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BPAT2016-0058f �— e try• 'r �_ 4:, � �/. , , VOICE (760) 777-7125 D 78-495 CALLE TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153 CJI. DING PERMIT 0 Date: 6/17/2016 Application Number: BPAT2016-0058Owner: Property Address: 54902 INVERNESS Jr \� SUNRISE DESERT PARTNERS 31 APN: 7751063 JN �' 300 EAGLE DANCE CIR Application Description: PGA WEST / 588 SF PATIO COVERCOMMUNITY POOL- PALM DESERT, CA 0 Property Zoning: M�Ury ryOF Application Valuation: $8,820.00 D�T'�NT Applicant: Contractor: PGA WEST RESIDENTIAL ASSOCIATION PGA WEST RESIDENTIAL ASSOCIATION 54320 SOUTHDERN HILLS 54320 SOUTHDERN HILLS LA QUINTA, CA 92253 LA QUINTA, CA 92253 . (760)771-1234 LIc. No.: AEC488 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: 1__�—.._) . 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 All 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 wi m one year of completion, the owner -builder will have the burden of proving that hkoi she did not build or improve for the purpose of sale.). �( I, as owner of the property, am exclusively contracting with licensed contractors . to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to tWontractors' State License Law.). W)(___) I am exempt under Sec. . B.&P4. for this reason Date: % Y� 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.). Lender's Lender's Add 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 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 ci o enter upon the above- tion d property for inspection purposes. Date: Signature (Applicant or Agent): FINANCIAL INFORMATION DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $1.00 $1.00 6/17/16 PAID BY 'METHOD RECEIPT # CHECK # CLTD BY STEVE HERTHEL CHECK R16426 699 RSE Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $1.00• DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PATIO COVER, STD, OPEN 101-0000-42404 0 $97.17 $97.17 6/17/16 PAID BY METHOD RECEIPT # CHECK #' CLTD BY STEVE HERTHEL CHECK R16426 699 RSE DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PATIO COVER, STD, OPEN PC 101-0000-42600 0 $95.72 $95.72 6/17/16 PAID BY METHOD RECEIPT # CHECK # CLTD BY STEVE HERTHEL CHECK R16426 699 RSE Total Paid for PATIO COVER / COVERED PORCH / LATTICE: $192.89 $192.89 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE SMI - RESIDENTIAL 101-0000-20308 0 $1.15 $1.15 6/17/16 PAID BY METHOD RECEIPT # CHECK #, CLTD BY STEVE HERTHEL CHECK R16426 699 RSE Total Paid for STRONG MOTION INSTRUMENTATION SMI: $1.15 $1.15 TOTALS:04 Description: PGA WEST / 588 SF PATIO COVER AT COMMUNITY POOL Type: PATIO COVER Subtype: CITY STANDARD/PRE- Status: APPROVED Applied: 6/10/2016 AZA ENGINEERED - OPEN Approved: 6/16/2016 JFU Parcel No: 775131063 Site Address: 54902 INVERNESS LA QUINTA,CA 92253 Subdivision: TR 20117-2A CM 057/192 CM 060/192 Block: Lot: 21 Issued: Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $8,820.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: DURALUM PATIO COVER SYSTEM - (1) 14'X42' (588 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 TYPE STAFF NAME ACTION DATE COMPLETION DATE NOTES' NO STRUCTURAL REVIEW WILL BE REQUIRED, PER BURT HANADA. SEE PREVIOUS NOTES ON PATIO COVER PERMITS NOTE JAKE FUSON 6/16/2016 6/16/2016 ISSUED TO PGA WEST RESIDENTIAL ASSOCIATION AT POOL AREAS. TELEPHONE CALL JAKE FUSON 6/16/2016 6/16/2016 NOTIFIED STEVE HERTHEL THAT PLAN REVIEW WAS COMPLETE AND PERMIT WAS READY TO ISSUE. CONDITIONS CONTACTS NAME TYPE- NAME ,,,, ADDRESSI "'CITY STATE ZIP .,. PHONE • FAX EMAIL APPLICANT PGA WEST RESIDENTIAL 54320 SOUTHDERN LA QUINTA CA 92253 STEVEH@PGAWEST.OR ASSOCIATION HILLS G CONTRACTOR PGA WEST RESIDENTIAL 54320 SOUTHDERN LA QUINTA CA 92253 STEVEH@PGAWEST.OR ASSOCIATION . HILLS G Printed: Friday, June 17, 2016 3:16:17 PM 1 of 2 CJ SYSTEMS PARENT PROJECTS BOND INFORMATION ATTACHMENTS Printed: Friday, June 17, 2016 3:16:17 PM 2 of 2 " cl?SYS7fh1S CONTACTS NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL OWNER SUNRISE DESERT PARTNERS 300 EAGLE DANCE CIR PALM DESERT CA 0 FINANCIAL INFORMATION CLTD DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY 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 $1.1S $1.1S 6/17/16 R16426 699 CHECK STEVE HERTHEL RSE Total Paid for STRONG MOTION INSTRUMENTATION SMI: $1.15 $1.15 TOTALS:04 $195.04 PARENT PROJECTS BOND INFORMATION ATTACHMENTS Printed: Friday, June 17, 2016 3:16:17 PM 2 of 2 " cl?SYS7fh1S Bin # ` .City of La Quinta REC61 Building 8L Safety Division P.O. Box 1504, 78-495 Calle Tampico JUN La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking SheefOMM N °FLA Q 1 Permit # D Project Address: 0 D?j Owner's Narne:PgA A. P. Number: pm, Address:67�3aG 5'a N LLT Legal Description: City, ST, Zip: U1 0)Q 9.2.;?sj Contractor: g-� P /'F�Sd e . _>::<:«::::::z:::'. Telephone: 7� �%%I "'�� '::>:x...... : %':== v Address:Zc-2�320n us ProjectDescription:Cpri City, ST, Zip: Uf` u l/i0 Telephoner Q-7 / i w.:,,.:::.,.:.< <% 0 lG a State Lic. # : City Lic. #; Arch., Engr., Designer A1e14'Mf Adaress:533) 4-ALaw),4.2 5f' City, ST, Zipper C Intal �f1 �� `Tal e:9s - Telephone:hon /TI �o Construction n TY e: Occupancy: P • m Project type (circle one): div Add', .Alter Repair. Demo State Lic. #: n ��•{',��::::;:4yi:vii "r':l;-iiiJ1::�J- .>:.;;:,,.::.::;:.;:::- Name of Contact Person: STF U L Sq. FL: 5 # Stories: # Units: Telephone # of Contact Person: 1p - 9 - Sao Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check: Balance Title 24 Calcs. 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 ROUSE:- '"' Reyiew, ready for correctionstiissue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue Sclto6l Fees Total Permit Fees '/ED 116 NTA )PNjENT P:O: Box 1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLE TAMPICO BUILDING $c SAFETY DEPARTMENT LA QUINTA, CALIFORNIA 92253 (760) 777-7012 FAX (760) 777-7011 Disclosures & Forms for Owner -Builders Applying for Construction Permits IMPORTAIVTI NOTICE TO PROPERTY OWNER Dear Property Owner. An application for a buil�ding p r sub improvements specified at yourself as the budder of the property We are providing you with Owner -B der Ack:noMj������ responsibilities and possible risk fnerification Form to make you aware of your You �y incur by having this permit issued in your name as the Owner -Builder. We will not issue a building pertittt until you.have read, initialed your.understanding of each provision, signed, and returned this form to us at our oi&iai address indicated. An agent of the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the peirriittitig authority. ttce GTfONS: Read and initial each statement below.to st&�ikjlVJ UF�O�ATTON gnifyyori understdnd or verify this information. I. I understand a frequent practice of unlicensed persons is to have the property d g permit that erroneously implies that theproperty owner is provi p PertY owner obtain an `Owner -Builder" an Owner -Builder, tray"be hcId liable and subject to serious financial risk for any injuries sustained b ding his or her own labor and material personally. I, as and his or her employees while working on my Property. My homeowner's injuries. I am will actin as an Y incensed person g Owner -Builder and am aware of the litnits o insurance may not provide coverage for those In y property, my insurance coverage for injuries to workers 2. I understand building permits are not required to be signed b raction and are not hiring a licensed Contractor to Y property owners unless they are responsible for the assume this responsibility. 