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08-1631 (PAT)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 T,"!t " BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Application Number: 08-00001631 Owner: Property Address: 54516 OAK TREE DONALD BREMNER APN: 775-081-048- - - � 54516 OAK TREE Application description: PATIO COVER - RESIDENTIALLr'1� LA QUINTA, CA 92253 Property Zoning: LOW DENSITY RESIDENTIAL O (760) 238-2953 Application valuation: 2993 2 r� c V 20 08 SEP Contractor: Applicant: Architect or Engi eer: C�TYOF LA QUINTA NEIGHBORHOOD DEV & CONSTR CO FINANCEDEPT. 34110 DATE PALM DRIVE CATHEDRAL CITY, CA 92234. (760) 578 - 293 0 Lic. No.: 859977 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. Lice n Cla//fss: B se N 859977 Date � V 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 permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: 1—) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044,'Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( 1 1 am exempt under Sec. , B.&P.C. for this reason 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: 9/26/08 ----------------------------------------------- WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 0002055-2007 _ 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 laves of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, hal o hwith co y w' ose provisions. Dat�'L,.-U'l A icant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless.the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or.cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to build' constr ion, and hereby authorize representatives of this county to entn the above-mentio.ed property fo ins cti n pur os . D /Z� Signature (Appli nt or Agent): ` Application Number . . . . 08-00001631 Permit . . . PATIO COVER PERMIT Additional- desc_. Permit Fee 54.00 Plan Check Fee 35.10 Issue Date. _Valuation 2993 Expiration Date 3/25/09 Qty Unit Charge Per Extension BASE FEE 45.00 1.00 9.0000 THOU BLDG 2,001-25,000 9.00 --------------------------------------------------- Special Notes and Comments ALUMAWOOD PATIO SHADE TRELLIS 15' X 15' TOTAL OF 225 SQUARE FEET PER APPROVED PLANS & ICBO CODE 2006 ICBO,CODE AND INSPECTOR S.T. --------------------------- Other,Fees . . . . . . . . STRONG MOTION (SMI) ------- - RES -- - - -- -- ---- .50 Fee, summary Charged Paid Credited Due --- Permit Fee Total,. 54.00 ---- - - - -• - - - -- 00 --- .00 -- - - - - - - 54.00 Plan Check Total 35.10 .00 .00 35.10 Other Fee Total .50 .00 .00 .50 Grand Total .89.60 .00 .00 89.60 LQPERMIT - - . January 10, 2008 Mr. Richard Vorisek Amerimax Building Products 28921 US Hwy 74 Romoland, CA 92585 ` Dear Rich The standard plans, Amerimax Building Products Patio Covers Carports and Commercial Structure Enginering, is in compliance with the 2006 International Building Code and the 2007 California Building Code. These plans have been submitted to ICC and are under review for an Evaluation Service Report conforming to the 2006 IBC. Please contact me at (434) 384-2514 or at cadputnam(ccD.comcast.net if you require further information. Sincerely, Carl Putnam, P.E. ;�' r�' f Bin # ' � 50 • o,.• City. of La Quints P •L Building U Safety Division P.O.' Box 1504;.78495. Calle Tampico •' La Quinta, CA'92253'- (760) 777-7012 Building,Permit Application and Tracking Sheet Permit.#` I �1�� Project Address:' ILtI O Ac k Owner's Name: 0 A A. P. Number: Address: f. Legal Description: 0\ VH U o Do—i \" Zip:. Contractor: 5 Telephone: 6 Q • -5 Address: `j Project Description: , , ►\ 0:V ' a n City, ST, Zip: --EL e - 2 c� Telephone: 766 ClO r?Zb:r. State Lie. # : City Lic.'#: Arch.,• Engr., Designer: Address:• 53. .City, ST, Zip: 1 Telephone: State Lic. #: ` Name of Contact Person: Construction Type: Occupancy: Project type (circle. one): New Add 'n Alter Repair. Demo Sq. Ft.: �� ' #Stories: #Units: ; Telephone # of Contact Person: p A 5 Z'-1 . .Z Estimated Value of Project: APPLICANT: DO NOT WRITE. BELOW THIS LINE # Submittal Req'd Rec°d TRACIQNG PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. t Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called.Contact Person Plan Check Balance Energy. Calcs. y Plans picked up Construction Flood plain plan y Plans resubmitted Mechanical Grading, plan 2°d -Review, ready for correctio issue Electrical Subcontactor List Called Contact Person lumbing . *Grant D eed Plans picked up S.M.L. , H.O.A. Approval Plans resubmitted Grading IN HOUSE:- 'Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. App r Date of permit issue School Fees'" r �� , / Total Permit Fees - ti Amerimax Building Products Patio Cover, Carport and Commercial Structure Engineering PAGES DRAWING SECTION DESCRIPTION 2 PAGES . GN01-2006 GENERAL NOTES GN02-2006 2 PAGES SC01-2006. SOLID PANEL STRUCTURAL CONFIGURATIONS' ., ;•` SCO2-2006 ALUMAWOOD STRUCTURAL CONFIGURATIONS YY, 1 PAGE • 1 g--=L-`A-T-TICE 1:0>RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES r , 4 PAGES -2 = 5LAT-ICE.2:0_POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WIND AREAS 4 PAGES, • 6-9 LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND.AREAS 3 PAGES LT01-2006. COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES LT02-2006 LT03-2006 1 PAGE 1 SOILD COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES -9-PAGES 2-11 SOLID COVER 5.0 -POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WIND AREAS 9 PAGES 12-21 SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS 4.PAGES: NP01.2006 COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS Ov Py NP02 2006 2 NP03 2006 J NP04-2006Un �j G ' A 10 PAGES _ .CD01-2006 COMPONENT PARTS AND CONNECTION DETAILS CD02-2006 QI. d 6t4 CD03-2006 CD04-2006 n CD05-2006 CD06-2006 CD07-2006 CD06- 006 `k CD09-2006 • . k:* ; 1 PAGE M1 2006 MISCELLANEOUS DETAILS ; M12-2006 MISCELLANEOUS DETAILS M3-2006 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES M4-2006 7.0 CONCRETE FOOTING OPTIONS p FES a 4 2000 July 6, 2007 FES a 4 2000 July 6, 2007 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 S��ICA-TIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE. 3. DESIGN LOADINGS= GROUND SNOW'LOAD DESIGN LOAD 10 PSF 10 PSF LIVE OR GROUND SNOW 20lPSF 20 PSF LIVE OR GROUND SNOW 25 PSF 21 PSF 30 PSF 25.2 PSF 40 PSF 33.6 .PSF 60 PSF 50.4 PSF FOR 0.5/12 > SLOPE ( 1 WIND SPEEDS IN THE 2006 IBC ARE,�,73 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 SHALLrBE ASSUMED UNLESS THE SITE MEET THE DEFINITION OF ANOTHER TYPE EXPOSURE. h 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 1500 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 S1 NOT APPLICABLE TI SITE CLASS = D BASIC SEISMIC FORCE' ANALYSIS PROCEDURE . N 2006 IBC FIGURE 1613.5() THESE STRUCTURES :SISTNG SYSTEM = INVERTED PENDULUM R=2.0 EQUIVALENT LATERAL FORCE PROCEDURE 4. THIS ENTIRE ENGINEERING PACKAGE WILL NOT BE REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE: a. GENERAL NOTES (2 PAGES) b. STRUCTURAL CONFIGURATIONS (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. DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. l f� G • 5208 TENNYSON PARKWAY . , :P7/a/07 SUn� 100 C 3 f.DiNf. PR(1t1tlfTi±111f PLANO. TEXAS 73024 EEVl�t���P OR PMGENERAL NOTES OFCAI\NWENGI STAMP NI IIR GN01-2006 OF 2' r ", " GENERAL NOTES: (CONTINUED FR❑M 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�,XTTACHED 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 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. 7. 20 PSF AND HIGHER LIVELOAD STRUCTURES MAY BE USED FOR PARKING OF MOTOR VEHICLES PER LOCAL BUILDING CODES. S. FREESTANDING STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER. 9. . STEEL BOLTS SHALL BEASTMZA-30.7 AND.HOT DIPPED GALVANIZED, MECHANICALLY GALVANIZED, ZINC ELECTROPLATED=iLUMINIZED OR 3000 SERIES STAINLESS STEEL 10. ALTERNATE ALUMINUM ALLOYS OF 'EQUAL OR HIGHERSTRENGTHS MAY BE USED. 11. STEEL FASTENERS SHALL BE EITHER STAINLESS. (3000 SERIES), GALVANIZED OR DOUBLE CADMIUM PLATED 'AN' BOLTS. 12. EMBEDDED POST F E ED OS 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. i/ 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC ESR -5202; ESR -5623 OR- EQUIVALENT. 15: ATTACHED STRUCTURES MAY BE ENCLOSED WITH INSECT SCREENING. 16.. ROOF PANELS AND LATTICE ARE CLASS 'B' FIRE RATED. I r 17. STRUCTURES MAY BE ATTACHED TO SAVE OVERHANGS PER SCHEDULE. 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 SHALLNBE-PAINTED I -OR OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUM DESIGN MANUAL PART I -A SECTION. 6.6.1 19. WHEN ATTACHED TO A WOODEN DECK, THE MAXIMUM DEAD LOAD + LIVE LOAD FROM STH-rPATIO COVER IS 750LBS AND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB. THE MAXIMUM CONNECTION UPLIFT LOAD IS 950LBS FOR 90MPH 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. DECK TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPRO�VA"ILT::i;N�-�A-ISNOW BYAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. 20. ANY UNIT B�LOAD HIGHER THAN 30 PSF AND IN A SEISMIC DESIGN CATEGORY D, E, OR F ISNOT-_PERMITTED W/0 ADDITIONAL SEISMIC ENGINEERING. 21. DRIFTING SNOW IS ADDRESSED IN' DETAIL TL _i -f MMrl Mrl TI ole. m1 ---- SLIDING SNOW IS BEYOND 22. ALL MULTISPAN TABLES AND DETAILS ASSUMEAQUAL SPANS WITHIN 207.. ALL SPECIFICATIONS MUST BE BASED ON LONGEST�ACTUAL SPAN. (PERTAINS TO LATTICE -STRUCTURES ON DRAWINGS SCO2-2006 AND LTO1-2006 THRU LT03-2006.) ` 1. SEE GENERAL NIITFS, SHFFT t, SMILIN 4 FOR ,LIVE AND' SNOW LOADS. 2. OPEN LATTICE STRUCTURESIgL NOT BE ENCLOSED. C� '�+; • 5208 TENNYSON PARKWAY BUILDING PRODUCE, INC SUITE 106'PLANO, 1 T 75024 Wit, 'CMP mo NONE OR PART GENERAL NOTES ENGINEERS STAMP7/6/07 N GN02-2Ob6 2 OF 2 'k.1 s• �N LEMG��VjN. LENGTH SEE _�I;;� Y F�ASIENERS� PANEL MAY OVERHANG 25% OF CLEARSPAN MAXIMUM FASCIA PANEL PROVIDE 1 1 1/2• DRAIN 3S' CONCRETE SLAB DRAIN Tdy REO'D V/ CONSTRAINED -d l� FOOTINGS = L (SEE SCHEDULE FOR FOOTING SIZE. SINGLE SPAN ARACMO) STRUCTILRE `PROVIDE 1 1/2- ■ DRAIN I 3.5' CONCRETE SLAB REND V/ I CONSTRAINED FOOTINGS w w PATIO COVERS ARE LIMITED TO 12' HEIGHT. CARPORTS AND COMMERCIAL STRUCTURES ARE LIMITED TO 18' HEIGHT. HF/1DER Au COLUMN VERTICALLY �-P�1ADE 1 1/2' DRAIN 3.5' CONCRETE SLAB REO D CONSTRAINED FOOTINGS FB vvc�crry/2.O STEEL X AR (RE -BAR Gi SEE SCHEDULE FOR SIZE DETAIL AD OR N29 ONLY 35' CONCRETE SLAB REO'D CONSTRAINED FOOTINGS SEE SCHEDULE FOR FOOTING SIZE b SINGLE SPAN ATIAM CWTILAM STRWR NNN- 1-1/2-0 X 6- REE SEE SCHEDULE FOR SIZE DETAIL AO OR N29 ONLY SINGLE SPAN FREESIANDWG FOR POST SIZE POST SCHED HEADER 111 III PANEL &NDE 1 3.5' CONCRETE SLAB REO'D V/ CONSTRAINED FOOTINGS PLACE 1- 1/2-0 STL( - SMIl ARE •W) BAR SEE SCHEDULE FOR SIZE DETAIL AD OR N29 ONLY co NGINEERS STAMP FES 0 !: 1-21-9 RM SEE SCIMU FOR POSTS. ALL POSTS TO BE INSTALLED VERMUY. WY HAVE MORE TW 2 POSTS (PER INTEMIEDIATE BEAIQ. Aop '`op '1 ,jZ SEE SCHEDULE FOR SIZE DETAIL AD OR N29 ONLY ' O'HANG 25X OF POST SPACING SCIEVIE FOR POST SPACING 3.5' CONCRETE SLAB REO'D V/ CONSTRAINED FOOTINGS f Amei��mNax 5208 TENNYSON PARKWAY BUQ.DIlVG PBODUCfS, IIVC SUITE: 100 PLANO, TEXAS 75024 r CMP NONE OR PART SOLID PANEL STRUCTURAL NAVE CONFIGURATIONS 7/6/07 ,uo SCO1-2006 'T OF 2 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 0 3.3' CONCRETE SLAB I REG'D V/ CONSTRAINED FOOTINGS I O/HANG — PROVIDE I MULTISPAN UNITS REFER TO GENERAL NOTE 22. . t . JF;u tik;Wl 1:0111 I'M IN y FREESTANDING STRUCTURE ATTACHED STRUCTURE NON M CONFIGURATIONS TRIBUTARY WIDTH (TW) DIAGRAM ENGINEERS STAMP 7/6/07 q SCO2-2006 2 OF 2 U Ili tc _ 1 I E�s ` \ 'I'S �!ut . '±' , 1. a?•'f :11,11, � u.•. a aa:•�I irl.MI.:• 11:« iGl lot IIIN .: TENNYSON PARKWAY SURE 100 KANO. TEXAS 75024 FREESTANDING STRUCTURE ATTACHED STRUCTURE NON M CONFIGURATIONS TRIBUTARY WIDTH (TW) DIAGRAM ENGINEERS STAMP 7/6/07 q SCO2-2006 2 OF 2 U Ili tc e � • s LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES n n9A"YO"vA 825" Raflar rMuMitnan) 0.032'Y7SB_625" Rafter (MuHisDan) Ground Ratter Wind Speed and Exposure Snow Load Spacing Exposure C s n 90 110 120 130 10 24" T-11" T-11" r-0" 8'-1" LIVE 20" 9'-0" 91-0" 8'-0" r-0" LIVE 16" 10'-0" 10'-5" 9'-6" 8'-4- 0.024" 71-8" 12" 12-0" 12'-6" 11'-6" 10'-2" 20 24" 4-8" 4'-8" 4'-8" 4'-B" LIVE 20" 51-5" 514" 5'-5" 5'-0" 12•-1" 16" 6'-5" 61-5" 6'-5" 6'-5" 12" 1 7-11" 7'-11" T-11" 7"-11" 25 24" 4-6" 41-6" 4'-6" 4'-6" 8'-3" 20" 51-2" 5-2" 5'-2" 5-2" 16" 6-2" 6-2" W-2" W-2" 12" 7'-8" 7-8" 7'-8" T-8" 30 24" 3'-10" 3-10" 3'-10" T-10" 20" 41-6" 4'-6" 4•-6" 4'-6- 16, 5'-4" 5-4" 51-4" 5'-4" 1r 6'-8" 61-8" 6'-8" 6-8- 40 24" T -O" 3'-0" 3'-0" 3'-0" 20" 3'-6" 3'-6" 3'-6" 3'-0" 16" 4'-3" 4'-3" 4'-3" 4'-0" 12" 5'-4" 5'4" 5'-4" 5'-0" 60 24" 2'-0" 2-0" 2'-0" T-5" 20" 2'-5" 2-5" 2-5" 4'-0" 16" 3'-0" T-0" 3-0" ]2'-0"20" 12" 3'-10" T-10" V-10" rABLE 1.1 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C (1330 in 90 110 120 130 10 24" 11'-8" 11'-8" I V-8" 11'-0" LIVE 20" 13'-1" IVA" 13'-1" 12'- LIVE 16" 15'-0" 15'-0" 15'-0" 14'-4" 0.024" 71-8" 12" 1r-9" 17'-9" 1r-9" 16'-10" 20 24" r-3" r-3" T-3" r-3" LIVE 20" 8'-3" 8'-3" 8'-0" 8'-3" 12•-1" 16" 91-8" 91-8" 91-8" 91-8" 12- 11'-8" 11'-8" 11'-8" 11--8- 25 24" 7'-0" r-0" r-0" r-0" 8'-3" 20" 7'-11" T-11" 7'-11" r-11" 16" 9-4" 9'-4" 9'-0" 9'-4" 12" 11'-3" 11'-3" 11'-3" 11'1" 30 24" 6'-1" 6'-1" 6'-1" 6'-1" 20" 7-0" T-0" T-0" r-0" 16" 8'-2" 8'-2" 8'-2" 8'-2" 12" 10'-0" 10'-0" 10'-0" 10'-0" 40 24" 4'-10" 4'-10" 4-10" 4-10" 20" 5'-T' 5'-7" 5'-r 51-7" 16" 61-8" 6'-8" 6'-8" 61-8" 127" 8'-2" 8'-2" 8'-2" 1 8'-2~ 60 24" 3'-5" T-5" 3'S" T-5" 20" 4-0" 4'-0" 4'-0" 4'-0" 6" ::Jr 4'-10" 4'-10" 4'-10" 4'-10" 1 6'-1" 6'-1" 6'-1" 6'-1" SINGLE SPAN TABLES . -Q—.% e n nai",n"vR Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C (1330 in 90 110 120 130 10 24" 10'-0" 8-1" 7'-0" 6'-1" LIVE 20" 11'-10" 91-3" 8'-0" 7"-0" LIVE 16" 13'-2" 10'-10" 9'-0" 8'-4- 0.024" 71-8" 12" 15'-2" 13'-1" 11'-8" 10'-2" 20 24" 5-2" 5'-2" 5-2" 5'-2" LIVE 20" 6'-3" 61-3" 6-3" W-3" 12•-1" 16" T-9" 7'-8" T-9" T-9" 12" 10'-3" 10'-3^ 1 10'-3" 10'-2" 25 24" 4'-11" 4' 11" 4'-11" 4'-11" 8'-3" 20" 5'-11" 51-11" 5'-11" 5'-11" 16" 7'-5" T-5" 7'-5" 7-5" 12" 9'-10" 9'-10" 9'-10" f 9'-10" 30 24" 4-1" 4'-1" 4-1" W-1- 20" 4-11" 4-11" 4'-11" 4'-11" 16" 6'-2" 61-2" 6-2" 6-2" 12" 1 8'-2" 81-2" 8'-2" 8'-2" 40 24" T-1" 3'-1" T-1" V-1" 20" 3'-8" 3'-8" 3'-8" 3'-8" 16" 4'-8" 4'-8" 4-8" 4'-8" 1 r 6'-2" 6'-2" 6'-2" 6'-2" 80 24' 2'-1" r-1" 2'-1" 2-1" 20" 2'-6" 2'-8" 2'-6" 2'-0" 16" 3'-1" T-1" 3'-1" V-1- 12" 4-1" 4'-1" 4'-1" 4'-1" IMOLC 1.0 IHRLc 1.19 l Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C s in 90 110 120 130 10 24" 14'-7" 14'-T' -14-1" 12'-7" LIVE 20" 16'-0" 16'-0" 15'-7" 14-0" LIVE 16" 1 f1-9" 17'-9" 17'-8" IV -11" 0.024" 71-8" 12" 19'-0" 19'-0" 19'-8" 18'-6- 20 24" 9'1" 9'1" 9'-4" 914" LIVE 20' 11'-2" 11'-2" 11'-r 11-2" 12•-1" 16" 12'-8" 12'-8" 12'-8" 12'-8" 12" 14'-7" 14'-r 14'-7^ 14'-7- 25 24" 8'-11" 8'-11" 8'-11" 8'-11" 8'-3" 20" 10'-8" 101-8" 101-8" 101-8" 16" 12'-5" 12'-5" 12'-5" 12'-0" 12" 14'-3" 14'-3" 14'-3" 14'-0" 30 24" T-0" T-0" T-5" 7'-5" . 20' 8'-11" 8'-11" 8'-11" 8'-11" 16" 11'-1" 11'-1" 11'-1" 11'-1" 12" IVA" IVA" 13'-1" 13'-1" 40 24" 5'-7" 5'-7" 5'-7" 5'-7" 20" 61-8" 6'-8" 6'-8" 6'-8" 16" 8'-4" 8'-4" 8-4" 8W 12" 11'-1" 11'-1" 11'-1" 11'-1" 80 24" T-9" 3'-9" 3'-9" 3'-9" 20" 4'-5" 4'-5" 4'-5" 4'-5" 18" 5'-7" 5'-7" 5'-7".:.6'-7" 6--g- 12" T-5" T-5" r-5" 81-5" 1/1OL.G 1./ nin"..nn..c aec.. o"pn- /114.N. -I Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C s in 80 110 120 130 10 24" 15'-0" 15'-6" 15'-6" 15'-6" LIVE 20" 17'-3" 1T-3" 1r-3" 17'-0" LIVE 16" 19'-T' 19'-7" 19'-7" 18'-7" 0.024" 71-8" 12" 22'-1" 22'-1" 21'-5" 201-3" 20 24" 9'-11" 9'-11" 9'-11" 9'-11" LIVE 20" 11'-2" 11'-2" 11'-2" 11'-2" 12•-1" 16" 12'-11" 12'-11" 12'-11" 12'-11" 12" 151-0" 151-6" 15'-6" 15'-6" 25 24" 9'-7' 9'-7" 8'-7" 9'-T' 8'-3" 20" 10'-10" 10'-10" 10'-10" 10'-10" 16" 12'-0" 12'-6" 17-6" 12'-6" 12" 15'-0" 15'-0" 15'-0" 15-0" 30 24" 8'-5" 8'-5" 8'-5" 81-5" 20" 9'-7" 9'-7" 9'-7" 9'-T' 16" 11'-2" 11'-2" 11'-2" 11-2" 1r 13'-5" 13'-5" 13'-5" 13'-5" 40 24" 6'-9" 6'-9" 6'-9" 6'-9" 20" T-9" 7'-9" T-9" T-9" 16" 9'-2" 9'-2" V-2" 9'-2" 12" 11'-2" 11'-2" 11'-2" 11'-2" 60 24"4'-11" 3'-10" 4'-11" 4'-11" 4-11" 20" 5'-8" 5'-8" 5-e" 5'-8" 16" 6'-9" 6'-9" 6'-9" 6--g- 12" 8'-5^ 8'-0" 8'-0" 81-5" 0 n nA-1M"v1M P.R., (RAtdtk wn1 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C Ong In 90 110 120 130 10 36" 13=4" 13=4" 13'-0" 13'-4" LIVE 30" 15'-0" 15'-0" 15'-0" 15--0- LIVE 24" 1r-2" 1T-2" 1r-2" lr-2" 0.024" 71-8" 20" 19'-2" 18-2" 19=2" 18'-11" 20 36" 8'-2" 8'-2" 8-2" 8'-2" LIVE 30" 8'-4" V-4" 9'-4" 9'-4" 12•-1" 24" 11'-0" 11'-0" 11-0" 11'-0" 20" 121-5" 12'-5" 12'-5" 12'-5" 25 36" r-10" r-10" T-10" 7'-10" 8'-3" 30" 9'-0" 9'-0" 91-0" 9'-0" 24' 10-7" 10-r 10'-7" 10'-T' 20" 12'-0" 12'-0" 12'-0" 12'-0" 30 36" 8'-10" 6'-10" 6'-10" 6'-10" 30" 71-10" r-10" 7'-10" T-10" 24' 9'-4" 9'1" 9'4" 9-4" 20" 10'-T' 10'-7" 10-7" 10'-7" 40 36" 51-05" 5'-0" 5'-5" 5'-5" 30" 6'-3" W-3" 6'-3" 6'-3" 24' 7-6" r-0" T-0" 7'-6" 20" e, -r 8'-T' 8'-7" 1 8'-T' 60 36" 3'-10" V-10" V-10" T-10" 30' 4'-6" 4'-0" 8'-9" 6'-9" 24' 5'-5" 5'-0" 81-5" 8'-5" 20" 6'-3" 6'-0" 11'-2" 11'-2" TABLE 1.3 In2Lr-1•-+ NOTE: RAFTERS MAY OVERHANG 26% OF THEIR CLEARSPAN 0.042'X3'A Rafter (Single San Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C Ong In 90 110 120 130 10 24" 17'.6" 17'-6" 17'-4" 15'-11" LIVE 20" 18'-7" 18'-7" 18'-1" 17'-4" LIVE 10' 20'-1" 20-1" 19%6" 18'-7" 0.024" 71-8" 12" 22'-1" 22'-1" 21-5" 20'-3- 20 24" 13'-2" 13'-2" 13'-2" 13'-2" LIVE 20" 14'-5" 14'-5" 14-5" 14'-5" 12•-1" 16" 15'-11" 151-11" 15'-11" 15'-11" 12' 17-6" 17"-6" 17'-6" 1T-6" 25 24" 91-9" 12'-10" 12-10" 12'-10" 8'-3" 20" 14'-1" 14'-1" 14'-1" 14'-1" 16" 112'-10" 15'-8" 15'-8' 15'-8" 15'-8" 12" 1T-0" 171-3" 1r -W 1T-3" 30 24" 11'-2" 11-2" 11'-2" 11'-2" 20" 12'-10" 12-10" 12-10" 12-10" 16" 14'1" 14'-4" 14-4" 14'-4" 12" 18'-2" 16'-2" 16'-2" 16'-2" 40 24" 8-5" 8'-0" 8'-0" 8'-5" 20" 10'-1" 10'-1" 10'-1" 10-1" 16" 12'-0" 12'-0" 12'-6" 12'-0" 12" 14'-4" 14'-1" 14'-4" 14'-4" 60 24" 5-rLII"'-2- 4'-1" S'-7" 5'-T' 20" 6-9 4'-11" 8'-9" 6'-9" 16" 8'-0 61-2" 81-5" 8'-5" 1r 11'-2 7-1" 11'-2" 11'-2" IMCLC 1.0 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C Ong in 90 110 120 130 10 36" 1T-1" 16'-10" 15-1" 13'-7" LIVE 30" 18'-8" 18'-7" 16'-9" 15'-2" LIVE 24" 20'-9" 2.9,w 18'-11" 1r-2" 0.024" 71-8" 20' 22'-7" 22'-T' 20'-10" 18'-11" 20 36" 10'-3" 10'-3" 10'-3" 10'-0" LIVE 30" 12'-3" 12'-3" 12'-3" 12'-3" 12•-1" 24" 14'-10" 14=10" 14'-10" 14'-10" 20" 16'-3" 16'-3" 16'-3" 16'-3" 25 36" 91-9" 8'-9" 9'-9" 9'-9" 8'-3" 30" 111-8" 111-8" 111-8" 11'-8" 24" 14-6" 14'-0" 14-0" 14'-8" 20" 15'-10" 15'-10" 15'-10" 15'-10" 30 36" 8'-2"8'-2" 8-2" 8'-2" 30" 9'-8" 91-9" 9'-9" 9'-9" 24" 12'-2" 12-2" 12'-2" 12'-2" 20" 14-6" 14'-6" 14'-6" W-6" 40 36" 8'-2" 6'-2" 61-2" 8'-2" 30" T1" T1" r-4" 7"-4" 24" 9'-2" 9'-2" 9-2" 9'-2" 20" 11'-0" 11-0" 11'-0" 11'-0" 60 36" 4'-1" 4'-1" 4'-1" 4'-1" 30" 4'-11" 4'-11" 4'-11" 4'-11" 24" 6'-2" 61-2" V-2" 8'-2" 20" r1" 7-1" T-4" T-4" IrWLG 1.0 r Amerlmax Building Products 5208 Tennyson Parkway Plano, Texas 76024 Carl Putnam, P. E. 34411vylink Place Lynchburg, VA 24603 (434) 384-2514 carloutnarriftomcastri n MA"". 9" Raenr MA" n/c /MuMianan nr R1nn1^1 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C CM) 90 110 120 130 10 0.024" 11'-0" 11'-8" 11-8"11'-8" LIVE 0.040" IV -6" 16'-0" 16-6" 16'-6" 20 0.024" r-11" T-11" T-11" T-11" LIVE 0.040" 13'-1" 13'-1" 13'-1" 13'-1" 25 0.024" 71-8" r-8" T-8" r-8- 0.040" 12-10" 12'-10" 12'-10" 12'-10" 30 0.024" 6'-11" 6'-11" V-11" 8-11" 0.040" 17-1" 12•-1" 12•-1" 12•-1" 40 0.024" 5'-9" 5'-9" 5'-8" 5'-9" 0.040" 10'-5" 10'-5" 10'S" 10'15" 60 0.024" 4'-5" 4'-5" 4'S" 4'-5" 0.040" 8-3" 8'-3" 8'-3" 8'-3" FES I ROLM 1.0 7IW2007 Page 1 of 8 4 • LAYnCE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS IN 90 MPH WIND AREA§ 0042 7Gi k8' Box Beam L1 DmWe 0.042 3x8• Box Beam Det Ll: Double 0.032-x2x&6251 Boz Beam De ' TABLE 21 ACaG1ed FreeataMing or Altaxled Freestatding or Attubed Freestanding or Str11eMe Mottle Unna Structure M1dtl Untts Struch6e Multl UNts GROIRID TRIO MAX POST MAX MAX POST LENGTH MAX MAX PO sr LENGTH MAX MAX POST LENGTH SNOW WIDTH POST REDID) POST MN FOOTER 7 I 10' I 17 POST MN FOOTER 7 I 10 I 17 POST MN FOOTER a' I 10' I 17 LOAD OF►) SPACING FOR 6PAC POST SIZE CONSTRAINm F SPA s� CONSTRANED FOO SPACING SIZE CONSTRAINED FCO (PSE) ON SLAB SLAB (FT) TYPE •d •d Y •d (FT) •d •d Y Y (FT) •d •d •d 'd h N N a h h to ti h90 MPH EXPOSURER L12) TABLE 2.1 GROUND TRIO X. sNOW WIDTH POST LOAD (Fr) SPACING FOR (PSE) ON SLAB SLAB �.�..____..___ 0.042 Beam Atta2ted Sh ..fi. MAx POST MIN FOOTER SPAC 8NZESTRAINED (FT) •d N 1 Freesta dlM or Mufwb Un to AX POST LENGTH I 10 1 17 F00 •d 'd Lh e MAX POST SPAC (FT) 0.0427A Box Beam jDetafl L12 Altaclted I mester" or Struchn M Units MAIC POST LENGTH Mal FOOTER 7 I 17 I 17 POST SE ONSTRARIED FOO TYPE •d 'd 'd •d h In(In)h Dome 032)ax&S2S1 Box Beam Detai Attarlled Fraestaldnp or Shuchae M Unft6 MAX MAX POST LENGTH POST MN FDOTER 7 I f0 ' 17 SPACING81tE STRAINED F OOTEF (Fr) b 10 4 10,4 A li170' 1 A 10 27 29 30 10'-YB 9-1' 22 31 32 34 /7-11• A 19 27 29 30 LIVE 4.6 18-1• A 111.7 A 19 27 28 30 1K.7 B 23 30 32 34 11111• A 20 27 28 29 5 17.7• A Iw-r A 19 28 28 29 1TJ• B 23 30 32 33 11'4 A 20 20 28 29 5.5 17m' A 9'-T A 20 20 27 29 16-7 B 23 20 31 33 iCJ• A 20 28 27 26 6 114• A 8'-11• A 21) 25 27 211 161S B 29 29 31 32 74 A 20 28 27 28 0.6 10'0• A 816' A 20 26 26 20 14%• B 24 29 30 32 7-1• A 20 25 28 28 7 9'd A T-11• A 20 26 20 27 17-T B 24 20 30 31 8'-7• A 20 25 20 27 7.8 P-1• A T$ A 20 24 26 27 17-11• B 24 28 29 31 6'-1• A 21 24 20 27 a 7d A T-1• A 20 24 25 20 17-C B 24 27 29 30 T-0' A 21 24 26 25 0.6 54 A 54 A 20 24 25 20 11'4 B 24 27 20 30 0,-P A 21 24 26 26 9 TQ' A 048' A 20 23 25 25 111d B 24 27 2a 30 0,4 A 21 23 26 25 0.6 0,.7 A 6'-1• A 20 23 24 28 id -10• B 24 27 20 28 C-0• A 21 21 24 26 10 8'4 A 6'-10, A 20 23 24 25 1(r0• B 25 25 28 29 9.6` A 21 23 24 25 11 S-7 A 6'-4• A 20 22 24 28 946` B 25 20 27 29 5-11• A 21 22 24 26 12 54' A 54 A 20 22 23 24 P4 0 25 25 27 20 54 A 21 22 23 24 13 S-7 A 4-7, A 20 22 232• 646' O 26 25 25 29 S-7 A 21 22 23 24 14 4-10* A 41• A 20 21 22 23 P-11• B 25 25 28 27 V-10, B 21 21 23 24 16 j 4'4t• A a 4'-1• I A 1 21 1 21 22 1 23 T4• B 25 26 20 1 27 4•d• 1 B 1 21 1 21 1 22 1 23 204 6111• A TSA 15 23 21 2a 17-t0, B /8 26 29 29 9-1' A 16 23 24 25 LEVE 4.6 . T-17• A SCI A 15 23 24 20 1114 B 14 20 77 20 Td' A 16 23 24 25 8 T-1• A C-1• A 18 22 23 24 17-t0, B 18 25 27 28 8'4 A18 23 22 23 24 5.6 Rd• A SCI A 18 22 23 24 10'-T B 10 25 20 28 6.0, A 11 16 23 24 0 6111• A Sr A 16 21 22 23 74' B 19 25 25 27 SAr A 10 21 22 23 0b 645• A 4-10* A 18 21 22 23 8110, B 19 24 25 27 54• A Is 21 22 23 7 5-1• A 4.4 A 16 20 22 23 84' B 19 24 28 20 6'-1' B 16 21 22 23 7.6 4�' A 4.0, A 18 20 21 22 7-10, B 10 23 26 20 44 B 18 20 21 22 a w4l A 4'4 A 18 20 21 22 Tfi' B 10 23 24 26 44r B 16 2D 21 22 0.6 442• A 7-10* A 15 20 21 22 T-1' B 10 23 24 25 4d B 15 20 21 22 0 8-111 A 7J' A 75 19 20 21 8'4 B 10 23 24 26 4.1• B 15 19 m 22 9.5 74 A 74 A 15 19 20 21 58 C 10 22 26 25 3-10, B 18 19 20 21 10 3%W A 7.0, A to 10 20 21 CQ' C 10 22 23 24 74' B 15 10 29 21 11 347 A 310, A 10 10 20 20 S41' C 19 22 23 24 78 B 15 19 20 21 12 2-11• A 2-0• A 15 15 19 20 $CI C 10 21 22 23 7.1• B 15 IS 19 20 13 244P A 24B A 15 18 20 20 4-10* C 19 21 22 23 2-11' B 16 16 2D 20 11 248• A 244' A 18 /0 20 21 4d• C 20 20 22 1 23 11 7d' 8 10 1 19 21 15 244' A 7-0, A t6 /0 2D 21 4J• C 2.0 20 21 22 7d B 18 10 20 21 30 4 0'-0• 1 A 640,' 1 B i6 23 24 20 1 17-11• C i 18 27 23 20 Com• B to 22 27 '24 4.6 S-• A S48' B 15 23 24 26 P-11• C is 20 23 20 41-7 8 18 22 27 r 24 6 4-10,A 611• B 16 22 23 24 0,-7 C 19 25 27 28 6-0, B 10 21. 22 23 S6 44• A 4V4r 8 16 22 23 24 7$ C 19 26 25 28 51.7 B 10 21 22 23 a 4'4 A 4'LT B 16 21 22 23 T-10, C 19 25 28 27 4'-0• B 10 20 21 22 0.6 3W A 44)'21 21 22 23 0,4' C 19 24 20 27 4d B to 20 21 22 7 3'W A 7-0' S 11 22 23 8' -it• C 19 24 25 20 4.0, B 10 20 21 'y.2;� 7.5 3.2' A 74 B 16 20 21 22 8'6` C 19 23 26 25 7-11• B 10 18 20 21 a T4 A SJ• B to 20 21 22 57" C 19 23 24 25 74• B 10 1B 20 21 0.6 7-17 A 7-1• 8 10 m 21 22 5-10' C 19 23 21 25 76' B 18 19 20 21 9 7-W A 7 11• B 18 10 20 21 S -T C 19 23 24 25 T-4' B 10 10 20 20 9.5 74' A 7$ B 10 19 20 21 S-4 C 19 22 24 25 T-7 B 10 18 1 D ZD 10 7-b• A 148• B 10 10 ?D 21 6'-1• C 19 22 23 24 Td B /0 10 18 20 11 7-7 A 78 B 10 19 20 21 4-0' C 10 22 23 2 771• S 18 18 19 20 L12) FES 0 4 2000 h 09 I LA MCE 2.0 POST SPACINGS FOR LATTICE PATH) AND COMMERCIAL COVERS IN 90 MPH WIND AREA$ 0.042X3 1 Double 0.042'7611 W Box Beam2 Double Q L12) Double O. Box Beam 12 0.092 Box Beam L12) TABLE 21 Attsched Freeatsrldinp or ABLT2.1 Atts Froeatsndirap or Attsched Fneatandrg or Attached FrseaWld(ng or Structure Muttlamn U nh Shuctu a mutumm Urfa Structure M Units Strtct re Mutbom Units Str1Ic67Ie Muldspan (hila SWctu s muffispan UnIts OR TR® MAX POST MAX MAX POST LENGTH YAX MAX POST LENGTH MAX MAK POST LENGTH GROUND TRIG MAX 1POS781AX MAX POST LENGTH MAX F(�h) POST LENGTH MAXt YAX POST IENam SNOW V40TH POST REOD POST MM FOOTER v I 1V I 17 Poff MIN FOOTER d I 1V I 17 POST MN FOOTER r i 10 ' 17 s%ow WIDTH Polar POBr MPI FOOTER r ' 10 I 17 POST MIN FOOTER' 17 ' 17 POST 0' I10 ' 17 LOAD (FT) SPACING FOR SPAC POST Sag CONSTRAINED SPACI PO 61g CONSTRAINED SPACIN S>g CCNSTRA94EDF LOAD (FT) SPACING FOR SPACIN S� CONSTRMED SPACIN POST SMRI11NED SPACINCONSTRAMEDF(PSF) ON SLAB SLAB (FT) TYPE '4' 'r 'd' '4' (FT) TYP •? '4' Y Y (FT) V' Y Y Y tPSF) ON SLAB BIAe•? '4' "T (FT) TYPE 'V '4' '? (FT)^6' Y Y n s n s r an n nh h 20 4 C -11• A T6' A 16 24 26 27 17-10• B 19 28 29 31 r-7• A 17 24 26 27 LIVE 4.6 r-11• A V4r A 18 24 26 28 11'4r B 20 27 20 30 rte• A 17 24 26 28 10 6 r -i• A V.I. A 18 23 24 20 tO-10• B 20 27 28 20 V -v A 17 23 24 20 18 6.6 9'44` A IA &4r A 10 23 24 26 1011' B 20 29 20 20 V r A 17 23 24 2S 10 8 6-11' A 6'1• A to 22 23 26 Pd• B 20 26 27 28 614' A 17 22 24 26 17 6.6 6`6' A 4'-17 A 16 22 23 24 6-10• B 20 26 27 20 Sd` A 17 22 23 24 17 7 V-1• A 414r A 17 21 23 24 C-4• B 20 % 28 28 6-1' B 17 22 23 74 17 7.6 4W A Ib' A 17 21 22 23 T-1? B 20 26 20 27 4'4t B 17 21 22 23 17 a r6' A r4' A 17 21 22 23 Ta' B 20 24 26 27 rd' B 17 21 22 23 16 8.6 4'.r A Y -1V A 17 21 22 23 r-1' B 20 24 26 26 4%r B 17 21 22 23 17 9 V-11• A 31-r A 17 20 21 22 r4• B 20 24 26 26 1'-1' B 17 20 22 23 17 9.6 Y4' A YS A 17 20 21 22 rS C 21 23 26 26 Y-10' B 17 20 21 22 17 10 YS A YJ• A 17 20 21 22 rQ' C 21 23 24 26 Y4' B 17 20 21 22 11 Y-7 A Y4' A 17 19 20 21 SW C 21 23 24 26 YS B 17 20 21 22 12 7 11' A 210 A 17 19 20 21 513•C 21 22 Z, 26 Y-1• B 17 19 20 21 13 76' 1 A 1 76' A 1 17 19 21 21 INV C 21 22 23 24 7-11' B 18 19 21 21 00 MPH EXPOSURE B 26 4 7'.r A r-1• A 16 23 24 26 17.6• C 18 g 28 20 T4T B 16 23 24 26 19 4.6 r-4• A rS B 16 22 24 26 114' C 19 28 27 28 r-1• B 16 22 24 26 10 6 614'A A r-111 B 16 22 23 24 1r4r C 18 26 27 28 rd B 18 22 23 24 18 A6 6'.2' A VSB 7.7 16 21 23 24 614' C 18 26 26 27 r4V B 1a 21 23 24 10 6 4'4'A A 614' B 76 21 22 23 r-1' C 19 24 26 27 6'-r B 18 21 22 23 17 0.6 1'S A 441' B 76 21 22 23 rS C 19 24 26 26 51.T B 18 21 22 23 17 7 411' A 44 B 16 20 21 22 r4' C 10 21 26 28 C -10"B 21 tB 20 22 22 17 7.6 Y-1 V A 4'-1' B 16 20 21 22 r -7-C 17 19 23 26 26 4'-r B 18 20 21 22 17 a 31-r A 31-1V B 76 20 21 22 rS C 16 23 24 26 44• B ie 20 21 22 16 0.6 34' A YS B 76 18 20 21 r --1V C 19 23 24 26 1'-1' B 16 20 21 22 17 B Y.r A YS B 16 16 20 21 61S C 10 22 24 26 Y-11• B 18 19 20 21 17 9.6 Y4• A T -r B 16 19 20 21 61.2' C 19 22 23 24 YS B 18 10 20 21 17 10 7-1 VA J'-1• B 16 19 20 21 r-/1' C 10 22 23 24 YS B 18 19 20 21 11 7-r A 7-1V B 16 18 10 20 V -6-C 79 27 ZJ TA 3'.4' B 76 18 10 1 20 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 20 PSF MIN) 4. CHOOSE A RAFTER FROM TABLES 1.1 TO 1.9 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 6. DETERMINE TRIBUTARY WIDTH FROM TABLE 2.2 OR CALCULATE FROM TRIBUTARY DIAGRAM ONS002 PAGE 2 OF 2 S. CHOOSE A HEADER FROM TABLE 2.1 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN. 60 00 MPH EXPOSURE B 6D 4 V4r A 3W a 12 19 2D 21 61.r C 14 22 23 26 Y4' B 12 19 20 21 A 4.6 7-0' A Y-0• B 12 18 20 20 S-0• C 14 22 23 24 Y-67 B 12 10 20 21 A 67-W B A 7S B 12 18 10 2D 614' C 14 21 22 23 V-1' B 12 18 10 20 A 6.6 7.7 A 7S B 12 10 10 19 4W C 16 21 22 23 7-10' B 12 10 10 20 A a 7-V A 74r B 12 17 1s 10 476' C 16 20 21 22 7T B 12 17 to 10 A 6.6 11 IV A 711' B 12 17 18 19 4N' C 16 20 21 22 7S B 12 17 18 19 A 7 1-0' A 1'-11' B 12 17 18 18 31-10' C 16 2D 21 22 7J' B 12 17 18 19 A 7.6 1-r A 11 1V B 12 18 17 18 3-61 C 16 19 20 21 7-1' B 12 17 17 to A a 1b' A Its' B 12 16 17 16 Y4' C 16 10 20 21 7461 B 12 16 17 18 0.6 116' A 1-r B 12 17 18 18 Y.2' C 16 10 20 21 1'-17 B 12 17 1a 18 a 174' A 176' B 12 17 10 19 Y-0' C 16 10 20 20 1'4' B 72 17 1a /0 0b 20 TJ' A 1'6' B 12 17 10 1D r-10• C 16 18 1B 20 1'-0• B 12 17 18 1B 60 1• • • 370' •_ _ A84' TABLE 22 TRIBUTARY WIDTHS FOR MOLE !PAIN ATTACHED STRUCTURES PROJECTION OF MOLE aPAN eTUCTURI"A B 12 20 21 22 rJ' C 16 23 26 26 Y4' B 13 20 21 22 21' 4.6 ". A 8W' B 12 Is 20 21 514• C 16 23 24 26 YS B 13 20 21 22 r 6 7S A 26' B 12 19 2D 21 614 C 16 22 23 26 V.I. B 13 10 20 21 B.T 6.6 7S A 740' B 12 19 20 20 4'4' C 16 22 23 24 7-1V B 13 10 20 21 4' 674r 8.51 A 7J' B 12 18 10 20 rS C 76 21 23 24 7-r B 13 18 10 2D r 6.6 1'-1V A 7-1' B 13 18 19 20 4-1' C 16 21 22 23 7S B 13 18 10 20 1IS, 7 14' A 1'-11' B 13 17 18 19 V-101 C 16 21 22 23 ". B 13 18 19 20 QV 7.6 1-r A 1'-1V B 18 17 76 19 Y -r C 1a 20 21 22 7-1' B 13 17 18 19 17 0 1' ' A 1'S B I3 17 10 19 Y4' C 16 p 21 22 2'4T B 13 17 10 19 OVER- HANG M an and FnestsndIn Structures Desa(ptlon MaxGnlrra TABLE 22 TRIBUTARY WIDTHS FOR MOLE !PAIN ATTACHED STRUCTURES PROJECTION OF MOLE aPAN eTUCTURI"A POST Footl Hal Ir r 161 17' 17 1Y 1r 1S 161 1T IV IV 29 21' 27 V r 4.51 r 6.61 r 0.5' T 7.61 r 8.6 r 0b' 1V 10.6' 11' 1' 4.61 IF 6.51 r 6.6 r 7.6 r 0.6' r 9b' 161 10.61 11' 11.61 7 r 6.61 r 8.61 T 7.61 r 0.r v B.T 161 10.6' 11' 11.51 17 Y 6.51 r 6b' T 7.51 r a.r r 0b' IV 10.51 11' 11.6' 17 1261 4' v 8.51 T 7b' r 0.51 r 9.51 10,10.61 IT 11.51 17 126' IT 6' 0.6' r 7.61 r 0.S r 0b' IV 10.61 11' 11.61 17 1261 1Y 13.6' v r 7.V V 6.61 B' 0.r 161 10.6' 11' 11.61 17 1IS, 17 1&V 14' T 7.6' v 8b' r 0.r 1V 10.6' 11' 11'61 17 12-6 1Y 13.6' 161 14.6' r r QV r 9.61 1V 10.6' 11' 11.6 17 1IS' IT 13.6' 14' 14.51 1V v 0.r Ir 6.. 1V 10.61 11' Its, 17 1261 1Y 13.61 1e 14.6' 16' 16.6' 10' r 9.51 1V 10b' IT 11.51 17 126' 1Y /3.61 14' 14.6 1 I 16.6' IV S. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 9. FIND THE O/C SPACING OR 8 OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 10. USE THE APPROPRIATE DETAILS FOR PATIO SLABS FOLLOW 1.6 FROM ABOVE THEN SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.1 SLAB 0. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING SLAB 9. POST'A' MAY BE USED FOR ALL ATTACHED UNITS ON SLAB SLAB 10. FOLLOW 9 AND 10 FROM ABOVE 2A Post Raqulremerps for M an and FnestsndIn Structures Desa(ptlon MaxGnlrra Max POST Footl Hal [TABLE 9 Sag XS' Steel Cover d = 23" 17 D8'X3W Steel Clover d - 23" 8' E1'X3"7©" Steel d = 97" W F891'4'X4" steel d 44" 15 GrX5 W Steel d m 49" 11Y H AnmwM aX Balding Products 6206 Tennyson Parkway Piano, Texas 76024 Can Pubtsrr4 P. E. 341 "nk Place Lynchburg, VA 24603 (434) 384.2614 canoutnam60eomcast,nat FEB 0 4 2808 7/812007 Page 3 of 9 ` • • ' 3• --�1 • LATTICE TUBES L• IJr FOR r x e tl2' W= i 1 2 1 8 �� �e a/c ` L• ?Jr roll 3' x e• BAAPIERs .0� 3'x3' !6• a/c SEE TABLE 7.6 FOR REGUMED FASTENtBS X �b • ®3103EH26"ALUM. ALLOY) .048 MIN. �• 1- � '"� \ = 4- 132 � . 1i TVO R8 SNS �� EACH SIDE 0.032• F-- "F ASTTA A-653 F' 40 KSI._ - (�5 STEEL CONNECTOR FOR WOOD -POST CONNECTION /8 X 2 '516 PDR /r 1 1/r FOR 2 X RAPW O23/4' RR 31 RAPIERS Ll HEADER © RAFTER SIDEPLATES� 3004-H36 ALUM. ALLOY) (3004-H36 ALUM. ALLOY) 04 QST 3105-H28 ALUM. At.1.0Y) (60i3 -T6 AU1Y. AU,OT. Y- O.OBD') Q RAFTER 'HANGER, wa FOUR e8 SMS RAFTER TO L6 LATTICE TO RAFTER CONN. x HEADER "' CONNECTION 1/2� Rm _ '..- . ET-Sjo - ...._..-...... _...-...._. - _ AfSEE 6063T6 0.72�1.36�0.72 TABLE UKALLOY —1 0.93 W FOR /4' LAG SCREW V/ 2.23' EDULE 1 EMBED INTO W88D STUD ��- 2 X WqH 0.72 IL _ O SEE TABLE 7.6 COLUMN - BRACI0.I:U6ED h2 X.S J/2' RAFIEI6 -BRACKET USED V/ -3'x8' ANC4 FOR QUANTITY Sm T� 3.00 NM' USE PIARTIC PLUG TO KL t�2' DA _ AND 3'x3' RAFTERS AUS 0 0.93 1.56 A0TM MIX M � E tMnd on= RAFIR�� RAFTER /ANGER (DETAIL L7) attY TnD VYl" mcg8e Sonws 601011 0.032 nftd" ate ' 0.0@ &PC 0.042LEDWJ3 17 15 IF ; 1S 8' 17 1S i 1S 19 IS is 16 11 vC. QOC12w DA42s 17 /S r 1s -y1v1sQ042 MADE DE 10 1S 1S IF r . r OCTAL Pw USE TWO e14 SMS WHEN t& of 014 s 1® ALTERNATE DOUBLE 3' x 8' AND Q Dottbl92xe T 11' tS : IS PC &042 a04?x3'k s ^ T 10 l 17 130 MPH REQUIRES THREES� N14SCREWS FOR TRIB WIDTHS 0.042 Doum3x8 I. 10' - 1s 1S I19 on= RAFIR�� RAFTER /ANGER (DETAIL L7) 28 0.37 ATHE 6M 10LlowaN 2 1%iM�H q 1 0.72 O PLASTIC PLUG DETAIL MADE DE -"I�-0.17 r . r OCTAL Pw USE TWO e14 SMS WHEN 1® ALTERNATE DOUBLE 3' x 8' AND ATTACHM TO STEEL C BEANS L10 TERNATE RAFTER TO WALL CONN. I (RN). 0.040 (AUAQ 2" x 6.Y HEADERS 130 MPH REQUIRES THREES� N14SCREWS FOR TRIB WIDTHS FIOi► 914 so 0041 (S FORMSi2 SPE SCHEDUIX OVER 10' 000�0 0 Tva 30rx4' 011mO1T RAY BE TRIAD M�EX- F .. TERNATE. 2- 2-X 6 1/2' HEADERS IN PLACE OF STUD 3Ar LAG SCKVS NCOUMS rl17s.'.M�NG. LI t S" ALTERNATE 3k e' MfiADER wTIH PO$T SID6PlATEs D�NrOV K S -poeI (3004 H36 ALLOY OR 37( 3" POST A-653 Fy. STEEL) • r . r OCTAL AST r . r OCTAL Pw 3',X D• ALUM 1.5' ^in RAFTER XtA=r 1® ALTERNATE DOUBLE 3' x 8' AND � 0 2" x 6.Y HEADERS cm. 914 La FIOi► 914 so • �N 000�0 0 Tva 30rx4' 011mO1T LV* VA11U U� Xn'KAe 3• X a• KM/t IiADiR 00 cA st W L POST. me ° AND NUT.' am at CAM car of 0 o Asr Av_AwA s20e TENMYsoN PARKWAY tom' min 13� °• ow= 1111 most .J0� MIX awe im°t # f BuLm PRODUC'IB, INC pLANO. T67(AS 75024 14 TTACHED STRUCTURE DOST 1• 914 Sas-itLLBNG .p CIVIL 1. TTACMED STRUCTURE POST TO DECKING To DECK FLOOR JOIST ` POST ALTERNATIVE FOR. OF CALL BEJ/CP mQonen a Connection Details NTS For Patio & Commercial Lattice Structures SEE GENERAL NOTE /19 �J SLAB ATTACHMENT ONLY Ensibeer's r'l 7 .6/07. LTOT-2006 1 of 3 L16' ALTERNATE 3' SO. POST CONNECTOR BRACKET (6063-T6 ALUM. ALLOY) 1.575' 0.0410'0' STEEL POST 3/8' BOLTS W/ 1' DIA. x 3/32' THK. STL. WASHER TO 8' STEEL 'C' BEAM • 5.5' SEE TABLE 7.4 COLUMN 'N' FOR QUANTITY 2,35' FOR #14 SELF DRILLING SCREWS SEE TABLE 7.4 rk COLUMN '0'. 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 12 OR 16 GAUGE _ C BEAM 50 KSI 9L18 3" X 8" X 12, 16 GA. STL. 'C' BEAM WRAP W/ 3" X 8" ALUM. BOX BEAM ~ 3'. 4% 5' 3', 4" or 5' 0.188' TYP. L21 3", 4" OR 5" STEEL POST Fy=36 KSI LLID 7050' 1 0.750' -r 3/8' BOLTS SEE TABLE 7.3 COLUMN 'H' FOR QUANTITY — OR 1114 SELF DRILLING SCREWS SEE TABLE 7.3 COLUMN 'G' FOR QUANTITY L19 HEADER SPLICE DETAIL 2- /14 F/1gj 510EE 3'X8'HM SEE DETAIL V-0 11100 -- 2x WOOD AUNDW/ FRAMING Or=ooucus 112r FIR -LARCH FASCIA /2 OR BTR L 24' 0/C FOR MAXIMUM s� IIEGL L? OVQ8IANG SEE SCHMULE O R1Gff L 17 ALTERNATE EAVE ATTACHMENT SIMP50N A34 ADD TWO CONNECTOR 16D NAILS a OR EOUAL e EACH 0 RAFTER OR TRUSS 1/2' FASCIA WOOD FRAMING DETAIL A" 6 - /10 q I E ;. 3 EACH LIM Of CONNECTOR - TYPICAL 2-2* XO16S10E 11f SIDDWES &M OF a ail 3' POST Seal with pereanently Fllxible L waterprooF sealant 2' x 6' Ledger Board (optional for lattice patio covers If LAG SCREWS use I'm 2' x 4' Stud washers to attach roFter 1.00'min. brackets) 3/8' Lag Screw BE I X60 UT * E CALIF Engineer's Stomp Love(Snow I DISTANCE TO FIRST RM POSTS "t" Wind Load SIZE ATTACH LATTICE COVER 3.5' MIN 12" Ir 24" 37 36' opef 2x4 AS PER L7 7r-11"1- 60 MPH Exp S Completely Seal with 2r 22 1O -1r IV4r 17-r permanently flexible 8 2sa 22 2r Jum 22 waterproof sealant 2.5' MIN PENETRATION 2m{ il 1.00'min. INiO WOOD FRAMING 1 . 7 80 MPH Exp C 2x6 I 22 22 18'-4' Synthetic Stucco or 2x4 ' 22 other non-structural covering 2r 22 22 (1' max. thick) 2K4 Sheathing SEE ALLOWABLE DISTANCE 1t TO FIRST ROW OF POSTS IN STUCCO ATTACHMENT DETAIL TABLE 7.7 L22 WITH LEDGER BOARD BE I X60 UT * E CALIF Engineer's Stomp Love(Snow DISTANCE TO FIRST RM POSTS "t" Wind Load SIZE SAVE OVERHANG for Lavice Caren; 12" Ir 24" 37 36' opef 2x4 7r-11"1- 60 MPH Exp S 2x4 2r 22 1O -1r IV4r 17-r 2sa 22 2r 22 22 22 to psf 2m{ 11•- r4r 1 . 7 80 MPH Exp C 2x6 2r 22 22 18'-4' 17-r 2x4 ' 22 2r 2r 22 22 20 pef 2K4 0 Q4r 1t 1 t0 MPH Exp C 2x6 22 18' 4' 1210' 9 4' 8'41" 2x8 2r 27 22 14'4r 1$4• -r 7- 0- 120 MPH EErp C 2x4 2r 14=r 101-T r 4• sem' 20 2r 22 29-W 1541' 17-1- 30 2xa Fr 4'-1" _r -1 130 MPH Exp C 2x8 1a• -r 1r -1r 6•_r Sr r-0" 2x6 27 22 1&44 1r -T I 944 46 Psf 2x4 -r 1aY4rZ-C Nr 130 MPH Exp C 2x8 13'_3" W- r s41' 2x6 Ir -8' 1r -r 1r-1- e.r 130 MPH Exp C 2� it -3' s-4' 7-T 0.41"2x6 11-11' 11-0` r-6' Y -r X14 SMS 6" i 3" X 8" BOX BEAM HEADER ALUM. "H" ? BRACKET 3"X 3" ALUM. POST ,r- 0 ALUMINUM 'H' BRACKET FOR CONNECTING POST TO HEADER (6063-T6 ALUM. ALLOY) �5208 l a SUITE 100 SON PARKWAY I C BUILD�iC PRODUCf6, IrIG PLANO, TEXAS 75024 NTS atio d( Commercial Lattice Structures 7/6/07 'LT02-2006 2 of 3 2 1/8' 0.024' 0.024' FT 6 5/8' x 3' 3' L 3' SQUARE COLUMN C3105 -H26 ALUM. ALLOY) �- 2' x 6 5•`SIDEPCATES C3004 -H36 ALUM ALLOY) Lattkf or sola Pa Zi -7 FOUR #14 SO SCREWS EACH SIDE FOR 90 MPH EXP C SLAB AND. UP 'TO d=28' FOOTING. TWO 3/8' BOLTS FOR 90 MPH EXP B, AND FOOTINGS UP TO d=24' - OR SIDE MOUNT Live/ TRUSS/RAFTER THREE 3/8' BOLTS FOR FOOTINGS UP TO OIC SPACING Load IV o% 24"o/c; 10 21'-" te.•c' d=28' AND 90 MPH EXP C tt�s' r•6" 26 + • w -w 40 TWO 3/8' GALVANIZED POWERS WEDGE a-7" r S BOLTS ([CC ESR 1678) W/ 2' EMBED FOR ALL FOOTINGS TO 3X 8" ALUM. HEAD .�' SLAB AND UP d=23'.- USE 3.5' EMBED. FOR FOOTINGS UP TO d=31' 27X 6 1/2-X'.024- /s. ALUM. SIDEPIA 3"X 3"2"X -25 --�-�_ / �,9 POST 6.625" ISIOEPLATES 3" X 8" HEADERALUM I LL I CONNECTION 'ALUMINUM BRACKET FOR CONNECTIONG BRACKETFOOTING POST TO FOOTING OR .SLAB. (6063-T6 ALUM ALLOY) SINGLE SPAN ATTACHED UNITS ONLY �r;:; ;� SLAB OR F00 NG 4- J14 SMS EACH SIDE r.2s, 50. 3.00' fT---,!.O*• 0.094!--I . � t.0' FFF���222 25"'���III N14 x 3/4' TEK FOUR -#14 SMS EACH SIDE, SPACED EVENLY 3"x3" ALUMINUM RAFTER3" ALTERNATE POST CONN. BRACKETS ALTERNATE 1.5 �-L26 (STIEL A-653 Fy-40,000 Psi) L30 RAFTER � � X16 OR #14 SMS WITH;SIDEPL&ME . ATTACHMENT LATTICE HEADER TOP MOUNT BRACKET 3/16' ASTM A36 STEEL 0.042'x3'x8" HEADER 8" BRACKET IS 1.25' WIDE Alun Brock (006ah ALUM 2 0 Lam ear tlw) 8 SNS Alun BroCkft SNS RAFTER xfNOQ! /��13' est s• oax lattice or c0A60') Saud Pontis Tw • L 1t 3• x B' Mender It •I OAS Header e2 ATTTACH E (0.042') 2' x 6' Side Plate EXISTING EAVE 12" e10 010LAot ALL HOUSE PENETRATIONS W000 FRAMING ALUM MUST BE COMPLETELY AND RAFTER G ' I 3' x 8' Headera PERMANENTLY SEALED /10X1.5' SCREWS we r: CWCRETE FOOTtNG I I + 8 PLACES pV To 36" CUBE i� 2 • 1STM /2'' R40 F�oOTONG�K,S UP To 3'x3' POST. 3'x3" POST 3/16ASTM A36 ` 48' CUBE AND 3 - 1/2' f BARS FOR FOOTINGS UP TO 2x6 5' SIDEPLATE CKK STEEL BRACT l �11" eur. t L28 BETWEEN scaEws ►3 '"+ t81'ii1llx 5208 TENNYSON PARKWAY O �► Tlh �BUILDUVG PRODUCTS, UVG . SUITE 100 L27 [ALTERNATIVE SPLICE FOR ATTACHED UNITS EAVE ATTACHMENT/i PLANo, TEXAS 75024 EAVE OVERHANG AND VIL� 1' MUST ALSO COMPLY �F BEJ/CP WITH DETAIL L17 „�. _UFFp_on__enTa onnec on a a+ s LEDGER BOARD Nis FOr Patio k r........_«....r SIDE MOUNT BRACKET Engineers Stamp 7/6/07 LTO3-2006 MAX"L" FOR TOP OR SIDE MOUNT Live/ TRUSS/RAFTER Snow OIC SPACING Load IV o% 24"o/c; 10 21'-" te.•c' 20 tt�s' r•6" 26 t0' -e"' r 2" 30 w -w 40 60 a-7" r FREESTANDING OR ATTACHED STEEL POST ADDITO.K In.BAN AS , FOOTING TO POST. CONNECTION DETAIL If (SEE NOTE BELM a v: v ' 12" MIN 2' V 0 p 4 2- 1/2 •1/2 6 STEEL REBAR 3 of 3 SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES c..T xC aY Ground Snow Load r Qlx MuluS Panel Gauge On) n Wind Speed and Exposure Exp B Exposure C 90 90 105 110 4..7 A iG J. Ground Snow Load ,c I,v Panel Gauge n u,"a , v.•.� Wind Speed and Exposure Exp B Exposure C 90 90 105 110 •• •� •• Ground Snow Load - •� • • .--- Panel Gauge n -- --- Wind Speed and Exposure Exp B Exposure C 90 90 105 110 Ground Snow Load sOn)-90 Panel Gauge Wind Exp B Speed and Exposure Exposure C 90 105 110 10 0.018 11'-1" 10'-11" 9'-0" 8'-11" 10 0.018 14'-5" 13'-11" 11'-11" 11'-4" 10 0.018 12'-11" 12'-9" 10'-10" 10'-3" 10 0.018 11'-10" 11'-7" 9'-10" 9'-5" LIVE 0.024 13'-7" 13'-7" 11'-7" 11'-1" LIVE 0.024 1T-11" 1T-5" 14'-11" 14'-2" LIVE 0.024 14'-2" 14'-1" 12'-8" 12'-3" LIVE • 0.024 14=8" 14'-7" 12'-5" 11'-10" 0.024 0.032 17-1" 17'-1" 14'-7" 13'-11" LIVE 0.032 20'-1" 20'-1" 18'-1" 1T-0" 15'-0" 0.032 151-6" 15'-6" 13'-11" 13'-0" 0.032 0.032 16'-4" 16-4" 14'-11" 14'-5" 15'-6" 13'-11" 13'-6" 0.036 18'-9" 18=9" 16'-1" 15'-4" 0.036 0.036 20'-10" 20'-10" 18'-9" 1 18'-0" 8' 0.036 16'-0" 16'-0" 141-8" 14'-0" 16'-11" 0.036 16'-11" 16'-11" 15'-6" 15'-0" 20 0.018 7'-11" T-11" 7'-11" T-11" 20 0.018 10'-3" 10'-0" 10'-3" 10'-3" 20 0.018 9-3" 9'-3" 9'-3" 8'-3" 20 0.018 V-5 81-5" 8'-5" 81-5" LIVE 0.024 9'-11" V-11" V-11" 9'-11" LIVE 0.024 12'-8" 12=9" 12'-9" 12'-9" LIVE 0.024 11'-4" 11'-4" 11'-4" 11=4" LIVE 0.024 10-T' 10'-7" 10'-7" 10-7" 11' 0.032 12-4" 12'-4" 12'-4" 12'-0" 13'-8" 0.032 151-8" 15'-8" 15'-8" 15'-8" 0.018 0.032 12'-5" 12'-5" 12'-5" 12'-5" 10'-0" 10'-0" 10'-0" 0.032 13'-2" 13'-2" 13'-2" 13'-2" 0.024 0.036 13'-T' 13'-7" 1 13'-7" 13'-7" 3x8 0.036 16'-7" 16'-7" 16'-7" 16'-7" 11'-10" 0.036 12'-11" 12'-11" 12'-11" IZ-11-1 0.032 0.036 13'-8" 13'-8" 13'-8" 13'-8" 25 0.018 T-8" 7'-8" T -e" T -e" 25 0.018 10'-0" 10'-0" 10'-0" 10'-0" 25 0.018 8'-0" 8'-0" 8'-0" 9'-0" 25 0.018 B'-3" 8'-3" 8'-3" 8'-3" 0.018 0.024 9'-8" 9'-8" 9'-8" 9'-8" 9'-2" 8'-2" 9'-2" 0.024 12'-0" 12'-0" 12'-8" 12'-0" 0.024 0.024 11'-1" 11'-1" 11'-1" 11-1" All Others 0.024 101-4" 10'-4" 10'-4" 10'1{" 11'-2" 0.032 12'-1" 12'-1" 12'-1" 12'-1" 0.032 0.032 151-3" 15'-0" 15'-3" 15'-3" 11'-0" 11'-0" 11'-6" 0.032 12-3" 12'-3" 12'-3" 12'-0" 0.036 0.032 13'-0" 13'-0" 13'-0" 13'-W 0.036 13'-3" 13'-3" 13'-3" 13'-3" 12'-8" 0.036 1 16-2" 16'-2" 1 16'-2" 16'-2" 0.018 0.036 12'-8" 12'-8" 12'-8" 12'-8" 7'-11" 7'-11" 7'-11" 0.036 'IT -6" IT -6" 13'-8" 13'-6" 30 0.018 7'-0" 7'-0" T-0" 7'-0" 30 0.018 9'-1" 9'-1" 9'-1" 9'-1" 30 0.018 8'-2" 8'-2" V-2" 8'-2" 30 0.018 T-0" 7'-6" T-6" T-6" 10'-6" 10'-0" IW -6" 0.024 8'-10" V-10" 8'-10" 8'-10" 0.036 0.024 11'-5" 11=5" 11'-5" 11'-5" 0.024 10'-3" 10'-3" 10'-3" 10'-3" 11'-T' 0.024 9' 6" 9-6" 9'-6" 91-6" 0.018 0.032 11-1" 11'-1" 11'-1" 11'-1" 6'-6" 6'-0" 0.032 14'-0" 14'-0" 14'-0" 14'-0" 0.024 0.032 11'-6" 11'-6" 11'-6" 1V-6" 0.032 12'-0" 12'-0" 12'-0" 12'-0" 8'-0" 0.036 12-2" 12'-2" 12'-2" 12'-2" 0.032 0.036 14'-10" 14'-10" 14'-10" 14'-10" 8'-8" 8'-8" 8'-8" 0.036 12'-0" 12'-0" 12'-0" 12'-0" 0.036 12'-8" 12'-8" 1 12'-8" 12'-8" 40 0.018 6'-1" 6'-1" 6'-1" 6'-1"k60 10'-2" 0.018 T-11" 7'-11" T-11" 7'-11" 40 0.018 6'-11" 6'-11" V-11" 6'-11" 40 0.018 6'-6" 6'-0" 6'-6" 6'-6" 0.024 T-8" 7'-8" T-8" T-8"0.024 9'-11" 9'-11" 8'-11" 9'-11^ 0.024 8'-10" 8'-10" 8'-10" 8'-10" 0.024 8''" 8'-3" 8'-3" 8'-3" 0.032 9'-7" 8'-T' 9'-T' 9'-7"0.032 12'-2" 12'-2" 12'-2" 12'-2" 0.032 10'-6" 10'-6" 10'-6" 10'-6" 0.032 10'-5" 10-5" 10'-5" 10'-5" 0.036 10'- 10'-7" 10'-7" 10'-7"0.036 12'-10" 12'-10" 12'-10" 12'-10" 0.036 10-11 10-11 10'-11" 10'-11" 0.036 11'-5" 11'-5" 11'-5" 11'-5" 80 0.018 4'-11" 4'-11" 4'-11" 4'-11"0.018 6'-5" 6'-5" '"'-5" 60 0.018 5' 6" 5'-8" 5' 6" 5'-6" 60 0.018 V-3" 5'-3" 5'-3" 5'-30.024 6-3" 6-3" V-3" 6-3"0.024 8'-1" 8'-1 8-1 8'-1" 0.024 T-2" T-2" 7'-2" 7'-2" 0.024 6-8" V-9" 6-9" 6'-8" 0.032 7'-11" 7'-11" 7'-11" T-11"0.032 V-11" 9'-11" 9'-11" 9'-11" 0.032 8'-7" 8'-7" 8'-7" 8'-7" 0.032 8'-0" 8'-0" 8'-6" 8'-6" 0.036 8'-8" 8'-8" 8'-8" 8'-8"0.036 10'-6" 10'-0" 10'-6" 10'-6" 0.036 9'-2" 8'-2" 9'-2" 9'-2" 0.036 9'-4" 9'-4" 9'-4" 9'-0" rAQl c e z TABLE 4-4 , Q-A 40- Xb" Au Ground r T. IX tomgieo Panel Wind an 4.7 A lc ou Speed and Exposure Ground M1 ,c o"[ Panel ,o o 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 Snow Load Gauge MAX Exposure C Snow Load Gauge Exp B Exposure C so in 90 90 105 110 in 90 90 105 110 in 90 90 105 110on)__90 FOR PANEUHEADER COMBINA NS 3x8 0.018 90 105 110 10 0.018 12'-1" 10'-11" 9'-4" 8'-11" 10 0.018 15'-5" 13'-11" 11'-11" 1V-4" 10 0.018 12'-11" 12'-9" 10'-10" 10'-3" 10 0.018 12'-9" 11'-7" 9'-10" 9'-5" LIVE 0.024 15'-0" 13'-7" 11'-T' 11'-1" LIVE 0.024 18'-4" 17'-5" 14'-11" 14'-2" LIVE 0.024 14'-2" 14'-1" 12'-8" 12'-3" LIVE 0.024 15'-0" 14'-7" 12'-5" 11'-10" 4' 0.032 18'-11" 17'-1" 14'-7" 13'-11" 0.032 20'-1" 20'-1" 18'-1" 17'-0" MAX 0.032 15'-0" 15'-6" 13'-11" 13'-6" MAX 0.032 16-4" 16'-4" 14'-11" 14'-5" MAX 0.036 20'-4" 18'-10" 18'-1" 15'-4" 0.038 20'-10" 20'-10" 18'-9" 18'-3" 8' 0.036 16'-0" 16'-0" 14'-6" 14'-0" 7' 0.038 16'-11" 16'-11" 15'-0" 15'-0" 20 0.018 11'-T' 10'-11" 9'-4" 8'-11" 20 0.018 11-9" 11'-9" 11'-9" 11'-4" 20 0.018 10'-3" 10'-3" 10'-3" 10'-3" 20 0.018 10'-0" 10'-0" 9'-10" 9'-5" LIVE 0.024 14'-0" 13'-7" 11'-T" 11'-1" LIVE 0.024 13'-7" 13'-7" 13'-r 13'-7" LIVE 0.024 11'-4" 11'-4" 11'-4" 11'-0" LIVE 0.024 12'-0" 12'-0" 12'-0" 11'-10" 5' 0.032 15'-10" 15'-10" 14'-i 13'-11" 0.032 15'-8" 151-8" 15'-8" 151-8" 13' 0.032 12'-5" 12'-5" 12'-5" 12-5" MAX 0.032 13'-2" 13'-2" 13'-2" 13'-2- MAX 0.036 16'-5" 16'-5" 1VA" 15'-4" 0.036 16'-T' 16-7" 16'-7" 16'-7" 11' 0.036 12'-11" 12'-11" 12'-11" 12'-11" 10' 0.036 13'-8" 13'-8" 13'-8" 13'-8" 25 0.018 11-4" 10'-11" 9'4" 8'-11" 25 0.018 11'-5" 11'-5" 11'-5" 11'-4" 25 0.018 10'-0" 10'-0" 10'-0" 10'-0" 25 0.018 9'-10" 9'-10" 9'-10" 9'-5" 8' 0.024 14'-0" 13'-7" 11'-7" 11'-1" 0.024 13'-3" 13'-3" 13'-3" 13'-3" 3x8 0.024 11'-1" 11'-1" 11'-1" 11'-1" MAX 0.024 11'-10" 11'-10" 11'-10" 11'-10" 6' 0.032 15'-T' 15'-7" 14'-T' 13'-11" 0.032 15'-3" 15-3" 15'-3" 15'-3" MAX 0.032 12'-3" 12'-3" 12'-0" 12'-0" 1 MAX 0.032 13'-0" IT -W 13'-0" 13'-0" MAX 0.036 16'-2" 16'-2" 16'-1" 15'-4" 0.036 16'-2" 16'-2" 16'-2" 16'-2" 0.036 12'-8" 12'-8" 12'-8" 12'-0" 0.036 13�" 13'-6" 13'-6" 13'-6" 30 0.018 10'-4" 10'-4" 9'-4" 8'-11" 30 0.018 10'-5" 10'-5" 10'-5" 10'-5" 30 0.018 9'-2" 9'-2" 8'-2" 9'-2" 30 0.018 9'-0" 9'-0" 9'-0" 9'-0" 9' 0.024 13'-1" 13'-1" 11'-T' 11'-1" 0.024 12'-2" 12'-2" 12'-2" 12'-2" All Others 0.024 101-6" 10'-6" 10'-6" 1W-6- MAX 0.024 11'-2" 11'-2" 11'-2" 11'-2" 7' 0.032 14-9" 14'-9" 14'-T' 13'-11" 0.032 14'-0" 14'-0" 14'-0" 14'-0" 0.032 1 V-6" 11'-0" 11'-0" 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'-10" 14'-10" 14'-10" 14'-10" 0.036 12'-0" 12'-0" 12'-0" 12'-0" 0.036 12'-8" 12'-8" 12'-8" 12'-8" 40 0.018 9'-0" 9'-0" 9'-0" 8'-11" 40 0.018 8'-1" 9'-1" 9'-1" 9'-1" 40 0.018 7'-11" 7'-11" 7'-11" 7'-11" 40 0.018 T-9" 7'-9" 7'-9" 7'-9" 0.024 11'-5" 11-5" 11'-5" 11'-1" 0.024 10'-6" 10'-6" 10'S" 10'-8" 0.024 9'-2" 9'-2" 9'-2" 9'-2" 0.024 9'-10" 9'-10" V-10" 9'-10" 0.032 13'-5" 13'-5" 13'-0" 13'-5" 0.032 12'-2" 12'-2" 12'-2" 12'-2" I 0.032 10'-6" 10'-6" 10'-0" IW -6" 0.032 11'-2" 11'-2" 11-2" 0.036 13-11" 13'-11" 13'-11" 13'-11" 0.036 IX -10" 12'-10" 12'-10" 12'-10" 0.036 10'-11" 10'-11" 10'-11" 10'-11" 0.036 11'-T' 11'-T' 11'-7" 11'-T' 60 0.018 7'-0" T-4" 7'-4" 7-4" 60 0.018 TS" 7'S" T-5 7'S" 60 0.018 V-6" 6'-6" 6'-0" 60 0.018 6'-4" 6' 4" 6'-4" 6'-0" 0.024 9'-4" V-4" 9'-4" 9'-4" 0.024 8'-7" 8'-T' 8'-T' 8'-T' 0.024 T-6" 7'-8" T-6" T-6" 0.024 8'-0" 8'-0" 8'-0" 8'-0" 0.032 1 V-4" 11'-4" 11'-4" 0.032 9'-11" 9'-11" V-11" 9'-11" 0.032 8'-8" 8'-8" 8'-8" 8'-8" 0.032 9'-7" 9'-7" 9'-T' 9'-7" .11-4" 0.036 10'-6" 10'-0" 10'-6" 10'-0" 0.036 9'-2" V-2" 9'-2". 9'-2" 0.036 10'-2" 10'-2" 10'-2" 10'-2" _ -_ -.-.-.- TAoicw7 TABLE 4.8 TABLE 4.5 Amerimax Building Products 6208 Tennyson Parkway Panel # of #14 screws per toot Piano, Texas 76024 panel to header Headers Gauge s'. 3 1 2 1 3 2 1 3 1 4 On) 90mph Exp B 90mphExPC 1 Cad Putnam, P. E 11110mphExpC Dble 2x6.626 0.018 9'MAX 3441 Wink Place e' MAX 5' 8' Lynchburg, VA 24603 �►� " 0.018 MAX (434) 384-2614 carloutnamfeomeastnet OF P MAX MAXIMUM ALLOWABLE TRIB R DI�I4CO MAX FOR PANEUHEADER COMBINA NS 3x8 0.018 9' Table 4.9 Panel # of #10 screwsto attach panel to header Headers Gauge 2 13 1 4 23 1 4 2 3 I 4 I 5 MAX in 90 m h B 90 m h C 110 mph C Dble 2x6.626 0.018 T 10' MAX 5' 8' MAX 4' 5' 7' MAX RF Fascia 0.018 T MAX MAX 5' MAX MAX 4' 5' MAX MAX 3x8 0.018 T 10' MAX 5' 8' MAX 4' 5' 7' MAX All Others 0.018 T 10' MAX 5' 8' MAX 4' 5' 7' MAX Dble 2x6.626 0.024 9' 13' MAX T 11' MAX 5' 7' 10' MAX. RF Fascia 0.024 9' MAX MAX T MAX MAX 5' MAX MAX MAX' 3x8 0.024 e' 13' MAX T 11' MAX 5' T 10' MAX All Others 0.024 9' 13' MAX T 11' MAX 5' T 10' MAXI Dble 2x6.626 0.032 9' 14' MAX 7' 11' 15' 5' 7' 10' 12' RF Fascia 0.032 MAX MAX MAX 8' MAX MAX 6' S' MAX MAX 3x8 0.032 11' MAX MAX 9' 13' MAX 6' 9' 12' MAX All Others 0.032 12' MAX MAX 10' 15' 1 MAX 6' 10' IT MAX Dble 2x6.626 0.036 9' 14' MAX RF Fascia 0.036 10' MAXMAX e' 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 -A-ft nnuou,ennw,c T.M. d qn 7/6/2007 Page 1 of 21 FF9 0 4 2ppq Panel # of #14 screws per toot to attach panel to header Headers Gauge 2 3 1 2 1 3 2 1 3 1 4 On) 90mph Exp B 90mphExPC 1 11110mphExpC Dble 2x6.626 0.018 9'MAX e' 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' e' MAX Dble 2x6.626 0.024 12' MAX 10' MAX 7' 10' MAX I Fascia 0.024 MAX MAX MAX MAX T MAX MAX 3x8 0.024 12' MAX 10' MAX T 10' MAX All Others 0.024 12' MAX 10' MAX T 10' MAX Oble 2x6.626 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 1 9' MZd MAX Dble 2x6.626 0.036 12' MAX 10' MAX T 10' 14' RF Fascia 0.036 MAX MAX MAX MAX 1 8' MAX MAX 3x8 0.036 15' MAX 12' MAX 8' 12' MAX All Others 0.036 MAX MAX MAX MAX 10' MAX MAX 7/6/2007 Page 1 of 21 FF9 0 4 2ppq