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10-0647 (PAT)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 7 Application Nuurnb 10 00000647 _ Property Address:50c73.5, CbiLLEPAliOMA; - APN: 770 -096 -004 - Application description: PATIO COVER - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 3791 Applicant: Architect or Engineer: BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: BRADDOCK WILLIAM R/GABRIELE 50735 CALLE PALOMA LA QUINTA, CA 92253 (760)777-4355 _ Co nfracto r:. ATLAS AWNING & SC] 754 S. WILLIAMS RI PALM SPRINGS, CA (760)327-8466 Lic. No.: 835140 LICENSED CONTRACTOR'S DECLARATION I hereby affirm•under penalty of perjury that I am ticensed.under.provisions of'Chapter'9 (commencing with Section 70001of Division 3 of:the'Busine"ss endof ionals Code; and.my License is in fulLforce and effect. - Licerise Class: D03 License No,: ,'635140 - Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License'Law for the ' following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to Construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permi[,to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption: Any violation of Section 7031.5 by any applicant for a permit subjects the applicant "to a civil penalty of not more than five hundred dollars ($500).: f (_ 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 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 thework himself or herself through"his or her own employees, provided that the improvements are not intended oroffered sale. If,'however, the building or improvement is sold within one year of completion, the owner -builder will.have the burden of proving that he or she did not build or improve for "the purpose of sale.). (_ 1 I, as owner of the property, amexclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply. to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 7/15/10 WORKER'S COMPENSATION DECLARATION •. I hereby affirm under penalty of perjury one of the following declarations: _ have and willmaintain 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 maintiin 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 EVEREST NATL. Policy Number 7600004167101 _ I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should b4come subject to the workers: compe ation provisions of Section ��,��/////j3.Q7700 of the Labor - e, I hall forthwith com provisions. " D-ate:7k-F/=0 .Applicant: +k WARNING: FAILURE TO SECU E WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL .SUBJECT -AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). - IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN - SECTION 3706 OF THE LABOR CODE, INTEREST,.ANO 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 orinission 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. V certify that I have read this application and state that the Bove information is correct. I agree to comply with all city and county ordinances and state laws relating to buildi�g nstruction, and hereby authorize representatives of, this county to enter upon the above-mentioned pr p spate: Signature (Applicant or Agent): i Application Number 10-00000647 Permit PATIO COVER PERMIT Additional desc . . Permit Fee . . . . 63.00 Plan Check Fee 40.95 Issue Date . . . . Valuation . . . . 3791 Expiration Date 1/11/11 Qty Unit Charge Per Extension BASE FEE 45.00 2.00 9.0000 THOU BLDG 2,001-25,000 18.00 -------------=-----------------------------------=-------------------------- Special Notes and Comments ALUMAWOOD SOLID SHADE PATIO COVER 81X -'8-'-1-5-' /1T -T7 -PER APPROVED-PLANS""2.0.06-IBC"---""- 2007 CBC. APPROVED BY A.J. ---------------------------------------------------------------------------- Other Fees . . . . . . . BLDG STDS ADMIN (SB1473) 1.00 Fee'sunimary, Charged Paid Credited Due Permit Fee Total 63.00 .00 .00 63.00 Phan .Check Total 40.95 .00 .00 40.95: Other Fee`Total 1.00 .00 .00 1.00 Grand.Total 104.95 .00 .00 104.95 LQPERMIT Bin # Crty of La Qu; in ta Building & Safety Division P.O.`Box '1504, ;78-495 Calle Tampit:o La Quints, CA 92253 - (619) 777-7012 Building Permit Apo/ ication and Tracking Sheet Permit # l Project Address: :Owner's Name: �� 9 A. P. Number: Address: Sp 73S LL Legal Description: Contractor: l- �, L Address: City, ST, Zip: � 3 T e le hone: Project Description: City, ST, Zip:. 6 O Telephone h one — DAMM2 ::..... (MEM =St Lic. # City Lic. #: �— � yC� Arch., Engr., Designer: Address: City, ST, Zip: TeleP hone: R. nstrucY Co ton Type: Occupancy: YP Y• Lic. # ..'Poect hPa (circle one): New A d' n Alter Repair Demo Name of Contact Person: - Sq: Ft.: # Stories: # Units: Telephone # of Contact Person: Estimated. Value of Project: ✓2p� APPLICANT: DO :NOT WRITE ,B,ELO, W .THIS LINE J # Submittal Req'd Recd .TRACKING PERMIT FEES Plan Sets Plan Check submitted _ Item, Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Coles. Called Contact Person Plan Check Balance Title 24 Coles. Plans picked up Construction Grant Deed Plans resubmitted Mechanical School Fees 2n° Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Planning Approval Plans picked up S.M.I. Pub. Wks. Appr Plans resubmitted Grading H.O.A. Approval '"' Review, ready for corrcctions/issue Developer Impact Fee Called Contact Person A.1.P.P. Date of permit issue L I Total'Permit Fees Amerimax Building Products Patio Cover, Carport and Commercial Structure Engineerirr PAGES DRAWING SECTION DESCRIPTION 2 PAGES GN01-2006 GENERAL NOTES GN02-2006 4 PAGES SC01-2006 SOLID PANEL STRUCTURAL CONFIGURATIONS SCO2-2006 SOLID PANEL DETAIL CALLOUTS SC03-2006 ALUMAWOOD STRUCTURAL CONFIGURATIONS SC04-2006 ALUMAWOOD 'DETAIL CALLOUTS 1` -PAGE` '` 1' . `LATTICE T.0"RAFTER''SPANS'FOR COMMERCIAL AND PATIO' STRUCTURES 4PAGES 2-5 4 PAGES' 6-9 3,PAGES LT01-2006 LT02-2006 LT03-2006 1 PAGE 1 10 PAGES 2-11 10 PAGES 12-21 4 PAGES NP01-2006 NP02-2006 NP03-2006 . NP04-2006 9 PAGES CD01-2006 CD02-2006 CD03-2006 CD04-2006 CD05-2006 CD06-2006 CD07-2006 CD08-2006 CD09-2006 5 PAGE M1-2006 M2-2006 M3-2006 M4-2006 M5-2006 ;, , Yl I 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 x1 I COMP ONENT;PARTS AND CONNECTION DETAILS'FOR LATTICE STRUCTURES c SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND`PATIO;STRUCTURES Lt 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 I i COMPONENT PARTS AND CONNECTION DETAILS MISCELLANEOUS DETAILS MISCELLANEOUS DETAILS 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES 7.0 FOOTING AND SLAB ATTACHMENT TABLES 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS i 4/27/2009 April 27, 200 GENERAL NOTES: 1. DESIGNED IN ACCORDANCE WITH THE 2006 INTERNATIONAL BUILDING CODE. THIS REVIEW INCLUDES THE 2007 CALIFORNIA BUILDING CODE PROVISIONS THAT ARE LOCALLY ENFORCEABLE AND UNDER THE JURISDICTION OF CITY AND COUNTY BUILDING OFFICIALS. PROVISIONS RELATED SPECIFICALLY TO HOSPITIALS AND PUBLIC SCHOOLS IN CALIFORNIA ARE NOT PART OF THIS REVIEW. 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2000 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE. DESIGN LOADINGS: GROUND SNOW LOAD 10 PSF 20 PSF 25 PSF 30 PSF 40 PSF 60 PSF FOR 0.25/12 > SLOPE < 1/12 DESIGN LOAD 10 PSF LIVE OR GROUND SNOW 20 PSF LIVE OR GROUND SNOW 21 PSF 25.2 PSF 33.6 PSF 50.4 PSF WIND SPEEDS IN THE 2006 IBC ARE "3 SECOND GUST WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS REPORT ARE DESIGNED USING PRESSURES CALCULATED FORM "3 SECOND GUST WIND SPEEDS". NOTE: EXPOSURE B: URBAN AND SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN WITH NUMEROUS CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF SINGLE-FAMILY DWELLINGS OR LARGER. EXPOSURE B SHALL BE ASSUMED UNLESS THE SITE MEET 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 TO ANY BUILDING LOCATED WITHIN EXPOSURE B TYPE TERRAIN WHERE THE BUILDING IS DIRECTLY 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% SHOWN IN 2006 IBC FIGURE 1613.5(1) MAXIMUM Ss =.55% FOR 40 PSF AND 60 PSF GROUND SNOW LOADS. SEE GENERAL NOTE #20 S1 NOT APPLICABLE TO THESE STRUCTURES SITE CLASS = D BASIC SEISMIC FORCE RESISTNG SYSTEM POSTS SURFACE MOUNTED = GENERIC SYSTEM » R= 1.25 ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE 4. THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING 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. 4/27/2009 1 ENGINEERS STAMP , ®RA~52,08'TOE�NNYSON PARKWAY A _..el�lmdX - BUILDING PRODUCTS, fNG PLANO, TEXAS 75024 CMP PRINTED ON 4/29/2009 IAPMO ES REPORT #0113 IAPMO PAGE NUMBER 2 OF 57 1 ur 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. POSTS WILL COMPLY WITH THE CORNER DISTANCES OF TABLES SLAB1 AND SLAB2 OF SHEET M5 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 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. 7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED 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. STEEL BOLTS SHALL BE ASTM A-307 AND HOT DIPPED GALVANIZED, MECHANICALLY GALVANIZED, ZINC ELECTROPLATED, ALUMINIZED OR 3.000 SERIES STAINLESS STEEL 10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 11. STEEL FASTENERS SHALL BE EITHER STAINLESS (3000 SERIES), GALVANIZED OR DOUBLE CADMIUM PLATED. CONCRETE ANCHOR BOLTS ARE 3/8" W/ 2" EMBED STAINLESS STEEL HILTI KWIK BOLT TZ (ICC ESR 1917) OR EQUIVALENT. ANCHORS ATTACHED TO CONCRETE SLAB WILL HAVE ALLOWABLE TENSILE OF 750 LBF AND SHEAR OF 500 LBF. 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 0, U, AND X) MAY BE LOCATED ANYWHERE. , 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC ESR -5202, OR EQUIVALENT. 15. ATTACHED STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDITIO ENGINEERING ANALYIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY. (� 16. ROOF PANELS ARE CLASS "B" FIRE RATED. 17. STRUCTURES MAY BE ATTACHED TO EAVE OVERHANGS PER SCHEDULE. NOV 18 2009 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 750LBS AND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED,FOR ATTACHING TO A;CONCRETE SLAB. THErMAXIMUM CONNECTION UPLIFT LOAD IS'800 LBS FOR 904PH EXP C WIND SPEED. CONNECTIONS ARE FOR MAXIMUM PATIO ROOF HEIGHTS OF 12FT 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'. THE MAXIMUM HEIGHT ABOVE GRADE')S 12. CONSTRUCTION OUTSIDE OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. 