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12-0929 (PAT)4 P.O. BOX 1504 VOICE (760) 777-7012 78-495 CALLE TAMPICO FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 8/15/12 Application Number: 12-00000929 Owner: Property Address: 79178 CETRINO MAC & TERRI MASSEY APN: 772-110-013- - - 79178 CETRINO Application description: PATIO COVER - RESIDENTIAL. LA QUINTA, CA 92253 Property Zoning: LOW DENSITY RESIDENTIAL. Application valuation: 19471 Contractor: Applicant: Architect or Engineer: ALADDIN SUPPLY & CONSTRU pN 68211 RAMON ROAD CATHEDRAL CITY, CA 92234 (760)321-1277 j .1 A' Lic. No.: 501572 AUG j C 20'12 CI71PnLA g(I(NTA F_l;p...N'_'e ^ p - LICENSED CONTRACTOR'S DECLARATION hereby affirm under penalty of perju hat I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Bu in s a Professionals Code, and my License is in full force and effect. License Class: B License No.: 501572 ,Xate:"P o.mractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_ 1 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). 1 _ 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: LQPERMIT ---------------- WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier XEMPT Policy Number EXEMPT I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any man so as to become subject to the workers' compensation laws of California, and agree that, if I It uld bec me subject to the workers' compensation provisions of Section 700 of the Labor o , I sh I forthwith comply with those provisions. Oate: 1 " licant: WARNING: FAI URE TO SECURE WORKERS OMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PEN TIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2.' Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. - 1 certify that I have read this application and state that t above information is correct. I agree to comply with all city and county ordinances and state laws relating to bu ng con truction, d hereby authorize representatives of this c unty enter uppo%the above-mentioned prope for in ction p ossess.. )I ate: ' " re (Applicant or Agent): 11 Application Number Permit . . Additional desc . . Permit Fee . Issue Date Expiration Date.. . . . . 12-00000929 PATIO COVER PERMIT 207.00 2/11/13 Plan Check Fee . . 134.55 Valuation . . . . 19471 Qty Unit Charge Per Extension BASE FEE 45.00 18.00 9.0000 THOU BLDG 2,001-25,000 162.00 ----------------------------- ---------------------------------------------- Special Notes and Comments TOTAL OF 1464 S.F. ALUMAWOOD LATTICE SHADE STRUCTURES - 1 FREE STANDING, 3 ATTACHED TO REAR OF SFD. 2010 CODES. -----------------------------------------------------7---------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 1.00 .STRONG MOTION (SMI) RES 1.28 Fee summary Charged Permit Fee Total 207.00 Plan Check Total 134.55 Other Fee Total 2.28 Grand Total 343.83 LQPERMIT Paid Credited Due ---------- .00 ---------- -------:-- .00 207.00 .00 .00 134.55 .00 .00 2.28 .00 .00 343.83 %f CRUS COURSE HOMEOWNERS ASSOCIATION NOTICE OF APPROVAL August 13, 2012 Mack & Theresa Massey 950 Crockett St El Paso TX 79922 RE: 79178 Cetrino Dear Mack & Theresa Massey: Your,Request for an architectural change has been approved. Specifically, you have approval to proceed with the following: Attach aluma wood patio covers on rear patio of home. Add free standing aluma wood patio cover on pool side of home. We reserve the right to make a final inspection of the change to make sure it matches the Request you submitted for Approval. Please follow the plan you submitted or submit an additional Request form if you cannot follow the original plan. Your approval is conditional with the stipulation of the following: Must obtain all necessary permits. You must follow all local building codes and setback requirements when making this change. A Building Permit may be needed. This can be applied for at the City offices. Our approval here is only based on the aesthetics of your proposed change. This approval should not be taken as any certification as to the construction worthiness or structural integrity of the change you propose. If applicable, please be aware that you are responsible for contacting the appropriate utility companies before digging. Thank you for submitting your application and we look forward to receiving your notice of completion upon commencement of completed work. For your convenience a "notice of completion" document has been attached. We appreciate your cooperation in submitting this Request for Approval. An attractive Community helps all of us get the full value from our homes when we decide to sell. Sincerely, A-� 4v* Ann Miller Assistant Association Manager Citrus Course HOA Encl. 1 P.O Box 12920 Patin Desert, CA 92255 * 41-865 Boardwalk, Suite 101, Palm Desert, CA 92255 760.346.9000 " FAX 760.346.9997 " www.citruscourselloa.com X °"' City of La Quinta Building &r Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # 1 Project Address: C ' wner's Name: MAC C 5 TOZ(Ll I vv�t5 A. P. Number: fAddress: Legal Description: ity, ST, Zip: UAj f i v'� o , on ^^ P0 Crcor: tat ele h ne: 01 l L� S \ U 1�................................ ....... Address: G °�21 (' y11�� Project Description: p City, ST, Zip: C� �, �� iz3 1 - 12 �[ Q t �.� 22'' �Z�( 8j, kkiacK Telephone: � 2 1 State Lic. # : `j 1 City Lic. #: tY41 I Arch., Engr., Designer: SCD S LY Address: VXa-t? City, ST, Zip: Telephone: h n e on tructi Occupancy: Add'n Alter Repair Demo Lic. Project type e one: Nev Name of Contact Person: et�trtr4i(\ Sq. Ft.: # Stories: # Units: Telephone # of Contact Person: 0 3 Estimated Value of Project: 10 00 ID APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for. corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted {Mechanical Grading plan 2"d Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval UPlans 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 a1 �s�A,.26 So4.�0 WALL HANGER 0.120'x2'x2'X2' LONG 'L' ANGLE - 6063T5 ALUM ONE #14X2' B SCREW WALL HANGER ONE #10 SMS SCREW FAN BEAM FAN FASTEN TO HANGER BEAM STRUCTURAL—, T B PANEL 1.5' or 2' v ICC ESR 1398 (2009 IBC) 10/11/2011 . #14 SMS ::��a I I or 2' 0.045 2'X2: FAN BEAM 6063T5 ALUM 2.000R0.1701.430 NO ORIENTATI❑N SPECIFIED L 0.060 0.048'x1.5'x2.5' 6005T5 3.00 or 2'x2' FAN BEAM 0.:T 72�1.56�0.72 H 0.93 I-- ' 0.042'x3'x8' 0.72 HEADER F156 3.00 --I 0.28 0.37 �-- 0.72 — I -0.17 t = 0.041" 3' X 3' CLOVERLEAF HEADER (A-653 Fy=40 KSI STEEL) A CONFORMANCE TO THE APPLICABLE ELECTRICAL CODE IS OUTSIDE THE SCOPE OF THIS DETAIL • AND MUST BE APPROVED 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 151-10" 23' i 5208 TENNYSON PARKWAY SUITE 100 PLANO, TEXAS, 75024 CP NTS Miscellaneous Details Engineer's Stamp Engineer's Stamp o+ & M2-2009 a a, M ALUMINUM RAFTERS OR S❑LID PANELS 0,040'X2'X6.625' ALUM HEADERS ❑R� 0.042'X3'X8' ALUM HEADERS c _ 2'X6.25' ALUMINUM DOUBLE HEADERS 3'X8' ALUMINUM DOUBLE HEADER PLASTIC HOLE PLUGS---, 1' MIN I STEEL OR I ALUMINUM POST I I I I I I I I I I I I I I I I I � I •I I II I I I _ N❑N LOAD SS I I I I BEARING POST I I ' enmi ��==r I LOAD BEARING POST SEE DETAILS L25, L29, N8, N29, AD,AP OR AQ FOR POST/CONCRETE ATTACHMENT FIBERGLASS POST COLLAR SLAB OR FO❑TING IBERGLASS DECORATIVE POST COVER 1.5'X1.5' STEEL L ANGLE BRACKET (TYP) -3/8'X3/4' BOLT i___� CONCRETE ANCHOR ' d a q e ° Q. ed e e a.. e'e e d •eed, e ICC ESR 1398 (2009 1BC) 10/11/2011 I I ' I I I FIBERGLASS I I POST COLLAR I I FIBERGLASS I I DECORATIVE M2 I I POST COVER I NOTESt 1. FIBERGLASS POSTS ARE NON -LOAD BEARING, 2. ATTACHMENT TO HOLD COVERING #14 SMS AGAINST MINOR LATERAL FORCES. 3. USE MULTIPLE BRACKETS AS NEEDED. 4. FIBERGLASS POSTS MAY BE -#14X3/4' USED FOR ANY STRUCTURE. TEK SCREW __`3/8'X 3'a' BOLT 1.5'X1.5' STEEL L ANGLE BRACKET (TYP) —STEEL OR ALUMINUM LOAD BEARING POST EXISTING ROOF STRUCTURES COMPLYING WITH ROOF SNOW LOAD THIS DETAIL DO NOT REQUIRE ADDITI❑NAL DRIFTING SNOW C❑NSIDERATI❑NS GROUND SNOW MAXIMUM LOAD (PSF) 'h' (IN) 10 9 15 14 M4 20 17 25 18 PATI❑ COVER 30 20 40 25 50 30 60 33 OCT 20 2011 Page 53 of 60 R= 0.2" --10.95" 0.92" R=.125" 3.0° � r •167" SEE DETAIL D -J .167" T SEE DETAIL B Typ' 6.00" OA 2.5'x6' SUPER SIX PANEL t = 0.018' 30041-136 t >0.018' 3004H34 SEE 1.250° , DETAIL B 6.00" 6.00 12.00' 3,5'x12' 'W' PANEL Ot = 0.018' 3004H36 ALUMINUM t > 0.018' 3004H34 ALUMINUM ICC ESR 1398 (2009 IBC) 10/11/2011 -561° --� INSIDE .456" .216" TYP. 1.903-4 T 187° 1 2.464" 1.654" �• � 1.714° SEE DETAIL D I 55 1' 1 42. 1..137" 12.00" ATTACH TO TOP OF HEADER BEAM AS PER TABLES 4.9 OR 4.10 OR ATTACH PER STRUCTURAL FASCIA DETAILS 2.5'X12° MARK X ALUMINUM PANEL © 0.018'-0.0327 3004 H36 0.036' 3004 H34 125 SION 5" TYP.. 18' QQ.� GP�L c/yFF 8 6.1 9 O 0 si 0/ 01 * 6 I 5.5"0 SEE DETAIL B R= 0.20 TYP. I SIX #14 SDS ON EACH SIDE OF SPLICE CENTERLINE OCT 20 2011 3 - #14 SMS ON EACH SIDE OF SPLICE- � ROLLFORMED HEADER DETAIL E -t= 0.036" ROLL FORMED HEADER SPLICE, TIGHT -FIT INSIDE OF HEADER, 9" EACH SIDE OF SPLICE. 3 - #14 SMS r ON EACH SIDE { OF SPLICE Page 44 of 60 SPLICE UNE O ROLLFORMED HEADER SPLICE (3004-H34 ALUM. ALLOY) Engineer's Stamp 6.° 1.500 1.625 0,750 #10 SCREWS e 6' O/C 1.626 0,125 2.50( 2,100 1,625 1 5• j 0,316 0,718 1.625 0.036 2.000 QE 6 1/2" ROLLFORMED FASCIA 3004H34 ALLOY I-.641 #10 SMS @ 6' O/C 0,0750 4.656 1.000 SEE TABLE 4.9 OR 4.10 2.000 �-- 4.043 ©, CALIFORNIA FASCIA (6063-T6 ALUM. ALLOY) s• �A ffimax 5208 TENNYSON PARKWAY 110LDIlVCPRODUCTS INC. SUITE too PLANO, TEXAS 75024 BEJ/CP ua MAL NTS Component Parts & Connection Details ERLEt. 0001-2009 1 of 9 0.992 0,875 0.250 + R0125 _ RO.153 0,350 0.295 2.000 © 0.363 y 1' J 0.525 1,060 f -- SEE DETAIL D 6.000 2'x6' FLAT PANEL t = 0.018' 3004H36 ALUMINUM t > 0.018' 3004H34 ALUMINUM #8xY2' SHEET METAL SCREWS @ 3' ❑/C INSIDE 0.516" 0.060" R= 0.08" OUTSIDE- 4 TYP. 3. 00" R= 0.10" 0.125" 0.72" R= 0.25" 1.750 c3.090 2.06 1.03 SEE 1.250° , DETAIL B 6.00" 6.00 12.00' 3,5'x12' 'W' PANEL Ot = 0.018' 3004H36 ALUMINUM t > 0.018' 3004H34 ALUMINUM ICC ESR 1398 (2009 IBC) 10/11/2011 -561° --� INSIDE .456" .216" TYP. 1.903-4 T 187° 1 2.464" 1.654" �• � 1.714° SEE DETAIL D I 55 1' 1 42. 1..137" 12.00" ATTACH TO TOP OF HEADER BEAM AS PER TABLES 4.9 OR 4.10 OR ATTACH PER STRUCTURAL FASCIA DETAILS 2.5'X12° MARK X ALUMINUM PANEL © 0.018'-0.0327 3004 H36 0.036' 3004 H34 125 SION 5" TYP.. 18' QQ.� GP�L c/yFF 8 6.1 9 O 0 si 0/ 01 * 6 I 5.5"0 SEE DETAIL B R= 0.20 TYP. I SIX #14 SDS ON EACH SIDE OF SPLICE CENTERLINE OCT 20 2011 3 - #14 SMS ON EACH SIDE OF SPLICE- � ROLLFORMED HEADER DETAIL E -t= 0.036" ROLL FORMED HEADER SPLICE, TIGHT -FIT INSIDE OF HEADER, 9" EACH SIDE OF SPLICE. 3 - #14 SMS r ON EACH SIDE { OF SPLICE Page 44 of 60 SPLICE UNE O ROLLFORMED HEADER SPLICE (3004-H34 ALUM. ALLOY) Engineer's Stamp 6.° 1.500 1.625 0,750 #10 SCREWS e 6' O/C 1.626 0,125 2.50( 2,100 1,625 1 5• j 0,316 0,718 1.625 0.036 2.000 QE 6 1/2" ROLLFORMED FASCIA 3004H34 ALLOY I-.641 #10 SMS @ 6' O/C 0,0750 4.656 1.000 SEE TABLE 4.9 OR 4.10 2.000 �-- 4.043 ©, CALIFORNIA FASCIA (6063-T6 ALUM. ALLOY) s• �A ffimax 5208 TENNYSON PARKWAY 110LDIlVCPRODUCTS INC. SUITE too PLANO, TEXAS 75024 BEJ/CP ua MAL NTS Component Parts & Connection Details ERLEt. 0001-2009 1 of 9 � ' • 2x woostuds OF d SEE SHEET M8 FOR Lattice or or BTR ®16" O/C STEEL POST SLAB REQUIREMENTS Solid Panels FOR CONSTRAINED FOOTINGS ' Alun, Bracket 0.042'x3'x8' HFaoER� ATTACH PANELS PER DETAILS �:0 DETAIL L9 (0.060') AZ, BD OR BG D 3" 2 " Lattice or Solid Panels / Alun. Bracket 8 SMS (0.060') 8 SMS " 1 /4 LAG B I SCREW PER t7 D TABLE 7.5 .4 ' d .4 p .I 2.25" MIN "ANC4". 0 . to 0.024' 3' x 8' Header #1 3' x 8' Header #2 t=0.042" Z1_ 0.032' (0.042') I I (0.042') 3" D Q' ao or 0.040' 2' x 6' Side Plate 9„ . '. #14 SM i i #14 SMs_j 4 3• x e• He o042 i CONCRETE FOOTING d N30 N31 I 3'x3' POST I I I I 3'0' POST I CONTINUOUS 2x DF WOOD LEDGER OR PROVIDE SIMPSON STRONG TIE . MSTA36 (ICC ESR 2105 AT SPLICE 3/8' x 9' STEEL REBAR EMBEDDED AT 'B' RAFTER & SIDEPLATES (3004-1 ALUM. ALLOY) I I I 2x6.5' SIDEPLATE I LOCATION) " d < 33' B = 9' HEADER COVER W/ 0.019 ALUMINUM (3004-H34 ALUM. ALLOY) cl ' d < 46' B = 1S' N32 ALTERNATIVE SPLICE FOR ATTACHED UNITS N2y FREESTANDING OR ATTACHED N3a LEDGER BOARD ATTACHMENT POST/FOOTING CONNECTION Seal with permanently flexible 1/4' LAG SCREWS FOUR #14 SDS EACH SIDE & waterproof sealant -INTO WALL STUD)RATION CONTINUOUS 2'x DF LEDGER SEE GENERAL NOTE #23 SS, BOARD OR PROVIDE SIMPSON 2' x 4' STRONG TIE MSTA36 (ICC ESR DF WOOD sruD Cj BEAM HEADER �� ALF J� Q P "H" X3"X DOUG FIR 2105) AT SPLICE LOCATION �' ALUMINUM WOOD STUD 1,00'rlin, COVER W/ 0.019' ALUMINUM dr KDa" 3' 6" BRACKET 1 9 3" ALUMINUM 1/4' Lag Screw 0 3' X 8' ALUM 'I POST 01 RAFTER DETAIL L7 BRACKET * 3' ATTACH PATIO COVER a -3'X8' ALUM FOF gLIEO 3.5' MIN AS PER N26 OR N27 HEADER OC 20 2011 3' y° Completely Seal with permanently flexible & N36 FOUR #14 SDS EACH SIDE waterproof sealant ST N35 ALUMINUM 'H' BRACKET FOR 2.5' MIN PENETRATION 1.00'rlln, 2.25' MIN CONNECTING POST TO HEADER INTO WODD FRAMING #14 SELF -DRILLING SCREW (6063—T5 ALUM. ALLOY) Synthetic Stucco or other non-structural covering (1' max, thick) POST ALTERNATIVE FOR SLAB ATTACHMENT Sheathln 9 MAX WIND LOAD IS 100 MPH EXP B AND 90 01merimax 5208 TENNYSON PARKWAY MPH EXPOSURE C BUILDING PRODUM, INC. SUITE too SEE ALLOWABLE DISTANCE TO FIRST N33 STUCCO ATTACHMENT DETAIL W/ PLANO. TEXAS 75024 ROW OF POSTS IN TABLE 7.7 LEDGER BOARD oP""x 81 Tym BEJ/CP WW'— NTS ""ME omponen Parts onnec Ion a ai s for Newport Patio Structures ICC ESR 1398 (2009 IBC) 10/11/2011 Page 43 of 60 Engineers Stamp DAM HILEP �� NP04-2009 4 of 4 SOLID COVERS 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES 2.5" x6" Super Six (Multispan) Detail- N3, A 3.5"x12" Super 12 (Multispan) Detail D 2.5" x 12" Mark X (Multispan) Detail B 2"x6" Flat Panel (Multispan) Detail N2, C Ground Panel Wind Speed and Exposure Ground I Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B lExposure C Snow Load I Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C ( so (in) 85 1 90 1 85 90 (psf) I (in) 85 1 90 85 90 s (in) 85 1 90 1 85 90 (sf) (in) 85 1 90 85 90 10 0.018 9'-7" 9'-7" 9'-0" 8'-6" 10 0.018 6'-4" 6'-4" 5'-9" 5'-3" 10 0.018 6'-5" 6'-5" V-11" 5'-5" 10 0.018 9'-7" 9'-7" 9'-0" 8'-6" LIVE 0.024 11'-9" 11'-9" 11'-0" 10'-5" LIVE 0.024 10'-2" 10'-2" 9'-5" 8'-9" LIVE 0.024 9'-2" 9'4". 8'-6" T-10" LIVE 0.024 11'-6" 11'-0" 10'-9" 10'-2" 4'-1" 0.032 14'-2" 14'-2" 13'-4" 12'-7" 0.024 0.032 14'-6" 14'-6" 13'-6" 12'-8" 0.024 0.032 12'-2" 12'-2" 11'4" 10'-7" 10'-10" 0.032 13'-10" 13'-10" 12'-11" 12'-3" 11'-0" 0.036 1 164" 15'-4" 14'-5" 13'-8" 11'-6" 0.036 16'-0" 16'-0" 15'-0" 14'-2" 13'-3" 0.036 12'-1" 12'-1" 11'-3" 10'-7" 12'-4" 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" 3'-7" 3'-7" 20 0.018 4'-5" 4'-5" T-11" T-11" 20 0.018 8'-1" 8'-1" T-8" 7'-4" LIVE 0.024 V-10" 9'-10" 9'-5" 9'-0" LIVE 0.024 8'-2" 8'-2" T-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" 30 0.032 11'-11" 11'-11" 11'-5" 10'-11" 30 0.032 12'-0" 12'-0" 11'-5" 10'-11" 9'-3" 0.032 9'-11" 9'-11" 9'-5" 8'-11" 9'-1" 0.032 11'-7" 11'-7" 11'-1" 10'-8" T-11" 0.036 13'-0" 13'-0" 1 12'-5" 11'-10" 11'-11" 0.036 13'-6" 1 13'-6" 12'-10" 12'-4" 11'-1" 0.036 9'-11" 1 9'-11" 9'-5" 9'-0" 13'-3" 0.036 12'-7" 1 12'-7" 12'-0" 11'-6" 25 0.018 8'-0" T-8" T-4" 7'-4" 25 0.018 4'-1"4'-1" 6'-9" 3'-7" 3'-4" 25 0.018 4'-5" 4'-5" Y-11" 3'-9" 25 0.018 8'-1" 7'-8" 7'-4" T-4" 0.024 0.024 9'-10" 9'-5" 9'-0" 9'-0" 9'-2" 0.024 8'-2" T-9" 7'-4" 7'4" 4'-2" 0.024 T-4" 6'-11" 6'-6" 6'-6" 5'-3" 0.024 9'-8" 9'-3" 8'-10" 8'-10" 11'-7" 0.032 11'-11" 11'-5" 10'-11" 10'-11" 10'-9" 0.032 12'-0" 11'-5" 10'-11" 10'-11" 6'-2" 0.032 9'-11" 9'-5" 8'-11" 8'-11" 2'-2" 0.032 11'-7" 11'-1" 10'-8" 10'-8" T-11" 0.036 13'-0" 12'-5" 11'-10" 11'-10" 6'-1" 0.036 13'-6" 12'-10" 12'-4" 12'-4" 9,-5" 0.036 9'-11" 9'-5" 9'-0" 9'-0" 8'-9" 0.036 12'-T' 12'-0" 11'-6" 11'-0" 30 0.018 T-8" 7'-4" T-0" T-0" 30 0.018 T-10" T-7" 3'-4" T-2" 30 0.018 4'-2" T-11" T-9" T-6" 30 0.018 7'-8" 7'-4" 7'-1" T-1" 0.024 9'-5" 9'-0" 8'-8" 8'-8" 0.024 T-9" 7'4" 6-11" 6'-11" 0.024 6'-11" 6'-6" 6'-2" 6-2" 0.024 9'-3" 8'-10" 8'-6" 8'-6" 0.032 11'-5" 10'-11" 10'-0" 10'-6" 0.032 11'-5" 10'-11" 10'-5" 10'-5" 0.032 9'-5" 8'-11" 8'-6" 8'-6" 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" 1 11'-9" 1 11'-9" 0.036 9'-5" 9'-0" 8'-7" 8'-7" 0.036 12'-0" 11'-6" 11'-1" 11'-1" 40 0.018 6'-9" 6-9" 6'-6" 6'-3" 40 0.018 T-2" T-2" 2'-10" 2'-8" 40 0.018 3'-6" 3'-6" 3'-3" T-1" 40 0.018 6'-10" 1-10" 6'-7" 6'-5" 0.024 8'-4" 8' 4" 8'-1" 7'-10" 0.024 6'-7" 6'-7" 6'-3" 6'-0" 0.024 5'-11" 5'-11" 5'-7" 5' 4" 0.024 8'-2" 8'-2" 7'-11"d-8 0.032 10'-2" 10'-2" 9'-10" 9'-0" 0.032 10'-0" 10'-0" 9'-8" 9'-4" 0.032 8'-2" 8'-2" 7'-10" T-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" 0.036 10'-8" 10'-8" 10'-4" 60 0.018 5'-5" 5'-5" 5'-5" 5'-5" 60 0.018 2'-4" 2'-3" 2'-1" 2'-0" 60 0.018 2'-10" T-10" 2'-7" 2'-4" 60 0.018 5'-7" 5'-7" 5'-7" 0.024 6'-10" 6'-10" 6'-10" 6'-10" 0.024 4'-11" 4'-11" 4'-7" 4'-6" 0.024 4'-5" 4'-5" 4'-1" 4'-0" 0.024 6'-8" 6'-8" 6'-8" 0.032 8'-3" 8'-3" 8'-3" 8'-3" 0.032 8'-0" 8'-0" 8'-0" 8'-0" 0.032 6'-4" 6'-4" 6'-4" 6'-4" 0.032 8'-1" 8'-1" 8'-1" 0.036 9'-0" 9'-0" 9'-0" 9'-0" 0.036 9'-1" 9'-1" 9'-1" 9'-1" 0.036 6'-5" 6'-5" 6'-5" V-5" 0.036 8'-9" 8'-9" 8'-9" TABLE 4.1 TABLE 4.2 TABLE 4.3 TABLE 4.4 SINGLE SPAN TABLES 2.5"x 12" Mark X Single Span) Detail B 2"x6" Flat Panel (Single 2.5" x6" Super Six (Single Span) Detail N3, A 3.5"x12" Sul oer 12 Single Span) Detail D Panel Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Exposure B Exposure G Snow Load Gauge Exposure B Exposure C 1 Snow Load Gauge Exposure B Exposure C (psf) (psf) (in) 85 111 90 85 90 (psf) (in) 85 90 85 90 6'-11" 10 0.018 11'-0" 11'-0" 8'-10" 8'-2" 10 0.018 5'-11" 5'-11" 4'-1" T-10" 9'-0" LIVE 0.024 13'-7" 13'-7" 12'-9" 12'-0" LIVE 0.024 12'-9" 12'-9" 11'-11" 11'-3" MAX 0.032 0.032 16'-1" 16'-1" 15'-1" 14'-3" 0.036 0.032 15'-0" 15'-0" 14'-1" 13'-3" 0.036 14'-4" 0.036 17'-2" 17'-2" 16'-1" 15'-3" 6'-7" 0.036 16'-0" 16'-0" 15'-0" 14'-2" 7'-4" 20 0.018 8'-6" 8'-6" T-10" T-10" 20 0.018 4'-1" T-10" 37" 3'-2" 9'-2" LIVE 0.024 11'-5" 11'-5" 10'-11" 10'-6" LIVE 0.024 10'-8" 10'-8" 9'-1" 9'-1" 11'-3" 10'-10" 0.032 13'-7" 13'-7" 13'-0" 12'-5" 11'-0" 0.032 12'-7" 12'-7" 12'-0" 11'-6" 11'-6" 25 0.036 14'-6" 14'-6" 13'-10" 13'-3" 25 0.036 13'-6" 13'-6" 12'-11" 12'-4" 0.032 25 0.018 8'-6" 8'-6" T-10" T-7" 25 0.018 3'-10" T-10" 3'-4" 3'-2" 0.032 11'-6" 0.024 11'-5" 10'-11" 10'-6" 10'-6" 11'-10" 0.024 10'-8" 9'-9" 9'-1" 8-4- 12'-0" 11'-5" 0.032 13'-7" 13'-0" 12'-5" 12'-5" 12'-0" 0.032 12'-7" 12'-0" 11'-6" 11'-6" 6'-1" 5'-11" 0.036 14'-6" 13'-10" 13'-3" 13'-3" 6'-7" 0.036 1 13'-6" 12'-11" 12'-4"12'-4" 8'-0" T-9" 30 0.018 8'-2" T-10" T-7" 7'-4" 30 0.018 3'-7" 3'-4" 3'-2" 2'-10" 9'-3" MAX 0.024 10'-11" 10'-6" 9'-5" 9'-1" 0.036 0.024 9'-5" 9'-1" 8'-6" T-11" MAX 0.036 0.032 13'-0" 12'-5" 11'-11" 11'-11" 0.018 0.032 12'-0" 11'-6" 11'-1" 11'-1" 0.018 6-5" 0.036 13'-10" 13'-3" 12'-9" 12'-9" 7'-6" 0.036 12'-11" 12'-4" 11'-10" 11'-10" 8'-0" 40 0.018 7'4" 7'4" 6'-11" 6'-9" 40 0.018 T-2" T-0" 2'-8" 2'-6" 8'-10" 0.024 9'-1" 9'-1" 8'-7" 8'-4" 9'-0" 0.024 T-11" 7'-11" T-1" 6'-8" 9'-5" 9'-2" 0.032 11'-6" 11'-6" 11'-2" 10'-10" 4'-2" 0.032 10'-8" 10'-8" 9'-5" 9'-2" 5'-3" 0.036 12'4" 12'-4" 11'-11" 11'-7" 0.036 11'-5" 11'-5" 11'-1" 10'-9" 60 0.018 6'-5" 6'-5" 6'-2" 6'-0" 60 0.018 2'-5" 2'" 2'-2" 2'-1" 0.036 8'-4" 0.024 T-11" T-11" T-7" T-5" 8,-9" 0.024 6'-1" 6'-1" 5'-6" 5'4" 0.032 9,-5" g'-5" 9'-0" Iuv 8'-10" TABLE 4.8 0.032 8'-9" 8'-9" 8'4" 8'-2" 0.036 10'-1" 10'-1" 10'-1" 9'-6" 0.036 9'-5" 9'-5" 9'-0" 8'-9" I" FUM TABLE 4.6 NOTE: PANELS MAY OVERHANG 25% OF THEIR CLEARSPAN 2.5"x 12" Mark X Single Span) Detail B 2"x6" Flat Panel (Single Span) Detail N2, C Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure G Snow Load Gauge Exposure B Exposure C (psf) (in) 85 1 90 85 90 (psf) (in) 85 1 90 85 90 10 0.018 7'-7" 7'-7" 6'-11" 6-10" 10 0.018 8' 6" 8'-6" 7' 8" 7'-8" LIVE 0.024 11'-3" 11'-3" 10'-6" 9'-0" LIVE 0.024 11'-11" 11'-11" 11'-2" 10'-7" 0.018 0.032 12'-11" 12'-11" 12'-5" 11'-11" MAX 0.032 13'-10" 13'-10" 13'-2" 12'-5" 0.018 0.036 13'-5" 13'-5" 12'-11" 12'-5" MAX 0.036 14'-4" 14'-4" 13'-9" 13'-3" 20 0.018 6'-7" 6'-7" 6'-1" 6'-1" 20 0.018 7'-4" 7'-4" 6-10" 6-10" LIVE 0.024 8'-7" 8'-7" 8'-0" 8'-0" LIVE 0.024 9'-2" 9'-2" 8'-6' 8'-6" 0.024 0.032 11'-6" 11'-6" 11'-1" 10'-8" MAX 0.032 11'-10" 11'-10" 11'-3" 10'-10" 0.024 0.036 12'-0" 12'-0" 11'-5" 11'-0" MAX 0.036 12'-7" 12'-7" 12'-0" 11'-6" 25 0.018 6'-7" 6'-7" 6'-1" 5'-11" 25 0.018 7'-4" 7'-4" 6'-10" 6'-7" 0.032 0.024 8,-7" 8'-7" 8'-0" T-9" MAX 0.024 91-2" 9'-2" 8'-6" 8'-3" 0.032 0.032 11'-6" 11'-1" 10'-8" 10'-8" MAX 0.032 11'-10" 11'-3". 10'-10" 10'10" 0.032 0.036 12'-0" 11'-5" 11'-0" 11'-0" MAX 0.036 12'-7" 12'-0" 11'-6" 11'-6" 30 0.018 6'-4" 6'-1" 5'-11" 5'-8" 30 0.018 T-1" 6'-10" 6'-7" 6'-5" 0.036 0.024 8'-3" 8'-0" T-9" 7'-6" 15' 0.024 8'-10" 8'-6" 8'-3" 8'-0" 0.036 0.032 11'-1" 10'-8" 9'-7" 9'-3" MAX 0.032 11'-3" 10'-10" 10'-5" 10'-5" 0.036 0.036 11'-5" 11'-0" 10'-7" 10'-7" MAX 0.036 12'-0" 11'-6" 11'-1" 11'-1" 40 0.018 5'-8" 5'-8" 5'-5" 5'-3" 40 0.018 6-5" 6'-5" 6'-0" 5'-10" Minimum 0.024 7'-6" T-6" 7'-1" 6'-10" 0.024 8'-0" 8'-0" 7' 6. 7'4" 0.032 9'-3" 9'-3" 8'-9" 8'-6" 0.032 9'-5"9'-5" 8'-10" 8'-7" 0.036 9'-6" 9'-6" 9'-0" 8'-9" 0.036 10'-8" 10'-8" 9'-5" 9'-2" 60 0.018 4'-10" 4'-8" 4'4" 4'-2" 60 0.018 5'-7" 5'-7" 5'-4" 5'-3" 0.024 6'-6" 6'-6" 6'-3" 6'-1" 0.024 7'-0" 7'-0" 6'-8" 6'-6" 0.032 8'-1" 8'-1" T-9" T-7" 0.032 8'-2" 8'-2" T-10" 7'-8" 0.036 8'-4" 84" 8'-0" 7'-10" 0.036 8,-9" 8'-9" 8'-5" 8'-2" 10 LTABL E 4.7 TABLE 4.8 Amerimax Building od is 5208 Tennyson Pa ay 6 . 