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08-1630 (PAT)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application descriptio Property Zoning: Application valuation: �08-00001630.7 51420 CALLE JACUMBA 770-166-024- - - n: PATIO COVER - RESIDENTIAL MEDIUM DENSITY RES 3511 Applicant: a �l Tit!t44'Q" Architect or Engineer: LICENSED CONTRACTOR'S DECLARATION BUILDING & SAFETY DEPARTMENT BUILDING PERMIT I hereby affirm under penalty of perjury tha m licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Bus' ss d P ssionals Code, and my License is in full force and effect. License Class: B Licen No.: 859977 0. Date Contract _ 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).: (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). 1 _ 1 I am exempt under Sec. , BAP.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERMIT Owner: GREEN MARK 51420 CALLE JUCUMBA LA QUINTA„ CA 92253 ( Contractor: NEIGHBORHOOD DE 34110 DATE PALM CATHEDRAL CITY, (760)578-2930 Lic. No.: 859977 V & CONSTR CO DRIVE CA 92234 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 _ 1 certify that, in the performs a of the work for which this permit is issued, I shall not employ any person in any man er so as o become subject to the workers' compensation laws of California, and agree tha I should come sub' ct to the work ,(s' compens ion provisions of Section 3700oft abor Code, shall fort ith ose pro ' ions. Date: � • pplicant: 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 ofworkfor 180 days will subject permit to cancellation. I certify that I have read this application and state bove information is correct. I agree to comply with all city and county ordinances and state la sting to building c struction, and hereby authorize representatives .,/of this county to enter upon thea e- mentioned p�fortion urposes.Date:•"�_07Signature (Applicant or AgenU:r t Application Number . . . . . 08-00001630 Permit . . . PATIO COVER"PERMIT Additional desc •. F Permit Fee. 63.00 Plan Check Fee 40.95 Issue.Date Valuation . . . 3511 Expiration Date 3/25/09 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 PATIO COVER 12' X 22' PER ICBO CODE 2006 AND APPROVED PLANS & A.J. ---------------------------------------------------------------------------- Other Fees . . . . . . . . STRONG MOTION (SMI) - RES .50 Fee summary Charged Paid Credited = Due.' ---------------------------------------------- Permit Fee Total 63.00 .00 ---------- .00 63.00 Plan Check Total 40.95 .00 .00 40.95 Other Fee Total .50 .00 .00 .50 Grand Total 104.45 .00 00 104.45 LQPERMIT Thi 4_7 gCO------- - -- — -- — --- ---- e LO 41 — �,-- y --- --— I Bin # % City of La Quinta Building & Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet y Permit # bl L Project Address: J q'L o Sue -",n' 07A Owner's Name: A. P. Number: Addresses) l� tid e4-1 \` �VLVzM0'J Legal Description: City, ST, Zip --JJ LA- Telephone: Contractor: NCS uo-/y c N (J Address: ,�Q �"� City, ST, Project Description: Pr \,-J \j\',�lam' Telephone: L4 L1'-.) --12�� State Lic. # City Lic. #y 1-J ) Arch., Engr., Designer: Address: City, ST, Zip: Telephone: State Lic. #: Construction Type: Occupancy: Project type (circle one): New Add'n Alter Repair Demo Name of Contact Person:! Sq. Ft.: �� # Stories: # Units: Telephone # of Contact Person: -1'4 —��`Q.-2 1 ^�O Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Energy Cales. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2°" Review, ready for correctionsfiissue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- ''' Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A,I,P.P. Pub. Wks. Appr Date of permit issue School Fees F1 Total Permit Fees 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 1 PAGE 1 LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 4 PAGES 2-5 LATTICE 2.6 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 LT03-20.06 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 NP02 2006 NP03 2006 NP04-2006 10 PAGES CD01-2006 COMPONENT PARTS AND CONNECTION DETAILS CD02-2006 CD03-2006 CD04-2006 CD05-2006 CD06-2006 i CD07-2006 r CD082006 CD09-2006 1 PAGE M1 2006 MISCELLANEOUS DETAILS M2-2006 MISCELLANEOUS DETAILS M3-2006 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES M4-2006 7.0 CONCRETE FOOTING OPTIONS FEB 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 SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE. 3. DESIGN LOADINGS: GROUND SNOW LOAD 10 PSF 20 PSF 25 PSF 30 PSF 40 PSF 60 PSF FOR 0.5/12 > 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 Bt 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) S1 NOT APPLICABLE TO THESE STRUCTURES SITE CLASS = D BASIC SEISMIC FORCE RESISTNG SYSTEM = INVERTED PENDULUM R=2.0 ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE wI. 4. THIS ENTIRE ENGINEERING PACKAGE WILL NOT BE REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE: n. 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. G • 5208 TENNYSON PARKWAY c� �' L1111e1'lII1aX SUITE 100 C 13Blnf.nlNG PR(IpI1fTF, mr PLANO. TEXAS 73024 CMP 1V1. RAWINFU / NONE OE^RTGENERAL NOTES OF�p1\ NGI STAMP 7/6/07 N ue GN01-2006 OF 2' "'II " GENERAL NOTES - (CONTINUED FROM SHEET NO 1) 5. CONCRETE MIX: Fc=2500, 3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE, MODERATE, AND SEVERE CONDITIONS AS SHOWN IN FIGURE 1904.2.2 OF THE 2006 IBC. PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE POST LOAD IS 750# OR LESS. CONCRETE SHALL BE A MINIMUM OF 3.5 INCHES THICK AND NO CRACKS WITHIN 2'-6' OF POSTS. POSTS SHALL BE SET BACK A MINIMUM OF 4 INCHES FROM EDGE OR EXPANSION JOINT OF A SLAB. 6. FOOTINGS HAVE BEEN DESIGNED FOR CLASS 5 SOIL. ALLOWABLE FOUNDATION PRESSURE IS 1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FT AND IS DOUBLED PER 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. 17. STRUCTURES MAY BE ATTACHED TO EAVE 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 SHALL BE PAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART I -A SECTION 6.6.1 19. WHEN ATTACHED TO A WOODEN DECK, THE MAXIMUM DEAD LOAD 4- LIVE LOAD FROM THE PATIO 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 OF THE DECK TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. 8. FREESTANDING STRUCTURES SHALL NOT BE ENCLOSED IN ANY MANNER. 20. ANY UNIT BUILT IN A SNOW LOAD HIGHER THAN 30 PSF AND IN A SEISMIC DESIGN CATEGORY D, E, OR F IS NOT PERMITTED W/O ADDITIONAL SEISMIC 9. STEEL BOLTS SHALL BE ASTM A-307 AND HOT DIPPED GALVANIZED, ENGINEERING. MECHANICALLY GALVANIZED, ZINC ELECTROPLATED, ALUMINIZED OR 3000 SERIES STAINLESS STEEL 21. DRIFTING SNOW THE SEOPE BF THIS IS ADDRESSED IN DETAIL BR. SLIDING SNOW IS BEYOND REPORT. 10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 22. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. 11. STEEL FASTENERS SHALL BE EITHER STAINLESS (3000 SERIES), GALVANIZED ALL SPECIFICATIONS MUST BE BASED ON LONGEST ACTUAL SPAN. - OR DOUBLE CADMIUM PLATED 'AN' BOLTS. 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; ESR -5623 OR EQUIVALENT. 15. .ATTACHED STRUCTURES MAY BE ENCLOSED WITH INSECT SCREENING. 16.. ROOF PANELS AND LATTICE ARE CLASS 'B' FIRE RATED. A GENERAL NOTES FOR LATTICE STRUCTURES: (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SCO2-2006 AND LTO1-2006 THRU LT03-2006.) 1. SEE GENERAL NIITFS, SHFFT 1, S rTION 4 FOR .LIVE AND SNOW LOADS, 2. OPEN LATTICE STRUCTURES STAMP NOT BE ENCLOSED. _ 11i1J111[�,$ 5208 TENNYSON PARKWAY SUITE ,� ` BUQ.DINC P1i0DUC1'8, IlVC. PLANO,� TEXAS 75024 1 unucl3::m"w GENERAL NOTES - I 7/6/07 Ioygf GN02-2006 I 2 OF 2 � f . LENS VARIES OF pRaECTtON ►pSC FOR LENGTML& SEEE __ ■.n S1A 1 1/2' PANEL MAY OVERHANG 25X OF CLEARSPAN 0OHANG.MAXIMUM 25% COLn_ PROVIDE 1 1/2" DRAIN 3.5' CONCRETE SLAB REO'D V/ CONSTRAINED FOOTINGS PATIO COVERS ARE LIMITED TO 12' HEIGHT. CARPORTS AND COMMERCIAL STRUCTURES ARE LIMITED TO 18' HEIGHT. FASCIA PANEL PROVIDE 1 1 35' CONCRETE SLAB GRAIN REG'D V/ CONSTRAINED FOOTINGS SEE SCHEDULE FOR ' FOOTING SIZE. SINGLE SPAN ATIACHO) SiRIICIIIRE SEE SCHEDULE FOR SIZE DETAIL AO OR N29 ONLY 3.5' CONCRETE SLAB REO'D CONSTRAINED FOOTINGS SEE SCHEDULE FOR FOOTING SIZE "d MU e_ww ATTAM WMAS II SMnff 1-1/2-0 X 6' REE SEE SCHEDULE FOR SIZE DETAIL AO OR N29 ONLY SINGLE SPAN FREESTANDING FOR POST POST 5 ' 7VIDE 1 3.5' CONCRETE SLAB REO'D V/ CONSTRAINED FOOTINGS PLACE 1- 1/2'0 STL( -I Ascu► '' Ip 11FFMER KM COLUMN 25X POST G VFRTID%LI-� COL -TV. SPACING -C6 39 IOU STEO. BAR COPISTR�NED FOOTINGRETE SL B S O'D V/ _yam (RE -&W) \�9 CIV" SEE SCHEDULE FOR SIZE DETAIL AO OR N29 ONLYOFr-Al ENGINEERS STAMP FFW 0 1: hn�g fn SEE SCHEDULE FOR POSTS. ALL POSTS TO BE MUM VIRTIGHLY. MAY HAVE MORE THAN 2 POSTS (PER RIMMEDOITE BEAM). SEE SCHEDULE FOR SIZE DETAIL AO OR N29 ONLY i x ' O'HIINC 25X OF POST SPACING SCIGM FOR POST SPACING 3.5' CONCRETE SLAB REG"D V/ CONSTRAINED FOOTINGS 5208 TENNYSON PARKWAY BUII DDVG PRODLCTS, INC SUITE 100 PLANO, TEXAS 75024 CMP F ONE PART SOLID PANEL STRUCTURAL NAME CONFIGURATIONS � U,� scoT-zoos 1 of 2 3'X8' ALUM HEADER 3'XB' STEEL C DOUBLE ALUM HEADER DOUBLE STEEL C BEAM MULTISPAN FREESTANDING [ATTICE STRUCTURE �3 RAFTER SPAN 1R SPAN) OR MORE SPANS —2' X 6.625' OR 3" X 8" ALUM. RAFTERS LATTICE OVERHANG 36 MAX 24' MAX FOR 30 PSF SNOW MAXIMUM RAFTER • - LOAD OR HIGHER OVERHANG IS 25X of J CLEARSPAN LATTICE OVERHANG36' MAX 24' MAX FOR 30 PSF y SNOW LOAD OR POST HT HIGHER OF CLEAR SPAN • 3"x 8'x 12 or 16 GA. STEEL *C* BEAM DETAILFOR 'LI WRAP DETAIL, �/ / �.? 