Loading...
11-0672 (PAT)_P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Tdy 4 4,0" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Application Number: 11-000006.7.2 Property Address: 54780 AVENIDA• RAMIREZ APN: 774-301-003-22 -000000- Application description: PATIO COVER - RESIDENTIAL Property Zoning: COVE RESIDENTIAL Application valuation: 3937 Applicant- Architect, or Engineer: - - - - - --- - - - - - --- - - - - - - - - - - - - --- - - - - - - - - - - - U10ENSED C NTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that 1 ideas under provisions of.Chapter9'-(commencing with Section 7000) of Division 3 of the Bus sand Professio C -and my License is in full force and effect. License Class: B Li ;625328 �.. .. . OWNER -BUILDER DECLARATION - I hereby affirm. under. penalty o$perjury that I am exempt.from the Contractor's State License Law for the- -. . following reason (Sec: 7031 5;Business and Professions Code: Any city or county that requires apermit to 'construct,. alter; improve; deniolish,.or repadanystructure; 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 Caw (Chapter 9 (commencing with Section 7000) of Div ision:3 of the Business and Professions�Code): or that he orshe 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 thanfi've hundred dollars ($500):: 1 _ 1"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 forsale (Sec. 7044;°Business. and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, aiitl who does the work himself, or herself through hisorher.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 orshe 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 6 contractors) licensed, pursuant to.the Contractors' State License Law.). 1 _) 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: JEAN ROUNSVILLE 54780 AVENIDA RAMIREZ LA QUINTA, CA 92253 Contractor: S A E iBUILDERS 2052,DAFFODIL WAY HEMET;, CA :92545 (760)567-0709 Lic. No.: 625328 r•� VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 6/20/11 - - - - - - - - - - - 77 - - - � WORKER'S COMB S ION ^' V - - - - — I hereby affirm under penalty of perjury one of the follow d_ lavation 1 U 7 I. have and will maintain a certificate of'connt t self -insure for workers"CO1�' 'q(�nsati ', rovided. for by Section 3700 of the Labor Code, or th the work for which his rmit is issued,.,. . IT`OF 9; )4-1have and will maintain workers' compens n msurancp)� 6J�iY tgrf,3700 of. a Labor Code, for. the performance of the work for wco pensation insurance carrier and policy number are: - Carrier ULLICO CASUALTY': Policy Number UWHA48600015010 I certify that,; in the performance of the work for_whicfi�this permit is,issued,.1 shall not employ any person in.any manner so as -to a subject to the;%" ers' compensation laws of'California, and. agree that if I sho ecome.su_b)ito'the�workers' compensationprovisionsof Section 3700 of the Lab wi ly'withthose provisions. - WARNING: FAILOwflo SECURE WORKERS' COMPENSATION COVERAGEIS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO -CRIMINAL PENALTIES 'ANo CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). AN ADDITION TO THE COST -PF 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 ofthispermit.' 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..180days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating t uilding construction, and hereby authorize representatives o"s county to enter upon the above -me - or ' Date nature (Applica LQPERMIT Application Number . . . 11-00000672 Permit . . . PATIO COVER PERMIT Additional desc Permit Fee . . . . 63.00 Plan Check Fee 40.95 Issue Date . . . . Valuation . . . . 3937 Expiration Date 12/17/11 Qty Unit Charge Per Extension ' BASE FEE 45.00 2.00 9.0000 THOU BLDG 2,001-25,000 18.00 ------7-------7-------------------------------------------------7----------- Special Notes and Comments REPLACE 2 -WOODEN PATIO' -`COVERS WITH>- - LATTICE, ALUMAWOOD SHADE , STRUCTURES.;. (1). 91X..24' AND ;(1)8'.X -10' . .2010 ,CODES. ----------------------------- - ---------=---- ------------ ---- Other Fees BLDG;STDS.ADMIN (SB1473), 1.00 -. STRONG MOTION (SMI,), - RES :50 ' Fee summary= Charged"' Paid Credited Due - "--- ----- ------ -- ---------- --- -Permit Fee Total Z3 ..00 O,p.:• :00 ------ 63..00 ' Plan,Check•Total 40.95' 00 .00 40.95 . Other Fees Total1.50 .00 .00 1.50 GrandTotal 105.45 00 00 105.45 LQPERMIT Bin # .. City of La._Quinta Bilifding 8z Safety:Dlvlsion P.O. Box r1504, 78-495°Calle Tamplco La Quinta;,CA_ 92253 = (760j'777-70:12 MOM g,Permit . P-ftation.and, Tracking Sheet Permit # Project Address: 59 7 ' Owner's Name:,4„/ A. P. Number:'? `Z Lf _ 0 _ (' Address - ',5 L( 7 Nwd f. -_k_- PUA6_L 4tA6 Legal. Description: City, ST, Contractor:Aw. CO Telephone: �.<,,.�•,..�,�.•:•' : �;?%; Address: 6'L D" Project`Description: �✓ City, ST, Zip:�►2>sf'' C Telephone: 26p—�67 07D city Lic. # State Lic. # 62 5 3' �. z Arch., Engr., Designer: - 'j'� g Address: City, ST, Zip: Telephone: '` ` • State Lic. ij„ x;. sa;M Name of Contact Person: , , us i; Csuctbn Type: Occupancy: y; Project type (circle,one): Add'n Alter Repair Demo :.:Sg. Ft.: Ih ' #Stories: #Units: Telephone # of Contact Person: �' 4t., 0 �1° e = t Est�matedYValue of Project; APPLICANT: DONOTxWRITE BELOW THIS LINE # Submittal Req'd Reed * tsTItACKIIVG PERMIT FEES Plan Sets rFy' xir' ie:`:. Plan Check submUtl Item Amount Structural Caics Reviewed, [eady for co�rectoos ;: Plan Check Deposit Truss Cala. Called Contact "c' 67 Pisa Check Balance. Title 24 Cala. y� Plaristpicked ;uP} ConstructionLA Flood plain plan 'f Plans resubmitted Mechanical Grading plea 2'!.Rtncwi ready for corrcctionsrtssue Electrical Subcontactor List Called CoptactTersou Plumbing Grant Deed -Plans. picked up S.M.I. ,r H.O.A. Approval Ptans:resubmitted Grading:.'. W 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 &ZE -gtg 196 Eszz6 V9 'VIN1170 V7 Z3d3W Vd� bVW N3A V 09Z P,S 377MSN170d NV3P --A-1-1-� 1105 96z 56600 0/1 Vd :05-0—do-Yd- os 035-0 oYd-OS 810 'als 1105 z6Z 'P •3ZIS 107 -9N11SIB 378t' AdVPVPV17S £szz6 K9 'V1N1170 b'7 Z3d3W dd Va1N3 V O8LJ'7s SS3 as V 3115 6020 Z9s 09Z st,5z6 b`0 13W3H A VM 71GOifl'a J90J 5601178 3V5 1689311035 •10VIN09 SLL£-sP81s6 Ozzz6 d9 "9NINNV8 3A d 391a1d N3�Ya3.Y8 99t,9 3771ASN170d NV3P 3NMO ALL 3dO d zz# 107 E00 -10E -P& # Nd 8Z£SZ9 # 805E -Z99 � 96 xe4 LOSS -959 1.56 ao 60LO-L95 09L SV5Z6 e0 ` 6LU9H ABAA I!POWC] Z90Z H013tlZl1N001d213N30Fps Z3dlW b`d b`QlN3A b` �m 3N17 lUd'3dOd'd d V3d .00'09 Lu Qo N Lu Q ui N N cn °—° to Co �y Z3dlW b`d b`QlN3A b` �m 3N17 lUd'3dOd'd d V3d .00'09 li � I Z v QC q �( OF C�UIi�gTA O A, LDING & SAFETY DEPT. q APPROVE® FOR CONSTRUCTION [DATE o Q) p %- °�-// BY S O p ( lei Lxrr, c-6 f�L� MAtWoO � � j, 3N17 lUd3�,Odd 1N06 .00.OS Z3dlW b`d b`QlN3A b` �m icc-ES Evaluation Repolrt ESR -1398P Issued June 1, 2010 This report is subject to re-examination in one year. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 10—SPECIALTIES Section: 10530—Protective Covers REPORT HOLDER: AMERIMAX BUILDING PRODUCTS 5208 TENNYSON PARKWAY, SUITE 100 PLANO, TEXAS 75024 (972) 285-8811 www.amerirhaxbp.com rwilsonO-anierimaxbp.com EVALUATION SUBJECT: AMERIMAX BUILDING PRODUCTS—FREESTANDING AND ATTACHED PATIO COVERS, CARPORTS AND COMMERCIAL STRUCTURES 1.0 EVALUATION SCOPE Compliance with the following codes: 0 2006 International Building Codes (IBC) 0 2006 International Residential Code® (IRC) Properties evaluated: o Structural 2.0 USES The Amerimax freestanding and attached patio covers comply with Appendix I of the IBC and Appendix H of the IRC. Freestanding and attached carports and commercial structures are used as covers where permitted by the applicable chapters of the IBC. 3.0 DESCRIPTION 3.1 General: The freestanding and attached patio covers, carports and commercial structures must be constructed according to the plans accompanying this report and as indicated in this report. The walls must be unenclosed on three sides for attached patio covers, and on four sides for freestanding patio covers, carports and commercial structures. 3.2 Materials: 3.2.1 Aluminum: The aluminum members are roll - formed and extruded shapes of various alloys and tempers, complying with Chapter 20 of the IBC and as specified in the plans accompanying this report. 3.2.2 Steel: The steel members are formed from various grades of galvanized steel complying with ASTM A 653 and having a minimum galvanized coating designation as specified in the plans accompanying this report. 3.2.3 Foam Plastic Core Sandwich Panels: Sandwich panels, used with the Amerimax products to form patio covers must be recognized in a current ICC -ES evaluation report. Installation of sandwich panels must be in accordance with the sandwich panel evaluation report. 4.0 DESIGN AND INSTALLATION The design and installation of the patio covers, carports and commercial structures described in this report must be in accordance with this report and the plans accompanying this report and dated June 1, 2010, as referenced in Table 1 of this report. 5.0 CONDITIONS OF USE The Amerimax Building Products Patio Covers, Carports and Commercial Structures described in this report comply with, or are suitable alternatives to what is specified in, those. codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 Construction of the patio covers, carports and commercial structures must comply with this report and the plans, accompanying this report, dated June 1, 2010. Where'there is a conflict between this report and the plans, this report governs. 5.2 Patio covers are limited to use as structures regulated under Appendix I of the IBC or Appendix H of the IRC. 5.3 Carports and commercial structures are limited to use as structures regulated by the applicable chapters of the IBC. 5.4 Any unit built in an area with a ground snow load greater than 30 psf in Seismic Design Categories A, B, C, D, D0, D1, D2, E, or F, and not complying with Exception 1 of IBC Section 1613.1, is outside the scope of this report. 5.5 Patio covers, carports and commercial structures installed in geographical areas cited in Section 6.5.7.1 of ASCE 7-05 are outside the scope of this report. 5.6 Effects of sliding snow described in Section 7.9 of ASCE 7-05 are outside the scope of this report. ICC: F.:S Bvahtation Reports are nor to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement ofthe subject ofdre report or a recommendation for its use. there is no warranty by ICC Evaluation Service, Inc., express or implied, as to mn+jinding or other matter in this report, or as to any product covered by the report. ise:wiw _ Copyright m 2009 Page 1 of 2 E�4 ESR -1398 I Most Widely Accepted and Trusted Page 2 of 2 5.7 The minimum live load for patio covers must be 10 psf (47.88 Pa). The minimum live load for carports or commercial structures must be 20 psf (95.76 Pa). 5.8 For attached patio cover structures, the mean roof height of the structure to which the patio cover is attached must not exceed 30 feet (9.1 m). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Patio Covers (AC340), dated March 2007. 7.0 IDENTIFICATION Each structure bears a permanent decal or identifying tag stating allowable roof live/snow load, design wind speed and exposure, name of manufacturer, and the ICC -ES evaluation report number (ESR -1398). TABLE 1 -PLANS FOR AMERIMAX BUILDING PRODUCTS PATIO COVERS, CARPORTS, AND COMMERCIAL STRUCTURE ENGINEERING DRAWING PAGES SECTION DESCRIPTION GN01-2006. DWG GN02-2006. DWG SC01-2006.DWG 4 General Notes and Structural Configurations SCO2-2006.DWG Lattice Cover Components and Connection Details 1 Lattice 1.0 Rafter Spans for Commercial and Patio Structures 4 LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURS IN 90 MPH WIND AREAS 4 LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS LT01. DWG LT02.DWG LT03. DWG 3 COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES Solid Cover Components and Connection Details .2 SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES 10 SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WIND AREAS 10 SOLID COVER 6.0 POST SPACINGS FOR LTTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS NP0I.DWG NP02.DWG MP03.DWG 4 COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS MP04. DWG CD01-2006. DWG C D02-2006. DWG C003-2006.DWG CD04-2006. DWG CD05-2006.DWG 9 COMPONENT PARTS AND CONNECTION DETAILS CD06-2006. DWG CD07-2006. DWG CD08-2006. DWG CD09-2006. DWG Miscellaneous M1-2006. DWG 1 Miscellaneous Details M2-2006.DWG 1 Fan Beam Details M3 1 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES M4 1 7.0 FOOTING AND SLAB ATTACHMENT TABLES M5 1 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CNOCRETE SLABS OR FOOTINGS M6 1 7.0 LOADS ON EXISTING BUILDING M7 1 DESIGN PROPERTIES OF ALUMINUM AND STEEL BEAMS, HEADERS, AND SOLID PANELS Amerimax Building Products Patio Cover, Carport and Commercial Structure Engineerin. PAGES DRAWING SECTION DESCRIPTION (2 PAGJ ES _GN01_2006 ^ GENERAL NOTES G NO2-2006 C2IPAGES—SC01-2006 SOLID PANEL STRUCTURAL CONFIGURATIONS SC- 20 2006_ ALUMAWOOD_STRUCTURAL CONFIGURATION f1`PAGE _LATTICE1 0. RAFTER SPANS FOR COMMERCIAL AND PATIO -STRUCTURES_. t4 PAGES 4 PAGES 3 PAGES LT01-2006 LT02-2006 LT03-2006 2 PAGES 10 PAGES 10 PAGES 4 PAGES 9 PAGES NP01-2006 NP02-2006 NP03-2006 NP04-2006 C D01-2006 CD02-2006 CD03-2006 CD04-2006 CD05-2006 CD06-2006 CD07-2006 CD08-2006 CD09-2006 LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WIND AREAS -. LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WIND AREAS SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS COMPONENT PARTS AND CONNECTION DETAILS 6 PAGES M1-2006 MISCELLANEOUS DETAILS M2-2006 MISCELLANEOUS DETAILS CM3 -2006._._- --7-.0-POST AND FASTENER -REQUIREMENTS FOR ALL -STRUCTURES M4-2006 7.0 FOOTING AND SLAB ATTACHMENT TABLES M5-2006 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS M6-2006 7.0 FORCES ON EXISTING STRUCTURES M7-2006 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS June 1, 2010 GENERAL NOTES: 1. DESIGNED IN ACCORDANCE WITH THE 2006 INTERNATIONAL BUILDING CODE. 