3.1 understand as an "Owner-Builder"Iamtheyof record on thetf from potential financial risk by hiring a licensed Con>ractor and having the ,. permit I understand that I may protect f Permit filed in his or he name instead ofmy . I understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on ts and erstai •. I understand if I employ or otherwise en ' gage 500), isons, other than California licensed Contractors, and the total value construction is at least five hundred dollars ($500), itulud g labor and materials, I maybe considered #ve r state and federal law. an "employer" 6. I understand d 111111 considered v "employer" under state acid federal law, I must register with the state and federal exit, withhold payroll taxes, .provide workers ':co sahori-dtsabt� i com pensation for each "employee." I also understand my faihtne to abide by the: �Cee� b�n� me to se on to lV yment financial I understand under California Contractors' State License Law, an cannot legally build them with the intent to offer Owner-Buiilder who builds single-family residential subcontractors and the number of structures does notexceed four�et' for sale, unless aTr"' work is under contract with a licensed ' wtthin an Pe�oltned by licensed general butlYdittg Contractor ;,, j »t k , YIeadar,year, or ail of the work is pormed 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 tial or personal injuries 'sustained by any subsequthi owmr(s) that result from any latent construction defects in the Ara.,kmanffip or materials. 9. I understand I may obtain more information regarding my -obligations as an "et<iployei" from the Internal Revenue ce,the United States Small:Business Administration, the California Department of Benefit Payments, and the California Division of rndustrial 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. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the legally . financia y elsppnsible for r osed construction •activi at the - following address: r7 d y ��Z I p ' g t11. I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all licable laws and requirements that govem Owner -Builders as.well as employers. agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I ve rovided. on this form. Licensed contractors ate regulated by laws designed to prote someone who does not have a license, the Coct the public. If you contract with ntractors' State License Board maybe 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 important for you to understand that if an tmlicensed Contractoi o, t employee of that individual or fnzn is injured while working on your property, you may be held liablefor you will be resdamages. -If you obtain a.permii as Owner<Buildet and wish to hire Contracto onsible for verifyirs, png whether or not those'Co compensation insurance coverage. ntraciors are properly licensed and the status of their workers' Before a.bdilding permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the pe -rum -t. Note.*A copy of fhe'properly owner's driver's license, form notarization, or other verification acceptab a ager is required to be presented when fhe peryt& is issued to vert owner's signature. _fy the property Signature of property owne Note: The following Authorization Form is required to be completed by the property owner only when designating an agent of the property owner to applyfor a construction permit for the Owner -Builder. .. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice.to Property Owner,'the execution of which I understand ism ' oiial r` the following person(s) -to act as m a gent s to apply for sign; Y k?�°nsibilrty, I hereby authorize Y $ () PP Y gn; and file the documents necessary to obtain an Owner -Builder Permit for my project. . Scope of Construction Project (or Description of Work): Project Location orAddress: Name of Authorized Agent:%�'� No �T Address of Authorized Agent: 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 acceptable to thea en oft Pwtier's driver's license,- form notarization, or ocher verification g cy i r u e presen ' the.permit is i sued to vert 'the ro e 6 p p rty6wner's signature: Property Owner's Signator Date: to J -17 Ok' •els+� t(�� :� r 11 4 M tm7:.Old rte•. r..r -as r,C't �s ri. ryvz Kai' ti 1WA 161 Cq ti1'' f •� t �. t ,� ), (,SCJ 1v; Pool 7B 54-9102 Inverness �•�% � � ! r lam' �f � � +, r) ' t � r- fold pal; er , •� '!�►? `rte �.� . , im" , s• -��w�s ' i ':� .ti tA� ' ' a e Aol-� . a ��/�n� v� 'S. r� .' �+, � lir :tet.. •'�• l' µ' ;� �Qt, n 1 rv,��wS`4 ,.rpt , �``��•-,;; �. , L ,Z, . ��'�; d ` ;{�',.J1 ,`;�'�•: 1t� an' if' $Ct3�ol - PGA W • � " , ' �.��, L r . i C.aj Pebble .�a� '!� P4 Mw54 r � � LAW d � vl 1 COW - boy) CITY OF LA QtyINTA BUILDING &SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY LA wo2lrI* % 14' A42' SLUM ADD 6VJ1GTURE • •�POST SP CING DETERMINED TABLE ON SHEET 23 of 49 .b 1 ..� .6� RAFTER TAILS @ 24" O.C. PGA WEST //N///■N////////////////////■N■11/////////■■■■■■■■■///■■■■■V■F■■■■■■■■■/■/fit✓ A■N/�//N/. ,1 •I� •f •A 1 1 i� rf'�► 1 • �fU� i/n/■iiniiiiiiiiiiiiiiiiiiiiiii- .. SHADE (25lbs live load, 11 Omph wind load) TYPE "C" FREESTANDING CANTILEVER OPTION of ,. X-60 WIDE X 14' LONG INTERLOCKING PANS a m -n' C- 0>r u 0 QO M co � c- < J , iZ'� z0 m � PANEL SPAN = 11'-6- (25lbs. LIVE REQUIRES .032 MIN GAUGE PER ENGINEERING Pg. 3 of 49) Pool 713 54-902 Inverness SELF TAPPING 3°x8° HEADER SHEET METAL SCR - — 3°x3°STEEL POST RAFTER TAILS' © 20. C. TOP VIEW U TTER ® DRILL 9C ACCESS HOLE ' ® FOR SMS TO ATTAC ----------____-- HEADER TO POST ;- --rte 3°x3' STEEL POST ° ROUND COLUMNS `o 8" COLUMN I � I I I I� 3'X3' STEEL POST INSERT 0.188° WALL THICKNESS Pg. 7 of 49 �.:' " f >.•'.:: GRADE A. 3"X3" STEEL POST IN 33 CUBED FOOTING SECTION VIEW STEEL POST INSERTED 16° MIN, INTO 33°x33° FOOTING pD c _ (' 33 Pg. 10 of 49 m -n C+ -71 0 POST/FOOTING DETAIL z: , .�: CORBEL` T RAFTER 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 i 3"x8 DOUBLE DRILL" ACCESS HOLE HEADERS ® FOR SMS TO ATTACH `. 3"x3" STEEL POST HEADER TO POST I I 87 COLUMNS s C 4 A L 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 HULKING BETWEEN GUTTER ND SPLICE WILL PREVENT ALUMINUM SPLICE PIECE :AKS AT SPLICE LOCATION SLIDES INSIDE GUTTER TO JOIN 2 PIECES TOGETHER GUTTER SPLICE DETAIL 2"X6" SIDE FASCIA 4 SMS \-ROLL FORM HANGER SECTION VIEW AT SIDE FASCIA Attach: Heliocol-Specifications pdf Subject: Mohr Power - Engineering Ste6�; i See attached information for the Heliocol solar pool heating panel. I've attached information direct from Heliocol's material specifications. If we look at•the HC50 panel (which is the panel we want to use) the dry weight is 22 lbs with a capacity of 14 liters of water (30.64 lbs) for a total wet weight of 52.64 lbs. The HC50 is fifty square feet — see the simple math below. 52.64 / 50 = 1.05 psf Morri Mohr ' Director of Field Operations e v (951) 736-2000 ext. 105 office morri@mohrpower.com Nd virus found in this message. Checked by AVG - V1, Version: 2015.0.5577/ Virus Database: 4257/8786 - Release Date: 12/22/14 12/23/2014 Z r' 5 �4fi' -EN TECHNICAL INFORMATION AND SPEC IFICATIO*NS � J �L THE FEATURE THE ADVANTAGE Allows expansion and contraction, eliminating cracks and leaks. Patented individual tube design 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. Low collector -head loss rate Reduces pump requirements. Using the power of the sun to meat your pool A. Using your existing pool pump, pool water is directed through a series of valves to your solar collectors. 0. Pool water enters the solar collectors at the bottom and rises to the top through the individual tubes of the collector. C. As the water rises through the collector it is heated by the sun's radiant energy D. The water is then returned to the pool to repeat the cycle until your pool has been warmed by the sun. Certification Data o ISO 9001:2008 and ISO 14001:2004 G Ortech International Laboratories • Solar Rating & Certification Corporation (SRCC) a Solar Energy Analysis Laboratory (SEAL) • DSET Laboratories, Inc. a HRS, Florida (Required for commercial use) • Florida Solar Energy Center (FSEC) o City of Los Angeles #RR -4508 • British National Water Council (for potability) • German Federal Health Board o NSF 50 for Recreational Water Facilities HC -204 10/2011 1 HELIOCOL PANEL (COLLECTOR) ATTACHMENT METHOD STAINLESS STEEL DETAIL SHOWING HOW THIS SYSTEM IS ATTACHED DETAIL SHOWING UNISTRUT ATTACHED TO TOP OF BOLT 3/8-x'I Ur ENGINEERED PATIO COVER GATOR sAMP HEUOOOL PANEL �y GALVANIZED f— UNISTRUT -SHALLOW SPRING LESS NUT GALVANIZED STAINLESS STEEL FRONTAL VIEW OF ROOF CORRUGATION BOLT 3/S' x 1 17 GATOR CLAMP ATTACHMENT POINTS SPACED EVERY 4' CORRUGATED SPLINES OF PATIO COVER ROOF v �y _. UNISTRUT ` RUNNING CONTINUOUS PERPENDICULAR TO ROOF SPLINES (SPLICED TOGETHER) ATTACHED TO PATIO COVER AS SHOWN ABOVE. MfYA 4POWER SOLAR, INIL 1452 POMONA ROAD CORONA, CO 92862 (951) 736-2000 OFFICE (951) 736.3180 FAX 4 C46 LIC. #661434 EXP. 12/31 /16 CORRUGATED SHEET METAL J PERMITTING JURISDICTION TOP OF ENGINEERED PATIO COVER CITY OF LA QUINTA 6' SECTIONS THAT INTERLOCK WHERE OUR BOLTS WILL PASS-THROUGH 78-495 Cal le Tampico LA Quinta, CA (760) 777-7012 DETAIL OF INSTALLED SYSTEM REVISIONS AND NOTES ROOF PLAN FOR PGA WEST POOL19BB I I I I 1 I I I 1 I PGA West - Pool 19BB 65216 Southem Hllls La Quanta, CA 92263 (760)397-3620 PAGE SCALE PAGE TITLE PANEL NTS ATTACHMENT IRAWN REVIEWED PAGE III BY: BY: MM S2.0 �--�" 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" [01 This design is being submitted for approval. Conformance with specification should be reviewed. Contractor: PGA West Project . v es Compressive Strength: 4500 psi at 28 days Aggregate size: 1" - 25 mm Air: 1.2 ± 1.0 % Water/Cement ratio : 0.45 Slump : 4.00 ± 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)/yd3 1.000 0.03 Air ` 1.2%. A 0.32 Total : 3993:. 