The URL can be used to link to this page

14-0019 (PAT)P.O. BOX 1.504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: Property Address: APN: Application description: Property Zoning: Application valuation: Applicant: 14-00000019 79895 VIENTO DR 609-380-999-42 -293234- PATIO COVER - RESIDENTIAL LOW DENSITY RESIDENTIAL 4700 Architect 'or Engineer: ----------------- I LICENSED CONTRACTOR'S DECLARATION • 4Q" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT 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 fullforce and effect. License Class: B LicenseNo.: 872839 Date: / Contractor: , -A a. L GD 0, Li 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 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 br improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property; 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.). (_) 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: LQPERAIIT Owner: DEREK COLE 79895 VIENTO DRIVE LA ° QUINTA, CA LA QUINTA, CA 92253 Contractor: PATIO GUY ALUMAWOOD CONSTR 41197 GOLDEN GATE CIRCLE 4 MURRIETA, CA 92562 (951)333-0056 Lic. No.: 872839 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 1/07/14 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 i `T ave 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 ZURICH AMERICAN 04/01/14olicyNumber WC969770600-01 _ I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should b me subjeFt to the workers'. compensation provisions of Section 3700 of the Labor Cok, 1 JQ1 forthwith comply i hose provisio Date:. ' . / �• Applicant: 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 1N !, 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 perforrned 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. certify that I have read this application and state that the a ve information is correct. I agree to comply with all n city and county ordinances and state laws relating to bu"di g onstruction, and hereby authorize representatives of this county [o enter upon the above-mentioned pr for ion purp se J Dater"- ' �/ Signature (Applicant or Agent Application Number .14-00000019 Permit . . . PATIO COVER 2013 Additional desc . Permit Fee. 95.81 Plan Check Fee .00 Issue Date Valuation 4700, Expiration Date 7/06/14 ;Qty Unit Charge Per Extension 1.00 95.8100 EA MISC PATIO COVER, STD 95.81 - -------------------------------------------------------------------------- Special Notes and Comments PATIO COVER - 734SQ FT AMERIMAX LATTICE PATIO COVER AT BACKYARD. 2010 CALIFORNIA BUILDING CODES. -------------------------------------------------------------- - Other. Fees . . . . . . . BLDG STDS ADMIN (SB1473) 1.00 PLAN CHECK, PATIO COVER 94.38 STRONG MOTION (SMI) - RES .50 Fee,summary Charged Paid Credited Due Permit Fee"Total 195.81 .00 .00 95.81 Plan Check Total .00 .00 .00 .00 Other Fee Total 95.88 .00 .00 95..88 Grand Total 191.69 .00 00 191.69 LQPERMIT _ ... l3ln # City Of La Quinta Building &r Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 922537 (760) 777-7012 Building Permit Application and Tracking Sheet Permit # �" �� Project Address: /7 99 ej V1 L NTN Owner's Name: � Q A. P. Number: Address:^ ..5 1 L— 1%_)7D Legal Description:ul� City, ST, Zip: �/ZJ Contractor:Tele / 77 P hone rojectDescription: X/ 11 7 . Address:4V 17 n -0 CA:, -4 City, ST, Zip: ' �� , 9 �-� Tel z. State Lic. # : City Lie. #.- — 7 Arch., Engr., Designer: Address: 4J City., ST, Zip: VA. c9z,6,0_3 Telephone: — >::; <:« :> »:<3::>::>:< P — �`��s> State Lie.#: :<:reszz>::•<.:s<??t:>i>s::<::«:>::<:»:<>:>s Construction Type:. Occu ane P Y� Project type (circle one) New Add'n Alter Repair Demo Name of Contact Person:i. h.4 /7) ._—T � Sq. Ft.: 7 # Stories: # Units: Telephone # of Contact Person: g�V—- ®Q� 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 Cates. Reviewed, ready for corrections Plan Check Deposit Truss Cala.. Called Contact Person Plan Check Balance Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2pd Review, ready for corrections/issue 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 Total Permit Fees IC co It Gt �ck -1 C)O(JDQ,�j (-\X-46 -e v\ • .�, , Carl Putnam P.E. .3441 Ivylink Place Y ; Lynchburg, VA 24503 !` j . a., January 6;.2014 - : Heath Morgan s Amerimax Building .Products: • 28921 • US Hwy 74' T t Romoland, CA 92585 - "L Dear Heath: ICC Evaluation,Sernce`Report #1398 was'approved Linde the 2012 IBC There ar"e not Y , s tK significant differences between the 2012 IBC and the 2013 CBC for these types of r t.� 4,. structures. It is'acceptable',to build these structures in California under. the 2013 CBC.4 Please contact me at (434) 384-2514 or at carlputnam(Qcomcast.net if you require.furtlier �. = information. i a AP Sincerely,�' Carl Putnam, P.E. SsS C 81 v , CITY 01- LA >4 BUILDING -W SAFE �� _ . i G• + of IF r s�� DEPT. ,1 0' - 14 2 z 'JAN 06 ROVED w. , f'•c t r DATE i I1 4-g, • Jar .. .. , .... - � "+ . , - _ • - •• � of . .. ' , � + .. � • , •� �'' ! 4' t�j � ~ 4 .� or. 7 tR '6 r � a j{ `„4 ;' ft; �. µ.� � 3 a C� • ` : ,, �c y, . r - - • . a- �• ../ 'tfN. ` ,� 3 iy �:`� + � �`�a. .,� i} a vL` '7h1 )w�Z� .k .,�'� �S�• :j+ ` „� �. a h L �. q., �� t •� ` �.' ,•� 1 c s�-l� 'e a.. t rY Fy, f �., i'`►' .t ': i. .`t t {r`4°76Yt n s'K •�'*'} I r , aY '' rt .- + �' t i y cyv �, zi � �•.ht� ,s 'I.,.3 �• �y;' � r ��` •, t �;� :' r,!` � �_� �.:} �-1 Z ! . : .. '- �*` r•� `,, k•1 ry;. • .. .. t T „ ±y rV 3 ..i•f.� .. rt r' t` .. a4.e '�'' ... � wy J �t �' - 4 PAGES 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 PAGES LT01-2009 COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES LT02-2009 LT03-2009 SOLID COVER 4 0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES CIT -Y OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED DATE jift,�-E 2 PAGES - 10 PAGES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WI ARE S 10 PAGES SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WI D AREA 4 PAGES NP01-2009 COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS A NP02-2009 -. �SSXON G NP03-2009 NP04-2009 ,PU:pti4�G� I 6 9 PAGES CD01-2009 COMPONENT PARTS AND CONNECTION DETAILS 3`�1 9 CD02-2009 - 39: CD03-2009. _ 6 a CD04-2009 CD05-2009 �TFOF 1F�R CD06-2009OCT 20 2011 _ CD07-2009 F C D08-2009 CD09-2009 J 0.4 2013 October 11 2011 7 PAGES M1-2009 MISCELLANEOUS DETAILS M2-2009 FAN BEAM DETAILS M3-2009 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 il A.xperimax Buildingv-P-rbducts 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 1 PAGE LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES .# 4 PAGES 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 PAGES LT01-2009 COMPONENT PARTS AND CONNECTION DETAILS FOR LATTICE STRUCTURES LT02-2009 LT03-2009 SOLID COVER 4 0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES CIT -Y OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED DATE jift,�-E 2 PAGES - 10 PAGES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WI ARE S 10 PAGES SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WI D AREA 4 PAGES NP01-2009 COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS A NP02-2009 -. �SSXON G NP03-2009 NP04-2009 ,PU:pti4�G� I 6 9 PAGES CD01-2009 COMPONENT PARTS AND CONNECTION DETAILS 3`�1 9 CD02-2009 - 39: CD03-2009. _ 6 a CD04-2009 CD05-2009 �TFOF 1F�R CD06-2009OCT 20 2011 _ CD07-2009 F C D08-2009 CD09-2009 J 0.4 2013 October 11 2011 7 PAGES M1-2009 MISCELLANEOUS DETAILS M2-2009 FAN BEAM DETAILS M3-2009 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 il GENERAL NOTES: L DESIGNEn -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 10 PSF 10 PSF LIVE LOAD ONLY 20 PSF 20 PSF LIVE LOAD ONLY 25 PSF 21 PSF DESIGN ROOF SNOW LOAD 30 PSF 25.2 PSF DESIGN ROOF SNOW LOAD 40 PSF 33.6 PSF DESIGN ROOF SNOW LOAD 60 PSF 50.4 PSF DESIGN ROOF SNOW LOAD FOR 0.25/12 < SLOPE < 1/12 WIND SPEEDS IN THE 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. NOTE: EXPOSURE 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. 4. THIS ENTIRE ENGINEERING PACKAGE IS NOT REQUIRED FOR MOST BUILDING PERMITS. SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE: a. GENERAL NOTES (2 PAGES) b. STRUCTURAL CONFIGURATIONS (1 OR.2 PAGES) c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES FOR SOLID COVER STRUCTURES) OR BOTH (FOR COMBINATION STRUCTURES) d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE_ FOR LIVE/SNOW AND WIND LOAD e. ALL APPROPRIATE DETAILS f. OTHER DOCUMENTATION REQUIRED BY LOCAL BUILDING AUTHORITY, 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. B. 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 O GHER STRENGTHS MAY BE USED. 3004H2x ALUMI M MAY BE SUBSTITUTED FOR 3004H3x. .<.SSION ra OFCALIFO JUIN 04 2 01.3 OCT 20 2011 .�• 5208 TENNYSON PARKWAY �Zull(41i SUITE '100 PRODUCTS;INC. PLANO, TEXAS 75024 NONE I°)EA"'GENERAL :NOTES ICC ESR 1398 (2009 IBC) 10/11/2011 Page 2 of 60 UAit u�v,vnrv� EN INEERS TAMP OR PART GN01-2009 1 OF 2 111\IDCD 'r f1 f r44,�� •�.m..� is "�� - } . �.r �...• Ick. -1 {3} r0 •,�! v��i.- "� �* � "� #�' ' � R � . `fib '. d Cft APh p 0 RN ilin rn sae r Ile 4 VIP imp ��y � V �•�i F4 !'!e"a A 'tl V P,i l '��" 4 yg6g9tlE!(ddA,fse r ��6�s191rj N) m; 6'4sa' • 4p �6� . .•�� dam' CLi ft test ' 'rtlAP ?Ike s4�''c 4 fs gat'. r, Ile ea,q:apAA:bA � , ssiol e � b' � e �'d0 • '�rPd� :pqp .-'''' " 16 d#".`�q��"-.q -. t\\ _ '.may �' s/y a...... 4 Q ni�`*a. f'" L •e�p \� fes. �•�i �„�,ny,,,•7 � \ r �9 � � �' �4J'�' � wf'" ' 0i: �5 r'g . G+ �, �' «+'L. i t..' IT" Ii ff I��J+rrgalaao�4t►��4�rq ��' ` �t.�� ..tea ��»' c^� � � - t ��j,r%'•+,-, }trial ►c Pa Its03 � 10 _ ;: :� '*r J�..• - a,°� fi��, � germ �i €rg m l uj 4 3. t ... � off °�A1q,��T� R\\. (s��•' ��' �:a �fdix"titi��ti � �e.aVr'44 "�f!f°°ll�ilplg6tiR4 - roe,.. CW - XV e� Y r _ -3 , r : I ♦ - - - - �- •* .• Y r # 1 — 'Ilk LES EDU LENGTH OF PROJECT 0"RAr+ + LENGTH VARIES. SOF p W C ON �N ROJE 10 t f _ INSTALLED SCHEDULE I1 Y. FORPOSTS. PHAVE MORE PTHAN 2 POSTS (PER ♦INTERMEDIATE BEAM). - ECT1 VARIEOSTS.TO BE S ION PROJECTION CMGTM{.113 - END FASCIA MIN• FASCIA M S MIN. 100% -LENGTH- SSP • MIN. SLOPE 0.25%FT. END LENGTH & - ' �U� FOR M1N•'S PANEL JOINt PO F CIA w,; ♦ NO OF #10 SM FASTENER �• s MULTISPAN EFREESTANDING .QE ��ti5 ,y FSR �'.. COVER'PANEL ATTACHMENT TO TILEVER OVER PANEL " �• „ MIN 3.5' CONCRETE - - HEADER MAX. -+-�.- ` e�. t . SLAB MAY BE USED - OVERHANG� r 4 ��• SCyF Rp ' FASCIA WHERE PERMITTED - -s 25% POSIT HEADER NSTALL f, w_ SEE SCHEDULE SPACING COLUMN.. jir- VERTICAL k ii PROVIDE 1 1/ 5E ROVIDE 1 1/2", DRAIN + Z, MIN 3.5' CONCRETE SLAB DRAIN MIN 3.5' CONCRETE SLAB REQ'D REQ'D W/ CONSTRAINED "d. W/,CONSTRAINED FOOTINGS F 1"d" i FOOTINGS SEE SCI EDULE'FORSp d I 1 J - FOOTING SIZE "d° °d° - ., 4 Ld •I L�SEE SCHEDULE FOR y. ' —T FOOTING SIZE. SINGLE SPAN ATTACHED STRUCTURE - �, MAX. O�HANG 25% OF • - r SINGLE SPAN ATTACHED GANnL tEDSIRUCTIRE ° SEE SC POST SPACING FOR POST POST SPACING SEE SCHEDULES LENGTH VARIES. a. O o - a EBAR MIN 3.5' CONCRETE SLAB REQ'D FASCIA �" CANT, ' ER SPgN C Eq ry . F - 3/8°0 X 9° REBAR W/ CONSTRAINED FOOTINGS SEE SCHEDULE FOR SIZE PROVIDE. 1 1 �2 DETAIL AQ ❑R N29 ONLY j • �SS10N DRAIN / I I HE�AOER� �F Gil, VER MIN 3.5' CONCRETE SLAB REQ' ANE » W/ CONSTRAINED FOOTINGS MULTISPAN ATTACHEDTCANTiLEVERED STRUCTURE' a PROVIDE 1 1/2' /2 { •Y 6 1 9� f DRAIN MIN 3.5' CONCRETE SLAB Q'D PATIO, COVERS ARE LIMITED T❑ 12' W1 CONSTRAINER FOOTIN L%_ SEE SCHEDULE FOR SIZE - PATIO, C CARPORTS AND C❑MM O 12'L .%Y< VARIEs. SEE SCHEDULES• P aECT10N PLACE 3/810 STL( ), DETAIL AQ OR -N29 ONLY _ . ' VILE ��P z zl STRUCTURES ARE LIMITED -T❑ 15'• P• sP `*; F0FCALIFO� f . ►' • 'PANEL SP FES HEIGHT - f k. ' - _ _ AN END OCT 20 2011 j r. ,� ` .:...' "r _ . "� .isj, �.• FASCIA - 0 4 2 013 [A' - - '.. AsccovER P a p�/9r. H ER pyRH •+ BEAM EANG P c - • ' .f? 4, . 1, CICN UM - .. 25% POST - �� : �i .�• _ • .. STLCOLTYP. SPACING = - - _.<V ' ' 5208.TENNYSON PARKWAY J / �iiia "SUITE 100 e r C 81 y9 L-' INGPRODUCTS,ING, RowDE 1 1/2 " I _ I PLANO, TEXAS 75024 DRAIN 3/8"0 STEEL BPR + * EXP O 015 h " MIN 3.5' CONCRETE SLAB REQ' 'd •a° •d" (RE -BAR) C ; n r W/-: CONSTRAINED FOOTINGSDRAWING y'1t. SEE,SCHEDULE FOR•.SIZE Tqr 1V1 � OR'PART SOLID PANEL STRUCTURAL MLDTISPAN ATTACHED SJCnJRE" DETAIL AQ .OR N29 ONLY FO NONE. F CAL1 NAME CONFIGURATIONS ICC ES ENG (2009 IBC) 10/11/2011 J:•' Page 4 of 60, DATE DRAWING SHEET. ENG EERS TAMP PUMPER SCO1-2009 1 OF 2 - SPSEE SCHEDULE -FOR SIZE d ASCI DETAIL•, AQ OR N29 ONLY SINGLE SPAN - FREESTANDING STRUCTURE INTER- OVER PN R '� PANEL MAY MEDIATE 1/2"0 STEEL - LENGTM VARIES PR ' OVERHANG 25% M BEAM f',''. W 110 tj c v OF. CLEARSPAN 0 HANG. - BAR (RE -BAR w_ UKW 25% COL MAXIMUM FOR POST SIZE SEE Y� SPACING - • — POST SCHEDULES _ SEE SCHEDULE FOR SIZE PROVIDE. 1 1 �2 DETAIL AQ ❑R N29 ONLY j • �SS10N DRAIN / I I HE�AOER� �F Gil, VER MIN 3.5' CONCRETE SLAB REQ' ANE » W/ CONSTRAINED FOOTINGS MULTISPAN ATTACHEDTCANTiLEVERED STRUCTURE' a PROVIDE 1 1/2' /2 { •Y 6 1 9� f DRAIN MIN 3.5' CONCRETE SLAB Q'D PATIO, COVERS ARE LIMITED T❑ 12' W1 CONSTRAINER FOOTIN L%_ SEE SCHEDULE FOR SIZE - PATIO, C CARPORTS AND C❑MM O 12'L .%Y< VARIEs. SEE SCHEDULES• P aECT10N PLACE 3/810 STL( ), DETAIL AQ OR -N29 ONLY _ . ' VILE ��P z zl STRUCTURES ARE LIMITED -T❑ 15'• P• sP `*; F0FCALIFO� f . ►' • 'PANEL SP FES HEIGHT - f k. ' - _ _ AN END OCT 20 2011 j r. ,� ` .:...' "r _ . "� .isj, �.• FASCIA - 0 4 2 013 [A' - - '.. AsccovER P a p�/9r. H ER pyRH •+ BEAM EANG P c - • ' .f? 4, . 1, CICN UM - .. 25% POST - �� : �i .�• _ • .. STLCOLTYP. SPACING = - - _.