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2000 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE. 3. DESIGN LOADINGS: GROUND SNOW LOAD DESIGN LOAD 10:PSEyM" t, a <10 PSF" ` LIVE COAD ONLY �20 PSF 20 PSF LIVE LOAD ONLY 25 PSF 21 PSF DESIGN ROOF SNOW LOAD 30 PSF 25.2 PSF DESIGN ROOF SNOW LOAD 40 PSF 33.6 PSF DESIGN ROOF SNOW LOAD 60 PSF 50.4 PSF DESIGN ROOF SNOW LOAD FOR 0.25/12 > SLOPE < 1/12 WIND SPEEDS IN THE 2006 IBC ARE "3 SECOND GUST WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "3 SECOND GUST WIND SPEEDS". FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE IS 30'. Kzt WAS ASSUMED. AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A HIGHER Kzt VALUE (ISOLATED HILLS, RIDGES, ESCARPMENTS) WILL REQUIRE HIGHER WIND LOADS AS PER ASCE7-05 SECTION5 m 6..7 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. NOTE: EXPOSURE B: URBAN AND SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN WITH NUMEROUS :Y CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF SINGLE-FAMILY DWELLINGS OR LARGER. EXPOSURE B SHALL BE ASSUMED UNLESS THE SITE MEETS THE DEFINITION OF * ANOTHER TYPE EXPOSURE. EXPOSURE C: OPEN TERRAIN WITH SCATTERED OBSTRUCTIONS, INCLUDING SURFACE UNDULATIONS OR OTHER' IRREGULARITIES,' HAVING HEIGHTS GENERALLY LESS THAN 30 FEET (9144 MM) EXTENDING MORE THAN 1,500 FEET (457.2 M) FROM THE BUILDING SITE IN ANY QUADRANT THIS EXPOSURE SHALL ALSO APPLY 3 TO ANY BUILDING LOCATED WITHIN EXPOSURE B TYPE TERRAIN WHERE THE BUILDING IS DIRECTLY. f ADJACENT TO OPEN AREAS OF EXPOSURE C TYPE TERRAIN IN ANY QUADRANT FOR A DISTANCE OF MORE THAN 600 FEET (182.9 M). THIS CATEGORY INCLUDES FLAT OPEN COUNTRY, GRASSLANDS AND SHORELINES IN HURRICANE -PRONE REGIONS. SEISMIC LOADING MAXIMUM Ss 150"/o SHOWN IN 2006 IBC FIGURE 1613.5(1) Ss > 150% ARE NOT REQUIRED AS PER ASCE7-05 12.8.1.3 S1 NOT APPLICABLE TO THESE STRUCTURES SITE CLASS = D BASIC SEISMIC FORCE RESISTNG SYSTEM POSTS EMBEDDED INTO FOOTINGS = INVERTED PENDULUM » R = 2.0 POSTS SURFACE MOUNTED = GENERIC SYSTEM » R= 1.25 ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FOR A CONCENTRATED 300 LBF LOAD. THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED IN IBC SECTION 1605.3.2 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING WIND OR SEISMIC FORCES. ICC ESR 1398 6/1/2010 e..ri;.r,�..�-Y.M�i,lt�tlAe..:.r:wi.�i ��.f4a. _« n�tt'i��ysek'.'. ��:.,'-:�•_ 4.CTH Ct 6TAIR -ENGINEERING PACKAGE IS NOT -REQUIRED FOR+MOSTaBUILDING PERMITS. SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE: a. GENERAL NOTES (2 PAGES) b. STRUCTURAL CONFIGURATIONS (1 OR 2 PAGES) c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES FOR SOLID COVER STRUCTURES) OR BOTH (FOR COMBINATION STRUCTURES) d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOAD e. ALL APPROPRIATE DETAILS f. OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. Page 2 of 59 GENERAL NOTES: (CONTINUED FROM SHEET NO. 1) 5. CONCRETE MIX: Fc=2500, 3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE, MODERATE, AND SEVERE CONDITIONS AS SHOWN IN FIGURE 1904.2.2 OF THE 2006 IBC. PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE POST LOAD IS 750# OR LESS. CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES THICK AND NO CRACKS WITHIN 2'-6" OF POSTS. POSTS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OR EXPANSION JOINT OF A SLAB. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL. ALLOWABLE FOUNDATION PRESSURE IS 1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FT AND IS DOUBLED PER IBC SECTION 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. UNITS -IN SNOW/LIVE LOAD AREA OF 25 PSF-OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM FOOTING DEPTH IS THE LOCAL FROST DEPTH. 7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF MOTOR VEHICLES. CARPORTS MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT. 8. FREESTANDING STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER. 9. ALL STEEL SHALL BE GALVANIZED ASTM A-653 G90, A123 G45 OR A153 B-3, PAINTED ASTM A755 OR USE AN APPROVED COATING COMPLYING WITH IBC SECTION 2203.2. 10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 3004H2x ALUMINUM MAY BE SUBSTITUTED FOR 3004H3x. 11. STEEL FASTENERS SHALL BE EITHER STAINLESS (3000 SERIES), GALVANIZED OR DOUBLE CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED GLAVANIZED, MECHANICALLY GALVANIZED, ZINC ELECTROPLATED, ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE ANCHOR BOLTS ARE SPECIFED IN THE DETAILS. 12..EMBEDDED POST SURFACES SHALL BE CLEAN AND FREE FROM OILY SURFACES. 13. HEADER SPLICES SHALL NOT BE LOCATED NEARER TO THE END OF THE STRUCTURE THAN THE FIRST INTERIOR POST. (EXCEPT FOR FULL STRENGTH SPLICES) FULL STRENGTH SPLICES (DETAILS O, U, AND X) MAY BE LOCATED ANYWHERE.. 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC ESR 1730, 1976 , 2196 OR EQUIVALENT. 15. ATTACHED STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDITIONAL ENGINEERING ANALYIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY. 16. ALUMINUM SOLID ROOF PANELS ARE CLASS B FIRE RATED AS INDICATED BY THE EXCEPTION IN IBC SECTION 1505.3. 17. STRUCTURES MAY BE ATTACHED TO EAVE OVERHANGS PER SCHEDULE. ICC ESR 1398 6/1/2010 18. WHERE ALUMINUM ALLOY PARTS ARE IN CONTACT WITH DISSIMILAR METALS (OTHER THAN STAINLESS, ALUMINIZED OR GALVANIZED STEEL) OR ABSORBENT BUILDING MATERIALS, LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FAYING SURFACES SHALL BE PAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I -A SECTION 6.6.1 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK, THE MAXIMUM DEAD LOAD + LIVE LOAD FROM THE PATIO COVER IS 750 LBS AND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB. THE MAXIMUM CONNECTION UPLIFT LOAD IS 800 LBS FOR 90MPH EXP C WIND SPEED. CONNECTIONS ARE FOR MAXIMUM PATIO ROOF HEIGHTS.OF 12 FT FROM GRADE. THE EXISTING DECK STRUCTURE MUST BE ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS. THE STRUCTURAL ADEQUACY OF THE DECK TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL L13, L14, N12, N13, AL OR AM. CONSTRUCTION OUTSIDE OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING.. 20. All structures must comply with one of the following: a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design Category (SDC) A -F up to the maximum Ss noted in General Note #3. b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception #1 do not require additional seismic analysis. c. Structures not complying with (a), or (b) require additional engineering seismic analysis. 21. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS REPORT. 22. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL SPECIFICATIONS MUST BE,BASED ON LONGEST ACTUAL SPAN. GENERAL NOTES FOR LATTICE STRUCTURES: (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SCO2-2006 AND LT01-2006 THRU LT03-2006.) 1. SEE GENERAL NOTES, SHEET 1, SECTION 4 FOR LIVE AND SNOW LOADS. 2. OPEN LATTICE STRUCTURES SHALL NOT BE ENCLOSED. 3. SINGLE SPAN LATTICE STRUCTURES THAT USE DETAILS L13, L14 OR L25 MUST COMPLY WITH TABLE L1 AND L2 ON SHEET M5. Page 3 of 59 3'X8' ALUM HEADER 3'X8' STEEL C DOUBLE ALUM HEADER DOUBLE STEEL C BEAM LATTICE OVERHANG 36' MAX 24' MAX FOR 30 PSF SNOW LOAD OR HIGHER -969?