20. ANY UNIT'BUILT WITH A ROOF SNOW LOAD GREATER THAN 30 PSF IN A SEISMICALLY ACTIVE AREA MAY REQUIRE ADDITIONAL ENGINEERING AT THE DISCRETION OF THE LOCAL BUILDING AUTHORITY. UNITS ATTACHED TO ONEAND:TWO FAMILY DWELLINGS W/ Ss < 0.55, SITE CLASS D DO NOT'REQUIRE ADDITIONAL SESIMIC ANALYSIS PER 1613.1 EXCEPTION #1. 21. DRIFTING SNOW IS ADDRESSED IN DETAIL BR. 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: (PE INS 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. LATTICE STRUCTURES SHALL NOT BE ENCLOSED. 3. SIGLE SPAN LATTICE STRUCTURES THAT USE DETAILS L13, L14 OR L25 MUST COMPLY WITH TABLEL1 AND L2 ON SHEET M5. OFCAL E0NEERS STAMP ' 5208 TENNYSON PARKWAY ;: � 4 Ameiuna� BUILll1NC PRODUCTS. WC. SUITE 100 PLANO, TEXAS 75024 DRAWN BY: CMP SCALE: NONE OORR PART GENERAL NOTES ME I GN02-2006 1 2 OF 2 09 I LENGTH VARIES ECT10N 75% OF PROD 0 9.0 PROJECTION LENGTH MIN. MIN. LENGTELJ 01NT ST SPA PO FOR •MIN. SLOPE 0.50�/F7, SEE SCHEDULE HERS PAN X10 SM FAS» SINGLE SPAN COVERS na No NO. OF STRUCTURAL PANEL REQUIRE FOOTINGS DETAIL At FASCIA HEADER NSTALL Ld COLUMN POST = VERTICAL 6 PROVIDE 1 1� ROVIDE 1 1/2' DRAIN 3.5' CONCRETE SLAH •d'4 i Ty d' REQ'D W/ CONSTRAINED FOOTINGS L_I •a•1 INSEE SCHEDULE FOR FOOTING SIZE. SINGLE SPAN ATTACHED STRUCTURE SCHEDULES VARIES. SEE LENGTH OVRA CANTI CL FASCIA HEADER TYPE ER SP NR CL EAR SPA ND ASCI +� PANEL MAY INTERMEDIATE HEADER STRUCTURAL PANEL = OVERHANG 25% MAX. D HANG. c� OF CLEARSPAN MAXIMUM 25% COL STEEL POST S2 = SPACING ' PROVIDE 1 1 /2"r I SEE SCHEDULE FOR SIZE DETAIL AQ OR N29 ONLY DRAIN 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINED FOOTINGS MUL11SPAN ATTACHED CANTILEVERED STRUCTURE PATIO COVERS ARE LIMITED TO 12' HEIGHT. CARPORTS AND COMMERCIAL STRUCTURES ARE LIMITED TO 18' HEIGHT. OTE: SEE SCHEDULE FOR POSTS. ALL POSTS TO BE INSTALLED VERTICALLY. MAY HAVE MORE THAN 2 POSTS (PER INTERMEDIATE BEAM). MULTISPAN FREESTANDING STRUCTURE �p 'p SEFO00 EYS� sctp y� P Q� .% ~E a3.5' CONCRETE SLAB REQ'D W/ 'd CONSTRAINED F007INGS EDB = SEE SCHEDULE FOR FOOTING SIZE 'd' O'H P SINGE SPAN ATTACHED CWLMED SIRUC L�?E MAX. SP C 25% OF � POST SACININ G Sp9��OM SEE SCHEDULE FOR POST SPACING �g lY,q�E' P,yOs B oy � � 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINED FOOTINGS SEE SCHEDULE FOR SIZE 'd' STEEL POST DETAIL AQ OR N29 ONLY SINGLE SPAN FREESTANDING STRUCTURE { VARIES WN FOR POST SIZE SEE POST SCHEDULESI 3.5' CONCRETE SLAB REQ'D W/--/ d' i Tj I �� CONSTRAINED FOOTINGS L JZ—SEE SCHEDULE FOR SIZE DETAIL AQ OR N29 ONLY Ir �jI r, POST HEADER PANEL LnrtErocDIATE MAXIMUM ?iNsrALL HEADER WADER OVERHANG u COLUMN 25% POST i VERTICALLY STLCOLTYP. SPACING r� ROVIDE 1 1/2' I 1 DRAIN 3.5' CONCRETE SLAB REQ'D W/ •d 'e' 'd' CONSTRAINED FOOTINGS _f _ SEE SCHEDULE FOR SIZE MUL71SPM ATTACHED STRUCTURE DETAIL AQ OR N29 ONLY 4/27/2009 ENGINEERS STAMP WALL CONNECTION DETAILS GUTTER/RAFTER TAIL CONNECTION:DETA_IUS N4, N5 OF4PAGE 40 NIOsOF,$PAGE 41 N23,.N28"0F PAGE 42 —l'N31�OF PAGE 43 HEADER/POST CONNECTION DETAILS��rrr N22, N24 OF PAGE 42 N32, N35 OF PAGE 43 POST DETAJS!L--' NIL N14, N16, N17 OF PAGE 41 6 POST/SLAB/FOOTING CONNECTION NB OF N12, N13 OF N29 OF N9 OF PAGE` N25 OF PAGE N30 OF PAGE STRUCTURAL PANEL DETAILS N1, N3 OF PAGE 40 p�4 +�y..li : F - ? �,r �•:. ;1.!, 7� .:.II ip;Q� 71lt .hl al PANELYWAL CONNECTION DETAIL NIS OF PAG 41 N21, N26, N OF PAGE 42 N33, N34 OF GE 43 Leh SINGLE S LATTICE RAFTER CONNECTION DETAILS L9 OT PAGE 16 L30 OF PAGE 18 HEADER/POST C❑NNECTI❑N DETAILS L8, L12 OF PAGE 16 1-16, L19, L23 OF PAGE 17 L26, L27 OF PAGE 18 4/27/2009 ENGINEERS STAMP PDST/FOOTING CONNECTION DETAIL . L29 OF PAGE 18 INECTION DETAILS TER CONNECTIONDETAILS 3F PAGE 16 OF PAGE 18 ;T DETAILS OF PAGE 16 OF PAGE 17 r; -� �e]•]��` X 5208 TENNYSON PARKWAY BCALDL�C PRODUCES, I�'G SUITE 100 PLANO, TEXAS 75024 DRAWN UP. CMP SCALE: DRAWING NONE ORPART ALUMAWOOD DETAIL CALLOUTS NAME DATE DRAWING SHEET OR PART Mt MOM SC04-2006 4 OF 4 L7, LIO OF PAGE 16 L17, L22 ON PAGE 17 L28 ON PAGE 18 LATTICE TUBE AND CONNECTION DETAILS L3, L6 OF PAGE 16 RAFTER CONNECTION DETAILS L9 OF PAGE 16 L30 OF PAGE 18 " HEADER/WALL CONNECTION DETAIL L15 OF PAGE 16 DETAILS L1, L2, L3 OF PAGE 16 HEADER DETAILS LI, L8, L12 OF PAGE 16 LIB OF PAGE 17 POST DETAILS L4, LII OF PAGE 16 L21 OF PAGE 17 L24 OF PAGE 18 POST BOTTOM CONNECTION DETAILS POST/FOOTING L13,. L14. aF PAGE 16 CONNECTION DETAIL L25, L29 OF PAGE 18 L29 OF PAGE 18 l�y�J HEADER/POST CONNECTION DETAILS SINGLE SPAN ATTACHED L8 OF PAGE 16 LATTICE STRUCTURE L16, 1-19, L23 OF PAGE 17 L26, L27 OF PAGE 18 GUTTER/RAFTER TAIL CONNECTION:DETA_IUS N4, N5 OF4PAGE 40 NIOsOF,$PAGE 41 N23,.N28"0F PAGE 42 —l'N31�OF PAGE 43 HEADER/POST CONNECTION DETAILS��rrr N22, N24 OF PAGE 42 N32, N35 OF PAGE 43 POST DETAJS!L--' NIL N14, N16, N17 OF PAGE 41 6 POST/SLAB/FOOTING CONNECTION NB OF N12, N13 OF N29 OF N9 OF PAGE` N25 OF PAGE N30 OF PAGE STRUCTURAL PANEL DETAILS N1, N3 OF PAGE 40 p�4 +�y..li : F - ? �,r �•:. ;1.!, 7� .:.II ip;Q� 71lt .hl al PANELYWAL CONNECTION DETAIL NIS OF PAG 41 N21, N26, N OF PAGE 42 N33, N34 OF GE 43 Leh SINGLE S LATTICE RAFTER CONNECTION DETAILS L9 OT PAGE 16 L30 OF PAGE 18 HEADER/POST C❑NNECTI❑N DETAILS L8, L12 OF PAGE 16 1-16, L19, L23 OF PAGE 17 L26, L27 OF PAGE 18 4/27/2009 ENGINEERS STAMP PDST/FOOTING CONNECTION DETAIL . L29 OF PAGE 18 INECTION DETAILS TER CONNECTIONDETAILS 3F PAGE 16 OF PAGE 18 ;T DETAILS OF PAGE 16 OF PAGE 17 r; -� �e]•]��` X 5208 TENNYSON PARKWAY BCALDL�C PRODUCES, I�'G SUITE 100 PLANO, TEXAS 75024 DRAWN UP. CMP SCALE: DRAWING NONE ORPART ALUMAWOOD DETAIL CALLOUTS NAME DATE DRAWING SHEET OR PART Mt MOM SC04-2006 4 OF 4 PRINTED ON 4/29/2009 LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES n nlA"„o",.a 99" a.eor AA, x -nl 0 032"x2"x6.625" Rafter (Multisoan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C s in 90 110 120 130 10 24" 7'-11" 7'-11" 6'-11" 6'-0" LIVE 20" 9'-0" 9'-0" 8'-0" 7'-0" 20 16" 101.5, 10'-5" 9'-5" 8'-3" LIVE 12" 12'-6" 12'-6" 10'-6" 8'-11" 20 24" 4'$" 4'$" 4'$" 4'-8" LIVE 20" 5'-5" 5'-5" 5'-5" 5'-5" 30 16" 6'-5" 6'-5" 6'-5" 6'-5- 12" 7'-11" 7'-11" 7'-11" 7'-11" 25 24" 4'-6" 4'-6" 4 6„ 4'-6" 20" 5'-2" 5 _2" 5,_2" 5'-2" 60 16" 6'-2" 6'-2" 6'-2" 6'-2" 12" 7'-8" 7'-8" 7'-8" 7'-8" 30 24" 3'-10" 3'-10" 31-10" 3'-10" 20" 4'-6" 4'-6" 4'-6" 4'-0" 16" 5'4" 5'-4" -4 5'" 5'-4" 12" 6'-8" 6'-8" 6 -8" 6'-8" 40 24" 3'-0" 3'-0" 3'-0" 3'-0" 20" 3'-6" 3'-6" 3'-0" 3'-0" 16" 4'-3" 4'-3" 4'-3" 4'-3" 12" 5'-4" 5 4" 5'-4" 5'-4" 60 24" 2'-0" 2'-0" 2'-0" 2'-0" 20" 2'-5" 2'-5" 2'-5" 2'-5" 16" 3'-0" 3'-0" 3'-0" 3'-0" 12" 3'-10" 3'-10" 3'-10" 3'-10" Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C s in 90 110 120 130 10 24" 11'-7" 11'-7" 11'-7" 11,_1•, LIVE 20" 13'-0" 13'-0" 13'-0" 12'-5" 20 16" 14,_11„ 14,_11„ 14,_11„ 14,_1„ LIVE 12" 171.7, 171_7, 17'_7, 16'-5" 20 24" 71_2" 7'-2" 7'-2" 7'-2" LIVE 20" 8'-2" 8'-2" 8'-2" 81_2" 30 16" 91_7" 9,_71 91.7, 9'-7" 12" 11•_7, 111_7' 11,_71 11,_71 25 24" 6'-11" 6'-11" 6'-11" 6'-11" 20" 7'-11" V-11" 7'-11" 7'-11" 60 16" 9'-3" 91_3" 9'-3" 9'-3" 12" 11,_3" 111_3" 111_3" 11'-3" 30 24" 6'-0" 6'-0" 6'-0" 6'-0" 20" 6'-11" 6'-11" V-11" 6'-11" 16" 8'-2" 81.2" 8'-2" 81_2" 12" 9'-11" 1 9'-11" 9'-11" 9'-11" 40 24` 4'-10" 4'-10" 4'-10" 4'-10" 20" 51_71 51_71 51_7' 51_7' 16" 6'-7" 61.71 61_7, 61_7, 12" 8'-2" 81.2" 81_2„ 1 8'-2" 60 24" 3'-5" 3'-5" 3'-5" X-5- 20" 4'-0" 4'-0" 4'-0" 4'-0" 16" 4'-10" 4'-10" 4'-10" 4'-10" 12" 6'-0" 6'-0" 6'-0" 6'-0" IAPMO ES REPORT #0113 n AAn",n""R n91" G.Rnr /M. dfl- nl Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C s in 90 110 120 130 10 24" 15'-6" 15'-6" 15'-6" 15' -6 - LIVE 20" 17,_3„ 17'-3" 17'_3„ 17,_0„ 20 16" 19'_7, 19,_7, 19,_7, 18'-10" LIVE 12" 221.4" 221_4" 211-8" 201-6" 20 24" 9'-11" 9'-11" 9'-11" 9'-11" LIVE 20" 1V-2" 111_2" 111_2" 111.2" 30 16" 12'-11" 12'-11" 12'-11" 12'-11" 12" 15'-6" 15'-6„ 15,-6" 15'-6" 25 24" 91.71 91_71 •9•_71 9'-7" 20" 10'-10" 10'-10" 10'-10" 10'-10" 60 16" 12,_6" 12,_6" 121-6" 12'-6" 12" 15'-0" 15'-0" 15'-0" 15'-0" 30 24" 81.5, 8'_5'1 81.5, 81.51 20" 9'_71 9'-7" g'-7" 9'-7" 16" 111_2., 11,_2" 111.2" 111.2" 12" 13'_51 131.5' 13._5 13'_51 40 24" 6'-9" 6'-9" 6'-9" 6'-9" 20" 7'-9" 7'-9" 7'-9" 7'-9" 16" 9'-2" 91.2" 9'-2" 91.2" 12" 11 %2" 111_2" 111_2„ 111_2" 60 24" 4'-11" 4'-11" 4'-11" 4'-11" 20" 51-8" 5'-8" 5'-8" 51.81. 16" 6,_911 6,4' 6,_9,1 61.9„ 12" 81.5' 81.5' 81_5' 8'_51 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C s in 90 110 120 130 10 36" 13'-4" 13'-4" 13'-4" 13'-4" LIVE 30" 15'_ 15'_ 151-0" 14'-11" 20 24" 17•_2" 17'_2„ 17,_2„ 16,_11„ LIVE 16" 21'-9„ 211.9" 21,_9" 201_10" 20 36" 81.2" 8'-2" 8'-2" 8' -2 - LIVE 30" 91.4" 9'-4" 9'-4" 9'-4" 30 24" 111-0" 11'-0" 111-0" 111-0" 16" 14'_4" 14'_4" 14,-4" 1414" 25 36" 7'-10" 7'-10" 7'-10" 7'-10" 30" 9'-0" 9'-0" 9'-0" 9'-0" 60 24" 10'_71 10,_7, 10'_71101_7, 4'-5" 16" 13'.11"113'-11" 8'-4" 13'-11" 13'-11" 30 36" 6'-10" 6'-10" 6'-10" 6'-10" 30" 7'-10" 7'-10" 7'-10" 7'-10" 24" 9,4„ 9'-4" 91_4" 9,_4" 16" 12,-4" 174" 12,-4" 12,-4" 40 36" 5'-5" 5'-5" 5'-5" 5'-5" 30" 6'-3" 6'-3" 6'-3" 6'-3- 24" 7'-6" 71-6" 71-6" 7'-0" 16" 101.2" 1 101_2„ 101_2" 10,_2" 60 36" 3'-10" 31-10" 3'-10" 3'-10" 30" 4'f" 4'-0" 4'-6" 4'-6" 24" 5'-5" 5'-5" 5'-5" 5'-5" 16, 7'$" 71-6" 71-6„ 7'-6" TABLE 1.4 IAPMO PAGE NUMBER 7 OF 57 3"x3" Raftpr 0)r," n/r Widfienan nr Sinnlol Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C s in 90 110 120 130 10 0.024" 11,-8„ 11-8" 11,_8„ 11,_8„ LIVE 0.040" 16'-5" 16'-5" 16'-5" 15'-10" 20 0.024" 7'-11" 7'-11" 7'-11" 7'-11" LIVE 0.040" 13'-0" 13'-0" 13'-0" 13'-0" 25 0.024" 7'$" 71-8" 7'-8" 7'-8" 0.040" 121.10" 12._10" 12'_10" 12'_10" 30 0.024" 6'-11" 6'-11" 6'-11" 6'-11" 0.040" 12'-0" 12'-0" 12'-0" 12'-0" 40 0.024" 5'-9" 5'-9" 5'-9" 5'-9" 0.040" 10' 6" 10'-0"1 10'-6" 10'-6" 60 0.024" 4'-5" 4'-5" 4'-511 4'-5" 0.040" 8'-4" 8'-4" 8'-4" 8'-4" Amerimax Building Products 5208 Tennyson Parkway Plano, Texas 75024 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 carloutnam(a)comcast.net 0 I AbLt 1.3 Y BE DOUBLED IF I TO 48" O/C )9 LQ rnn 68139 X W IcI 1 -- IAHMU VAUt NUNICtK to Vr of II-- 2 1/8' --{I II---- 2 1/8' FOUR #14 SD SCREWS EACH SIDE FOR 90 MPH EXP C SLAB AND UP TO d=28 FOOTING. 