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12-0407 (PAT)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application -Number: 12-0'0000407_ y C -`Property Address: 79065 RIVER ROCK - APN: 772-011-010-9 726016 Application description:, PATIO COVER - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 6557 Td�v 4 4 Q" Applicant: Architect or Engineer: BUILDING & SAFETY DEPARTMENT BUILDING PERMIT 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. License Class: 13 License No.: 625328 Date: 09,It'-I Z�OnVeCtOr i OWNER -BUILDER DECLARATION r hereby affirm under penalty of perjury that I am exempt from the Contractor's State.License Law for the ail 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 1, 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, 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 whobuilds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). - ( ) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date:' 4/16/12 .Owner: STEVEN S & VALERIE JACKSON 79065 RIVER ROCK RD LA QUINTA, CA 92253 .0 D APR 16 202 Contractor: S A E BUILDERS ¢ LA QUI I� 2052 DAFFODIL WAY Cl-ry O1:LAQUI HEMET, CA 9254'5 FRIr , CEP (760)567-0709 Lic. No.: 625328 ------------------------------------------ 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 ULLICO CASUALTY Policy Number LTWHA48600015011 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 became subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall for i mpl ose provisions. "Dater Applican rWARNING: 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 building construction, and hereby authorize representatives of this county to enter upon the above-mentioned property for h pos Date::V±L&� /Z -Signature (Applicant or Agent),. �� Application Number 12-00000407 Permit . . . PATIO COVER PERMIT Additional desc . Permit Fee 90.00 Plan Check Fee 58.50 Issue Date . . . . Valuation 6557 Expiration Date 10/13/12 Qty Unit Charge Per Extension BASE FEE 45.00 5.00 9.0000 ---------------------------------------------------------------------------- THOU BLDG 2,001-25,000 45.00 Permit ELEC-MISCELLANEOUS Additional desc . Permit Fee 16.50 Plan Check Fee 4.13 " Issue Date Valuation 0 Expiration•Date 10/13/12 Qty Unit Charge Per Extension BASE FEE 15.00 2.00 .7500 PER ELEC DEVICE/FIXTURE 1ST 20 1.50 ' ----------------------------------------------------------------------------- Special Notes and Comments • 1-816" X 181ALUMAWOOD LATTICE; 1-20'17' WITH ELECTRICAL FOR TWO -FANS. 2010 CODES -------------------_--------------------------------------------------------- Other Fees BLDG STDS ADMIN (SB1473) 1.00 Fee summary Charged Paid Credited Due, Permit Fee Total 106.50 .00 .00 106.50 Plan Check Total 62.63 00 .00 62.63 Other Fee Total 1.00. 00 .00 1.00 Grand Total. 170.13 .00 .00. 170.13 Bin. # Permit # ProjectAddeess: 7906 < JEiZ City of:.La C�uin.M. . Bonding 8Z Safety Div 6n P.O. Box.1SO4, 78-49S Calle Tampico La-Quinta, CA 92253 -:(760) 777-7012 Building Permit Application and Tracking Sheet U Owner's Name:. I 1 A. P. Mintzer. Address:n 9 t3.,b 5. 1 ��. I��G ,:1- 6 Legal Description: u,,-t*(-1oo � City, ST, Zip. LA- Q 'i/4- Contractor. t C) �� S Telephone: Address:j'j (�� R. Project Description: City, ST, Zip: Telephone:-7619-5ro 7-o7D % vM A- L,/,,0e9 4- C l 0 X 1 ✓�l/Q �(,�% J State Lie. 4:,b,)- rj 3 2 gcity Lic C. Atcfi. EW., Designer. Address: City., ST, Zip: Telephone: Construction Type:. Occupancy: Project type (circle one): Add'n Alter Repair Sq. Ft.:. #Stories: # Unit$: Demo State Lie. M Name of Contact Person: v� Telephone # of Contact Person: Estimated Valine of Project: APPLICANT: DO NOT WRITE BELOW THIS UNE # Submittal Req'd Recd TRACICi1HG PERMIT FEES Plan Sets Plan Cheek submitted Item Amount Stmctural Cafes. Reviewed, ready for conwaons Plan Check Deposit. . Truss Calks. Called Contact Person Pian Check Balance Tide 24 Calcs. Pians picked up Construction Flood plain plan Plans resubmitted.. Mechanical Grading plan 2" Review, ready for correctionslissue Electrical Sobeontactor ISst Called Contact Person Plumbing Grant Deed Plans picked upS M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- ''' Revtew, ready for correetionslissue Developer Impact Fee Planning Approval. Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees As RIVER ROCK ROAD I I - r i I_ • m I � • c I n, I • I • I I ' I I i i i I i FX157/NG fANCRETE DRIVEWAY APN # 776-010-009 MAP BOOK 849-H6 I LOT #9 PROPERTY OWNER: I STEVEN G VALERIE JACKSON 79065 RIVER ROCK ROAD M QUINTA, CA 92253 CONTACT - SCO TT ONTACT.•SCOTT EGBERT SAE BUILDERS EXISTING 28810 BROKEN ARROW CIRCLE SINGLE FAMILY RESIDENCE MENIFEE, CA 92584 760 567-0709, SITEADDRESS: I 79065 RIVER ROCK ROAD LA QUINTA, CA 92253 SUMMARY TABLE EXISTING: I LOT SIZE.- 8,712 S0 FT SFD, 2,070 SQ FT I PROPOSED: - 8' 6" _ LATTICE PATIO COVER, 493 SQ FT 20' EXISTING I POOL EXIST 0PA f' I PROPOSED S 6" X /S AND 20'X 17 ALUMAWOOD LATTICE COVERS / CITY O F U`1 3" POST WITH 2" X 6112' POST WRAPS I - Q U I I V TA 3"X4?'HE4DER. 2"X6112"RAFTERS@24"o.C., BUILDING & SAFETY DEPT. AND 2' LATTICE SPACED 4" O.C. I APPROVED PPR®VE FOR ONSTRUCTIO 1 I DA I c��f #11 f, ,f m N m -'- GENERAL CONTRACTOR 28810 Broken Arrow Circle, Menifee, CA 92584 760 567-0709 or 951 658-5807 fax 951 652-3508 lic. # 625328 f STEVEN C VALERIE JACKSON 79065 RIVER ROCK ROAD LA QUINTA, CA 92253 'I = = a, � w v M11 o r � m .Ca 4 Amerimax Building Products Patio Cover, Carport and Commercial Structure Engineering 2009 IBC PAGES DRAWING SECTION DESCRIPTION 2 PAGES-_--_-_GN01=2009 -GENERAL NOTES �- GN02-2009 2 PAGES SC01-2009 SOLID PANEL STRUCTURAL CONFIGURATIONS SCO2-2009 ALUMAWOOD STRUCTURAL CONFIGURATIONS 1CPAGE— 1::=::LATTICE;1.0 RAF_TERSPANS EOR'COMMERCIAL_AND.'PATIO STRUCTURES 4VAGE5y — - `LATTICE 2.0 POST SPACINGS FOR LATTICE -PATIO AND COMMERCIAL STRUCTURES IN 90 MPH -WIND AREAS 4 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS 3:P_AGES=LT01=2009'''`_ COMPONENT PARTS -AND CON NECTION'DETAILS FOR -LATTICE STRUCTURES LT02-2009 LT03-2009 2 PAGES 10 PAGES 10 PAGES 4 PAGES 9 PAGES N P01-2009 N P02-2009 NP03-2009 N PO4=2009 C D01-2009 C D02-2009 C D03-2009 CD04-2009 CD05-2009 CD06-2009 CD07-2009 C D08-2009 C D09-2009 SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WIND AREAS SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS COMPONENT PARTS AND CONNECTION DETAILS 7 PAGES M1-2009 MISCELLANEOUS DETAILS M2-2009 FAN BEAM DETAILS CM3=2009`"' "-7_:0_POST.-AND -FASTENER-REQUIREMENTS FOR ALL STRUCTURES M4-2009 7.0 FOOTING AND SLAB ATTACHMENT TABLES M5-2009 7.0 REQUIREMENTS FOR SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS M6-2009 7.0 FORCES ON EXISTING STRUCTURES M7-2009 STRUCTURAL PROPERTIES OF BEAMS, FASCIA, PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS M8-2009 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS r_1 .Vii a�P FCFCAUFO� OCT 20 2011 October 11, 201 � /k ®) � FOR co �®/ ' ' %,9 oq �sr,l/ :1 r. ripN gy Op � • �,4' , [! in 1i'.{ti i 4A' (i wr +"�� may,1(6 * �.+• '"�' per. W � c L' t3 - W nt; .n M Ulf w �� ' i r. �•k � CA lor 40 ,�j `� �� V im9'.r!�� i .yam y � ♦ ♦i' . �r. UAW J,aA MYi �� `\y� ��l,r' l •. ICY •�♦� �,� rp�Q:. Id so Isis fit? '� ,k utibge 100 NIP,�►aaofII au •I " es� �� • t � li felrlr�iitrilgo �...� .r•M ►pp, � , ; e t V 14 5o tn is �Ou �; lfiftltlitti111�1 � i:3C` 4l .wt y:i41i44 i.Q], +s.>- a+h'F..j1. O" `tiJ x >ar - Ysoft 1,7 a " a�. • ``�:;,,��R��iett+r,�� W f '�I rhe Ott. � ifLitWON� as + �M �(. � -.Fir M .,>+- > >+. Ar/}/ �=pyd ,t ��J! - i•v?t� ,�1� To&f1llrt ek '� �"�+J,z„ t� i� � �i i +'n it `�.�/� M1 ,,.s..♦,., � i/ �ty.� ig 4 3y ." � ,� � �� # t � "i t � a�>r .Dish A .�� 7► r. s �� 97 Q � �� • � � o + � � �! � S'�" +mow., ■ �` �~�� x • fa— ,G • r e- r, 00 ION GENERAL NOTES: 1. DESIGNED IN ACCORDANCE WITH THE 2009 INTERNATIONAL BUILDING CODE. 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2005 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE. 3. DESIGN LOADINGS: Ct = 1.2, 1 = 1.0, Ce = 1.0 (ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT AMONG CONIFERS) GROUND SNOW LOAD_ DESIGN,LOAD. 1'0-PSF—LIVE-LOAD ONLY '2O-PSF 20 PSF LIVE LOAD ONLY .25 PSF 21 PSF DESIGN ROOF SNOW LOAD 30 PSF 25.2 PSF DESIGN ROOF SNOW LOAD 40 PSF 33.6 PSF DESIGN ROOF SNOW LOAD 60 PSF 50.4 PSF DESIGN ROOF SNOW LOAD FOR 0.25/12 < SLOPE < 1/12 WIND SPEEDS IN THE 2009 IBC ARE "3 SECOND GUST WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "3 SECOND GUST WIND SPEEDS". FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER A HIGHER Kzt VALUE (ISOLATED HILLS, RIDGES, ESCARPMENTS) WILL REQUIRE HIGHER WIND LOADS AS PER ASCE7-05 SECTION 6.5.7 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. ,N0TE--EXP_OS.URE•B_'SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN AND SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN W/ NUMEROUS CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER) PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. EXPOSURE C: SHALL APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNBROKEN ICE AND OTHER) DO NOT. SEISMIC LOADING MAXIMUM Ss = 150% SHOWN IN 2009 IBC FIGURE 1613.5(1) Ss > 150% ARE NOT REQUIRED AS PER ASCE7-05 12.8.1.3 S1 NOT APPLICABLE TO THESE STRUCTURES SITE CLASS = D BASIC SEISMIC FORCE RESISTING SYSTEM POSTS EMBEDDED INTO FOOTINGS =ORDINARY STEEL MOMENT FRAME >> R = 1.25 POSTS SURFACE MOUNTED = GENERIC SYSTEM >> R= 1.25 ANALYSIS PROCEDURE = EQUIVALENT LATERAL FORCE PROCEDURE THESE ROOFS ARE NOT SUBJECT TO MAINTENANCE WORKERS AND HAVE NOT BEEN EVALUATED FOR A CONCENTRATED 300 LBF LOAD. THE BASIS OF THE DESIGN FORCES ARE IN ACCORDANCE WITH THE BASIC LOAD COMBINATIONS DESCRIBED IN IBC SECTION 1605.3.1 AND NO FURTHER INCREASES ARE PERMITTED FOR PATIO COVERS RESISTING WIND OR SEISMIC FORCES. ICC ESR 1398 (2009 IBC) 10/11/2011 4. THIS ENTIRE ENGINEERING PACKAGE -IS -NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE-.