The URL can be used to link to this page

13-0076 (PAT)r- • 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: 2/15/13 Application Number: 13-00000076 Owner: Property Address: 48605 CALLE ESPERANZA MITCH GONZALEZ APN: 646-121-031- - - 48605 CALLE ESPERANZA Application description: PATIO COVER - RESIDENTIAL LA QUINTA, CA 92253 rEC Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 3924 Contractor: EB 1201Applicant: Architect or Engineer: S A E BUILDERS2052 DAFFODIL WAY Y OF 1r_nr_ NTA HEMET, CA 92545 FINANCE�EPT. \/ 1 (760) 567-0709 Lic. No.: 625328 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: B �j License No.: 625328 Date: �S 'Contractor: SAe Lf u �/> 2 OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) 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.I. 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 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 WESCO INS CO Policy Number WWC3050874 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 become sto the workers' compensation provisions of Section 37 0 of the Labor Code, I all-( rtuNect comply wi tense -provisions Date s�� Applicant: WARNING: FAILURE TOSEC R WOR COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYERRI L PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS 1$100.000). IN ION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF TIdL�CABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to bu' onstructio and hereby authorize representatives of this count to nter upon the above-mentioned pro rty for insp ti n purposes Date: � Signature (Applicant or Agent, t Application Number Permit Additional desc . Permit Fee . . Issue Date . . . . Expiration Date . . . . . . . 13-00000076 PATIO COVER PERMIT 63.00 Plan Check Fee . . 40.95 Valuation . . . . 3924 8/14/13 Qty Unit Charge Per Extension BASE FEE 45.00 2.00 9.0000 THOU BLDG 2,001-25,000 18.00 " ---------------------- ----------------------------------------------------- Special Notes and Comments AMERIMAX PATIO COVER CONSISTING OF 3 SECTIONS: 1-57 SQ FT, 1-144 SQ FT, "1-94 SQ FT TOTALING 295 SQUARE FEET. 2010 CODES. ----------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN ---------------------- (SB1473) 1.00 Fee summary Charged Paid Credited, -------------------- Due ------------------------------------- Permit Fee Total 63.00 .00 .00 63.00 Plan Check Total 40.95 .00 .00 40.95 Other Fee Total 1.00 .00 .00 1.00 Grand Total 104.95 .00 .00 104.95. LQPERMIT Bin.# Ot of � QUIl1td WkMg 8t Safety Dwon P.O. Box 1504,76-495 Cage Tampico La..Qutnta, CA 92253 -:(760) 777-7012 Building Permit Application* and Tracking Sheet Permit # ProjectAddtess: 7 V � ,f L ,� 14.wZel OwneesName:. A- P. Number Address: 5—,0 /3P AS /anol'e G Legal Description: City. ST, Zip: Contractor. 5�9� viL�JPn S Telephone. Address: c�/0 zhal-'e4 tin'w PmjectDescription: City. ST. Zip:,0g cl'' Telephone: ;r6 SC7'6 ?ov •Mom �g- AIGW `sAL;Jo® State Lie. #: J�`�a 1. City Lie'. k �o �... Arc&, Eagr., Designer, Address: City. ST. Zip: Telephone: Construction Type:. Occupancy: State Lie. #: Project type (circle one): New Add'n Alta Repair Demo Name of Contact Person: �f- �L /� j Sq. FL: # Smries^� # UnitS: �/�G Telephone # of Contact Pelson: � % �� Estimetod Value of Project vr�� APPLICANT: DO NOT WRITE BELOW THIS UNE # Submittal Plan Soft Req'd Recd l TRACH NG PERM[T FEES Plan Cheep submitted item Amount Strudural Culex tl--' Reviewed, ready for corrections Plan Check Deposit. Truss Cala. Called Contact person Platt Cheek Salanee• Tltie 24 CalcR Plans picked up Construction Flood plata plan Plans resubmitted.'. Mechatilcal Giadlag plan 2`! Revitw, ready for correctieWmuc Fdeetrical Subcoatattor List Called Contact Person Plumbing Grunt Deed Piaos picked up S.M,i. H.O.A. Approval Q/� Plans resubmitted Grading [IN HOUSE:- ''+Review; ready for wrrectlonsfiusue Developer impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit Issue School Fees Total Permit Fees 1 T APN # 646-121-031 MAP BOOK - TRACT #20052-4 LOT #3 PROPERTY OWNER. MITCN CONZALEZ 48605 CALLE ESPERANZA LA OUINTA, CA 92223 2R L 0 m C 0 -n> F- 0 0 I-�- -n ICU OCG)® �� ii r- �m m C: rmC C� OOOZ N 0 0; oo nO 0 W m ii r- �m om m N SAE BUILDERS GENERAL CONTRACTOR 28810 Broken Arrow Circle, Menifee, CA 92584 760 567-0709 or 951 658-5807 fax 951 652-3508 lic. # 625328 7 2 MITCN CONZALEZ 48605 CAItI 15PIRANZA LA QUINTA, CA 92223 J Al 51 ft i CityGIS N Copyright @ 2006 All Rights Reserved, The information contained herein is the proprietary property of the contributor supplied under license and may not be approved except as licensed by Digital Map Products. Page I o1-2 -http://maps.digitalmapcentral.com/production/citygis/vO7—O3—OOI/index.p7.aspx 1/24/2013 Page 2 of 2 APN: 646121031 Address: 48605 CALLE ESPERANZA , LA QUINTA CA, 92253 Owner Name: GONZALES,JOHNNY M Owner Address: 1417 SAMONA WAY, LAGUNA BEACH CA, 92652 Owner Phone: Building SF: 1950 Acres (Assessor): Acres (Calculated): 0.12 Lot Front: Lot Depth: Legal Description: .12 ACRES M/L IN FOR LOT 3 MB 144/087 TR 20052-4 Land SF (Assessor): Land SF (Calculated): 5227.0 Land Use: : CONDOMINIUM Year Built: 1995 Assessed Value: $175,000 TBM Page: F4 Sales Deed Cat: source: TAX —UPDATE (09127/2011 00:00 ) http://maps.digitalmapcentral.comlproduction/citygislv07—O3_001/index.p7.aspx 1/24/2013 . .. ... . ............ _ . I February 14, 2013 Johnny Mitchell Gonzales 48-605 Calle Esperanza La Quinta, CA 92253 RE: Laguna de la Paz — 48-605 Calle Esperanza Installation of an Alumawood Patio Cover Dear Mr. Gonzales: Your architectural request install an Alumawood patio cover on the back patio and replacement of, your coach lights at the residence listed above has been approved by the Architectural Committee as submitted. We trust that only licensed, insured contractors will be performing the work.. Please be reminded that any damage to the common area due to construction should be repaired in a timely manner. Thank you for your cooperation in filing for architectural approval. If you have any questions or need further assistance, please feel free to contact me at 760.564.8864. Sincerely, Melissa Mezzanatt CCA Community Association Manager On Behalf of Laguna de la Paz Architectural Committee CC: Homeowner File Enclosure: Signed Architectural Committee Certificate LAGUNA DE LA PAZ HOMEOWNERS ASSOCIATION 48300 Vista de Nopal, La Quinta, CA 92253 Telephone: 760.564.8864/ Fax: 760.564.8867 Amerimax Building Products Patio Cover, Carport and Commercial Structure Engineering 2009 IBC PAGES DRAWING SECTION DESCRIPTION 2 PAGES GN01-2009 GENERAL NOTES GN02-2009 ZPAGES 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 N P02-2009 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 CITY OF lA OUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION DATE 13 BY OCT 20 2011 October 11, 2011 ':�'FGiCE, Ser 0'8�40 ME _M ID .3t6$t• 00 or rift► ��.;:� �� S w �Ii7 '•t �07fi5 �, 1 7J'4OxS','' JP of rRA MkMJ�Jjjiiii - �• •Cb - 1p y_01 6010 %•'r$$�! 09101 1 F � ��v 1 V d w.��► 0� 3 / O£OL 0 2 Riu;_' ff 26t • • por• { OSLSV • lob or 4 ., 1 l�If....•,....�� 11111 Moo,, �1g53i t' t� � 9 1 ' -N vN.Lnd lavo • Y L mz 1m (a81 BOOL} Sfi£L 1��J Mrz o IF :Pow t '1. 31 is 1.7 st iII111�if1 f �" t: •i • ••�y`: I,� �•`.•�.••� \\ I SC 8 • �S d It r �� S • ,� •. `.