0.042x3"x8 4" m n 4– #14 SMS TWO 3/8' BOLTS FOR 90 MPH EXP B -AND;;�� HEADER EACH SIDE G, ae F00TINGS,r.UP,; TO�d�24' THREE 3/8' BOLTS FOR FOOTINGS UP TO d=28' AND 90 MPH EXP C p s1 0.024' 6" MIN 1 2� • so' 0.024' 0.024' x1 L 6 5/8' 'I SEE -GENERAL NOTE #11 51 -�' 2"X 6 1/2° .024' ♦ 3,00' ALUM. SI TE 1' Q .3"X 3" 2"X 6.625" 6 5/8" 3" :.f / 9 `POST ISIDEPLATES 0.094 .25� 11.0' L25 S•. ti• 3 x 8' EA ER } 111111��--- x ALUM: FOOTING CONNEC ION #14 x 3/4' TEK >; ALUMINUM BRACKET FOR CONNECTI❑NG.. I BRACKET �z FOUR- #14 SMS + r ° ; POST T❑ FOOTING OR SLAB EACH SIDE, SPACED EVENLY 3• 063-T6 ALUM ALLOY) (5 .• - + SINGLE SPAN ATTACHED UNITS ONLY f ' REQUIRES SIDEPLATES AS SHOWN IN °°••° ^ °. ° ° • jam, k4t f' r DETAIL L26 SLAB OR FOOT NG v lJj c•� 0`' ' x3" V-AL`l1MINUM-RAFTER y 3' -3 ALTERNATE POST CONN. BRACKETS 3' SQUARE COLUMN r I i�, ALTERNATE 1.5 �� pl (STEEL A-653 Fy=40.000 PSI) I 4L (3105–H26 ALUM. ALLOY) 3X3' t;L24 L30 RAFTER -"i #10 OR #14 SMS E -- 11 IDEPLATES . 2' x 6.5' SIDEPLAT£S k) O ATTACHMENT LATTICE HEADER {:O (3004 H36 ALUM. ALLOY) Ak; i 010 1 Q I)nnn 2x6.5" SIDEPLA HEADER TOP MOUNT BRACKET T8"/16" STEEL Fy = 36 ksi BRACKET IS 1.25' WIDE ALUM axe tFaorx 90AW ls� RAFTER apt /tmt s' w°.• SMS TOP MOUNT #100.5" F L 1i ATTACH PER TABLE 7.5 EXISTING EAVE WOOD FRAMING ALL HOUSE PENETRATIONS MUST BE COMPLETELY AND PERMANENTLY SEALED C6PLACES " 3/16" ASTM A36 STEEL BRACKET 1' SPACING BETWEEN SCREWS L27 ALTERNATIVE SPLICE FOR ATTACHED UNITS EAVE ATTACHMENT /d" EAVE OVERHANG AND 'L' MUST ALSO COMPLY WITH DETAIL L17 LEDGER BOARD MAX "L" FOR IN/ OR SIDE MOU TRUSSIRAFTER ---..__.._--- Live 0/C SPACING Load 16" a I c 24"o/c 21'4" 14'4" 20 11•4 6" NOT, ALLOWED IN SNOW LOAD AREAS. ALUM OR ATTACHED 0.042"x3%8" AtunBracket N DETAIL (0.060') 0 Lottice or Atun' Solid Panet 7 6" MIN #8 SMS 3'. x 8' Header #2 (0.042') 3' x 8' Header #1 (0.042') 2' x 6' Side Plate FOUR #14 SMS 2" MIN EACHDE FOR— #14 CHIHEADER 3"x3' POST . 3"x3" 2x6.5" SIDEPLA HEADER TOP MOUNT BRACKET T8"/16" STEEL Fy = 36 ksi BRACKET IS 1.25' WIDE ALUM axe tFaorx 90AW ls� RAFTER apt /tmt s' w°.• SMS TOP MOUNT #100.5" F L 1i ATTACH PER TABLE 7.5 EXISTING EAVE WOOD FRAMING ALL HOUSE PENETRATIONS MUST BE COMPLETELY AND PERMANENTLY SEALED C6PLACES " 3/16" ASTM A36 STEEL BRACKET 1' SPACING BETWEEN SCREWS L27 ALTERNATIVE SPLICE FOR ATTACHED UNITS EAVE ATTACHMENT /d" EAVE OVERHANG AND 'L' MUST ALSO COMPLY WITH DETAIL L17 LEDGER BOARD MAX "L" FOR IN/ OR SIDE MOU TRUSSIRAFTER ---..__.._--- Live 0/C SPACING Load 16" a I c 24"o/c 21'4" 14'4" 20 11•4 6" NOT, ALLOWED IN SNOW LOAD AREAS. ALUM OR ATTACHED V'NG OPOST STEEL POST N DETAIL 0 -F7-4, 1 J"x9" STEEL BAR EMBEDDED 9" DEEP 4/27/2009 Engineer's Stamp -'– CONCRETE FOOTING CONSTRAINED FOOTINGS REQUIRE A 3.5' CONCRETE SURFACE SLAB r ",MerimaX 5208 TENNYSON PARKWAY BUILDIN'C PRODUCTS, INC,. SUITE TEXAS 75024 7wN Br: Trrt:: BEJ/CP NTS Component Parts & Connection Details Patio tio & Commercial Lattice Structures LT03-2006 3 of 3 25 0.018 0.024 1-0 9'-7" 1-0 9'-7" 1-0 9'-7" 7 -8 9'-7" Ground 0.024 9'-4" 9'-4" 9'4" 9'4" Snow Load 0.024 7'4" 7'-4" 7'4" 7'-4" Snow Load 0.024 V 10•_2•• PRINTED ON 4/29/2009 10•_2•• RF Fascia 0.032 12'-1" 12'-1" 12•_1•• 12•_1•• IAPMO ES REPORT #0113 13•_5• �1i0 + �j h�(1 Ll7 7 ps 0.032 �� t SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES 0.032 13'-0" 13•_0" 13•-0" 13'-0" 10 0.036 13'-3" 13'-3" 13'-3" 13'-3" 10 0.036 15'-2" 4 i� R ESS C� 8 2.5' x6" Su er Six Multis an 10 3.5"x12' Super 12 Multis an 2.5" x 12" Mark X Multispan 2'x6' Flat Panel Multis an 1 w'• �c�e PUr F �' Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure 4'-9" eri a ildin Produ 2 -G5V C m Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B I Exposure 30 C Snow Load Gauge Exp B Exposure All Others C Snow Load Gauge Exp B Exposure 11' C ay - 8'4" 8'4" 8'-4" in 90 90 105 110 ps in 90 90 105 110 s in 90 90 105 110 ps in 90 90 105 11 a o, ex s 24 C �8 3 .} 12'-2" s 10 0.018 11'-1" 10'-11" 9'-4" 8'-11" 10 0.018 9'-5" 8'-3" 6' 4" 5'-10" 10 O.p18 8'-1" 8'-1" 7'-7" 7'-3" 10 0.018 11'-7" 11'-7" 9'-10" 9'-5 EX 2009 0.036 1 LIVE 0.024 13'-7" 13'-7" 11'-7" 11'-1" LIVE 0.024 14'-2" 13'-8" 11'-3" 10'-7" LIVE 0.024 11'-3" 11'-3" 10'-2" 9'-8" LIVE 0.024 14'-8" 14'-7" 12'-5" 11'-10 C nal, X-9" 0.032 17'-1" 17•_1•• 14•_7•• 13'-11" 6'-3" 0.032 19•_6•• 19'-6" 16'-7" 15'-9" 7'-7" 0.032 15•_4" 15'-4" 13•_7•• 12'-11" 6'-11" 0.032 16'-4" 16•_4•• 14•_11•• 14'-5" V-6" 5'-6" 0.036 18'-8" 18'-8" 16'-1" 15'4" 1 1 0.036 20'-10" 20'-10" 18'-9" 17'-11" 1 0.036 16'-0" 16'-0" 14'-6" 14'-0" 10'-5" 0.036 16'-11" 16'-11" 15'-6" 15'-0" L n fYMS OFCALIF 20 0.018 7'-11" 7'-11" 7'-11" 7'-11" 20 0.018 5'-9" 5'-9" 5'-9" 5'-9" 20 0.018 5'-4" 5'-4" 5'-4" 5'-4" 20 0.018 8'-2" 8'-2" 8'-2" 8'-2" (43 8 - LIVE 0.024 9'-10" 9'-10" 9'-10" W-10" LIVE 0.024 9'-7" 9'-7" 9'-7" 9'-7" LIVE 0.024 7'-7" 7'-7" 7'-7" 7'-7" LIVE 0.024 10'-5" 10'-5" 10'-5" 10'-5" cart P utnam omcast.net 0.018 0.032 12'-4" 12'-4" 12'-4" 12'-4" 0.024 0.032 13'-9" 13'-9" 13'-9" 13'-9" 0.024 0.032 10'-7" 10'-7" 10'-7" 10'-7" 0.024 0.032 13'-2" 13'-2" 13'-2" 13'-2" 4/27/2009 6'-6" 0.036 13'-7" 13'-7" 13'-7" 13'-7" 7'-10" 0.036 15'-6" 15-6" 1 15'-6" 1 15'-6" 8'-4" 0.036 12'-1" 1 12'-1" 12'-1" 12'-1" 6'-2" 0.036 13'-8" 13'-8" 13'-8" 13'-8" MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#10 SCREWS 8'-4" 8'-4" ' " ' " ' " ' .. 25 0 018 5' 6" 5'-6" 5'-6" 5'-6" 25 0 018 5'-2" 5'-2" 5'-2" 5'-2" 25 0.018 8'-0" 8'-0" 8'-0" 8'-0" FOR PANEUHEADER COMBINATIONS Table 4.9 25 0.018 0.024 1-0 9'-7" 1-0 9'-7" 1-0 9'-7" 7 -8 9'-7" Ground 0.024 9'-4" 9'-4" 9'4" 9'4" Snow Load 0.024 7'4" 7'-4" 7'4" 7'-4" Snow Load 0.024 10'-2" 10•_2•• 10•_2•• 10•_2•• RF Fascia 0.032 12'-1" 12'-1" 12•_1•• 12•_1•• (pso 0.032 13'-5" 13•_5• 13•_5•• 13•_5•• ps 0.032 10•_4'• 10•-4•• 10•4•• 10•_4•• 8' 0.032 13'-0" 13•_0" 13•-0" 13'-0" 10 0.036 13'-3" 13'-3" 13'-3" 13'-3" 10 0.036 15'-2" 15'-2" 15'-2" 15'-2" 10 0.036 11'-9" 11%9" 11'-9" 11'-9" 10 0.036 13'-6" 13'-6" 13'-6" f 13'-6" 30 0.018 7'-0" 7'-0" 7'-0" 7'-0" 30 0.018 4'-9" 4'-9" 4'-9" 4'-9" 30 0.018 4'-7" 4'-7" 4'-7" 4'-7" 30 0.018 7'-3" 7'-3" 7'-3" 7'-3" All Others 0.024 8'-9" 8'-9" 8'-9" 8'-9" 11' 0.024 8'-4" 8'4" 8'4" 8'-4" Dble 2x6.625 0.024 6'-7" 6'-7" 6'-7" 6'-7" 11' 0.024 9'-3" 9'-3" 9'-3" 9'-3" RF Fascia 0.032 11•_0•. 11'-0" 11'-0" 111_01• MAX 0.032 12•_2•• 12'-2" 12'-2" 12'-2" 3x8 0.032 9'-4" 9'-4" 9'4" 9'4" 13' 0.032 11'-10" 11•_10•• 11•_10•• 11•_10•• 20 0.036 12•_2" 12•_2•1 12'-2" 12•_2•• 20 0.036 13•_9•• 13'-g" 13•_9•• 13•_9 • 20 0.036 1 10•_8•• 10•_8•• 10•_8•• 10'-8" 20 0.036 12'-8" 12'-8" 12•_8•• 12•_8•• 40 0.018 6'-1" 6'-1" 6'-1" 6'-1" 40 0.018 3'-9" 3'-9" 3'-9" 3'4" 40 0.018 3'-9" X-9" 3'-9" 3'-9" 40 0.018 6'-3" 6'-3" 6'-3" 6'-3" All Others 0.024 7'-7" 7'-7" 7'-7" 7'-7" MAX 0.024 V-11" 6'-11" 6'-11" 6'-11" 0.024 5'-6" V-6" 5'-6" V-6" 0.024 8'-0" 8'-0" 8'-0" 8--0-- '-0"0.032 0.032 9'-7" 9'-7" 9'-7" 9'-7" 0.032 10'-5" 10'-5" 10'-5" 10'-5" 0.032 7'-10" 7'-10" 7'-10" 7'-10" 0.032 10'-3" 10'-3" 10'-3" 10--3-- 0'-3"0.036 25 0.036 10'-7" 10'-7" 10'-7" 10'-7" 25 0.036 11'-10" ll' -10"111'-10" 6'-4" 11'-10" 25 0.036 9'-0" 9'-0" 9'-0" 9'-0" 25 0.036 11'-3" 11'-3" 11'-3" 11'-3" 60 0.018 4'-11" 4'-11" 4'-11" 4'-11" 60 0.018 2'-7" 2'-7" 2'-7" 2'-7" 60 0.018 2'-9" 2'-9" 2'-9" 2'-9" 60 0.018 5'-0" 5'- 5'- 5'-0" 0.024 6'-3" 6'-3" 6'-3" 6'-3" 0.024 5'-2" 5'-2" 5'-2" 5'-2" 0.024 4'-2" 4'-2" 4'-2" 4'-2" 0.024 6'-6" 6'-6" 6'-6" 6'-6" 0.032 7'-10" 7'-10" 7'-10" 7'-10" 0.032 8'-4" 8'-4" 8'-4" 8'-4" 0.032 6'-2" 6'-2" 6'-2" 6'-2" 0.032 8'-4" 8'-4" 8'-4" 8-4- '-4" 30 0.036 8'-8" 8'-8" 8'-8" 8'-8" 30 0.036 9'-6" 9'-0" 9'-6" 9'-6" 30 0.036 7'-1" 7'-1" 7'-1" . 7'-1" 30 0.036 9'-2" 9'-2" 9'-2" 8'-6' TABLE 4.1 TABLE 4.2 TABLE 4.3 TABLE 4.4 SINGLE SPAN TABLES NOTE: PANELS MAY OVERHANG 25% OF THEIR CLEARSPAN •[.o-xo ou Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Snow Load Gauge Exp B Exposure C Snow Load Gauge Exp B Exposure C 1 Snow Load Gauge Exposure C Snow Load Gauge Exp B Exposure C RF Fascia 0.018 7' MAX (in 90 90 105 110 (pso (in 90 90 105 110 (ps in) 90 90 105 110 ps in 90 90 105 110 (pso MAX 5' 8' MAX 4' 5' 7' MAX 10 0.018E 613'-5" 10'-11" 9'-4" 8'-11" 10 0.018 11'-2" 8'-3" 6'-4" 5'-10" 10 0.018 10'-11" 8'-11" 7'-7" 7'-3" 10 0.018 13'-3' 11'-7" 9'-10" 9'-5" LIVE 0.024 -16'-9" 13'-7" 11'-7" 11'-1" LIVE 0.024 17'-5" 13'-8" 11'-3" 10'-7" LIVE 0.024 14'-2" 11'-11" 10'-2" 9'-8" LIVE 0.024 15'-0" 14'-7" 12'-5" 11'-10" All Others 0.032 19'-8" 17'-1" 14'-7" 13'-11" 11' 0.032 20'-1" 19'-6" 16'-7" 15'-9" Dble 2x6.625 0.032 15'-6" 15' 6" 1'3'-7" 12'-11" 11' 0.032 16'-4" 16'-4" 14'-11" 14'-5" RF Fascia 0.036 20'-4" 18'-10" 16'-1" 15'-4" MAX 0.036 20'-10" 20'-10" 18'-9" 17!-1 1"1 3x8 0.036 16'-0" 16'-0" 14'-6" 14'-0" 13' 0.036 16'-9" 16'-9" 15'-6" 15'-0" 20 0.018 11'-2' 10'-5" 9'4" 8'-11" 20 0.018 6'-8" 6'-8" 6'-0" 5'-10" 20 0.018 9'-5" 8'-11" 7'-7" 7'-3" 20 0.018 10'-0" 9'-9" 9'-4" 9'-1" LIVE 0.024 14'-6" 13'-7" 11'-7" 11'-1" LIVE 0.024 13'-3" 13'-3" 11'-3" 10'-7" LIVE 0.024 11'-4" 11'4" 10'-2" 9'-8" LIVE 0.024 12'-0" 12'-0" 11'-11' 11'-9" All Others 0.032 15'-10" 15'-10" 14'-7" 13'-11" MAX 0.032 15'-4" 15'-4" 15'4" 15'4" 0.032 12'-5" 12'-5" 12'-5" 12'-5" 0.032 13'-2" 13'-2" 13'-2" 13'-2" 0.036 16'-5" 16'-5" 16'-1" 15'4" 0.036 16'-4" 16'4" 16'4" 16'-4" 0.036 12'-11" 12'-11" 12'-11" 12'-11" 0.036 13'-8" 13'-8" 13'-8" 13'-8" 25 0.018 11'-0" 10'-1" 9'-4" 8'-11" 25 0.018 6'-4" 6'-4" 6'-4" 5'-10" 25 0.018 9'-3" 8%11" V-7" 7'-3" 25 0.018 9'-10" 9'-7" 9'-1" 9'-0' 0.024 14'-3" 13'-3' 11'-7" 11'-1" 0.024 12'-11" 12'-11.. 