` �1P 3,5' CONCRETE SLAB REO'D W/ CONSTRAINED di FOOTINGS SING�SPAA�ACHEDA�ACHED LAITICE J]ZIJU� RE RT �R PROVIDE 1 1 DRAIN ❑'HANG _:11 li l i ,V MAXIMUM RAFTER OVERHANG OJF IS 25X OF CLEARSPAN LATTICE OVERHANG 36' MAX � 24' MAX FOR 30 PSF SNOW LOAD OR POST HT HIGHER 3"x 8'x 12 or 16 GA. STE FOR`4 BEAM BEAM WRAP DETAIL, DETAIL 'L18'. SINGLE �SP.AN ATT,AEHED 3.5' CONCRETE SLAB REO'D �I �PATIO�COVERS DO'•NOT W/ CONSTRAINED FOOTINGS REQUIRE..FpOTINGS yfi,* ."^»u SEE SCHEDULE FOR SIZE DETAIL L29 ONLY MULTISPAN UNITS REFER TO GENERAL NOTE 22. r p 2'x6.625', 3'x8' OR 3'x3' ALUM RAFTERS HEADER MAX. COVER PANEL LATTICE: OVERHANG SPACP c SEE DETAIL L3' x. 3.5' CONCRETE SLAB REO'D 3.5' CONCRETE SLAB REO'D "d W/ CONSTRAINED FOOTINGS W/ CONSTRAINED FOOTINGS SEE SCHEDULE FOR — FOOTING SIZE "d` A'd- SINGLE DING SINGLE SPAN TTACHD] cArrtlL£Votm 5RLlIC1URE LATTICErSTRUCTURE VERHANG FREESTANDING STRUCTURE ATTACHED STRUCTURE ICC ESR 1398 6/1/2010 TRIBUTARY WIDTH (TW) DIAGRAM TW Page 5 of 59 RAFTER SPAN 1R SPAN) OR MORE SPANS —1"x6.625", 3"x8' OR 3"x3' ALUM. RAFTERS jPLACE 3/8° OX 9' SEE SCHEDULE FOR SIZE DETAIL L29 ONLY OF CLEAR SPAN LATTICE CODER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS 90 MPH WIND AREAE ' 0:042"x3"x8"'Box Beam Detail L1 w -6' Double 0.042"x3"x8" Detail L12 Double TABLE 2.1AttaChad Freestanding or Attached Freestanding or Structure Multis an Units Structure Multis an Units GROUNDfj�$41%'I�SLAB' TRIG ,.w MA% . .POST MAXr MAX POST LENGTH MAX MAX POST LENGTH MAX SNOWYWIDTH 'POST REOD POST ' 'MIN FOOTER 8' I 10' I 12' POST MIN FOOTER 8- I 10' I 12' POST 1'LOAD(FT` •SPACING_rFOR SPACIN POST SIZE CONSTRAINED FOOTE SPACIN POST SIZE CONSTRAINED FOOTE SPACO (PSF) SLAB (FTj� TYPE 'd' "d' I 'd• I 'A' (FT) TYPE 'd' 'd' f 'tl' I 'G' (FT) 90 MPH EXPOSURE B 10 3 22'-8" A 13'3" A 18 24 26 27 LIVE 3.5 19-5" A 17-1' A 18 24 25 27 MAX 4 17'-0" A 11'-2" A 18 23 25 26 POST 4.5 5 5.5"'1 1'5'-1" (I -7" 117-4" A A A 194" 9S" ;rC9-1 A Ay+11., -Ah_"19.1a�1' 19 23 23 22 24 24 24 26 25 25 SPACING 6 "11'4 A� "' 86 • A 19 22 24 - 25 (FT) 6.5 19S' A 8'-1• A 19 22 23 25 8 7 91S" A 71" A 20 22 23 24 29 7.5 9.1" A 7'4" A 20 21 23 24 A 8 116" A 7'-0' A 20 21 23 24 25 6.5 8'-0" A 6'6• A 20 21 22 24 5 9 7'6' A 8'S" A 20 21 22 23 B 9.5 T-2• A 8'-2" A 20 21 22 23 26 10 6-9" A 5'-11" A 20 21 22 23 22 11 6'-2" A 5'S" A 20 20 22 23 23 12 5'6" A 5'-2" A 21 21 22 23 19 13 5'-2" A 4'-9" A 21 21 22 - 23 c2"x6.625" Detail L12 TABLE 2.1 0.042"x3"x8" Box Beam Detail 1.1 ached Freestanding or 18'-7' Attached Freestanding or icture Multis an Units 28 30 Structure Multis an Units A MAX POST LENGTHGROUND A TRIB MAX POST MAX 19'4" A MAX POST LENGTH FOOTER 8' I 10' I 12' SNOW WIDTH POST REO'C POST MIN FOOTER 8' I 10' I 12' SIZE CONSTRAINED FOOTER LOAD (FT) SPACING FOR SPACING POST SIZE CONSTRAINED FOOTE 'd" 'd" •d" 'd" (PSF) 28 ON SLAB SLAB (FT) TYPE "d" 'd" 'd^ 'd' in (in) In (in) 4 6'-0• (FT) 8'•7 8 15 In (in) in (in) 23 18-11" B 90 MPH EXPOSURE B 29 15'-1" B 21 20'-11" A 21 27 29 30 18'-7' A 20 25 27 28 30 3 8'-0" A 7'-7" A 15 22 23 24 19'4" A 21 26 26 29 17'3' A 20 25 26 28 23 3.5 6'-10' A 6-9' A 15 21 22 24 18'-0' B 22 26 28 29 16'-1" A 21 24 28 27 -24 4 6'-0• A 8'•7 8 15 21 22 23 18-11" B 22 26 27 29 15'-1" B 21 24 25 27 24 4.5 5'4" A T-8" 8 15 20 22 23 16'-0' B 22 25 27 28 14'4" B 21 24 25 26 25 5 4'-10" A 5'-2" B 15 20 21 23 15'-7 B 23 25 27 28 13'-7" B 22 23 25 26 25 5.5 4'4• A 4'1" B 15 20 21 22 14'-8' B 23 25 26 28 13'-0" B 22 23 25 26 26 6 4'1• A 4'4" B 1s 19 21 22 17-10" B 23 25 26 27 175' B 22 23 24 26 26 6.5 X-8' A 4'-0' 8 15 19 20 22 13'4" C 23 24 28 27 11'-11" 8 23 23 24 26 26 7 3'S' A 3'-9' 8 15 19 20 21 12'8 ' C 24 24 26 27 5 11'' B 23 23 24 25 26 7.5 Y - 7 A 3'6 • 8 15 19 20 21 174" C 24 24 25 27 11'-1" B 23 23 24 25 27 8 Y-0" A Y-3" 8 15 19 .20 21 11'-11" C 24 24 25 27 1018' 8 23 23 24 25N 27 8.5 2'-10' A 3'-1' 8 1s 19 20 21 11'6' C 24 24 25 28 19-5" C 23 23 24 25 27' 9 76" A 7-11" 8 15 19 20 22 11'-7' C 24 24 25 26 19-1" C 24 24 24 25 27 9.5 76" A 7-9" 8 1s 19 21 22 90 MPH EXPOSURE C 19-9" C 25 25 25 26 9-10" C 24 24 24 25 27 28 9'6" C 27 27 27 27 22 11 10'-2' C 25 25 25 26 9'-3" C 24 24 24 24 °96" C 25 25 25 25 8'-10' C 24 24 24 24 2'S" A 17 20 23 25 6'3• C 22 2 9-2" C 25 25 25 25 8'-5" C 25 25 25 25 4'-9" A 23 23 24 25 e'- 0" C 28 28 10 3 ' 22'6" A 13'-3" A 20 .26 - 28 30 20'4" A 23 29 31 32 18'-2" A 22 27 29 30 LIVE 3.5 19-5" A 17-1" A 20 26 28 29 18'•19' A 23 29 30 32 16'6' A 23 27 28 30 - 4 17'-0' A 11'-7' A 21 25 27 28 17'-7" B -24 28 30 31 15'6" A 23 26 28 29 ..b 4.5 151-11, A 194" A 21 25 27 28 16'6" B 24 28 29 " 31 14'6" A 24 26 28 29 4'-5' -5 13'-7• A ' 9'6" A 21 25 26 28 15'-7" B 25 27 29 31 /3'-11" B 24 26 27 29 t: 5.5 174" A 9-1" A 21 24 26 27 14'-9" B 25 27 29 30 13'3' B 24 25 27 28 T-7" 6 11'4" A 8'S" A 22 24 26 27 14'-1' B 26 27 28 30 178' 8 25 25 27 28 T-3" 6.5 19-61 A 8'-1" A 22 24 25 27 13'6" 8 26 27 28 30 17-1" B 25 25 26 28 T -W 7 9'S" A 7'S" A 22 24 25 26 17-11" 8 26 26 28 29 11'-7" a 25 25 26 28 7-19 7.5 9-1" A 7'4' A 22 23 25 26 12'-5" C 26 26 28 29 11'-2' 8 25 25 26 27 7-7" 8 8'1" A T-0' A 22 23 25 26 11'-11" C 27 27 27 29 19-10• 8 26 26 28 27 2'•5" . 8.5 8'-0' A 6'6" A 22 23 24 26 11'8' C 27 27 27 29 195" B . 26 26 26 27 74" 9 7'S" A 6'S" A 23 23 24 26 11'-2" C 27' 27 27 29 19-1" B 26 28 26 27 7-7' 9.5 7'-2" A 6'-2" A 23 23 24 25 70-19' C 27 27 27 28 9-10" C 26 26 26 27 10 9-9" A 5'-11' A 23 23 24 25 196" C 27 27 27 28 9'6" C 27 27 27 27 22 11 e'-7 A 5'6" A 23 23 24 25 9'-10" C 28 28 28 28 9'-0" C 27 27 27 27 22 12 5,_8 A 2'S" A 17 20 23 25 6'3• C 22 2 2 28 5.171..* C 27 27 27 27 21 13 5' 2" A 4'-9" A 23 23 24 25 e'- 0" C 28 28 28 28 8'•2" C 28 28 28 28 '.•20 3'11'-10" 17 A 8'-10" A 15 22 24 25 14'-1D' 8 18 25 26 28 13'4' 8 18 23 25 26 ,LIVE 3.5 19-2" A 7'-11' A 16 22 23 24 13'6" B 19 24 26 27 12'3' B 18 23 .24 ' 26 - 4 8'-11" A T3" A 16 21 23 24 176' C 19 24 28 27 111-5" 8 18 23 24 25 6'S" 4.5 7'-11" A 6'6• A 16 21 22 24 11'-19' C 19 24 25 26 196' C 19 22 24 25 4'-5' 5 T 1" A 6'-2" A 18 21 22 23 11'-1• C . 20 23 25 28 19-1" C '19 22 23 25 T-11• 5.5 6'S' A 5'-e" A 16 20 22 .23 10'8' C 20 23 25 26 9'S" C 19 22 23 24 T-7" 8 5'-11" A 5'4" A 18 20 21 23 9.11' C 20 23 24 26 9-1" C 20 21 23 24 T-3" 6.5 S-5" A T-0' A 17 20 21 22 95" C 20 23 24 25 8'6" C 20 21 23 24 T -W 7 5'-1" A 4'1" A 17 20 21 22 9'-0' C 21 22 24 25 93" C 20 21 22 24 7-19 7.5 4'-9" A 4'4• A 17 19 21 - 22 8'-7" C 21 22 - 24 25 T-11" C 20 21 22 24 7-7" 9 4'S" A 4'-1" A 17 18 20 22 8'3" C 21 22 23 25 1-7" C 20 21 22 23 2'•5" . 8.5 4'-2' A 3'-10' A 17 19 20 21 T-11' C 21 22 23 24 7'4' C 21 21 22 23 74" 9 3'-11" A 7-7" A 17 19 20 22 7'-8" C 21 22 23 24 T-1' C 21 21 22 23 7-7' 9.5 Y-9" A 7-5' A 17 19 -21 22 7'4" C 21 21 23 24 6'-10" C 21 21 22 23 10 3'S' A 3'3• A 17 19 21 22 T-1' C 21 21 23 24 6'-7' C 21 21 22 23 22 11 Y-7 A 7-11' A 17 20 21 22 8'6' C 22 22 22 24 6'3' C 21 21 21 23 22 12 2'-11" A 2'S" A 17 20 22 23 6'3• C 22 22 22 23 5.171..