<V ' ' 5208.TENNYSON PARKWAY J / �iiia "SUITE 100 e r C 81 y9 L-' INGPRODUCTS,ING, RowDE 1 1/2 " I _ I PLANO, TEXAS 75024 DRAIN 3/8"0 STEEL BPR + * EXP O 015 h " MIN 3.5' CONCRETE SLAB REQ' 'd •a° •d" (RE -BAR) C ; n r W/-: CONSTRAINED FOOTINGSDRAWING y'1t. SEE,SCHEDULE FOR•.SIZE Tqr 1V1 � OR'PART SOLID PANEL STRUCTURAL MLDTISPAN ATTACHED SJCnJRE" DETAIL AQ .OR N29 ONLY FO NONE. F CAL1 NAME CONFIGURATIONS ICC ES ENG (2009 IBC) 10/11/2011 J:•' Page 4 of 60, DATE DRAWING SHEET. ENG EERS TAMP PUMPER SCO1-2009 1 OF 2 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 818.6.1 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 B18.22.1, 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. NYWHERE: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 =82", #12 = 32 AND #14 = z". 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 ORAL. CONSTRUCTION OUTSIDE OF THESE PARAMETERS MAY REQUIRE ADDITIONAL ENGINEERING. 20. All structures must comply with one of the following: a. All structures with a roof snow load of 30 psf or less may be buiit 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. ICC ESR 1398 (2009 IBC) 10/11/2011 Page 3 of 60 OCT 20 2011 04 2 C 68 3 el.-MaX 5208 TENNYSON PARKWAY BUI NG PRODUCTS; INC. SUITE 100 * E .6-3 -20 PLANO, TEXAS 75024 RAWN BY- s�P f V 1 ��P. MP DFRWIRG- F L O NONE OR PART GENERAL NOTES K1rIK1 FR CTAMP DATE: OR PgBT GN02-2009 sHE� f1F LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES n md",n"va 621" Raker (Witi—.1 n 032'W"x6.625" Rafter (Multisoan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (ps (in) 90 100 105 110 10 24" 7'-4" 7'4" 6'-10" 6'4" LIVE 20" 8'-5" 8'4" 7'-9" T-3" 20 16.. 9'_911 91_81, 9'-01, 81_51, LIVE 12" 11'_9" 11'-6" 10,_8" 10'-1" 20 24" 4'4" 4'-4" 4'4" 4'4" LIVE 20" 5'-0" T-0" V-0" 5'-0" 30 16" 5'-11" 5'-11" 5'-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" 60 16" 5'-9" 5'-9" 5'-9" 5'-9" 12" 7'-1" T-1" 7'-1" 7'-1" 30 24" 3'-7" T-7" T-7" T-7" 20" 4'-2" 4'4" 4'-2" 4'-2- 16" 5'-0" 5'4" 5'-0" V-0- 12" 6'-3" 6'4" 6'4" 6'-3" 40 24" 2'4: 2'-9" 2'-9" 2'-9" 20" T-3" 3'4" 3'4" T-3" 16" T-11" T-11" T-11" T-11" 12" 5'-0" 5'4" 5'-0" T-8" 60 24" V-11" V-11" V-11" 1'-11" 20" 2'-3" 2'4" 2'4" 2'-3" 16" 2'-9.. 2'-9" 2'-9„ 2'-9" 12" 3'-7" T-7" T-7" T-7" Ground I Rafter Wind Speed and Exposure Snow Load Spacing Exp C (psf) (in) 90 100 105 110 10 24"1o,-1111 8'-8" 10'-11" 10'-11" 10'-8" LIVE 20" 12'-3" 12'4" 12'-3" 11'-10" 20 16" 14'_1" 14'-1" 14,_1" 13,-4" LIVE 12" 16,_8" .16,_8" 1.6'_3" 15'_5' 20 24" 6'-8" 6'-8" 6'-8" 6'-8" LIVE 20" T-8" 7'-8" T-8" 7'-8" 30 16" 9'-0" 9'-0" 9'-0" 9'4" 12" 10'-11" 10--11"110--11" 10'-2" 10'_11" 25 24" 6'-5" 6'-5" 6'-5" 6'-5" 20" T-5" 7'-5" 7'-5" 7'-5' 60 16" 8'4" 8'-8" 8'-8" 8'-8" 12" 10'_7 10'_7' 10,_7, 10'_7'' 30 24" 5'-7" 5'-7" 5'-7" 5'4" 20" 6'-5" 6'-5" 6'-5" 6'-5" 16" 7'-8" 7'-8" 7'-8" 7'-e" 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" 5'4" 16" 6'-2" 6'-2" 6'-2" 6'-2" 12" T-8" 7'-8" 7'-8" T-8" 60 24" 3'-1" 3'-1" 3'-1" 3'-1" 20" T-8" 3' 8„ 3'_8" 3'_8" 16" 4'-5" 4'-5" 4'75" 4'-5" 12" 5'-7" 5'-7" 5'-7" 5'-7" Ab Lt IA SINGLE SPAN TABLES n n�A-' .�".,A ASA" a,kor ficin, Ia _Q n 1 0 n32"r2"Y6.625" Rafter (Single Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C . s (in) 90 100 105 110 10 24" 8'-8" 7'-5" V-10" 6'-4" LIVE 20" 9'-9" 8'-4" T-9" 7'-3" 20 16" 11,_2" 9'-8" 9'-0" 8'-5- LIVE 12" 13'_2" 11'-6" 10'_9„ 10'_1" 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" 1 10'4" 25 24" 4'-11" 4'-11" 4'-11" 4'-11" 20" V-10" 'T-10" 5'-10" .5'-10" 60 16" 7'-4" 7;-4" T-4" T-4" 12" 9'-9" 91_9" 9'-9" 9'4" 30 24" 4'-1" 4'-1" 4'-1" 4'-1" 20" 4'-11" 4'-11" 4'-11" 4'-11" 16" 6'-1" 6'-1" V-1" V-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" T-8" T-8" 16" .4'-7" 4'-7" 4'4" 4'-7" 12' 6'-1" V-1"• 6'_1" 6'-1" 60 24" 2'-0" 2'4" T-0" T-0" 20" 2'-5" 2'-5" 2'-5" T-5" 16" 3'-1" 3'-1" T-1" 3'-1" 12" 4'-1" 4'-1" 1 4'-1" 4'-1" IAtiLC I.G Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C s 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" 14'4" 13-4- 3'-4"12" LIVE 1 21 19'_5, 17'_3" 16'4" 15'_5' 20 24" 8'-10" 6'-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'-11" 8'-5" 8'-5" 8'-5" 20' 10'_1" 101„ 10'-1" 101_1•1 60 16" 11'41" 11'_11" 11'_11" 11'_11" 12" 13'_9„ 13'_9" 13,_9" 13,_9" '30 24" T-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" T-10" 7'-10" T-10" T-10" 12" 10,_6" 10'_6" 10'_6" 10'-6" 60 24" 3'-6" T-6" T-6" T-6" 20" 4z2" 4'-2" 4'-2" 4'-2" 16" 5'-3" 5'4" 5'-3" 5'-3" 12" T-0" T-0" T-0" T-0" 0.040'_'x2"x6.625" Rafter Multis an --% Ground - -Rafter- -Wind-Speed and Exposure Snow Load Spacing Exp C (psf) (in) 90 100 105 45111-16- 10 •24" 14'-6" 14'_6" 14'-6" _ 1144i5�- LIVE 20" 16'-2" 16'-2" 16'-2" 15'-10" 20 16" 18'_5" 18'_5, 18'_5" 17,_8" LIVE 12" 21'_7, 21'4" 20'_5' 19'_10" 20 24" T-2" 9'-2" 9'-2" 9'-2" LIVE 20" 10'-T 10'-5" 10'-5" 10'-5" 30 16" 12'_1" 12'_1" 12'_1" 12'_1" 12" 14'-0" 14'-6" 14'-6" 14'-6" 25 24" 8'-11" 8'-11" 8'-11" 8'-11" 20" 10'_1" 10'_1" 10,_1" 10'_1" 60 16" 11'-9" 11'-9" 11'-9" 11'-9" 12" 14'_1" 14'_1" 14,_1" 14'_1" 30 24" T-9" 7'-9" 7'-9"7'-9" 6'-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" V-3" 6'-3" 6'-3" 20" 7'-2" 7'-2" 7'4" 7'-2" 16" 8'-6" 8'-6" 8'-6" 8'-6" 12" 10'-4" 104" 10'4" 10'4" 60 24" 4'-6" 4'-6" 4'-6" 4'-6" 20" 5'4" 5'-3" 5'-3" 5'-3" 16" 6'4" 6'4" 6'4" 6'-3" 12" T-9" 7'-9" 7'-9" 7'-9" 0.040"x2"x6.625" Rafter n nA7"v V1 A" R.ffur rA4i il}ienanl Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (psf) (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" 8'-7" 16'_2" 151_10" LIVE 16" 20'-7" 20'_7" .20,_5' 19,-4" 20 36" 7'-7" 7'-7" T-7" T-7" LIVE 32" 8'-4" 8'-4" 8'4" 8'-4" 30 24" 10'-3" 10'-3" 10'-3" 10'-3" 16" 13'-6" 13'4" 13'_6" 13'_6" 25 36" 7'4" 7'4" 7'-4" 7' 47-- 32" 8'-0" 8'-0" 8'-0" 8'-0" 60 24" 9'-11" 9'-11" 9'-11" 9'-11" 16" 13'-1" 13'_1"'. 13'_1" 13'_1" 30 36" 6'4" 6'-4" 6'-4" 6'-4" 32" 6'-11" V-11" V-11" V-11" 24" 8'-8" 8'-8" 8'-8" 8'-8" 16" 11'4' 11'_7' 11,_7' 11'4' 40 36" 5'-0. 5'-0" 5'-0" 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" 9'-5" 60 36" T-6" T-6" 3'-6" 3'-6" 32" T-11" T-11" T-11" T-11" 24" 5'4" 5'-0" V-0" 5'-0" 16" 6'-11" 6'-11" 6'-11" 6'-11" Ground Rafter Wind Speed and Exposure Snow Load Gauge Exposure C s 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" 1V-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" LIVE 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" 40 0.024" 6'14" 6'-4" 6'-4" 6'-4" 0.040" 10'-3" 10'-3"10'-3" .13'_6,1 1" 60 0.024" 4'-11" 4'-11" 4'-11" 4'-11" 0.040" 8'-1" 8'-1" 8'4" 8'-1" Amerimax Building Products 5208 Tennyson Parkway Plano, Texas 75024 TABLE 1.3 lAtiLt 1.4 NOTE: RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN Carl Putnam; P. E. 0.042'xO'W" Rafter Single Span 3441 •Ivylink Place 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" 16" 20'-6" 19'_5' 18'_7" 17'_8" 12" 22'_7" 21'_2" 20'_5" 19'_10' 20 24" 12._8" 12'_8" 12,_8" 12'_8" LIVE 20" 13'-10" 13'-10" 13'-10" 13'-10" 16" 15'-5" 15'-5" 15'-5" 15'-5" 12" 17'_8" 17'_9" 17'_9" 17,_9" 25 24" 12'-4" 12'-4" 12'-4" 12'-4" 20" 13'_6" 13'_6" .13'_6,1 13'-0" 16" 15'_1„ 15'_1" 15'-1" 13'_9" 12" 17'-4" 17'4" 17'4" 17'4" 30 24" 10'_7' 10'_7' 10'_7' 10'_7, 20" 12'-4" 12'4" 12'4" 12'4" 16" 13'_9" 1'3'_8" 13'_9" 13'_9" 12" 15'-10" 15'-10" 15'-10" 15'-10" 40 24 T-11" 7'-11" T-11" 7'-11" '32" 6'-6" 6'-6" 6'-6" 6'-6" 16" 11'_10" 11'-10" 11'_10" 11'_10" 12" 13'-9" 13'_8" 13,_9" 13,_8" 60 24" 5,-4„ .5,4,E 5'-4„ 5'-4" 20" 6.4„ 6'4„ 6i�„ 6'4:, 16" T-11" 7'-11" T-11" 7'-11" 12" 10'_7, .10'_7' 10'_7' 10'_7' TABLE 1.6 TABLE 1.7 — - J 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 s in 90 100 105 110 10 36" 16'-2" 14' 4" 13'-6" 12'-9" LIVE 32 17'-2" 15'-3" 14'-5" 13'-7" 24" 19,_11" 17'_8" 16'4" 15'_10" 16" 24'_2" 21'_7' 20'_5' 19'4" •20 36" 9'-8� 9:_8:� . 9,-8„ 9'-8" LIVE 32" 10'-10" 10'-10" 10'-10" 10'-10" 24" 14'-4" 14'-4" 14,-4" 14'-4" 16" 17'_5" 17_5' 17'_5' 17'_5' 25 36 9'-3" 9'-3" 9'73" 9'-3" 32" 10'4" 10'-4" 10'4" 10'-4" 24" 13'_9" 13'_9„ 13,_9" 13'_9" 16" 17'-0" 17'-0" 17_0" 17'_0" 30 36" 7'-8" 7'-8" T-8"7'-8" 32" 8'-8" 8'-8" 8'-8" 8'-8" 24" 11'-6" 11',6" 11'_6" 11'-0" 16" 15,_7' 15'_7" 15'-7' 5,_7" 15'-7- 40.36" 40.5 V-9" 5'-9" 5'-g" V-9" '32" 6'-6" 6'-6" 6'-6" 6'-6" 24" 8'-8" 8i-8" 8'-8" 8'-8" 16" 12'-11'' 12'-11" 12'-11" 12'-11" 60 36" T-10" T-1.0" T-10" T-10" 32, 4'-4" 4'-4',' 41-41, 4.-„ 24" 5'-9" 5'-9" 51_3„ 5'-9" 16" 8'-8" 8'-8" 8'-8" 8'-8"' - .. I AbLC I.B_ . I IMOLC I.O Lynchburg, VA 24503 cariputnam(7a eomcast.net RAFTERS OIC SPACING MAY BE DOUBLED IF THE RAFTERS ARE DOUBLED UP TO 48" O/C OCT 20 2011 JUN 04 2013 3'X8' ALUM HEADER 3'X8' STEEL C DOUBLE ALUM HEADER DOUBLE STEEL C BEAM LATTICE OVERHANG 36' MAX 24' MAX FOR 30 PSF SNO LOAD OR HIGHER W �4T I MIN 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINED FOOTINGS SINGLE SPAN ATTACHED LATTICE STRUCTURE I ❑'HANG PROVIDE I DRAIN MULTISPAN UNITS REFER TO GENERAL NOTE 22. MULTISPAN FREESTANDING LAME STRUCTURE MAXIMUM RAFTER FFG GF OVERHANG IS 25% OF CLEARSPAN LATTICE OVERHANG 36' MAX 24' MAX FOR 30 OR PSF SNOW LOAD OR POST HT HIGHER G 3'x 8"x 12 or 16 GA ego . \,\ STEEL "C" BEAM FOR DETAIBEAMBWRAP DETAIL;p. ATTACHMENT TO MIN 3,5' MIN 3.5' CONCRETE SLAB REQ'_/ FOG FOJ� CONCRETE SLAB MAY BE W/ CONSTRAINED FOOTINGS S��Jc USED WHERE PERMITTED SEE SCHEDULE FOR SIZE 1w SEE SCHEDULE DETAIL L29 ONLY ,y ,d„ SEE SCHEOU�S' R C �1GTF1 VARIX OF PROJECTION FASCIA P �NGTH too 2'x6.625', 3'x8' OR MIN' — 3' 3' ALUM RAFTERS x RI R COVER PANEL LATTICE. OVERHANG � SEE DETAIL L3 S ACPNG� _ < MIN 3.5' CONCRETE SLAB MIN 3.5' CONCRETE SLAB REQ'D W/ CONSTRAINED — "d REQ'D W/ CONSTRAINED FOOTINGS FOOTINGS SEE SCHEDULE FOR „— FOOTING SIZE dd" VERHANG Ii - TW FREESTANDING STRUCTURE ATTACHED STRUCTURE ICC ESR 1398 (2009 IBC) 10/11/2011 T 1-1 . 1 ^ U Page 5 of 60 6 EX E \T��F0 Y,�GINEF Qp4 RAFTER SPAN UR SPAN) OR MORE SPANS —2"x6.625". 3"x8" OR 3'x3' ALUM. RAFTERS OF CLEAR SPAN PLACE 3/8" 0X 9° EX . 6I 0/` o131 * � SEE SCHEDULE FOR SIZE f DETAIL L29 ONLY Ay VIL ��P SOF CALIFO� OCT 20 2011 JUN 04 2013 elim5`q� 208 TENNYSON PARKWAY BUILDM PRODUCTS. INC. SUITE 100 PLANO, TEXAS 75024 mw"'CMP SA NONE DRAWING OR PART ALUMAWOOD STRUCTURAL CONFIGURATIONS NAME DATE: DRAWING SHEET NUMBER SCO2-2009 2 OF 2 LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL C C 0.042" 0.042"x3"x8' Box Beam (Detail 1-1 Attached TABLE 2.1 TABLE 2.1 Attached single Freestanding or 18 Structure Multispan Units span sOvaure Multispan Units GROUND TRIG MAX POST MAX GROUND TRIG MAX POST LENGTH SNOW WIDTH POST REDID POST MIN FOOTER e' I 10' I 12' LOAD (FT) SPACING FOR SPACIN POST SIZE CONSTRAINED FOOTI (PSF) (FT) ON SLAB SLAB (FT) TYPE 'd' "d"'d' 'd" "d" "d' "d' "d' (FT) 24 ON SLAB _ (in)_ _ (in) lin) (in) WINn AREA: MAX POST MIN FOOTS PACIN POST SIZE TYPE "d" FT ,`,'I� l ) 1 hail L12 Double 0.040"x2"x6.625" Detail L12 C 0.042" reestanding or 15 Attached Freestanding or TABLE 2.1 14'57" lultispan Units 18 Structure Multispan Units 26 13'-0" MAX POST LENGTH MAX 22 23 MAX POST LENGTH GROUND TRIG MAX POST MAX 8' I 10• I 12' POST MIN FOOTER 8' I 10' I 12' SNOW WIDTH POST RED' POST 3NSTRAINED FOOTER SPACING POS SIZE CONSTRAINED FOOTER LOAD (FT) SPACING FOR SPACIP .1 'd" "d" (FT) TYPE "d" "d' "d' "d' (PSF) 24 ON SLAB SLAB (FT) (in) (in) (in) 25 27 In) nn) (in) (in) a 20 (FT) 25 27 25 90 MPH EXPOSURE C 8'57" A 15 21 22 24 14'57" C 18 23 25 26 13'-0" C 18 22 23 25 20 3 11'-10" A 9'-1' A 17 23 25 26 WAD" B 21 26 27 29 13'-4" 8 20 24 26 27 LIVE 3.5 10'-2' A 8'-7 A 18 23 24 26 13'-7' B 21 25 27 28 17-3" a 20 24 25 27 ' 4 8'-11' A TS" A 18 22 24 25 17-7" C 21 25 26 28 11'57' B 21 23 25 26 23 4.5 7'-11" A 6'-11' A 18 22 23 25 11'-9" C 22 24 26. 27 101-8" B 21 23 25 26 23 5 - T-1' A 6'57' A 18 22 23 24 11'-0" C 22 24 26 27 10'-0" C 21 23 24 26 24 5.5 6'-5' A 5'-11" A 19 21 23 24 1057" C 22 24 25 27 9'57" C 22 22 24 25 6 5'-11" A S-7" A 19 21 23 24 9'-10" C 23 24 25 26 9'-0- C 22 22 24 25 6.5 5'57' A 5'J' A 19 21 22 24 9'1" C 23 23 25 26 8'-T C 22 22 24 25 7 5'-1' A 51-T A 19 21 .22 23 8'-11" C 23 23 25 26 8'-3" C 22 22 23 25 7.5 4'-9" A 457' A 19 20 22 23 a'-7' C 23 23 24 26 T-10' C 23 23 23 25 8 4'-5' A 4'S' A 19 20 22 23 81-2" C 23 23 24 26 7'-T C 23 23 23 24 8.5 4'-2' A 4'-2" A 19 21 22 23 T-10" C 24 24 24 25 T-3' C 23 23. 23 24 9 V-11" A T-11' A 19 21 22 24 T-7' C 24 24 24 25 7'-0• C 23 23 23 24 9.5 T-9" A Y-9' A 19 21 22 24 TJ" C 24 24 24 25 8'-9- C 23 23 23 24 10 74r A 3'57' A 18 21 23 24 r.0 C 24 24 24 25 6'-T C 23 23 23 24 11 Y-2" A 3'-2' A 19 22 23 24 S-7' C 24 24 24 25 8'-7 C 24 24 24 24 25 au 3 rn wg 1. nc = A 8'57" A 15 21 22 24 14'57" C 18 23 25 26 13'-0" C 18 22 23 25 60 3.6 8'-Y A T-11' A 16 21 22 23 13'-3" C 19 23 24 26 11'-11' C 18 22 23 24 22 4 T-2' A T-3" 8 16 20 22 23 12'J' C 18 23 24 25 11'-1" C 18 21 23 24 23 4.5 8'4' A V-81 B 16 20 21 23 111-S' C 19 22 24 25 101-5' C 19 21 22 24 23 5 S-9' A B'-2' EI 11 20 21 22 10'1" C 20 22 23 25 9'-9" C 19 21 22 23 23 5.5 S-2' A 57-9" 8 16 19 21 22 10'rt" C 20 22 23 24 9'-0" C 19 21 22 23 24 6 4'-g" A SS" B 17 19 21 22 9'-T C 20 21 23 24 8'-9' C 19 20 22 23 6.5 I.S. A 5'-1" 8 17 19 20 22 9'-1' C 20 21 23 24 8'4' C 20 20 21 23 7 4--1' A 4'-9" B 17 19 20 21 8'1' C 20 21 22 24 8'-0" C 20 20 21 23 7.5 3'-10" A 4'1" 8 17 19 20 21 '8'J' ' C 21 21 22 23 7'57" C 20 20 21 22 8 3'-7' A 4'-3' 8 17 19 20 21 7-11" C 21 21 22 23 T4" C 20 20 21 22 8.5 3'4" A W -O" .B 17 19 20 21 T-7' C 21 21 22 23 T-1" C 20 20 21 22 9 3'-2' A T-9' B 17 19 20 22 T4" C V 21 22 23 5-10" C 20 20 21 22 9.5 3•-0' A 7-7- B 17 19 21 _ 22 T-1" C 21 21 22 23 8'-T C 21 21 21 22 90 MYM t"IYVJUrtt V 25 3 W -T A 811" A 17 23 25 26 3.5 8'-2' A 7'-11' A 18 23 24 25 4 T-2" A TJ' B 18 22 24 25 4.5 6'4" A 6'1" B ' 18 22 23 25 5 5'-9" A 6'-2" B 18 21 23 24 5.5 S -Y A T-9' B 18 21 23 24 6 4'-9' A 5•-5" 8 19 21 22 24 6.5 4'57" A 5'-1' B 19 21 22 24 7 4'-1' A 4'-9' B 19 20 22 23 7.5 T-10 A 4'S' B 19 20 22 23 8 T-7" A 4'-3' B 19 20 22 23 8.5 3'4" A 4'-V 8 19 21 22 23 9 T -Y A T-9" B 19 21 22 24 9.5 3'-0' A T -T B 19 21 22 24 10 X10" , A 3'1" B 19 21 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 ADEQUATECLEARSPAN FOR YOUR NEEDS. 