• i ? • �J� .ti ••e` rrNN Illllf/// , llalhi1N111111uN foot.ui Irk •• N 3?,• ? ,� S N • - tfill = l \ ti AA�-, a. - " �`', =� 1 i'� ZOfiSo Lgp • r b!JHd SdW 1S VNIN33NION3 1VNOI 3iONd Nind �bV� ► B8E l IUOd38 3OtAN3S NouvnivA3 cm Y • La �ti ,F til N�V'; % ,y`` ,` �. '�l� �'OiSg�;o1�� [ [ Oz Oc 1.30 AOi ip..t�� 8S€ii Ft 04 OISS3 fi� 39 OnN3�11 �`� g�� 1�' ..�•�� n� •w 1 �"ri.,.j �? tp�L� Mrz o IF :Pow t '1. 31 is 1.7 st iII111�if1 f �" t: •i • ••�y`: I,� �•`.•�.••� \\ I SC 8 • �S d It r �� S • ,� •. `.• i ? • �J� .ti ••e` rrNN Illllf/// , llalhi1N111111uN foot.ui Irk •• N 3?,• ? ,� S N • - tfill = l \ ti AA�-, a. - " �`', =� 1 i'� ZOfiSo Lgp • r b!JHd SdW 1S VNIN33NION3 1VNOI 3iONd Nind �bV� ► B8E l IUOd38 3OtAN3S NouvnivA3 cm Y • La �ti ,F til N�V'; % ,y`` ,` �. '�l� �'OiSg�;o1�� [ [ Oz Oc 1.30 AOi ip..t�� GENERAL NOTES: 1. DESIGNED IN ACCORDANCE WITH THE 2009 INTERNATIONAL BUILDING CODE. 2. ALUMINUM DESIGN IN ACCORDANCE WITH THE 2005 EDITION OF ALUMINUM ASSOCIATION'S SPECIFICATIONS AND CHAPTER 20 OF THE INTERNATIONAL BUILDING CODE. 3. DESIGN LOADINGS: Ct = 1.2, I = 1.0, Ce = 1.0 (ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT AMONG CONIFERS) GROUND SNOW LOAD 10 PSF 20 PSF 25 PSF 30 PSF 40 PSF 60 PSF FOR 0.25/12 < SLOPE < 1/12 DESIGN LOAD 10 PSF LIVE LOAD ONLY 20 PSF LIVE LOAD ONLY 21 PSF DESIGN ROOF SNOW LOAD 25.2 PSF DESIGN ROOF SNOW LOAD 33.6 PSF DESIGN ROOF SNOW LOAD 50.4 PSF DESIGN ROOF SNOW LOAD 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. 8. AT LEAST ONE HORIZONTAL DIMENSION (PROJECTION OR WIDTH) OF COVER SHALL BE LESS THAN 30'. 9. ALL STEEL SHALL BE GALVANIZED ASTM A-653 G90, A123 G45 OR A153 B-3, PAINTED ASTM A755 OR USE AN APPROVED COATING COMPLYING WITH IBC SECTION 2203.2. 10. ALTERNATE ALUMINUM ALLOYS OF EQUAL OR HIGHER STRENGTHS MAY BE USED. 3004H2x MAY BE SUBSTITUTED FOR 3004H3x. ! 4 Y & 1 u l- LL.s' N Q dN Y EUl,',_ ,,NG & SAFETY DEPT FOR CONSTRUCTION -1 n TE_�e,Y OCT 20 2011 5208 TENNYSON PARKWAY me imcavSUITE 100 BUILDNG PRODUCTS; NC. PLANO, TEXAS 75024 CMP NONE I;?K,v"K' GENERAL NOTES ICC ESR 1398 (2009 IBC) 10/11/2011 Page 2 of 60I w DATE: DFtAwwING SHEET ENGINEERS STAMP OR PocoART GN01-2009 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 B1 8.2.1 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. 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=28"'#12= -U" AND #14 = j" 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 built in Seismic Design Category (SDC) A -D up to the maximum Ss noted in General Note #3. b. Structures with flat roof design snow loads over 30 psf complying with IBC Section 1613.1 Exception #1 do not require additional seismic analysis. c. Structures not complying with (a) or (b) require additional engineering seismic analysis. 21. DRIFTING SNOW IS ADDRESSED IN DETAIL M4. SLIDING SNOW IS BEYOND THE SCOPE OF THIS REPORT. 22. ALL MULTISPAN TABLES AND DETAILS ASSUME EQUAL SPANS WITHIN 20%. ALL SPECIFICATIONS MUST BE BASED ON LONGEST ACTUAL SPAN. 23. WOOD USED IN CONNECTIONS SHALL BE PROTECTED FROM WEATHER AS PER IBC SECTION 1403.2 AND/OR 1503, WHICHEVER IS MORE STRINGENT. 24. AT LEAST ONE HORIZONTAL DIMENSION OF THE COVER (PROJECTION OR WIDTH) SHALL BE LESS THAN 30' GENERAL NOTES FOR LATTICE STRUCTURES: (PERTAINS TO LATTICE STRUCTURES ON DRAWINGS SCO2-2009 AND LT01-2009 THRU LT03-2009.) 1. SEE GENERAL NOTE #3 FOR LIVE AND SNOW LOADS. 2. NOTE INTENTIONALLY LEFT BLANK. 3. SINGLE SPAN ATTACHED LATTICE STRUCTURES THAT DO NOT USE DETAIL L29 MUST COMPLY WITH TABLE L1 AND L2 ON SHEET M5. ICC ESR 1398 (2009 IBC) 10/11/2011 Page 3 of 60 aly OF SAFETY EPA. BUII .DING & p2r PROVED -OR CONSTRUCTION DATT-_i3 T ENGINEERS STAMP OCT 20 2011 Amey X 5208 TENNYSON PARKWAY BUILDLNG PRODUCTS, INC. SUITE NO 10TEXAS 75024 CMP NONE OR PART GENERAL NOTES GN02-2009 I .,.._2 OF 2 I I co L1 HEADER (3004-H34 ALUM. ALLOY) FOUR #E -SEE TABLE BELOW FOR SCHEDULE BRACKET USED W\2' X 6 1/2' RAFIERS 2° t=0.024', 0,032' or 0,040' co LO co O RAFTER & SIDEPLATES (3004-H34 ALUM. ALLOY) . o 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'xB' AND 3'x3' RAFTERS LATTICE TUBES OL3 1.5'x1.5' 23' o/c Wind 2'x2' Q4' o/c DETAIL L25 3'x3' 26' o/c DETAIL L4 018. 191 2'X3• @5' O/C lHeader MAX RAFTER SPACING 1 3 3X3 MAY SPAN 30' V/ SINGLE LATTICE RAFTERS Double 2x6 ALL OTHERS MAY SPAN 36' V/ 3105 H24 SINGLE RAFTERS ALUM ALLOY ALLTMAY SPAN 48' W/ DOUBLE . o 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'xB' 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 CONTINUOUS 2"x6" OR 2x8" DOUGLAS FIR LEDGER OR PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION COVER W/ 0.019" ALUMINUM 1/4' LAG SCREW W/ 2.25' EMBED INTO WOOD STUD SEE TABLE 7.5 COLUMN ANC4 FOR QUANTITY SEE TABLE 7.6 FOR REQUIRED FASTENERS 1. * / VIL �L TWO #8 SMS. FOFCALIFO��\P EACH SIDE 11/2' FOR 2 X RAFTERS QCT 20 2011 2 3/4' FOR 3 X RAFTERS #8 SCREWS W/ J" DIAMETER WASHERS SCREWS J" LONGER THAN LATTICE HEIGHT OL6 LATTICE TO RAFTER CONN, ALUM. EXISTING RAFTER STRUCTURE RAFTER HANGER 2- 10 x 1'SC (DETAIL L7) L10 TERNATE RAFTER TO WALL CONN. STUD - SIX 1/4' LAG SCREWS (2.25' OF PENETRATION INTO WALL STUD V/ MTN Cf. = n cn 1' MIN 3• x R ALUM I DETAILR L7 BRACKET SEE GENERAL NOTE #23 `-LATTICE M. RAFTER 3.00 0.7260.93 1.56—{ 0.72 I- --I[-017 t = 0.030' ALUM = 0.040' ALUM = 0.041' STEEL 0.72 7T 3.00 _�i 0.72 0 3" ALTERNATE POST (3105 H25 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL) `— 3' X 8' ALUM HEADER OPOST ALTERNATIVE FOR L15 SLAB ATTACHMENT ONLY #14 SHEET METAL SCREW MAXIMUM WIND CONDITION IS 110 MPH EXPOSURE C Page 15 of 60 (6063-T5 ALUM. ALLOY, 't'= 0.0781 L7 RAFTER HANGER L= 1.92' FOR 2' X 6 1/2' RAFTERS L= 2.92' FOR 3' X 8' RAFTERS T 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 I 3' x 3' METAL POST Beam I Allowable Trib Width Wind bolt DETAIL L25 No. of #8 Screw s Speed I t(in) lHeader 2 1 3 1 4 1 5 90 MPH 0.040 Double 2x6 13' 15' 15' 15' Exp C 0.042 0.0470"x8" 7' 11' 14IF 0.042 Double 3x8 14' 15' 15' 15 110MPH 0.040 Double 2x6 10' 15' 15' 15 Exp C 0.042 0.042"x3"x8" 5' 10' 8' 15' 10' 13' 15' 15' 0.042 Double 3x8 1 1 No. of 914 Screws 1 110MF H 16G rrin 8" Steel C 15' Exp C I 16G nin tDoublee Steel C 16 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 CONTINUOUS 2"x6" OR 2x8" DOUGLAS FIR LEDGER OR PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION COVER W/ 0.019" ALUMINUM 1/4' LAG SCREW W/ 2.25' EMBED INTO WOOD STUD SEE TABLE 7.5 COLUMN ANC4 FOR QUANTITY SEE TABLE 7.6 FOR REQUIRED FASTENERS 1. * / VIL �L TWO #8 SMS. FOFCALIFO��\P EACH SIDE 11/2' FOR 2 X RAFTERS QCT 20 2011 2 3/4' FOR 3 X RAFTERS #8 SCREWS W/ J" DIAMETER WASHERS SCREWS J" LONGER THAN LATTICE HEIGHT OL6 LATTICE TO RAFTER CONN, ALUM. EXISTING RAFTER STRUCTURE RAFTER HANGER 2- 10 x 1'SC (DETAIL L7) L10 TERNATE RAFTER TO WALL CONN. STUD - SIX 1/4' LAG SCREWS (2.25' OF PENETRATION INTO WALL STUD V/ MTN Cf. = n cn 1' MIN 3• x R ALUM I DETAILR L7 BRACKET SEE GENERAL NOTE #23 `-LATTICE M. RAFTER 3.00 0.7260.93 1.56—{ 0.72 I- --I[-017 t = 0.030' ALUM = 0.040' ALUM = 0.041' STEEL 0.72 7T 3.00 _�i 0.72 0 3" ALTERNATE POST (3105 H25 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL) `— 3' X 8' ALUM HEADER OPOST ALTERNATIVE FOR L15 SLAB ATTACHMENT ONLY #14 SHEET METAL SCREW MAXIMUM WIND CONDITION IS 110 MPH EXPOSURE C Page 15 of 60 (6063-T5 ALUM. ALLOY, 't'= 0.0781 L7 RAFTER HANGER L= 1.92' FOR 2' X 6 1/2' RAFTERS L= 2.92' FOR 3' X 8' RAFTERS T 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 I 3' x 3' METAL POST Beam I #of Type 11/4" bolt DETAIL L25 0EIGHT L13 16G Steel 3x8 1 Y14 SMS 12G Steel 3x8 1 O OTWO 3/B'x5' EMBEDMENT 8 O O LAG SCREW