- a. NCLUDE:a. GENERAL NOTES (2 PAGES) b. STRUCTURAL CONFIGURATIONS (1 OR 2 PAGES) c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES FOR SOLID COVER STRUCTURES) OR BOTH (FOR COMBINATION STRUCTURES) d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOAD e. ALL APPROPRIATE DETAILS f. OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY. 5. CONCRETE MIX: Fc=2500, 3000 OR 3500 PSI FOR 28 DAYS IN NEGLIGIBLE, MODERATE, AND SEVERE CONDITIONS AS SHOWN IN FIGURE 1904.3 OF THE 2009 IBC. PATIO STRUCTURES MAY BE ATTACHED TO CONCRETE SLAB WITHOUT FOOTINGS WHEN THE POST LOAD IS 750# OR LESS AND THE FROST DEPTH IS ZERO. 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 AS PER TABLE 1806.2. ALLOWABLE FOUNDATION PRESSURE IS 1500 POUNDS PER SQUARE FOOT. LATERAL BEARING PRESSURE IS 100 PSF/FT AND IS DOUBLED PER IBC SECTION 1806.3.4. THESE DESIGN VALUES DO NOT APPLY TO MUD, ORGANIC SILTS, ORGANIC CLAYS, PEAT OR UNPREPARED FILLS AND MAY REQUIRE FURTHER SOIL INVESTIGATION. THE BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN SNOW/LIVE LOAD AREA OF 25 PSF OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM FOOTING DEPTH IS THE LOCAL FROST DEPTH. 7. 20 PSF AND HIGHER LIVE LOAD STRUCTURES MAY BE USED AS COVERS FOR PARKING OF MOTOR VEHICLES. CARPORTS MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT. 8. AT LEAST ONE HORIZONTAL DIMENSION (PROJECTION OR WIDTH) OF COVER SHALL BE LESS THAN 30'. 9. ALL STEEL SHALL BE GALVANIZED ASTM A-653 G90, A123 G45 OR A153 B-3, PAINTED ASTM A755 OR USE AN APPROVED COATING COMPLYING WITH IBC SECTION 2203.2. 10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 3004H2x MAY BE SUBSTITUTED FOR 3004H3x. Page 2 of 60 OCT 20 2011 GENERAL NOTES: (CONTINUED FROM SHEET NO. 1) 11. STEEL FASTENERS SHALL BE EITHER STAINLESS (3000 SERIES), GALVANIZED OR DOUBLE CADMIUM PLATED. BOLTS SHALL BE ASTM A-307 HOT DIPPED GLAVANIZED, MECHANICALLY GALVANIZED, ZINC ELECTROPLATED, ALUMINIZED OR 300 SERIES STAINLESS STEEL. CONCRETE ANCHOR BOLTS ARE SPECIFIED IN THE DETAILS. ALL WOOD SCREWS MUST COMPLY WITH ANSI/ASME STANDARD B18.6.1 AHD AND AF&PA NDS -05 11.1.4. ALL LAG SCREWS MUST COMPLY WITH ANSI/ASME B18.2.1 AND AF&PA NDS -05 11.1.3. ALL STEEL WASHERS TO BE ASTM F844 W/ DIMENSIONS IN ACCORDANCE WITH ASME 818.22.1, TYPE A. ALL STEEL NUTS TO BE ASTM A563. THE MINIMUM WASHER DIAMETER SHALL BE 1" FOR BOLTED CONNECTIONS. SCREWS AND BOLTS WILL HAVE A MINIMUM EDGE DISTANCE OF 2X FASTENER DIAMETER. 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 U, AND X) MAY BE LOCATED ANYWHERE. 14. ALL SELF DRILLING AND SELF TAPPING SCREWS MUST COMPLY TO ICC- ESR 1730, 2196 OR EQUIVALENT AND USE HEADS W/ DIAMETERS EQUAL TO #8 =16", #10 = a", #12 ='a" AND #14 =.1" OR STEEL WASHERS OF SIMILAR DIAMETER AND AS PER GENERAL NOTE #11 15. STRUCTURES MAY NOT BE ENCLOSED IN ANY MANNER WITHOUT ADDITIONAL ENGINEERING ANALYSIS OR APPROVAL OF THE LOCAL BUILDING AUTHORITY. 16. ALUMINUM SOLID ROOF PANELS ARE CLASS A FIRE RATED AS INDICATED BY THE EXCEPTION #2 IN IBC SECTION 1505.2. 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 6.7. 19. WHEN A SINGLE SPAN ATTACHED UNIT IS ATTACHED TO A WOODEN DECK, THE MAXIMUM DEAD LOAD + LIVE LOAD FROM THE PATIO COVER IS 750 LBS AND THE POST SPACING SHALL NOT EXCEED THAT SPECIFIED FOR ATTACHING TO A CONCRETE SLAB. THE MAXIMUM CONNECTION UPLIFT LOAD IS 1162 LBS FOR 90MPH EXP C WIND SPEED. CONNECTIONS ARE FOR MAXIMUM PATIO ROOF HEIGHTS OF 12 FT FROM GRADE. THE EXISTING DECK STRUCTURE MUST BE ADEQUATE TO SUSTAIN THESE ADDITIONAL LOADS. THE STRUCTURAL ADEQUACY OF THE DECK TO SAFELY SUSTAIN THESE ADDITIONAL LOADS WILL REQUIRE APPROVAL BY LOCAL BUILDING AUTHORITY OR ADDITIONAL ENGINEERING. SEE DETAIL L13, N12 OR AL. CONSTRUCTION OUTSIDE OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. ICC ESR 1398 (2009 IBC) 10/11/2011 20. All structures must comply with one of the following: a. All structures with a roof snow load of 30 psf or less may be built in Seismic Design Category (SDC) A -D up to the maximum Ss noted in General Note #3. b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception #1 do not require additional seismic analysis. c. Structures not complying with (a) or (b) require additional engineering seismic analysis. 21. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS REPORT. 22. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL SPECIFICATIONS MUST BE BASED ON LONGEST ACTUAL SPAN. 23. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER AS PER IBC SECTION 1403.2 AND/OR 1503, WHICHEVER IS MORE STRINGENT. 24. AT LEAST ONE HORIZONTAL DIMENSION OF THE COVER (PROJECTION OR WIDTH) SHALL BE LESS THAN 30' GENERAL NOTES FOR LATTICE STRUCTURES: (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SCO2-2009 AND LT01-2009 THRU LT03-2009.) 1. SEE GENERAL NOTE #3 FOR LIVE AND SNOW LOADS. 2. NOTE INTENTIONALLY LEFT BLANK. 3. SINGLE SPAN ATTACHED LATTICE STRUCTURES THAT DO NOT USE DETAIL L29 MUST COMPLY WITH TABLE L1 AND L2 ON SHEET M5. Page 3 of 60 OCT 20 2011 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 MIN 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINED FOOTINGS SINGLE-SPAN:rATTACHED LATTICEESTRUCTUREf ❑'HANG 01-* PROVIDE 1 1 DRAIN MULTISPAN UNITS REFER TO GENERAL NOTE 22. MIN. ,noN MULTISPAN FREESTANDING cl LATTICE STRUCTURE MAXIMUMRAFTER OVERHANG 00, G� S� IS 25% OF CLEARSPAN LATTICE OVERHANG 36' MAX 24' MAX FOR 30 0y PSF SNOW LOAD OR POST HT. HIGHER 3'x 8'x 12 or 16 GA STEEL 'C' BEAM FORDETAIBEAMBWRAP DETAIL, ATTACHMENT TO MIN 3.5' MIN 3.5' CONCRETE SLAB REQ'/ CONCRETE SLAB MAY BE W/ CONSTRAINED FOOTINGS USED WHERE PERMITTED SEE SCHEDULE FOR SIZE�� J SEE SCHEDULE DETAIL L29 ONLY I W �P .y -d- ES d. ES SEE SCHEDULES"OJ 1 OF PRWEC�� FASCIA 2'x6,625', 3'x8' OR 3'x3' ALUM RAFTERS HEADER MAX. MAX COVER PANEL LATTICE: OVERHANG SPACPNG SEE DETAIL L3 /youMIN 3,5' CONCRETE ' ti 661 MIN 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINEDB �`�SF�Yps/FF0 •d REQ'D W/ CONSTRAINED FOOTINGS FOOTINGS RAFTER SPAN R SPAN) OR MORE SPANS —2'x6.625', 3'x8' OR 3'x3' ALUM. RAFTERS m SEE SCHEDULE FOR FOOTING SIZE 'd' 'd' I L a SINGLE SPAN FREESTANDING �� L PLACE 3/8' OX 9' SINGLE SPAN ATTACHM CAM LMM SIRIICTURE LATTICE STRUCTURE VERHANG FREESTANDING STRUCTURE ATTACHED STRUCTURE ICC ESR 1398 (2009 IBC) 10/11/2011 TRIBUTARY WIDTH (TW) DIAGRAM TW Page 5 of 60 SEE SCHEDULE FOR SIZE DETAIL L29 ONLY OF CLEAR SPAN i " VIL ��\. FCFCALIFC� OCT 20 2011 LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 0.024"x2"x6.625" Rafter (Multispan) 0.032"x2"x6.625" Rafter (Multispan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (psf) (in) 90 100 105 110 10 24" 7'-4" 7'-4" 6-10" 6'-4" LIVE 20" 8'-5" 8'-4" 7'-9" 7* -3" 20 16" 9'-9" 9'-8" 9'-0" 8'-5" LIVE 12" 11,_9" 11'-6" 10'-9" 10--1" 20 24" 4'-4" 4'-4" 4'-4" 4'-4" LIVE 20" 5'-0" 5'-0" 5'-0" 5'-0" 30 16" 5-11" 5'-11" V-11" 5--11" 12" 7'-4" 7'-4" 7'-4" 7'-4" 25 24" 4'-2" 4'-2" 4'-2" 4'-2" 20" 4'-10" 4'-10" 4'-10" 4'-10" E40 60 16" 5'-9" 5'-9" 5--9" 5'-9" 12" 7--1" 7--1" 7--1" 7'-1" 30 24" 3'-7" 3'-7" 3'-7" 3'-7" 20" 4'-2" 4'-2" 4'-2" 4'-2" 161, 51-01, 51-01, 51-0., 5.-0" 12" 6'-3" 6'-3" 6'-3" 6'-3" 40 24" 2'-9" 2'-9" 2'-9" 2-9" 20" 3'-3" 3-3" 3'-3" 3'-3" 16" T-11" 3'-11" 3'-11" T-11" 12" 5.-011 51-01, 51-01, 7'-8 60 24" 1'-11" 1'-11" Tiv 11- 20" 2'-3" 2'-3" 2'-3" 2'-3" 16" 2'-9" 2'-9" 2'-9" 2'-9" 1 1 12" T -T' 1 3'-7" 1 3'-7" T-7" Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (pso in 90 100 105 110 10 24" 10'_11" 10'-11:' 10'-11" 10'-8" LIVE 20" 12'-3" 12'-3' 12!-3" 11'-10" 20 16" 14'_1" 14'-1" 14--1" 13'-4" LIVE 12" 16'-8" 16'-8" 16'-3" 15'-5" 20 24" 6'-8" 6'-8" 6'-8" 6'-8" LIVE 20" 7'-8" 7'-8" 7'-8" 7'-8" 30 16" 91-01, 91-01, 91-01, 91-01, 12" 10'-11" 10'-11" 10!-11" 10'-11" 25 24" 6'-5" 6'-5" 6'-5" 6'-5" 20" 7'-5" 7'-5" 7'-5" 7'-5" E40 60 16" 8'-8" 8'-8" 8'-8" 8'-8" 1 12" 10--7"1 10'-7" 10'-7" 10--7"1 30 24" 5'-7" 5'-7" 5'-7" 5'-7" 20" 6'-5" 6'-5" 6'-5" 6'-5" 16" 7'-8" 7'-8" 7'-8" 7'-8" 12" 9'-4" 9-4" 9'-4" 9'-4"_ 40 24" 4'-5" 4'-5" 4'-5" 4'-5" 20" 5'-2" 5'-2" 5'-2" 5'-2" 16" 6'-2" 6-2" 6'-2" 6'-2" 1 7-8 7'4' 7'-8" 7'-8 60 24" 3--1" 3--1" 3--1" 3--1" 20" 3'-8" 3'-8" 3'-8" 3'-8" 16" 4'-5" 4-5" 4'-5" 4'-5" 1 1 12" 5'-7" 5!-7" 5'-7" 5'-7" INGLE SPAN TABLES Span). 0.032"x2" Ground Rafter Rafter Wind Speed and Exposure Snow Load Spacing Exp C (ps in 90 100 105 110 10 24" 8'-8" 7'-5" 6'-10" 6'-4" LIVE 20" 9--9" 8'-4" 7'-9" 7--3" 20 16" 11--2" 9'-8" 9'-0" 8'-5" LIVE 12" 13'-2" 11'-6" 10'-9" W -l" 20 24" 5'-2" 5'-2" 5'-2" 5'-2" LIVE 20" 6'-2" 6'-2" 6'-2" 6!-2" 30 16" 7'-8" 7'-8" 7'-8" 7'-8" 12" 10'-2" 10'-2" 10'-2" 10--1" 25 24" 4'-11" 4'-11" 4'-11" 4--11" 20" 5'-10" V-10" V-10" V-10" E40 60 16" 7'-4" 7'-4" 7'-4" 7'-4" 12" 9.4. 9.-91. 9.-9" 9,-9., 30 24" 4--1" 4--1" 4--1" 4--1" 20" 4'-11" 4'-11" 4'-11" 4'-11" 16" 6--1" 6--1" 6--1" 6--1" 12" 8--1" 8--1" 8--1" 8'-1" 40 24" 3--1" 3--1" 3--1" 3--1" 20" 3'-8" 3'-8" 3'-8" 3'-8" 16" 4'-7" 4'-7' 4'-7" 4'-7" 12" 6--1" 6'-1.. 