5. DETERMINE. TRIBUTARY WIDTH FROM TABLE 2.2 OR CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 6. CHOOSE A HEADER'FROM TABLE 2.1 THAT HAS ADEQUATE POST SPACING. ' 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 2.1 ICC ESR 1398 (2009 IBC) 10/11/2011 14'S" C 13'a" C 17-3" C 11'57 C 10'1" C 10'-1" C 9'-7' C 9'-1' C 81-8" c 8'-3" C T-11" C T-7" c T4" C T-1" C Box Beam (Detail Lt) Double 0.042"x3"x8" Detail L12 Double 0.040"x2'x6.625' Detail L12 lee single Freestanding Or Attached Single Freestanding or Attached single Freestanding Or Slruaure Muftis an Units Spen S, a Lure Multispan Units span Structure Multispan Units MAX POST LENGTH IPACINPOST MAX POST LENGTH MAX MAX POST LENGTH FOOTER S' I 10' I 17 FOOTER 8- .I 10' I 12' POST MIN FOOTER 8' I 10' I 17 SIZE CONSTRAINED FOOTER SIZE CONSTRAINED FOOTS SPACING POS SIZE CONSTRAINED FOOTS'd' "d "d" "d" 'd 'd' d (FT) TYP 'd" "d" (In) (in) (in) (In)(In) (in) (In) (n) (in) (in) (In) ON 60 90 MPH EXPOSURE B 4'-8' B 14 20 22 23 8'57" C 17 23 24 26 8'-0" C 17 22 23 25 60 3 4'-1' A 4'-9" B 13 19 20 21 8'1" .0 15 21 22 24 8'-0' C 15 20 21 23 22 3.5 T-6* A 4'-1" B 13 18 20 21 T-10' C 16 21 22 23 J 7•" C 15 20 21 22 23 4 3'4r A T-7" B 13 18 19 21 T-2- C 16 20 22 23 6'57' C 15 19 21 22 23 4.5 T-8" A T-2' B 13 18 19 20 6'-7" D 16 20 -, 21 23 6'-2' C 16 19 20 22 23 5 757" A 7-11" B 13 17 18 20 6--1" 0 16 20 , 21 22 5•-9' C 16 19 20 21 24 5.5 7-2" A 7-7" B 13 18 19 20 5'-8" D 16 19 21 22 574" D 16 19 20 21 6 7-0' A 2157 B 13 18 19 20 SJ' 0 15 19 20 22 5'-0" D 16 18 20 21 8.5 1'-10" A 2'-2" B 13 18 18 21 4'-11' D 18 19 20 22 4'-9" D 16 18 20 21 7 1'1' A 2'-1" B 13 18 20 21 4'57' D 17 19 20 21 4'57" D 18 18 20 21 7.5 V-7' A 1•-11' B 13 18 20 21 4'-5' D 17 19 20 21 4'J' D 16 18 20 21 8 1.6" A 11-9" B 13 19 20 21 4'-2' 0 17 19 20 21 4'-1' D 17 19 20 21 8.5 V-5- 1 A t V-8" B 13 19 20 21 4'40" D 17 19 20 21 3'-10' 1 D 17 19 20 21 60 au MYn 3 -1-- V -1 A 4'-8' B 14 20 22 23 8'57" C 17 23 24 26 8'-0" C 17 22 23 25 22 3.5 157' A 4--1' B 14 20 21 23 T-10' C 18 22 ;• 24 25 TJ' C 17 21 23 24 22 4 T -W A T -T B 14 19 21 22 T -Y C 18 ZZ 24 25 6'57" C 17 21 22 24 23 4.5 757" A X-7' B 14 19 21 22 6'-7' D 18 22 23 25 8'-2' C 18 21 22 24 23 5 7S' A 2'-11' B 14 19 20 22 6'-1" D 18 21 23 24 511' C 18 20 22 23 23 5.5 7-2' A 7-T' B 14 19 21 22 571' D 16 2123 25 24 5'4' D 18 20 22 23 24 6 T -O" A 7-5"8 C 14 19 21, 22 V-3' D 18 21 22 24 5'-0" D 18 20 21 23 6.5 1'-10" A 7-2" B 14 20 21 22 V-11' D 19 21 22 21 4'1' D 18 20 21 23 7 1'-9' A 2'-1" B 14 20 21 23 4'1' D 19 20 22 23 4'57' D 18 20 21 23 OVER- HANG 0• 1. 2- 3' S TABLE 22 TRIBUTARY WIDTHS FOR SINGLE SPAN PROJECTION OF SINGLE SPAN STUCTU 4- rg� - 5.5' 6' 8.5' T 7.5' e• 4.5' S' 5.5, B 6.5' 7- 7.5' e' 8.57 S. 5.57 6' 6.5' 7' 7.5' 8' .8.5' 9' 5.5' S. 6.57 T 7.57 8' 8.5' e' 9.5' 6- 6.57 T 7.5' 8' 8.5' 9' 9.5' 10 6.57 T 7.5' 8' 8.5 9' 9.5' 10' 10.5 -- 29 13'-0" C 20 24 26 27 ' 20 21 25 25 27 27 28 111-11" C 20 24 25 26 B' 21 25 26 28 11'-1" . C 21 23 25 28 ' 12' 22 24 26. 27 10'57" C 21 23 24 26 , 22 24 26 27 9'-9' C 21 23 24 25 L211/2"x4"x4" 22 24 25 27 957• C 22. 22 24 25 22 23 25' 26 8'-9" C 22 22 24 25 23 23 25 26 8'4' C 22 22 23 25 23 23 24 26 8.1"' c 22 22 23 25 23 23 24 26 T-8" C 22 22 23 24 23 '23 24 25 T4" C 23 23 .23 24 23 23 24 25 7'-1" C 23 23 23 24 24 24 24 25 6'-10" C 23 23 23 24 24 24 24 25 6--7- C 23 23 23 24 24 24 1 24 1 25 61- C 23 1 23 23 24 TABLE 2.3 Post Requirements for Attached Sin Ie Sp an Structures ' Post Description H Code Max POSTFAr 0.042"x3"x8" Aluminum Post 11' B 0.024"Post With Sideplates 12' B' Clover 0.030"xWx3" Alum 11' B Clover 0.040"x3"x3" Alum 12' B Colonial 0.062" Extruded 12' C 0.041"x3N3" Steel Clover 12'1 11.5' 1-71 0.041"xWx3" Steel Clover 10.5 11' 1-71 3/16"x3"x31 Steel Square 12.5' 10.57 L21 1/4""x3"x31 Steel S uare 17, '' UVE L213/16"x4'x4" Steel Square 11.5 17 L211/2"x4"x4" Steel S uare 13.5' L21 ' 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN ' TABLE 2.1 AND 2.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amerlmax Building ProdL - FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 5208 Tennyson Parkway 9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.6 Piano, Texas 75024 10. USE THE APPROPRIATE DETAILS (1-11-1-29). DETAILS MAY REQUIRE POST TO UPGRADED. ' 11. ALL LATTICE NOT USING DETAIL L29 MUST COMPLY WITH TABLES Lt AND L2 ON SHEET M5 - Carl Putnam, P. E. FOR PATIO SLABS,FOLLOW 1-6 FROM ABOVE THEN . . - , - . 3441 Ivyllnk 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 carlputnainCalcomcast.nei SLAB 9: FOLLOW 9-11 FROM ABOVE 10.5 S1 -A8.10. FOR TWO POST STRUCTURES USE TABLE 7.1 AN SHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES . Page 8 of 60 'ACHED STRUCTURES (FT). 1T 18' 19' 20' 21' 27 8.5' 9' 9.5' 10' 10.5 it' 9' 9.5' 10' 10.5 11' 11.5 9.5' 10' 10.5' 11' 11.5' 17 10' 10.5 11' 11.5' 17 12.5' 10.57 11' 11.5' 17, '' 12.5 13' 11' 11.5 17 12.5' 13' 13.5' LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS 90 MPH WIND AREAE 0.042"x3"x8" Box Beam Detail 1-1 Double 0.042"x3".x8" Detail L12 Double 0.040"x2"x6.625' Detail L12 TABLE 2.1 Atteched Single Freestanding or[SPACINC Attached single Freestanding or Attached Freestanding or Span structure Multispan Unitsspan Structure Multispan Units structure Multispan Units GROUND TRIB MAX POST MAX MAX POST LENGTH MAX POST LENGTH MAX MAX '10 OST LENGTH SNOW WIDTH POST REDID POST MIN FOOTER B' I 10' I 12' MIN FOOTER e' I 10' I 17 POST MIN FOOTER e' i 10' I 12' LOAD (FT) SPACING FOR SPACIN POST SIZE CONSTRAINED FOOT POST 617E CONSTRAINED FOOTS SPACINGPOS 612E CONSTRAINED FOOTS(PSF) ON SLAB SLAB (FT) TYPE 'd' 'C 'd' 'C TYPE 'd' 'd' 'd' 'd' (FTI TYPE 'd' (in) (in) (I- (FT) (in) (In) (iN lin) lin) (in) (m) (in) (inl lin) (in) (in) 20'-10" 90 MPH EXPOSURE B 27 28 18'-8" A 20 24 10 3 22'-6" A 13'-61 A 18 23 25 26 LIVE 3.5 19'-51 A 1Y4" A 16 23 24 25 16'-1' 4 . 17'-0' A 11'4' A 18 22 24 25 26 4.5 15'-1" A 10'-7" A 16 22 23 25 22 5 13'-7" A 9'-11' A 16 22 23 24 15'-7' 5.5 174" A 9'4' A 19 21 23 24 24 6 114" A 8'-9' A 19 21 22 24 22 6.5 10'S" A 8'4" A 20 21 22 24 *12'S' 7 8'-6' A T-11" A 20 21 22 23 24 7.5 9'-1" A 1-7' A 20 20 22 23 24 a 8'-6' A 7'3" A 20 20 22 23 12'3' 8.5 8'-0" A 6'-11" A 20 20 22 23 23 9 7'.5' A 6'" A 20 20 21 23 23 9.5 T-2' A 6'-5" A 20 20 21 22 10'-5' 10 B'-9' A 6'-2' A 20 20 21 22 24 11 e'-2' A S-6' A 21 21 21 22 25 12 S-6' A SS" A 2121 24 22 23 10'-1' ' 13 1-2-A 25 S-1" A 21 21 22 23 20'-10" A 21 25 27 28 18'-8" A 20 24 25 27 19'3' A 21 25 26 28 17'3' A 20 23 25 26 11'-10" 8 22 25 26 27 16'-1' A 21 23 24 26 18'-11' B 22 24 26 27 151-Y B 21 23 24 25 18'-0' B 22 24 25 27 14'4' B 21 22 24 25 15'-7' B 23 24 25 26 13'-6' B 22 22 24 25 14'-S B 23 23 25 26 IT -V B 22 22 23 25 13'-10' B 23 23 25 26 *12'S' 8 22 22 23 24 13'3" C 23 23 24 28 11'-11' B 23 23 23 24 12'-8" C 24 24 24 26 -11'-6' B 23 23 23 24 12'3' C 24 24 24 2S 11'-1" B 23 23 23 24 11'-10" C 24 24 24 25 101-9" 8 23 23 23 24 11'S" C 24 24 24 25 10'-5' C 23 23 23 24 11'-1' C 24 24 24 25 10'-1" C 24 24 24 24 101-V C 25 25 25 25 9'-9' C 24 24 24 24 10'-1' C 25 25 25 25 9'-3' C 24 24 24 24 9'-7' C 25 25 25 25 8'-9' C 24 24 24 24 9'-1' C 25 25 25 25 e'4' C 25 25 25 25 10 LIVE ' 90 MPH 3 3:5 4 4.5 S 5.5 6 6.5 7 7.5 8 8.5 9 9.5 10 11 12 13 EXPOSURE 22'.5" 19'S" 1T-0' 15'-1' 13'-T' 12'4" 11'4" 101.5' 9'1' 9'-1' e'-6' 8'-0' T-6' T-2" 8'S' 6'-Y 5'.5' S-2' C A A A A A A A A A A A A A A A A A A 13'-6" 12'4" 11'4" 10'-7' 9'-11" 9'4' 8'-9" 8'-0' T-11' 1-7" T3" 6'-11' e'-6" 8'S' 6'-2' 57-9" 5'-5' 51•1" A A A A A A A A A A A A A A A A A A 20 20 21 21 21 22 22 22 22 22 23 23 23 23 23 23 27 24 25 25 24 24 24 23 23 23 23 22 23 23 23 23 23 23 23 24 27 26 26 25 25 25 25 24 24 24 24 23 23 23 23 23 2325 24 28 28 27 27 26 26 26 28 25 25 2S 25 25 24 24 24 25 . 20'4" 18'-6' 1T -W IwS' •8 15'" 14'.5" 14'-0" 13'-5" 12'-10" 12'4" 11'-11' 11'.5" 11'-1" 101-9" lo -5"C B-1Ir' 8'3' 8'-10" A A B B B 8 B' B B C C ' C C C C C C 23 23 24 24 25 25 25 26 26 26 27 27 27 27 27 28 28 28 28 27 27 26 26 26 25 26 26 26 27 27 27 27 27 28 28 28 29 29 28 28 28 27 27 27 26 28 27' 27 27 27 27 28 28 28 31 30 30 29 29 29 28 28 28 28 27 27 27 27 27 28 28 28 18'-2' 18'-10' 15'-8- 14'-6' 13'-11" 13'3' 12'-6' 17-1" 11'•7' 11'-2* 10'-9' 10'-5" 10'-1' 9'-9' 9'-6' 9'-0' e'-6" 8'•1' A A A A 8 B B B B B B B B C C C C C 22 23 23 24 24 24 25 25 25 25 26 28 26 26 27 27 27 271 26 25 25 25 24 24 25 25 25 25 28 28 26 26 27 27 27. 27 27 27 27 26 28 26 25 25 25 25 26 28 26 26 27 27 21 1 27 29 28 28 28 27 27 27 27 26 26 26 26 26 26 27 27 21 1 27 ICC ESR 1398 (2009 IBC) 10/11/2011 TABLE 2.1 ched single Freestanding or Attached Single Freestanding or Attached single Freestanding or span Structure Multispan Units - Span structure Multispan Units Span smurura Multispan Units �ROUND TRIB MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH WIDTH POSTREQ' POST MIN FOOTER 8' I 10' 12' POST MIN FOOTER 8' I t0' I 12' POST MIN FOOTER 8' '10'I 17 (FT) SPACING FOR SPACIN POS 612E CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOOTS SPACING POSSIZECONSTRAINED FOOTI ON SLAB SLAB (FT) TYP 'd' 'd' I d' I 'd' lFT) TYPE ,a. ,a I I n� (� TMP 1� ! I ( I 1'utl 90 MPH EXPOSURE 0' 7'-10" A 17 22 23 24 14'-10" B 18 24 25 26 17-3 B 18 22 24 25 20 3 11'-10" A 9'-1" A 16 21 22 23 13'-T B 19 23 25 28 12'3' B 18 22 27 24 LIVE 3.5 10'-T A 81•2" A 16 21 20 22 23 1Z.7" C 19 23 24 25 11'S" B 18 21 23 24 4 8'-11" A T-6' A Is 16 20 2123 24 11'-9" C 19 22 24 25 10'-8" 8 19 21 23 24 4.5 T-11" A W-11, A 18 20 21 22 11'-0" C 20 22 24 25 10'-0' C 19 21 22 23 5 T-1" A 8'-5' 51•11' A A 17 20 21 22 10'-S' C 20 22 23 25 9'-6" C 19 21 22 23 5.5 8'-5" A A 5'-7" A 17 19 21 22 " B'-10" C 20 22 23 24 ".. C 20 20 22 23 6 5'-11' A 5'3' A 17 19 20 22 8'-5' C 20 21 23 24 8'-7" C 20 20 22 23 6.5 5'-5" A 5'-0" A 17 19 20 22 8'-11' C 21 21 23 24 8'-3' C 20 20 21' 23 7 7.5 5'-1' 4'-9" A A 4'-6' A 17 19 20 21 8'•7' C 21 21 22 24 .7'-10' C 20 20 21 23 8 4'S" A 4'-5' A 17 19 20 21 8'-2" C 21 21 22 23 T -T C 20 20 21 22 B.5 4'-2" A 4'-2' A 17 19 20 21 T-10" C 21 21 22 23 7'-3" C 20 20 21 22 9 3'•11' A J'•11' A 17 19 20 22 7'-7" C 21 21 22 23 7'•0' C 21 21 21 22 9.5 3'-9" A T-9" A 17 19 21 22 7'3' C 21 21 22 23 6'-9" C 21 21 21 22 10 3'-6' A T-6- A 17 19 21 22 T-0' C 21 21 22 23 6'-7" C 21 21 21 22 11 3'-Y A 7'-Y A 17 20 21 22 6'-7' C 22 22 22 23 6'-Y C 21 21 21 22 12 A 2'-11' A 17 20 22 2J 6'-2' C 22 22 22 23 5'-10' C 21 21 22 23 1J Y-6' A 2'.5' A 17 20 22 23 5'-10" C 22 22 22 23 5'-6' C 21 21 22 23 ICC ESR 1398 (2009 IBC) 10/11/2011 TABLE 2.1 ched single Freestanding or Attached Single Freestanding or Attached single Freestanding or span Structure Multispan Units - Span structure Multispan Units Span smurura Multispan Units �ROUND TRIB MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH WIDTH POSTREQ' POST MIN FOOTER 8' I 10' 12' POST MIN FOOTER 8' I t0' I 12' POST MIN FOOTER 8' '10'I 17 (FT) SPACING FOR SPACIN POS 612E CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOOTS SPACING POSSIZECONSTRAINED FOOTI ON SLAB SLAB (FT) TYP 'd' 'd' I d' I 'd' lFT) TYPE ,a. ,a I I n� (� TMP 1� ! I ( I 1'utl Page 7 of 60 JUN 04 2013 90 MPH 3 EXPOSURE 8'-0' C A 7'-10" A 17 22 24 25 13'-1' C 20 25 27 28 11'-10" C 19 23 25 26 30 3.5 6'-10" A 71-0" B 17 22 23 25 17.0" C 20 25 26 27 10'-10' C 20 23 25 26 4 6'-0' A 6'S" B 17 22 23 24 11'-1' C 21 24 26 27 10'-1' C 20 23 24 26 4.5 14' A 5'-10" B 17 21 23 24 173' C 21 24 25 27 811" C 20 22 24 25 5 4'-10' A 51S" B 17 21 22 24 9'-6' C 21 23 25 28 8'-10" C 21 22 24 25 5.5 4'4" A 5'1. B 18 21 22 23 e'-1' C 21 23 25 26 8'-4' C 21 22 23 25 6 4'-0' A 4'1" B 18 20 22 23 8'-7- C 22 23 24 26 T-11" C 21 22 23 25 6.5 3'1' A 4'4" 8 18 20 22 23 8'•1' C 22 23 24 26 7'-6' C 21 21 23 24 7 3'S" A 4'-0' B 18 20 21 23 T-9' C 22 22 24 25 T -Y C 21 21 23 24 7.5 3'-Y A 3'47' B 18 20 22 23 T4" C 22 22 24 25 8'-10" C 22 22 23 24 8 3'-V A 3'-6" B 18 20 22 23 T-0" C 22 22 23 25 6'-T C 22 22 22 24 8.5 7-10" A 3'4" B 18 21 22 23 61-9" D - 22 22 23 25 8'4' C 22 22 22 24 9 2'-V A 3'-Y B 18 21 22 24 8'-6" D 23 23 23 24 8'-1" C 22 22 22 24 9.5 1 2'-6' 1 A 1 3'-V 1 B I - 18 1 21 22 24 6'3' D 23 1 23 23 24 5'-10' C 22 22 22 24 Page 7 of 60 JUN 04 2013 LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL rouble -12 Ga 3"x8" Steel C (Detail LB) 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 LEI Attached Single Freestanding or TABLE 2.5 Attached single Freestanding or Attached Single Freestanding or Attached single Freestanding or span Structure Multis an Units span structure Multispan Units span Structure Multispan Units Span Swcture Multis an Units MAX( MAX POST LENGTH GROUND TRIS MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH 2. IT POST 12 15 POST PACING POIT POSTTS F SIZER CONSTI INED IOOTE LOAD SNOW 15'N(FDT)H SPACING FOR SPACING POS POST REOIC ?DSTF S ZE CONSTRAINED FOOTER SPACING POST F SIZER CONSTRAINED IOOTE SPACING POTS FOOTER CONSTRAINED INED ICTE (F7) TYPE "d' 'C 'd' 'd' (PSF) ON SLAB SLAB (FT) TYP 'd', 'd' 'd' "d' (FT) TYPE 'd' ".d' '0• 'd' (FT) TYPE "B, "' �� -dr _(In) tn) (in) (in) (FT) (in) (In) (in) 0n) (in) (in) ON Ont (in) (in) (In) lin) TABLE 2.5 EXPOSURE Attached single Freestanding or D Attached Single Freestanding or 29 30 12'-T' C Span Structure Multispan Units 25 span stnlctum Multispan Units ROUND TRIB MAX POST MAX 20 5 'MAX POST LENGTH MAX 22'-7" D MAX PO ST LENGTH SNOW WIDTH POST REO'D POST MIN FOOTER 8' ' 12' I 15' POST MIN FOOTER 8' ' 17 I 15' LOAD (FT) SPACING FOR SPACINGPOST 55' SIZE CONSTRAINED FOOTER SPACIN POST SIZE CONSTRAINED FOOTE (PSF) 33 ON SLAB SLAB (FT) TYPE 'd' 'd' I "d' I "d" (FT) TYPE "d' "C "d 'd' 32 34 WTI 6 5'-11" A (in) (ill (in) (in) 29 29 (In) (in) (U) (In) rouble -12 Ga 3"x8" Steel C (Detail LB) 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 LEI Attached Single Freestanding