* C 21 21 22 23 21 13 76' A 2 A 17 20 22 23 5'•10" C 22 22 22 23 5' C 22 22 22 23 Double 0.042"x3"x&' Detail L12 Double 0.040"x2"x6.625" Detail L12 Attached Freestanding or Attached Freestanding or SWcture Multis an Units Structure Multis an Units MAX MAX POST LENGTH MAX MAX POST LENGTH POST MIN FOOTER S' I 10' I 12' POST MIN FOOTER 8' I 10' I 12 - SPACING POST 812E CONSTRAINED FOOTERSPACING OS SIZE CONSTRAINED FOOTER (FT) TYPE "d' "d" "d 'd• (FT) TYPE "d• •d' •d- 'd" (In In (In)(rn (in) in (in) In 13'-2' C 18 24 26 27 12'-0" C 18 24 25 27 11'-1" C 18 23 25 26 194' C 19 23 24 26 96" C 19 23 24 25 9'-1" C 19 22 24 25 8'-7' C 19 22 24 25 8'-T C 19 22 23 25 T8' C 20 22 23 24 7'1" C 20 21 23 24 T-1" C 20 21 23 24 6'-10" D 20 21 22 24 6'6• O 20 21 22 24 11'-10• C 17 23 24 25 10'-10" C 17 22 24 25 101-11, C 16 22 23 25 95' C 18 22 23 24 9 -toll C 18 21 23 24 8'4' C 19 21 23 24 T-11" C 19 21 22 24 7'-T C 19 21 22 23 T3• C 19 21 22 23 6'-11' -C 19 20 22 23 9S" C 19 20 22 23 6'S" C 20 20 21 23 6'-7 C 20 20 21 23 T-11" C 20 20 21 22 20 24 25 27 4'-5' 5 30 3 8'-0' A T-7' A 16 23 25 28 13'-7 C 20 26 28 29 11'-10" C 19 25 26 28 6'-7' 3.5 8'-10' A e'-9' A 17 23 24 28 12'-0' C 20 26 28 29 10'-10" C 20 24 26 27 5'6^ 4 6'-0' A 8'-2" 8 17 22 24 25 11.-1.. C 21 25 27 28 10'-1" C 20 24 25 27 4'-11" 4.5 5'4• A 5'S" B 17 22 24 25 10'4' . C 21 25 127 28 9'-5" C 20 24 25 27 4'-5' 5 4'-10" A 5'-7' B 17 22 23 25 91S" C 21 25 26 28 8'-19' C 21 23 25 26 T-11• 5.5 4'4' A 4'-9' B 17 21 23 24 9'-1" C 21 24 28 27 8'4' C 21 23 25 26 T-7" 6 4'-0' A 41" B 17 21 23 24 8'-7' C 22 24 26 27 T-11" C 21 23 24 26 T-3" 6.5 3'S" A 4'-0" B 17 21 22 24 B' -T C 22 24 25 27 7'-1" C 21 23 24 25 T -W 7 3'S' -A 3'8' B 17 20 22 - 23 T-9' C 22 24 25 27 7'-3" C 22 2224 7-7" 25 7-19 7.5 T-7 A 3'6" B 17 20 22 23 7'S" C 22 23 25 26 6'-11" C 22 22 24 25 7-7" 8 T-0' A 3'-3" B 17 20 22 23 T-1" C 22 23 25 26 16" C 22 22 24 25S" 2'•5" . 8.5 7-10" A T-1" B 17 21 22 23 V-10' D 23 23 24 26 6' C 22 22 23 25 74" 9 76 " A 7-11". B 17 21 22 24 e' S" D 23 23 24 26 6'-2" C 22 22 23 25 7-7' 9.5 7S' 1 A 1 7-9' t B 1 17 1 21 1 22 ' '24 6'-3" D 1 23 1 23 24 1 25 5'-11" C 1 22 22 123 24 90 MPH EXPOSURE C 40 3 6'-1" A 6'-7' B 15 23 24 25 11'-7 C 19 25 27 28 19-1' C 18 24 26 27 3.5 5'-7 A 5'6^ B - 16 22 24 . 25 f0'-7 C 19 25 •: 27 28 9'3'- C 19 24 25 26 4 4'6" A 4'-11" B 16 22 23 24 94" C 19 25 ` 20 28 8'-7" C 19 23 25 26 4.5 -0 4'• A 4'-5' B 18 21 23 24 1.,. C 20 24 26 27 8'-0" C 19 23 24 26 5 7-7• A T-11• B 16 21 22 24 I.A. C 20 24 25 27 TS" C 19 23 24 25 5.5 3'3" A T-7" B 16 20 22 23 7'-7" C 20 23 25 26 T-1" C 20 22 24 25 6 3'1" A T-3" B 18 20 22 23 T-7 C 20 23 25 28 616" C 20 22 24 25 6.5 7-9" A T -W 8 16 20 21 23' 6'-9' D 21 23 24 26 6'4' C 20 22 23 25 7 7-7" A 7-19 8 16 20 21 23 8'S^ O 21 23 24 26 B'-0" C 20 22 23 24 7.5 7-5• A 7-7" 8 16 20 22 23 e'-1" D 21 22 24 25 5'8' D 20 21 23 24. 8 7-3" A 2'•5" . B 16 20 22 23, 5'-10" D 21 22 : 24 25 5'6' D 21 21 23 24 8.5 7-1" A 74" 8 18 21 22 23 5'S" D 21 22 24 25 5'3" D 21 21 23 24 9 7-0' A 7-7' 8 18 21 22 24 5'4^ D 21 22 23 25 5'-1' D 21 21 22 24 90 MPH EXPOSURE 8 40 3 6'-1" A 6'-7 B 14 21 22 23' 11'-7 C 17 23 25 26 3.5 5'-7 A 5'6" 8 14 20 22 23 /9-7 C 17 23 24 26 4 S 4'" A 4'-1 1" 8 14 20 21 22 94" C 17 23 24 25 4.5 4'-0" A 4'S' 8 14 19 21 22 8'S" C 18 '22 24 25 5 3'-7' A 3'-11" B 14 19 20 22 9-1" C 18 22 23 25 ' `'} 5.5 3'3" A 3'-7' B 14 19 20 21 7'-7" C •18 22 23 24 6 Y-0" A T -r 14 18 20 21 T-2" ' C 18 - 21 23 24 6.5 78'A Y -W 8 14 18 19 21 6'-9' . D 16 21 22 20 '^7 I 7 7-7" A. 7.19 8 14 18 20 21 9-5" D 18 21 22 23 139 7.5 7-5' A 7-7' 8 14 18 20 21 6'-1" D 19 21 - 22 23 8 73• A 2' V 8 14 19 1 20 21 5'-10" D 19 20 22 23 1 1 8.5 7-1• A 74" B 14 19 20 21 5'S" D 19 20- 22 23 9 7-0" A 7-7 a 14 19 20 22 64" D 19 20 21 ICC ESR 1398 6/1/2010 Page 7 of 59 LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS 90 MPH WIND AREA: • 0.042"x3"x8" Box Beam Detail L7 Double 0.042"x3'k8" Detail L12 Double 0.040"x2"x6.625" Detail L12 0.042"x3"x8" Box Beam Detail Lt Double 0.042"x3"x8" Detail L12 Double 0.040"x2"x6.625" Detail L12 TABLE 2.1 Attached Freestanding or Attached Freestanding or Attached Freestanding or TABLE 2.1 Attached Freestanding or Attached Freestanding or Attached Freestanding or Structure Multispan Units Structure Mullis an Units Structure Muftis an Units Structure Multis an Units Structure Mullis an Units Structure Multis an Units GROUND TRIG I MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH GROUND TRIB MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH POST REO'D POST MIN FOOTER 8' ' 10 I 12' POST MIN FOOTER 8' ' 10' I 12' POST MIN FOOTER 8' I 10' I 12' SNOW WIDTH POST REO POST MIN FOOTER 8' I 10' I 12' POST MIN FOOTER 6 I 10' I 12' POST MIN FOOTER B' I 10' I 12' LOAD (FT) SPACING FOR SPACING POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTER SPACING POS SIZE CONSTRAINED FOOTE LOAD (Fr) SPACING fOR SPACIN POS SIZE CONSTRAINED FOOTE SPACIN POST 512E CONSTRAINED FOOTE SPACWG OS SIZE CONSTRAINED FOOTER (PSF) ON SLAB SLAB (FT) TYPE -Cr •d" "d' 'd" (FT) TYPE 'S "d" "d' •d• (FT) TYPE 'd• 'd 'd' 'd' (PSF) ON SLAB SLAB (FT) TYPE -Cr •d• "d' •C IFT) TYPE 'd' 'd• •C •d' (FT) TYP •d• •d- Nr "d" (FT (b N N lin In in in M in in (in in (FT) in (in) in (in in) in In in (in in 90 MPH EXPOSURE C 90 MPH EXPOSURE B 20 3 111-10" A 8'-10" A 17 24 28 27 14'-10" 8 21 27 29 30 131-4" B 20 25 27 28 60 3 4'-1' A 4'S•• B 12 19 21 22 8'-9• C 15 22 24 25 8'-0" C 15 21 22 24 LIVE 3.5 10-7' A T-11" A 18 24 25 27 13'S' B 21 27 28 30 17-3' B 20 25 27 28 3.5 3'4" A TACT 8 12 19 20 21 T -IP C 16 22 23 24 T4' C 15 21 22 23 4 8'-11" A 7•J•• A 18 23 25 28 17-8" C 22 26 28 29 1 VS" B 21 25 26 28 4 3'-0" A 3'4" B 12 18 20 21 T -2"C 16 21 23 24 6'-0"C 18 20 22 23 4.5 T-11" A 6S" A 18 23 24 28 11•-10' C 22 28 27 29 10S' C 21 24 26 27 4.5 7S" A 7-11" 8 12 18 19 21 6'-7" D 16 21 22 24 6J• C 16 20 21 23 5 7••/" A V -Y A 18 22 24 25 11'-1" C 22 25 27 28 10-1" C 21 24 25 27 5 75' A 2'S" B 12 16 19 20 6-2' D 16 21 22 23 T-10' D 16 20 21 22 5.5 61S• A 6-0" A 18 22 24 25 10'S" C 22 25 27 28 91S• C 22 24 25 27 5.5 7-2" A 75• B 12 18 19 20 51-0" O 16 20 22 23 5'-5• D 16 19 21 22 6 5'•11" A 64• A 19 22 23 25 9'41" C 23 25 26 28 0.1" C 22 23 25 26 6 7-0" A 7-2" B 12 18 19 20 14" D 16 20 21 23 5'-1" D 18 19 21 22 6.5 51S" A 6-0" A 19 22 23 24 0-5• C 23 25 26 28 81S1 C 22 23 25 26 6.5 1140" A 7.0" B 12 16 19 21 5'-0" D 17 20 21 22 4'-10' D 16 19 20 22 7 51•1" A 4'S" A 19 21 23 24 9•-0" C 23 24 26 27 8'J' C 23 23 25 26 7 V-9" A 1'-11' B 12 18 20 21 4'-9" D 17 20 21 22 4'-7" 0 18 19 20 21 7.5 4'1• A 4'4" A 19 21 23 24 V-7' C 23 24 26 27 T-11' C 23 23 24 26 7.5 t'•T A 1'-0' B 12 18 20 21 4'S` D 17 18 21 22 4'4• D 17 19 20 21 8 4•1" A 4'•1" A 19 21 22 24 8'J" C 24 24 25' 27 7'-T C 23 23 24 25 8 1'S• A 1'S' B 12 19 20 21 4'-3' D 17 19 21 22 4'-2' O 17 19 20 21 .8.5 4'-2' A T-10" A 18 21 22 23 „ 7'-11" -C 24 24 25 27 T4' C.. 23 23. 24.. 25 8.5 _ ..115'.. . A - 1'-T 8 12 18, 20 21 4'-0" D •.17. 19 20 ... 22 4'4' D.. 17 18 .. 