ti� �• �T; WITH SIDEPLATES NO. 0 :;u e Engineering Services iw1�.�z 1140 All Pro Draw Elkhaha rt.. IN 4!314 `�lq jF P Cmp IC80 ES EVALUATION REPORT NO. ER -2621P GIORAWM Cil �� NONE W,?RT COMPONENT PARTS & CONNECTION DETALS GINEERS STAMP SHEET 2�/16/2000 =97CDOS 8 OF 9 0.00' EXTRUDED HEADER SPLICE WIN TIGW. fTT HODEE WACE7L 1/2. SPLICVDETAIL @5 1/2' EXTRUDED HEADER SPLICE (60 1-T6 ALUM. ALLOY) 10 x 1.5' SMS SEE TABLE FOR SPACING ®31 2 'G' RAIL (6063-T6 ALUM. ALLOY) TERNATE 2- 2"X 6 1/2' HEADERS IN PLACE OF 3'X 8' HEADER WMi POST do SIDEPLA7ES 37( •3" POST ® ALTERNATE 2-2' X 6 1/2" HEADERS 3 114 SMS EACH SIDE 'r 3' X 13' Box ` y BEAM HEADER UMINUM 'H' BRACKET 3'X 3' ALUMINUM COLUMN 3 114 SMS EACH SIDE ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN TO HEADER (6063—T6 ALUM. ALLOY) 3 J14 SMS EACH SIDE OR 2 5/16' BOLTS � COWMN SIDET'LATES 1 ALUM. FoonNc i C BRACKET2 30' x 3 1/2' ,L9 USE ONLY ON SIA SEE NOTE „ OR ds26' FOOTER AT RIGHT.. J'�OR SMALLERa. . OR FOOTING ® ALUMINUM FOOTING BRACKET FOR CONNECTING COLUMN TO CONC. SLAB OR FOOTING (6063-T6 ALUM. ALLOY) F 279,6 1/2'X 12' }� ALLY. RWIER 0.16* OR24' RC O.C. IE 27X 6 1/1' ALLY. FASpA 6 ® ALTERNATE—DECORATIVE FASCIA TRIM SEE ® 3 1/2* 'J' HANGER (6063—T6 ALUM. ALLOY) NDN-SMUCIURAL a COMIOIVFM 2.109' 4 s 5 112- EXTRUDED SIDE FASCIA (6063—T6 ALUM. ALLOY) E REVISION DATE REVISION o! 8. Engineering Services 1140 All Pro CrIve. ' ' �Q• / ElYharl. IN 46.7116514 KG ICBG ES EVALUATION REPORT NO. ER -2621P NONE wOR PANT COMPONENT PARTS do CONNECTION DETAILS LS SHEET ON 97CO09 9 OF 9 No. 16273 E19-6-30' 01 JUN 14 2005 3" / . 1 111r OR i �- 'I 2 i E j, II —'r f @ LATTICE�� l t=0.024 (3105fH25" ALUM. ALLOY) 0.042' — OR 0.032 Lof .. _ OR� 021650 O RAFTER do SIDEPLATES L1 HEADER - (3006-H391 ALUM. ALLOY) COLUMN (3006-H391 ALUM. ALLOY) (3006-H391 ALUM. ALLOY its EACH VNGER 4-1a EACH E TABLE RIGHT. sr� 17e' RAFrER X 4- 15/16 1 I3RA O USED W\2* x 6 1/2' RAPIERS WA00 USED W/3' X a' RAFTEIIS L7 RAFTER TO HEADER CONNECTION BRACKETS (6063-T5 ALUM. ALLOY. 't'=.060' 1/4' x 4' LAG SCREW SEE TABLE 8.5 COLUMN R- 2 X DEPTH ANC4 FOR QUANTITY ALL 10 PSF USE'l LAGJrWA PER STUD 16' 0/CSDE ALUM. E�U5T1lRwo - 5FRtc lIP50N "SHOWN U268 PER LC.8.0. 