or TABLE 2.5 Attached single Freestanding or Attached Single Freestanding or Attached single Freestanding or span Structure Multis an Units span structure Multispan Units span Structure Multispan Units Span Swcture Multis an Units MAX( MAX POST LENGTH GROUND TRIS MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH 2. IT POST 12 15 POST PACING POIT POSTTS F SIZER CONSTI INED IOOTE LOAD SNOW 15'N(FDT)H SPACING FOR SPACING POS POST REOIC ?DSTF S ZE CONSTRAINED FOOTER SPACING POST F SIZER CONSTRAINED IOOTE SPACING POTS FOOTER CONSTRAINED INED ICTE (F7) TYPE "d' 'C 'd' 'd' (PSF) ON SLAB SLAB (FT) TYP 'd', 'd' 'd' "d' (FT) TYPE 'd' ".d' '0• 'd' (FT) TYPE "B, "' �� -dr _(In) tn) (in) (in) (FT) (in) (In) (in) 0n) (in) (in) ON Ont (in) (in) (In) lin) 25 90 MPH EXPOSURE C 22'-0" D 25 26 29 30 12'-T' C 21 23 25 27 28'-5" E 27 27 28 31 20 5 T-1' A 22'-7" D 28 2B 31 33 1T -V C 23 2$ 26 30 30'-0" D 31 31 32 34 LIVE 5.5 55' A 21'4" D 28 28 31 33 17-1" C 24 25 26 29 29'-9" D 32 32 32 34 6 5'-11" A 20'a' D 29 29 31 33 11'-1" C 24 24 27 29 28'-11" E 32 32 32 34 6.5 V.S. A 19'-3" D 29 29 30 32 101.3' C 24 24 27 29 28'-2' E 33 33 33 34 7 5.1' A. 18'-4" D 29 29 30 32 015" C 24 24 26 28 2T5" E 34 34 34 34 7.5 4'S' A 1T-7" D 30 30 30 32 8'-11' C 24 24 26 28 28'-10' E 34 34 34 34 8 4'S' A 16'-11" D 30 30 30 31 WA. C 24 24 26 27 26U" E 35 35 35 35 4: CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS 8.5 4'-2' A 161-3" D 30 30 30 31 7'-10" C 24 24 25 27 25'-9" E 35 35 35 35 9 T-11" A 151-8" D 30 30 30 31 TS' C 24 24 25 27 26-3" E 35 35 35 35 9.5 3'-9" A 15'-1' D 30 30 30 31 T-1" C 24 24 25 27 24'-10" E 36 36 36 36 10 TS' A 14'-7" D 31 31 31 31 5S' C 24 24 25 28 24'-5" E 38 38 36 36 10.5 T4' A 14'-2' D 31 31 31 31 e'S" C 24 24 24 26 24'-0" E 37 37 37 37 11 T -Y A 13'-9" D 31 31 31 31 8'-1' C 24 24 24 25 23'-7' E 37 37 37 37 11.5 T-1' A 13'4' D 31 31 31 31 5'-10' C 24 24 25 26 23'-3' E 37 37 37 37 122'-11' A 12'-11' D 31 31 31 31 S-7' C 24 24 25 27 22'•11' E 38 38 38 38 13 75' A 12., D 32 32 32 32 S-2' C 24 24 25 27 22'•Y E 38 38 38 38 25 au mrn 5 c,�rvavnc 5'9' o A 22'-0" D 25 26 29 30 12'-T' C 21 23 25 27 28'-5" E 27 27 28 31 60 5.5 S -Y A 20'-9" D 25 25 28 30 11'-T' C 21 22 25 27 27'-7" E 28 28 29 31 ' 8 9 4'" A 191-8' D 25 25 28 30 10'-T C 21 22 25 26 26'-9" ' E 28 28 29 31 6.5 4'S' A 18'5' D 26 26 28 29 9'-10" C 21 22 24 26 25-1" E 29 29 29 30 7 4'-1' A 17'-10' D 26 26 27 29 9'-1' C 21 21 24 26 255" E 29 29 29 30 7.5 TAW A 1T-1' D 26 26 27 29 8'S' C 21 21 24 25 24'-10' E 30 30 30 .30 8T -T A 16`-6 D 26 26 27 29 S-0" C 21 21 23 25 244' E 30 30 30 30 8.5 T4' A 151-9' D 26 26 27 28 TS' C 21 21 23 25 23'-10' E 30 30' 30 30 4: CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS 9 T -Y A 15'-2' D 27 27 27 28 T-1' C 21 21 23 25 23'S" E 31 31 31 31 9.5 T-0' A W -S" E 27 27 27 28 6'1" C 21 21 23 24 23'-0" E 31 31 31 31 10 7-10' A 14'-2' E 27 27 27 28 8'S" C 21 21 22 24 27.7" E 31 31 31 31 10.5 75' A 13'9' E 27 27 27 28 6'-1' C 21 21 22 24 27J' E 32 32 32 32 11 7-T A 1T-3" E 27 27 27 27 5' -to' C 21 21 22 24 21'-10' E 32 32 32 32 11.5 75' A 12'-11' E 27 27 27 27- S-7' C 21 21 23 24 21'-7' E 32 ' 32 32 32 25 av 5rn F 9p Rc c A 27.0" D 28 28 31 33 17-7" C C C 5.5 S -Y A 20'9" D 28 28 31 3311'-T' 32 31 31 60 6 4'-g" A 1915" D 29 29 30 32 10'-T' C 6.5 4'S' A 181-8' D 29 28 30 32 9'-10" ' 7 4'-1' A 17'-101' D 29 29 30 32 9'-1' C 7.5 3'-10" A 17* -1' D 29 29 30 32 8'S' 8 7-T A 161-51 D 30 30 30 31 4'-7" C 8.5 T4' A 1519' O 3030 26 30 31 TS' 9 T -Y A 15-2' D 30 30 30 31 T-1" C 9.5 3'-0' A 14'9' E 3030 26 30 31 S-9' 10 2'•10" A 14'-2' E 30 30 30 30 6'S' C 10.5 75" A 13'-9' E 30 30 30 30 6'-1" 11 7-7' A 131-3' E 31 31 31 31 5'-10" C 11.5 75' A 17-11" E 31 31 31 31S-7' 28 12 74' A 175" E 31 31 31 31 5'4' GENERAL INSTRUCTIONS FOR THESE TABLES 16 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 21 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 18'-Y 3. DETERMINE WIND AND LIVE, OR SNOW LOAD OF STRUCTURE SITE ' (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS 27 USE 20 PSF MIN) . 28 4: CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS 8.5 ADEQUATE CLEARSPAN FOR YOUR NEEDS. A 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 2.2 OR ' E CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 22 6. CHOOSE A HEADER FROM TABLE 2.5 THAT HAS ADEQUATE 25 POST SPACING. C 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 2.5 19 ICC ESR 1398 (2009 IBC) 10/11/2011 60 90 MPH EXPOSURE B 12'-8' I T.11' 11'J' E E E 23. 23 24 25 25 24 28 27 27 30 29 29 SS" S-0" 4'-7' C C C 18 18 18 21 21 20 24 23 23 26 25 25 21'-W 201-7' 20141" E E H 28 28 29 28 28 29 30 30 29 32 31 31 60 5 2'S' A 12'9" E 2123 24 26 27 5'S' C 16 19 22 24 21'-3" E 24 24 27 29 ' 5.5 7-2" A 11'-11" E 21 22 25 27 5'-0" C 16 19 22 23 20'-7" E 25 25 • 27 29 6 T -w A 11'-3' E 21 22 25 27 4'-7" C 16 19 21 '23 20'-0" H 26 26 27 29 6.5 1'-10' A 10'-8" E 21 22 25 26 4'-3' C 16 18 21 23 1915' H 26 26 27 29 7 1'9' A 10'-1' E 21 22 24 26 T-11' C 18 1B 21 23 19'-0" H 26 26 27 28 7.5 1'-7- A 9'-7' E 22 22 24 26 3'1' C 15 18 21 23 18'-7' 1 27 27 27 28 8 1'1' , A 9'-Y E 22 22 24 26 T-5' C 16 19 21 23 18'-Y 1 27 27 27 28 8.5 1'-5" A 8'9" E 22 22 24 25 3'4' C 16 19 21 23 17'-7" 1 27 27 27 28 9 1'4" A 8'S" £ 22 ZZ 24 25 T-1' C 18 19 22 23 1T-1' I 28 28 28 28 9.5 1".. A T-11" E 22 22 ' 23 25 2'-11' C 16 19 22 24 28 28 28 2B 10 1'-2" A 7'-T E 22 22 23 25 7.9' C 18 19 22 24 16'-1' I 28 28 28 28 10.5 1'•2' A T -Y E 22 22 23 25 7-T C 16 20 22 24' 15'5" 1 28 28 2B 28 60 90 MPH 5 5.5 8 PXPOSURt 7S' 2'-2' 7-0' G A A- A 12'-8' I T.11' 11'J' E E E 23. 23 24 25 25 24 28 27 27 30 29 29 SS" S-0" 4'-7' C C C 18 18 18 21 21 20 24 23 23 26 25 25 21'-W 201-7' 20141" E E H 28 28 29 28 28 29 30 30 29 32 31 31 6.5' 6.5 I. -1o" A 10'S' E 24 24 27 29 4'-3" C 18 20 23 25 1015" H 29 29 29 31 11' 7 1'9" A 10'-1' E 24 24 27 28 TAI" C 19 20 23 25 ' 101-0' H 30 30 30 31 7.5 81'S" 8.5 9 11-7" 1'S' 1'4' A A A A 9'-T 9'-Y 8'-9" e'S" E E E , E 24 24 25 25 24 24 25 25 26 26 26 28 28 28 28 27 T-8" 3'-5' TJ' 3'-1' C C C C 18 18 18 18 20 ' 20 21 21 23 23 23 24 25 25 25 25 18'-T 16`2" 1T -T 1T-1' 1 1 1 1 30. 31 31 31 30 31 31 31 30 31 31 31 31 31 31 1 31 OVER- HANG (FTI 8' 9' 101 0' 4' f.4.5'1 C:S 1' 4.5' Si 5.5' 2' 5' 6.5' 6' 3' 5.6 6, 8.5' 4' 6' 6.5' T 5' 1 6.S T 7.5' TABLE 22 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES PROJECTION OF SINGLE SPAN STUCTURES (FT) Amerimax Building ProclL FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 11' 12' IT - 14' 15' 1S IT 18' 19' 5.5' 6' 8.5' T 7.5' 8' 8.5' 9' 9.5' 8' 6.5' T 7.5' 8' 8.5 9' 9.5' IV 8.5' 7' 7.5' 8' 8.5' 9' 9.S 101 10.5 T 7.5' 8' 8.5' 9' 9.5' 10' 10.5' 11' 7.5' 8' 8.5' 9' 9.5' 101 10.5 tt' 11.5 8' 8.5' 9' 8.5' ' 10' 10.5' 11' 11.5 17 C 23 25 28 30 28'-5" E 30 30 32 34 C 23 24 27 29 2T-7" E 31 31 31 33 TABLE 2-3 Post Requirements for C 23 24 27 29 26'-9" E 32 32 32 33 Attached Single SP an Structures C 23 24 26 28 26'-1" E 32 32 32 33 Post Description Max POST C . 23 23 26 28 25'-5' E 33 33 33 33 H t Detail C 23 23 26 28 24'-10'. E 33, 33 33 33 0.042"x3"x8" Aluminum Past 11' I B Lt c 23 27 25 27 244' E 34 34 34 34 0.024"Post with Side fates 12' B L24 c 23 23 25 27 23'-10" E 34 34 34 34 Clover 0.030"x3"x3" AIUm III B L11 C 23 23 25 27 23'51 E 35 35 35 35 Clover 0.040"x3x3" Alum 12' B L11 C 23 23 25 26 23'-0' E 35 35 35' 35 Colonial 0.062" Extruded. 12' C AE C 23 23 24 26 27.7" E 35 35 35 35 0.041"x3"x3• Steel Clover 12' D L11 C 23 23 24 26 22'-3" E 36 38 36 38 0.041"x3"0" Steel Clover 8' E L11 C 23 23 24 26 21'-10" E .36 36 36 36 3/16"x3"x3" Steel $ uare 15, H L21 C 23 23 25 26 21'-7" E 37 37 37 37 1/4""0"0" Steel Square 15' 1 L21 C 23 23 25 27 21'-0' E 37 1 37 1 37 1 37 3/16"x4"x4" Steel Square 1 15' 1 J I L21 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN ' TABLE 2.5 AND 2.3 UPGRADE THE POST IF -THE HEIGHT IS NOT SUFFICIENT Amerimax Building ProclL FREESTANDING AND MULTISPAN UNITS USE TABLE 2.4 5208 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 (L1 -L29). DETAILS MAY REQUIRE POST TO UPGRADED. 11. ALL LATTICE NOT USING DETAIL L29 MUST COMPLY WITH TABLES L11 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 2.5 • Lynchburg, VA 24503 SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carioutnamla'")comcasLnel 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 Page 10 of 60 101 10.5' 11' 10.5' 11' 11.5 11' 11.5' 17 11.5' 17 125' �Y ��S' 13• LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS 90 6 29 12 Ga 3"x8' Steel C Beam Detail L18 16 Ga 3 D TABLE 2.5 28 Attached Single Freestanding or 30'-0" ' 29 29 10 5 span Struclura A Multispan Units C GROUND TRIB MAX POST MAX C 24 MAX POST LENGTH MAX SNOW WIDTH POST REO'D POST MIN FOOTER I S. I 1Y I 15' POST LOAD (FT) SPACING FOR SPACINC POST SIZE CONSTRAINED FOOTER SPACINC (P5F) 114' ON SLAB SLAB . (Fr) TYPE "d" 'd' I 'ff "d' (FT) 17'-11` C (FT) 25 27 35 (In) (in) (in) Ibl 10'-5' eel C Beam `Detail L18 Double 12 Ga 3'x8'.Steel C (Detail L8 12 Ga 3'x8' Steel C Beam Detail L18 10 ua i-xd- creel , oeaui i -n , r- ^- -- -• - -- - d single Freestanding or Attached single Freestanding or TABLE 2.5L.PA.1.1 Attached single Freestanding or ached Single Freestanding or Attached single Freestanding or d sire Mullis an Units span structure Multispan Units span swcture Mullis an Units span swctum MUIUS an Units span swaurc MulBspan Units MAX POST LENGTH MAX MAX POST LENGTH GROUND TRIS MAX POST MAX POST LENGTH MAIC MAX POST LENGTH MAX MAX POST LENGTH FOOTER 8' I 12' I 15' POST MIN FOOTER 8' I 1Y 1 15' SNOW WIDTH . POST REO' MIN FOOTER 8' I 12' I 1S. POST MIN FOOTER 8' I 17 ' 15' POST MIN FOOTER 8' T I NE I 15' 612E CONSTRAINED FOO SPACING POST SIZE CONSTRAINED FOOTS LOAD (FT) bPACING FOR POS SIZE CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOOTS SPACING OS 612E CONSTRAINED FOOTS d' 'd' 'd` (FT) TYPE "T 'tl° 'tl' 'C IPSP) ON SLAB SLAB7YP (d' M `n 1'T (FT) TYPE (d' M (d' (in) (FT) P `d' (d' (in) ^ (N (in) (In) (in) (in) (in) M) (in) hn) (FT) 90 MPH EXPOSURE B 29 31 30'-0' 90 MPH EXPOSURE 6 29 D D D D 0 D D 0 D D D D D 0 D D D D 30'-0' D 28 28 29 C 30'-0" ' 29 29 10 5 13'-T A 30'-0' C . 27 28 31 D 20'3' C 24 25 28 D LIVE 5.5 12'4" A 29'S' D 28 28 31 32 19'-0' C 24 25 28 A 30'-0" 6 114' A 28'-11' D 29 29 30 34 17'-11` C 25 25 27 35 35 6.5 10'-5' A 28'-2` D 29 29 30 D 1T-0" C 25 25 27 E 36 7 9'6' A 27'-1" 0 30 30 30 6.5 16'-2" C 25 25 27 33 2T6" 7.5 9'-1" A 26'-0' 0 30 30 30 38 15'S' C 25 25 27 7 91-8' 8 816" A 25'-7" D 30 30 30 C 14'-9' C 25 25 26 D 35 8.5 81-0" A 24'-2- D 31 31 31 D 14'-1" C 26 26 26 C 28 '9 T-0" A 23'S' 0 31 31 31 34 34 13'-T C 26 28 26 D 34 9.5 T -Y A 2Y6' D 31 31 31 26 13'-1" C 26 26 26 34 90 MPH EXPOSURE 10 8'.9" A 27-0' D 31 31 31 23 17-7' C 28 26 28 18 18 30'-0' 10.5 8'-5' A 214' D 31 31 31 A 12'-1" C 26 26 26 18 13'-7" 11 6'-2' A 20'S• D 32 32 32 38 11'-7' C 26 26 26 A 22'6" 11.5 5'-11" A 201-2' D 32 32 32 29 11'-1' C 26 26 28 38 38 12 5'6" A 19'-8° D 32 32 32 35 10'-T C 26 26 26 29 29 13 5'-Y A 18'5" D 32 32 32 10.5 9'-10• C 26 26 26 35 35 14 4'-10" A 1T-10" D 33 33 33 D B'-1" C 28 26 26 11 e'-2' 15 4'-0• A 1T-1' D 33 33 33 C 8'6" C 20 26 26 D 30'-0' C 27 27 29 D D D D 0 D D 0 D D D D D 0 D D D D 30'-0' D 28 28 29 C 30'-0" D 29 29 29 C 30'-0" D 30 30 30 5 30'-0" D 31 31 31 31 30'-0" D 31 31 31 22 30'-0" D 32 32 32 32 30'-0" D 33 33 33 A 30'-0" D 33 33 33 30 30 30'-0" D 34 34 34 26 26 30'-0" 0 35 35 35 32 32 29'-10' D 35 35 3S D 29'-61 D 36 36 38 C 29'-1" E 36 36 36 D 28'-9" E 36 36 36 6.5 28'-1" E 37 37 37 33 2T6" E 38 38 38 28 28'-10" E 30 38 38 34 20 LIVE 90 MPH EXPOSURE C ' D D D D 0 D D 0 D D D D D 0 D D D D 25 25 26 26 26 26 27 27 27 27 27 27 28 28 26 28 28 28 26 26 26 26 ' 26 26 27 27 27 27 27 27 28 2B 28 28 28 28 29 28 28 28 28 27 27 27 27 27 27 27 28 28 28 2B 28 28 31 30 30 30 29 29 29 29 28 28 28 28 28 28 28 28 28 28 13'-0" 12'-1' 11'-1" 10'3" 9'6" 8'-11" B'4' V-10" 7'S' T -i" 6'6' 6'S' 6--1' S'-10" 5'-7" 5'-2" 4'-10" 4'6' C 27 28 31 27 27 27 28 26 25 25 25 25 24 24 24 24 24 24 25 25 25 30'-0' C 31 31 32 31 31 31 31 31 31 31 31 32 32 32 33 33 33 34 34 35 35 10 5 13'-T A 29'6' C 31 31 33 31 31 20'-3" C C 20- 22 25 27 30'-0' D 32 32 32 32 LIVE 5.5 1Y4' A 28'-T C 31 31 33 30 30 19'-01 C 27 27 30 26 26 273" 21'4" E E 31 31 31 31 31 31 32 32 6 11'4" A 2TS" D 32 32 33 30 29 1T-11" C 28 28 30 28 25 30'-0" D - 33 33 33 32 32 6.5 10'S' A 2T-0' D 33 33 '33 29 1T-0" C 28 28 30 2S 30'-0" 0 34 34 34 32 7 91-8' A 264- D 33 33 33 29 29 16'-2" C 28 28 29 25 28 30'-0' D 35 35 35 33 33 7.5 9'-7• A 25'6• D 34 34 34 29 151.5" C 28 28 29 26 28 30'-0" D 35 35 35 34 34 8 &-a" A 25'-1" D 34 34 34 28 28 14'-0" C 29 29 29 26 30'-0' D 36 36 36 34 90 MPH EXPOSURE 8.5 B'-0' A 24'-2' D 34 34 34 23 14'-1" C 29 29 29 18 18 30'-0' D 37 37 37 T-3" A 9 7'6" A 23'S' D 35 35 35 18 13'-7" C 29 29 29 6 6.5 30'-0" D 38 38 38 23 26 9.5 T-2" A 22'6" D 35 35 35 13'-1' C 29 29 29 23 24 30'-0' D 38 38 38 16 1 B 19 19 10 6'.9" A 22'-0" 0 35 35 35 E 12'-T C 29 29 29 C 28'6" D 39 39 39 8.5 10.5 6'S" A 214• D 35 35 35 4'•10" 4'6" 12'-1" C . 29 29 29 * EX P01'5 11 29'-0" D 39 39 39 E E E 24 24 24 11 e'-2' A 20'6' D 36 36 38 24 24 11'-T C 29 29 29 10'-0' 28'-7' D 40 40 40 T-11" C 11.5 5'-11" A 20'-2" D 36 36 36 A 11'-1" C 29 29 29 26 28'-2 O 40 40 40 24 OCT 20 011 12 5'6" A 19'6" D 36 76 36 10'-7' C 29 29 29 27'5" E 40 40 40 13 5'-2' A 18'-8' D 38 36 3B B'-10' C 29 29 29 2T-01 E 41 41 41 14 4'-10' A 17'-1C' D 37 37 37 9'-1" C 29 29 29 2614" E 42 4242 15 4'6' A 17'-1' D 37 37 37 B'6" C 29 28 29 25'6' E 42. 