11'-3" 10'-7" 0.024 11'-1" 11'-1" 10'-2" 9'-8" 0.024 11'-10" 11'-10" 11'-8" 11'-7' 0.032 15'-7" 15'-7" 14'-7" 13'-11" 0.032 15'4" 15'-0" 15'4- 15'4" 0.032 12'-3" 12'-3" 12'-3" 12'-3" 0.032 13'-0" 13'-0" 13'-0" 13'-0" 0.036 16'-2" 16'-2" 16'-1" 15'-4" 0.036 16'-0" 16'-0" 16'-0" 16'-0" 0.036 12'-8" 12'-8" 12'-8" 12'-8" 0.036 13'-6" 13'-6" 13'-0" 13'-6" 30 0.018 10'-3" 9'-9" 9'-1" 8'-11" 30 0.018 5'-4" 5'-4" 5' 4" ': 5'-4" 30 0.018 8'-5" 8'-5" 7'-7" 7'-3" 30 0.018 9'-0" 9'4" 8'-7" 8'-6' 0.024 13'-1" 12'-6' 11'-7" 11'-1" 0.024 11'-10" 11'-10" 1� 10'-7" 0.024 10'-1" 10'-1" 10'-1" 9'-8" 0.024 11'-2" 11'-2" 11'-1' 10'-11' 0.032 14'-9" 14'-9" 14'-7" 13'-11" 0.032 13'-9" 13'-9" 13'-9" 13'-9" 0.032 11'-6" 11'-6" 11'-6" 11'-6" 0.032 12'-3" 12'-3" 12'-3" 12'-3" 0.036 15'-3" 15'-3" 15'-3" 15'-3" 0.036 14'-7" 14'-7" 14'-7" 14'-7" 0.036 12'-0" 12'-0" 12'-0" 12'-0" 0.036 12'-8" 7'-9" 7'-9" 7'-8" 40 0.018 9'-0" 8'-9" 8'-5" 8'-3' 40 0.018 4%0" 4'-0" 4'4" 4'4" 40 0.018 7'-4" 7'4" 7'-4" 7'4" 40 0.018 7'-9" 7'-9" 7'-8" 7'-8" 0.024 11'-5" 11'-3" 10'-11' 10'-10' 0.024 9'-5" 9'-5" 9'-5" 9'-5" 0.024 8'-9" 8'-9" 8'4- 8'-9" 0.024 9'-10" 9'-10" 9'-10" 9'-10" 0.032 13'-5" 13'-5" 13'-5" 13'-5" 0.032 11'-11" 11'-11" 11'-11" 11'-11" 0.032 10'-5" 10'-5" 10'-5' 10%5" 0.032 11'-2" 11'-2" 11'-2" 11'-2" 0.036 13'-11"13'-11" 13'-11"113'-11" 0.036 12'-8" 12'-8" 12'-8" 12--8 0.036 10'-11" 10'-11" 10'-11" 10'-11" 0.036 11'-7" 11'-7" 11'-7" 11'-7" 60 0.018 7'4" 7'-4" 7'-0" 6'-10' 60 0.018 2'-8" 2'-8" 2'-8" 2'-8" 60 0.018 5'-4" 5'-4" 5'-4" 5'-4" 60 0.018 6'-4" 6'-4" 6'-4" 6'-4" 0.024 9' 4" 9' 4" 9 -4" 9'-3' 0.024 6'-4" 6' 4" 6' 4" 6'-4" 0.024 7'-2" 7'-2" 7'-2" 7'-2" 0.024 110--2- 8'-0" 8'-0" 8'-0" 8'-0" 0.032 11'4" 11'4" 11'4" 11'4" 0.032 9'-9" 9'-9" 9'-9" 9'4" 0.032 81-6" 81-6" 8'-6" 8'-6" 0.032 9'-7" 9'-7" 9'-7" 9--7- 0.036 12•_1•• 12•_1•• 12•_1•• 12.1" 0.036 10•_5•• 10•_5•• 10•_5•• 10'-5" 0.036 9'-2" 1 9'-2" 9'-2" 9'-2" 0.036 10•_2• 10•_2• 10•_2•• I ACLt 4.0 I j 'MAX' means the maximum possible tributary width MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS Fr1R PANFI /NPAr1FR rtr1MRINATICINS Tahln d -'In Panel # of #10 screws per Otto attach panel to header Headers Gauge2 I 3 I 4 2 I 3 I 4 2 I 3 I 4 I 5 in 90 m h Ex 13 90 m h Ex C 110 m h Ex C Dble 2x6.625 0.018 7' 10' MAX 5' 8' MAX 4' 5' 7' MAX RF Fascia 0.018 7' MAX MAX 5' MAX MAX 4' 5' MAX MAX 3x8 0.018 7'10' MAX MAX 5' 8' MAX 4' 5' 7' MAX All Othersi 0.018 7' 10' MAX 5' 8' MAX 4' 5' 7' MAX Dble 2x6.625 0.024 9' 13' MAX 7' 11' MAX 5' 7' 10' MAX RF Fascia 0.024 9' MAX MAX 7' MAX MAX 5' MAX MAX MAX 3x8 0.024 9' 13' MAX 7' 11' MAX 5' 7' 10' MAX All Others 0.024 9' 13' MAX 7' 11' MAX 5' 7' 10' MAX Dble 2x6.625 0.032 9' 14' MAX 7' 11' 15' 5' 7' 10' 12' RF Fascia 0.032 MAX MAX MAX 8' MAX MAX 6' 8' MAX MAX 3x8 0.032 11' MAX MAX 9' 13' MAX 6' 9' 12' MAX All Others 0.032 12' MAX MAX 10' 15' MAX 6' 10' 13' MAX Dble 2x6.6250.036 0.036 9' 14' MAX 7' 11' 15' 5' 7' 10' 12' RF Fascia 0.036 10' MAX MAX 8' MAX MAX 6' 8' MAX MAX 3x8 0.036 11' MAX MAX 9' 13' MAX 6' 9' 12' MAX All Others 0.036 13' MAX MAX 11' MAX MAX 7' 11' MAX MAX 'MAX' means the maximum possible tributary width MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS Fr1R PANFI /NPAr1FR rtr1MRINATICINS Tahln d -'In Panel # of #14 screws per foot to attach panel to header Headers Gauge 2 I 3 I 2 I 3 I 2 I 3 I 4 in 90 m 3h Exp B 90 mph Exp C 110 m h Exp C Dble 2x6.625 0.018 9' MAX 8' MAX 5' 8' MAX RF Fascia 0.018 MAX MAX MAX MAX 5' MAX MAX 3x8 0.018 9' MAX 8' MAX 5' 8' MAX All Others 0.018 9' MAX 8' MAX 5' 8' MAX Dble 2x6.625 0.024 12' MAX 10' MAX 7' 10' MAX RF Fascia 0.024 MAX MAX MAX MAX 7' MAX MAX 3x8 0.024 12' MAX 10' MAX 7' 10' MAX All Others 0.024 12' MAX 10' MAX 7' 10' MAX Dble 2x6.625 0.032 12' MAX 10' MAX 7' 10' MAX RF Fascia 0.032 MAX MAX MAX MAX 8' MAX MAX 3x8 0.032 15' MAX 12' MAX 8' 12' MAX All Others 0.032 MAX MAX 13' MAX 9' MAX MAX Dble 2x6.625 0.036 12' MAX 10' MAX 7' 10' 14' RF Fascia 0.036 MAX MAX MAX MAX 8' MAX MAX 3x8 0.036 15' MAX 12' MAX 8' 12' MAX All Others 0.036 MAX MAX MAX MAX 10' MAX MAX PRINTED ON 4/29/2009 IAPMO ES REPORT #0113 IAPMO PAGE NUMBER 20 OF 57 SOLID COVER 5.0 POST SPACINGSSF,OR`,PATIO`AND COMMERCCIIA COVERS 90 MPH WIND AREAS V 0:042"•x3-X8=B6z'Be -- 1 Detail N30 Double 0.042"x3"x8" Beam Detail N25 Double 0.032"x2"%6.625" Beam Detail N25 0.042"x3"x8" Box Beam Detail N30 Double 0.042"x3"x8" Beam Detail N25 Double 0.032"x2"x6.625" Beam Detail N25 TABLE 5.1 �-'--vAttachedA Freestanding or Attached Freestanding or Attached Freestanding or ' TABLE 5.1 Attached Freestanding or Attached Freestanding or Attached Freestanding or Structure Mullis an Units Structure Mullis an Units Structure Mullis an Units Structure Mullis 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 LTRIB MAX POST MAX MAX POSTLENGTM MAXJMINF MAX POST LENGTH MAXLF MAX POST LENGTH SNOW WIDTH POST REOD POST MIN FOOTER 8' I 10' I 12' POST MIN FOOTER 8' I 10' I 17 POST MIN FOOTER 8' I 10' I 1Y SNOW POST REQ' POST MIN FOOTER B' I tlr I 17 POST 8' I 10' I 17 POST 8' I 10' I 17 LOAD (FT) SPACING FOR SPACIN POST SIZE CONSTRAINED FOOTE SPACIN POST SISE CONSTRAINED FOOTE SPACING POS SIZE CONSTRAINED FOOTE LOAD SPACING FOR SPACIN POS SIZE CONSTRAINED FOOTE SPACIN CONSTRAINED FOOTE SPACING CONSTRAINED FOOTE(PSF) ON SLAB SLAB (FT) TYPE 'd''d 'd• 'd' (FT) TYPE 'd' "d' 'tl' 'd' (FT) TYPE 'd- "d' 'd• 'd'::(PSF)ON SLAB SLAB (FT) TVP 'd' •d• •d•'d• (FT) 'd' •d- 'd' (FT) 'd' 'd' 'd - FT) (in) (n (n) fn lint (9Q (in) (in) (in) fn) (int fn FT) m) pn pn) (in) (in) (in) (0 00 MPH EXPOSURE B 90 MPH EXPOSURE B 10 3 27.8' A 14'-0• A 23 27 29 30 21'-7' A 26 30.. 32 33 15'-2" A 23 27 28 • 30 LIVE• 3.5 19'-5" A 12'-9• A 23 26 28 29 19'-11• B 27 29 31 33 14'-0' A 24 '26 28 29 24 4 17'-0• A 11'6' A 24 26 28 29 18'-8' B 28 29 31 32 12'•11• A 24 26 27' 29 22 4.5 15' 1" A 10'-11• A 24 25 27 28 17'-T B 28 28 30 32 11'-11' A 25 25 27 28 18 5 13'-7" A 10'-2' A 24 25 27 28 18'-8' B 29 29 30 31 11'-0• A 25 25 26 28, 6 5.5 12'4" A 9'-T' A 25 25 26 28 15'-10' B 29 29 29 31 10'-3' A ' 25 25 26 27 4'-5' 6 11'41' A 8'-11" A 25 25 26 27 15'•2' B 30 - 30 30 31 9'6" A 25 25 26 27 6.5 10'-5" -A 8'-5" A 25 25 28 27 14'4' C 30 30 30 30 9'-1• A 26 26 26 27 ' - '• •- 7- 9'6" A 7'-11' A 25 25 25 27 13'-7' C 30 30 30 90 8'-7' A 26 26 26 26 24 7.5 9'-1" A T-5" A 25 25 25 26 17.11' C 3030 22 30 30 8'-1' A 26 28 26 26 22 8 8'6" A T-1' A 25 25 25 26 12'4' C 3030 22 30 30 7'-9" A 26 26 26 26 ' 8.5 B'-0- A 6'•9` A 25 25 25 28 1V-9" C 30 30 30 30 7'4' A 26 26 28 26 C 9 7'6' A 6'-5' A 25 25 25 26 1V-3' C 31 31 31 31 7'-T A 26 26 26 26 4'•7• 9.5 7'-2' A 6'•1" A 25 25 25 25 10'•10' C 31 31 31 31 6'-9" A 26 26 28 26 21 10 W-9" A 5'-10- A 25 25 25 25 10'•5' C 31 31 31 31 6'S•. A 26 28 26 26 11 8'-7 A 5'4' A 26 26 26 26 9'6" C 91 31 31 31 5'•11' A 26 28 28 26 23 12 5'6• A 5'-0• A 26 26 26 26. 5'-3" C 31 31 31 31 5'' A 27 27 27 27 13 5--T A 4--7" A 26 28 26 28 8'S" C 31 31 31 31 5'6-7 A 27 27 27 27 20 3 it' -10" A 9'4" A 17 22 24 25 15'-9• B 21 25 27 .28 10'-1" A /8 22 23 24 LIVE 3.5 10'-2" A 8'-3" A 18 22 23 24 14'-r C 21 24 26 27 8'-11" A to 21 23 24 24 4 8'-11- A T-5' A 18 21 23• 24 12'-10' C 21 24 25 27 R'•1" A 18 21 22 23 22 4.5 T-11" A a'-8" A 18 21 22 23 11'-9• C 21 23 25 26 T4• A 18 20 22 23 18 5 7'•1" A 6'-1• A 18 20 22 23 101•10" C 22 23 24 28 6-9" A 18 20 21 23 6 5.5 13,5- A 5'•8' A 1B 20 21 23 10'-1" C 22 23 24 25 8'-3` A 19 20 21 22 4'-5' 6 5'-11" A 5'-3• A 18 20 21 22 91•5' C 22 22 24 25 5'-9" A 19 19 21 '22 6.5 61S' A 4'-10" A t8 19 21 22 8'-10- C 22 22 23 25 5S' A 19 19 21 22 25 7 V-1" A 4'6' A 18 19 20 22 8'4" C 22 22 23 24 5'-1" B 19 19 20 21 24 7.5 4'-0' A 4'-3" A 18 19 20 21 T-10' C 22 22 23 24 4'-9' 8 19 1B 20 21 22 8 4'-5' A 4'-0" A 1B 19 20 21 T-5" C 22 22 23 24 4'6" B 19 19 20 21 ' 8.5 4'-2• A T-10' A 18 19 20 21 7'•1• C 22 22 22 24 4'-3" B 19 19 20 21 C 9 3'•11" A 3'-7" A 18 18 20 21 6'-9" C 22 22 22 23 4'-1- B 19 19 20 21 4'•7• 9.5 3'-0' A T-5" A 18 18 19 21 6'S" C 22 22 22 23 T-10" 8 19 19 19 21 21 10 3'6" A 3'-3' A 18 18 19 20 6'-2" C 23 23 23 23 T-8' B 10 19 18 20 11 T -T A Y-0' A 18 +8 19 20 5'6" C 23 23 23 23 T-5" B 18 1919 C 20 23 12 T-11' A 74' A 18 18 19 '20 5'-3" C 23 23 23 23 3'-1- B 19 19 +B 20 13 1 2'6' 1 A 1 76" 1 A I 18 1 10 1 19 1 20 4'•10" 1 C 1 29 1 23 1 23 1 23 7-11" B 19 1 19 1 19 1 20 30 3 8'-0• A 7'-10` A 19 24 25 27 13'-8" C 23 27 1 28 ' 30 8'6• B 18 23 25 26 3.5 6'-10• A 6'-11` B 19, 23 25 26. 12'-1' C 23 26 28 29 7'6• B 20 23 24 26 24 4 6'-0• A 6'-2' B 19 23 24 25 .10'-11" C 23 25 27 28 6'-B" B 20 22 24 25 22 4.5 5'4' A 5'6` B 19 22 24 _ 25. 9'-11` C - 23 25 27 28 8'-2• B 20 22 23 25 18 5 4'-10" A 5'-1" .B 19 22 23:. 122 24 T-2" C 23 25, 26 27 5'-7" B 20 21 23 24 6 5.5 4'4' A 4'6" B -' 1921 T-7' 23 24. 8'6" C - 24 24 26 27 5'-2• B 20 21. 23 24 4'-5' 6 4'1" A 4'-3` B 19 21 22 241 -T-10" C 24 24 25 27 ,4'-9" B 20 21 22 24 6.5 - 3'6' A W -T B 19 21 6 23 7'4" ' C 24 24 25 26 4'6' B 20 21 '22 23 25 7 9'S• A 3'6• B 19 20 22 23 6--11• C 24 24 25 26 4--1 B 20 20 22 29 24 7.5 Y-2' A 3'6" B 20 20 22 23 e'6" C 24 ' 24 24 26 3'•11" B 20 20 22 29 22 8 T-0• A Y-3• B 20 20 21 23 6'-2' C 24 24 24 25 T-8" B 20 20 21 23 ' 8.5 2'-10• A T-1" B 20 20 21 22 5'-10" C 24 24 24 25 3'6' B 20 20 21 22 C 9 2'6" AY -11' B. 20 •20 21 22 5'-7• C 24 24 24 25 3'4" B 20' 20 .21 22 4'•7• 9.5 2'6` '+A- 7.9` B 20 - 20 21 22 5'4" C 24 24 24 25 3'-2' B 20 20 21' " 23 P� 90 MPH EXPOSURE C '40 3 6'-1" - A . 6--2- B 1 17 23 '24 25 11'-0' C 21 26 27 29 6'-10" B 18 22 24 25 3.5 - 5� 2• A 5'S' B 18 22 23 25 9'•9" C 21 25 26 28 6--0- B 18 22 23 25 4 4'6" A 4'-10• B 18 21 23 24 8'-9• C 21 24 26 27 5'4" B 18 2123 24 4.5 4'-0• A 4'4" B 18 21 22 24 T-11' C 22 24 25 27 4'-10" 6 18 21 22 24 5 T-7' A 3'•11•. B t8 21 22 23 T-3" C 22 23 25 26 4'-5' B 18 20 22 23 ' 5.5 3'-3• A T-7" B 18 20 22 23 6--8'C 22 23 24 26 4'-1' B 19 20 22 23 6 3'-0" A 3'4• B 18 20 21 23 - 6'-9• C 22 29 24 25 T -W' B 19 20 21 23 6.5 2'•9' A 3'-1' B 18 20 21 221 5'•10' C 22 122 24 25 3'6' B 19 20 21 22 7 7-7" A 7-10" B 18 - 19 21 122 5'S" C 22 22 23 25 B 18 19 21 22 7.5 2'-5' A 76" B •18 19 21 22 5'-1•- C 22 22 23 25V• B 1B 19 21 22 B 7-3" A 2'6" B . 18 10 21 22 4'-10` C 22 22 23 20" B 19 19 20 22.. 8.5 2'-1' A 7-4"- B.� 18 19 20 22 4'•7• C .22 22 23 4-" B 19 19 20 22 • 9 2'-0" A 2'-3" '13 18 19 20 21 4'4• C . 22 22 22 24 B 19 19 20 21 • 90 MPH EXPOSURE B 40 3 6'-1" A 6'-2' B 15 20 22 23 11'-0" C 18 23 26 3.5 5`2" A 5'•5" B 15 20 21 22 91•9" C 19 22 24 25 4 4'6' A 4'•10• -B 15 19 21 22 8'-0" C 19 22 23 25 4.5 4'-0• A 4'4" B /5 18 20 21 T-11• C 19 21 23 2 ' 5 5.5 T-7' Y-3• A A 3'•11" 3'•T B B 15 15 19 18 20 20 21 21 T-3' 6'-91 C'• C 19 19 2 1 22 22 d 3 Q•?'