100 x U EV. 11258 EA�fSEE ® ALTERNATE RAFTER TO WALL CONN. 048 MIN. ASTM A-653 Fy=40 KSI as STEEL CONNECTOR FOR WOOD COLUMN CONNECTION 18 X 2 ' SHS FOR 1 1/2' LATTICE- 8:2 1/2' FOR 2' LI . RAFTER Am L9 LATTICE TO RAFTER CONN. 04- 11 4-1' TYP 2-#8 SCIS EACH SIDE — L= 1.92* FOR 2' X 6 1/2' RAFTERS . L= 2.y' FOR 3' X 8' RAFTERS• Ilk N 2- 1Q X 1 3/4' WOOD KM METAL 2- 10 5Y5 (6063-T5 ALMALLOY. Y= 0.040] L6 RAFTER HANGER HEADER HEADER DETAIL MAXIMUM MAX FASTENTING GAGE WIND LOAD TRIB 13—#8 .042 3' x 8' L1 90 MPH 6' 2—#8 SMS EACH BRKT. 3' x 8' PATIO 10' SMS EACH BRKT. .036 3' x -8' L1 90 MPH 5' 2—#8 SMS EACH BRKT. 3' x 8' PATIO 10' 4—#8 SMS EACH BRKT. .032 DBL 2 x 6 Lk 90 MPI -1 PATIO 10' 3—#8' SMS EACH BRKT. .094- 8' STEEL C L23 90 MPH 22' 2—#14 SMS EACH BRKT. 90 EXP- C 1 10' 2—#14 SMS EACH BRKT, W DATE I REVISION I DATE REVISION ` �iCP 3 31 a 2ra/2000 Engineering Services 1140 All Pro l 514 Elrno.t, tit sMlsuf CAL1EICiBO ES EVALUATION REPORT NO. ER -2621P ORpZ COMPONENT PARTS A CONNECPION oETAu NAYE FOR PATIO Q COMMERCIAL LATTICE STRUCTURESENGINEERS STAMP SHEET EN I 97LTOI 1 OF 4 140.16273 Fso• 6`30- *1 JUN 14 ZOOS 1/k runic Ball 80Ji SENMCIiDIi. NOTE: USE RASTIC Ric TO Flt 1L!� Amm HOLES USED *01 SAI NO MOD OW SECTION IN 11t" THE SNS LENGTH MOULD DtOiFD 2 1/7.. 10 PLASTIC PLUG DETAIL 37' (4) - I�4) .688'(4) 04 10' R X .7 "(4) 10' HIGH IALUMAX 6 '(4) IA. .437'{4) I125' RAD. .020' DP. (36) x 70'. .062' RAD. (20) (12) 187' RA0.(16) L31 FLUTED COLUMN (3' ALUM. 6063—TB) 't' - 0.062' UNLESS MHERWISE NOTED 5EE ULE FOR x ALTERNATE 2- 27X 6 1/2' HEADERS IN PLACE OF 3'X e' HEADER WITH POST & SIDEPLATES 3-X 3' POST L11 ALTERNATE 2-2' X 6 1/2- HEADERS �3 00 72L56� 0.72 a93 H 0.72 93 156 3.00 .� . 0.28 0.37 a72 ►0.17 T: (iN)= 0.024, 0.030, 0.040 v (ALUM) 0.048 (STEEL) CMAW MAY 6E TRes0" W/FLDL- RAFAC NG. L30 3' ALTERNATE COLUMN (3003—H16 ALUM. ALLAY OR A=446 'Fy=40 KSI STEEL) Z- /14E o f�H i 3' X Ir o �o � 2- z• X s�2- aI>frulEs ONE COUPA L 16 HEADER SPLICE DETAIL Engineering Services NO. '� )� ,�'. 1140 All Pro Drive EUdmiA. IN 4a514st4 ' oot - KGICtiO ES EVALUATION ORT REPN0. ER -2821P J} \. .•� CONPOIEW PAM ! CONN[3O1I DEWS qj Of hs 1E` / NONE FOR PAHO ! COM DtML UMME STRAAI;3 W JGIN �' 2/8/2000 97003 2 OF 4 . 16''13 / k tic.JL Na 16273. >k C Vt P 3.000. 4.00'. .1619' 2pQ3 5.00' OR 6.00' TYP. pQR g L32 3", 4�. 