42 42 20 LIVE 90 MPH 5 5.5 8 6.5 7 7.5 8 8.5 9 9.S 10 10.5 11 11.5 12 13 14 15 EXPOSURE T-1" 6'-5" 5'-11" 5'-5' 5'-1" 4'-9' 4'S' 9'-2' T-11" Y-9' T -S" 3'4" T-2" 3'•1" T-11" 2'6" 76' 74" B A A A A A A A A A A A A A A A A A A - 22'-7" 214• 20'3• 19'3• 18'4" 1T-7' 16'-11" 16'3" 75'6" 15'-1' 14'-7" 14'-2" 13'5• 13.4" 12'-11" 12'-3' 11'6' 71'-1' D D D D 0 D D 0 D D D D D 0 D D D D 25 25 26 26 26 26 27 27 27 27 27 27 28 28 26 28 28 28 26 26 26 26 ' 26 26 27 27 27 27 27 27 28 2B 28 28 28 28 29 28 28 28 28 27 27 27 27 27 27 27 28 28 28 2B 28 28 31 30 30 30 29 29 29 29 28 28 28 28 28 28 28 28 28 28 13'-0" 12'-1' 11'-1" 10'3" 9'6" 8'-11" B'4' V-10" 7'S' T -i" 6'6' 6'S' 6--1' S'-10" 5'-7" 5'-2" 4'-10" 4'6' C C C - C C C C C C C C C C C C C C C 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 21 23 23 22 22 21 21 21 21 21 21 21 21 21 21 21 21 21 21 26 25 25 24 24 24 24 23 23 23 23 22 22 23 23 23 23 24 27 27 27 28 26 25 25 25 25 24 24 24 24 24 24 25 25 25 30'-0' 29'-9" 28'-11" 28'-2- 276- 26'-10" 26'3' 25S' 25-3" 24-10" 24'S. 24'6' 23'-7" 23'-3- 27.11' 22'-2' 21'5- 20'4' D D E E E E E E E E E E E E E E E E 27 28 29 29 30 30 31 31 32 32 32 33 33 33 34 34 35 35 27 28 29 29 30 30 31 31 32 32 32 33 33 33 34 34 35 35 29 29 29 28 30 30 31 31 32 32 32 33 33 33 34 34 35 35 31 31 31 31 31 31 31 31 32 32 32 33 33 33 34 34 35 35 ICC ESR 1398 (2009 IBC) 10/11/2011 30 5 4'-10' A 191-9' D 24 25 28 30 10'51 C 19 22 25 26 265 E 28 26 5.5 4'41 A 18'-7, D 24 25 28 29 9'-8' C 20 22 24 26 25-11" -E 27 27 29 30 6 4'-0' A 17'-7' D 24 24 27 29 e'-71• C 20 21 24 26 25'-Y E 28 28 28 30 6.5 3'51 A 16'-9" D 25 25 27 298'-3" C 20 21 23 25 24'4" E 28 28 28 30 7 Y-5" A 15-111 D 25 25 27 29 T -S" C 20 21 23 25 23'-11" E 29 29 29 30 7.5 Y-2" A 15'3' D 25 25 27 28 7-2' C 2020 23 25 2315' E 29 29 29 30 8 3'1" A 14'-7" E 25 25 26 28 V-9' C 2020 23 24 27-11" E 29 29 29 30 8.5 7-10" A 14'-1' E 25 25 26 28 8'4" C 20 20 22 24 27-7 E 30 30 30 30 9 Y6' A 131-6" E 26 26 26 28 6'4"C 20 20 22 24 22'-0' E 30 30 30 30 9.6 76' A 13'-0' E 26 26 26 27 56" C 20 20 22 24 21'-T E .31 31 31 31 10 76' A 17-T S E 26 26 26 27 5'" C 20 20 22 24 21'•3" E 31 31 31 31 10.5 2'3' A 12'-Y E 28 26 26 27 5-1' C 20 20 22 24 20'-11' E 31 31 31 31 1 11 7-2' A 11'-0' E 26 26 26 27 4'-11" C 20 20 22 24 20'-T E 32 32 32 32 11.5 7-1" A 11'-S E 28 26 2B 27 4'S' C . 20 20 1 23 1 24 1 1 20'-3' 1 H 1 32 32 32 32 30 90 MPH 5 5.5 6 6.5 7 7.5 8 8.5 9 9.5 10 10.5 11 1j 5 EXPOSURE 4'-10" 4'4• 4'-0" 3'6° 85° 3'-2' Y-0" 2'-10' T-8" 76' 7S' 73" 2'-2" Y-1' C A A A A A A A A A A A A A I A 191.9" 18'-T 17'-7' 16'-9" 15'-11' 15•-3" 14'-7' 14'-1" 6 13'• 13'-0' 12'-T 12'-2' 11'-10' 11'5" D D D D D 0 E E E E E E E E 27 27 27 28 28 28 28 29 29 29 29 29 29 1 30 27 27 27 28 28 28 28 29 29 29 29 29 29 30 3/ 30 30 20 29 29 29 29 29 29 29 29 29 30 32 32 32 31 31 31T-2' 31 30 3D 30 30 29 29 30 10'-8- 9-9" 8'-11" 8•-3" 16" 8'S" B'4' 6'-0" 56" 5'S• $-1• 4'-11' 441 C C C C C C C C C C C C C C 22 22 22 22 22 22 22 22 22 22 22 22 22 22 24 23 23 23 22 22 22 22 22 -22 22 22 22 22 27 28 26 26 25 25 25 24 24 24 24 24 24 25 29 28 28 27 27 27 26 26 26 26 26 28 26 1 26 26'-9" 25-11" 25'-2" 24'5' 23'-11" 235" 27-11" 27S' 276" 21'-7" 213" ' 20'-11" 20'-7" 2V-3" E E E E E E E E E E E E E H 30 30 31 32 32 33 33 33 34 34 35 35 35 38 30 30 31 32 32 33 33 73 34 34 35 35 35 1 38 31 31 31 32 32 33 33 33 34 34 35 35 35 1 38 33 33 33 33 32 33 33 33 34 34 35 35 35 1 38 40 so-tN 5 .... 3'-7" 1 A 16'-T D 25 26 29 31 8'-1" C 20 20 23 22 26 25 27 27 244" 23'-T. E E - 29 29 29 29 31 30 33 32 5.5 6 3'3' 3'-0" A A 15'-T 14'-9" -D E 26 26 26 26 29 29 31 31 7'S" B'.9" C C 20- 22 25 27 27-11" E 30 30 30 32 6.5 2'49" A 13'-11' E E 26 26 26 26 28 28 30 30 e'3' 5-10' C C 20 20 22 21 24 24 26 26 273" 21'4" E E 31 31 31 31 31 31 32 32 7 7.5 7-T YS' A A174" 17'3' E E 27 27 27 27 28 28 30 29 55" 51-1' C C 20 20 21 21 24 24 28 25 213" 20'4' E E 32 32 32 72 32 32 32 32 6 8.5 73" Y-1' A A 12* -2' 11--r E 27 27 27 29 4'-10" C 20 21 23 2S 20'4' E 32 32 32 32 B 2'-0" A 11'-Y E E 27 27 27 27 27 27 29 29 4'6° 4'-3" C C 20 20 21 21 24 24 25 28 201-V 19'4" H H 33 33 33 33 33 33 33 33 9.5 10 1'-11" 1'-9" A A 10'-9• 10'-51 E 27 27 27 29 4'-1' C C 20 20 21 21 24 24 26 28 19'4'• 19'-0" H H 34 34 34 34 34 34 34 34 10.5 11 1'6" 1'-7" A A 10'6' 91-V E E 27 28 27 28 27 28 28 28 Y-11" T-8" C 20 22 24 26 18'4" I 34 34 34 34 90 MPH EXPOSURE B C f fCjJ10 j 40 5 3'-7" A 16'-T D 23 24 27 29 8'-1" C 18 18 21 20 23 23 25 25 5.5 T-3" A 15'-T D 23 24 24 27 26 28 28 T-5` 6'-9" C C 18 20 23 24 Q��4AQ` 6 6.5 T -T 2'4" A A 14'-9- 13'•11^ E E 23 23 23 26 28 8'3" C 18 20 22 24 7 7.5 2'-7" 2'S" A A 13'-3' 12'6" E E 23 24 23 24 26 26 27 27 5.10- 5'S' C C 16 1 B 19 19 22 22 24 23 fJ \i� \v7,I 8 2'3' A 12'-r E 24 24 25 27 5'-i" C 18 19 22 23 {tiJ p1 6?0/ 8.5 2'•1' A 11'4' E 24 24 25 25 27 27 4'•10" 4'6" C C 18 19 21 22 23 23 * EX P01'5 11 9 9.5 2'-0" 1'-11" 1'S' A A A 11'-Y 10'-9' 10'-5^ E E E 24 24 24 24 24 24 25 25 26 26 4'3" 4'-i' C C 1182'0 22 22 24 24 I �'i V I L 10 10.5 1'6' A 10'-0' E 24 24 24 26 T-11" C 22 24 F OFC of V� 11 1'.r A 9'-9" E 25 25 25 26 3'6" C 22 24 OCT 20 011 Page 9 of 60 JUN 04 2013 \ \\,�, U fn 81 9 00-2 1r 1 LA I I IUC t WVCK J.0 r- arn..... TABLE 3.1 - .w -1-1--........I.....-.,-..-._..-.._.-_..._.. 0.042"x3x8" Box Beam Detail Ll)' r ... _.- Double 0.042"x3"x8" Detail L12 y Double 0.040'x2"x6.625" Detail L12 21 Attached Single Freestanding Or - _ Attached Single Freestanding or 24 Attached Single Freestanding or 32 16'•8" Span swcture Multispan Units 22 span swcture MUItiS an Units 29 Span structure Mullis an Units GROUND TRIG MAX POST MAX 25 '27 MAX POST LENGTH MAX A 23 MAX POST LENGTH - MAX 31 -' MAX POST LENGTH' 12 28 27 WIDTHSNOW POST REDID P ST MIN F 10- IZ I POST - A F 12- POST 28 F S. I LOAD (FT) SPACING FOR SPACING POST SIZE CONSTRAINED INED FOOTER SPACING OIST SRER CONSTRAINED FOOTERSPACING 22 FOIST SIZER CONSTRAINED OOTE 'd "d (PSF) 25 ON SLAB SLAB - (F7) TYPE "d "d "d 'd (FT) TYPE 'd 'd 'd 'd' (FT) TYPE 'd 'd (in) (in) A A 4.5 (FT) A 10'-7" A lin) Iln) (In) n) 26 27 Iinl (in) (In) (int 25 26 IN) (in) 10 110 MPH EXPOSURE B A 21 25 28 29 5 18'" A 24 28 30 32 16'•8" A 23 22 28 28 29 10 3 6 22'" A 136' A 20 25 '27 29 19'-9" A 23 26 29 31 17'6" A 28 27 29 29 25 4_ Ir LIVE 3.5 19'-5" A 12'-4"' - A 21 . 25 27 28 18'-2" A 24 27 29 30 16'4' A 23 25 27 29 T-2' 4 22 A 11'4' A 21 25 26 28 1T-0" A 24 27 28 30 151.3" A 23 25 27 28 A A 4.5 .17'-0' 15'-1" A 10'-7" A 22 24 26 27 15' -it" B 25 26 28 30 14'-0' A 24 25 26 28 23 5 13'1" A 9'-11" A 22 -24 25 27 75'-0"8 B B 25 26 28 29 13'6" A 24 24 26 27 23 23 5.5 174" A 9'4' A 22 24 25 27 14'-3" B 25 26 27 29 17-10" B 25 25 26 27 24 6 11'4" A 8'-0" A 22 23 25 26 17-7" 8 26 26 27 29 12'4" B 25 25 26 27 26 28 6.5 101-5" .A 8'4" A 23 23 25 26 13'-0" B 26 26 27 28 11'-9" B 25 25 25 27 9.6' 7 9'6" A 7'-11" A 23 23 24 26 12'75^ B 26 26 27 28 11'-3" B 25 25 25 27 C C 7.5 B' i" A T -T A 23 23 24 26 11'-11' B 27 27 27 28 10-10" B 26 .26 26 26 29 29 8 8'6" A 7'-3' A 23 23 24 25 11'6" C . 27 27 _ 27 28 105' 8 26 26 26 28 ' 8.5 6'-0" A 6'-11" A 23 23 - 24 25 11'-1" C 27 27 27 27 - 10-1" B 26 26 28 28 ' 9 7'6" A 616" A 23 23 24 25 101-8" C 27 27 27 27 9'6" 9 26 25 26 26 .28 28 9.5 7'-2" A 6'-5" A 23 23 23 25 0.4" C .27 27 27 27 8'3 8 27 27 27 27 10 6'•9" A 6'-2" A 24 24 24 25 10'-0" C 28 28 28 28 9'-Y C 27 27 27 27 11 e'-2" '. A 5'-9" A 24 24 24 25 e'-5" C 28 28 28 28 B'6" C 27 27 27 2T 4'-10" ' 12 5'6" A 5'-5" A 24 24 24 25 AV C 28 28 2B 2B e'-7' C 27 27 27 27 ' 13 5'-2' A 5'-1' A .24 24 24 28 8'6' C 29 29 •29 29 T-10" C 28 28 28 28 10 100 MPH EXPOSURE 3 27-8" C A 17-7" A 21 25 28 29 5 18'" A 24 28 30 32 16'•8" A 23 26 . 30 LIVE ' 3.5 19'-5" 17'-0" A A 11'6" 10'.7" A A 21 22 26 25 27 27 29 28 18'-11" 151•9" A A 24 25 28 27 30 • 29 31 31 15'-2" 14'-Y A A 24 24 26 26 28 27 29 29 25 4_ Ir A 9'-10" A 22 25 26 28 14'-9:3 A 25 27 29 30 13'4" A 24 25 27 28 23 45.5 A T-2' A 22 24 26 27 ,413'=1_`x" 6 8 26 26 27 28 28 28 30 29 12'-T 11'-11' A A 25 25 25 25 27 26 28 28 21 2'4" 8 IV4" A A 8'6' 8'-2' A A 23 23 24 24 26 25 27 27 13'3" 174" 6 26 26 26 29 11'4" B 26 26 26 26 C 6.5 10'-5" A T -r A 23 24 25 27 17-0" B 27 27 27 29 10'-10' 10'-5' B B 26 26 26 26 26 28 27 27 9'-3" 7 916" 7.5 9'-1" A A T4" 7'-0" A A 23 23 23 23 25 25 28 26 11'6' 11140" B B 27 27 27 27 27 27 28 28 10'-0' B 28 28 26 27 27 8 816" A 66' A 24 24 24 26 10'-T 8 27 27 27 28 9'6" B 27 27 27 27 27 27 25 8.5 1'-0' A 6'-5" A 24 24 24 24 26 28 10'-2" 9'-10' 8 B 28 28 28 28 28 28 28 28 9'4" 9'-0" B 8 27 27 27 27 27 27 23 9 T6" 9.5 T -Y A A 6'-2" 5'-11" A A 24 24 24 24 .24 25 9.6' 8 28 28 28 28 811' e'3 B B 27 27 27 27 27 27 27 27 24 10 e'-9" 11 6'•Y A A 5'6" 53' A A 24 24 24 24 24' 24 25 26 g' -Y 8'6" C C 28 29 28 29 28 29 28 29 8'-0" B 28 28 28 28 C 12 S6' A 4'-11" A 24 24 25 26 e'•2' C 29 29 29 29 29 29 29 29 7'-T 7'-2" B C 28 28 28 28 . 28 28 28 28 T -T 13 5'-Y A 4'-7' A 25 25 25 27 7'•9" C - 24 ' 9 T -Y A T-9- B 19 21 23 10 LIVE 105 MPH 3 3.5 4 4.5 5.5 6 6.5 7 7.5 8 g.5 9 9.5 10 11 12 13 EXPOSURE 22'-8" 19'3" 17'-0' t5'-1" 13'-7" 12'4" 11'4" 1015" 91" 6 91•1" 8'3 81-0" 7'3 T -Y' 6'-0' 8'-2" 5'.3'• S-2" C A A A A A A A A A A A A A A A A A A 11'-11" 10'-10" 10'-0" 9'-3" B'6' 8'-Y .7'6" 7'3" 6'-11" 6•7^ 6'3" 6'-0" T-9' 5'6" T-3" 4'-11" 4'-7" 4'-3' A A A A A A A A A A A A A A A A A ' A 21 22 22 22 23 23 23 23 24 24 24 24 24 24 24 24 25 25 26 25 25 25 25 24 24 24 24 24 24 24 24 24 24 24 25 25 28 28 27 27 26 26 26 25 25 25 25 25 24 24 25 25 25 26 30 29 29 28 213 28 27 27 27 26 26 26 26 26 26 26 27 27 17'6" 18'-Y 15'-0" 14'-1" 1.313" 176" 11'-11' 11'4" 10'-10" 10'-5" 10'-0" 9'-13' 9.3' 9' -0' 8'6" 8'-2' . T-8' 7'-3" A A A A A B 8 B B B B 8 B B 8 B C C 24 25 25 26 26 27 27 27 27 28 28 28 28 28 29 29 29 29 29 28 28 27 27 27 27 27 27 28 28 28 28 28 29 29 29 29 30 30 29 29 29 28 26 28 28 28 28 28 26 28 29 29 29' 29 32 31 31 31 30 30 30 29 29 213 29 28 28 28 29 29 28 29 15'-9" 14'6" 13'6° 12'-13" 11'-11" 1114" 10'-10" 10'4" 9'-11" 9'6" 9'-2" V-10" 8'6' 8'.3" .8'-0" 7'S" T-7" 6'-9" A A A A A A A A 8 B B B B B B B B 8 23 24 24 25 25 26 26 26 27 27 27 27 27 28 26 28 29 29 27 26 ,26 26 25 26 26 26 27 27 27 27 27 28 2B 213 29 29 29 - 28 28 27 ' 27 27 26 ' 26 27 27 27 27 27 28 28 28 29 29 30 30 28 29 29 28 28 28 28 27 27 27 27 28 28 28 29 29 TABLE 3.1 " V Attached single Freestanding or AOached SNela Freestanding or Attached Single Freestantling or s an svucture Multis an Units SPen Structure Multispan Units Span Swcture Multis an Units GROUND TRIG MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH OS. REQ -0 POST MIN FOOTE B"I. 10 I 12' POST MIN FOOTS S 1110 11Y POST MIN FOOT 8' I 10 I 12' LOAD (FT) I.PPA.ITI FOR SPACIN POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOOT! (PSF) ON SLAB SLAB (FT) TYPE "d °d 'd "d (FT) TYPE "d -d 'd ^d . (FT) TYPE "d 'd 'd 'd (FT) an) pn (in) in) (N) (in) F IW lin) (int (In) (N) (in) 30 110 MPH EXPOSURE 8 T-1 0' A 19 23 25 26 14'-5" C 21 26 1 27 29 13'-0" C 20 24 26 27 25 3 9'-7"' A e'-9" A 18 23 24 26 113" C 21 25 ' ", 27 28 11'-11" C 21 24 25 27 29 28 3.5 8'-2" A 7'-11" A B 18 18 22 24 25 173" C 22, 25 27 28 11'-1' C 21 23 25 26 26 4 71" A T3" a 18 22 24 25 11'-V C 22 25 1. 26 28 103 C 21 23 25 26 24 4.5 6'4" A 6'6' 8 19 22 23 25 10'-9" C 22 24 26 27 8'-9' C 22 23 24 26 24 5 51S" A 6'-Y B 19 27 23 24 10'-1" C 23 24 ``I 1 26 27 9'-3" C 22 23 24 26 C 5.5 5'-2' A 5'A" B 19 21 23 24 '0•T C 23 24 - 25 27 81-9' C 22 22 24 25 T -V 6 4'-9" A 5'-5" B 19 21 22 24 9'-1" C 23 23 25 26 8'4' ' C 23 23 24. 25 ' 6.5 4'5" A S-7" B 19 21 22. 24 8'-B' C 23 23 25 28 8'-0' C 23 23 24 25 26 7 4•-1" A 4'-9" 4'6" B 19 21 22 23. B'3" C 24 24 25 28 7'6' C 23 23 23 25 26 7.5. 3'-10' T A A 4'3" B 19 21 22 24 T-11". C 24 24 24 26R T4" C 23 23 23 25 - 8 8.5 -T 3'4" A_ 4'-0" - B 18' 21 22 24 T -T C 24 24 24 26C T-1' C 23 23 23 - 24 ' 9 T -Y A T-9- B 19 21 23 24 T4' C 24 24 24 25 W-10' C 23 23 23- 24 _ 9.5 3'-0" A 3-T. B 113 21 23 24 T-1" C 24 24 24 25 6'-T C 24 24 24 24 30 110 MPH EXPOSURE C T-1 0' A 19 25 27 29 14'-5' C 23 28 30 31 13'-0' C 23 26 28 30 25 3 9'-T , A B'6' 7'-11° A A 20 20 25 27 28 . 13'-3" C' 24 28 2 31 11'-11" C 23 26 28 29 29 28 3.5 4 8'-Y T -Y A A 7'3" B 21 24 26 28 173" C 24 27 299 30 11'-i' C 24 26 27 29 26 4.5 6'4" A F.S" B 21 24 26 27 1115" C 25 27 29 30 10-5" C 24 25 27 28 24 5 51•9" A 6'-2" 8 21 24 25 27 10'-0" C 25 - 26 28 30 9'-T C 24 25 27 28 24 5.5 5'-2" A 51-9" B 21 23 25 26 10'-1" C 25 26 28 29 0.3" C 25 25 26 28 C 6 4'-0" A S-5" B 21 23 25 26 9'-T C 25 26 '- . 28 29 8'-g" C 25 25 26 28 T -V 6.5 4'1" A 5'-1" B 21 23 24 28 B'-1' C 28 26 27 29 8'4' C 25 25 28 27 ' 7 4•-1" A 4'1" B 22 23 24 26 816" C 26 26 27 28 8'-0' C 26 26 26 27 26 7.5 3'-10' A 4'6" B 22 22 24 25 8'3" C 26 26 27 28 7'6' C 26 26 26 27 26 8 3'-T• A 4'.3" B 22 23 24 26 T -it' C 27 27 27 28 T4" C 28 26 28 27 26 8.5 3'4" A 4'-0" a 22 23 24 ' 26 T -7'C ' 27 27 27 28 T-1' C 26 26 26 27 ' 9 3'-2' A Y-9" B 22 23 25 26 7'4" C 27 27 27 28 W-10' C 26 26 26 26 _ 9.5 T -O' A T -T B 22 23 25 26 7'-1' C 27 27 27 27 6'-T C 27 27 27 27 30 �e3nr X8`0" A T-1 0' A 19 25 26 28 13'-1' C 23 28 29 31 11'-10" C 22 26 28 213 3.5 6'-10" A T -O" B 19 24 26 27 17-0" C 23 27 . 29 30 10-10" C 22 23 25 25 27 27 29 28 4 8'-0" A B'-5" B 20 24 ' 25 27 11'-1" C 24 27 28 30' 29 10'-1" 9'-5" C C 23 25 26 28 4.5 5 5'4' 4'-10" A A 5-10- 5'-5" 8 8 20 20 23 23 25 25 27 26 10'3' 9'6" C C 24 24 26 28.' 28 28 29 8'-10' C 24 24 26 28 5.5 4'4" A 5'-0" B 20 23 24 26 g'-1' C 25 25 27 29 8'4" C 24 24 26 26 27 27 6 4'-0' A 4'-9" B 20 23 24 26 8'-T C 25 25 27 28 T-11" C 24 24 6.5 3'6" A 4'4" B 20 22 24 25 8'-1" C 25 25. 27 28 T -V C 24 24 25 27 7 3'-5^ A 4'-0"L 20 22 24 25 TA" C 25 25 26 28 7'-7 C 25 25 25 27 7.5 3'-7'- A Y-9' 20 22 24 25 7'4" C 25 25 26 28 6'•10" C 25 25 25 28 e ', 3.1. A T -T 20 23 24 26 7'-0" C 28 26 28 27 6'-T C 25 25 25 , 26 . 