27.00 Remarks Reported by Superior Ready Mix L.P. Approval by: Date: 01/01/2015 Date: / / 2 c l L 1.: OF �' i0� .•••1Vs�>�Ir� 85 MPH 120 MPH 93 MPH 130 MPH O - 4/ r-'VIL f`-: f: -1. PATIO COVER 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 ACI318-11 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 ENCLOSABILITY. 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. ILL8. 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 (L/P), 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 1606.3.4. 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. WIND SPEED CONVERSION TABLE: THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBCABC. 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 SHALL BE BASED ON 85 MPH= 110.MPH. 0.6 WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL 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. STEM AS MFG. BY: ' DURALUM PRODUCTS, INC. DESIGN REQUIREMENTS: RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & IBC APPENDIX CHAPTER I. 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) 4 , ADDITIONAL DESIGN REQUIREMENTS: 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. 2. BASIC WIND SPEEDS: 110, 129,130 MPH, EXPOSURES BAND C. WIND SPEED CONVERSION TABLE: 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: S5= 1.50, S,= 0.6, S o,= 1.0, S.,= 0.50, RESPONSE MODIFICATION FACTOR, R.125 6. DESIGN ASSUMPTIONS: A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' S. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' CBC / IBC WIND SPEED EQUIVALENT CRC / IRC WIND SPEED 110 MPH 85 MPH 120 MPH 93 MPH 130 MPH 101 MPH C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTU .- 10'X 0 ��� 1 T� �y CIT OF LA (v\( 'vS E CONVERSION METHOD, THIS PAGE, f� ITYANG & SAFETY DEPT. F R APPLICATION AND USE. UILE NOTE TO THE�LOCAL AUTHORITY HAVpR ING JURISDICTIO Alp ®V ED �����S�TRUCTION � SI DESIGN PARAMETERS: EACH PROJECiSUBMITTED TO THE LOCAL AUTHORITY ING JU I 1 CLUDE ONLY SI E ADL THE PERTINENT SrrE-SPECIFIC STRUCTURAL COMPONE LOCATED W IN HIS 1 10 LI EVALUATION REPORT. ATA MINIMUM, SUBMISSION FOR A UILDING PET E FOLLOWING INFORMATION FROM THIS EVALUATION REPO :DATE w A. TITLE SHEET AND GENERAL NOTES. B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LATTICE ESTANDING 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 SfTE-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 0& Rem- ie WIND SPEED & POSURE: tit) K IROOF / SNOW LOAD: 2S Q T-1 ........... TITLE SHEET, DESIGN LOADS, GENERAL NOTEScp 2 1 ............SOLID PANEL STRUCTURES O ��Q 2 ............OPEN LATTICE STRUCTURES �� cz J O 3-4 .........PANEL SPANS TRI -V, W -PANEL & FLAT PAN '�� � 0144- 5 �� 5 ............MINIMUM FASTENERS" 6 ............RAFTER SPANS FOR OPEN LATTICE COMMERCIAL & PATIOS '= 30 7 ............HEADER BEAM TYPES, COLUMN /POST TYPES � Jv� 8 ............EXISTING EAVE CONNECTION DETAILS 9 ............HANGER CHANNELS AND MOUNTING BRACKETS �TO 10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS V 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 41-12 ......LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH 43744 ......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 c� z a W w z zz� W ry U> o O y U <<¢ �cZ J Z Lu o a M m U C U U Z O a O J Z a rIr w 0 0 U N N W _W OZ NzC ww �Nz r W +„ 00 b V w W O uj 0 ujz wN Z z> r�0m . m N O Z � W A OO US IT ROOF PANEL SEE TABLES SHEET 4 FOR ROOF PANEL ATTACHMENT TO SUPPORTING WALL HANGER & BEAM. "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12 FOR MANDATORY SPLICE. NO BEAM SPLICE AT EXTERIOR POSTS. POSTS, SIZE VARIES SEE SHT. 11 FOR MINIMUM NUMBER, OF REQUIRED COLUMNS v 3 112" SLAB ATTACHMENT MAY BE USED WHERE PERMITTED. SEE TABLES AT ACHMENT SE= DETAIL A., B & C, SHEET 8 —, qN0 FOOTING WHERE REQUIRED SEE TABLES SOLID PANEL STRUCTURES LL Nod RUCTUpc 7,11s PRO BE LESS VgR1ES JECTION TygN / NOTE: EACH COMPONENT IS IN i ER - CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "A" ATTACHED SINGLE SPAN W/ CANTILEVER OPTION PANEL SEE TABLES , •EGr OSpN,,4 FOR ROOF PANEL FATTACHMENTTO TCJ SUPPORTING BM.---,, OHTURE VARIES y H." NOT TO EXCEED 25% .. ... OF ROOF PANEL z e ALLOWABLE SPAN �l ar 0 U - SEE DE -TAIL 11, SHEET 12 ✓ B EAM II OR MANDATORY SPLICE. SP �- BEAM - SEE TABLES NO BEAM SPLICE ATPOSTSPA/v/ SEE TAst'Fs NG I FOR POST SPACING EXTERIOR POSTS. S I 3HETiT 4 FOR ROOF PANEL PER FT.\ O.H. POSTS, SIZE VARIES g Tp I N j �OT m m OF 8'- io gLLO f 3 112" SLAB BE USED z LL o Lc' SSq MAY C v z < z N TO CONSTRAIN I OF ROOF PANEL FOOTING, SEE c O o ALLOWABLE SPAN TABLES < >-y X ROOF OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 FOOTINGS%" SEE TABLES \� NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER. COMPONTENT UNLESS OTHERWISE TYPE "C" FREESTANDING W/ CANTILEVER OPTION i ROOF PANEL SEE TABLES SHEET 4 FOR ROOF PANEL ATT ACHME NT TO SUPPORTING WALL HANGER & BEAM. "O.H." NOT TO EXCEED 259' OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12 FOR MANDATORY SPLICE. NO BEAM SPLICE AT EXTERIOR POSTS. POSTS, SIZE VARIES SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS 3 1/2" SLAB ATTACHMENT MAY BE USED WHERE PERMITTED. SEE TABLES FOOTING WHERE REQUIRED SEE TABLES ATTACHMENT SEE DETAIL A, B & C, SHE- 8 MIN. G.25" SLOPE PER FT.` iSN`r- f �O H pF ST S H � PRpJ CT O SS TygN1SS N i NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. ROOF OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 C7 z c u z z z z � W n U U, <<< c� `6� Z JIL 0 W2< m v1 U C U < co � J Z 0 < < ui ui `0 U TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION .. ... z e ' ar 0 U - E J 0 ¢ LSNGT H ROOF PANEL SEE TABLES MIN. 0.25" SLOPE OFSTpU CTU 3HETiT 4 FOR ROOF PANEL PER FT.\ O.H. RE V ES gRI g ATTACHMENT TO I N j SUPPORTING BEAM. m m lo.. SPA z LL o SPAN C v z < z "O.H." NOT TO EXCEED 25% W w OF ROOF PANEL c O o ALLOWABLE SPAN < >-y X cn 4` SEE DETAIL 11, SHEET 12 BEA/y ` w c: < FOP. MANDATORY SPLICE. PO SPq/�� T �- BEAM - SEE TABLES > w " o0 NO BEAM SPLICE AT SPgC/NG SEE TgBLES I I FOR POST SPACING = J EXTERIOR POSTS. I O« <_ = POSTS, SIZE VARIES O. I I H NpTT I i 4 N e o d w cli OF se 3 1/2" SLAB C 'A pWABLE SPAN " w MAY BE USED Z c TO CONSTRAIN FOOTING, SEE W i m ;7. Z O TABLES i � I J Z n LL W c e c<.)'w 0 0 v C FOOTINGS -� SEE TABLES NOTE: EACH COMPONENT IS INTER- � CHANGEABLE WITH ANY OTHER Q' COMPONTENT UNLESS OTHERWISE SHOWN. U_ r uj - O w "D" MULTISPAN W/ CANTILEVER OPTION r_ TYPE FREESTANDING cr 4 It AI I I I: :;I I I AN I '; MAX 0 H O F ,y 259; OF RAFTER - 4j ALLOWABLE •9(zo R� SPAN '9g��SE9,y Nc MANDATORY SLAM SPICE - SEE DETAII I1. SHLFT 1"2 / NO KAM :;PI ICE AT EXrFRIOIt 130STS f' I_f:NG TH OF STRUC I Ulir VAf?lFS NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. NOTE: THIS OPEN LATTICE -TYPE STRUC'f!1RC MAY NOT BE COVERED OPEN LATTICE STRUCTURES =� rxrs`)ryG eprCO)tiG• WALL F? OR /^ROOF OVERr .SEE DETAIL A.B 8 C SHEET 8 f1 -j •� Cr Pr.r, �� i d. POST WII H PI A it TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE RAFTER, SEE TABLES MAX O.H. 44 25% OF RAFTER O.H 1 2�,nI.I.OWA I/ °O/" -SOV SPAN' . � AO. ?,Cy MANUA I ORY 8; AM SPICE . SFF DE I All. 11 • St IEET 12 NO BEAM SPLICE AT EXTERIOR POSTS L FNC11-I OF S I RUC I'UHc VARIES - NOTE. EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN NOTE THIS OPEN LATTICF.