5" OR 6' JIAd 14 20.M STEEL COLUMN Fy=36 KSI 3.00-, 4.00- 5.00' OR 6.00' IA DATE REVISION DATE REVISION Engineering Services NO. '� )� ,�'. 1140 All Pro Drive EUdmiA. IN 4a514st4 ' oot - KGICtiO ES EVALUATION ORT REPN0. ER -2821P J} \. .•� CONPOIEW PAM ! CONN[3O1I DEWS qj Of hs 1E` / NONE FOR PAHO ! COM DtML UMME STRAAI;3 W JGIN �' 2/8/2000 97003 2 OF 4 . .100' 2.5' .048 x 3' x 3' STEEL POST 3"X' B" BOX BEAM WRAP 5/16' BOLTS W/ 1' DIA. x 3/32' THK. STL. WASHER TO 8' STEEL 'C' BEAN SEE TABLE 8.4 COLUMN E4 FOR QUANTITY .750' 5/16' BOLTS SEE TABLE 8.3 COLUMN 'M' FOR QUANTITY ALTERNATE 3' SO. COLUMN CONNECTOR BRACKET ® (6063—Te ALUM. ALLOY) 8"X 12 GA. BEAM i23 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 0.16213 �. 6•yo• of � F JUN 14 2 APR 18 2003 No. 16273 &p. 630• DATE REVISION '-DATE. REVISION Ss (!; • .. -r ISIII. v C • f{ . e Engineering Services Nv' " t��IC 1140 NN Pro Drive ►!iG ETNv W, NN 46614 ur KG M E5 EVALUATION REPORT NO. ER -2621P T '• , r'" �t �'�`�CMWOtENT NONE watts a CO NNWnoN OEM t.nt� FOR PAW & CONMERC AL LATTICE 3MMUM EERS STAMP 2/8/2000 KW 97LT03 SHEEr . 3 OF 4 _ .036. OR .042' x 3• x e' HE AM Q 70 do 90 MPH WIND SPEED • L28 E 1114 SMS EACH SIDE 3 81.1 SMS EACH SIDE 3' X 8- BOX 010 BEAM HEADER 00 ALUM. 'H` 3' 6" BRACKET — I o 3 014 SNS EACH SIDE y 3'X 3` ALUM. 21114 SMS EACH SIDE COLUMN �2X 6y /2• 3�c r Posy 3'X 3' POST 7i•5 3' COLUMN W/ SIDEPIATES COLUMN W/ 'H' BRACKET L24 ALUMINUM 'H' BRACKET FOR ts` CONNECTING COLUMN TO HEADER CENTERED ON oam '•" �- 2— X14 SMS 0 �: •: ,: lY (6463—T6 ALUM. ALLOY) EACFI .: • .: y�i SIDE3' X r HEADER 0 3 #14 SMS EACH SIDE 2— 2' X 6 VV SI E ATES k 3' SEE 12' OR 2 S/16 BOLTS OF COIIHRH mwmm Q�pEESSIOryA�� HEADER SPLICE DETAIL KA y�2 E 3/B' HD_TI KVIK ? p y 3� SAFETY STAKE 1N '1 � 2'1 -CONCRETE FOOTING No. 16213 ENBW. OF 3'X 3' I 12"X 6 1/2' . ,L9 POST I SIDEPLATES d 14 Affi i ALUM. FOOTING I BRACKET I I QgnFEss 9 0 DATE REVISION DATE REVISION Z5 NO. 0 ° Enslnaoring Sorvicea SLAB OR FOOTING " No. 16273 Pluuncpsgumm tt40 Ail Pro DO" fxp• 6.30. O� T mcl=t - IN 46314 L27 ALUMINUM FOOTING BRACKET FOR CONNECTING FYI l9TF , Y'�\. ' ur KG K�0 ES EVALUATION REPORT NO. EA -26210 1 F ,t-...� POST TO CONC. -SLAB OR FOOTING f -- .x,31-02 NONE: PASFM PAMO P CDNNpL1 E °gym � (6063—T6 ALUM. ALLOY) APR 18 2003 ENGIN S STAMP 97LT04 4 OF 4