3.5' CONCRETE SLAB REO'D X11' V/ CONSTRAINED FOOTINGS c3i' SEE SCHEDULE FOR SIZE 3.3' CONCRETE SLAB I Y DETAIL L29 ONLY �y d REWD W/ CONSTRAINED FOOTINGS ` d1 J SEE �N LEN GTN � 'pRW FASCIA rC� 79% OF SINGLE SPAN AnMED W".lEN 2" X 6.625" OR 3" X 8" ALUM. RAFTERS RAFTEIR HEA PANEL LATTICE:. TAMS OVERHANG IPsT SEE DETAIL L3jo ,��, • PROVIDE I 1/ DRAIN 3.5' CONCRETE SLAB REO'D V/ CONSTRAINED FOOTINGS 3.5' CONCRETE SLAB REO'D W/ CONSTRAINED FOOTINGS ` d SEESCHEDULEFOR FSIZE d I 4 MULTISPAN UNITS SINGLE SPAN FREESTANDING III PLACE 1- I/2' IX 6" REFER TO GENERAL LATTICE STRUCTURE .r STL BAR AS SHOWN NOTE 22. SEE SCHEDULE FOR SIZE DETAIL L29 ONLY TV TW TV TV TV TV TW O'HANG OVERHANG 1C 8 39 5208 TENNYSON PARKWAY AT BUQ.DIlVG PRODUCES, IlVG SUITE 100 .if L,'V" PLANO, TEXAS 75024 'CMP ALUMAWOOD STRUCTURAL FREESTANDING STRUCTURE ATTACHED STRUCTURECAL� NONE OR PART NAME CONFIGURATIONS TRIBUTARY WIDTH (TW) DIAGRAM ENGINEERS STAMP 7/6/07 M SCO2-2006 2 OF 2 LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES n nJA-" 9"v A R94' Raear WuMiwnanl a 0321S2"va 625" Ratter (MultisDanl Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C s n) 90 110 120 130 10 24" r-11" r-11" r-0" 6'-1" LIVE 20" 9'-0" W -W 8'-0" r-0" LIVE 16" 101-5" 10'-5" 9'-6" 8'-4" 0.024" 7-8" 12" 12'-0" 12'-0" 11'-6" 10'-2" 20 24" 4'-8" 4-8" 4'-8" 4'-8" LIVE 20" 5'-5" 5'-0" 5'-5" 5'-0" 12'-1" 16" 6'-5" 8'-5" 8'-5" 8'-5" 12^ 1 r-11" 7-11" I r-11" r-11- 25 24" 4-6" 4'-6" 4-6" 4'-6" 8'3" 20" 5'-2" 5'-2" 5'-2" 5'-2" 16" 6'-2" 6-2" 6-2" V-2" 12" 7'-8" 7'-6" 7'-8" 7'-6" 30 24" 3-10" 3-10" V-10" T-10" 20" 4'-6" 4'-0" 4'-6" 4'-0" 16" 5'-4" 5-4" 5'-4" 5'-4" 12" 6'-8" 6'-8" 6'-8" W-8- 40 24" 3'-0" 3'-0" 3'-0" T-0" 20" 3'-6" 3'-6" 3'-6" 3'-0" 16" 4'3" 413" 4-3" 4'3" 12" 5'-0" 5-4•• 5-4" 5'-0" 60 24" 2'-0" 2,-0" 2'-0" 7-0" 20" 2'-5" 2'-5" 2'-5" 2'S" 16" T-0" 3'-0" T -W T-0" 12" T-10" 3'-10" 3'-10" T-10" Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C s n 90 110 120 130 10 24" 11'-8" 11'-8" 11'-8" 11'-3" LIVE 20" IVA" 13'-1" 13'-1" 12'-7" LIVE 16" 15'-0" 151-0" 15'-0" 14'4" 0.024" 7-8" 12" 17'-9" 1T-9" 1T-9" 18'-10" 20 24" T3" r3" 713" 7'-0" LIVE 20" 813" 8'3" 8'3" 8'-3" 12'-1" 16" 91-8" 91-8" 9'-0" 91-8" 12" 11'-8" 11'-8" I V-8" 11'-8" 25 24" 7'-0" T-0" T-0" r-0" 8'3" 20" r-11" r-11" 7'-11" r-11" 16" 9'-4" 9'-4" 9'4" ' 9W 1r 11'-3" 1 V-3" 11'-3" 11'-3" 30 24" 6'-1" 6'-1" 6'-1" 6'-1" 20" 7'-0" r-0" T-0" T-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'-7" S -T' 5'-7" 5'-T' 16" 61-8" 6'-8" 6'-8" 61-8" 12" 8'-2" 8'-2" 1 8'-2" 1 8'-2" 60 24" 3'-5" V-5" T-5 3'-5" 20" 4-0" 4'-0" 4%0" 4'-0" 16" 4'-10" 4'-10" 4'-10" 4'-10" 12" 6'-1" 6'-1" 6'-1" 6'-1" TINGLE SPAN TABLES Snanl 0.032'Y7'38 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C s In 90 110 120 130 10 24" 10'3" 8-1" 7'-0" 6'-1" LIVE 20" 11'-10" 9'3" V-0" 7'-0" LIVE 16" 13-2" 10-10" 9'-6" 8'-4" 0.024" 7-8" 12" 15'-2" 13'-1" 11'-6" 10'-2" 20 24" 5-2" 5-2" 5'-2" 5'-2" LIVE 20" 613" 6'3" 6'-3" 6'3" 12'-1" 16" T-9" 7'-9" 7-9" r-9" 12" 10'3" 10'-3" 10'-3" 10'-2- 26 24" 4'-11" 4-11" 4'-11" 4'-11" 8'3" 20" 5'-11" 5-11" 5'-11" 5'-11" 16" 7'-5" 71-5" 7-5" 7,,S• 12" 8-10" 8-10" 6,-10" I 9'-10" 30 24" 4-1" 4-1" 4-1" 4'-1" 20" 4-11" 4'-11" 4'-11" 4'-11" 16" 8-2" 61-2" 8'-2" 6'-2" 12" 1 8'-2" 8-2" 8'-2" 8'-2" 40 24" T-1" 31-1" V-1" T-1" 20" 3'-8" 3'-8" 3'-8" 3'-8" 16" 4'-8" 4'-8" 4'-8" 4'-8" 12" 81-2" 8'-2" 6'-2" 1 8'-2" 80 24" 2-1" 2'-1" 2-1" 2-1" 20" 2'-6" 2'-0" 2'-8" 2'-6" 16" T-1" 3'-1" 3'-1" 3'-1" 12" 1 4-1" 1 4'-1" 4'-1" 4'-1" 1 AD= 1.0 Span) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C s in 90 110 120 130 10 24" 14'-7' 14-r' 14-1^ 12! -7 - LIVE 20" 16'-0" 16'-0" 15'-T' 14'-0" LIVE 16" 17'-9" 17'-9" 1T-8" 15'-11" 0.024" 7-8" 12n 19'-0" 19'-6" 19'-6" 18'-6" 20 24" 9'-4" 9'-4" 9'4" 9'-4" LIVE 20" 111-2" 11'-2" 11-2" 11'-2" 12'-1" 16" 12'-8" 12'-8" 12'-8" 12'-8" 1 r 14'-7" 14-7" 14'-7" 14'-7- 25 24" 8'-11" 8'-11" 8'-11" 8'-11" 8'3" 20" 10'-8" 10'-8" 10'-8" 10'-8" 16" 12'-5" 12'-5" 12'-5" 12'-5- 12" 14'3" 14'3" 14'-3" 1 14'3" 30 24" r-5" r-5" 7'-S" 7'-5" . 20" 8'-11" 8'-11" 8'-11" 8'-11" 16" 11'-1" 11'-1" 11'-1" 11'-1" 1r 13'-1" 13-1" 13'-1" 13'-1" 40 24" 5'-7" 5'-7" 5'-7" 5'-7" 20" 6'-8" 6'-8" 6'-8" 6'-8" 16" 8'-4" 8'-4" 8'-4" 8'-0" 12" IVA" 11'-1" 11-1" 11'-1" 60 24" T-9" 3'-9" 3'-9"3'-9" 4-11" 20" 4-5" 4'-5" 4'-5" 4-5" 16" 5'-7" 5,-r' 5'-i _ .6'-r 12" T-5" Ts" T-5" .7'-5" Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C s in 90 110 120 130 10 24" 15'-6" 15'-0" 15'-0" 15'-6" LIVE 20" 1T-3" 1r-0" 1T-3" 1r-3" LIVE 16" 19'-T' 19'-7" 1 19'-71 18'-T' 0.024" 7-8" 12" 22'-1" 22'-1" 211-5" 20'-3" 20 24" 9'-11" 9'-11" 9'-11" 91-11" LIVE 20" 11'-2" 11'-2" 11'-2" 11'-2" 12'-1" 16" 12'-11" 12'-11" 12'-11" 12=11" 12" 15'-6" 15'-0" 15'-0" 15'-6- 25 • 24" 9'-T' 9'-7" 9'-7" 9'-7" 8'3" 20" 10'-10" 10'-10" 10-10" 10-10" 16" 12'-6" 12'-0" 12'-6" 12'-6" 12" 15'-0" 15'-0" 15'-0" 15--0- 30 24" 81-5" 813" 81-5" 81-5" 20" 9'-r 9'-7" 9'-T' 9'-T' 16" 11'-2" 11'-2" 11'-2" 11'-2" 12" 13'3" 13'-5" 13'-5" 131-5- 40 24" 6'-9" 6'-9" 6'-9" 6'-9" 20" T-9" 7'-9" T-9" T-9" 16" 9'-2" 9'-2" 9'-2" 9'-2" 12" 11'-2" 11'-2" 11'-2" I 11-2" 60 24" 4'-11" 4'.11" 4'-11" 4-11" 20" 5'-8" 5'-8" 5'-8" 5'-8" 16" 6'-9" V-9" 6'-9" 1 6-9" 1 r 8'-5" 8'-5" 8'-5" 8'-5" n nd9ti.4^va" P.O., AA„Mi.nnnl Ground Rafter VNnd Speed and Exposure Snow Load Spacing Exposure C 10 in 90 110 120 130 10 36" 1314" 13'-0" 13'-4" 13'-4" LIVE 30" 15'-0" 15'-0" 15'-0" 15'-0" LIVE 24" 1r--2" 1T-2" 1T-2" 1T-2" 0.024" 7-8" 20" 19'-2" 19-2" 19=2" 18'-11" 20 36" V-2" 8'-2" 8'-2" 8'-2" LIVE 30" 9'-4" W-4" 9-4" 9'-4" 12'-1" 24" 11'-0" 11'-0" 11-0" 11'-0" 20" 12'-5" 12-5" 12'-5" 12-5" 25 36" r -1o" r -1o" T-10" 7-10" 8'3" 30" 9'-0" 9'-0" 9'-0" 91-W 24" 10-7' 10'-r 10-T' 10'-T' 20" 12'-0" 12'-W 12-0" 12'-0" 30 36" 8'-10" 6'-10" 6'-10" 6'-10" 30" 7'-10" r-10" r-10" T-10" 24" 9'-4" 9'-0" 9'-0" 9'-4" 20" 10'-7" 10-r 10-T' 10'-T' 40 36" 5'-5" 5'-5" 5-5" 5'-5" 30" 6'-3" B'3" 6'3" 6'-3" 24" T-6" 7'-6" r-0" r-6- 20" 8' r 8'-T' 8'-7" 8'-7- 60 36" 3'-10" T-10" T-10" T-10" 30" 4'-6" 4'-0" 4-6" 4'-6" 24" S-5" 6-5" 5'-5" 5-5" 20" 6'-3" 6'3" 8'3" 6'-3" TABLE 1.3 a^oma I." NOTE: RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN 0.042"x3"x8" Rafter inale Span) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C 10 in 90 110 120 130 10 24" 1r-0" 17'-6" 17'-4" 15-11" LIVE 20" 18'-7" 18'-T' 18'4" 17'4" LIVE 16" 20'-1" 20'-1" 19'-8" 18'-7" 0.024" 7-8" 12" 22'-1" 22'-1" 21W 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" 15'-11" 151-11" 15'-11" 12" 1T-6" 1r-6" 1T-6" 1T -e" 25 24" 12'-10" 12'-10" 12'-10" 12'-10" 8'3" 20" 14'-1" 14'-1" 14'-1" 14'-1" 16" 15'-8" 151-8" 151-8" 151-8" 12" 1T3" 1r3" lr3" 1r-3" 30 24" 11'-2" 11'-2" 11'-2" 11'-2" 20" 12'-10" 12'-10" 12-10" 12-10" 16" 14'-4" 14'4" 14'4" 14'-4" 12" 16'-2" 16'-2" 18'-2" 16'-2" 40 24" 8'-5" 81-5" 8'-5" 8'-5" 20" 10'-1" 10'-1" 10-1" 10'-1" 16" 12'-8" 12'-0" 12'-6" 12'-0" 1r 14'4" 14'4" 14'-4" 14'4" 60 24" 5'-T' 5'-T' 5'-7" V-7" 20" 6'-9" 6'-9" 6'-9" 6'-9" 16" 81-5" 8'-5" 81-5" 81-5" 12" 11-2" 11'-2" 11'-2" 11'-2" Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C 10 n 90 110 120 130 10 36" 1T-1" 16-10" 15'-1" 13'-7' LIVE 30" 18'-8" 18-T' 16'-9" 15'-2" LIVE 24" 20'-9" 20'-9" 18'-11" 1T-2" 0.024" 7-8" 20" 22'-T' 22'-T' 20'-10" 18'-11" 20 36" 10'3" 10'-3" 10'-3" 10'-3" LIVE 30" 12'-3" 12'-3" 12'-3" 12-3" 12'-1" 24" 14'-10" 14-10" 14'-10" 14'-10" 20" 1613" 1 16'3" 1 16'-3" 161-3" 25 36" 91-9" 9'-9" 9'-9" 9'-9" 8'3" 30" 11'-8" 11'-8" 11'-8" 11'-8" 24" 14'-6" 14'-0" 141-6" 14'-6" 20" 151-10" 15'-10" 15'-10" 15'-10" 30 36" 81-2" 8'-2" 8-2" 6-2' 30" 9'-9" 9'-9" 9-9" 9'-9" 24" 12'-2" 12-2" 12-2" 12'-2" 20" 14'-6" 14'-6" 14-6" 14'-0" 40 36.W-2" V-2" W-2" 6'-2" 30" T-4" r-0" r-4" 7-4" 24" 9'-2" 9'-2" 9-2" 9'-2" 20" 11-0" 11-0" 11-0" IV -0" 60 36" 4'-1" 4-1" 4'-1" 4'-1" 30" 4'-11" 4'-11" 4'-11" 4'-11" 24" 6'-2" 6'-2" 8'-2" V-2" 20" 1 T-4" 1 7-4" 1 r-4" r-4" Amerlmax Building Products 5208 Tennyson Parkway Plano, Texas 76024 Carl Putnam, P. E. 3441 lWllnk Place Lynchburg, VA 24603 (434) 384-2514 cadDutnaniftomcastnet n nnwa.n".na 0.6 e. ~- n/.. AAuMi.nnn nr Rinnitl Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure C m 80 110 120 130 10 0.024" 11'-8" 11'-8" 11=8" 11'-8" LIVE 0.040" 16'-6" 161-6" 18'-6" 16'-0" 20 0.024" T -11"T-11" T-11" 7'-11" LIVE 0.040" 13'-1" 13'-1" 13'-1" 13'-1" 25 0.024" 7-8" T-8" T-8" 7-8" 0.040" 12'-10" 12'-10" 12'-10" 12'-10" 30 0.024" 6'-11" 6'-11" 6'-11" 6'-11" 0.040" 12'-1" 12'-1" 12'-1" 12'-1" 40 0.024" 5'-9" 5'-9" 5'-9" 5'-9" 0.040" 10'-5" 10'-5" 10'-5" 10'-5" 60 0.024" 4'-5" 4'-5" 4'-5" 4'-5" 0.040" 8'-3" 8'3" 8'3" 8' -3 - FES IMDLC I.A 7/612007 Page 1 of 9 ` LOIYTICE 20 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS IN 90 MPH WAND ARFaCE 0.042XT Box Beam Detail L1) I [DiG (WillZ xB" Box Beam Detai LI: Double 01.032"x2 TABLE Z1 Frei or Attached Freestending or dL Box Beam De L12) TABLE Z1 0.042 5t8' BOz L1 17.3' 0.042 X3 D 12 Doub a 0.032 k8 625• as Beam Detai Attached Freestanding or Attached Freng or � 19S Freestalding a Attached FreestancEng or S1n1cMe MuABa Units Sfrudlae Murd Unita Structure M1dtl (nets 17-11• Struchae M Units is Structure MW Unita Strudule Multhwan Unita GROUND TRIO MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX A MAX POST LEN OTN GROUND TRB MAXfFj MAX MAX POST LENGTH MAX MAXPOSTLEROTH MAXt-i 25 AX POST LENGTH SNOW WIDTH POST REOD POST MIN FOOTER S I 10 I 17 POST MN FOOTER S I 117 17 POST MRI FOOTER a' I 10 I 17 KNOW aml POSTPOST MIN FOOTER T I 10 I 17 POST Mal FOOTER 8 I 10 I 17 POST 177 - I 10 17 LOAD (FT) BPACIKl FOR 6PAC POST Sig CONSTRAINED FOO SPAC PO Sig CONBTRABNED FOO SPACIN POS Si CONSTRAINED FOO LOAD (Fn IV SPAC51 POS SUE CONSTRAIED FOO SPAC POST 6D'E ONSTRAINED F SF 31 OOTES STR/W® i(P3F) ON BLAB SI.NB (FT) TYPE •dr •C •� •d• (FT) TYP •T 'T 'T 'C (FT) 20 2e (Pad) SLAB �ACYNG (FT) •d• 'd• -S -d (FTI TYPE •T '4• 'Q' '4. IFr)muow 18 25 creno rote 27 a B ti „ „ ti --------_-._-- 30 D tOJ' b 19 21 F 10 4 1T$ A 17.3' A 16 2s 2a 29 19S B 21 20 31 32 17-11• A is 26 27 29 LIVE 1.8 1S -Y• A 11'7 . A to 25 27 28 1111B 25 2i 29 31 32 11-11• A is 25 27 28 A ll 177 - A 10-1' A 18 25 27 28 1TS B 22 2a 30 31 11'$ A 19 25 20 2e S$ I 0.6 174• A 0-7 A 18 25 25 27 iB'.7' B 22 28 30 31 tOJ' A 19 21 20 27 A 0 11 �• A 5-11' A 1a 24 28 27 ISS B 22 28 20 at O$ A 1B 24 26 27 15 66 10$ A S4• A 19 24 26 20 14'4• B 22 27 29 30 0-1• A 19 24 26 25 20 7 9$ A T-111 A 1s 23 25 20 1T-7 B 22 27 28 90 0-7 A 1B 23 25 28 21 7.5 jr-1. A 7-61 A 19 23 24 2a 17-11- 8 22 27 28 29 C -T A 19 27 24 28 22 a Sd• A T-1' 14--l' A 1s 23 24 25 174• .B 29 20 28 29 r4r A 19 23 24 25 T-1• 8.5 W -V A S$ A. 19 23 24 25 111W B 29 20 27 29 T4' A is 23 24 26 B 9 T$ A S$ A 19 22 24 26 111d' B 23 28 27 28 T$ A 19 22 24 25 10 9.5 7S A 5-1• A 19 22 23 24 10-17 B 23 25 27 20 8'4 A 20 22 27 24 22 10 a'l A 8-17 A 19 22 23 24 10!