W/ 1.0, ONE ON EACH SIDE OF POST. UGLAS FIR LUMBER FLOOR 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 CONTINUOUS 2"x6" OR 2x8" DOUGLAS FIR LEDGER OR PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION COVER W/ 0.019" ALUMINUM 1/4' LAG SCREW W/ 2.25' EMBED INTO WOOD STUD SEE TABLE 7.5 COLUMN ANC4 FOR QUANTITY SEE TABLE 7.6 FOR REQUIRED FASTENERS 1. * / VIL �L TWO #8 SMS. FOFCALIFO��\P EACH SIDE 11/2' FOR 2 X RAFTERS QCT 20 2011 2 3/4' FOR 3 X RAFTERS #8 SCREWS W/ J" DIAMETER WASHERS SCREWS J" LONGER THAN LATTICE HEIGHT OL6 LATTICE TO RAFTER CONN, ALUM. EXISTING RAFTER STRUCTURE RAFTER HANGER 2- 10 x 1'SC (DETAIL L7) L10 TERNATE RAFTER TO WALL CONN. STUD - SIX 1/4' LAG SCREWS (2.25' OF PENETRATION INTO WALL STUD V/ MTN Cf. = n cn 1' MIN 3• x R ALUM I DETAILR L7 BRACKET SEE GENERAL NOTE #23 `-LATTICE M. RAFTER 3.00 0.7260.93 1.56—{ 0.72 I- --I[-017 t = 0.030' ALUM = 0.040' ALUM = 0.041' STEEL 0.72 7T 3.00 _�i 0.72 0 3" ALTERNATE POST (3105 H25 ALUM. ALLOY OR A-653 Fy=40 KSI STEEL) `— 3' X 8' ALUM HEADER OPOST ALTERNATIVE FOR L15 SLAB ATTACHMENT ONLY #14 SHEET METAL SCREW MAXIMUM WIND CONDITION IS 110 MPH EXPOSURE C Page 15 of 60 (6063-T5 ALUM. ALLOY, 't'= 0.0781 L7 RAFTER HANGER L= 1.92' FOR 2' X 6 1/2' RAFTERS L= 2.92' FOR 3' X 8' RAFTERS T 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 I Req'd Beam I #of Type 11/4" bolt All C Beams "On Slab" 1 4 16G Steel 3x8 1 4 12G Steel 3x8 1 8 Double 12G Steel 3x8 1 8 AALLUMAFTERS o 0 5' 0 0 0.040'x2'x6,625' DOUBLE HEADER 0.041'x3'x3' STEEL POST 0 CITY OF LA OUIN "A BUILDING &SAFETY DE �T. APPROVED FOR CONSTRUCTION TE BY Engineer's Stamp 2' EIGHT #14 SMS 0.042'x3'x8' 6' DOUBLE HEADER 0 0 0.041'x3'x3' 0 STEEL POST Amerimax 5208 TENNYSON PARKWAY TE BUILDING PRODUCTS, INC. PLAN0,1 TEXAS 75024 BEJ/CP NTS LT01-2009 1 of 3 O3/8' L16 BOLTS W/ 1' DIA. OF�SSt N G'j 20 GA ASTM A653 GRADE 33 STEEL BRACKET EAVE OVERHANG x 3/32' THK. STL. WASHER TO 8' STEEL 'C' BEAM QQQR _ 6" 12" 18" 24" 30" FOUR #8 WOOD SCREWS INTO RAFTER AND FASCIA 5.5' SEE TABLE 7.4 COLUMN 'N' 20'-9' f39 ONE PER RAFTER 1.575' 2.843" FOR QUANTITY` FOR #14 SELF DRILLING( 2x6 \` j o U/ ! o RAFTER ROOF COVERING IS A MAXIMUM 25'-0' SCREWS SEE TABLE 7.4 * 01 DETAIL "A" OF 3 PSF HEAVIER ROOF COVERING 26.17 COLUMN 'L'. 25'-0' 2X OF WOOD SHALL REQUIRE ADDITIONAL 4- 0.097' t IL Q FASCIA ENGINEERING ANALYSIS 111-61 F FOF( ALIT O 2'x WOOD FRAMING 217-0 ALTERNATE 3' SQ POST CONNECTj�I� 20'-0' 29-U SEE DOUG LAS FIR -LARCH #2 OR BT 16 GAUGE (t=0.059') � BRACKET C6063T6 ALUM) VT 02011 W 0 FW 2'25"1.0" IF DETAIL L29 IS NOT USED ATTACH SEE GENERALNOTE #23 HANGER 11'-10" i 1 SIDE PLATES AS PER DETAIL L26 o.ots'AL 0.042'x3'xB' BOX 2x6 0.750" 18'-0' VINYL COVER INYLCOVER L 1 7 J BEAM WRAP 7.75" 16-0 091 3/8' BOLTS SEE TABLE 7.3 COLUMN 'H' Seal with permanently DETAIL Ll FASCIA 2x4 FOR QUANTITY 11'3' ALUMINUM FOR MAXIMUM saf r� r.e 0.041x3'x3' ❑R #14 SELF DRILLING SCREWS 2x6 RAFTER SCHFASTENM °HEEWLEG0�WHT STEEL POST SEE TABLE 7.3 COLUMN 'G' 9-2" 2x8 164 FOR QUANTITY IV -0' 18'-0' ALTERNATE EAVE ATTACHMENT T_ 3" or 4" 021 1, 1 11 ji 3' OR 4' ASTM A500 GRADE A STEEL POST SEE GENERAL NOTE #9 FOR CORROSION PR❑TECTI❑N ICC ESR 1398 (2009 IBC) 10/11/2011 Comptetety Seat with permanently flexible & waterproof sealant 2.5' MIN PENETRATION INTO WOOD FRAMING 1.00 min. L22 STUCCO ATTACHMENT DETAIL W/ MIN SG = 0.5 WITH LEDGER BOARD Synthetic Stucco or other non-structural covering C1' max. thick) Sheathing SEE ALLOWABLE DISTANCE TO FIRST ROW OF POSTS IN TABLE 7.7 Page 16 of 60 Live/Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" Solid Cmw Wind nvwm aruk t ON I EAVE OVERHANG 2.5" (24" OIC) _ 6" 12" 18" 24" 30" 10 PS' Lj 9 HEADER SPLICE DETAIL 2- j14 SYS o o 20'-9' 12-0" T-1" 3'-8" 2x6 26.17 EACH SIDE 25'-0' 23'-10" 1T-1" Lattice=105 Exp C 2x8 26.17 25-0 25'-0' 3" X 8' HEADER o 25'-0' 10 psf 0.875' 20'-0' 193' 111-61 3-x8' 12 (t=0.105') OR T -W C 217-0 20'4 20'-0' 29-U 16-7" 16 GAUGE (t=0.059') 2x6 2- 2' x 6 I/2" SIDEPLATES 20'4 -( 3' 20-0' 2a -a 20 psf 2x4 STEEL C BEAM 11'-10" ONE9 OF 4'-1' POST 0.042'x3'xB' BOX 2x6 16-0' 18'-0' Fy= 50 KSI 13'-9' 9-10' BEAM WRAP 7.75" 16-0 W-17 18'-0' Seal with permanently DETAIL Ll 25 psf 2x4 16-0' 11'3' T -F flexlble 6 waterproof 1'-10" 2x6 164Y I 18'4Y 18'-0' sealant 9-2" 2x8 164 1V4Y IV -0' 18'-0' 16.17 30 pet 2x4 CONTINUOUS 2"x6" DOUGLAS FIR LEDGER 9-7' 51-1" 2'-0' 17-0' 2x6 16-0' 1647 164' 1d-0' OR PROVIDE SIMPSON STRONG TIE 2x8 16.17 16-0' 16-0' 16-0' 14'4r 40 psf 2x4 14'-0 6'-7" MSTA36 (ICC ESR 2105) AT SPLICE 0'-0" or4r 2x6 14'-0' 14'-0 11'-1" EXISTING DF 4'-8" . 2x8 LOCATION W-17 14'-0' 14'-0' 1174" 60 p9 2x4 FRAMED WALL 4'4" Fir 1.00 min. COVER W/ 0.019" ALUMINUM 2x6 11' -a 11' -0' 6-9' 4'-1" 2'-2" 2x8 SEE GENERAL NOTE #23 L18 3" X 8" X 12, 16 GA. STL. 'C' BEAM 6-0" WRAP W/ 3" X 8" ALUM. BOX BEAM 1/4' Lag Screw COVER 3" OR 4" —� 3.5' MIN ASTACH PER L7TTICE r T_ 3" or 4" 021 1, 1 11 ji 3' OR 4' ASTM A500 GRADE A STEEL POST SEE GENERAL NOTE #9 FOR CORROSION PR❑TECTI❑N ICC ESR 1398 (2009 IBC) 10/11/2011 Comptetety Seat with permanently flexible & waterproof sealant 2.5' MIN PENETRATION INTO WOOD FRAMING 1.00 min. L22 STUCCO ATTACHMENT DETAIL W/ MIN SG = 0.5 WITH LEDGER BOARD Synthetic Stucco or other non-structural covering C1' max. thick) Sheathing SEE ALLOWABLE DISTANCE TO FIRST ROW OF POSTS IN TABLE 7.7 Page 16 of 60 Live/Snow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS "L" Solid Cmw Wind SIZE EAVE OVERHANG (24" OIC) _ 6" 12" 18" 24" 30" 10 PS' 2x4 26-0' 20'-9' 12-0" T-1" 3'-8" 2x6 26.17 26.17 25'-0' 23'-10" 1T-1" Lattice=105 Exp C 2x8 26.17 25-0 25'-0' 26-U 25'-0' 10 psf 2_x4 20'-0' 193' 111-61 7-1" T -W 2x6 217-0 20'4 20'-0' 29-U 16-7" Lattice=110 Exp C 2x6 2a -a 20'4 X.O. 20-0' 2a -a 20 psf 2x4 16-0 11'-10" V-10" 4'-1' 2'-1" 2x6 16-0' 18'-0' 18'-0' 13'-9' 9-10' 2x8 16-0 W-17 18'-0' 16-0' 16-17 25 psf 2x4 16-0' 11'3' T -F T-9' 1'-10" 2x6 164Y I 18'4Y 18'-0' 13'-0' 9-2" 2x8 164 1V4Y IV -0' 18'-0' 16.17 30 pet 2x4 16-0 9-7' 51-1" 2'-0' 17-0' 2x6 16-0' 1647 164' 1d-0' T-2" 2x8 16.17 16-0' 16-0' 16-0' 14'4r 40 psf 2x4 14'-0 6'-7" 3'4' 0'-0" or4r 2x6 14'-0' 14'-0 11'-1" T3" 4'-8" . 2x8 W-17 W-17 14'-0' 14'-0' 1174" 60 p9 2x4 9-10" 4'4" Fir 6.5. a.(r 2x6 11' -a 11' -0' 6-9' 4'-1" 2'-2" 2x8 11'-0' 111-0' 11'-0' 6-9" 6-0" BE 14 SMS 3„ /I �' 1 6" 3" �f 060 3" X 8" BOX BEAM HEADER -ALUM. "H" ) BRACKET 0.041'x3'x3' STEEL POST ALUMINUM "H" BRACKET FOR CONNECTING POST TO HEADER (6063T5 ALUM ALLOY) CITY OF lA UU11'`THIS DETAIL MAY ONLY BE BUILDING &SAFETI' I; USED WITH DETAIL L29 1.1 PROME FOR CONSTRUCTIC :\`�JA me�max 5208 TENNYSON PARKWAY 11111 SUITE 100 BUILDING PRODUCTS; MIC. PLANO, TEXAS 75024 DATE BY Engineer's Stamp BEJ/CP NTS Component P For Patio & LT02-2009 2of3 0.024* — 6 5/8' SEE DETAIL L26 0.024' 3' 0.024' 6 5/8" 3" L 3' SQUARE COLUMN (3004-1-134 ALUM. ALLOY) L242' x 6.5' SIDEPLATES (3004-H34 ALUM. ALLY) Alun, Bracket (t = 0.0609 DETAIL L9 Lattice Solid Par #8 SMS 3' x 8' Header #1 (0.042') FOUR #14 SMS EACH SIDE FOR - EACH HEADER 3"x3' POST Lattice or Solid Panels I I I I I I I I I I 1 0.042'x3'x8' HEADER -\ Alun. 6" MIN 3' x 8' Header (0.042') 2' x 6' Side Plate MIN #14 3' x 8' H 3"x3" 2x6.5" SIDEPU FOUR #14 SMS EACH SIDE FOR 110 MPH EXP C SLAB ATTACHMENT AND UP TO d=28' FOOTING. J'0 GALVANIZED HILTI HIT-HY 150 MAX ADHESIVE ANCHOR <ICC ESR 2262) W/ 2.25' EMBED AND 1' 0 WASHER OR EQUIVALENT ALUMINUM BRACKET FOR CONNECTING POST TO FOOTING OR SLAB (6063-T6 ALUM ALLOY) 3"X 3" 2"X 6.625" POST ISIDEPLATES ALUM. FOOTING BRACKET SINGLE SPAN ATTACHED UNITS ONLY � )' o ; REQUIRES SIDEPLATES AS SHOWN IN �I' DETAIL L26 SLAB OR FOOT NG ALTERNATE 1.5" 3"x3" ALUMINUM RAFTER L30 3'X3' I� TWO #10 OR #14 SMS RAFTER ATTACHMENT LATTICE HEADER TOP MOUNT BRACKET 0.21" STEEL Fy = 33 ksi 8. BRACKET\ IS 1.094' WIDE \`/ SEE MOM 8' ^ 2x8 LEDGERBaum (ow,v ro) ALUM M07E /� RAFTER MND /14x1.5' eeie.x SMS TOP MOUNT 114x3.5' eoe.s 0.042"x3"x8" 4" m HEADER I 6" MIN I I 2"X 6 1/2"X .024" ALUM. SIDEPLATE 3" x 8" HEADER CONNECTION ISI 0 Live ALL HOUSE PENETRATIONS MAX "L" FOR TOP Load Wind Speed OR SIDE MOUNT (psi) and Exposure 16" o/c 124"o/c_ 10 105 mph Exp B 21'-8" 14'-5" 6 PLACES 110 mph Exp B 20'-1" 13'4" 90 mph Exp C 21'-3" 14'-2" / P P R OV E D 105 mph Exp C 15' -to" 10'-7" 2" SPACING 110 mph Exp C 14'-6" 9'-8" 20 110 mph Exp C 1 11'4" I 7' -6 - NOT ALLOWED IN SNOW LOAD AREAS L 1* SEE GENERAL NOTE #9 FOR rATA,CLHPER C❑RR❑SI❑N PROTECTION 7.5 1' MIN GAP BETWEEN EXISTING EAVE LEDGER AND ROOF FOR WOOD FRAMING DRAINAGE ALUM 4- #14 SMS EACH SIDE 2-1 50" —1.2.75' .0' 0.078" 3. 