6.-1,. 6'-1" 60 24" 2'-0" 2'-0" 2'-0" 2'-0" 20" 2'-5" 2'-5" 2--5" 2'-5" 16" 3--1" 3--1" 3--1" 3--1" 1 1 12" 4--1" 4--1" 4--1" 4--1" FABLE 1.6 TABLE 1.2 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (pso in 90 100 105 110 10 24" 13'-7" 12'-0" 11,-4" 10'-8" LIVE 20" 15'-0" 13'-3" 12'-6" 11--10" 20 16" 16'-10" 14'-11" 14'-1" 13'-4" LIVE 12" 19'-5" 17'-3" 16'-3" 15'-5" 20 24" 8'-10" 8'-10" 8'-10" 8'-10" LIVE 20" 10'-6" 10'-6" 10'-6" 10'-6" 30 16" 12'-3" 12'-3" 12'-3" 12'-3" 12" 14'-1 14--1" 14--1" 14--1" 25 24" 8'-5" 8'-5" 8'-5" 8!-5" 20" 10'-1" 10'-1" 101-11, 101-11, E40 60 16" 11'-11" 11,-11" 11'-11" 11--11" 12" 13'-9" 13'-9" 13'-9" 13'-9" 30 24" 7!-0" 7'-0" 7'-0" 7'-0" 20" 8'-5" 8'-5" 8'-5" 8'-5" 16" 10%6" 10'-6" 10'-6" 10'-6" 12" 12'-7" 12'-7" 12'-7" 12'-7" 40 24" 5'-3" 5'-3" 5'-3" 5'-3" 20" 6'-4" 6'-4" 6'-4" 6'-4" 16" 7!-10" 7'-10" 7'-10" 7'-10" 12" 10%6" 10'-6" 10'-6" 10'-6" 60 24" 3'-6" 3'-6" 3'-6" T-6" 20" 4'-2" 4--2" 4'-2" 4'-2" 16" 5'-3" 5'-3" 5'-3" 5'-3" 1 1 12" 1 T -O" 7--0" 7--0" 7'-0" TABLE 1.7 0.040'W"4.625" Rafter (Multispan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (psf) (in) 90 100 105 110 10 24" 14'-6" 14'-6" 14'-6" 14'-5" LIVE 20" 16'-2" 16'-2" 16'-2" 15'-10" 20 16" 18'-5" 18'-5" 18'-5" 17'-8" LIVE 12" 21'-7" 21'-2" 20'-5" 19* -10" 20 24" 9'-2" 9'-2" 9'-2" 9'-2" LIVE 20" 10'-5" 10!-5" 10'-5" 10'-5" 30 16" 12'-1" 12'-1" 12'-1" 12'-1" 12" 14,4' 14'-6" 14'-6" 14!-6" 25 24" 8'-11" V-11" 8'-11" 8'-11" 20" 10'-1" 10'-1" 101-11, 101-11, E40 60 16" 11-9" 11,_9" 11'-9" 11,_9„ 12" 14--1" 14--1" 14--1" 14--1"I 30 24" 7'-9" 7'-9" 7'-9" 7'4' 20" 8* -11" 8'-11" 8'-11" 8'-11" 16" 10-4" 10'-4" 10'-4" 10'-4" 12" 12'-6" 12'-6" 12'-6" 12'-6" 40 24" 6'-3" 6'-3" 6'-3" 6'-3" 20" 7'-2" 7'-2" 7'-2" 7'-2" 16" 8'-6" 8'-6" 8'-6" 8'-6" 12" 10'-4" 10'-4 10-4 10'-4" 60 24" 4'-6" 4'-6" 4'-6" 4'-6" 20" 5'-3" 5-3" 5'-3" 5'-3" 16" 6'-3" 6-3" 6'-3" 6'-3" 1 1 12" 1 7'-9" 7'-9" 7'-9" 7'-9" TABLE 1.3 0.042"x3"x8" Rafter (Multispan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (PS9 in 90 100 105 110 10 36" 12'-6" 12'-6" 12'-6" 12'-6" LIVE 32" 13'-6" 13'-6" 13'-6" 13'-6" 20 24" 16'-2" 16'-2" 16'-2" 15'-10" LIVE 16" 20'-7" 20'-7" 20'-5" 19'-4" 20 36" 7'-7" 7'-7" 7'-7" 7'-7" LIVE 32" 8'-4" 8'-4" 8'-4" 8'-4" 30 24" 10'-3" 10'-3" 10'-3" 10'-3" 16" 13!-6" 13'-6" 13'-6" 13'-6" 25 36" 7'-4" 7'-4" 7'-4" 7'-4" 32" 8'-0" 8'-0" 8'-0" 8'-0" E40 60 24" 9'-11" 9'-11" 91-111, 9'-11" 16" 13'-1" IT -l" 13--1" 13--1" 30 36" 6'-4" 6'-4" 6'-4" 6'-4" 32" 6'-11" 6'-11" 6'-11" 6'-11" 24" 8'-8" 8'-13" 8'-8" 8'-8" 16" 11'-7" 11,_7, 11'-7" 15'-10" 40 36" 5'-0" 5'-0" 5'-0" _1= 5'-0" 32" 5'-6" 5'-6" 5'-6" 5'-6" 24" V-11" 6'-11" 6'-11" 6--11" 16" 9'-5" 9'-5" 9-5 1 9 -5' 60 36" 3'-6" T-6"- 5'-4" 6" 32" T-11" T-11" 3�'161 3� 11" 24" 5'-0" 5'-0" 5'-0" 5'-0" 1 1 16" 6'-11" V-11" 6'-11" 16'-11" TABLE 1.4 NOTE: RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (psf) in 90 100 105 110 10 24" 17'-9" 16'-0" 15'-2" 14'-5" LIVE 20" 19'-1" 17!-7" 16'-8" 15'-10" 20 16" 20'-6" 19'-5" 18'-7" 17'-8" LIVE 12" 22-7" 21'-2" 20'-5" 19'-10"1 20 24" 12,-8" 12'-8" 12'-8" 12'-8" LIVE 20" 13'-10" 13'-10" 13'-10" I3'-10" 30 16" 15'-5" 15'-5" 15'-5" 15!-5" 12" 17--9" 17'-9" 17'-9" 17'-9" 25 24" 12:4" 12'-4" 12'-4" 12'-4" 20" 13'_6„ 13'-6" 13'-6" 13'-6" E40 60 16" 15'-1" 15'-1" 15--1" 15--1" 12" 17'-4" 17'-4" 17'-4" 17-4"1 30 24" 10'-7" 10'-7" 10'-7" 10'-7" 20" 12'-4" 12'-4" 12'-4" 12'-4" 16" 13!-9" 13'-9" 13'-9" 13'-9" 12" 15'-10" 15'-10" 15'-10" 15'-10" 40 24" 7'-11" 7'-11" 7'-11" 7'-11" 20" 9'-6" 9-6" 9'-6" 9'-6" 16" 11'-10" 11'-10" 11'- 10" 11--10" 12" 13'-9" 13'-9" 13'-9" 13'-9" 60 24" 5'-4" 5'-4" 5'-4" 5'-4" 20" 6'-4" 6'-4" 6'-4" 6'-4" 16" 7'-11" 7'-11" 7'-11" 7'-11" 12" 1 10'-7" 1 10'-7" 10'-7" 10'-7" TABLE 1.8 ICC ESR 1398 (2009 IBC) 10/11/2011 Page 6 of 60 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (psf) (in) 90 100 105 110 10 36" 16'-2" 14'-4" -6 13'" 12'-9" LIVE 32" 17'-2" 15'-3" 14'-5" 13'-7" 20 24" 19'_11" I7-8" � 16'-9" 15-10" LIVE 16" 24'-2" 21'-7" 20'-5" 19-4- 20 36" 9,-8,. 9.4. 91-81, 91-81, LIVE 32" 10'-10" 10--10" 10'-10" 10'-10" 30 24" 14-4- 14'-4" 14'-4" 14'-4" 16" 17'-5" 17'-5" 17'-5" 17'-5" 25 36" 91-3" 9'-3" 9'-3" 9'-3" 32" 10,-4" 10'-4" 10-4- 10'-4" E40 60 24" 13 3-9" 13'-9" 13'-9" 13'-9" 16" 17!-0" 17'-0" 17'-0" 17'-0"l 30 36 7'-8-- 7'-8" 7!-8" 7!-8" 32 8'-8" 8'-8" 8'-8" 8'-8" 24" 11'-6" 11'-6" 11--6" 11--6" 16" 15'-7" 15'-7" 15'-7" 15'-7" 40 36" 5:-9" 5'-9" 5'-9" 5'-9" 32" 6-6" 6'-6" 6'-6" 6'-6" 24" 8'-8" 8'-8" 8'-8" 8'-8" 16" 12,_11.. 12,_11„ 12'-11"112'-11" 60 36" T-10" 3'-10" 3'-10" 3'-10" 32" 4'-4" 4'-4" 4'-4" 4'-4" 24" 5* -9" 5'-9" 5'-9" 5'-9" 16" 8'-8" 8'-8" 8'-8" 8'-8" TABLE 1.9 3"x3" Rafter @?6" o/c (Multispan or Single) Ground Rafter Wind Speed and Exposure Snow Load Gauge Exposure C (pso in 100 110 120 130 10 0.024" 12'-7" 12'-3" 11,_2" 10,_3" LIVE 0.040" 16'-6" 16'-6" 16'-3" 15'-4" 20 0.024" 8'-7" 8'-7" 8'-7" 8!-7" LIVE 0.040" 13'-1" 13--1" 13--1" 13--1" 25 0.024" 8-5" 8'-5" 8'-5" 8'-5" 0.040 12,-10" 12'-10" 12'-10" 12'-10" 30 0.024" 7'-6" 7'-6" 7'-6- 7'-6" 0.040" 12'-0" 12'-0" 12'-0" 12'-0" 6'-4" 6'-4" 6-4-1 6'-4' 0.040.. 0 0.. oi 10'-3" 10'-3" 10'-3" 10'-3" E40 60 fiO.024" 0.024". 4'-11:' 4'-11" 4'-11" 4--11" 0.04dOW-1' 8'-1' 8'-1" 1 8'-1" 1 TABLE 1.5 Amerimax Building Products 5208 Tennyson Parkway Piano, Texas 76024 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 cariputnam(a)comcast.net RAFTERS O/C SPACING MAY BE DOUBLED IF THE RAFTERS ARE DOUBLED UP TO 48" OIC OCT 20 2011. I ATTIrC rnt/CD 9 n oneT CDArIMCc CnD DATIn AMIN rn MMCQr1Al rnucoc On Mow Wlun AOPAC 90 MPH EXPOSURE C 0.042"x3"x8" Box Beam Detail L1 Double 0.042"x3"x8" Detail L12 Double 0.040"x2"x6.625" Detail L12 11'-10" 0.042"x3"x9' Box Beam Detail L1 Double 0.042"xWW' Detail L12 Double 0.040"x2"x6.625" Detail L12 TABLE 2.1 A Attached single Freestanding or gaacned single Freestanding or Attached Freestanding or TABLE 2.1 nacnetl Single Freestanding or Attached Single Freestanding or nticned Single Freestanding or 26 14'-10" S an structure Multispan Units Spanstructure Multis an Units Structure Mullis an Units 21 Span Structure Mullis an Units span structure Multis an Units span structure IMultispan Units GROUND TRIB MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH GROUND TRIG MAX POST MAX MAX POST LENGTH MAX MAX POSTLENGTH MAX MAX POST LENGTH SNOW WIDTH POST REO'D -POST MIN FOOTER • 6 I 10' I 12' POST ' 'M ' IN FOOTER 8' I 10' I 12' POST MIN FOOTER V I 10' I 12' SNOW WIDTH POST REO POST MIN FOOTER S' I IT I 1Y POST MIN FOOTER 8' I 10' I 12' POST MIN FOOTER 8' I 10' I 12' LOAD (FT) SPACING FOR SPACINGPOST SIZE CONSTRAINED FOOTE SPACIN POST .SIZE CONSTRAINED FOOTE SPACING POS SIZE CONSTRAINED FOOTERLOAD (FT) SPACING FOR SPACIN POS SIZE CONSTRAINED FOOTERSPACIN POST SIZE CONSTRAINED FOOTERSPACINGPOS SIZE CONSTRAINED FOOTER (PSF) ON SLAB SLAB (FT) TYPE "d" -'d" "d" "d" (FT) TYE "tl" 'd" "d" "d" (FT) TYPE "tl" 'tl' "tl' "d" (PSF) ON SLAB SLAB (FT) TYPE "d" "cr "d" "d" I-) TYPE "Cr -d- "d "d" (FT) TYPE "d" "d" 'd" FT 25 in in N (in in (in) in C. (in in) in in FT (in) in ) (In) I.(Irl) (in) III (in) (in) in (in) In 90 MPH EXPOSURE C 20 3 11'-10" A 9'-1" A 17 23 25 26 14'-10" B 21 26 27 29 13'4" 8 20 24 26 27 LIVE 3.5 10'-7 A B'-2" A 18 23 24 26 13'-7" B 21 25 27 28 1741" B 20 24 25 27 4 4 B'-11" A 7'1" A 18 22 24 25 17-7" C 21 25 26 28 1115" B 21 23 25 26 4.5 4.5 7'-11" A 6'-11" A 18 22 23 25 11'-9" C 22 24 26 27 10'-8" B 21 23 25 26 5 5 T -V A 6'-5" A 18 22 23 24 111-0" C 22 24 26 27 10'4" C 21 23 24 26 5.5 5.5 8151 A 5'-11" A 19 21 23 24 10'5" C 22 24 25 27 9'S" C 22 22 24 25 8 6 5'-11' A 5'-7" A 19 21 23 24 9'-10" C 23 24 25 26 9'-0" C 22 22 24 25 6.5 6.5 5'-5" A 5'41' A 19 21 22 24 91S" C 23 23 25 26 8'-7" C 22 22 24 25 7 7 5'-1" A 6-91 A 19 21 22 23 8'-11" C 23 23 25 26 8'41" C 22 22 23 25 7.5 7.5 4'-8" A 4'1" A 19 20 22 23 8'-7' C 23 23 24 26 7'-10" C 23 23 23 25 8 8 4'4" A 4'-5" A 19 20 22 23 Ir 2" C 23 23 24 26 7'-7" C 23 23 23 24 8.5 8.5 4'1- A 4'1" A 19 21 22 23 7'-10" C 24 24 24 25 7'41" C 23 23 23 24 9 9 T-11" A Y-11" A 19 21 22 24 7'-7" C 24 24 24 25 T-0" C 23 23 23 24 8.5 9.5 3'9" A 3'9" A 19 21 22 24 7'41" C 24 24 24 25 6'-9" C 23 23 23 24 10 3'S' A 3'S" A 19 21 23 24 7'-0' C 24 24 24 25 6'-7" C 23 23 23 24 GENERAL 11 3'•2' A 3'-Y A 19 22 23 24 6'-7" C 24 24 24 25 e' -Y C 24 24 24 24 90 MPH EXPOSURE B 25 3 9'-7" A e'-9" A 15 21 22 24 14'-5" C 18 23 25 26 13'-0" C 18 22 23 25 27 3.5 8'•2" A 7'-11" A 16 21 22 23 13'41" C 1g 23 24 26 11'-11" C 18 22 23 24 26 4 7'•Y' A T-3" B 16 20 22' 23 1741" C 19 23 24 25 1VA.' C 18 21 23 24 26 4.5 8'4" A 6'S" B 16 20 21 23 11'5" C 19 22 24 25 10'5' C 19 21 22 24 26 5 5'-9" A 6'-7' B 16 20 21 22 10-9" C 20 22 23 25 9'9" C 19 21 22 23 25 5.5 5'-2' A 5'9" B 18 19 21 22 10'-1" C 20 22 23 24 g'-3' C 19 21 22 23 25 8 4'-9" A 5'-5" B 17 19 21 22 9'-7" C 20 21 23 24 8'9" C 19 20 22 23 25 6.5 4'S' A 6-1" B 17 19 20 22 9'-1" C 20 21 23 24 814" C 20 20 21 23 25 7 4'-1" A 4'-9" 8 17 19 20 21 81S" C 20 21 22 24 1'-0" C 20 20 21 23 25 7.5 T-10" A 4'1" 8 '17 19 20 21 8'41" C 21 21 22 23 7'1" C 20 20 21 22 24 8 3'-7" A 4'4" B 17 19 20 21 7'-11" C 21 21 22 23 714" C 20 20 21 22 24 8.5 3'4" A 4'1" 8 17 19 20 21 T-7" C 21 21 22 23 T-1" C 20 20 21 22 24 9 T-2" A 3'-9" B 17 19 20 22 7'4" C 21 21 22 23 V -1e' C 20 20 21 22 24 8.5 3'-0" A :1`9" B 17 19 21 22 7'-1' C 21 21 22 23 6'-7" C 21 21 21 22 90 MPH