• B 23 25 27 28 0$ A 20 22 23 24 28 11 SS A S4• A 19 21 23 24 9$ B 23 26 28 27 T-11• A 20 21 28 24 23 12 S$ I A S$ A 19 21 22 23 9$ B 23 24 20 27 S$ A 20 21 22 23 2-11• 13S -r A 4'-7 A 1s 21 22 23 S$ B 23 24 26 26 SSA 20 20 21 72 23 O 14 4-17 A • 4W A 19 20 21 22 7-11• B 23 24 2a 20 1'-17 B 20 20 21 22 16 P$ A A 19 20 21 22 7-0' B 21 ?4 Z< . 4'-7• B 20 20 1 21 1 22 90 MPH EXPOSURE C 10 1 1 17-0' A li 17a' 1 A 19 27 29 30 19.T8 22 31 32 SI 17-11• A 19 27 29 30 LIVE /.6 19-1• A 11'S A 19 27 20 30 10S B 29 30 92 34 11-11' A 20 27 28 20 6 15-7 A 174' A Is 26 28 29 1T$ B 23 30 32 33 11W A 20 20 28 29 0.6 174` A S-7 . A 20 20 27 20 1SS B 23 20 31 13 10a• A 20 25 27 28 8 111-4• A 81-111 A 20 26 27 20 TSS B 23 20 31 32 9-0' A 20 26 27 23 0.8 10$ A S$ A 20 26 28 28 14'4• B 24 20 30 32 P -i• A 20 26 26 20 7 914r A T-11• A 20 25 20 27 13-T B 24 28 30 31 11 A 20 25 20 27 7.8 9-1. A T6' A 20 24 20 27 17-11• B 24 28 29 31 S-1' A 21 24 20 27 a a41 A T-1• A 2D 24 25 25 17-C B 24 27 20 30 T$ A 21 24 25 26 0.6 S4' A S4' A 20 24 25 28 11'4' B 24 27 20 30 74• A 21 24 26 26 9 74• A S$ A 20 23 25 20 11'.T B 24 27 2a 30 7-0• A 21 23 25 26 0.6 TS A S-1• A 20 23 24 26 10-10' B 24 27 20 29 641 A 21 23 24 28 10 64• A 61-1? A 20 23 1 24 26 11 19S I B 25 20 28 29 S$ I A 21 23 24 25 it SS A SW A 20 22 24 25 9$ B 25 20 27 20 5-11• A 21 22 24 25 12 SW A S$ A 20 22 23 24 9d• O 25 25 27 2a S$ A 21 22 23 24 13 SS A 4-T A 20 22 23 24 a-6• B 25 25 - 25 2111 SS A 21 22 23 24 14 4'-1T A 1'4' A 20 21 22 23 7-11' B ' 25 25 25 27 1 4'-19 B 21 21 23 24 2D 4 S -it' A TS A 16 23 24 25 17-10' B 18 2s 2s 29 S-1• A 16 23 21 26 LIVE 4.6 T-11• A 96' A 15 23 24 26 11'$ O 14 25 27 29 T4' A is 21 24 26 5r-1. 20 A T-1• A 18 22 23 24 10-17 B 1s 28 27 28 S-7 A 1S 22 23 24 5.6 S$ 1 A S$ I A 16 I 22 23 1 24 1 10-1• B 10 1 28 20 2s 9 .T A 16 22 27 24 0 5-11' A S.T A 18 21 22 23 9$1 24 10 25 20 27 S.9• A 16 21 22 23 0A 64• A 4-17 A 15 21 22 23 S-17 B 19 24 25 27 S$ A 10 21 a 23 7 6-1• A P$ A Is 20 22 23 a-4• B 1s 24 25 26611• 22 B is 21 22 23 7.5 14• A 1'.T A is 20 21 22 7-17 O 19 23 28 25 4•W B 10 20 21 22 04W 2$ A 4W A 16 20 21 22 T!' B 19 23 24 25 4$a 19 15 2D 21 22 0.8 4'S A T-17 A is 20 21 22 T-1• a 19 23 24 26 '4'S B . 16 20 21 22 9 T-11• A T-7 A 1s 19 20 21 S4• B is 23 24 26 4'-1• B is 19 21 22 9.5 T41 A 3`4r A 1s 10 20 21 S$ C 10 22 24 25 3117 B is 19 2D 21. 10 T$ A T -r A 10 is 20 21 SS C 19 22 23 24 TW B 10 19 21) 21 11 T4' A SW A 10 is 20 20 S1' C 1s 22 28 24 T$ B 1s 19 20 21 12 21111 A 24r A 1s is is 20 Sd• C 19 21 22 23 T-0• B is Is 19 20 13 241 A 24• A 10 is 20 20 4117 C 19 21 22 23 2-11• B Is is 2D 20 14 24r A 24' A is W 20 21 4-7 C 20 20 22 23 7$ O 10 is 20 21 30 4 S-0' 1 A SSB 15 23 24 25 10-11' C 16 27 T6 29 04• B 16 22 25 24 17 IS S4• A S$ B 15 23 24 25 0-111 C 1s 20 28 20 S.t B 15 22 23 24 S-/' 5 1-17 A 5-11 B 15 22 23 24 9S C. 19 20 27 28 SW" B 1s 21 22 23 17 5'.6 1'4' A 4$ B 16 22 23 24 S$ C 19 25 20 28 51S B 16 21 22 23 22 a 4'$ A 4'.T B 15 I 21 22 23 T-1? C 1s 26 28 27 1'$ 8 1s 20 21 22 7-7 0.5 34• A 1'-0' B 16 21 22 23 74' C is 24 28 27 P$ B 1s 20 2122 22 23 7 7$A T$ B 16 20 22 23 5-11• C 19 24 28 20 4S B 16 20 21 _ :,c1a� B 7.5 7S A T$ B 16 20 21 22 S$ C 10 23 26 25 7-11' B 18 19 20 21 29 a T$ A T.T 8 is 20 21 22 SS C 19 23 ?• 20 7$ B 15 19 20H210.6 2D 21 7-17 A 3-1•B 10 20 21 22 5-17 C 1923 16 24 26 3 B 1S/9 ?$ 20a 2$ B 24• A Z-11• B 1s 19 20 21 S-7 C is 23 24 26 74• B is 19 209.6 21 0 7$ A ?$ 5 10 19 ZD 21 S4' C 19 72 ?A 26 TS B 15 10 1910 B 16 2-7 A ?$ B 10 19 20 21 S-1• C 19 22 23 24 T$ B 1s 18 1911 22 23 2S A Z$ 13 15 19 20 21 14r C 10 22 23 24 7$B 1a 19 19 20 90 MPH EXPOSURE C 4 4'$ A I 411(r 1 B 13 21 22 23 1r4' C is 24 25 1, 27 4.5 1'-01 A 44• B 13 20 21 22 T-111 C 17 24 40 4 4'$ A 4=16• B 1 11 22 23 24 S4• C 17 25 27 1 28 S-/' B 14 22 23 24 4.5 4'WA W 24• 441 B 14 21 22 23 T-11• C 17 25 28 27 CAW B 16 21 23 24 5 3'-7•A B 5-11•a S$ 14 21 22 .23 T.T C 17 24 25 27 4'$•a 1s 16 21 22 23 5,8 3W A 7-7 O 14 20 21 22 aw C 17 24 25 20 M• B 16 20 22 23 8 74' A 741 B 14 11 2D 21 22 S.T C 17 23 26 25 T -v B 16 20 21 22 0.6 2W A 311• B 21 22 21 22 5-10' C 16 29 21 28 3-C B 18 20 21 22 7 7-7 A ?-10- B 14 19 2D 21 S8 C 1s 22 24 28 11 34T B 16 19 20 21 7.6 ?$ A 2$ B 14 Is 20 21 1--1. C 1s 22 23 24 1-1. S 16 19 20 21 0 2V• A 2W B 14 19 20 21 1'-1T C 18 22 23 24 2-17 B 16 19 20 21 0.6 ?-1• A 74' B 14 18 is 20 4r C 18 22 23 24 7$ B 16 1s 20 20 9 741 A 7$ B 14 is 1s 20 4'4 C is 21 22 23 2-7 B 16 is 19 20 9.6 1'-11• A 7-1• B 14 1s 19 20 4'-11 C 1s 21 22 23 2$ B 18 is 19 40 4 4'$ A I 411(r 1 B 13 21 22 23 1r4' C is 24 25 1, 27 4.5 1'-01 A 44• B 13 20 21 22 T-111 C 17 24 25 25 5 3-7 A 7-11• B 13 20 21 22 " C 17 23 24 25 5.5 3' Y A 317 B 13 19 20 21 S4• C 17 23 24 25 a 3'4• A 24• B 13 19 20 21 S.T C 17 22 23 24 0.6 7$ A 311' B 13 1s . 20 21 'Ir -19- C 1s 22 23 24 7 ?T A 7-17 B 13 is 19 20 S$ C is 21 23 21 7.5 74• A 24' B 13 is 20 511' C 1s 21 22 23 0 ?S A 24• B 13 10 20 140' C 15 21 22 23 6.5 2-T A ?4' B 13 17 1s - 4'-T C 18 21 22 23 9 70 A 2d1 B 13 17 19 J18 44• C is 20 21 22 - 0.5 1-11• A 411• B 13 17 19 Y.1• C 1a 20 21 22 10 iW A 7-W B 13 17 10 31111 C 10 20 21 22 *t so .12) 7/EI200T Pap9 2 ai 9 FES 0 4 2008 1 LAli10E 20 POST SPACINGS TABLELII Fnsesmn or Atmolled I Freestanding or Adadled Freastencinp or TABLE Z7 A1Ia0fted FreaBmrldny Or AVACrW0 rr�88D1rIGM or AIIDQMO rreasmwny or StnNetRse MWd n Un11ta Structure Mllu Nat Units Stnuctrue Mutda an Unita Structrse M UNta Structure mummm Units Strudus M11tis an U I is GROUND TR® MAT( POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX NAX POET LENGTH GROUND TR® MAX MAx MAX POST LENGTH MAx "M P08T LENGTH MAX MAX POST LENGTH SNOW WIDTH POST REED POST ON FOOTER T I 17 I 17 POST MIN MOM T I 10 I 17 POET NN FOOTER T I /r I 17 SNOW wLDTH POET POET MN FOOTER T i 10 I +7 Po6T MN FOOTER r I 1r I 17 POST MM FOOTER 8' I 10 I 17 LOAD (Fr) SPACING FOR 6PAC POET 6� CONSTRAINED SPACING NiE CONSTRAINED EP UIE CONSTRANEDF 1.011D (F'T) SPACNO FOR SPACN B� CONSTRARED �ACN POET 612E BTRANED SP FOOTER (PSF) ON SLAB 6lAB (FT) TYPE 'd Y Y •d (FT) TYP •d 'd Y Y (FT) 'd Y Y Y (PSF) ON SLAB BLAB (Fr) "d •d Y Y (FT) TYPE •d Y •d Y (FT) Y V Y Y h h h h h h h h h h 00 MPH EXPOSURE B so i 3'-0 A 34• B 12 10 20 21 dx C 11 22 23 26 T4• 8 12 10 20 21 1.6 74' A T-0" B 12 18 20 20 64• c 14 17 23 24 T -r B 12 19 20 21 6 74' A 74' B 12 1s +s 20 617 C 14 21 22 23 T•1' B 12 1s is 20 6.6 7.7 A 74' B 12 is is 19 41-0' C 16 21 22 23 7-10" B 12 1s 19 20 a 7-0" A 24' B 12 17 1s 1s 4'4' C 15 20 21 22 2-r 8 12 17 is 19 6.6 1-1P A 211' 8 12 17 1s 1s 4'-i• C 15 20 21 22 74' B 12 17 1s is 7 1'-0' A 1N1' B 12 17 1s 18 7-10' C 16 20 21 22 7r 8 12 17 is 1s 7.5 I'r A 1'-10' 8 12 1s 17 1s Ver C 16 19 20 21 1-1' B 12 17 17 1s 8 114" A 118'1 B 12 +s 17 1s T4' C 15 is 20 21 74, B 12 16 17 18 8.6 114' A ltr 8 12 17 10 10 T-7 C 16 10 21 1'-1tr B 12 17 is 1E 0 14' A 1b' B 12 17 10 C 16 78 20 20 11-0" S 12 17 18 10 0.6 11-0' A 11.6• B 12 17 10 10 7-10' C 16 is 1s 20 "-r B 12 17 1E 1s 25 1 4 T-7 A T-1• A 16 23 24 26 17-0' C 16 28 28 20 r4r B 16 29 21 26 28 4.6 E4• A 64" B 16 22 24 25 114• C 16 20 27 28 T-1• B 16 22 24 26 25 6 6-0" A 8-11' B 16 22 23 24 10'-0• C is 26 27 26 V'S" B 16 22 23 24 25 5.6 6.7 A 64"6 17 16 21 23 24 r4' C 18 26 26 27 64• B 16 21 23 24 23 8 4.4'6-0'A 22 6-0' B 15 21 22 29 0'-1' C 10 24 26 27 61-r B is 21 22 23 20 6.6 1'4• A 1'4' B 16 21 22 23 r4' C Is 24 26 28 6.7 B 18 21 22 23 21 7 1-1' A 414 B 15 20 21 22 V -r C 10 24 25 26 4'-170 23 16 20 22 22 c 7.5 3'-10' A 1'-1' B 16 20 21 22 T -r C 10 23 26 28 4'-r B 16 20 21 22 17 8 T -r A Y-10' B 16 20 21 22 T.7 C 10 23 24 25 14' B is 20 21 22 s18 8.6 34• A T4• B 75 19 20 21 6:10' C 19 23 24 26 4'-1' B 16 20 21 22 B 9 T-7 A T4' B 16 19 20 21 T$ C 10 22 24 26 T-1/' B 10 10 20 21 9.5 34' A TJ' B 16 19 20 21 6.7' C 18 22 23 24 3'4' B 18 19 20 21 10 7-17 A 3-1• B 16 19 20 21 5-11' c 10 22 29 24 S4r 8 18 19 20 21 11 7-r A z_1T a 1s to 19 20 6-0' c 19 21 23 21 TJ' B 16 1 18 1 19 1 20 25 4 7%7 A T-1• A 10 24 26 27 17-V C 1B 28 20 30 22 64'C tr 16 23 26 4.6 64• A 8'4' B 16 23 25 28 114' C 19 27 28 30 r-1• 8 17 23 25 28 6 6-0' A 6-111 B 16 23 24 25 104' C 20 28 28 20 V4rB 1J /7 23 24 25 6.6 6,7 A 64' B 1s 22 24 25 r-0' C 20 25 27 20 8'-0• B 17 22 24 25 a 414' A 6-0' B 1a 22 23 24 r-1• c 20 25 77 28 6J• B 17 22 23 24 6.6 416• A 4.4• B 1s 22 23 24 8'4" c 20 25 27 29 6-7 B 17 22 23 24 7 V41 A 44' B 16 21 22 24 W -T C 20 26 28 27 4'-17 B 17 21 23 24 73 T-10' A 4'-r B 16 21 22 23 77" c 20 24 26 27 41-r B 17 21 22 23 a T -r A T-10" B 16 21 22 29 r -r c 20 24 26 27 44• B 17 21 22 23 8.6 34• A T4' B 1s 20 22 22 6'-io" C 20 24 25 26 4'-1" B 17 20 22 23 0V-- A TS B 10 20 21 22 r4" c 20 23 25 28 T-11' B 17 20 21 22 0.6 T4' A T r B 1e 20 21 22 6'S C 20 23 24 25 V4r B 17 20 21 22 le 7-+7A T -r B 16 20 21 22 6-11' c 20 23 24 25 T4• B 17 20 21 22 11 7a• A 7-10'9 16 +9 20 21 s18 c 20 2z 24 26 T4• a +7 19 20 21 12 74" A 7-r B 17 10 20 21 6-0' C 20 22 23 24 T4' B 17 19 20 21 VGI\ u IRWI nVV I mma rVn Ir1WC IAS• r.0 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 UMTS 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 ONSCO2 PAGE 2 OF 2 S. CHOOSE A HEADER FROM TABLE 2.1 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN. 80 1 _ !'Q' A34' TABLE 22 TRIBUTARY WBTHS FOR ANGLE BPAN ATTACKED STRUCTURES PROJECTION OF SINGLE SPAN SIM 8 12 20 21 22 64'C tr 16 23 26 28 T4)" B 1! 20 21 22 21' 4.6 74' A 340' B 12 is 20 21 64' C 16 23 24 25 TS' B 1J 20 21 22 8' 6 78 A 74' B 12 19 2D 21 617 C 16 22 23 26 3-1' B 13 19 20 21 9.6 61 Zr A r -r B 12 10 20 20 41W C 16 22 23 24 7-17 B iJ 10 20 21 41 8 7-0' A 7J' B 12 18 10 20 4'$ C 16 21 23 24 2-r B 1J 16 1s 20 r 8.6 1'-10' A 7-1' B 13 18 1s 2D P-1' C 18 21 22 23 7-r B 13 is 1s 20 126 7 1'4' A V-11' B 19 17 18 1s T -lir C 18 21 22 2J 7J' B 1! 