00 i -I + I 11-o' IIF--��---3. #14 x 3/4' SMS FOUR- #14 SMS EACH SIDE,EV Y + g10N I --2.0---I tY 6/30/ 01 60 3T ALUM B ACKETINUM WITH SIDEPLAT VI L ��Q. FOFCALIFO0 OCT 20 201 STEEL POST 3/8' x 9' STEEL REBAR EMBEDDED AT 'B' DEPTH d < 33' B = 9' a d < 38' B = 12' D p d<46' B=18' SEE SHET M8 FOR REQUIRED SLAB FOR CONSTRAINED D. D I. B D 4 d<51' B=24' V .& Ip d 9„ �1 D 4 2CONCRETE FOOTING Gd FREESTANDING OR ATTACHED STRUCTURE COLUMN TO FOOTING CONNECTION DETAIL BETWEEN SCREWS IDE M,J i D Ur%r-T FOR CONS I R >,• -� L27 ALTERNATIVE SPLICE FOR ATTACHED UNITS EAVE ATTACHMENT EAVE OVERHANG AND /¢" DATE__BY 'L' MUST ALSO COMPLY WITH DETAIL L17 LEDGER BOARD ICC ESR 1398 (2009 IBC) 10/11/2011 Page 17 of 60 Engineer's Stamp 5208 TENNYSON PARKWAY 13UILD1�'C PRODUCTS, INC. SUITE t 00 ' _ PLANO, TEXAS 75024 BEJ/CP Component Parts & Connection Details NTS For Patio & Commercial Lattice Structures LT03-2009 3 of 3 ALL HOUSE PENETRATIONS RAFTE f � QUIN /� v� MUST BE COMPLETELY AND #14X1.5' SCREWS CITY OF E_ �"! PERMANENTLY SEALED 6 PLACES BUILDING & SAFETY DEPT. 0.125"x1.5"x1.5" STEEL RACKET (Fy=33 KSI) "L' BRACKET -'.' / P P R OV E D 2" SPACING ( /�'aP "r -q Ni 9„ �1 D 4 2CONCRETE FOOTING Gd FREESTANDING OR ATTACHED STRUCTURE COLUMN TO FOOTING CONNECTION DETAIL BETWEEN SCREWS IDE M,J i D Ur%r-T FOR CONS I R >,• -� L27 ALTERNATIVE SPLICE FOR ATTACHED UNITS EAVE ATTACHMENT EAVE OVERHANG AND /¢" DATE__BY 'L' MUST ALSO COMPLY WITH DETAIL L17 LEDGER BOARD ICC ESR 1398 (2009 IBC) 10/11/2011 Page 17 of 60 Engineer's Stamp 5208 TENNYSON PARKWAY 13UILD1�'C PRODUCTS, INC. SUITE t 00 ' _ PLANO, TEXAS 75024 BEJ/CP Component Parts & Connection Details NTS For Patio & Commercial Lattice Structures LT03-2009 3 of 3 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE! Table7.3: Required Number of Fasteners for Shearing Loads Table 7.4: Required Number of Fasteners for Tension Loads Aluminum Material Gage (in) Steel Gage (in) Aluminum Gage (in) 0.024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 1 0.041 0.041 0.036 0.06 0.060 0.090 0.100 Trib Width (ft) Allowable Width for Attached Two Post Structures on Slab Live or Ground Snow Load MAX POST HGHT 10 psf 20 psf 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'-9" 10'-5" 7 18'-4" n/a 7.5 17'-1" n/a 8 16'-0" n/a 8.5 15-1" n/a 9 14'-3" n/a lapse r.1 POST CODE POST DESCRIPTIONS DETAIL MAX POST HGHT A 62"x1.5"x1.5" Scroll AC 9 B 0.042"x3"x8" Aluminum Post N30, L1 11' B 0.024"Post with Sideplates N16, BK, L24 12' B Clover 0.030"x3"x3" Alum N11, AH, L11 11' B Clover 0.040"x3"x3" Alum N11. AH, L11 12' C Colonial 0.062" Extruded AE 12' D 0.041"x3"x3" 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""x3"x3" Steel Square N17, AG, L21 15' J 3/16"x4"x4" Steel Square N17, AG, L21 15' K 1/2"x4"x4" Steel Square N17, AG, L21 15' 1aDie r.c Footer Design #14 3/8"B 3/8"B #14 #14 3/8" B #14 3/8" B #14 3/8" B STUD @ 16" OIC SPACING 3/8" B #14 3/8" B 3/8" B #14 Design Footei Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS BOLT SMS BOLT 1 1 BOLT SMS BOLT BOLT SMS Uplift Size d (in) (Ibs) 189 424 566 283 315 708 462 1384 507 1522 3 3 554 128 865 1298 255 (lbs) d (in) 12 100 1 1 1 1 1 1 1 1 1 1 2 2 1 1 1 1 1 100 12 13 127 1 1 1 1 1 1 1 1 1 1 3 3 1 1 1 1 1 127 13 14 159 1 1 1 1 1 1 1 1 1 1 8' 1 2 1 1 1 159 14 15 195 2 1 1 1 1 1 1 1 1 1 6' 1 2 1 1 1 195 15 16 237 2 1 1 1 1 1 1 1 1 1 1 2 1 1 1 237 16 17 284 2 1 1 2 1 1 1 1 1 1 1 3 1 1 2 284 17 18 338 2 1 1 2 2 1 1 1 1 1 1 3 1 1 2 338 18 19 397 3 1 1 2 2 1 1 1 1 1 1 1 4 1 1 2 397 19 20 463 3 2 1 2 2 1 2 1 1 1 1 4 1 1 2 463 20 21 536 3 2 1 2 2 1 2 1 2 1 1 5 1 1 3 536 21 22 616 4 2 2 3 2 1 2 1 2 1 2 5 1 1 3 616 22 23 704 4 2 2 3 3 1 2 1 2 1 2 6 1 1 3 704 23 Slab 90B 722 4 2 2 3 3 2 2 1 2 1 2 6 1 1 3 722 Slab 24 800 5 2 2 3 3 2 2 1 2 1 2 7 1 1 4 800 24 25 904 5 3 2 4 3 2 2 1 2 1 STUD @ 16" OIC SPACING 2 8 2 1 4 904 25 26 1017 6 3 2 4 4 2 3 1 3 1 1 1 2 8 2 1 4 1017 26 27 1139 7 3 3 5 4 2 3 1 3 1 3 3 3 9 2 1 5 1139 27 28 1270 7 3 3 5 5 2 3 1 3 1 2 2 3 n/a 2 1 5 1270 28 29 1411 8 4 3 5 5 2 4 2 3 1 3 3 3 n/a 2 2 6 1411 29 30 1563 9 4 3 6 5 3 4 2 4 2 8' 3 n/a 2 2 7 1563 30 31 1724 n/a 5 4 7 6 3 4 2 4 2 6' 4 n/a 2 2 7 1724 31 32 1896 n/a 5 4 7 7 3 5 2 4 2 4 Na 3 2 8 1896 32 33 2080 n/a 5 4 8 7 3 5 2 5 2 4 n/a 3 2 9 2080 33 34 2275 n/a 6 5 9 8 4 5 2 5 2 5 n/a 3 2 9 2275 34 35 2481 n/a 6 5 9 8 4 6 2 5 2 5 n/a 3 2 n/a 2481 35 36 2700 n/a 7 5 n/a 9 4 6 2 6 2 5 n/a 4 3 n/a 2700 36 37 2931 n/a 7 6 n/a n/a 5 7 3 6 2 6 n/a 4 3 n/a 2931 37 38 3175 n/a 8 6 n/a n/a 5 7 3 7 3 6 n/a 4 3 n/a 3175 38 39 3433 n/a 9 7 n/a n/a 5 8 3 7 3 7 n/a 4 3 n/a 3433 39 40 3704 n/a 9 7 n/a n/a 6 9 3 8 3 7 n/a 5 3 n/a 3704 40 41 3988 n/a rda 8 n/a n/a 6 9 3 8 3 8 n/a 5 4 n/a 3988 41 42 4288 n/a n/a 8 n/a n/a 7 n/a 4 9 3 8 n/a 5 4 n/a 4288 42 43 4601 n/a n/a 9 n/a n/a 7 n/a 4 n/a 4 9 n/a 6 4 n/a 4601 43 44 4930 n/a n/a 9 n/a n/a 7 n/a 4 n/a 4 9 n/a 6 4 n/a 4930 44 45 5273 n/a n/a n/a n/a n/a 8 n/a 4 n/a 4 n/a n/a 7 5 n/a 5273 45 46 5633 n/a n/a n/a n/a n/a 8 n/a 5 n/a 4 n/a n/a 7 5 n/a 5633 46 47 6008 n/a n/a n/a n/a n/a 9 n/a 5 n/a 4 n/a n/a 7 5 n/a 6008 47 48 6400 n/a n/a n/a n/a n/a n/a n/a 5 n/a 5 n/a n/a 8 5 n/a 6400 48 49 6808 n/a n/a n/a n/a n/a n/a n/a 5 n/a 5 n/a n/a 8 6 n/a 6808 49 50 7234 n/a n/a n/a n/a n/a n/a n/a 6 n/a 5 n/a n/a 9 6 n/a 7234 50 #14 SMS = #14 sheet metal or SDS screw, 1/2" minimum length 3/8" B = 3/8" Diameter Bolt See General Notes for specifics on fasteners Glearspan on this chart is the distance from the wall to the first row of columns. Hilti Kwik Boll TZ 3/8" diameter and 2" embed and 1" dia steel washer: ICC ESR 1917 or other anchor w/ 400# allowable shear and 200# allowable tensile vs live, snow, wind and seismic loads. Masonry anchors must have An allowable shear value of 400# and 200# tensile for live, snow, wind or seismic loads or be specified by a design professional. 1/4" Lag screws must have 2 1/4" of penetration into studs and 0.5" washers These lag screws mustmust be installed as per AFPBA NDS Section 11.1.3. See General Note #11 for washer specifications. 