1 9 Plano, Texas 75024 Headers auge 1 Carl Putnam, P. E. �k 3441 Ivylink Place Lynchburg, VA 245 VIL ��P 90 mph OFCALifO� (434) 384-2514 Dble 2x6.625 carloutnamna comcast.net OCT 20 2011 MAXIMUM ALLOWABLE TRIBUTARY WIDTH AND#10 SCREWS FOR PANEUHEADER COMBINATIONS Table 4.9 3' Panel # of #10 screws PER FOOT to attach panel to header Headers Gauge 1 1 2 3 2 3 4 2 3 4 5 0.018 (in) 90 mph Exp B 90 mph Exp C 110 mph Exp C Dble 2x6.625 0.018 3' 6' MAX 4' MAX MAX 3' 4' MAX MAX RF Fascia 0.018 3' MAX MAX MAX MAX MAX MAX MAX MAX MAX 3x8 0.018 3' 6' MAX 4' MAX MAX 3' 4' MAX MAX All Others 0.018 3' 6' MAX 4' MAX MAX 3' 4' MAX MAX Dble 2x6.625 0.024 4' 8' 12' 6' 9' MAX 4' 6' MAX MAX RF Fascia 0.024 4' MAX MAX MAX MAX MAX MAX MAX MAX MAX 3x8 0.024 4' 8' 12' 6' 1 9' MAX 4' 6'MAX 14' 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 Cr1D DANCI /HCAn;:P MURINATIMPR Table 4.10 Panel # of #14 screws PER FOOT to attach panel to header Headers auge 1 1 2 1 3 1 I 2 I 3 1 I 2 I 3 I 4 (in) 90 mph Exp B 90 mph Exp 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 Others 0.018 4' 8' MAX 3' 5' MAX 2' 4' 5' MAX Dble 2x6.625 0.024 5' 10' MAX 4' 7' MAX 2' 5' MAX MAX RF Fascia 0.024 5' MAX MAX 4' MAX MAX 2' MAX MAX MAX 3x8 0.024 5' 10' MAX 4' 7' MAX 2' 5' MAX MAX All Others 0.024 5' 10' MAX 4' 7' MAX 2' 5' MAX MAX Dble 2x6.625 0.032 7' 14' MAX 5' 10' MAX 3' 6' 10' MAX RF Fascia 0.032 7' MAX MAX 5' MAX MAX 3' MAX MAX MAX 3x8 0.032 7' 14' MAX 5' 10' MAX 3' 6' 10' MAX All Others 0.032 7' 14' MAX 5' 10' MAX 3' 6' 10' MAX Dble 2x6.625 0.036 7' 14' MAX 5' 10' 15' 3' 6' 10' MAX RF Fascia 0.036 7' MAX MAX 5' MAX MAX 4' MAX MAX MAX 3x8 0.036 8' MAX MAX 5' 11' MAX 4' 7' 11' MAX All Others 0.036 8' MAX MAX 5' 11' MAX 4' 7' 11' MAX a:• , 2' 2• Load Wind Speed OR SIDE MOUNT 0.024' and Exposure 16" o/c 0.024' 0.024' 6 5/8' SEE 3" SEE SHET MB FOR 110 mph Exp BIT DETAIL -4" s s/s' 90 m h Exp C14-2"105 L26 FOOTINGS L 3' 'B' DEPTH 110 mph Exp C IL=;� L Z3'SQUARE COLUMN 20 L24 (3004-1134 ALUM. ALLOY) D d<46' B=18, 4 2' x 6.5' SIDEPLATES (3004-1134 ALUM. ALLOY) Lattice or, Solid Panels 0.042"x3"x8' Alun. Bracket <t = 0.06 DETAIL L9 Lattice or Alum. Solid Panel 6" MIN #8 SMS X' 1 3' x 8' Header 3' x 8' Header #1 I(0.0421) (0.042') 2• x 6' Side Plate FOUR #14 SMS DE F13 2" MIN #14 E EACH ACH IHEADER 11 3' 8' 3'x3' POST 3'z3' 2x6.5' SIDEPU I I FOUR #14 SMS EACH SIDE FOR 110 MPH EXP C SLAB ATTACHMENT AND UP TO d=28' FOOTING. -1 y" j'0 GALVANIZED HILTI HIT-HY 150 MAX ADHESIVE ANCHOR (ICC ESR 2262) W/ 2.25' EMBED AND V 0 WASHER OR EQUIVALENT 294 3"X 3" 2"X 6.625" POST 'SIDEPLATES ALUM. FOOTING ALUMINUM BRACKET FOR CONNECTING BRACKET POST TO FO❑TING OR SLAB (6063-T6 ALUM ALLOY) SINGLE SPAN ATTACHED UNITS ONLY tS; �REQUIRES SIDEPLATES AS SHOWN IN DETAIL L26 OR FOOT NG ALTERNATE 1.5" 3"x3" ALUMINUM RAFTER L30 RAFTER -=E- TWO #10 OR #14 SMS ATTACHMENT LATTICE HEADER SMS 0 ALTERNATIVE SPLICE FOR ATTACHED UNITS ICC ESR 1398 (2009 IBC) 10/11/2011 TOP MOUNT BRACKET 0.21" STEEL Fy = 33 ksi a. BRACKET IS 1,094' WIDE L8' 2718 U3=M SCUM Daq N) ALUM ` SEE GEN. roofs ias RAFTER VANGM /140$' .v..■ P P M11UN7/14x3.3'LPER 7.5 V MIN GAP BETWEEN - LEDGER AND ROOF FOR DRAINAGE ALL HOUSE PENETRATIONS MUST BE COMPLETELY AND PERMANENTLY SEALED 0.125"0.5'0.5" STEEL (Fy=33 KSI) 'L' BRACKET 2' SPACING LZH BETWEEN SCREWS EAVE ATTACHMENT EAVE OVERHANG AND 'L' MUST ALSO COMPLY 0.042"x3"x8" HEADER 6- 2'X 6 ALUM. 3" x 8" HEADER CONNECTION 0 Live 0/io1'v MAX "C' FOR TOP Load Wind Speed OR SIDE MOUNT (psi) and Exposure 16" o/c I 24"o1c 10 105 mph Exp BV21'-W'1m.5" OCT 20 201 SEE SHET MB FOR 110 mph Exp BIT REQUIRED SLAB -4" 90 m h Exp C14-2"105 3/8' x 9' STEEL FOOTINGS mph Ex C 10`-7" 'B' DEPTH 110 mph Exp C W-811 20 110 mph Exp C r4" ra NOT ALLOWED IN SNOW LOAD AREAS SEE GENERAL NOTE #9 FOR CORROSION PROTECTION EXISTING EAVE r -WOOD FRAMING ALUM RAFTER riN4X1.5' SCREWS / WITH DETAIL L17 LEDGER BOARD; - Page 17 of 60 44J" MP � 4- #14 SMS d I'� EACH SIDE + I 121 .50" TES 1+1 1.80* 2,75' IIII I 1 0.078' iZi I 1.0' ff 3.00 ��----III '� #14 x 3/4' SMS FOUR- #14 SMS EACH SIDE,EV Y +' �. ssloN 4 1 6 1 8 60 3T ALUMINUM As/ 0/io1'v ACKET WITH SIDEPLAT VIL �Q FOFCALIFOO OCT 20 201 SEE SHET MB FOR STEEL POST REQUIRED SLAB FOR CONSTRAINED 3/8' x 9' STEEL FOOTINGS REBAR EMBEDDED AT 'B' DEPTH d<33' B= 9' I• 8 v D d<46' B=18, 4 d<51' B=24'4. p. d 3" 9 V 4 CONCRETE FOOTING L29 d FREESTANDING OR ATTACHED STRUCTURE COLUMN TO FOOTING CONNECTION DETAIL Engineer's Stamp OAmerimaX 5208 TENNYSON PARKWAY BUILDINGPRODUCrS, INC. SUITE 100 PLANO. TEXAS 75024 Zip 3of3 L16 5.5" - 1.575" --}— 2.843" 2.25' -A- .091- 0.0410'0' .091- 0.041x3'x3' _ STEEL POST 2.5" 0.875" 0.042'x3'x8' BOX BEAM WRAP 7.75" DETAIL Ll -- 3/8' BOLTS W/ 1' DIA, x 3/32' THK. STL. WASHER TO 8' STEEL 'C' BEAM SEE TABLE 7.4 COLUMN 'N' FOR QUANTITY FOR #14 SELF DRILLING SCREWS SEE TABLE 7.4 COLUMN 'L'. 0.097' /oF 2X DF WOOD FASCIA ALTERNATE 3' SQ POST CONNECT��r BRACKET (6063T6 ALUM) 1 1.0" IF DETAIL L29 IS NOT USED ATTRALNOTE#23 SIDE PLATES AS PER DETAIL L26L VINYL 0.750' VINYL COVER 3/8' BOLTS SEE TABLE 7.3 COLUMN 'H' FOR QUANTITY — OR #14 SELF DRILLING SCREWS SEE TABLE 7.3 COLUMN 'G' FOR QUANTITY 3'x8' 12 (t=0.105') OR 16 GAUGE (t=0.059') STEEL C BEAM Fy= 50 KSI D3" X 8" X 12, 16 GA. STL. 'C' BEAM WRAP W/ 3" X 8" ALUM. BOX BEAM -- 3" OR 4" ---� �x 3" or 4"o I or 3' OR 4' ASTM A500 GRADE A STEEL POST SEE GENERAL NOTE #9 FOR CORROSI❑N PROTECTION ICC ESR 1398 (2009 IBC) 10/11/2011 EXISTING DF FRAMED WALL 3.5' MIN 2.5' MIN PENETRATION INTO WOOD FRAMING W/ MIN SG = 0,5 20 GA ASTM A653 GRADE 33 STEEL BRACKET FOUR #8 WOOD SCREWS INTO RAFTER AND 2X FASCIA ONE PER RAFTER RAFTER ROOF COVERING IS A MAXIMUM DETAIL A" OF 3 PSF HEAVIER ROOF COVERING SHALL REQUIRE ADDITIONAL ENGINEERING ANALYSIS 'x WOOD FRAMING IETAL FIR -LARCH RICK— �DOUGLAS 2 OR E0 L ....� FASI.IA sa u�a a >.e FOR MAXIMUM ALUMINUM FOR FASTO(M OVERHANG SEE RAFTER saxes SCHEDULE O RIGHT ALTERNATE EAVE ATTACHMENT HEADER SPLICE MUST BE Lj 9 HEADER SPLICE DETAIL y- X14 SMS o CENTERED ON POST EACH SIDE :f! 3' X r HEADER o 0 2- 2' X 6 1/2' SIDEPLATES X 3' ONE EAT:H 51DE OF POST COLUMN SEE ALLOWABLE DISTANCE TO FIRST ROW OF POSTS IN TABLE 7.7 Seal with permanently ///--- flexlble & waterproof / sealant / CONTINUOUS 2°x6" DOUGLAS FIR LEDGER OR PROVIDE SIMPSON STRONG TIE MSTA36 ([CC ESR 2105) AT SPLICE LOCATION 1.00'Mln, COVER W/ 0.019" ALUMINUM I SEE GENERAL NOTE #23 1/4' Lag Screw ATTACH LATTICE COVER AS PER L7 Completely Seal with permanently flexible & waterproof sealant 1.00'min.STUCCO ATTACHMENT DETAIL L22 WITH LEDGER BOARD Synthetic Stucco or other non-structural covering (1' max. thick) Sheathing Page 16 of 60 LlvelSnow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS 'L" Sarid Cow Wind SIZESAVE OVERHANG (24" O/C) 6" ! ' 18" 2r 1 30" 10 psf 2x4 254 201- 124 T-1' 3 8 2x6 254 25.4 25'-0' 23'-10' 3T-1' CEtice=los Ex C 2x8 254 254 25-0' 254 10 sf 2x4 2201-U 193' ti'- T-1' 0.041"x3"x3" POST 2X6 Z'4 2014 20'4 20`-0' 16'-r Lafte=llo C 2x8 2014Y 2014 201-0' 2a4P 20'4 20 gaf 2X4 6 184 1 11'-10" 1a•-0' 6-10- 1E'0 4-1. 13--16' 2'-1- 2x8 184 18'4 1 1870 16 0 16-0' 26 Pd 44 18-0 11:7 6-V V-7... 1-1(r - 2xs 184 le -a -0 1a' 13�-0' 9-2- 2x8 W -V t8 a 18'-a 16-0' la'4 3004 2X4 16.0 9-T 6-11 2-0' a -W . 2X$ 16'4 164 15-W 101-4" r -x 2X8 164 16'4 l6W4 164 14.8" 40 Psf 2)(4 1474 a -T 3.4' a-0' a-0' 2x5 144 W-0 11'-1' T•3' 4'-8' 2x8 14'0_ _14- 14'.0' 14'-0'._ t6'-4" 80 p4 2X4 9 l(r 4'-0' a-01 afi 2X6 11.4 W.7 1—ww— 4'-1' 2-2' 2x8 11'4 V -T Engineer's Stamp xAe 5208 TENNYSON PARKWAY suITE 100 PRODUCIS,INC PLANO; TEXAS 75024 BEJ/CP NTS -2009 2 of 3 14 SMS �- 3" X 8" BOX �.ALUM. BEAM HEADER "H" 3» 6" Ix BRACKET 0.041"x3"x3" POST STEEL 060 ., ALUMINUM "H" BRACKET FOR CONNECTING POST TO HEADER (6063T5 ALUM ALLY) THIS DETAIL MAY ONLY BE USED WITH DETAIL L29 Engineer's Stamp xAe 5208 TENNYSON PARKWAY suITE 100 PRODUCIS,INC PLANO; TEXAS 75024 BEJ/CP NTS -2009 2 of 3 00 L1 HEADER (3004-H34 ALUM. ALLOY) FOUR #E X SEE TABLE BELOW FOR 21 4' ti��ti SCHEDULE BRACKET USED W\2' X 6 1/2' RAFTERS O RAFTER & SIDEPLATES (3004-H34 ALUM. ALLOY) O C — M L4 POST/RAFTER/LATTICE TUBE (3004-H34 ALUM. ALLOY) RAFTER TO HEADER CONNECTION BRACKETS 6063T6 ALUM ALLOY T=0.060' L9 BRACKET USED W/ 3'x8' AND 3'x3' RAFTERS LATTICE TUBES L3 O L51xL5' R3' a/c 1/4" bolt 21x2' 114' o/c 4 3'x3' H6' o/c DETAIL L4 A1H'IBI 2'X3' B5' O/C Speed MAX RAFTER SPACING Header 3X3 MAY SPAN 30' W/ SINGLE LATTICE RAFTERS 3105 H24 ALL SINGLE RAFTERS RS MAY SPAN 36' V/ ALUM ALLOY ALL MAY SPAN 48' V/ DOUBLE O C — M L4 POST/RAFTER/LATTICE TUBE (3004-H34 ALUM. ALLOY) RAFTER TO HEADER CONNECTION BRACKETS 6063T6 ALUM ALLOY T=0.060' L9 BRACKET USED W/ 3'x8' AND 3'x3' RAFTERS ATTACHED STRUCTURE POST TO DECK FLOOR JOIST DOUBLE HEADERS USE ONE BRACKET PER HEADER SEE GENERAL NOTE #19 AND LATTICE NOTE #3 UNITS MUST COMPY WITH TABLES L1 AND L2 ON SHEET M5 MAX WIND SPEED IS 90 mph EXPOSURE C ICC ESR 1398 (2009 IBC) 10/11/2011 SEE TABLE 7.6 FOR REQUIRED FASTENERS VIL TWO #8 SMS, FCFCALIFO'P EACH SIDE 1 1/2' FOR 2 X RAFTERS OCT 20 2011 2 3/4' FOR 3 X RAFTERS #8 SCREWS W/ 16" DIAMETER WASHERS SCREWS? LONGER THAN LATTICE HEIGHT --� L6 LATTICE RAFTER CONN. CONTINUOUS 2"x6' OR 2xa" V N --ALL DOUGLAS FIR LEDGER OR 3' x 3' METAL POST Allow able Tnb Width 1/4" bolt Wind 4 SPLICE LOCATION No. of #8 Screw s L13 Speed I (in) Header 2 3 1 4 5 90 NIPH 0.04r Dduble 2x6 — 13' IS 15' IS Exp C 0.042 0.D42"x3"x8" T 1' 14' 1S /10 X 1'SCRJ 0.042 Double 3x8 14' 15' 15 15 110MPH 0.040 Double 2x6 10' 15' 15 15 Grp C 0.042 0.042'x7x8" 5' 8' 101 1 13' 0.042 Double 3x8 I 10' 15' 15' 15' No. of #14 Screws 110MPH 16G Mn 8" Steel C 15' Exp C I 16G nin I Double Steel C 1 15' ATTACHED STRUCTURE POST TO DECK FLOOR JOIST DOUBLE HEADERS USE ONE BRACKET PER HEADER SEE GENERAL NOTE #19 AND LATTICE NOTE #3 UNITS MUST COMPY WITH TABLES L1 AND L2 ON SHEET M5 MAX WIND SPEED IS 90 mph EXPOSURE C ICC ESR 1398 (2009 IBC) 10/11/2011 SEE TABLE 7.6 FOR REQUIRED FASTENERS VIL TWO #8 SMS, FCFCALIFO'P EACH SIDE 1 1/2' FOR 2 X RAFTERS OCT 20 2011 2 3/4' FOR 3 X RAFTERS #8 SCREWS W/ 16" DIAMETER WASHERS SCREWS? LONGER THAN LATTICE HEIGHT --� L6 LATTICE RAFTER CONN. CONTINUOUS 2"x6' OR 2xa" V N --ALL DOUGLAS FIR LEDGER OR 3' x 3' METAL POST PROVIDE SIMPSON STRONG 1/4" bolt DETAIL L25 4 SPLICE LOCATION EIGHT #14 SMS L13 00 TWO 3/8'xS' EMBEDMENT 8 00 LAG SCREV V/ 1'0, ONE WOOD STUD SEE TABLE ON EACH SIDE OF POST. EA FOR QUANTITY SIDE CLAS FIR . ALUM. EXISTING RAFTER STRUCTURE LUMBER FLOOR RAFTER JOIST OR HEADER ATTACHED STRUCTURE POST TO DECK FLOOR JOIST DOUBLE HEADERS USE ONE BRACKET PER HEADER SEE GENERAL NOTE #19 AND LATTICE NOTE #3 UNITS MUST COMPY WITH TABLES L1 AND L2 ON SHEET M5 MAX WIND SPEED IS 90 mph EXPOSURE C ICC ESR 1398 (2009 IBC) 10/11/2011 SEE TABLE 7.6 FOR REQUIRED FASTENERS VIL TWO #8 SMS, FCFCALIFO'P EACH SIDE 1 1/2' FOR 2 X RAFTERS OCT 20 2011 2 3/4' FOR 3 X RAFTERS #8 SCREWS W/ 16" DIAMETER WASHERS SCREWS? LONGER THAN LATTICE HEIGHT --� L6 LATTICE RAFTER CONN. CONTINUOUS 2"x6' OR 2xa" V N --ALL DOUGLAS FIR LEDGER OR � PROVIDE SIMPSON STRONG 1/4" bolt TIE MSTA36 (ICC ESR 2105) AT 4 SPLICE LOCATION 4 COVER W/ 0.019' ALUMINUM 8 1/4' LAG SCREW 8 W/ 2.25' EMBED INTO WOOD STUD SEE TABLE 7.5 COLUMN ANC4 EA FOR QUANTITY SIDE ALUM. EXISTING RAFTER STRUCTURE RAFTER HANGER /10 X 1'SCRJ (DETAIL L7) EACH SIDE L10 ALTERNATE RAFTER TO WALL CONN. STUD - 1' MIN SEE GENERAL NOTE #23 `-LATTICE M. RAFTER 3.00 0.721.56-10.72 — 10.93 I -- 0.72 LO.37-: I 31563,00 j 0.72 --I 1-0.17 t = 0.030' ALUM = 0.040' ALUM = 0.041' STEEL SIX 1/4' LAG SCREWS (2,25' OF PENETRATION Ll 1 3" ALTERNATE POST INTO WALL STUD V/ MIN SG = 0.5) (3105 H25 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL) 3' X 8' ALUM RAFTER BRACKET DETAIL L7 _--- 3' X 8' ALUM HEADER POST ALTERNATIVE FOR L15 SLAB ATTACHMENT ONLY #14 SHEET FETAL SCREW MAXIMUM WIND CONDITI❑N IS 110 MPH EXPOSURE C Page 15 of 60 Engineers Stamp (6063-T5 ALUM. ALLOY, 't'= 0.0781 L7 RAFTER HANGER L= 1.92' FOR 2' X 6 1/2' RWI RS L= 2.92' FOR 3' X 8' RAFRRS � l 1/4' BOLTS ASTM A307 SEE BELOW FOR QUANTITY POST DOUBLE OR SINGLE 3'X8' STEEL C BEAM. BOLT LAYOUT FOR SPLICED AND NON -SPLICE O ATTACHMENT L8 Req'd Beam # of Type 1/4" bolt All C Beams "On Slab' 4 16G Steel 3x8 4 12G Steel 3x8 8 Double 12G Steel 3x8 8 ALUM RAFTERS o 0 5' 0 0 0.040'x2'x6.625' DOUBLE HEADER 0.041'x3'x3' STEEL POST 2' EIGHT #14 SMS L12 ° 0.042'x31x8' 6• DOUBLE HEADER 0 0 0.041'x3'x3' STEEL POST 0Amerimax 5208 TENNYSON PARKWAY 1BUELDINGPRODUCI'S, INC. SUITE 100 PIANO, TEXAS 75024 NTS LT01-2009 1 of 3 LATTICE CnVFR 7.n POST SPACINGS Fno PAT1n Aun rnMMFor1AI rnveoe on mou whin Aoewc TABLE 2.5 12 Ga 3'x8" Steel C Beam Detail L18 16 Ga 3'x8" Steel C Beam Detail L18 Double 12 Ga 31x8' Steel C Detail L8 TABLE 2.5 12 Ga 3"x8" Steel C Beam AIlad ed single Detail 1-18 Freestanding or 16 Ga 3"x8" Steel C Beam Detail L18 Double 12 Ga 3'x8" Steel C Detail LB taU ad single Freestanding or Attached Single Freestanding or Attached single Freestanding or C Attached Single Freestanding or 28 Attached single Freestanding or D span structure Mullis an Units 32 span stn,cmre Mullis an Units 6.5 span Structure Mullis an Units 21'4" span swclure Mullis an Units span swcure Mullis an Units span Shucwre Mullis an Units GROUND TRIS MAX POST MAX MAX POST LENGTH MAX 24 MAX POST LENGTH MAX 29 MAX POST LENGTH GROUND TRIG MAX POST MAX±MINFOOrER MAX POST LENGTH MA- MAXPOSTLENGTH MAX MAX POST LENGTH SNOW WIDTH POST READ POST MIN FOOTER 8' I 17 I 15 POST MIN FOOTER 8' I 12' I 1S POST MIN FOOTER 8' I 12' I 15' SNOW WIDTH POST EO' POST 6 I 12' I 15' POST MIN FOOTER 8' I 17 I 15' POST MIN FOOTER V I 12' I iSLOAD (FT) SPACING FOR SPACIN POST SIZE CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOOTS SPACING POS SIZE CONSTRAINED FOOTS LOAD (FT) SPACING FOR SPACIN CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOOTS SPACING POS SIZE CONSTRAINED FOOTS(PSF) ON SLAB SLAB (FT) TYPE 'd" "d' "d' "d' (FT) TYPE '8 •d' 'd• '? (FT) TYPE 'd' "d' 'd' 'd' (PSF) ON SLAB SLAB (Fr) •d• ''(FT) TYPE 'B 'd' 'tl' 'd" (Ff) TYP "d' 'd" 'd' 'tl'n) 28'•2' E n n 33 In ) n in) 7 hn n) (in n) Fn 194" In) In) n m M) n) m) (in in) m n) _� mrn tnruaunt u 20 5 T-1" A 22-7- D 28 28 31 33 13'-0" C 23 25 28 30 30'-0' D 31 31 32 34 LIVE 6.5 6-S A 21'4" D 28 28 31 33 12'-1" C 24 25 28 29 29'-9" D 32 32 32 34 6 6 6•11" A 203" D 29 29 31 33 11'-1" C 24 24 27 29 28'-11" E 32 32 32 34 6.5 6.5 51S" A 193" D 29 29 30 32 103" C 24 24 27 29 28'•2' E 33 33 33 34 7 7 5'•1" A 194" D 29 29 30 32 91S" C 24 24 26 28 2T-6' E 34 34 34 34 1.5 7.5 4'9" A 1T-7" D 30 30 30 32 8'-11" C 24 24 26 28 26'-10" E 34 34 34 34 8 8 4'S' A 161•11" D 30 30 30 31 8'4" C 24 24 26 27 26'-3" E 35 35 35 35 6.5 8.5 4'-2' A 16-3" D 30 30 30 31 7-101 C 24 24 25 27 25-9" E 35 35 35 35 93'•2' 9 T-11' A 1T -r D 30 30 30 31 T-5" C 24 24 25 27 25'-3" E 35 35 35 35 8.53-(r 9.5 Y9' A 15•1" D 30 30 30 31 T-1" C 24 24 25 27 24'-10" E 36 36 36 36 10 10 3'S" A 14'-T' D 31 31 31 31 6-0" C 24 24 25 26 24'-5" E 36 36 36 36 10,5 10.5 3'4' A 14'-2" D 31 31 31 31 6-S C 24 24 24 26 24'-0' E 37 37 37 37 112'-r 11 3'•2' A 13'-9' D 31 31 31 31 6'-1" C 24 24 24 26 23'-r E 37 37 37 37 11.5 11.5 3'-1' A 13'4" D 31 31 31 31 5-10" C 24 24 25 26 23'-3' E 37 37 37 37 12 12 2'•11' A 12'•11" D 31 31 31 31 5-T C 24 24 25 27 22'-11' E 38 38 38 38 INSTRUCTIONS 13 2'S' A tY3" D 32 32 32 32 S-2" C 24 24 25 27 22'-2' E 38 38 38 38 90 MPH EXPOSURE 8 25 5 S9' A 22'-0" D 25 26 29 30 12'-7" C 2123 25 25 27 28'-5" E 27 27 29 31 5.5 6.5 T-2" A 20'-9" D 25 25 28 30 11'-r C 21 22 25 27 2T-7" E 28 28 29 31 6 6 4'9" A 19A" D 25 25 28 30 to' -r C 21 22 25 26 26'9" E 28 28 29 31 1'-10" A 6.5 4'S" A 1814" D 26 26 28 29 9'-19' C 21 22 24 26 26'-1' E 29 29 29 30 10.1" 7 4'-1" A 17'-10' D 26 26 27 29 9'-1" C 21 21 24 26 25'-5' E 29 29 29 30 E 1.5 T-10" A 1T-1" D 26 26 27 29 8'S" C 21 21 24 25 24'-10" E 30 30 30 30 22 8 Y-7' A 16-5" D 26 26 27 29 81-0" C 21 21 23 25 214" E 30 30 30 30 22 6.5 3'4' A 15'9" D 26 26 27 28 TS" C 21 21 23 25 23'-10" E 30 30 30 30 24, 93'•2' 3'-1" A iS-2" D 27 27 27 28 T-1" C 21 21 23 25 23'-5" E 31 31 31 31 25 8.53-(r 3'-0" A 14'-0" E 27 27 27 28 6-9" C 21 21 23 24 23'-0" E 31 31 31 31 2'9' 10 2'-10' A 14'-2' E 27 27 27 28 65' C 21 21 22 24 22'-r E 31 31 31 31 C 10,5 2'-8" A 13'-9" E 27 27 27 28 6'-1" C 21 21 22 24 223" E 32 32 32 32 112'-r 2'-7' A 13'3" E 27 27 27 27 5'-10' C 21 21 22 24 21'-10" E 32 32 32 32 11.5 2'S' A 12'-11' E 27 27 27 27 S -r I C 1 21 21 1 23 24 21'-7" E 32 32 32 32 25 90 MPH 5 EXPOSURE 5'-9" C A 22-0" D 28 28 31 33 12'-r C 23 25 28 30 28'-5" E 30 30 32 34 5.5 6.5 S-2" A 20'-g"0 21 28 28 31 33 11'-r C 23 24 27 29 27'-7' E 31 31 31 33 6 8 9 4'' A 19'-8" D 29 29 30 32 10-r C 23 24 27 29 26'-9' E 32 32 32 .33 1'-10" A 6.5 4'S" A 18'A" D 29 29 30 32 9-10' C 23 24 26 28 26'-1" E 32 32 32 33 10.1" 7 4'-1' A 17'-10" D 29 29 30 32 9-1" C 23 23 26 28 2515" E 33 33 33 33 E 7.5 T-10" A 1T-1" D 29 29 30 32 8'-6" C 23 23 26 28 24'-10" E 33 33 33 33 22 83'-7' 24 A 16'.6" D 30 30 30 31 8'-0" C 23 23 25 27 244" E 34 34 34 34 22 8.5 3'4" A 15'-9" D 30 30 30 31 T-6" C 23 23 25 27 23'-10" E 34 34 34 34 24, 93'-2' 3'-1" A 15-2" D 30 30 30 31 T-1" C 23 23 25 27 23'•5' E 35 35 35 35 25 9.5 3'-0" A 14'-8" E 30 30 30 31 6'-9" C 23 23 25 26 23'-0" E 35 35 35 35 2'9' 10 7-10' A 14'-2" E 30 30 30 30 6-51 C 23 23 24 26 27-r E 35 35 35 35 C 10.5 Z-8" A 13'-9" E 30 30 30 30 6-1" C 23 23 24 26 2Y3' E 36 36 36 36 11 2'-7' A 13'3" E 31 31 31 31 5-10" C 23 23 24 26 21'-10" E 36 36 36 36. 11.5 2'-0' A 12'-11" E 31 31 31 31 S -r C 23 23 25 26 21'-7" E 37 37 37 37 12 1 2'4' 1 A I 175" I E 1 31 1 31 1 31 31 5-4" 1 C 1 23 1 23 1 25 27 21'3" E 37 37 37 37 GENERAL INSTRUCTIONS FOR THESE TABLES I. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20 PSF MIN) 4. CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS ADEQUATE CLEARSPAN 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 2.5 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 2.5 ICC ESR 1398 (2009 IBC) 10/11/2011 90 MPH EXPOSURE B 60 5 7S A IZ-v E 21 23 26 27 5'-0' C 16 19 22 24 21'-3" E 24 24 27 29 5.5 5.5 2'-Y A 11'-11" E 21 22 25 27 5'-0" C 16 19 22 23 20'-r E 25 25 27 29 6 6 7-0" A 11'-3' E 21 22 25 27 4'-7' C 16 19 21 23 20'4" H 26 26 27 29 6.5 6.5 1'-10" A iv -r E 21' 22 25 26 4'3" C 16 18 [19 21 23 191-6' H 26 26 27 29 7 7 1'9" A 10.1" E 21 22 24 26 T-11" C 16 18 21 23 19-0" H 26 26 27 28 7.5 7.5 T-7" A 9.7" E 22 22 24 26 3'•8" C 16 18 21 23 18'-T' 1 27 27 27 28 8 81'S' A 9.2' E 22 Z2 24 26 3'S" C 16 19 21 23 18'-2" 1 27 27 27 28 8.5 8.5 1'S' A 819" E 22 22 24 25 3'3" C 16 23 21 23 1T -r 1 27 27 27 28 9 9 1'4 A8'-5" I E E 72 22 24, 25 3'-1" C 16 19 22 23 17'-1" I 28 28 28 28 9.5 1'3" A T-11' E 22 22 23 25 2'-11" C 16 19 22 24 16'-r I 28 28 28 28 10 V-2' A T -r E 22 22 23 25 2'9' C 16 19 22 24 16'-1" 1 28 28 28 28 10.5 1'-2' A EXPOSURE C T-2" E 22 1 22 23 25 2'-r C 16 20 22 24 1F -W I 28 28 1 28 28 60 5 2'S' A 17-91 E 23 25 28 30 V-6' C 18 21 24 26 21'3" E 28 28 30 32 4.5' 5.5 Z-2" A 11'-11" E 23 25 27 29 51-0" C 18 21 23 25 29-7" E 28 28 30 31 S 6 Z -W A 113" E 24 24 27 29 4'-r C 18 20 23 25 20-0" H 29 29 29 31 4' 6.5 1'-10" A 10-8" E 24 24 27 29 4'3" C 18 20 23 25 19-6" H 29 29 29 31 13.5' 7 1'9" A 10'-1' E 24 24 27 28 3=11" C 18 20 23 25 19-0" H 30 30 30 31 7.5 1'-r A 9-7" E 24 24 26 28 3'9" C 18 20 23 25 18'-r 1 30 30 30 31 8 11S" A 9-T E 24 24 26 28 3'S" C 18 20 23 25 18'-Z" 1 31 31 31 31 8.5 11S" A 69' E 25 25 26 28 3'3' C 18 21 23 25 1T -r 1 31 31 31 31 9 1 1'4" 1 A I 65' I E 1 25 1 25 1 26 1 27 11 3'-1" 1 C 1 18 1 21 1 24 1 25 .11 1T-1' I 1 1 31 1 31 1 31 1 31 OVER- HANG Post Description Maximum Footing TABLE 22 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES PROJECTION OF SINGLE SPAN STUCTURES (FT) POST Code Detail # 0.0411x3"x3" Steel Clover d= 20" 8' 9' 10' 11' 12' 13' 14' 15' 16' 17' 18' 19 20' 21' 22' 0' 4' 4.5' 5' S.S 6' 6.5' T 7.5' 8' 8.5' 9' 9.5' 10 105 11' 1' 4.5' S 5.5' 6' 6.51 7' 7.5 v 8.51 9' 9.5' 19 10.5' 11' 11.9 2' S 5.5 6' 6.6 7' 7.5' 8' 8.5' 9' 9.5' 10' 10.5' 11' 11,5' 12' 3' 5.5' 6' 6.6 T 7.5' 8' 85 9' 9.5' 10' 10.5' 11' 11.5' 1r 12.5' 4' 6 6.5 T 7.6 8' 8.5 9 9.5' 19 10.5' 11' 11.5' 12 12.5 13' 5' 6.5' T 7.5 8' 8.5' 9 9.T 10' 10.5' 11' 11.5' 12' 12.5' 13' 13.5' Post I Stn, Post TABLE 2.4 Post Requirements for Freestanding Structures or Mullis an Attached Structures Post Description Maximum Footing Max t212L POST Code Detail # 0.0411x3"x3" Steel Clover d= 20" 9' B 1-71 0.041"x3"x3" Steel Clover d= 21" 8' B 1-71 3/16"x3"x3" Steel Square d= 28" 12' C L21 3/161x3"x3" Steel Square d= 28"M15'n L21 1/4""x3"x31 Steel Square d= 28"L21 3/16"x4"x4" Steel Square d= 28"L21 1/2'x41x4' Steel S uare d= 3T'L21 1/2"x4"x4" Steel Square d= 31"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 Products 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 (1.1-1-29). DETAILS MAY REQUIRE POST TO UPGRADED. 11. ALL LATTICE NOT USING DETAIL L29 MUST COMPLY WITH TABLES L1 AND L2 ON SHEET M5 Carl Putnam, P. E. FOR PATIO SLABS FOLLOW 1.6 FROM ABOVE THEN 3441 Ivylink Place SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.5 Lynchburg, VA 24503 SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING parlputnamOcomeastnel 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 OCT 20 2011 P I ATTICF GOVFR 2.n POST SPACINGS FOR PATIO AND COMMFRCIAL COVERS 90 MPH WIND AREAS 90 MPH EXPOSURE B:. 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 LS 12 Ga 3"x8" Steel C Beam Detail L18 16 Ga 3"x8" Steel C Beam Detail L18 I Double 12 Ga 3"x8" Steel C Detail L8 TABLE 2.5 Attach single Freestanding or ed s ng a Freestanding or attained single Freestanding or TABLE 2.5 ched sa gte Freestanding or eestanding or fired s rtgta Freestanding or 25 Span Swdure Mullis an Units Span structure Mullis an Units Span Structure Muftis an Units Span Sticture Mullis an Units ullis an Units Span swdure Mullis an Units OUNDTRIB MAX POST MAX MAX POST LENGTH. MAX MAX POSTLENGTH MAX MAX POST LENGTH GROUND TRIB MAX POST MAX MAX POST LENGTH MAXMAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH POST REOD POST MIN FOOTER 8' I 17 I 115 POST MIN FOOTER 6 I 12' I 16 POST MIN FOOTER 6 I 17 I 115 SNOW WIDTH POST REO POST MIN FOOTER 6 I 17 I 115 2st.ctu. POST 6 I 17 I 16 POST MIN FOOTER 8' I 12' I 16 LOAD (FT) SPACING FOR SPACIN POST SIZECONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOOTS SPACING POS SIZE CONSTRAINED FOOTS LOAD (FT) SPACING FOR SPACIN POS SIZE CONSTRAINED FOOTS SPACIN NSTRAINED FOO SPACING OS SIZE CONSTRAINED FOOTS(PSF) ON SLAB SLAB (Fn TYPE 'd' 'd' 'd' 'd' (FT) TYPE 'd' 'd 'd' "d (FT) TYPE 'd' 'd' 'd' 'd' - (PSF) ON SLAB SLAB (F7) TYP 'd' . "d' 'd' "d' (FT) 'd' 'd' 'd" (FT) TYP 'd' 'd' 'd'Cm) 28'-11" D Rn CN Qn) Pn Cn} Gn) M M Gn) Gn) C.n) In On) M) Cn (+n) n (n) 6n) Cu') 11.1 90 MPH EXPOSURE B:. 10 5 13'4" A 391-0" C 27 28 31 291 -3" 201-3" C 24 25 28 30' -0" 30'-0" C 27 27 29 LIVE LIVE 5.5 12'4" A 25-9" D 28 28 31 19' -0' 191-W C 24 25 28 30'-0' 30'-0" D 28 28 .29 30 6 6 11'4' A 28'-11" D 29 29 30 1r-11" 1r-11" C 25 25 27 30'-0" 30'-0" D 29 29 29 3D 6.5 6.5 10'-5" A 28'-2" D 29 29 30 1T -0"C 1T-0" C 25 25 27 30'-0" 30'-V D 30 30 3D 30 7 7 915" A 2T-1" D 30 30 30 16-2" 16-2" C 25 25 27 30'-0" 3D'-0" D 31 31 31 30 7.5 7.5 9'-1" A 26.0" D 30 3D 30 1515" 151-5" C 25 25 27 30' -0' 30'-0" 0 31 31 31 30 8 8 8'-6" A 25.1" D 30 30 30 14'-9" 14'-9' C 25 25 26 30'-0" 30'-0" D 32 32 32 30 8.5 8.5 8'-0" A 24'-2" D 31. 31 31 14'-1" 14'•1' C 26 26 26 30'-0' 30'-0" D 33 33 33 30 9 r 9. TS" A 23'-S D 31 31 31 13'-r 13'-r C 26 26 26 30'-0' 391.0' D 33 33 33 30 9.5 • 9.5 7'•2" A .275" D 31 31 - 31 13'-1" 13'-1" C 26 26 26 30'4" 30'-0' D 34 34 34 31 10 10 6'-9' A 22'-0" 0 31 31 31 17-r 17-7" C 26 26 26 29'6" 30'-0' D 35 35 35 31 10.5 10.5 6'-S . A 21'-0" D 31 31 31 12'-1" 17.1' C 26 26 26 29'-0" 29'-10" D 35 35 35 31 11 11 6.4- A 20'-9" D 32 32 32 11'-r 11'-r C 26 26 26 28'-7" 295" D 36 36 .38 32 11.5 11.5 5'-11" A W-2" D 32 32 32 11'-1" 11'-1" C 26 26 26 28'-2' 29'-1" E 36 36 36 32 12 12 5'15" A 19'5" D 32 32 32 19-r 10'-r C 26 26 26 27'-9' 28'-9' E 36 36 36 13 13 5'-2' A 18'5" D 32 32 32 9'-10" 9'-10" C 26 26 26 27'.W 28'•1" E 37 37 37 14 14 4--10" A 1T-10" D 33 33 33 9'-Y 9'-1" C 26 26 26 26'4' 27'5" E 38 38 38 15 15 4'15' A 1r-1" D 33 33 33 8'15" 8'15 C 26 26 26 25'-9" 26'-f 0' E 38 38 38 10 5 13'-7 A 255" C 31 31 33 31 291 -3" C 27 28 31 27 30' -0" C 31 31 32 31 LIVE 5.5 12'4" A 28'-r C 31 31 33 30 19' -0' C 27 27 30 27 30'-0' D 32 32 32 31 30 6 114' A 2r-9' D 32 32 33 30 1r-11" C 28 28 30 27 30'-0" D 33 33 33 31 3D 6.5 10'6" A 2T-0" D 33 33 33 30 1T -0"C C 28 28 30 26 30'-0" D 34 34 34 31 30 7 9'-8" A 264" D 33 33 33 29 16-2" C 28 28 29 26 30'-0" D 35 35 35 31 30 7.5 9'-1' A 256 D 34 34 34 29 1515" C 28 28 29 25 30' -0' D 35 35 35 31 30 8 8'15" A 25-1" D 34 34 34 29 14'-9" C 29 29 29 25 30'-0" D 36 36 36 31 30 8.5 8'-0" A 24'-2" D 34 34 34 29 14'-1" C 29 29 29 25 30'-0' 0 37 37 37 31 30 9 r.,. A 23'S" D 35 35 35 28 13'-r C 29 29 29 25 30'-0' D 38 38 38 32 30 9.5 T-2' A 275"D D 35 35 35 28 13'-1" C 29 29 29 24 30'4" D 38 38 38 32 31 10 6'•9" A 274r D 35 35 35 28 17-r C 29 29 29 24 29'6" D 39 39 39 32 31 10.5 6'-5" A 21'4" D 35 35 35 28 12'-1" C 29 29 29 24 29'-0" D 39 39 39 33 31 11 6'-2" A 291.9" D 36 36 36 28 11'-r C 29 29 29 24 28'-7" 0 40 40 40 33 32 11.5 T-11" A 20'-2" D 36 36 36 28 11'-1" C 29 29 29 24 28'-2' D 40 40 40 33 32 12 SS" A 19-8" D 36 36 36 28 19-r C 29 29 29 24 27'-9' E 40 40 40 34 13 T-2" A 165"D D 36 36 36 28 9'-10" C 29 29 29 25 27'.W E 41 41 41 34 14 4'-10' A tr-10" 0 37 37 37 28 9'-Y C 29 29 29 25 26'4' E 42 42 42 35 15 4'15' A 1T•1" D 37 37 37 28 8'15" C 29 29 29 25 25'-9" E 42 42 42 35 90 MPH EXPOSURE B 20 5 71-1" A 27-r D 25 26 29 31 13'-0' C 21 23 26 27 W-0" D 27 27 29 31 LIVE 5.5 8'-5" A 21'4" 0 25 26 28 30 17-1" C 21 23 25 27 29'-9" D 28 28 29 31 30 6 5'-11' A 20'-3' D 26 26 28 30 11'-1" C 21 22 25 27 28'-11' E 29 29 29 31 3D 6.5 5115" A 19-3" D 26 26 28 30 10'-3" C 21 22 24 26 28'-P E 29 29 29 31 30 7 S-1" A 18'4" D 26 26 28 29 915" C 21 21 24 26 27"S" E 30 30 30 31 30 7.5 4'-9' A 1T-7' D 26 26 27 29 8'-11" C 21 21 24 25 26'-10' E 3D 30 30 31 30 8 4'-5" A 16-11" D 27 27 27 29 814" C 21 21 24 25 26'-3' E 31 31 31 31 30 8.5 4'-2' A 16-3" D 27 27 27 29 T-10' C 21 21 23 25 26-9" E 31 M 31 31 30 9 TAV A 15.8" D 27 27 27 28 T.5" C 21 21 23 25 2T-3" E 32 32 32 32 30 9.5 3'-9" A 16-1' D 27 27 27 28 T-1" C 21 21 23 24 24'-10' E 32 32 32 32 31 10 31-6" A 14'-r D 27 27 27 28 G -r C 21 21 23 24 24'-5" E 32 32 32 32 31 10.5 3'4' A 14',2" D 27 27 27 28 15-5" C 21 21 22 24 24'-0' E 33 33 33 33 31 11 T-2' A 13'-9' D 28 28 28 28 6-1" C 21 21 22 24 23'-7" E 33 33 33 33 32 11.5 3'-1' A I TA" D 28 28 28 28 F-10" C 21 21 23 24 23'-3" E 33 33 33 33 32 12 2'-11" A 12'-11" D 28 28 28 28 6.7" C 21 21 23 24 22'-11' E 34 34 34 34 13 215' A 17.3" D 28 28 28 28 5'-2" C 21 21 23 25 22'-2' E 34 34 34 34 14 2'15" A 11'5" D 28 28 28 28 4'-10" C 21 21 23 25 21'-5" E 35 35 35 35 15 2'4' A 11'-1" D 28 28 28 28 4'15" C 21 21 24 25 20'-9" E 35 355 35 35 91) MPH EXPOSURE B 30 5 4'-10" A 191-9" D 24 25 28 30 1015" C 19 22 25 26 26'-9" E 26 26 29 31 5.5 5.5 4.4" A 18'-7' D 24 25 28 29 9'-0" C 20 22 24 26 25'-11" E 27 27 29 30 6- 6 4'-0" A tr-7' D 24 24 27 29 8'•11" C 20 21 24 26 25-2' E 28 28 28 3D 6.5 6.5 3'15' A 16'-9" D 25 25 27 29 81-3" C 20 21 23 25 245" E 28 28 28 30 7 7 3'S' A 16.11" D 25 25 27 29 715" C' 20 21 23 25 23'•11" E 29 29 29 30 7.5 7.5 3'-2' A 15'•3" 0 25 25 27 28 T-2" C 20 20 23 25 23'-S E 29 29 29 30 - 8 8 T-0" A 14'•7' E 25 25 26 28 6'-9' C 20 20 23 24 22'-11" E 29 29 29 30 8.5 8.5 7-10" A 14'-1" E 25 25 26 28 6'4' C 20 20 22 24 22'-5" E 30 30 30 30 9 ' 9 75' A 13'-6' E 26 26' 26 28 V-0" C 20 20 22 24 22'4" E 30 30 30 30 -9.5 9.5 75' A 13'4' E 26 26 26 27 5'15' C 20 20 22 24 21'-7" E 31 31 31 31 10 10 7-5" A 12'-r E 28 26 26 27 6-5' C 20 20 22 24 21'-3" E 31 31 31 31 X0.5 10.5 7.3' A 12'-2" E 26 26 26 27 5'-i' C 20 20 22 24 20'-11' E 31 31 31 31 11 11 7-2" A 11'-10" E 26 26 26 27 4'-11" C 20 20 22 24 29-r E 32 32 32 32 11.5 11.5 7-1" A 11'•5" E 26 2fi 26 27 4'•8' C 20 20 23 24 29.T" H 32 32 32 32 30 5 4'-10" A 191-9" D 27 27 31 32 1015" C 22 24 27 29 26'-9" E 30 30 31 33 5.5 4'4" A 18'-7' D 27 27 30 32 9'-9" C 22 23 26 28 25'-11' E 30 30 31 33 6- 4'-0' A 17-7" 0 27 27 30 32 8'-11" C 22 23 26 26 25.2"- E 31 31 31 33 6.5 3'15" A 16'-9" 0 28 28 29 31 8'-3" C 22 23 26 27 24'5" E 32 32 32 33 7 3'-S A 15-11" 0 28 28 29 31 7'15" C 22 22 25 27 23'-11" E 32 32 32 32 7.5 3'-2" A 15'-3" D 28 28 29 31 7'-2" C 22 22 25 27 23'-5" E 33 33 33 33 - 8 3'-0" A 14'-7" E 28 28 29 31 V-9" C 22 22 25 26 22-11" E 33 33 33 33 8.5 7-10' A 14'-1" E 29 29 29 30 64" C 22 22 24 26 22'-5' E 33 33 33 33 9 215" A 13'-6" E 29 29 29 30 6'-0" C 22 22 24 26 22'-0" E 34 34 34 34 -9.5 75" A 13'-0' E 29 29 29 30 5'15' C 22 22 24 26 21'-7" E 34 34 34 34 10 2'-5" A 12'-r E 29 29 29 30 SS' C 22 22 24 26 21'-3' E 35 35 35 35 X0.5 2'-3" A 12'-2" E 29 29 29 29 5'-1" C 22 22 24 26 20'-11" E 35 35 1 35 35 11 7-2" A 11'-10" E 29 29 29 29 4'-11" C 22 22 24 26 20'-r' E 35 35 35 35 11.5 7-1' A 11'-5" E 30 30 30 30 4'15" C 22 22 25 26 20'-3" H 36 36 36 36 OCT 20 2011 ICC ESR 1398 (2009 IBC) 10/11/2011 Page 9 of 60 LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 0.024"x2"X6.625" Rafter (Mullisnanl n n39"y9"yA ri94' Raftar /Multicn.n) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C ps in 90 100 105 110 10 24" T-4" T-4" 6'-10" 6'-4" LIVE 20" 8'-5" 8'-4" T-9" T-3" 20 16" 9,_9" 9'_8„ 9'_0„ 8,_5„ LIVE 12" 11'_9" 11 _6„ 10'-9" 10,_1" 20 24" 4'-4" 4'-4" 4'-4" 4'-4" LIVE 20" 5'-0" 5'-0" 5'-0" 5'-0" 30 16" 5'-11" 5'-11" 5'-11" 5'-11" 12" T-4" 7'-4" T-4" T-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,_g" 5,_9" 5,_9„ 12" T-1" T-1" T-1" T-1„ 30 24" 3'-7" T-7" 3'-7" T-7" 20" 4'-2" 4'-2" 4'-2" 4'-2" 16" 5'-0" 5'-0" 5'-0" 5'-0" 12" 6'-3" 6'-3" 6'-3" 6'-3" 40 24" 2'-9" 2'-9" 2'-9" 2'-9" 20" 3'-3" 3'-3" 3'-3" 3'-3" 16" 3'-11" T-11" T-11" T-11" A6012" 12" 5'-0" 5'-0" 5'-0" 5'-0" 60 24" 3'-1" 3'-1"3'-1" 2'-0" 3.1„ 20" 2'-3" 2'-3" 2'-3" 2'-3" 16" 2'_9" 2,_9„ 2,_9„ 2'_9„ 12" 3'_7„ 3,_7„ 3,_7„ . 3,_7„ Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C ps in 90 100 105 110 10 24" 10,_11„ 10,_11,• 10,_11" 101_8" LIVE 20" 12'-3" 12,_3" 12,_3„ 11,_10„ 20 16" 14,_1„ 14,_1" 14,_1„ 13'-4" LIVE 12" 16'-8" 16'-8" 16'-3" 15'-5" 20 24" 6'-8" 6-8" 6'-8" 6'-8" LIVE 20" T-8" T-8" T-8" T-8" 30 16" 9,_0„ 9,_0" 9-_0" 9'_0„ 12" 10,_11" 10'-11"110'-11" 10,_2„ 10'_11" 25 24" 6'-5" 6'-5" 6'-5" 6'-5" 20" T-5" T-5" 7'-5" T-5' 60 16" 8'-8" 8'-8" 8'-8" 8'-8" 12" 10,_7, 10,_7' 10,_7, 10,_7, 30 24" 5'-7" 5'-7" 5'-7" 5'-7" 20" 6'-5" 6'-5" 6'-5" 6'-5" 16" T-8" T-8" 7'-8" T-8" 12" 9'-4" 9'-4" 9'_4„ 9,4,E 40 24" 4'-5" 4'-5" 4'-5" 4'-5" 20"5'-2" 3'-8" 5'-2" 5'-2" 5'-2" 16"6'-2" 4'-7" 6'-2" 6'-2" 6'-2" A6012" 12" 7'-8" T-8" T-8" 7'-8" 60 24" 3'-1" 3'-1"3'-1" 2'-0" 3.1„ 20" T-8" 3'-8" 3'-8" 3'-8" 16" 4'-5" 4'-5" 4'-5" 4'-5" 12" 5'-7" 5'-7" 5'-7" 5'-7" TABLE 1.1 SINGLE SPAN TABLES (Sinalp Snan) n (1191W" Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C s in 90 100 105 110 10 24" 8'-8" 7'-5" 6'-10" 6'-4" LIVE 20" 9'-9" 8'-4" 7'-9" 7'-3" 20 16" 11,_2„ 9'-8" 9'-0" 8'-5" LIVE 12" 13'-2" 11,_6" 10,_9" 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" T-8" 7'-8" 7'-8" 12" 10,_2" 10,_2„ 10,_2„ 10,_1" 25 24" 4'-11" 4'-11" 4'-11" 4'-11" 20" V-10" 5'-10" 5'-10" 5'-10" 60 16" 7'-4" T-4" 7'-4" 7'-4" 12" 91_91, 91_91, 91_9.. 9,_9.. 30 24" 4'-1" 4'-1" 4'-1" 4'-1" 20" 4'-11" 4'-11" 4'-11" 4'-11" 16" 6'-1" 6'-1" 6'-1" 6'-1" 12" 8'-1" 8'-1" 8'-1" 8'-1" 40 24" T-1" T-1" T-1" 3'-1" 20" 3'-8" 3'-8" 3'-8" 3'-8" 16" 4'-7" 4'-7" 4'-7" 4'-7" A6012" 12" 6'-1" 6'-1" 6'-1" 6'-1" 60 24° 2'-0" 2'-0" 2'-0" 2'-0" 20" 2'-5" 2'-5" 2'-5" 2'-5" 16" T-1" 3'-1" T-1" T-1" 12" 4'-1" 4'-1" 4'-1" 4'-1" 1 L 1 J n non"y7"yr R95" Raftar (Multisnan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C s in 90 100 105 110 10 24" 14'-6" 14'-6" 14'-6" 14'-5" LIVE 20" 16'-2" 16'-2" 16'-2" 15'-10" 20 16" 18,_5, 18'-5" 18,_5" 17,_8„ LIVE 12" 21'_7, 21,_2" 20'-5" 19'-10" 20 24" 9'-2" 9'-2" 9'-2" 9'-2" LIVE 20" 10'-5" 10'-5" 10'-5" 10'-5" 30 16" 12'_1„ 12'_1" 12,_1„ 12,_1„ 12" 14,_6„ 14'_6„ 14'-6„ 14,_6„ 25 24" 8'-11" 8'-11" V-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" 7'-9" 7'-9" 7'-9" 7'-9" 20" 8'-11" 8'-11" 8'-11" 8'-11" 16" 10,-4„ 10'-4„ 10,_4„ 10'-4" 12" 12,-6„ 12'_6„ 12,_6" 12'_6„ 40 24" 6'-3" 6'-3" 6'-3" 6'-3" 20" 7'-2" 7'-2" 7'-2" 7'-2" 16" 8'-6" 8'-6" 8'-6" 8'-6" A6012" 12" 10,-4" 10'-4" 10,-4" 10,-4" 60 24" 4'-6" 4'-6" 4'-6" 4'-6" 20" 5'-3" 5'-3" 5'-3" 5'-3" 16" 6'-3" 6'-3" 6'-3" 6'-3" 12" 7,_9„ 7,_9„ 7,_9„ 7'_9„ n nd9"v1"vA" Roftn. lnA, JlI�..�nl Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (pso Cin 90 100 105 110 10 36" 12'-6" 12'-6" 12'-6" 12'-6" LIVE 32" 13'-6" 13'-6" 13'-6" 13'-6" 20 24" 16,_2„ 16'-2„ 16,_2„ 15'-10" LIVE 16" 20,_7, 20,_7, 20'-5' 19'-4" 20 36" 7'-7" 7'-7" T-7" T -T' LIVE 32" 8'-4" 8'-4" 8'-4" 8'-4" 30 24" 10'-3" 10'-3" 10'-3" 10'-3" 16" 13'-6" 13'-6" 13'-6" 13'-6" 25 36" 7'-4" 7'-4" 7'-4" 7'-4" 32" 8'-0" 8'-0" 8'-0" 8'-0" 60 24" V-11" 9'-11" 9'-11" V-11" 16" 13'_1„ 13,_1„ 13'_1" 13,_1" 30 36" 6'-4" 6'-4" 6'-4" 6'-4" 32" 6-11" 6'-11" V-11" 6-11" 24" 8'-8" 8'-8" 8'-8" 8'-8" 16" 11,_7' 11'_7, 11'_7' 11,_7, 40 36" 5'-0" 5'-0" 5'-0" V-0" 32" 5'-6" 5'-6" V-6" 5'-6" 24 6'-11" 6-11" 6'-11" 6'-11" A6012" 16„ 9'_5„ 9,_5„ 9,_5„ 9'_5„ 60 36" T-6" 3'-6" 3'-6"3'-6" 5'-4" 32" T-11" T-11" T-11" T-11" 24" 5'-0" 5'-0" 5'-0" 5'-0" 16" 6'-11" 6'-11" 6-11" 6-11" 'V" 1- D,eor !n r" n!n !Mi i fien- nr Rinnlol Ground Rafter Wind Speed and Exposure Snow Load Gauge Exposure C ps in 100 110 120 130 10 0.024" 12,_7„ 12'-3„ 11,_2" 10,_3„ LIVE 0.040" 16'-6" 16'-6" 16'-3" 15'-4" 20 0.024" 8'-7" 8'-7" 8'-7" 8'-7" LIVE 0.040" 13'-1" 13'-1" 13'-1" 13'-1" 25 0.024" 8'-5" 8'-5" 8'-5" 8'-5" LIVE 0.040" 12,_10„ 12'_10" 12,_10„ 12,_10„ 30 0.024" T-6" T-6" T-6" T-6" 0.040„ 12,-0„ 12'_0" 12'_0„ 12,_0" 40 0.024" 6'-4" 6'-4" 6'-4" 6'-4" 0.040" 10'-3" 10'-3" 10'-3" 10'-3" 60 0.024" 4'-11" 4'-11" 4'-11" 4'-11" 0.040" 8'-1" 8'-1" 8'-1" 8'-1" I ACL: 1.0 Amerimax Building Products 5208 Tennyson Parkway Plano, Texas 75024 TABLE 1.2 TABLE 1.3 TABLE 1.4 NOTE: RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN Carl Putnam, P. E. 0.040"x2"x6.625' Rafter (Single Span) 0.042"x3"x8" Rafter Single Span) 3441 Ivylink Place Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C ps 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" 16" 16_10" 14'_11„ 14'_1" 13,-4„ 12" 19'_5' 17'-3" .16,_3" 15,_5, 20 24" 8'-10" 8'-10" 8'-10" 8'-10" LIVE 20" 10'-6" 10'-6" 10'-6" 10'-6" 16" 12'_3" 12,_3" 12'_3" 12,_3" 12" 14,_1" 14,_1„ 14,_1" 14'_1" 25 24" 8'-5" 8'-5" 8'-5" 8'-5" 20" 10,_1„ 10'_1„ 10,_1" 10'_1" 16" 11,_11„ 11,_11„ 11,_11„ 11'_11„ 12" 13'-9" 13'-9" 13'-9" 13'-9" 30 24" 7'-0" 7'-0" T-0" T-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" T-10" 7'-10" T-10" A6012" 12" 10,_6" 10,_6„ 10'-6" 10,-6„ 60 24" 3'-6" T-6" 5' 4" 5'-4" 20" 4'-2" 4'-2" 4'-2" 4'-2" 16" 5'-3" 5'-3" 5'-3" 5'-3" 12" 7'-0" 7'-0" T-0" 7'-0" I ACLt 1.0 ICC ESR 1398 (2009 IBC) 10/11/2011 IABLE 1.1 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C s 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'_9„ 17'_9„ 17,_9" 17'_9" 25 24" 12'-4" 12'4" 12'-4" 12'-4" 20" 13'-6" 13'-6" 13'-6" 13'-6" 16" 15'_1" 15_1„ 15'_1" 15,_1„ 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" 13'-9" 13'-9" 13'-9" 16" 15'-10"115'-10" 15'_7, 15'-10" 15'-10" 40 24" T-11" T-11" T-11" T-11" 20" 9'-6" 9'-6" 9'-6" 9'-6" 16" 11'-10" 11'-10" 11'-10" 11'-10" A6012" 12" 13'-9" 13'-9" 13'-9" 13'-9" 60 24" 5'-4" 5'-4" 5' 4" 5'-4" 20" 6'-4" 6'-4" 6'-4" 6'-4" 16" T-11" T-11" T-11" T-11" 12" 10'-7" 10.7„ 8'-8" 8'-8" I ACL: 1.0 Page 6 of 60 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C ps 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'_9" 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'-3" 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" T-8" T-8" T-8" 32" 8'-8" 8'-8" 8'-8" 8'-8" 24" 11'_6„ 11'_6" 11,_6„ 11.6" 16" 15'_7, 15'_7, 15'_7' 15,_7' 40 36" 5'-9" 5'-9" 5'-9" 5'- 32- 6'-6" 6'-6" 6'-6" 6'-6" 24" 8'-8" 8'-8" 8'-8" 8'-8" 16" 12'-11'112'-11" 12'-11"112'-11" 60 36" T-10" T-10" T-10" T-10" 32" 4'-4" 4'4" 4'-4" 4'4" 24" 5'-9" 5'-9" 5'-9" - 5'-9" 16" 8'-8" 8'-8" 8'-8" 8'-8" I ACL: 1.%1 ILynchburg, VA 24503 carlputnam cDcomcast.net RAFTERS O/C SPACING MAY BE DOUBLED IF THE RAFTERS ARE DOUBLED UP TO 48" OIC OCT 20 2011 SINGLE SPAN TABLES 1 ' 3'X8' ALUM HEADER 3'X8' STEEL C DOUBLE ALUM HEADER- DOUBLE STEEL C BEAM LATTICE OVERHANG,36' MAX 24' MAX FOR 30 PSF SNOW LOAD OR HIGHER MIN 3.5' CONCRETE SLAB 1 REQ'D W/ CONSTRAINED ! FOOTINGS 1I SINGLE SPAN ATTACHED LATTICE STRUCTURE ❑'HANG— PROVDRAIN MULTISPAN UNITS REFER TO GENERAL NOTE 22. pR�FCgj�H SPAN MULTISPAN FREESTANDING BAR SPAN) LATTICE STRUCTURE TWO OR MORE SPANS \> 'x6.625, 3'x8' OR 3'x3• ALUM. RAFTERS MAXIMUM RAFTER rpl) •so, O OVERHANG IS 25% OF CLEARSPAN �Y 36' MLATTAX OVERHANG 24' MAX FOR 30 �" y PSF SNOW LOAD OR POST HT HIGHERQp, T OF CLEAR SPAN 3'x 8'x 12 or 16 GA STEEL 'C' BEAM pQ� s�s/OB�jTe/ W FOR BEAM WRAP DETAIL, oFo a Foy ��Q , pR h' RY �$ DETAIL 'L18'. 1 ► Q S �� "r S -w l -c ATTACHMENT TO MIN 3.5' MIN j CONSTRAIN ET SLABGSEOID F BS , 44- # nON CONCRETE SLAB MAY BE —� s "N DWHERE ERNITTED SEE SCHEDULE SEESCHEDULE AIL L29 ONLY ��"may • w d' SEE SCHEDUI �}{ VARIES• OF PROJECTION FASCIA C ►AIN• LENGTM t00sG / _ 2'x6.625', 3'x8' OR 3'x3' ALUM RAFTERS eb HEADER HR MAX. COVER PANEL LATTICE: Rye S G�G yw"Cyl OVERHANG SPACING SEE DETAIL L3 e�� �y� y ti�66�y sGN 1/REQ'D W/CONCRETE LACONSTRAINEDB p� %Yps/O, V� IN 3.5' CONCRETE SLAB •d REQ'D W/ CONSTRAINED FOOTINGS SEE SCHEDULE FOR - FOOTINGS FOOTING SIZE 'd' 'd' SINGE SPAN ATTAMID W ILMED SIRUCWRE SINGLE SPAN FREESTANDING � I V J PLACE 3/8' 0X 9" LATTICE STRUCTURE y SEE SCHEDULE FOR SIZE DETAIL L29 ONLY VERHANG FREESTANDING STRUCTURE ATTACHED STRUCTURE ICC ESR 1398 (2009 IBC) 10/11/2011 TRIBUTARY WIDTH CTW> DIAGRAM TW Page 5 of 60 OCT 20 2011 + A Amerimax Building Products Patio Cover, Carport and Commercial Structure Engineering 2009 IBC PAGES DRAWING SECTION DESCRIPTION 2 PAGES GN01-2009 GENERAL NOTES GN02-2009 _ 2 PAGES SC01-2009 SOLID PANEL STRUCTURAL CONFIGURATIONS SCO2-2009 ALUMAWOOD STRUCTURAL CONFIGURATIONS 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 2 PAGES SOLID COVER 4.0 PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES 10 PAGES SOLID COVER 5.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN 90 MPH WIND AREAS 10 PAGES SOLID COVER 6.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL STRUCTURES IN HIGH WIND AREAS 4 PAGES NP01-2009 COMPONENT PARTS AND CONNECTION DETAILS FOR NEWPORTS NP02-2009 N P03-2009 N PO4-2009 9 PAGES CD01-2009 COMPONENT PARTS AND CONNECTION DETAILS CD02-2009 CD03-2009 CD04-2009 CD05-2009 CD06-2009 CD07-2009 CD08-2009 CD09-2009 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 OCT 20 2011 October 11, 2011 'IE covlw— 40 rq m 9K -e>,c -- . 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