18 1s 20 e.6 7.6 1-r A 1'-iP B 19 17 18 10 T -T C 18 20 21 22 T-1' B 1J 17 18 1s 17 s t'4' A 12' B 19 17 18 19 Tom' C 18 20 21 22 7-0" B 1J 17 18 19 OVER- MANG M an and Fre4RsmrMInStructures st Descriplion M&Am m TABLE 22 TRIBUTARY WBTHS FOR ANGLE BPAN ATTACKED STRUCTURES PROJECTION OF SINGLE SPAN SIM POST Food Hai T r tr 111 17 17 1P 16 1r 1T 16 1r 21r 21' 27 a 4• 4.6 6 6.8 61 8.6 T 7.6 6' 6.6 r Ole 1r 10.6' 111 11 4,6' 6 6.8 8' 6.B T T.6 T 8.6 r 0S 10 10.61 11' 11.5 7 6' 6.51 6 8.8 T 7.61 a eS r 9.6 tr ION 11' 11.6' 17 T 6S 6 6.6 T 7.6' T 8.6' r 9.6 10 10.6 111 11.6' 17 126 41 r 0.6 r 7.6 T 8S r 9.6 10, 10.6 11' 11.6 17 126 1T 6 6.6 r 7S T 8.6 r 9S 10, 10.6 11' 11.6 12 126 13, 13.6 r T 7.6 6 8.6 91 0.6 10 10.6 11' 11.6 1T 126 13, 1A6 14' T 7S 81 SS r 8.6 101 10.6 11' 11.6 17 12S 1T 1A6 11' 14.6 6 r e.6 r 9.6 17 10.611' 11.6 17 126 1T 13.6 11' 11.5' 16 r 0.6 r 9.6 id 10.6 11' 11.6 17 126 17 13S 14' 14.6 16 15.6 td r 9.6 1r 10S 11' 11.6 17 126 1T Z 11' 14.6 16 16.6 1S 8 FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT FREESTANDING AND MULTISPAN UMTS USE TABLE 2.4 9. FIND THE OIC SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 10. USE THE APPROPRIATE DETAILS FOR PATIO SLABS FOLLOW $4 FROM ABOVE THEN SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.1 SLAB A USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING SLAB 9- POST A MAY BE USED FOR ALL ATTACHED UMTS ON SLAB SLAB 10. FOLLOW 9 AND 10 FROM ABOVE LE 2A Post R"Wromenm for M an and Fre4RsmrMInStructures st Descriplion M&Am m Max POST Food Hai 043 741 SGi" Steal Clover d-23' [00i!l 1Z D 043'k39Gi' SteelClover de23" r E 88'ATXi" Steel d=37' 117 F 88 Wc41Y4' Steel d = 44" 181 --H 88'k696' Steel d = 48' 18 Amerlmax Buldiny Products 6208 Tennyson Parkway PIano.Texas 76024 L12) Cad PumaNn, P. E 3441 Ivylnk Place Lynehburp,VA 24603 (434) 3142614 4udsutnaml8conic"Lnat FEB 0 4 2088 7812007 Paye 3 of 9 0.024' 6 5/8' 2 1/8' 0.024' 0.024' 6 5/8' 3. 3- BL,003' SQUARE COLUMN (3105-H26 ALUM. ALLOY) 04-1­136 2' x 6.5' SIDEPLATES ALUM. ALLOY) Atun. Lattice or Solid Panels 0.042x3"x8' • �Fae sMs Attm 3' x 8' Header 01I (0.042') V _I x 8' Header 02 U42') x 6' side Plate mill 3' x 8' H 3-x3" 1 2x6.5' SO)EPLA FOUR 814 SD 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' THREE 3/8' BOLTS FOR FOOTINGS UP TO d=28' AND 90 MPH EXP C + TWO 3/8' GALVANIZED POWERS WEDGE - 5 BOLTS ([CC ESR 1678) W/ 2- EMBED FOOTINGS TO 3'X 8" ALUM. HEAD + �. FOR ALL SLAB AND UP -F+ d=23'. USE 3.5' EMBED_FOR FOOTINGS .r UP TO d=31' 27X 6 I/2*X .024* L 'f _r4rT ALUM. SIDEPLATESn ' 3"X 3" 2"X 6.625" L25 1 ,L9 POST ISIOEPLATES 3" X 8" HEADER I !! ALUM. FOOTING CONNECTION ALUMINUM BRACKET FOR CONNECTIONG I BRACKET POST TO FOOTING OR .SLAB. (6063-T6 ALUM ALLOY) Li SINGLE SPAN ATTACHED UNITS ONLY�T�;.;:;�'• SLAB OR F00 NG ALTERNATE 1.5" 3"x3" ALUMINUM RAFTER L30 3'X3' RAFTER #10 OR #14 SMS ATTACHMENT LATTICE HEADER TOP MOUNT BRACKET M".'.,Ln FH3!/16- ASTM A36 STEEL OR SIDE MOUNT Live/ TRUSSIRAFTE BRACKET IS 1.25' WIDE Snow O/C SPACING L B. -A Load 16" old 24"ol ALUM t7° X06s MM (n 10 21W 14' 4• RAFTER KUM /+o.Is• .a... SNS TOP Maas• .aa. 20 11'.1" r4r )rc 26 ta'-r r-2" 1, .aoo 30 e'er 6'-0" L ATTACH PER 40 8'-10' 4'-6" TABLE 7.5 60 4'-7" 3'4" EXISTING EAVE ALL HOUSE PENETRATIONS W000 FRAI6NG ALUM MUST BE COMPLETELY AND RAR PERMANENTLY SEALED 81OX SCREWS PLACES 3/16- ASTM A36 STEEL BRACKET 1" SPACING BETWEEN SCREWS L27 ALTERNATIVE SPLICE FOR ATTACHED UNITS L28 EAVE'ATTACHMENT EAVE OVERHANG AND 'L' MUST ALSO COMPLY WITH DETAIL L17 LEDGER BOARD J SIDE MOUNT BRACKET 4- J14 SMS EACH SIDE 1.251 50" 3.00• tl - 0.094 �-1 � 1.0" 25' 8l4 x 3/4' TEK FOUR- /14 SMS EACH SIDE, SPACED EVENLY '�' 3- ALTERNATE POST CONN. BRACKETS (STEEL A-653 Fy-40,000 PSI) WITH SIDEPLATES FREESTANDING OR ATTACHED I ADOITXML 1/Y' e FOOTING TO POST STM POST CONNECTION DETAIL If (SEE NOTE 80JM �� pU VIL' 1 Engineer's Stamp w P. swwl 14 v: v 12" MIN 2' V 4 p 4 2- 4 0 p STEEL 0 v G REBAR N• /: CONCRETE FOOTING USE 1 - 1/2- a STEEL BAR FOR FOOTINGS UP TO 36- CUBE. USE 2 - 1/2- d BARS FOR FOOTOCS UP TO k 46- CUBE AND 3 - 1/2 a BARS FOR FOOTOK;S UP TO s:' emir. t$eg 5208 TENNYSON PARKWAY ��T�BWDINCPRODIICIS,IlVC SUITE 100 PLANO. TEXAS 75024 NTS 3 of 3 MAX SOLID COVERS 2.5" x6" Su 4.0 r Six Multis PANEL SPANS FOR COMMERCIAL an AND PATIO 3.5'x12" Su STRUCTURES r 12 ufds n 2.5"x 12" Mark X ulds n 2"x6" Flet Penel utds 10 p -'` �y Amertmax Building Products "` 6208 Tennyson Pailtway Piano, Texas 75024 8 3 m Carl Putnam, P. E. 3441 Ivylink Place �fL Lynchburg, VA 1.4503 � L►� 'L (134) 384-2614 carfoutna riftamcastnet MAXIMUM ALLOWABLE TRIB D�IO�C� Mq FOR PANEL/HEADER COMBINA NS Table 4.9 Ground Snow Load Panel Gauge On) Wind Speed and Exposure Exp B Exposure C 90 90 105 110 Ground Snow Load Panel Gauge in 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 s Panel Gauge in Wind Exp B 90 Speed and Exposure Exposure C 90 105 110 10 LIVE 0.018 0.024 0.032 0.036 11'-1" 13'-T' 17'-1" 18'-9" 10'-11" 13'-71, 17'-1" 18-9" 9'-0" 11'-7" 14'-7" 16'-1" 8'-11" 11'-1" 13'-11" 15'-0" 10 LIVE 0.018 0.024 0.032 0.036 14'-5" 9T-11" 20'-1" 20'-10" 13'-11" 1T-5" 20'-1" 20'-10" 11'-11" 14'-11" 18'-1" 18'-9" 11=4" 14'-2" 1T-0" 18'-3" 10 LIVE 0.018 0.024 0.032 0.036 12'-11" 14'-2" 15'-6" 16'-0" 12'-9" 14'-1" 15'-6 16'-0" 10'-10" 12'-8" 13'-11" 14'-6" 10'-3" 12'-3" 13'-0" 14'-0" 10 LIVE • 0.018 0.024 0.032 0.036 11'-10" 14'-9" 16'-4" 16'-11" 11-T' 14'-7" 16'-4" 16'-11" V-10" 12'S" 14'-11" 15'-0" 9'-5" 11'-10" 141-V 15'-0" 20 LIVE 25 30 40 80 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 7'-11" 9'-11" 12'-4" 13'-T' 7'-8" 9'-8" 12'-1" 13'-3" 7'-0" 8'-10" 11'-1" 12-2" 6'-1" T-8" 9'-7" 10'-7" 4'-11" 6'-3" 7'-11" 8'-8" T-11" 9-11" 12'-4" 13'-7" 7'-8" 9'-8" 12'-1" 131-3" 7'-0" 8'-10" 11'-1" 12'-2" 6'-1" 7'-8" 9'-T' 10'-7" 4'-11" 6'-3" 7'-11" 8'-8" T-11" 9'-11" 12'-4" 13'-7" T -e" 91-8" 12'-1" 13'-3" T-0" 8'-10" 11'-1" 12'-2" t3'-1" 7'-8" 9'-T' 10'-T' 4'-11" 6'-3" 7'-11" 8'-8" TABLE T-11" 9'-11" 12'-0" 13'-7" 7'-8" 9'-8" 12'-1" 13'-3" 7'-0" 8'-10" 11'-1" 12'-2" 6'-1" 7'-8" 9'-i 10'-T 4'-11" 6'-3" 7'-11" 8'-8" 4.1 20 LIVE 25 30 40 60 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 10'-3" 12-9" 151-8" 16'-T' 10'-0" 12'-0" 15-3" 16-2" 9'-1" 11'-5" 14'-0" 14-10" T-11" 9'-11" 12'-2" 12'-10" 6'-5" 8'-1" V-11" 10'-6" 10'-3" 12'-9" 15'-8" 16'-T' 10'-0" 12'-0" 15'-3" 16'-2" 9'-1" 11'-5" 14'-0" 14'-10" 7'-11" 9'-11" 12'-2" 12'-10" 6'-5" 8'-1" V-11" 10'-6" 10'-3" 12'-0" 15'-8" 16'-T' 10'-0" 12'-6" 15'-3" 16'-2" 9'-1" 11'-5" 14'-0" 14'-10" T-11" 9'-11" 12'-2" 12'-10" 6'-0" 8'-1" 9'-11" 10'-6" TABLE 10'-3" 12'-9" 15'-8" 16'-7" 10'-0" 12'-6" 15'-0" 16'-2" 9'-1" 11'-5" 14'-0" 14-10" 7-11" 9'-11" 12'-2" 12'-10" 6'-5" 8'-1" 9'-11" 10'-0" 4.2 20 LIVE 25 30 40 60 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 9-3" 11'-4" 12'-5" 12'-11" 9'-0" 11'-1" 12'-3" 12'-8" 8'-2" 10'-3" 11'-6" 12'-0" 6'-11" 8'-10" 10'-6" 10'-11" 51-6" T-2" 8'-7" 9'-2" 9'-3" 11'-4" 12'-5" 12'-11" 9'-0" 11'-1" 12'-3" 12'-8" 8'-2" 10'-3" 11'-8" 12'-0" 6'-11" 8'-10" 10'-8" 10'-11" 5'-0" 7'-2" 8'-7" 9'-2" 9-3" 11'-4" 12'-5" 12'-11" 9'-0" 11'-1" 12'-3" 12'-8" 8'-2" 10'-3" 11-6" 12'-0" 6'-11" V-10" 10'-8" 10'-11" 5'-6" 7'-2" 8'-7' 9'-2" TABLE 9'-3" 11-4" IZ-5' 12-11" 9'-0" 11'-1" 12'-3" 12'-0" 8'-2" 10'-3" 1V-6" 12'-0" 6'-11" V-10" 10'-6" 10'-11" 5'-0" 7'-2" 8'-T V-2" 4.3 20 LIVE 25 30 40 60 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.018 0.024 0.032 0.036 0.0246'-9" 0.018[9'-4" 0.0328'-0" 0.036 8'-0" 10-T' 13-2" 13'-8" 8'-3" 10'-4" 13'-0" 13'-6" T-6" 9'-0" 12'-0" 12'-8" 6'-6" 6'-3" 10'-5" 11'-5" 5'-3" 8'-5" 10'-T' 13'-2" 13'-8" 8'-3" 10'-4" 13'-0" 13'-6" 7'-6" 9'-6" 12'-0" 12'-8" 6'-6" 8'-0" 10'-5" 11'-5" 5'-3" 6'-9" 8'-0" 9'-4" 8'-5" 10=i 13'-2" 13' 8" 8'-3" 10'-4" 13'-0" 13'-6" 7'-6" 9'-6" 12'-0" 12'-0" 6'-6" 8'-0" 10'-5" 11'-5" 5'-3" 81-9" 8'-6" 9'-4" TABLE 8'-5" 10-7" 13'-2" 13'-8" 8'-3" 10'-4" 13'-0" 13'-6" T-0" 9'-0" 12'-W 12'-8" 6 6 8'-3" 10'-5" 11'-5" 5'-3" 6-9" 8'-6" 9'-4" 4.4 Headers Dble 2x6.626 RF Fascia 3x8 All Others Dble 2x6.626 RF Fascia 3.8 All Others Dble 2x6.626 RF Easels 3x8 All Others Dble 2x6.626 Panel Gauge2 in 0.018 0.018 0.018 0.018 0.024 0.024 0.024 0.024 0.032 0.032 0.032 0.032 0.036 # of 90 mph T T T T 9' 9' 9' 9' 9' MAX 11' 12' 9' #10 screws I 3 1 4 E B 10' MAX MAX MAX 10' MAX 10' MAX 13' MAX MAX MAX 13' MAX 13' MAX 14' MAX MAX MAX MAX MAX MAX MAX 14' MAX 2 90 m 5' 5' 5' 5' T T T 7' 7' 8' 9' 10' T to attach 3 4 h C 8' MAX MAX MAX 8' MAX 8' MAX 11' MAX MAX MAX 11' MAX 11' MAX 11' 15' MAX MAX 13' MAX 15' MAX 11' 15' panel to header 2 3 4 I 5 110 m h C 4' S' 7' KIAX 4' 5' MAX MAX 4' S' 7' MAX 4' 5' 7' MAX 5' 7' 10' MAX 5' MAX MAX MAX 5' 7' 10' MAX 5' T 10' MAX 5' 7' 10' 12' 6' 8' MAX MAX 6' 9' 12' MAX 6' 10' 13' MAX S' 7' 10' 12' 6' e' MAX MAX n" ... v MAY OVERHANG 26% OF THEIR CLEARSPAN RF Fascia 0.036 10 MAX MAX 8 MAX Flat Panel (Single Span) 3x8 0.036 11' MAX MAX 9' IT MAX 6' 9' 12' MAX 19.0 RO Ju MAX 7' 11' MAX MAX All Others 0.036 13' MAX MAX 11' Snow Load 1 QM kQ111y1W Panel Gauge n O Wind Exp B 90 11 J.J AI< vu Speed and Exposure Exposure C 90 105 110in ,c1 --m- Panel Gauge -aGround Wind Speed and Exposure Exp B Exposure C 90 90 105 110 Ground Snow Load Panel Gauge in Wind Speed and Exposure Exposure C 90 90 105 110 Ground G Snow Load Panel Gauge Wind Speed and Exposure Exp B Exposure 10 0.018 12'-1" 10'-11" 9'�4" FSn.d 8'-11"0.018 Dble 2x6.626 15'-5" 13'-11" 11'-11" 11'-4" 10 0.018 12'-11" 12'-9" 10'-10" 10'-3" 1LIVE RF Fascia 0.018 MAX MAX MAX 0.024 15'-0" 13'-7" 11-T' IVA"0.024 18'-4" 17'-5" 14'-11" 14'-2" C 0.024 14'-2" n 90 90 105 110 'MAX' means the maximum possible tributary width 0 0.018 12'-9" 11'-7" 9'-10" 9'-5" 8' NE 0.024 15'-0" 14'-7" 12'-5" 11'-10" MAXIMUM ALLOWABLE TRIBUTARY WIDTH All SCREWS IVA" 17'-0" MAX 0.032 15'-8" 15'-8" me -101 a MAMoo erMACIWATIneic Ta61n d11D MAY OVERHANG 26% OF THEIR CLEARSPAN RF Fascia 0.036 10 