�_Q PU% 6 Y-0' A 3'4" B B 15 18 19 21 6'S" C 19 20 22 23 6.5 7 7-9' 7-T A A T-1" 7.10• B 18 16 18 18 19 19 20 20 5'-10- 5'S' C C \ 19 `1B 0 21 21 23 22 ul C' 1113 q ; m A A 76" 2'6' B B 18 16 17 /7 19 1B 20 20 5'-1• 4'•10" C 1-� `21 22 -EX - inn 8.5 2'•1- A 74" B 16 17 18 20 4'-T � 9 2'-0" A 2'-3" B 18 17 18 19 ' 0'4• 1 �\ OI-CALI Q� Cy \ �g 4/27/2009 M NOV 1 8 2QC9 P� PRINTED ON 4/29/2009 IAPMO ES REPORT #0113 IAPMO PAGE NUMBER 21 OF 57 TABLE 5.1 0.042'x3'x8" Box Beam Detail N30 Attached Freestanding or Double 0.042"x3"x8" Beam Detail N25 Double 0.032'x2"x6.625" Beam Detail N25 Attached Freestanding or Attached Freestanding or TABLE 5.1 0.042'x3'x8' Box Beam Detail N30 Attached Freestanding or Double 0.042"x3"x8' Beam Detail N25 Double 0.032"x2"x6.625' Beam Detail N25 Attached Freestanding or Attached Freestanding or 23 25 Structure Mullis an Units Structure Multis an Units Structure Mullis an Units 20 Structure IMultispan Units 26 Structure IMultispan Units Structure Multis an Units GROUSNO No MAX MAXPOST LENGTHMAX8POST LENGTHMAX T MAX.1 GSNOW 23 xPO H MAX LENG MAX AX POST MAX B�P09TO LENGTH F WIDTH POST REDID POST MIN FOOTER '1 111` 17 I ' POST is 7 OST MIN FOOTER WID M POST REO•1 I I I I POST MIN FOOTER 10 7 I I POST MIN FOOTER I 70,LENGT2 OST MIN FOOTER I I I LOAD (FTITR" SPACIMAXNG FOR SPACIN POST SIZE CONSTRAINED FOOTER SPACIN CONSTRAINED FOOTER SPACING POS SIZE CONSTRAINED FOOTE LOAD (FT) SPACING FOR ITYPE-T SPACIN POs SIZE CONSTRAINED FOOTE SPACING POST SIZE CONSTRAINED FOOTE SPACING POS SIZE CONSTRAINED FOOTER (PSF) ON SLAB SLAB (FT) TYPE 'd' •d- 'd' 'd' (FT) 'd' 'd' 'd' (FT) TYPE "d• 'd' 'd- 'd• (PSF) ON SLAB SLAB (FT) TYPE 'd' 'd• 'd' 'd' (FT) TYPE 'd' -d 'd' 'd' (FT) TYP 'd' 'd' 'd' 'd' (FT) A (in) (in) (in) Gn (in) (in) lin (in) lin (n) (FT) 26 fn) (in) (Int in) 14'-2• lin (in) f pnl lin) (in) (in) (in) 25 90 MPH EXPOSURE C 9`0" A 17 22 23 25 15'-3" C 20 25 26 28 B'6" B 18 22 23 24 20 3 11'-10" A 9'-0" A 20 25 26 28 15'-9' B 24 28 29 31 IVA" A 20 24 26 27 LIVE 3.5 10'-2" A 8'-3" A 20 24 26 27 14'-2• C 24 27 29 30 81.11" A 21 24 25 26 4 8'•11' A 7'•5' A 20 23 25 26 12'-10" C 24 26 28 29 8'-1" A 21 23 25 26 4.5 7'•11" A 8'6• A 20 23 24 26 11'-9' C . 25 26 28 29 7'1• A 21 23 24 25 5 7'-1" A 6'•1' A 21 23 24 25 10'•10' C 25 25 27 28 6'-9' A 21 22 24 25 5.5 6'S' A 5'6'• A 21 22 24 25 10'-1' C 25 25 27 28 6'3• A 21 22 23 25 8 5-11" A 5'-3' A 21 22 23 25 9'-5' C 25 25 26 28 5'-9" A 21 22 23 24 GENERAL INSTRUCTIONS FOR THESE TABLES 6.5 5'-5• A 4'-10' A 21 22 23 24 8'-10" C 25 25 26 27 5'S' A 22 22 23 24 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR 7 5'-1" A 4'6' A 21 21 23 24 8'4' C 25 25 26 27 F-1' B 22 22 22 24 7.5 4'-9• A 4'-3" A 21 21 22 24 T-10' C 26 26 26 27 4'-0' B 22 22 22 24 8 4'-5" A 4'-0" A 21 21 22 23 T-51 C 28 28 26 26 4'6' B 22 22 22 23 8.5 4'•2" 'A ' T-10' A 21 21 22 23 7'-1" C 28 26 26 26 4'3• B 22 22 22 23 9 T-11" A 3'-r A 21 21 22 23 6'-9' C 26 26 2B 26 4'-1' B 22 22 22 23 9.5 7.9" A T-5" A 21 21 22 23 6'-51 C 2e 26 26 26 3'-10" B 22 22 22 23 10 3' a A 3'3' A 21 21 21 23 e'-2" C 26 26 28 26 3'6• B 22 22 22 23 71 3'-2' A 3'-0' A 27 21 21. 22 5'-8" C 28 2B 26 28 3'-5' B 22 22 22 22 25 eV 3r,1 ur9'-7' cam A 9`0" A 17 22 23 25 15'-3" C 20 25 26 28 B'6" B 18 22 23 24 10.5' 3.5 e'-2' A 7'-11' A 17 21 23 24 13'6' C 21 24 26 27 8'6• B 18 21 23 24 4 T-2" A T-1" A 17 21 22 24 72'-5' C 21 24 25 26 7'-9" a 18 21 22 23 4.5 6'4' A 6'-5" B 18 21 22 23 11'4' C 21 23 25 26 7'-7' 8 18 20 22 23 5 5'-9' A F-11' B 18 20 22 23 10'6' C 21 23 24 25 8'6• B 18 20 21 22 5.5 5'-2' A 5'5• B 78 20 21 22 9'•9' C 22 22 24 25 6.0" B 16 20 21 22 8 4'-0" A 5'-0' B 18 20 21 22 9'-1" C 22 22 23 25 5'-7' B 18 19 21 22 6.5 4'5" A 4'-8" B 18 19 21 22 8'6' C 22 22 23 24 5'•2' B 18 19 20 22 GENERAL INSTRUCTIONS FOR THESE TABLES 7 4'-1' A 4'-4' B 18 19 20 21 8'-0' C 22 22 23 24 4'-10' B 19 19 20 21 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR 7.5 3'-10" A 4'-1" B 19 76 20 21 7'-7" C 22 22 23 24 4'-7" B 19 19 20 21 8 3'-r A 3'-10' B 78 19 20 21 7'-Z" C 22 22 22 24 4'-0" B 19 19 20 21 8.5 3'4' A 3'6" B 18 18 20 21 6'-10' C 22 22 22 23 4'-1' B 19 19 20 21 9 T-2" A 3'-5" B 78 18 11 21 6'6' C 22 22 22 23 T-11' B 19 19 19 21 9.5 3•-0' A 3'-3" B 18 18 19 1 20 6'-2" C 1 22 1 22 1 22 1 23 3'6' 1 B 1 19 1 19 19 20 60 90 MPH EXPOSURE C 4'-4" a 13 19 20 22 8'-0• 25 3 9'-7' A 9'-0" A 20 24 26 27 15'-3' 10.5' 3.5 8'-2' A T-11' A 20 24 25 27 13'•8' C 4 71-71 A T-1- A 20 23 25 26 17.5' 4.5 6'-0• A 6'-5" B 20 23 24 26 11'-4' C 5 5'-9" A 5'-11' B 20 22 24 25 10'6' 5.5 5'-2- A 5'-5" 8 20 22 23 25 9'-9• C 6 4'-9" A 5'-0• B 20 22 23 24 91-1' 6.5 4'5' A 4'6" B 20 21 23 24 8'6' C 7 4'-1" A 4'-4' B 21 21 23 24 B'-0' 7.5 T-10" A 4'-1" 8 21 21 22 24 7'-T C 8 7-r A T-10• B 21 21 22 23 T-2' 8.5 3'4" A 3'•8" B 21 21 22 23 6'-10' C 9 T -Z" A T-5' B 21 21 22 23 6'6' 9.5 T -O' A T-3" 8 21 21 21 23 6'-2• C 10 2'-10• A 3'-1" 0 21 21 21 23 5'•11' GENERAL INSTRUCTIONS FOR THESE TABLES 7 1•-9' 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 1'-11' B 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 17 18 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS C 17 USE 20PSF MIN) 20 21 4. CHOOSE A PANEL FROM TABLES 4.1 TO 4.8 THAT HAS B 14 ADEQUATE CLEARSPAN FOR YOUR NEEDS. 18 19 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR 7.5 7'•7' CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 B 6. CHOOSE A HEADER FROM TABLE 5.1 THAT HAS ADEQUATE 76 POST SPACING. 19 T-7' 7. USE THE APPROPRIATE FOOTER SIZE SHOWN. 17 18 60 3 4'-1• A 4'-4" a 13 19 20 22 8'-0• C 78 22 23 24 4'-11• B 14 19 20 21 10.5' 3.5 3'6• A T-9" B 14 19 20 21 7'-1' C 17 21 22 24 4'-3' B 14 18 20 21 4 3'-0' A 3'-4' B 14 18 19 21 6'-3' C 17 20 22 23 3'-9" B 14 18 19 20 4.5 2'-B' A 31-0" B 14 18 19 20 5'-8' C 17 20 21 23 3'5' B 14 18 19 20 5 75' A 2'6' B 14 17 18 20 5'-2' C 17 20 21 22 TO" B 14 17 19 20 5.5 2'-2" A 2'6" B 14 17 18 20 4'-9' C 17 19 21 22 7-10" B 14 17 78 20 8 7-0' A 2'-3' B 14 17 18 19 4'S' C 17 19 20 22 7.7" B 14 17 18 19 6.5 1'-10' A 7-1" B 14 17 18 19 4'-1' C 17 19 20 21 75' B 14 17 18 19 7 1•-9' A 1'-11' B 14 17 18 19 3'-10' C 17 1B 20 21 7-3' B 14 16 18 19 7.5 7'•7' A 1'-10' B 14 76 18 19 T-7' C 17 18 20 21 7-1' B 14 1B 18 19 B 1'6' A 1'-8' B 14 16 18 19 3'd' C 17 18 10 21 2'-0" B 14 16 17 19 8.5 1'-5' A 1•-7• B 14 16 17 19 3'-2" C 17 18 19 20 1'-10" 8 14 16 77 19 60 3 4'-1' A 4'-0' B 76 21 23 24 81-V C 19 24 25 27 4'-11" B 18 21 22 24 10.5' 3.5 3'6' A T-9" B 16 21 22 23 7'•1" C 19 23 25 26 4.3' B 78 20 22 23 4 3•-0" A 3'-4• B i6 20 21 23 6'-3' C 19 23 24 25 T-9" B 18 20 21 23 4.5 2'6' A 3'-0" B 16 20 21 22 T-8• C 19 22 24 25 3'5' B 16 20 21 22 5 2'S' A 2'6' 8 16 19 21 22 5'-2• C 19 22 23 25 3'-1" B 10 19 21 22 5.5 2'-2' A 76" B 16 19 20 22 4'-9' C 19 21 23 24 7-10" B 16 19 8 2'-0' A 2'•3" B 18 19 20 21 4'4' C 20 21 23 24 2'-r B 18 19 6.5 1••10' A 2'-1' B 18 19 20 21 4'-1' C 20 21 22 24 2'5' B 18 18 7 1'-9' A 1'-11' B 18 18 20 21 T-10' C 20 21 22 23 2'-3' B 16 18 OVER- HANG (FTI 0' 1' 7 3' 4' t C 23 28 29 31 9'6" B 20 24 26 27 C 24 27 28 30 8.6• s 20 23 25 26 TABLE 5.3 Post Requirements TABLE 5.4 Post Requirements for C 24 26 28 29 T-9" B 21 23 24 28 for Attached Structures Freestand In $trVCtures C 24 26 27 29 T-1' a 21 22 24 25 Post Description Max POST Post Description Maximum Max POST C 25 25 27 28 6'6" B 21 22 24 25 H FootingHei ht C 25 25 26 28 6'-0' a 21 22 23 25 Twin 0.062x1.5"x1.5" Scroll- 9' A 0.041"x3'x3" Steel Clover d = 23" 12' D C 25 25 26 27 s.r a 21 21 23 24 0.042'x3'x8" Aluminum Post 11' B 0.041" 70* Steel Clover d = 23" 8' E C 25 25 26 27 5'-2' B 21 21 23 24 0.024"Post with Sideplates 12' B 3/16"x3"x3" Steel Square d = 32" 15' F C 25 27 4••10- a 21 21 22 24 Clover 0.032"x3"x3" Alum 12' B 3118x4x4' Steel Square d = 38" 18' G C 25 25 25 26 4'•7" B 21 21 22 23 - Clover 0.040"x3"x3" Alum 12' B 5/16"x4"x4" Steel S uare d = 42" 18' H C 25 25 25 26 4'-0" B 21 21 22 23 Colonial 0.062" Extruded 12' C C 25 25 25 26 4'-1• a 21 21 22 23 0.041"x3"x3' Steel Clover 12' D C 25 25 25 26 3'-11" B 22 22 22 23 0.041"x3"x3" Steel Clover 8' E C 26 26 26 26 7-8' B 22 22 22 23 3/16"x3"x3" Steel $ uare 15' F C 2 6 26 26 26 3.5• a 22 22 22 22 3/16'x4'x4" Steel Square 18' G 15/16*x4*x4" Steel Square 18' H 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amerimax Building Products FREESTANDING AND MULTISPAN UNITS USE TABLE 5.4 5208 Tennyson Parkway 9. FIND THE O/C SPACING OR 4 OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 Piano, Texas 75024 10. USE THE APPROPRIATE DETAILS 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 5.1 Lynchburg, VA 24503 SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carloumam0corrcast.nel SLAB 9. FOLLOW 9-11 FROM ABOVE SLAB 10. FOR TWO POST STRUCTURES USETABLE 7.1 ON SHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES SLAB11. CHECK TABLES SLABt AND SLAB2 ON M5 FOR CORNER DISTANCE REQUIRMENTS. TABLE 5.2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES 4' 4.5' 5' 5.5 6' 6.5' 4.5 5' 5.5 e' 6.51 7' 5' 5.5' 8' 6.5' T 7.5' 5.5' 6' 6.5' 7' 75 6' 6' 6.5 7' 7.5' B' 8.5' 6.5' 7' 7.51 8' 8.5' 9' T 7.5' F 8.5' 9' 9.5' 10' 10.5' 11' 7.5' 8' 8.5' 9' 9.5' 10' 10.5' 111 11.6 8' 8.5' 9' 9.51 10' 10.5' 11' Its' 12' 8.5' 9' 9.5' 10' 10.5' 11' 11.5' 72' 12.5' "Ir 9.5' 10' 10.5' .11c 1."5 .12' 12.5! .Sc 4/27/2009 20 22 20 21 20 21 20 ra- , 4.J c�i1 88139 r7.0 POST AND PWOLTREFIVNIEWOMMENTS FOR COMMERCIAL AND PATIO STRUCTURES IAPMO ES REPORT #0113 Trib Width (ft) Allowable Width tT�for4Attached Two;; w;� klrtV7 ructu es on`S) b; Live or Ground Snow Load MAX POST HGHT 10 psf 20 psi 4 32'-1" 16'-11" 4.5 28'-6' 15'-1" 5 26-8" 13'-6" 5.5 23'-4" 12'-4• .6 21'-5" 11'-3" 6.5 19'-9' 10'-5' 7 18'-4" We 75, D. n/a L11. N11. AH 17 Na -8.5' < 45,1..: . Na - 9 14'-3" n/a 20 POST TYPE POST DESCRIPTIONS DETAIL MAX POST HGHT A Twin 0.032'xl.5"xl.5- - AC, AA 8' A Twin 0.062"xl.5"xl.5" AC, AF 17 A 0.024"Post with Sideplates L24, Nth, BK 17 B Clover 0.,032"x3"x3" Alum L11, Nl1, AH 10' - B Clover 0.040'x3"x3'-Alum L11. N11, AH - 17 C Colonial 0.062' Extruded AE 12' D. 0.041"x3"x3' Steel Clover L11. N11. AH 17 E 0.041'x3"x3' Steel Clover Ll 1, NII. AH 12' F 3/16'x3"x3' Steel Square L21, N17, AG 15' G 3/16"x4"x4" Steel Square L21, N17. AG 18' H 5/16'x4"x4" Steel Square - L21, Nil, AG 18' i aore r.z 0 Is Reg 10 psiSlab 10ps 90B 722 24. '800. 