EXPOSURE C 25 3 9'4" A 8'-9" A 17 23 25 26 14'5" C 20 26 27 29 13'-0' C 20 24 26 27 3 3.5 8'-2' A T-11" A 18 23, 24 25 13'41" C 21 25 27 28 11'-11" C 20 24 25 26 3.5 4 7'-7' A 7'-3" 8 18 22 24 25 17-3" C 21 25 26 28 11'-1" C 21 23 25 26 4 4.5 64" A 61S" 8 18 22 23 25 1115" C 22 24 26 27 1015' C 21 23 24 26 4.5 5 5'-9" A 6'-7' B 18 21 23 24 10'-9" C 22 24 26 27 819" C 21 23 24 25 5 5.5 S-2' A 5'9" B 18 21 23 24 10'-1" C 22 24 25 27 841- C 22 22 24 25 5.5 6 4'9" A 5'-5" B 19 21 22 24 9'-7" C 22 23 25 26 8'9" C 22 22 24 25 6 6.5 4'1" A 5'-1" B 19 21 22 24 9'-1" C 23 23 25 26 8'4" C 22 22 23 25 8.5 7 4'-1' A 4'-9" B 19 20 22 23 81S" C 23 23 24 26 8'1" C 22 22 23 25 7 7.5 T-10" A 4'1" B 19 20 22 23 841- C 23 23 24 26 7'1" C 22 22 23 24 B T-7" A 4'-3" B 19 20 22 23 T-11" C 23 23 24 25 T4" C 23 23 23 24 8.5 314" A 4'1" B 19 21 22 23 T-7- C 23 23 24 25 T-1- C 23 23 23 24 9 3'-7' A 319" 8 19 21 22 24 7'4" C 24 24 24 25 V-10" C 23 23 23 24 9.53'-0' A 3'-7" B 19 21 22 24 7'-1' C 24 24 24 25 6'-T C 23 23 23 24 10 2'•10" A 3'4" B 19 21 23 24 6'-10' C 24 1 24 24 25 611' C 23 23 23 24 GENERAL INSTRUCTIONS FOR THESE TABLES 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN) 4. CHOOSE A RAFTER FROM SECTION 1.0 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 6. CHOOSE A HEADER FROM TABLE 2.1 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 2.1 90 MPH EXPOSURE B 60 3 4'-1" A I.,. B 13 19 20 21 81S" C 15 21 22 24 8'-0' C 15 20 21 23 3 3.5 31S" A 4'-1" B 13 18 20 21 TAW C 16 21 22 23 T-3" C 15 20 21 22 3.5 4 3'-0" A T-7" 8 13 18 19 21 7'-2" C 16 20 22 23 61S" C 15 19 21 22 4 4.5 75" A 3'-2" B 13 18 19 20 6'-7" D 16 20 21 23 6'-2" C 16 19 20 22 4.5 5 YS" A 7-11" B 13 17 18 20 6'-1' D 16 20 21 22 5'-9" C 18 19 20 21 5 5,5 Y-2" A 7-7" B 13 16 19 20 51-8" D 18 19 21 22 514" D 16 19 20 21 5.5 6 7-0" A 75" B 13 18 19 20 V-3' D 18 19 20 22 5'-0" D 18 18 20 21 6 6.5 1'-10" A 7-2" B 13 18 19 21 4'-11" D 16 19 20 22 4'9" D 16 16 20 21 8.5 7 1'9" A T-1" B 13 18 20 21 4'S' D 17 19 20 21 4'S" D 16 18 20 21 7 7.5 1'-7" A 1'•11" B 13 18 20 21 4'-5" D 17 19 20 21 4'-3" D 18 18 20 21 8 1'1" A 1'-9" B 13 19 20 21 4'-Y D 17 19 20 21 4'-1" D 17 18 20 21 8.5 1'5" A 1'-0' B 13 19 20 21 4'-0" D 17 19 20 21 T-10" D 17 19 20 2/ TABLE 2.3 Post Requirements for Attached Sln le Sp an Structures tlU MYM t _buMt 1 0.042"x3"x8" Aluminum Post 11 B OVER- 0.024"Post with Side fates 12' B TABLE2:2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES Vt Clover 0.030'X3"x3"Alum 11' HANG L11 Clover 0.040'X3"x3"Alum 12' B PROJECTION OF'SINGLESPAN STUCTURES F Colonial 0.062" ExWded_,- 12' 60 3 4'-1" A 4'-9" B 14 20 22 23 81S" C 17 23 24 26 8'-0" C 17 22 23 25 7' 3.5 3'S" A 4'-1" B 14 20 21 23 TA V C 18 22 24 25 7'-3" C 17 21 23 24 11.5' 4 3'-0" A 3'-T' 8 14 19 21 22 7'•Y C 18 22 24 25 8151 C 17 21 22 24 8.5' 4.5 75" A T-2" B 14 19 21 22 6'-T' D 18 22 23 25 6'-2' C 18 21 22 24 13' 5 2'5" A 7-11" B 14 19 20 22 6'-1" D 18 2123 13' 24 5'-9' C 18 20 22 2 3 5.5 7.2" A 7-7" B 14 19 21 22 S 5'" D 18 21 23 24 5'4' D 18 20 22 23 6 7-0" A 75" B 14 19 21 22 51-Y D 18 21 22 24 5'-0" D 18 20 21 23 8.5 V-10" A 7-2' B 14 20 21 22 4'-11" D 19 21 22 23 4'-9" D 18 20 21 23 7 1 V-9' I A 1 2'-1" 1 B 1 14 1 20 1 21 1 23 11 4'S" D 1 18 1 20 1 22 1 23 11 4'S' 1 D 1 18 1 20 1 21 1 23 TABLE 2.3 Post Requirements for Attached Sln le Sp an Structures Amerimax Building Products Post Description Max POST Detail H t Code 0.042"x3"x8" Aluminum Post 11 B OVER- 0.024"Post with Side fates 12' B TABLE2:2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES Vt Clover 0.030'X3"x3"Alum 11' HANG L11 Clover 0.040'X3"x3"Alum 12' B PROJECTION OF'SINGLESPAN STUCTURES F Colonial 0.062" ExWded_,- 12' C AE FT ( i 8'r '-9"•^ 10' 11' 12' 13' 14' 15' 16' 1T 18' 19' tV20' *A21' 22' 0. 4' 4:5'- 5' 5.51 6' 6.5' 7' 7.5' B' 8.5' ' 9' 9.5' • 10' 10.5' 11' a S' S.5' 6' 6.5' 7' . T V 8' 8.5' 9' 9.5' 10' 10.5' 11' 11.5' 5' 51 S.5' 6' 6.5' 7' 7 .5' 8' 8.6 9' 9.5' 10' 10.5' .11' ; 11.5' 17 3' 5.5' 6' 6.5' 7' 7.5' 8' 8.5' 9' 9.5' 10' 10.5' 11' 1i.5' 17 12.5' 4' 6' 6.5' 7' 7.5' S' 8.5' 9' 9.5' 10' 10.5' 11' 11.5' 12' 12.5' 13' 5' 6.5' 7' 7.5' B' 8.5' 9' 9.5' 10' 10.5' 11' 11.5' 17 12.5' 13' 13.5' TABLE 2.3 Post Requirements for Attached Sln le Sp an Structures Amerimax Building Products Post Description Max POST Detail H t Code 0.042"x3"x8" Aluminum Post 11 B L1 0.024"Post with Side fates 12' B L24 Clover 0.030'X3"x3"Alum 11' B L11 Clover 0.040'X3"x3"Alum 12' B L11 Colonial 0.062" ExWded_,- 12' C AE 0.04T'x3"x3" Steel Clover _ ". 12' D L11 . 0"041"x3"x3" Steel Clover B' -E_; -1:11- 3/16"x3"x3" Steel Square 15' 1 H I L21 1/4'"'x3"x3" Steel S uare 15' I L21 3/16"x4"x4" Steel S uare 15' J L21 1/2"x4"x4" Steel Square 1 15' 1 K L21 TABLE 2.4 Post Requirements for Freestanding Structures or Multispan Attached Structures ' Post Description Maximum I Max I POST Footing Heiaht Code Detall # TABLE 2.1 AND 2.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amerimax Building Products FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 6208 Tennyson Parkway 9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 Plano, Texas 75024 10. USE THE APPROPRIATE DETAILS (1.1-1.29). DETAILS MAY REQUIRE POST TO UPGRADED. 11. ALL LATTICE NOT USING DETAIL L29 MUST COMPLY WITH TABLES L1 AND L2 ON SHEET M5 Carl Putnam, P. E. FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN 3441 Ivylink Place SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.1 Lynchburg, VA 24503 SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carloutnam0comcast.nel SLAB 9. FOLLOW 9-11 FROM ABOVE SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES ICC ESR 1398 (2009 IBC) 10/11/2011 Page 8 of 60 OCT 20 2011. 4 ,20 /?< /;7 ` LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS 90 MPH WIND AREAE' � 12 Ga 3"x8" Steel C Beam Detail L18 . -1 16 Ga 3"x8" Steel C Beam Detail Ll 8) Double 12 Ga Yxil" Steel C Detail L8 12 Ga 3'X8" Steel C Beam Detail L18 16 Ga 3'x8" Steel C Beam Detail L18 Double 12 Ga 3'x8" Steel C Detail 1.8 TABLE 2.6 -- Attached single Freestanding orAttached Single Freestanding or' Attached Single Freestanding or TABLE 2.6 Attac Sd Single Freestanding or Attached single Freestanding or Attached single Freestanding or Span Swoure Multis an Units s en structure Multis an Units sen structure Multis an Units .,an truaure Multis an Units sen Swctum Multis an Units Span structure Mullis an Units GROUND TRIG MAX POST MAX MAX POST LENGTH 77X MAX POST LENGTH MAX MAX POST LENGTH GROUND TRIG MAX I POSTLENGTH MAX MAX POST LENGTH MAX MAXPOSTLENGSNOW WIDTH POST REO'D POST MIN FOOTER 8' 12' I 15' POSTS MIN FOOTER 8' I 12' I 15' POST MIN FOOTER 8' I 12' ' 15' SNOW WIDTH POST REO'POST MIN FOOTER 8' I 12' I 15' POST MIN FOOTER it 17 15' POST MIN FOOTER 8' ' 12' 1 15'LOAD (FT) SPACING FOR SPACIN POST SIZE CONSTRAINED FOOTE SPACIN POST 812E CONSTRAINED FOOTE SPACING POS 812E CONSTRAINED FOOTE LOAD (FT) SPACING FORSPACIN POS SIZE CONSTRAINED FOOTE SPACIN POST SIZE CONSTRAINED FOOTE SPACING POS SIZE CONSTRAINED FOOTE(PSF) ONBLABSLAB (F7) TYPE 'd" 'd' 'd' 'd' (FT) TVPE "T 'd" 'd' 'd' (FT) TYPE 'd' 'd' 'd" "d" (PSF) ON SLAB SLA(FT) TYPE 'd' "d' 'd' 'd' (FT) TYPE 'd' 'd' (FT) TVP -d- "d' 'd' "d" _ FT In in in (in) in in in in in In (in) in FT) (in in) (ln in (in In) (in In in In (in in 90 MPH EXPOSURE B 90 MPH EXPOSURE B ' r10 hLIVE 5 5.5 13'-7" 12' 4" A A 30147' 29'-9' C D 27 28 28 28 31 31 13'-0" 20'1" =19'-0"t C C 24 24 25 25 28 28 301-0 30'-0" 301-0" C D 27 28 27 28 28 29 LIVE LIVE 8 11'4" A 28'-11" D 29 29 30 C -1T -Y1" C 25 25 27 D 301-0" D 29 29 29 6 5'-11• A 6.5 101-9" A 28'-2' D 29 29 30 2 1 17'-0' C 25 25 27 29 301-0" D 30 30 30 A 19'-3" 7 914" A 27'-1" D 30 30 30 29 16'-2" C 25 25 27 29 301-0" D 31 31 31 18'4" D 7.5 9'-1' A 26'-0' D 30 30 30 24 15'-5" C 25 25 27 30 30'-0" D 31 31 31 D 26 8 8'S" A 25'-1" D 30 30 30 25 14'-9" C 25 25 26 31 30'-0" D 32 32 32 27 27 8.5 8'-0' A 24'-2' D 31 31 31 26'-3" 14'-1" C 26 26 26 24 301-0' 0 33 33 33 27 27 9 7'S" A 23'5" 0 31 31 31 E 13'-7" C 26 28 28 9 3'-11' 3014Y" D 33 33 33 27 28 9.5 7'-2' A 27-8" D 31 31 31 32 13'-1" C 26 26 28 A 301-0' D 34 34 34 28 7'-1" 10 V-9" A 274" D 31 31 31 32 17-7" C 26 26 28 14'-7" 30'-0" D 35 35 35 6'S' C 10.5 6'-5" A 21'4• D 31 31 31 32 17-1' C 26 26 26 D 29'-101' D 35 35 35 C 21 -11- e'-2" A . 