10 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- Larchl TABLE 7.5: WALL ATTACHMENTS FOR SOLID COVER STRUCTURE: 71 ANC: 1 ANC: 9 ANC. 3 ANC: d 1 Spacing between bolts and screws shall be 2.5 times the shank diameter 2 The edge distance of bolts and screws shall be 3 limes the shank diameter 3 Connections shall be arranged so that the center of resistance of the connection shall coincide with the resultant line of action of the load. OCT 20 2011 TABLE 7.6: WALL ATTACHMENTS LIVE/ O/C O/C PANEL NUMBER OF FASTENERS PER WIND SPEEE SNOW SPACING SPACING SPAN STUD @ 16" OIC SPACING (MPH) AND LOAD CONCRETE MASONRY (FT) #14 X 2" 1/4" LAG EXPOSURE (PSF) ANCHORS ANCHORS Exp C SCREWS SCREWS 110 B 10 12" 10" 12' 1 1 90 C LIVE 6' LIVE 24' 2 2 110 B 20 9" 7" 13' 2 2 110 C LIVE 24' 7" 20' 3 3 8' 25 9" 7" 13' 2 2 9' 7' 6' 7" 20' 3 3 24' 30 9" 7" 12' 2 2 4 24' 18' 18' 3 3 8' 40 9" 7" 14' 3 3 7 60 8" 9' 3 3 1 Spacing between bolts and screws shall be 2.5 times the shank diameter 2 The edge distance of bolts and screws shall be 3 limes the shank diameter 3 Connections shall be arranged so that the center of resistance of the connection shall coincide with the resultant line of action of the load. OCT 20 2011 TABLE 7.6: WALL ATTACHMENTS FOR LATTICE COVERS GRND Wind # of 2 Lag 3 Lags SNOW Speed Screws' ALUMINUM RAFTER SPACING LOAD and per 12" 1 16" 1 24" 1 30" 1 36" MAXIMUM ALUMINUM RAFTER SPAN 24' 24' 1 17' 14' 11' (PSF) Exposure Rafter 10 110 mph 2 LIVE Exp C 3 24' 24' 24' 19' 16' 20 2 18' 13' 9' 7' 6' LIVE 3 24' 19' 13' 10' 8' 4 24' 19' 13' 10' 8' 25 2 17' 13' 9' 7' 6' 3 24' 18' 12' 10' 8' 4 24' 18' IT 10' 8' 30 2 14' 11' 7 6' 5' 3 20' 15' 10' 8' 7' 4 20' 15' 10' 8' 1 7' 40 2 11' 8' 5' 4' 4' 3 15' 12' 8' 6' 5' 4 15' 12' 8' 6' 5' 60 2 7' 5' 4' 3' 2' 3 10' 8' 5' 4' 4' -screws are aiq screws w1 1.b emoeament into L,=u.5 soua w000 (uougias t-ip 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 Exp B Exp Live 10 Live 10 Live 10 Live 10 Live 20 25 30 40 60 13'-6" 11' 10' 8'-7" 7'-1" 7'-8" 6'-6" 4'-10" T-4" 20'-2" 16'-6" 14'-10" 13'-1" 10'-7" 11'-7" 9'-9" 7'-5" 5' 13'-6" 11' 10' 8'-8" 7'-1" 7'-8" V-6" 4'-10" T-4" 18' 14'-6" 13'-4" 11'-7" 9'-5" 10'-3" 8'-8" 6'-7" V-5" 90 MPH N/A 110 MPH 90 MPH 100 MPH 110 mph 110 mph 110 mph 110 mph 110 mph 110 mph Lag =114" Lag screw wim z.z5 penetration into U=U.b wood (uouglas rir) Lattice Structures always use 90 mph Exposure B for the wind condition Amerimax Building Products 5208 Tennyson Parkway CIT Oi—r (_A U'J i i\ 1 f" Plano, Texas 75024 BUi'-'-'(!4G & SAFETY D!:- -PT -Carl Putnam, P. E. r-� 3441 Ivylink Place Lynchburg, VA 24503 F,7:, r:ONS T RUCTIC' 1' (434) 384-2514 carloutnam(cicomcast.nel M3-2009 I D I T E BY _ • 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 / J�k MIN 3.5' CONCRETE SLAB REVD W/ CONSTRAINED I FOOTINGS SINGLE SPAN ATTACHED LATTICE STRUCTURE ❑'HANG 0 . PROVIDE 1 1 DRAIN MULTISPAN UNITS REFER TO GENERAL NOTE 22. IL MULTISPAN FREESTANDING LATTICE STRUCTURE V� MAXIMUM RAFTER ��6C'GF SSE OVERHANG �IS 257 OF CLEARARSPAN LATTICE OVERHANG 36' MAX 24' MAX FOR 30 PSF SNOW LOAD OR POST HT HIGHER 3'x 8"x 12 or 16 GA. STEEL "C" BEAM FOR BEAM WRAP DETAIL, DETAIL 118'. ATTACHMENT TO MIN 3.5' MIN 3.5' CONCRETE SLAB RE02_I CONCRETE SLAB MAY BE W/ CONSTRAINED FOOTINGS USED WHERE PERMITTED SEE SCHEDULE FOR SIZE SEE SCHEDULE DETAIL L29 ONLY SEE SCHEDULES• MMN G.' Lao% OF PROJECT1D FASCIA CA MAX '—COVER PANEL OVERHANG SPACIING� SEE SCHEDULE FOR FOOTING SIZE SINGLE SPAN ATTACHED M EVM SMOIURE I VERHANG MIN 3.5' CONCRETE SLAB REVD W/ CONSTRAINED FOOTINGS 'i 2'x6,625', 3'x8' OR 3'x3' ALUM RAFTERS RAFTER SPAN 1R SPAN) OR MORE SPANS —2"x6.625", 3'x8" OR 3"x3" ALUM. RAFTERS �F' lvr CssP zE',rOR�FC), LATTICE: I It SEE DETAIL L3 34, B' ek�e�UM y0 A�� DA% MIN 3.5' CONCRETE SLAB F S 0 REVD W/ CONSTRAINED FOOTINGS F I SINGLE SPAN FREESTANDING LATTICE STRUCTURE TW �ITY OF to QUINT BUILDING & SAFETY DEF APPROVED FOR CONSTRUCTION ATE BY FREESTANDING STRUCTURE ATTACHED STRUCTURE ICC ESR 1398 (2009 IBC) 10/11/2011 Page 5 of 60 TRIBUTARY WIDTH (TW) DIAGRAM ENGINEERS STAMP I- 04* :jPLACE 3/8' OX 9' SEE SCHEDULE FOR SIZE DETAIL L29 ONLY OF CLEAR SPAN OCT 20 2011 O."Ameitimax 5208 TENNYSON PARKWAY BUILDNG PRODUCTS, QVC. SUITE00 NO' TEXAS 75024 Ir CMP DRAWING NONE DR PART ALUMAWOOD STRUCTURAL NAME CONFIGURATIONS DRAWING SHEET NUMBER SCO2-2009 2 OF 2 LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 0.024"x2"x6.625" Rafter (Multisoan) 0.032"x2"x6.625" Rafter (MultisDan) 0 040"x2"x6.625" Rafter (MultisnnnI 0 042"x3"x8" Rafter (Mij1fiqr).qn1 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (pso in 90 100 105 110 10 24" 7'-4" 7'-4" 6-10" 6'4" LIVE 20" 8'-5" 8'-4" 7'-9" 7'-3" 20 16" 9'-g" 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" 6-11" V-11" 5'-11" 12" 7'-4" 7'-4" 7'-4" 7'-4" 25 24" 4'-2" 4'-2" 4* -2" 4'-2" 20" 4'-10" 4'-10" 4'-10" 4'-10" 60 16" 5'-9" 5'-9" 5'-9" 5'-9" 12" 7'-1" 7'-1" 7'-1" T -l" 30 24" 3'-7" 3'-7" T -T' 3'-7" 20" 4'-2" 4'-2" 4'-2" 4'-2" 16" 5'-0" 5-0" 6-0" 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" 3'-11" 3'-11" 3'-11" 12" 5'-0" 6-0" 5'-0" 5'-0" 60 24" V-11" V-11" V-11" 1--11" 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 (psf) in 90 100 105 110 10 24" 10'-11" 10'-11" 10,_11" 10'-8" LIVE 20" 12'-3" 12'-3" 12'-3" 11'-10" 20 16" 14'-1" 14'-1" 14--1" 13'-4" LIVE 12" 16'-8" 16'-8" 16'-3" 15'-5". 20 24" 6'-8" 6'-8" 6-8" 6'-8" LIVE 20" 7'-8" 7'-8" 7'-8" 7'-8" 30 16" 91-01, 91-01, 91-01, 91-01, 12" 10'-11" 10'-11".10'-11" 10'-2" 10'-11" 25 24" 6'-5" 6'-5" 6'-5" 6'-5" 20" 7'-5" 7* -5" T-5" 7'-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" 7'-8" T-8" 7'-8" 7'-8" 12" 9'-4" 9'-4" 9-4" 9'-4" 40 24" 4'-5" 4'-5" 4'-5" 4'-5" 20" 5'-2" 5* -2" 5'-2" 5'-2" 16" 6'-2" 6-2" 6'-2" 6'-2" 12" 7'-8" 7'-B" 7'-8" 7'-8" 60 24" 3'-1" 3'-1" 3'-1" 3'-1" 20, -" T13 3'-8" 3'-8" T-8" 16': 4'-5" 4'-5" 4'-5" 4'-5" 12" 5'-7" 5'-7'* 5'-7" 5'-7" L SINGLE SPAN TABLES 0 094"y9"y9 995" Rnftpr Nqinnlo Rnnn) n 019"49'xR F;95" P.ft— Mi -1. 1—n1 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (psf) 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 16.1 7'-8" 7'-8" 7'-8" 7'-8" 12" 10'-2" 10'-2" 10'-2" 10'-1" 25 24" 4'-11" 4'-11" 4'-11" 4'-11" 20" 5-10" 5'-10" 6-10" 5'-10" 60 16" 7'-4" 7'-4" 7'-4" 7'-4" 12" 91-91, 91-91, 9,_9" g. -g" 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 -l" 3'-1" T -l" 3--1" 20" 3'-8" 3'-8" 3'-8" 3'-8" 16" 4'-7" 4'-7" 4'-7" 4'-7" 12" 6'-1" 6'-1" 6* -1" 6'-1" 60 24" 2'-0" 2'-0" 2'-0" 2'-0" 20" 2* -5" 2'-5" 2'-5" 2'-5" 16" 3'-1" 3--1" 3--1" 3--1" 12" f 4--1" , 4--1" 4'-1" 4'-1" [ABLE 1.tj I A13LE 1.2 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (pso in 90 100 105 110 10 24" 13'-7" 12'-0" 11'-4" 10'-8" LIVE 20" 15-0" 13'-3" 12'-6" 11'-10" 20 16" 16'-10" 14'-11" 14'-1" 13'-4" LIVE 12" 19'-5" 17'-3" 16'-3" 15'-5" 20 24" 8'-10" 8'-10" 8'-10" 8'-10" LIVE 20" 10'-6" 10'-6" 10'-6" 10* -6" 30 16" 12'-3" 12'-3" 12'-3" 12* -3" 12" 14'-1" 14* -1" 14--1" 14'-1" 25 24" 8'-5" 8'-5" 8'-5" 8'.5" 20" 10* -1" 10'-1" 10'-I" 10'-1" 60 16" 11,_11" 11'_11" 11'-11" 11--11" 12" 13'-9" 13'-9" 13'-9" 13'-9" 30 24" 7'-0" 7'-0" T -O" 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" 64" 6'-4" 64" 16" 7'-10" 7'-10" 7'-10" 7'-10" 12" 10'-6" 10'-6" 10'-6" 10'-6" 60 24" 3'-6" 3'-6" 3'-6" 3'-6" 20" 4'-2" 4'-2" 4'-2" 4'-2" 16" 5'-3" 5'-3" 5'-3" 5'-3" 12" , T -O" , 7'-0-' 7'-0" T -O" IF -11.111:1111w= Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (pso 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" I7'-8" LIVE 12" 21'-7" 21'-2'* 20'-5" 19'-10"1 20 24" 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" 8'-11" 8'-11" 20" 10'-1" 10'-1" 10'-1" 10'-I" 60 16" 11'-9" 11'-9" 11'-9" 11'-9" 12" 14--1" 14--1" 14--1" 14--1" 30 