20 - 21 9 3'-11" A T-7" A 19 2122 24 TS" C 24 24 25 26 T-1' C 23 23 24 25 90 MPH EXPOSURE C S 9.5 Y-9" A 3'• A 19 21 22 24 7'4" C 24 24 25 26 6-10" C 23 23 24 25 10 X.6" A 3'3" A 19 21 23 24 71•1" C 24 24 25 26 6'-7" C 24 24 24 25 11 3'-Y A 7-11" A 18 22 23 24 V-6" C 24 24 24 20 6'J" C 24 24 24 25 90 MPH EXPOSURE B 25 3 0-7" A 8•S" A 15 22 24. 25 14'-0" C - 18 25 28 28 1X-0" C 18 23 25 28 3.5 8'-Y A 7'S" A 16 22 23 24 13'4" C 19 24 26 27 11'-11• C 18 23 24 26 4 T-7' A T-0" A 16 21 23 24 17-4' C 19 24 25 27 IVA" C 18 22 24 25 4.5 6'4' A 65" B 16 21 22 23 111-6" C 19 24 25 26 105" C 19 22 24 25 5 5'-0" A 5'-11" 8 19 21 22 23 10-9" C 20 - 23 25 26 0-10' C 19 22 23 25 5.5 T-2• A V-6" B 16 20 22 23 10'-Y C 20 23 24 26 9'J' C 19 22 23 24 ' 6 4'-0" A - 6-Y B 16 20 21 23 9'-0" C 20 23 24 25 8'40' C 19 21 23 24 { 6.5 4'1" A 4'1• B 16 20 21 22 0.2' C 20 22 24 25 8'S" C - 20 21 23 24 7 4'-1" A 4'S' B 16 19 21 22 8'S" C 20 22 24 25 6-0• C 20 21 22 24 7.5 YAW A 4--2• B 18 19 21 22 8.4" C 21 22 23 25 7•S" C 20 21 22 23 B T-7" A T-111' B 16 19 20, 22 8•-0" C 21 22 23 24 T5• C 20 21 22 23 8.5 3.4" A 3•S" B 16 19 20 21 TS• C 21 22 23 24 T -Y C 20 20 22 23 ' 9 3'-Y A 3'S" B 18 19 20 22 T-5" C 21 21 23 24 61.11" C 20 20 22 23 9.5 3'-0• A Y-3- B 18 19 21 22 - T-1" C 21 21 23 24 6'S" C 21 21 22 23 60 3 4'-1• A 4'S' B 14 21 23 24 8'•9' C 17 24 28 Z7 8'-0' C 17 23 24 28 3.5 3'S' A 3'-10' B 14 21 22 23 T-11' C 18 24 25 27 T4' C 17 22 24 25 4 3'-0' A 3'4" B 14 20 22 23 7'-Y C 18 23 25 28 6'-0' C 17 22 24 25 4.5 7S' A 7-71" B 14 20 21 22 6'-7" D 18 23 24 28 8'J' C 18 22 23 25 5 75' A 2'S" 8 14 19 21 22 6'-2" D 18 22 24 25 5'•10' D 18 21 23 24 5.5 7-Y A 75• 8 14 19 21 22 5'-9" D 18 22 24 25 5'S' D 18 21 23 24 6 7-0" A - 7-2" B 14 19 21 22 5'4' ' D 19 22 23 25 5',1" D 18 21 22 24 6.5 1'-10" A 7-0" B 14 20 21 22 5'•0" D 19 22 23 24 4•-10" D 18 21 22 24 7 1•-0" A V-11" 8 14 20 21 23 4'-9' D 18 21 23 24 4•-7' 1 D 1 19 1 21 1. '22 1 27 L,OVEWj TABLE2.2 TRIBUTARYWIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES OF SINGLE'SPAN STUCTURES FT 1�10 11' 17 13' 14' 15• 16' 1T 16 10 20 21' 22' 7.6 e' 8.51 w 9.5' 10' 10.6 11' 8' 8.5' 0 9.6 10 10.5' 11' 11.5' p 8.5 91 9.5' 10' 10.5' 11' 11.5' 17f 9' 9.5' 10' 10.5' 1/' 11.5• 17 12.6 `p5C` p� PU < 9.5' 10 10.5' 11• 11.5' 12' 12.5' IV t 90 MPH EXPOSURE C 6 25 3 9-7- A 81S• A 17 .24 28 27 141-1 C 20 27 29 - 30 13'-0• C 20 25 27 28 _ - _ _ _ - - - 1 A u° ©1 w 3.5 8'-2' A Ta• A 17 24 25 26 13.4" C 21 26 28 30 11•-11" C 20 25 26 28 TABLE 2.3 �POst Requirements TABLE 2.4 Post Requirements Tor 4 7•-Y A T-0" A 18 23 25 26 174- C 21 26 28 29 11'-i" C . 21 24 26 27 - for Attached Structures Freestanding SWctures ;C 4.5 6'4" A 65" B 18 23 24 26 11.5•• C 22 26 27 29 1015" C 2124 26 27 Post Description Max POST I Post Description ` Maximum Max POST Ftja 1 5 5'-9" A 51-171• a 18 22 24 25 10-0" C 22 25 27 28 TAU" C 21 24 25 27 i 1.Hgt Footing Height I 5.5 V-2• A V-6' B 18 22 24 25 10'-Y C 22 25 27 28 9'J' C 22 24 25 26 Twin 0.062"x1.5"XL6' Scroll 9- A 0.041"x3"X3" Steel Clover d = 23" 12' 1 D -.6'...41'(Q? e 4•-0'• A 5'-7' a 18 22 23 25 9•-8•• C 23 25 26 28 61-10• C 22 23 25 26 0.042" x3'k8" Aluminum Post- -11'• - 6.:. 0.041"x3"x3" Steel Clover d = 23" 8' E 6.5 4'-5" A 4' -V B 18 21 23 24 9'-2* C 23 24 26 27 8.5• C 22 23 25 26 it 0.024"Post With 'Side fates 12'- B _ 3/16"x3'k3" Steel S uare d = 32" 15' F June 24, 2010 7 4'-1" A 4'S" B 18 21 23 24 6'-0" C 23 24 26 27 6-0• C 22 23 24 26 Clover'0:03TxTIAT' Alum' 11' B 3/16" 4'k4" Steel Square d = 38" 18' G 7.5 T -t0' A 4'-Y a 18 21 22 24 6.4' C 23 24 26 . 27 T5" c 22 23 24 2e Clover 0.04U"x3'k3" Alum 12' B 5/16"x4"X4" Steel Square d = 42" 6 T -T' A 3'•11" B 18 21 22 23 8'-0'• C 23 24 25 27 TS• C 23 23 24 25 Colonial 0.062" Extruded 12' C 8.5 - 3'4' A 7-8" B 18 21 22 23 TS" C .23 24 25 26 T-2'- C 23 23 24 25 0.041"X3"X3" Steel Clover 12' D 9 3'-71 A 3.5" B 18 21 22 24 TS" C 24 24' 25 26 8.41" C 23 23 24 25 0.041"x3'k3" Steel Clover8'. E 9.5 3'0" A Y-3' .8 18 21 22 24 T S" -1• C 24 24 25 20 6' C 23 23 24 25 311E'x3"x3" Steel Square 15' F 10 7-10' '; A ' 3'-1" B 18 21 23 24 6'-t0' O 24 24 2s 26 6'S" C 23 23 23 25 3/16'k4"%4".Steel square I 18' IG GENERAL INSTRUCTIONS FOR THESE TABLES 5/16"x4"X4"Steel Square 1191 H ,4'- 4.5' V 5.5' 6' 6.5' T t4 ,.5'5.5' 8' 8.5' T 7.5' s ss s' 6.5' T 7.5' 8- 5.6 V. 6.5'- T 7.5' e' 8.6 6' 6.5' T 7.5' 8' 8.5' 0 e.5' T 7.5' 8' 8.5' 0 9.5' 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 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 USE 20PSF MIN) 4. CHOOSE A RAFTER FROM TABLES 1.1 TO 1.8 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. .5. DETERMINE TRIBUTARY WIDTH FROM TABLE 2.2 OR CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 6. CHOOSE'A HEADER FROM TABLE 2.1 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN. 6. FUK JIINLiLt JYAN A I I AUHtU UNI 1 UJt I hit VUJ I bMUVVN - UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amerimax Building Products FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 6208 Tennyson Parkway 9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 Plano, Texas 76024 10. USE THE APPROPRIATE DETAILS 11. ALL LATTICE NOT USING DETAIL L29 MUST COMPLY WITH TABLES L1 AND L2 ON SHEET M6 Carl Putnam, P. E. FOR PATIO SLABS FOLLOW 1.6 FROM ABOVE THEN 3441 Ivylink Place SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.1 Lynchburg, VA 24603 SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carlDutnam0comcast.nel SLAB 9. FOLLOW 9-11 FROM ABOVE SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES ICC ESR 1398 6/1/2010 Page 8 of 59 00 L1 HEADER,,,;, •. ((3004'='H347 ALUM. ALLOY) FOUR #E SEE TABLE BELOW FOR SCHEDULE USED W\2' X 6 1/2"RAPIERS 21 i t=0.024', 0.032' or o 0.040' 00 LO O RAFTERi-&;gSIDEPLATES '4(3004'!H34 ALUM. ALLOY) LATTICE TUBES L3 1.5'x1:5' @7o/C 2'x2' @4' o/c 3'x3' @6' a/c DETAIL L4 .018' NRI MAX RAFTER SPACING 3X3 MAY SPAN 30' W/ SINGLE LATTICE RAFTERS ALL OTHERS MAY SPAN 36'.W/ 3105 H24 SINGLE RAFTERS ALUM ALL ALL MAY SPAN 48' W/ DOUBLE L RAFTERS 3" 0 L4 POST/RAFTER/LATTICE TUBE (3004_-H34 ALUM. ALLOY) RAFTER TO HEADER 18' CONNECTION BRACKETS 6063T6 ALUM ALLOY T=0.060' L9 BRACKET USED W/ 3'x8' AND 3'x3' RAFTERS ............ _.._............... ..................._..........._.._...... K All C Beams "On Slab" Allow able Trib VNdlh NAnd .; 4 12G Steel 3x8 No. of #8 Screws I Speed _..... I(n) :................ ........... ._.._. ;Header _......... .... _..... _:_......... ...... ......... _.......... 2 3 4 S 90 MRH 0.040 DouD1e 2x6 10' i 13' 13' } 13' ap C 0.042 0.042 x3"x8" ................. 5' F. 11' 13' .-.... ...._ �_.._.............._... 0.042 ...................... Double 3x8 ........8'._ _ .. 11' '13' 110 0.040 Double 2x6 7' 11' 13' 13' B1pG' _......__ 0.042 _.__. 0.042"xWx8" _.,_._.-_._ 3' 5' T 9 (DETAIL L7) 0.042 Double 3x8 T 1t' 13' IT .. , - No. of #14 Screws 12OMFH 0.040 Double 2x6 8' 12' s IT IT ........__.�...... ExpC .............. 0.042 ...._............................ 0.042"x3"x8'' ................J._.._...... ....:..... _._._...F......__..... 4' 6' 8' 11' ' 0.042 Oouble3x8- -8'- 17 13'- 13' L13 �0-0 O O -3' x 3'. METAL POST - DETAIL L25 EIGHT ®14 SMS ' EMBEDMENT W/ 12510, ONE )E OF POST. USE TWO #14 SMS WHEN .ATTACHING TO STEEL C BEAMS. 