2018• ID 32 32 32 33 11'-7' C 26 26 26 28 2915' 0 36 36 36 21 21 =11[5- 5'-11' A 20'-2" D 32 32 32 27 11'-1' C 26 26 26 28 29'-1" E 36 38 36 21 23 12 51S" A 195" D 32 32 32 12 2%11' 10'-7• C 28 26 26 28 28'-9' E 38 36 36 23 24 13 5-2" A 18'5" D 3232 38 32 A 9'-10' C 26 26 26 28 28'-1" E 37 37 37 25 22'-2" 14 4'-10" A 17'-10' D 33 33 33 1115" 9'-1" C 26 28 28 4'-10" 27'5" E 38 38 38 21'-5" E 15 4._60* 'S A 1T-1' D 33 33 33 D e'S' C ZB 28 Ze C 26'-10' E 38 38 38 E 35 Pn MPH FY Pl1CI r 1 17'-1" 1 D 1 37 37 37 8'S' 1 C 1 29 1 28 1 29 25'-9' E 42 42 42 10 5 13'-7" A 29'5" C 31 31 33 13'-0" 20'-3" C 27 28 31 301-0 30'-0" C 31 31 32 LIVE LIVE 5.5 12'4" A 28'-7' C 31 31 33 C 191-0" C 27 27 30 D 301-0" D 32 32 32 6 5'-11• A 6 11'4' A 273" D 32 32 33 2 1 1T-11" C 28 28 30 29 301-0" D 33 33 33 A 19'-3" 6.5 1015" A 27'-0" D 33 33 33 29 171-0" C 28 28 30 29 301-0" D 34 34 34 18'4" D 7 91-8" A 264" D 33 33 33 24 18'-2" C 28 28 29 30 30'-0" D 35 35 35 D 26 7.5 9'-1" A 25'3" D 34 34 34 25 15'5" C 28 28 29 31 301-0' D 35 35 35 27 27 8 81S" A 25'-l" D 34 34 34 26'-3" 14'3' C 29 29 29 24 301-0" D 36 36 36 27 27 8.5 8'-01 A 24'-2' D 34 34 34 E 14'-1" C 29 29 29 9 3'-11' 301-0" D 37 37 37 27 28 9 71" A 23'-5" D 35 35 35 32 13'-7" C 29 29 29 A 301-0" D 38 38 38 28 7'-1" 9.5 7'-2' A 27-8' D 35 35 35 32 13'-1" C 29 29 29 14'-7" 301-0' D 38 38 38 6'S' C 10 6'-9" A 27-0' D 35 35 35 32 17-7" C 29 29 29 D 29'5' D 39 39 39 C 21 10.5 6'S" A 21'4• D 35 35 35 33 17-1" C 29 29 29 28 29'-0" D 39 39 39 21 21 11 6-2" A 2013' D 36 38 36 27 11'-7' C 29 29 29 28 28'-7' D 40 40 40 21 23 11.5 5'-11" A 20'-2' D 36 38 36 12 2%11' 11'-1" C 29 29 29 28 28'-7' D 40 40 40 23 24 12 5'S' A 17-81 D 38 38 36 A 101.7' C 29 29 29 28 27'-9' E 40 40 40 25 22'-2" 13 5'-2' A 19-81 D 38 38 369'-10' 1115" D C 29 29 29 4'-10" 27'-0" E 41 41 41 21'-5" E 14 4'-10' A 17'-10' D 37 37 37 D 9'-1' C 29 29 29 C 28'4" E 42 42 42 E 35 15 4'S' 1 A 1 17'-1" 1 D 1 37 37 37 8'S' 1 C 1 29 1 28 1 29 25'-9' E 42 42 42 20 5 7'-1" A 27-7" D 25 26 29 31 13'-0" C 2123 19 20 27 301-0 D 27 27 29 31 LIVE 5.5 61• S A 21'4' D 25 26 28 30 12'-1" C 2 1 23 25 27 29'3" D 28 28 29 31 29 6 5'-11• A 20'-3" D 26 28 28 30 11'-1' C 2 1 22 25 27 28'-11" E 29 29 29 31 28 6.5 5'-5" A 19'-3" D 26 26 28 30 10'1" C 2122 29 24 26 28'-2" E 29 29 29 31 28 7 5'-1" A 18'4" D 26 28 28 29 9'S" C 21 21 24 28 275" E 30 30 30 31 E 7.5 4'3' A 1T-7" D 26 26 27 29 8'-11" C 21 21 24 25 26'-10" E 30 30 30 31 23'5' 8 4'-5" A 16'-11" D 27 27 27 29 8'4" C 21 21 24 25 26'-3" E 31 31 31 31 24 8.5 4'-2' A 16'-3" D 27 27 27 29 T-10" C 21 21 23 25 25'3" E 31 31 31 31 22 9 3'-11' A 1515" D 27 27 27 28 71" C 21 21 23 25 251" E 32 32 32 32 20 9.5 T-9" A 15'-1' D 27 27 27 28 7'-1" C 21 21 23 24 24'-10" E 32 32 32 32 20 10 3'S" A 14'-7" D 27 27 27 28 6'S' C 21 21 23 24 245' E 32 32 32 32 C 10.5 3'4" A 14'-2" D 27 27 27 28 e'-5" C 21 21 22 24 24'-0" E 33 33 33 33 F-1' 11 3'-2" A 13'3' D 28 28 28 28 6-1' C 21 21 22 24 23'-7" E 33 33 33 33 27 11.5 3--1" A 13'4' D 28 28 28 28 5'-10" C 21 21 23 24 23'-3" E 33 33 33 33 26 12 2%11' A 12'-11" D 28 28 28 28 5'-7• C 21 21 23 24 27-11• E 34 34 34 34 13 75" A 171' D 26 28 28 28 5'-2" C 21 21 23 25 22'-2" E 34 34 34 34 14 2'S' A 1115" D 28 28 28 28 4'-10" C 21 21 23 25 21'-5" E 35 35 35 35 15 74' A 11'-1' D 28 28 28 28 4.5' C 21- 21 24 25 20'-9' E 35 35 35 35 r s,� 6Z_ 1-7 el 9 �z �ooi iNG Si Z� ICC ESR 1398 (2009 IBC) 10/11/2011 30 5 4'-10" A 19'-9" D 24 25 28 30 101-8' C 19 22 25 26 26'-9" E 26 26 29 31 5.5 4'4" A 18'-7" D 24 25 28 29 B'-9" C 20 22 24 26 25'-11" E 27 27 29 30 6 4'-0" A 1T-7" D 24 24 27 29 8'-11" C 20 21 24 26 25'-2" E 28 28 28 30 6.5 3'S" A 161-9' D 25 25 27 29 B'1" C 20 21 23 25 24'5" E 28 28 28 30 7 3'S' A 15'-11' D 25 25 27 29 T5• C 20 21 23 25 23'-11" E 29 29 29 30 7.5 T-7 A 15'-3" D 25 25 27 28 T-7' C 20 20 23 25 23'5' E 29 29 29 30 8T-0" 3'-0" A 14'-7" E 25 25 26 28 6'-9' C 20 20 23 24 22'-11" E 29 29 29 30 8.5 7-10" A 14'-1" E 25 25 26 28 6'4" C 20 20 22 24 275- E 30 30 30 30 9 71• A 13'5' E 28 28 28 28 01-0' C 20 20 22 24 22'4' E 3030 34 30 30 9.5 5 7" A 13'-0" E 26 26 26 27 51S" C 20 20 22 24 21'-7" E 31 31 31 31 10 7-5' A 17-7" E 28 26 26 27 F-5" C 20 20 22 24 21'-3' E 31 31 31 31 10.5 71" A 17-2" E 26 26 26 27 F-1' C 20 20 22 24 20'-11' E 31 31 31 31 11 T-7 A 11'-101' E 26 26 26 27 4'-11" C 20 20 22 24 201-7' E 32 32 32 32 11.5 1 7-1' 1 A I 11'5" E 26 26 26 27 4'1' C 20 20 23 24 20'-3' H 32 132 32 32 An MPH EXPOSURE C 30 5 4'-10' A 19'-9" D 27 27 31 32 101-8" C 22 24 27 29 26'-0" E 30 30 31 33 5.5 4'4• A 18'-7' D 27 27 30 32 9'-9" C 22 23 26 28 25'-11' E 30 30 31 33 6 4'-0' A 17'-7' D 27 27 30 32 8'-11" C 22 23 26 28 25'-2' E 31 31 31 33 6.5 T-8" A 1615" D 28 28 28 31 8'-3" C 22 23 26 27 24'5' E 32 32 32 33 7 T-5' A 15'-11" D 28 28 29 31 71S" C 22 22 25 27 23'-11" E 32 32 32 32 7.5 T-7 A 151-3' D 28 26 29 31 7'1' C 22 22 25 27 23'5' E 33 33 33 33 8 3'-0" A 14'-7' E 28 28 28 31 6'-9" C 22 22 25 26 27-11" E 33 33 33 33 8.5 7-10" A 14'-1" E 29 29 29 30 614" C 22 22 24 26 275' E 33 33 33 33 9 75' A 13'5" E 29 29 29 30 6'-0" C 22 22 24 26 22'-0" E 34 34 34 34 9.5 75" A 13'-U' E 29 29 28 30 5'S" C 22 22 24 26 21'-7' E 34 34 34 34 10 2'S' A 17-7" E 29 29 29 30 F'5" C 22 22 24 28 21'1" E 35 35 35 35 10.5 71" A 17-2" E 29 29 29 29 51-1" C 22 22 24 26 20'-11" E 35 35 35 35 112'-7 A 11'-10" E 29 28 29 29 4'-11" C 22 22 24 28 201-7' E 35 35 35 35 11.5 ' 7-1" A 11'5" E 30 30 30 30 4'S" C 22 22 25 26 20'1" H 36 36 38 36 Page 9 of 60-- � OCT 20 2011 L1 HEADER (3004-H34 ALUM. ALLOY) FOUR #E k k TABLE W FOR 1 EDULE BRACKET USED W\2" X 6 1/2' RAFTERS 2" t=0.024', 0.032' or a 0.040' 0 Lo co (P)RAFTER & SIDEPLATES (3004-H34 ALUM. ALLOY) — M L4 POST/RAFTER/LATTICE TUBE (3004-H34 ALUM. ALLOY) RAFTER TO HEADER 18' CONNECTION BRACKETS 6063T6 ALUM ALLOY T=0.060' L9 BRACKET USED W/ 3'x8' AND 3'x3' RAFTERS LATTICE TUBES L3 O 1.5'x1,5' 23. 0/c Wmd 2'x2' 24' o/c 3'x3' E6. a/c DETAIL L4 AIB' YIN 2'X3' 25' O/C 1 (in) MAX RAFTER SPACING 2 3X3 MAY SPAN 30' W/ SINGLE LATTICE RAFTERS 3105 H24 ALL OTHERS MAY SPAN 36' W/ SINGLE RAFTERS ALUM ALLOY ALL_MAY SPAN 48' W/ DOUBLE — M L4 POST/RAFTER/LATTICE TUBE (3004-H34 ALUM. ALLOY) RAFTER TO HEADER 18' CONNECTION BRACKETS 6063T6 ALUM ALLOY T=0.060' L9 BRACKET USED W/ 3'x8' AND 3'x3' RAFTERS ATTACHED STRUCTURE POST TO DECK FLOOR JOIST DOUBLE HEADERS USE ONE BRACKET PER HEADER SEE GENERAL NOTE #19 AND LATTICE NOTE #3 UNITS MUST COMPY WITH TABLES L1 AND L2 ON SHEET M5 MAX WIND SPEED IS 90 mph EXPOSURE C ICC ESR 1398 (2009 IBC) 10/11/2011 SEE TABLE 7.6 FOR REQUIRED FASTENERS A V1L TWO #8 SMS FCFCALI�d��\P EACH SIDE 1 1/2• FOR 2 X RAFTERS OCT 20 2011 2 3/4' Fat 3 X RAFTERS #8 SCREWS W/ J" DIAMETER WASHERS SCREWS �' LONGER THAN LATTICE HEIGHT L6 LATTICE TO RAFTER CONN. CONTINUOUS 2"x6" OR 2x8" V � 'ALL V 3' x 3' METAL POST Allow able Trb Width Wmd DETAIL L25 No. of 08 Screws I Speetl 1 (in) Header 2 3 1 4! 5 90 MRH 0.040 Double 2x6 13' 15' 15' 15' Exp C0.042 _._..__.. __....__........__...___.____......__.._..._.. . 0.042 0.042"x3"x8" .._ Double 3x8 7' __.... 14' 11' .._._ 15' 14' 15' 15' �.___. 15' 11OMPH 0.040 Double 2x6 10' 15' IV 15' Exp C 0.042 0.042 0.042"x3"x8" _............ -_..-___ D. 3x8 5' ......___. ._ouble 10' S ........... t5' 10' ._---- ....... IV 13' I ..._ ...... . 16 J No. of #14 Screws 110MRi Exp C f 8G rrfi 16G min 8" Steel C Double Steel C 1 i5' 15' ATTACHED STRUCTURE POST TO DECK FLOOR JOIST DOUBLE HEADERS USE ONE BRACKET PER HEADER SEE GENERAL NOTE #19 AND LATTICE NOTE #3 UNITS MUST COMPY WITH TABLES L1 AND L2 ON SHEET M5 MAX WIND SPEED IS 90 mph EXPOSURE C ICC ESR 1398 (2009 IBC) 10/11/2011 SEE TABLE 7.6 FOR REQUIRED FASTENERS A V1L TWO #8 SMS FCFCALI�d��\P EACH SIDE 1 1/2• FOR 2 X RAFTERS OCT 20 2011 2 3/4' Fat 3 X RAFTERS #8 SCREWS W/ J" DIAMETER WASHERS SCREWS �' LONGER THAN LATTICE HEIGHT L6 LATTICE TO RAFTER CONN. CONTINUOUS 2"x6" OR 2x8" V � 'ALL V 3' x 3' METAL POST PROVIDE SIMPSON STRONG DETAIL L25 SPLICE LOCATION EIGHT #14 SMS L13 1/4' LAG SCREW 00, —TWO 3/8'x5' EMBEDMENT WOOD STUD SEE TABLE O O LAG SCREW V/ 1% ONE EA FOR QUANTITY ON EACH SIDE OF POST. ALUM. EXISDNG ELAS FIR STRUCTURE RAFTER LUMBER FLOOR HANGER 2— 410 I� JOIST OR HEADER ATTACHED STRUCTURE POST TO DECK FLOOR JOIST DOUBLE HEADERS USE ONE BRACKET PER HEADER SEE GENERAL NOTE #19 AND LATTICE NOTE #3 UNITS MUST COMPY WITH TABLES L1 AND L2 ON SHEET M5 MAX WIND SPEED IS 90 mph EXPOSURE C ICC ESR 1398 (2009 IBC) 10/11/2011 SEE TABLE 7.6 FOR REQUIRED FASTENERS A V1L TWO #8 SMS FCFCALI�d��\P EACH SIDE 1 1/2• FOR 2 X RAFTERS OCT 20 2011 2 3/4' Fat 3 X RAFTERS #8 SCREWS W/ J" DIAMETER WASHERS SCREWS �' LONGER THAN LATTICE HEIGHT L6 LATTICE TO RAFTER CONN. CONTINUOUS 2"x6" OR 2x8" V � 'ALL DOUGLAS FIR LEDGER OR PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION COVER W/ 0.019" ALUMINUM 1/4' LAG SCREW W/ 2,25' EMBED INTO WOOD STUD SEE TABLE 7,5 COLUMN ANC4 EA FOR QUANTITY SDE ALUM. EXISDNG RAFTER STRUCTURE RAFTER HANGER 2— 410 I� (DETAIL L7) SIDE L70 ALTERNATE RAFTER TO WALL CONN. STUD 1' MIN SEE GENERAL NOTE #23 ^ `-LATTICE M. RAFTER [D3.00 72�-_1.56VO.72 0.93 0.72 93 156 3.00 0,28 1� 0.37-]1— 0.72 —I �-0.17 t =0.030' ALUM = 0.040' ALUM = 0.041' STEEL SIX 1/4' LAG SCREWS (2.25' OF PENETRATION L1 3" ALTERNATE POST INTO WALL STUD W/ MIN SG = 0.5) (3105 H25 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL) 3' X 8' ALUM RAFTER BRACKET DETAIL L7 3' X 8' ALUM HEADER L15 POST ALTERNATIVE FOR SLAB ATTACHMENT ONLY -#14 SHEET METAL SCREW MAXIMUM WIND C❑NDITI❑N IS 110 MPH EXPOSURE C Page 15 of 60 Engineer's Stamp L= 1.92' FOR 2' X 6 1/2' RAFTERS L= 2.92' FOR 3' X 8' RAFTERS (6063-T5 ALUM. ALLOY, 't'= 0.0781 L7 RAFTER HANGER i 1/4' BOLTS ASTM A307 SEE BELOW FOR QUANTITY POST DOUBLE OR SINGLE 3'X8' STEEL C BEAM, BOLT LAYOUT FOR SPLICED AND NON -SPLICE O ATTACHMENT L8 J Req'd # f ................................ ....................................... -._................._............