24'T-9" 6'-4" 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" 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" 0 040"0"Y6 625" Rafter (SinnIP,';nqn1 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (pso in 90 100 105 110 10 36" 12'-6" 12'-6" 12'-6" 12* -6" LIVE 32" 13'-6" 13'-6" 13* -6" 13'-6" 20 24" 16'-2" 16'-2" 16'-2" 16-10" LIVE 16" 20'-7" 20'-7" 20'-5" 19'-4" 20 36" 7'-7 7'-7 T -T' 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" T4" 7-4" 32" 8'-0" 8'-0" 8'-0" 8'-0" 60 24" V-11" V-11" 9'-11" 9'-11" 16" IT -l" 13'-1" 13--1" 13'-1" 30 36" 6'-4" 6'-4" 6'-4" 6'-4" 32" 6-11" 6-11" 6'-11" 6-11" 24" 8* -8" 8'-8" 8'-8" 8'-8" 16" 11'-7" 11,_7' 11* -7" 11,_7, 40 36" 5'-0" 5'-0" 5'-0" 5'-0" 32" 5'-6" 5'-6" 5'-6" 5'-6" 24" 6* -11" 6'-11" 6-11" 6* -11" 16" 9'-5" 9'-5" 9'-5" 9'-5" 60 36" 3'-6" 3'-6'* 5'-4" 5'-4" 32" 3'-11" 3'-11" 6'-4" 6'-4" 24" 5'-0" 5'-0" 7'-11" 7'-11" 16" 6-11" 6-11 10'-7" 10'-7" 'A"Y'l" Pnftor n9" 1Mij1fisnnnnrqinn1P1 Ground Rafter Wind Speed and Exposure Snow Load Gauge Exposure C (psf) (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" 7'-6" 7'-6" 7'-6" 7'-6" 0.040" 12'-0" 12'-0" 12'-0' 12'-0" 40 0.024" 6* -4" 6'-4" 64" 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 AbLL I-) Amerimax Building Products 5208 Tennyson Parkway Piano, Texas 75024 TABLE 1.3 TABLE 1.4 ,NOTE: RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN Carl Putnam, P. E. 0.042"x3"x8" 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'-'l 17'-7" 16'-8" 15-10" 16" 20'43" 19'-5" 18'-7" 17'-8" 12" 22'-7" 21'-2" 20'-5" 19'-10"1 20 24" 12'-8" 12'-8" 12'-8" 12'-8" LIVE 20" 13'-10" 13'-10" 13'-10" 13* -10" 16" 15'-5" 15'-5" 16-5" 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" 16-1" 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" 12" 16-10" 16-10". 16-10" 15'-10" 40 24" 7'-11" 7'-11" 7'-11" 7'-11" 20" 9'-6" 9'-6" 9'-6" 9'-6" 16" 11'-10" 11'_10" 11,_10" 11'-10" 12" 13'-9" 13'-9" 13'-9" 13'-9" 60 24" 5'-4" 64" 5'-4" 5'-4" 20" 6'-4" 6'-4" 6'-4" 6'-4" 16" 7'-11" 7'-11" 7'-11" 7'-11" 12" 10'-7" 1 10'-7" 10'-7" 10'-7" I AbLt 1.0 0 ICC ESR 1398 (2009 IBC) 10/11/2011 Page 6 of 60 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exp C (psf) in 90 100 105 110 10 36" 16'-2" 14'-4" 13'-6" 12'-9" LIVE 32" 17'-2" 15'-3" 14'-5" 13'-7" 24" 19'-11" 17'-8" 16'-9" 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'-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. T-8" -8" T., 7'-8" T -8" 32': 8'-8" 8._88'-8" 8'-8" 24" 11'-6" 11,_6" 11'-6" 11'-6" 16" 15* -7" 15'-7" 15'-7" 15'-7" 40 36" 5'-9" 5'-9" 5'-9" 5'-9" 32" 6'-6" 6'-6" 6'-6" 6'-6" 24" 8'-8" 8'-8" 8'-8" 8'-8" 16"_ 12* -11" 12'-11" 12'-11" 12'-11 60 36" 3'-10" 3'-10" 3'-10" 3'-10" 32" 4'-4" 4'-4" 4'-4" 4'-4" 24" 5'-9" 5'-9" 5'-9" 5'-9" 16" 8'-8" 8'-8" 8'-8" 8'-8" I AbLt I.V Lynchburg, VA 24503 carloutnam(cDcomcast. net RAFTERS O/C SPACING MAY BE DOUBLED IF THE RAFTERS ARE DOUBLED UP TO 48" O/C 'VIL*CITY OF LA QUINTA OFCAL - BUILDING & SAFETY DEPT. OCT 20 201E fit, PROVED FOR CONSTRUCTION SINGLE SPAN TABLES DATE BY I --- rnirc neT CDA -MCC CnD DATIn AM n rn MMFCr1A1 rnVFDC OA MDW WIMn AQIPAc 0.042"x3"x8" Box Beam Detail 1-1 TABLE 2.1 Attached Single Freestanding or Double 0.042"x3'x8' Detail L12 Double 0.040"x2"x6.625" Detail L12 TABLE 2.1 0.042"x3"x8" Box Beam Detail 1-1 Double 0.042"x3"x8" Detail L12 Double 0.040"x2"x6.625" Detail L12 Attachetl Single Freestanding or Atlachetl Single Freestanding or Al achetl Single Freestanding or Attached Single Freestanding or 20 Attached Freestanding or Span Structure MuIGs an Units Span Structure Multis an Units 22'-8" Structure Multis an Units A Span Structure Multis an Units Span Structure Multis an Units Span Structure Mullis an Units GROUND TRIB MAX POST MAX AX POST LENGTH MAXETYPE-d- MAX POST LENGTH MAX LIVE MAX POST LENGTH GROUND TRIB MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH POST REO'D POST MIN FO8' I 10' I 12' POST 8' I 10' I 12' POST MIN FOOTER 8' I 10' I 12' SNOW WIDTH POST REO' POST MIN FOOTER 8' I 10' I 12' POST MIN FOOTER 8' I T. I 12' POST MIN FOOTER 8' I 10' I 12' LOAD (FT) SPACING FOR SP; POST NSTRAINED FOOTE l-.d--d- SPACIN CONSTRAINED FOOTS SPACING POS SIZE CONSTRAINED FOOTS LOAD (FT) SPACING FOR SPACIN POS SIZE CONSTRAINED FOOTS SPACING POST SIZE CONSTRAINED FOOTS SPACING POS SIZE CONSTRAINED FOOTS (PSF) ON SLAB SLAB (FT) TYPE "d' 'd" (FT) 'd' 'd' 'tl' (FT) TYPE 'd' 'd' 'd' 'd' (PSF) ON SLAB SLAB (FT) TVP 'tl' 'd' 'd' 'd' (FT) TYPE tl"d" 'd' 'd (FT) TVP "d- 'd' -d' -d- (FT) in) (in) (in) 22 (in) (in) (in) 25 (in) (i. n) Qn) Cn (FT) (in) (in) (in) (in) (in) (in) (in) (in)I (in) (in) (in) I (in) 20'-10' A 21 25 27 28 19'-3' A 21 25 26 28 18'-0" B 22 25 26 27 16'-11' B 22 24 26 27 16'-0' B 22 24 25 27 15'-2' B 23 24 25 26 14'-5' B 23 23 25 26 13'-10' B 23 23 25 26 13'-3" C 23 23 24 26 12'-9' C 24 24 24 26 12'-3" C 24 24 24 25 11'-10' C 24 24 24 25 11'-5" C 24 24 24 25 11'-1' C 24 24 24 25 10'-9" C 25 25 25 25 '0'-'"C 25 25 25 25 9'-7" C 25 25 25 25 9'-1" C 25 25 25 25 181-8" A 90 MPH EXPOSURE B 27 17'-3" A 20 23 25 -y 10 3 22'-8" A 13'-6" A 18 23 25 26 24 LIVE 3.5 19'-5" A 12'-4" A 18 23 24 25 22 24 4 1T-0" A 11'-4" A 18 22 24 25 22 22 4.5 15'-1" A 10'-7" A 19 22 23 25 B 23 5 13'-7" A 9'-11" A 19 22 23 24 10.-I.. B 5.5 12'4" A 9'4" A 19 21 23 24 24 10'-1" 6 11'4" A 81-91, A 19 21 22 24 24 24 6.5 10'-5" A 8'-4" A 20 21 22 24 24 24 7 91-81, A T-11" A 20 21 22 23 5.5 7.5 91-11, A 7' 7" A 20 20 22 23 B 25 88'-6" 27 A T.3" A 20 20 22 23 6 8.581-01, A A 6'-11" A 20 20 22 23 B 25 9 7'-6" A 6'-0" A 20 20 21 23 6.5 9.5 7'-2" A 6'-5" A 20 20 21 22 B 26 10 61-91, A 6'-2" A 20 20 21 22 7 11 6'-2" A 5'-9" A 21 21 21 22 B 26 12 F-81, A 5'-5" A 21 21 22 23 7.5 13 6-2" 1 A 1 5'-1" 1 A 1 21 1 21 1 22 1 23 20'-10' A 21 25 27 28 19'-3' A 21 25 26 28 18'-0" B 22 25 26 27 16'-11' B 22 24 26 27 16'-0' B 22 24 25 27 15'-2' B 23 24 25 26 14'-5' B 23 23 25 26 13'-10' B 23 23 25 26 13'-3" C 23 23 24 26 12'-9' C 24 24 24 26 12'-3" C 24 24 24 25 11'-10' C 24 24 24 25 11'-5" C 24 24 24 25 11'-1' C 24 24 24 25 10'-9" C 25 25 25 25 '0'-'"C 25 25 25 25 9'-7" C 25 25 25 25 9'-1" C 25 25 25 25 181-8" A 20 24 25 27 17'-3" A 20 23 25 26 16'-1" A 21 23 24 26 15' 2" B 21 23 24 25 14'4" B 21 22 24 25 13'-8" B 22 22 24 25 13'-0" B 22 22 23 25 12'-5" 8 22 22 23 24 11'-11" B 23 23 23 24 11'-6" B 23 23 23 24 15'-8' B 23 23 23 24 10.-I.. B 23 23 23 24 10'-5" C 23 23 23 24 10'-1" C 24 24 24 24 9'-9" C 24 24 24 24 9' 3" C 24 24 24 24 25 C 24 24 24 24 8'4" C 25 25 25 25 10 3 22'-8" A 13'-6" A 20 25 27 28 20'4" A 23 28 29 31 11--2" A 22 26 27 29 LIVE 3.5 19'-5" A 12'4" A 20 25 26 28 18'-9" A 23 27 29 30 16'-10' A 23 25 27 28 4 17'-0" A 1114' A 21 24 26 27 17'-0" B 24 27 28 30 15'-8' A 23 25 27 28 4.5 15-1" A 10'-7" A 21 24 25 27 16'-5" B 24 26 28 29 14'-9" A 24 25 26 28 5 13'-7" A 9'-11" A 21 24 25 26 15'-6" B 25 26 28 29 13'-11" 8 24 24 26 27 5.5 12'4" A 914" A 22 23 25 26 14'-9" B 25 26 27 29 13'-3" B 24 24 26 27 6 1114" A 8'-9" A 22 23 25 26 14'-0" B 25 25 27 28 12'-0" B 25 25 25 27 6.5 10'-5" A 814" A 22 23 24 26 13'-5" B 26 26 27 28 12'-1" B 25 25 25 27 7 91-81, A T-11" A 22 23 24 25 12'-10" B 26 26 26 28 11'-7" B 25 25 25 26 7.5 91-11, A 7' 7" A 22 22 24 25 12'4" C 26 26 26 28 11'-2" B 25 25 25 26 88'-6" 4--l' A T-3" A 23 23 24 25 11'-11" C 27 27 27 27 101-91, 8 26 26 26 26 8.5 8'-0" A 6'-11" A 23 23 23 25 11'-fi" C 27 27 27 27 10'-5" B 26 26 26 26 9 T-6" A 61-8" A 23 23 23 25 11'-1" C 27 27 27 27 10'-1" B 26 26 26 26 9.5 7'-2" A 6'-5" A 23 23 23 24 10'-9" C 27 27 27 27 9'-9" C 26 26 26 26 90 MPH EXPOSURE B 10 6'-9" A 6'-2" A 23 23 23 24 10'-5" C 27 27 27 27 9'-6" C 27 27 27 27 20 11 6'-2" A 51-91, A 23 23 23 24 9'-10" C 28 28 28 28 9'-0" C 27 27 27 27 C 12 5'-8" A 5'-5" A 23 23 23 25 9'-3" C 28 28 28 28 8'-6" C 27 27 27 1 27 A ^�O f p>,T�� 13 j 5'-2" A 5'-1" A 24 24 24 25 8'-10" C 28 28 28 28 8'.1" C 27 27 27 27 20 3 11'-10" A 9'-1" A 16 21 23 24 14'-10' B 18 24 25 26 13'4" B 18 22 24 25 LIVE 3.5 10'-2" A 8'-2" A 16 21 22 23 13'-7' B 19 23 25 26 12'-3" B 18 22 23 24 4 6.11" A T-6" A 16 20 22 23 17-7" C 19 23 24 25 11'-5" B 18 21 23 24 4.5 7'-11" A 6'-11" A 16 20 21 23 11.