8.5 2'-10" A 3'4' 20 23 24 28 6'-9' D 26 2fi 26 ' 27 27 8'4' 6'-1" C C 25 25 25 25 25 25 2 6 ' 9 T -S" A T-2" 20 23 25 26 6'6" D 26 26 26 110 MPH EXPOSURE B' _ 27 30 33.5 17-0' C 21 25 25 26 .28 28 SS��NA G/A; 00" . S-" A T- B 17 22 24 25 11'-1' C 21 24 28 27 4 6'-0" A 6'3 B 18 22 23 25 26 4.5 5'4" A 5'-10' B 18 22 23 24 10'•3' C 21 24 _ 25 27('' 1 's 4'-10" A 5'-5" B 18 21 23 24 916" C 22 24 5.5 4'4" A 514" a 18 21 22 24 9'-1- C C 22 22 23 25 28 26 I - "1,'3+.7'; 8 4'-0" A 4'-0' B 18 21 22 24 8'-7- .23'25 8.5 3'6" A 4'4" B 113 20 22 23 e'•t' C 22 23 24 26 _1 6/3o/�,01�3i, ! 7 3".. A 4.-V B 20 22 23 7•-9' C 22 23 24 28 ( l .. 0� ESS` 7.5 T-2" A A T -T- 3' 6' B B .18.. 18 10 20 21 22 22 23 24 7'4' 7'-0' C C 23 23 23 23 24 24 251 251 i 1/(L \P �� P(/ 8 T -O" 3'4" B 1B 21 . 22 24 6'•9' 0 23 23 OFCAL �O ' 8.5 9 2' •10- T6" A A 3'•2' B 18 21 23 24 616" D 23 27 2J 25 OCT 201201.111 -21I\ 1(S 681 6CI-3 ICC ESR' 1398 (2009 IBC) 10/11/201 1 sTgTEof Page 11 of 60 JUN'04 0 4 2 013 LATTICE COVER 3.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS HIGH WIND AREA: 0.042"x3"x8" Box Beam Detail L7 Double 0.042"x3"x8' Detail L12) Double 0.040"x2"x6.625" Detail 1-12 TABLE 3.1 Attached Single Freestanding or Attached Single Freestanding or Attached Single Freestanding or Span Structure Multispan Units Span structure Multispan Units Span Structure Multispan Units r 6NOW WIND DTH1 POST MAX MAX POS REO'D POST MIN FOOTER a' I POST 111'I LENGTH 7 POST MIN FOOTER MAX, 1 10 -LENGTH 7 POS MIN FOOTER 8- I POST to LENGTH LOAD (FT) SPACING FOR SPACINGPOST SIZE CONSTRAINED FOOTERSPACING POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTER (PSF) ON SLAB SLAB (FT) TYPE 'd "d" "d" "d' (FT) TYPE 'd' 'd' ' "d' 'd' (FT) TYPE "d" "d' "d' "d' (FT) (in) (in) (in) (in) Iln) (In) (in) (In) (in) (in) I lin (in) 10 ' 1 V3 r., 276" •`r V A 11'4' A 22 27 28 30 18'-9" A 25 29 31 32 151-0" A 24 27 29 31 LIVE 3.5 191S" A 10'4" A 22 26 28 29 15'-5' A 25 29 30 32 13'-10" A 24 27 29 30 6' 4 17'-0" A 916" A 22 26 27 29 14'4' A 26 28 30 31 17.11' A 25 26 28 30 7' 4.5 15'-1" A 8'-V A 23 25 27 29 13'S" A 26 28 29 31 12'-1' A 25 26 28 29 5 13'-7" A 8'-2' A 23 25 27 .28 12'-7" A 27 27 29 31 11'-5" A 26 26 27 29 5.5 17-1" A 7'-8" A 23 25 26 28 11'-11" A 27 27 29 30 10'-10" A 26 26 27 29 6 11'4" A 7'J" A 23 24 26 28 11'4" A 27 27 28 30 10'J" A 26 26 27 28 6.5 10'-5" A 5-10" A 24 24 26 27 10-0" 8 28 28 28 30 9'-10" A 27 27 27 28 .7 91-8" A 6'6' A 24 24 26 27 10'4" B 28 28 28 29 9'S" A 27 27 27 28 7.5 9'-1" A 6'-r A 24 24 25 27 9'-10' B 28 28 28 29 9'-0" A 27 27 27 28 e6'6' 4'1" A T-10" A 24 24 25 27 9'6" B 28 • 28 28 29 816" B 27 27 27 28 8.5 8'-0" A 5'-T A 24 24 25 26 9'-1" B 26 28 28 29 8'4" B 28 28 28 28 9 7-6" A T -V` A 24 24 25 26 8'-9" B 29 29 29 29 .8'-1" B 28 28 28 28 9.5 1-2" A 5'-r A 24 24 25 26 8'6" B 29 29 29 29 7"-10" B 28 28 28 28 10 8'-9" A 4'-11" A 25 25 25 27 8'-7 B 29 29 29 29 7'-T B 28 2B 26 28 11 6'-2" A 4'-T A 25 25 28 27 T -B' B 29 29 29 29 7'-1" B 29 29 29 29 20 r3 r 111.10* ^c A 9 1" A 18 23 25 ' 26 14'-10" B 21 26 28 29 13'4 B 20 24 26 27 LIVE 3.5 10'1.' A 8'-r A 18 23 24 28 13'-r B 22 26 27 29 12'-3" B 21' 24 26 27 6' 4 8'-11" A 7'6' A 18 23 24 25 12'-7' C 22 25 27. 28 IV -S" B 21 24 25 27 7' 4.5 7'-11" A 6-11" A 19 22 24 25 11'-9" C 22 25 26 28 10'-8" B 22 23 25 26 5 T-1" A 6'-5 A 19 22 23 25 -0 11'" C - 23 24 26 27 10'-0" C 22 23 25 26 5.5 S'S" A 5-11" A 19 22 23 24 1(Y -r. C 23 24 26 27 9'6" C 22 23 24 26 6 5'-11" A S' -T A 19 21 23 24 9'-10" C 23 24 25 27 9'-0" C 23 23 24 25 6.5 5'S" A 11" A 19 21 23 24 91S" C 23 24 25 27 8'-7" C 23 23 24 25 7 5'-1" A 5'-0" A 19 21 22 24 8'-11" C 24 24 25 26 8'-3" C 23 23 24 25 7.5 V-9- A 4'S- A 20 21 22 24 8'-7' C 24 24 25 28 7'-10" C 23 23 23 25 8V-5- 4'1" A V -S A 20 21 22 24 8'-r C 24 24 25 26 7'-7" C 23 23 23 25 8.5 V-2" A V -r A 20 21 22 24 7'-10" C 24 24 24 26 11" C 24 24 24 25 9 3'-11" A3'-11" 3'-11" A 20 21 23 24 7'-7' C 24 24 24 28 7'-0" C 24 24 24 24 9.5 T-9" A 3'S' A 20 21 23 24 7'-3' 1 C 1 24 1 24 1 24 1 25 11 6'-0" C 24 20 24 24 20 1Yr 3 11-10, y A B'-1' A 20 25 27 29 14'-10" B 24 28 30 32 13'4' 8 23 27 28 30 LIVE 3.5 10'-2" A 8'-2" A 20 25 - 27 28 13'-7' B 24 28 30 31 12'-3" B 23 26 28 29 6' 4 e'-11" A 16" A 21 25 26 28 17-T C 25 27 29 31 11'S" B 24 28 27 29 7' 4.5 T-11" A 8'-11" A 21 24 26 • 27 11'-9' C 25 27 29 30 10'6" B 24 25 27 29 5 T-1' A 6'S A 21 24 25 27 11'-0" C 25 • 27 28 .30 10'-0" C 25 25 27 28 5.5 - 8'S" A 5-11' A 21 23 25 27 101-5" C 26 26 28 29 91S C 25 25 26 28 6 5'-11" A S -T A' 22 23 25 26 9'-10" C 26 26 28 29 9'-0" C 25 25 26 28 6.5 51.5"A A T-3' A 22 23. 25 26 '9'-5' C 26 26 27 29 8'-1' C 26 26 26 27 7 5-1" A 5'-0" A 22 23 24 26 8'-11" C 27 27 27 29 8'-3" C 26 26 26 27 7.5 V-9" A 4'6" A 22 23 24 26 8'-T C 27 27 27 28 7'-10" C 26 26 26 27 8 4'1" A 4'S A 22 23 -24 26 8'-2' C 27 27 27 28 T-7" C 26 26 26 27 8.5 4'-r A 4'-r A ' 22 23 24 26 T-10' C 27 27 27 28 7'J" C 26 26 26 27 9 T-11" A 3'-11" , A 22 23 25 26 7'-T C 27 27 27 26 7%0" C 27 27 27 27 9.5 T-9: A ' X-9" A 22 23 25 26 7'J' C 27 27 27 28 6'6" C 27 27 27 27 3'S A 22 23 25 27 7'4" C 28 28 28 28 6'-T' C 27 27 27 27 10 3'6' A GENERAL IN5TKUG I IUNS rUK l nex I r -- 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. 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 3.2 OR CALCULATE FROM TRIBUTARY DIAGRAM ONSCO2 PAGE 2 OF 2 6. CHOOSE A HEADER FROM TABLE 3.1 THAT HAS ADEQUATE . POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 3.1 ICC ESR 1398 (2009 IBC) 10/11/2011 40- 0.042"x3"x8" Box Beam Detail Lt Double 0.042"x3"x81 Detail L12 Double 0.040"x2"x6.625" Detail L12 TABLE 3.1 18 Attach.d Single Freestanding or Attached Single Freestanding or Attached Single Freestanding or 11'-1" C Span Structure Multispan Units Span structure Multispan Units Span Structure Muttis an Units GROUNDPOST 17-1" MAX POST LEI GTH 21 MAX OSto- LENGTH17 2 SNOW WIDTH POST REDID POST MIN FOOT S' I 10'12' POST -1 ItY IG 8-- I OST MIN FOOTE LOAD (FT) SPACIN FOR SPACIN POST SIZE CONSTRAINED FOOTER SPACIN LOSTSIZE NSTRAINED FOOTE SPACIN PDST SIZE CONSTRAINED FOOTER (PSF) ON SLAB SLAB (F7) TYPE 'd 'd" 'd' 'd' (FT) d' "d' 'd' (FT) TYPE 'd" 'd 'd' 'C(F 26 28 (in) (in) (in) (I^) 9'-3' in) In) lin) (in) (In) (in) IN) 40- ' 1 3rv,rn 6-1 -V^c A e'S" B 18 24 25 27 11'-1" C 21 27 28 30 17-1" C 21 25 27 28 5' 3.5 5'-2" A 5-9" B 18 23 25 26 10•-1" C 22 26 28 29 9'-3' C 21 25 25 28 6' 4 4'6" A 5`2' B 18 23 25 26 9'4' C 22 28 27 29 816" C 22 24 26 27 7' 4.5 V-0" A V-9" B 19 23 24 26 8'-7" C 23 25 27 28 T-11" C 22 24 26 27 5 T -T' A V-3" B 19 22 24 25 8'-0" C 23 25 27 28 71S" C 22 24 25 27 5.5 T41" A 3'-11" 8 19 22 23 25 7'6" C 23 25 26 28 T-0' C 23 23 25 27 6 3'-0" A T -T B 19 21 23 25 7'-1" C 23 24 26 27 6'-T C 23 23 25 26 6.5 7-9" A 11" B 19 22 23 25 616" D 23 24 26 27 6'-3" C 23 23 25 26 7 2' A 3'-1' B 18 22 24 25 6'4" 0 24 24 25 27 5.11' C 23 23 24 28 7.5 2'S A 7.10" B 19 22 24 25 8'-0" D 24 24 25 27 !1- C 23 23 24 26 8 2'3' A 76" B 19 23 24 26 5'-9' D 24 24 25 2B 5'-5" D 23 23 24 26 8.5 7.1" A 7S B 19 23 24 26 5'-0' D 24 24 25 26 5'-2' D 24 24 24 28 60 1 3" r., c V -I" V n` A V-9" B 18 23 24 26 816" C 20 25 27 28 81-0' C 19 24 26 27 5' 3.5 3'6' A 4'-1" B 18 22 24 25 T-10" C 20 25 26 28 11" C 20 24 25 27 6' 4 V-0" A T -r B 16 22 23 25 7'-r C 20 24 26 27 6'6' C • 20 23 25 28 7' 4.5 76" A T-2" B 16 21 23 24 6'-T D 21 24 26 27 6'-2" C 20 23 24 26 5 75" A 2'-1 I" B 16 21 22 24 V-1" D 21 24 25 27 51-V C 20 23 24 26 5.5 7.7'. A 2'-7- B 16 21 23 24 516" D 21 23 25 26 54" D 21 22 24 25 6 71" A 7S B 16 21 23 25 51-8" D 21 23 25 26 51-0" D 21 22 24 25 6.5 1'-10" A 2'-2" B 16 22 23 25 4'-11' D 21 23 24 28 4'A' D 21 22 23 25 7 3'-r A 2'-1" B 18 22 24 25 4'6' D 21 22 24 26 4'6' D 21 22 24 25 OVER- HANG Post Description Max POST Detail H t Code TABLE 33 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES PROJECTION OF SINGLE SPAN STUCTURES 11' B L1 0.024'Postwith 'Side laces 8' 9 10' 11' 17 13' 14' 15' 18' 17' 18• 19' 20' 21' 27 0' 4' 4.5 5' 5.5' 6' 6.5' T 7.5' 8' 8.5 9' 9.5' 10' 10.5' 11' 1' 4.5' S' 5.5' e' 6.5' 7' 7.5' 8' 8.5' 9' 9.5' 10'. 10.5' 11' 11.5' 7 5' 5.5' 6' 6.S' T 7.5' 8' 8.5' 9' 9.5' 10' 10.5' 11' 11.5' 17 3' 5.5' 6' 8.5' T 7.5' 8' 8.5 9' 9.5 10' 10.5' 11' 11.5 17 12.5' 4' 8' 8.5 7' 7.5' 8' 8.5' 9' 9.5' 10' 10.5' 11' 11.5' 17 12.5' 13' 5' B•5' 7' 7.5' a' 8.5' 9' 9.5' 10' 10.5 11' 11.5' 17 12.5 13' 13.5' TABLE 3.3 Post Requirements for Attached Sin le Span Structures Post Description Max POST Detail H t Code 0.042"x39c8" Aluminum Post 11' B L1 0.024'Postwith 'Side laces 12' B L24 Clover 0.030"xWx3" Alum 11' B Ll l Clover 0.040"xWx3" Alum 12' B L11 Colonial 0.062" Extruded 12' C AE 0.041"x3"0" Steel Clover 12' D Ll l 0.041'x3"0" Steei Clover 8' E Ll l 3/16"x3"x3" Steel Square 15' H L21 1/4""x3"x3" Steel Square 15' 1 L21 3/16'x4"x4" Steel Square 15' J L21 1/2"x4"x4" Steel Square 1 15' K 121 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN ' TABLE 3.1 AND 3.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT Amerlmax Building Produi FREESTANDING AND MULTISPAN UNITS USE TABLE 3.4 5208 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 (L1 -L29). 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 3.1 Lynchburg, VA 24503 SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING cariputnam@comcast.nel' SLAB 9. FOLLOW 9-11 FROM ABOVE SLAB 10. FOR TWO POST STRUCTURES USETABLE 7.1 ON SHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES Page 12 of 60 cr ALLOY) FOUR #E X SEE TABLE BELOW FOR 2 1 4' 1 �� SCHEDULE BRACKET USED W\2' x 6 1/2' RAFTERS 0 (L2) RAFTER & SIDEPLATES I LATTICE TUBES ' @3' o/c 21X2, 2'x2' @4' /c' 3'x3' @6'.6/c DETAIL L4 V i 018' YN 2'X3' @5' O/C MAX RAFTER SPACING. 6 -4` 9ii 3X3 MAY SPAN 30' W/ SINGLE f RAFTERS • 61 ol` of LATTICE ALL OTHERS MAY SPAN 36' W/ y� 3105 H24 SINGLE RAFTERS ALUM ALL RALL MAY AFTERS SPAN 48' W/ DOUBLE VIL �\P 3" FCFCAL - FT OCT 20 2011 MA" ) #8 SCREWS W/-�," DIAMETER WASHERS SCREWS I" LONGER THAN LATTICE HEIGHT LATTICE L4 POST/RAFTER/LATTICE TUBE (3604-H34 ALUM. ALLOY) L6 RAFTER CONN. LATTICE CONTINUOUS 2"x6" OR 2x8" LUM. RAFTER DOUGLAS FIR LEDGER OR I PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION Y COVER W/ 0.019" ALUMINUM 1/4' LAG SCREW W/ 2.25' EMBED INT❑ WOOD STUD SEE TABLE 7.5 COLUMN ANC4 2- FOR QUANTITY SIDE ALUM. DOUBLE EXISTING RAFTER HEADERS USE STRUCTURE RAFTER ONE BRACKET HANGER 2- p10 X 1' (DETAIL L7) PER HEADER. LACH SDE L10 ALTERNATE RAFTER TO WALL CONN. -3' x 3' METAL POST - _-- Type ;1/4" bolt —DETAIL L25 Allow able Tn'b Width SEE TABLE; 7.6 FOR LATTICE NOTE #3 EIGHT ala sns _ No. at #8 Screws 1 _ _Wda_i j Speed ; t(In) Reader 2 E 3? 4 5 90 MPH_0:040 C 0.642 ble 2x6 1_6_0!4L2"x3°x8" - 13' T- 15' 11'- 15 � -14 1SExp 0.042 Double 5x8 14' _ 15' 13 15' 119N8'H ScpC --- -- _0.040 0.042 - 0.042 Double 2x6 0.042"x3x8" Double 3x8 10` —5' 10' 15' 8' 15' 15 -1a 15 15'_ 13 1S' DOUBLE OR SINGLE 0 No. of #14 Screws ; 110MPH Exp C 16G rein 16G min 8' Steel C Double Sleet C . 15 ..._. 15 `1 1--'- i- - DOUGLAS FIR LEDGER OR I PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION Y COVER W/ 0.019" ALUMINUM 1/4' LAG SCREW W/ 2.25' EMBED INT❑ WOOD STUD SEE TABLE 7.5 COLUMN ANC4 2- FOR QUANTITY SIDE ALUM. DOUBLE EXISTING RAFTER HEADERS USE STRUCTURE RAFTER ONE BRACKET HANGER 2- p10 X 1' (DETAIL L7) PER HEADER. LACH SDE L10 ALTERNATE RAFTER TO WALL CONN. -3' x 3' METAL POST - _-- Type ;1/4" bolt —DETAIL L25 SEE GENERAL NOTE #19 AND SEE TABLE; 7.6 FOR LATTICE NOTE #3 EIGHT ala sns UNITS. MUST COMPY WITH Double 12G Steel 3x8 j TABLES Ll AND L2 ON SHEET 0 3/8'45 EMBEDMENT. co G SCREW V/ 1.0. ONE . M5 EACH SIDE OF POST. � N TYP��. LUMBER FLOOR JOIST OR HEADER MAX WIND SPEED IS 90. riph EXPOSURE C STUD - SIX 1/4' LAG SCREWS (2.25' OF PENETRATION INTO WALL STUD W/ MIN SG = 0.5) 3.00 +0.72 1.56—{ 0,72 —, 0.93 I —I 0.72 93 156 3.00 0.28 0.37 0.72 —� kO.17 t = 0.030' ALUM 0.040' ALUM = 0.041' STEEL L11 3" ALTERNATE POST .(3105 H25 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL) 1'. MIN 3' X 8' ALUM RAFTER BRACKET -� DETAIL L7 e 3' X 8' ALUM HEADER POST ALTERNATIVE FOR Q L15 SLAB ATTACHMENT ONLY ATTACHED STRUCTURE POST SEE GENERAL TO DECK FLOOR JOIST NOTE #23 ICC ESR 1398 (2009 IBC) 10/11/2011 1 #14 SHEET METAL SCREW MAXIMUM WIND CONDITI❑N IS 110 MPH EXPOSURE C. Page 15 of 60 JUN 04V401 ff S Stamp DETAIL Ll l STEEL 7. POST ; 1i _ I Req'd #of - _-- Type ;1/4" bolt All C Beams "On Slab' 1 L= 1.92' FOR 2' X 6 1/2' RAFTERS SEE TABLE; 7.6 FOR L= 2.92' FOR 3' X 8' RAFTERS REQUIRED FASTENERS- ' 8 Double 12G Steel 3x8 j 8 co r. TWO #8 SMS � N TYP��. EACH SIDE 1 1/2' FOR 2 x RAFTERS . 2 3/4' FOR 3 X RAFTERS (6063-T5 ALUM. ALLOY, 't'= 0.0781' L7 RAFTER HANGER �1 1/4' BOLTS ASTM 'A307 SEE BELOW FOR QUANTITY DOUBLE OR SINGLE 0 3'X8'. STEEL C o. o BEAM, BOLT LAYOUT 1 raN o 0 s' FOR SPLICED AND 0 ATTACHMENT L8 3.00 +0.72 1.56—{ 0,72 —, 0.93 I —I 0.72 93 156 3.00 0.28 0.37 0.72 —� kO.17 t = 0.030' ALUM 0.040' ALUM = 0.041' STEEL L11 3" ALTERNATE POST .(3105 H25 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL) 1'. MIN 3' X 8' ALUM RAFTER BRACKET -� DETAIL L7 e 3' X 8' ALUM HEADER POST ALTERNATIVE FOR Q L15 SLAB ATTACHMENT ONLY ATTACHED STRUCTURE POST SEE GENERAL TO DECK FLOOR JOIST NOTE #23 ICC ESR 1398 (2009 IBC) 10/11/2011 1 #14 SHEET METAL SCREW MAXIMUM WIND CONDITI❑N IS 110 MPH EXPOSURE C. Page 15 of 60 JUN 04V401 ff S Stamp DETAIL Ll l STEEL 7. POST ; 1i _ I Req'd #of - _-- Type ;1/4" bolt All C Beams "On Slab' 1 4 16G Steel 3x8. 