5 5 Table7.3: Required Number of Fasteners for Sheadng Loads 3 4 3 3 Table 7.4: Re 1 1 Aluminum Material Gage (in) 1 1 3/8' B Steel Gage (in) Sla690C .'686'- -6-- - 3 2- 4 4- 1 4 1 2 1 2 25 904 6 0.024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 0.041 0.041 2 0.036 0. A' #14 B C D E F 3/8'B 3/8"B #14 #14 3/8" B G #14 H 3/8"B I #14 J 3/8"B K 3/8' B 1 3 Footer Design Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT 3 BOLT S d (in) (Ibs) 164 424 8�6 245 273 1048 296 1394 sol 1691 3 see 12 100 1 1 1 1 1 1 1 1 1 1 3 1 13 127 1 1 1 1 1 1 1 1 1 1 4 1 14 159 1 1 1 1 1 1 1 .1 1 1 4 1 15 195 2 1 1 1 1 1 1 1 1 1 4 1 16 237 2 1 1 1 1 1 1 1 1 1 5 1 17 284 2 1 1 2 2 1 1 1 1 1 5 1 18 338 3 1 1 2 2 1 2 1 1 1 I 1 19 397 3 1 1 2 2 1- 2 1 1 1 6 1 20 463 3 2' 1 2 2 1 2 1 1 1 .. 6 1 21 536 4 2 1 .3 2 1 2 1 2 1 7 1 22 - - '616" "4 2 1: 3 3' 1 3 1 2 1 7 2 23 704 5 2 1 3 3 1 3 1 2 1 t 2 2 10 psiSlab 10ps 90B 722 24. '800. 5 5 2' 2 1 1 3 4 3 3 1 3 1- 3 1 1 2 2 1 1 3/8' B 2 Sla690C .'686'- -6-- - 3 2- 4 4- 1 4 1 2 1 2 25 904 6 3 2- 4 4 1 4. 1 2 1 2 26 1017 7 3 2 5 4 1, 4 1 3 1 2 27 1139 7 3 2 5 5 2 4 1 3 1 2 28 1270 8 3 2 6 5 2 5 1 3 1 3 29 1411 9 4 2 6 6 2 5 2 3 1 3 30 1563 n/a 4 2 7 6 2 6 2 4 .1 3 31 1724" ', n/a 5 3 8 7 2 6 2. 4 2 3 32 1896 n/a 5 3 8- 7 2 7 2 4 2 4 33 2080.. n/a 5 3 9 8 2 8 2 5 .2 4 34 2275' n/a 6 3 Na 9 3 8 2 5 2 4 35 2481 n/a 6 3 Na n/a 3 9 2 5 2 5 36 2700 n/a 7 4 Na Na 3 Na 2 6 2 5 37 2931 n1a 7 4 n/a n/a 3 n/a 3 6 2- 5 38 3175 We 8 4 n/a n/a 4 n/a 3 7 2 6 39 3433 n/a 9 5 n/a n/a 4 n/a 3 7 3 6 40 3704 Na 9' 5 Na Na 4 Na 3 8 3 7 n 41 3988 ' n/a Na 5 n/a n/a 4 n/a 3 8 3 7 n 42 4288 - Na Na 6 We Na 5 n/a 4 9' 3 .8 n 43 4601 n1a Na 6 We n/a 5 n/a 4 n/a 3 8 n 44 4930 We Na 6 n/a n/a 5 Na 4 Na 3 9 45 5273 n/a Na 7 n/e n/a 6 n/a 4. n/a 4 9 n 46 5633 Na Na 7 n/a Na 6 n/a 5 n/a 4 n/a N ' 47 6008- Na Na 8 n/a Na 6 n/a 5 n/a 4 n/a N 48 6400 Na Na 8 We Na 7 Na 5 n/a 4 Na n/ 49 6808 n/a Na 9 n/a . We 7 n/a 5 n/a 5' n1a n/ ' 50� 7234. n/a Na 9 '. n/a n/a 7 n/a - 6 n/a 5. . n/a N Fastener Terminology #14 SMS = #14 sheet metal or SDS screw, 1/2" minimum length TABLE 7.5: WALL ATTACHMENTS 3/8' B = 3/8" Diameter Bolt ANC 1 ANC 2 ' See General Notes for specifics on fasteners - LIVE/ O/C 0/C' Number of Fasteners for Tension Aluminum #14 682 9 /a /a /a /a Na /a Loads SNOW LOAD (PSF) Gage (in) 062 0.060 0.090 0.100 90 C 10 LIVE L M N O 318" B 3/8' B #14 Design Footer MS BOLT BOLT SMS Uplift Size ' 865 1298 701 (Ibs) d (in) 1 1 1 1 100 12 1 1 1 1 127 13 1 1 1 1 159 14 1 1 1 1 195 15 1 1 1 1 237 16 1 1 1 1 284 17 1 1 1 1 338 18 2 1- 1 1 397 463 19 20 Y 1 1 1 2 1 1 1 A 536 21 2 2 1 1 1 616 22 2 1 1 2- 704 23. - 2 1 1 2 722 Slab 3 1 1 2 800_. 24__ 3 2 1 2 886 Slab 3 2 1 2- 904 25 3 2 1 2 1017 26 3 2 1 2 :1139 27 4 2 1 2 1270 28 4 2 2 3 1411 29 5 2 2 3 .1563 30 5 2 2 3 1724. 31 5 3 2 3 1896 32 6 3 2 3 X2080 33 6 3 2 4. 2275 34 7 3 2 4 2481 35 8 4. 3 4 2700 36 8 4 3 5 2931 37 9 4 3 5 '3175 98 4 3 5 3433 39 5 3 6 3704 40 5 4 6 3988 41 5 4 7 4288 42 6 4 7 4601 43 6 4 8 4930 44 7 5 8 5273 45 a 7 5 9 5633 46 , a 7 5 9'' 6008 47 a 8 5 Na 6400 48 a 8 6 Na 6808 49 a 9 6 n/a 7234 50 IAPMO PAGE NUMBER 55 OF 57 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: WALL ATTACHMENTS FOR LATTICE COVERS WIND SPEED (MPH) AND EXPOSURE SNOW LOAD (PSF) SPACING CONCRETE ANCHORS SPACING MASONRY ANCHORS SPACING FOR #10 x 2' SMS SCREWS 1 Clearspan on this chart is the distance from the wall to the first row of columns. 2 Hilti Kwik Bolt TZ 3/8" diameter and 2" embed: ICC ESR 1917 or other anchor w/ 550# shear vs wind and seismic loads. Use 1' steel washer. 3 Masonry anchors must have ashear value of 250# for wind or seismic loads. Use 1" diameter steel washer. '1W Lag screws must have 2 1/4' of penetration into studs. These lag screws must have an 118" lead hole and 5/8' steel washers 5 10 and 20 psf are live or snow loads, 25- 60 psf are snow loads. 6 Add one fastener to both ends of all covers. Use 5/8' washers on all end fasteners attaching directly to wall. _-_ 90 C 10 LIVE 20" - 20" 8" 105 C 20 LIVE 20' I 20" 6' 110 C 25 20' 20" 6" 10 30 20" 20" 6" LIVE 40 16" 16" 4' 20 60 16" 16" 4- IAPMO PAGE NUMBER 55 OF 57 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: WALL ATTACHMENTS FOR LATTICE COVERS ..'..._..,._. _ ......:_.... -. . -.. --. ANC.3 -.... ANC 4 -GRND. )VER STRUCTURES CLEAR- NO. OF #10 NO. OF, 1/4' SNOW WIND SPAN SCREWS LAG SCREWS LOAD- SPEED (FT) PER RAFTER PER RAFTER _(PSF . -MPH_ _ 14' 25 10 1.10C 22' 2 2 LIVE 13' 8'-6' 13' 40 20 130C 13' 2 2 LIVE 130C 20' 3 2 25 IT 2 2 19' 3 2 30 • 11' 2 2 16' 3 2 40 8'2 2 12' 3 2 60 8' 3 2 11' 4 . 3 TABLE 7.7 STUCCO ATTACHMENT TO WALL ALLOWABLE DISTANCE TO FIRST ROW OF POSTS )VER STRUCTURES 16' ok I- I 2;F o/c Ground Snow Max Wind Condition'110 mph Exposure C - Load (psi) 1 Lag Screw 12 Lag Screws 2 Lag Screws 3 Lag Screws Live 10 17-9" 20' 1 T 20' Live 20 T 14' 9' 14' 25 T-6" 15' 10' 15' 30 6'-6" 13' 8'-6' 13' 40 4'-10' 91-W 61-6" 9'-9" 60 3' 6'-T 4' 6'-7" 4/27/2009 Amerimax Building Products 5208 Tennyson Parkway Plano, Texas 75024 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 (434) 384-2514 carloutnam(a)comcast.net M3-2006 )VER STRUCTURES ANC 4 ;LEAR SPAN (FT) # OF 1/4' LAG SCREWS PER STUD Q16" O/C SPACING 18' 21' 1 2 11' 21' 1 2 10' 21' 1 2 9' 1T 1 2 13' 2 9' 2 4/27/2009 F- 0.120'x2'x2'X2'— LONG 'L' ANGLE 6063T5 ALUM #IOX2' J SCREW #10 SMS SCREWS WALL HANGER F 0.048 B� F�ANBEAM B FAN BEAM R WALL HANGER FASTEN TO HANGERFAN SEE NOTE #1 BEAM l STRUCTURAL 1,,,�t'PANEL 1.5' nr P• 0.042 HEADER HEADER CEILING FAN OR LIGHT FIXTURE POST - A CONFORMANCE TO THE APPLICABLE ELECTRICAL CODE IS OUTSIDE T.HE: SCOPE OF THIS DETAIL AND MUST BE APPR❑ SEPERATELY. \,pivil tea P T 6819c 4681 0 19 * EX . 2009 I I, �' �BC71_DI�CePROD�nSaIX PUT E 100 TENNYSON PARKWAY LANO, TEXAS 75024 CP NTS Miscellaneous Details E M2-2006 10 PSF LIVE LOAD 1 90 MPH EXPOSURE C 2.000 MAX POST 0.045 40 Ills ATTACHED 2.000 R0.170 1.430 POST MIN I 0.060 SPACING FOR SPACING POST SIZE 0.048'x1.5'x2.5' 6005T5 2'X2' FAN BEAM 6063T5 ALUM -or NO ORIENTATION SPECIFIED 2'x2' FAN BEAM 'Cr 0.042'x3'xB' (FT) HEADER A CONFORMANCE TO THE APPLICABLE ELECTRICAL CODE IS OUTSIDE T.HE: SCOPE OF THIS DETAIL AND MUST BE APPR❑ SEPERATELY. \,pivil tea P T 6819c 4681 0 19 * EX . 2009 I I, �' �BC71_DI�CePROD�nSaIX PUT E 100 TENNYSON PARKWAY LANO, TEXAS 75024 CP NTS Miscellaneous Details E M2-2006 10 PSF LIVE LOAD 1 90 MPH EXPOSURE C TRIB MAX POST MAX 40 Ills ATTACHED WIDTH POST REO'D POST MIN FOOTING (FT) SPACING FOR SPACING POST SIZE ON SLAB SLAB (FT) TYPE 'Cr (FT) (in) 4 10'4" A 14Ar A 19 4.5 13'-10- A 13'-10" A 19 5 13'-2' A 13'-7' A 19. 5.5 17.4- A 17-7' B 20 6 11'4" A 17-T B 20 6.5 10'-5- A 1 t' -T B 20 7 9-8- A 11'-2 8 20 7.5 9'-1" A la -9- B 21 B 8'S A 10'S B 21 9 7-6- A 8'-7' B 21 10 6'-9- A 8'-2* B 22 11 6'-2' A 71-T B 22 12 5'-- A 71-1' B 22 13 5'-T A 6-7' B 22 14 4'-1T A 6'-1- B 22 t5 4'.' A 5'-8" B 22 16 4'-3" A 5'-4' B 22 17 4'4' A I 5--W 1 B 1 22 Weight_oi fan/lights Allowable Spans 0.048"x1.5"x25 2"x2" FAN BEAM 301115 15'-9 23'-0" 40 Ills 11'-10' 50 lbs 9'-5" 1T-10' 60 lbs '?.��........,.;... 15.1. 751t1s 6'-3" 12'-1' 4/27/2009 Engineer's Stamp 'r° t �{ 1.500 FASCIA CAN BE ROLLED FOR 2'x6' FLAT PANEL ALUMINUM N3 6" STRUCTURAL PANEL 3 DIFFERENT —� PANEL HEIGHTS o,7so FOR 2.5' 3004H36 (3004—H36 ALUM. ALLOY) 3.6 1.626 AND 3.S PANEL HEIGHTS 0.992 0.875 R0.125 R= 0.2" I 1.0 R0.153 0.95" 0.92" �— L ~ o.29s I— _ R=.125" R—•125" 1.62s SIDE FASCIA IS UO.2 0.350 1.958 0.188 NOMINAL .018" —� 0.363 F I i 05" _ .0.15" 0.31 IN THICKNESS. J -{ 1,060 ° 1 2.50 0" 167" 1.625 0.75 6.000 i 167 2.00 1.625 ATTACH TO TOP OF HEADERS 6.00" �-- 3.00 PER TABLE 4.9 OR 4.10 4 ATTR ❑ ` IA1RS• N4 6 1/2" ROLLFORMED HEADER N V (3004-1-136 ALUM. ALLOY) NOV 1-1 82 C9 wV f1G - FOUR -#114 SD SC CHS_ SIDE 178W-1766TINGS UP TO d=28" TWO -378 BOLTS, FOR 90 MPH EXP B ON SL&13 THRE 3%8".BOLTS.FOR 90 MPH EXP C ON.SLAB 2' x 6.5' Rafter FASCIA FROM NI, N2, N4 OR 0 #10 SMS ONE PER PANEL �I Structural Panel POST 2"X 6 1/2" 3"X 3" SIDEPLATES FOOTING SEE TABLE 4.9 OR 4.10 •9� X ACKET SEE GENERAL NOTE #11 SEE NOTE 1•S, 19 MAX FOOTING SIZE - d _34' AT RIGHT a ,• :: k- SLABOR FOOTING Rafter Tolls 0.042' x 3' x 8' ESS' t N8 BRACKET FOR CONNECTING POST TO SLAB Render O P OR FOOTING. (6063—T6 ALUM ALLOY) i .�; SINGLE SPAN ATTACHED UNIXS ONLY ON5 NEWPORT FASCIA Post C 6813 ' DETAILloo 009 i r Amerimax 5208 TENNYSON PARKWAY �BLALDI�C t PRODUCTS. IKC SUITE 100 \ OFCAItiF �\ ` +. PLANO, TEXAS 75024 � oa�wx BEJ/CP 4/27/2009 NTS omponent arts &Connection. Details for Newport Patio Structures Engineer's Stampa+re'° •NP01-2006 1 of 4 �— COVER PANEL 0.641 SEE TABLE 4.10 4.656 1.000 7.88' 0.0750 2.000 12 (t= 0.105') or =-.875" GQ (t= 0.059') TYP. �— 4.043 STEEL "C"— CHANNEL HEADER N 10 CALIFORNIA FASCIA Ng (STEEL A-653 Fy=50 KSI) (ALUM 6063 T6) N12 ATTACHED STRUCTURE POST TO DECK FLOOR JOIST DECKING DOUGLAS FIR UTILITY GRADE OR BTR ATTACHED STRUCTURE POST N 13 TO DECKING — 3.00' 0.024" OR 0.040" TYP. 3.00' N 14 3" SQUARE POST 3105-1126 ALUM. ALLOY) 0.28 t= 0.032' ALUM = 0.040' ALUM = 0,041' STEEL NOTE: POSTS MAY BE TRIMMED w/FLEX ALUM. FACING. 3" ALTERNATE POST N j j (3004-1136 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL) T3/16- Arn STEELA36 STRACKET IS L25' VO1E —�8.