-9.1 C 19 22 24 25 101-8" B 19 21 23 24 5 7'-1" A 6'-5" A 16 20 21 22 11'-0" C 20 22 24 25 10-0" C 19 21 22 23 5.5 6'-5" A 5'-11" A 17 20 21 22 10'-5" C 20 22 23 25 9'-6" C 19 21 22 23 6 5'-11" A 5'-7" A 17 19 21 22 9'-10" C 20 22 23 24 91-01, C 20 20 22 23 6.5 5'-5" A 5'-3" A 17 19 20 22 9'-5" C 20 21 23 24 8'-7" C 20 20 22 23 7 51-11, A 5-0" A 17 19 20 22 8'-11" C 21 21 23 24 8'-3" C 20 20 21 23 7.5 4--l" A 4'-8" A 17 19 20 21 8'-7" C 21 21 22 24 T-10" C 20 20 21 23 B 4--l' A 4'-5" A 17 19 20 21 8'-2" C 21 21 22 23 T-7' C 20 20 21 22 8.5 4'-7' A 4'-2" A 17 19 20 21 T-10" C 21 21 22 23 T-3" C 20 20 21 22 9 T-11" A T-11" A 17 19 20 22 7'-7" C 21 21 22 23 T-0" C 21 21 21 22 9.5 3'-9" A 3'-9" A 17 19 21 22 T-3" C 21 21 22 23 6'-9" C 21 21 21 22 90 MPH EXPOSURE B 10 Y-6" A T-6" A 17 19 21 22 7'-0" C 21 21 22 23 6'7" C 21 21 21 22 20 11 3'-2" A T-2" A 17 20 21 22 6'-7" 1 C 22 22 22 23 6'-2'* C 21 2121 22 22 C 12 2'-11" A T-11" A 17 20 22 23 6'-2" C 22 22 22 23 5'-10" C 21 21 22 23 A ^�O f p>,T�� 13 7-8" A 2'-8" A 17 20 22 23 '-10' 1 C 1 22 1 22 22 23 11 5-6" 1 C 21 1 1 22 23 30 3 8'-0" A T-10" A 15 21 22 23 13'-1" C 18 23 24 26 11'-10" C 17 22 23 24 40 3.5 6'-10" A T.0" B 15 20 22 23 12'-0" C 18 22 24 25 10'-10" C 17 21 23 24 4 6'-0" A 6'-5" B 15 20 21 22 11'-1" C 18 22 24 25 10'-1" C 18 21 22 24 4.5 514" A 5'-10" B 15 19 21 22 10'-3" C 19 22 23 24 9'-5" C 18 21 22 23 5 4'-10" A 5'-5" B 16 19 21 22 9'-8" C 19 21 23 24 8'-10" C 18 20 22 23 5.5 4'4" A 5'-0" B 16 19 20 22 9'-1" C 19 21 23 24 8'4" C 19 20 21 23 6 4'-0" A 4'9" B 16 19 20 21 8'-7" C 19 21 22 24 T-11" C 19 20 21 23 6.5 3-8" A 4'4" B 16 18 20 21 8'-1" C 19 21 22 23 T-0" C 19 20 21 22 7 3'-5" A 4'-0" B 16 18 20 21 7'-9" C 20 21 22 23 T-2" C 19 20 21 22 7.5 T-2" A 3'-9" B 16 18 20 21 7'4" C 20 20 22 23 6'-10" C 19 19 21 22 8 T-0' A T-6' B 16 19 20 21 7'-0' C 20 20 22 23 6'-7' C 19 19 21 22 8.5 2'-10" A 3'4" B 16 19 20 21 6'-9" D 20 20 21 23 6'4" C 20 20 20 22 9 2'-8' A 3'-2" B 16 19 20 22 6'-6' D 20 20 21 22 6'-1' C 20 20 20 22 9.5 2'-6" A T-0" B 16 19 21 22 6'-3" D 20 20 21 22 5-10" C 20 20 21 22 90 MPH EXPOSURE B Qn MPH FXPnCI IRF r. 40 3 6'-1" A 6-5 * B 14 30 3 8'-0" A 7'-10" A 17 22 24 25 13' 1" C 20 25 27 28 11'-10" C 19 23 25 26 40 3.5 6'-10" A 7'-0" B 17 22 23 25 12'-0" C 20 25 26 27 10'-10" C 20 23 25 26 4 6'-0" A 6'-5" B 17 22 23 24 11'-1" C 21 24 26 27 10'4" C 20 23 24 26 4.5 5'4" A 5'-10" B 17 21 23 24 10'-3" C 21 24 25 27 9'-5" C 20 22 24 25 5 4'-10" A 5'-5" B 17 21 22 24 9'-8" C 21 23 25 26 8'-10" C 21 22 24 25, 5.5 4'4" A 5'-0" B 18 21 22 23 9'-1" C 21 23 25 26 814" C 21 22 225 /23 -x'3 6 4'-0" A 4--l" B 18 20 22 23 8'-7" C 22 23 24 26 7'-11" C 21 22 2k 6.5 T-8" A 4'4" B 18 20 22 23 8'-1" C 22 23 24 26 7'-6" C 21 22 24 7 3'-5" A 4'-0" 8 18 20 21 23 23 7'-9" 7'4" C C 22 22 22 22 24 24 25 25 7'-2" 6'-10" C C �,1 21 a 290 4 24 7.5 8 T-2" T-0" A A T-9" 3'-6" B B 18 18 20 20 22 22 23 T-0' C 22 1622 23 24 T f'd2y l\i�` 22�` 'rte" 8.5 9 2'-10" 2'-8" A A T-4" 3' 2" B 8 18 18 21 21 22 22 23 24 6'-9' 6'-6" D 0 22 23 22 23 23 23 �24 6' I' (�"� 2 2� ) 22 4� 4119.5 2 6" A 3'-0" B 18 21 22 24 6 3" D 23 23 23 24 5;>10'\ 1„C- ,22�e 2 Al ICC ESR 1398 (2009 IBC) 10/11/2011 Page 7 of 60 90 MPH EXPOSURE C !J - A\ w- S _ e e - 40 3 6'-1" A 6'-5" B 16 22 23 24 11'-1" C 19 24 26 27 10'-1" C I " `d9 3 4 26 3.5 5'-2' A 5'-9' B 16 21 23 24 10'-1" C 19 24 25 27 9'-3' Cr1S� 22 24 25 4 4'-6" A 5'-7' B 16 21 22 24 9'4" C 19 23 25 26 8'-6' C 1,129 22 24-45 4.5 4'-0' A 4'-9" B 16 20 22 23 8'-7' C 20 23 24 26 11" C 19 22 23 5 5 T-7" A 4'-3' B 16 20 22 23 8'-0" C 20 23 24 25 7 C 19 21 5.5 3'-3' A T-11" B 16 20 21 23 T-6" C 20 22 24 25 7'- ' C `QO 24 6 3' 0" A T-7" B 16 19 21 22 T-1" C 20 22 24 25 6'-7 f@F .` 11 22 24 6.5 2'-9" A T-3" B 16 20 21 22 61-8" D 20 22 23 25 6'-3" CVC 21 22 24 7 2'-7' A 3'-1" B 16 20 21 23 6'4" D 21 22 23 24 5'-11" 20 21 22U237.5 2'-5" A 2'-10" B i6 20 22 23 6'-0" D 21 21 23 24 5'-8" C 20 20 228 2'-3" A 2'-8" B 16 20 22 23 5'-9" D 21 21 23 24 5'-5" 0 20 20 228.5 2' 1" A 2'-6" B 16 21 22 23 5' 6" 0 21 2122 24 5' 2" D 21 21 229 2'-0" A 2'4" B 16 21 22 24 5' 3" D 21 21 22 24 5' 0" D 21 21 22 90 MPH EXPOSURE B 40 3 6'-1" A 6-5 * B 14 20 2122 11' 1" C 17 22 24 25 ! SSION 3.5 5!-2" A 5-91 8 14 19 21 22 10' 1" C 17 22 23 24 4 4 4'-6" A 5'-2" B 14 19 20 22 9'4' C 17 21 23 24 A ^�O f p>,T�� 4.5 4'-0'* A 4'-9" B 14 19 20 21 8'-7' C 18 21 22 24 5 T-7" A 4'-3" B 14 18 20 21 8'-0" C 18 21 22 23 1 1 6 1I 5.5 3'-3" A T-11" B 14 18 19 21 7'-6' C 18 20 22 23 g 6 3'-0" A 3'-7" B 14 18 19 20 7'-1' C 18 20 22 23 6.5 2'-9" A T-3" 8 14 18 19 21 6'-8" D 18 20 21 23 . 6/ 0/ 01 7 2'-7" A 3--1" B 14 18 20 21 6'4' D 18 20 21 22 7.5 2'-5" A 2'-10" B 14 18 20 21 6'-0" D 18 20 21 22 B 2'-3" A 2'-8" B 14 19 20 21 5'-9- 0 19 19 21 22 V)L A 2-6" B 14 19 20 21 5'-6" D 19 19 21 22 `\P F�FCAUIF 9 2'-0" A 2'4" B 14 19 20 22 5'3" D 19 19 20 22 OCT 20 2011 ICC ESR 1398 (2009 IBC) 10/11/2011 Page 7 of 60 LATTICE COVER 2.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS 90 MPH WIND AREA: 0.042"x3"x8" Box Beam Detail L1 Double 0.042"x3"x8" I Detail L12 Double 0.040"x2"x6.625" Detail L12 0.042"x3"x8" Box Beam Detail L1 Double 0.042"x3"x8" Detail 1-12 Double 0.040"x2"x6.625" Detail 1-12 TABLE 2.1 Attached Single Freestanding or Attached single Freestanding or Attached Freestanding or TABLE 2.1 Attached Single Freestanding or Attached Single Freestanding or Attached single Freestanding or Span Suucture Multis an Units Span Structure Multis an Units Structure Multis an Units span Structure Multis an Units Span Structure Multis an Units Span Structure Multis an Units GROUND TRIB MAX POST MAX MAX POST LENGTH MAX MAX POST LENGTH MAX MAX POST LENGTH GROUND TRIB MAX POST MAX POST LENGTH MAXSPACIN MAX MAX POST LENGTH MAX MAX POST LENGTH SNOW WIDTH POST REDID POST MIN FOOTER 8' I 10' I 12' POST MIN FOOTER 8' I 10' I 12' POST MIN FOOTER 8' I 10' I 12' SNOW WIDTH POST REQ' POST MIN FOOTER 8' I 10' I 12' POST MIN FOOTER 8' I 10' I 12' POST MIN FOOTER 8' I 10' I 12' LOAD (FT) SPACING FOR SPACIN POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTER SPACING POS SIZE CONSTRAINED FOOTER LOAD (FT) SPACING FOR POS SIZE CONSTRAINED FOOTE SPACIN POST SIZE CONSTRAINED FOOTE SPACING POS 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' (PSF) ON SLAB SLAB (FT) TYP 'tl' 'd' 'd' "d' (FT) TYPE -d- 'd' 'd' 'd" (FT) TYP -d' -tl' "d" 'd' (FT) (in) (in) lin (in) (in) (in) On) (in) (in) (in) (in) (in) (FT) On (in) lin (in) On) (m (in) (in) (in) (,n) (in) lin) 90 MPH EXPOSURE C 20 3 11'-10" A 91-11, A 17 23 25 26 14'-10' B 21 26 27 29 13'4" 8 20 24 26 27 LIVE 3.5 10'-2" A 8'-2" A 18 23 24 26 13'-7" B 21 25 27 28 12'-3" B 20 24 25 27 4 4 8'-11' A 7'-6" A 18 22 24 25 12'-7' C 21 25 26 28 11'-5" 8 21 23 25 26 4.5 4.5 7'-11" A 