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BPAT2016-0047
78-495 CALLE TAMPICO . LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application Description Property Zoning: Application Valuation: Applicant: PGA WEST RESIDENTAL 54320SOUTHDERN HILLS L4 QUINTA, CA 92253 COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT BPAT2016-0047. 54730 OAK TREE 775081072 PGA WEST / 518 SF PATIO COVER AT COMMUNITY POOL $7,056.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: License No.: AEC488 Date: Contractor: 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 (Sec. 7031.5, Business and Professions Code: Any city or county that requires a•permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the 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 a0).� fill). owner of the property, or my employees with wages as their sole (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 h�e.or. she did not build or improve for the purpose of sale.)., 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to tlDAContractors' State License Law.). (.6k) I am exempt under Sec. . B.&P.C. for this rea�n Date: Owner• s " CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued•(Sec. 3097, Civ. C.). Lender's Lender's VOICE (760) 777-7125 FAX (70) 777-7011 INSPECTIONS (760) 777-7153 Date: 6/17/2016 . Owner: SUNRISE DESERT PARTNERS 300 EAGLE DANCE CIR PALM DESERT, CA 92253 Contractor:. PGA WEST RESIDENTAL 54320 SOUTHDERN HILLS LA QUINTA, CA 92253 (760)771=1234 Llc. No.: AEC488 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:._ Policy Number: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE 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 Building Official 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 ofthis 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 represen fives of this city to enter upon the above -mention property for inspectZon'�i pose A ! .� Date: Yj1 11)LW Signature 1Nr1A1_ INFORMATIr ' -DESCRIPTION^`, .r" `ACCOUNT 'QTY: °'s °.AMOUNT C PAID PAID DATE' BSAS SB1473 FEE 101-0000-20306 0 $1.00 $1.00 6/17/16 k :PAID BY METHOD y`}' = RECEIPT # g ,CHECK # '^F',-' CLTD BY ; STEVE HERTHEL CHECK R16426 699 ,RSE '. Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $1.00 -: DESCRIPTION; . " �` `} ., ACCOUNT% ` QTY y AMOUNTj`': ` ' ' PAID �" �PAID,:DATE; PATIO COVER„STD, OPEN 101-0000-42404 0 $97.17 $97.17 6/17/16 a PAID 'BY� ` r, METHOD r ce # RECEIPT :# '' ; CHECK # ,: CLTD BY.' STEVE HERTHEL CHECK.. R16426 699 RSE } r x DESCRIPTION s'. ,=,ACCOUNT QTY y �a, AMOUNTS`. ' "4 9 Z PAID PAIU:DATE PATIO COVER, STD, OPEN PC 101-0000-42600. 0 $95.72 $95.72 6/17/16 • �: `b PAID }BY METHOD: 0. .; RECEIPT C HEC # . # C LTD BY - STEVE HERTHEL CHECK R36426 699 RSE Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $192.89 * rDESCRIPTION_ Y: ACCOUNT.'.: QTY ,AMOUNT,:” PAID PAID.DATE SMI - RESIDENTIAL 101-0000-20308 0 $0.92-- $0.92 6/17/16 PAID BYa.' y a€ METHOD < ': zRECEIPT # _ .k CHECK # ; a CLTD BY M STEVE HERTHEL CHECK R16426 699 RSE Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0:92 $0.92 Description: PGA WEST / 518 SF PATIO COVER AT COMMUNITY POOL Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: APPROVED Applied: 6/2/2016 SKH ENGINEERED -OPEN' Approved: 6/10/2016 JFU Parcel No: 775081072 Site Address: 54730 OAK TREE LA QUINTA,CA 92253. Subdivision: TR 20717-2 SEE ASSR MB 769 PGS 3134 Block: Lot: 0 - Issued: 3536 Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $7,856.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: DURALUM PATIO COVER SYSTEM - (1) 14'X37' (S18 SQ FT.) 2012 IBC/IRC, 2013 CBC/CRC AND ASCE/SEI 7-10, ENGINEER OF RECORD: ..THOMAS CAMPBELL, NO 37948. THIS PERMIT DOES NOT INCLUDE THE INSTALLATION OF THE HELIOCOL SOLAR THERMAL WATER COLLECTORS (PER SEPARATE PERMIT). ` CHRONOLOGY CHRONOLOGY. TYPE. STAFF NAME ACTION DATE . COMPLETION DATE. NOTES NO STRUCTURAL REVIEW WILL BE REQUIRED, PER BURT NOTE JAKE FUSON 6/10/2016 6/10/2016 HANADA. SEE PREVIOUS NOTES ON PATIO COVER PERMITS ISSUED TO PGA WEST RESIDENTIAL ASSOCIATION AT POOL AREAS, TELEPHONE CALL JAKE FUSON 6/10/2016 6/10/2016 NOTIFIED STEVE HERTHEL THAT PLANS WERE APPROVED AND PERMIT WAS READY TO ISSUE. Printed: Friday, June .17, 2016 2:55:49 PM 1 of 3 CB?wySTrmS •,. — t Appliedto Approved K CHRONOLOGY CHRONOLOGY. TYPE. STAFF NAME ACTION DATE . COMPLETION DATE. NOTES NO STRUCTURAL REVIEW WILL BE REQUIRED, PER BURT NOTE JAKE FUSON 6/10/2016 6/10/2016 HANADA. SEE PREVIOUS NOTES ON PATIO COVER PERMITS ISSUED TO PGA WEST RESIDENTIAL ASSOCIATION AT POOL AREAS, TELEPHONE CALL JAKE FUSON 6/10/2016 6/10/2016 NOTIFIED STEVE HERTHEL THAT PLANS WERE APPROVED AND PERMIT WAS READY TO ISSUE. Printed: Friday, June .17, 2016 2:55:49 PM 1 of 3 CB?wySTrmS ... :• • INFORMATION Printed: Friday., June 17, 2016 2:55:49 PM 2 of 3 CJ SYSTEINS FINANCIAL INFORMATION '-,ACCOUNT r vtHECK LTD DESCRIPTION QTY AMOUNT PAID PAID DATE RECEIPT # # „, METHOD PAID BY, e�f F. r d- € : BY: BSAS SB1473 FEE 101-0000-20306 0 $1.00 $1.00 6/17/16 R16426 699 CHECK STEVE HERTHEL RSE Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $1.00 BSA: PATIO COVER, STD, 101-0000-42404 0 $97.17 $97.17 6/17/16 R16426 699 CHECK STEVE HERTHEL RSE OPEN ' PATIO COVER, STD, 101-0000-42600 0 $95.72 $95.72 6/17/16 R16426 699 CHECK STEVE HERTHEL RSE OPEN PC Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $192.89 SMI - RESIDENTIAL 101-0000-20308 0 $0.92 $0.92 6/17/16 R16426 699 CHECK STEVE HERTHEL RSE Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.92 $0.92 TOTALS:•4 •4 .81 ... :• • INFORMATION Printed: Friday., June 17, 2016 2:55:49 PM 2 of 3 CJ SYSTEINS Printed: Friday, June 17, 2016 2:55:49 PM'CRIAff' 3 of I SYSTEMS r C►�y of La "Quinta Building 81- Safety Division y P.O. Box 1504, 78-495 Calle Tampico ' La Quinta, CA 92253 - (760) 777 -7012 4 - Building Permit Application and Tracking Sheet r Permit # Project Address: Q Owner's Name: 4A U JKS7-'Rfsi A1Tl � A. P. Number: �� Address:'6313,,)6 56U—N Legal Description:' City, ST, Zip: OA 4953 Contractor: -� D P F se� s� l -- telephone: . - P � / �0 7 � Address:Z2�3a V-)7 L5 Project Description: City, ST, Zip: L�- u ��7�1- C.�- �a,zs3 v 600 rJG'r ' �Lft)re_TelePhone. State Lic. # : City. Lie. #.- /J Arch., Engr., Designer: F6M l � j fyid«E Gj I M~� -- Address: -5-331 4-1 b-zCVA-1 City, ST, Zip9All.lCjjz� C 11Zmhd,4 ( /} 91761 Telephone: 9 T% —a d �' onstruction Type: e: Occupancy: : State Lc i`. # Project type (circle one eAlter Ad d'n Re ai Repair. Demo Name of Contact Person: �� L Sq. Ft.:' # Stories: .# Units: Telephone # of Contact Person: Estimated Value of Project. &-z2I0 APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd r TRACKING PERMIT FEES Plan Sets i Plan Check submitted . Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Title 24 Cates. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2" Review, ready for'corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '^' Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact ' A.I.P.P. Pub. Wks. Appr, Date of peimit issue School Fees u1N 112 2016 CITY OF LA QUINTA ELOPAfi i11T Total Permit Fees r f � g` 4 �. �� � � �tl • I� � � � J � � *, (�� � � 4 it {-� •o12AtV ti_� 54-730 Oak Tree - ► i� IPI � "• s �� � ir� gi Iia 4.� � � �1 �s. O r f 1 ' I"- A11 IN �^','�� is i 1L "" — �. y�j*B"• #:4 3 ir 1{ +Iij� .1f-../�r(}� {T•l ` _- �. I i'� 1 y�'�4 �_ x7I f� � (" '� � mil• ;� }.'a .� � My ' � � - T�'� IN .� UP F.O.Or I., ,,k T •I.I .' � ` � -. y •?1 � Cad �i �. 1� .�. � � I• _ ��� - u.. .-ILL 7��j� �` 1111 • � � ���� _ : _ la � 4,w '�.,r F DPRovFr I HLGE IVEC • � -�� � ') r � 1 � 4 x .. r r w ,i • � -�� � ') r ' j ® 3 POST SPAC=DETERMINwEiD ' TABLE ON 25lbs./sq'.ft - � 1'-3" 11'-6" 11'-6". 1�-611- 11-31, - - _ - -, , - m- ' RAIN GUTTER � . 3"X8" DOUBLE HEADERSI -� �• 1 1 1 1.1 I 1 1 1 1,-1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 -I.1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 11 1 1 J t Jl f 1�1-II I I I I I n "J I I I I 1 1 �� I H I I I I I I 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 I I I IIII I I I�fiI�I 1 1 1 1 I I m PANEL .SPAN = 11 -6 251b's. LIVE LOAD " ' 1 1 1 1 1 1 1 1 1 1 1 1 1 I� 1 1 I QI 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I I I I KPCd�Iu (� I�uu jVG 1 1 1 1 1 ITI 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I'1 1 1 pi��l I I �T$�4 I�I��T I14��Iq� I�l4wl I I I I I I I I I I I I I I I I I I I I I I I I I I I I I •�. REQUIRES .032 MIN " GAUGE PER �1 ENGINEERING Pg. 3 of 49) T' � � 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1.1 1 '1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 . - I III I I I I I I I IIIIIIIIIIIIIII I I I I I I I I I I II I I I I I I I I I I I I I I I I I I I I ISI I 1 1 1 I•I I I I I � �" I 1991 IIWI iiiii .--� y ` ' 2"X6"' SIDE FASCI . 1 1 1 1 1 11 I I I I I I I I I I I I I I I I I I I I I I I I I I I I t l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l l 1 I I I I 1 1 1 1 1 . 11 �II I I I I i ii �i 1 1 I I i i i i I I i i I i ili i i i i i I� 1 I�j �I i i i I i I i ii i i i I i I i i i i I i LL.I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11'1 1 1 1 1 1 1 f ® 3"X8" DOUBL - HEADERS - - -- ''' PGA WEST SOLID SHADE W/ SOLARWl X 14'- LONG ' RAFTER TAILS ® 24" _ O.. (251bs live load, 1—WIDE Cy 10mph wind load) o I IER11OCKING PANS Pool 2 A 54-730 Oak Tree - TYPE "C11 FREESTANDING m C_ W/ CANTILEVER OPTION p - ` (Pg. 1 of 49) �. m �.Z C) 0 0 —n go cc:<m� m c: f O 3 - z�2 4 y SELF TAPPING 3'x8' HEADER SHEET METAL SCR. 3'x3' STEEL POST RAFTER TAILS © 2' O.C. TOP VIEW UTTER ® DRILL W ACCESS HOLE ® FOR SMS TO ATTAC HEADER TO POST - - - - 3'x3' STEEL POST ROUND COLUMNS `D8" COLUMN I 3'X3' STEEL POST INSERT I f cp I� 3"X3" STEEL POST :. ,..:..