120 MPH REQUIRES THREE #14 SCREWS FOR TRIB WIDTHS OVER 11' ONE #8 SMS EACH RAFTER/LATTICE INTER L6 LATTICE TO RAFTER CONN. LATTICE -ALUM. RAFTER 1/4' LAG SCREW All C Beams "On Slab" W/ 2.25' EMBED INTO WOOD LEM- 2 X DEPTH WOOD STUD SEE TABLE 4 12G Steel 3x8 7.5 COLUMN ANC4 - 8 FOR QUANTITY SIDE ALUM. EXISTING RAFTER STRUCTURE RAFTER HANGER 2- X10 X 1'SCR (DETAIL L7) EACH SIDE QALTERNATE RAFTER TO WALL CONN. ._. . STUD 3' x 3' METAL POST EIGHT p14 SMS TVO 3/8' A-307 BOLTS WITH L14L5'0 WASHERS UNDER BOTH HEA AND NUT. ONE ON EACH SIDE OF O O POST. 1 1' min GLAS FIR DECKING IS DOUGLAS�FIR LUMBER FLOOR UTILITY GRADE OR BTR -MIST OR HEADER ATTACHED STRUCTURE TO ATTACHED STRUCTURE POST POST AND DECKING TO DECK FLOOR JOIST SEE GENERAL NOTE #19 AND LATTICE NOTE #3 UNITS MUST COMPY WITH TABLES L1 AND L2 ON SHEET M5 ICC ESR 1398 6/1/2010 MAX WIND SPEED IS 90 mph EXPOSURE C 3/8' LAG SCREWS (2.5. OF PENETRATION INTO WALL STUD) e 3' X 8' ALUM 1.5' rein RAFTER BRACKET 1 (� 3.00 0.72 �1.57-�0.72 -i 0.93 0�.72 --I93 156 3.00 0.28 1 0.37 0.72 t = 0.030' ALUM = 0.040' ALUM = 0.041' STEEL L11 3" ALTERNATE POST (3105 H25 ALUM. ALLOY OR. A-653 . Fy=40 KSI STEEL) .. II I __- 3' X 8' ALUM HEADER L15 POST ALTERNATIVE FOR SLAB ATTACHMENT ONLY J min \- SELF -DRILLING SCREW MAXIMUM WIND CONDITION IS 105 MPH EXPOSURE C Page 15 of 59 June 24. 2010 Engineer's Stamp SEE TABLE 7.6 FOR REQUIRED FASTENERS 1' lYP TWO #8 SMS EACH SIDE 11/2' FOR 2 X RAFTERS 2 3/4' FOR 3 X RIdIERS L= 1.92' FOR 2' X 6 1/2' RAFTERS L= 2.92' FOR 3' X 8' RAFTERS p. (6063-T5 ALUM. ALLOY, 't'= 0.0781 L7, RAFTER HANGER 1/4' BOLTS ASTM A307 SEE BELOW FOR QUANTITY POST DOUBLE OR SINGLE 3'X8' STEEL C BEAM. BOLT LAYOUT FOR SPLICED AND NON -SPLICE 0 ATTACHMENT L8 Req'd Beam # of .................._............ ...................__......... _..............._.... .................... ......... Type .114" bolt All C Beams "On Slab" 4 16G Steel 3x8 4 12G Steel 3x8 8 Double 12G Steel 3x8 . 8 00 r .10 5' 0 0 0:04O'x2'x6:625' DOUBLE HEADER 0.041'x3'x3' STEEL POST 2' EIGHT #14 SMS 0.042'x3'x8' 0 6' DOUBLE HEADER O O 0.041'x3'x3' STEEL POST ' Amel`lm` 5208 TENNYSON PARKWAY -- BUILDING YNODUC9'S, INT. SUITE 100 PLANO, TEXAS 75024 NTS I For 1-2006 rciol Lattice Structures ALTERNATE 3' SQ P❑STO 3/8' BOLTS W/ 1' DIA. CONNECTOR BRACKET L16 x 3/32' THK. STL. WASHER (6063T6 ALUM) 5.5" TO SEE8TAB EE 'C' BEAM MN 'N' IF DETAIL L29 IS NOT USED ATTACH SIDEF❑R QUANTITY PLATES AS PER DETAIL 1.575' 2.843" FOR #14 SELF DRILLING L26 SCREWS SEE TABLE 7.4 r1� rfi COLUMN '❑'. 0.094 0.750" 2.25" 1 0.750" .094—I 3/8' BOLTS SEE TABLE 7.3 COLUMN 'H' FOR QUANTITY OR #14 SELF DRILLING SCREWS 0,041x3'x3' STEEL POST SEE TABLE 7,3 COLUMN 'G' /1 FOR QUANTITY DETAIL 3" X 8" — 1 FOR ATTACHED STRUCTURES POST TO WRAPPED 3" X 8" X 12 or 16 GA. 'C' BEAM HEADER CONNECTIONS 3" X 8" BOX BEAM WRAP 1x8' 12 (t=0.105') OR 5 GAUGE (t=0.059') TEEL C BEAM y= 50 KSI OL18•3" X 8" X 12, 16 GA. STL. 'C' BEAM WRAP W/ 3" X 8" ALUM. BOX BEAM 3" OR 4" 1 3" or 4" or 0 3' OR 4' ASTM A500 GRADE A STEEL POST SEE GENERAL NOTE #9 FOR C❑RROSI❑N PROTECTION ICC ESR 1398 6/1/2010 L19 HEADER SPLICE DETAIL 2- 014 SI EACH SIDE 3' x 8' HEADI 2- 2' X 6 1-/2* SIDEPLATES ONE EACH SIE OF COLUMN — L SEE TABLE 7.6 FOR MAXIMUM FM FASTENER OVERHANG SEE BILE SCHEDULE O RIGHT ALTERNATE EAVE ATTACHMENT v HEADER SPLICE MUST BE CFMEREO ON POST 0 0 :j 0 o POST " Seal with permanently ft6xlble & waterproof sealant 2' x 6' Ledger Board (optional for lattice patio cover If LAG SCREWS use 1'0 washers 2' x 4' Stud to attach rafter brackets 1.00'min. 1/4' Lag Screw 1 3.5'MIN I I I I r ASTLATTICE COVER PER L7 Completely Seal with permanently flexible & waterproof sealant 2.5' MIN PENETRATION J 1.00'min. STUCCO ATTACHMENT DETAIL INTO WOOD FRAMING L22 YVITH LEDGER BOARD Synthetic Stucco or other non-structural covering (1' max. thick) Sheathing SEE ALLOWABLE DISTANCE TO FIRST RDW OF POSTS IN TABLE 7.7 Page 16 of 59 LlvelSnow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" 1.25" min S12E - EAVE OVERHANG Three 1%"O X5" 6" 12' 18" 24•' 30" RAFTER LAG SCREWS 21'-0' DETAIL "A" 2x DF WORD FASCIA 2"x WOOD FRAMING S'XO DETAIL L 1 7 ��GER! DOUGLAS FIR -LARCH OR 2- 2' X 6 1-/2* SIDEPLATES ONE EACH SIE OF COLUMN — L SEE TABLE 7.6 FOR MAXIMUM FM FASTENER OVERHANG SEE BILE SCHEDULE O RIGHT ALTERNATE EAVE ATTACHMENT v HEADER SPLICE MUST BE CFMEREO ON POST 0 0 :j 0 o POST " Seal with permanently ft6xlble & waterproof sealant 2' x 6' Ledger Board (optional for lattice patio cover If LAG SCREWS use 1'0 washers 2' x 4' Stud to attach rafter brackets 1.00'min. 1/4' Lag Screw 1 3.5'MIN I I I I r ASTLATTICE COVER PER L7 Completely Seal with permanently flexible & waterproof sealant 2.5' MIN PENETRATION J 1.00'min. STUCCO ATTACHMENT DETAIL INTO WOOD FRAMING L22 YVITH LEDGER BOARD Synthetic Stucco or other non-structural covering (1' max. thick) Sheathing SEE ALLOWABLE DISTANCE TO FIRST RDW OF POSTS IN TABLE 7.7 Page 16 of 59 LlvelSnow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" Solid Corel Wind S12E - EAVE OVERHANG (24" OIC) 6" 12' 18" 24•' 30" 10 psi 2x4 21'-0' 20'•91 12-0' T-2' 3'-9" 2xs ...............1..................................... r•6 2rfi• 21,-6 . 2116 ..... ....... 1-•r Lattice= 108 Exp C 2x8 21'-0' 21'-0' 21'-0' 211•0' 21'•6 _.1....................................................................................................__........ 19'•1' 11'-6' T-2' 3'-9' 2x6 21'-0' 21'fi' 21'fi 21=0' 16'7' Lattice=110 Exp C 2x8 - 21'-0' 21'-0' 21'-0' 21'-0' 21'-w 20 psi 2x4 141-0- 10'-4' 6'-0- 3'-7' V-10• 2x8 14-0 14 0 14 -0' 11.11 8-T Lattice i70 Exp C 2x8 1d-0' 14 0 '1'4-T 1d-0' 14%0" 25 psi 2x4 18.4 11 4 6767..?L9,V-11, _. 15.4• 15 4' 15-4- 13'-0 9-3' ..........................2x6 zx8 i5' -d• t5' -a• t5'-4• 15••4- 1ts•-a• 30 psi 2x4 12'-10- 9'-3' 5'•1" 7-9' a-0" 2xs1.-10...'?:-.���.... 10.•5. •3_ –1.3- ... ... .._ .............................. ...........................y......... 2x6 17-10' 12-10" ....1:-10' .............. 1.-10' ................... 12.10' .. ............. ............ 40 pst 2xd 9'-7" 6-0" Zx6 7-7- 9'-P• g_7• T_3• a•_8' 2x8_. 9'4" .., 9'-?' � �9'-1' • _ 91-7- 9'-" 60 pet 2x.4 W-6• a' -o• 6.0' 7-0• o'•G- 2x8 5.5' 6'-5-4'_t' 2-2" ........... .........._............................................_..._......_...................._. ..... _............ . S5' 14 SMS 3" X 8" BOX BEAM HEADER —ALUM. "H" -ALUM. 0,041"x3"x3" STEEL POST 3'' • V L23 ALUMINUM "H" BRACKET FOR June 24, 2010 Engineer's Stamp CONNECTING POST TO HEADER (6063T5 ALUM ALLOY) THIS DETAIL MAY ONLY BE USED WITH DETAIL L29 AmeAmax 5208 TENNYSON PARKWAY �7 10 BUILDING PRODUCfS. INC. PLANO SUITE TEXAS 75024 BEJ/CP NTS Comeonent Parts & Connection Details For Patio & Commercial Lattice Structun LT02-2006 2 of 3 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURES ' Table7.3: Required Number of Fasteners for Shearing Loads Table 7.4: Required Number of FF Aluminum Material Gage (in) Steel Gage (in) Aluminum Gage (in) 0.024 0.024 0.032.0.036 0.040 0.040 0.060 0.060 0.041 0.041 0.036 0.06 0.060 0. Trib Width (n) Allowable Width for Attached Two Post Stiructures on Slab Live or Ground Snow Load A 10 psf 20 psi 4 32,-1" 16'-11" 4.5 29-6" 15'-1" 5 25'-8" 13'-&' 5.5 23'-4" .12-1" 6 21.5• 11'-3" 6.5 19-9" 10'-5" 7 164" n/a 7.5 17"-1" n/a 6 16'-0" n/a 8.5 15'-1" n/a 9 14'-3" n/a Table 7.1 10 psf Slab 90B 722 :-•.4• - 2 2 3 3 .2 .2 ..