-TYPE STRUCTIIRF MAY NO'I BF COVL-ItI:U rkrSTr�G l ,I( tttp�Fi'M,q�- Y 11} V6 POST `POST WITH SIDE PLATES SEE SHT. 11 FOR MINIMUM NUMBER OF RFOUtnFD COLUMNS 3 112- SI AP ATTACHMENT MAY HI' USE) WI IE RE PF_RMr Tl'I:I) SFF TAHI FS FUO I'ING VVI -IF RI. RI-OUIRCIJ. SEC IABLLS TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE RAFTER. SEE TABLE FOR SI/_E: y' AND SPACING MAX. O.H ! _ 25% Or RAPIER I O•I1. / !' ALLOWABLE RAFTER. SEE TABLE �� FOR SIZE lSpF\ SPAN AND SPACING MAX. O.H.) Tl 25%OF OWABFTER O ALLSPAN OWABLE CL./ ✓// 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. Y W w -12 `POST CROSS-SEC"I SEE POST DETAIL, �TABL3 t SLAB MAY BF USED C ES TO CONSTRAIN FOOTING. SEE FOOTING SEE TABLES TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE 917hlnkPatllDuralum%IAPMO 0195k5-21-14 Sul m naR5-21-14 A 5.rtwy 8272014 11:3722 AM CutePDF Witter. 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. M Cui f OL,_ q,VC--• I POST CRSS -SECTION. SEE POST DETAIL SEF SHT I 1 FOR MINrJI ✓ Nl1MF1FR Df RF 4tnki"U -• SII CUI UMr1 :? r TABLES o @F J tr:"':; nn ATTACHMENT Osl Msp MAY 01 it';[ D WHERE SFF�AgCN POwl'Il! U SFF IABI! . FOOTING VVI-ICRF REOI)IPI I) SEE 'I AHI i 5 TYPE "E" ATTACHED SINGLE SPAN LATTICE STRUCTURE RAFTER, SEE TABLES MAX O.H. 44 25% OF RAFTER O.H 1 2�,nI.I.OWA I/ °O/" -SOV SPAN' . � AO. ?,Cy MANUA I ORY 8; AM SPICE . SFF DE I All. 11 • St IEET 12 NO BEAM SPLICE AT EXTERIOR POSTS L FNC11-I OF S I RUC I'UHc VARIES - NOTE. EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN NOTE THIS OPEN LATTICF.-TYPE STRUCTIIRF MAY NO'I BF COVL-ItI:U rkrSTr�G l ,I( tttp�Fi'M,q�- Y 11} V6 POST `POST WITH SIDE PLATES SEE SHT. 11 FOR MINIMUM NUMBER OF RFOUtnFD COLUMNS 3 112- SI AP ATTACHMENT MAY HI' USE) WI IE RE PF_RMr Tl'I:I) SFF TAHI FS FUO I'ING VVI -IF RI. RI-OUIRCIJ. SEC IABLLS TYPE "F" ATTACHED MULTISPAN LATTICE STRUCTURE RAFTER. SEE TABLE FOR SI/_E: y' AND SPACING MAX. O.H ! _ 25% Or RAPIER I O•I1. / !' ALLOWABLE RAFTER. SEE TABLE �� FOR SIZE lSpF\ SPAN AND SPACING MAX. O.H.) Tl 25%OF OWABFTER O ALLSPAN OWABLE CL./ ✓// 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. Y W w -12 `POST CROSS-SEC"I SEE POST DETAIL, �TABL3 t SLAB MAY BF USED C ES TO CONSTRAIN FOOTING. SEE FOOTING SEE TABLES TYPE "G" FREESTANDING SINGLE SPAN LATTICE STRUCTURE 917hlnkPatllDuralum%IAPMO 0195k5-21-14 Sul m naR5-21-14 A 5.rtwy 8272014 11:3722 AM CutePDF Witter. 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. M Cui f OL,_ q,VC--• I POST CRSS -SECTION. SEE POST DETAIL TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE WAI ; 1 L=.J:;� r: Of HOOF OVERHANG. SL°F DETAIL A.8 & C SI IBC T 8 11 � E c E. m m m LL 2 � tnU v _<Lu ?w� ern `a v. � UL�io Nom;, ~ cc'" = W w O w 2 z o 2 U D n O < Z) < � m m ao w r - w r, W z< u N w mrom 2 n Z w w m < U W 0 O N m Ln CD c LL wN O 1- w a = Q to 3 112' SLAB MAY BE USED ✓ TO CONSTRAIN FOOTING. SEE r TABLES FOOTING SEE TABLES TYPE "H" FREESTANDING MULTISPAN LATTICE STRUCTURE WAI ; 1 L=.J:;� r: Of HOOF OVERHANG. SL°F DETAIL A.8 & C SI IBC T 8 11 � E c E. m m m LL 2 � tnU v _<Lu ?w� ern `a v. � UL�io Nom;, ~ cc'" = W w O w 2 z o 2 U D n O < Z) < � m m ao w r - w r, W z< u N w mrom 2 n Z w w m < U W 0 O N m Ln CD c LL wN O 1- w a = Q to .25 24"TR;-'V' PAN T= (SE= TASLE B=LOW) SOLID PANELS SRANS,FOR COMMERCIAL ALUM. ALLOY 3004-H36 OR EQUAL 1 TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 24" TRI -"V' PAN ROOF LIVE/SNOW LOAD, ps4 25 30 40 50 12"x3YZ X0.020" - I - 0.88 0.83 0.75 0.80 24"x2Y"x0.018" PH PAN PH SEXP 130IP H SPAN B EXP.0 EXPSp .6 C 0.90 EXP. o 19'-4" 19'1:' 19'-4" 19'-4" 19'-4" 19'14" ,o 10'-3" 10'-3' 10'-3'' 12'-1' 17-1 • 17-1' 12'-1" 19 4• 10'-10" 10'-4" 10'-3' 9'-9' 9'-10' 9'-5' u z a 3 8'-6' 8'-T 8-1" 6-2"12'_3. W 17-2' 111-8" 1 1'$° 11'-2' 11'-3' 10'-7" MPANEM.PH 12 _3" 12'-3' 12'-3' ' 12.3.' 16' 8" 100: B" 16 8" 16 8° 10 >¢ 9'-9• 9'-9' 9'-29'-3" g 8' 7"14' < 9'-9" 9'1'' 3" 14'-3" 14'-3' 12'-0' 11'41 1 1W, i 0'-10" 11 0" 10' P- "12'-1" 12' 1"12'-1' 12'-1" 12'-1' 17-1" 11'-2' E �*l" 14'-l" 8•-4• 8'-4' 8'-4' 8'-4' 8'-4" B14' �77- g. 2. 9%4" 8,_1l. LL v .01E 7'-9' T-5° 7'-5" T-2" T-2' 6'-10' 12'-3" i2'-3' 12'-3" 12'-3" 12'-3" 12'-3' o z o 14'-9" 14'-6" 14'-7' 14'-l" 14'-1" 13'-7" U D E N 10'-1' 10'-1" 9'-0" 9'-0" 9'-0" 9'-D' 9'-0' T -o" rz C m < n 8-10 8'-7" 8'-6• 8'-1" a G m - 10` 1' 20 .024 B' 8" 8' 4° 8' S' 8' 1" 8'-1° T-9" r < In > 13'-9' 13' 4^. 13'-6" 13'-0' 13'-1" 12'-T < m w 12'-1' 12'-1" 12'-1" 12'-1' 12'-1' 12••1' rn c, c .032 10'-91 10'-3" 10'-4" 9'$° 9'-9" 9'-9° T-3' 7'-3' T-3" T-3' T-3' T-3' .018 T-8" Tom• 7'1!' T•1' T-1' 6'-10' ° 8'-9' 8'-9' 25 .024 8'-4" ��s '-5' 8'-1" 8'-1° T-9° .032 2' 10'-2' 9'-T 91-8" T-2° 6 -7" 16'-T 6d 6� 6 -�671 .016 1 6-110 67 8'-3" 8'-3" 8'-3" 8'-3" 8'-3• 3p 024 T 9" T-5° .032 0.10^ 9•_6^ g•$^ g•_1^ 9'-2' 8'-10" 1 TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE __1_0_T_20 ROOF LIVE/SNOW LOAD, ps4 25 30 40 50 12"x3YZ X0.020" - I - 0.88 0.83 0.75 0.80 24"x2Y"x0.018" 0.85 0.80 0.65 0.65 24"x2Y'x0.024° 0.90 0.86 0.70 0.65 24"xV,-0.032" 0.90 0.68 (1) MULTI -SPAN REDUCTION FACTORS ARE ONLY APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN IN TABLE 1 ABOVE. NOTE:PANELFASTENERS ARE SHOWN IN TABLES 1,2 AND 3, SHE= I 4 FOOTNOTE: 'SAMPLE" r- FICUP,E INDICATES •-� ATTACHED ! I -IGURE INDICATES FREESTANDING 40• .2S PATIOS ALUM. ALLOY 3004-H36 OR EQUAL 12"x 3 112" W PANEL <', 8" x 2Y ° rLAT PAN LUSL PANEL T' 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN PANELT 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN LUSL PANELT (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 LUSL (IN.) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 (IPJ.) 13'-9" 13'-9' 13'-9' 'I T-9' 12'$' 12'-0" 12'$° 12'-6" .020(1) G20 11'-1" 11'-2° 10'-T 10%7" 9'-11" 10'-3' 9'-6" 15'-3' 15'-3' 1 S-3' 15'-3' 15'-3' 13'-7' 13'-T 13'-7 13'-7" 13'-7' 13'-7' .024 .024 ;024 2" 12'-7' 12'-B' 11'-10" 12'-0' ,11'-1" 12'-1" 11'-4° 11'6' 10'-9" 10' 10 10 10 1T -T 1T -T 1T-7" 1T-7" 17'-T 1T-7' 032 10-T 15'-T 15'-T 15'-7" .032 .032 15.6" 14'-9' 14'-9° 14'-0" 14'-1' 1113'-3" 17$" 12'-0" 19'-T 19'-T 19'-T 1S' -T 19'-T 19'-T 1T -T 1T-7' 1T -T 14-7" 1T-7' 1T-7" .040 040 � 1T -T 16'$' 16'-9" 15'-9' 16'-0' ;15'-0" 15-T' 14'-10' 14'-10" 14'-1• 14'-2" 13'-4" 3" 11'-3" 11'-3' 10'-T 10'-2' 10'-2' 10'-2' 1�0%2'1 .020 .020(l) 0� 9' 6' 9' 6" 9'-0' 9'-1" U-8" 12'$' 12' 6" 12'-s" 17-11' 12'$' 12' 6' 024 11'4' 1 l' 4" 11 4' 11'x" pl-V� �14'1 .024 024 10._1^ g•-8" g•_o• g•_3• 11'-Z' 10'-9' 10'-9' 10'-3' 10'-0' 9'-10" 20 20 20 • �17-31827-9� 14'$" 1�12'4'182'-C" 14'-8' 032 13 -0" �13a$`_O"l'-0'�13'_ol'-0" 13'-0•032 03211'-10" 1 V-11'-0" 10'-6' 12'-9" 11'-T • 16'•3' 16 -3' 16'-3' 16.3. 16.3. 16.3. 14' 6" 14' 6' 14'$' 14' 6' 14'-6' 14' 6• 040 040 .040 15'-1" 14'-7" 14'-T 13' 8' 14'-1" 13'-2' 13'-6" 12'-10' 13'-0' 12'-4" 12'-6" 11'-10• 11'_1• �93 '-1" -9` 9'g9'g9 g5 g .020 ZO(1) D�9-5 8' 11 9'-0' 8'-8° 8'-3' 8'-3' T-1 12'-0" 17-0' 12'-0' 12'-0" 10'-4" 10'-4" 10'14' 10'-4' 10'-4" 10'-4" .024 024 .024 t i'-0" 10'-T 10-8 10-2 1 C -3" 9'-9" 25 25 �13'�-2"13'•2' 13'-2" 13'-2' i3'-2' 13'-2° A32 1 i'-4' 11'-4' 11'1," �4('l1032 13'-1' 12'-T 12'$' 12'-2' 12'-3" 11' 10' 14'-2' 14'-2' 14'-2' 14'-2" 14'-2" 14'-2• 04G 12'-3" 12'-3" 12.3" 17-3" 12'_3" 12•'3" 040 O4D 15-0" 14' 4" 14'-2' 13'-T 13'$' 13'-0" 13'-3" 12'-9" 12'-9" 12'-3• 10'$" 10'-6" 10'-6" 10'$' 101-6' 10'$" 9'-3" 9'-3" 9'-3" 9'-3" 9'-3' 9%3'_020 020 ;1) .029 9' 2° 8'-9" 91-11, 81-51 8'-6' 8'-2° 8' S' 8'-1" 8'-1" 7'-9' 7'-10" T 6" 11'-3' 11'-3" 11'-3' 11'-3' 11'-3' ft - "9" 9-9" 9"g" 9 g, 9 g, _024 02a 024 10'-6" 10'-1" 10'-2' 9'-7" 9'-9" g'-2" 30 9'-1" 9'-2" 8'-10" B'-11" 8'-4" 30 30 10'-9' 10'_0^ 10_9 10 _g^ 1G'�1912'-6• 12'-6"17-6° 12'-6" 12'-6• 17-6" 032 .032 03217-6" 12'-1" 11'-10' 1 j'-6" 11-6 -l0'$" 10'-a• 10'-0' 13.4" 13'x" 13'-0" 13'11• 13'1*' 13'-4• .040 11 7" ll 7' 11 7 11 7" 11 T 11 T I 040 .04G 14'_2" 13'-8" 13'-a"" 13'-0' 13.