� ALUM 2x8 tea+ WARD (SPF) PANEL WINGER /10.1.5' -- TOP MOUNT 110.3.5' . L 1 � wOdO fti� sEETABLE 7s rDR rASTENERs TOP MOUNT BRACKET I F 3" or 4" .I 2 1/8' r � 2 1/8' r 0.024' I 0.024' 0.024' 6 5/8' 3' L 3' 3' SQUARE COLUMN (3105-H26 ALUM. ALLOY) N 1 6 2' x65SIDEPLATES (3004-H36.ALUM. ALLOY) SIDEPLATE CONNECTION DETAIL #10X1.5' SCREWS 6 PLACES _ EXISTING EAVE WOOD FRAMING 3/16* ASTM �¢. STEEL BRACKET :° 1' SPACING BETWEEN SCREWS LEDGER BOARD SIDE MOUNT BRACKET N17 3' or 4' — —� ASTM A500 STEEL POST GRADE A EAVE OVERHANG AND 'L' MUST ALSO COMPLY WITH DETAIL N21 4/27/2009 Engineer's Stamp E MAX "L" FOR TOP OR R_ SIDE MOUNT TRUSS/RAFTER Live O/C SPACING Load 16" o/c 24"o/c 10 21'-6" 14'4" 20 11'-3" T-6" NOT ALLOWED IN SNOW .LOAD AREAS MAX WIND LOAD IS 105 MPH EXP C J STRUCTURAL PANEL N18 ALTERNATIVE EAVEAC ENT ALL HOUSE PEN MUST BE C❑MPLE PERMANENTLY SE 0 pin V 18 n'"AP9 0-Amerimax BUILDI\C PRODUCTS. (NC. IBT1 Or. TTPC BEJ/CP NTS ompon�e�nW^^a 1� �139 is PARKWAY 100 TE AS 7 24 onnection a ai s Structures -r: 2 of 4 THESE DETAILS ARE LIMITED TO 3' x 3' METAL POST 90 mph EXPOSURE B AND C SEE GENERAL NOTE 19 ' x 3' METAL POST EIGHT #14 SMS DETAIL N8 EIGHT #14 SMS O O TVO 3/8' A-307 BOLTS TWO 3/8' x 4' EMBEDMENT 0 WITH LS'O WASHERS LAG SCREW W/ 1.25'0 mDER BOTH AD AND NUT. WASHER, ONE ON EACH O O HESIDE Or POST SIDE OF POST. 1' MIN TIMBER FLOOR JOIST _r i OR HEADER N12 ATTACHED STRUCTURE POST TO DECK FLOOR JOIST DECKING DOUGLAS FIR UTILITY GRADE OR BTR ATTACHED STRUCTURE POST N 13 TO DECKING — 3.00' 0.024" OR 0.040" TYP. 3.00' N 14 3" SQUARE POST 3105-1126 ALUM. ALLOY) 0.28 t= 0.032' ALUM = 0.040' ALUM = 0,041' STEEL NOTE: POSTS MAY BE TRIMMED w/FLEX ALUM. FACING. 3" ALTERNATE POST N j j (3004-1136 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL) T3/16- Arn STEELA36 STRACKET IS L25' VO1E —�8.� ALUM 2x8 tea+ WARD (SPF) PANEL WINGER /10.1.5' -- TOP MOUNT 110.3.5' . L 1 � wOdO fti� sEETABLE 7s rDR rASTENERs TOP MOUNT BRACKET I F 3" or 4" .I 2 1/8' r � 2 1/8' r 0.024' I 0.024' 0.024' 6 5/8' 3' L 3' 3' SQUARE COLUMN (3105-H26 ALUM. ALLOY) N 1 6 2' x65SIDEPLATES (3004-H36.ALUM. ALLOY) SIDEPLATE CONNECTION DETAIL #10X1.5' SCREWS 6 PLACES _ EXISTING EAVE WOOD FRAMING 3/16* ASTM �¢. STEEL BRACKET :° 1' SPACING BETWEEN SCREWS LEDGER BOARD SIDE MOUNT BRACKET N17 3' or 4' — —� ASTM A500 STEEL POST GRADE A EAVE OVERHANG AND 'L' MUST ALSO COMPLY WITH DETAIL N21 4/27/2009 Engineer's Stamp E MAX "L" FOR TOP OR R_ SIDE MOUNT TRUSS/RAFTER Live O/C SPACING Load 16" o/c 24"o/c 10 21'-6" 14'4" 20 11'-3" T-6" NOT ALLOWED IN SNOW .LOAD AREAS MAX WIND LOAD IS 105 MPH EXP C J STRUCTURAL PANEL N18 ALTERNATIVE EAVEAC ENT ALL HOUSE PEN MUST BE C❑MPLE PERMANENTLY SE 0 pin V 18 n'"AP9 0-Amerimax BUILDI\C PRODUCTS. (NC. IBT1 Or. TTPC BEJ/CP NTS ompon�e�nW^^a 1� �139 is PARKWAY 100 TE AS 7 24 onnection a ai s Structures -r: 2 of 4 DETAIL "A" TWO j'0 X4" LAG SCREWS RAFTER )2.x FASCIA 2"x WOOD FRAMING DOUGLAS FIR -LARCH SEE DETAIL (NORTH) #2 OR BTR 'A' 0 RIGHT HANGER��. SfRIx;IUR�I L r,wM 17 ' yr SEE TABLE 73 FOR MAXIMUM k FOR FASTENER OVERHANG SEE SCHEDULE SCHEDULE 9 RIGHT N21 ALTERNATE EAVE ATTACHMENT r— 110 SIRS 0 6' o/c Liw1sn, 0w Load RAFTER MAX INSTANCE TO FIRST ROW OF POSTS 'L" Said Cover Wind sltE EAVE OVERHANG ALUM. SIDEPLATE (24'OIC) 12" � 1D" �-.... .. -JO"36' 10 pg 2ad 15'-8' 6•-11• 5%6' 2'b- ' 0'•2- i)OMPHExpB 2c522'-0' ...._......... 27-0' 1T4' .-........_ . 13'-6'_ 9•b' 2.._ 2x8 22'-0' _...-_._._ 22'-0' 2.4 11.-2- 6•-7• 4•-t- 2.-4. 0'-2_ 90 MPH Exp C 2x6 22'-0' 22'-0' 15'•1' 10'•1 T•2° 22'-0' ..27d•27-0° 20 psi 2x4 8•-6' -4'A" YB' 1'•3' 0'..1. MPH Exp B 2.6 12'-0' 12'-4• T-8, 6-10' 4'-9' 25 d 2ad 6'-9' T-9• 2'-1' 0-10' 0'-0- 105 MPH Eap C 2a6 13•-7- 11.3• T-8' 5'W T-8' .. 2.8 13'-7' 13'4- 13'-T 11'•10' 91•1' 30 pg 2xd 5'b- 3'-0' 1•{• 0'•4• 0'-0- 2a6 11'-1' 9'-T 6'-t' �a'.i- 7-0' ,..NOMPNExpC 2X6 n-4� ti�� - n�• 96 r -r 40 psi 2.4 3 10 1 10- 0.8' .... 2a6 rto. 6r ez- _ zr 1�- 60 pg 2r1 2,_a 10' 2.6 4-B' 3 10 2-7 1-0 0'.1 2.8.'5'-91 5.9' 5-3' 3-0 V.S. I 110UB1E . CIR 003D—ER-S szs IIEAOERS I yo.. 6.50' 0.032'X3'X3' STRUCCTURAL PANELS 4 SMS ALUM POST IDE 24':. O/C 0.036' ROl1FORMED 0.032'X31/2' ALUM.TYP.HEADER 'N4' ALUM POATES TYP WITH SIDEPLATES END VIEW 3.00'— DOUBLE ALUM 00OLLIFORIVIED HEADER 'N4' CONN. N24 HEADER CONNECTION DETAILS TO STRUCTURAL PANELS #10 x 2' SMS A-RAIL-SESEE TABLE 7.5 SEE TABLE 7.5 NOTE E FOR SPACING i10 SMS 0 FOLLOW- DETAIL 'N7' ING SPS: #6 FOR END - c 1.50" 6" O.C. FOR 6' PANELS FASTENING 12O.C. FOR 12' PANELS % REQUIREMENTS � 1. (— I OR 2.25" t=.062' OR ONE #8 SMS TYP 2.50 N26 EXTRUDED HANGER @24' o/c I (6063-T6 ALUM. ALLOY) 43' 1 0-- 1.625' SEE TABIE 7.5 4' Y'X 8" ALUM. HEAD 27X 6 1/27X .024' + +--T 6' --NP IFOR. ALUM. SIDEPLATE 2'X 6 1/2'X . 3" x 8" HEADER N22 $ CONNECTION RC O.C. ti HE 14 �ti • 6 N28 ALTERNATE -DECORATIVE FASCIA TRIM WITH SIDEPLATES -4- #14 SMS 2s EACH SIDE -1.50' Bo 3.00' 7 2.25 R14 x 3/4' TEK 3' x 8' ALUM. HEADER 4- J14 SMS E�EAC SIDE -}- 4, SMS 3lbE 24' 0/6 3" AL NATE PO CONN. BRACKETS ( L A-653 Fy 40.000 PSI) 2' x 6 1/2 x .024 Y..�� .^ ALUM. SIDEPLATE `. Pv 8813 • ;L -n Rl -UVUDLC Z"x 6.5 or 3"x 8" - 30/7rEd HEADERS IN PLACE OF 3'X 8" HEADER WITH POST & SIDEPLATES 3"X 3" POST ODOUBLE 2" x 6 .5" HEADERS N25 or DOUBLE 3" x 8" HEADERS 1110 SMSr@ FOLLOWING SPACING 6' O/C FOR 6' PANELS 12' O/C FOR 12" PANEL 1.50' -moi STRUCTU AL PANEL LFORMED HANGER )4H36 ALUM. ALLOY),,.. 4/27/2009 Engineer's Stamp ' Amel•�-maX 5208 TENNYSON PARKWAY Bt1LDl�'C PRODI CTS. IKf SUITE 100 PLANO, TEXAS 75024 WN BY. TYPE: BEJ/CP NTS Component arts & Connection Details for Newport Patio Structures E NP03-2006 3 of 4 --NP IFOR. 1829 2'X 6 1/2'X . HANGER ALUM. RAFTER 0 16' OR 24' RC O.C. ti HE 2'X 6 1/2' ALUM. FASCIA �ti • 6 N28 ALTERNATE -DECORATIVE FASCIA TRIM ' Amel•�-maX 5208 TENNYSON PARKWAY Bt1LDl�'C PRODI CTS. IKf SUITE 100 PLANO, TEXAS 75024 WN BY. TYPE: BEJ/CP NTS Component arts & Connection Details for Newport Patio Structures E NP03-2006 3 of 4 3.5' CONCRETE SLAB REQUIRED �'' '" Lattice or FOR CONSTRAI ED FOOTINGS Solid Panels STEEL POST Alun Bracket 0.042'x3'x8� HEADER (0.060') 3" 2 1/8 2x wood studs SPF 4 Lattice or olid Pnrel� Alun. Bracket or BTR @16" o/c 12' EMBEDMENT FIR FOOTINGS 8 SMS 8 SMS ATTACH PANELS UP Tod =ao• EMBEDMENT I BAR I j PER DETAILS. FOR LARGER � FOR 0 D EMBEDDED AT EMBEDDED AZ, BD OR BG d Q LEAST 9' in ; 3' x 8' Header RIEll 3' x 8' Header #2 1/4" LAG - � ( t=0.024"SCREW (0.042') (0.042')— PER ao OR 0.032" kl. Lo `o alo sM 1 I 2' x 6• Side Plate 1 wlo I TABLE 7.5 "ANC4". MIN 2.25" MIN SCREW I I 3' x 8• eaoeor21 SPACING IS 1' � 4 CONCRETE FOOTING N31 3'x3" POST i i ^x3' POS 2x DF WOOD N30 LEDGER RAFTER & SIDEPLATES I I 2x6. SIDEPLATE N34 HEADER (3004-1-136 ALUM. ALLOY) I I 1 LEDGER BOARD ATTACHMENT (3004-1-136 ALUM. ALLOY) N2g FREESTANDING OR ATTACHED P❑ST/F❑❑TING C❑NNECTI❑N N32 ALTERNATIVE SPLI R. ° .ACHED UNITS Sent with permanently- 'f/ � 1/4• LAG SCREWS #14 EACH SIDE 8D flexible & waterproof r (2 1/4' OF PENETRATION sealant INTO WALL STUD) 2' 6' Ledger Hoard \, 3" X 8" BOX x STUD . ' . X BEAM HEADER XBRACKET J ' ^ ^ ALUMINUM H 2' x a• Stud 1.001min. „�,,, 3" 6" '� 3"X 3" ALUMINUM e POST 3/8' Lag Screw 3' X 8' ALUM �J I' V 1 S 22 CA RAFTER BRACKET 3^ ' a xnmaH ATTACH PATIO COVER e `3'X8' ALUM Oso 3.5' MIN AS PER N26 OR N27 HEADER Completely Seal with permanently flexible a FOUR #14 SDS EACH SIDE waterproof sealant 4MM=111 111111H111111 N35ALUMINUM 'H' BRACKET FOR 2.5' MIN PENETRATION BEin. ea• �, oQa ESS �� P l F CONNECTING POST TO HEADER INTO WODD FRAMING I p14 SELF -DRILLING SCREW �w VQ� �� (6063—T6 ALUM. ALLOY) Stucco N36 POST ALTERNATIVE FOR OSLAB w cc C 6813 Synthetic or other non-structural covering ATTACHMENT ONLY ' (1' max. thick) * IXf! 2009 Amer�rnax 5208 TENNYSON PARKWAY Sheathing STUCCO ATTACHMENT DETAIL ;' SUITE 100 ��a� - B[ALDI\C PRODGCTS, IAC PLA,NO, TEXAS 75024 OFCALtF SEE ALLOWABLE DISTANCE TO FIRST N33 WITH LEDGER BOARD MU" MTrre, ROW OF POSTS IN TABLE 7.7 BEJ/CP 4/27/2009 NTS omponent arts Connection Details for Newport Patio Structures Engineer's Stamp wW �: NP04-2006 4 of 4 0.95" 0.92" • .516" �---1.500 R=.125" R=.125" '561" OUTSIDE _INSIDE. 0.5" R= 0.15" I .450" 1.903" .450" 1,625 T .216" TYP. T 0.750 2.50" 30" 167" 1.6541 f 1Y7 2.464" r SEE TABLE . 1.714". 876" I 4.9 OR 4.10 SEE DETAIL D I 55 1/2' . E2TYp• 55 1 2' SEE DETAIL D .167" 6 1.625 L 1 SEE DETAIL B TYP. 6.00" 1.137" 12.00 1.137" 0.125 �. 6. 500 2,500 ATTACH TO TOP OF HEADER BEAM AS PER TABLES 4.9 ❑R 4.10 ' 2.00 6" FLAT PAN OR ATTACH 'PER' STRUCTURAL FASCIA DETAILS 1.625 Q 6" STRUCTURAL PANEL 0,316• (3004-H36 ALUM. ALLOY)- ©12" STRUCTURAL PANEL (3004-H36 ALUM. ALLOY o.71e c . _ 2.000 1.625 0.036 0.992 0.875 R0.125 18' SIX #14 SD R0.250 +' RC;125 RO.153 + 5" TYP. ON EACH SI a 3.00. 0.295 OF SPLICE, j� a 0,350 ® CENTERLINE , _2MROLLFORMED FASCIA 3004H36 ALLOY 2:000 1.958,.;�� 0.363 6.50° O -Lo 0 F n� y Q n SEE -0.525 �---1.060 SEE .5" 4° 4. 5° S UCE`' UNE � r U d�PJ DETAIL D 6.000 DETAIL B 9' 9' 0.641 3 - #14 SMS ON EACH SIDE OF SPLICE O ROLLFORMED HEADER SPLICE (3004-H36 ALUM. ALLOY) 4.656 1.000 ROLL FORMED HEADER t= 0.036" ROLL FORMED K111 -HEADER SPLICE, TIGHT FIT INSIDE -OF HEADER, 0.20 9" EACH SIDE OF SPLICE, 1 -ON EACH OF PLIICESIDE 4/27/2009 Engineer's Stamp 0,075 SEE TABLE 4.9 ❑R 4.10 2.000 I----- 4.043 © CALIFORNIA FASCIA (6063-T6 ALUM. ALLOY) ' Amellm� X 5208 TENNYSON PARKWAY BCi1LDINC PRODUCTS. mG SUITE 100 ` PLANO, TEXAS 75024 ,ww ur; BEJ/CP NTS Component Parts & Connection Details E 41EiT: CD01-2006 1 of 9 2'x6' FLAT PANEL 3004H36 ALUMINUM #8xY2' SHEET METAL SCREWS @ 8' ❑/C IN51DE OUTSIDE 0.060" R= 0,08" -I. TYP, 3. 00" R= 6.10" 0.125" 3.090 TYP, R= 0.25" 0.72" 1.750 TYP. 2.06 1.03 5 .3• SEE 1.250" DETAIL B 6.00" 6.00 12.00' QD 3 1/2" X 12" STRUCTURAL PANEL (3004-H36 ALUM, ALLY) 3 - #14 SMS ON EACH SIDE OF SPLICE O ROLLFORMED HEADER SPLICE (3004-H36 ALUM. ALLOY) 4.656 1.000 ROLL FORMED HEADER t= 0.036" ROLL FORMED K111 -HEADER SPLICE, TIGHT FIT INSIDE -OF HEADER, 0.20 9" EACH SIDE OF SPLICE, 1 -ON EACH OF PLIICESIDE 4/27/2009 Engineer's Stamp 0,075 SEE TABLE 4.9 ❑R 4.10 2.000 I----- 4.043 © CALIFORNIA FASCIA (6063-T6 ALUM. ALLOY) ' Amellm� X 5208 TENNYSON PARKWAY BCi1LDINC PRODUCTS. mG SUITE 100 ` PLANO, TEXAS 75024 ,ww ur; BEJ/CP NTS Component Parts & Connection Details E 41EiT: CD01-2006 1 of 9 ur Of 0.67'NOTE: 8 - #14 SMS 0.09' ONE #10 SM 2 HEADER OF A SPLICE MUST E LOCATED WITHIN PER PANEL 0.15" EXTRUDED HEADER T 1 SPLICE WITH TIGHT FIT 0.38'11 - �STABIUZER CUP INSIDE HEADER 4" 720" 100 0.15" .5" 0.54' TYP. SEE TABLE 4.9 .5"1— 10 �.5 .5' _ 10" --d.5" T OR 4.10 5.406" 5.75' 0.50' 24" 0.08" EXTRUDED HEADER 8 - #14 SMS o NSIIDE HECE ADER. FIT 0.63' --"i ' 1 O ALASKAN HEADER SPLICE o 217, 2.31' ,x.250" R. (6061–T6 ALUM. ALLOY) TYP. i f 4.00" -- _ NOTE* �-- 4.00' } 062" SEE DETAIL 'BB' 808" 115 GAUGE TYPICAL I R=.37{5" FOR 'EXTRUDED 1 187„ HANGER W/ A -RAIL 4- 1/4- BOLTS OR CLASSIC FASCIA O 4- #14 S.M.S. J A -RAIL W/ S T A B L I Z E R CLIP I--437" (6063-T6 ALUM. ALLOY) (6061—T6 Alum. Alloy) 0.215 2.750 750" ONE #10 SM 900„ ONE #10 SM 0.375 0.057 PER PANEL PER PANEL 291 375 o .375" STABILIZER CLIP= 2.965 o SEE DETAIL V. � 1/2" /2" 1/2" 7" 7" 1/2" OM STABILIZER CUP FOR EXTRUDED HEADERS 'H' & 'L' SEE TABLE 4.9 0 O (6063-T6 ALUM. ALLOY) SP CE AIL OR 4.10 SEE TABLE 4.9 ON 5 1/2" EXTR EADER . SPLICE OR 4.10 (6061–T6 ALU A 3 1 /2 ' STRUCTURAL .813„ ..