MAX MAX 8 MAX Flat Panel (Single Span) 3x8 0.036 11' MAX MAX 9' IT MAX 6' 9' 12' MAX 19.0 RO Ju MAX 7' 11' MAX MAX All Others 0.036 13' MAX MAX 11' Snow Load 1 QM kQ111y1W Panel Gauge n O Wind Exp B 90 11 J.J AI< vu Speed and Exposure Exposure C 90 105 110in ,c1 --m- Panel Gauge -aGround Wind Speed and Exposure Exp B Exposure C 90 90 105 110 Ground Snow Load Panel Gauge in Wind Speed and Exposure Exposure C 90 90 105 110 Ground G Snow Load Panel Gauge Wind Speed and Exposure Exp B Exposure 10 0.018 12'-1" 10'-11" 9'�4" FSn.d 8'-11"0.018 Dble 2x6.626 15'-5" 13'-11" 11'-11" 11'-4" 10 0.018 12'-11" 12'-9" 10'-10" 10'-3" 1LIVE RF Fascia 0.018 MAX MAX MAX 0.024 15'-0" 13'-7" 11-T' IVA"0.024 18'-4" 17'-5" 14'-11" 14'-2" LIVE 0.024 14'-2" 14'-1" 12'-8" 12'-3" L0.032 All Others 0.018 9' MAX 8' 18'-11" 17'-1" 14'-7" 13-11"0.032 MAX 20'-1" 20'-1" IVA" 17'-0" MAX 0.032 15'-8" 15'-8" 13'-11" 13'-0" 10' 0.032 16'-4" 16'-4" 14'-11 14-5" MAX 0.036 20'-4" 18'-10" 16'-1" 15'-4"0.036 MAX 20'-10" 20'-10" 18'-9" 18'-0" 12' 0.036 16=0" 16'-0" 14'-6" 14'-0" T 0.036 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'-0" 20 0.018 10'-3" 10'-3" 10'-3" 10'-0" 20 0.018 10'-0" 10'-0" 9'-10" 9'-5" LIVE 0.024 14'-0" 13'-7" 11'-7" 11'-1" LIVE 0.024 13'-T' 13'-7" 13'-7" 13'-7" LIVE 0.024 11'-4" 11'-4" 11'-4" 11-4" LIVE 0.024 12'-0" 12'-0" 12'-0" 11'-10" All Others 0.032 IVA 0" 15'-10" 14'-T' 13'-11" 0.032 151-8" 15'-8" 15'-0" 15'-8" 0.032 12'-5" 12'-5" 12'-5" 12'-5" 10' 0.032 13'-2" 13'-2" 13'-2" 13'-2" 0.036 16'-5" 16'-5" 16'-1" 15'-4" 0.036 16'-T' 16'-T 16'-7" 16'-7" MAX 0.036 12'-11" 12'-11" 12'-11" 12'-11" 0.036 13'-8" 13'-8" 13'-8" 13'-8" 25 0.018 11'-4" 10'-11" 914" 8'-11" 25 0.018 11-5' 11-5" 1V-5" 11'-4" 25 0.018 10'-0" 10'-0" 10'-0" 10'-0" 25 0.018 9'-10" 9'-10" 9'-10" 8'-5" 0.024 14'-3" 13'-7" 11'-7" 11'-1" 0.024 13'-3" 13'-3" 13'-3" 13'-3" 0.024 11'-1" 11'-1" 11'-1" 11'-1" 0.024 11-10" 11'-10" 11'-10" 11'-10" 0.032 15'-7" 15'-7" 14'-T' 13'-11" 0.032 15'-3" 15'-3" 15'-3" 15'-3" 0.032 12-3" 12'-3" 12'-3" 12'-0" 0.032 13'-0" 13'-0" 13'-0" 13'-0" 0.038 18'-2" 16'-2" 18'-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'-0" 13'-6" 13'-0" 13'-W 30 0.018 10'-4" 10'-0" 9'-0" 8'-11" 30 0.018 10'-5" 10'-5" 10'-5" 10'-5" 30 0.018 9'-2" 9'-2" 9'-2" 9'-2" 30 0.018 9'-0" 9'-0" 9'-0" 9'-0" 0.024 13'-1" 13'-1" 11'-7" IVA" 0.024 12'-2" 12'-2" 12'-2" 12'-2" 0.024 101-6" 10'-6" 10'-6" 10'-6" 0.024 11'-2" 11'-2" 11-2" 11'-2" 0.032 14'-9" 14'-9" 14'-T' 13'-11" 0.032 14'-0" 14'-0" 14'-0" 14'-0" 0.032 11'-0" 11'-0" 11'-0" 11'-6" 0.032 12'-3" 12'-3" 12' 3" 12-3" 0.036 15'-3" 15'-3" 15'-0" 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 9'-1" 9'-1" 9'-1" 9'-1" 40 0.018 7'-11" 7'-11" T-11" T-11" 40 0.018 T-9" T-9" T-9" T-9" 0.024 11'-5" 11'-5" 11'-5" 11'-1" 0.024 10'-6" 10'-6" 10'-0" 101-6" 0.024 9'-2" 9'-2" 9-2" 9'-2" 0.024 V-10" 9'-10" V-10" 9'-10" 0.032 13'-5" 13'-5" 13'-5" 13'-5" 0.032 12'-2" 12'-2" 12'-2" 12'-2" 0.032 10'-6" 10'-6" 10'-6' 10'-6" 0.032 11'-2" 11'-2" 11'-2" 11'-2" 0.036 13'-11" 13'-11" 13'-11" IVA 1" 0.036 12'-10" 12'-10" 12'-10" 12'-10" 0.036 10'-11 10'-11" 101 -11"110' -Ill. 0.036 11'-7" 11'-7" 11-7" 11'-7" 60 0.018 7'-4" T-4" 7'-4" 7'-0" 60 0.018 7'-5" T-5" T-5" 7'-5" 60 0.018 6'-0" 6'-6" 6-6" 6'-6" 60 0.018 8'-4" 6'-4" ; 0.024 9'-4" 9'-0" 9'-4" 9'-4" 0.024 8'-7" 8'-7" 8'-7" 8'-7" 0.024 T-6" 7'-6" T-6" T-0" 0.024 8'-0" 8'-0" 8'-0"'-0"0.032 L'-4" 11-4" �" 11'-4" 11'-4" 0.032 9'-11" 9'-11" 9'-11" 9'-11" 0.032 8'-B" 8'-8" 8'-6" 8-8"0.032 9'-7" 9'-7" 9'-7"'-7"0.036 12'-1" .11 12'-1" 12'-1" 12'-1" 0.036 10'-6" 10'-0" 10'-0" 10'-0" 0.036 9-2" 9-2" 9'-2" 9-2" 0.036 10-2" 10'-2" 10'-2"'-2" rem cd7 TABLE 4.8 I Avec r.a --- - FES 0 4 2.npq 7IM007 Page 1 of 21 Panel # of #14 screws ger foot to attach panel to header Headers Gauge 2 1 3 1 2 1 3 1 2 1 3 1 4 On) 90mph E B 90mphExpC II0mphExpC Dble 2x6.626 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 e' MAX 5' 8' MAX All Others 0.018 9' MAX 8' MAX 5' 8' MAX Dble 2x6.626 0.02412' MAX 10' MAX 7' 10' MAX RF 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 e' MAX MAX 3x8 0.032 15' MAX 12' MAX 8' 12' MAX All Others 0.032 MAX MAX 13' MAX 9' MAX.MAX Dble 2x6.626 0.036 12' MAX 10' MAX T IV 14' RF Fascia 0.036 MAX MAX MAX MAX I 8' MAX MAX 3x8 0.036 15' MAX 12' MAX 8' 12' MAX All Others 0.036 MAX MAX MAX MAX 10' MAX MAX I Avec r.a --- - FES 0 4 2.npq 7IM007 Page 1 of 21 4:nr 1n rtly= A a oncr coerlunc cno oA nn Awn rvfuu-Al -- AA B...,...... . 5.5" ExbUded Fasda TABLE G11 Attached L Fride 13$ TABU G13 &5" Exhuded Fasda D L AttadTed Freestandtg or aakan(DetEdl Attehed K) Freestandng a Freestanding Or A Attached Freestarldng or SM,ctum Mum Units LIVE 4.6 Shuatm MuW Units 17-11• A SbucWm MNtls Urdts Strllchae murdsparl lMts GROUND TRIS MAX POST MAX T LENOTFI MAX 22 MAXPOSTLENGTH GROUND TRIG MAX P MAX MAX POST LENGTH MAIC MAX POST LENGTH SNOW WIDTH POST REOV POST MW FOOTER0 I 17 POST MIN FOOTER T I t7 I 17 SNOW WIDTH POST E POST MIN FOOTER TI 10 I 17 POST Ma FOOTER 3 I 10 1 17 LOAD (FT) SPACING FOR SPAC POST SIZE ED F L 6PAC PO SIZE CONSTRAINED FOOTS LOAD (FT) SPACING FOR SPACIN POS SIZE CONSTRAINED FOO SPACW S12E CONSTRAINEDFOOTEF(PSF) ON SLAB SLAB (Fr) TYPE •dd 1d (FT) TYPE 1d 'd Y •d (PSF) ON SLAB SLAB (FT) •d 'd 'd 'd(FT) TYPE 'd Y 'dhN 1116 B 23 n h 28 174" N n h h h M 10 4 Ir -w A 13$ A 21 26 28 ' 29 14'-7 A 22 27 20 29 LIVE 4.6 16'-Y A 17-11• A 22 26 28 29 174' A 22 26 28 20 5 IT -T A 176 A 22 25 27 29 17-1' A 23 20 28 20 6.5 17611 19-81 A 17-1' A 23 20 27 28 176 B 23 20 27 29 a 1141 A 1116 B 23 25 27 28 174" B 24 28 n 28 8.6 106 A 1116 B 24 25 27 28 ` 176 B 24 25 27 28 7 76 A 11' B 24 26 27 28 1 1'6 B 25 25 27 2a 7.6 0-1' A 10,2' -11' B 25 25 25 28 /1'-8' B 25 25 27 26 5 0"6 A 106 B 25 25 29 2a 11'-7 8 25 26 27 28 8.6 0"6 A 106 8 25 25 29 27 10-11• B 20 20 25 28 9 0"6 A tOd1 B 28 28 29 27 106 B 28 25 25 28 9.5 T-2' A 9'-11' B 20 28 25 27 10-r 8 26 25 25 27 10 0"6 A 76 B 25 25 25 27 1041 B 27 27 27 27 11 0".7 A 7S B 28 20 26 20 104' B 27 27 27 27 12 S6 A 0"6 B 27 27 27 27 76 C 26 28 28 20 13 611' A 0"4• B 27 r 27 27 741 C 28 28 28 28 14 4=10' A T-11' B 27 27 27 27 0'4' C 29 29 29 20 16 4'-0' A T-0' 8 Za Zs ZO ?e 0-1• C 20 1 29 1 29 1 29 90 MPH EXPOSURE C 10 4 10"6 A 176 A 22 27 29 1 30 13.7 A 23 25 20 30 LIVE ox 15'-1' A 17.7 A 23 27 28 30 17.8' A 23 27 29 30 8 17-7" A 11'6 A 23 27 28 30 /7J' A 24 27 20 30 6.5 174' A 1141 A 24 27 20 29 11'-17 A 24 27 28 30 a 114' A 11'-0' A 24 25 _ 23 20 11'6 B 25 27 20 20 5.5 106 A 106 B 25 20 28 29 11'd' B 25 25 28 20 7 7d A 1041 B 25 20 27 29 1"1' 8 26 20 28 29 7.5 W.I. A 10-0" B 28 28 27 29 10a' B 28 20 20 29 8 0"6 A 106 B 20 ' 20 27 28 106 B 28 26 27 20 8.5 Tom" A 7-17 B 28 28 27 28 10-0" B 27 27 27 29 9 0"6 A 7-01 B 27 27 27 2a 17-1' B 27 27 27 28 9.6 0".7 A 7.51 B 27 27 27 28 9=11' 8 27 27 27 28 10 0"6 A 74' B 27 27 27 2a 74" B 28 26 28 28 11 T-7 A 7-01 B 20 28 28 20 7$ B 28 28 25 28 12 S4r A Tar B 28 28 20 28 7.7 B 20 20 20 20 13 61-7 A 0"4' B 29 29 29 29 8'-11' 8 29 29 29 29 14 4�10* A T-11' B 29 20 29 29 Td' C 30 30 30 30 18 I W4r I A r6 B 29 29 29 29 V4r I C 1 30 1 30 1 30 1 30 90 MPH EXPOSURE 8 20 11 T-11' 1 A 1d-10" B 20 25 28 28 114' 8 20 28 27 28 LIVE 4.5 7.111 A 176 B 20 25 20 27 W-11' B 21 26 20 28 5 T-1• A 9=11' B 21 24 28 27 176 B 21 26 26 27 QB Td1 A 76 8 21 24 26 27 10.7 8 22 1 25 28 27 a 5-11" A 741 B 21 24 25 25 7-11• B 22 24 26 27 0.6 T -W A T -T B 22 24 26 25 74r C 23 24 20 27 7 SW A 6V1 B 22 23 25 28 74r c 23 24 26 27 7.5 4'? A r-11" B 22 23 24 26 7.7 C 23 24 25 27 a 4'6 A T-7' B 22 23 24 26 74' C 24 24 26 28 8.6 4'S A r-4' c 22 23 24 25 9-a1 C 24 24 . 26 25 9 r-11• A r -r c 23 23 24 25 Td' c 24 24 25 20 9.6 3a1 A S-10" c 23 23 24 25 0".7 c 24 24 26 28 10 76 A T-0' c 23 23 23 24 Tc' c 24 24 24 26 11 3.7 A 6' 11 C 23 23 23 24 T-7" C 25 26 26 26 12 7.11• A F-11• C 24 24 24 24 r-7 D 25 25 26 25 W 74r -A 6'd C 24 24 24 24 6610" D 25 25 25 25 14 7-V A 1r47' C 24 24 24 24 1 TJ1 D 28 20 20 20 90 MPH EXPOSURE 8 1 1 T-0' A 10-0' 8 21 1 25 27 28 1 t0a1 C 21 28 27 20 40 4 30 4 T-0' A 19-719 26 27 24 29 27 106 C 20 25 20 27 4.5 S-4' A W -c C 20 24 25 27 /0-1' C 20 25 25 27 5 P-10" A T4' C 20 24 25 28 7.0" C 21 24 26 27 6.5 44' A 0"61• C 20 23 25 20 7$C 5-111 D 23 21 24 25 27 5 46 A T-11' C 21 23 24 20 7-7 C 22 24 25 25 0.5 36A 25 r6 C 21 23 24 25 V-11" D 22 24 25 20 7 36A 24 TJ' C 21 23 24 25 W-710 23 22 24 25 25 7.5 7.7 A 0'-11' C 21 22 24 25 8'.0" D 22 23 25 26 8 Tor A 0"6 C 21 22 23 24 TO 0 23 23 24 26 &6 7-10• A 611 C 22 .22 23 24 Ti' 0 23 23 24 25 9 76 A 0"-7 C 22 22 23 24 r4r D 23 23 24 25 9.5 76 A SW C I A I 22 22 23 24 r1r O 23 23 24 25 10 76 A 5-10 0 22 22 23 24 0"6 D 23 23 24 26 11 7-7 A S6 D 22 22 22 23 0"2' D 24 24 24 24 30 1 1 T-0' A 10-0' 8 21 1 25 27 28 1 t0a1 C 21 28 27 20 40 4 4.6 51-4' A 74' C 21 26 27 20 td -11 C 22 25 27 28 25 5 4'-17 A 8'J C 21 25 28 28 W40" C 22 28 27 25 C 5.5 44' A Tom• C 22 25 25 27 76 C 23 26 27 28 20 a 44r A T-11" C 22 24 25 27 7.7 C 23 25 n 28 24 6.5 3-0' A r4' C 22 24 25 20 5-111 D 23 25 29 28 C 7 T-6' A TJ• C 22 24 25 28 8=r D 24 25 28 27 A 7.5 T-7 A C-11' C 23 23 25 28 SJ' O 24 25 20 27 7 a WW A 0"6 C 23 23 26 26 0"-01 0 24 24 26 27 24 A5 7-10" A SS C 23 23 24 25 r4r D 24 24 26 27 0 9 7-8• A 0".7 C 23 23 24 1 26 1 0"6 D 25 25 25 25 25 9.5 76 A T-0' C 23 23 24 26 Td D 26 25 25 28 22 107-61 A 5-10' 0 23 23 24 25 T T D 25 25 25 28 D 11 7.7 1 A 5'8 1 D 1 24 1 24 1 24 24 0LT 1 D 1 26 1 25 1 25 1 28 90 MPH EXPOSURE C 4 r4r A 8d' C 18 24 1 26 20 74r C 40 4 V4 A 1 3d ' C 20 ' 25 1 20 1 27 7-0' C 20 25 27 28 4.5 4W A 0"4T C 20 24 26 27 7.7 C 21 28 27 28 5 3-r A r4r C 20 24 25 20 T-1? 0 21 26 29 28 6.6 Td' A I T-1• C 20 24 25 25 BNA D 22 . 29 20 27 a 74r - A Td1 C 21 23 26 26 v4r D 22 24 28 27 6.5 r -W A 0"41 C 21 23 24 25 7W O 22 24 26 27 7 7-T A T-1' C 21 23 24 25 74' D 23 24 25 28 7.8 741 A 6'-iT D 21 22 24 25 r-1' 0 23 24 26 26 a 7-7 A 6'-7, D 22 22 24 25 T -i0" D 23 23 26 28 8.6 7-1' A SS' D 22 22 23 24 T -T 0 23 23 24 28 9 7.0" A 6t7 D 22 22 23 24 0"41 0 23 23 24 26 9.5 1'-11' A 61-0" 0 22 22 23 24 0".7 0 23 23 24 25 10 1 1W I A I 4'-10" 1 0 1 22 1 22 1 21 24 TO• D 1 2A t 2{ I 2A I 26 40 4 r4r A 8d' C 18 24 1 26 20 74r C 19 24 25 27 4.5 4W A RT C19 23 24 28 7-7 C 21 24 20 25 6 3'-7* A 740" C 19 23 24 26 S -i0" O 21 24 25 28 6.6 3-Y A r-1. c 19 22 24 28 814F 0 22 23 25 28 a V4 A Td C 10 22 23 25 910' D 22 23 25 28 a.6 74' A Tb1 c 20 22 23 24 Td D 22 23 24 26 7 7-7' A 61-1' C 20 22 23 24 r6 0 23 23 24 25 7.5 ?A A S -IT 0 20 21 23 24 7'-1' D 23 23 24 26 0 2V' A Str 0 20 21 22 23 7-10" D 23 27 2A 8.8 2W A S8 D 20 21 22 23 T -T 0 23 23 28 9 2'-01 A 6'4 D 20 21 22 23 641 023 23 2110.6 J24 1'-111 A 510" D 21 21 22 23 0"-7 O 23 23 2810 1'4r A 170" D 21 21 22 23 Td O ?A 7A ?A 7i IN" Pea6 i of 21 - SOUR COVER 5A POST '-••y-...,a..�,o,. nwaww„y ar 1ADf.0 0.1 ADnQ1aG r1088QIIwnyw AUSCIINO FfaeStarW11p 01 S1lvcbre MLtU Units SInA t9ae M -L Us an Units Structure tPo Unita Struchn Murds an Unita MN POET MAX MAX POST LENGTH MAX MAX POST LENGTH GROUND TRIO MAX POB MAX MAX POST LENGTH MAX± -- MAX POST LENGTH I POST MN FOOTER V I 10 I 17 POST MN PoOTER C I 1V I 17 &NOW WIDTH POST POST MN FOOTER r I 10 I 17 POST r 1 1a I 17 FOR 6PA POST am CONSTRAINED F SPAG a� CONSTRAI NED F LOAD (FT) SPACING FOR SPACING 691E CONSTRA04M FOO SPACING CONSTRAINED FoarEF 61A8 (FT) TWE 'S- •Q' •V •R' (FT) TYPE a 'Q' `R' Y h b h h „ (PBF) ON BIAS SLAB (F'T) Nr -r •V -W (FT! -d' 'p, 'S •C h 90 MPH EXPOSURE C 90 I"EXPOSURE B 20 4 6'.11• A vmv 8 21 28 28 29 114' B 22 27 28 29 6o 4 T-0' A V4' C 17 22 23 26 8-1' D 16 23 25 25 4.6 T-11' A 1C�• B 22 25 27 29 1C-11' B 22 28 28 29 25 4.6 74' A C-0' C 17 22 23 24 r -r D 16 23 24 25 6 1-1' A V-11' B 22 26 27 28 1C!' B 23 78 28 29 V4• 5 7S A C-11' D 18 21 23 24 T-1- D 19 23 24 26 6.6 ". A Va' B 23 26 27 28 1V.7 B 23 2e 27 29 7 5.6 7.7 A S --r 0 15 21 22 23 Ci• D 1B 22 23 25 5 6'-11• A V4• B 29 25 25 28 9=11' B 24 26 27 28 26 8 74r A CJ' D 16 21 22 23 6'-6• D 19 22 23 24 6.6 61-0' A 8'-71 B 23 25 28 27 V4' C 24 25 77 28 24 8.6 1'-17 A 690" D 18 21 22 23 8-1' D 19 22 25 24 7 6.-1• A V.r S 29 24 26 27 VS C 24 25 27 28 V4' 7 1-0' A 4i' D 18 20 22 23 6-10" D 20 21 23 24 7.5 4.4' A r-11' B 24 24 20 27 1r.7 C 25 25 27 28 23 7.6 1-r A 4'-0' D 15 20 21 22 6-7' D 20 21 22 23 a 4'4" A r -r B 24 24 26 27 V-0• C 25 25 26 28 8 1'-0' A 441 D 19 20 21 22 696' D ZO 21 22 23 8.6 4'r A 74• C 24 24 25 20 81-v C 25 26 20 27 8.6 1W A 41.7 D 19 20 21 22 5.7 D 20 21 22 23 9 711' A r-1• C 24 24 26 20 V-0• C 25 28 28 27 9 14' A 4'-V D 19 20 21 22 V-0' D 20 21 22 23 9.5 T-0" A 6-10' C 24 24 26 26 V.7 C 20 28 20 27 0.6 11-r A 3'-10• 0 19 19 20 21 r.10- D 26 10 3'-0' A V-0' C 26 26 25 28 1r4• C 26 26 25 27 11 T -r-11" n A -11 C 25 25 25 26 r -r C 26 28 25 28 Ir iZ 7-11' A V-11• C 26 25 26 25 T.7 D 27 77 27 27 13 7.8' A V -e• C 25 25 26 25 V-10' D Z7 27 27 Z7 25 4 T.2' A 1 10'4' B 20 26 1 25 28 11'.7B 26 20 25 27 28 4.6 V-4- A 1C.r B 20 25 26 27 1V v B 21 25 28 20 6 S? A 1r4• 8 21 24 25 27 101-•C 7S 21 26 20 27 5.5 5.7 A 9.7 C 21 24 25 27 1V4r . C 22 24 26 27 8 4'-0' A V4• C 21 24 25 26 V-0- C 22 24 20 27 6.6 41b' A V4' C 21 23 25 ' 26 V4' C 22 24 26 27 7 C-1' A &.a. C 22 23 24 28 VJ' C 23 24 26 27 7.6 3'-10, A r -r C 22 23 24 25 V-1- C 23 24 26 28 a T -r A r8' C 22 23 24 26 rr D 23 24 26 26 8.5 34- A r.7 C 22 23 24 26 8'4' D 24 24 26 26 9 3.2" A V-11• C 22 22 24 25 81J' D 24 24 26 25 9.6 34• A V -r C 23 23 23 24 V4' 0 24 24 24 26 107-17 A V$' C 29 29 23 24 T-0' D 24 24 24 25 11 7-r A V-1• C 23 23 23 24 T4' D 26 2 26 Z 4 Td A 614 C 16 23 26 25 8-1' D 19 24 28 27 4.6 7-0'A 6V' C 76 23 24 25 r -r D 20 24 25 27 6 7S A 5-11' 0 19 23 24 26 r-1• D 20 24 25 28 5.6 7.7 A 5-r D 19 22 23 25 Vi' D 20 23 25 28 a 7-0' A Sw-r D 19 22 23 24 V.6' D 20 23 24 25 S.6 1'-17 A S-0' D 19 22 23 24 S-1' D 21 23 24 26 7 1'-0• A 4'4r D 19 2123 24 5-10' D 21 23 24 25 7S 1'-r A 1'S D 20 21 22 23 Sr D 21 22 24 25 0 1:6• A 4'Z' D 20 21 22 23 S$ D 21 1 22 1 23 j 24 Amarlmax Building Products Carl Pulman, P. E. 5208 Tennyson Parkway 3141 "nk Placa Plano, Tens 78074 Lynchburg, VA 24603 ((434) 384-2514 carloutnamRllcomeastnet FED 6 4 2888 7/6!2007 Paye 9 of 21 t.soo R= D.2' 1 FASCIA FOR BE ROLLED iQR 3 DIFFERENT ALUMINUM SKINNED SANDWICH PANEL 0.992 0.95' 0.92"--�� fO3l=6+ PANEL HEIGHTS ALLOWABLE SPAN AND CONNECTION °�� Ra12s = • I R=.125' r- 0.750 FOR �. DETAILS NOT PROVIDED HERE AS PER RO.153 PANM OTHER APPROVED ENGINEERING r Ra�O 0.295 r- 0.5' R= 0.15' �[GHrs 0.: .350 3.0' 14 SELF TAPPING 2000 [.958 2 50 .167' SIDE FASCIA IS SCREW W 1" WASHER. 0.18eNOMINAL .018' USE SPACING �-- O.5n --� L060 �-- 167• IN THK:KNESS. SPECIFIED IN TABLE T1rP 1a7s 6A00 6.00" "�'�:::6" STRUCTURAL PANEL Lz.00 •2'x6' FLAT PANEL • N2 3004H36 ALUMINUM (3004—H36 ALUM. ALLOY) ... .... ..... ......... • •• N4 6 1/2" ROLLFORMED HEADER • • • ••••• (3004-H36 ALUM. ALLOY) :. FOUR 814 SD SCREWS EACH SIDE FOR FOOTINGS UP TO d-28- TWO 3/8" BOLTS FOR 90 MPH EXP 8 ON SLAB THREE 3/8" BOLTS FOR 90 MPH EXP C ON SLAB 2' x 6.5' Rafter FASCIA FROM NI, N2, N4 OR N10 • 010 SMS ONE PER PANEL Structural Panel '1 POSTAIATES 6 1/2' 0.042" 3004 H36 ALUM �' 3 0.055" 6063T6 ALUM !s. 0.041 " STEEL OR EQUIVALENT SEE TABLE 4.9 OR 4.10 XM. FOOTING ACKET 0.024" 3105 ALUMINUM SKIN 9TWO W GALVANIZED SEE NO �'POWERS WEDGE BOLTS AT RIG (ICC ESR 1678) W/ 2.5' EMBEDMENT MAX FOOTING d=26' SLAB OR FOOTING N 1 SANDWICH PANEL TO Rafter roes 0.042' x 3• x 8' p E ®BRACKET FOR CQNNECTING POST TO SLAB HEADER CONNECTION Header T OR-FOOTING '6063-T6 ALUM ALLOY)-- Wind LLOY) -- [Ind Spee Fastener01CSpacingOn) �� � . SINGLE SPAN ATTACHED UNITS ONLY xposure 3" T— 18" Q Post 39 h Max Tributary WidtA (R) e;Exp B 15 l �5 8 5 * e A�____. _ tyl5208 TENNYSON PARKWAY Exp B 15 10 5 3 AL SUITE 100 Exp C PLAN0. TEXAS 75024 EzpC ._._.'....... ._85._ ..-....__.. _....—. 4 2.5 N5 NEWPORT FASCIA DETAIL Isar-1BEJ/cP NTS omponen a ConnectionDetails for Newport Patio Structures gineer s Stomp 7/6/07 NPOI-2006 1 of 4 I-k:d U 4 2008 2.881-1{ I r1— 0.641 COVER PANEL SEE TABLE 4.10 4.656 1.000 —1'—�� 7.88' 12, 14 OR 16 GA. I 0.5" TYP. f S STEEL "C"— CHANNEL HEADER (STEEL A-653 Fy=50 KSI) 0.0750 �-- 4.043 N 10 CALIFORNIA FASCIA (ALUM 6063 T6) 3' x 3' METAL POST SEE GENERAL NOTE 19 x 3' METAL POST EIGHT #14 SMS EIGHT #14 SMS TWO 3/8' x 4' EMBEDMENT 0 LAG SCREW W/ 1.25'0 WASHER, ONE ON EACH TWO 3M A_307 DOLTS 00 SIDE OF POST. 0 WIT" I" WASH= LUL Loam DOT" WAD AND MUT. 0 0 ONE ON EAq" SIDE Or POST 1' MIN TWBER FLOORJOIST —r OR HEADER D om, DMXL" FIR N12 ATTACHED STRUCTURE POST TO DECK FLOOR JOIST UTILITY GUK OR IN OATTACHED STRUCTURE POST N 1 3 TO DECKING POST STEEL ANGLES 3 1/2- CONC. SLAB • • • •• FOOTING UNDER • SLAB ' • �• •' r1s�; ''• : ANCHORS MUST GO THRU SLAB AND 8F0 EMBEDDED INTO F00TIN A MINIMUM OF 3" N 1 5 POST L FOOTING AT TAC MEN R SLAB SINGLE SPAN ATTACHED UNITS ONLY — 3.00" 0.024" OR 0.040' TYP. 3.00' N 14 3" SQUARE POST 3105-1-126 ALUM. ALLOY) 2.000 0.28 t (IN)= 0.040 (ALUM) = 0.041 (STEEL) 1POSTS MAY BE TRIMMED w/FLEX ALUM. FACING. 3" ALTERNATE POST N 1 1 (3004–H36 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL) a1tr Asrr AM OM Ir DST u Lw w0E L�r� ALUM Me Low Dom DPW) PANEL "�No[R /�o.+s• 8n TOP Ma11T L 1t �i� =TAM 7 rOR fASTOOt! TOP MOUNT BRACKET –� 2 1/8' r –{ 2 1/8' r 0.024' 0.024" 0.024' 6 5/8' 3' 3' rem 3• SQUARE caUMN <3105-H26 ALUM ALLOri N 16 2' x 6.5' SIDEPLATES (3004-H36 ALUM. ALL(W) SIDEPLATE CONNECTION DETAIL /10X1.5' SCREWS 6 PLACES _ EXISTING EAVE WOOD FRAMING M3 ASTM A36 /4 • STEEL BRACKET 1" SPACING BETVYEEN SCREWS LEDGER BOARD SIDE MOUNT BRACKET T— OR 0.188" 3", 4", 5" TYP. Live/ l J_ N17 —� 3', 4' OR 5' 1— ASTM A36 STEEL POST Fy=36 KSI MAX "L" FOR TOP OR SIDE MOUNT Live/ TRUSS/RAFTER Snow O/C SPACING Load 16" o/c 24"o/c 10 211-6" 141-4" 20 116-39@ 7.-6.. 25 fol -s" r-291 30 91-090 W-011 40 6'-10" 49-629 60 4'-7" 3'-0" j ! STRUCTURAL PANEL i N18 ALTERNATIVE EAVE ATTACHMENT ALL HOUSE PENETRATIONS MUST BE COMPLETELY AND EAVE OVERHANG AND/n MUST PERMANENTLY SEALED ALSO COMPLY WITH ET L N21 lle 5208 TENNYSON PARKWAY BUILDING PRODUCTS, ING SUITE 100 PLANO, TEXAS 75024 SrAM NTS B omponen for New Engineer's Stomp P7/6/07 •NP02-2006 2 of 4 DETAIL A' AOOmONAL 1*0 - t6d Ssp9011 ATs oa tocroR was • EL RR= OR Mw OR EOWL RAFIER OR TRUSS 6 - /10 SOiflbS. 3 VCR LM 1/2` iASgA Or COMMM - TTPRi1L F DUAL0 MW f DETAIL 'A' t1At10ER \ 2x WOOD FRAMING FAsa�A DOUGLAS ` FIR -LARCH SM TAM 7.3 FOR (NORTH) `ORsa SEE fa= #2 OR HTR N21 ALTERNATE EAVE ATTACHMENT $ODD cvvw W&W SUE tc om it it zr sr 3r 20 iwr -11 - 0• 7-e' 90 MPH Exp 8 bob 27 2r tri• ' 15WF2r 2x1. 2r 27 2r . 2r 0' 2x4 11- 1• 90 MPMExp c 24 2r zr tw 1• to -t- 2x6 27 2r 22• 2r_,t00MPHE�06 bos as ter 12�ttr Q<PH Exp C 2x6 27 104" te-- r -r 2d 2r 2r 20'•5* W.V . 110 MPH 60 C 2x6 Mr 11'-11• b•-0' SS jr 24 2r 2r 10'4` 1r r 120 MPH Exp C 2x6 173' e$' S4• 78 20 1e-8• tr-r Ir -r 6-11• 1Ul-71 U, 411 130 MPH Exp C 2s6 e3. 6_• 73• 11-t0' b0 111.11' 11'4' r-6' S r. � '� -r �r . so' + __L f L.60' 3A0• 3X 8' N.W ♦ ♦ I 1.0• f 21 6 1/2X.024* + .mss*-�1.0•� ALW' SWEP A 114 x 3I4• MR x 8' NAY. HEADER +1 N2 3' x W HEADER F EACH � + CONNECTION I 4- /14 SYS EACH SSE 24' 0/C ♦ 3• ALTERNATE POST CONK SUCKEFS (STEEL A-633 Fp-40A00 PSI) /109606. 0/e 2- 2X 6 1/2' N.W. HEADERS WITH SIDEPLATES 2' x 6 1/2 x.024 AlIK W MTE 5 2' /2. 6.50' S a tOl iR i NOE 1 4- j 14 SYS X 3' OUBLE 2'x 6.5" or 3"x 8' AtW. HEADERS IN PLACE OF 4- f14 'SYS EACH EACH SIDE 3'X 8" HEADER WITH WN SOE OF COL216 /2 NAY . POST & SIDEPLATES RMLFOMa0.036• tEA0 1N� 3x 3- ALW 3'X 3' POST WITH SIDEPLATES END 111 3.00 YX 6 1/2 X 12' DOUBLE ALUM HINDER HEADER CONNECTION �� Q ROLLFORMEO HEADER 'N4' CONN. __ _ DOUBLE 2" x .5* HEADERS 0 C. 24' 70�k MO DETAILS TO STRUCTURAL PANELS N25 or DOUE�L.E 3 x 8" HEADERS / 10 x T" SYS A (� 216 1/Y ALU1L FASCIA 6 SEE TABLE 75 /10 So O FiIILO>r- 4 2Q� FOR SPACWree 6� o.c. FOR 6' P 1.625 ' 1.50" 12' o.G FOR 12' O' _ N8 TERNATE-DECORATIVE i~ASCIA TRIM ` eio SNS e P 1 7 SEE TABLE 7S FOLLOWING tom` 4(L450. SPACING 2.25' OR 6. 0/C FOR 6'A -RAIL -SEE t-.082' OR PANELS 12' O/C DETA! 'N7' TYP. 2.50 FGR 12' PANELV&e&gSUlTE 1T �NYSON PARKWAY 43 Q R / TEXAS 73024 I 0301 STRUCTURAL PANEL` •� N eEJ/CP a26 IEnrwwcER N2 3�00L4�H3366 ALUM.R ED MALALLOY) mponen o ConnectionDetails (6V E MU At1O+Q for rt Patio Structures Engineers Stomp 7 6/07 NP03-2006 3 Lattice.or Solid Panus /r STEEL POST R= 0.042x3'x8" (SEE NOTE BEL0TN n. AluBrack HEADER 3. 2 1 8' or OTR 0studs 6 d o%F p p D D `t SqW Panel. Alun. Bradct 12. 16N. Q . p V @SNS (0060') SIS ATTACH PANELS n • PER DETAILS • V p D -i2 ia+a AZ, BD OR BG ON a m r. e• Header i x B• Header s2 1/4" LAG 2" o _ _ _ 4 I I a') SCREW PER • IV 4' ao 0: 32" I I 2• x 61 Stile Pl:tOe TABLE "ANC4".7 MIN e18 I vs. -J I 2.25 MIN SCREW I I 3• x e• Mf°(�� SPACING IS 1" V G CONCRETE FOOTING N3T 370' POST i i 3x3. POST 2x DF WOOD O LEDGER NOTEI USE 1 - 1/_2' . STEEL BAR FOR FOOTINGS UP To 36" CUBE. 2 - I/r a BARS FOR FOOTINGS UP To RAFTER & SIDEPLATES (3004-H36 ALUM. ALLOY) I t I 24.5" SIDEPLATE t N LEDGER BOARD ATTACHMENT 46' CUBE A 3 - T/2" • BANS FOR FOOTINGS UP TO IS 52' CUBE. HEADER (3004-H36 ALUM. ALLOY) N2� FREESTANDING OR ATTACHED ALTERNATIVE SPLICE FOR ATTACHED UNITS POST/FOOTING CONNECTION 1/4• LAG SCREWS FOUR 614 SDS EACH SIDE CO l/4' OF PENETRATION Seal with pernantntlyy ate -0i INTO WALL STUD) 'r 3" X 8" BOX loo STUD 41 EAM BAI.UMINUMR"H" x 6• Ledger Board �' -or tional it SCREWS / 1•A vasliers art used _ 3 _ 6 BRACKET 2• x 4• Stud J attach ►wrio rall) jo L 'r " ALUMINUM v �f PST �F 41 111117 3• X B• ALU1 RAFTER BRACKET 3" 3/B' LnD Screw N!' ----3-M ALUN 0 • ATTACH. PATIO COVER HEADER J. 3.5• NON A$ PER NE6 OR N27 Fig _ FOUR 614 SDS EACH SIDE CQnpletety Seal with pernnnently flexible I p�`\ N35 . UMINUM 'H' BRACKET FOR waterproof seclont 4 CONNECTING POST TO HEADER as M . 914 SELF-MiLLDNG SCREW c 4 (6063—T6 ALUM. ALLOY) 2.5' NON PENETRATION( I.00•rltn WTO WOOD FRAHtW @SLAB ATTACHMPOST ENT ALTERNATIVE ONLY FOR C 6613 EV 6 Synthetic. Stucco or other non-stOucturol cov- -V * C L �Q'! 6208 TENNYSON PARKWAY (�jBtmDnVcPltoDuers,LNG 00 Q* rlox. thick) P i1T76024 sheatHlnp 9 OFC F►l�� MCC BEJ/CP SEE ALLOWABLE DISTANCE TO FIRST ROW OF POSTS IN ~ L NTS o en o'Connection a o � s lot Newport Ratio Structures �A� TABLE 7.7 BOARD O Engineer's Stompraw 7/6/07 NP04-2006. 4 of 4 0.95' 0.92' 876' 516' . L500 = t R=.125' 561' OUTSIDE I %DE 1.903-.450 1.625 0.5.' R= 0.15' T 216' TYP. 0.750 2.50 3.0' 167' 2.464' SEE TABLE 1.654 it 1.714' 876' I 4.9 OR 4.10 SEE DETAIL D 55 ter I 4Z TMP. 55 1 2' SEE DETAIL DJ 167' g g� 1.625 L TYP. 600' 12 11.137 6.500 0.125 1 2.500 2:00 6' FLAT PAN 1.625 Q 6" STRUCTURAL PANEL 6• (3004-H36 ALUM. ALLOY) QB 12" STRUCTURAL PANEL. (3004-H36 ALUM. ALLOY) 0.71e 1.625 2 ODO 0.036 0.992 0.875 R0.125 18' R0.250 + R0.125 R0.153 + .5' TYP. SIX Nl4 SDS ON EACH SIDE 3 00 0.295 0: SPLICE 0.350 T' O O O' CENTERLINE O 6 1/2" ROLLFORMED FASCIA 30041136 ALLOY 2.000 0.363 1.958 6.50' I 5.5' O O. --0.525 1 -�-1.060 5' .5' � � SEE 9' 9' DETAIL D 6A00 .0.641 ©2'x6' FLAT PANEL 3 - /14 SMS 3004H36 ALUMINUM ON EACH SIDE OF SPLICE 4.656 118xW SHEET METAL SCREWS 2 8' O/C 0.075 ROLL FORMED. sm TA= 4.9 m Q6 HEADER 2.000 -� o ' 0.060' _. 0.06' WT bt__�: ���� to O:Q36' ROLL.FORYEp _ 3. 3.090 OR10' 0.125 HEADEER I' 4.043 E. TKW 0.72 R3 0.20 9' EACH SIDE OF TV.0.25 2. SPLICE. �t �'� © CALIFORNIA FASCIA 1.03 �- /14 S (60 6.3-T6 .ALUM. ALLOY) 2 0 EAC `� c a SVM 6.00' 38 , O * � * tS� TENNYNN PARKWAY 1200 #fte PHOIIUC(B, QYG SURE too PLAW, TEXAS 75024 QD .3 1/2" X 12"•STRUCTURAL PANELrim -- > OF WJ/C (3004-1136 ALUM. ALLOY) `0 ROLLFORMED HEADER SPLICE NTS woo Component Ports do Connection Details (3004-1436 ALUM. -ALLOY) gineer's Stamp 7.6/07_ 0001. 006 1 of 9 0.67- 0.09, 1 0.54' ONE #10 SM PER PANEL '-- STAMUZER CUP SEE TABLE 4.9 OR 4.10 5.75' _L 0.50' 1 1 0.63' ---'1 �---- 4.00' - .115 GAUGE TYPIM 2.17' 2.31' Q H CLASSIC FASCIA W/ STABLIZER CLIP (6061—T6 Alum. Alloy) 75..�ONE #10 SM PER PANEL .29+1 "I SEE TABLE 4.9 OR 4.10 5.406" C STRUCTURAL PAN L 079" .079"- 109" 1 4.00" 2.725" OK ALASKAN HEADER (6061—T6 ALUM. ALLOY) HE 2 fRTSPLICE MUST BE LOCATED WITHIN 12 OF A POST. 0.15" EXTRUDED HEADER SPLICE WITH TIGHT FR INSIDE HEADER 0.15" TYP. 5.406" 8 - 014 SMS .250" R. f----- 4.00" I 8 - 014 T 4" 5' 10" ---�.5 .5"� 10" —A5' 24" QI ALASKAN HEADER SPLICE (6061—T6 ALUM. ALLOY) .062" „ RR�EXTRUDED 1.187' DETAIL B, R=.375 HANGER W/ A -RAIL OA -RAIL 437' (6063-T6 ALUM. ALLOY) " ONE #10 SM PER PANEL 7 (,STABILIZER CLIP - I / SEE DETAIL V. 0215 2.750 — 0.375 _f0.057 2.965---I_T OSTABILIZER CUP FOR EXTRUDED HEADERS 'H' & 'L' (6063-T6 ALUM. ALLOY) I cvl SEE TABLE 4.9 OR 4.10 PANEL" STRUCTURAL �t •813 � 162" 0.0627- Q .062 - Q 5 1/2' EXTRUDED HEADER (6061—T6 ALUM. ALLOY) P. v C6 39. EV OFOp►.1C'�`P`'� Engineer's Stomp v 0.08" EXTRUDED HEADER SPLICE WITH TIGHT FIT INSIDE HEADER. +— .1 , o..- 16' SPLICE DETAIL QN 5 1/2" EXTRUDED HEADER SPLICE (6061—T6 ALUM. ALLOY) IAlllei 5208 TENNYSON PARKWAY I C� BUILD�IC PRODOCI6, IIVG SUITE 100 PLANO TEXAS 75024 NTS I Component Parts do Connection Details f07 CD02-2006 1 2 of 9 FOUR #14 SD SCREWS EACH .75" FASCIA HDR. SIDE UP TO D=28" FOOTING TWO 3/8' BOLTS TWO 3/8" BOLTS FOR 90 MPH EXP 8 JIM,AND FOOTINGS UP TO d=24" 1.5" THREE 3/8" BOLTS FOR 90 MPH EXP C AND FOOTINGS UP TO THAN d=28" 3"XAS1*DEP 1/2" T TWO 3/8' BOLTS W/ 1" D0. LATES TYP, x 3/32" TIO(. STL WASHER M. FOOTING ACKET 0.0321X1.5' SO ALUM V/ DECORATIVE • WEDGE 8' GALVANIZED ICC ESRP POWERS 1.5,ALUM SCROLS OR SOLID FILL • V/ 2' EMBEDMENT ON SLAB OR d w 23' FOOTING.TVO GALV.�,, POWERS WEDGE BOLTS L POST 3.5• EMBEDMENT FOR d=31• ([CC -ESR 1678) V/ 2.5' EMBED FOR SLAB 'I �1 SLAB OR FOOTING ATTACH OR FOOTING W d=26' OR SMALLER ® TWO 3/8" BOLTS X ALUMINUM FOOTING BRACKET FOR CONNECTING TO CONCRETE Trow CONN. CHANNEL za SLAB OR FOOTING ®2.25' 4.5' 2.25" 6063 T6 ALUM ALLOY ROLL FORMED SCROLL POST CONNECTION TO CONCRETE SLAB OR FOOTING ONLY -USABLE FOR SINGLE SPAN ATTACHED UNITS BRACKET = 6063 T6 ALUM ALLOY POST = DETAIL AA OR AF ONLY USABLE FOR SINGLE SPAN ATTACHED UNITS . �3'� C'4 1 3.000' O 3•, 4' 188" 1 " I� TYP. 37" 4) or 5 3" 0.37" 3.000' .688'(4) 1- I 3', 4• I .094' I .7 014) or 5' —moi O AG 3�� 4�� 0 5" t (IN)- 0.030, 0.040 (ALUM 68 "(4) `O O STEEL T Fy=36 KSI 0.041 (STEEL) POSTS MAY BE TRIMMED w/FLEX 43714) ALUM. FACING. AH 3" ALTERNATE POST .12536RAD.S/p (3004-H36 ALUM. ALLOY OR .020" OP. ( 1) 062" RAD�20) Ur A-653 Fy=40 KSI. STEEL) x (12) . 1.50 �. I/ �~ `1 ..187" RAD(16) ® COLONIAL POSTS.�� h C i3 • (3" ALUM. 6063-T6) ® 2-1 1/2" SO. X .062 # #fteI7Il1�,g5208 TENNYSON PARKWAY SUffE # 1?60DUCB, IIYC 00 PPLAN01 TEXAS 73024 t 0.062w UNLESS OTHERWISE NOTED EXTRUDED POST `9' TVPW (ALUM. 6063—T6) �'`���''/CP NTS Component Parts & Connection Details Engineer's Stamp Due 7/6/07 coos—zoos 5 or 9 :REQUIRED "W" EACH � OFFPOST STEEL POST 3/4- MIN. ' BOLTS FOR QTY SEE TABLE 7.3 j_�1• MIN. COLUMN 'J' W Wedge Bolt /' MIN. l 3 4• MIN 0.188■ :REQUIRED "W" W Wedge Bolt EMBEDFOOTING DIAMETER DEPTH - SI ZE 4" 3/8• 3. 7.5' §!8` g 9- 3/4- em POST STEEL ANGLES 3 1/2- CONC. SLAB p Q 4 4 4 4 4 v c p a a FOOTING UNDER Q D OATTACHED STRUCTURE POST TO FOOTING USING POWERS WEDGE BOLTS (ICC ESR 1678) OR EQUIVALENT 4 .a 4 p 4 a a 4 POST CONNECTION DETAIL FOR worE �• POST 'A' ® SLAB & FOOTING ATTACHMENT POST 'A' SINGLE SPAN ATTACHED UNITS ONLY DOUGLAS FIR UTILITY 14 ADDITIONAL 1/2' • EIGHT 014 SMS GRADE OR BTR POST CONNECTOR AS REQUIRED BY PLANS STEEL POST BARS MDIf W) D (SEE NotEBEIAM) O TWO i1,' W/ 4' EMBEDMENT LAG SCREW, TWO 3/8' A-307 BOLTS V/ I.s'O ONE ON EACH SIDE OF POST.O p WASHERS UNDER BOTH HEAD AND NUT. O O O O ONE ON,EACH SIDE t POST.p D D -11 . 12' WIN. EMS XIMENT 4 1" min �' /z•0 STEEL 2• D -12• LONG TIMBER FLOOR JOIST DECKING t> ED ON HEADER AM ATTACHED STRUCTURE POST 2 A o . TO DECKING I 21 O ATTACHED STRUCTURE POST TO FLOOR JOIST 12- 3' x 3' ALUMINUM G PL. 7 GA. (.Ie-) TWO 3/8- BOL POST CONCRETE FOOTING N1 /: Q USE 1 - 1/2" • STEEL BAR FOR FOOTINGS UP TO 0.09" TYP. 36• CUBE. USE 2 - 1/2• I BARS FOR FOOTINGS UP To 46- CUBE AND 3 - 1/2- • BARS FOR FOOTINGS UP TO .750" 51' an 30• FREESTANDING OR ATTACHED STRUCTURE 4 2.5" 1.0" COLUMN TO FOOTING CONNECTION DETAIL 100" LD 750" 112• ROD DIAMETER. 4 HELD( DIAMETER Al TMNATE TO CONCRETE SLAB ATTACHMENT IN 90 MPH WIND AREAS ONLY NOTES: 1.5 5" Q 1. ALL PARTS TO BE HOT -DIP GALVANIZED OR ELECTOPLATED ZINC. MAY BE 5 5" ell � 81 • USED IN LIEU OF ATTACHING TO CONCRETE SLAB. �AmeT�YLdx 5208 TENNYSON PARKWAY 2. FABRICATION OF AWNING ANCHORS AND SAFETY STAKES IS BEYOND TWO 'GALVANIZED POWERS WEDGE BOLT * i ��77/^ SUITE 100 THE SCOPE OS THIS REPORT. FABRICATION DETAILS AND QUALITY CONTROL (ICC ESR 1678) W/ 3.5.' EMBEDMENT FOR \ * BUQDNICPRODUCfS=�`� PLANO. TEXAS 75024 PROGRAM MUST BE SUBMITTED TO BURDING OFFICIAL FOR APPROVALFOOTINGS UP TO d=32' 3. AWNING ANCHORS MAY BE USED IN THE FOLLOWING TYPES OF SOIL R SAND. GRAVEL, CLAY. SANDY GRAVEL, SILTY GRAVEL, SO_TY SAND.��� BEJ/CP CLAYEY SAND, CLAYEY CPAVEL. SANDY CLAY. SILTY CLAY. AND CLAYEY SILT. OFCA� POST TO FOOTING OR SLAB ATTACHMENT DETAIL •�.._. NTS Component Ports do Connection Oetoils AO AWNING ANCHOR AP SINGLE SPAN ATTACHED UNITS ONLY Engineer's Stomp• 7/6/07 CD06-2006 6 of 9 3/8' BOLTS W/ IA' DIA x 3/32' THK- STL. WASHER OR 014 SDS. SEE NOTE FOR CITY. ALL 'I' BEAMS& 'C' BEAMS USE TABLE 7.3 COLUMN H FOR NUMBER OF HORIZONTAL BOLTS USE TABLE 7.4 COLUMN N FOR VERTICAL BOLTS USE 7.3 COLUMN I FOR HORZONTAL 014 SDS UES TABLE 7.4 COLUMN 0 FOR VERTICAL 014 SDS (SDS= SELF DRILLING SCREW) TWO ;6' BOLTS SEE TABLE 7.3 COLUMN 'J' FOR QUANTITY 3/8' BOLTS OR 014 SDS 3' x 3' POST ®ALTERNATE 3" SCI. POST CONNECTOR BRACKET (6063-T6 ALUM. ALLOY) r KAM OR SMEL 'D" WEAN TWO 36' BOLTS W/ 1'0- x %a' .THK STEEL WASHER. SEE TABLE. 7.4 COLUMN •N' FOR QUANTITY. 3" STEEL POST "t' = 06041" v � AT 3" STEEL POST TO HEADER CONN. BRACKET (6063=T6 AMM.) 3'X 8". BEAM VA 3'xB'x 12 OR 16 ga STEEL C BEAM ,A11V 3" X 8" STL. 'C' BEAM WRAP W/ 30 X 8" ALUM. BOX BEAM 3' s 3' NEAW "l4 7' x 4' use 6 - 3/8' bolts 4' x 3' use 4 - 3/8' bolts -1 We— PMLr IL • irnw QNAD MM - I WEAM TO POST 0011IMOM FOUR /14 SMS Seal with pernamently \ nkxiMe L waterproof sealant Z' x 6' Ledger Board / (optional for solid 2' x 4• scud J covers v i SCREWS use t•d washers to 1.00'A�in attach hanger) 3/8' Log Screw FOUR 1114 SMS EACH SIDE 1 ATTACH PATIO COVER 3.Y MIN AS PER AZ, BD OR BG Completely Sent. with permanently flexible 6 waterproof sealant FOR ATTACHMENT TO NON -STUCCO 250 MIN PENETRATION 1.00'nin. WALLS SEE TABLE 7.S 'ANC4' INTO WOOD FRAMING FOR ALLOWABLE THRU STUCCO SEE ALLOWABLE QISTANCE TO FIRST Synthetic Stucco or ROW OF POSTS IN TABLE 7.7 other ran -structural cowerhm (1' rax. vddo O'g LEDGER BOARD ATTACHMENT DETAIL .Q POST TO HEADER CONNECTION TOR 3" X 3" STEEL HEADER "AB' AO ALUMINUM W BRACKET FOR CONNECTING COLUMN TO HEADER (6063.—T6 ALUM. ALLOY) i/4', BOLTS ASTM A307 OR 1114. SELF DRILLING SCREWS SEE BELOW FOR QTY Ar DOUBLE OR SINGLE 3'X8' STEEL C BEAM: BOLT .LAYOUT FOR SPLICED AND NON -SPLICE. ATTACHMENT 16. GA USE 8 BOLTS OR SCREWS 12 GA USE 16 ROLTS OR SCREWS DOUBLE* 12. 6A USES 8 BOLTS Olt 14 SCREWS C6 .3lffi sum11YSON PARKWAY BUIL DQYCPitOD[JC(8y'ING 100* IL .a � PtJWO..TX 73024 ."... NTS'Component Ports Connection Details . Engineers' .Stomp 7.6/07 � CD07-20Q6 7 of 9 3" y 6"BEAM HEADER ALUMINUM "H" BRACKET YX 3" CO UMN�UMINUM L os0 . ' FOUR 1114 SMS EACH SIDE 1 ATTACH PATIO COVER 3.Y MIN AS PER AZ, BD OR BG Completely Sent. with permanently flexible 6 waterproof sealant FOR ATTACHMENT TO NON -STUCCO 250 MIN PENETRATION 1.00'nin. WALLS SEE TABLE 7.S 'ANC4' INTO WOOD FRAMING FOR ALLOWABLE THRU STUCCO SEE ALLOWABLE QISTANCE TO FIRST Synthetic Stucco or ROW OF POSTS IN TABLE 7.7 other ran -structural cowerhm (1' rax. vddo O'g LEDGER BOARD ATTACHMENT DETAIL .Q POST TO HEADER CONNECTION TOR 3" X 3" STEEL HEADER "AB' AO ALUMINUM W BRACKET FOR CONNECTING COLUMN TO HEADER (6063.—T6 ALUM. ALLOY) i/4', BOLTS ASTM A307 OR 1114. SELF DRILLING SCREWS SEE BELOW FOR QTY Ar DOUBLE OR SINGLE 3'X8' STEEL C BEAM: BOLT .LAYOUT FOR SPLICED AND NON -SPLICE. ATTACHMENT 16. GA USE 8 BOLTS OR SCREWS 12 GA USE 16 ROLTS OR SCREWS DOUBLE* 12. 6A USES 8 BOLTS Olt 14 SCREWS C6 .3lffi sum11YSON PARKWAY BUIL DQYCPitOD[JC(8y'ING 100* IL .a � PtJWO..TX 73024 ."... NTS'Component Ports Connection Details . Engineers' .Stomp 7.6/07 � CD07-20Q6 7 of 9 STRUCTURAL. PANEL 1.625' 10" I SEE TABIE 7.5 2.50 10 SYS O OR 3.50" SPACWG. ♦ 2. O C. FOR 1FOR2• PAN0.S ROLLF,ORMED HANGER (3004-H36 ALUM. ALLOY) /10 x 2' SMS rSEE TABLE 7.5 #10 SMS 0 FOU.OW- FOR SPACING 10 SPACM Fp g 6Ya0G FORR i2'PPANQs 1.50" A -RAIL -SEE DETAIL V 1 TYP. 7 2.25" 2.50" ":. .43' 0.30"- t.50' ®D fXT DEO HANGER 6063=T6 ALUM. ALLOY) - studs SPF or BTR 016 o/c ATTACH PANELS PER DETAILS AZ, BD OR 60 /4" LAG SCREW ER TABLE 7.5 "ANC4" IN SCREW SPACING IS 1' x DF WOOD LEDGER' BF LEDGER BOARD ATTACHMENT 6.5" ® ROLLFORMED HEADER 'E' CONN. DETAILS TO STRUCTURAL PANELS NON—STRUCTURAL . 2.109" • COMPONENT 5.721.' ® 5.1/2- EXTRUDED SIDE FASCIA (6063—T6 ALUM. ALLOY) /10 x 2" SCREW SEE 7.5 FOR SPACING 3 1/2" "G" RAIL (6063—T6 ALUM. ALLOY) 4.9 OR 4.10 A EXP. Engineer's Stamp 3 1/2- "J" HANGER (6063—T6 ALUM. ALLOY) 1.686" EE _T 1.500" .061 TYP?--I�-- 1.562" —� EXTRUDED .CHANNEL CONNECTOR (6063-T6. ALUM. ALLOY) - S208 T'ENWMN LLOY) 5208TENWMN PARKWAY (�� BW.DllVG 1'I30D[TC18,1NC SUTTt; 100 PLANO. TEXAS 75024 NTS Component Ports & Connection Details f07 CD08-2006 8 of 9 4 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE: wra T:10 Allowable Wldfh for Attached Two Post Structures on Slab Uva or Ground snow Load A Pair 20 psf 4 37-1" 18'-11" 4.6 28'6" IF -11 6 25'4" 13'6" 6.5 234" 174" 6 21'5" 1113" 9.6 19'6" 1175" 7 164' 96" 7.5 1T-1" 9-0" a 16'4" 9S" $A 16'-1" 7-11" 9 14'3" T6" 9.5 13'6" T-1" 10 12'-10" 6'6" 11 1116" V—r 12 10'6" V-7' 13 9-10" 51-2" 14 93" 4'-10" 16 1 8'6" 4'6" 20 POST TYPE POST DESCRIPTIONS DETAIL MAX POST HGHT A Twin 0.032 A.5'k1.5" AC, AA 8' A Twin 0.082"x1.5'k1.5" AC, AF 17 A 0.024 -Post wllh Sideplates L24, N16, BK 12 B Clover 0.040'X874" Alum L11, N11, AH 17 C Colonial 0.062" Extruded AE 17 D 0.0417474' Steel Clover L11. N11. AH 17 E .0419f4'X3' Steel Clover L11. N11, AH 17 F 0.1885494' Steel Square L21, N17, AG 16 G 0.1885t49v4" Steel Square L21, N17, AG 18' H 1889di9r5' Steel Square 1.21, N17, AG I 18' w. D. 4 U. Ce"lnnnrn f r T-hc 1 2 41 sse lap screws must have an 1/8" lead hole. and 20 PST ere five or snow loads, 25- 60 psf we Snow bads. iN0 SPACING #14 SMS =i14 sheet metal or SDS screw, 1/2" rdNm rn length 3Ai 8 = 318' Diameter Bok AlurNnum MetwW Gape (in) See General Notes for sped8cs on fasteners LOAD Steel Gape (in) WIND SPEE Dampen on Ws dart is the distance from the Al m*— Gape (in) # to the fist row d 00IMM. EXPOSURE wars Wedge Bolt 343" diameter and 26" embed: ICC ESR 1676 90 C oiler andhor w/ 550# shear vs wind and seismic bads. 0.024 0.024 0.032 0.036 0.040 0.040 0.050 0.0600.041 Lag strews mat have 21/4' d penetration Into studs. 0.041 1 0.038 0.082 0.060 0.090 0.100 2 20 20" 20" A B C D E F G H I J 20" K L M N O 9' 2 gn 21' Footer Design #14 S 3 #14 #14 318" 8 #14 3Ai B SVEI B #14 31r 8 20" 3VEI #14 3/8' 8 3W B #14 Size Upon SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT 17 BOLT SMS BOLT BOLT SMS Uplift Size' d (h) 12 Obs) 100 1a4 1 424 1 476 1 245 1 273 1 100 1 223 1 1381 1 607 1 1621 1 8' acs 1 342 1 ase 1 1224 1 701 1 Obs) 100 d (U1) 12 13 127 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 127 13 14 169 1 1 1 1 1 1 1 1 1 1 1 1 1 1, 1 159 14 15 195 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 195 15 16 237 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 237 16 17 284 2 1 1 2 2 1 1 1 1 1 1 1 1 1 1 284 17 18 338 3 1 1 2 2 1 2 1 1 1 1 1 1 1 1 336 18 19 397 3 1 1 2 2 1 2 1 1 1 1 2 1 1 1M172431 19 W Skb s 20 463 3 2 '_ 1 2 2 1 2 1 1 1 1 2 1 1 12021 636 4 2 1 3 2 1 2 1 2 1 1 2 1 12122 818 4 2 1 3 3 1 3 1 2 1 2 2 1 1 12223 704 b 2 1 3 3 1— 3_ 1 2 1 2- 2- 1- 1_. _ 22310 Slab 908 722 5 2 1 3- 3 1 3 1 2 1 2 2 1 1 2Slab2 800 5 2 1 4 3 1 3 1 2 1 2 3 1 1 22410 Slab 90C 886 6 3 2 4 4 1 4 1 2 1 2 3 2 1 2Slab6 3 2. 4 1 4 1 2 1 2 3 2 1 22528 1017 7 3 2 b 4 1 4 1 3 1 2 3 2 1 2 2827 1139 7 3 2 6 5 2 4 1 3 1 2 3 2 1 2 2728 1270 8 3 2 6 5 2 5 1 3 1 3 4 2 1 2 2829 1411 9 4 2 6 6 2 6 2 3 13 4 2 2 3 2930 1589 Na 4 2 7 6 2 6 2 4 1 3 5 2 2 3 3031 1724 Ne 6 3 8 7 2 6 2 4 2 3 5 2 2 3 31 32 1896 Ne 5 3 8 7 2 7 2 4 2 4 - 5 3 2 3 1896 32 33 2080 Na 6 3 9 8 2 6 2 5 2 4 5 3 2 3 2080 33 34 2275 Na 6 3 Na 9 3 8 2 5 2 4 6 3 2 4 2275 34 35 2461 We 6 3 We Na 3 9 2 5 2 5 7 3 2 4 2481 35 35 2700 We 7 4- Ne Ne 3 we 2 8 2 5 8 4 3 4 2700 36 37 2931 We 7 4 Na we 3 Na 3 6 2 5 8 4 3 6 2931 37 38 3175 Na 8 4 We Na 4 We 3 7 2 6 9 4 3 5 3175 38 39 3433 Na 9 5 Na Na 4 Ne 3 7 3 6 9 4 3 5 3433 39 40 3704 Na 9 5 Na we 4 We 3 8 3 7 We b 3 6 3704 40 41 3988 Na Ne 5 Na Na 4 Na 3 . 8 3 7 Ne 5 4 6 3988 41 42 4288 Na Na 6 Na Na 5 Na 4 9 3 8 Na 5 4 7 4288 42 43 4601 Na Na 6 We Ne 5 Ne 4 Ne 3 6 Na 6 4 7 4601 43 44 4930' Na Na 6 Na Ne 5 Na 4 rife 3 9 Ne 6 4 8 4930 44 45 6273 Na Na 7 We Na 6 Ne 4 Na 4 9 Na 7 6 8 6273 45 46 6833 Ne We 7 Na Ne 6 Ne 5 Na 4 We Na33 a 7 5 9 5 46 47 8008 Na Na 8 Na Na 6 We 5 Na 4 We Na 7 5 9 6008 47 48 . 6400 Na Ne 8 Na Na 7 We 5 Na 4 Ne Na 8 b Ne 8400 48 49 6808 Ne We 9 We Na 7 Ne 6 Na b We Na 8 6 Na 6808 49 50 7234 We Ne 9 . We Na 7 Na 6 Ne 5 Na Ne 9 6 Na 7234 60 sse lap screws must have an 1/8" lead hole. and 20 PST ere five or snow loads, 25- 60 psf we Snow bads. iN0 SPACING #14 SMS =i14 sheet metal or SDS screw, 1/2" rdNm rn length 3Ai 8 = 318' Diameter Bok SPAN See General Notes for sped8cs on fasteners LOAD CONCRETE WIND SPEE Dampen on Ws dart is the distance from the (MPH) AND # to the fist row d 00IMM. EXPOSURE wars Wedge Bolt 343" diameter and 26" embed: ICC ESR 1676 90 C oiler andhor w/ 550# shear vs wind and seismic bads. PER RAFTER (sorry anchors must have a shear value d 2500 for 105 C b m eelsrNa bads. 20" Lag strews mat have 21/4' d penetration Into studs. 110 C sse lap screws must have an 1/8" lead hole. and 20 PST ere five or snow loads, 25- 60 psf we Snow bads. iN0 SPACING SPACING SPACING SPAN LAG SCREWS LOAD CONCRETE MASONRY FOR #10x2" (FT) PER STUD 016' (PS ANCHORS ANCHORS ' SMS SCREWS PER RAFTER O/C SPACING 10 20" 20" 8" 18' 1 LIVE 2 2 LIVE 21' 2 20 20" 20" 6" 11• 1 LIVE LIVE 130C 14' 21' 2 25 20" 20" 6" 10' 1 9' 2 21' 1 2 so 20" 20" Ir Er I 1 4 3 30 I 1T. 2 4- I Spndtlp between bob end screws OW be 2.6 times the shank d ai nater 2 The edge distance of bolts and screws shall be 3 times the shank diameter 3 Connections stall be arranged so that the center of resistance ache connection shall coincide velli the resultant one d adon of the bad ABLE 7.6: WALL ATTACHMENTS FOR LATTICE COVERS ANC 3 ANC 4 GRN CLEAR- NO.OF #10 O.OF 1 4" SNOW NAND SPAN SCREWS LAG SCREWS LOAD PEE (FT) PER RAFTER PER RAFTER (PS MPH 1 1050 IV 2 2 LIVE 1200 27 3 2 20 1300 10' 2 LIVE 130C 14' 3 2 130C 19' 4 3 25 9' 2 14' 3 2 19 4 3 30 8' 2 17 3 2 16 4 3 40 8' 3 2 17 4 3 8' 4 3 60 17 5 4 1 1 .111. 11 r �comcast-net FEB 0 4 2m 7/6/2007 M3-2006 Page 3 of 4 L� 1.5' or 2' CAN RrAU CEILING FAN 0 LIGHT FIXTURE IN r 2.5' or rm dfa 170 1.430 Lj=i:j060 WALL HANGER 2'X2' FAN BEAM 6063T5 ALUM 2 0.120'x2'x2'X2' 2' FAN BEAM 0.042'x3'xe' LONG 'L' ANGLE 0.048 6063T5 ALUM B NIOX2' SCREW WALL HANGER 810 SMS SCREWS FAN BEAM FASTEN TO HANGER FAN BEAN SEE NOTE 81 STRUCTURAL PANEL T 1.5' or 2' CAN RrAU CEILING FAN 0 LIGHT FIXTURE IN r 2.5' or rm CONFORMANCE TO THE APPLICABLE ELECTRICAL CODE IS OUTSIDE THE SCOPE OF THIS DETAIL AND MUST BE APPROVED SEPERATELY. FEB J4 A05 .......—�---.��.s��, _._...... faM a0as'xf.L"x2 d" % 2"x2" FAM MU m x+ 1sem- 23-0' 40 ft dfa 170 1.430 Lj=i:j060 0.048'x1.5'x2.5' 6005T5 2'X2' FAN BEAM 6063T5 ALUM 2 NO ORIENTATION SPECIFIED 2' FAN BEAM 0.042'x3'xe' HEADER CONFORMANCE TO THE APPLICABLE ELECTRICAL CODE IS OUTSIDE THE SCOPE OF THIS DETAIL AND MUST BE APPROVED SEPERATELY. FEB J4 A05 .......—�---.��.s��, _._...... faM a0as'xf.L"x2 d" % 2"x2" FAM MU m x+ 1sem- 23-0' 40 ft