-3' 12'-6" 12'-T' 12•_2• 12'-2" 11'-8" 11 -., 11 - g•_1^ g•_1^ 91_11 9•_1" 9'-1' T-11 8'-0" 8'-4 8'-4 8'4-, 8'-4• 6'-4' .020 D20 (1) .02G 8•_3' 8•_1• 8'_1" 7'•10' T-10' T-6" ].$, 7._6.. 7._B. 7•_3, ]•_2• 6.11^ 10'-3" 10'-3" 10'-3" 10'-3 1 D'-3 10-3 .024 9,-0 024 .024 -10' 6'-10" 6-7" 40 8'-8 1 8'-3" B'-3' 6-0' 8 40 40g, -g" , 9._g" S. o. 9'-9"I g_g^ 19-9 I 032 1 11'1.'" i 1'-0" 11'-4' 11'x" 11'-0' 11'-4' 032 .032 10.2" 9'-10• 9'-10' 10'$' 10' 3" j 2'-2" 12'-2• i 7-2" 12'-2' 12'-2' 12'-2' l0--7:,,-'I10/7'/I10 -10 4 /7 /)' l0/7/,I!I 1 p/�/J .040 1 0 040 ✓ I 1 ' i2 -E 12'-4" 12'-1' 12'-1' 11'$" I I -2" 11'-2^ ,10'-l0" V -5T-5' 7' 5" T-5" T-5' j 18-2" 8'-2' B'-2" 8'-2" 8'-2- 8•-2' j 7' 020 .02011) I/ I I I I 020 S �1 ] _1 T_1" 6'-1 1 • 6 - i 1 ' 6-9'6' 6' 9'-2" ; 9'-2 9'-2" 1 S'-2 5' 2 I ! E 3' 8'-3" E'-3" 8'-3" 8'-3' 8'-3' 6 �.C2a i /J ! Gla ✓ 7_ I 0" 02 T-10" V T-10' 7'-8" � 7 -8• T-0" I 5G 50 1 i i ; g•_j• g_l" ra_?^ g_1' 9'-1" .032 1 D' -T 10'-T 1 C' -T 1 G' -T l C'-7' i D'-?' i 032 - I .032 1 I /j ' S, 7. ✓ g' 7_ g._7.. g. 3. ! ✓ ✓ 8'-6' ✓ 8'-5' r S 8' 3" i 111:3• •1 i'3" 7'- 'l X11.'• I I g•_c" 9'� 5_9" c_o• ; g'_c• ! l j .04G ✓ �✓ / 1 .04G , .04G ' in_1n tC'-tc' 1 1G' 8' ✓10'x' , ✓9'-t C" ✓ 9:c• ✓g_c a_5 110/120/130 MPH EXP. B & C E'*; E' x 2 34" FLAT PAN .GSR (I.S.i-• i .77* n i J I N. _ .45' { (ALL UNMARKED RADII .06,'Z- ) .70' I25"- 252• .� 2.5• �.3E' T= (SEE 7A8LE BELOW) 45' ITYP. I I F--1-92• I .70 i-1.92"--+ .75' F --1.i z C 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN 8' °', ✓1C'1",✓tC'-0"' 1- c) EXP.B EY.P.0 EXP.B EXP.0 EXP.B EXP.0 cr Lu 1�4'-7"l14'-7 14'-7" 14'-7' a i2'$" 11' 4' 11'-6" 10'-9" - 5'-10' S'-10" 5'-10" 5'-10" 5'-10' S'-10' 13'-4 13"-4 12'-B" 1z-9" 12'-1" 18'-0" 18'-0' 1 E�18%105. 18'-0" 18-0 ca10-2" 15'$" 15'_1 ^ 14'_3" o 19'-4" 19'1:' 19'-4" 19'-4" 19'-4" 19'14" ,o 146' 16-10" 17'-0" 16'11' 16 6" r o G° 1 z-1' 12'-1' 17-1 • 17-1' 12'-1" 19 4• 10'-10" 10'-4" 10'-3' 9'-9' 9'-10' 9'-5' u z a 3 13'-3" 13'-3' 13'-3" 13'-3" 13'-3° 13'-3' e W 17-2' 111-8" 1 1'$° 11'-2' 11'-3' 10'-7" �- _ 15'-6° 15'$' 15'-6" 15'-6"115'-6' 15-6' 13'-9° 13'-7' 13'-0 13'-1 " 1 z B" 16' 8" 100: B" 16 8" 16 8° 10 >¢ 15'-2° 14'-10 14'-1D' 14'-3" < g 10'14" 10'11• 10'-4" 10'-4' 10' 4' 10'-4' < 9'-9" 9'1'' m of w 11'A" J z < IL <3 12'-0' 11'41 1 1W, i 0'-10" 11 0" 10' P- "12'-1" 12' 1"12'-1' 12'-1" 13'-8° 13'-i" 13'-2" 1z�" 13'-1" 13'-1" 13'-1" E 14'-l" m E r m -E, �77- g. 2. 9%4" 8,_1l. LL v 10'� 10' 4�141", 10'-0 10'-0" 10' 4' < Z w o 11'-4 1 1D' 4" 10' 6" 9'-11° w F- V-4" 11'-4' 1 T-41" 1 m e 13'-2" 12'-8" 13'-0' 17-6° 12'-T' 11'-10" w O ui 12'-3" i2'-3' 12'-3" 12'-3" 12'-3" 12'-3' o z o 14'-9" 14'-6" 14'-7' 14'-l" 14'-1" 13'-7" U D E N O < 9'-0" 9'-0" 9'-0" 9'-D' 9'-0' T -o" rz C m < n 8-10 8'-7" 8'-6• 8'-1" a G m - - 9 -6 9 -6" i 9--6- 9'-6" 0.-G- 9 6" r 10'-2' 9'-10" LU 9'-7" 9'-8" 9'-3" T -l" 12'_g^ wrz> 10'-1' 9'-1C' 9'-10' 9'-8' m N z w G V-2' l i -2• Z" 11'-2" l V-2' 11'-2" z w G r < In > 13'-9' 13' 4^. 13'-6" 13'-0' 13'-1" 12'-T < m w o 3' 8' 3" 8'-'" ( 8'-3" 8'-3" 8'-3" 8,_g, 8•_a. 18._9. c rn c, c I� ��� it L 8'-7" 8'-5' E•13' 8'-1' C O m LLI w tC'-3' 10'-1 ✓10,_1^. g•_g"CL w ! 0 < co p•.G • / j p•.e • ;; 10'1-" ' 1'-x' 10'-4�• 1 D'-4" X �41 �02 V lvlll'qIIVIUIVI NUMBER OF FASTENERS FOR ROOF PANEL TO'SUPPORTING BEAM & WALL HANGER FOR ATTACHED AND FRFF�TANlnINI(-- Qr)I in ThinkPad%DuralumVAPlvl0 019515-21-14 Submit[aKS-21-14 A S.dwg, 8!27/2014 11.38:52 AM. CutePDF Write,. FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING E E E LLL) 2 . < z WOW !�! z 5-: 0 m Q Z z N,ij UW ) > w OO V)5 Hyl , � : 'fir c�►i1_ u ` 1•1v. �.. „IG EV'. L i < . j� 1 �t'w.• �W. 6.5" ROLLFORM A GUTTER FASCIA ALUM.ALLOY 3004-H36 WHERE � I I� CCURS II II �I II 0.075 TYP. SII II B MAG BEAM ALUM. ALLOY 6063-T6 0.042'/ 6.5" 0.032' TYP. I 2_0"J DBLAL.2"x6.5"x0.042" UM. 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 6 .042' TYR L_3.0 MAXI--i DBL. 3"x8"0.042" 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 PALUM. ALLOY 30044-56 OR EQUAL NOTE. WHERE 12 AND it GA.. STEEL INSERTS OCCUR AS SHOWN IN THE SPAN TABLES. THEY SHALL BE INSTALLED THE FULL LENGTr. OF THE 3"xB" BEAM. SPLI WHE OCCU 0. T HEADER BEAM TYPES I 1 i + 4" I -BEAM ' ALUM. ALLOY 6063-T6 ' -2 Ii D 4.5" MAG GUTTER ALUM. ALLOY 6063-T6 4.0- T=112 GA. ASTh1 A653 SS GRACE 50 G60 -.. 3.0" I .032' ALUM. 3" SQ.x0.032" ALUM. BEAM G12 GA. STL. "U" CHANNEL ASTM A653 SS GRADE 50 G60 7 "-T=12 OR 14 GA. ASTM AE53 SS • GRADE: G60 0.625 3"x8"x0.042" � B EAM M W/ 14 GA. STL. INSERT ASTM A653 GRADE 50 G60 11 11 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM 3"x8 x0.042 BEAM K ALUM. ALLOY 3004H36 L- ALUM. ALLOY 3004-H36 N W/ 12 GA. STL. INSERT OR EQUAL ASTM A653 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"x6' BEAM. I INAM / P(l-qT TYPFq 75 I �- IhS=x T=0..25' WHERE ALUM. OCCURS --1. ALLOY PLASTIC 606"-76 J =4"SQ.xt=0.188" w 7 0.110" 6.S PLUGS 1 I TYP. '! f�=4".SQ.Xf=0.25" (cJ F 7" I -BEAM ALUM. ALLOY 606663-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. 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. W Z U +L'W L C u < U e U C y U < < < c� J Z p wow m to U L• w O 2 C U U Z O < U J Z O< F U w 0 0 U in z a a c � o ,c' o r o N � CT it 12 u z 03 014 J C wp J Lw N �yyw < F < Z w2 m = R wp Q U LV o.oza L T- o.°oaz G >ot, LYC> H=3"SQ.xt=0.250" o 2 Z o U�E1b =3"SQ.xt=0.313" o < < < G. . I PLASTIC J =4"SQ.xt=0.188" w -j i.00 - I I 6.S PLUGS 1 I '! f�=4".SQ.Xf=0.25" (cJ 3.0 032 ( ALUM. I .040'ALUM. I 04E' STEEL ( I II 3.0' 1B' I 1i I S10SMS @ 24' O.C. EA SIDE I -2.0' 3° 2.0- ` -J -r 0.075" 3.0" TMP I u' ^ z 'm � z c z u' w 3 +ii J 3.0<v�. OP o o rn e �J3" SQ. ALUM POST ALUM. ALLOY 3004 H36 HEIGHT LIMITED TO 10'-0" MAXIMUM. r^3.C_ ' 3" SQ: ALUM. POST 3" SQ. ALUM. POST ; ., WITH SIDEPLATES ALLIM. ALLOY 3004-H36 OR EQUAL I + i'^ MAG POST ALUM. ALLOY 6063-T6 I I 1 a --'-3.0• oR 4.0"^ L SQ. STEEL POST < ir ASTM A500 GP.ADE 6 �' ALUM. ALLOY 3004-H36 �' . 3" SQ. STEEL POST F /ASTM A653 GRADE 50 CP60 rv, U_AIJ I IINU L_cU(..�EK UR WALL HANGER &EAVE CONNECTION DETAILS A34 I RA-MINC; ANGI F. NOTE. WHERE COVER CONSTRUCTION INCLUDES DETAIL A OR B, SITE-SPECIFIC ENGINEERING IS Mtn L COVFR SFF 1nHLE ?. G I PROJECTION I ( J/IG" T[(_l.NOTC HRnL'KI`r :;AM 111 !i)C:AI'I IREQUIRED TU VERIFY ADEQUACY OF THE EXISTING _ 8" (` 11.1"4) 1 IOLLS. IYP ANYWHERF ON fAVr FASTI=NI=RS. SEF In61_F 3 STUD WALL FRAMING WHERE ONE OR MORE OF THE IO E -NOTE PROVIDr WATER R.F. OR EXT HANGER FOLLOWING CONDITIONS OCCUR: I -1_ U rYF' BRACKET PROTECTION. M[TnL FLASHING > 14 / AT EVERY 2x CAUCY. JOINTS AND SLOPE CHANNEL, 2X OR 3X �. _ =-" "� � , 8" � j TO DRAIN rOr'71UNAL) RAFTER. BRACKET �` � � ` --- ,- io / LEDGER OP, WALL I (ANGER �f/ EXISTING EAVE ALLOWABLE PROJ TO BEAM WITH FASTENERS /� OVER InNG SEE TAHI E 1 \ > PER TABLES 3 & 4 -- 1 114" (id (v1AY.j `1xG OIt %.0 I n,r,PR ALUM. PANEL 2Y• OR \ — EXIST. RAFTERS AT ,, `I I 2 I 11�/ 3. ALUM KAFTER x WOOD STUD OR %4- U C. Al' ROUE I x -' J ('MIN CONCRETE WAI_I_ EXIST FASCIA BOARD OVERHANG i -J I _ RAFTER • - • 2X FULL OE•PTI-I 3Y; V (3)-//)4x3 I/; wS - ALLOWABLE PROD. EXISTING EAVE TO BEAM 1 -( WOOD SCnU, OVERT TANG r I WIIEHL' UCC:UIt�i, 1"MIN SEE TABLE 1 (24" MAX.) I I I v I SEE TABLE 2 I NOTr PLACE "^,IKA FLEY." Olt SIMILAR (} MATFRIAI rlr I WFFN nrIA('KG'r AND COMP NO11 13NACK17 I MAY1117 rEAVE CONNECTION IP/ SHINOLr ROOFING TO PROVIDE SEAL MOI)N,rCrJ BCLOVV PAI I I Ir A WALL CONNECTION W/::AMI' CQNNE (;TION';; I f-.xl : fu4G RC,r,r r,vFl?IIANr; Dr SIGN 1 OnnS ` U rtDl ::1 ps( (MIN, Ir„I pa (MAX) RI I : %p- %.'. :ID. nR, P. S4 p.^.1 NO 11- WAI.1 LI:DGER IS NOMINAL LUMBER SIZE_ '%'xG' (A'r 2'xG S;,' / A� LTCRNATE EAVE CONNECTION 2 r.XiII;TINC: RAI-rrrt At I ONAlus IIr NnINr; MINIMUM NAI rERS), NOMINAL :!'x0' (AT :I -x0" MINIMUM HAFTER ;) l C 7Rf.:i:; L'; f %IID p•u J NO I r-. 1 i -ii, (lh I All IS LIMITED TO RI::;ID(-NI1AI IN:; 1 At I. n I IONS TABLE 1 01t KII_N•UKY WOOD -FILLED 2'x6 Y2' OR 3"x0' ALUMINUM SECTIONS WITH A 111 psl MAXIMUM DESIGN LOAD TABLE 2 TYPE AND NUMBER OF FASTENERS REQUIRED AT ROOF PANEL OR RAFTER CONNECTED TO EXISTING ROOF OVERHANG F. ('; EXISTING MAXIMUM PROJECTION r , FRAMING MEMBER _ p, ` ' \� — (A) - SIMPSON A34 FRAMING ANCHOR USING SD9112 SCREWS _' . • �, COVER AT ROOF WIND SPEED (MPH) AND EXPOSURE (B) - (2) SIMPSON A34 FRAMING ANCHORS. EACH SIDE, USING SD9112 SCREWS WITH 2x FULL DEPT(( WOOD SCAB LUSL OVERHANG 110, B 110. C 120, B 1?_U, C 130, B 1 130, C ENG F RAFTER TAIL I 1 - S.L.LL T :... - 1.E 2" x 4" FULL _------ •- - --- --- --- _. _._ _._.._.-- 26'.0„ _ -_ 25' 2"' 4" _ 10 PSF L.L. - — L-;' i 2" x 6" NOTCHED 26'-0" 26'-0" _ 2, 7 25-a - a�—__ F 30 PSF S.L. 40 PSF S.L. SO PSF S.L. 6' 0" � 20' 7"_ 20 PSF L.L. 25 PS 11 '-2" - — - - -- - 26' 0" I " I Da WIND SPE[CJ WIND SPEED WIND SPEED WIND SPEED WIND SPEED WIND SPEED - 1 2"x6" FULL OR — - ' I "--' — "-'— m (EXP. B & C) (EXP. B & C) (EXP. B & C) (EXP. B & C) --' J (EXP. B & C) (EXP. B & C) 2"x8" NOTCHED 26' 0" 26'-0" 26'-0" ' 26'-0" 126'-0" 26'-0" _ _ �— 110 120 1130 110 120 130 110 120 130 110 120 1130 110 120 1 130 110 120 130 2"x8" FULL OR 1 �- ------(-- .. _r ..---- ---- 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" i 26' 0" 26'-0" 5 (�) (H) _ (A) (A) (A) (A) (A) I (A) I (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) (A) (A) (A) (A) (gj (g) (g) _ _ 7' (A) (A) (A) (A) (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" --- — — -- 20 2'X6„ FULL OR 8' (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (A) (B) (B} (B) (B) (B) (B) 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 jl_11�111_ 2"x8" FULL OR ( ) () ( ) (B) (B) (B) (B) (B) (B) 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)(B) (B) (B) (B) (B) (B) (B)2" x 4" FULL 26'-0" 26'-0" 26'-0" 25'-2" 25'-4" 20'-7" 1' (A) (A) (A) (A) (A) (A) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) (B) 2" x 6" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 12' (A) (A) (A) (A) (A) (A) (B) (B) (B) (e) (B) (B) (B) B B B 25 2"x6" FULL OR () () () (g) (B) 2x8" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26-0" TABLE 3 c TYPE AND NUMBER OF FASTENERS REQUIRED AT LEDGER _ •,WTI 2"x8" FULL OR AND ROOF PANEL RAIL TO FASCIA y'�I,/ 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 264" 264' OR LEDGER TO EXISTING WOOD STUD WALL FRAMING 2"x 4" FULL 16'-0" 16'-0" 16'_0_' - 2 %" DIAMETER (n : 1 ` _ 2" x 6" NOTCHED 1 16' o" 16' 0" (c) () E ER LAG scEwS _. 0'-10" 10'-10" 10'-1_0" - - %" DIAMETER LAG SCREW rr.10.0 �! �' 3O 2"x6" FULL OR --- (E) - Y4" DIAMETER LAG SCREW it C ,, ,f`l 2"x8" NOTCHED 26'0" 26' 0" 26' 0" - 26'-0" 26-0" 26-4- --. ---- _ 2"x8" FULL OR > -- ------------_ 10 PSF L.L. 20 PSF L.L. 25 PSF S.L. 30 PSF S.L. 40 PSF S.L. 50 PSF S.L. ,it i HL.� ..� 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" a = ----- �_o —.. — ---- 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" m (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" ) (EXP. B & C) (EXP. B & C) _ � 110 120 130 110 120 130 110 120 130 110 120 130 110 120 130 40. 2"x6" FULL OR 5' (C) (C) (C) (C) (C) 110 120 130 (D) (D) " •:ti:•; 2"xB" NOTCHED 19'-6 6 " 119'-" 19'-6" 19'-6" 19'-6" `' =* 2"x8" FULL OR 6' (C) (C) (C) (C) (C) (C) (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) 2"x10" NOTCHED 26'-0" 26'-0" 26'-0" 26'-0" 126-0" 126'-0" 7' (C) I (C) (C) (C) (C) (C) I C) (C) (C) (D) I (D) (D) (D) (D) (D) (D D D 2" x 4" FULL 8'-11" 8'-11" 8'-11" 8'-11" 8'_11-1 8'-11" 8' (C) (C) (C) (C) (C) I (C) I (D) I (D) (D) (D) I (D) (D) (D) (D) I (D) (E) (E) (E) ' 2" x 6" NOTCHED 12'-1" 12'-1" 12'-1" 12'-1" fl, 50 2"x6" FULL OR () ( ) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) 2"x8' NOTCHED 15'-3" 15-3" 15-3" 15'-3" 2"x8" FULL OR 2"x10" NOTCHED Th,nkPad\Duralum\IAPMO0195k5-21-14 SubmitI3116-21-14 A 5.dwg. 812712014 11:45:12 AM. CutePDFWriter, 12 (C) (C) (C) (D) (D) (D) (D) (D) (D) (D) (D) (D) (E) (E) (E) (E1 (F1 rFt TABLE 4 a,b ANCHORS INSTALLED E > m 03 ; v INTO CONCRETE WALLS LL @I WITH 6 -INCH MIN.THICKNESS COVER NUMBER AND TYPE LUSL _ OF FASTENERS 1 O )> O SIMPSON $ rItUNG-BOLT 2 SS N 011cr w Al 411' O.0 (:,,b) 20 Al 0 SIMPSON STRONG -BOLT 2 SS L) a Ia. AT 40'0.0 2Cx )'>- 0 SIMPSON STRONG -BOLT 2 SS v Al 40" O C (a.b) -- CONCRETE WALL. '30 ), 0 SIMPSON STRONG -BOLT 2 SS ir AT 36" O.0 (a,b) 4 O� - 0SIMPSON STRUNG -BOLT 2 SS FA Om z ZW T.O.0 (a,b) v W 50 )�0 SIMPSON STRONG -BOLT 2 SS AT 24' O.C.(a,b) E > m 03 ; v LL @I (n C z o. FOOTNOTES TO TABLES 3 & 4: Wuj rn 3 a. EMBED ANCHOR 3" MINIMUM INTO N 011cr w CONCRETE WALL AND INSTALL IN w Ix < LL ACCORDANCE WITH ESR -3037 L) a Ia. b. USE 3" SO.xY4" STAINLESS STEEL WASHER WHEN INSTALLING NEW o m WOOD LEDGER AGAINST EXISTING CONCRETE WALL. tu c. WHERE ROOF PANEL RAIL OCCURS, ir USE Y2" DIAMETER LAG SCREW IN z LIEU OF (2) Y4" DIAMETER LAG Om z ZW SCREWS. 3 w "' N H �> 00 fncr &A 1_. r.;. HANGER CHANNELS AND MOUNTING'BRACKETS ! t FA TEN_ :5, -� 2 740" I SEE TABLE 3, SHEET 4 y i 1 r FASTENERS 07B I ' Icr _ 1.50" SEE TABLE 3 SHEET 6300" J - I T=.060" J W L `c �!! I I .633-1 I � 3- i !-5 o Q .2�"' FASTEN -RS ALUM. 3004-H36 DoC" ti. r 0' I g== TABLE 3 SH._T B I Iq i 6' 0 N v °202" FASTENERS, ' —r 010"x90" } 1.50 (2) DIP,. S SHED 4 ( i• 0�;�! \ _ O I-- 0.04" o .563" • 281" -- - - .200"*/ 205' .. Y _J L z J i O p w O G N m LU 4 CONTINUOUS A. RAIL `n N U ROOF PANEL (VMERE OCCURS) 1 1 q 0 FASTENERS o < o U N � ri SHEET F - --- �T �3"� ''� 2 a z SEE TABLE 3 "}�— FASTENERS, ��- o 060" ! 1 1 " FASTENERS. w ALUM.ALLOY - S=E SHEET 4 -� 1.880"� SEE TABLE 3, SHEET 4 W 6063-T6 I ALUM.ALLOY J__ 1.75" ALUM.ALLOY ALUM.ALLOY U 6063-T6 I' 6063-T6 6063-T6 L) OC I.R. HANGER "H" BRACKET ROHANOGEP.ED OB EXTRUDED HANGER / CONNECTION J c lJ o NOTE: THIS CONSTRUCTION IS LIMITED TO 30 psf MAXIMUM. SITE-SPECIFIC ENGINEERING REQUIRED I AT ROOF LOADS EXCEEDING 30 psf. 10#L.L.=(2)#14 suns EA. SIDE o (3) Y2.0 LAG SCREWS 1 20#,25#,30# LL=(3)#`14 SMS EA. SIDE /BEAM SPLICE TO „ z #14 SDS, 40#,50# LL.=(4)914 SMS EA. SIDE �/ OCCUR DIRECTLY OVER 5/8" 0 PLASTIC < �� I I f ' POST. NOT PERMITTED PLUG WHERE 3 PER SIDE o - - - - - --- --- -I @ 6 SCREWS I @ 2 POST UNITS SCREW IS INSIDE J o 1" \ - OR 1 1/2" �, PER SIDE \ \ -}- t 5, I 51 #14 SMS MAY 2" x 6 1/2" OR BE USE AS < 3 a1 j 1 5" MIN. 3" x 8" ALUM. 3.5" 3.5" ALTERNATE TO RAFTER 1/4"0 BOLTS 3.5"I 3.5" F- �— _ wccz< U) _ 3/4" OR 1 1/2" _� - - - . - ---- 8" BEAM I >wZ 3 3"x8"ALUM. --- —------- 5,,. i 5" 8��� 0<171 g ! w < x � + HEADER U-BRACI�r 'I �i OR 0 ' N<LLuj �Ixj EXISTING WOOD STUD FRANIIING: SEE NOTES 3"X8" ALUM. () BELOW ( I �— 6 1/2" SIDEPLATE EA. —J 2Y" (E) STUCCO �- E STUCCO l� I SIDE SEE POST SCHED. 2 EACH 1/4"0 x 3 1/2" LAG SCREWS LL.=10 psf I �! RAFTER 2 EACH 112"0 x 3-1/2" LAG SCREWS LL.=20, 25 and 30 pe, #i4 SMS EA. SIDE PENETRATION BRACKET 2 EACH 5/8"0 x 3-1/2" LAG SCREWS LL.=40 and 50 psf TOP, MID HEIGHT� 8 (2" MIN. PENETRATION INTO EXISTING WOOD STUD) AND BOTTOM. 3"SO. POST BETWEEN SIDE PLATS NOTE: LENGTH OF LAG SCREW SHALL PROVIDE m THREADED PORTION OF SHANK COMPLETE NOTE: USE LEDGER WHERE PAFI cR SPACING - SEE LATERAL FOR('E RESISTING SYSTEM, SHEET 11 PENETRATION INTO EXISTING CORNER STUD. EXCEEDS EXISTING STUD SPACING. SEE TABLE 3 S `E_I 8. " U to z < ? w c HEADER BRACKET 2 I RAFTER TO STUD WALL CONNECTIONU rBEAM TO POST CONNECTION 8 �-�-7 to ¢o >_O m Lu 1 1/2" OF, 2"LATTICE #8 S.M.S. > z o #8 S.M.S. EACH SIDE ALUMINUM MEMBEP. WfTH ALTERNATE 1/2" DOUBLE RAF i ER- EXISTING WOOD FILL OP, DBL. 3"x8"x0.042 BEAM 0 E ry BOLT CONNECTION ` I \` PLAN 2 LAI i ICE i 1/2" OR 2" I SHEATHING NOMINAL LEDGEP. OF DBL. 2"x6.5"x0.032"/D.042"BEA O¢« ALTERNATE: I (NEW OR EXISTING) < D w 4 #14 S.M.S. EACH I 13 � SEE NOTE, DETAIL B, I a 0.- RAFTER TO COL SHEET 8 / I o ! CONNECT. (B -TOT.) I I I 3" w D = w 2'x6.5"OP x8" RAFTER \ I c o ~ \ cc w ALTERNATE: 1/l" BOLT c� o FASTNERS. SEE TABLE 3. I `— m z 'm 4.51 O� El ` ALTERNATE: m �� SHEET 6 `V, (2)- #14. S.M.S. EACH RAFTEP, z aj w \�� .� I w N \ TO COLUMN CONNECTION _ 5/E" 0 ACCESS HOLES < < S INSTALL6-#14X3/a" rooms I Ir I q;-- — I—� O (c -TOTAL) 9' I 1 S� POST TE=" I LONG SOS @EACH 3"x 3"STL.POST (24") I ALTERNATE: I I I 3HEADER TO COLUMN IN„ -RT A-1 ACHED OR i ( —(2 2x5._ OF. I - ALTERNATE: �I ` I 3"x3"STL.POSTCOL UMN I I I ! f (2}3"x8 HEADER �. (2r 2x6.5" OR (2}3"x8" HcADER �� "I•.� EXISTING =f -- (12 FASTENEP,S PER c r. I . I / — 1" STUCCO OF. EQUAL CONNECT ION) o FOP. FREESTANDING J\ I ALTERNATE: I L - L 2.S' PENE. INTO EACH WOOD STUC C �'— 3"x3"xo 024"— (2: "1e SAILSRAFTER r1; -,rz" ao_ of WOODEACH xS � ! w 2" E." SIDEPLATE TOR E CONNECO �'~ 1 EXIST. STUCCO i LEDGER 6 DBL. RAFTER / DBL. HEADER CONN. / 4 STUB COLUMN TO DOUBLE HEADER CONN. 5,' ATTACHMENT DETAIL 6' "'I" BRACKE1 @ :1-30 POET VV' I4)-11111 SMS EA IDf Or POST ON M.11 TI IN()l )(;I I (Z)-3111"0 STRONG-BOI 'I L;f; L -.*A BRACKET ro SI.Ali 9 112" M[Nlmtjm DIr,'I ANCF TO EDGE or SLAG -\rmur- IVIUUN I AND FOOTING EMBEDMENT' Dl_�T_A,1L_S /MIN. NUMBER OF REQ. COLUMNS Al - LIM f "I I RACK ff I USE WITH POST p0sl ryr,[- Or? E 1 I EE I - "I" 13 ()p 14ACKI' I 9-S0. I f;AflrE I'l A IF tl.';F. 111/1'lFf WYJ Tyr -C rl (:.f) r.r G.Fl.j Or, K 1 517.1 7AIII I I .13" MINIMUM DI-71ANCE FROM SLAV CRACK T��COLUIN A ( % -MIN EMBEDMENT) 4 I SLAB SHALL BE IN POURED CONCRETE GOOD CONDITION %FOOTING SEE TABLES FOR SIZE J 3 1/2' MIN. SEE FOOTING IN BEAM SPAN TABLE SCMANI' EXISTING SLAB ATTACHED COVERS ONLY ALUM. ALLOY 3.00" OR 6063-T6 X 2.40" _--l' 0 1.60" 50 . .09011 Typ. INSTALL 1%Z' x 1%2" x Ye" HDG WASHER PLATE AT ANCHORS 7 FOR 130 MPH 1. 6 NOTE: CONCRETE SLAB ANCHORS SHALL BE 3 " DIAMETER SIMPSON STRONG -BOLT 2 SS ICC -ES ESR -3037) ALUM 'T" BRACKET OC TtiinkPad%Duraium%IAPM00195%5-2!-14Submittal"�.5..21-14A5.dwg.8/27/201411:45 6AM.CuiePDFWnter. 0- POSTS To CONC. FOOTING 8 ATTACHED COVERS ONLY 2 0" 7/16"0 HOLE FOR 3/8" MB .561, ASTM A500 GRADE B f0 1INSTALL --------------- NSTALL IY2"x IY2"x Ye"HDG \1. 125" WASHER PLATE AT ANCHORS .157"-1 Typ.- /4 1.75,' LZL STEEL POSTS 5.50" q 2- 5/16"0 HOLES NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. TABLE 1 ATTACHED ONLY FOOTING & ANCHOR BOLTS FOOTING SIZC _SINGLE PO' Srs. ITI:r 1`101 -1 UNI Y BOLTS E M8Cf I/- F. 1111 T. %4' C011F.1) (I 30, Cum) J21 (4).1/2*0 3 1/4' FOOTING 0R 4' 35, 39- _ullF:u(w) 40- - 42- CUBED (2) (4)-314-0 NOTE BOLTS SHALL BE SIMPSON STRONC,.JJOI I J (ICC -ES ESR - 30111 cn 1) MAY USE EITHER STEEL 7 BRACKET OR < T � I.- ALTERNATE FREESTANDING BASE PLATE W, Z w 2 ) RECuIREs USE Or ALTERNATE FREESTANDING i < BASE PLArc 3 U) STEEL 'IT" BRACKET C6 - - 2 FLANGES 2 1/8" APART 2.5" 75"j 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 TABLE ATTACHED AND FREESTANDING ALTERNATE FTG. CUDE SIZE' SO 10' DEEP 'Cullr- PIG 8" So 12" 20- 21" c"O 12" 22" 25" SO 16- C CU 2 ,17 '0 D DEC" '0 8- (r Q a 2 2 3 34 2' 21G" 32"SO 30" 39" SQ. 28' 32" 43" SO. 3(r 34" : 47" SO 13f 1- SO. 34' 0 38* 55" SQ. 37" 40" (Lo.. so. 39" .12 411 411.• 69" so cullf. 1:001 IN(; 'Nl*:f­I'r,"::.lIj (3)-3/4"0 E FOR POST TYPE F. G. H. I 3" OR 4" SQ. INSERT 5" x 0.188" ASTM A50D GRADE 8 STEEL (4)- SS316 314"0 STRONG -BOLT 2 SS STEEL PER ICC -ES ESR -3037 (4 3/4" EMBEDMENT DEPTH) INSERT To BASE PLATE 16. POST — INSERT 1; 9" SO.- X 5/8"'1 THK. BASE PLATTE (ASTM A500 GRADE 8 STEEL) Y2 1 X" 61'2" 11 WELDED STEEL BASE PLATE & ALTERNATE FREESTANDING 0AC-r— 1`11 AT— U) 0 it Lu f, C. u x - Z 0 < < VI 1 11 11 ci .10 > T C) w Z Ln 05 g! -v cD LL 49: 0 cD 0 M LLJ 9L Lu x cr) ITI:r 1`101 -1 UNI Y USF f' r. I I YPF F. 10 DI -PTI -I OF FOOTING 0R 1:"' MIN EMLJD J cn < T � I.- W, Z w i < 3 U) (1)-1/2"OM.B. x9"LONG. 1"F_ i 2 < FROM END uJ W OF POST 01 POURED CONCRETE SQUARE. SEE FTG FOOTING o�__l SCHEDULE IN BEAM SPAN TABLES SQUARE POST EMBED. INTO FOOTINq_ (3)-3/4"0 E FOR POST TYPE F. G. H. I 3" OR 4" SQ. INSERT 5" x 0.188" ASTM A50D GRADE 8 STEEL (4)- SS316 314"0 STRONG -BOLT 2 SS STEEL PER ICC -ES ESR -3037 (4 3/4" EMBEDMENT DEPTH) INSERT To BASE PLATE 16. POST — INSERT 1; 9" SO.- X 5/8"'1 THK. BASE PLATTE (ASTM A500 GRADE 8 STEEL) Y2 1 X" 61'2" 11 WELDED STEEL BASE PLATE & ALTERNATE FREESTANDING 0AC-r— 1`11 AT— U) 0 it Lu f, C. u x - Z 0 < < VI 1 11 11 ci .10 > T C) w Z Ln 05 g! -v cD LL 49: 0 cD 0 M LLJ 9L Lu x cr) ATTACHED & FREESTANDING SOLID COVERS"- 25 P&F SNOW LOAD - 110,120,130 MPH - EXP. B & C 3"x8"x0.042" BEAM 3"x8"0.042" BEAM DBL. 3"x8"0.042" BEAM DBL: 3"x8"x0.042" BEAM Z W/ 14 GA. STL. INSERT N , W/ 12 GA. STL. INSERT VV/ DBL. 14 GA. STL. INSERT I P\ W/ DBL. 12 GA. STL. INSERT W W Z } ? W 0 qA ATTACHEDSOLID FREESTANDING SOL/D ATTACHED SOL/D FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID<LU Cf _ MAX.POST FTG. MIN. MAX.POST �iG. MIN. MAX.POST FTG. MIN. MAX POST FTG. MIN. h1AX.P05T (it h11N. MAX.PING FTG. MIN. MAX.POG FTG.MIN. MAX.POST FTG. MIN. �� O MAX.POST FTG. MIN. MAXPOST FTG. MIN. ' )— SPACING IN. POST SPACING (IN.) POST SPACING (IN.) POST S. ACING (IN.) POST SPACING (IN.) POST SPACING (IN. POST SPACING (IN.) POST SPACING (IN.} TTP T (SPANG ((1) TYPE SSPAN)C ((11)) TYPE F OPOST E U ( ) TYPE SPAN 1 TYPE (SPAN) (1) TYPE (SPAN)I (1) (TYPE (SPAN) (1) I TYPE SPAN 1 TYPE (SPAN) (1) ( ) O SPAN 1 TYPE (SPAN) (1) ( ) O IN( ) O I I 22 23'-2" 34 I I ��c 2221'-2" 34 23'-2" 5 <O G14'-1" 19 15'9" 31 14' 3" 19 15'-1" 31 16' 6" 20 16'-6" 32 1'-2"Q C 14'-8" 1 G r 16' 6" 22 E 16'-1" 31 I G 21'-2" 24 E 20'-8" 33 H 23'-2" 25 E 22'-8" 34 H z o 14'-1" 21 C 15' 4" 31 14'-3" 21,2'-10" 19E14'-4" 32 G 13'-1" 20 E 13'-9" 32 G 15'-1" 21 E 15'-1" 32 G 19' 4" 22 E 19'-4" 35 I 2,'-2" 23 E 1'-2" 35 g' m12' 10 22 14'-1" 32 I 13'-1" 22 13'-6" 31 15'-1" 23 14'-8 32 19' 4" 25 18'-10" 34 H 2,'-2" 26 in U 20'-8" .35it U r 11'-3" 20 -1" 20 E 12'-9" 32 G 514'-0"21 E ,4'-0" 33 H 18'-0"22 E 18' 0" 35 I 19'-8" 24 E 19'-8" 36 7' < z 8-0 7 E 12'-1" 22 12'-6" 32 23 13'-8" 33 18'-0" 26 17'-7" 35 19'-8" 26 l9'-2" 36 0 < <'"27'-6" g' 10'-�0'-722 E 12'-7" 33 11' 4"1'-4" 223 E 12'-01 8" 333 H G 224 E 13'-12'-9" 33 H 6 16'-10' -10"2�6 E 16'- 6 4" 336 K I 18-418 227 I E 18'-4"-0 337 K 8 ~ W 12'-2" 33 (n 9'-5" 20 11'-10" 34 10'-8" 21 11'-3" 33 12' 4" 22 12'-4" 34 H 15'-10" 23 E 15-15'-6" 101 336 K 17'-4"17,1}^ 228 E 17'-4. 7 _0" 337 K 9' 9 E H 10' 8" 23 E 11'-1" 33 H 112'11" 24 E 12'-1" 34 15'-10' 27 9'-5" 23 11'-7" 34 8'-11° 20 11'-3" 34 0'-2" Z1 10'-9" 34 11'-9" 22 11'-9" 35 15'-15 1„ 227 15'-1" 37 16'-6" 25 16'-6" 38 10' (n. N.P. 10` 8'-11"j 231 E 11'-0" 34 H 10'-2" 24 E 10'-6" 34 H 111'-9" 25 E 11'-6" 34 E 14'-8" 37 K 16'-6" 28 E 16'-1"I 38 K T n" -5" 21 10'-8" 35 9'-8" 22 10'-3" 34 H 11'-2" 22 E 11'-211-0" 335 44.x" 228 E 14'-4"4 1" 337 K 15'-9"5-9" 229 E 15'-9"5 �" 338 K cn Ln N.P. 11 8•_5^ 23 E 10'-6" 34 9'-8" 24 E 10'-0" 34 .11'-2" 25 N 8'-0" 21 10'-Z" 35 9' 4" 22 9'-10" 35 I 10'-9" 23 10'-9" 36 13'-9" 25 E 13�'3 K 15'-115-1" 229 E 15'-14'-8" 39 K 12' o N.P. 12' 8'-0" 24 E 9'-8" 35 9' 4" 25 E 9'-7" 34 H 10'-9" 26 E 10'-6" 35 13'-9" 28 _ pe FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID A ITTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID > r r00 tj ATTACHED SOLIDn r MAXCOL. _ 2 SPACING o MAx.POST FTG. MIN. MAXPOST FTG. MIN. MAKPOST FTG. MIN. MAX POST FTG. MIN. MAX POST FTG. MIN. MAXPOST FTG. MIN. MAKPOST FTG. MIN. MAXPOST FTG. MIN. MAx.POST FTG. POS MIN. MAX•POST FTG.FMIPN !2 _ ON SLAB m SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) TYPE SPACING (IN.) TPOSTYPE SPACING(SPAN) ((;j) POST SPACING (IN.) POST SPACING (IN.) TYPE S(SPAN) ((N)) TYPE (SPAN) G. TYPE S(SPAN) ((N)) �� TYPE (SPAN) I (1) I TYPE (SPAN) (1) TYPE SPAN 1 TYPE (SPAN) (i) (SPAN) () I I SP 1 (SPAN) O I , � (SPAN) () I _ 23 23'-2" 34 C (2).(3) C 14'-1" 20 15' 9" 31 14'-3" 20 C 15'-1" 31 G 16'-6" i 2 E 16' 6" 32� G 1'-2" 23 E 21'-2" 34 H 2 5 Q 22'-10 T 26 Z2'-0" 35 d z° cn 10-4 5 13'-10 21 c 15'-0" 32 G 14'-1" 23 14'-3" 31 16'-3" 24 15'-7" 32 19'-10 25 20'-1" 34 Woo z N 9,_0„ 6, 12'-1 " 20 E 14' 4" 32 13'-1" 20 13'-9" 32 15'-1 ° 21 15'-1" 32 G 19'11" 23 19'-4" 35 I 21'-2" 24 E 21'-2" 35 I 6' o t" 12'-1" 22 C 13'-8" 31 G 12'-10" 23 E 13'-1" 31 G 14'-10" 24 E 14'-3" 32 H 18'-2" 26 E 18'-4" 34 H 20'-10'1 27 20'-1" 35 v v a « 8, 0" 7 20 E 13'-4" 33 G 12'111'-10" 2�C 1Z'-9" 32 G 14'-0" 22 E 14'-013,-3"1 333 H 8'-06 9" 227 I E 18'-07 1" 33� I I 19'-819 4" 228 E 19'-8s-7" 336 K I 7' N< 11'-1" 22 12' 8" 32 E 12'-1" 32 H 13'-9" 25 ._.� 7'-6" g, 10'-7" 21 E 12'-7" 33 H f -4"1 2" 224 12'-0" 33 H 13'-1' 22 E 13'-12 4" 333 H 6 -15'-8" 227 I E 16'-1 g'-0" 335 � K I 18'-1118'-2 229 E 18' 1 T-6" 336 K 8 10'-6" 22 11'-10" 33 E 11'-4" 32 12'-10" 26 (� _5^ 21 11'-1 34 10'-8" 22 ,1'-3" 33 H 12'-411 -7" 226 E 12' 411 s"4 H 5 14'-10 24 E 15'-15'-1" 336 K 1T-4717'-2" 229 E 17'-4"6 -6" 337 K 9' E 7 -0 9 g'_3" 23 E 11'-2" 33 H 10'-7" 25 E 10'-8" 33 -11" 21 11'-3" 34 0'-2" 22 10'-9" 34 11'-9") "23611'-9" 35 I 15'-1" 25 E 15'-14'-3" 336 K 16'-616'3"230 E 16'-6 5-7"337K 10' E(n N.P. 10' 8'_g" 23 E 10'-8" 34 H 10'-0" 25 E10-2 33 H 11'-0" E 11'-2" 34 H 14'-1" 28 m a' -5" 10'-8" 35 9'-8" Z3 10'-3" 34 H 11'-210 -6" 227 E 11'-21 p -7" 335 4 3 �" 229 E 14'-4"3'-8" 337 K 15'-9"5 6" 230 E 15 =14'-10" 338 K 11' . o CNJ N.P. 11' 8'-4-P923 E 10'-0" 34 9'-6" 26 E 9'-8" 34 z K 12' <—�_ ZW�, (V _p^ 22 10'-2" 35 I 9' 4" 23 E 9'-10" 35 I 10'-9"i 24 E 10'-9" 36 13'-9" 26 13'-9" 38 K 15'-1" 27 E 15'-1" 3 N.P. 12 7'-10"I 24 E 9'-2" 34 9'-1" Z6 9' 3" 34 H 10'-0" 27 10'-2" 35 12'-10" 29 I E 13'-1" 37 14'-10" 31 14'-3" 38 < >-o � I` cnoLLL f w a. < — >_ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID < _ g ti MAX.COL. F D _o O < < MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAx.POST FTG. MIN. MAX.POS FTG. MIN. MAX.POST FTG. MIN. MAX -POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. 2 MAX.POST FTG. MIN. MAX.POSI FTG. MIN. (IN.) POST SPACING I (SPAN} (1) TYPE r 3 a o m — ^ SPACING o m " 1.1. ON SLAB m SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) TYPE (SPAN) (W;) POST SPACING (IN.) POST SPACING TYPE (SPAN) I ((N;) POST, S(PSAAING ((1) POST SPACING (IN.) POST _m F- 6 m � (2) (3) � (SPAN) I (1) TYPE (SPAN} (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) G 10,x„ 5, 14'-1" 21 C 15'-7" 32 G 14'-3" 21 C 14-13110" 333 G H 1615'-'10" 25 E 16'-315'-2" 333 G H 1 20'-4" 227 E 20'-19'-6" 336 H J 23 22'11"I Z28 E 22'-21'-3" 337 I K 5 r Q 13'-6" 23 14'-6" 33 H 13' 8" 24 M 9,_0" 6, 12'-10" 22 E 14' 2 s 3" 332 13'-112'-7" 24 13'-7" 31 15'-1" 23 14'-10" 32 H 19' 4" 25 E 19 7'-9" 345 H I 21'- 20 �" 229 I E 20'-119'-6" 336 I J 6' ? Z r' 1 i'-8" 24 H E 12'-8" 32 I G 14'-6"1 26 E 13-10 33 ,7'-8" 27 >_Od $'-0 7' _" 24 E H E -,1 g^ 3z H E f I H E. , s' -s" 34 E 1 s'-," 35 I Z ai w LL 11'-3" 22 13'-2" 32 12'-1 22 , 2' 7" 32 14'-0" 23 13'-9" 33 8'-0" 25 17'-8" 35 19'-8" 26 19'-4" 36 7' m _ < o 1 " 12'-9" 26 12'-10" 32 16'1)" 28 r I 18'-10" . 29 3 W 10' 9 1Z'-3" 32 11'-8" 25 <<' 10'-7" 22 12' 4" 33 11'-4" 23 i 1'-9" 33 H 13'-1" ' 23 E 12'-10" -1°I 333 I H 6 15' 3" 229 E 16 15' 6" 3351 J I 1817'-10" 230 E 18' 116'-10 336 K 8' o c v W 12 J T -s" 8 10 1 i E 1 r -s" 32 H 1 r -G" 2s E 1 r -o" 32 12'-7 27 " -5" 22 11'-8" 34 10'-8" 2l 3 E 11'-2" 33 H 12'-411'-3"1 227 E ,2'-211 4"i 333 I H 15' 14' 6" -26 E 15'-8'4,-7" j 33 K J 17' 416•-8"' 23 i I E i 7'-116'-0 337 K 9 c 7 -0 9 T-0" 25 I E 10' 10". 33 H 10'-3" I 26 10' 4" 33 o 34 I 5'-1" 26 E 14'-10" i 3� K 16'-6" 28 E 16'-3" 38 I K 10' = o -11" 23 11'-1" 34 0'-2" 24 E 10'-7" 34 ` I 1 i'-9" j 24 E 11'-T I w c -i 10' E 10'-3" 33 H T-9" 27 9' 10" I 33 10'-8"1 27 10'-9" I 34 H 13'-0" 3p ` , 3'-10"i 36 I 15'-10"I 31 I 15'-2" 37 . g _g^ , 25 I I 35 I g'-8" 24 10'-1" 34 11'-2" ; 25 ,1'-1" r 35 4'-4" j 2 E 14'-r' 3 K 15'-9" 28 , E 15'-6" ; 38 K a w 5" 23 L1'9 E 9' 4" 33 H 9'-�" 27 I E 9'-6" 34 10'-2' I 28 1 10'-3 3 13'-2" ! 3G . , 3'-3" 3'r ; 15'-2"! 3211 14' 6"i 38 I < N -0" i 2i C 9'-1 i ; 35 I 9 4� 2✓ F 9 3✓ 1 , , 10 a -o" , 2 R E 10' 9'-10"; 3' I 13'-912 7" i 23 E 13'-72 -8 3� K 15 -114 -6 232 ! E 1 c 13 =10", 33 K 12' — ThmkPad%DuraIUmUAPMO 019515-21-14 6 -_-- •061- 1 I 1.79` CJ 6.5" ROLLFORM ��''```` ALUM. ALLOY 6063 -TG SPLICE WHERE OCCURS 0075 TYP BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS MAG BEAM g ALUM ALLOY 6063 -TG SPLICE WHERE OCCURS 0.1 r r�'� 4" I BEAM ALUM ALLOY 6063-T6 ' SPLICEjjZ1=017'.• m WHERE ALUM.1. GRADE 50 GGO C, rn . w IZ Ig� r, O. �L _ ALUM C1'./1 L. A,o 1$4.14 TYP. - UF,042 ThmkPad%DuraIUmUAPMO 019515-21-14 6 -_-- •061- 1 I 1.79` CJ 6.5" ROLLFORM ��''```` ALUM. ALLOY 6063 -TG SPLICE WHERE OCCURS 0075 TYP BEAM TYPES FOR ATTACHED & FREESTANDING SOLID COVERS MAG BEAM g ALUM ALLOY 6063 -TG SPLICE WHERE OCCURS 0.1 r r�'� 4" I BEAM ALUM ALLOY 6063-T6 ' SPLICEjjZ1=017'.• m WHERE ALUM.1. GRADE 50 GGO OCCURS ALLOY6067-T67.0' \ /� a- F I 0 m _ ALUM OJ10"6.5' jj I_-.3.011-1 TYP. - UF,042 ON SLAB - 5' SPACING 1.75` d A` MAX. X 7" I -BEAM r ALUM.ALLOY 6063-T6 GW/ (1) "C" INSERT ALUM -ALLOY 6063-T6 L I W/ (2) "C" INSERTS �r 1J 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. DBL. 2"x6.5"x0.042" I ALUM. ALLOY 3004-H36 OR EQUAL 1� 8.0 0.042' TYR F---7.0•-F--MAX DBL. 3x8"x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL FOOTNOTE: 'SAMPLE" FIGURE INDICATES EXPOSURE B FIGURE INDICATES EXPOSURE C WHERE ONLY ONE FIGURE SHOWN INDICATES EXP. B & C. FOOTNOTES TO ALL SPAN TABLES: 1. FOOTING SHOWN REPRESENTS LENGT GUTTER EK. CLIP SPLICE 1 WHERE OCCURS -� \I I 4 0.065- �fTYP •.4.00---- ---.-I 4-5" I MAG GUTTER J ALUM. ALLOY 60G3 -T6 oDBL.2"x6.5"x0.032" ALUM. ALLOY 3004-H36 OR EQUAL ,--T=120 14 GA. 7.875- ASTM I A653 S'. GRADE 50 G60 0.625` 3"x8"0.042" BEAM M W/ 14 GA. STL. INSERT ASTM A653 SS GRADE 50 G60 3"x8"x0.042" BEAM N W/ 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. EACH SIDE AND DEPTH OF CUBED FOOI'l ur MAXIMUM COLUMN SPACING ON EXISTING TING, SEE SHEET 10. 2SHHALL E T E SMALLER OF THE MAXIMUMSPACING B 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 It a GRADE 50 GGO 3.0' \ /� a- .032` 0 m _ ALUM FTG. jj I_-.3.011-1 MAX.POST FTG. MIN 3" SQ.x0.032" ALUM. BEAM E,W/ 12 GA. STL. "U" CHANNEL ASTM A653 SS GRAD[ 50 GGO Icl 8.0'• 0.042" TYP 3"x8"x0.042" BEAM ALUM. ALLOY 3004-H36 OR EQUAL u T=12 OR 14 GA. ASTM A653 SS GRADE 8.0' 50 G60 .042- TYP.- 1----3.0--,MAX. DBL. 3x8"x0.042" BEAM W/ DBL. 14 GA. STL. INSERT ASTM A653 SS GRADE 50 G60 DBL. 3"x8"x0.042" BEAM I/ 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 9 114" MINIMUM. ATTACHED & FREESTANDING SOLID COVERS 30 PSF SNOW LOAD - 110,120,130 MPH - EXP B & C CA 6.5" ROLLFORM 1 J cfj LL U) D_ M MAX It a ATTACHED SOLID FREESTANDING SOLID '> /� a- -COL. SPACING 0 m MAX -POST FTG. MIN. MAX.POST FTG. MIN < ON SLAB ON SLAB > SPACING (IN.) POST SPACING (IN.) ; POST m C (2),(3) F_ (SPAN) (1) TYPE (SPAN) (1) TYPE z� OC 9'-0" 5' 8' 8" 8'-8" 1- fl B 9'-2� 28 J 9'-0" 28 G ` J r 8' 4" 61 77'-11 17 B 8'-4"�. - 29 G 5 8'-4" 6' 7'-11" 7 -11" 19 8'-4" f 8' 2" 29 6' 1 T-6" 7' 7'-4" -'7'-4" 17 8'-0" - I G 7' 7'-6" 71 7'-4" 18 _19 - .. 7'_7' 29 _ ..1 7'_0" 8' 6' 10" 170 C 7'-3"_ ..'... • 30_ G $ . 7'-0" 8' 6'-10" 6'- 10" 2 -3" ! 7'" - 2" 30 G 8' cn SPACING 6' 9" 21 D O m = 7'-0" 30 (SPAN) (1) NP 9' NP 9' 6'-6" 6 120 C 6_10" 'o G 9, LL r aoma 9'-0" 6'-9" 30 331 G 10, _ NP 10' 1'-2" 180 C �'6,.4" 0- 6 2 8'-4" 20 1 29 G C NP 11' 5'-11" 5'-11" 18 21 C 6'-3" 6' 2" � _ 31 31 G CM N P 12' 5'_8" 19 E 6' 0" 32 -- - - 7' 7'-4" 19 S'-8" 21 29 5'-1 0.113 I G 12' 1 J cfj LL U) D_ M cr NP = ATTACHED SOLID FREESTANDING SOLID > MAX.COL SPACING < j _o MAX.POST FTG. MIN MAX.POST FTG . MIN. m r < ~ ON SLAB W 3 SPACING (IN.) POST SPACING (IN.) POST m (2).(3) (SPAN) (1) TYPE (SPAN) (1) TYPE Fr' 9'-0" 5' 8'-8" 17 B 9'-2" -- 28 12' v1 z 8'-7" 19 5 8'-9" 28 G 5 8'-4" 6' 7'-11" 17 B 8'-4" 29 U U o 7 7'-10" 20 8'-0" 28 G 6' 7'-6" 71 7'-4" 18 B 7'_9" 29 _ } 0= 7'-3" 20 > T-4" 29 G 7 7'-0" 8' 6'-10" 18 CT -3" 30 G 8' POST SPACING 6' 9" 21 D O m = 7'-0" 30 (SPAN) (1) NP 9' 6'-6" 6' 5" 19 21 C 6'-7" 3 G0 9, cr NP 10' 6'-2" 19 C 6'-7" 31 G 10' 8 6'-1" 22 6' 3" 30 } m NP 11' 5'-11" 19 C 6'-3" 31 11 U 5'-10" 22 6' 0" 31 G o NP 12' 5'-8" 19 E 6'-0" - 32 9" G 12' v1 z 5'-8" 22 5 31 W U U o 7 � � LL } 0= ATTACHED SOLID FREESTANDING SOL > > ° w MAX -COL. SPACING O MAX.POST FTG. IN. MAX.POST FTG. MIN C "_'- O L Z o V J DNS LAB T cr SPACING (IN.) POST SPACING IN. ((1)) POST D O m = O a < o K - (2), (3) (SPAN) (1) TYPE (SPAN) TYPE K ¢ O r aoma 9'-0" 5' 8'-8" 18 B 9.-1., 28 8'-4" 20 8'-6" 29 G 5' 8'-4" 6' 7'-11" 18 B 8'-3" 29 G W 7'-7" 21 T-9" 28 6' ? W W 7' 7'-4" 19 B 7'-8" 29 , - m z o m 7' 2" 21 C 7'-2" 29 G 7 Z CI 7'-0" 8' 6-10" 19 C 30 3wCIiu `<u` W 6'-8" 22 6'-s" 29 G 8' ° rn 1= NP 9' 6'-6" 20 6'-91, 30 G 91 6'-3" 22 6'_4" 30 n m NP 6 6'-2" 20 10' 6'-0" 6'-6" C 31 G 10' o 23 6' 1" 30 Ir NP 11' 5'-11" 20 C 6'-2" 31 G 11' W N o w 5'-9" 23 5'-9" 31 a LU