-y...•_ 5.406" PANEL t04 o STRUCTURAL PANrL 079„ 079" PR PSS .,�� EX; 2.725" 0.062" r x109"0.062" C%4 W C 1813 m � ';��, a.. J _J I a: EX R 2009 �. ...i . _�I * :\` �Ammim - 08� •6M ON PARKWAY 4.00" 3.00" - ��-kmsLANO TEXAS 75024 BUILDING PRODUCPS. INC.ING S "100 O 5 1/2" EXTRUDED HEADER °FCAUF BY, , OK ALASKAN HEADER (6061-T6 ALUM. ALLOY) .__, BEJ/CP Ypv (6061-T6 ALUM. ALLOY) 4/27/2009 SQUE. NTS Component Parts & Connection Details Engineer's Stamp wre FUlt. �: C002-2006 2 of 9 FOUR #14 SD SCREWS EACH 75' FASCIA HDR. SIDE UP TO D=28" FOOTING TYP. TWO 3/8" BOLTS FOR 90 MPH EXP B TWO 3/8' BOLTS AND FOOTINGS UP TO d=24" 15°0 THREE 3/8" BOLTS FOR 90 MPH EXP C 3"X 3" 2"X 6 1 2" / AND FOOTINGS UP TO THAN d=28" T .75' TWO 3/8' BOLTS W/ 1" DIA. SIDEPLATES TYP. x 3/32" THK. STL WASHER ALUM. FOOTING BRACKET 0.032'X1,5' SO ALUM W/ DECORATIVE 1.5' SEE GENERAL NOTE #11 MAX FOOTING SIZE d =34' ALUM SCROLS OR SOLID FILL y �, ooa •• v r30' • •• a n p'� " ". •• :• 60' SEE GENERAL NOTE #11POST MAX FOOTING SIZE d=34' 7 S SLAB OR. FOOTING TWO 3/8" BOLTS 9, X AD O ,. ALUMINUM FOOTING BRACKET FOR CONNECTING TO O7TOM CONN. CHANNEL -4.5' ----� 2.25*.-- 2g CONCRETE SLAB ' OR FOOTING 6063 T6' ALUM AC ROLL FORMED SCROLL POST CONNECTION TO CONCRETE SLAB OR FOOTING ONLY USABLE .ALLOY FOR SINGLE SPAN ATTACHED UNITS BRACKET = 6063-T6 ALUM ALLOY POST = DETAIL AA OR AF FOR..SINGLE SPAN ATTACHED UNITSNz- �•�„�.:� S ONLY USABLE V� P ,�. .�� ' Alp", 3„ 3.00Z*.4�37,, CD .188" I` 4) �Q r 4' TYP. a _ �rArf 3„ 1_ OF �� Lj a 0.37" -� �- 3.000' .688(4) f �-- 094' I 7 0'(4) 3' o r 4' 3' or 4' ASTM A500 " t (IN)= 0.032, 0?040T(AL13, O AG GRADE A STEEL POST = 0,041 (STEEL) .68 "(4) U—) NOTE: POSTS MAY BE TRIMMED w/FLEX ALUM. FACING. AH 3" ALTERNATE POST 125" (AD. .020" DP. (36 1 Q S PUT (3004—H36 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL) x 70' ) .062" RAD.(20) ( c .187" RAD(16) 1.50 1 ®COLONIAL POSTS uj. 13 E. P. 009 5208 TENNYSON PARKWAY (3" ALUM. 6063—T6) TWIN � .5 SQ. X * .062 1 eflMaX �1 LILDINC PRODUCTS. INC. PLANO � TEXAS 75024 "t" = 0.062" UNLESS OTHERWISE NOTED EXTRUDED POST �v OFC AUF 0FAMft. (ALUM. 6063-T6) BEJ/CP SCAL. 4/27/2009 NTS Component Parts & Connection Details Engineer's Stomp DATE47 SHM' CD05=2006 5 of 9 rm- STEEL ANGLE EACH SIDE OF POST STEEL POST 3/4 MIN. %' BOLTS FOR OTY SEE TABLE 7.3 I 1• MIN. I COLUMN 'J' 1• MIN. I I s a• MIN. 0.188" ATTACHED STRUCTURE POST TO FOOTING USING a' W/ 2' EMBEDMENT STAINLESS STEEL HILT KWIK BOLT TZ OR w" EQUIVALENT, MAX FOOTING SIZE d = 34' AI SEE NATE 19 POST 'A' DETAIL AD POST 'A' . ae. DOUGLAS FIR UTILITY EIGHT #14 SMS GRADE OR BTR 0 TWO W W/ 4' EMBEDMENT LAG SCREW, TWO 3/8' A-307 BOLTS W/ 1.5'0 ONE ON EACH SIDE OF POST. 0 0 WASHERS UNDER BOTH HEAD AND NUT. 0 0 0 0 ONE ON EACH SIDE OF POST. 1" min THESE DETAILS ARE TIMBER FLOOR JOIST LIMITED TO 90 mph DECKING ' OR HEADER EXPOSURE B AND C AM ATTACHED STRUCTURE POST TO DECKING AL ATTACHED STRUCTURE POST TO FLOOR JOIST TWO 3/8" BOLTS 0.09" TYP. — I f 2.5" I x.100" C 3' x 3' ALUMINUM POST :750" +1.0" .750" 1.575" --� 5.5" SEE G NERAL NOTE #11, MAX F❑❑TING SIZ IS d= 34' POST TO FOOTING. OR SLAB ATTACHMENT DETAIL AP SINGLE SPAN ATTACHED UNITS ONLY l c� db'T,9TE 4/27/2009 Engineer's Stamp ' f�111e1'lIT1aX 5208 TENNYSON PARKWAY BCALDI�C PRODCCIS. (�G SUITE 100 PLANO, TEXAS 75024 ON Br twt BEJ/CP NTS Component Parts & ConnectionDetails V CD06-2006 6 of 9 3.5" CONCRETE SLAB STEEL POST REQUIRED FOR CONSTRAINED FOOTINGS 12" MIN. EM8 MENT 4 Q 0 X 9' STEEL BAR EMBEDDED 9' DEEP D D d a � o a• D p' d 9" D 4 CONCRETE FOOTING MOTE AQ FREESTANDING OR ATTACHED STRUCTURE COLUMN TO FOOTING CONNECTION DETAIL 4/27/2009 Engineer's Stamp ' f�111e1'lIT1aX 5208 TENNYSON PARKWAY BCALDI�C PRODCCIS. (�G SUITE 100 PLANO, TEXAS 75024 ON Br twt BEJ/CP NTS Component Parts & ConnectionDetails V CD06-2006 6 of 9 c 3/8' BOLTS W/ 1.0' DIA. x 3/32' THK. STL. WASHER OR #14 SDS. SEE NOTE FOR QTY. ALL 'I' BEAMS& 'C' .BEAMS >#o USE TABLE 7.3 COLUMN H FOR NUMBER OF HORIZONTAL BOLTS obo 3/8' BOLTS USE TABLE 7.4 COLUMN N3' x 3' POST NOR #14 SDS FOR VERTICAL BOLTS USE 7.3 COLUMN I FOR 'HORZONTAL'#14''.SDS UES TABLE 7.4 COLUMN O FOR VERTICAL #14 SDS ALTERNATE 3" SO. POST CONNECTOR BRACKET <SDS= SELF DRILLING AR SCREW) (6063-T6 ALUM.. ALLOY) - '1' BEAM OR STEEL "C' BEAM u+J I WL `TWO %' BOLTS W/ s=a>zs 1'0 x %2' THK ' BOLTS STEEL WASHER. SEE TWO SEE TABLE TS TABLE 7.4 COLUMN 7.3 COLUMN 'J' 'N' FOR QUANTITY. FOR QUANTITY 3" STEEL POST "t" = 0.041" qT 3" STEEL POST TO HEADER CONN. BRACKET (6063-T6 ALUM.) 3"X 8" BOX BEAM WRAP 3'X8'X 12 (t=0.105;) 3" X 3" ❑Rw16>;gn (t=0.059;1) HEADEF STEEL C BEAM 3" X 8" STL. 'C' BEAM WRAP W/ 3" X 8" ALUM. BOX BEAM 8-114 7' x 4' use 6 3/8' bolts 4' x 3' use 4 3/8' bolts 0.188'X3'%3' STEEL POST OR LARGER uw A.1 FOUR #14 SMS EACH SID OALTERNATE - I BEAM TO POST CONECTION . Seal with pernunently 1 flexible 8 waterproof I sealant / 2'x6' Ledger Board 2' x 4' Stud J I 1.00'rlln. 1.5' MIN 2.5' MIN PENETRATION INTO WOOD FRAMING o 3/8' -Lag Screw ATTACH PATIO COVE C O AS PER AZ, BD OR BG T,qT E FF`C Completely Seal with ----perm anently fleiiible & waterproof sealant FOR ATTACHMENT TO NON -STUCCO WALLS SEE TABLE 7.5 'ANC4' 1.00'min. FOR ATTACHMENT THRU STUCCO SEE ALLOWABLE DISTANCE TO FIRST ROW OF POSTS IN TABLE 7,7 Synthetic Stucco or other non-structural ' covering (I' max. thick) Sheathing LEDGER B❑ARD Av ATTACHMENT DETAIL qY DOUBLE OR SINGLE 3'X8' STEEL C BEAM. BOLT LAYOUT FOR SPLICED AND NON—SPLICE ATTACHMENT UP TO 25 PSF USE 4 BOLTS 30 PSF USE 6 BOLTS OR 12 #14 SCREWS 40+ PSF USE 10 BOLTS 0' U POST TO HEADER CONNECTION FOR 3" X.3" STEEL HEADER 'AB' 3" X 8" BOX BEAM HEADER —ALUMINUM "H" ? BRACKET 3" X 3" ALUMINUM COLUMN j, (@ ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN TO HEADER (6063—T6 ALUM. ALLOY) / N0V 4/27/2009 Engineer's Stamp J 1/4' BOLTS ASTM A307 OR #14 SELF DRILLING SCREWS SEE BELOW FOR QTY 11IIlii�w�m`C�A' 5208 TENNYSON PARKWAY C00SUITE 100 BCgLDIC PRODUCTS, It\f,. PLANO, TX 75024 RN Dr: Tr -. BEJ/CP IVAIE NTS Component Parts & Connection Details E CD07-2006 7 of 9 X " 3 6" 3" 060. �( J4 � FOUR EACH 14 SMS DE o 3/8' -Lag Screw ATTACH PATIO COVE C O AS PER AZ, BD OR BG T,qT E FF`C Completely Seal with ----perm anently fleiiible & waterproof sealant FOR ATTACHMENT TO NON -STUCCO WALLS SEE TABLE 7.5 'ANC4' 1.00'min. FOR ATTACHMENT THRU STUCCO SEE ALLOWABLE DISTANCE TO FIRST ROW OF POSTS IN TABLE 7,7 Synthetic Stucco or other non-structural ' covering (I' max. thick) Sheathing LEDGER B❑ARD Av ATTACHMENT DETAIL qY DOUBLE OR SINGLE 3'X8' STEEL C BEAM. BOLT LAYOUT FOR SPLICED AND NON—SPLICE ATTACHMENT UP TO 25 PSF USE 4 BOLTS 30 PSF USE 6 BOLTS OR 12 #14 SCREWS 40+ PSF USE 10 BOLTS 0' U POST TO HEADER CONNECTION FOR 3" X.3" STEEL HEADER 'AB' 3" X 8" BOX BEAM HEADER —ALUMINUM "H" ? BRACKET 3" X 3" ALUMINUM COLUMN j, (@ ALUMINUM 'H' BRACKET FOR CONNECTING COLUMN TO HEADER (6063—T6 ALUM. ALLOY) / N0V 4/27/2009 Engineer's Stamp J 1/4' BOLTS ASTM A307 OR #14 SELF DRILLING SCREWS SEE BELOW FOR QTY 11IIlii�w�m`C�A' 5208 TENNYSON PARKWAY C00SUITE 100 BCgLDIC PRODUCTS, It\f,. PLANO, TX 75024 RN Dr: Tr -. BEJ/CP IVAIE NTS Component Parts & Connection Details E CD07-2006 7 of 9 STRUCTURAL PANEL to"�{ ONE #8 SMS 2.25" ®24" /c t=.062" OR TYP. 2.50," 1L _1 43" 0.30 --] - 1.50" BD EXTRUDED HANGER (6063-T6 ALUM, ALLOY) 6.5" ® ROLLFORMED HEADER 'E' CONN. DETAILS TO STRUCTURAL PANELS SEE TABLE 7.5 NOTE #6 FOR END FASTENING REQUIREMENTS 2x wood studs SPF or BTR @16" o/c If ATTACH PANELS PER DETAILS AZ, BD OR BG #10 x 2" SCREW SEE 7.5 FOR SPACING 1/4" LAG SCREW PER TABLE 7.5 "ANC4" MIN SCREW SPACING IS 1 " 2.25" MIN BG 3 1/2" "G" RA 2x DF WOOD LEDGER (6063—T6 ALUh BF LEDGER BOARD ATTACHMENT 4.9 OR 4.10 NO 39 2009 4/27/2009 Engineer's Stamp BB 3 1/2" "J" HANGER (6063—T6 ALUM. ALLOY) 1.686" 1 1.500" 1 TYP. 4— 1.562" —� EXTRUDED CHANNEL CONNECTOR (6063—T6 ALUM. ALLOY) ' Amel�naX 5208 TENNYSON PARKWAY SUITE -- ' BCILDI\f, PRODUCTS. BCC PLANO,1 TEXAS 75024 WN Of: BEJ/CP NTS Component Parts & Connection Details c CD08-2006 8 of 9 SEE TABLE 7.5 SEE TABLE 7.5 2.50° ##10 SMS ® OR 3.50" FOLLOGVING SPACING: NOTE #6 FOR osz°6" O.C. FOR 6' PANELS END FASTENING / 12" O.C. FOR 12" PANELS REQUIREMENTS 1,50' HANGER ®ROLLFORMED (3004—H36 ALUM. ALLOY) #10 x 2" SMS SEE TABLE 7.5 EFOR SPACING #10 SMS ® FOLLOW— ING SPACING: A—RAIL—SE 1.50" DETAIL J' .'-O r 6" O.C. FOR 6" PANELS 12" O.C. FOR 12" PANELS ONE #8 SMS 2.25" ®24" /c t=.062" OR TYP. 2.50," 1L _1 43" 0.30 --] - 1.50" BD EXTRUDED HANGER (6063-T6 ALUM, ALLOY) 6.5" ® ROLLFORMED HEADER 'E' CONN. DETAILS TO STRUCTURAL PANELS SEE TABLE 7.5 NOTE #6 FOR END FASTENING REQUIREMENTS 2x wood studs SPF or BTR @16" o/c If ATTACH PANELS PER DETAILS AZ, BD OR BG #10 x 2" SCREW SEE 7.5 FOR SPACING 1/4" LAG SCREW PER TABLE 7.5 "ANC4" MIN SCREW SPACING IS 1 " 2.25" MIN BG 3 1/2" "G" RA 2x DF WOOD LEDGER (6063—T6 ALUh BF LEDGER BOARD ATTACHMENT 4.9 OR 4.10 NO 39 2009 4/27/2009 Engineer's Stamp BB 3 1/2" "J" HANGER (6063—T6 ALUM. ALLOY) 1.686" 1 1.500" 1 TYP. 4— 1.562" —� EXTRUDED CHANNEL CONNECTOR (6063—T6 ALUM. ALLOY) ' Amel�naX 5208 TENNYSON PARKWAY SUITE -- ' BCILDI\f, PRODUCTS. BCC PLANO,1 TEXAS 75024 WN Of: BEJ/CP NTS Component Parts & Connection Details c CD08-2006 8 of 9