_. Type 114" bolt All C Beams "On Slab" I 4 16G Steel 3x8 i 4 12G Steel 3x8 £ 8 Double 12G Steel 3x8 P 8 ALUM RAFTERS ° o 5' 0 0 0.040'x2'x6.625' DOUBLE HEADER 0.041'x3'x3' STEEL POST ft6' EIGHT #14 SMS 0.042'x3'x8'DOUBLE HEAD 0,041'x3'x3' STEEL POST 5208 1E00 YSON PARKWAY SUITBUILDI�C PRODUCTS, II\C. PLANO, TEXAS 75024 NTS For Patio & Commercial Lattice Structures LT01-2009 1 SKM: 1 of 3 L16 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 - 1.575" 2.843" F❑R #14 SELF DRILLING SCREWS SEE TABLE 7,4 COLUMN 'L'. r 0.097• U+U ' U+Li ► ALTERNATE 3' SQ POST C❑NNECTDE;.I BRACKET (6063T6 ALUM) UU 2'25' 1.0" IF DETAIL L29 IS NOT USED ATTACH SIDE PLATES AS PER DETAIL L26 0.750" .091 —I 3/8' BOLTS SEE TABLE 7.3 COLUMN 'H' FOR QUANTITY 0.041x3'x3' OR #14 SELF DRILLING SCREWS STEEL POST SEE TABLE 7.3 COLUMN 'G' /\ FOR QUANTITY 20 GA ASTM A653 GRADE 33 STEEL BRACKET FOUR #8 WOOD SCREWS INTO RAFTER AND 2X FASCIA ,1 9ONE PER RAFTER V0 01 a RAFTER ROOF COVERING IS A MAXIMUM DETAIL "A" OF 3 PSF HEAVIER ROOF COVERING 2X DF WOOD SHALL REQUIRE ADDITIONAL IL rt FASCIA ENGINEERING ANALYSIS ,LIFO 2'x WOOD FRAMING SEE DETAIL DOUGLAS FIR -LARCH 0 2011 ' W* RIGHT N2 OR BT EE GENERAL NOTE #23 HANGER 0.019' ALUM OR 0.035" VINYL COVER L1 % ALUMINUM I SEE TABLE 7.e J I FSR MAXIMUM �, v RAFTER�� rOVERHANG SEE SCHEDULE 0 RIGHT ALTERNATE EAVE ATTACHMENT Live/Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" Sold Cover -.._S12E_..._._..__..__.._:__....._...EAVEOVERHANG ._ .............. 24" OIC �......_.. PSI`_2x4.... 25'-0'.,._., VY4r 12'-W r t' 3b'2x8 ._.. ^_10 25'-0' . 25-0' 25'-0' _.[__264 2310' 1T-1"Laltz105EiipC 2x8-- —25'A -25'.0— 25'-01-` 254 10 p42x4 2a-0 79S' 11'B' T-1' 38" 2X6 2aa 2a-0 2a-0 20'-0' 76-i -tip _ Lattiea=110 Ex C �_ _ 2x6 _ 20'-0' _.. _ _ 20'-0' _ � ._ 20'-0' �..__ 2a.0 ._. _.._._ 20'-0' 20 p9 2x4 160 1111-10" 6-10• a'-1• 7-i" 2x8 78-0 P9_ 11'3' Gb" V_T 1'-10" . _............. ......................._bc4............_18'-0' 2x6 16A`........_..18' -a_ _._18'4Y_...._....t3!4r ................._._....- 8'.T 16'-0'._. 18'-0•_. 18'-0' �18'-0' 1$4Y. , 30 q> - Zxa 1a -a s-' 51-1" 2x6. te'-0' ts'-0' 15-0• 70'-4• T-7 2x8 161Y 164' 18'-0' 794Y I 14'-0• 40 pst 2x4 /4'-0._ 6'-7" 3.4" a-0" a-0• . _.,..._._.........._._._. T8 ' __.__ _,...._. �...�._,_. 14-0' __ . e- 10'-4• zxe 2.8-1 ta-o' 14-0 60 pA 2x4 iT 10" 4-0• 01-0 9-0• a-0• 2x611 -0' 11.0 .,........-.,..._.___ •YxB...... .11,x,.., ..i1,-0,_._1t.�,.....,._8,�,....._.6,�.... HEADER SPLICE � BE 14 SMS 25" L19 HEADER SPLICE DETAIL 2_ X14 SMS o 0 EACH SIDE �- 3" X 8" BOX 0.875" 3' x e" HEADER o o BEAM HEADER 16x8' 12 (t=0.1059 ❑R 2- 2' x 6 1 2' SIDEPLATES ALUM. "H" 16 GAUGE (t=0.059') EACH d POST 3„ 6 BRACKET STEEL C BEAM ONE S E " 0.042'x3'xB' BOX Fy= 50 KSI BEAM WRAP 7.75" Seal with permanently DETAIL Ll aterproof 0041"x3"x3" CONTINUOUS 2"x6" DOUGLAS FIR LEDGER 3" STEEL POST OR PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE I' EXISTING DF /t FRAMED WALL 6ZI/4'Lo.9 COVER W/ 0.019" ALUMINUM 060 SEE GENERAL NOTE #23 L18 3" X 8" X 12, 16 GA. STL. 'C' BEAM 3'' L23 WRAP W/ 3" X 8" ALUM. BOX BEAM Screw ALUMINUM "H" BRACKET FOR �-- 3" OR 4"� 3.5' MIN ASTPER L7TTICE COVER CONNECTING POST TO HEADER all Completely Seal with (6063T5 ALUM ALLOY) ° 1 11 permanently flexible & THIS DETAIL MAY ONLY BE 3" or 4" o r waterproof sealant USED WITH DETAIL L 2 9 ° 2.5' MIN PENETRATION L21 INTO WOOD FRAMING 1,00'min. L22 STUCCO ATTACHMENT DETAIL W/ MIN SG = 0.5 WITH LEDGER BOARD t• Amellmc 5208 TENNYSON PARKWAY 3' OR 4' ASTM A500 GRADE A Synthetic stucco or SUITE 100 STEEL POST other non-structural covering BUILDINCPRODUCTS,INC. PLANO, TEXAS 75024 SEE GENERAL NOTE #9 FOR < max. thick) DRAWN Or.Tn� C❑RR❑SI❑N PR❑TECTI❑N -Sheathing hing BEJ/CP SEE ALLOWABLE DISTANCE TO FIRST soue Comnent Parts & Connection Details ROW OF POSTS IN TABLE 7,7 NTS For Poatio & Commercial Lattice Structures ICC ESR 1398 (2009 IBC) 10/11/20 1 Page 16 of 60 Engineer's Stamp DATE' n saEr: LT02-2009 2 of 3 2' x 6.5' SIDEPLATES (3004-H34 ALUM, ALLOY) Lattice or Solid Panels 0.042'x3'x8" Alun. Bracket (t = 0.06 DETAIL L9 Lattice or Alun, SoUd Panels 6" MIN #8 SMS 3' x 6' Header r- (0.042') (0.042') and Exposure 0.024' 2' x 6' Side Plate FOUR #14 SMS 0.024' 0.024' 6 5/8" SEE3" 20 110 mph Exp C 3' x 8' H D ETAIL 3"x3" I s 5/8^ L26 3" Z3'SQUARE COLUMN L24 (3004-1-134 ALUM. ALLOY) 2' x 6.5' SIDEPLATES (3004-H34 ALUM, ALLOY) Lattice or Solid Panels 0.042'x3'x8" Alun. Bracket (t = 0.06 DETAIL L9 Lattice or Alun, SoUd Panels 6" MIN #8 SMS 3' x 6' Header 3' x 8' Header #1 (0.042') (0.042') and Exposure 16" o/c 124'o/c 2' x 6' Side Plate FOUR #14 SMS 2" MIN EACHSIDE FOR— #14 EACHHEADER I I 20 110 mph Exp C 3' x 8' H 3'x3" POST 3"x3" I 2x6.5' SIDEPLA FOUR #14 SMS EACH SIDE FOR 110 MPH EXP AB ATTACHMENT AND UP TO d=28' ING. a'0 GALVANIZED HILTI HIT-HY 150 MAX ADHESIVE ANCHOR (ICC ESR 2262) W/ 2.25' EMBED AND 1' 0 WASHER OR EQUIVALENT S� 3"X 3"2"X 6.625" L25 S, ,L9 POST I SIDEPLATES ALUM. FOOTING ALUMINUM BRACKET FOR CONNECTING I BRACKET POST TO FOOTING OR SLAB (6063-T6 ALUM ALLOY) SINGLE SPAN ATTACHED UNITS ONLY �°p o t . a REQUIRES SIDEPLATES AS SHOWN IN DETAIL L26 SLAB OR FOOTNG ALTERNATE 1.5" 3"x3" ALUMINUM RAFTER L30 RAFTER f` TWO #10 OR #14 SMS ATTACHMENT LATTICE HEADER TOP MOUNT BRACKET 21' STEEL Fy = 33 ksi 8"L!� ACKET\ \IS 1.094' WIDE \/ 8• ^ 20 LEDGER eaa0�u 00"o n.) ALUM ` SEE GENERAL rare RAFTER S #14A.5' nae." SMS /14.3.5' eaen L27 ALTERNATIVE SPLICE FOR ATTACHED UNITS ICC ESR 1398 (2009 IBC) 10/11/2011 PATTACH P MOUNT L 1x PER 7.5 V MIN GAP BETWEEN - LEDGER AND ROOF FOR DRAINAGE ALL HOUSE PENETRATIONS MUST BE COMPLETELY AND PERMANENTLY SEALED 0.125'x1.5"x1.5" STEEL (Fy=33 KSI) "L" BRACKET 2" SPACING LZ H BETWEEN SCREWS EAVE ATTACHMENT EAVE OVERHANG AND 'L' MUST ALSO COMPLY 0.042"x3"x8" HEADER A 2"X 6 1 ALUM. S 3" x 8" HEADER CONNECTION L26 Live Load MAX "L" FOR TOP OR SIDE MOUNT Wind Speed (ps1) and Exposure 16" o/c 124'o/c 10105 ........_........................................................................................................................ mph Exp B 110 mph Exp B 21'-8" ? 14'-5" 20•-r• I 13•-4. ._ _ .... 90 mph Exp C 105 mph Exp C 110 mph Exp C 21'.T' I 14'-2" 15'.10" ! 1o'.T• 14'-6" 9'-a" 20 110 mph Exp C 11'-4" T -s' tG NOT ALLOWED IN SNOW LOAD AREAS SEE GENERAL NOTE #9 FOR CORROSION PROTECTION EXISTING EAVE r -WOOD FRAMING ALUM RAFTER r -#14X1.5" SCREWS / WITH DETAIL L17 LEDGER BOARD Page 17 of 60 im 4- #14 SMS EACH SIDE M 2 -i .50' 2.75' 1a" -F 0.078'- 3.00 +i #14 x 3/4' SMS FOUR- #14 SMS EACH SIDE, EV Y + gStON ; G/ �- 2�` 6 1 9 60 3T ALUMINUM .6/f0/ of * ACKET e1VIl �P KOFCAL,IFO!�� OC'I 20 2SEE SHET M8 FOR STEEL POST REQUIRED SLAB FOR CONSTRAINED 3/8' x 9' STEEL FOOTINGS REBAR EMBEDDED AT 'B' DEPTH D D. d<33' B= 9' a j B d<38' B=12' d<46' B=18' D .4 d < 51' B = 24' d p" d 3" v a CONCRETE FOOTING L29 d FREESTANDING OR ATTACHED STRUCTURE COLUMN TO FOOTING CONNECTION DETAIL ' !]111Pil�naX 5208 TENNYSON PARKWAY - BUILDING PRODUCTS; INC. SUITE 100 PLANO, TEXAS 75024 Dawn W. iw¢ BEJ/CP NTS Component Parts & Connection Details For Patio & Commercial Lattice Structures Engineer's Stamp FILLf. sem: LT03-2009 3 of 3 SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES 2.5" x6" Su er Six Multis an Detail. N3, A 3.5"x12" Super 12 Multis an Detail D 2.5" x 12" Mark X Multis an Detail B 2"x6" Flat Panel(Mull tispan) Detail N2, C Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C (s in 85 90 85 90 s in 85 1 90 1 85 90 s in 85 1 90 85 90 s in 85 1 90 85 90 10 0.018 9'-7" 9'-7" 9'-0" 8'-6" 10 0.018 64" 64" 5'-9" 5'-3" 10 0.018 6'-5" V-5" V-11" 5'-5" 10 0.018 9'-7" 9'-7" 9'-0" 8'-6" LIVE 0.024 11'-9" 11'-9" 11'-0" 10'-5" LIVE 0.024 10'-2" 10'-2" V-5" 8'-9" LIVE 0.024 9'-2" 9'-2" 8'-6" 7'-10" LIVE 0.024 11'-6" 11'-6" 10'-9" 10'-2" 16-1" 0.032 14'-2" 14'-2" 13'-4" 12'-7" 15'-0" 0.032 14`6" 14'-6" 13'-6" 12'-8" 12,-11" 0.032 12'-2" 12'-2" 11'-4" 10'-7" 13'-10" 0.032 13'-10" 13'-10" 12'-11" 12'-3" 17'-2" 0.036 164" 15'-4" 14'-5" 13'-8" 16'-0" 0.036 16-0" 16'-0" 15'-0" 14'-2" 13'-5" 0.036 12'-1" 12'-1" 11'4" 10'-7" 14'-4" 0.036 14' 4" 14'4" 13'-9" 13'-3" 20 0.018 8'-0" 8'-0" 7'4" 7'4" 20 0.018 4'-1" 4'-1" 3'-7" 3'-7" 20 0.018 4'-5" 4'-5" 3'-11" 3'-11" 20 0.018 V-1" 8'-1" 7'-8" 7'-4" LIVE 0.024 V-10" 9'-10" 9'-5" 9'-0" LIVE 0.024 8'-2" 8'-2" 7'-9" 7'4" LIVE 0.024 7'-4" 7'-4" 6'-11" 6'-6" LIVE 0.024 9'-8" 9'-8" 9'-3" 8'-10" 13,-7" 0.032 11'-11" 11'-11" 11'-5" 10'-11" 12'-7" 0.032 12'-0" 12'-0" 11'-5" 10'-11" 11'-6" 0.032 9'-11" V-11" 9'-5" 8'-11" 11'-10" 0.032 11'-7" 11'-7" 11'-1" 10'-8" 14'-6" 0.036 13'-0" 13'-0" 12'-5" 11'-10" 13,-6" 0.036 13'-6" 13'-6" 12'-10" 12'-4" 12'-0" 0.036 9'-11" V-11" 9'-5" 9'-0" 12'-7" 0.036 12'-7" 12'-7" 12'.0" 11'-6" 25 0.018 V-0" 7'-8" 7'4" 7'4" 25 0.018 4'-1" 4'-1" 3'-7" 3'4" 25 0.018 4'-5" 4'-5" 3'-11" 3'-9" 25 0.018 8'-1" 7'-8" 7'-4" 7'-4" 11'-5" 0.024 V-10" 9'-5" 9'-0" 9'-0" 10'-8" 0.024 8'-2" 7'-9" 7'-4" 7'-4" 8'-7" 0.024 7'-4" 6'-11" 6'-6" 6'-6" 9,-2" 0.024 9'-6" 9'-3" V-10" V-10" 13,-7" 0.032 11'-11" 11'-5" 10'-11" 10'-11" 12'-7" 0.032 12'-0" 11'-5" 10'-11" 10'-11" 11'-6" 0.032 9'-11" 9'-5" 8'-11" 8'-11" 11'-10" 0.032 11'-7" 11'-1" 10'-8" 10'-8" 14'-6" 0.036 13'-0" 12'-5" 11'-10" 11'-10" 13'-6" 0.036 13'-6" 12'-10" 12'-4" 12'-4" 12'-0" 0.036 9'-11" 9'-5" 9'-0" 9'-0" 12'-7" 0.036 12'-7" 12'-0" 11'-6" 11'-6" 30 0.018 7'-8" 7'-4" 7'-0" 7'-0" 30 0.018 3'-10" 3'-7" 3'-4" 3'-2" 30 0.018 4'-2" 3'-11" 3'4" 3'-6" 30 0.018 7'-8" 7'-4" 7'-1" 7'-1" 10'-11" 0.024 9'-5" 9'-0" 8'-8" 8'-8" 9'-5" 0.024 7'-9" 7'-4" V-11" V-11" 8'-3" 0.024 V-11" 6'-6" 6'-2" 6'-2" V-10" 0.024 V-3" V-10" 8'-6" 8'-6" 13'-0" 0.032 11'-5" 10'-11" 10'-6" 10'-6" 12'-0" 0.032 11'-5" 10'-11" 10'-5" 10'-5" 11'-1" 0.032 9'-5" 8'-11" 8'-6" 8'-6" 11'-3" 0.032 11'-1" 10'-8" 10'-3" 10'-3" 13'-10" 0.036 12,-5" 11'-10" 11'-5" 11'-5" 12'-11" 0.036 12,-10" 12'4" 11'-91, 11'-9•1 11'-5" 0.036 9,-5" 9'-0" 8'-7" 8'-7" 12'-0" 0.036 12'4" 11'4" 11'-1" 11'-1" 40 0.018 6-9" 6'-9" 6'-6" 6'-3" 40 0.018 3'-2" 3'-2" 2'-10" 2'-8" 40 0.018 3'-6" 3'-6" 3'4" T-1" 40 0.018 V-10" V-10" 6'-7" 6'-5" V-1" 0.024 8'-4" 8'-4" 8'-1" 7'-10" 7'-11" 0.024 6'-7" 6'-7" 6'-3" 6'4" 7'-6" 0.024 5'-11" 5'-11" 5'-7" 5'4" 8'-0" 0.024 8'-2" 8'-2" 7'-11" 7'-8" 11'-6" 0.032 10'-2" 10'-2" 9'-10" 9'4" 10'-8" 0.032 10'-0" 10'-0" 9'-8" 9'4" 9'-3" 0.032 8'-2" 8'-2" 7'-10" 7'-6" 9'-5" 0.032 V-10" V-10" 9'-6" 9'-3" 12'4" 0.036 11'-0" 11'-0" 10'4" 10'4" 11'-5" 0.036 11'4" 11'-4" 10'-11" 10'4" 9,-6" 0.036 8'-2" 8'-2" 7'-11" 7'-7" 10'-8" 0.036 10'-8" 10%8" 10'-4" 10'-0" 60 0.018 5'-5" 5'-5" 5'-5" 5'-5" 60 0.018 2'-4" 2'-3" 2'-1" 2'-0" 60 0.018 2'-10" 2'-10" 2'-7" 2'-4" 60 0.018 5'-7" 5'-7" 5'-7" 5'-7" 7'-11" 0.024 V-10" V-10" V-10" V-10" 6'-1" 0.024 4'-11" 4'-11" 4'-7" 4'-6" 6'-6" 0.024 4'-5" 4'-5" 4'-1" 4'-0" 7'-0" 0.024 6'-8" 6'-8" 6'-8" 6'-8" 9'-5" 0.032 8'-3" 8'-3" 8'-3" 8'-3" 8'-9" 0.032 8'-0" 8'-0" 8'-0" 8'-0" 8'-1" 0.032 VA" 6'-4" 6'-4" 6'-4" 8'-2" 0.032 8'-1" 8'-1" 8'-1" 8'-1" 10'-1" 0.036 9'-0" 9'-0" 9'-0" 9'-0" 9'-5" 0.036 9'-1" 9'-1" 9'-1" 9'-1" 8'-4" 0.036 6'-5" 6'-5" 6'-5" 6'-5" 8'4" 0.036 8'-9" 8'-9" 8'4" 8'-9" TABLE 4.1 TABLE 4.2 TABLE 4.3 TABLE 4.4 SINGLE SPAN TABLES NOTE: PANELS MAY OVERHANG 25% OF THEIR CLEARSPAN 9 F" vW (Znnar (Ziv r(Zinnla (Znnnl na}.il NA A 3 F --v19" 1Z. -r 19 r(Zinnla (Znnnl ncrnil n 9 S" v 19" Mnr4 Y /(Zinnia (Znnnl na}nil R 9"vA" MW Penal r(Zinnla (Zmmn) nafail N9 C Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C 1 Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C (ps in 85 11 90 85 90 s in 85 1 90 85 90 s in 85 1 90 85 90 s in 85 1 90 85 90 10 0.018 11'-0" 11'-0" V-10" 8'-2" 10 0.018 V-11" 5'-11" 4'-1" 3'-10" 10 0.018 7'-7" 7'-7" 6'-11" 6'-10" 10 0.018 8'-6" 8'4" 7'-8" 7'-8" LIVE 0.024 13'-7" 13'-7" 12'-9" 12'-0" LIVE 0.024 12'-9" 12'-9" 11'-11" 11'-3" LIVE 0.024 11'-3" 11'-3" 10'-6" 9'4" LIVE 0.024 11'-11" 11'-11" 11'-2" 10'-7" RF Fascia 0.032 16-1" 16'-1" 15'-1" 14'-3" MAX 0.032 15'-0" 15'-0" 14'-1" 13'-3" 3x8 0.032 12,-11" 12'-11" 12'-5" 11'-11" 9' 0.032 13'-10" 13'-10" 13'-2" 12'-5" All Others 0.036 17'-2" 17'-2" 16'-1" 15'-3" 9' 0.036 16'-0" 16'-0" 15'4" 14'-2" Dble 2x6.625 0.036 13'-5" 13'-5" 12'-11" 12'-5" 11' 0.036 14'-4" 14'4" 13'-9" 13'-3" 20 0.018 8'-6" 8'-6" 7'-10" 7'-10" 20 0.018 4'-1" 3'-10" 3'4" 3'-2" 20 0.018 6'-7" 6'-7" V-1" 6'-1" 20 0.018 7'-4" 7'-4" 6'-10" 6'-10" LIVE 0.024 11'-5" 11'-5" 10'-11" 10'-6" LIVE 0.024 10'-8" 10'-8" 9'-1" V-1" LIVE 0.024 8'-7" 8'-7" 8'4" 8'-0" LIVE 0.024 9'-2" 9'-2" 8'-6" 8'-6" RF_ Fascia 0.032 13,-7" 13'-7" 13'-0" 12'-5" MAX 0.032 12'-7" 12'-7" 12'-0" 11'-6" 3x8 0.032 11'-6" 11'-6" 11'-1" 10'-8" 13' 0.032 11'-10" 11'-10" 11'-3" 10'-10" All Others 0.036 14'-6" 14'-6" 13'-10" 13'-3" 13' 0.036 13,-6" 13'-6" 12'-11" 12'-4" 'MAX' means the maximum possible tributary width 0.036 12'-0" 12'4" 11'-5" 11'-0" # of #14 screws PER 0.036 12'-7" 12'-7" 12'4" 11--6-- 1'-6"25 25 0.018 8'-6" 8'-6" 7'-10" 7'-7" 25 0.018 3'-10" 3'-10" 3'4" 3'-2" 25 0.018 6'-7" 6'-7" 6'4" 5'-11" 25 0.018 7'-4" 7'-4" 6'-10" 6--7-- '-7"0.024 3' 0.024 11'-5" 10'-11" 10'-6" 10'-6" MAX 0.024 10'-8" 9'-9" 9'-1" 8'-6" 3' 0.024 8'-7" 8'-7" 8'4" 7'4" MAX 0.024 9,-2" 9'-2" 8'-6" 8'-3" 3' 0.032 13,-7" 13'-0" 12'-5" 12'-5" MAX 0.032 12'-7" 12'-0" 11'4" 11'4" 4' 0.032 11'-6" 11'-1" 10'-8" 10'-8" MAX 0.032 11'-10" 11'4" 10'-10" 10'-10" 4' 0.036 14'-6" 13'-10" 13'-3" 13'-3" MAX 0.036 13'-6" 12'-11" 12'-4" 12'-4" 4' 0.036 12'-0" 11'-5" 11'-0" 11'-0" MAX 0.036 12'-7" 12'-0" 11'-6" 11'-6" 30 0.018 8'-2" 7'-10" 7'-7" 7'4" 30 0.018 3'-7" 3'-4" 3'-2" 2'-10" 30 0.018 6'4" 6'-1" V-11" 5'-8" 30 0.018 7'-1" V-10" 6'-7" 6'-5" 5' 0.024 10'-11" 10'4" 9'-5" 9'-1" MAX 0.024 9'-5" 9'-1" 8'-6" 7'-11" 5' 0.024 8'-3" 8'-0" 7'-9" 7'-6" MAX 0.024 V-10" 8'-6" 8'4" V-0" 5' 0.032 13'-0" 12'-5" 11'-11" 11'-11" MAX 0.032 12'-0" 11'-6" 11'-1" 11'-1" 5' 0.032 11'-1" 10'-8" 9'-7" 9'4" MAX 0.032 11'-3" 10'-10" 10'-5" 10'.5" 5' 0.036 13'-10" 13'-3" 12'-9" 12'-9" MAX 0.036 12'-11" 12'4" 11'-10" 11'-10" 5' 0.036 11'-5" 11'-0" 10'-7" 10'-7" MAX 0.036 12'-0" 11'4" 11.4. 11'-1" 40 0.018 7'-4" 7'-4" 6'-11" 6'-9" 40 0.018 3'-2" 3'-0" 2'-8" 2'-6" 40 0.018 5'-8" 5'-8" 5'-5" 5'-3" 40 0.018 6-5" 6'-5" 6'4" V-10" 0.024 V-1" 9'-1" 8'-7" 8'4" 0.024 7'-11" 7'-11" 7'-1" 6'-8" 0.024 7'-6" 7'-6" 7'-1" 6'-10" 0.024 8'-0" V-0" 7'-6" 7'-4" 0.032 11'-6" 11'-6" 11'-2" 10'-10" 0.032 10'-8" 10'-8" 9'-5" 9'-2" 0.032 9'-3" 9'-3" 8'-9" 8'-6" 0.032 9'-5" 9'-5" 8'-10" 8'-7" 0.036 12'4" 12'4" 11'-11" 11'-7" 0.036 11'-5" 11'-5" 11'-1" 10'-9" 0.036 9,-6" 9'-6" 9'-0" 8'-9" 0.036 10'-8" 10'-8" 9'-5" 9'-2„ 60 0.018 6'-5" 6'-5"6'-2" 6'-0" 60 0.018 2'-5" 2'-4" 2'-2" 2'-1" 60 0.018 4'-10" 4'-8" 4'-4" 4'-2" 60 0.018 5'-7" 5'-7" 5'-4" 5'-3" 0.024 7'-11" 7'-11"7'-7" 7'-5" 0.024 6'-1" 6'-1" 5'-6" 5'-4" 0.024 6'-6" 6'-6" 6'-3" 6'-1" 0.024 7'-0" 7'-0" 6'-8" 6'-6" 0.032 9'-5" 9'-5"9'-0" V-10" 0.032 8'-9" 8'-9" 8'-4" 8'-2" 0.032 8'-1" 8'-1" 7'-9" 7'-7" 0.032 8'-2" 8'-2" 7'-10" 7'-8" 0.036 10'-1" 101-11110'-1" 9'-6" 0.036 9'-5" 9'-5" 9'-0" 8'-9" 0.036 8'-4" 8'-4" 8'-0" 7'-10" 0.036 8'4" 8'4" 8'-5" 8'-2" .... Fav lwv� YJK19L'C'4.9av IABLL 4.6 ayc u " rAML 4.1 IAbLt 4.t$ Amerimax Building od is 5208 Tennyson Pa ay 6..1 9 Plano, Texas 75024 6/(0/ 01 Carl Putnam, P. E. 3441 Ivylink Place VIL Lynchburg, VA 245 ��P FOFCAL1F�� (434) 384-2514 carioutnam@comcast.net OCT 20 2011. MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#10 SCREWS FOR PANEL/HEADER COMBINATIONS Table.4.9 Panel # of #10 screws PER FOOT to attach panel to header Headers Gauge 1 I 2 I 3 -2-F3 1 4 2 I 3 1 4 I 5 in 90mph Ex B 90m hEx C 110m hEx C Dble 2x6.625 0.018 3' 6' MAX 4' MAX MAX 3' 4' MAX MAX RF Fascia 0.018 3' MAX MAX MAX MAX MAX MAX MAX MAX MAX 3x8 0.018 3' 6' MAX 4' MAX MAX 3' 4' MAX MAX All Others 0.018 3' 6' MAX 4' MAX MAX 3' 4' MAX MAX Dble 2x6.625 0.024 4' 8' 12' 6' 9' MAX 4' 6' MAX MAX RF Fascia 0.024 4' MAX MAX MAX MAX MAX MAX MAX MAX MAX 3x8 0.024 4' 8' 12' 6' 9' MAX 4' 6' MAX MAX All Others 0.024 4' 8' 12' 6' 9' MAX 4' 6' MAX MAX Dble 2x6.625 0.032 5' 10' MAX 7' 11' MAX 5' 7' 10' MAX RF Fascia 0.032 5' MAX MAX MAX MAX MAX 5' MAX MAX MAX 3x8 0.032 5' 11' MAX 8' 12' MAX 5' 8' 10' MAX All Others 0.032 5' 11' MAX 8' 12' MAX 5' 8' 10' MAX Dble 2x6.625 0.036 5' 10' MAX 7' 11' 15' 5' 7' 10' 12' RF_ Fascia 0.036 6' MAX MAX MAX MAX MAX 5' MAX MAX MAX 3x8 0.036 6' 12' MAX 9' 13' MAX 6' 9' 12' MAX All Others 0.036 6' 12' MAX 9' 13' MAX 6' 9' 12' MAX 'MAX' means the maximum possible tributary width Minimum number of screws is on per panel MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#14 SCREWS FOR PANEUHEADER COMBINATIONS Table 4.10 Panel # of #14 screws PER FOOT to attach panel to header Headers Gauge 1 I 2 I 3 1 I 2 I 3 1 I 2 3 I 4 in 90m hEx B 90m hEx C 110m hEx C Dble 2x6.625 0.018 4' 8' MAX 3' 5' MAX 2' 4' 5' MAX RF Fascia 0.018 4' MAX MAX 3' MAX MAX 2' MAX MAX MAX 3x8 0.018 4' 8' MAX 3' 5' MAX 2' 4' 5' MAX All Others 0.018 4' 8' MAX 3' 5' MAX 2' 4' 5' MAX Dble 2x6.625 0.024 5' 10' MAX 4' 7' MAX 2' 5' MAX MAX RF Fascia 0.024 5' MAX MAX 4' MAX MAX 2' MAX MAX MAX 3x8 0.024 5' 10' MAX 4' 7' MAX 2' 5' MAX MAX All Others 0.024 5' 10' MAX 4' 7' MAX 2' 5' MAX MAX Dble 2x6.625 0.032 7' 14' MAX 5' 10' MAX 3' 6' 10' MAX RF Fascia 0.032 7' MAX MAX 5' MAX MAX 3' MAX MAX MAX 3x8 0.032 7' 14' MAX 5' 10' MAX 3' 6' 10' MAX All Others 0.032 7' 14' MAX 5' 10' MAX 3' 6' 10' MAX Dble 2x6.625 0.036 7' 14' MAX 5' 10' 15' 3' 6' 10' MAX RF Fascia 0.036 7' MAX MAX 5' MAX MAX 4' MAX MAX MAX 3x8 0.036 8' MAX MAX 5' 11' MAX 4' 7' 11' MAX All Others 0.036 8' MAX MAX 5' 11' MAX 4' 7' 11' MAX 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE! Table7.3: Required Number of Fasteners for Shearing Loads Aluminum Material Gage (in) Steel Gage (in; —� 0.024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 0.041 0.041 ( Trib Width (ft) tAllowable-Width —for Attached Two Post.Structures_on_Slab Live or Ground Snow Load A 10 psf 20 per 3 42,-10" 22'-7" 3.5 36-6' 19'-4" 4 32,-1" 16-11" 4.6 28'5" 16-1" 5 265" 1Y-6" 5.5 _-233--4-4" 12'-4" 6 21,5•, 11'-3" 6.5 19-9" 10'-5" 7 18'-4" n/a 7.5 1T-1" n/a a 16-9' n/a 8.5 15'-1" n/a 9 14'-3" n/a POST CODE POST DESCRIPTIONS DETAIL A B C D E F G H I J B #14 30'13 3/8"B #14 #14 3/8"B #14 3/8"B #14 3/8" B Footer Design 12' Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT 8' d (in) (lbs) leg 424 566 283 315 788 482 1384 507 1- 15' 12 100 1 1 1 1 1 1 1 1 1 1 14 13 127 1 1 1 1 1 1 1 1 1 1 1 14 159 1 1 1 1 1 1 1 1 1 1 1 15 195 2 1 1 1 1 1 1 1 1 1 1 16 237 2 1 1 1 1 1 1 1 1 1 536 17 284 2 1 1 2 1 1 1 1 1 1 1 18 338 2 1 1 2 2 1 1 1 1 1 7 19 397 3 1 1 2 2 1 1 1 1 1 20 psf stab 90C 20 463 3 2 1 2 2 1 2 1 1 1 4 21 536 3 2 1 2 2 1 2 1 2 1 34 22 616 4 2 2 3 2 1 2 1 2 1 5 23 704 4 2 2 3 3 1 2 1 2 1 10 psi Slab 90B 722 4 2 2 3 3 2 2 1 2 1 5 24 800 5 2 2 3 3 2 2 1 2 1 10 psfl Slab 90C 886 5 3 2 4 3 2 2 1 2 1 POST CODE POST DESCRIPTIONS DETAIL MAX POST HGHT A 62"x1.5"x1.5" Scroll AC 9 B 0.042"xTIcB" Aluminum Post N30, L1 11' B 0.024"Post with Sideplates N16, BK, L24 12' B Clover 0.030"x3"x3" Alum N11, AH, L11 11' B Clover 0.040"x3"x3"Alum Nil, AH,L11 12' C Colonial 0.-06Z' Extruded— AE�� 12' t i0. 041=xWxW-Steel Clover 711, AH, L11` —12' E 0.041"x3"x3" Steel Clover N11. AH, L11 8' H 3/16"x3"x3" Steel Square N17, AG, L21 15' 1 1/4""x3"x3" Steel Square N17. AG, L21 15' J 3/16"x4"x4" Steel Square N17. AG, L21 15' K 1/2'X4"x4" Steel Square N17, AG, L21 15' able 7.4: Required Number of Fasteners for Tension Loads 26 1017 6 3 2 4 4 2 3 1 3 1 2 8 2 1 4 1017 26 Aluminum Gage (in) 1139 7 3 0.036 0.06 0.060 0.090 0.100 1 3 K L M N O 1 5 3/8" B 914 3/8" B 3/8" B #14 Design Footei BOLT SMS BOLT BOLT SMS Uplift Size 554 128 885 1298 255 (Ibs) d (in) 1 1 1 1 1 100 12 1 1 1 1 1 127 13 1 2 1 1 1 159 14 1 2 1 1 1 195 15 1 2 1 1 1 237 16 1 3 1 1 2 284 17 1 3 1 1 2 338 18 1 4 1 1 2 397 19 1 4 1 1 2 463 20 1 5 1 1 3 536 21 2 5 1 1 3 616 22 2 6 1 1 3 704 23 2 6 1 1 3 722 Slab 2 7 1 1 4 800 24 26 1017 6 3 2 4 4 2 3 1 3 1 2 8 2 1 4 1017 26 Table 7.2 27 1139 7 3 3 5 4 2 3 1 3 1 8 n/a 5 4 n/a 3 9 2 1 5 1139 27 n/a 28 1270 7 3 3 5 5 2 3 1 3 1 24' 3 n/a 2 1 5 1270 28 n1a 29 1411 8 4 3 5 5 2. 4 2 3 1 n/a 3 n/a 2 2 6 1411 29 n/a 30 1563 9 4 3 6 5 3 4 2 4 2 Na 3 n/a 2 2 7 1563 30 5' 31 1724 We 5 4 7 6 3 4 2 4 2 Na 4 n/a 2 2 7 1724 31 n/a 32 1896 n/a 5 4 7 7 3 5 2 4 2 n/a 4 n/a 3 2 8 1896 32 5 n/a 33 2080 n/a 5 4 8 7 3 5 2 5 2 n/a 4 We 3 2 9 2080 33 49 34 2275 n/a 6 5 9 8 4 5 2 5 2 5 n/a 3 2 9 2275 34 Fastener Terminology 35 2481 n/a 6 5 9 8 4 6 2 5 2 5 n/a 3 2 n/a 2481 35 36 2700 n/a 7 5 n/a 9 4 6 2 6 2 5 n/a 4 3 n/a 2700 36 37 2931 n/a 7 6 n/a n/a 5 7 3 6 2 6 n/a 4 3 n/a 2931 37 38 3175 n/a 8 6 n/a n/a 5 7 3 7 3 6 n/a 4 3 n/a 3175 38 39 3433 n/a 9 7 n/a n/a 5 8 3 7 3 7 n/a 4 3 n/a 3433 39 40 3704 n/a 9 7 n/a n/a 6 9 3 8 3 7 n/a 5 3 n/a 3704 40 41 3988 n/a n/a 8 n/a n/a 6 9 3 8 3 8 n/a 5 4 n/a 3988 41 Table 7.2 42 4288 n/a n/a 8 n/a n/a 7 n/a 4 9 3 (MPH) AND 8 n/a 5 4 n/a 4288 42 MASONRY 43 4601 n1a n/a 9 n/a n/a 7 n/a 4 n/a 4 10" 9 rda 6 4 n/a 4601 43 24' 44 4930 Na n/a 9 n/a n/a 7 n1a 4 n/a 4 20' 9 n/a 6 4 n/a 4930 44 2 2 45 5273 n/a n/a rda n/a n/a 8 n/a 4 n/a 4 2 2 - n/a n/a 7 5 n/a 5273 45 24' 46 5633 n/a n/a Na n/a Na 8 n/a 5 n/a 4 5' n/a n/a 7 5 n/a 5633 46 8' 47 6008 n/a n/a n/a n/a Na 9 n/a 5 n/a 4 2:' Na n/a 7 5 n/a 6008 47 48 6400 n/a n/a n/a n/a n/a n/a n/a 5 n/a 5 8' n/a n/a 8 5 n/a 6400 48 S' 49 6808 n/a Na Na n/a Na n/a n/a 5 n/a 5 n/a n/a 8 6 n/a 6808 49 !27234 n/a Na Na n/a n/a n/a n/a 6 We 5 n/a n/a 9 6 n/a 7234 50 Fastener Terminology #14 SMS = #14 sheet metal or SDS screw, 1/2" minimum length TABLE 7.5: WALL ATTACHMENTS FOR SOLID COVER STRUCTURE'. 3/8" B = 3/8" Diameter Balt ANC 1 ANC 2 ANC 3 ANC 4 See General Notes for specifics on fasteners Clearspan on this chart is the distance from the wall to the first row of columns. Hilti Kwik Bolt TZ 3/8" diameter and 2" embed and 1" dia steel washer. ICC ESR 1917 or other anchor w/ 4009 allowable shear and 200# allowable tensile vs live, snow, wind and seismic loads. Masonry anchors must have An allowable shear value of 400# and 200# tensile for live, snow, wind or seismic loads or be specified by a design professional. 1/4" Lag screws must have 2 1/4" of penetration into studs and 0.5" washers These lag screws mustmust be installed as per AFPSA NDS Section 11.1.3. See General Note #11 for washer specifications. 10 and 20 psf are live or snow loads, 25- 60 psi are snow loads. For ANC3 and ANC4 wood framing imust be SG=0.5 or denser (Douglas Fir- Larch) 1 Spacing between bolts and screws shall be 2.5 times the shank diameter 2 The edge distance of bolts and screws shall be 3 times the shank diameter 3 Connections shall be arranged so that the center of resistance of the connection shall coincide with the resultant line of action of the load. OCT 20 2011 ABLE 7.6: WALL ATTACHMENTS LIVE/ O/C O/C PANEL NUMBER OF FASTENERS PER WIND SPEE SNO SPACING SPACING SPAN STUD @ 16" O/C SPACING (MPH) AND LOAD CONCRETE MASONRY (FT) #14 X 2" 1/4" LAG EXPOSURE (PSF) ANCHORS ANCHORS 2 SCREWS SCREWS 1108 10 12" 10" 12' 1 1 90 C LIVE 18' 13' 24' 2 2 110 B 20 9" 7" 13' 2 2 110 C LJL40911 8' T' 20' 3 3 24' 19' 13' T' 13' 2 2 2 17' T' 20' 3 3 6' 7" 12' 2 2 12' 10' 8' 18' 3 3 24' 18' 12' 7" 14' 3 3 2 14' 11' 9' 3 3 1 Spacing between bolts and screws shall be 2.5 times the shank diameter 2 The edge distance of bolts and screws shall be 3 times the shank diameter 3 Connections shall be arranged so that the center of resistance of the connection shall coincide with the resultant line of action of the load. OCT 20 2011 ABLE 7.6: WALL ATTACHMENTS FOR LATTICE COVERS GRND Wind # of 2 Lag 3 Lags SNOW Speed Screws' ALUMINUM RAFTER SPACING LOAD and per 17 1 16" 1 24" 1 30" 1 36" MAXIMUM ALUMINUM 24' 24' RAFTER SPAN 17' 1 14' 11' (PSF) Exposure Rafter 10 110 mph 2 LIVE Exp C 3 24' 24' 24' 19' 16' 20 2 18' 13' 9' 7' 6' LIVE 3 24' 19' 13' 10' 8' 4 24' 19' 13' 10' 8' 25 2 17' 13' 9' 7' 6' 3 24' 18' 12' 10' 8' 4 24' 18' 12' 10' 8' 30 2 14' 11' 7' 6 5' 3 20' 15' 10' 8' 7' 4 20' 15' 10' 8' 7' 40 2:' 11' 8' 5' 4' 4' 3 15' 12' 8' 6' 5' 4 15' 12' 8' 6' 5' 60 2 7' S' 4' 3' 2' 3 10' 8' S' 4' 4' -screws are sl4 screws w1 -i a emoeumenc into k�=u.o sonu woou tuougids —) TABLE 7.7 STUCCO ATTACHMENT TO WALL ALLOWABLE DISTANCE TO FIRST ROW OF POSTS Ground Snow Load (psf) oc oc 2 Lag 3 Lags 3 Lags 4 Lags Exp B Exp Live 10 Live 10 Live 10 Live 10 Live 20 25 30 40 60 13'5" 11' 10' 6-7" 7'-1" 7'-8" 6'l" 4'-10" 1 3'-4" 20'-2" 165" 14'-10" 13'-1" 10'-7" 11'-7" 9'-9" T-5" . 1 5' 13'5" 11' 10' 8'4" 7'-1" 7'$" 6'S" 4-10" 1 3'-4" 18' 14'-6" 13'A" 11'-7" 91S" 10'-3" 8'-8" 6'-7" 4'-5" 90 MPH N/A 110 MPH 90 MPH 100 MPH fT mp 110 mph 110 mph 110 mph 110 mph 110 mph Lag = uv - Lag screw wim 4.c0 penetration into a=u.0 woou tuougias nq Lattice Structures always use 90 mph Exposure B for the wind condition Amerimax Building Product - 5208 Tennyson Parkway Plano, Texas 75024 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg,VA 24503 (434)384-2514 carloutnam0comcast.net M3-2009 7.0 CONCRETE FOOTING OPTIONS EQUIVALENT FOOTINGS FOR FREESTAND AND ATTACHED Single Span Attached Footings Only o DIAMETER OF w z z z CIRCULAR Footing Depth (sq ft = 18" FOOTINGS (IN) QZ a z_ Cn z_ 12" 18" 24" 21 " 18" 16" N ~ ~ 23" O 0 18" 16" 22" O0 0 LL Z o U. DEPTH OF 17" 0 26" CIRCULAR 20" 18" 24" z FOOTINGS IN 14" 17" 24" 14" 14" 15" 18" 30" 15" 15" 16" 19" 36" 16" 16" 17" 21" 43" 19" 17" 18" 22" 52" 23" 18" 19" 23" 61" 27" 19" 20" 24" n/a 31" 20" 21" 26" n/a 36" 21" 22" 27" n/a 42" 24" 23" 28" n/a 48" 27" 24" 30" n/a 54" 31" 25" 31" n/a 61" 35" 26" 32" n/a 69" 39" 27" 34" n/a 77" 44" 28" 35" n/a 86" 49" 29" 36" n/a n/a .54" 30" 38" n/a n/a 60" 31" 39" n/a n/a 66" 32" 40" n/a n/a 72" 33" 42" n/a n/a 79" 34" 43" n/a n/a 87" TABLE 7.8 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 CONVERSION TO SQUARE TOP FOOTING TABLE 7.9 SITE SPECIFIC. FOOTING!TABGE , fo S NGGE SPAN Attached Structures For Single Span Attached Footings Only F Ex -B�Ex C Ex C Area Footing Depth (sq ft 15 18" 24" 30" 36" Required Side of Square Footing 17" d in 20" 21 " 18" 16" 15" 21" 23" 20" 18" 16" 22" 24" 21" 19" 17" 23" 26" 23" 20" 18" 24" 28" 24" 21" 20" 25" 29" 26" 23" 21" 26" 31" 27" 24" 22" 27" 33" 29" 26" 23" 28" 35" 30" 27" 25" 29" 37" 32" 29" 26" 30" 39" 34" 30" 27" 31" 41" 35" 32" 29" 32" 43" 37" 33" 30" 33" 45" 39" 35" 32" 34" 47" 40" 36" 33" 35" 49" 42" 38" 35" 36" 51 " 44" 39" 36" 37" 53" 46" 41" 38" 38" 55" 48" 43" 39" 39" 57" 50" 44" 41" 40" 60" 52" 46" 42" 41" N/A 54" 48" 44" 42" N/A 56" 50" 45" 43" N/A 58" 51" 47" 44" N/A 60" 53" 49" 45" N/A N/A 55" 50" 46" N/A N/A 57" 52" 47" N/A N/A 59" 54" 48" N/A N/A N/A 55" 49" N/A N/A N/A 57" 50" N/A N/A N/A 59" TABLE 7.9 SITE SPECIFIC. FOOTING!TABGE , fo S NGGE SPAN Attached Structures ICC ESR 1398 (2009 IBC) 10/11/2011 Page 56 of 60 Existing Residence ,�O, 0 000'�WZ Panel Spa 1/2 OF PANEL SPAN --- - .ter------------� - ---- Corner Trib Area I Trib Area for I 1/2 OF PANEL SPAN Middle Post I Post Spacing Panel Figure 1 Determine Trib Area from Figure 1 INSTRUCTIONS TO USE TABLE 7.10 1. TABLE IS FOR SINGLE SPAN ATTACHED UNITS ONLY 2. DETERMINE ACTUAL TRIBUTARY AREA FOR MIDDLE POSTS THIS IS: TRIB WIDTH x POST SPACING FOR END POSTS THIS IS: (OVERHANG+ HALF OF POST SPACING) x TRIB WIDTH 3. DETERMINE FOOTING SIZE FOR WIND CONDITION 4. FOR LATTICE USE LAST COLUMN FOR TRIB AREA Amerimax Building Products BION 5208 Tennyson Parkway pF Gi Plano, Texas 75024 OCT 20 2011 CM4--2009=77 Wind Condition [90_mph�90 mph 110 mph Lattice Trib F Ex -B�Ex C Ex C Area Re uired "d" of Footing in) (sq ft 15 15" 17" 20" 25 20 17" 19" 21" 33 25 18" 20" 23" 42 30 19" 21" 25" 50 35 20" 23" 26" 58 40 21" 24" 27" 67 45 22" 25" 28" 75 50 23" 25" 29" 83 55 23" 26" 30" 92 60 24" 27" 31" 100 65 25" 28" 32" 108 70 25" 28" 33" 117 80 26" 30" 34" 133 90 27" 31" 35" 150 1� 00— =Z8"- ] 32" 37" 167 110 29" 33" 38" 183 120 30" 34" 39" 200 130 31" 35" 40" 217 140 32" 36" 41" 233 150 33" 37" 42" 250 160 33" 37" 43" 267 170 34" 38" 44" 283 180 35" 39" 45" 300 190 35" 40" 45" 317 200 36" 40" 46" 333 210 36" 41" 47" 350 220 37" 42" 48" 367 230 38" 42" 48" 383 240 38" 43" 49" 400 TABLE 7.10 ICC ESR 1398 (2009 IBC) 10/11/2011 Page 56 of 60 Existing Residence ,�O, 0 000'�WZ Panel Spa 1/2 OF PANEL SPAN --- - .ter------------� - ---- Corner Trib Area I Trib Area for I 1/2 OF PANEL SPAN Middle Post I Post Spacing Panel Figure 1 Determine Trib Area from Figure 1 INSTRUCTIONS TO USE TABLE 7.10 1. TABLE IS FOR SINGLE SPAN ATTACHED UNITS ONLY 2. DETERMINE ACTUAL TRIBUTARY AREA FOR MIDDLE POSTS THIS IS: TRIB WIDTH x POST SPACING FOR END POSTS THIS IS: (OVERHANG+ HALF OF POST SPACING) x TRIB WIDTH 3. DETERMINE FOOTING SIZE FOR WIND CONDITION 4. FOR LATTICE USE LAST COLUMN FOR TRIB AREA Amerimax Building Products BION 5208 Tennyson Parkway pF Gi Plano, Texas 75024 OCT 20 2011 CM4--2009=77