6'-11" A 18 22 23 25 11'-9" C 22 24 26 27 10'-8" 8 21 23 25 26 5 5 7'-1" A 6'-5" A 18 22 23 24 11'-0" C 22 24 26 27 10'-0" C 21 23 24 26 5.5 5.5 6'5" A 5'-11" A 19 21 23 24 10'-5" C 22 24 25 27 91-6" C 22 22 24 25 6 6 5'-11" A 5'-7" A 19 21 23 24 T-10" C 23 24 25 26 9'-0" C 22 22 24 25 6.5 6.5 5'-5" A F-3" A 19 21 22 24 9'-5" C 23 23 25 26 8'-7" C 22 22 24 25 7 7 5'-1" A 5'-0" A 19 21 22 23 8'-11' C 23 23 25 26 8'-3" C 22 22 23 25 7.5 7.5 4'-9" A 4'-8" A 19 20 22 23 8'-7" C 23 23 24 26 7'-10' C 23 23 23 25 8 8 4'-5" A 4'-5" A 19 20 22 23 8'-2" C 23 23 24 26 T-7" C 23 23 23 24 6.5 8.5 4'-2" A 4'-2" A 19 21 22 23 7'-10" C 24 24 24 25 71" C 23 23 23 24 9 9 3'-11" A X-11' A 19 21 22 24 T-7" C 24 24 24 25 7'1" C 23 23 23 24 9.5 9.5 3'-9" A 3'-9" A 19 21 22 24 7'-3" C 24 24 24 25 6'-9" C 23 23 23 24 10 T-6" A T-6" A 19 21 23 24 7'-0" C 24 24 24 25 6'-7" C 23 23 23 24 GENERAL 11 T-2" A T-2" A 19 22 23 24 6'-7" C 1 24 1 24 24 1 25 6'-2" C 1 24 24 1 24 24 90 MPH EXPOSURE B 25 3 9'-7" A Ir 9" A 15 21 22 24 14'-5" C 18 23 25 26 13'1" C 18 22 23 25 27 3.5 8'-2" A 7'-11" A 16 21 22 23 13'-3" C 19 23 24 26 11'-11" C 18 22 23 24 26 4 T-2" A T-3" 8 16 20 22 23 17-3' C 19 23 24 25 11'-1" C 18 21 23 24 26 4.5 6'4" A V-8" B 16 20 21 23 11'-5" C 19 22 24 25 10'-5' C 19 21 22 24 26 5 5'-9" A 6'-2" 8 16 20 21 22 10'-9" C 20 22 23 25 9'-9" C 19 21 22 23 25 5.5 5'-2" A 5'-9" B 16 19 21 22 10'-1" C 20 22 23 24 9'-3" C 19 21 22 23 25 6 4'-9" A 5'-5" B 17 19 21 22 9'-7" C 20 21 23 24 8'-9" C 19 20 22 23 25 6.5 4'-5" A 5'-1" B 17 19 20 22 91-1" C 20 21 23 24 8'4" C 20 20 21 23 25 7 4'-1" A 4'-9" B 17 19 20 21 81-8" C 20 21 22 24 8'-0" C 20 20 21 23 25 7.5 3'-10' A 4' 6" B 17 19 20 21 8' 3" C 21 21 22 23 7'-8" C 20 20 21 22 24 8 T-7" A 4' 3" B 17 19 20 21 7'-11' C 21 21 22 23 7'4" C 20 20 21 22 24 6.5 3'4" A 4'-0" B 17 19 20 21 T-7" C 21 21 22 23 7'-1" C 20 20 21 22 24 9 T -T A 3'-9" B 17 19 20 22 T4" C 21 21 22 23 BAT C 20 20 21 22 24 9.5 3'-0" A 3'•7' B 17 19 21 22 7'-1" C 21 21 22 23 6'-7" C 21 21 21 22 90 MPH EXPOSURE C 25 3 9'-7" A 8'-9" A 17 23 25 26 14'-5' C 20 26 27 29 13'-0' C 20 24 26 27 3.5 3.5 8'-2" A 7'-11" A 18 23 24 25 13'-3" C 21 25 27 28 11'-11' C 20 24 25 26 4 4 T-2" A 7'-3" B 18 22 24 25 12'-3" C 21 25 26 28 11'-1" C 21 23 25 26 4.5 4.5 6'4" A 6'$" B 18 22 23 25 11'-5' C 22 24 26 27 101-5' C 21 23 24 26 5 5 5'-9" A 6'•2* B 18 21 23 24 10'-9' C 22 24 26 27 9'-9- C 21 23 24 25 5.5 5.5 5'-7' A F-9" B 18 21 23 24 10'-1' C 22 24 25 27 9'-3" C 22 22 24 25 6 6 4'-9" A 5'-5" B 19 21 22 24 9'-7" C 22 23 25 26 8'-9" C 22 22 24 25 6.5 6.5 4'-5" A 5'•1" B 19 21 22 24 9'-1" C 23 23 25 26 8'4" C 22 22 23 25 7 7 4'-1" A 4'-9" B 19 20 22 23 8'43" C 23 23 24 26 8'-0" C 22 22 23 25 7.5 TAT A 4'-6" B 19 20 22 23 8'-3" C 23 23 24 26 7'-8" C 22 22 23 24 8 3'-7" A 4'-3" B 19 20 22 23 7'-11" C 23 23 24 25 7'4" C 23 23 23 24 8.5 3'4" A 4'-0" B 19 21 22 23 7'-7" C 23 23 24 25 T-1" C 23 23 23 24 9 3'-2" A 3'-9" B 19 21 22 24 7'4" C 24 24 24 25 6'-10' C 23 23 23 24 9.5 T -O" A T-7" B 19 21 22 24 7'-1" C 24 24 24 25 6'-7" C 23 23 23 24 10 2'-10' A 3'4" B 19 21 23 24 V-10" C 24 24 24 25 6'4" C 23 23 23 24 GENERAL INSTRUCTIONS FOR THESE TABLES 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN) 4. CHOOSE A RAFTER FROM SECTION 1.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 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 90 MPH EXPOSURE 8 60 3 4'-1" A 4'-9" B 13 19 20 21 8'-8" C 15 21 22 24 8'-0" C 15 20 21 23 3.5 3.5 3'-6" A 4'-1" 8 13 18 20 21 T-10" C 16 21 22 23 T-3" C 15 20 21 22 4 4 Y-0" A 3'-7" B 13 18 19 21 T-7' C 16 20 22 23 6'-8" C 15 19 21 22 4.5 4.5 2'-8" A 3'-2" B 13 18 19 20 6'-7" D 16 20 21 23 6'-2" C 16 19 20 22 5 5 2'-5" A 7-11" B 13 17 19 20 6'-1" D 16 20 21 22 5'-9" C 16 19 20 21 5.5 5.5 2'-2" A 2'-7" 8 13 18 19 20 5'-8" D 16 19 21 22 5'-4" D 16 19 20 21 6 6 2'-0" A 7-5" B 13 18 19 20 5'-3" D 16 19 20 22 5'-0" D 16 18 20 21 6.5 6.5 1'-10" A 2-2" B 13 18 19 21 4'-11" D 16 19 20 22 4'-9" D 16 18 20 21 7 7 V-9 A 2'-1" B 13 18 20 21 4'-8" D 17 19 20 21 4'-6" D 16 18 20 21 7.5 1'7" A 1'-11" B 13 18 1 20 21 4'-5' D 17 19 20 21 4'-3" D 16 18 20 21 8 V-6" A 1'-9" B 13 19 20 21 4'-Y D 17 19 20 21 4'-1" D 17 19 20 21 8.5 1'-5" A 1'-8" B 13 19 20 1 21 4'-0" D 17 19 20 21 T-10" D 17 19 20 21 60 s, 3 rn EXPOSURE y A 4-9" B 14 20 22 23 81-8" C 17 23 24 26 V-0" C 17 22 23 25 10' 3.5 T-6" A 4'1" B 14 20 21 23 T-10" C 18 22 24 25 7'-3" C 17 21 23 24 5.5' 4 T-0" A 3'-7" B 14 19 21 22 T-2" C 18 22 24 25 6'-8" C 17 21 22 24 6.5' 4.5 2'-8" A T-2" B 14 19 21 22 6'-7" D 18 22 23 25 6'-2" C 18 21 22 24 7.5' 5 2-5" A 2'-11" B 14 19 20 22 6'-1" D 18 21 23 24 5'-9" C 18 20 22 23 5.5 7.2" A 2'-7" B 14 19 21 22 T-8" D 18 21 23 24 5'4' D 18 20 22 23 6 2'-0" A 2'-5" B 14 19 21 22 5'-3" D 18 21 22 24 5'-0' D 18 20 21 23 6.5 1'-10" A 7-7' B 14 20 21 22 4'-11" D 19 21 22 23 4'-S" D 18 20 21 23 7 1'-9" A 2'-1" B 14 1 20 21 23 1 4'-8" D 19 1 20 1 22 1 23 1 4'-6' 1 D 1 18 20 1 21 1 23 OVER- Post Description Max POST Detail H t Code TABLE 2.2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES 11' B L1 HANGPROJECTION 12' B L24 Clover 0.030"x3"x3" Alum OF SINGLE SPAN STUCTURES (FT) B B Clover 0.040"x3"x3" Alum 12' B FT 8' 9' 10' 11' 12' 13' 14' 15' 16' 17' 18' 19' 20' 21' 22' 0' 4' 4.5' 5' 5.5' 6' 6.5' 7' 7.5' 8' 8.5' 9' 9.5' 10' 10.5' 11' 1' 4.5' S' 5.5' 6' 6.5' T 7.5' 8' 8.5' 9' 9.5' 10' 10.6 11' 11.5' r 7 5' 5.5' 6' 6.5' 7' 7.5' 8' 8.6 9' 9.5' 10' 10.5' 11' 11.5' 12' 3' 5.5' 6' 6.5' T 7.5' 8' 8.5' 9' 9.5' 10' 10.5' 11' 11.6 12' 12.5' 4' 6' 6.5' 7' 7.5' 8' 8.5' 9' 9.5' 10' 10.5' 11' 11.5' 12' 12.5' 13' 5' 6.5' 7' 7.5' 8' 8.5' 9' 9.5' 10' 10.5' 11' 11.5' 17 12.5' 13' 13.5' TABLE 2.3 Post Requirements for Attached Single Sp an Structures Post Description Max POST Detail H t Code 0.042"x3"x8" Aluminum Post 11' B L1 0.024"Post with Sideplates 12' B L24 Clover 0.030"x3"x3" Alum 11' B B Clover 0.040"x3"x3" Alum 12' B Colonial 0.062" Extruded 12' C d= 28" 0.041"x3"x3" Steel Clover 12' D 1/4""x3"x3" Steel Square 0.041"x3"x3" Steel Clover 8' E rAE 3/16"x3"x3" Steel Square 15' H E 1/4""x3"x3" Steel S uare 15' I 1 12' 1 3/16"x4"x4" Steel Square 15' J 1/2"x4"x4" Steel S uare 15' K 1-21 TABLE 2.4 Post Requirements for Freestanding Structures or Multis an Attached Structures Post Description Maximum Footin Max t2!LL POST Code Detail # 0.041"x3"x3" Steel Clover d= 20" 9' B L11 0.041"xWx3" Steel Clover d= 21" 8' B 1-11 3/16"x3"x3" Steel Square d= 28" 12' C 1-21 3/16"x3"x3" Steel Square d= 28" 8' D L21 1/4""x3"x3" Steel Square d= 28" 12' D L21 3/16"x4"x4" Steel Square d= 28" 12' E L21 1/2"x4"x4" Steel Square d= 37" 1 12' 1 D 1-21 1/2"x4"x4" Steel Square d= 31" 1 15' 1 D 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 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 Plano, Texas 75024 10. USE THE APPROPRIATE DETAILS (1-1.1-29). DETAILS MAY REQUIRE POST TO UPGRADED. 11. ALL LATTICE NOT USING DETAIL L29 MUST COMPLY WITH TABLES Lt AND L2 ON SHEET NIS Carl Putnam, P. E. FOR PATIO SLABS FOLLOW 1.6 FROM ABOVE THEN 3441 Ivylink Place SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 2.1 Lynchburg, VA 24503 SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING carloutnamCcD..comcast.nel SLAB 9. FOLLOW 9-11 FROM ABOVE SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET M3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES ICC ESR 1398 (2009 IBC) 10/11/2011 Page 8 of 60 s OCT 20 2011 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY,