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09-1051 (PAT),. P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 09-00001051 Property Address: 79125 DESERT STREAM DR APN: 604-374-005-25 -27899 - Application description: PATIO COVER - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 4549 Applicant: Tit4t, 4 4 Q" Architect or Engineer: P Ii BUILDING & SAFETY DEPARTMENT BUILDING PERMIT --------------------------------------------------' LICENSED CONTRACTOR'S DECLARATIO�is ' I hereby affirm under penalty of perjury that I am licensed under provisions of Chimer ( �i�affect. h Section 7000) of Division 3 of the Business and Professionals Code, and my L' fu License Clasp: B- License No.: 4 069 /ate: 1 v ntractor: NER-BUILDER DECLARATION I hereby affirm under penalty of perjury that I exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business a Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or r it any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 Icommenci .with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefro and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjec 'the applicant to a civil penalty of not more than five hundred dollars ($500).: (_ ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) 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 Owner: RICHARDS LENITA K 79125 DESERT STREAM DRIVE LA QUINTA, CA 92253 Contractor: OUTBACK PATIO & SUNROOMS, INC 6260 RIVERCREST DRIVE STE E RIVERSIDE, CA 92507 (951)697-0158 Lic. No.: 483069 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 10/02/09 D, AOCT 0 2 23"33 �it " ✓'.E a -.�'1 @.`•,i.i�l� �A E, ----------------------------------------------— 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 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' compensatio of California, and agree that, if I should be com ct to the workers' comp , atio o ' sof Section (hI 3700_ofLabor Code, f with comply with those ovisi WARNING: FAILURE TO SECURE WORKEPKCOMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINA NALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,0001• IN ADDITIO 0 THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR C90E, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, .the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to co y ith all city and county ordinances and state laws relating to building construction, and hereby authorize r rese atives of this cou y to en;Siture n th above-mentioned pro inspection purposes. Date: (Applican gent): Application Number . . . 09-00001051 Permit PATIO COVER PERMIT Additional desc . Permit Fee . . . . 72.00 Plan Check Fee 46.80 Issue Date . . . . Valuation . . . . 4549 Expiration Date 3/31/10 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 141X 15' LATTICE PATIO COVER & 121X 11' SOLID PATIO COVER, PER APPROVED PLANS. 2007 CODES. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 1.00 STRONG MOTION (SMI) - RES .50 Fee summary Charged Paid Credited ---------------------------------------- Due ----------------- Permit Fee Total 72.00 .00 .00 72.00 Plan Check Total 46.80 .00 .00 46.80 Other Fee Total 1.50 .00 .00 1.50 Grand Total 120.30 .00 .00 120.30 LQPERMIT Bin # City of La Quinta Building &r Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit #\ Project Address: s' Pew-)- 7y-.2 yti Owner's Name: Lel I k A. P. Number:(gip' - 3 7 q � �© Address: Legal Description: City, ST, Zip: <b,%J 6k- ZZ! Contractor: ,b n Telephone: hone• KMMM Address: Co o/ ~004- e," -C Project Description: City, ST, Zip: JA-WWte l dt' 92 ✓ 4 1 D COw i/ 4C Telephone: 3 t� P 6IM y � State Lie. # City Lie. #: Arch., Engr., Designer: �� ✓ 5 p I Address: City, ST, Zip: Telephone: Lie. Name of Contact Person:� ancY Construction on TYPe: Occupancy: roJState PecthP (circle one): New Add'n Alter Repair Demo Sq. Ft.: 3 `t� # Stories: # Units: Telephone # of Contact Person: ` Estimated Value of Project: Q ao APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd 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°" 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 Name (,ev)t Iet Kur-L,,-45 Address 70712-S pc5er 4- S: --rmen ��. l01 c -p, qz2 7 Phone OUTBACK PATIO & SUNROOMS, INC re f, e- PNEP �,(^e www.outbackpatios.com (800) 37 -PAT 10 (951) 697-0158 MN -6 04 - 3711-00S CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION DATE ffi -J'O9 BY W/M METALS USA: ENGINEERING FOR ALUMINUM PATIO COVERS, CARPORTS AND COMMERCIAL STRUCTURE! PAGES DRAWING SECTION DESCRIPTION 1 MUSAGN0I.DWG GENERAL NOTES LATTICE COVER COMPONENTS AND CONNECTION DETAIL: 1 PAGE LAT0l.DWG STRUCTURAL CONFIGURATIONS 4 PAGES LAT02.DWG COMPONENTS/CONNECTION DETAILS LAT63. DWG LAT04.DWG LAT05 DWG ■ F BUILDING PRODUCTS 1' PAGE LATTICE 1.0 RAFTER SPANS FOR'COMMERCIAL AND PATIO STRUCTURES 4 PAGES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN 90 MPH WIND AREAS 4 PAGES 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, MUSA0I:DWG STRUCTURAL CONFIGURATIONS Q�kOFESS/pN P U,r,y y�F Ac :. 9 PAGES MUSA02.DWG COMPONENTS/CONNECTION DETAILS MUSA03.DWG C 68139 ^� Z MUSA04.DWG 8 MUSA05.DWG ' * EXP, s13or2009"' a si3alz tt MUSA06.DWG �� Evaluation Report#0106 MUSA07.DWG ✓�lq OFC�U' —. Ir iVn. MUSA.DWG MUSA0909.DWG February 15, 2008 1"mo 6 nuF� MUSA10.DWG 7 PAGES SOLID COVERS 4.0 PANEL SPANS FOR PATIO AND COMMERCIAL STRUCTURES 20 PAGES 5.0 POST SPACINGS FOR PATIO 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 M1.DWG TM 1 PAGE.. M2 7.0 POST AND FASTENER REQUIREMENTS FOR'ALL-STRUCTURES 1 PAGE M3 7:0 CONCRETE FOOTING OPTIONS February 6, 2008 1 PAGE M4 7.0 PATIO COVER LIMITATIONS WHEN ATTACHING TO 3.5" CONCRETE SLAB OF LA QUINT, :"J,j_D"NG & SAFETY DEP � PROVED FOR CONSTRUCTION �ATF BY 031 PROJECTION TRIB WIDTH (-- TRIB WIDTH -� TRIBUTARY WIDTH, OVERHANG (- EXISTING STRUCTURE PROJECTION TRIB WIDTH --I-- TRIBUTARY WIDTH General Notes 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 stab" shall be approved for 500 Ibf tensile and 500 Ibf shear in 3.5" concrete. Concrete will conform to note #3. Anchors for footings shall be engineered seperately. 3. Concrete shall have a compressive strength, fc, of 2500 psi 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 toad, horiz. and uplift wind loads and approval number. 6. Light 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%. 8. Lag screws shall be placed in holes prebored 70% diam. For concrete block construction, place masonry anchors as per the installation 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 Ina 40 psi or 60 psi 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, approved translucent 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 foot 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 rFSg1 20 psf 20 psi LIVE OR GROUND SNOW 25 psf 21 psf by P f t� 30 psf 25.2 psf �� V 40 psf 33.6 psf w 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 illy iVt� F��P SITE CLASS = D CAt tF BASIC -SEISMIC FORCE RESISTNG SYSTEM = INVERTED PENDULUM R=2.0 ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE 2Q�9 15. The width of single span attached structures must be at least 75% of the projection, 'i 3 16. Multiple span units are allowed. 17. Any unit built with a roof snow load higher than 30 psf and in a seismically 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 multispan 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 (MUSAGNOi.DWG) b. STRUCTURAL CONFIGURATIONS (MUSA0I.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 f. 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. APMO PAGE NUMBER 1 of 76 Revhfons c U v d ��m F N W Z 'i o` '■/�I m p,,oFESS/ OpNq y 4 qi C� C68139 m + EX?. 6/3012009'! i u} t Cl H OFC V February 15, 2008 Carl Putnam, P.E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAMECOMCAST.NET CMP 0- q CMP 0" 2/6/2008 MUSAGNOI.DVG Sao vva l Or 1 ROLL FORMED OR LAMINATED SANDWICH PANEL FASCIA. ALUMINUM I BEAM OR OTHER STRUCTURAL HEADER - 3.5' CONCRETE SLAB REQUIRED FOR CONSTRAINED FOOTINGS POST r FREESTANDING SINGLE SPAN COVER ` CIRCULAR FOOTING Mu DETAIL MUIOB • of r . d CUBIC FOOTING L DETAIL MU108 .WIDTH MUST BE AT LEAST d •� \/d ALL HEADERS MAY 75% OF PROJECTION FOR SSSttt OVERHANG 25% OF SINGLE SPAN ATTACHED POST SPACING STRUCTURES/WIDTH LEDGER BOARD C 0.5' PER 12' \ MINIMUM SLOPE ATTACI MAY BE EI ROLL FORMED OR LAMINATED SANDWICH PANEL I BEAM OR OTHER STRUCTURAL HEADER MULTISPAN FREESTANDING UNIT 0 POST Revisi UM ~ U —' 0 o e C-#4 O aamm 2 a Z�Nm II— 3 ■ ■ ■ Z VI •.].... v m v�s Q ivla� III m ALL PANELS MAY OVERHANG 257 OF THEIR CLEARSPAN CUBIC ODTI �31�p9 DETAI MU1 OQtyOFE—SS rp,\q 4�•f� ? . • r; C� m / MULTIPLE SPAN HEADERS ARE ALLOWEDW 6 3 EEP.G130I2009' •*' 30I201 slq 1 w E cidltC sTgr t`t�OF�� February 15, 2008 PATIO COVERS ARE FI LIMITED TO •12' HEIGHT COMMERCIAL COVERS AND CARPORTS ARE LIMITED TO 18' HEIGHT Curl Put—, P.E. (— "fir ,: .•y ;• 3441 IVYLINK PLACE LYNCH BURG. VA 24503 Cil LDETAIL CUBIC FOOTING MU108 ,Y: • , •i , ;•- CARLPu7NAM2CONCPS i.NET CONCRETE SLAB ATTACHMENT .._;. • •;;r FOR SINGLE SPAN ATTACHED PATIO COVERS ONLY SINGLE SPAN 3.5' CONCRETE SLAB LIMITED '• FREESTANDING UNIT , `•, .4;:' i; 3.5' CONCRETE TO 500. LBF UPLIFT. SEE GENERAL NOTE #3 SLAB REQUIRED FOR CONSTRAINED FOOTINGS CMP ch." By CNP 2/6/2008 n.nem. MUSAGLDWG I OF 10 ES 2.5' PANELS AND FASCIA .5' SCC OC1AIl Mul] SEE DETAIL MU13' . 24' TC SCC DETAIL MI113 2 2.5'X6' FLAT PANEL 7 2.5'x8' FLAT PANEL 3004H36 3004H36 ALUMINUM 24' PATTIPORT 3004H36 OR ASTM A653 GRADE 40 STEEL 29 4- 12 SEC OCTAIL MU1] SCC, iK IML -Mull 24' SCE DETAIL MU17 Q 24' TRI STAR PANEL 30041136 2.5'X24' TRI VEE PANEL 2.5'X12' TWIN VEE PANEL 3004H36 ALUMINUM 3004H36 ALUMINUM ASTM A-653 GRADE 40 STEEL ASTM A-653 GRADE 40 STEEL SEE TABLE 4.18 OR 4.19 7' oASD My L zT 1�3-�1 NOu �-3.25--I 7' RF FASCIA BB 3004H36 ALUM 6.5' RF FASCIA (t=0.040' & 0.050') 3004H36 ALUMINUM ASTM A-653 GRADE 40 STEEL 24 GAUGE (t=0.024') SCC OC TAIL null 2' 2'x6' FLAT PANEL 3004H36 ALUM SEE TABLE 0.078 I 1.18 OR 1.19 6 0.036' 0.062 5.6' n Q v L o 0.070 I-e.eo--i e.s O �•-3.8--� 6' RF FASCIA SAMPSON GUTTER 3004H36 ALUHI NUM 5' RF FASCIA FASCIA 3004H36 ALUMINUM 6063 T6 e10 SMS e24' O/C 0.7)5• 3• a PANEL INTERLOCM • 0.060• 3'. 3.51. 4' or 6' '� • , , 1.4 PCr rom �P Mu OPTIONAL fAN ALUM BEAM 6063T6 fULL LENGTH W PANEL 0.024' or 0.032' 3105H14 ALUMINUM ALUMINUM SANDWICH PANEL SANDWICH PANEL CONFORMS TO ICC AC04. ADHESIVE CONFORMS TO ICC AC05 4e slls ee• ac i- 12 4I 4'x12' VEE PANEL 3004H36 ALUMINUM ASTM A-653 GRADE 40 STEEL U 6' ALLMET EXTRUDED FASCIA 6063 T6 TABLE 4.18 OR 4.19 .� L]7 I- 3.3 -{ 4.5' EXTRUDED FASCIA 6061 T6 SEE TABLE .. 9.18 OR 4.19 oms aoTs 5.1 6.1 6.1 I--3.7-� 5' MAGNUM GUTTER 6' MAGNUM GUTTER 6' SMOOTH GUTTER 6063T6 ALUM 6063T6 ALUM 6063T6 ALUM WESTERN PANELS 4a sMs ee• D/c AND FASCIA 2a 3' 3'X24' PANEL 30041136 ALUMINUM ASTM A-653 GRADE 40 STEEL o176 �Q= co V r U C.400 O �" m� .4� ac NOW N N 0 C= a Nm a! C 68139 February 15, 2008 Curl Putm.. P.E. 3441 IVYLINIC PLACE LYNCHBURG• VA 24503 CARLPUTNAMeCOMCAST.NE7 o ..n M CMP a... a CMP 2/6/2008 m,AMA. MUSA03.DVG sma NTS /Mv� 3 of 10 ' PiIINTED ON 00/142008 0.055 KO.O620,0624.100.060 NU . 40 4' HANGERS T 6063T6 ALUMI Fnr,FRS M1 (ALM 6063 T-6) 0.055 3.101 3.100 0.062 NU ' t#'= 3" HANGERS, "'. 6063T6 ALUM f-- 4.000--^i i 3A00 I-- 3.000-1 0.125 0.075J:0.062 a9 50 ' MU 31 0.075'x3'xX 'POST 0.125'x4'x4' .POST 0,062'x3'x3'• 6063T6 ALUM 6063T6 ALUM MAGNUM POST .606376 ALUM IAPMO ES REPORT 00106 0.050' 3.562' 4.24' a0.062' 0.050 Nu 3-1/2" "J" RAIL SEE TABLE 7.5 FOR TYPE AND SPACINGT OF FASTENERS/ \ panel height I1 1.625' 1 3.74' REF [0.062-' J.U62' 3.74REF Nu s as 3"J" RAIL ' 3" AND 2.5" "G" HANGER RAIL PROFILES ALUM. ALLOY 6063-T6 0.75' 0.050' 1.062' 1--1.50' -1 is "C" HANGER ci 3-1/2" "G" RAIL e 2 " "J" RAI FASCIA SPLICES MUST BE WITHIN 12' OF A POST I 0.0620 SEE DETAIL X Nu I o 11 MIN fOREALL FASCIAS 0.0500 55 MI �e SPLICES. ALL fASC1A SPLICES MUST BE WITHIN 1' MIN 12' OF A POST _ �0 0 0 0 0 0 0 "32 5.5' EXTRUDED - 5 5' EXTRUDED sa 5' ROLL FORMED GUTTER SPLICE GUTTER SPLICE GUTTER SPLICE 6063.'76 ALUMINUM 6063 T6 ALUMINUM 3004 H36 ALUMINUM - IAPMO PAGE NUMBER 18 o176 Rev co tel, U O -n 4�LL /M� FNmml /� Q%Y LL 'FNm Zomen — wxa Q Nx m February 15, 2008 o.o.P er CMP a . a CNP 2/6/2008 MUSA09.DVG xor NTS P'- '4 or 10 B.QOD - 0.042' ✓� MU/ ' )6 3.000 '\.-()..042-.3 XB- HEADER/RAFTER 3004 H36 5.683 O 101 O 1 0 0.060' 1GA) 6.500 0.02 ( 4' J.938 0.075' C144 GA) 11 0.032' � 0.090' a 0.060 O I 0773 Mu STANDARD BRACKET 1.975 . S-0 79 FOR CLOVERLEAF POSTS 2'X6 1/2' HEADER r-2.-� 6063 T6 ALUMINUM Mu 3004 H36 Mu STEEL C BEAM ASTM 77 78 A653 GRADE 50 --I 1.500 1-- 0.060 0.090 0.250 ----I Mu BRACKETS FOR 1.5' SO TWIN POSTS BI 6063 T6 ALUMINUM 2.702 0.090 MU •U' BRACKET B4 FOR 3' SQUARE POSTS 6063 T6 ALUMINUM r--5.683--1 . ALUM BRACKET ni 02 FOR 3' SQUARE POSTS 6063T6 0.090 t-2.308—{ I --2.375--I 0.060 = ALL BRACKET DIMENSIONS EXCEPT THICKNESS nU U' BRACKET ARE APPROXIMATE 85 FOR CLOVERLEAF POSTS 6063 T6 ALUMINUM 028' R0.1400 0.032' ALUM 0.032 0.062 Z' —0.040' ALUM ��.. o �� 0.024' STEEL 0.043' STEEL 3' LOCXSEAM POST Mu MU 1.5' SO TWIN POST MU 1.5' SO TWIN POST 9l A-653 GRADE 40 STEEL90 09 3004 H36 ALUMINUM 3004 H36 ALUMINUM 6063T6 ALUMINUM FOUR HOLES FOR 0.300 1/4' BOLTS 0.135 . TWO MES FOR 86 MOLES BOLTS 3.5'x3' I BEAM POST BRACKET ALUM 6063-T6 t I --i - II f -L -A MU 0.095' STEEL ASTM A653 GRADE 92 33 OR 0.100' 6063T5 ALUM. 'L' DEPENDS ON DETAIL TA63 USE WITH MU88 Q3- 3'-0.0553' 4' OR 5-4 � 93 3', 4' OR S' O 0.095' X3'0 95 ALUMINUM POST 96 SQUARE POSTS ASTM A500 GRA OE. A ASTM A500 GRADE A 6061 T6 ALUM 6063-T6 t= 0.120' STEEL POSTS STEEL POST - 5.683 O 0. O O O O O 0 n 0.125 ^m nu HEAVY DUTY BRACKET BO FOR CLOVERLEAF POSTS Fy- 36 ksi STEEL I-- 5.683 --I j" 0.060 Mu STANDARD BRACKET 83 FOR 3' SQUARE POSTS 6063 T6 ALUMINUM z.Lo (U o67Q 0.188' fU ei��-5.5 ALUM. ALUM. HEAVY DUTY BRACKET 6063-T6 0 14 S.M.S. 2, O/C TYPICAL. t 0.024'X2'X6 ALUM SIDEPL gj 3'x3' ALUM POST t= 0424' 3004 H36 ATE f LA �,� 0.125' ALUM 'H' BRACKET 6063-T6 r 0.024'X3'X3' I SQUARE POST POST WITH DEPLATES i 00 Raviaiona ^C co V �I U p� e Om LL m�2m m CLl i �m N m Z rrv`a ■III C-0 JUN 13 2089 February 15, 2008 Carl Putnam, P. C. 3441 IVYLINK PLACE L YNCHBURG, VA 24503 CARLPUTNAMBCDMCAST.NET C o.e.� 0, CHP M CMP °a1 2/6/2008 rmomn. MUSA06.DVG swa NTS Poa 6 of 10 .STRUCTURAL PANEL Synthetic Stucco or other non-structural covering SHEATHIN • (1" max. thick) uo. LEDGER AND WALL ATTACHMENT TABLE 7.7 SPECIFIES THE ALLOWABLE: EAVE DISTANCE TO FIRST ROW OF POSTS L OVERRAN Nu STUCCO ATTACHMENT DETAIL POST D6 WITH LEDGER; BOARD o STEEL POST WITH 12" EMBED FOR FOOTINGS UP TO d=39" OR 18" EMBED FOR FOOTINGS UP TO d=50" 12'. OR 18' d 91 ONE 3/8" x 9" . STEEL RODS (REBAR OR THREADED) OR 'd BOLTS CENTERED C'— ON POST 3/8' BOLTS DSEE TABLE 7.3 lie FREESTANDING OR ATTACHED POURED COLUMN J FOOTING' FOR NUMBER ONE ,BOLT DIAM: (M N7 CI 4' -1r -DETAIL .MU92' STAINLESS STEEL %"0 W/ 2" EMBEDMENT HILTI KWIK BOLT TZ (ICC ESR 1917) MAX FOOTING SIZE ISd= 33" ' o9 SINGLI E SPAN ATTACHED FOOTING Ground Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" Seal with. permanently flexible SIZE ' SEE TABLE (24" OIC) & waterproof sealant topd CONCRETE OR 7.5 FOR . 91•8" 51d' 2'6' MASONRY ANCHOR FASTENER 2x6 2"x6" Ledger Board 27 1/4' LAG SCREW SPACING 9.6- (optional if LAG SCREWS 2x6 d10 WOOD SCREW STUD. CONCRETE 27 w/ 1"0 WASHERS ore used SIMPSON A34 ANCHOR EA. EACH 10 pcf OR MASONRY 14'-0" to attach hanging rail) RAFTER OR TRUSS. SEE TABLE STRRUACCTT�AL WALL 4' stw� 2x6 22' 4.18 OR 4.19 •C..'d'OR•G• r • 94' Existing wood framing - TYPE ALUM HANGERS 22' 3/8" Log Screw 2' thick, 24' O.C. • _ MIN WALL "t• 6063 T6 1= 0.060' 2.4 816" D.F. Larch 2'6• 3004 H361=0.040" 3.5' MIN Completely seal Continuous 2' 1r•2• 14'-2" 916" dth .permanently flexible S. xat.r fascia boar 810 WOOD10 1 /4" LAG •27 proof sealant ATTACH gj�lMIN WALL HANGER sc EW SCREW I ^i 3.25' nln PER DETAIL MU101 .STRUCTURAL PANEL Synthetic Stucco or other non-structural covering SHEATHIN • (1" max. thick) uo. LEDGER AND WALL ATTACHMENT TABLE 7.7 SPECIFIES THE ALLOWABLE: EAVE DISTANCE TO FIRST ROW OF POSTS L OVERRAN Nu STUCCO ATTACHMENT DETAIL POST D6 WITH LEDGER; BOARD o STEEL POST WITH 12" EMBED FOR FOOTINGS UP TO d=39" OR 18" EMBED FOR FOOTINGS UP TO d=50" 12'. OR 18' d 91 ONE 3/8" x 9" . STEEL RODS (REBAR OR THREADED) OR 'd BOLTS CENTERED C'— ON POST 3/8' BOLTS DSEE TABLE 7.3 lie FREESTANDING OR ATTACHED POURED COLUMN J FOOTING' FOR NUMBER ONE ,BOLT DIAM: (M N7 CI 4' -1r -DETAIL .MU92' STAINLESS STEEL %"0 W/ 2" EMBEDMENT HILTI KWIK BOLT TZ (ICC ESR 1917) MAX FOOTING SIZE ISd= 33" ' o9 SINGLI E SPAN ATTACHED FOOTING Ground Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" Solid Coley Wind SIZE EAVEOVERHANG Lattice Comer Wind (24" OIC) 12" 18" 24" 30" 36" topd 2x4 Ir•1" 91•8" 51d' 2'6' 0'-2" 90 MPH Exp 8 2x6 27 27 19'-5" 13'-8" 9.6- Latlke-105 Exp C 2x6 27 22• 27 22' 22' 10 pcf 2x4 14'-0" 8.6" 51•5• 2'6" 0•-2" 80 MPH Exp C 2x6 22' 27 6" 16' t2'4' 94' Latlice=110 ExpC 2x8 27 22' 22' 22' 20'-W 20 P6f 2.4 816" 41-10" 2'6• 1U" 0'•1" 110 MPH Exp C 2x6 1r•2• 14'-2" 916" 6-10" 4'•9" Lellica=130 Exp C 2x8 •27 22' 19'-10" 14'-11- 11'•5" 2S pd 2x4 81-1" 6 4'" 2'" 6 1'-1" 0'-0' 110 MPH ExpC 2x6 16'•T 17-5" 7.21 6'4' 4'-4' La111ce=130 ExpC •US 27 21'40" 18'-9" 14.1" 10.9- 30 PA 2x4 6'6" 3'-6" 1'19" 0'•5" 110 MPH Exp C 2x6 13•-7 101•11" r•3' 4•-11' 3'•1" La81ce-IMExpC 2xe 18'-9" 17,.8" 15'-4' 1rd' 8:.6" 40 Pq 2x4 4'6" 7-3" 0'-9" a-0" D-0" 136'MI H Exp C 216 9'4" T-10" 4'-11" 7•-0" VX Lediaea130 ExpC I 2x8 13'6• 176' 11a, '-10" 5'-7' 60 paf 2x4 7.9' 1'-0" 0' 0' '-0" 0' 130 MPH EKp C 2x8 T•r 41-7" 7-7" '-2' " Latlice=130 ExpC 2x8 �B'<' r-4' B'�' '•5" '•9" - )uN 13 2009 23 of 76 Rev �C= U) U V 0 ae cc m�-m mm KEN a ��mm ZFN /iT �a1NN lJ OF1�" .z� a, _ 0 wsaaa. I■III 03 /February 15, 2008 Carl P.tnon• P. E. 3441 IVYLINK PLACE LYNCHBURG. VA 24503 CARL PUTNAM9COMCAS T.NET PRINTED ON 03114/2008 ALUMINUM 0.042"X3X8 014 SCREWS (10 PLCS)T MU 110 3"x3" POST'S MAX FOOTING SIZE d =24" AND 90 MPH SLAB DETAIL MU83 x/14 SCREWS (8 PLCS) DOUBLE 2"X6.5" OR DOUBLE 3"X8" HEADER MAX FOOTING SIZE d=31" / #14x1/2" SMS—'� 4 EACH SIDE 113MU POST IAPMO ES REPORT 60106 IAPMO PAGE NUMBER $4 of 76 Revisions ,c= fA r1 I- COOU m mm 0I N N m zy rcyr NXdv iJ � m " POST i i 111 112 1 I I 2 X6.5 1 I I SIDEPLATE I 3/8" BOLTS ASTM A307, W/.0.5"0 STEEL WASHERS. SEE BELOW FOR QTY � O OO OO O MU 'v PVT DOUBLE OR SINGLE 3"XB" STEEL C BEAM. BOLT uj uj 681 LAYOUT FOR SPLICED AND NON—SPLICE ATTACHMENT P USE FOUR BOLTS FOR FOOTINGS UP TO d=46" USE SIX BOLTS FOR FOOTINGS UP TO d=53" IL USE 6 BOLTS FOR 30, 40 AND 60 PSF SNOW LOADS �� OFCAL* 3" POST ALUM BRACKET SEE TABLE 7.3 FOR NUMBER OF FASTENER 14 SMS USE COLUMN A ONCRETE SLAB #14x3/4" SHEET METAL 0.042"X3"X8" I OR SELF DRILLING SCREWS SEE GENERAL SEE TABLE FOR QUANTITY ALUMINUM I # OF #14 SMS or SDS - 14 SM SCREWS 3X8 STEEL C HEADER 2 4 6 8 •10 Cubic Fooler Site "d" n n •'n' 'n, �'n 4 1 °a ' •'n •.e r 20 25 _ 29 31 34 � (8 PLCS) ALUMINUM #14 SM SCREWS 3"x8" BEAM ER 02 OASHPERAGEN �-0ETAIL MU80 OR MU82 r (/14 SM SCREWS (8 PLCS) "H" BRACKET 16 PLCS ( ) i TYP SPACING Mu TO DETERMINE NUMBER OF 8OLTS OR MAX FOOTING SIZE TO SLAB OR FOOTING 1t5 USE EIGHT #14 SMS OR SDS = 24" 0/C a r IS d=31". AND 90 t l �� I I MAX FOOTING I MPH SLAB 3'. ' x3' POST IS d=28" I I I MU MU " POST i i 111 112 1 I I 2 X6.5 1 I I SIDEPLATE I 3/8" BOLTS ASTM A307, W/.0.5"0 STEEL WASHERS. SEE BELOW FOR QTY � O OO OO O MU 'v PVT DOUBLE OR SINGLE 3"XB" STEEL C BEAM. BOLT uj uj 681 LAYOUT FOR SPLICED AND NON—SPLICE ATTACHMENT P USE FOUR BOLTS FOR FOOTINGS UP TO d=46" USE SIX BOLTS FOR FOOTINGS UP TO d=53" IL USE 6 BOLTS FOR 30, 40 AND 60 PSF SNOW LOADS �� OFCAL* 3" POST ALUM BRACKET SEE TABLE 7.3 FOR NUMBER OF FASTENER 14 SMS USE COLUMN A ONCRETE SLAB #14x3/4" SHEET METAL I Sib" BOLTS USE COLMN 8 OR FOOTING OR SELF DRILLING SCREWS SEE GENERAL SEE TABLE FOR QUANTITY NOTE #3 # OF #14 SMS or SDS - 3X8 STEEL C HEADER 2 4 6 8 •10 Cubic Fooler Site "d" n n •'n' 'n, �'n 4 1 °a ' •'n •.e r 20 25 _ 29 31 34 � Mb ER 02 OASHPERAGEN �-0ETAIL MU80 OR MU82 r RAD OTE 3X3 STEEL POST 3/8" BOLTS. USE TABLE 7.3 COLUMN J Mu TO DETERMINE NUMBER OF 8OLTS OR POST ATTACHMENT DETAIL TO SLAB OR FOOTING 1t5 USE EIGHT #14 SMS OR SDS MAX FOOTING SIZE d=41" SINGLE SPAN ATTACHED UNITS.ONLY JUN 13 2009 C 68139 February 16, 2008 Con Pulnom. P. E. 3441 IVYUNK PLACE LYNCHBURG. VA 24503 CARLPUTNAMCCOMCAST.NET ere.,, * CMP Uen By CMP 2/6/2006 MUSA09.DWG ssoa vvse Sof 10 ISOLID COVERS 4PR815TL®lahl$13ANty79*6COMMERCIAL AND PATIO STRUCTURES IAPMO ES REPORT ::0106 Headers 1 Metals USA Building Products IAP GE NUMBER 28 of 76 ' 227 South Town East Blvd _ ��,_•-c ��;r: r\ Mesquite, TX 75149 (972)286.8811 MAX F(972)882-8818 0.018 MAX MAX MAX 5' MAX MAX ' 4' MAX MAX MAX MAX Carl Putnam, P. E.=M ;VA 34411vylink Place Lynchburg,VA 24503 - yI'a carlputnam@comeast.net 0. FZ MAX :'l ....,.. February 15, 2008 c�rucw ncorcrocw rnsaowwnnuc Headers Panel Number of #10 Sheet Metal Screws Required per foot thick- at HeaderlPanel Connection ness 2 3 4 2 3 4 2 3 4 3 4 S in 90 mph B 90 m h C 110 m h Exp C 130 mph Ex .0 All Beams 0.018 7' MAX MAX 5' 8' MAX 4' S' I MAX 1 5' MAX MAX All Fascia 0.018 MAX MAX MAX 5' MAX MAX ' 4' MAX MAX MAX MAX MAX AO Beams 0.024 9' 13' MAX 7' 11' MAX 5' 7' MAX 6' 8' MAX AU Fascia 0.024 T MAX MAX T MAX MAX 5' MAX MAX MAX MAX MAX All Beams 0.027 10' MAX MAX 6' 12' MAX 5' 8' MAX 7' 9' MAX Ali Fascia 0.027 MAX MAX MAX 8' MAX MAX 5' MAX MAX MAX MAX MAX All Beams 0.032 12' MAX MAX 10' 15' MAX 6' 10' MAX 8' MAX MAX State Fascia 0.032 MAX MAX MAX 9' MAX MAX V MAX MAX MAX MAX MAX 0.040" Fascia 0.032 MAX MAX MAX 10' MAX MAX 6' MAX MAX MAX MAX MAX Steel 24 Ga Fascia 0.032 MAX MAX MAX 9' MAX MAX 6' MAX MAX MAX MAX MAX All other Fascia 0.032, MAX MAX MAX 1 MAX MAX 6' MAX MAX MAX MAX MAX Alum 3x8 0.036 MAX MAX MAX 10' MAX MAX 7' MAX MAX MAX MAX MAX All Other Beams 0.036 MAX MAX MAX MAX MAX MAX T MAX MAX MAX MAX MAX Stale Fascia 0.036 MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX 0.040' Fascia 0.036 MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX Steel 24 Ga Fascia 0.036 MAX MAX MAX MAX MAX' MAX MAX MAX MAX MAX MAX MAX All Other Fascia 0.036 MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX MAX Atum 3x8 0.04 12' MAX MAX 10' 15' MAX 7' 10' 13' 8' 11' MAX All Other Beams 0.04 15' MAX MAX 12' MAX MAX 8' 12' MAX 10' MAX MAX State Fascia 0.04 10' MAX MAX 9' MAX MAX#MAX MAX 7' MAX MAX 0.040' Fascia 0.04 MAX MAX MAX 10' MAX MAXX MAX 6' MAX MAX Steel 24 Ga Fascia 0.04 MAX MAX MAX 9' MAX MAXMAX 8' MAX MAX All Other Fascia 0.04 MAX MAX MAX 10'" MAX MAX MAX MAX MAX MAX Alum 3x8 0.05 12' MAX MAX 10' MAX MAX' MAX 8' MAX MAX All Other Beams 0.05 MAX MAX MAX 14' MAX MAXX MAX MAX MAX MAX State Fascia 0.05 MAX MAX MAX 9' MAX MAXX MAX MAX MAX MAX 0.040' Fascia 0.05 MAX MAX MAX 10' MAX MAXX MAX MAX MAX MAX Steel 24 Ga Fascia 0.05 MAX MAX MAX 9' MAX MAXX MAXMAX MAX MAX All Other Fascia 005 MAX MAX MAX MAX MAX MAXX MAX MAX MAX nu panes m�crcnasses ora ror ammmum •. � . All Steel Panels use 0.050" lhickkness "MAX' means maximum possible tributary width Oouble 24.5" require the specified number of screws per header Other double headers only require the given number ///Ill If panel thickness is not listed then use next smallest gauge./perpal. This table specifies screws per foot of panel, 6' panels woubfffllTs hellthenu 24' panels would use double per pan 1 tp ' yc --•-, C 8139 {p pa a 300 47 EXP OY1I,,- IVL �"P N % 3 2009 �0 CAItFOEt �V . -.PRINTED ON 03/74/2008 DOUBLE ALUMINUM 3'X8' OR 2'X6.5' HEADER STEEL OR ALUMINUM POST NON STRUCTURAL FIBERGLASS POST STRUCTURAL PANEL IAPMO ES REPORT #0106 ALUMINUM OR STEEL POST FIBERGLASS POST COLLAR SLAB OR FOOTING FIBERGLASS DECORATIVE POST COVER 1.5'X1.5" METAL L ANGLE BRACKET (TYP) 3/8'X3/4" BOLT CONCRETE FIBERGLASS POST'SLAB OR FOOTING ATTACHMENT < r. ° ANCHOR (M—U-) ATTACH AS PER DETAIL MU113 DOUBLE ALUM FIBERGLASS POST COLLAR '3'X8' OR FIBERGLASS POST 2'X6.5' HDR HEADER ATTACHMENT 3'X3" STEEL—/ OR ALUM POST NON STRUCTURAL Mu FIBERGLASS POST NOTES: 1. FIBERGLASS POST IS NON -LOAD BEARING 2. ATTACHMENT IS rO HOLD VERSUS MINOR LATERAL FORCES 3. USE MULTIPLE.BRACKETS AS NEEDED. IAPMO PAGE NUMBER 25 of 16 Re��s�on9 C= co U m n m LL FNmmj N Z O Q NEh4 m JUN 13 2009 O,, yL rE55/ON,q� P U Tiy,�� Fyc y y C68139 m + EJ4P.6/30/2009'' A sr4 CIv41�. � OFC U February 15, 2008 Cort P,tnon, P. E. 3441IVYLINK PLACE L"NC HBURG. VA 24503 CARL PUTNAMBCDMCAST.NET on,-. o CMP c. a, CMP 4s1< 2/6/2008 n.." MUSA10.d•g s.eM NTS P., I 10 or 10 C—CHANNELW/(3) # 14 \ j S.M.S, TO EACH SIDE. 1/8'0 ALUMINUM #14 SMS OR SDSW/ ,SEALING WASHER 1/4'X1/2' POP RIVETS SEE TABLE. 4.36 FOR SPACING S.M.S. @ @12' ❑/C FOAM CORE ROOF PANEL 6' O.C. .FOAM CORE 3'x8' ALUM BEAM PANEL 3'x8' STEEL C BEAM HEADER 2'x 6 1/2" BE DOUBLE 3'x8' ATTACHMENT (NON—STRUCTURAL) DOUBLE 2'x6.5' ❑R M9 ROLLFORMED DOUBLE STEEL C BEAM.. FASCIA (N❑N- STRUCTURAL) IAPMO PAGE NUMBER 25 of 16 Re��s�on9 C= co U m n m LL FNmmj N Z O Q NEh4 m JUN 13 2009 O,, yL rE55/ON,q� P U Tiy,�� Fyc y y C68139 m + EJ4P.6/30/2009'' A sr4 CIv41�. � OFC U February 15, 2008 Cort P,tnon, P. E. 3441IVYLINK PLACE L"NC HBURG. VA 24503 CARL PUTNAMBCDMCAST.NET on,-. o CMP c. a, CMP 4s1< 2/6/2008 n.." MUSA10.d•g s.eM NTS P., I 10 or 10 4 1 4 +Td I A P•r PRINTED ON 03/14/2008 1 24 IAPMO ES REPORT #0106 13 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN HIGH WIND -AREA! IF -Ir A 23 0.0421c3Y(B' Detep MU76 Double 0.042-x3Y8- Detail MU113 Double O.D3nZ`)v6,5' Detail MU710 0.042�r3W Detail MU76 TABLE 6.1 AttachedFrceslaAttachedp or Attached Freestanding or AltalY]ed Free sta7Minp or TABLE 6.7 Ad ad Freestanding or Structure MvIllsbanUnits Structure Mul0spar, Units SUuclwe Mullis an Units A Structure Muws an Units A ORO" TRtB MAF POST MAN POST LENGTH MAX 29 NAX POST LENGTH MAX f0" NAI( POST LENGTH GRCUNOJ TRIG YAX POST MAX 5 NAIL POST LENG7H A SNOW w10TN POST REOL POST YIH FOOTER r I 1T f IS' POST WN FOOTER e' ' 1Z I +5' POST MW FOOTER r I 17 I IS SNOW MOTH POST REDO POST MW OOT S I Ir I 1S S• -S LOAD (Fn I SPAGNG I FOR I Sv POST M2a CONSTRNNEO FOOTE SPAGN POST 608 COHSTRAWEO FOOTE SPAGNG POST 608 CONSJRAWED FOOTE LOAD (FIT SPAGH FOR SPACW POST 6R6 CONSTRMNED FOOTf 25 (PSF) 0 ON SLAB SL.18 PTI IYPe •r Y 'a• "d• (FT) TYPE Y •d" V (Fn TYPE V •C "� 'C IPSF) sC OH SNB SLAB (FT) TYPE Y -d' "C IB 16 IS 0-T) 8.5 I7 -S Int ) S -Ir M) In) W H) 75 M M) IW f ITS B F)) 31 31 N) I- tin) Iw• IW A 26 1M MPH EXPOSURE C 28 7 P•6' 4V- B' -S A 2S 23 IS 133 MPH EXPOSURe C 31 ]1 ]1 IB 1 4 +Td I A P•r I A 1 24 1 2. 13 27 IF -Ir A 23 20 2e ]0 11'd A 25 25 75 » LIVE ..5 IS- A e••17 A 24 1. 25 26 t. 1' A 29 29 2B ]O f0" A n n 2s 2s S -Y 5 1 A 2S 25 25 25 1P•lr C 1+ ]I ]I )1 8'-9" so 16 18 IS 16 26 5.5 IS" A S• -S -1 2B Td A 15 15 11 35 ,Yd B >0 >D 39 ]0 Pd A ZA IB t6 25 S-7 0 II'-.- A T -r A 15 15 ]5 15 17-11' 8 ]9 sC 30 ]O r -S A 10 IB 16 IS A 8.5 I7 -S A S -Ir A 2S 75 IS 25 ITS B ]1 31 31 31 T•11- A 26 25 26 26 28 7 P•6' 4V- B' -S A 2S 23 IS 2S - 1111'd B 31 ]1 ]1 31 T.S .'•r !e 26 20 28 26 IB 7.5 P-1• A 6'•1' ]7 25 25' 25 IS 11 B ]1 31 31 31 Td A 11 21 21 77 78 B rd 32 5'-fr A IS 25 18 IB 11'•T B 31 31 ]] 11 fid A 27 27 Ii 27 IF- p id A 5'r' A 38 2B 10 Ifi ,P-]- B ]t 72 ]2 32 Sd A 27 2) 27 » 0 f0 e••r A 4' -Ir A 78 28 26 2e PS' C 32 n 32 32 S$ A 77 27 27 17 st 11 r -r A 4'd A T6 26 28 Ifi Sd C s] 33 3]]3 A S•1' A 77 27 27 27 ' 12 5'd A .•-T A 26 26 26 2e 6••r •c 33 33 33 ]] fd A 27 21 11 27 3J 13 Ir7-11' B 27 A 26 26 26 26 T•r C M ]] 31 11 I' - A 27 » » 27 20 IAPMO PAGE NUMBER 53 of 76 D42'x3-xir Detail MUI13) Double 0.032'xZ-x6.5(DeIM MU113) Attached Freestanding or A AttachedFreestanding or Structure M1llfis an Units 17d Structure Multi3 an Units ]0 MAX 11 MA%POST LENGTH NIN 00 vOST MIN 07E d' I IT I 15• ..S SVAGN jH' POST sltE 101 CONSTRAINED FOOTER 25 TS t5 (FII YPE L -C "C SI JI ]1 >'�.' hl Ont (w•I ort 20 4 r•+1• A Td A 25 25 16 2] 17d C ]O ]0 ]0 11 ]o A 16 11 26 1l 11VE ..S T.t t' A 0'-5" tr " 25 TS t5 » 11'dT L 1, SI JI ]1 >'�.' SO le 21 T6 I) ze 5 S -Y A III' A 2S 25 25 25 1P•lr C 1+ ]I ]I )1 8'-9" so 16 18 IS 16 26 5.5 IS" A S• -S lr� 2B 76 M M 17.1' C ]1 ], ], ll 6' ]' S9 }) 21 17 I1 n 5 5'-11' 26 S-7 A 18 IS 76 M IT C 31 3' 31 ]1 5'-9' 31 71 IT 2T 11 A 6S S-5' 26 4•-1r A 18 18 28 18 1-11 C 12 ]) ]1 ]1 S'-5' B » 17 21 11 r" ] IT- A 4'd A. 28 Z8 16 16 4V- C ]2 ]2 n 31 •25 "- B 11 11 17 31 7.5 .'•r A 4'S A 26 26 IB 26 T -Ir C 32 ]7 » J1 .'-9" B 11 }) 71 1) ]t 6 1d A 4'd A IS 26 26 78 T -S C 32 » 1} J} .'-6' B 21 2] 11 }) J1 B T -I1" A Ir A n 20 26 X IF- C 32 31 11 52 26 B )1 )1 37 1> 37 l0 3•4• A Y-]• A 26 26 26 28 6•-r 0 37 31 32 J1 3'•8' B 11 17 27 27 B 11 3'•Y A 3'd A M 26 26 26 5'd D st » 12 n ]'•.' B 1i 21 T7 3) r-1' 17 7.11• A T -r A 26 T6 ZB 20 5'•]' D ]3 ]] l) ]] 1'-1' B » l> 17 27 2B I] Yd A Yd A 28 26 38 26 .••1r 0 3] 33 3J 3] 7-11' B 27 27 27 27 1. 4' -IW A 7-0' A t8 X .26 25 TS C 11 11 11 31 1-1' A 27 1l 11 11 1.5- 15 A TV A 16 18 M 16 F8 C 33 33 ' 33 ]] 1'-17 A 77 17 » 21 If 18 .'•T A ]'J' A » » 27 27 r-0" C 33 ]] 33 33 7-1 A 2T 77 ]l I] 17 !d A J -I' A 27 21 27 11 S-1' C .0 J] ]] ]] TS A 27 .Il 21 77 I to MPH EXPOSURE C 10 4 ITd A S•11' A 24 24 25 » 15••1' A n 29 70 ]o 1Pd A 25 25 26 27 LIVE 4.S 15'•1' A tr " A 2. 2. 25 18 14'-T A 29 ]9 29 SO Pd A 78 M ze 27 S -Y S 11••r A Td A 23 25 25 26 IYd A 30 JO so SO Pd A 26 26 25 26 A IS lr� A r -r A 25 75 25 25 IZ•17 B 30 S9 s0 " rte• A n M 26 26 5•d 6 11'-4' A Pd A 75 25 25 25 Ir•r B 31 ]t 31 ' 31 T•7 A U 20 26 70- B 0.5 Ir•5' A T- A 20 25 25 25 It'-lr B ]I ]t ]t ]I r" A » 77 » » n 7 Pd A Pd A 25 25 25 •25 "- B 31 ]t 31 31 IT -Ir A » IT 71 27 22 22 7,6 P•1' A V.V w 28 28 28 ,29 1P•1 f' B ]t 1T ]t 32 rd A 27 11 21 21 n 0 P-0• A 6$' A 10 18 IB 7B l0•S 0 >Z J1 n ]T BS'I7. A 27 27 Z) 7] rd B rd A 4•-f l- A 26 28 18 25 P-0• B 37 32 32 32 sr r A » 27 27 27 0 10 6'-8- A .•d A 28 76 Ie 28 e'•S B n 12 32 n • A 27 27 27 27 1e 11 r -Y 0. 4'.T A 28 73 J0 1A r-1' 0 >] ]] 11 ]]A r -Ir A 21 21 2112sw » t0 12 6•-0' A T-17 A IB 38 28 2B T-0• B M 31 ]3 ]] Jd A t7 Il771]S'-r 27 » SB 11 5'S A J -r A 78 26 SB n rd 8 3]A ]] ]] ]] 3'r A » 2] 1714 » ,1 -W A. T4' A 26 28 28 26 9'•r B » 33 33 ]]A L3- A z1 t7 21 27154•d IS 4'4' A J -r A »27 27 27 » r4' a W 3] 33 1l 7.11' A »l10.' 27 » 17 . 18 -T A ]':0' A t1 Z1 27 » 5'-17 C 77 s]1]]] s] 33 7-r A 21 27 21 21 - 17 .'d A 2'•Ir A 27 17 27 21 S -1•C]] B » 3] ]] 1] A 26 26 36 I6 10 4 Ird A T -1l• A. 25 15 19 21 'IV A 79 29 28 11 PJ• A 2e 2e M 11 LM 4.3 +It A rs _ A 73 2e 25 27 1]•d 25 I " ]O 30 rd A Se 211 28 it S -Y 5 1rr A rr A 25 23 25 IS 1". A ]I 31 71 s+ 1•-17 A 28 38 26 26 A 5.3 Ir•4' A Ir A 25 25 25 26 11'-r A 11 ]1 31 31 TJ' A " 2e 2a M 5•d 6 ,11'•4- A T -Ir A 25 25 23 25 11'J' A 37 ]1 n 31 rd A 77 » 27 27 B 8.5 1W -S' A Sd A 26 ie 26 28 :1 B n 72 n 32 r-41 A 71 77 27 ..27 n .7 Pd A 5'-r A 28 28 28 16 IP -r B 32 31 32 32 111. A 27 27 77 77 22 22 ].S P•1' w .'-+1' w 78 28 29 2: P-0' B 72 ]7 ]2 ]2 5•-r A 21 21 » » n T•+• 0 A V41' A 26 76 26 26 P-1' B 32 .32 72 n Sd A 27 27 27 27 rd p Td A- 4•S A Ifi 28 211 M 11 B ]] ]] 11 ]] 4••r A » 31 77 ]7 0 10 6'd A ]',Ir A 38 x i8 Z8 ' Td B ]] J] ]] N 4'a' A » » 27 27 1e 11 61d A IV A Ifi 26 26 3B r -n• a ]] ]]' ]] » r -Ir A n n 27 » t0 12 6•-0' A YJ• A 20 26 20 26 rs B u.. ]] ]] 33 Jd A » 77 - 27 » SB 11 5'S A ]'d A 36 ZB 2B IB rd B . ]] ]] ]] ]] 3'r A » » 77 » ,1 4'.tr A r-+7 A n n 27 27 sd e m ]] ]] ]7 rir A » » » » IS 4'4' A Zd A 27 27 2] 21 r -r B ]] 33 1] 33 7.11' A 71 27 » 17 . 18 4••r A 7-0' A 77 7] 27 27 Fd B • ]]' 37 s] 33 7-r A Se 76 2e 70 - 17 4'-r N' A 17 27 » » .'d B » ]7 ]] ]] 2'•T A Se Ze 20 20 23 44S 4.5 5 5.5 6 6.5 7 T•Y A r -I• A 12 t3 IN 35 17•-r D M 25 21 1e ]'-B" B 11 11 16 21 25 25 24 14 )< 14 ..S r-4' A rs B 22 ZZ t] 2. 11`V O 28 25 J6 10 1'•,- B » J] 15 l7 B 5 S -Y A 5'•11' B 27 X22 2] 2. IP•tr 0 "' ]1 » 27 P.5" B 1] 23 15 7fi 0 D 6.5 6'-Y A SS B 22 22 22 2] B•d 0 27 11 1) 27 6'-0' B 2] 2] 2. 15 2B 5 Pd A 5•d B n 11 t1 t] P -S D 21 7) I> 21 26 27 3B » 36 » CSI 2. TS YS 5.6 .'•S A fd B » 17 » 2] rte' D 11 I] 11 » 5'-2' B 23 13 2. 15 22 7 4•.1. A 4'-4' B n Ti 2] 22 Sb" 0 17 » » » 4'.10' B 2] I] IJ 24 Ir S -r 7]i ]'.Ir A 4'•r a n 22 22 n T•r 0 27 2) 21 » .'->' B n T) I] t. 2) 0 7-r A Y•17 B 37 22 22 n T•+• 0 17 77 17 27 - B 21 23 27 14 B 7.2' A ]'-5' B 22 22 22 22 rd 0 20 23 28 26 ]'•11" B 23 23 13 23 10 7•lr A 1'-1' B n 22 I1 21 SQ 0 30 70 1B TO 3'•6' B 2l 11 t] 33 11 7•r A 7.17 B n 72 ]7 27 S -r D 1e 20 2e 35 1-' B 2] 23 23 21 12 7-4• A 7•r B n 22 » 11 Ir0 20 t0 26 20 7.7 a 21 11 23 21 +3 TS A Y3' B n 2I 3] 23 4'-7 0 10 10 SB i! 7.9' I B 23 1 13 1 2l 1. 25 44S 4.5 5 5.5 6 6.5 7 TQ' ST Sd 5'-r .'•r 4'•5' T -I' A A A A A A A T-1• r•S 5'41- 5'-S 51d 4'd' .4' A B B B B B B n n 2] 21 3 2] n 21 21 13 I3 2J 23 2] 24 24 7l 23 7l 23 2] 2S 73 t4 14 21 11 23 1ZS 11'w' Ir -0' P -r P.1' 7d e'd 0 D 0 0 D 0 0 21 21 30 25 20 11 21 21 20 25 20 ie Il » 2e 16 2B 2S 29 ie 16 18 20 25 'r 7'-,- 6'-0" 5•-)' .'•10' B 0 B B B 23 2] n 7] 11 2. 13 23 IS 2] 11 1. 14 t] 11 t] 2. T. 25 25 24 14 )< 14 7.S e B ID It 12 T -Ir 7•r Td' 7•lr 7-r ' Z•4' A A A A A 4'•1• ]'-Ir ]'-s' ]'-I• r-fr 7-r B B B B B B 2] 21 n 23 1] 1 i1 1] 23 13 2] 11 n 23 23 2] 2] 1.1 I] 21 23 1] 2J 11 T•r r.r Sd S•t I- S-6' Sd D 0 0 0 D 0 2a 26 28 K 29 28 24 26 Ie 28 ]9 IB I0 25 I. 29 26 29 1a I1 TS 2B 18 29 4'-7" B 24 21 14 1. _ 6 2. 34 2. 24 s-11- B 24 1. 1. N 7-0' ]'-]' T -r B 1. 24 1. 74 t to MPH ExPOSUPE 0 >D 4; rd A - P B 21 11 2] 25 MAI' 0 28 2a 27 10 4.5 5 S'- 4'.17 A A -r Sd S•1' B B SI 21 11 ]1 23 27 1. 23 P-11• P -r 0 D 26 SB 20 28 26 1B 17 ' S.5 PJ' A 4'd B 22 ZZ 33 17 8'-0' 0 SB IB l6 2B 8 BS Pd 3'd A A F' Pd B B n » 22 22 22 » 2] n r-17 i-0• D D SB 27 26 27 3B » 36 » CSI 7 YS A Jd .B n 22 27 n 6'•11' 0 T7 » 21 » '.3L °3UD� " 7.a T -r A ]'-0' B 22 12 22 n Sd D 27 » 77 27 + / �.' 6 9 7d Td A A ]•d 7.11• B B 27 22 22 22 22 22 11 23 Ir S -r 0 0 27 21 27 11 21 21 27 11 I 10 7d A 7d B 32 U 22 22 T -I O 27 21 2) +1 12 7•r Zd A A r -S• 7d B .e 22 11 u 21 n 27 22 21 .•-e• 4.4 0 D » » v » » » » 31 F ruary 15, 2008 22612008 • rugc 28 of 47 C 681 �Q�9 EXP 6/30/ IT PRINTED ON 03/14/2008 IAPMO ES REPORT #0106 +1'•01 A IAPMO PAGE NUMBER 54 at 76 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN HIGH WIND AREAE 7S 75 16 17 0,012', ',1" 113,131111U78 Doubts 0.O42"x3'xIr Detail MUl l3 Oollble 0.03 .S' Detail MU713 0.047)x3'18" Detail M76Double0.042-x3"X8' Oeteg MU113 Double 0.03YYYka.5" Del. MU 113 TABLE 6.1 Anachetl Freestanding or Attached Freestanding or Attached Freestanding or TABLE 6.1 Reached Freestanding a Attached Freestanding or AltaUleIt Freestanding Or Svuc)we Mullis an Units Structure, Mulus n Units StructureMuMs UNI Stn ctwo Mullis Units Stn2clum Mulls Unita StructureMullis n Units GROUND TA's AlMPOST MAx MAx POST LENGTH MAX MAx POST LENGTH MAX POST LENGTH GOUND TRIO MAI( POST MAI( taxPOSTA+Ax POST LENGTH mAI( 1NwPOSTLENGTH SNOW WIOTH POSI REO'D POST MIN LOOTER e' I IY I 15' POET WN FooTEA r I IrI13•POST FOOTER a( 17 I I5, SNOW WIDTH Po51 REOY) POET MIN DOTE r I 17 I is' POST WN ooT r I 1Y I tS POST WN OOT r I 17 I 16LOAD IFA) SPACING FOR SPACN POST WE CONSTRAINED FOOTE SPACING POST 117E OONSTRM-EDFOOTE NSTRAWED FOOTE LOAD (PTI SD FOR SD SPACING POST tDe 1cDw POST f. CONSTRAINEOFOOTER SPACI DOST ARE COrr3TRANED FOOTE SD PQ9T 6� CONSTRNNEDFOOTE (PSFI ON SUB s'. 1F1) TYPE -r 'r V (FTs TYPE Y •r •r Y (FT) TWE -r "> C 1r (PSF) ON SLAB SUB (FTI TYPE V "r `C Y (FTI TYPE V 'r 'r V. (FTI TYPE •r Y 'r Y IFII Onl ln7 n) ( IN en IN N (N 2i (FT) (N NI in N on)(N 3 10 4 +1'•01 A 7•01 a 7S 75 16 17 174' A >0 s0 30 31 r -r A 26 26 2e 20 LNE 4.5 15'-1- A 6'-5• 0 75 25 t5 27 1V -W A 31 31 31 31 rs" A M M 21 11 r 3 +1' -TA A S- '15 A 23 15 15 25 114• A 11 11 11 ]I r•1P A 11 11 21 17 E• 9 5.5 Il' -4' p s'�6' B 2e Ifi 1a 26 1o•T A ]2 32 ]2 ]7 S4• A 27, 14 27 21 f 8 5'-11' A 5'-2' 8 76 16 19 26 10-0• A 32 " 32 32 S•1P A 27 27 21 17 9, 6,5 IT S. A ...IT A 1fi 16 26 16 BV' A 32 ]7 31 11 6's' A 21 21 tl 21 I2.T 7 T-0• A .'.6- B 16 26 76 18 V -IT A ]t 31 ]1 12 F -I" A 27 77 21 21 1S 7,5 T-1- A .'-]- B 25 16 25 26 e4• A 32 31 11 11 Y•1P A 11 17 17 77 Ir 8 0'4' A - B M 26 26 26 7'-11' It ]] 33 ]7 1] '-r A 11 27 t7 t7 ISS 9 1'4' A T.T a 26 26 26 16 7'.r A ]] 33 31 3] 4'•1• A T7 I1 I7 x1 10 6•-9- A 34- A 26 26 26 18 6•-r A ]] 33 33 33 7s• A 21 11 t7 27 11 6'•2- A 1'-I' B 16 26 28 m ro A 33 33 33 13 T- - A 27 27 27 77 11 2'-1 t' A. T -IP 17 21 21 1l T -r A 33 33 33 u T-11 A 21 2] 27 al 12 2'-0- A 2•d' 17 27 27 17 T -r A 33 ]] 33 33 rat• A 21 ]i 27 77 1. F-101 A 1'.5- A 17 21 11 27 4•,Ir a W 13 13 11 r -r A n 27 27 » IS .'-0• A 2'-l- A 27 1 17 27 21 4'.Y B 23 3] 61 33 74• A 23 25 10 Ze 20&It• 4 e'•t 1" A ]'•s' a 11 11 2. 16'7"T tr-101 O 17 27 21 79 e'JY A 23 13 24 11 LIVE 4.5 rat- A e'4- 0 13 2] 2. 21 11'r c z7 27 21 29 rte' A 2' 2] z. t3 r 5 7'-1' A 6'•+' A 23 23 23 25 ITIT C 26 76 20 2e r -P A 2. 24 2. 1. E• 9 5.5 6'-5• A 5'-0' B 23 23 23 24 1r -P C 2e 25 20 11 r -r A 24 14 24 74 f 6 5'-11' A 5'-T 8 23 21 21 24 111 C 2e 2e 1e 1e S' -P A 14 24 11 14 9, BA S••5• A .'aT . 23 27 1] 2] T" C 2e Ze 2e 2e T• A 24 M 2. U I2.T 7 5'-t• A .'.9• B 21 22 2] 1] e4• C Ie Ie 2e 2e 5'-1• A 24 24 24 24 1S 7.5 .'9- A 4'•]• B 13 2] 11 t] 1'•,T C 2e 20 23 20 Y -r B 2. 21 21 11 Ir e 4.4' A .'4' B 23 23 23 n r-5' C 21 19 2. M rd B 2. 24 24 14 ISS e 1'•+1' A Y-7- a 13 23 21 21 S -P C 11 29 19 11 4'-r B 24 1. 24 2. 10 T-0- A 1',1• A 13 21 2] h 6'.Y D 2s Z9 29 29 3'4' B 14 21 24 14 11 ]'-2- A ]'•P B 11 23 21 13 Sd' 0 19 29 29 29 TT B 24 2. 1. 2. 11 2'-1 t' p 1'•9' I. 14 14 1. S'•1' 0 29 Z9 22 79 3•-1• B 25 16 25 t3 12 2'-0- A I'4' 1. 21 24 24 4'•101 D 29 2a h t9 r•11' B 25 13 25 ZS t0 4 e'•t 1" A 7'-5' a 1. I. I5 27 tr-101 C » 79 29 30 ra A 23 23 21 79 LNE 15 T -t1- A r4• 0 14 1. is 21 11'•01 C 29 ri 29 ]d r•4• A x5 ZS 25 t6 r 5 r-1• A 6'-I• a 1. 1. 24 26 1 D t. 21 24 2S rn• 9 I 21 21 t] E• 9 5.5 T•T A - B 20 20 11 22 ....5-- C s9 So so ]0 rs• A 15 2s 7S 23 f 6 TIL- A 5'G- 8 1. 1. 21 25 Ps• C 30 30 N 10 S -P A 15 25 25 33 9, e's VS. A 4' -IP B 25 25 2S 25 r -IP C 30 ]0 m s0 6'•S A 26 25 25 15 I2.T I T I' A .•.6- B 1s zs 25 25 b- C 30 30 ]0 30 SO" A 13 25 23 23 1S 7,6 r-5• A 4'-1' B 13 is 25 is T-10- C 3o ]0 ]0 se 4'-01 B 20 M 2e Ze Ir 6 ,I A 4" B 25 2s 2s 25'C 1 r D se so 10 se rd 0 to 26 20 20 ISS 9 3`W A ]'4- a 15 1s 15 1S 6•$ C 30 30 W to 1•1" B 11 26 la 21 10 T - A rd- a 2S 2S 25 15 a'S 0 31 31 21 ]t 1'd a 2e 1e 7e )e 11 T -r A TT B 25 2s 25 25 S's• 0 ]I ]t ]t 71 YJ' 0 i M M 10 t1 1'11• A 2'-P 25 Zs 2s 25 TO• D ]t ]I 11 ]t Y -t' e M 2e H M 1] 1'•0' A 2's- 25 25 25 25 4' -IV D •31 31 31 3I rat- B 2e 2e 26 3e 14 2'4' A. 2'-4' 25 25 2s 25 V -T D sl 31 31 31 7i' e M M 2. M 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 2. CHOOSE PROJECTION, MOTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN) 4. CHOOSE A PANEL FROM TABLES 1.7 TO 1.35 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 6. DETERMINE TRIBUTARY WIDTH FROM TABLE 6.2 OR CALCULATE FROM TRIBUTARY DIAGRAM ONMUSAGN01 6. CHOOSE A HEADER FROM TABLE 6.1 THAT HAS AOEOUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN. B. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT FREESTANDING AND MULTISPAN UNITS USE TABLE 6.4 9. FIND THE OIC SPACING OR N OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 t0. USE THE APPROPRIATE DETAILS FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN SLAB 7, DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 6,1 SLABe. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING SLAB e. POST A' MAY BE USED FOR ALL ATTACHED UNITS ON SLAB SLAB 10. FOLLOW 9 AND 10 FROM ABOVE 40 4 4.4T A 1-11 a 20 10 21 77 r -P 0 24 24 25 77 54• B M 20 21 h 21' 4.5 4'A A 6.01 0 20 20 21 27 r -IJ• 0 2. 24 25 21 fnP a 20 20 a 23 r S 7-T A 7.11• a 20 20 21 22 r-3• D t. 21 24 2S rn• 9 I 21 21 t] E• 9 5.5 T•T A 3'-r B 20 20 11 22 r - B' O 14 24 11 25 4•.01 B 21 71 21 22 f 5 7-P A 1'-4• 8 20 20 20 21 6••r 0 24 24 24 25 T -r B 21 21 11 21 9, 0.5 r•P A T-1• B 20 20 M 21 6'•1T D 25 25 75 IS Ts' B 11 It TI 21 I2.T 7 r•T A TAT B 20 20 70 21 5•s' D 21 25 15 13 T•3- B 21 31 11 11 1S 7,6 r-5• A r•r B z0 20 10 t0 V- D25 22 25 25 25 Vr B 21 21 21 21 Ir B r -r A 7fi B 20 20 20 20 1 r D 25 75 25 25 r -IP B 21 21 11 21 ISS 9 7-V A r -r a 20 20 20 20 4'•4• D 26 23 25 25 1•-7' B 11 21 21 11 10 1'•01, A 7C a to 10 30 21 T-11• 0 25 25 23 75 7�' B 11 11 21 ]I /1 1'•T A 1••101 B 30 20 20 11 Y•T D 25 25 t5 iS Y-1' B 21 21 21 21 50 4 741 A TP B » 1e M L r -r D 21 11 23 23 YJ• B 10 +e M ]1 21' ..5 ra• A r.P e n 1e to m s•e• D x1 n ss x4 r4• a le le xo tt r 5 r -T A r -P 8 17 1e a ID Tr 0 22 22 22 24 rn• 9 I 1e, l9 10 E• 9 Ss 7-r A 78• B Ie le 10 20 f -P D 21 21 22 23 7.10' B is is 10 m f a 74• A r -r B to 1e 19 11 4's• 0 21 22 22 23 X -r B 10 10 IP 29 9, e.5 1'•101 A 7.1' B 10 18 10 19 4•-1• 0 22 71 22 22 7•S B 10 le 10 Ie I2.T 7 V• A 1••11• B Is to 1e 19 T-101 D 22 t2 21 22 7-r B to Ia le 19 1S 7.5 r -r A r•1P a 1e is I i9 r -r 0 22 12 22 27 7•r a 1e 1e le u Ir e t'JT A r -e• a 1e +e. 19 29 rte• 0 22 22 22 11 r4 B 1e 1e a 29 OVER• NANO Freestanding Struclurea TAOteoS ITIGUTARY LAMINS FOR SII SPAN ATTACHED STRUMRES PROJECTION OF SINGLE SPAN SIUCWRES IFT Maximum POS Hel ht JIM r r IT 11' 17 17 14• IS' 1r 1r IT it M 21' 22• r f 4.5 5' ILT e' as 7 7.5' r 8.6 a 9.5 IT 10.5 11' 1' 4.5, S S.S. r e.S 7 7.S r es• r 0.5 IT 1o.T IF 118 7 S 5.9 r0.5, r 7.5• r 0.5' r E• 9 W 10.S 11' 17.v 17 T 0.Y r ITT r 7.5, r e.s' r 98 IT to.S 11' 11.5' 17 12.5' f r 0.S 7 IN r I. T OS IT Il` 11• 11.5 lr 12.5 IT S 0.6 r 7.5• r OR 9, 0.5' 1D 10.5 11' 11.5 17 12.T IT 138 4• r 7.5 e' 0.S r 8.51 1T 10.5, W 11.5 1r I2.T IT 158 M' 7 7.5• r e.S r 9.5' 1010.5' 11' 11.5' IY 1LV 1T 1],T 16 14.5' r r 1S r 9'T W. IDS Si. IT lr ILS IT 1].S to "T 1T r 9.S IT los 11• I1,T Ir 12-T ITT IT ISS p• /4.S 1T ISS it "r 6.6 1T 10.S W 118 17 12.5, 1 Ir mil, IT ISS It TABLE 6A Post Requirements for Freestanding Struclurea Post DaulpOonMax Maximum POS Hel ht Footing I Stee10,4r3'x3' acksaam 12 0xL d-27" f SteN 0A88'x3•x3• S are 15' d= 37• G Steel 0.188'1t4'xC Square I 18' I steel 0.181rk5•x6'S uare 1B' d= 49' I 227 South Town East Blvd Mosquito, TX 78149 (972)288.8811 F(972)882-8815 C �4r� Pad• PurNy'`F G 7• a2 A C 68134 . EXP 6:33,;2009 'w Lfjglp 'r CIMS. fQ . 1tDF Feb ary 5, 2008 Carl Pu m, P. E. 3 4411 Ink Place Lyn' -9. VA 24603 (43 384-2514 uta c es nal 2812008 Page 29 of 47 LATTICE TUBES REQUIRED @ 36' O.C. MAXIMUM ALUMINUM \RAFTER \O1 ) HEADER 3.5' CONCRETE SLAB REQUIRED FOR CONSTRAINED FOOTINGS KAN FREESTANDING LATTICE COVER 0.042''3'x8' ALUMINUM BEAM 14 OR 16 CA BY J'XB- STEEL C -BEAM DOUBLE 0.032'X2±16.5' ALUMINUM BEM( DOUBLE 0.042-X3'xB' ALUMINUM BEAM LATTICE TUBES REQUIRED @ 36' O.C. MAXIMUM PROJECTION LLEARSPAN ALL HEADERS MAY OVERHANG 25% OF POST SPACING FREESTANDING MULTISPAN LATTICE COVER L ALL RAFTERS MAY OVERHANG CHECK TABLES SLAB1 AND SLAB2 25% OF THEIR FOR CORNER DISTANCE REQUIREMENTS CLEARSPAN NOTE, TYPICAL = LATTICE TUBE SPACING IS 4'-6' O.C.SINGLE SPAN ATTACHED STRUCTURES THAT 00 NOT USE DETAIL LA36 r MUST CHECK TABLES Lt AND LA2 3.5' CONCRETE 'FOR LATERAL STABILITY SLAB REOUIRED FOR CONSTRAINED FOO xe-. OA ATTACHED LATTICE COVER 0.042''3•x8' ALUMINUM BEAM MAXIMUM HEIGHT FOR PATIO COVERS IS 12'. 14 OR 16 GA BY 3X8' STEEL C -BEAM MAXIMUM HEIGHT FOR CARPORTS IS 18'. DOUBLE 0.032)(2=(6.5' ALUMINUM BEAM DOUBLE 0.042 X3'X8' ALUMINUM BEAM TRIBUTARY WIDTH TRIBUTARY WIDTH L A SIDEPLATES 28 REQUIRED IF 14x3/4' SHEET METAL DETAIL LA36 OR SELF DRILLING SCREWS IS NOT USED SEE TABLE FOR OUANTITY • 3X8 STEEL °'oF 414'SMS or SDS •C HEADER : 4 . S m I Icubk F.m.r Su. •d• II"I \ z0 ss zs 31 1+ ALUM BRACKET FOR 3• SQUARE POSTS (606376) OR HEAVY DUTY BRACKET FOR 3X3 CLOVERLEAF POSTS STEEL (Fy = 36 ksi STEEL) POST TWO 3/8' BOLTS OR EIGHT 414 SMS DOUBLE 3X8 L5 0.5' min -ft- ALUM HEADER a10 SMS (32 PLCS) o ° MAINTAIN MIN SPACING OF o ° 0.5' BE SCREWS 5.500 HEADER o c SPLICE LINE ° 0.055'X3'X3' ALUM POST 1.000 OR'0.043'X3'X3' STEEL ' LOCKSEAM POST SPLICES NOT ALLOWED FOR DOUBLE 2X6.5' HEADERS UNLESS DETAIL LA36 IS USED DOUBLE HEADER SPLICE -�-�- 2' 0.042'%3X8 ORT ®14 SMS 0.032':2'x6.5' DBL 5' • I%(8 PLCS) ALUM HEADER 4- 1. 0.055'X3•'3' FLUTED ALUM POST LA �1B SMS 27 ALUM RAFTER LATTICE TUBE 'TWO a8 SMS HEADER SEE TABLE BELOW FOR NUMBER AND SIZE OF SCREWS. ALL STEEL C BEAMS USE -TWO #14 SDS ' No. of #8 Screws . Wind ' '•TABLE2.2 Speed : t (in) Header Allowable Tr ib Width OVER- 0.032 TRIBUTARYMOTHS FOR SINGLE SPA NATTACHED STRUCTURES 16 all : all ; all HANG 0.042 0.042'x3"x8r' PROJECTION OF SINGLE SPAN STUCTURES (FT) 0.042 (FT) B' 9' 10' 11' 12' 13' 14' 15' 16' 17 i 18' 0 4' 4.5' 5' '. 5.5' 6' 6.5 7' 7.6 8' 8.5' 9' t' 4.5' 5' 5,5' 6' ; 65' �., T 7.5' 8' 8.5' 9' 9.5' 7 5' 5.5- 6-6.5' 7' 7.6 8' 82 9' 9.5' 10 3' 5.5' 6' 65- 7' 7.5' 8' 8.5' 9' 95' ; 10' :10.5' L A SIDEPLATES 28 REQUIRED IF 14x3/4' SHEET METAL DETAIL LA36 OR SELF DRILLING SCREWS IS NOT USED SEE TABLE FOR OUANTITY • 3X8 STEEL °'oF 414'SMS or SDS •C HEADER : 4 . S m I Icubk F.m.r Su. •d• II"I \ z0 ss zs 31 1+ ALUM BRACKET FOR 3• SQUARE POSTS (606376) OR HEAVY DUTY BRACKET FOR 3X3 CLOVERLEAF POSTS STEEL (Fy = 36 ksi STEEL) POST TWO 3/8' BOLTS OR EIGHT 414 SMS DOUBLE 3X8 L5 0.5' min -ft- ALUM HEADER a10 SMS (32 PLCS) o ° MAINTAIN MIN SPACING OF o ° 0.5' BE SCREWS 5.500 HEADER o c SPLICE LINE ° 0.055'X3'X3' ALUM POST 1.000 OR'0.043'X3'X3' STEEL ' LOCKSEAM POST SPLICES NOT ALLOWED FOR DOUBLE 2X6.5' HEADERS UNLESS DETAIL LA36 IS USED DOUBLE HEADER SPLICE -�-�- 2' 0.042'%3X8 ORT ®14 SMS 0.032':2'x6.5' DBL 5' • I%(8 PLCS) ALUM HEADER 4- 1. 0.055'X3•'3' FLUTED ALUM POST LA �1B SMS 27 ALUM RAFTER LATTICE TUBE 'TWO a8 SMS HEADER SEE TABLE BELOW FOR NUMBER AND SIZE OF SCREWS. ALL STEEL C BEAMS USE -TWO #14 SDS ' No. of #8 Screws . Wind ...Z _'..3 4..: .6 Speed : t (in) Header Allowable Tr ib Width Lip to 90 0.032 Double 2x6 16 all : all ; all mph 0.042 0.042'x3"x8r' _ 10' 1S all all 0.042 Double 3x8 all all all all 91 -110 0.0321 Double 2x6 1O : 16 all all mph. 0.042 0.047k3"x8" 7' 110' 14' A all E 6.D42 Double 3x8 I14' all all all LA 4 .75' 75' MIN MIN 011 Revisions 6' a14 SMS (24 PLCS) i POST 014 SMS 2 I 24. OC 0.024'x2'x6.5' ALUM SIDEPLATE SPLICE ATTACHMENT VJ 41 . U SINGLE O.O42-X3X8 HEADER 6- ALUM `ia SMS • . 8 PLCS) 3'Xo toO_ POST I a14 SNS f? top 24 OC O A O 0.024'z2'x6.5'O I � [sJ i-1 ALUM SIDEPLATE I I O V) to CO 'R a co L A 1/4' BOLTS ASTM A307 W/ 05'F STEEL WASHERS � Z .ti to tot 4.25' STEELNil I M POST Go DOUBLE OR SINGLE 3•XB' STEEL C BEAM. BOLT LAYOUT USE FOUR BOLTS FOR FOOTINGS UP TO d=42' LA 29 1 Q01/SEE DOUBLE 3x8 3A O VI'C 0.625' MIN STEEL C BEAM ATTACH PER Poge III 1 OF 4 DETAIL LA33 t��O STUD OR MASONRY ALUM 1.000 BOLTS 6.000 C9 68 HEADER (12 PLCS) 0 0 ' ILU � SPLICE LINE o 0 A P R E COMPLETELY SEAL V PERMANENTLY FLE708LE k I i FOR CON UCTI � 0.043'X3•X3' STEEL DATE LOCKSEAM POST r--BY�T �T.9T IV DOUBLE STEEL 'C' SPLICE F { LA 29 1 Q01/SEE TABLE 7.5 FOR FASTENER 3A O D01e 11/13/2007 SPACING LATTICE QUICK REF.DWG ATTACH PER Poge III 1 OF 4 DETAIL LA33 STUD. CONCRETE STUD OR MASONRY ALUM WALL RAFTERt(A�c I'' 'SCREW J ryIS' NIN 9 � UILDING &;AFC?N A P R COMPLETELY SEAL V PERMANENTLY FLE708LE k I i FOR CON UCTI WATERPROOF SEALANT DATE LEDGER AND WALL -ATTACHK4ENT r--BY�T 3'XT ALUM JU '3 2009 RAFTER p��`Y9 / ATTICS HEADER 10 OR 114 SMS IAPMO ER #114 01 SEAL WITH PERMANENTLY FLEXIBLE Cart Putnam, P. E. e WATERPROOF SEALANT 3441 IVYLINK PLACE 2'x6' DF LEDGER LYNCHBURG. VA 24503 IT] (I, I - BOARD CARLPUTNAM@COMCAST.NET au U= Two 3/8' LAG SCREWS O 16' OC OR THREE 3/8' LAG SCREWS O 24' OC ,� �, COMPLETELY SEAL WITH PERMANENTLY FLEXIBLE & 1M M WATERPROOF SEALANT P 1' MIN SYNTHETIC OR OTHER STUCCO NON-STRUCTURAL COVERING (1' MAX O THICK) MAX D[STAANNqE TO FIRST ROW OF POSTS IS 23' FOR 10 PSF AND li' FOR 20 PSF UC80-ATTACHMENT DETAIL H-tE-DGER BOARD oro.n By CMP Check By CMP D01e 11/13/2007 Eli enome LATTICE QUICK REF.DWG Scele_ NTS Poge III 1 OF 4 LA EXISTING WOOD FRAMING MIN. 32 2'x-, 24' O.C., D.F. LARCH. SIMPSON A34 ANCHOR EATPOST CONTINUOUS 2'x ATTACHED Live/Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" Solid Co\er Wind SIZE EAVE OVERHANG Wind Speed (mph) (24" OIC) 12" 18" 24" 30" 36" 10 psf 2x4 15-8" 8'-11' 93" 2'-6' 0'-2" 105 MPH Exp C 2x6 27 22' 17-44 13 8" 91i 110 MPH Exp B 2x8 22' 22' 27 (Y 22'-0 22'4 10 pst 2x4 11'-2 6-7" 4-1' 2'-4" O-2" 110 MPH Exp C 2x6 27-0' 22'-0' POST MN F 00 8'10' 17 � J 2x8 27-0' 22'-& 22 0 22' LT 22'-0 20 psf 2x4 9-61 4'-9" Z -F 1._34 U-1" 110 mph Exp C 2x6 12'-0' 17-0' 8' 8' 6-10" 4-9" (� 2x8 12'-4' i2' -a' 22 23 A Exposure C 3"x3" Rafter W' O/C Post Description Max POST Hgt (SINGLE AND MULTISPA Ground Aluminum Wind Speed (mph) Snow Load Guage (psf) (in) Up to 90 91-110 Up to 10 0.024" 13-3' 13'3" LIVE 0.032" 15-3' 15-3" F 0.040" 16-5" 15-5' 11-20 0.024" 9-1" 9'-1 LIVE 0.032" 17-1" 17-1- 2'-1"0.040" MAX FUST LENGTH 0. 049' 1347 13'-0" 8' I 10' I 12 TABLE 1.5 LA 33 LEDGER OR STUD ALUMINUM RAFTER FOR 10 PSF: TWO #10x2' SCREWS FOR 19' CLEARSPANS FOR 20 PSF: TWO #10x2' SCREWS FOR 10' CLEARSPANS THREE #10x2' FOR 14' CLEARSPAN FOUR e8 SM SCREWS -ALUMINUM RAFTER MANGER LA 34 DETAIL LA24, LA25 OR LA26 REQUIRED WITH THIS DETAIL 3/8' BOL ONE BOLT DIAM. (MIN) { ('0.188' ALUM OR W �I / 0.125' STEEL BRACKET LA 35 DETAIL LA24, LA25 OR LA26 REQUIRED WITH THIS DETAIL O.O6D"ALUM BRACKET 3' POST-,,,,, V TWO 3/8' BOLTS 3.S' CONCRETE SLAB OR EIGHT ele SNS FOOTING TVO 3/8' STAINLESS STEEL LA STEEL POST d ';. HILTI KVIK BOLT TZ (ICC CONCRETE ANCHORS SEE ER -19171 W/ 2' EMBEDMENT AND GENERAL NOTE a2MAX 36 ;:: ;:'_ t' WASHER OR EQUIVALENT. FOOTING SIZE IS . = 19' MAX FOOTING SIZE IS d = 28' I- d 9' 12' MIN ATTACHED SINGLE d SPAN FOOTING 3/8" x 9- STEEL POST ATTACHMENT DETAIL TO SLAB OR FOOTING V RODS (REBAR) SINGLE SPAN ATTACHED UNITS ('- ci -i EMBEDDED 9' OP FREESTANDING POURED FOOTING LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM HEADERS IN 90 MPH WIND AREAS 0.0424x34x8" Box Beam (Detail LA04) Double 0.0424x34x8" (Detail LA25) . Double 0.0324x2"x6.5 (Detail LA25) TABLE 2.4 Post Requirements for :Freestanding Structures TABLE 3.3 Post Requirements for Attached Structures Post Description Max POST Hgt Alum 0.024'k3"x3" w/ Sideplates 11' A Alum 0.032'1x3`x3" Lockseam 8' B Alum 0.040"x:Yx3" Lockseam 11' C Alum 0.055'x3"x3" Fluted 11' D Alum 0.120"x3"xY Square 11' E Steel 0.043"x3NY Lockseam 11' F Steel 0.188"xYx3" Square 15' G Steel 0.188"x4 N4" Square 18' H TABLE 2.4 Post Requirements for :Freestanding Structures TABLE 2.1 Post Description Max Height Maximum POST Footing Steel 0.043"x3"x3" Lockseam 12' d= 27' F Steel 0.188"x3"x3" Square 15 d= 37" G Steel 0.188"x4"x4" Square 18' 1 d=j 44" H TABLE 7.6: WALL ATTACHMENTS FOR LATTICE COVERS ANC ANC CLEAR- NO. OF#10 NO. OF 1/4" LIVE WIND. SPAN SCR&VS LAG SCRe- LOAD SPE® (FT) FER RAFTER PER RAFTER 10 105C 19' 2 2 110C 22' 3 2 20 110C 10' 2 2 14' 3 2 19' 4 3 1 Clearspan on this chart is the distance from the wall to the first row of columns. .. . _.- ---------'--._...._...._.._.._.......'-' _ 2 Yltentionaly left blank 3 1/4" Lag screws must have 2 1/4" of penetration into studs. These tag screw -s-m--ti/8 st have an 1" lead hole.: - Up to 10 TABLE 2.1 11'-4" -- Upto 10 Attached Freestanding or A GROUND TRB MAX POST Freestanding or SNOW WIDTH POST REDD Structure LOAD (FT) SPACING FOR rAAX (PSF) 22 - ON SLAB SLAB LNE --- 6.5 MAX POST LENGTH (FT) -- 8'-5" Up to 10 90 NPH EXPOSURE B 11'-4" -- Upto 10 Attached Freestanding or A Attached Freestanding or 19 Attached Freestanding or 23 -- Structure MUltispan Units 23 -- Structure Multispan Units 26 Structure Muttispan Units rAAX 21 ---- 22 - MAX POST LBSxTH X LNE --- 6.5 MAX POST LENGTH MAX -- 8'-5" - A MAX FUST LENGTH FUST MN FOO i 8' I 10' I 12 T EAO NRJ FOO 8' 1 10' I 12' POST MN F 00 8'10' 17 � J SPA No, POST SQE COVSTRAINEDFOO S 7 SIZE CONSTRAIN DFOO SPACING FUS SIZE CCINSTPAINEDFOOTEF (FTI TYPE ..d. ..d. ..d. _d. (FT)N 23 d. d. ..d. ..d. (� A d. "d. ..d. d. 22 23 A (n) 7.5 9'-1' (in) (in) (in) (in) A 19 (ir.) (n) (in) (in) Up to 10 90 NPH EXPOSURE B 11'-4" -- Upto 10 6 11'4' A 8'-11" A 19 21 - 22 23 -- 15'-2" - B 23 -- 24 25 ....- 26 9.8" ---- -. A 20 .-- 21 ---- 22 - 23 - A LNE --- 6.5 --- - 10'-5" -- A -- 8'-5" - A 19 21 22 23 14'4" B 23 24 25 26 9-1" A 20 21 22 23 T-11" A 7 9'-8' A T-11" A 19 21 22 23 13'-7' C 23 23 25 26 8'-7" A 20 21 22 23 A 21 7.5 9'-1' A 7-5" A 19 20 21 22 17-11" C 23 23 24 25 8'-1" A 20 20 21 22 21 21 8 8'-6" A 7-1" A 19 20 ...70 21 22 17-4" ...-11'-3" ._..0 C 23 23 24 .. 25 _.25. T-9" ._..�-0._ A ._A 20 ....-20....__..20...... 20 21 22 21 22 4..._._.;-R'... ._Q.........A,.S,_ C 25 .._.A. ..__;n_ ....21.....22_ T-0' A 22 22 24. 24 24 21 22' Up to 10 +V 6 11'-4" -- A B'-11" A 20 22 23 24 16-2" B 24 25 26 26 9 8' A 21 22 23 24 LIVE 6.5 10'-5" A 8'-5" A 20 _ 22 .._._... 23 ....._...... 24 - 14'-4" B 24 ...__._........_.. 25. 26 ... ... 27 _._...._. 0' 1" ...._.............. A .. 21.._... ._.....'-- 22 23 224 _B _........ 7 9'.8" A T-11" A 21 22 23 24 13'-7" C 25 25 26 27 8'-7" A 21 21 23 24 B .. 7.5 _. 9'-1" _. A 7'-5" A 21 21 22 23 17-11' C -25 25 26 27 Ir l" A 21 21 22 23 B 8 8'-6" A T-1" A 21 21 22 23 174" C 25 25 25 26 T-9' A 21 21 22 23 B 9 7'-6" A 6-5" A 21 21 22 23 IV -21" C 25 25 25 26 T-0' A 22 22 22 23 11-20 6 6-11" A 5-3" A 16 19 20 ' 21 9-5' C - 19 - 21 _ 23 - 24 - 5'-9" A . _17 19 20 21_ LIVE 6.5 5'-5' _ _ A W-10" _'- A 16 - 16 19 _ 20 8'-10' C 20 21 22 23 5'-5"_ A 17 18 19 _20 7 - 5'-1' - A 4%T A 16-- -18__ 19 20 6-4' C 20 21 22 23 5'-1"_ _B 17 18 19 20 - 4'-9" A 4'-3" A 16 18 19 20 T-10" C 20 21 22 23 4'-9" B 17 18 19 20 8 4'-5- A 4'-0" A 16 1619 19 19 T-5" C 20 20 21 22 4'-6" B 17 18 19 _ 19 9 3'-11" :- A--- SS -7A A 16 18 _19 19 6%T C 20 20 21 22 4'-1" B 17 18 19 19 11-20 V- 6 - 6-11" -- A 5'-3' A 17 20 21 22 9-5- C 21 22 24 25 5-9 A 18 20 21 22 LIVE_6.5 7.5 9'-1" J 6-5' A 4-10" A 17 19 _ 20 21 8'-10" C 21 22 23 24 5'-5"_ A 18 19 20 21 7 5--1" A 4'-6" A 17 19 20 21 X-4" C 21 22 23 24 5--1' B 18 19 20 21 7.5 4'-9' A 4'-3" A 17 19 20 21 T-10" C 21 22 23 24 4'-9" B 18 19 20 21 8 4'-5' A 4'-0' A 17 18 19 20 7-5' C 21 21 22 23 4'-6" B 18 19 20 20 - 9 T-11' A 3'-7" A 17 18 19 20 6'-9' C 21 21 22 23 4'-1" B 18 18 19 20 Up to 10_ 1110 MPH EXPOSURE 6 11'-4" 1 LINE - 6.5 10'-5" J 7 9-8' J 7.5 9'-1" J 8 6-6' / 9 T-6' J 110 NFH EXPOSURE 11-20 6 5-11" J LNE - 6-5 6-5' / 7 7.5 W-9' I 8 4'-5' I 9 a-11" --'J A 24 24 1 24 25 11 174` 1 C A 24 24 24 25 11'-3" C A 19 22 23 24 15'-2` D A 20 21 22 23 414* -4'A 20 21 22 23 A 20 21 22 23 A 20 20 21 22 20 20 21 22 8'-1" 29 29 I 29 29 �4•-1" -B 21 Revisions CMP Check By CMP Date 11/13/2007 me ATTICE QUICK REF.DWG NTS E co F_ U Coe= O 0.2o� r-0 C G7 o E o" � om Co rrt a W Z N:DiCK CQ 0 ■ M �� C 1 IT C EXP JUN 1 3 2009 IAPMO ER # 114 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Dra.n By CMP Check By CMP Date 11/13/2007 me ATTICE QUICK REF.DWG NTS E Po9e # 20F4 LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING STEEL HEADERS IN 90 MPH WIND AREAS TABLE 2.5 14 Ga (0.07(Y") 3x8 Steel C Beam (LA06) 16 Ga (0.060") 3x8 Steel C Beam (LA06) Double 14 Ga 3x8 Steel C Beam (LA26) 13'-0" Attached Freestanding or 24 Attached Freestanding or 10'-T Attached Freestanding or 23 25 Structure Multispan Units E Structure Multispan Units 31 I Structure Multispan Units GROUND TRIB MAX POST MAX 25 26 MAX POST LENGTH MAX 1 T-0" C MAX POST LENGTH NIAX 27 27 MAX POST LENGTH SNOW WIDTH POST REOD POST MIN FOO 8- 1 12' 1 18' POST MN FOO 8- 1 12' I 18' POST MN FOO 8- I 12' I 18' LOAD (FT) SPACING FOR SPACING POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRANEDFOO SPACING FOS SIZE CONSTRAINED FOOTER (PSF) 26 ON SLAB SLAB (FI) TYPE "d" d" I "d" I "d" (FT) TYPE "d" "d" "d- "d" (FT) TY "d" "d" "d" "d" 32 12-1_0 (FT) 9'-1" A 1 T-6' (in) (in) (in) (in) 26 27 (in) (in) (n) (n) C 24 (in) (in) (in) (in) 90 NI:+ I EXPOSURE B 90 MPH EXPOSURE C 6 5'-11" A 13'-0" D 23 24 27 29 10'-T D 22 23 25 28 23'-5" E 28 28 31 34 Up to 10 6 1 VA" A 20'-S' D 25 26 28 28 1 T-0" C 24 25 27 27 29'-6" D 28 28 31 32 LIVE 6.5 10'-5" A 19'4" D 25 25 28 28 16-0" C 24 24 27 26 28'-9" D 29 29 31 32 1T1- 7 9'-8" A 18'-5" D 26 26 28 27 15'-2" C 24 24 26 26 28'-0" E 29 29 31 32 12-1_0 7.5 9'-1" A 1 T-6' D 26 26 27 27 14'-5" C 24 24 26 25 27-5" E 30 30 30 32 11=2° 8 8'-6" A 16-9" D 26 26 27 27 13'-9" C 24 24 26 25 26-10" E 30 30 30 31 9 7'-6' 1 A 15-6' D 26 26 27 26 12'-7" C 24 24 25 24 25'-9" E 31 31 31 31 90 MPH EXPOSURE C 90 NPH EXPOSURE B 6 5'-11" A 13'-0" D 23 24 27 29 10'-T D 22 23 25 28 23'-5" E 28 28 31 34 Up to 10 6 11%C A 20'-5' D 27 27 30 28 17'-0" C 25 26 28 27 29'-6" D 30 30 32 32 LIVE 6.5 10'-S' A 19'4" D 27 27 29 28 16-0" C 25 25 28 26 28'-9" D 31 31 32 32 1T1- 7 9'-8" A 18'-s' D 27 27 29 27 15'-2" C 26 26 28 26 28'.0" E 31 31 32 32 12-1_0 7.5 9,_111 A 17'-6' D 27 27 29 27 14'-5" C 26 26 27 25 27'-5" E 32 32 32 32 11=2° 8 8'-6' A 16-9" D 28 28 28 27 13'-9" C 26 26 27 25 26-10" E 32 32 32 31 9 T-6' 1 A 15'-S' D 28 28 28 26 12'-7" C 26 26 26 24 25-9' E 33 33 33 31 90 NPH EXPOSURE B 90 NPH E)(POSURE C 11-20 6 5'-11" A 13'-0" D 23 24 27 29 10'-T D 22 23 25 28 23'-5" E 28 28 31 34 11-20 6 5-11" A 131-0" D 22 23 25 28 10'-T' D 20 22 24 27 23'-5" E 26 27 29 32 LIVE 6.5 5-5- A 12'-3" D 22 23 25 28 9'-9" D 20 22 24 26 22'-10" E 27 27 29 32 1T1- 7 6-1" A 11'-7' D 22 23 25 27 9'_V D 20 21 23 26 22'-3" E 27 27 29 32 12-1_0 7.5 4'-9" A 11'-0" D 22 22 24 27 W-6' D 20 21 23 25 21'-9" E 28 28 29 32 11=2° 8 4'-5" A 10'-6' D 22 22 24 27 T-11" D 20 21 23 25 21'-3" E 28 28 29 31 9 T-11" A 9'-T' D 22 22 24 26 T-1" D 20 20 22 24 20'-5" F 29 29 29 31 90 NPH E)(POSURE C 11-20 6 5'-11" A 13'-0" D 23 24 27 29 10'-T D 22 23 25 28 23'-5" E 28 28 31 34 LIVE 6.5 5-5' A 12'-3' D 23 24 26 29 9'-9" D 22 23 25 27 22'-10" E 29 29 30 34 LIVE 7 5'-1" A 11'-7' D 23 24 26 29 9'-1" D 22 22 25 27 22'-3" E 29 29 30 33 1T1- 7.5 4'-9" A 11'-0" D 24 24 26 28 8'-6' D 22 22 24 27 21'-9" E 29 29 30 33 12-1_0 8 4'-S' A 10'-6' D 24 24 25 28 T-11" D 22 22 24 26 21'-3" E 30 30 30 33 11=2° 9 T-11" A 9'-T' D 24 24 25 27 T-1" D 22 22 23 25 20'-5" F 31 31 31 33 110 MPH EXPOSURE C 110 MPH EXPOSURE C MULTISPAN TABLES 01 Revisions International Building Code. Patio Covers as defined in IBC Appendix 0.0241/21/6.5' Rafter 0.032x21/6.5' Rafter 0.04( Y.2"x6.S Rafter 0.(342"x3°xB" Rafter 0.0241/7x6.5' 0.032'x2'x6.5" 0.0401/2"x6.5' 0.0421/3'x6' Rafter Grand Rafter 'Wind Speed + Exposu_e Wind Speed + ExpOs- WiM Speed+ Expos Rafter Wind Speed + Expos Rafter Up to 10 6 11'-w- A 20'-5" D 31 31 33 32 IT -O" C 29 29 31 34 27'-6" D 34 34 35 37 LIVE 6.5 10'-S' A 19'-4" D 31 31 32 32 16'-0" C 29 29 31 34 26'-10" D 34 34 35 37 1T1- 7 9'-8" A 18'-5' D 31 31 32 31 15'-2" C 29 29 30 34 26-3" D 35 35 35 37 12-1_0 7.5 9'-1" A 17'-6' D 31 31 31 31 14'-5" C 29 29 30 33 25'-8' E 36 36 36 36 11=2° 8 8'-6' A 16-9" D 32 32 32 31 13'-9" C 30 30 30 33 25'-1" E 36 36 36 36 9 T-6' A 15-6' D 32 32 32 30 12'-7" C 30 1 30 30 32 24'-2' E 37 37 37 36 110 MPH EXPOSURE C SINGLE SPAN TABLES MULTISPAN TABLES 01 Revisions International Building Code. Patio Covers as defined in IBC Appendix 0.0241/21/6.5' Rafter 0.032x21/6.5' Rafter 0.04( Y.2"x6.S Rafter 0.(342"x3°xB" Rafter 0.0241/7x6.5' 0.032'x2'x6.5" 0.0401/2"x6.5' 0.0421/3'x6' Rafter Grand Rafter 'Wind Speed + Exposu_e Wind Speed + ExpOs- WiM Speed+ Expos Rafter Wind Speed + Expos Rafter 11-20 6 5'-11" A 13'-0" D 26 27 29 32 17'-0" E 29 29 31 34 23'-5" E 32 32 34 37 LIVE 6.5 5'-5" A 12'-3" D 27 27 29 32 16-0" E 29 29 31 34 22'-10" E 33 33 33 37 1T1- 7 5' 1" A 1 V-7' D 27 27 29 31 15'-2" E 29 29 30 34 22'-3" E 33 33 33 37 12-1_0 7.5 4'-9" A I V-0' D 27 27 28 31 14'-5" E 29 29 30 33 21'-9" E 34 34 34 36 11=2° 8 4'-5" - A 10'-6' D 27 27 28 31 13'-9" E 30 30 30 33 21'-3" E 34 34 34 36 9 1 3'-11" A 9'-T' D 27 27 27 30 12'-7" E 30 30 30 32 20'-5" F 35 35 35 36 SINGLE SPAN TABLES MULTISPAN TABLES 01 Revisions International Building Code. Patio Covers as defined in IBC Appendix 0.0241/21/6.5' Rafter 0.032x21/6.5' Rafter 0.04( Y.2"x6.S Rafter 0.(342"x3°xB" Rafter 0.0241/7x6.5' 0.032'x2'x6.5" 0.0401/2"x6.5' 0.0421/3'x6' Rafter Grand Rafter 'Wind Speed + Exposu_e Wind Speed + ExpOs- WiM Speed+ Expos Rafter Wind Speed + Expos Rafter Wind Speed W_ ind Speed Wind Speetl Barter Wintl Speed Snow _ _ Spacing 110 8 1.10 8 170 8 Spaci 110 81`1-10C_ pati Exposure_ C Exposure C Exposlae C Spaci ....9E0xposure C (psQ (n) 90 B 90 C 110 C 90 8 90 C 170 C 90 6 90 C 110 C (n) 90 6 90 C 110 0 (n) 90 170 90 - 110 90 i t0 (In) 110 10 F ¢ C j 3a;; mud organic silts, organic clays, peot or unprepared Fills and may 9'-11' 1.B-1' 14'-6" 13-0_' 11'7' 1T -T 19$ 12-10" 36' 17'-1' 1T1- 16$ 24_' T-10' T-10' 11-T' 11'-2' 15-4° 17-10° 36" 13-4' 13-W LNE 20` 11-3" 9-11' 6-7 W-8- 13_0 11'-7 1T$_ 1S$ 12-1_0 30' 18$_ 18$ 158' 20' 8-11' 8'-7 130 11-2" 1S_ -_B° 1_2-10' 30' 15-0° 150 with ICC ESR -1730, ESR -1976, and ESR -2196 or equivalent. _.. 20. Header splice shall not be located nearer to the end than the First s% )VII. �9-2 148' 13-&" 11=2° 1T$ 15$ 17-17_ 24' 20-9' 19-1' 7S$ 16' 9'-11' B-7 13-0" 11'-2_" 15-8' 17-10° _ 24_' .1T-7 15-8' 1T$ 158' 17-10° 16' 21=T 1S$ i7 9'-11' 8-7 13-0 11'-2' 158° 17-10" 16' 19-1' 1S-Ff 20 64" 54' 94" 9'�" 9.4' 9'-4' 13-1' 13-1' 12-10" 36' 10'-' 10-3° 10'-3' 24' 44r 4 8° T-7 T-7 5-10' 9'-10' 36' 8`2' 8-2' IJVE .24' 20' 6-0" 6-0' 6�' 11'-7 11'-7 11' 7 14' 3' 14 3" 17-10" 30' 12'x' 12-3 17-3" 20' 8�' S 4' 6-2- 8 2 11-1' 11-1' 30' 9 4" 16' T-11" 7'-11' T-11' t7-7 17-T 11=2' 1_S 11" 1543 17-10" 24' 14=10' 14'-10' 14=10° i66- 6-6 65' 4T 9'-T 1710' 12-10' 24' 11'-0 17'-0 12' 10$ 9'-11' iii 14'-6' 13-0' 11=7 1T -T 1S$ 12-10` 16 18'-t' 18'-1' 15$ 17 7' 10' T-10 11'-7" 11'-2° 154° 17-10' 16' 14'-4' 14'-4" TABLE 1.1 TABLE 1. TABLE 1. TABLE 1.4 TABLE 1.7 TABLE 1.8 TABLE 1. TABLE 1.10 General Notes 1. Structural design per 2007 California Building Code and 2006 01 Revisions 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. 20 PSF covers may be used for these purposes. 2. Fasteners are to be galvanized steel or stainless steel. Anchor connections to a 3.5' concrete slab shall be approved for 500 lbF tensile and shear. Anchors to footings described in details. 3. Concrete shall hove a compressive strength. F'c, of 2500 psi 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. 4. Each application shall show a complete plot plan of the property end buildings. Circle the post spacing, span, etc., in the tables that fit that particular job. 5. Each installation shot( bear an identifying decal giving the name and :a co address of mfgr., live or snow load, horiz. and uplift wind loads and approval number. 6. Light gauge steel shall be per ASTM A653. Grade will be specified coom under individual details. Thickness is bore steel. Negative thickness tolerance is -5%. for those 7. Alternate plum. alloys may be substituted specified provided they are registered with the Alum. Assoc. for equal or (Ftu, Fty, Fcy and E). Q greater guaranteed minimum properties Thickness indicated is bare metal and negative tolerance is -5%. 8. Lag screws shall be pieced in holes prebored 707 diam. For concrete Cod= Q pop block construction, place masonry anchors as per the installation N p 0 T r instructions. o 1 9. A foundation and soils investigation is not necessary unless required by Class 5 EW. t CL (Ax oO 1802.2.1 through 1802.2.6 of the 2006 IBC. Soil is assumed to be BEARING 1000 vert., 100 m CO of Table 1804.2 of the 2006 IBC. psF psf/ft. horiz and doubled as per 1804.3.1. These design values do not apply to F ¢ C j 3a;; mud organic silts, organic clays, peot or unprepared Fills and may n-+ require Further soil investigation. 10. Drainage which otherwise would go over a public sidewalk shall be collected .d Fav Z_ y ax and diverted under sidewalk. 11. Structures may not be enclosed w/o additional engineering analysis. '. Z 0. 12. Intentionally left blank. Q 13. All steel shall be galvanized or pointed one shop coot of rust inhibiting primer and one coat of enomet Finish coat. Point inside of all embedded J posts from the bottom to 12' above grade. 14. Wind velocity and Ground Snow/Live load are identified in nil of the relevant tables. Roof loads have determined in accordance with ASCE7-05 Section 7.3. M ■ •■� Ground Snow Load Applied Roof Load 10 psF 10 psf LIVE OR GROUND SNOW 20 psF 20 psF LIVE OR GROUND SNOW SEISMIC LOADING MAXIMUM Ss = 150% SHOWN IN 2006 IBC FIGURE 1613.5(1) S1 NOT APPLICABLE TO THESE STRUCTURES (o)FES SITE CLASS = D BASIC SEISMIC RESISTNG SYSTEM = MISCELLANEOUS NON BUILDING R=1.25 15. The width of single span attached structures must be at least 75% of the projection. V C 16. Multiple span units are allowed. tryy 1� 17. This note left intentionally blank. TM 18. All roofs are Class B Fire rated. Structures with 0.024' minimum aluminum M lattice tubes, rafters and headers are Class A Fire rated. XP 19. All screws are self drilling (SDS) or sheet metal (SMS) and in conformance with ICC ESR -1730, ESR -1976, and ESR -2196 or equivalent. 20. Header splice shall not be located nearer to the end than the First s% )VII. interior post. 21. Bolts shall conform to ASTM A-307. qrFt(i 22. Sliding and drifting snow ore beyond the scope of this report. FCAUF� 23. All multispon tables assume equal spans within 20%. All specifications must be based on the longest span. GENERAL INSTRUCTIONS FOR THESE TABLES J1 1 1. CHOOSE FREESDIN TANG OR ATTACHED STRUCTURE 3 2009 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE !(PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS IAPMO ER #114 .USE 20PSF MIN) 4. CHOOSE A RAFTER FROM TABLES 1.1 TO 1.10 THAT HAS Carl Putnam, P. E. ADEQUATE CLEARSPAN FOR YOUR NEEDS. 3441 IVYLINK PLACE 5. -DETERMINE TRIBUTARY WIDTH FROM TABLE 2.2 OR LYNCHBURG, VA 24503 CALCULATE FROM TRIBUTARY DIAGRAM ON SHEET 1. CARLPUTNAM@COMCAST.NET 6. CHOOSE A HEADER FROM TABLE 2.1 OR 2.5 THAT HAS ADEQUATE POST SPACING. 7. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT rolown By CMP :FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 _ :__ ._.---._._.. _....._._ _....___.._._...... --'--'---... .. .. ... ... check By 8. FIND THE OIC SPACING OR # OF FASTENERS FOR ATTACHING CMP 'TO WALL FROM TABLE 7.6 ... ..Date 9: USE THE APPROPRIATE DETAILS 11/13/2007 10 -,ALL LATTICE NOT USING DETAIL LA36 MUST COMPLY WITH TABLE Ll AND L2 ON SHEET 4 Rename ,FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN LATTICE QUICK REF.DWG SLAB 7..DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.1 OR 2.5.° NTS Page �3 DF 4 SLAB 8.:LISE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING SLAB 9.'FOLLOW 8 10 FROM ABOVE 00 SLAB 10. CHECK TABLES SLA81 AND SLAB2 ON SHEET 4 FOR CORNER DISTANCE REQUIRMENTS. f a M m N Im m 19 Requirements for Surface Mounted Posts on Concrete Slabs or Footings 1 Cover 53 57 60 63 67 69 W REQUIRED NUMBER OF POSTS FOR SINGLE SPAN LATTICE UNITS WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS Table L1a: Use thistable for the following headers Seismic Size Requirements to Concrete 4. Determine number of posts structure has able L2a ' Table L1b: Use this table tot the following headers 5. Determine Ss for your area (contact (8 Alum Header Double 3x8 Alum Header your local building departments— 3x8 Alum Header 2x6.5 Alum HeadeDouble a Steel C Beam 6. Choose Table L2a or L2b based on the header Ingle Steel C.Beam 3441 IVYLINK PLACE 7. Determine the maximum size allowed on the than LYNCHBURG, VA 24503 Double 3x8 Alum Header Corner Size 8. Multiply #1. #2 and 03 and dbade by #4'—" Ss Allowed Ss Allowed 9. d#8 is lower than #7 the structure is OK for seismic Double 2x6.5 Alum Header 20% X06 10. it your Ss is over 150% use 150010 30% 1477 30% 1937 Double Steel C Beam 40% 1107 40% 1453 51 sl s1 50% 1013 Single Steel C Beam 1328 :no check needed for Patio Covers attached to slab under these conditions 60% 844 600A. 1107 "ro check needed for Patio Covers trot are iD tall attached to :lab under these conditions 70% ' 7n% 949 "'no check needed for Patio Cover. that arc S' tall attached to slab under these conditions .0?t• 73S am. 060 'Ds i4 the MexImurd ConsiJ_.cJ Eenl,.,4—k. Ciiuuud Idulivo (D : sem•) 90`70 . 901% 861 Post He lght (it) Ion % 591 100% 775 Post Height (it) 110% 586 110% 769 Require 8' 9' 10' 11' 12' 8' 9' 10' 11' 12' Require 8' 9' 10' 11' 12' 8' 9' 10' 11' 12' Wind Number For all others add 1.5 to number of posts Wind Exposure B sl sit s2 s2 s3 s5 Wind Exposure C s2 Wind Number Wind Exposure B s5 Wind Exposure C 24" 12' Speed of Posts MAXIMUM TRIBUTARY WIDTH ALLOWED 59 S eed of Posts PAAXIMUM TRIBUTARY WIDTH ALLOWED X and Y are Interchangeable 85 mph 2 or 3 9 9' 6 3' 0' 9' 8' 5 3' 0' a5 mph 2 or 3 E' 9' 9' T 4' 9' 9' 9' T 4' 4 9 9 S' 6' 3' 9' 9' 9 6 2' 4 S' 9' 9' 9' 9 9' 9 9' 9' 6 5 er 9 S, 9' 5' 9' 9' 9 8' 4' 5 S' 9' 9' 9' 9 ' 9' - 9 9' 9' 9 6 9 9 9 9 7• 9' 9' 9 9' 6 90 mph 2 or 3 S' 9' 9' 7' 4' 9' 9 8' 6' 3 7 Sr 9 9 9' 9' 9 9' 9' 9' 9' 4 5 9' 9' 9' 9' S 9' 9' 9' 9 9 9' 9' 9 9 9' 9' 9' 9' T 9 90 mph ^_ or 3 9 9 6' 3' 0' 9' 7' 4' 9 4 9 9 9 6' 3' 9' 9' 6' 5' Z 95 mph 2 or 3 _ 9' 7 T 4' 9' 9' 7' 5' 3' 5 9 9 9 9' 5' 9' 9' 9' 8' 4' 4 S' 9' 9' 9' 9 9' 9 9' 9 6 6 9 9 9 9 7' 9 9' 9 9' 6 5 9 9' 9' 9 9' 9 9' 9' 9 9 9' 9 9 9' 9' 9' 9' 9 8' 100 mph 2 or 3 4 9 9' 9' 6 _ 9 9' 9' 4' T S' 9' 9 9 6' 9' 4' 8' S 95 mph 2 or 3 9 9' 6 3' 0' 8' 6' 4' 7 0' 4 9 9 9' 6 3' er 9' 7' 4' Z 5 _ 9 9' 9' 9 9 9 9' 9' 6 5 9 9' 9' 9' 5' 9' 9' 9 7' 4' 6 9' 9' 9' 9' 9 9' 9 9' 9' 9 6 9 9 9' Sr T 9' 9' 9' T 5' 105 mph 2 or 3 S' 9' 8' 5' Z 9' T 5' T T 7 9 9" 9 9 9' T 9' 9' 9 7' 4 5 c 9' 9' 9' 9' 9 9' 9' S 8' 9' 9' 9 9 9' 9' 6' 9' a 6 100 mph 2 or 3 9 8' S' 2' 0' 7' 5' T t' 0' 4 9 9' 9' 5' T 9' 9' 6 3' V 6 E' 9' 9' 9' 9 9 9' 9' 9' 8' 5 9 9' 9' 8' 4' 9' 9' 9' 5' Z 7 9' 9' 9' 9' 9 9' 9' 9' 9' 9 6 9 9' 9 9 6' 9 9' 9' 7' 4' 110 mph 2 or 3 9' 9 6' 3' 1' 8' 6' 4' 2' 1' 7 9 9" 9 9 8' 9' 9' 9' 9' S' 4 5 S' T 9' 7' S' 9 9' 9 3' 6 9' 9' 9' 9 7' 9' 5' T 7 4' 105 mph 2 or 3 9 6 3' 1' 0' 6' 4' 2' 1' 0' 4 9 9" T 3 0' 9' T 6 Z 0' 6 9' 9 9' 9' 8 9 9 9' 9' 5 5 Y 9 9 6 1' 9 9' T 4' 1' 7 T 9' 9' 9' 9 9 9' 9' 9' T 6 9 9' 9' a' 3' 9' 9' 9 5' 2' 7 9 9' 9' 9' 4' 9' 9' 9 7' T Tables Lt and L2 need to be checked for mount concrete attachment surface 110 mph 2or3 $ 5 Z 0' 0' 5' T 2' 0' 0' 4 9 9' 5' T 0' 9 6 3' 1' 0' 5 9 9' 8' 3' 0' 9' 9' S 2' 9 Directions for using Seismic Table L2a or L2b 6 9 9 9 5' 9 9' 9 7' 4' 0' 1 Determine Tributary width 7 9 9' 9' T 1' 9' 9' 9 5' 2. Determine width of structure 1 Cover 53 57 60 63 67 69 W 0) 3 / Ext Seismic Size Requirements to Concrete 4. Determine number of posts structure has able L2a ' Table L2b 5. Determine Ss for your area (contact (8 Alum Header Double 3x8 Alum Header your local building departments— ouble 2x6.5 Alum HeadeDouble a Steel C Beam 6. Choose Table L2a or L2b based on the header Ingle Steel C.Beam 3441 IVYLINK PLACE 7. Determine the maximum size allowed on the than LYNCHBURG, VA 24503 Size Corner Size 8. Multiply #1. #2 and 03 and dbade by #4'—" Ss Allowed Ss Allowed 9. d#8 is lower than #7 the structure is OK for seismic 20% 2215 20% X06 10. it your Ss is over 150% use 150010 30% 1477 30% 1937 ASCE7-0512.8.1.3 40% 1107 40% 1453 51 sl s1 50% 1013 50% 1328 :no check needed for Patio Covers attached to slab under these conditions 60% 844 600A. 1107 "ro check needed for Patio Covers trot are iD tall attached to :lab under these conditions 70% 723 - 7n% 949 "'no check needed for Patio Cover. that arc S' tall attached to slab under these conditions .0?t• 73S am. 060 'Ds i4 the MexImurd ConsiJ_.cJ Eenl,.,4—k. Ciiuuud Idulivo (D : sem•) 90`70 656 901% 861 mapped on Figures 1613.5(1), 1613 50) in the 20n7 Ion % 591 100% 775 AltenUtWIV. divide by these numbers 110% 586 110% 769 For 2 post Structrues divide by 3 120% 537 120% 705 For 3 post Structrues divide try 3 130% 545. 130% 715 For 4 post Structrues divide by 4.5 140% 506 140% 664 For 5 post Structrues dMde by 6 150% 473 150% 620 For all others add 1.5 to number of posts 1 Cover 53 57 60 63 67 69 the "Slab Comer Code" (s1, s2, W, s4 etc) 4. Determine Corner Edge Distance Requirements From Table SIab2 5, Set Post away from Corner as per Figure 2 Check with local building authority to detemine 9 the structure is built in Exposure B or C. Suburban, wooded and urban areas are generally Exposure B Rural open areas are generally Exposure C Comer Trib Area must be in good condition Residence ///i Panel Span Post Spac:ng Panel Overhang Figure 1 Concrete slabs shall be in good condition and shall have no cracks in the tributary area. Figure 2 3.5" Concrete Slab X � ---j Post Cal\ I � jY X and Y are interchangeable IAPMO ER#114 Sheet 4 o14 Revisions W 0) 3 / Ext ABT: Edge Distance Requirementsfor Attaching to Concrete Of Slab d' W IAPMO ER #114 Table SLAB2: 01a �0 a Slab Distance .ro O 1 E i` 10 O xF COo 3441 IVYLINK PLACE LYNCHBURG, VA 24503 R Corner From Comer _ Exposure 8 Exposure C f a ©i Code X Y a Comer Trib Area I 85 90 95 100 105 110 E5 90 95 100 105 110 mph sl 6' 6" j sl sl s1 sl sl 51 51 sl s1 si si si s2 12" 6" 1 sit si sit sl s1 s2 s1 sl s1 sl sl 52 s3 1a" 6" 1 sl si sl sl 52 s2 sl sl s1 sl s2 s2 s4 12" 12' �— st sl sl si s2 s3 sl sl s1 sl s2 s3 s5 24" 6' I sl sl si s2 s2 s3 sl sl s1 s2 s2 s3 s6 18" 12 1 si s1 sl s^, s3 54 sl sl sl s2 s3 s4 s7 30" 6" sl sit s2 s2 s3 s5 I sl sl s2 s2 s3 s5 se 24" 12' 59 18- 18- X and Y are Interchangeable Y Directions for using these tables • A higher comer code 1. Determine Corner Tributary Area (see Figure 1) may always be used 2 Determine Wind Speed and Exposure over a lesser one. for the Patio cover s4 may always be used 3. Cross Reference Table SLAB? and find instead of s3. the "Slab Comer Code" (s1, s2, W, s4 etc) 4. Determine Corner Edge Distance Requirements From Table SIab2 5, Set Post away from Corner as per Figure 2 Check with local building authority to detemine 9 the structure is built in Exposure B or C. Suburban, wooded and urban areas are generally Exposure B Rural open areas are generally Exposure C Comer Trib Area must be in good condition Residence ///i Panel Span Post Spac:ng Panel Overhang Figure 1 Concrete slabs shall be in good condition and shall have no cracks in the tributary area. Figure 2 3.5" Concrete Slab X � ---j Post Cal\ I � jY X and Y are interchangeable IAPMO ER#114 Sheet 4 o14 Revisions M W 0) 3 COOOZ JU 1 3 2009 Of d' W IAPMO ER #114 01a �0 a Cori Putnam, P. E. it .ro O 1 E i` 10 O xF COo 3441 IVYLINK PLACE LYNCHBURG, VA 24503 R CARLPUTNAM@COMCAST.NET Z� -- V) � .� NO:X �! x 0. R f a ©i a i M Drmvn BY CMP o 0 Check By r\v CMP Dole CO 11/13/2007 Favwme LATTICE QUICK REF.DWG J srxue NTS Page 0 4 OF 4 of 0) 3 a JU 1 3 2009 Of d' W IAPMO ER #114 01a a Cori Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET f a Drmvn BY CMP o 0 Check By r\v CMP Dole CO 11/13/2007 Favwme LATTICE QUICK REF.DWG J srxue NTS Page 0 4 OF 4 of