�...:. < <.,.., IN 33" CUBED FOOTING SECTION VIEW X33" D m -n C 0 -m o -0z® zmq -� ®D cz<mc) -4 m :� c 0002 m � m -� 0:1�49 Pg. GRADE 4 � I � P =16�"MIN7.1=33*03' ING4-3 3'-- POST/FOOTING DETAIL CORBEL T RAFTER 0 TAILS 2 " O.C. 2 FASTENERS PER FOOT FRONT FASCIA MINIMUM (#14 SMS) PER TABLE #2 Pg. 4 of 49 RAIN GUTTER 2.5" TALL X 14' LONG X 6" - - WIDE INTERLOCKING PANS 3"x8" DOUBLE DRILL %" ACCESS HOLE HEADERS ® FOR SMS TO ATTACH ( -L-3"x3" STEEL POST HEADER TO POST ( ( 8" COLUMNS f( HEADER/GUTTER DETAIL 6" FLAT PAN ROOF @ .032" MIN. 2 GUTTER PIECES COME TOGETHER OVER SPLICE. COSMETIC ONLY - WILL NOT AFFECT STRUCTURE'S RIGIDITY OR INTEGRITY SCREW AT UPPER RIDGE PREVENTS SLIDING AFTER INSTALL CAULKING BETWEEN GUTTER AND SPLICE WILL PREVENT ALUMINUM SPLICE PIECE, LEAKS AT SPLICE LOCATIONdl SLIDES INSIDE GUTTER TO JOIN 2 PIECES TOGETHER GUTTER SPLICE DETAIL 2"X6" SIDE FASCIA 4 SMS FORM HANGER SECTION VIEW AT SIDE FASCIA �� "° .e�" -fir" ". „• ,: Y. TECHNICAL INFORMATION AND SPECIFICATIO_RNS;�Yy �.r�..•--� l-�, J � ` . • ' • • • •' •'� $'i � ..YYwriw' '�'•4QYA 'The Advant �s �`��i�7ud�F�3 N`y'J�f•tie� vtt,.a; rte' • { THE FEATURE THE ADVANTAGE {:. Allows expansion and contraction, eliminating'crgcks and leaks: i -Patented individual tu'be design 1 Lets roof breathe, keeping it clean and dry. • Patented mounting hardware Eliminates hoses, clamps and straps. No gaps between panels: for smoother look; less'than half the number of roof penetrations. One-piece overmolded construction' Eliminates welds'and weld leaks.' Hurricane resistant Can withstand hurricane -force winds; Heliocol panels are approved by most property and casualty insurance carriers. iLow collector -head loss rate. Reduces pump requirements. Using the power ®f the c Certificati®n•®®t® sun to heat 11®6S1' i9®®'' ISO 9001:2008 and ISO 14001:2004 ;JL Using your existing pool Ortech International Laboratories;, pump, pool water is directed throw 9h a series of valves toa. 4 , r; ' Solar Rating & Certification Corporation (SRCC) 1 your solar collectors.'r�"?, 1 Pool water enters the' ° Solar Energy Analysis Laboratory (SEAL) isolar collectors at the bottom 3 ° DSET Laboratories, Inc. and rises to the top through the individual tubes of the { HRS, Florida (Required for commercial use) collector. Ce As'the water rises through the collector it y Florida Solar Energy Center (FSEC) . { is heated by the sun's radiant p, ,4 '' _ t ° City of Los Angeles #RR -4508 j energy D. The water is then returned to the pool to repeat _ _ British National Water Council (for potability) the cycle until your pool has German Federal Health Board ' �$•• been warmed by the sun.. , 'r �-r 'r I' -'` Rn ° NSF 50 for Recreational Water Facilities Fn'dy `(ear -Round Leisurn Living .. ` I>i3iAF'rC:jwN£AiLti•.,.zV.:IN�E•1G�L.IF�- 1. - , - .• HC -204 10/2011 HELIOCOL PANEL (COLLECTOR) ATTACHMENT -METHOD STAINLESS STEEL DETAIL SHOWING HOW THIS SYSTEM IS ATTACHED DETAIL SHOWING UNISTRUT ATTACHED TO TOP OF BOLT.... .... ENGINEERED PATIO COVER GATOR CLAMP HEUOCGL PANEL • 71DA TC 1452 POMONA ROAD _ CORONA, CA 92882 (951) 736-2000 OFFICE (951) 736-3180 FAX; CA C48 UC. #661434 EXP. 12/31/16 - .. .GALVANIZED. I ... �— UNISTRUT •SHALLOW . SPRING LESS NUT GALVANIZED - FRONTAL VIEW OF ROOF CORRUGATION sTAINLESS STEEL BOLT 3/S -x 1 12- _ - - - CORRUGATED SHEET METAL - - PERmn-nNG JURISDICTION . TOP OF ENGINEERED PATIO COVER., CIN OF LAQUINTA 6' SECTIONS THAT INTERLOCK - WHERE OUR BOLTS WILL PASS-THROUGH . ]8-495 Calle Tampico P LA Quinta,. CA' (760) .777-7012 - - DETAIL OF INSTALLED SYSTEM - REVISIONS AND NOTES ROOF PLAN FOR PGA WEST POOL19BB GATOR CLAMP ATTACHMENT POINTS - - - SPACED EVERY 4' DOCUMENT INFORMATIOI� PROJECT TITLE - PGA West' -.Pool 1988 CORRUGATEO SPUNES 66215 SDuthem'Hllls OF PATIO COVER ROOF La Quinta,;CA 92263 (760)397-3520.. PAGE SCALE PAGE TITLE UNISTRUT PANEL RUNNING CONTINUOUS NTS ATTACHMENT PERPENDICULAR TO ROOF SPUNES (SPLICED TOGETHER) - DRAWN REVIEWED ATTACHED TO PATIO COVER - B1r. aY. PAGE# AS SHOWN ABOVE MM S2:U rs. Mix Design Report Superior Ready Mix Concrete, L.P. 1508 W Mission Rd Escondido, CA 92029 760-745-0556 Mix ID# D837P-- 4500 PSI 1" [0] This design is being submitted for approval. Conformance with specification should be reviewed. Contractor: PGA West roject : PGA We--st Y Compressive Strength : 4500 psi at 28 days Aggregate size: 1' — 25 mm Air: 1.2 ±,1.0 % Water/Cement ratio : 10.45 slump: 14.00 ± 1.00 in Source of Concrete: SUPERIOR READY MIX CONCRETE Construction type Placement: TRUCK PLACE / 4" PUMP Unit Weight: 147.89 pcf Design Date: 01/14/2015 Constituents : Quantity Density Volume ASTM C150 TYPE IIN CEMENT 559 Ib 3.150 2.84 ASTM C618 CLASS "F" FLYASH 99 Ib 2.200 0.72 Water 296 lb 1.000 4.74 ASTM C33 #57 ROCK 1418 Ib 2.670 8.51 ASTM C33 #8 ROCK 350 Ib 2.640 2.13 ASTM C33 FINE AGG 1269 Ib 2.640 7.70 ASTM C494 TYPE A WATER REDUCER 26.32 floz (US)/yd' 1.000 0.03 Air 1.2%. 0.32 Total : 3993 :` ''° 27.00 Remarks Reported by Superior Ready Mix L.P. Approval by: Date : 01/01/2015 Date : / / SIGNATURE �"ED IROJECT lOB 140. SUB EC SHEET -OF -SHEETS +0 *J41 4-1 'ww(e. Lv Witt KA rv� wt -11,31 4-401 bar. -, w I M p €. O0 IIr+ F:O: Box 1504 LA QUINTA; CALIFORNIA 92247-1504 :0 78-495 CALLE TAMPICO . BUILDING &SAFETY DEPARTMENT LA QUINT A, CALIFORNIA 92253 (760) 7774012 FAX (760) 777;-7011 PROPERTY O'WNER'S PA.rWAG]E Disclosures & Forms for Owner -Builders Applying for Construction Permits IMPORTANT! NOTICE TO PROPERTY OWNER Dear Property Owner:. An application for a building perinit has been submitted in your name listin improvements specified at g YowseIf as the builder of the property We are providing you with an Owner -Builder Aclarowledgment.a id Information Verification Form to make you aware of your responsibilities and possible risk you may inctu by having flus permit issued in your naive as the Owner -Budder. We vq hnot issue a.build' erm tuntil ou:have read initialed your understanding of each provisio signed, and returned this form to us at � oifrcial address indicated-. An agent of the owner cannot execute this unless you, the property owner,.obtain the prior approval of the permitting. authority.. notice `1r��a•xeadandinitialeachstatemenl.belowtosf y�jaV1� "-"1NZtJKMATION gn3'3'ou understand or verify this information. 1. I understand a frequent practice of unlicensed 'persons is to have the property d g permit that erroneously implies that the:property owner is provi r owner obtain an SOwner-Builder" an Owner -Builder, may be held liable and subject to serious financial r skf or any ' own labor and material and his or her employees while workin on m p Onallper n g Y property. My homeowners . Y Juries sustained by an unlicensed person mJuries. 1 am willfully acting as an Owner -Builder and am aware of the limits of m insurance may not provide coverage for those n my P7OPenY• Y insurance coverage for injuries to workers 2. I understand building permits are not requited to be si ed b "ro e o traction and arc not hiring a licensed Contractor to assume this Y p P. owners unless they are respohs* for the • responsibility. �- 3. I understand as an "Owner -Builder" I am the ns�Me If from potential financial risk b rte° PAY of record on the permit I understand that I may wn. Y hiring a licensed Contractor and ha y protect having* the permit filed in Iris or her name -instead of my 4. I. understand Contractors are requ is and contracts, ired by law to be licensed and bonded in 'California and to list their license numbers ori ' 5. I understand if employ or otherwise engage anypersons,, other than California licensed Contractors, and theme cafe a fiction is at least 5ve liundred dollars ($500), including labor and materials, I may be considered rue der state and federal law. an -employee, JAve Iunderstand if I am considered an ••lOy�„e1 y� and federal law, I must register with the state meet, withhold payroll taxes workers' ,co .provide workers .co and federal compensation for each "employee%" I also understand my f t abide Cemayanu to sea to 6Ctt;res*.cannoi rnp ytnent financial I understand under California Contractors' State License Law, an legally build them witl, the intent io gBcr themfor�er-Builder who bur7ds single=fansiisubcontrators and the number of structures does not exceed four anthrn s ' unless all work is Y residential under contract with a licensed general building Contractor_ ' ' ° by licensed Y calendar year, or all of the work is performed s� 8. I understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any a cial or personal injuries 'sustained by any subsequent owners) that result .from any latent'construction defects in the zkmanship or materials. 9. I understand I may obtain more information regarding my'obligations as an "employee" from the Interna[ Revenue e ce, the United States Small -Business Administration, the ealiforiiia Department of Benefit Payments, and the California Division of Industrial Accidents.'I also understand I may contact the California Contractors' State License Board (CSLB) at 1- 00-321=CSLB (2752) or www.cslb-ca.gov for more information about licensed contractors. 10. am aware of and consent to an Owrier-Builder building permit applied for in my name, and understand that -Lam the legally, • and financially responsible for proposed construction activity'at the . following address: Kve . I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide b all ble laws and requirements that govern Owner -Builders asmell as employees. y • 2. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I rovided• on this form Licensed contractors are regulated by laws designed to protect the public. If you contract. with someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only .remedy against unlicensed Contractois may be in civil court. -It is also iarportant for you to understand that if an unlicensed Contractoi or erivloyee of that individual or firm is injured while working on your properly, you may be held liable for damages "If you obtain a permit as Owner -Builder and wish to hire Contractors, you will be responsible for verifying whether or -not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. . Before a.bailding permit can be issued, this form must be eon leted and signed' b the ro e pY property rty owner and returned to the agency responsible for issuing the permit_ 1Vote: A eopy of the prvperty.oitwner's driver's license, form -notarization, or other verification acceptab a irger is required to be presented whetr the pernrif is issued to verify the property owner's signature. Signature of propertyowne Date: �� J Note: The followingAuthorization Form is. required to be completed by the property owner only when designating an agent of the property owner to apply)) r a construction permit for the Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF acluding the Notice,to Property Owner, the execution of which I understand is my' personal responsibility, Ihereby authorize the following persons),to act as my agent(s) to apply for, sign; and,file-the :documents iiecessary to obtain an Owner -guilder Permit for my project. Scope of Construction Project (or Description of Work): i Project Location or Address:D�IIL Name of Authorized Agent-GS?f W[ U_1 W_- WNo _%Q %7 UZ 3 �T : Address of Authorized Agent: _S ZjGjG� 4iO� CRel�&_K l tIA I declare under penalty of perjury. that I am the property owner for the address listed above, and I personally filled out the above information and certify its accurac of the owner's driver's license, form notarization, or other verification acceptable to she agency u r ire a presen n the. permit is issued to verify the p ro pert}• owner's signature. Property Owner's Signator J Date: AV PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. GENERAL NOTES: GOVERNING CODES: 1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE 2012 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND RESIDENTIAL CODES, ASCE/SEI 7 -10 -MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES AND THE 2010 ALUMINUM MANUAL -ADM 1-10. COLUMNS BEARING ON CONCRETE SLAB IS IN ACCORDANCE WITH 2012 IRC AND 2013 CRC SECTION AH1052 FOR 10 psf RESIDENTIAL CONSTRUCTION AND AC1318-11 FOR 20,25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. DRAWING NOTES: 2. ALL ITEMS PERTAINING TO EACH INSTALLATION (TYPE OF ROOF PANEL, HEADER SPAN, COLUMN SIZE, ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. 3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE MANUFACTURER DESIGN LOADS AND ENCLOSABILIIY. 4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. 5. THE APPROVED SET OF DRAWINGS AND SPECIFICATIONS SHALL BE KEPT AT THE JOB SITE AND SHALL BE AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED CHANGE ORDER. 6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL. 7, ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL. 8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3 1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. 9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON EXISTING OR NEW CONRETE SLABS. 10. 20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL CARPORTS. 11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1. DESIGN CONSIDERATIONS: 11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT. 12. MINIMUM COVER PROJECTION IS 10'. 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE EXISTING OVERHANG. 14. COVERS ARE DESIGNATED "RIDGED BUILDINGS" AS DEFINED IN ASCE/SEI 7. 15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7. 16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES," IN ACCORDANCE WITH ASCE/SEI 7. 17. THE RATIO (H/P), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT EXCEED ONE (1). 18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT BE LESS THAN ONE (1). MATERIAL SPECIFICATIONS: 19, BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT. 20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILD AND ULTIMATE STRENGTHS. 21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. 22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 100 PSF/FT x 2 PER TABLE 1806.2 AND SECTION 1806.3.4. 23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B. ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. 24. FASTERNERS: ALUMINUM BOLTS SHALL BE 2024-T4; STEEL BOLTS SHALL BE ASTM A-307. ALL BOLTS SHALL HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORDANCE WITH THE NATIONAL DESIGN SPECIFICATION. 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE. 26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR 1976 OR APPROVED EQUAL. 27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF). 28. SOLID AND LATTICE ALUMINUM COVERS ARE CLASS A ROOF ASSEMBLY IN ACCORDANCE WITH SECTION 1505.2, EXCEPTION 2. DESIGN REQUIREMENTS: RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER L ROOF LIVE AND SNOW LOADS: 10, 20.25.30.40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf) COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16. ROOF LIVE AND SNOW LOADS: 20, 25, 30,40 & 50 psf. (SNOW LOADS AT GROUND LEVEL 25, 30, 40 & 50 psf) ADDITIONAL DESIGN REQUIREMENTS: 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. 2. BASIC WIND SPEEDS: 110, 120.130 MPH, EXPOSURES B AND C. 3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11. 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. 5. SEISMIC DESIGN PARAMETERS: SITE CLASS: D SEISMIC DESIGN CATEGORY: D MAPPED SPECTRAL RESPONSE COEFFICIENTS: Ss= 1.50, S,= 0.6, S us= 1.0, S o,- 0.50 RESPONSE MODIFICATION FACTOR, R:1.25 6. DESIGN ASSUMPTIONS: A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20'' B. LEAST -BUILDING WIDTH OF MAIN STRUCURE: 30' C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10' X 10' A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION: EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION. MAY INCLUDE ONLY THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPONENTS LOCATED WITHIN THIS IAPMO-LISTED EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: A. TITLE S)IEET AND GENERAL NOTES. B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ROOF, FREESTANDING OR ATTACHED). C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN TABLES. D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE SITE-SPECIFIC DESIGN LOADS. E. APPROPRIATE STRUCTURAL DETAILS. F. OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION. SHEET INDEX: SHEET # SHEET TITLE / DESCRIPTION T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTE 1 ............SOLID PANEL STRUCTURES 2 ............OPEN LATTICE STRUCTURES 3-4 .........PANEL SPANS TRI -V, W -PANEL & FLAT PAN 5 ............MINIMUM FASTENERS 6 ............RAFTER SPANS FOR OPEN LATTICE COMMER 7 ............HEADER BEAM TYPES, COLUMN / POST TYPE: 8 EXISTING EAVE CONNECTION DETAILS WIND SPEED CONVERSION TABLE: THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND SPEED BY 0.6 EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION '' , E CS ;�v�,.: - SHALL BE BASED ON 85 MPH = 110.MPH.�` 0 6 JUN 02 WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE CI1YOF U rj irN+irs CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL CO�NMUNITY og-qi AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SHEETS 49 FOR SPAN REDUCTION FACTORS. WIND SPEED CONVERSION TABLE: CBC / IBC WIND SPEED EQUIVALENT CRC / IRC WIND SPEED 110 MPH 85 MPH 120 MPH 93 MPH 430 MPH 101 MPH SEE CONVERSION METHOD, THIS PAGE, FOR APPLICATION AND USE. SITE DESIGN PARAMETERS: SITE ADDRESS: ON -6f WIND SPEED EXPOSURE: ROOF / SNOW LOAD: 20 o1z *r CITY OF L_x QUINTA BUILDINGG& SAFETY DEPT, APPROVED FOR CONSTRUCTION 9 ............HANGER CHANNELS AND MOUNTING BRACKETS 10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS 11 ...........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS 12 ...........BEAM TO POST & LATTICE TUBE TO RAFTER CONNECTION DETAILS 13 ...........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS 15-17 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH 18-20 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH 21-23 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH 24-27 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH 28-30 ......SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH 31-33 ......SOLID COVERS ATTACHED &.FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH 34-36 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, 110-130 MPH 37-38 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF L.L, 110-130 MPH 39-40 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH 41-42 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH 43-44 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH 45-46 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH 47 ...........INSULATED ROOF PANEL ATTACHMENT DETAILS 48 ...........SNOW DRIFT DESIGN - 49 ...........SPAN REDUCTION FACTOR TABLES 0 7- w z U Z Z W ry w A U 0 a N U U as o Z 0 W O E M N () IL w G ¢ U a00 Oat=i Z O a F- it w 0 L) U =oz0 cn J J J rN W zW oU E m L (99 LL U U U)UrO m Q Z W ; wULm Y0.o U'ow� W a a N,� > w Zo o _ L) cL c , O ¢ a e F- CL o - ao w w .d }Q z m ry Z O Z U w Q U W oovir M V4 SOLID PANEL STRUCTURES — ROOF LD ROOF ATTACHMENT OVERHANG, r OVERHANG, ATT ACHMENT SEE DETAIL A, B & C, J : OR WOOD, OR Z bz OR WOOD, OR ROOF PANEL SEE TABLES SHEET 8 -. �NGrH CONCRETE z z ROOF PANEL SEE TABLES SEE DETAIL A, B & C. NG CONCRETE qN0 OF SWALLW r SHEET 4 FOR ROOF SHEET 8 qN0 SyJy OF SJRu SHEET 4 FOR ROOF SygLC TRUCJU S=EVi q�C N CJURc WALL SEE PANEL ATTACHMENT TO MIN. 0.25" SLOPE PER FT. ` THEPNOT BE RE VgRlE SHEETS 11' ^ PANEL ATTACHMENT TO �,\ TyE p,�oTBE LES VARIES SHEET 8 SUPPORTING WALL Ro�FCJ/OSS THgN S U SUPPORTING WALL O�ECT/ONS TygN HANGER & BEAM. N � < HANGER & BEAM.¢ J O.H. 0'H' SPAN N `j z o "O.H." NOT TO EXCEED 25% "O.H." NOT TO EXCEEP PF w < OF ROOF PANEL a w Z) D 25% OF ROOF PANEL ALLOWABLE SPAN < R ALLOWABLE SPAN J� L) z m SEE DETAIL 11, SHEET 12 ✓ SEE DETAIL 11, SHEET 12 B i z B FOR MANDATORY SPLICE. OqM SP Ni o _ FOR MANDATORY SPLICE. p� SPAN/ `-BEAM SEE TABLES P A `-BEAM -SEE TABLES NO BEAM SPLICE AT SFE SPgC/NG NO BEAM SPLICE AT S E J SPgC/NG I FOR POST SPACING ~ w = EXTERIOR POSTS. E TABLE T EXTERIOR POSTS. TABLES S o O. POSTS, SIZE VARIES FxcgvoT TO POSTS, SIZE VARIES 25 o OT TO iv SEE SHT. 11 FOR MINIMUM OF8r*025% SEE SHT. 11 FOR MINIMUM OFB CEED EAM NUMBER OF REQUIRED COLUMNS �MgLL NUMBER OF REQUIRED COLUMNS qC�p OwgB� wABLE SPA c a N E SPq o J -� I 3 1/2" SLAB ATTACHMENT 3 1/2" SLAB ATTACHMENT MAY BE USED MAY BE USED NOTE: NO SPLICE AT c ]OR POSTS WHERE PERMITTED. o 0 WHERE PERMITTED. SEE TABLES 11 ti A' <> SEE TABLES Z ! NOTE: EACH COMPONENT IS INTER- o li f J r!'Y iY i -z: NOTE: EACH COMPONENT IS INTER- •. CHANGEABLE WITH ANY OTHER CHANGEABLE WITH ANY OTHER w FOOTING WHERE REQUIRED FOOTING WHERE REQUIRED ? o COMPONTENT UNLESS OTHERWISE SHOWN. _ _ •1 = �%�'i SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. SEE TABLES J i�' • - ... L'=%S ii %arc TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OP TIONin W L ` Z cr ar O U rn h OOF PANEL SEE TABLES LENG 1 EET 4 FOR ROOF PANEL NG -H ROOF PANEL SEE TABLES OFS MIN. 0.25" SLOPE OFSTRU ATTACHMENT TO RU J HEET 4 FOR ROOF PANEL PER FT. G.H. CTURE V E r C ' AR/�S j M i SUPPORTING BEAM. —� O.H URE �gR/ES ATTACHMENT TO U �hC . N j SUPPORTING BEAM. \ m < LL U� a c: O.H. SP �- O.H.SPpN I SPAN H." NOT TO EXCEED 25% "O. H." NOT TO EXCEED 25% ¢ w PER OF.ROOF PANEL "' a ' OF ROOF PANEL ALLOWABLE SPANin �s -,•, ALLOWABLE SPAN vn o w.. ��� = ✓ �4v. SEE DETAIL 11, SHEET 12 B c c > LL SEE DETAIL 11, SHEET i2 BEAM w a < - ,. BEAM FOR MANDATORY SPLICE. POS-r BEAM - SEE TABLES a z z o OR MANDATORY SPLICE. OS SP S T qC/ _ ° •' . ,,, . P ql�J/ BEAM -SEE TABLES EE 5P N I -a NO BEAM SPLICE AT TSP ~ NO BEAM SPLICE AT FOR POST SPACING �% : EXTERIOR POSTS. SEE T gC/NG FOR POST SPACING = EXTERIOR POSTS. TgB�ES G xx O ¢ a T�II Q F�rnm. C ¢ N — XX L POSTS, SIZE VARIES gBCES ¢ POSTS, SIZE VARIES • O•y NOT 6. E�CEEOT JO iv OF BE Lu �'• C, 3 .J; L r q o OF 10 °\ 3 1/2" SLAB gLL01�'gB s Ar, a 3 1/2" SLAB MAY BE USED lESpgJy W w .. L.iH4 �'� gLLOWABLESPAN TO CONSTRAIN t- ��� - "'" -^ MAY BE USED TO CONSTRAIN 4_. �� FOOTING, SEE I m N z m FOOTING, SEE TABLES \ Z w m \ 4 r < > \ TABLES /y I ¢mw Uornz FOOTINGS FOOTINGS —% SEE 7ABLE5 SEE TABLES NOTE: EACH COMPONENT IS INTER-CHANGEABLE EACH COMPONENT IS INTER- �.r.'. :.I _rti;:;• ..- CHANGEABLE WITH ANY OTHER cn CHANGEABLE WITH ANY OTHER - COMPONTENT UNLESS OTHERWISE SHO COMPONTENT UNLESS OTHERWISE SHOWN. x o c w o w PE "C" FREESTANDING W/ CANTILEVER OPTION TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION a TY < t n 41 ' V WALL O,NC ROOF OVERZ m I / SEE DETAIL 7O � •�. 25% OF RAFTER cr, LL) I`I11. ', 4 r ALLOWABLE SPAN q440,;* tL _ .... .1... R�9 0,.. c _ _LIIOA�� i 14AI Ill.' :;[I 1Alill ; WALL O,NC ROOF OVERZ m I / SEE DETAIL \ MAX O H O.H. � •�. 25% OF RAFTER 4 r ALLOWABLE SPAN q440,;* R�9 q -AAA/ Spq _LIIOA�� i ` I Alf, % MANDATORY Bf-AM SPICE -SEE ----%� ro,• DETAIII t. SHEET I? MAY BF. USED NO BEAM :;PI ICE AT NO BEAM SPLICE AT EXTERIOR POSTS SEF SHT 1 1 FOR MINIM111M FOOTING. SEE LENG rhi OF STRUC I URr VARA" S TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLFSS nTHFRWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUC'1URF MAY NOT BE COVERED OPEN LATTICE STRUCTURES TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE RAFTER. SEE TABLE I.OP SIZE AND SPACING _ -- - MAX O.H 25% OF PAF IER10.hl. ALLOWABLE / .OL,_ SPAN LENGTH OF STRUCTURE VARIES MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 NO BEAM SPLICE AT EXTERIOR POSTS NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED. oC OI,, /,S``�`• I I ---'POST CROSS.: SEE POST DET RAFTER„ SEE TABLES MAX O.H. 25% OF RAFTER 0 .--I+ ALLOWARLF Y % SPAN' . pocTSaq�C tAAN11Al'OR)' SCAM SPICE. SEF. Di: I All. 11. SI ICET 12 NO BEAM SPLICE AT EXTERIOR POSTS LFNG11-I 01- SIRUCWIlE VARIES WALL O,NC ROOF OVERZ m I / SEE DETAIL \ A -B & C / \ / SHEET 8. q -AAA/ _LIIOA�� i LENGTH Or STRUCTURE VARIES Alf, MANDATORY BEAM SPICE - SEE - 3 1/2' SLAB ro,• w MAY BF. USED POST WITH IUI' 1'I .l fl NO BEAM SPLICE AT - SEF SHT 1 1 FOR MINIM111M FOOTING. SEE NIIMFIFR Or RFOUIf!I:L, TABLES COI UMNS p @F • 3 tr'1` •;; All ATTACHMFNT .OST 4.1 Sp MAY HI I1';I.D WHERE ''`; SBFT p��/,V / SEEtnIAIBI! FOOTING, WFICRF REOUIRI'1) SEE 1 AHI F.1; TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE RAFTER. SEE TABLE I.OP SIZE AND SPACING _ -- - MAX O.H 25% OF PAF IER10.hl. ALLOWABLE / .OL,_ SPAN LENGTH OF STRUCTURE VARIES MANDATORY BEAM SPICE - SEE DETAIL 11, SHEET 12 NO BEAM SPLICE AT EXTERIOR POSTS NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED. oC OI,, /,S``�`• I I ---'POST CROSS.: SEE POST DET RAFTER„ SEE TABLES MAX O.H. 25% OF RAFTER 0 .--I+ ALLOWARLF Y % SPAN' . pocTSaq�C tAAN11Al'OR)' SCAM SPICE. SEF. Di: I All. 11. SI ICET 12 NO BEAM SPLICE AT EXTERIOR POSTS LFNG11-I 01- SIRUCWIlE VARIES rk/SriV Poor O\ FRI-iANG. \\ CBU/zO/NG ` SETAP- A,B Z C I IEC B C r ljo 'POST WITH SIDE PLATES/ SEE SHT. 11 FOR MINIMUM NUMBER OF REOUIRFD :�. rnl I IMNS NOTE: EACH COMPONENT IS INTER- ~ .' u � p'IM CHANGEABLE WITH ANY OTHER I S�&p' I 3 1Gt- SI An ATTACHMENT COMPONTENT UNLESS OTHERWISE SHOWN Sr! �q 1 - MAY HI USFI') w11ERC U,r C PF_PMI'f'I'IiD NOTE THIS OPEN LATTICE. -TYPE STRUCTURE .S SFF TAHI FS .. MAY NOT B1: CUVEIIL-D % �— t `FOOLING Whlr-.RL REOUIRCD. SEE IABLES TYPE 'IF" ATTACHED MULTISPAN LATTICE STRUCTURE RAFTER. SEE TABLE FOR SIZE AND SPACING MAX. O.H. O.H. 25% OF RAFTER ALLOWABLE SPAN l q -AAA/ rk/SriV Poor O\ FRI-iANG. \\ CBU/zO/NG ` SETAP- A,B Z C I IEC B C r ljo 'POST WITH SIDE PLATES/ SEE SHT. 11 FOR MINIMUM NUMBER OF REOUIRFD :�. rnl I IMNS NOTE: EACH COMPONENT IS INTER- ~ .' u � p'IM CHANGEABLE WITH ANY OTHER I S�&p' I 3 1Gt- SI An ATTACHMENT COMPONTENT UNLESS OTHERWISE SHOWN Sr! �q 1 - MAY HI USFI') w11ERC U,r C PF_PMI'f'I'IiD NOTE THIS OPEN LATTICE. -TYPE STRUCTURE .S SFF TAHI FS .. MAY NOT B1: CUVEIIL-D % �— t `FOOLING Whlr-.RL REOUIRCD. SEE IABLES TYPE 'IF" ATTACHED MULTISPAN LATTICE STRUCTURE RAFTER. SEE TABLE FOR SIZE AND SPACING MAX. O.H. O.H. 25% OF RAFTER ALLOWABLE SPAN l NOTE: EACH COMPONENT IS INTER - FOOTING SEE TABLES CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED. TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE 11 ThlnkPdtliDuralumkIAPMO 019515-21-14 Subminall5-21-14 A 5.uwg. 8/27/2014 11:37:22 AM, CtnePDF Wnter. -• M 01,4? N X I PC POPOST CIS S•SECTION / SEEST DETAIL. 3 1/2' SLAB MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES FOOTING SEE TABLES TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE E m E m n m m $ L La a a v Cal 2 p ci Ut-- < z w m GU1a v W N U U o } 5 N v c O w LL of> O Lu a _ L W 0.'2w 0 ry = U O n O¢Qo aOm'S w w w c w 2, mev OCO Z ^ Z w a<<> Ir < U w ooyc _LIIOA�� i LENGTH Or STRUCTURE VARIES MANDATORY BEAM SPICE - SEE - 3 1/2' SLAB DETAIL 11, SHEET 12 MAY BF. USED NO BEAM SPLICE AT TO CONSTRAIN EXTERIOR POSTS FOOTING. SEE TABLES NOTE: EACH COMPONENT IS INTER - FOOTING SEE TABLES CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUCTURE MAY NOT BE COVERED. TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE 11 ThlnkPdtliDuralumkIAPMO 019515-21-14 Subminall5-21-14 A 5.uwg. 8/27/2014 11:37:22 AM, CtnePDF Wnter. -• M 01,4? N X I PC POPOST CIS S•SECTION / SEEST DETAIL. 3 1/2' SLAB MAY BE USED TO CONSTRAIN FOOTING, SEE TABLES FOOTING SEE TABLES TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE E m E m n m m $ L La a a v Cal 2 p ci Ut-- < z w m GU1a v W N U U o } 5 N v c O w LL of> O Lu a _ L W 0.'2w 0 ry = U O n O¢Qo aOm'S w w w c w 2, mev OCO Z ^ Z w a<<> Ir < U w ooyc r r r SOLID PANELS'SPANS FOR COMMERCIAL & PATIOS 24" TRI -"V" PAN ALUM. ALLOY 3004-H36 OR EQUAL TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF LIVE/SNOW LOAD, Psf 20 25 30 40 50 24" TRI 'V' PAN - 0.88 0.83 0.75 0.80 24"x2Y2"x0.018" 0.85 0.60 0.65 0.65 - 24"x2Y2"x0.024" 0.90 PANEL"T" 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B EXP.0 EXP.3E EXP.0 I EXP.8 EXP.0 LL/SL(IN.) 0'-9"5'-10" 13'-7' 10'-3' 10'-3" 10'-3' 10'-3" 10'-3' 10'-3' 024 078 13'4" 8'-T 8'-1" 8'-2" 7'-5" 10 18'-0" 12'-3" 12'-3" 12'_3^ 12•_3" 12'-3' 12.-3" 10 .024 10'-4" 9'-9" 9'-9' 9'-2" 9'-3" 6' 7" 12'4" 12 6" 12' 14'-3" 14'-3" 14'-3" 14'-3' 1�4'-3-112'-8" 10' 3' 9' g' g' 10" �T'J"l040 12'-1" 12'-1" 11'-2" 13'-3" 13'-3" 040 15'_7" 14'-10" 14'-10' 6'4" 8'4" 8'4" 8'4" 8'-4" 8'4" 10'-2" .01E 7'-9° 7'-5" 7'-5° 7' 2" 7'-2" 6'-10' 13'-7" 13'-0" 020 10'-1" 10'-1" 10'-1" 10'-1' 10'-1" 10' 1' 20 .024 8 8" 8'4° 8' 5' 8' 1" 8' 1" T 9" 11'-2" 10'-9" 10'-9' 10'-3' 104 9'-10" 10'-8' 12'-1' 12'-1" 12'-1" 12'-1'�2112' 1 20 1" 11'-1° 032 10'-9° 10'-3" 10-4- 9'- 13 0" 13'-0" 13'-0° 9'-9° 11'-0" 032 T-3' 7'-3° 7'-3" 7'•3' 7'-3' T-3" 1 018 T-8" 7, 7'4' 7'-1" T-1" 1 6'-10' 14'-6" 8'-9' 8' 9" 8' 9" 81-9" 15'4' 040 25 .024 8'-8" 8'4" 8,-5, 8'-1" 8'-1° T-9" 9'4' 8'-11" 9'-B" 9, 8" 91-8" 9,$, 9.$. 9,$° .032 10'-6" 10'-2' 10'-2" 9'-7" 9'�" 9'-2" 16-7" 13.0" 12'-6" 16-7" 6.7" 6'7" 6- 'T -o7'_3" .018 7_0^ 7_0• 6-g^ '-10" ' 25 o z 8'-3" 8'-3" 8'-3' 8'-3" 8'-3" 8'-3' 30 .024 11'-3" 11'-3' 10'-9" 10'-10" T-5° 14'-2" 14'-2' 14'-2' 14'-2" 14'•2' 14'-2' 9'-1" 9'-1' 9'-1" 9'-1" 9'-1" 9'-1" 9•_6" .032 9'-10" 9'-6" 9'-6" r 9'-1" 1 9'-2' 6'-10" TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF LIVE/SNOW LOAD, Psf 20 25 30 40 50 12"x3)'1"x0.020" - - 0.88 0.83 0.75 0.80 24"x2Y2"x0.018" 0.85 0.60 0.65 0.65 - 24"x2Y2"x0.024" 0.90 0.88 0.70 0.65 24"x23 x0.032" 0.90 0.88 (1) MULTI -SPAN REDUCTION FACTORS ARE ONLY APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN IN TABLE 1 ABOVE. NOTE: PANEL FASTENERS ARE SHOWN IN TABLES 1,2 AND 3, SHEEN 4 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING 75' ALUM. ALLOY 3004-1`136 UR EUUAL 1/2" W PANEL B" x 2 Y' FLAT PAN PAINEL'"f" 110 MPH SPAN i20 MPH SPAN 130 MPH SPAN PANELT 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL PANEL -1"( •) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 LVSL (IN) EXP B EXP.0 EXP.B EXP.0 EXP.B EXP.0 LVSL (IN•1 13'-9" 13-9' 13'-9" 13'-9' 12'-6" 17-6" 12'-6' 12'-6" 12'-6' 12'-6' 020 110/120/130 MPH EXP. B & C 6" 18" x 2 Y2" FLAT PAN .09R (I.S.)- I 77 I .45" (ALL UNMARKED RADII .06R) .70'I .25" -282 < 2 5• r'38r T= (SEE TABLE BELOW) 45' TYP. 1 /'C 024 032 040 .020 024 .032 040 020 024 I .040 .020 .024 032 040 020 024 032 040 020 024 032 040 0 z C W w z U 2 2Z' 0n - w N N Lu rte, U e. U N O U U) < Q U z J z JW w M < m Fn U o. w� � � U < z o �¢z a 110 MPH SPAN .020(l) 130 MPH SPAN c5 EXP.B 020 10'-}" 10'-3' 9'-6" EXP.0 w 14'-7" 2" 10'-7' 10'-7" 9'-11' 14'-7° 14W14' -7"l"01 10'-10" 12' 8" 12'-0" 17-0" 0'-9"5'-10" 13'-7' 15'-3" 15'-3' 15'-3" 15'-3" 15'-3' 15'3* 15'•10" 15'"134" 13.7" 13'- 7" 13 -T 13'-7" 13'-7" 024 13'-2" 12'-7" 12'-8" 11-10 12' 0" 11'-1" 13'4" 024 12'-1" 11'4" 11' 6' 10'-10" 10'- t0 10 18'-0" 10 15'- " 17'-7" 1T 7' 17'-7" 17-7" 17'-7' 17'-7" 15'-9" 15,_0„ 15._7' 15._7" 15•_7• 15_7" 15•_7" o n 032 15'-6" 14'-9' 14'-9° 14'-0` 14'-1" 13'-3" 19-4" 194" 194" 032 14'-1" 13'4' 12'4" 12 6" 12' 17'-0" 16' 4" 19'-7' 19'-T 19'-7° 19'-7" 19'-7" 19'-7 16' 0" 1T-7" 17'-7° IT -7' 17'-7" 10' 3' 9' g' g' 10" �T'J"l040 n Z 13'-3" 1T_7" 16'-8" 16'-9' 15'-9" 16'-0" 15'-0" 13'-3" 13'-3" 13'-3" 040 15'_7" 14'-10" 14'-10' 14'-1' 11'-8" 1 1'-8" ll' -2- 11'-3" 10 2" 10'-2' 10'-2' 10'-2' 10'-2" 10'-2" 15'-0' 15'-6" 15'-6" 11'-3' 11'-3' 11'-3' 11'-3" 11'-3' 11'-3' 151-61 .020 (1) " 8'-8" 13'-9" 13'-7" 13'-0" 020 8'-9" B.8'-6" 1 16' 6' 12'-0' 12'-6' 12'-6' 12'-0' 12'-6' 12'-6" 16'-8" 114" 11'4" 11'4' 11'•4" 11'-4' 15' 6° 15'-2" 15'-2° 14'-10" 11'-4° 14'-3" .024 11'-2" 10'-9" 10'-9' 10'-3' 104 9'-10" 10'-8' 10'-1' .024 9'-g" 9'-3° 9'-5" 1 20 20 11'-1° 20 1 ' 11'-1' 14'$' 14'-8' 14' 8" 14' 8' 14' 8' 14' 8" 12'-0" 13 0" 13'-0" 13'-0° 13'-0" 13'-0" 11'-0" 032 13'-3" 12'-9" 12'-9' 12'4' 12'4" 11' 032 11' 4" 11' 6' 11'-0° 11'-0" 1 16'.3- 16'-3° 16'-3' 16'•3" 16'-3' 13'-8" 13'-1" 14 6" 14 6" 14'-0' 14'-6" 14'-6` 14'-6" 13'-1" 13'-1" .040 15'-1" 14'-7" 14'-T 13' 8' 14'-1" 13'-2" EE 15'4' 040 13'-6" 12'-10' 13'-0' 12' 4" 12' 6" 11'-10" N E r m6 9'-9" 9'-9" 9'-9" 9'-9' 9'-2" 9'4' 8'-11" ti'-1" 11'-1° 11'-1" 11'-1' 10'-4" 10'4" 104 10'4" 10'-4" 10'-4' 020 (1) _3• 9'-5" 8'-11' 9'-0" 8'-6" 11'-0" 1014" 10'-6" 8'-8" 8'-8" 8'-3" 8'-3" T-1 t032 10'-4" 10' 4" 10' 4" 10' 4" 10'-4" 13.0" 12'-6" 12'-7" 12'-0" 17-0" 12'-0' 12'0" I 024 '-7' 10'8" 1 C'-2' 10'-3" 9'-"g'_7'25 WX" Lu 12'-3" 12'-3" 12'•3" 12'- 12-3" 25 o z 11'-4' 11-4 11'-4' 11'-4.032 '" '" " 13'-2" 13'-2" 13' 2" 13'-2' n U a N O¢¢e '-T 12'-0" 12'-2' 12'-3" 11' 6" 11'-3" 11'-3' 10'-9" 10'-10" 1D' 14'-2" 14'-2' 14'-2' 14'-2" 14'•2' 14'-2' 8'-6' 12'_3" 12'_3• 12._3 Tl2.3° 12'3"040 91-6" 91-6" 9._6.. 9'-6" 9•_6" g•_6^ w -13'-7' 13'-8' 13'-0" 91-1 0" ' 9-7" .0401 13-3 12-g 12_912'-3' 17-4" 17-4" 9 3" 9 3" 9 3" 9'-3" 10'-3' 10'-1" 10' 6" 10'-6" 10'-6" 10'-0' 10'-0' 10'-6" 9'-10" 020;1) 9'-2" 8' 9' 8' 11" 8' 5" 8'-6" 8'-2" 1 1'-2' 11'-Z" 020 e'-5' B'-1" 8'-1" 7'-10" T-6" 13'-9" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3" 11'-3' 13'-6' 13' •0" 9'-9" 9'-9" 9'-9" 9'-9" 9'-9' < v u7r o0in B' T' / B, 3,. 9'-9" �6" 024 10'-6" 10'-1" 10'-2' 9'-7" 9'-9" 9'-2" .024 9'-6' 9' } 9'-2" B'-10" B'-11" 84" 30 30 LL O M wW 30 10_9" 12' 6" 12' 6" 12'-6" 12'-6" 12'-6" 12'-6" 10'_9' 10'-9" 10'-9" 10'-9" 10'-9" 110'1" 10'-4" 10'-4 0^!✓ 11'_7" ; 11' 6' . 11'-6" ✓ .032 12' 6' 12'-1" 11'-10" 11'-6" 11'-6" 11'-1" .032 11'-1" 10'-8" 10'-9" 10'-4" 10'4" 10' 0" 13'4" 13'4" 13'4" 13'�13`4'%3.13'4" 11._7•. 11._7 11•_7. 11 _7' 11'_7" 11._7. 040.04D2" 13 _8" 13'_6 12 _6" 12 7 12 _2 12'-2" 11'_8 84 8 4 8-4 84 8'4 8'4' 9-1" 9-1" 9-1" 9 1' 020 (1) 8.3• g'_}• 8'-1" 7'•10' 7'-10' 7'-6" 020 7•-0• 7• g•• 7•_6^ 7_3^ 7'_2' 6'-11" 1 D�3"l310 3" 10 3' 10 3 1 D' 3' 9' 0" 9'-0" 9'-0" 9'-0" 9' 0" 024 9'-1" 9'-1" 8'-10' 8'-10" 8'-7" 024 8' 8" 8' 3" 8'-3" 8'-0" 8'-1' V'71 40 40 40 9-9' 11'4^ 11'4" 11'4' 71'4" 11'4' 11'4^ 9.0^ , g•_g^ gto- 9. a-, 9'-9 032 11'_3" 11'-1" 11'-0' 10'-T 70'•8" 10%3" .032 10'-2" 9'-10° 9'-10" 9'-7' 9'-7' 9'-3" 12'�12'-12"12'-2" 12' 2' 1Z' 2' 12'2'10'-7" 10'-7" 10' 7" 10'-7" 10'-7 10'-7"Foao 124° 12.1 12'-1" 11'8" ..oao 11'-6" }1'-2" 11'-2" 10'8' 10'-10" 10'6" o2D 1 7 -5 17.-5. 7._5.. %I 6.5 7'-5" % T-5" J 6.33 7'-5' �t 8'-2" B -2^ 8 •L 8.2 8 -Z 8' -2 I r 7 1" 7--l' 7.1^ 8.11' 6'-1t'� �/6'-5" ✓ 6'•5 j I 8. ,6._ 2,9. 2" 9,_Z. T-2 J g•_2- 024 11 3i.,. 317".. I 3,7"" E.02a_2, I9. 8'-0" T-10" ji SD Ij 7 • -T. _ 3' J � _ _ 0 +,1 I 50 SC i I � 10'-7" 10'-7" i 0'-7" 1 G'-7" 10'-T i 1D'-7' j1I 03- o8., c , " o8 • SB'. .032 9'-7" 9. 3.. 1 g _11 i I g:a.. 8. 7.,'✓ g'_5" !i 8' a' 8•_3.. i e . gZ 040 0xI0-10-10"r 10-7 10-1 '/' /1C'•8' ✓1 040 o / -T 024 032 040 .020 024 .032 040 020 024 I .040 .020 .024 032 040 020 024 032 040 020 024 032 040 0 z C W w z U 2 2Z' 0n - w N N Lu rte, U e. U N O U U) < Q U z J z JW w M < m Fn U o. w� � � U < z o �¢z a 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN c5 EXP.B I EXP.0 EXP.B EXP.0 EXP.B EXP.0 w 14'-7" 14'-7- 14'-7° 14W14' -7"l"01 12' 8" 12'-0" 17-0" 0'-9"5'-10" 15'-10" 15'•10" 15'"134" 13'4" 2_1" 18'-0" 18'-O" 18'-0" 18'-0" 18'-0" a IL02M 15'-8" 15'-9" 15,_0„ 151_1" 14'-3" o n 19'4" 19-4" 19-4" 194" 194" 19'-4" d c 1T 6' 16'•10" 17'-0" 16' 4" 16' 6" 16' 0" `" o N � o ° O 17-1" 12'-1' 12'-1" 12'-1" 12'-1" iF4' 10' 3' 9' g' g' 10" n Z 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" 13'-3" ° z 12'-2° 11'-8" 1 1'-8" ll' -2- 11'-3" 10'-7" LU � _ 15'-6" 15'-0' 15'-6" 15'-6" 15'-6' 151-61 14'_2^ 13'-9" 13'-7" 13'-0" 13'-1" 17-8" } 6'-8" 16' 6' 16'-8" 16'-8" 16'-8" 16'-8° >c 15' 6° 15'-2" 15'-2° 14'-10" 14'-10' 14'-3" ¢ r c g 10'11° 10'4" 10'4" t0'4` 10'4' 10'-8' 10'-1' 10'-3" 9'-8" m 11'-1° 11'-1' z a 12'-0" 11'-6" 1 1'-7" 10'-10" 11'-0" 10' 6" a 3 12'1' 12 1' 13'-8" 13'-1" 13'-2" 17-4" 13'-1" 13'-1" 13'-1" 13'-1" 13'-1 EE 15'4' 15'-1" 15'-1" 14' 8" 14'-9" 14'-1" N E r m6 9'-2" 9'4' 8'-11" u- L, ci m ¢ Z w m 10'-4" 10'4" 104 10'4" 10'-4" 10'-4' 11'4" 10'-9" 11'-0" 1014" 10'-6" 9'-11" 2 tri 2 - LLJ 1 1' 4" 11'-4" 11'-4" 1114" 1 TA" } C) N < 12 13.0" 12'-6" 12'-7" 11'-10" I 13.2" _8" Lu 12'-3" 12'-3" 12'•3" 12'- 12-3" 12-3" o z 14 '" '" " 137" n U a N O¢¢e ¢ N 8'-10" 8'-7" 8'-6' 8'-1^ o o m 91-6" 91-6" 9._6.. 9'-6" 9•_6" g•_6^ w 10'-2' 91-1 0" ' 9-7" 9-8' ' 9'-3"r 17-4" 12'-6" 12'-1" z 10'-3' 10'-1" 10'-1' 9'-10" 9'-10" 9-8" w '- N Z Y m z m 1 1'-2' 11'-Z" 11'•2" } 1'-2" 11'-2" 11 '-2" O 3 , � Lli W i 13'-9" 13'4" 13'-6' 13' •0" 13'-1" 12'-7' < v u7r o0in B' T' / B, 3,. �6" 7 7I� 8 7 c c 8'-T 8'0" 8. 9.. 8, 9. 8. 9,. ! 8._9.. B'-7" 6'-5" 8'4" 8'-1" LL O M wW 9•9,••9•-0 a. 8.. 0. 8.. �O* 1 D'-1�1' I/10'�1" g _9^ w a 110'1" 10'-4" 10'-4 0^!✓ 11'_7" ; 11' 6' . 11'-6" ✓ 11._2" < v • ql�`/� �•� :.fir • , (/1 • 0y C:: I I L r• IvIIINlivlulvl iNUIVIBEK OF FASTENERS FOR ROOF PANEL TO SUPPORTING BEAM & WALL HANGER FOR ATTACHED AND FREESTANDING SOLID COVERS TABLE1.-__--------- _.:.:_.:_-_ TABLE 2 TABLE 3 - 1 (2) 2"x6 �2" AND WALL HANGERS, 3"x8" AND EXTRUDED AND 3"x8" WITH 6 /2 ROLL FORMED BEAMS STEEL HEADERS STEEL INSERT HEADERS } NUMBER OF NO.14 TEK OR SMS SCREWS - NUMBER OF N0.14 TEK OR SMS SCREWS } NUMBER OF NO. 14 TEK OR SMS SCREWS Z) 0PER FOOT OF BEAM LENGTH ? = PER FOOT OF WALL HANGER AND BEAM LENGTH 5 1 10 MPH i 120 MPH 130 MPH -"' — co - _ — PER FOOT OF BEAM LENGTH _ 04 > 110 MPH 120 MPH 130 MPH m I _ _ 110 MPH 120 MPH - ~ EXP. B EXP. C EXP. B EXP. C EXP. B r EXP. C EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C EXP. 8 jMEXP C 5' % 1 2 2 1 2 1 2 2__. 1 1 1 1 � -� - 2 5 ...-�1 1 1 -'21 � 2 5' 1 1 1 2 2 2 2 --� 2 ---" 3 6' 1 - 1 1 �_ 2_- - - -._ _..._ _ •---- �-. _... 2 1 1 1 1 1 1 2 2� 2 3 3" --. --3 7' 1 1 1 2 2� 2 2 2- 2 2 3 2 3 2 3 8' 1- 1 2 2 2 2 g� 2 2 2 2 2 2 ---- -- 2 2--- 2 2 3 3 1 1 1 2 1 2 2 3 3 3 3 4 9 2 2 2 2 2 2 2 9' 1 1 1 1 1 1 2 2 2 3 3 3 1 1 1 2 - ----2- 3 3 2 3 3 4_ 10' 1_ 2 2 2_ 2 2- 2 3 2 32 1 2 2 2 _2 2 11 ' 2--'_ 2 2 2 2 3 11 -_ 3' - 3 2 3 2 4 2 4 3 _4 ' -- 2 3 3 2- 2 3 1 2 2 2 2-- _..- 2 12' 3- 3 3 3 4 3 4 3 5 12' 2 2 3 2 3 2 3 2 2 3 4- 12' 11 1 _� 1 2 _ 2 2 2 2 2 2 13 _ 3 2 4 2 4 3 4 3 4 3 5 13� 2 2 2 3 2 3 3 3 3 3 3 4 13' 1_ 1 1---- 2 2 2 2 2 2 2 ihmkPad\DuralumHAPM0 0195\5-21-14 Submittal\5-21.14 A' ,t— arrfnn,w ,..on.eo ... ....._....�..... FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING r. ..� ,�• E Q z w m W (n U U o Y =in O q: (rw i LL W O a a z U J a N O a o a�Nm aOm°' irr I W W Obi m C O u_ i 0 w V W 0 ~ Lu a = a cn 0 6.5" ROLLFORM A GUTTER FASCIA ALUM. ALLOY 3004-H36 SPLICE I WHERE )CCURS II II I II 0.075": II TYP. L`II II MAG BEAM B M ALUM. ALLOY 6063-T6 DBL.2"x6.5"x0.042" I " ALUM. ALLOY 3004-H36 OR EQUAL J DBL.2"x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL T=12 OR 14 GA. ASTM A653 SS GRADE 50 G60 .042"R r "-7-3.0 --1 DBL. 3"x8"4.042" BEAM W/ DBL. 14 GA. STL. INSERT ' ALUM. ALLOY 3004-H36 OR EQUAL DBL. 3"x8"x0.042" BEAM W/ DBL. 12 GA. STL. INSERT P ! ALUM. ALLOY 3004-H36 OR EQUAL NOT=. WHERE 12 AND 1E GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES. THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8" BEAM. SPLI W HE. OCCUI of T HEADER BEAM TYPES C 4" 1 -BEAM ALUM- ALLOY 6063-T6 CK� 3"x8"x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL D 4.5" MAG GUTTER ALUM. ALLOY 6063-T6 4.0" Q_2DBL. 3"x8"x0.042" BEAM ALUM. ALLOY 3004-H36 T=12 GA. ASTM A653 SS GRADE 50G60-.. 3.0" \ I .032" ALUM. I 3.0"---i 3" SQ.x0.032" ALUM. BEAM ' W/ 12 GA. STL. "U" CHANNEL E ASTM A653 SS GRADE 50 G60 T=12 OR 14 GA. 7.87511 ASTM A653 SS GRADE 50 G60 t �JII 0.625" 2.675"--i 3"x8"x0.042" BEAM. MW/ 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 3"x8"0.042" BEAM N W/ 12 GA. STL. INSERT ASTM A653 GRADE 50 G60 l( NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8' BEAM. COLUMN / POST TYPES 0.024" T-- L= 0.032" 0.042' ISS PLASTIC PLUGS 6.5' 040" ALUM. I -r j .048" STEEL I @ 2 SMS aCi 24' D.C. 3.0" EA. SIDE . 3.0' .28" .0321- ALUM. - 2.0' 032" ALUM. I , 2.0" r---- 3.0-__I 3" SQ. ALUM POST 3" SQ. ALUM. POST ALUM. ALLOY 3004-H36 C ALUM. ALLOY 3004-H36 HEIGHT LIMITED TO 3" SQ. STEEL POST 10'-0" MAXIMUM. F /ASTM A653 GRADE 50 CP60 3" SQ. ALUM. POST WITH SIDEPLATES 'D ALUM. ALLOY 3004-H36 OR EQUAL ' INSERT T=0.125' WH:Z ALUM. C ALLOY 6063-T6 6.656" 7 0.110" fid : L.< 6.5" ROLLFORM A GUTTER FASCIA ALUM. ALLOY 3004-H36 SPLICE I WHERE )CCURS II II I II 0.075": II TYP. L`II II MAG BEAM B M ALUM. ALLOY 6063-T6 DBL.2"x6.5"x0.042" I " ALUM. ALLOY 3004-H36 OR EQUAL J DBL.2"x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL T=12 OR 14 GA. ASTM A653 SS GRADE 50 G60 .042"R r "-7-3.0 --1 DBL. 3"x8"4.042" BEAM W/ DBL. 14 GA. STL. INSERT ' ALUM. ALLOY 3004-H36 OR EQUAL DBL. 3"x8"x0.042" BEAM W/ DBL. 12 GA. STL. INSERT P ! ALUM. ALLOY 3004-H36 OR EQUAL NOT=. WHERE 12 AND 1E GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES. THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8" BEAM. SPLI W HE. OCCUI of T HEADER BEAM TYPES C 4" 1 -BEAM ALUM- ALLOY 6063-T6 CK� 3"x8"x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL D 4.5" MAG GUTTER ALUM. ALLOY 6063-T6 4.0" Q_2DBL. 3"x8"x0.042" BEAM ALUM. ALLOY 3004-H36 T=12 GA. ASTM A653 SS GRADE 50G60-.. 3.0" \ I .032" ALUM. I 3.0"---i 3" SQ.x0.032" ALUM. BEAM ' W/ 12 GA. STL. "U" CHANNEL E ASTM A653 SS GRADE 50 G60 T=12 OR 14 GA. 7.87511 ASTM A653 SS GRADE 50 G60 t �JII 0.625" 2.675"--i 3"x8"x0.042" BEAM. MW/ 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 3"x8"0.042" BEAM N W/ 12 GA. STL. INSERT ASTM A653 GRADE 50 G60 l( NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3"x8' BEAM. COLUMN / POST TYPES 0.024" T-- L= 0.032" 0.042' ISS PLASTIC PLUGS 6.5' 040" ALUM. I -r j .048" STEEL I @ 2 SMS aCi 24' D.C. 3.0" EA. SIDE . 3.0' .28" .0321- ALUM. - 2.0' 032" ALUM. I , 2.0" r---- 3.0-__I 3" SQ. ALUM POST 3" SQ. ALUM. POST ALUM. ALLOY 3004-H36 C ALUM. ALLOY 3004-H36 HEIGHT LIMITED TO 3" SQ. STEEL POST 10'-0" MAXIMUM. F /ASTM A653 GRADE 50 CP60 3" SQ. ALUM. POST WITH SIDEPLATES 'D ALUM. ALLOY 3004-H36 OR EQUAL ' INSERT T=0.125' WH:Z ALUM. OCCURS ALLOY 6063-T6 6.656" 7 0.110" TYR F 7" I -BEAM ALUM. ALLOY 6063-T6 G W/ (1) "C" INSERT ALUM. ALLOY 6063-T6 H W/ (2) "C" INSERTS ALUM. ALLOY 6063-T6 NOTE: WHERE 'C' INSERT OCCURS AS SHOWN IN SPAN TABLES, IT'SHALL BE INSTALLED THE FULL LENGTH OF THE 7" I -BEAM. 0.075 3.0" TYP 3.0" MAG POST ALUM. ALLOY' 6063-T6 NOTE: EACH HEADER BEAM TOP AND BOTTOM FLANGES SHALL BE CUT AT EACH INTERIOR COLUMN WHERE 3 OR MORE COLUMS OCCUR. DO NOT CUT FLANGES AT END COLUMNS. H 3"SQ.xt=0.250" 1( I )=3"SQ.xt=0.313" �) =4"SQ.xt=0.188" K)=4"SQ.xt=0.250" SQ. STEEL POST ASTM A500 GRADE B Z w W Z U Z Z E' W ry w r U U m c < cr y U <�E zZ Z woo co m N U a � w L) Cr U U Z O < J Z OF U c w E E 0 U w W aw Z < < Z w� M w oO < U LU Lu c c7 Z< wNw r=pm .;-0, Z z�ww 3wQ� �<Uw� oomc C/\IJ I Ilvv L CuvCK uK WALL _HANGER & EAVE CONNECTION DETAILS__ A3,I I RAMINC; AN(,;I.E NOTE: WHERE COVER CONSTRUCTION INCLUUES DETAIL A OR B. SITE-SPECIFIC ENGINEERING IS LrSIGN (I:) WALL .I PROJECTION I SFF 1 AHI.E LC)AOS UI�ENING PROJECTION I ( lm- ;;TOLL NOTE NRnL:K1" l ::AN III ! rJf:A I'I 1 REQUIRED TO VERIFY ADEQUACY OF THE EXISTING - --- _ 8" (' IJP C:) I IDI -L ;, IYP nNvwH[ftF ON fnif I:ASTI-NI=RS. SEF I ABLF 3 STUD WALL FRAMING WHERE ONE OR MORE OF THE I0. 20 PM _' 0' 'b' 0 -NOTE PkC)vlDf WATER FOLLOWING CONDITIONS OCCUR: 30. 40 & 50 PSI > 5• I > Iq. 1 1) I'YP BRACKET PROTECTION, METAL FLASHING R.F. OR EXT HANGER - \ / AT EVERY 2x — CAUCY. JOINTS AND SLOPE CHANNEL, 2X OR 3X - ---- - / 8 TO DRAIN (Of T IUNAL) RAFTEP. BRACKET i �' /o 0 LEDGER OP, WALL i (ANGER �f� EXISTING EAVE ALLOWABLE PROJI TO BEAM _ WITH FASTENERS , " OVERHANG--- J:...._nl I. t , ET i E \ _ PER TABLES 3 8 4 / 1 1/4" '1. ALUM. PANEL 2Y, OR — EXIST. RAFTERS AT L 2x WOOD STUD OR I I I - 3x ALUM RAFTER \ 74` 0 C nl' ROOf r MIN. h CONCRETE N/q1"L RAFTER I EXIST FASCIA BOARD OVERT TANG f{I� I i II (3).(/14x3 1/%• w S \ ! - X F11LI. DEPT(( 3Y{ I I ALLOWABLE PROJ. EXISTING EAVE - TO BEAM - j r WOOD SCAB. _ , OVERHANG I WI•IERE UCCURSi, t`MIN , SEE TABLE 1 (24" MAX.) SFE TABLE 2 1 I NOTE PI.ACf "SIKH FLEX" 014 SIMILAR ^ MATFItIAI RFI WFfN nPACKE'I ANO COMP NOfI IJI(ACKf I MAY 11F EAVE CONNECTION IY' S! IN(;Lf ROOFING TO PROVIDE SEAL MUUN'f[IJ BLOW RAI Ir IJ WALL CONNECTION W/UAML' CONN[- CTION11, �A I FXIIITING rtO0f (JVFRIIANn DFSIGN I DADS B NOIF. wAI.1 LJ-DGER IS NOMINAl- u)MBErt SIZEMINIMI)M RAFTER%•xc (n'r 2'xs S;' ALTERNATE � EAVE CONNECTION RDI = :1 ( (MIN( Ir 1 R p;I IMAX) RI I : 70, %G :I(1, 4U, P.:;l1 u'' MINIMOM I-tAl (FRS), NOMINAL 2•x11' (AT :1'x8' .`;) 2 f. XI:;'1'ING RAI fFR All OWAI11.F IIf MDIN(; !;TRf. S:; L', :%pR II•:' OR KII.N-URY WOOD -FILLED 2'x6 )'j OR 3'x8' ALUMINUM SECTIONS NO TF. l I'll;, DF l All IS I.IMITED TO RC;IDLNI IM IN:; I At LA I WI I H A 11) PGI MAXIMI.IM OESIGN LOAD TABLE 1 TABLE 2 11-1 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL - EXISTING OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG FRAMING MEMBER MAXIMUM PROJECTION (A) - SIMP90N A34 FRAMING ANCHOR USING SD9112 SCREWS COVER AT ROOF WIND SPEED (MPH) AND EXPUSUR LISINC 1 : ^��ti;^ 1�`•� _-• --- _ (B) - (2) SIMPSON A34 FRAMING ANCHORS, EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPTH WOOD SCAB -- - — (: LUSL OVERHANG 110, B 110, C 120, B 120, C 130, B) 130, C LENG F RAFTER TAIL • I FUI 2" x 4" FULL 26' 0" 26'_0" 26'-0" ' 25' 2" 5' 4" _ F L.L. O 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. SO PSF S. _._. ' .•1 L; ; -; 2" x 6" NO D ------- --r� �_..- --- 10' 71� a� - _ _ 10 PS - -- �6' 0" 26'-0" 2G'_ 0" 2�'-7" 2�'-4" 21'-L" o IIJD sP�r-rJ WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED W i O 2.,x6•' FULL OR I �------•---- m (EXP. 8 & C) (EXP. B & C) (EXP. 8 & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) 26' 0" 26'-0" 26'-0" ' 16. 0" II 26' 0" 26'-0" f 110 120 1130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 J-- -- ! x "NOTCHED —._ _ 2"x8" FULL OR � �- - _� .-_ _--- I 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" i 26'-0" 26'-0" 5 (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) - - -- —2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" 6 (A) (%{) (A) (A) (%{) (°`) (A) (A) (A) (A) (A) (A) (/�) (A) (A)` (B) (B) (B) 2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26' 0" 26'-0" 26'-0" 7 (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (Bj (g) \ 20 2„x6„ FULL OR 8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (fit 2"x8" NOTCHED 26' 0” 26 0" 26'-0" 26'-0" 26'-0" 26' 0" --- — -- 9 (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (g) (g) (g) (B) (B) (g) P ••���� 2"x8" FULL OR -- �'/ 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 10' (A) (A) (A) (A) (A) (A) (A) A A g 0' 2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 2" x 6" NOTCHED 25 2"x6" FULL OR 2"x8" NOTCHED 26'-0" 26-0" 26-0" 26'-0" 26-0" 26'-0" TABLE 3 c TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER ••�(I, 2"x8" FULL OR AND ROOF PANEL RAIL TO FASCIA ^� 'S N 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" -y r( OR LEDGER TO EXISTING WOOD STUD WALL FRAMING 2" x 4" FULL 16'-0" 16'-0" 16' 0" 16' 0" 16-0" 16' 0" (C) - (2) Y," DIAMETER LAG SCEWS 2" x 6 NOTCHED 10'-10" 10'-10" 10'-10" 9'-2" 9'-3" (D) %" DIAMETErt LAG SCREW ��LL .. � '` ' � �•,,. 2"x6" FULL OR ---- - — - (E) -'/" DIAMETER LAG SCREW :.1.. 30 2"x8" NOTCHED26'-0"26'-0" 26' 0" — 26' 0" 26' 0" 26' 0" 2 2"x8" FULL OR a: 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. "'h MU iHh�L 2"x10" NOTCHED 26-0" 26'-0" 26-0" 26'-0" 26-0" 26'-0" ~0 WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED 2" x 4" FULL 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" 11'-7" Ln 3 (EXP. B & C) (EXP..B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) 2" x 6" NOTCHED 15-6" 15'-6" 15'-6" 15'-6" 15'-6" 15'-6" ~ 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 ;: i;; 40 2"x6" FULL OR 19'-6" 19'-6" 19'-6" 19' : 2"x8" NOTCHED :`;:::-• _ �. 2"x8" FULL OR "-` 2"" NOTCHED 26'-0" 26'-0" 26'-0" ' x10 26 -0I (C) I (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) D D D D ( ) ( ) ( ) ( ) . .. ... ,:; 2" x 4" FULL 8'-11" 8'-11" (C) (C) (D) I (D) (D) (D) I (D) (D) (D) (D) (D) (E) (E) (E) ' 2" x 6" NOTCHED 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 12'-1" 9' (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) D D D D :, 50 2'x6" FULL OR ( ) ( ) ( ) ( ) (D) (E) (E) (E) 2"x8" NOTCHED 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 15'-3" 1(C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) 2'W" FULL OR 11 (C) (C) (C) (C) (C) (C) (D) I (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) 2"x10" NOTCHED 20'-9" 120'-9" 20'-9" 20'-9" 20'-9" 20'-9" (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E) (E) (E) ThlnkPadlDuralumllAPMO 01951,5.21-14 SubminaP,5-27-14 P. S.dwg, 8/2,2014 11:45:12 AM. CulePDF Wrier, 12' (C) (C) 0 TABLE 4 a,b ANCHORS INSTALLED " INTO CONCRETE WALLS = WITH 6 -INCH MIN.THICKNESS o COVER NUMBER AND TYPE" V, LUSL OF FASTENERS " - �3 10 )i. 0 SIMVSON $f I?ONG-BOLT 2 SS O 1i J- w 0 CD 20 )1-0, IMPSON STRONG -BOLT 2 SS o nT 480.0 (a.b) a Q U) O Q 25 )'>' 0 SIMPSON STRONG -BOLT 2 SS ¢ o Al 48- O.0 (a,b) w z 0 0 30 )� 0 SIMPSON STRONG- BOLT 2 SS z z AT 36' O.0 (a,b) w 0 40 X2 0 SIMPSON STRONG -BOLT 2 SS AT 36' O.0 3 50 )� 0 SIMPSON STRONG -BOLT 2 SS m AT 24` O.C.(a,b) m m LL U @) 2 0 =% FOOTNOTES TO TABLES 3 8, 4: t2 cnuUA a. EMBED ANCHOR 3" MINIMUM INTO (n o N LL T CONCRETE WALL AND INSTALL IN w a <' ACCORDANCE WITH ESR -3037 3 a b. USE 3" SQ.x%4" STAINLESS STEEL WASHER WHEN INSTALLING NEW as o WOOD LEDGER AGAINST EXISTING CONCRETE WALL. w c. WHERE ROOF PANEL RAIL OCCURS, w USE Y" DIAMETER LAG SCREW IN Z_ w Z >�m LIEU OF(2) %" DIAMETER LAG o Z W SCREWS. ON2 to o Q V, LL a: O W CD o w a Q U) HANGER CHANNELS AND MOUNTING BRACKETS FASTENERS, + T=.060" TYP. —� " SEE TABLE 3, SHEET 4 I E 2.740" , ( W i 1 z ! ' i z z c r ( I w� FASTENERS, �;;3 ,076 vi 1.50" SEE TABLE 3 SHEET 6 300" j=•060" --i N i I e _ ALUM. 3004-H36 06 —I •25"R�S 1 FASTENERS O 6" Uj v, P02^ FASTENERS, --r SEE TABLE 3 SHE_T 8 I O < 1 jpi Ol (2)90" DIA. SEE SHEET 4 ,, O < N U Y- 0.04" co z N o .563" 281" _ - .200 0 .-L 3" �w� co Q CONTINUOUS A- RAIL CA W o < f0 N U ROOF PANEL � (WHERE OCCURS) � ¢ v �° o FASTENERS 0 L) `� m ro SHEET 8 - - - - - �r �3" 3"� 0 z SEE TABLE 3 .060" FASTENERS, ����� t1 1.5_0_0- 1 FASTENERS, w ALUM.ALLOY 2 SEE SHEET a 6063 T6 1.880"—r SEE TABLE 3, SHEET 4 ALUM.ALLOY W 1.75" ALUM.ALLOY. ALUM.ALLOY 6063-T6 6063-T6 6063-T6 OA:r ROLLFORMED O EXTRUDED HANGER / CONNECTION I.R.HANGER H"BRACKET HANGER a O `G NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED o AT ROOF LOADS EXCEEDING 30 psf. 10# L.L.=(2)#14 SMS EA. SIDE 1 1/2" BEAM SPLICE TO nz NAL ^ (3) %z'0 LAG SCREWS 20#,25#,30# L.L=(3j#14 SMS EA SIDE I OCCUR DIRECTLY OVER 5/8" 0 PLASTIC a 3 #14 SDS; 40#,50# LL =(414 SMS EA. SIDE %ONAL POST. NOT PERMITTED o^' PLUG WHERE @ 2 POST UNITS SCREW IS INSIDE >$ 3 PER SIDE �.�, � �F�, �� - #/((,E) - �-�- - - --- --- - @ 6 SCREWS ('` (T 1, —+3/4" OR 1 1/2" PER SIDE I 5" #14 SMS MAY ! �I ^;Qtf BE USE Q 2" x 6 1/2" OR ALTERNATE TO ` AS 3.5" 1/4"0 BOLTS .`� -• O'if31t f.' 3• 5" MIN. 3" x 8" ALUM. 3.5" RAFTER rn 0 _35" 3 �mz�,8 BEAM > w za3/4" OR 1 1/2" - --�.,. 5" 5� Co 3"x8"ALUM. <wHEADER U-BRACKET ❑1OR 2 ' ° wX '"EXISTING WOOD STUD FRAMING SEE NOTES t r z\L u ' \j Z.1 c�.BELOW6 1/2" SIDEPLATE EA.3"x8" ALUM. STUCCO I SIDE SEE POST SCHED.I t 2 EACH 1/4"0 x 3-1/2" LAG SCREWS L.L.=10 psf I t (E) STUCCO RAFTER 2 EACH 1170 x 3-1/2" LAG SCREWS L.L.=20, 25 and 30 psf #14 SMS EA. SIDE PENETRATION 2 EACH 5/8"0 x 3-1/2" LAG SCREWS L.L.=40 and 50 psf TOP, MID HEIGHT BRACKET 3"SQ. POST BETWEEN SIDE PLATES (2" MIN. PENETRATION INTO EXISTING WOOD STUD) AND BOTTOM. e5NOTE: LENGTH OF LAG SCREW SHALL PROVIDE M rp�,? r K✓: ��`' THREADED PORTION OF SHANK COMPLETE NOTE: USE LEDGER WHERE RAFTER SPACING SEE LATERAL FOR('E RESISTING SYSTEM, SHEET 11 d EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 SHEEII 8. p PENETRATION INTO EXISTING CORNER STUD. <UZ ��--1 BEAM TO POST CONNECTION 8 HEADER BRACKET 2 RAFTER TO STUD WALL CONNECTION l 3 U to Q o yoin r-.-.._ U) 0 w : t'�n n ill w a < 1 112" OR 2"LATTICE #8 S.M.S. #8 S.M.S. EACH SIDE EXISTING ALUMINUM MEMBER WITH j Z o t• ALTERNATE 1/2" DOUBLE RAFTER- WOOD FILL OR DBL. 3"x8"x0.042 BEAM U a BOLT CONNECTION PLAN 2 LATTICE 1 1/Z" OR 2" SHEATHING NOMINAL LEDGER OP. DBL. 2"x6.5"x0.032"/0.042" BEA O a a e 40 --` ~ > NEW OR EXISTING < � . D �` _.:- ALTERNATE : ~ < �� SEE NOTE, DETAIL 6, a o m ° rr: =. 4414 S.M.S. EACH u.0 ; ; I L RAFTER TO COL. X o '\ - SHEET 8 I ° I F CONNECT. (8-TOT.) 2"x6.5" OP. 3"x8" RAFTER w \. - / I ° ° Q ti Gf I ALTERNATE: 1/:'." BOLT I ��o —i- W FASTNERS. SEE TABLE z m a.5• o 6' ALTERNATE: � \ SHEET e z w N (2)- #14 S_M.S. EACH RAFTER �� <� <> �' \ \ TO COLUMN CONNECTION r , 5/8" 0 ACCESS HOLES c < U w -�..} :� INSTALL 6-#14XX" ooNc (4-TOTAL) r: -� LONG SDS C EACH 3" SO. POST HEADER TO COLUMN ;.:.• ::.:. 3'x .,"STL.POST (24") ALTERNAT ` INSERT kTTACHED OR -(2)-2x6.5" OF, I ALTERNATE: �' .� EXISTING (12 FASTENERS PER a - - - - 6 ° x8 H AD R ?'}} -� ��• (2) 2x .^' OR (2}3" i %' 1 ' ._ 1" STUCCO OR EOUAL CONNECTION) LL I �n I I I (2}3„x8"HcAD=R G k•� -- 3"x 3"STL.POST COLUMN - ` FOP. FREE i ` i ` - ALTERNATE: - (2}112"BOLT / 2.5" PENS. INTO EACH VJ000 STUD W rn -' r•:` ---r.� I 3"X3"X0.024"_ (1) - 112" BOLT OR 2"r. E.5" SIDEPLATE I CONNECTOP. (2j- R14 S.M. .EACH RAFTER O w f' I I a_ w "7 EXIST. STUCCO i LEDGER 6 DBL. RAFTER / DBL. HEADER CONN. J I STUB COLUMN TO DOUBLE HEADER CONN. . 5 j I 6 ' ATTACHMENT DETAIL --' I I I f• A A 1 / r-, �ur�rH�,C IVIU_UN I ANP FOOTING EMBEDMENT DETAILS / MIN. NUMBER OF REQ; COLUMNS TABLE 1 TABLE 2 ATTACHED ONLY ATTACHED AND /W1 4)-111 KEI S :1-30 7Po�T FOOTING &ANCHOR BOLTS FREESTANDING STr:if:1 F'OS'1 DNI Y W/ (4)-IIt4 SMS En SIDf•. U1- POST � .- OR 1/2" M.11 TI IROI )GI I I'O^,'I U'iF F'U S I' l YPF ( At "T "HRACKI= I USE WITH ALTERNATE FTG. ' ' r G. }I. I. .I (nt K POST — I'U Sl 'fYPr ILC.1:) ORE. t i FOOTING SIZE SINGLE FOOTSEMBED CUOE S12C So 1fl' DEET' ' (:ui l(. (: IC I t i IEEI_ "T" 11NACK11 Oft 9- SO. _ 00_ LTS '-- ! f1ASE I'I ATF U';F' VVff}I .. I 111 18" SQ _ I7' %?-CUIiI'I�ItI (:I:VII-6) ._ _- 1` 1%lDI:PTIIOF iTYr'E r, I-I,J Of K 20" 21" SO 12" FOOTING OR I �:1/fl"Gl SfftUNG-(101'1 %';(; ' 7AI11 I 1 - - -- I 1,;FC' // L:n BkACKE'I fO SLAB %3 R %4' CI1nFn (Il IV). Io -m I U4 22" 25" SO t61, 1 9 1/2" MINIMUM DI S'I'ANCF TO .� - - ------ --_.. ( Iv11N L.M111) _.. EDGE 01- SLAV %,' 3o CunrO(2) (41 vz e 3 U4 ] 11 :13" MINIMUM DISI ANCE FROM � •• •• J'\ i ,• �� •• ZG" 32" SO. 2:1" � p � --- -- � - -- --- . _... _.. ...._. __._.. III SLAV CRACK TO COLUMN I� II' � - ' - - -- •--__ .__. - - -- . -- � -' • (1%"MIN. EMBEUMENT) !I 3r..o-.•cuHLO(%1 14}5/8'0 4- _. 20 35"SQ. 2;i — (LI F / I a 30" WZ DEPTH 28'4 : • '. j < I} II SLAB SHALL BE IN I ., 4 3/4 32" 43" SQ. 30" POURED CONCRETE D •. •• ..: • = I to --iE+ G40D CONDITION FOOTING SEE TABLES 40 ' 42' GUBEi.) (%) (4}:va r� 34" 47" SQ. 32• x9" LONG, 1" oa a < " 7/A FROM El �! l� 51" SQ. 34".. 0 m 36" — FOR SIZE —`—' "' -- -- OF POST Z 1 NOTE BOLTS SHALL BE SIMP30N STRONG HOI 1:13f; 30" _ 5_5" SQ. 37• 3 1/2' MIN. SEE FOOTING I_ I (ICC -ES ESR . 3037) POURED IN BEAM SPAN TABLE :;QIIAItf 40" GO" SO. 39" _ CONCRETE !'— SQUARE. SEE FTG. `� t) MAY USE EITHER STEEL T BRACKET' OR . .•.. % SCHEDULE IN BEAM ALTERNATE FREESTANDING RASE PLATE 4'!." (i4" SO 41- FOOTING SPAN THREES (/ EXISTING SLAB (8) POSTS TO CONC. FOOTING ATTACHED COVERS ONLY 2)REQUIRE,; USE Of ALTERNATE FREESTANDING 1'9_ SQ I 't't ATTACHED COVERS ONLY BASE PLATE. " ;l~• ctlul r(unwG w/:t tr,• ;Inn / SQUARE POST EMBED. 1,, 9-) INTO FOOTING. ---- ALUM. ALLOY 3.00" OR 6063-T6 X 2.40" 0 1 % .75" J(4 ; ' 1.60„ .090" TYP. '4;;, r.•:: ':j�;' INSTALL x 1Y2„ x Ya" HDG _ ( WASHER PLATE AT ANCHORS 4 FOR 130 MPH .. NOTE: CONCRETE SLAB ANCHORS SHALL BE DIAMETER SIMPSON STRONG -BOLT 2 SS (ICC -ES ESR -3037) ALUM "T" BRACKET OC TltinkPadlDuralumXIAPM0019515-21-14 SubmittaRS-21-14 A 5.dwg, 6/27/2014 11:45:56 AM. CUIePDF Writer, ., 2.0"- ' + I � 7/16"0 HOLE I FOR 3/8" MB .56"------ ._. ASTM A500 GRADE B I IINSTALL 1%" x 1Y2" x Y" HDG X1.125" WASHER PLATE AT ANCHORS I 1 .75" I 1 _ _o T.157" T i - USEFOR 3" OR 4" I / +1.75_ STEEL POSTS 5.50" q 2- 5/16"0 HOLES NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. STEEL "T" BRACKET rD — - 2 FLANGES 2 1/8" APART 2.5" 75"1 BASE FLARES TO 3"WIDE EA. -SIDE OF FLANGES FOR 3" POST, 4" WIDE FOR 4" POST 1-7/16"0 HOLE & 2-3/8" HOLES TYP. EA. SIDE (3)-3/4"0 E FOR POST TYPE F, G. H. I, (4)- SS316 3/4"0 STRONG -BOLT 2 SS STEEL PER ICC -ES ESR -3037 (4 3/4" EMBEDMENT DEPTH) INSERT TO'-, BASE PLATE, 3 1/ 6 POST — INSERT I 9" SQ. X 5/8" TIiK. I 4`1 THK. BASE PLATE (ASTM A500 GRADE B STEEL)1 Y4 l l 6 1 WELDED STEEL BASE PLATE ALTERNATE FREESTANDING BASE PLATE ANCHOR t l 11 L ' � 3" OR 4" SQ. INSERT x 0.188" ASTM A500 GRADE B STEEL Ee m �. LL U (d} L < z w m L V7 W � to b L) �O tlly W d Q LL 0222 U a O a < J IL 0 LLIw I r Ir zo uiow mr0m z�zo w � a5 O 0 N Ir in m CD LL 0 wCD o w a 11J J VN •M1� S'1�f�vl '4 ATTACHED & FREESTANDING SOLID COVERS - 25 PSF SNOW LOAD - 110,120,130 MPH - EXP. B 8: C BEAM z 3"x8"x0-042" BEAM DBL. 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM 3"x8"x0.042" W/ 14 GA. STL. INSERT NOD N t W/ 12 GA. STL. INSERT W/ DBL. 14 GA. STL. INSERT W/DBL. 12 GA. STL. INSERT z P ?W� ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID Y a T FREESTANDING SOLID Y ATTACHED SOLID MAX FTG. MIN. MAX.POST FTG. MIN. M POST FTG. MIN. MAX.POST FTG. MIN. MIN MAX.POST FTG. MIN. MAX.POST FTG. MIN. j o w- MAX.COL. ~ MA POST FTG. MIN. MAX.POST FTG. MIN. MAX -POST FTG. MIN. MAX.POST FTG. MIN- -POST SPACING (IN.) I POST SPACING (IN.) POST SPACING (IN.) I POPE �SPC�' I (���) NG S(SPAIN) ((N)) POST SPACING S(SPAN) I ((I1)) SPACING m SLAB SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPAN 1 YPE IT (SPAN) (1) TI PE (SPAN) (1) TYPE (SPAN) (1) TYPE TOPE ~� p ¢ On LA — C (2), (3) TYPE TYPE SPAN 1 TYPE (SPAN) (1) ( ) () (SPAN) (1) (SPAN) () 16'-6" 32 1'-2" 22 21'-2" 34 23'-2" 22 E 23'-Z" 34 I 5' N w - u'Q� C 14'-1" 19 15' 9" 31 14' 3" 19 15' 1" 31 G G C 16'-6" 20 22 E 16'-1" 31 G 21' 2" 24 E 20'-8" 33 F { 23'-2" 25 22'-8" 34 H ,6 F Z J z o 10'-4" 5 O 14'-1" 21 C 15' 4" 31 14'-3" 21 14'-8" 31 16'-6" 15' 1„ 32 19' 4" 22 19' 48'-10" 334 I _ 21 226 E 1 _ 6 Fn r 222 E 1cp 3'-9"3.-6" 331 G 12'-10" 19 14' 4" 32 G 13'-113 15' 1" 21 E 14'-8" 32 G 19' 4" 25 E H 21'-2" 20'-8" _35" 35 r 9 -0 6 12' 10 22 E . 14'-1 " 32 -1" 15'-1" 23 14'-0" 33 22 18'-0"Z8'-0 18'-0" 35 1�"2 E 19'-8" 36 K 7 5 Z o 11'-3" 20 -1" 20 E 12'-9" 32 G 14'-0" 21 E 13'-8" 33 H 18'-0" 26 E 17'-7" 35 I 19'-2" 36 0 < < 7'1212'-1" 11' 3" 22 12'-6" 32 14'-0" 23 34 l6'-10" 23 16' 336 K 18' 418 227 E 18' 48 337 K 8' ~ w 10'-7" 20 12'-7" 33 11'-4" 21 12'-0" 33 H H E 13'-1" 21 E 13'-1" 12'-9" 33 H 16'-10' 26 E 1fi1) 1 0 < .J 7'-6" 8' • 10'-7" 22 E 12'-2" 33 11'-4" 23 11'-8" 33 G 13' 1 24 34 15'-10" 23 15' 10" 36 17' 4" 25 E 17' 4" 37 K g' 0 9'-5" 20 11'-10" 34 10'-8" 21 11'-3" 33 H E H 12'_" 22 E 12'-4" 12'-1" 34 H 15'-10' 27 E 15'-6" 36 K 17' 4" 28 17'-0" 37 7-0 9 9'_5" 23 E 11'-7" 34 10' 8" 23 11'-1" 33 12'-4 24 35 15'-1" 24 11. 15'-14'-8" 337 16'-616,-6' 228 E 16'-6"6 338 K 10' 8'-11" 20 11'-3" 34 0'-2" 21 10'-9" 34 H E H 11'-9" 22 25 E 11'-9" 11'-6" 34 15'-1" -7-27 E K 1„ CO N.P. 10' 8'-11 " 23 E 11'-0" 34 10'-2" 24 10'-6" 34 11'-9" 335 14'-4" 228 14'-4"4' 337 15'-915'-9" 229 E 15'-9"5-4" K 8'-5" 21 10'-8" 35 9'-8" 22 E 10'-3" 34 H 11'-2" 22 E 11'-211'-0" 4.4" E 1" K 38 NLf).P. 11 g'-5^ 23 E 10'-6" 34 9'-8" 24 10'-0" 34 11'-2" 25 226 10'-910,-6" 335 13'-93 238 13'-93'-6" 338 K 15'-115'-1" 229 E 15'- l4'-8" K 12' N 8'-0" 21 10' 29'-8" 335 9 4 z5 E 9'-109 35 " I 10'-910'-9" E 9" E 39 1 o N.P. 12' 8'-0" 24 E 9' 4" 7 3AH 0 0 O >J vi N ATTACHED SOL/D FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID C Zz SOLID FREESTANDING SOLID Y ATTACHED SOLID FREESTANDING SOLID ATTACHED ? IT MAXPOST N.ST MA POST N. MAX.POST FTG. MIN. MAX -POST FTG. MIN. MAX.POST FTG. MINT S -� 1 MAX -COL. o SP J GIST SPACING (WFI-G OST SPA NG (NG OMINISN. (TYPE SPAC I (NN G POST SPAC NG 7N- SPACWG (NG OIST TYPE � rr PACING SPACING m SPACING (IN.) POST SPACING (IN.) POST I SPACING (IN.) POS SPACING ( NG GIST TYPE CNG (W (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) (SPAN) (1) TYPE (SPAN) E (SPAN) (1) c O 2 3 (),() (SPAN) (1) TYP E SPAN 1 (SPAN) () TYPE (SPAN) (1) TYPE (SPAN) (1) 32 1'-2" 23 21'-2" 34 23- 23 E 23'-2" 34 5' G 14'-1" 20 15'-9" 31 G 14'-3" ZO CP4' 15'-1" 31 G 16'-6" 21 E 16' 6" 24 15'-7" 32 G 19'-10 25 E 20'-1" 34 H I 22'-10" 26 22'-0" 35 d z° C 10-4 5 13'-10 21 �' 15'-0" 32 14'-1" 23 3" 31 16'-3" 32 G 19' 4" 23 19' 4" 35 I 21'-2" 24 E 1'-2" 35 I 6 W0oZ >w CV 12'-10" 20 E 14' 4" 32 G 13'-1" 20 E3'-1" " P32 G 15'-1" 21 E 15'-1" 14'-3" 32 H 18'-2" 26 E 18'-4" 34 H 20'-10" 27 20'-1" 35 0 «� 9,-p„ 6, 12'-1" 22 C 13'-8" 31 12'-10" 23 14'-10" 24 33 8'-0" 23 18'-0" 35 19'-8" 25 E 19'-8" 36 K 7 C W w <! m 11'-31 2� 13 4" 33 G 12'-1" 21 E 12'-9" 32 G 14'-0" 22 14'-0" 25 E 13' 3"I 33 H 16'-9" 27 E 17'-1" 35 19' 4" 28 18'-7" 36 I y i 8'-0" 7' 1 1" E 12'-8" 32 11'-10" 24 12'-1" 32 H 13'-9" 333 16'-115°_8" 227 16' 335 K 1$'-418'-2' 229 E 18'-47-6" 336 K 8 10'-7" 21 12'-7" 33 ' 11'-4"1, 224 E 12-01 332 H 1312'-10" 26 E 13'-l"2-4" H E 16'-0" 1 ,..J 7'-6" g' 10'-6" 22 E 11'-10" 33 2„ -4" 15 228 15'-15'-1" 336 17'-417,-2" 229 E 17'-4"6 337 K 9' 11' 1 34 H 10'-8"p 225 E 11'-10'-8" 333 H 12' 411'-7" 226 E 12'-411'-8" 34 H 14'-10 E K 6" E 9'-5" 21 7,_p„ 9, 9'-3" 23 E 11'-2" 33 7" 334 I 6-1" 228 15'-14'-3" 336 16'-616,-3" 23p E 16;-6"5 337 K 10' E 8'-11" 21 11' 3" 34 H 0'-2" 22 E 10'-9" 34 H 11' 911 226 E 11'-9"1-2" H 14'-1" E K 7" m (n N.P. 10 8'_9" Z3 E 10'-8" 34 10'-0" 25 10'-2" 33 p^ 335 4 5 J 229 14' 4"3 337 15'-915'-6" 23p E 15 - 338 K 11' o U _5" 22 10'-8" 35 9'-8" 23 E 10'-3" 34 H 11' 2" 23 E 11'-210'-7" I 3'-4" E 8" K 4'-10" � • N.P. 11 8,�„ Z3 E 10'-0" 34 9'-6" 26 9' 8" 34 10' 6" 27 36 13'-9" 26 13'-9" 38 15'-1" 27 E 15'-1" 39 K 12 Z <? t CV _p^ 22 10' 2" 35 9' 4" 23 E 9'-10" 35 I 10'-9" 24 E 10'-9" 10'-2" 35 I 12'-10" 29 E 13'-1" 37 K 14'-10" 31 14'-3" 38 o N.P. 12 7'-10" 24 E 9'-2" 34 9'-1" 26 9' 3" 34 H 10'-0" 27 } ? 0 cn0w w'L<— ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ¢ _ ATTACHED SOL/D FREESTANDING SOLID uj j a N SOLID ATTACHED SOLID FREESTANDING SOLID } ATTACHED SOLID FREESTANDING FTG. MAX FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTI - MIN. MAX.POST FTG. MIN. j p p ¢ < MAX.POST FTG.FMIPN MAX -POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.COL. < = p MAX.POST FTG. MIN. MAKPOST MIN. SPACING (IN.) -POST SPSAP ING (IN-) S(SP ING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m m rn G n SPACING _ m SPACING (IN.)SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST TYPE SPACING (IN.) POST (SPAN) (1) TYPE (SPAN) (1) nPE ( (1) TTYPE (1) TYPE (SPAN) 1 ( )1� TYPE (SPAN) (1) TYPE a o m O(z)S(3B '� (SPAN) (1) (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) 23 228 22'-21 337 Z 21 15'-7" 32 G 14'-3" 21 14'-13 333 G 16 65'-10" 225 E 16'-315'-2" 333 G 1 227 E 20'-19'-6" 336 H J 22' 4" E 3" K 5 10'-4" 23 C 14'-6" 33 H 13'-8" 24 C 10" H H 20' 4" 34 H 21'-2" 25 20'-10" 35 ) Ch 22 14' 2" 32 13'-1" 22 E 1 13' 7" 31 G 15'-1" 23 E 14'-1 32 33 H 19'-4" 25 i7' 8" 27 E 19'-1" 17'-9" 35 I 20' 4" 29 E 19'-6" 36 J g' z s wsz t 9-0 24 E 13'-3" 32 H 12'-7" 24 12'-8" 14'-6" 26 13-10' 13'-9" 33 18'-0" 25 1 17'-8" 35 19'-1 26 E 19'-4" 36 K 7' >�om m c z o z"?ww I 22 f724 E 13' 2" 32 H 12'-1" 22 E 12'-7" 32 H 14'-0" 23 26 E 12' 10" 32 H 16' 4" 28 E 16'-6" 34 18' 10" - 29 18'-1" 35 I 3 w J r<>. 8 -0 " 24 12' 3" 32 11'-8" 25 23 11'-9" 32 11' 9" 33 12'-9" 13'-1" 23 12' 10 33 H 116--10" 25 E 16'-7" 36 J 18'-4" 27 E 18' 10' 336 K 8' < u w o o N cr ' 22 E 12' 4" 33 H 11'-4" E H 12'-7 27 E 12'-1"� 33 I 15' 3" . 29 , 15'-6" 35 I I 17'-10" 30„ 16' J 7'-6" ., 25 I 1 i'-6" 32 34 11'-0" 26 23 11'-0" 32 11'-2" 33 12' 4" 24 12' 2" 34 H 15' 10" ' 26 1 E 15'-8'4•-7" 1336 K 17'-4"16'-8"' 23 i E i 7'-116'-0" 337 K 9' Q 7'-0 9 9 S 22 E 11'-8” 33 H 10'-8" 10' 3" 26 E '-4" 33 H 11' 3" 27 E 11' 4" 33 14' 6" 29) J o 25 1 10'-10" f10'-34 �7' 24 11'-1"0 I 151 "3 230 14'-10'' 336 K 16'-65' 231 E 16'-315, 387 K 10 zt L.L-11" i 23 E 11' 1" ; 34 H 10' 2" 24 E 9 10" 33 H 1 i' 9" 10'-8" 27 E 9 133 H 8 10" 1 10"I 2" W NN.P. o a- 10' 8.6•' 25 10'-3" , 33 9'-9" 27 24 10'-1" 34 11'-2" 25 11'-1" 35 I 14' 4" 2 E 14'-2" 3t� K 15'-9" 28 E 15'-6" 1338 K 11' w w 0- 1' 5., ; 23 E 10'-7" ; 35 1 9'-8" E 9' 6" 34 H , 10'-Z"I 28 E 10'-3" 34 i 13' 2" I 3G `. i3' 3" i 37 ; 15' 2" 32 14'-6"I a _ Fn Lo N.P. 1 8'-1" 26 i 23 _.. ! F 9'-4" 33 9'-10" H u 9'-4" 27 9'-4" . 24 o 9' 8 35 1 I 10'-�" 25 _ 10' 7" 3 13'-9' ' 27 31 E 13' 7" ' 38 ! 15'-1" 12' 8' K ^, 29 I i 4'-F3' 32 E 14'-10" 39 K 12' VtjN,: I /_ V OF rwnkPad\DuralumkIAPMO 01 9515-21-14 CC- 6.5" ROLLFORM A ALUM. ALLOY 6063 -TG SPLICE WHERE OCCURS 0 075" TYP BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS MAG BEAM ALUM ALLOY 6063 -TG SPLICE WHERE OCCURS 4.1 0.070• T --- YP -- 4" I -BEAM �. ALUM ALLOY 6063-T6 0.3T75-" U MAX < = ATTACHED SOL/D FREESTANDING SOLID > c _ a -COL. SPACING SPLICEI=0 125 FTG. MIN. WHERE ALUM. SPACING ON SLAB OCCURS ALLOY (IN.) POST SPACING (IN.) 6063-T6 m C 6.656" 7.0" (SPAN) (1) 0.110 (SPAN) (1) TYPE 1"- TYR - 9'-0° g UGs' B 9' 2� 9' 0" - 28 G - 0.376- 8'-4" 6 7'-1f 1.75' 4.0" B 8'-4'."- 29 MAX.�2.0' -f 7" I -BEAM r ALUM. ALLOY 6063-T6 @���W/(AIL)u"MC'AINSERT LLOY 6063-T6 (2) "C" INSERTS ALUM.ALLOY 6063-T6 NOTE: WHERE'C' SPLICE OCCURS AS SHOWN IN SPAN TABLES. R SHALL BE INSTALLED THE FULL LENGTH OF THE 7- I -BEAM. D B L. 2"x6.5"x0.042" ALUM. ALLOY3004-H36 OR EQUAL L� i> 8!0- 0.042' TYR MAX.�3.0' -I DBL. 3"x8"x0.042" BEAM L ALUM. ALLOY 30( _H36 OR EQUAL FOOTNOTE: "SAMPLE" FIGURE INDICATES EXPOSURE B -a FIGURE INDICATES EXPOSURE C WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. FOOTNOTES TO ALL SPAN TABLES: 1 FOOTING SHOWN REPR GUTTER -� EX7. CLIP SPLICE I WHERE OCCURS--\ 4 0.065- ��TYP 1---4.00---- ..-- .-I / -� 4.5" MAG GUTTER (D ♦� ALUM. ALLOY 6063 -TG 0.032" 6.5" TYP. --`--MAX. DBL.2"x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL T=12 OR 14 GA. 7.875- ASTM A653 SS GRADE 50 G60 0.625' 3"x8"0.042" BEAM �� W/ 14 GA. STL. INSERT 1vl ASTM A653 SS GRADE 50 G60 3x8"x0.042" BEAM (�W/ 12 GA. STL. INSERT I ASTM A653 SS GRADE 50 G60 NOTE: WHERE 12 AND 14 GA. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3'x8' BEAM. ESENTS LENGTH OF 2. THE MAXIMUM COLUMN SPACING ON EXISTING SLAB EACH SIDE AND DEPTH OF CUBED FOOTING, SEE SHEET 10. SHALL BE THE SMALLER OF THE MAXIMUM SPACING WHERE SLAB OCCURS, CUBED FOOTING SIZE SHOWN IN THIS COLUMN OR THE MAXIMUM POST MAY BE REDUCED BY 6" FOR FREESTANDING ONLY. SPACING SHOWN FOR THE SELECTED BEAM. SEE ALTERNATE FOOTING TABLES SHT. 10 FOR ATTACHED COVERS T=12 GA ASTM A653 SS GRADE 50 G60 1 3.1' o3z• _ ALUM. J_j 1____-3.0---1 3" SQ.4.032" ALUM. BEAM W/ 12 GA. STL. "U" CHANNEL E ASTM A653 SS GRADE 50 GGO ICS a.o'• 0.042 TYP.' - F ---3.01---I 3"x11 "X0_042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL LC=-) T=12 OR 14 GA. ASTM A653 SS GRADE B.0" 50 G60 .042" TYP.' F-3.0••--F---MAX. DBL. 3x8"x0.042" BEAM W/ DBL. 14 GA. STL. INSERT ASTM A653 SS GRADE 50 G60 DBL. 3"x8"x0.042" BEAM W/ DBL. 12 GA. STL. INSERT ASTM A653 SS GRADE 50 G60 NOTE: WHERE 12 AND 14 GA STEEL INSERTS OCCUR AS SHOWN IN THE SPAN.TABLES, THEY SHALL BE INSTALLED THE FULL LENGTH OF THE 3'x8' BEAM. 3. THE SLAB SHALL BE A MINIMUM 10'-0" WIDE BY THE MAXIMUM COLUMN SPACING MEASURED AT THE COLUMN AND SHALL NOT CONTAIN ANY CRACKING. THE DISTANCE FROM COLUMN TO SLAB EDGE SHALL BE 9 1/4" MINIMUM. ATTACHED & FREESTANDING SOLID COVERS 30 PSF SNOW LOAD - 1 10,120.1:30 MPH - EXP B & C 6 1 6.5" ROLLFOPIA 1 J cfj LL co0- M MAX < = ATTACHED SOL/D FREESTANDING SOLID > c _ a -COL. SPACING j O MAX.POST FTG. MIN. MAX -POST FTG. MIN r SPACING ON SLAB T � SPACING (IN.) POST SPACING (IN.) POST m C (2).(3) SPACING (SPAN) (1) TYPE (SPAN) (1) TYPE 1"- p 9'-0° g 8'-8" 8'-8' 18 B 9' 2� 9' 0" - 28 G J, r 8'-4" 6 7'-1f 17 B 8'-4'."- 29 G 5' 5'-8" 22 8'- 7" 7-11" 19 8'-9" 28 I 7'-6" 7' TA" �T-4•• 17 19 C - .. 7'-9" 7. 7.. 291 G 7' _I 7'-0" 8' 6'-1� - 17 C T-3-.. 30-. `:�o� G 8' 7'-6" 7' 7'-4" 6'-10" 20 7'-9" ---"7' z" 0 � U) C T-3" 20 7' 4" 29 G 7 7'-0" NP 9' 6'-6�- 18 C 6' 10,' 30 ' G 9, LL MAX.POST FTG. MIN. 6'-6" 20 - 6'-9" " 30 30 D � U) NP 10' 6'-2" 18 C 6'-7" _ -•- 31 G 10' 9, TYPE m 6'_2•� 20 5. 8'-8" 120 B 9' 1 " 28 C NP 11' 5'-11" 18 C 6'-3" .- 31 = 8'6" - 29 11' W 5'-11" 21 B 8'-3" 29 G 6' M NP 12, 5'-8" 19 E 6, 0,• -_32 --- w 0 7'-6" 7'19 B 21 5' 10"' 1 G 12' 1 J cfj LL co0- M w Z Z w N V� < w c U U o: Q n U, J G J Y w C LL• U < 00 'j < U 2 o<< F- ,L w NQR ((1 LL } = ATTACHED SOLID FREESTANDING SOLID > MAX COL. a E NP' 10 6'-2" 19 C 6'-7" 31 < SPACING �o MAX -POST FTG. MIN 1A POST FTG. MIN ON SLAB 00 3 SPACING (IN.) POST SPACING (IN.) POST p m > (2), (3) (SPAN) (1) TYPE (SPAN) (1) TYPE F 9'-0" 5, E 17 B g _2 � 2g G 5' 5'-8" 22 8'- 7" 19 8'-9" 28 8'-4" 6' 17 B 8'-4" 29 7'-10" 20 8'-0" 28 G 6' 7'-6" 7' 7'-4" 18 B 7'-9" 29 U) C T-3" 20 7' 4" 29 G 7 7'-0" 8' 6'-10" 18 C T-3" 30 G 8 MAX.POST FTG. MIN. 6'-9" 21 T-0" 30 D � SPACING (IN.) (SPAN) NP 9' 6'-6" 6' -5" 19C 21 (2).(3) 6'-10" 6'-7" 30 30 G 9, w Z Z w N V� < w c U U o: Q n U, J G J Y w C LL• U < 00 'j < U 2 o<< F- ,L w NQR ((1 LL E NP' 10 6'-2" 19 C 6'-7" 31 G 10 �, 8 30 } N q NP 11' 5'-11" 196'-3" C 310.5 G 11 5-10" 22 6'-0" 31 LLU C; m NP 128" 19 E 6' 0" - 32, / G 12' < < ? W m 5'-8" 22 ' 31 2_ ',n -7 LU Y f) O U) C oi LL Q = ATTACHED SOLID FREESTANDING SOLID > a w MAX.COL. SPACING D O MAX.POST FTG. MIN. MAX.POST FTG. MIN O L z U J ° ON SLAB D � SPACING (IN.) (SPAN) POST TYPE SPACING (IN.) POST m m e (2).(3) w (1) (SPAN) (1) TYPE m ¢ N ^ 9'-01, 5. 8'-8" 120 B 9' 1 " 28 G 5 • 8'-4" 8'6" - 29 W 6' 7'-11" 18 B 8'-3" 29 G 6' 7' 7" 21 7'_g'• 28 w 0 7'-6" 7'19 B 7'-8" 29 = o m 7' 2" 21 C T-2" 29 G 7' Z Z w 7'-0" 8' 6-10" 19 C 7'-2" 30 9 < U W 0 U-8" 22 6'_g•' 29 Cj 8' 0 u) cc NP 9' 6-6" 20 6-9" 30 G 9, 6'-3" 22 6'-4" 30 NP 10' 6'-2" 20 C 6'-6" 31 G 10' Is u- 6_0" 23 6'-1" 30 w -'I- N NP4-2'4' 115-11" 20 C 6'-2" 31 o w 5'-9" 23 5' 9" 31 G 11' a w N P'-8" 2' C 6 0 32 Q = u, R �„ 1 s �.,