1 4 ' 12G Steel 3x8 8 Double 12G Steel 3x8 j 8 'ALUM RAFTERS 0 0 5' 0 0 0.04O'x2'x6.625' DOUBLE HEADER 0.041'x3'x3• a STEEL POST 2' EIGHT #14 SMS 0 Au2 :0.042'x3',,8' 61 __� DOUBLE�HEA 0.041'x3'x3' o c STEEL POST /�5208 TENNYSON PARKWAY '''6t•➢ SUITE 100 BUILDING PRODUCTS..INC.. PLANO, TEXAS 75024 o errrP 1 BEJ/CP scuE Component Parts & Connection Details NTS For Patio & Commercial Lattice Structures Fl SHEET LTD1-2009 1 of 3 3/8' BOLTS W/ 1' DIA, RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" L16 x 3/32' THK, STL. WASHER QQ Gp� EAVE OVERHANG TO 8' STEEL 'C' BEAM (24" OIC) 6" 12" 18" 24" 30" 5.5" SEE TABLE 7,4 COLUMN 'N' 2x4 8�,1 FOR QUANTITY US ITH DETAIL L29. T-1' - 1.575" 2.843" FOR #14 SELF DRILLING BEAM HEADER "H" 2x6 SCREWS SEE TABLE 7.4 / 2S-0 COLUMN 'L', 1T -i' Ladice=106 Exp C r 0.097" L (� IL }$y 20 GA ASTM A653 GRADE 33 STEEL BRACKET �((� FOUR #8 WOOD SCREWS INTO RAFTER AND iJy 2X FASCIA ONE PER RAFTER 0 i 0 RAFTER ROOF COVERING IS A MAXIMUM DETAIL "A" OF 3 PSF HEAVIER ROOF COVERING 2X OF WOOD SHALL REQUIRE ADDITIONAL FASCIA ENGINEERING ANALYSIS ALTERNATE 3' SQ POST C❑NNECT8C;T 0 2011 BRACKET (6063T6 ALUM) Vl; ENERAL NOTE #23 2.25" ` t.0" IF DETAIL L29 IS NOT USED ATTACH SEE 19'ALUMOR0.03" l 0.019' ALUM OR 0.035" SIDE PLATES AS PER DETAIL L26 VINYL COVER .�_ 0.750" .091—I 3/8' BOLTS SEE TABLE.7.3 COLUMN 'H' FOR QUANTITY ALUMINUM 0.041x3'x3' OR #14 SELF DRILLING SCREWS RAFTER STEEL POST SEE TABLE 7.3 COLUMN 'G' /\ /\ FOR QUANTITY 2:5" 0.875" 3'x8' 12 (t=0.105') OR 16 GAUGE (t=0,059') STEEL C BEAM x aox Fy= 50 KSI BEAM BEAM WRAP 7.75" DETAIL Ll I L18 3" X 8" X 12, 16 GA. STL. 'C' BEAM WRAP W/ 3" X 8" ALUM. BOX BEAM f -�- 3" OR 4" -moi all 49 3" or 4" or L21 I � 3' OR 4' ASTM A500 GRADE A STEEL POST SEE GENERAL NOTE #9 FOR CORR❑SI❑N PROTECTION ICC ESR 1398 (2009 IBC) 10/1 im EXISTING DF FRAMED WALL 3.5' MIN 2.5' MIN PENETRATION INTO WOOD FRAMING W/ MIN SG = 0.5 2"x WOOD FRAMING DOUGLAS MR -LARCH SEE DEWL 0 RIGHT 2 OR BTR 'A' HANGER 0 1/2' _ L FASCIA- FOR ASCIAFOR MAXIMUM SEE TABLE T.s FOR FA5IEMER OVERHANG SEE su+EMU SCHEDULE 0 RIGHT ALTERNATE EAVE ATTACHMENT HEADER SPUCE MUST BE CENTERED ON F L19 HEADER SPLICE DETAIL 2- #14 SMS o 0 EACH SIDE 3' X 8" HEADER o �� o 2-NE2'X 6SIDE2 SIDEPLATES "x 3' COLUMN POST Seal with permanently Z1/4'Laq aterproof CONTINUOUS 2"x6' DOUGLAS FIR LEDGER OR PROVIDE SIMPSON STRONG TIE MSTA36 (ICC,ESR 2105) AT SPLICE LOCATION ' COVER W10.019" ALUMINUM SEE GENERAL NOTE #23 Screw ATTACH LATTICE COVER AS PER L7 Completely Seal with permanently flexible & waterproof sealant 1.00'min.)O STUCCO ATTACHMENT DET L - L22 WITH _ LEDGER BOARD Synthetic Stucco or r other non-structural covering (1' max. thick) Sheathing SEE ALLOWABLE DISTANCE TO FIRST ROW OF POSTS IN TABLE 7.7 Page 16 of 60 Uve/Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" Solid Cotler Wind SIZE EAVE OVERHANG • (24" OIC) 6" 12" 18" 24" 30" 10 psf 2x4 26-0' 20'•9-12'-0' US ITH DETAIL L29. T-1' 3'-8' BEAM HEADER "H" 2x6 2SA' 25'-D 2S-0 23'-10' 1T -i' Ladice=106 Exp C 2x8 20-0' 25-0' 26'4 25<0' 26-0' Sr 2x4 20'-0' 19'-3' 111-6' T-1' _10 .__-. 2x8 20`.0' 20'-0' 20'-0' 20'-0' 76'-71 LaHice=110 Exp C 2x8 217-0• _ 201-0' 20'-0'. 20-U 20'-0' 20psf—...- - --2x-0___ 19-a .._11_-t0_ 510• _ e"-1' 2'-1' _ --- 2x6 1$-0' 18'-0 18'-0'_ 13'•9' - -'----- '28— 68'-0 _ _ 181.0' 18'-0'... _ i&'& - 18'A' 25 psf 2x4 1$-0' 11'•3' 6-6' 3'•9' V-10" 2x6 1$-0' 1W_O` 1$-0' 13'-0' 9-2' 2x8 1$-9 18v 18'-0' 18v 18'•0 q�- 2x6 16'-0' 16-0 164 10'.4' T-2"- —--'-----...—__-. 2x8 18'-0' --.... 18'0 --- 16-0' ---- 16-01 14'-0' 2x4 t4'-0' 6'-T 3'4_ o'4' O.-W 2x8 141-7 14'-0' 14'4Y 1410 10'-0" t?.5f . ..... ...... -T ....q'0'........R70 ...........60 ................_2x4. 2x6... 111-0' 1113' 6-9' 4'-1"--- Z' _. _ -2x8 11'-0' 11'1T - 41'-0' ... $-9" • ._2' - 6-0' �- 14 SMS ALUMINUM "H", BRACKET FOR 3" X 8" BOX JUN 2013 (6063T5 ALUM ALLOY) I� S 10 US ITH DETAIL L29. BEAM HEADER "H" 3„ALUM. J 83 1 .5208 TENNYSON PARKWAY �MeriMIX SUITE 100 * EXP 30- - UILDINC PRODUCTS; INC. PLANO, TEXAS 75024 3r C(VI �PtrFe 9T. OFCA p BEJ/CP Comment Parts & Connection Details NTS For Patio & Commercial Lattice Structures En ineer's Sto nA n : T' LT02-2009 2 of 3 6" BRACKET 11 0,041'x3"x3" STEEL POST 3„ ,Q6 ALUMINUM "H", BRACKET FOR CONNECTING POST TO HEADER JUN 2013 (6063T5 ALUM ALLOY) THIS DETAIL MAY ONLY BE S 10 US ITH DETAIL L29. J 83 1 .5208 TENNYSON PARKWAY �MeriMIX SUITE 100 * EXP 30- - UILDINC PRODUCTS; INC. PLANO, TEXAS 75024 3r C(VI �PtrFe 9T. OFCA p BEJ/CP Comment Parts & Connection Details NTS For Patio & Commercial Lattice Structures En ineer's Sto nA n : T' LT02-2009 2 of 3 2e. 0.024° 0.024' 6 I B" II DET TEL 27 4.. •ri'n 4- #14 SMS 0.042"x3"x8" EACH SIDE FOUR #14 SMS' EACH SIDE FOR 110 MPH. EXP HEADER - FOOTING. SLAB ATTACHMENT AND UP TO d=28' FOOTING. 1 MIN " J-0 GALVANIZED HILTI HIT-HY 150 MAX 6" MIN 121 .50' 0.024° ,r ADHESIVE ANCHOR (ICC ESR 2262) W/ + 225' EMBED AND V 0 WASHER OR I EQUIVALENT .r 2"X: 6 1 /2°X .024 s0 2.75' ALUM. SIDEPLATE R • .�.-� 1.0"1" •9� _ 2"X 6.625" T- 3" L25 IS ti9 POST ISIDEPLATES 0.078 1.0' 6 s s" 3" x 8" HEADER00 �� ALUM. FOOTING .CONNECTION #14 x 3/4' SMS ALUMINUM BRACKET FOR CONNECTING I BRACKET ) FOUR- #14 SMS POST TO.FOOTING OR . SLAB�o? EACH .SIDE, SMP ALUM ALLOY) Sg10N Y. + C6063 -T6 + SINGLE SPAN ATTACHED UNITS ONLY REQUIRES SIDEPLATES AS SHOWN IN DETAIL L26. ,--SLAB OR FOOT NG f 6811 9 L _c��J I . I 3"x3" ALUMINUM RAFTER L26 60 3T ALUMINUM 3' SQUARE COLUMN. ALTERNATE 1.5" 5P30/ 01 ACKET (3004-H34 ALUM. ALLOY) O 3'X3'. TWO #10 OR #14 SMS WITH SIDEPLAT '� L24 2' x 6.5' SIDEPLATES L30 ATTACHMENT LATTICE HEADER F VIL O (3004-H34 ALUM. ALLOY) OFCA0 TOP MOUNT BRACKET Lattice or 0.21" STEEL Fy = 33 ksi Solld Panels BRACKET IS 1.094' WIDE 0.042"x3"x8". HEADER $^ Alun. t (t = 10.0 0.06` DETAIL L9 \___ / 8" ^ 2)8 LEDGER BOARDFlr) ALUM ` SEE GENERAL NOTE 12323 RAFTER HANGER 114x18* sores Alun. Brncket 11493.5. 8— Lattice or 8 SMS T Live _--__- - MAX "L" FOR TOP _..... Load Wnd Speed ................................. OR SIDE MOUNT -� (psi] and Exposure 16" ole 1 24'o/c 10 105 mph Exp B 2v-8.. 14.5" - --- 110 Exp B 20'-1" t_ 13'-4" -- - - _mph 90 mph Exp C ---1---- ll' -a" i 14'-2" ..110 105 mph EXP G _ 1b'•W" ' 10 .T' 4 ..-T4 mph Trip C ss- 9.�.-- 20 110 mph Exp C 11'-4" T• -S" OCT 20 2 1 SEE sHET M8 FOR STEEL POST REQUIRED SLAB FOR CONSTRAINED 3/8' x 9' STEEL FO NGS REBAR EMBEDDED AT d: .D D R. 'B' DEPTH d. < 33' B := 9' I . B cl .< 38' ' B- 12' < 46' B = 18' d . d olid Panels 6" MIN -TOP MOUN < 51' B 24' a '. ' �G NOT ALLOWED IN SNOW LOAD AREAS L 2 x �ppD SEE GENERAL NOTE #9 FOR 3" #8 SMS •� ATTACH PER 3 - CORROSION PROTECTION 3' x 8' Header #2 TABLE ER x 8' He #1 (0.042') 9 (0.042') 1' MIN GAP BETWEEN EXISTING EAVE D a 2' x 6' Slde Plate - LEDGER AND ROOF FOR WOOD FRAMING CONCRETE FOOTING FOUR #14 SMS 2" MIN #14 SMS DRAINAGE ALUM JUN U 013 L29 d EACH SIDE FO RAFTER EACH HEADER ALL HOUSE PENETRATIONS 3' x 8' Header #1 MUST BE COMPLETELY AND' #14X1.5" SCREWSAl (0.042') 6 PLACES PERMANENTLY SEALED E S/O,v FREESTANDING OR ATTACHED STRUCTURE 3"x3" POST COLUMN TO FOOTING CONNECTION DETAIL 3"x3" :POST (Fy0--335KSI) 5"L, BRACKET \. •=`��OV ¢ , UTN9 �CZ 2x6.5" SIDEPLATE 2" SPACINGu, to I BETWEEN SCREWS SIDE MDUN B CKET U M,13U]ILDING I0 4Mefl'Max 5208 tENONYSON PARKWAY EAVE ATTACHMENT 3/4"EXP' 0- * PRODUCTS. INC. PIANO, TEXAS 75024 L27ALTERNATIVE SPLICE FOR ATTACHED UNITS - EAVE OVERHANG AND 'L' MUST ALSO COMPLY LEDGER BOARD J P/9T�0 IVT � P WITH DETAIL L17 CALL sum NTS Component Parts & Connection Details For Patio &Commercial Lattice Structures ICC ESR 1398 (2009 IBC) 10/11/2011 l Page 17•of 60 :. .: -En gi eer's Stamp ,E: R 57�T LT03-2009 3 of 3 SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL PER AND PATIO STRUCTURES Span, Wind Speed Detail and D Exposure - 20 5 Ground Panel 9 Wind Speed and Exposure sT i� e Ground Panel Wind Speed 2.5' x6" Super Six Multis an) Detail. N3, A and B 3.5"x12" Super 12 (Multispan) Snow Load Detail D Exposure B lExposure 2.5" x 12" Mark X Multispan) Detail B Gauge 21,x6" Flat Panel (Multispan Detail N2, C Ground Panel Wind Speed and Exposure (in) Ground Panel Wind Speed and Exposure (in) 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 (psf) (in) 85 90 85 90 (sf) (in) 85 90 85 90 sf) (in 85 90 85 90 (psf) (in) 85 90 85 90 10 0.018 9'-7" 9'-7" 9'-0" 81-6" 10 0.018 6'4" 6'.4" 5'-9" 5'-3" 10 0.018 6-5" 6'-5" 5'-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" 9'-5" 8'-9" LIVE 0.024 V-2" 9'-2" 8'-6" 7'-10" LIVE 0.024 11'-6" 11'-6" 10'4" 10'-2" 16'-0" 0.032 14'-2" 14'-2" 13'-4" 12'-7" 13'-5" 0.032 14'-6" 14'-6" 13'-6" 12'4" 14'-4" 0.032 12'-2" 12'-2" 11'4" 10'-7" 8'-6" 0.032 13'-10" 13'-10" 12'-11" 12'-3" 0.018 0.036 1 154" 15'4" 14'-5" 13'-8" 1 0.018 0.036 16'-0" 16'-0" 15'-0" 14'-2" 0.018 0.036 12'-1" 12'-1" 11'4" 10'-7" LIVE 0.036 14'-4" 14'4" 13'-9" 13'-3" 20 0.018 8'-0" 8'-0" 7-8" 7'-4" 20 0.018 4'-1" 4'-1" T-7" T-7" 20 0.018 4'-5:' 4'-5" 3'-11" T-11" 20 0.018 8'-1" 8'-1" 7'-8" 7'-4" LIVE 0.024 T-10" T-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" 0.036 0.032 11'-11" 11'-11" 11'-5" 10'-11" 0.036 0.032 12'-0" 12'-0" 11'-5" 10'-11" 0.036 0.032 9'-11" V-11" 9'-5" V-11" 11' 0" 0.032 11'-7" 11'-7" 11'-1" 10'-8" 11' 6" 0.036 13'-0" 13'-0" 12'-5" 11'-10" T-7" 0.036 13'-6" 13'-6" 12'-10'. 12'-4" T-2" 0.036 9'-11" 9'-11" T-5" 9'-0" 6'-7" 0.036 12'-7" 12'-7" 1 12'-0" 11'-6" 25 0.018 8'-0" 7'-8" 7'-4" 7'-4" 25 0.018 4'-1" 4'-1" T-7" T-4" 25 0.018 4'-5" 4'-5" T-11" T-9" 25 0.018 8'-1" 7'-8" 7'-4" 7'-4" MAX 0.024 9'-10" V-5" 9'-0" 9'-0" 0.032 0.024 8'-2" 7'-9" 7' 4" 7' 4" 0.032 0.024 7' 4" .' 6'-11" 6'-6" 6'-6" 11'-6" 0.024 9' 8" 9'-3" 8'-10" 8'-10" 10'-8" 0.032 11'-11" 11'-5" 10'-11" 10'-11" 10'-10" 10'-10" 0.032 12'-0" 11'-5" 10'-11" 10'-11 13'-3" 0.032 9'-11" 9'-5" 8'-11" 8'-11" 12'-11" 0.032 11'-7" 11'-1" 10'-8" 10'-8" 12'-0" 0.036 13'-0" 12'-5" 11'-10" 11'-10" 12'-7" 0.036 13'-6" 12'-10" 12'-4" 12'-4" 7-10" 0.036 9'-11" 9'-5" 9'-0" 9'-0" 0.018 0.036 12'-7" 12'-0" 11'-6" 11'-6" 30 0.018 7'-8" 7'4" 7'-0" 7'-0" 30 0.018 T-10" T-7" 3'-4" 3'-2" 30 0.018 4'-2" T-11" T-9" T-6" 30 0.018 7'-8" 7'-4" 7'-1" 7'-1" 8'-6" 0.024 9'-5" g'-0" 8'-8" 8'-8" 7'-9" 0.024 7'-9" 7'4" 6'-11" V-11" 8'-3" 8'-0" 0.024 6'-11" 6'-6" 6'-2" 6'-2" 12•_5' 0.024 9'-3" 8'-10" 8'-6" 8'-6" 12'_0" 0.032 11'-5" 10'-11" 10'4" 10'-6" 11'_1" 0.032 11'-5" 10'-11" 10'-5" 10'-5" 11•_3' 0.032 9'-5" 8'-11" 8'-6" 8'4" 0.036 0.032 11'-1" 10'-8" 10'-3" 10'-3" 0.036 12'_5" 11 _10" 11•_5' 11,_5' 0.036 12'-10" 12•4'• 11,_9•• 11'4" 0.036 9'-5" 9'-0" 1 8'-7" 8'-7" 1 11'-1" 11'-1" 1 0.036 12'_0" 1 11' 6" 11'_1" 6'-11" 6'-9" 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'-3" 3'-1" 40 0.018 6'-10" 6'-10" 6'-7" 6'-5" 40 0.018 8'-7" 0.024 8'-4" 8'-4" 8'-1" 7'-10" 7'-1" 0.024 6'-7" 6'-7" V-3" 6'-0" 7'-1" 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" T-10" 9'-6" 10'_81, 0.032 10•_0" 10'_0•' 9'-8" 9'-4" 9'-3'' 0.032 8'-2" 8'-2" 7'_10" 7' 6" 0.032 9'-10'' 9'-10" 9'-6" 0.036 11'-0" 11'-0" 10'-8" 10'-4" 0.036 11'-4" 11'-4" 10'-11" 10'-6" 0.036 8'-2" 8'-2" 7'-11" 7'-7" 9'-0" 0.036 10'-8" 10'-8" 0'-" 10' 4" 10'-0" 10'-8" 9'-5" 9'-2" 60 5'-5" 5'-5'.5-5" 6'-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" 60 0.018 5'-5" 5'-4" 5-3" 0.024 6'-10" V-10" V-10" 6'-10" T-5" 0.024 4'-11" 4'-11" 4'-7" 4'-6" 5'-4" 0.024 4.-5". 4'-5"4--l" 4'-0" 6'-6" 0.024 1 6'-8" 6'-8" 6'-8" 6'-8" 7'-0" 0.032 8'-3" 8'-3" 8'-3" 8'-3" 9'-5" 0.032 8'-0" 8'-0" 8'-0" 8'-0" 8'-9" 0.032 6'-4" 6'-4" 6'4" 6'4" 0.032 0.032 V-1" T-1" 8'-1" 8'-1" 0.036 9'-0" 9'-0" 1 9'-0" 9'-0" 0.036 0.036 9'-1" 9'-1" 9'4" 9'-1" 0.036 0.036 6'-5" 6'-5" 6'-5" 6'-5" 1 0.036 8'-9" 8'-9" 8'-9" V-9" 8'-0" 7'-10" 0.036 TABLE 4.1 8'-5" 8'-2" TABLE 4.2 TABLE 4.3 -1 �. TABLE 4.4 aId OfAM F a l TABLE 4.8 NOTE: PANELS MAY OVERHANG 25% OF THEIR CLEARSPAN SINGLE SPAN TABLES 2 5" x 12" Mark X Sin le S an) Detail B 2"x6" Flat Panel Single Span) Detail N2, C 2.5" x6" Super Six Single Span) Detail N3, A PER 3.5 X12 Su Ground er 12 Single Panel Span, Wind Speed Detail and D Exposure - 20 5 Ground Panel 9 Wind Speed and Exposure sT i� e Ground Panel Wind Speed and Exposure Ground Snow Loadl Panel Gauge Wind Speed Exposure and B Exposure Exposure C Snow Load Gauge Exposure B lExposure 0.018 C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B lExposure C (psf) I (in) 85 90 85 90 (psi) (in) 85 1 90 85 90 (s (in) 85 1 90 85 90 (pt in 85 1 90 1 85 90 10 0.018 11'-0" 11'-0" 8'-10" 8'-2" 10 0.018 5'-11" 5'-11" 4'-1" 3'-10" 10 0.018 7'-7" 7'-7" V-11" 6'-10" 10 0.018 8'-6" 8'-6"' 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'-0" 9'-0" LIVE 0.024 11'-11" 11'-11" 11'-2" 10'-7" 11' 0.032 16'-1" 16'-1" 15'-1" 14'-3" 0.036 0.032 15'-0" 15'-0" 14'-1" 13'-3" 15' 0.032 12'-11 ' 12'-11" 12'-5" 11'-.11" 0.036 0.032 13'-10" 13'-10" 13'-2" 12-51, MAX 0.036 17'-2" 17'-2" 16'-1" 15'-3" 3x8 0.036 16'-0" 16'-0" 15'-0" 14'-2" 13' 0.036 13'-5" 13'-5" 12'-11" 12'-5" All Others 0.036 14'-4" 14'-4" 13'-9" 13'-3" 20 0.018 8'-6" 8'-6" 7-10" T-10" 20 0.018 4'-1" T-10" 3'-4" T-2" 20 0.018 6'-7" 6'-7" .6'-1" 6'-1" 20 0.018 7'-4" 7'-4" 6'-10" 5-10" LIVE 0.024 11'-5" '11'-5" 10'-11" 10'-6" LIVE 0.024 10'-8" 10'-8" 9'-1" 9'-1" LIVE 0.024 8'-7" 8'-7" 8'-0" 8'-0" LIVE 0.024 9'-2" 9'-2" 8'-6" 8'-6" 2' 0.032 13'-7" 13'-7" 13'-0" 12'-5" 4' 0.032 12'-7" 12'-7" 12'-0" 11'-6" 2' 0.032 11'-6" 11'-6" 11'-1" 10'-8" 4' 0.032 11'-10" 11'-10" 11'-3" 10-10" MAX 0.036 14'-6" 14'-6" 13'-10" 13'-3" 0.024 0.036 13'-6" 13'-6" 12'-11" 12'-4" MAX 0.036 12'-0'•' 12'-0" 11'-5" 11' 0" 0.024 0.036 12'-7" 12'-7" 11' 6" 25 0.018 8'-6" 8'-6" 7-10" T-7" 25 0.018 3'-10" T-10" 3'-4" T-2" 25 0.018 6'-7" 6'-7" 6'-1" 1" 25 0.018 7'-4" 7-4" 6'-112'-0" 6'-10" 6'-7" 4' 0.024 11'_5" 10.11" 10_6" 10' 6„ MAX 0.024 10'_8" 9'-9" 9'-1" 8•_61, 5' 0.024 8'-7" 8'-7" 8'-0" 7'-9" MAX 0.024 9'-2" 9'-2" 8'-6" 8'-3" MAX 0.032 13'7" 13'-0" 12'-5" 12'-5" MAX 0.032 12'-7" 12'-0" 11'-6". 11'-6" MAX 0.032 11'-6" 11'-1" 10'-8" 10'-8" 10' 0.032 11'-10" 11'-3" 10'-10" 10'-10" 14' 0.036 14'-6" 13'-10" 13'-3" 13'-3" 6' 0.036 13'-6" 12'-11" 12'-4" 12'-4" 14' 0.036 12'-0" 11'-5" 11'-0" 11'-0" 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" T-4" 3'-2" 2'-10" 30 0.018 6'-4" 6'-1" 5'-11" 5'-8" 30 0.018 7'-1" V-10" 6'-7" 6'-5" 0.036 0.024 10'-11" 10'-6" 9'-5" 9'-1" MAX 0.024 9'-5" 9'-1" 8'-6" 7'-11" 0.024 8'-3" 8'-0" 7'-9" 7'-6" 0.024 8'-10" 8' 6" 8'-3" 8'-0" 0.032 13,_0" 12•_5' 11'_11" 11•_11 0.032 12'_0" 11'_6" 11•_11, 11'_11, 0.032 11'_1" 10•_8•• 9'-7" T-3" 0.032 11•_3' 10,_10" 10'_5" 10•_5" 0.036 13'-10" 13'-3" 12'-9" 12'-9" 0.036 12'-11 12' 4" 11'-10" 11'-10" 0.036 11'-5" 11'-0" 10'-7' 10'-7" 0.036 12'-0" 11'-6" 11'-1" 11'-1" 40 0.018 7'-4" T-4" 6'-11" 6'-9" 40 0.018 3'-2" T-0" 2'-8" 2'-6" 40 0.018 5'-8" 5'-8" 5'-5" 5'-3" 40 0.018 6'-5" 6'-5" 6'-0" 5'-10" 0.024 9'-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" 8'-0' 7'-6" 7' 4" 0.032 11'_6„ 11'_6" 11,_2" 10•_10" 0.032 10'_81, 10•_8" 9'-5" 9'_21, 0.032 9'-3'' g'-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" T-11" 7'-7" T-5" 0.024 VA" 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" 8'-10" 0.032 8'-9" 8'-9" 8'-4" 8'-2" 0.032 S,_1„ 8'-1" 7'-9" 7'-7" 0.032 8'-2" 8'-2" 7'-10" 7'-8 0.036 10'_1'• 10'_1" 10•_11, 9'-6" 0.036 9'-5" 9'-5" 9'-0" 8•_91, 0.036 8'-4" 8'-4" 8'-0" 7'-10" 0.036 8'-9" 8'-9' 8'-5" 8'-2" -1 �. aId OfAM F a l TABLE 4.8 Amerimax Buildingod ts^ # of #10 5208 Tennyson Par ay j 6$1 9i, PER Piano, Texas 75024 ! + '' j j i * Carl Putnam, P. E. ( E?(f 6/30/0 ` - 20 5 3441 Ivylink Place VA 2450 VIL P * Lynchburg, FGF Q CALIF sT i� e (434) 384-2514 Exp �F carloutnamCalcomcast.net OCT 20 20 1 A 1F�� MAXIMUM ALLOWABLE TRIBUTARY WIDTH ND 10 SCREW FOR PANEL/HEADER COMBINATIONS Table 4.9 Panel # of #10 screws PER FOOTio attach panel to header Headers Gauge1 I 2 I 3 2 3. 4 2 I 3 I 4 I 5 (in) 90 mph Exp B 90 mph Exp C 110 mph Ex C Dble 2x6.6251 0.018 3' V MAX 4' MAX MAX 3' 4' MAX MAX RF Fascia 0.018 3' MAX MAX MAX MAX MAX MAX MAX MAX MAX 3x8 10.018 3' 6' MAX 4' MAX MAX 3' 4' MAX MAX All Othersi 0.018 3' 6' MAX 4' MAX MAX 3' 4' MAX MAX Dble 2x6.62510.024 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 PANELIHEADER COMBINATIONS Table 4.10 Panel # of #14 screws PER FOOT to attach panel to header Headers Gauge 1 2 1 3 1 I 2 I 3 1 1 2 'I 3 1 4 in 90 mph Exp B 90 m h Ex C 110 mph Exp 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 Othersi 0.018 4' 8' MAX 3' 5' MAX 2' 4' 5' MAX Dble 2x6.625 0.024 5' 10' MAX 4' 7' MAX 2' S' 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 x6.625 0.0367' 14' MAX 5' 10' 15' 3' MAX Fascia rA 0.0367' MAX MAX 5' MAX MAX 4' 1610' MAX MAX MAX 3x8 0.036 8' MAX MAX 5' 11' MAX 4' 7 11' MAX Others 0.036 8' MAX MAX 5' 11' MAX 4' 7' 11' MAX I LOAD BEARING POST SEE DETAILS L25, L29, N8, N29, AD,AP OR AQ FOR POST/CONCRETE ATTACHMENT LUMINUM RAFTERS OR SOLID PANELS 0.040'X2'X6.625' ALUM HEADERS. OR >"N❑TESi 0.042'X3.'X8' ALUM HEADERS 1, FIBERGLASS POSTS ARE NON -:LOAD BEARING.' 2'X6.25' ALUMINUM DOUBLE HEADERS 2. ATTACHMENT TO HOLD COVERING 3'X8' ALUMINUM -DOUBLE HEADER IGHT #14 SMS' AGAINST MINOR LATERAL FORCES, PLASTIC HOLE PLUGS -3, USE MULTIPLE BRACKETS AS NEEDED. 1 MIN , 4. FIBERGLASS POSTS MAYBE #14X3/4° USED FOR ANY STRUCTURE, TEK•SCREW STEEL ❑R ALUMINUM POST I. I I I I I. I FIBERGLASS:. I ;,4, I N❑NZLOAD I I. --BE�OST � n FIBERGLASS DECORATIVE POST COVER FIBERGLASS i I POST COLLAR I I. 1.5'X1.5' STEEL L ANGLE .BRACKET (TYP) SLAB OR 3/8'X3/4' BOLT FOOTING � CONCRETE ANCHOR m a °o . M3a..d e� a '.e • d •. eO d 44 .° e• e °ed e' e. ICC ESR 1398 (2009 IBC) 10/11/2011 I I I 3%8'X 44' BOLT 1.5'X1.5' STEEL L FIBERGLASSZI I ANGLE BRACKET (TYP) POST -COLLAR. I FIBERGLASS I I STEELi'OR ALUMINUM DECORATIVE LOAD. BEARING POST POST COVER ' i EXISTING ROOF r. �1 STRUCTURES COMPLYING WITH R❑❑F SIN' ❑W . LOAD THIS DETAIL D❑ NOT REQUIRE ADDITIONAL DRIFTING SNOW CONSIDERATIONS GROUND SNOW MAXIMUM LOAD (PSF) °h' (IN) 10 9 15 14 � 20 17 PATI❑ COVER M4 25 18 30 20 . 40 25 50 30 JUN 04 013 '' 60 33 �pF ION9� o. OCT 20 2011 Page 53 of 60 0,01 y 5208 TENNYSON PARKWAY # E . 6-30 15 ,� t - 8lI1LDINC PRODUCES, ING. SUITE 100 PLANO, TEXAS 75024 LP CIVl ��PMWN BY. nre 0 A �0 CP wuE: NTS Miscellaneous Details Engineer's Stamp " M1-2009 1.5' or 2' 1 FAN BEAM /A R 0.042'x3'x8` HEADER .CEILING FAN. OR LIGHT FIXTURE. L POST .7.71 ttfl ICC ESR 1398 (2009 IBC) 10/11/2011 2.000 0,045 _T 2'X2' FAN BEAM 6063T5 ALUM #14 SMS 2.000 R0,170 1.430 NO ORIENTATION SPECIFIED 0.060 0.048'x1.5'x2.5' 6005T5 3.00 or 2'x2' FAN BEAM 0.721.56—{ 0.72 --� 0.93 I — 0.042'x3'x8' 0.72 HEADER 2L21 _L ! 1.56 0.28— J 0.37 0.72 —I -0.17 t = '0.041" 3' X 3' CLOVERLEAF HEADER (A-653 Fy=40 KSI STEEL) CONFORMANCE TO THE APPLICABLE ELECTRICAL CODE IS OUTSIDE THE SCOPE OF THIS DETAIL AND MUST BE APPR❑ VEP SEPERATELY, OCT 20 2011 Page 54 of 60 Weight of WALL HANGER fan/lights 0,120'x2'x2'X2' 2°'x2" Fan Beam LONG 'L' ANGLE 3x3 Steel Beam 30 lbs 6063T5 ALUM 23' 'ONE B #14X2' SCREW WALL HANGER ONE #10 SMS SCREW FAN BEAM FAN FASTEN T❑ HANGER BEAM STRUCTURAL FM T. PANEL 7 1.5' or 2' 1 FAN BEAM /A R 0.042'x3'x8` HEADER .CEILING FAN. OR LIGHT FIXTURE. L POST .7.71 ttfl ICC ESR 1398 (2009 IBC) 10/11/2011 2.000 0,045 _T 2'X2' FAN BEAM 6063T5 ALUM #14 SMS 2.000 R0,170 1.430 NO ORIENTATION SPECIFIED 0.060 0.048'x1.5'x2.5' 6005T5 3.00 or 2'x2' FAN BEAM 0.721.56—{ 0.72 --� 0.93 I — 0.042'x3'x8' 0.72 HEADER 2L21 _L ! 1.56 0.28— J 0.37 0.72 —I -0.17 t = '0.041" 3' X 3' CLOVERLEAF HEADER (A-653 Fy=40 KSI STEEL) CONFORMANCE TO THE APPLICABLE ELECTRICAL CODE IS OUTSIDE THE SCOPE OF THIS DETAIL AND MUST BE APPR❑ VEP SEPERATELY, OCT 20 2011 Page 54 of 60 Weight of Allowable Fan Beam Spans . fan/lights 0.048"x1.5"x2.5" 2°'x2" Fan Beam 3x3 Steel Beam 30 lbs 15'-10" 23' JUN 0� 2013 639 5208 TENNYSON PARKWAY k .6_ - 15 * SUITE 100 PLANO, TEXAS 75024 LpI F i FpEz �P owsm P e NTS In Miscelloneous Details 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 6.024 0.024 0.032 0.036 0.040 -0.040 0.060 0.060' 0.041 0.041 Trib Width (ft) Allowable Width. for Attached Two Post Structures on Slab Live or Ground Snow Load A 10 psf 20 psi ' 3 42,_10" 22'-7" 3.5 36'-8" 19'-4". 4 32,_1„ 16,_11„ 4.5 28'-6" 15-1" 5 25'-8" 13'-6" 5.5 23'-4" 12'-4" 6 21'-5" 11'-3" 6.5 19,791, 101_5" 7 18'-4" n/a ' 7.5 1T-1" n/a .'8+ 16'-0" n/a 8.5 15-1" Na 9 14.3" n/a Table 7.1 10 psi Slab 90C 886 5 3 2 4 3 2 2 25 904 5 3 2 4 3 • 2 2 26 1017 6 3 2 4 4 2 3 POSTPOST CODE DESCRIPTIONS DETAIL. A B C D E F G H I J 11' #14 3/8" B 3/8" B #14 #14 3/8" B #14 3/8-B #14 3/8-B Footer Design Clover 0.040"xWx3" Alum Size Uplift SMS. BOLT BOLT SMS SMS BOLT SMS BOLT SMS. BOLT E d (in) (Ibs) 189 424 566 283 315, 708 482 1384 507 1522 15' 12 100 1 1 1 1 1 1 1 1 1 1 ' 13 127 1 1 1 1 1 1 1 1 1 1 4 14 159 1 1 1 1 1 34 2275 n1a. 6 5 9 15 195 2 1 1 1 1 1 1 1 1 1 8 16 237 2 1 1 1 1 1 1 1 1 1 4 17 284 2 1 1 2 1 1 1 1 1 1 7 18 338 2 1 1 2 2 1 1 1 1 1 3 19 397 3 1 1 2 2 1 1 1 1 1 20 psf slab 90C 20 463 3 -2 1 2 2 1 2 1 1 1 3988 21 536 3 2 1 2 2 1 2 1 2 1 22 616 4 2 2 .3 2 1 2 1 2 1 8 23 .704 4 2 2 3 3 1 2 1 2 1 Slab 906 722 4 2 2 3 3 2 2 1 2 1 10 psi 6 24 800 5 2 12 3 3 2 2 1 2 1 Table 7.1 10 psi Slab 90C 886 5 3 2 4 3 2 2 25 904 5 3 2 4 3 • 2 2 26 1017 6 3 2 4 4 2 3 POSTPOST CODE DESCRIPTIONS DETAIL. MAX POST HGHT A - 62"x1.5"x1.5" Scroll AC 9 B. 0.042"x3"x8" Aluminum Post N30, L7 11' B 0.024"Post with Sideplates N16, BK, L24 12' B Clovei 0.030"x3"x3" Alum Nil, AH, L71 11' B Clover 0.040"xWx3" Alum N11, AH, L11 12' C Colonial 0.062" Extruded AE 12' D 0.041"x3"0" Steel Clover: N11, 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-xWx3" Steel Square N17, AG, L21 15' J 3/16"x4"x4" Steel Square N17, AG, L21 - 15' K 12"x4"x4" Steel Square IN17, AG, L.21 1 15' Table 7.2 42 4288 n a n a 43 4601. n/a n/a - 9 n/a 27 1139 7 3 3 5 4 2 3 n/a 28 1270 7 3 3 5 5 2 3 ` 29 1411 8 4 3 5 5 2 4 WIND SPEE 30 1563 9 4 3 6 5 3 4 1298 31 1724 n/a 5 4 7 6 3 4 + 32 1896 n/a 5 4 7 7 3 5 ' - 33 2080 n/a 5 4 8 7 3 5 2 34 2275 n1a. 6 5 9 8 4. 5 1 35 2481' n/a 6 5 9 8 4 6 284 36 2700 n/a 7 5 n/a 9 4 6 of the load. 37 2931 n/a 7 6 • n/a n/a 5 7 2 38 3175 n/a 8 6 n/a n/a 5 7 3 39 3433 n/a 9 7 n/a n/a 5 8 .3 40 3704 n/a9 6 7 n/a n/a 6 9 3 41 3988 n/a n/a 8 We n/a 6 9 3 8 3 1 8 n/a n/a 7 n/a Table 7.2 42 4288 n a n a 43 4601. n/a n/a - 9 n/a n/a 7 n/a 44 4930 n/a n/a 9 n/a n/a 7 n/a 45 5273 n/a n/a n/a n/a n/a 8 n/a 46 5633 n/a n/a n/a n/a . n/a 8 n/a 47 6008 n/a n/a n/a n/a n/a 9 n/a 48 6400 n/a n/a n1a n/a 49 6808n/a n/a n/a n/a 50 7234 n/a n/a n/a n/a n/a n/a n1a n/a n/a n/a n/a n/a n/a Fastener terminology 2 ` ' #14 SMS = #14 sheet metal or SDS screw, 12" minimum length 3/8" B = 3/8" Diameter Bolt 414 318-B See General Notes for specifics on fasteners #14 Design Footer I. Spacing between bolts and screws BOLT WIND SPEE - BOLT BOLT . SMS Uplift 1 2 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 554 (MPH) AND EXPOSURE 110 B 1298 255 anchor w/ 400# allowable shear and 200# allowable tensile vs live, snow, wind and - .d(in) 3 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 90 C 110 B 110 C 1 + 4 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 AFP&A NDS Section 11.1.3. See General Note 1 1 1 1 #11 for washer specifications. 127. 13 ' - 5110 6 and 20 psf are live or snow loads, 25- 60 psf are snow loads. For ANC3 and ANC4 wood framing imust be SG=0.5 or denser (Douglas Fir- Larch) 1 1 I Table 7.4: Required Number of Fasteners for Tension Loads 1 4 1 Aluminum Gage (in) 1 1 4 1 0.036 0.06 0.060 0.090 0.100 1 5 1 K L M N O 2 ` 1 3/8-8 414 318-B 3/8' B #14 Design Footer I. Spacing between bolts and screws BOLT SMS - BOLT BOLT . SMS Uplift Size shall be 2.5 times the shank 554 128 865 1298 255 (Ibs) .d(in) diameter 1 1 1 1 1 100 12 2 The edge distance of bolts and, 1 1 1 1 1 127. 13 screws shall be 3 times the - 1 2 1 1 1 159 14 shank diameter - 1 2 1 1 1. 195' 15 3 Connections shall be arranged so that the 1 2 1 1 1 237 16 center of resistance of the connection shall 1 3 1 1 2 284 17 - coincide with the resultant line of action. 1 3 1 1 1 2 2 338 397 18 19 of the load. 1 4 1 ' 2- 1 1 4 1 1 2 463 20 1 1 5 1 1 3 536 21 4 2 5 1 1. 3 616 22 - 2 6 1 1 3 704 23 3 2 6 1 1 3 722. Slab 1 .2 7 1 1 4 800 24 2 1 ' 2- 1 . STUD Q 16" O/C SPACING 2 8 2 1 4' 904 25 1 3 1 12" 10" 2 8 2 1 4 1017 26 1 3 1 2 2 3 . 9 2 1 5 1139 27 1 3 - 1 7" 3 n/a 2 1 5 1270 28 2 3 1 13' 3 n/a 2 2 6 1411 29 2 4 2 8' 3 n/a 2 2 7 1563 30 2 4 2 4 n/a 2 2 7 1724 31 2 4 2 24' 4 n/a 3 2 8 1896 32 2 5 2 T 4 n/a 3 2 9 2080 33 2 5 2 T 5 n/a 3 2 9 2275 34 2 5 2 5 n/a 3 2 n/a 2481 35 2 6 2 15' 5 We 4 3 n/a 2700 36 3 6 2 8' 6 n/a 4 3 n/a 2931 37 .3 7 3 2' 6 n/a 4. 3 n/a 3175 -38 3 7 3 7 n/a 4 3 n/a 3433. 39 3 8 3 7 n/a 5 3 n/a 3704 40 .3 8 3 8 n/a • 5 4 n1a 3988 41 4 9 3 8 n/a 5 4 n/a 4288 42 4 Na 4 9 n/a 6 4 n/a 4601 43 4 n/a 4 9 n/a 6 4 n/a 4930 44 4 rite 4 n1a n/a 7 5 n/a 5273 45 5 n/a 4 n/a n/a 7 5 n/a 5633 46 5 n/a 4 n/a n/a 7 5 n/a 6008 47 5 n/a 5 n/a n/a 8 5 n/a 6400 48 5 6 n/a n/a 5 5 n/a n/a n/a n/a 8 9 6 6 n/a nta 6808 49 7234 50 NOW SPACING SPACING SPAN . STUD Q 16" O/C SPACING #14X2- 1/4" LAG .OAD CONCRETE MASONRY I (FT) PSF) ANCHORS ANCHORS ', ALUMINUM RAFTER SPACING SCREWS SCREWS 10 12" 10" 12' 1 1 LIVE 11' 24' 2 2 20 9" 7" 13' 2 2 LIVE 7" 20' 3 3 25 9" 7" 13' 2 2 2 7" 20' . 3 3 30 9" T* 12' is, 2 2 3 3 OCT 20.2011 ABLE17.6:. WALL ATTACHMENTS FOR LATTICE COVERS 1 GRND Wind 0of 3 Lags 4 Lags NOO Speed .Screws' ', ALUMINUM RAFTER SPACING LAD and per . +' 12" 16" i' 2� 30" 36" �,. MAXIMUM ALUMINUM `. 24' 24' RAFTER SPAN 17' 14' 11' (PSF) Exposure `Rafters 10 110 mph t2� LIVE Exp C 3 - 24' . 24' 24' 19' . 16' 20 2 18'13' 9' T - 6' LIVE 3 " 24' 19' 13' 10' 8' 4 24' 19' 13' 10' 8' 25 2 1T 13' 9' 7' 6' 3 24' 18'12' 10' 8' 4 24' 18' 12' 10' 8' 30. 2 1 14' 11' T 6' 5- 3 20' 15' 10' 8' T 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 T 5' 4' 3' 2' 3 10' . 8' 5' 4' 4' ' TABLE 7.7 STUCCO ATTACHMENT TO WALL - ALLOWABLE DISTANCE TO FIRST ROW OF POSTS Ground Snow Load (psf) oc o/c 2 Lag 3 Lags 3 Lags 4 Lags p p C Live 10 Live 10 Live 10 Live 10 Live 20 25 30 40 60 13'-6" 11' - 10' 8'-7" T-1" 7'-8" 6'-6" 4'-10" T-4" 20'-2" ," 16'-6" 14'-10" :' 13'-1" 10'-7" 11 T` 9'-9" T-5" 5' 13'-6" 11' 10' 8'-8" T-1" 7'-8" 6'-6" 4'-10" 3'-4" 18' 14'-6" 13'-4" 11'-7" 9'-5" 10'-3" 8'-8" 6'-7" 4'-5" 90 MPH N/A . 110 MPH 90 MPH 100 MPH 110 mph 110 mph 110 mph 110 mph 110 mph 110 mph Lag = 1/4- Lag bCreW MITI Z.Z0 peneaauun unu u -u -u wuuu %--- Lattice Structures always use 90 mph Exposure B for the wind conditior Amerimax Building Product - 5208 Tennyson Parkway Plano, Texas 75024 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 (434) 384-2514 JUN 0 3 20 3 Carloutnam0conlcast.net , _ M3-2009 7.0 CONCRETE FOOTING OPTIONS EQUIVALENT FOOTINGS FOR FREESTAND AND ATTACHED Trib o DIAMETER OF wz z CIRCULAR (in) z c z a c FOOTINGS (IN) a O o: z Po In z 12" 18" 24" 20" 21" 18" U) 0 O O p z O v O DEPTH OF 0 a o LL CIRCULAR 24" 21" z FOOTINGS IN 14" 17" 24" 14" 14" 15" 18" 30" 1.5" 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" I H6LC /.O Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 cnnlvFRSInN Tn SOUARE TOP FOOTING ICC ESR 1398 (2009 IBC) 1.0/11/2011 SITE SPECIFIC FOOTING TABLE for SINGLE SPAN Attached Structures For Single Span Attached Footings Only Trib Area Exp B Exp C Exp C Area Footing Depth Required "d" of Footing (in) (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" 42" N/A N/A 54" 56" 48" 50" 44" 45" 43" N/A 58" 51" 47" 44" N/A 60" 53" 49" 45" 46" N/A N/A N/A N/A 55" 57" 50" 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" ICC ESR 1398 (2009 IBC) 1.0/11/2011 SITE SPECIFIC FOOTING TABLE for SINGLE SPAN Attached Structures Page 56 of 60 Existing Residence Wind Condition 90 mph 90 mph 110 mph Lattice Trib Trib Area Exp B Exp C Exp C Area s ft) Required "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" 150 100 28" 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 Page 56 of 60 Existing Residence Panel Spa 1/2 OF PANEL SPAN r-----�— ----------I ------) — ----� Corner Trib Area Trib Area for I 1/2 OF PANEL SPAN Middle Post I I Post Spacing Panel I I j Overhan 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 5208 Tenny k Parkway Plano, Tex 5024 f 13 202011 M4-2009