*':1'-s 2 1<'• 24 800 5 2 2 3 3 2 2 1 2 1 r 10 psf Slab 90C 886 - 5 3 2 4 3 2 2 . 1 2 1 POST TYPE. POST DESCRIPTIONS DETAIL A B C D E F G H I J Footer Design L24, N16, BK #14 3(8"8 3/8"B #14 #14 3/8" B #14 3/8" B #14 3/8' B C Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT F d (in) (Ibs) 189 424 566 283 315 709 462 1394 507 1691 3 12 100 1 1 1 1 1 1 1 1 1 1 2 13 127 1 1 1 1 1 1 1 1 1 1 5 14 159 1 1 1 1 1 1 1 1 1 1 7 15 195 2 1 1 1 1 1 1 1 1 1 4 16 237 2 1 1 1 1 1 1 1 1 1 5 17 284 2 1 1 2 1 1 1 1 1 1 'n/a 18 338 2 1 1 2 2 1 1 1 1 1 2481 19 397 3 1 1 2 2 1 1 1 1 1 20 psf Slab 90C 20 463 3 .2 1 2 2 1 2 1 1 1 2 21 - 536 3 2 1 2 2 1 2 1 2 1 2 22 616 4 2 2 3 2 1 2 1 2 1 7 23 704 4 2 2 3 3 1 2 1 2 1 Table 7.1 10 psf Slab 90B 722 :-•.4• - 2 2 3 3 .2 .2 ..*':1'-s 2 1<'• 24 800 5 2 2 3 3 2 2 1 2 1 r 10 psf Slab 90C 886 - 5 3 2 4 3 2 2 . 1 2 1 POST TYPE. POST DESCRIPTIONS DETAIL MAX POST HGHT A Twin 0.032"x1.5"x1.5" AC, AA 8' A Twin 0.062"x1.5"x1.5" AC, AF 12' A 0.024"Post with Si depletes L24, N16, BK 12' B Clover 0.032"x3"x3" Alum- L11, N11, AH 10' B Clover 0.040"x3"x3" Alum L11, N11. AH 12' C Colonial 0.062" Extruded AE 12' D 0.041"x3"x3" Steel Clover L71, Nll, AH 12' E . 0.041"0"x3" Steel Clover L11, N11, AH 12' F 3/16"x3"x3" Steel Square L21, N17, AG is G 3/16"x4"x4" SteeI Square L21, N17, AG 18' H 5/l6"x4"x4" Steel Square L21. N17, AG 18' Table 7.2 25. 904 5 3 2 4 3 2 2 1 2 1 41 3988 26 1017 6 3 2 4 4 2 3 1 3 1 n/a 8 27 1139 7 3 3 5 4 2 3 1 3 1 7 28 1270 7 3 3 5 5 2 3 1 3 1 4 29 1411 8 4 3 5 5 2 4 2 3 1 4 30 - 1563 9 4 3 6 5 3 4 2 4 1 1' 31 1724 Na 5 4 7 6 3 4 2 4 2 We 32 1896 nta 5 4 7 7 3 5 2 4 2 n/a n/a 33 2080 n/a 5 4 8 7 3 5 2 5 2 Na 34 2275. 'n/a 6 5 9 8 4 5 2 5 2 We 35 2481 n1a 6 5 9 8 4 6 2 5 2 2 36 2700 n/a 7 5 n/a 9 4 6 2 6 2 2 37 2931 "n/a 7 6 n/a Na' 5 7 3 6 2 9 38 31.75, n/a 8 6 n/a n/a 5 7 3 7 2 2700 39 3433 Na 9 7 Na . n/a 5 8 3. 7 3 - Table 7.2 M 40 3704 n/a 9 7 n/a n/a 6 9- 3 8 3 SMS BOLT 41 3988 Na n/a 8 n/a . Na 6 9 3 8 - 3 d (in) 1 42 4288 n/a n/a 8 n/a n/a 7 n/a 4 - 9 3 11; 13 43 4601 'n/a n/a 9 n/a n/a 7 n/a 4 n/a 3 1 195 44 4930 n/a n/a - 9 n/a n/a 7 We 4 n/a 3 ' 1 2 45 5273 '% n/a n/a n1a n/a n/a 8 n/a 4 n/a 4 1 1 46 5633 n1a n/a n/a We n/a 8 n/a 5 We 4 • 1' 47 -6008 n/a n/a 'Na n/a n/a 9 n/a 5 n/a 4 22 6 48 6400 We n/a -- -n1a n/a n/a We n/a 5 n/a. 4 722 Slab, 7 496808. n1a _ We -- n/a n/a n/a n/a n/a 5 n/a 5 886 Slab 50. . 7234 • n/a n/a n1a. ` n/a n/a • n/a Na 6 n/a - 5 _ Fastener Terminology, 26 9. 2 1 5 1139' 27 We #14 SMS = #14 sheet metal or SDS screw, 12" minimum length 5 1270 28 TABLE 7.5:V 2 3/8" B = 3/8" Diameter Bolt 6 - 29 n/a 2 ANC 1. 7 3/8" B BOLT 554 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 3 3 3 3 4 4 4 5 5 5 6 6 7 7 8 8 9 9 n/a n/a n/a n/a n/a n/a Loads L M N O O/C O/C #14 3/8" B 3/8" B #14 Design Footei SMS BOLT BOLT SMS Uplift Size 128 985 1296 255 (Ibs) d (in) 1 1 1 1 100 12 1 1 1 1 127 13 2 1 1 1 159 14 2 1 1 1 195 15 2 1 1 1 237 16 3 1 1 2 284 W 3 1 1 2 338 18 4 1 1 2 397 19 4 1 1 2 483 20 5 1' 1 3 536" 21 5 1 1 3 616 22 6 1 1 3 704 23 6 1 1 3' 722 Slab, 7 1 1 4 800 24" 7 2 1 4 886 Slab 8 2 1 4 904. 25 8 2 1 4 . 1017 26 9. 2 1 5 1139' 27 We 2 1' 5 1270 28 n/a 2 2 6 1411 29 n/a 2 2 7 1563 30. n/a 2 2 7 1724 31 n/a 3 2 8 1896 32 n/a 3 2 , 9 2080 33' . n/a 3 2 9 2275 34 n/a 3 2 n/a 2481 35 n1a -4 3 n1a 2700 36' n/a 4 3 Na 2931 37 n/a 4 3 n/a : 3175 38 We 4 3 Na.' 3433 39 n/a 5 3 n/a ' 3704 - 40 n/a 5 4 n1a., -3988 41 n/a 5 4 n/a 4288 42 n/a 6 4 Na 4601 43 n/a 6 4 n/a 4930 44 n/a 7 5 n/a 5273 45 n/a 7 5 n/a - 5633 46: n/a 7 5 n1a 6008 47 . n/a 8 5 n/a 6400 48 n/a 8 6 n/a 6808 49 n/a 9 6 n/a . 7234 50 'S FOR SOLID COVER STRUCTURES `.ANC3 -ANC ICC ESR 1398 6/1/2010 L I - NUMBER OF FASTENERS PER SCREWS 1 2 2 3 2 3 2 3 4 4 16' O/C T 1 2 2 3 2 3 2 3 3 1 Spacing between bolts and screws shall be 2.5 times the shank diameter 2 The edge distance of bolts and screws shall be 3 times the shank diameter 3 Connections shall be arranged so that the center of resistance of the connection shall coincide with the resultant line of action of the load. TABLE>7(6 WALI3ATTACHMENTS FOR.LATTICE COVERS See General Notes for specifics on fasteners - LIVE/ O/C O/C -PANE Screws' ' WIND SPEED SNOW SPACING SPACING ' SPAN Clearspan on this chart is the distance from the ' 1 (MPH) AND LOAD. CONCRETE MASONRY- (FT) Exp C wall to the first row of columns. - EXPOSURE (PSF) ANCHORS ANCHORS 18' 2 Hilti Kwik Bolt TZ 3/8" diameter and 2" embed: ICC ESR 1917 90 C 10- 20" 20" 12' 18' or other anchor w/ 550# shear vs wind and seismic loads. 14' LIVE 10' 21' 105 C 20 20" 20' 12' . 3 Masonry anchors must have a shear value of 250# for wind or seismic loads. 18' LIVE I 7' 1T 110 C 25 20" 20' 10' 14' Lag screws must have 2 1/4" of penetration into studs. 9' These lag screws must have an 1/8" lead hole. 4 18' 18' 16' 12' 30 20" 20' 10' 5 10 and 20 psf are live or snow loads, 25- 60 psf are snow loads. 8' 6' - 5' 3 15' 16' ill 40 16" 16" 14' 4 17' 16' 12' 60 16' is, I 11' ICC ESR 1398 6/1/2010 L I - NUMBER OF FASTENERS PER SCREWS 1 2 2 3 2 3 2 3 4 4 16' O/C T 1 2 2 3 2 3 2 3 3 1 Spacing between bolts and screws shall be 2.5 times the shank diameter 2 The edge distance of bolts and screws shall be 3 times the shank diameter 3 Connections shall be arranged so that the center of resistance of the connection shall coincide with the resultant line of action of the load. TABLE>7(6 WALI3ATTACHMENTS FOR.LATTICE COVERS GRND ' Wind # of ` 24" o/c SN&Y Speed Screws' ALUMINUM RAFTER SPACING LOAD and per 12" 16" 1 24" 1 30" 1 36" MAXIMUM'ALUMINUM RAFTER SPAN 23' 25' 18' 1 15' 12' (PSF)' 'Exposure 'Rafter` 10 110 mph 2 ' LIVE Exp C 3 23' 25' 21' 19' 17' 20 120 mph 2 18' 14' 10' 8' 6' LIVE Exp C 3 18' 18' 14' 11' 10' 4 18' 18' 15' 12' 10' 25 2 18' 141 9 7' 6' .3 18' 18' 14' . 11' 9' 4 18' 18' 15' 12' 10' ' 30 2 15' 11'. 8' 6' - 5' 3 17' 16' ill 9. 8 4 17' 16' 12' 10' 8' 40 .2 12' 9' 8' 5'4 3- 15' 13' 9' 7' 6' 4 15' 14' 9' 8' 6' 80 2 V 8' 4' 3' 3' 3 ill 9' 8' 5' 4' "Screws are #10 screws w/ 1:5" embedment into G=0.5 solid wood (Douglas. Fir) TABLE 7.7 STUCCO ATTACHMENT TO WALL ALLOWABLE DISTANCE TO FIRST ROW OF POSTS . 16" o/c ` 24" o/c Ground Snow Max Wind Condition 110 mph' Exposure'C Load (psf) 1 Lag,. _ 2 Lags 2'Lags 3.Lags - Live 10 ,11" 22' 22' 22' Live 20 11' _ 2Y 18' 22' . 25 11' 22' 14' 22 30 .10' 21' 14' 21' 40 9' 18' 12' 18' 60 6' 12' - 8' 12' 'Lag = 1/4" Lag Screw with 2.25" penetration into G=0.5 wood (Douglas Fir) Amerimax Building Products. 5208 Tennyson Parkway Plano, Texas 75024 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 (434)384-2514 ca rlputna mAcomcast. net M3-2006 June 24, 2010