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09-1188 (PAT)r. t P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 09:700001188 Property Address: 78810 BIRCHCREST CIR APN: 604-412-004-13 -23995 - Application description: PATIO COVER - RESIDENTIAL Property Zoning: LOW DENSITY, RESIDENTIAL Application valuation: 4096 Applicant: Al T,� d -4t 4 4 Q" Architect or Engineer: BUILDING & SAFETY DEPARTMENT BUILDING PERMIT W14 -------------------------------------------------- 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 Professionals Code, and my License is in f force and effect. License Class: B. License No.: 4$3069 Date: I I I I I f - I Contractorf— /OWNER-BUILDER DECLARATION I hereby affirm under penalty of perjury tj�II 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 ($500).: 1 _ 1 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). - (_) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 11/17/09 Owner: WEBER SUSAN 78-810 BIRCHCREST CIRCLE LA QUINTA, CA 92253 ( Contractor: OUTBACK PATIO & SUNR I�� 6260 RIVERCREST DRIV S E E"�}si If 2 RIVERSIDE, CA 92507 (951) 697-0158 r"T11 (J_ 4 Q1jllql� Lic. No.: 483069 " yes'%zs;^_. "____ . ----------------------------------------------- WORKER'S COMPENSATION DECLARATION 1 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 STATE FUND Policy Number 3003606-2009 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 jawv, of California, and agree that, if I should become subject to the workers' com ensatio ns of Section 3700 of the Lab=Codlrthwith comply with tho provisi S. Date: Applicant: WARNING: FAILURE TO SECURE WOR�ECOMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMIN ES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITIO TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. certify that I have read this application and state that the above information is correct. I agree to comply w' all city and county ordinances and state laws relating to building construction, and hereby authorize repr � Lives of this county t enter upon the above-mentioned property for i ti purposes. lJ / Date: Signature (Applicant or Agentl: K Application Number . . . . . 09-00001188 Permit . . . PATIO COVER PERMIT Additional desc . . Permit Fee . . . . 72.00 Plan Check Fee 46.80 Issue Date . . . . Valuation . . 4096 Expiration Date 5/16/10 Qty Unit Charge Per Extension BASE FEE 45.00 3.00 9.0000 THOU BLDG 2,001-25,000 27.00 ---------------------------------------------------------------------------- Special Notes and Comments 11 FT X 28 FT ATTACHED SOLID PATIO COVER PER APPROVED PLANS & 2006 IBC CODES. PER S.T. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 1.00 Fee summary ----------------- Charged Paid Credited ---------- Due Permit Fee Total -------------------- 72.00 100 ---------- .00 72.00 Plan Check Total 46.80 .00 .00 46.80 Other Fee Total 1.00 .00 .00 1.00 Grand Total 119.80 .00 .00 119.80 LQPERMIT Name yb .4v, Webp, r' Address 0 Arch C;Z;U, La QLA•1-,, CA- ZZ.S Phone ? www.outbackpatios.com " (800) 37 -PATIO OUTBACK PATIO & SUNROOMS, INC.. (951) 697-0158 R N*e�A+a-t 0-i6c) C-IDII,er 3U %Jll 39v o METALS USA: ENGINEERING FOR ALUMINUM PATIO COVERS, CARPORTS AND COMMERCIAL STRUCTURE! PAGES DRAWING SECTION DESCRIPTION 1 MUSAGNOI.DWG GENERAL NOTES LATTICE COVER COMPONENTS AND CONNECTION DETAILS 1 PAGE- LAT01.DWG STRUCTURAL CONFIGURATIONS 4 PAGES LAT02.DWG COMPONENTS/CONNECTION DETAILS LAT03. DWG LAT04 DWG ■ a BUILDING PRODUCTS 7 PAGES LAT05. DWG SOLID COVERS 4.0 PANEL SPANS FOR PATIO AND COMMERCIAL STRUCTURES 20 PAGES 1 PAGE 5.0 POST SPACINGS FOR PATJO AND COMMERCIAL COVERS IN 90 MPH WIND AREAS LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURkS 4 PAGES 1 PAGE LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN 90 MPH WIND AREAS 4 PAGES 1 PAGE LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN HIGH MPH WIND ARE SOLID COVER COMPONENTS AND CONNECTION DETAILS 1 PAGE 1 PAGE MUSA0I.DWG STRUCTURAL CONFIGURATIONS M4 9 PAGES MUSA02.DWG oQROFEsslpty COMPONENTS/CONNECTION DETAILS MUSA03.DWG .68139 ^ MUSA04.DWG MUSA05.DWG * EX?.613012p09' . *' MUSA06.DWGi'...... s ! C1�,hC i �� Evaluation Report #0106- _ MUSA07.DWG pF C MUSA08.DWG MUSA09.DWG MUSAIO.DWG February 15, 2008 ,"MOrTN� 7 PAGES SOLID COVERS 4.0 PANEL SPANS FOR PATIO AND COMMERCIAL STRUCTURES 20 PAGES 5.0 POST SPACINGS FOR PATJO AND COMMERCIAL COVERS IN 90 MPH WIND AREAS 20 PAGES 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN HIGH WIND AREAS 1 PAGE MI.DWG 1 PAGE M2 7.0 POST AND FASTENER REQUIREMENTS FOR'ALL STRUCTURES 1 PAGE M3 7.0 CONCRETE FOOTING OPTIONS 1 PAGE M4 7.0 PATIO COVER LIMITATIONS WHEN ATTACHING TO 3.5' CONCRETE SLAB TM February 6, 2008 ON 0311412008 PROJECTION TRIB WIDTH r- TRIB WiDTH --�- TRIBUTARY WIDTH,--� EXISTING STRUCTURE MU V General Notes OVERHANG �L-- PROJECTION TRIB WIDTH ' I TRIBUTARY WIDTH 1. Structural design per 2006 International Building Code. Patio Covers as defined In IBC .Appendix I shall be used only for recreational, outdoor living purposes and not as carports, garages, storage rooms or habitable rooms. Commercial Covers may be used for these purposes. 2. Fasteners are to be galvanized or stainless steel. Concrete anchor for covers installed "on slab" shall be approved for 500 Ibf tensile and 500 Ibf shear in 3.5" concrete. Concrete will conform to note #1 Anchors for footings shall be engineered separately. 3. Concrete shall have a, compressive, strength, fc, of 2566psi at 28 days. Minimum slab thickness is 3.5". No post shall be: placed within 2'-6" of a crack or 4" of an edge or expansion joint. Posts attached on slab will conform to. Detail MU04. Patio covers built on 3.5" concrete slab must conform to Table 7.11 or 7.12 or be approved by separate engineering analysis. 4. Each application shall show a complete plot plan of the property and buildings. Circle the post spacing, span, etc., in the tables that fit that particular job. 5. Each installation shall bear an identifying decal giving the name and address of mfgr., live or snow load, horiz. and uplift wind loads and approval number. 6, Li0ht gauge steel shall be per ASTM A653 unless otherwise specified. Grade will be specified under individual details. Thickness Is bare steel. Negative thickness tolerance is -5%. 7. Alternate alum. alloys may be substituted for those specified provided they are registered with the Alum. Assoc. for equal or greater guaranteed minimum properties (Ftu, Fly, Fcy and E). Thickness indicated is bare metal and negative tolerance is -5%. #0106 8. Lag screws shall be placed in holes prebored 70% diem. For concrete block construction, place masonry anchors as per the installallon instructions. 9. A foundation and solids Investigation is not necessary unless required by 1802.2.1 through 1802.2.6 of the 2006 IBC. Soil is assumed to be Class 5 of Table 1804.2 of the 2006 IBC. BEARING 1500 psf vert., 100 psf/ft. horiz and doubled as per 1804.3.1. These design values do not apply to mud organic silts, organic clays, peat or unprepared fills and may require further soil investigation. A minimum soil bearing pressure of 1000 psf is adequate for all structures except for some units in a 40 psf or 60 psf ground snow load or with footings deeper than 60". 10. Drainage which otherwise would go over a public sidewalk shall be collected and diverted under sidewalk. 11. Patio Covers with additional engineering may be enclosed with insect screening, approvedtranslucent or transparent plastic not more than 0.125" thick or glass conforning to Chapter 24 of the IBC. 12. The roof panels shall have a minimum slope 0.25" per foot If the snow load is under 10.psf and 0.5" per fool for all others. 13. All steel shall be galvanized or painted one shop coat of rust Inhibiting primer and one coat of enamel finish coat. Paint Inside of all embedded posts from the bottom to 12" above grade. 14. Wind velocity and Ground Snow/Live load are Identified In all of the relevant tables. Roof loads ve determined in accordance with ASCE7-05 Section 7.3. Ground Snow Load Applied Roof Load 10 psf 10 psf LIVE OR GROUND SNOW 20 psf. 120 psf LIVE OR GROUND SNOW 25 psf 21 psf 30 psf 25.2 psf Q G 40 psf 33.6 psf C 6 60 psf 50.4 psf cc SEISMIC LOADING . XP 130 011 MAXIMUM Ss = 150% SHOWN IN 2006 IBC FIGURE 1613.5(1) S1 NOT APPLICABLE TO THESE STRUCTURES ST IyiL ��P SITE CLASS = D f CALIF BASIC -SEISMIC FORCE RESISTNG SYSTEM = INVERTED PENDULUM R=2.0 ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE 24�g 15. The width of single span attached structures must be at least 75% of the projectlon. r, 3 16. Multiple span units are:allowed. 17. Any unit built with a roof snow load higher than 30 psf and in a selsmically active area may require additional engineering at the discretion of the local building authority. 18. All roofs are Class B fire rated. 19. All screws are self drilling (SDS) or sheet metal -(SMS) and in conformance with ICC ESR -5202, ESR -5623 or equivalent. 20. Header splice shall not be located nearer to the end than the first Interior post. 21. Bolts shall conform to ASTM A-307. 22. Sliding snow is beyond the scope of this report. Drifting snow is covered under detail M3. 23. All mulfispan tables assume equal spans within 20%. All specifications must be based on the longest span. 23. This entire engineering package will not be required for most building permits. Submission for a building permit must Include: a. GENERAL NOTES (MUSAGN0I.DWG) b. STRUCTURAL CONFIGURATIONS (MUSAOI.DWG) c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES (FOR SOLID COVERS) OR BOTH (FOR COMBINATION STRUCTURES) d. HEADER POST SPACING; FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOADS. e. ALL APPROPRIATE DETAILS I. OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. 25. The review includes the 2006 IBC. and the 2007 California Building Code provisions that are locally enforceable and under the jurisdiction of City and County Building Officials. Provisions related specifically to Hospitals and Public Schools in California are not part of this review. Po ReKsion Q= c r..%7 0 U 0> m �ymm C= a m a h p�o _ N v W Z ,6 aloe IIII =' ■III ,SoFESS/O PUTy��F C68139 m * E%t?.6/ 0/2009'! r I .' vTgl/CI l� OFC LI February 15, 2008 CurtPut-, P.E. 3441 IVYLINK PLACE LYNCHBURG. VA 24503 CARLPUTNAMBCOMCASTNET e" 0j CMP taw h CMP 2/6/2008 raowe. MUSAGNOI.DVG 9�ea Few / 1 Or 1 ROLL FORMED OR LAMINATED SANDWICH PANEL FASCIA, ALUMINUM 1 BEAM OR OTHER STRUCTURAL HEADER 3.5' CONCRETE SLAB' -� REQUIRED FOR .� .' CONSTRAINED FOOTINGS <<' POST Y' •� FREESTANDING SINGLE SPAN COVER CIRCULAR FOOTING Mu DETAIL MU108 01 r V' d CUBIC FOOTING L \ DETAIL MU108 WIDTH MUST BE ATLEASTd // ✓ a ALL HEADERS MAY 757 06 PROJECTIONFOR X OVERHANG 25% OF SINGLE SPAN ATTACHED / POST SPACING STRUCTURES WIDTH _ LEDGER BOARD MU oz ATTACHED SINGL�ESPAN COVER MAY BE MULTISPAN SURFACE MOUNT OR EMBEDDED ATTACHMENT ROLL FORMED OR LAMINATED SANDWICH PANEL I BEAM OR OTHER STRUCTURAL HEADER MULTISPAN FREESTANDING UNIT 0 POST : W R4visie HEADERS ARE ALLOWED co U cm i a ^ C..-#= V �I O m,�.um -J I1 Cr F mm 1 a mxNm * �Fa�m V W Z �— va v-- is mx Nuala. 0 LIMITED TO •12' HEIGHT w(n ALL PANELS MAY OVERHANG 25% OF THEIR " 'CLEARSPAN q-, �CUBICjOOTI �32�p9 D E T A I M U I MULTIPLE SPAN HEADERS ARE ALLOWED C E 301201 * PATIO COVERS ARE srgT pI IUFpP LIMITED TO •12' HEIGHT COMMERCIAL COVERS AND CARPORTS ARE LIMITED T0'18' HEIGHT d CUBIC FOOTING '•�?`, c DETAIL MU108 {� CONCRETE SLAB ATTACHMENT d FOR SINGLE SPAN ATTACHED PATIO COVERS ONLY SINGLE SPAN 3.5' CONCRETE SLAB LIMITED ` FREESTANDING UNIT;: TO 500 LBF UPLIFT. ,. 3.5' CONCRETE SEE GENERAL NOTE #3 SLAB REQUIRED FOR CONSTRAINED' FOOTINGS C 68139 m a glfoP� u' •--� February 15, 2008 Carl Pvtnan. P.E. 3441 IVYLINK PLACE L YNCHBURG, VA 24503 CARLPUTNAMBCOMCAST.NET a.., By CMP �,... CMP , 2/6/2008 1f1p1�� MUSAOI.DWG 1 OF to .. _ A , PRINTED ON 03h,112008 IAPM0 ES REPORT 00108 IAPMO PAGE NUMBER 18 o176 2.5' PANELS AND FASCIA SEC DETAIL nUQ SEE DETAIL MU13 24' T. C' SEE oETRiI NUI] 2.5' 2.5' , 0 ... .. 2:2100. • - ' 2.5'X6' FLAT PANEL.:. 2.5'x8' FLAT PANEL 3004H36 3004H36 ALUMINUM 24' PATTIPORT 3004H36 OR ASTM'A653 GRADE 40 -STEEL 24' _ 29, 12 C0 ' SEC DETAIL MUI3 SCC, DCTAIT. -MU12 SEE DETAIL MUI] v = r. 2.5' .. 2.5' 2.5 .... . .. .. Z, S © ^" Q D Q is 24' TRI STAR PANEL 3ONH36:.' 2.5'X24' TRI VEE PANEL 2.5'X12' TWIN VEE PANEL 3004H36 ALUMINUM 3004H36 ALUMINUM Ir f N ASTM A-653.GRADE 40 STEEL ASTM A-653 GRADE 40 STEEL � • z SEE TABLE 4.18 OR 4.19 F� Cn o�nl- m. SEE TABLE 0.078 C9 F 4.18 OR 4.19SEC TABLE DASD IT - NH 7' 4.18 OR 4.19 o o III' 16°'050 6 0.062 5.6' . IS e 5 L O L O I 0.036' L L O :: f;.:•:::!C.,l xl 29 L ' i° 0.070 »^• I �x.so- I 3.25--� 2.s � 3.8 3.4 Q F-3.4-•� �-3.3--� LT c3 C8®t3 7' RF FASCIA xB 6' RF FASCIA 3 4.5' EXTRUDED FASCIA �, L 3004H36 ALUM 6.5' RF FASCIA 3004H36 ALUMINUM 5' RF FASCIA SAMPSON GUTTER 6061 T6 °C <t=0.040' & 0.050') 30041136 ALUMINUM 3004H36 ALUMINUM FASCIA 6' ALLMET EXP 1 11 6063 T6 EXTRUDED FASCIA ASTM A-653 GRADE 40 STEEL 6063 T6 S CIVIL 24 GAUGE (t=0.024') FCALIF -x SSfO SB SMS to, a/C _ urN9 �E`y SCC DC1All nu13 SEE TABLE ' 12 4,18 0 4.19 OA73 2' IfT 0.075. 68139 m q I 6.1 6.1 - « E .6130f2089'; �� sr c . 1� 2'x6' FLAT PANEL - n I L L B q OCC L1 >; 3004H36 ALUM 4'x12' VEE PANEL [-38�37� February 15, 2008 30041136 ALUMINUM ASTM A-653 GRADE 40 STEEL 5' MAGNUM GUTTER 6' MAGNUM GUTTER 6' SMOOTH GUTTER oto sMs e24' a/C PANEL INTERLOCK 0.3115-1 3• a 1 3'• 3.5', 4' Or 6' IS PCC EDAM -7 1.5 • OPTI ETN ALUM SCAN 60 iULL LENGTH 0.E PANCLTNEL 0.024' or 0.032' ' 3105H14 ALUMINUM ALUMINUM SANDWICH PANEL SANDWICH PANEL CONFORMS TO ICC AC04. ADHESIVE CONFORMS TO ICC AC05 WESTERN PANELS AND FASCIA 6063T6 ALUM 6063T6 ALUM 6063T6 ALUM Carl Putn". P.E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAMeCOMCAST.NET �B SMS RB' 0/C _ 24 �. 3'X24' PANEL 30041136 ALUMINUM ASTM A-653 GRADE 40 STEEL oma. M CMP Tarn CMP ma 2/6/2008 r Aom. MUSA03.DVG 5ma NTS 3 of 10 3' 1 3'X24' PANEL 30041136 ALUMINUM ASTM A-653 GRADE 40 STEEL oma. M CMP Tarn CMP ma 2/6/2008 r Aom. MUSA03.DVG 5ma NTS 3 of 10 PRINTED ON 03/14/2008 .. - 0.055P —0.062T 4.100 . MU 40 HANGERS 6063T6 ALUM 0.055 • ' MU 41 3 -' HANGERS 6063T6 ALUM I ----4.000-i 1— 3.000 oats 0.075 MU qg 50 0.075'x3'x3' POST 0.125"x4'x4' .POST 6063T6 ALUM 6063T6 ALUM IAPMO ES REPORT 00106 0.050' 3.562' •.375' 4.24' 0.050 1 FTIrFRS Mu (ALM 6063 7-6) 43 ` 3-1/2" "J" RAIL SEE TABLE 7.5 FOR TYPE AND SPACING -7, OF FASTENERS/ \ 0.062' x 3' is 3'• MAGNUM POST 6063T6 ALUM FASCIA SPLICES MUST BE WITHIN 12' OF A POST .. 0.0620 0.0620 SEE; DETAIL X ko.0500 se 5.5 5' EXTRUDED 5' EXTRUDEDsa 5' ROLL FORMED GUTTER SPLICE GUTTER SPLICE GUTTER SPLICE 6063: T6 ALUMINUM 6063 T6 ALUMINUM 3004 H36 ALUMINUM pore) height �11 1 - /0.040 C ( a) HANGER MU 45 as 3" "J' RAIL • 3' ANO 2.5" "G" HANGER RAIL PROFILES ALUM. ALLOY 6063—T6 0.75' 1.062' �--1 S0' --� 3-I/2" "G" RAIL 1.625.1 0.75 .� �.} o MI 1' MIN 0 o \ r r1etN! SCREW,PATTERNS FOR ALL FASCIA SPLICES. ALL FASCIA SPLICES MUST BE WITHIN 1' MIN/ 0.062' 3.062' 3.74' REF 3.74' REF I IIL I t L MU 45 as 3" "J' RAIL • 3' ANO 2.5" "G" HANGER RAIL PROFILES ALUM. ALLOY 6063—T6 0.75' 1.062' �--1 S0' --� 3-I/2" "G" RAIL IAPMO PAGE NUMBER 19 of 76 Rev = co MOM U Q G p Coe7 o r m mr�m yyjm N C= 0. z 12 2 N 341Nn v Ff'�m Z y=— �_, I.III m February 15, 2008 O.- e CMP eme. o CMP W'. 276/2009 rk — MUSA04.OVG U.. NTS "•�� a OF'10 �12' Mu 55 .� �.} o MI 1' MIN 0 o \ r r1etN! SCREW,PATTERNS FOR ALL FASCIA SPLICES. ALL FASCIA SPLICES MUST BE WITHIN 1' MIN/ �0 0 0 0 0 'o o 12' OF A POST' IAPMO PAGE NUMBER 19 of 76 Rev = co MOM U Q G p Coe7 o r m mr�m yyjm N C= 0. z 12 2 N 341Nn v Ff'�m Z y=— �_, I.III m February 15, 2008 O.- e CMP eme. o CMP W'. 276/2009 rk — MUSA04.OVG U.. NTS "•�� a OF'10 • � 5.683 --{ I-- 5.683 0 O 00 O O O 2.3750 , O O 0.060' (16 GAO O O 000 0.042' 6500 0.024' J.938 0.075' (14 GA) 0.032 0.040' 1--- • 0.060� Ct i � �. 0.125 m 0.773 -r STANDARD BRACKET O 1.975 .)9 FOR CLOVERLEAF-•POSTSI J 3.000--42'X6 1/2' HEADER —2.500 6063 T6 ALUMINUM Bp HEAVY DUTY BRACKET / .3'8' HEADER/RAFTER Mu 3004 H36 MU STEEL C BEAM ASTM FOR CLOVERLEAF POSTS Fy= 36 Hsi STEEL )04" H36 A653 GRADE '50 - 1.500 ppp[- 0.060 t 0.090 MU BRACKETS FOR 1.5' SO TWIN POSTS 81 6063 T6 ALUMINUM �---- 5.683 --•I 0 � ALUM BRACKET nigp FOR 3'SQUARE POSTS 606376 0.090 1El FOUR HOLES FOR 0.300 1/4' BOLTS I --2.308-i I -2.375—I 197 02 TWO MOLES FOR ALL BRACKET 0.135 . n OA0 i 0.060 DIMENSIONS O EXCEPT THICKNESS B6 Mu 84 Mu 'U' BRACKET ARE APPROXIMATE 3/8' BOLTS FOR BRACKET6 3' SQUARE POSTS BS FOR CLOVERLEAF POSTS 3.5'X3' 1 BEAM POST BRACKET 660063 T6 ALUMINUM 6063 76 ALUMINUM ALUM 6063-T6 .028' R0.1400 0.032 OA62 t 0 0.032• ALUM '—L 2'MIN .040' ALUM o P1 0.024' STEEL v± n 0.043 STEEL T �•--L--I Mu 3' LOCKSEAM POST 9U 1.5' SO TWIN POST T 92 339OR STEEL ASTM A653 GRADE By A-653 GRADE 40 STEEL 3004 H36 ALUMINUM 91 606376 ALUMINUM0.100' 6063T5 ALUM. 3004 H36 ALUMINUM •L' DEPENDS ON DETAIL TA63 USE WITH HUBS 0,095• `3,-_1 I' 3.000-1 0.055 �l t �-3', 4• OR 5'—I 93 3', 4' OR 5' 94 0.0953•X3'0 95,1 ALUMINUM POST 96 SQUARE POSTS ASTM ASOO GRADE, A ASTM A500 GRADE A 6061 T6 - ALUM 6063-T6 t= 0.120' STEEL POSTS STEEL POST `--- 5.683 --1 0.060 Mu STANDARD BRACKET 03 FOR 3' SQUARE POSTS 6063 76 ALUMINUM (1 2.72' N (U T0.188' (11 e7� S.S' MU � � • ALUM. HEAVY DUTY BRACKET 6063- T6 M 14 S.M.S. 24' - O/C TYPICAL. t 0.024'X2'X6.5• 'ALUM SIDEPLATE gj 3'X3' ALUM POST t= 0:024' 3004 H36 39 Reviaioru �" Qm _i ¢ tmm (J7 1 1 r -p— 0 - JIM JUN 1 3 2099 o.lzs 5.875 O 9q of ESSlp , QF RW PUTy ' � VP •'Yqf �'� C 68139 m MU 0.125' ALUM 'H' EXP.6YS012009'�, Be BRACKET 6063-T6;'� OFC L\ February 15, 2008 Cort' Putn ' P. E. 3441 IVYLINK PLACE 0.024'X3'X3' CYNCMBURG, VA 24503 SQUARE POST CARLPUTNAMBCOMCAST.NET K 98 POST WITH 0— 4° CMP C" 4, CMP 0e1i .2/6/2008 MUSA06.DWG k°N NTS — boF10 • PRINTED ON 03/14/2008 IAPMDES REPORT 60106 SEE TABLE Seal with. permanently flexible & waterproof sealant CONCRETE OR 7.5 FOR . MASONRY ANCHOR FASTENER 2"x6" Ledger Board 1/4' LAG SCREW SPACING (optional if LAG SCREWS 010 WOOD SCREW STUD, CONCRETE w/ 1"0 WASHERS are used SIMPSON A34 ANCHOR EA. EACH OR MASONRY to attach hanging rail) RAFTER OR TRUSS SEE TABLE WALL 4.18 OR 4.19 sTaut7uRAL PANEL 2.. 4• st"e •C'."d'OR"G' Existing wood Framing TYPE ALUM HANGERS \3/B" Log Screw 2' thick, 24' D.C. MIN WALL"C - D.F. Larch 6063 T6 1- 0.060" 3004 H36 t=0.040" 3.5' MIN.—/ withComp rm sent Continuous 2" with .permanently flexible 6 water- fascia board proof sentamt a10 CREW 1/4" LAG ATTACH WALL HANGER SCREW SCREW 3.25' min 1• MIN PER DETAIL MU101 .STRUCTURAL 'P4 ­.�, L-/�, ANEL Synthetic Stucco or SHEATHIN other non—structural covering (1" max. thick) ou TABLE 7.7 SPECIFIES THE ALLOWABLE' LEDGER AND WALL ATTACHMENT EA DISTANCE TO.FIRST ROW OF POSTS •L• OVER Mu STUCCO ATTACHMENT DETAIL PDST 06 WITH LEDGER= BOARD o 3/8' BOLTS DETAIL MU92 os FREESTANDING OR ATTACHED POURED SEE TABLE 7.3 4' FOOTING COLUMN J FOR NUMBER AIL . ONE HDLT WIAM: EM N7 STAINLESS STEEL 0 W/ 2" EMBEDMENT HILTI KWIK BOLT TZ d 'ti,' ': ''�. (ICC ESR 1917) •,','.';'.:} .,( MAX FOOTING SIZE IS d = 33" d IJ oy SINGLE SPAN ATTACHED FOOTING Ground Snow Load STEEL POST WITH 12" EMBED MAX DISTANCE TO FIRST ROW OF POSTS FOR FOOTINGS UP TO d=39" OR 18" EMBED FOR FOOTINGS UP TO d=50" EAVE OVERHANG 12' OR. 18' C1 9' 12" 18" 24' 30" 361• ' 10 psf ONE 3/8" x 9" . 17•4' STEEL RODS (REBAR 5'6'2'6• OR THREADED) OR � I BOLTS CENTERED I'— ON POST 3/8' BOLTS DETAIL MU92 os FREESTANDING OR ATTACHED POURED SEE TABLE 7.3 4' FOOTING COLUMN J FOR NUMBER AIL . ONE HDLT WIAM: EM N7 STAINLESS STEEL 0 W/ 2" EMBEDMENT HILTI KWIK BOLT TZ d 'ti,' ': ''�. (ICC ESR 1917) •,','.';'.:} .,( MAX FOOTING SIZE IS d = 33" d IJ oy SINGLE SPAN ATTACHED FOOTING Ground Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS SoOtl Cow Wind SIZE EAVE OVERHANG Latlice •Cowr Wi d 24".0IC) 12" 18" 24' 30" 361• ' 10 psf 2x4 17•4' 9'6' 5'6'2'6• 0'-2' 90 MPH Exp 0 2:6 ZT 22' 111••5- 13'•8' 9'6' Lallicew105 Exp C 2x8 22• 22"' 22' 22' 22' 10 paf 2x0 14'.0' 8'6' S'S' 2'6' 0'•2' 80 MPH Exp C 2x6 22' 22" 16'•6' 12'4- 9'4' Latlicew110 Ex C 2x8 22 22' 2Y 22' 20'-0' 20 P61 2x1 16' 4•-10" 2.6' 1U' 0'•7' 110 MPH Exp C 2x6 IT -Z' 14'-2' 8'-8' V-10' 4'-9- Lettice=130 Exp C 2.8 X22' 22• 19'-10' 14'-t 1' 11'-5' 25psf 2x4 8'•11 4'6' 2'6' 1•-1' 0--q- 110 MPH Exp C 2x6 16-3' 17-5" 9.2' 6'4' 4'4' La111ce=130 Exp C 2x8 22• 21'-10' 18'-9' 141-1' 10•-9' 50 fsf 2x4 6'6• 3'6' 1'-9' 0'•5' 0'9' 110MPHEKPC 2.6 77.2' 10'-11' T-3' -4•-tt* 31-1' Laaice=130 Ex C 2x6 18 '-9' 17'-8' 4 15'' 11.41 8'6' 4o Ps! 2x4 4'6' 2'J' 0.9' 0-0• 0'-0• 130MPHEcPC 2x6 9'4' T -IT 4'•11' 3b• 1L7• Laalce-130 Exp C 2x8 1 136' 12'6" 11'-0' 'a 0' S'•T 60 P51 2x4 2'-9' 1'-0' 0'•0' 130 MP M EKD C Zxe S -T 1'•7' 2'-7' Lallice-Im ExpC 2x8 8'4' I T4' 61' '-5• -9' �uN 13 Zoog Revision w U O o = GE m 1t✓ ^'m yNmO < N N m Z*- = 1-• N !Il ;n1NN L ■ ■ Z Z j2 m j2 - C) C) wEana '■�II CO February 15, 2008 Carl Putnon, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET P... By CMP Q,- By CMP 2/6/2008 MUSAOB.DVG 5cmy NTS 8 POI 8 of 10 PRINTED ON 03/14/2008 ALUMINUM 0.042"X3X8 #14 SCREWS (10 PLCS)-7, MU tt0 3"x3" POSTS MAX FOOTING SIZE d =24" AND 90 MPH SLAB 3/8" BOLTS ASTM A307, W/ .0.5'0 STEEL WASHERS SEE BELOW FOR OTY DOUBLE 2"X6.5" I OR DOUBLE 3"X8" O HEADER MAX FOOTING SIZE I pp pp d=31" I I rc I I MU ��. /14x1/2" SMS—.,40 i 1t4 DOUBLE OR SINGLE 3"XB" STEEL 'C BEAM. BOLT 4 EACH SIDE MU I LAYOUT FOR SPLICED AND NON—SPLICE ATTACHMENT s 113 i i p F I I USE FOUR BOLTS FOR FOOTINGS UP TO d=46" POST USE SIX BOLTS FOR FOOTINGS UP TO d=53" 'PT USE 6 BOLTS FOR 30, 40 AND 60 PSF SNOW LOADS c 3" POST ALUM.BRACKET: SEE TABLE 7.3 FOR NUMBER OF FASTENER 14x3 4 SHEET METAL #14 SMS USE COLUMNA —CONCRETE SLAB OR SELF DRILLING SCREWS 3rb" BOLTS USE COLMN B OR FOOTING. SEE -TABLE FOR QUANTITY SEE GENERAL NOTE (j3 0 OF U14 SMS or SDS 3X8 STEEL C HEADER 2 4 6 6 10 e Cubte Footer Liza 'd" lin n ; n n ,,.p 20 25 29 31 34 v its '1 OTHER APPROVED ANCHOR �ETAIL MU80 OR MU82 AS PER GENERAL NOTE #2 3X3 STEEL POST 3/8" BOLTS. USE TABLE 7.3 COLUMN J Mu To DETERMINE NUMBER OF BOLTS OR USE EIGHT x/14 SMS OR SDS POST ATTACHMENT DETAIL TO SLAB OR FOOTING t1g MAX FOOTING SIZE d=41" SINGLE SPAN ATTACHED LINITS.ONLY i I 681 IAPMO PAGE NUMBER 00 6evisiona' C== Cn Com, cr mm I N Nf° a1Nr m J m JUN 13 2009 C 68139 February 15, 2008 =NK�PLACE . E503CAST.NET CMP CMP 0e1i 2/6/2008 MUSA09.DWG s•a• Pooa 9 o1 10 IAPMO ES REPORT #0106 0.042X3"X8" I I I ALUMINUM ER i 14 SM SCREWS I (8 PLCS)• ALUMINUM #14 SM SCREWS 3"x8" BEAM 1 /j14 SM SCREWS (8 PLCS) "H" BRACKET (16 PLCS) I I " TYP SPACING MAX FOOTING SIZE I 1 24" 0/C "'�ETAIL IS d=31"': AND 90 MPH SLAB MAX FOOTING MU83 I I 3"xSPOST I I IS d=28" 3"x3" POST I I k-114 SCREWS I MU MU 111 112 /I I I I I I 2"X6.5" SIDEPLATE (8 PLCS) Cubte Footer Liza 'd" lin n ; n n ,,.p 20 25 29 31 34 v its '1 OTHER APPROVED ANCHOR �ETAIL MU80 OR MU82 AS PER GENERAL NOTE #2 3X3 STEEL POST 3/8" BOLTS. USE TABLE 7.3 COLUMN J Mu To DETERMINE NUMBER OF BOLTS OR USE EIGHT x/14 SMS OR SDS POST ATTACHMENT DETAIL TO SLAB OR FOOTING t1g MAX FOOTING SIZE d=41" SINGLE SPAN ATTACHED LINITS.ONLY i I 681 IAPMO PAGE NUMBER 00 6evisiona' C== Cn Com, cr mm I N Nf° a1Nr m J m JUN 13 2009 C 68139 February 15, 2008 =NK�PLACE . E503CAST.NET CMP CMP 0e1i 2/6/2008 MUSA09.DWG s•a• Pooa 9 o1 10 .d Foam Core SaR94Wd16P9AMQ*V 54Pft34) Patio Cover Applications Only IAPMO ES REPORT #0106 3. F•' Panni ' d" Pnnnl Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness 90B 90C 110C 120C 130C i(in) (in) 12" Allowable Spans (fl) 0.024 F 0.024 17.5'i6' 18' 13.5' 1Z.5' 12'0032 22' 0.032 19'18' 20' 15' 14' IT Snow 10 0.024 16.5' 16' 13.5' 12.5' 12' 22' 0.032 .18' 18' 15' 14' 13' 20 0.024 12.5' 12.5' 12.5' 12.5' 12' 22' 0.032 '13.6' 13.5 13.5' 13.5' 13' 25 0.024 .12' 12' 12' 12' 12' 21' 0.032 13.5' 13.5' 13.5' 13.5' 13' 30 0,02411' 12.5' 11' 11' 11' 11' 19.5' 0.032 12' 12' 12' 12' 12' 40 0.024 9.5' 9.5' 9.5' 9.5' 9.5' 17' 0.032 .5' 10.5' 10.5' 10.5' 10.5' 60 0.024 Ij ' 8' 8' 8' 8' 14' 0.032 5' 8.5' 8.5' B.S. 8.5' IAPMO ES REPORT #0106 3. F•' Panni ' d" Pnnnl Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness 90B 90C 110C 120C 130C (psf) (in) 12" Allowable Spans (ft) 0.024 Live 10 0.024 19' 18' 15' 14' 13.5' 22' 0.032 21.5' 20' 17' 16' 15' Snow 10 0.024 18.5' 18' 15' 14' 13.5' 22' 0.032 21.5'' 20' 17' 16' 15` 20 0.024 14' 14' 14' 14' 13.5' 22' 0.032 15.5' 15.5' 15.5' 15.5' 15' 25 0.024 13.5' 13.5' 13.5' 13.5' 13.5' 21' 0.032 15' .15' 15' 15' 15' 30 0.024 12.5' 12.5' 12.5' 12.5' 12.5' 19.5' 0.032 14' 14' 14' 14' 14' 40 0.024 11' 11' 11' 11' 11' 17' 0.032 12' 12' 12' 12' 12' 60 0.024 9' 9' 9' 9' 9 14' 0.032 14' 14' 14' 12.5' 12' Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness 90B 90C 110C 120C 130C (psf! (In) 12" Allowable Spans (fl) 0.024 Live 10 0.024 20,V 19.5' 16.5' 15.5' 14.5' 22' 0.032 22' 21.5' 18' 17' 16' Snow 10 0.024 20' 19.5' 16.5' 15.5 14.5' 22' 0.032 22' 21.5' 18' 17' 16' 20 0.024 15' 15' 15' 15' 14.5' 22' 0.032 16,5' 16.5 16.5' 16.5' 16' 25 0.024 14.5' 14.5' 14.5' 14.5' 14.5' 21' 0.032 16' 16' 16' 16' 16' 30 0.024 13.5' 13.5' 13.5' 13.6 13.5' 19.5' 0,032 15' 15' 15' 15' 15' 40 0.024 11.5' 11.5' 11.5' 11.5' 11.5' 17' 0.032 13' 13' 13' 13' 13' 80 0.024 9.5' 9.5' 9.5' 0.032 14' 0.032 14' 14' 14' 12.5' 12' IAPMO PAGE NUMBER 31 of 76 A" Panni Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness 908 90C 110C 120C 130C (pso (In) 4 Allowable Spans (fl) 12" Live 10, 0.024 22' 22' 22' 20' 18.5' 11" 0.032 22' 22' 22' 22' 21' Snow 10 0.024 22' 22' 22' 20' 18.5' 8 0.032 22' 22' 22' 22' 21' 20 0.024 18.5' 18.5' 18.5' 18.5' 18.5' Ground 0.032 22' 22' 22' 22' 21' 25 0.024 18' 18' 18' 18' 18' 90C 0.032 21' 21' 21' 21' 21' 30 0.024 16.5' 16.5' 16.5' 16.5' 16-.5 90C 0.032 19.5' 19.5' 19.5' 19.5' 19.5' 40 0.024 14.5' 14.5' 14.5' 14.5' 14.5' Allowable Spans (it) 0.032 17' 17' 17' 17' 1 7' 60 0.024 11 ,5' 1 1.5' 11,5' 11.5' 11.5' 0.032 14' 14' 14' 14' 14' Commercial Cover or Carport Applications _7rib Wind Speed (mph) and Exposure ;Width 90Ci11oBl110C1120CI130C k O/C S acing of #14 SM screws 4 12" 12" 12" 12" 11" 6 _ 12" 12" 12" 11" 91. r-6 12" 12" 11" 3" Panel 7" Uy 7 -12" 11" 9" 3.5" Panel 6" 8 12" 10" 8" 4" Panel 6" 9 11" 9" 7" G" Panel 5" 10 10" Ground Panel Skin Wind Speed (mph) and Exposure Ground Panel Skin Wind Speed (mph) and Exposure Ground Panel Skin Wind Speed (mph) and Exposure Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness 908 90C 110C 120C 130C Snow Load Thickness 90B 90C 110C '120C 130C Snow Load 1hickne's's 90B 90C 110C 120C 130C Snow Load Thickness 90B 90C 110C 120C 130C (Psi (in) Allowable Spans (it) (psf) ' in) Allowable Spans (it) (s (In)' Allowable Spans (fl) (psf) (in) Allowable Spans (11) Live 20 0.024 12.5' 1 12.5' 12.5' 12' 10' Live 20 0.024 14' 14' 14' 13.5' 12.5' Live 20 0.024 14' 14' 14' 13.5 12' Live 20 0.024 •17' 17' 17' 16.5' 15' 0.032 14,5' 14.5' 14.5' 14' 13' 0.032 16.5' 16.5' 16.5' 16' 14.5' 0.032 17' 17' 17' 16' 15' 0.032 20 20' 20' 19.5' 18' 20 0.032 12.5' 12.5' 12.5' 12' 10' 20 0.024 14' 14' 14' 13.5' 12.5' 20 0.024 14' 14' 14' 13.5' .12' 20 0.024 17' 17' 17' 16.5' 15' 0.032 13.5' 13,5' 13.5' 13.5' 13' 0.032 15.5' 15.5' 15,5'. 15.5' 14.5' 0.032 16.5' 16.5' 16.5' 16' 15' 0.032 20' 20' 20' 19.5' 18' 25 0.024 12' 12' 12' 12' 10' 25 0.024 13.5' 13.5' 13.5' 13.5' 12.5' 25 0.024 13.5' 13.5' 13.5' 13.5' 12' 25 0.024 16.5' 16.5' 16.5' 16.5' 15' 0.032 13.5' 13.5' 13.5' 13.5' 13' 0.032 15' 15' 15' 15' 14.5' 0.032 16' 16' 16' 16' 15' 0.0- 19.5' 19.5' 19.5' 19.5' 18' 30 0.024 11' 11' 11' 11' 10' 30 0.024 12.5' 12.5' 12.5' 12.5' 12.5' 30 0.024 12.5' 12.5' 12.5' 12.5' 12' 30 0.024 15' 15' 15' 15' 15' 0,032 12' 12' 12' 12' 12' 0.032 14' 14' 14' 14' 14' 0.032 15' 15' 15' 15' 15' 0.032 18' 18' 18' 18' 18' 40 0.024 9,5' 9.5' 9.5' 9.5' 9.5' 0.024 11', 11' 11' 11' 11' ' 40 0.024 11' 11' 11' 11' 11" 40 0.024 13' 13' 13' 13' 13' 0.032 10.5' 10.5' 10.5' 10.5' 10.5' 0.032 12 12' 12' 12' 12' 0.032 13' 13' 13' 13' 13' 0.032. 15.5'. 15.5' 15.5' 15.5' 15.5' 60 0.024 8' 8' 8' 8' 8' FEI 0.024 8.5' 8.5' 8.5' 8.5' 8.5' 60 0.024 9' 9' 9' 9' 9' 60 0.024 10.5' 10.5' 10.5' 10.5' 10.5'. 0.032 8.5' 8.5' 8.5' 8,5' 8.5' 0.032 10' 10' 10 10' 10' 0.032 10.5' 10.5' 10.5' 10.5' 10.5' 0.032 12.5" 12.5' 12.5' 12.5' 12 Metals USA Building Products 227 South Town East Blvd Mesquite, TX 76149 (972)265.8811 F(972) 882-8818 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 carlputnarn@comcast.net I apie -4 QRpF ESSlp�v O F� P Urn C 68139. February 15, 2008 Required Fastening of Foam - �' Core Panels to Headers _7rib Wind Speed (mph) and Exposure ;Width 90Ci11oBl110C1120CI130C k O/C S acing of #14 SM screws 4 12" 12" 12" 12" 11" 6 _ 12" 12" 12" 11" 91. r-6 12" 12" 11" 9" 7" Uy 7 -12" 11" 9" 8" 6" 8 12" 10" 8" 7" 6" 9 11" 9" 7" 6" 5" 10 10" 8" 8" 5" 4" 11 V. 7" 6" 5" 4" 12 8" 7" 5" 4" 4" 13 7" 6" 5" 4" 3" 14 7" 6" 5" 4" 3" 17 6" 5" 4" 3" 3" 3 'ABLE 4,36 j Foam Core Beam (Detail MU34) IAPMO ES REPORT #0106 Patio Cover Applications Only, Maximum Weight of Fan Is 50lbs -1" Panal 9 C" P-1 Ground Panel Skin Wind Speed (mph) and Exposure Snow Loac Thickness 90B 90C 110C 120C 130C (psf) (in) Altowable Spans (ft; Live 10 0.024 17' 16' 13.5' 12.5' 11.S' 4'-6" 0.032 19' 1 17.5' 15' 1 14' 13' Snow 10 0.024 15.5' 15.5'. 13.5' 12.5' 11.5' 9'-2" .10'-2" 0.032 17.5' 17.5' 15' 14' 13' 20 0.024 12' 12' 12' 12'.11.5' 12.5' 8 0.032 13' 13' 13' 13' 13' 25 0.024 11.5' 11.5' 11.5' 11.5'. 11.5' 7'-9" 0.032 12.5' 12.5' 12.5' 12.5' 12.5' 30 0.024 10.5' 10.5' 10.5' 10.5' 10.5' 12'-11" 0.032 11.5' 11.5' 11.5' 11.5' 11.5' 40 0.024 9' 9' 9' 9' 9' L 0.032 10' 10' 10' 10' 10' 60 0.024 8' 8' 8" 8' 8' 10'-2" 11'-2" 0.032 8.5' 8.5' 8.5' 8.5' 8.5' I able 4.3r. Ground Panel Skin Wind Speed (mph) and Exposure Snow Loac Thickness 90B 90C .110C 120C. 130C ( SO in Allowable Spans ft Live 10 0.024 19' 17.5' 15' 14' 12.5' 4'-6" 0.032 21' 20' 17' 15.5' 14.5' Snow 10 0.024 17.5' 17.5' 15' 14' 12.5' 9'-2" .10'-2" 0.032 19.5' 19.5' 17' 15.5' 14.5' 20 0.024 13.5' 13.5' 13.5' 13.5' 12.5' 8 0.032 15' 15' 15' 15' 14.5' 25 0.024 13' 13' 13' 13' 12.5' 7'-9" 0.032 14.5' 14.5' 14.5' 14.5' 14.5' 30 0.024 12' 12' 12' 12' 12' 12'-11" 0.032 14' 14' 14' 14' 14' 40 0.024 10.5' 10.5' 10.5' 10.5' 10.5' 6' 1" 0.032 11.5' 11.5' 115, 11.5' 11.5' 60 0.024 7.5' 7.5' 7.5' 7.5'7.5' 9'-211 10'-2" 11'-2" 0.032 8.5' 8.5' 8.5' 8.5' 8.5' Trib Width (ft) Original Allowable Post spacing for 10 psf Roof Loads 6' 7' 8' 9' 10' 11' 12' 13' 14' 15' ' 16' .17'+ Allowable Post Spacing w/ Fan ' 4 2'-5" 3'-8" 4'-10" 6'-0" T-0" 8'-1" 9'-1" 10:_2" 11:_2:, 12'_7: 13'-3" .84% 5 T-5" 4'-6" 5'-7" 6'-8" 7'-8" 8'-9" 9'-9" 10'-9" 11'-9" 12'-10"13'-10" 87% 6 4'-0" 5'-0" 6'-1" 7'-1" 8--1" 9'-2" .10'-2" ll' -2" 12'-2" 13'-2" 14'-211 90% 7 4'-4" 5'-4" 6'-4" 7'-5" 8'-5" 9'-5" 10'_5" 11'-5" 12'-51' 13,_5 14'-6„ 91% 8 4.-6" 5'-7" 6'-7" 7'-7" 8'-7" 9'-8" 10•_8" 11'-8" 12'-811 13,_8" .14,_8„ 92% 9 4'-9" 5'-9" 6'-9" 7'-9" 8'-9" 9'-9" 10'-9" 11'-10" 12'-10" 13'-10"14'-10" 93% 10 4'-10" T-10" 6'-11" 7'-11" 8'-11" 9'-11" 10'=111' 11'-11" 12'-11" 13'-11"14'-11" 94% 11 5'-0" 6'-0" T-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" 13'-0" 14'-0" 15'-0" 95% 12 5'-1" 6' 1" 7'-l" 8'-1" T-1" 10'-1': 11'-1" 12:_1': 131-1" 14,_1" IVA" 95% 13 5'-2" 6'-2" V-2" 8'-2" 9'-211 10'-2" 11'-2" 12,_2': 13,_2 14,-2" 15,_71 95% 14 5'-2" 6'-2" 7'-3" 8'-3" 9'-3" 10'-3" 11'-3" 121-311 13,_3" 14'-3" 15'-3" 96% 15 5'-3" 6'-3" T-3" 8'-3" 9'-3" 10'-3" 11'-3" 12'-3" 13'-3" 14.-3'1,15'-3"' 96% 16 1 5'-4" 6'-4" T-4" 8'-4" 9'-4" 10'-4" 11'-4" 12'4" 13'-4" 14'4" 15'-4': 96% Metals USA Building Products Carl Putnam, P. E. 227 South Town East Blvd 3441 Ivylink Place Mesquite, TX 75149 Lynchburg, VA 24503 (972) 285-8811 carlputnam@comcast.net F(972)882-8818 February 15, 2008 A" 0-1 Ground Panel Skin Wind Speed (mph) and Exposure. Snow Loac Thickness 90B 90C 110C 120C 130C s to Allowable Spans (ft' Live 10 0.024 20' 19' 15. 14' 13' 8'-7" 0.032 22' 21' 18' 1 16.5' 15.5' Snow 10. 0:024 19' 19, 15' 14' 13' -1 0.032 21' 21' 18' 16.5' 15.5' 20 0.024 14.5' 14.5' 14.5' 14' 13' 7'-3" 0.032 16' 16' 16' 16' _ 15.5' 25 0.024 14' .14' 14' 14' ' 13' 14,_4" 0.032 15.5' 15.5. 15.5' 15.5' 15.5' 30 0.024 13' 131' 13' • 13' 13' 5'-5" 0.032 /4' 14' 14' 14' 14' 40 0:024 11' 11' 11' 11' 11' 9'-6" 0.032 12.5' 12.5' 12.5' 12.5' 12.5' 60 0.024 8.5' 8.5' 8.5' 8.5' ' ' 8.5' 98% 0.032 10' 10' 10' 1 10' 10' ,•.Table 4.38 Table 4.39 IAPMO PAGE NUMBER 32 of 76-- 9-1 P-1 Ground Panel Skin Wind Speed (mph) and Exposure Snow Loac Thickness 90B 90C. 110C 120C 130C so (in) Allowable Spans (ft' Live 10 0.024 22' 22' 17.5' 16' 15' 8'-7" 0.032 22' 22' 21' 19' 17:5' Snow 0 0.024 22' 22' 17.5' 16' 15' -1 0.032 22' 22'' 21' 19' 17.5' 20 0.024 17' 17' .17' 16' 15' 7'-3" 0.032 18.5' 18.5' 18.5' 18.5' 17.5' 25 0.024 16.5' 16.5' 16.5' 16' 15' 14,_4" 0.032 18' 18' 18' 18' 17.5' 30 0.024 15' 15' 15' 15' 15' 5'-5" 0.032 16.5' 16.5' 16.5' 16.5' 16.5' 40 0.024 13' 13' 13' 13' 13' 9'-6" 0.032 14.51 14.51 14.5' 14.5' 14.5' 60 0024' 10.5' 10.5' 10.5' 10.5' 10.5' 98% 0.032 11.5' 11.S' 11.5' 11.5' 9'-7" Trib Width Original Allowable Post spacing for 20 psf and Greater Roof Uniform Loads 8' 7' 8' 9' 10' 11' 12' 13' 14' 15' 16' 17'+ ft) Allowable Post Spacing w/ Fan 4 4'-6" 5'-7" V-7" 7-7" 8'-7" 9'-8" 10:_6" 11'_8" 12'-8" 13'_8" 14:_8" 92% 5 4'-10" V-10" 6'-11" 7'-1111 8'-11" 9'-11" 10'-11"11'-11"12'-11" 13'-11" 14'-11" 94% 6 51-1" 8'-1" : '7'-1" 8'-1" V-1" 10'_1" 11'_1" 17_1" 13'_1„ 14'-1" 15,_1" 95% 7 51.2" 6'-2" 7'-3" 81-31' V-8" 10'-31' 11'_3" 12,_3" 13'-3" 14'_3" 16•_3:, 96% 8 5'-411 6'-4" 7'-4"' 814" 94' 10,_4': 11,4„ 1214" 13,4" 14,_4" 15'_4' 96% 9 5'-4" 6'-5" T-5" - 8'-5" 9'-5'1 10'_5" 11,_5, 12'_5:, 13:_5' 14,_5' 15'-5" 97% 10 5'-5" 6'-5" 7'-5" 8'.5" 9'-5" 10'_5" 11'-5" 12:_5' 13,-5: 14'-5" 15,_5x, 97% 11 5'-6" 6'-6" 7'-8" 8:-611 9'-6" 10'-6" 11,_5' 12'_6,: 13,_6" 14,_6': 15,_6" 97% 12 5'-6" 61�V" 7'-6"- 8'-6" g'-6" 10'_6" 11'-6'; 12'-6" 131.611 14'-6" 15'-6" 98% 13 5-7" fi'-7" 7'-711 8'-71' 9'-7" 101-7" 11:_7" 12'_7' 13'_7, .14,_7:, 15,-7" 98% 14 5'-7" ' 6'-7' 7',711 8'-7" 9'-7" 10:-71' ll -7" 121-7" 13'-7" 14,_7' . ..15,_7' 98% 15 •5'-7" 6'4" 71-7" 8'-7" 9'-7" 10'-711 11,_7' 12,_71 13'-7" 14'4" 15'_711 98° i ante q.qu 2/6/2008 Page 7 of 47 PRINTED ON 03/14/2008 " IAPMO ES REPORT #0106 IAPMO PAGE NUMBER 33 of 76 -5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 90 MPH WIND AREAS ' Ianomg or Structure Mullla an Units gnacha Freestanding or Structure Multis an Units Attached Structure landing d Muttis- an Unna TABLE 5.f Alto ad Structure Freestanding or Mullis an Unita 2] Attached Freestanding or Slruclure Mullis an Units 20' Altacnee Structure Freestanding Or Multispan Units GROVND TRIG MA1I DOST MA% NAX POSTLENGTH W% MAX DQ9T LENGTH MAX 11 MAXPOST LENGTH GROUND TRIG MAX DOST MA% IS' -I' A MA%POST LENGTH MAX 21 MAX DOST LENGTH Au% 20 17'-T Ma%POST LENGTH SNOW W1D7M POST REOD POST MIN TOOTER 0' 1Y IS' POST MIN TOOTER e I IY I 15 POST MIN GOOIER e I IZ I IS 6NOW N1DTN DOST POST MIN i00TEA 0' I 1]' I t6' POST MIN GOOIER D' I Ir I 15' POSTMINPOOTER9]' 75 16'-r I 15'LOAp(FT) ie SDACING FOR BPACIN POST 8128 CANSTRAINEDGOOTE SDACING POST eM0 CON9TRNNED FOOTE SPACWG POST BGH CONSTRNNEDFOOTE LOAD IFT) SDgCINGOR $PACIN POS aRE CONSTRNNEDi00TE SPACING POST 817E CONSTRNNEOFOOTE SPACING DOS 612E CONST0.AINED FOOTI(PSF) / ON SUB $UB IFTI I TYPE '0' 'C •C •0• (FTI TYPE 'C Y V Y (FTI TYPE 'f "C 'T 101 (PSFI 35 ON BIASUB [FE" (Fn TYPE Y v 'C Y IGT) TYPE 'C 'b• '� '� lFT, TYPE 'C - '0' -T 39 FT 29 On ( ) N NI A 25 N 25 25 FT 1,5 1d-5• NI N) In In A 31 in 1 IMI (m N N Pnl I�nl lint 1•^l • - 90 MPH EXPOSURE e 90 MPN QXP.Ea 29 10 PA tT•01 A fY-]• A 22 ]2 11 15 IPJ' 8 20 78 20 23 17'•17 13'-r 21 12 1l 76, >0 4 Py A 6'J' B 1) to 20 21 1P•11' D TI 21 ]] ]4 e.r B IB la ]0 21 LNE Ia3 15'-1' 1! tl'S A 11 1] ]3 23 le' -Y H 28 ]e SO Ie 11'.17 lr� 1] 11 2] 21 30 1} Sx A SS B IB IB 20 1t 9'-I t' O ]t It 11 2� C•I- B le IB 30 ]I 30 S 13'-r A tdx A 22 22 13 24 IT•]' 9 28 20 20 21 11'-7 A 23 23 23 24 10 5 1'•17 A S•Y a Ia 1e Iv 20 7J' 0 11 71 S] 27 'S'-7- B le 1a IB 10 30 5.5 +7- A ('-r A 23 1] 23 N 16'-Y a 21 11 27 27 Id -r A 11 13 2] 13 30 5} 1-1 A 1x a Is 10 19 70 1b' O 12 71 2] 1] 5'•]' B le le 11 70 71 6 11- A 5'-11• A ]7 71 2] .'.101 A 1V' 27 21 27 ]7 P•r A 23 23 13 23 11 6 1.7 A 1J• B 10 la 1B 20 ""0' D 11 12 23 23 4'•9' B 1. t. 16 S0 31 6.5 ld-V A a' -S A 27 1] 2l 7] 1.4' B I) 21 27 17 P-0' A I] 21 23 n 71 6} 3'-e' A 14" B l0 15 I5 19 T-1' O 22 71 22 22 a•.S- B IB 1B 11 19 31 7 d -r A 7'-11• A 13 1] 1] 7] 17•r C 77 27 27 2T e8 2] 23 2] 23 1 3'S' A ]'•7 B to to IB 1B 5-11' 0 21 11 22 ]] 1'-T B 19 18 19 19 7.5 P-1• A 7•-0' A 21 21 23 11 'T -W C 2a 20 10 70 e•1' A 21 21 2. N 7.5 Y' A 74 8 t0 t0 10 tD 6•y D 22 22 11 72 ]'-I1' B 19 19 19 19 e B•-0' A r•1• A 23 73 11 7] 1Tx C 20 70 20 2e r -r A 2. N N 11 A l'S B 10 I0 10 Ia 6'-r 0 22 JI 21 22 3'-6' B 1B 18 19 19 A e•S A ]7 ]] 1] 13 11'J- C 1e 20 30 IB Tor A 31 11 3/ 24 D Tx A 7-11' B le 1B 1e 1. 5'•r 0 I3 2] 11 22 3'•4- a IB 19 19 19 10 8'-7 A TAW A 23 21 11 2] Ida' C 20 20 20 20 6'S A 21 21 31 71 10 7S A 7y B le 18 10 Is 5'-1' 0 22 72 17 72 TO' 0 IB 18 18 19 11 6'•01 A 54' A 21 21 23 13 P-0' C 70 28 25 20 S•W A 24 21' I1 7•r A Tb' B 10 la 1a IB 1'-0' 0 11 11 11 12 ]'•r 0 19 19 19 19 11 S' -r A 5•-0•' A 13 23 23 n try C ID 10 29 29 F A 2. N 21 21 11 2'-0' A TJ' B le l0 10 IB 1•J• 0 27 22 27 ]1 2'-e• B +B 19 1B 19 li S'-2• A 1-r A 11 24 31 21 0'-S' C iB 29 ]B 1D �5'.r A N 11 21 31 it 1'•17 A Y•1• B 10 le 10 1B 1'•01 O 33 ]2 ]1 11 1. 1'•17 A 1'-4• A 11 II 2. 21 T•t 1• G 10 19 20 ]0 1.1P A 21 24 N N BO MPN EXPOSURE C IS 1'-0' A 4.."A 24 24 21 21 r-0- C 70 28 ' 19 29 1S 0 13 25 ]5 25 W 4'-]' A ]'-17 A 24 24 24 34 T-1- C 29 20 1B 29 Ir 0 2! 75 73 25 li .'-0' A 7'•T A 21 21 14 11 P-0' C 28 I9 18 23 1-1• 0 25 2$ 15 15 0110 j lTq' A it'x A 23 2] 25 20' ley B 37 21 27 18 12'-101 A 11 2. 21 20 I. /..5 IS' -I' A 10'•11• A 21 2] 24 20 17'-T B 27 27 17 20 11'•17 A 31 N 2 25 17 17 IB ! 13'-7• _ A _ • 10-2'_ A 31 21 21 75 16'-r B ie 10 7e 2e 11'y A 24 11 N 21 ` � $S • y _ 17-0'_ _A_ V P -T A N 21 24 15 IS' -Ir 0 35 20 25 30 IPy A 35 35' 35 35 16 18 B 11'x A e•-11' A 24 11 21 21 IS'•Y B 39 11 29 21 P -T A 25 Is 25 25 la Ie tB t0 1,5 1d-5• A 6••6' A 31 21 N N 11x B 29 29 29 29 PA A 23 75 2525 20 i1j1I 7 WP -0•A A 7'•11• A 34 24 31 11 13'-r C . 29 29 39 e-0' A 25 25 25 25 A 7.5 0.." A TS A 11 21 N 24 12'-I1' C 30 39 29 29 5'•01 A 1! 35 75 25 ' B -0 6'' 'A 71•1' A 25 25 25 25 lr� C 30 30 30 30 r•r A 25 25 25' 25 D 9 rb• A W. . A 25 25 26 25 11'-]' C 30 b w 30 rd A 35 2S 25 75 21 22 to a-7 A V-101 A 25 25 13 13 17•S C 30 30 10 10 PS A 28 1B 26 20 Il' 11 B'•2' A 54' A 2! 25 35 76 P•r C 30 30 10 30 S•11' A 28 26 2a 20 12 SW A 6'-0' A 26 x! 25 25 Py C 30 30 , M 30 Sfi 29 2020 20 ]B 2B 13 5'J" A ILT A 25 ' 25 IS 25, a-5- C ]t 11 31 71 S•r A 28 38 20 26 I. .'.101 A 1V' A 23 25 35 25 r•I1' C ]1 ]1 31 11 1••17 A 1f1 20 26 2B IS 1-0' A. .'•1• A 25 2! 2! 25 7•-0• C 31 ]1 31 31 1F A 74 2R 24 w i6 1a• A "•101 q 75 75 25 25 01.1' C ]I ]t ]t 71 1'J' 0 28 28 26 m 11 IW A ]••T A 26 ]S 15 15 P•P C ]1 31 31 31 .' 1' 0 28 26 20 2B 20 1 e•11' A 01.5' A IB 19 21' 22 1T -IV C 22 27 21 15 e•a A I9, 19 21 11 LNE .,5 I I- A 0'x A I9 19 21 21 11'-0' C 23 23 11 1s rx A A A A IB .V . 17 17 IB 5 r•1• A B'•1' A IB 19 20 11 10'•17 C 23 23 23 21 6••7 A /0 19 10 21 18 IB 0.5 S$ A 5'-0' A f0 19 20 21 W.I. C 13 '72 23 21 ea' A 19 19 m 21 16 18 9 e'•ll' A 5'J• A 1B 1B 20 21 r-5• C 23 23 13 21 S•r A 20 20 " 20 la Ie tB t0 6.5 SS A 4'•101 A IB 19 1B 30 5'•17 C 23 23 23 23 5'S' A 20 20 30 20 16 7 V-1• A 1.8' A 1B 19 19 ]0 ex C 23 '23 23 23 5'-t- A , 20 20 20 30 A 7.b 1-01 A 4'J' A 10 1B 1B 20 7.101 C 2] 23 23 2] P•7 B 20 20 20 20 ' 0 1-s• A 1••7 A 1B 1v 19 19 ra• C 23 x] 23 23 1S B ]o to x0 10 D e ]'-n- A a'•r A 19 19 19 19 6•-7 C 2. 21 21 24 1n• B 20 20 20 20 21 22 10 10' A 7•Y A 11 11 10 19 B' -r D U 3. 2. N Yd' B 20 20 20 20 Il' 11 T•2' A ]'-0' A 10 19 19 16 S-0' D 24 ,21 2A 34 Y•1' B 10 20 20 20 13 r -Ir A r-9• A 19 1B 19 19 Sa• D 21 2. 21 21 r-1- B 2020 20 2020 20 13 2'-0' A 7-6' A IB ID 19 19 1-tr 0 21 1. 24 24 7.11• ' B 20 20 20 30 I. 7-8'A ]'-.' 4 19 19 19 2- 41- D 2. 21 21 2. T-0' B 20 20 20 20 IS Tx A 1'•r A 10 Ie 19 10 1'y D 21 2. 21 21 1B 20 20 10 20 16 2'•2' A 2'•1' A 1B 19 IB 20 1-0' 0 21 3. 21 24 74' B 70 20 20 20 17 21•1' A 1'•11' A 19 1p 19 20 3'-t01 D 24 24 24 24 2'J' B 20 20 20 20 30 4 6'-0• A e•r B 18 IB 71 22 Id•11' 0 2] 1] . 11 19 S-0' B 1B 19 20 I1 1) 1.5 54' A 5•-0' B IB IB 11 23 P•11• 0 2] 7] 21 - 1510 1} 5 5.5 1y ]'•r Y•r A A A 11 S•11' 3••r B B B ]1 17 17 IB 5 1'•17A ra• a-0' V-1' B 19 IB 20 21 PJ' D 2] 21 11 11 V. B 19 19 19 70 18 IB 51 1x ^"' 0 D B tp Ip 20 Tl es O 3] v 21 14 5'•Y B 20 20 20 20 16 18 6 1'-0• A 1'J' B 10 18 30 21 T-101 0 23 11 22 ]1 4'.B' 0 20 20 20 20 la Ie tB t0 8} Y-0• A .'-01 8 19 1B I9 10 r-0 17 li li 1] 13 23 21 11 .'•5- B 30 20 20 10 16 7 1'S , A Yy B 10 IB 1B 20 B 0 2] 2] 2] 11 1'-r B ]0 20 20 10 A V.5 Y•2' A 7b' B 18 IB IB 20 Sb' 0 11 11 2] 1] ]'•11• B 70 20 20 20 ' a 7.7 A 3'-r B 19 IB 18 18 V -r 0. 23 132' A 1]2'•0' a B 20 20 10 10 D B 7x A 7.11' B 19 19 19 19 5--r 0 21 24 21 11 ]'-.• 8 20 20 10 70 21 22 10 7'•S A 7x B IB IB IB 1B 5'•1• 0 3. 21 14 1. ]'y B 10 20 20 10 Il' .11 rJ• A 115' B 19 tp IB 1B 1y D 24 21 1. 2. 1'-r 0 20 20 30 30 13 T-0' A 2•-r B IB 19 1B 20 4••01 D 21 24 N 14 2'b' 0 10 20 10 20 1] 1'-101 A T•1• B ID 19 IB 20 4'-0' D 24 24 N 24 7-4• B 10 20 20 TO W MPN E%POSVRE B 10 4 4'-0' A 1••17B 10 1) IB N e'•r T•I I' 0 0 20 20 77 ii 21 7] 5•J' 1'.t01 B B 17 17 17 17 19 tB 10 20 1} 5 5.5 1y ]'•r Y•r A A A 11 S•11' 3••r B B B +6 IB IB 17 17 IB 19 IB 10 = 18 1B ra• a-0' D 0 20 70 20 20 20 20 01 21 21 11 4'.5' 4'-0' a B 1) 1) IT li IB 1B I9 19 9 O} 3'4 7-01 - A A Y•1' 7.1'B B 10 18 18 IB la IT 19 is By S-101 0 D 20 20 20 20 20 20 11 21 3'•01 T. a B 17 17 II 17 19 11 la 1B 7 7} Y•r 7a' A A 7-101 7y • B B 18 I6 16 18 17 17 la I0 5'-0• S-1' 0 0 20 20 20 20 20 -20 20 T 1'-0' 8 B +7 11 1) 1) +7 17 10 19 0 B 10 it. 7y Z-7 1••r A A A A 74 7.3' Y-0' 1••10' B B 0 B 18 10 18 18 la Ie tB t0 17 17 17 fe 17 t0 16 IB 4'•17 M•0 3'-f a• ]'•T D 0 D 20 20 20 20 10 20 20 20 10 20 20 ]0 70 20 20 10 7.101 2'-7' 2•-1' T•1' B B 0 B 17 li li 1] 1) 17 I) 17 11I 11 I7 IB 1B 1B 19 t2 1'-0' A V -r. B 18 16 la 1B T•1' 0 21 21 3t 21 I'-11' B 1> 17 1B10-11 90 MPH EXPOSURE 40 4 1-0' C A III B 17 Ie 20 11 e•9' 0 11 11 T1 14 1.3 1-0' A 1x B tT fe 20 11 r-11• D 20 20 2] 71 v`ynFE" 7� 5 6.5 ..I rr r•r A A 3'•11• 7-T Bit 6 11 17 li IB 10 20 M 7U' S-9• 0 0 20 10 30 20 22 12 23 11 Q.� 7r -%(C I rc A Yx a 17 17 le 15 P•r D xo m n ]] 0.5 7 Z-91 7•r A A 7.1• r-17 B 0 1/ li 17 17 le la 19 1B 5'-10' S'a' 0 0 20 20 20 20 11 11 21 22 u7 - ^ ,� .7 7] L.1 JJ 7} 0 B 10 T-51 7y 2•Y I'x A A A A 7-0' 7'6 74' 7-r B B B B 17 11 17 le 17 17 17 1a le 17 10 10 10 Is 10 i9 S-1• 1'•17 44' r•Il• 0 D D 0 20 30 20 20 20 20 30 20 20 2 1 21 2t 11 20 E . 6:30l2�d51 � Il' I'•T A I'lo, B to 1B 10 IB r -T 6 20 20 20 0 20 L ! A, February 15, 2008 216/2008 Page B of 47 PRINTED ON 03/14/2008 IAPMO ES REPORT #0106 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 90 MPH WINO AREAS 204 -Y 9.11' 0.042"x3"x9' (0.100 MU76) Double 0.042"x3'xa` Detail MU113 Double 0.032"112'x0.5" Detail M 113 70 22 0.042"x3"xr Oetai'. TABLE 5.1 Attache. Freeuanding or Altarlled Free.tanding or 71 Atteldle0 Free.tan0ing or 27 TABLE 6.1 Anechec Structure Multisitan Units Structure MulOs an Unita 21 Structure LIVE MUNS en Unite )'-1I• v 51 e'•S. SWUun 10 TO 21 31 POST MAX 1,XPOSTLENOTH MAX NAX POST LENOTNYA% 25 29 r•4• NO POST LENGTH GROUND TRI. MA% -or 5 5 )'-1- A r•1- POST REOV POST MIN fOOTE. 0' I 1Y I IS' POST MIN FDOTEA r I 12' I IS' POST MIN R 9 I 17 I '1S SNOW WIDTH PASTREODOAD(FTI A 21 21 21 F=DjW'0"'T`Hj 5.5 SPACING FOR SPACIN POST bDE CONSTRWNEOFOOTE SPACN POST SUR CONSTRMNED FOOTE SPACING POST 17.", CON MNEO FOOTE LOAD (RI IPAGNO FORPSFI 21 24 25 V.- A ON SLAB SUB IFTI tYPE -r `a' •C - (FT) TYPE '6' -e Y v IFTI TYPE A V 1r 1r (PIF) 20 ON SLAB BUB IFTI. TYPE Y 15 25 IFTI 25 int IN 6n A 16+1 M UA 21 21 21 1fm 6.5 T. A 4'-10, 19 20 70 90 MPH EXPOSURE C 204 -Y 9.11' 1'•1' r-3- A 20 70 22 23 17.10, C 71 14 26 27 V4 A TO 20 21 h LIVE 4.5 )'-1I• v 51 e'•S. A 10 TO 21 31 11'•9' C 11 11 25 29 r•4• A 21 21 21 11 5 5 )'-1- A r•1- A 20 20 11 21 10.10' C 24 24 21 19 r-9• A 21 21 21 12 5.5 S.5 9.5' 5'-5" V-8- A 20 20 21 22 W.V C 21 21 24 25 V.- A 21 11 11 I2 fi S T-11- A V-3. A 20 20 10 12 Pd' C 15 25 25 25 6-r A 21 21 21 21 6.5 6.5 T. A 4'-10, 19 20 70 20 21 9-l0, C 25 25 23 35 9-5• A 11 21 21 ]I 1 7 V.I. 44` 1'.6• A 20 20 20 - 21 94' C 25 15 25 25 9.1' A 21 11 21 11 7.5 7.5 I. 4••1' !J' A 20 20 10 21 7.10, G IS 23 13 15 !-r B 21 21 II 11 B 0 !-5• T-10, !-r A 20 20 20 20 rB C 23 23 23 25 4'-0' B 21 }1 21 21 9 9 ]'•11• A Y.I. A 20 20 20 20 0•r C 25 25 25 25 !•1• B 21 21 21 21 10 10 ]'-0' A ]'-3' A 20 TO IO 10 r-2' 0 25 25 25 23 1•-0- B' 11 21 21 21 11 }'.7- ]'-Y A ]'-0' A 21 71 21' 11 S -r 0 25 25 25 25 7-0" B 11 D 21 21 13 12 Y-11- A T.r 1B 21 71 T1 II 6• . 0 25 25 25 25 V-11 B 21 21 ' 21 21 1] 13 Y -B' A 2•-1" A 21 11 21 21 4110, 02B 24 20 2a 25 7.11• 9 12 22 22 22 14 1'-0- Yd- A 2'-4` A 21 21 21 21 "' D 26 28 25 N 7-0' B 22 22' 22 22 IS MPH T.1' E%Pn61,aP A a 7.2' A 21 21 21 11 !•Y D 1. 26 28 26 Y$22 22 22 22 21 25r 4 -Y A 1'•1' A IB 18 2112 2] 17.5' 0 22 22 21 IS 1'•r B 1B ,IB 21 12 4.5 7-0' 4.5 r.- A v 51 B 14 19 20 }1 114` 0 22 22 3] 25 ' 7.1• B 19 19 20 31 A 5 5•.9' A 51•11- B 19 IB 20 11 Ir$ D- 23 22 7124 23 r -r B t0 19 20 11 7F 5.5 5'•2` A 5'-5" B 10 IB 10 11 8'6' 0 23 23 2] 21 rr B 10 19 10 21 B fi f-9' A s•r B 19 19 IB 10 r•1• 0 25 21 11 13 5'•Y B 19 1S 19 20 1S 6.5 !.S' A 4'-0' B 19 IB 18 20 r-0- 0• 23 2] 23 1] S•r B 19 19. t9 2a IS 1 !•I' A 44` B 19 19 IB 20 r-0, D 21 23 31 h ...TV B 19 1B 19 20 17 7.5 T-10, A 4••1' B 19 19 19 IB rr. D 21 h 21 2] 4'•r B 20 30 10 20 10 B 7.7- A T-10, 0 1. 19 '18 19 T -Y D 23 23 23 23 4W B 20 20 20 20 I&T 9 T -Y A ]'S' B 19 10 Is 19 r8" 0 23 23 23 13 7.11• B 20 20 20 20 10 2. -IV A 31.1- B 19 19 IB 19 $.IT- 0 23 23 23 23 7-0" B p 20'- 20 20 11 }'.7- A 2'•lr B 19 IB 19 10 S., D 23 i] 2) n 1'S• B- 20' 21 20 30 13 Y-4• A Z•)' B 1B 19 19 19 r-0` 0 24 24 34 24 7-0• B 20 _20 20 20 20 1] Y -Y A r-5' B 19 19 1B 19 !-0' 0 24 24 34 21 2W B 20 20 Is 20 25 4 T.Y A 7'•1- A 20 20 21 2] 17.5` D 24 24 25 26 7••r B 20 20 22 23 4.5 7-0' 1 S A4` A r.9' B 20 20 21 21 114' 0 24 24 24 26 T-1' B 20 20 21 22 A 5 5•-0• A 5••11` B 20 IO 21 22 10-0' 0 24 24 24 23 "V - B 20 20 21 21 7F 5,5 5'•2" A 5•-5` B 70 10 21 12 r-9• D 24 24 11 13 W.' B 21 21 31 ]1 B 6 4'•r A S'-0" B 20 10 20 21 r•1' 0 24 24 24 24 V-7` B 21 21 11 11 1S 6.5 !.S' A 4'-0` B IO IO TO 21 9E O 11' N 34 24 5.Y B 71 21 21 31 IS 7 1'. 1. A 44• B 20 20 20 21 9-0, D 24 24 24 24 Y•10, 8 21 21 it 71 17 7.5 7.10' A1'-1' 1'-10, B 20IO IS 20 20 T-]` 0 25 23 25 25 4'-r B 21 21 11 21 10 e ]'-Y A ]'-10, B 10 IO 20 20 r•Y D 15 25 25 ]S 44' B 2t Tl tt 2l I&T 9 ]'-Y A 7'-5• B 20 TO 20 10 r-0' D 25 25 25 25 7-11` B 21 2t 21 21 10 Y•tr A 3'-1- B 20 20 20 20 5'-t t' 0 25 25 25 TS 3'-0' B 21' 11 21 11 11 1'A• A ?,V B 20 20 20 20 6-5" ' 0 25 2S Zs 25 3'-T B 21 21 21 11 12 Y•4' A 7•Y B 20 20 20 20 5'-0" 0 25 25 2S 25 r-0' B 21 21 2f 21 11 2'-2` A Y -S B 20 20 10 20 4'-0` 0 IS 25 15 23 1 B 21 21 21 71 14 1'-0- A Y•]` 8 10 IO 20 2. !4' D 25 25 25 25 Y -T a 21 21 21 71 1. CHOOSE FREESTANDING OR ATTACHEO STRUCTURE 2. CHOOSE PROJECTION, MOTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVEOR SNOW LOAD OF STRUCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS ' USE 2OPSF MIN) 4. CHOOSE A PANEL FROM TABLES 1.1 TO 1.70 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. S. DETERMINE TRIBUTARY WIDTH FROM TABLE 5.1 OR CALCULATE FROM TRIBUTARY DIAGRAM ONMUSAGN01 6. CHOOSE A HEADER FROM TABLE 5.1 THAT HAS ADEQUATE POST SPACING. IAPMO PAGE NUMBER 34 of 76`• or MIN i00TE0. V I 12' I 15• POST WN Foo1M IF I 1Y 'OST 812fi ..".LE. FOOTE SPACING P09 fiME LONSTRAINEI rYPE V •r I -w I -r (FTI TYP •C v I -c BO 4 3•.r A ]4• B 11 10 to 19 6'-]' O Ip 19 20 21 1'•P B 15 1. 1. 18 4.5 7-0' 4.5 Yd• A r.0, B 14 16 1) 10 5•-0• O 10 10 10 21 7.5' B 15 10 17 tp A S YS' A 7-0` B 14 IS 11 1. 5'•2• D Is to 19 21 T.I. B t5 15 f7 to 7F p.. 2'.2' A T-0' B 11 15 19 f7 4'A- D 10 10 19 20 r•IV B IS 15 17 17 B a Y-0• A Y.Y B 14 IS IB 17 4'S- O 10 to 19 20 1••7' B IS IS 19 11 1S 0.p 1'-1P A Y-1' B 14 14 IB 17 4'•f' D 10 tp Ip 19 YS' 8 15 IS t8 1/ IS 7 1'•r A t'•It` B t4 H t9 1) .7.10, O 1. la 1. 1. YJ' B t5 15 to 17 17 7A 1'.r A 1'-10, B 14 IS 18 17 1'•T D 10 1. 10 19 7-1• B 15 15 Ip 17 10 a r%V A 1'-0' B 11 15 t0 IT 14' D I. I. t. 1B 7-0' B 13 IS 10 Il I&T 9 ' 1••1- A 1•-0• B 14 15 17 is r-0' 0 I. t0 10 la t'-0' B 15 15 17 111 1' -Y A 14 15 17 te' Z -r 0 Ip t0 Ia 10 1'•7' B IS 1B I7 10 I" 11 1'.1' A 1'J' B 14 16 le 19 1-0' D 10 to 15 19 1'-5' a0 4 7-0• A 7•Y B le 17 10 1B rS' 0 1p 19 21 71 Y-0" 0 16 17 1p 19 20 4.5 7-0' A 7.0' B 15 18 10 10 T V O i9 19 21 72 ]'S- B 1a IB IB 18 S 5 T.S. A 7-0• a 15 IB 1s 1a S••Y D 10 10 20 21 3••1" B 10 10 t0 19 r 5.5 'YS A 7F B IS 18 l7 /0 4'•r O 19 1B 10 21 Y-10, B le i6 /7 IS I 1W' A 7S- B IS 15 17 10 !-r O t9 19 20 21 Y -Y B I6 le 11 la 'Y &a I, -IV A Y-1- B 1S 15 1) 17 Y -t• O IB 1B 19 20 T.S. B IB 18 17 le 9.5• 7 1•4B• A 1'-11• B 15 IS IT 17 7.10, D 1B 19 19 20 YS' B 1B 16 17 I1 12.9 7.a 1'•Y A 1'•10, B 13 Is 17 1. 7•T 0 IB IS IB 20 7.1• B IB IB 11 le 9 a 1:a` A 1'-0" B 15 IB 11 10 Ste• D 19 19 1B 1B 74' B 19 18 li 1. OVER- .HANG Freestendin 9tnucturas TABLE FI TN9UTARV WIOTNS FOR SDIGLF:SPAN ATTACHED STRUCTURES' PROJECTION OF SINGLE SPAN STUCTUREB F Maximum POST Height FT 0' r Ir 11' 17 17 IV 15' Jr. - 1T tr Ir 20 2V 2r 0 !.' 4.5' S' S9 r 8.9 r 7.r a' a.6 r as, to -10.5' 11• 1' 4.9 S SS r QS• 7' 7.9 S 41.9 r 9.9 IV* 10.5• 11' 119 r 6. 5.51 rB.5• v 7.5• r 0,5" r' 9.r to, 10Y Ir 11.9 Ir 7 5.5' r 'S 7' 7.5' a• 0., r 09 10 10.5' 11'.6' Ir 12.5' ! r SS r 7.5• r .9 r 99 W 10.T 11• 11'5' 17 12.5' 17 S' 'Y 7' 71' r 0.6 r B.S 1V 10.6 ll' I,s 1Y 13.5' 1r 116 IF r 7.4' a' a.5• P 9.5• 10 10.5' 11' Ill' 17 ILT IT 1].5• 14• r 79a. e.s• r sJF Ir IAS' Il• l,.rtY 12.9 IT I3.9 11' 11.5' r r 59 r ON I6 109 IV 119 17 11.9 17 ISIT 14' 14.5 IT 9 .S• '9' 9.S %w 109 fY IIS• IY 12.4 IT 11.V It 14.5' TV 15.5• 10 r 0.5" 1r 10.5 IV 119 17 12.5' 1r 13.5 1! H.T IT I&T 19 a. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT FREESTANDING AND MULTISPAN UNITS USE TABLE 5.4 9. FIND THE OIC SPACING OR 0 OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 - 10. USE THE APPROPRIATE DETAILS FOR PATIO SLABS FOLLOW 1.6 FROM ABOVE THEN SLAB 7. DETERMINE MA10MUM POST SPACINGON SLAB FROM TABLE 5.1 SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING SLAB 9. POST 'N MAY BE USED FOR ALL ATTACHED UNITS ON SLAB SLAB 10. FOLLOW 9 AND 10 FROM ABOVE TABLE 5.4 Post Requirements for Freestendin 9tnucturas Post OewrlPflon Max Maximum POST Height Footing Sleet OA439r39(3"Loaseam 12' 1 d= 27- F Steel O.lorx3*13"square iS' d- 37• G SIee10.188"X4'k4" Square 1 18' 1 d= 44" H Slee10.188'S15'k5" uare 18' d= 49" 1 227 South Town East Blvd Mesquite, TX 75149 (972) 286.8814 1(971) 802.6816 n C 18139 EXP tmA'lA/ `- C C 68139 N sfj Cl VII\ Febr ry 5, 2008 Carl Put m, P. E 34411 Ilnk Pie 21612008 SMA , JOS Page 9 of 47 Bin # City of La Quinta Building &r Safety Division Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit #P.O. ria Ot 6 -V, � Project Address: JMLo bfe,4 Owner's Name: A. P. Number: Address: -7 Legal Description: 57FP City, ST, Zip: Contractor:ou&11� le-kv> Address: u( --D glu4-r C4—,+ Telephone: Project Description: � City, ST, Zip: �IW44L4,e C> Telephonc:qy/ 97O ............ .......... 1. State Lic. 191 01 City Lic. Arch., Engr., Designer: Address: City, ST, Zip: Telephone: Construction Type: Occupancy: State Lic. 4: roject ty e (circle one): New Add'n Alter Repair Demo Name of Contact Person: Tib Sq: Ft.: -3110V # Stories: #Units: Telephone # of Contact Person: OF -5—F F-sf'imated 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 Cates. Called Contact Person Plan Check Balance. Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2 d 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 Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees