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BPAT2016-010278-495 CALLE TAMPICO C&'i V cu LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT Application Number: BPAT2016-0102 Property Address: 43406 E E PARKWAY ESPALNADE APN: 609640040 Application Description: ELWIR / PATIO COVER AT BACKYARD Property Zoning: Application Valuation: $2,200.00 Applicant: RYAN GABOR CSER 681150 LOUISAN RD DESERT HOT SPRINGS, CA 92240 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 Professions Code, and my License is in full force and effect. License Class: C29, D03 License No.: 928413" J Date tet-- " � Contractor: 4 OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). ( ) I, as owner of the property, am exclusively contracting with licensedicontractors 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 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 Na Lender's Add VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 10/24/2016 Owner: ELWIR ELWIR 43406 PARKWAY ESPLAN LA QUINTA, CA 92253 Q O C-1 O � Contractor:W. RYAN GABOR CSER c 681150 LOUISAN RD ; DESERT HOT SPRINGS, CA r7a 9 !0 (760)861-8953 Llc. No.: 928413 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' compe sation. as provided for by Section 3700 of the Labor Code, for the performance of th r which this permit is issued. Mcatio&_qnir_�O �v and will maintain workers' compensation insurance, as required by Sof he Labor Code, for the performance of the work for which this permit is issued. My w rkers' compensation insurance carrier and policy number are: Carrier: EXEMPT Policy Number: 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 subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. —:� // — J Date: � 1 Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVER A E IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CI L 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 Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter upon.the above-mentipned property for inspection purposes. S %f )y, S Date: / Signature (Applicant or Agent);? W Date: 10/24/2016 Application Number: BPAT2016-0102 Owner:. Property Address: 43406 E E PARKWAY ESPALNADE ELWIR ELWIR APN: 609640040 43406 PARKWAY ESPLANADE Application Description: ELWIR / PATIO COVER AT BACKYARD LA QUINTA, CA 92253 Property Zoning: Application Valuation:_ $2,200.00 Applicant: Contractor: RYAN GABOR CSER RYAN GABOR CSER 681150 LOUISAN RD 681150 LOUISAN RD DESERT HOT SPRINGS, CA 92240 DESERT HOT SPRINGS, CA 92240 (760)861-8953 --------------------------------------------------------------------------------------------- Llc. No.: 928413 Detail: 476SF PATIO COVER AT REAR YARD [DURALUM] THIS PERMIT DOES NOT INCLUDE ELECTRICAL INSTALLATIONS. 2013.CALIFORNIA BUILDING CODES. FINA NCIAL INFORMATION: DESCRIPTION ACCOUNT CITY AMOUNT BSAS SB1473 FEE 101-0000-20306 0 $1.00 Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 DESCRIPTION ACCOUNT QTY AMOUNT PATIO COVER, STD, OPEN 101-0000-42404 0 $101.84 DESCRIPTION ACCOUNT QTY AMOUNT PATIO COVER, STD, OPEN PC 101-0000-42600 0 $100.32 Total Paid for PATIO COVER / COVERED PORCH / LA—TICE: $202.16 DESCRIPTION ACCOUNT QTY AMOUNT SMI - RESIDENTIAL 101-0000-20308 0 $0.50 Total Paid for STRONG MOTION INSTRUMENTATION SMI: $0.50 i 49 Qin if Permit # nLa Y Project Address: ltj3906 City of La Q l.t i f to Building & Safety Division 78-495 Caffe Tampico Quinta, CA 92253 - (760) 777-701,2 Building Permit Application and Tracking Sheet p M�O"ner's N �I r A. P. Number: ��ame: p �A�ress: �� b Legal Description: ST, ty, ST, Zip: L f `r# [. [ ontra E ct r — o. S i , ` I Tele hone: �1 t— o '-i. P 9 L ;;».: ddress: fPfoject Description: L i �.;.;::.:.<•;;:;V >y, ST, Zip: hone: *phone: : Late Lic. # : City Lie #.. Arch.,`Engr., Designer: Address: City, ST, Zip: Tele h Telephone: P Construction P:snc Y: Type: Occupancy: YP State to Lic. # r Ject tYPe circle one - New Add'n 1 -Iter Repair.ai Demo fT=Name of Contact Person: ! Sq. Ft.: T# Stories: #Units: l telephone 4 of Contact Person: Q l 1,6 (7 t Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rcc'd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Depcsit Truss Cales., Called Contact Person Plan Check Balance. Title 24 Calcs. Plans picked up Construction ' Floodplain plan • Plans resubmitted Mechanical Grading plan 2°' Reviciv, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S-M.I. II.O.A. Approval Plans resubmitted Grading IN HOUSE_.:- '"' Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.LP.P. Pub. Wks. Appr Date of permit issue school Fees, Total Permit Fees CITY OF LA UIITA - BiA4,_DING & SAFETY DEPT. � � PPROVED FOR COME TRUCTIONCATe s - L t� 0Q MAPF.-wDan r-OUDR 'Co M&Ar L H t- ou sE //Zoe.Ajf CM. o D o o H o I. PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. GENERAL NOTES: DESIGN REQUIREMENTS: d WIND SPEED CONVERSION TABLE: GOVERNING CODES: RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & 1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE IBC APPENDIX CHAPTER I. .I 2012/2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES LEVEL 25, 30, 40 & 50 psi) I ° AND THE 2015 ALUMINUM DESIGN MANUAL -ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16. ACCORDANCE WITH 2012/2015 IRC AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION ROOF LIVE AND SNOW LOADS: 20,25.30.40 & 50 psf. (SNOW LOADS AT GROUND LEVEL AND ACI 318-14 FOR 20,25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. . 25, 30, 40 & 50 psf) CBC If IBC WIND SPEED EQUIVALENT CRC / IRC WIND SPEED MAPPED SPECTRAL RESPONSE COEFFICIENTS: 1.50, S, = 0.6, S„= 1.0, SW = 0.50 110 MPH 85 MPH 120 MPH 93 MPH 130 MPH 101 MPH DRAWING NOTES: ADDITIONAL DESIGN REQUIREMENTS: B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' E o F o o H o I. PATIO COVER SYSTEM AS MFG. BY: DURALUM PRODUCTS, INC. GENERAL NOTES: DESIGN REQUIREMENTS: d WIND SPEED CONVERSION TABLE: GOVERNING CODES: RESIDENTIAL APPLICATIONS - CRC AND IRC APPENDIX H, CBC AND IBC CHAPTER 16, CBC & 1. THE DESIGN OF ATTACHED AND FREESTANDING COVERS SHOWN IN THIS REPORT COMPLY WITH THE IBC APPENDIX CHAPTER I. .I 2012/2015 INTERNATIONAL BUILDING AND RESIDENTIAL CODES, 2013 CALIFORNIA BUILDING AND ROOF LIVE AND SNOW LOADS: 10, 20, 25, 30, 40 & 50 psf. (SNOW LOADS AT GROUND RESIDENTIAL CODES, ASCE/SEI 7-10 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES LEVEL 25, 30, 40 & 50 psi) I ° AND THE 2015 ALUMINUM DESIGN MANUAL -ADM. COLUMNS BEARING ON CONCRETE SLAB IS IN COMMERCIAL APPLICATIONS - CBC AND IBC CHAPTER 16. ACCORDANCE WITH 2012/2015 IRC AND 2013 CRC SECTION AH105.2 FOR 10 psf RESIDENTIAL CONSTRUCTION ROOF LIVE AND SNOW LOADS: 20,25.30.40 & 50 psf. (SNOW LOADS AT GROUND LEVEL AND ACI 318-14 FOR 20,25 AND 30 psf RESIDENTIAL AND COMMERCIAL CONSTRUCTION. . 25, 30, 40 & 50 psf) CBC If IBC WIND SPEED EQUIVALENT CRC / IRC WIND SPEED MAPPED SPECTRAL RESPONSE COEFFICIENTS: 1.50, S, = 0.6, S„= 1.0, SW = 0.50 110 MPH 85 MPH 120 MPH 93 MPH 130 MPH 101 MPH DRAWING NOTES: ADDITIONAL DESIGN REQUIREMENTS: B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' r"muvi- I V O1ldl i IALLA I ION (TYPE PE OF ROOF PANEL, HEADER SI AN, DULDMN DILE, 2 ETC.) SHALL BE CIRCLED AND CLEARLY IDENTIFIED. 1. TABULATED SPANS FOR SNOW LOADS HAVE BEEN ADJUSTED FOR ROOF APPLICATIONS. SEE CONVERSION METHOD, THIS PAGE, 3. EACH INSTALLATION SHALL BEAR AN IDENTIFYING TAG INDICATING THE NAME AND ADDRESS OF THE 2. BASIC WIND SPEEDS: 110, 120.130 MPH, EXPOSURES B AND C. FOR APPLICATION AND USE. MANUFACTURER DESIGN LOADS AND ENCLOSABILITY. 3. OCCUPANCY CLASSIFICATION AND RISK CATEGORY: II, 11. 4. THE DRAWINGS AND SPECIFICATIONS SHOWN REPRESENT THE FINISHED STRUCTURE, UNLESS OTHERWISE 4. SEISMIC BASE SHEAR: 17 POUNDS PER LINEAR FOOT PER WIDTH OF COVER. NOTED, AND DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE 5. SEISMIC DESIGN PARAMETERS: 1 $ITEl?,SIr N PA RC METERS: AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS METHODS TECHNIQUES, SEQUENCES AND PROCEDURES. I GOR ATTACHED SITE CLASS. D JeIbMIL, UESIUN CATEGORY: 0 3,= 5. THEAPPROV9D SET OF ORAWlhIr% AND u661nOATI0143 3HALL Be KFF I Al 1 HE JOR SITE AND SHALL BE MAPPED SPECTRAL RESPONSE COEFFICIENTS: 1.50, S, = 0.6, S„= 1.0, SW = 0.50 AVAILABLE TO THE AUTHORIZED REPRESENTATIVES OF THE BUILDING AND SAFETY DEPARTMENT. THERE RESPONSE MODIFICATION FACTOR, R:1.25 SHALL BE NO DEVIATION FROM THE APPROVED PLANS AND SPECIFICATIONS WITHOUT AN APPROVED 6. DESIGN ASSUMPTIONS: CHANGE ORDER. A. BUILDING HEIGHT OF MAIN STRUCTURE (MEAN ROOF HEIGHT): 20' 6. FREESTANDING COVERS SHALL NOT BE ENCLOSED WITH ANY TYPE OF SOLID OR MESH MATERIAL. B. LEAST BUILDING WIDTH OF MAIN STRUCURE: 30' 3 7. ALL NEW CONCRETE FOOTINGS SHALL BEAR ON FIRM, NATURAL, UNDISTURBED SOIL OR CERTIFIED FILL. C. MINIMUM COVER SIZE ATTACHED TO MAIN STRUCTURE OR FREESTANDING: 10'X 10' 8. ATTACHED COVERS MAY BE SECURED TO AN EXISTING CONCRETE SLAB PROVIDED THE SLAB IS AT LEAST 3 O ¢ �W LL 1/2 INCHES THICK AND IS LOCATED IN AREAS WITH A FROST DEPTH EQUAL TO ZERO. W >QZ 9. A MAXIMUM COLUMN LOAD OF 750 POUNDS IS PERMITTED FOR ATTACHED COVER COLUMNS BEARING ON A NOTE TO THE LOCAL AUTHORITY HAVING JURISDICTION: EXISTING OR NEW CONRETE SLABS. LOco oC-4 10.20 POUNDS PER SQUARE FOOT L.L. AND GREATER MAY BE COMMERCIAL APPLICATIONS AND RESIDENTIAL EACH PROJECT SUBMITTED TO THE LOCAL AUTHORITY HAVING JURISDICTION MAY INCLUDE.ONLY CARPORTS. THE PERTINENT SITE-SPECIFIC STRUCTURAL COMPCI:ENTS LOCATED WITHIN THIS IAPMO-LISTED 11. DESIGN LOADS COMBINATIONS ARE IN ACCORDANCE WITH IBC AND CBC SECTION 1605.3.1. EVALUATION REPORT. AT A MINIMUM, SUBMISSION FOR A BUILDING PERMIT MUST INCLUDE THE ki FOLLOWING INFORMATION FROM THIS EVALUATION REPORT: DESIGN CONSIDERATIONS: A. TITLE SHEET AND GENERAL NOTES. r WESS IQ) e" CO w �� S5885 K CAL 06-23-16 11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT. 12. MINIMUM COVER PROJECTION IS 10'. 4 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE EXISTING OVERHANG. 14. COVERS ARE DESIGNATED "RIDGED BUILDINGS"AS DEFINED IN ASCE/SEI 7. 15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7.F. 16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES; IN ACCORDANCE WITH ASCE/SEI 7. 17. THE RATIO (HIP), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT EXCEED ONE (1). 18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT BE LESS THAN ONE (1). MATERIAL SPECIFICATIONS: 5 19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT. 20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILDAND ULTIMATE STRENGTHS.SH-3 21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. 22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 1 ° TABLE 1806.2 AND SECTION 1806.3.4. 00 PSF/FT x 2 PER 23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B. ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. S BOLTS SHALL 24. EASTERNERS: ALUMINUM BOLTS SHALL BE 2OD AN: STEEL BOLTS SHALL BE REQUIRED A-307. BE HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORD.ANCE WITH THE NATIONAL DESIGN SPECIFICATION. (z),K-Z N 0 Z-1DURALUM m � 6 C:) C:) F4 W �� C 1 > "' � ty, OV w � a 0 6 _ Il Ud 6 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE. 26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR 1976 OR APPROVED EQUAL. 27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF). 28.SOLIDANDLATTICEALUMINUMCOVERSARECLASS AROOFASSEMBLYINACCORDANCE WITH SECTION 1505.2, EXCEPTION 2. WIND SPEED CONVERSION TABLE: THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND 7 SPEED BY 0.6 � O x ® ® o , LAJ O ¢ �W LL a ►-+ O d> W 0 � u W >QZ REVISIONS LOco oC-4 DESC�ON CD co ki I rn WESS IQ) e" CO w �� S5885 K CAL 06-23-16 11. MINIMUM ROOF SLOPE FOR SOLID ROOF PANELS: 1/4 INCH PER FOOT. 12. MINIMUM COVER PROJECTION IS 10'. 4 13. MINIMUM SIZE OF EXISTING ROOF OVERHANG IS 50 SQUARE FEET, WHERE COVER IS ATTACHED TO THE EXISTING OVERHANG. 14. COVERS ARE DESIGNATED "RIDGED BUILDINGS"AS DEFINED IN ASCE/SEI 7. 15. COVERS SHALL NOT BE INSTALLED IN AREAS NEAR HILLS, RIDGES AND ESCARPMENTS AS DEFINED IN ASCE/SEI 7.F. 16. THE FREESTANDING AND ATTACHED COVERS NOTED HEREIN ARE DESIGNED AS "OPEN STRUCTURES; IN ACCORDANCE WITH ASCE/SEI 7. 17. THE RATIO (HIP), COVER MEAN ROOF HEIGHT (H, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT EXCEED ONE (1). 18. THE RATIO (UP), COVER LENGTH (L, FT.) DIVIDED BY THE COVER PROJECTION OR WIDTH (P, FT), SHALL NOT BE LESS THAN ONE (1). MATERIAL SPECIFICATIONS: 5 19. BEAMS SHALL BE SPLICED OVER EACH INTERIOR COLUMN SUPPORT. 20. ALTERNATE ALUMINUM ALLOYS MAY BE SUBSTITUTED FOR THOSE SHOWN, PROVIDED THEY ARE REGISTERED WITH THE ALUMINUM ASSOCIATION AND HAVE EQUAL OR GREATER YEILDAND ULTIMATE STRENGTHS.SH-3 21. CONCRETE SHALL HAVE A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 2,500 POUNDS PER SQUARE INCH. 22. DESIGN VERTICAL SOIL BEARING PRESSURE IS 500 POUNDS PER SQUARE FOOT. DESIGN LATERAL SOIL BEARING PRESSURE IS 200 POUNDS PER SQUARE FOOT PER FOOT OF FOOTING DEPTH. (EQUALS 1 ° TABLE 1806.2 AND SECTION 1806.3.4. 00 PSF/FT x 2 PER 23. EMBEDDED STEEL MEMBERS SHALL BE HOT -DIPPED GALVANIZED, AND CONFORM TO A500 GRADE B. ROLL -FORMED STEEL MEMBERS SHALL CONFORM TO A653 SS GRADE 50 G60. S BOLTS SHALL 24. EASTERNERS: ALUMINUM BOLTS SHALL BE 2OD AN: STEEL BOLTS SHALL BE REQUIRED A-307. BE HAVE STANDARD -CUT PLATED WASHERS. WOOD AND LAG SCREWS ARE REQUIRED TO BE INSTALLED IN ACCORD.ANCE WITH THE NATIONAL DESIGN SPECIFICATION. B. STRUCTURAL CONFIGURATION (i.e.. SOLID OR LA7 i10E ROOF, FREESTAND N ). C. BASED ON THE REQUIRED DESIGN LOADS, SITE-SPECIFIC RAFTER AND/OR PANEL SPAN TABLES. 1 STRUCTURAL D. TYPE OF HEADER, POST TYPE & QUANTITY, FOOTING SIZE (WHERE REQUIRED) BASED ON THE SITE-SPECIFIC DESIGN LOADS. I E. APPROPRIATE STRUCTURAL DETAILS. ENGINEERING FIR OTHER DOCUMENTATION THAT MAY BE REQUIRED BY THE LOCAL AUTHORITY HAVING JURISDICTION. r'A, SHEET INDEX : , TC 04�STRUCTURAL ENGINEERING SHEET # SHEET TITLE / DESCRIPTION 26030 ACERO SURE 2DD PHONE: (949) 305-1150 T-0..................TITLE SHEET, DESIGN LOADS, GENERAL NOTES MISSION VIEJO. CA 92691 FAX [949) 3DS-1420 SH -1 .............SOLID PANEL STRUCTURES STRUCTURAL ENGINEER SH -2 ............OPEN LATTICE STRUCTURES OF RECORD: DUSTIN K ROSEPINK. SE .............PANELSPANS TRI-V,Vti/•PANEL&FLAT PAN POINT OF CONTACT: ANTHONYIRAN SH -4 ............MINIMUM FASTENERS SH - 5-6 .........RAFTER SPANS FOR OPEN LATTICE COMMERCIAL &PATIOS SH -7 ............HEADER BEAM TYPES, COLUMN / POST TYPES SH -8 ............EXISTING EAVE CONNF..^TION DETAILS SH -9 ............HANGER CHANNELS AND MOUNTING BRACKETS SH -10 ..........COLUMN / POST SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS 0 Z-1DURALUM m � 6 'Tl O a �p u I j art � c �[? E IAPMO 0195 C 1 > "' � ty, OV w � a 0 6 _ Il --- 6 25. THE POST -INSTALLED ANCHORS CITED IN THESE CONSTRUCTION DOCUMENTS SHALL BE SIMPSON STRONG TIE. 26. ALL SCREWS ARE SELF DRILLING (SDS) OR SHEET METAL SCREWS (SMS) IN CONFORMANCE WITH ICC -ES ESR 1976 OR APPROVED EQUAL. 27. THE TABULATED MAXIMUM COLUMN SPACING WHEN BEARING ON A CONCRETE SLAB IS LIMITED TO USE WITH RESIDENTIAL ATTACHED PATIO COVERS ONLY (10 AND 20 PSF). 28.SOLIDANDLATTICEALUMINUMCOVERSARECLASS AROOFASSEMBLYINACCORDANCE WITH SECTION 1505.2, EXCEPTION 2. WIND SPEED CONVERSION TABLE: THE WIND SPEEDS SHOWN IN THIS REPORT ARE BASED ON THE CBC/IBC. FOR USE WITH THE CRC/IRC, DIVIDE THE REQUIRED CRC/IRC WIND 7 SPEED BY 0.6 SH -11 ..........LATERAL FORCE RESISTING SYSTEM / MIN. NUMBER OF REQ. COLUMNS SH - 12 ..........BEAM TO POST &LATTICE TUBE TO RAFTER CONNECTION DETAILS SH -13 ..........HOW TO DETERMINE TRIBUTARY WIDTH & FAN BEAM DETAILS SH-14..........BEAMTYPES FOR ATTACHED&FREESTANDINGSOLIDCOVERS SH - 15-17 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH SH - 18-20 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 110-130 MPH SH - 21-23 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPHLL SH - 24-27 .....SOLID COVERS ATTACHED &FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH SH - 28-30 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH SH - 31-33 .....SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-130 MPH ® ® o , LAJ CO o N O� a ►-+ O d> W 0 � u REVISIONS NARK DATE DESC�ON 4STEL JOB >I DATE EXAMPLE: CRC/IRC WIND SPEED IS 85 MPH. THE COVER CONSTRUCTION SHALL BE BASED ON 85 MPH =110 MPH. SH - 34-36 .....LATTICE SH - 37-38 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF Ll, 110-130 MPH COVERS ATTACHED & FREESTANDING BEAM SPANS, 20 PSF Ll, 110-130 MPH O CJ DRAWN BY CHECKED F0 _.6 SH - 39-40 .....LATTICE SH - 41-42 .....LATTICE COVERS ATTACHED & FREESTANDING BEAM SPANS, 25 PSF S.L, 110-130 MPH COVERS ATTACHED & FREESTANDING BEAM SPANS, 30 PSF S.L, 110-130 MPH WHERE SNOW LOADS OCCUR, IT IS THE REPONSIBILITY OF THE CONTRACTOR FOR THIS POJECT TO VERIFY WITH THE LOCAL AUTHORITY HAVING JURISDICTION WHERE SNOW DRIFTING AND 8 SLIDING, PER ASCE 7-10, SECTION 7.7 AND 7.8, IS REQUIRED. SEE SHEETS 49 FOR SPAN REDUCTION FACTORS. SH - 43-44 .....LATTICE SH - 45-46 .....LATTICE SH -47 ..........INSULATED SH - 48 ..........SNOW SH -49 ..........SPAN SH -50 ..........ADDITIONAL COVERS ATTACHED & FREESTANDING BEAM SPANS, 40 PSF S.L, 110-130 MPH COVERS ATTACHED & FREESTANDING BEAM SPANS, 50 PSF S.L, 110-13D MPH ROOF PANELtATTACHMENT DETAILS DRIFT DESIGN j REDUCTION FACTOR TABLES STATE LICENSURE STAMPS SOLID PANEL STRUCTURES SH -0 0 OF 50 SHEETS 16.1071 06.2316 AT GM 11 4 3�, o B o C o D o E o ATTACHMENT ROOF PANEL SEE TABLES SEE DETAIL A, B & C, SHEET FOR ROOF SHEET8 PANEL ATTACHMENT TO SUPPORTING WALL HANGER & BEAM. "O.H." NOT TO EXCEED 25% — OF ROOF PANEL ALLOWABLE SPAN SEE DETAIL 11, SHEET 12` FOR MANDATORY SPLICE. NO BEAM SPLICE AT EXTERIOR POSTS. POSTS, SIZE VARIES SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS SOLID PANEL ROOF OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 3 1/2" SLAB ATTACHMENT' w MAY BE USED NOTE: NO SPLICE AT EX IOR POSTS ° WHERE PERMITTED. SEE TABLES NOTE: EACH COMPONENT IS INTER - FOOTING WHERE REQUIRED _ CHANGEABLE WITH ANY OTHER 4 SEE TABLES { COMPONTENT UNLESS OTHERWISE SHOWN. 1 TYPE_"A"_AT-TACHED SINGLE-SPAN-W/'CANTILEVER-OPTION- � t i ROOF PANEL SEE TABLES ' SHEET 4 FOR ROOF PANEL LFNGT SUPPORTING ATTACHMEBEAM.�� HOpSTRUCNT TO TURFVgRIFS FOOTINGS SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "C" FREESTANDING W/ CANTILEVER OPTION 'STRUCTURES "O.H." NOT TO EXCEED 25% 16.1071 SEE DETAIL A, B & C. ROOF PANEL SEE TABLES OF ROOF PANEL SHEET 4 FOR ROOF N N O PANEL ATTACHMENT TO ALLOWABLE SPAN SUPPORTING WALL GM HANGER & BEAM. SEE DETAIL 11, SHEET 12 MANDATORY SPLICE. Al 0. FOR NO BEAM SPLICE AT Sp pOS7-Sp vV/ " SFFTAB BEAM - SEE TABLES i� EXTERIOR POSTS. ES NG FOR POST SPACING POSTS, SIZE VARIES Q MSpAN/ FOR MANDATORY SPLICE. p0 T N0T r0 3 1/2" SLAB EXTERIOR POSTS. ALLSA o KABLESPAN 8,E MAY BE USED SEE SHT. 11 FOR MINIMUM TO CONSTRAIN FOOTING, SEE NUMBER OF REQUIRED COLUMNS TABLES FOOTINGS SEE TABLES NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "C" FREESTANDING W/ CANTILEVER OPTION 'STRUCTURES ROOF OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 3 1/2" SLAB ATTACHMENT) W " MAY BE USED WHERE PERMITTED. SEE TABLES NOTE: EACH COMPONENT. IS INTER - FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION ROOF PANEL SEE TABLES MIN. 0.25" SLOPE "FS7RU SHEET 4 FOR ROOF PANEL PER FT O.H. C7�RE ATTACHMENT TO VAR�FS SUPPORTING BEAM. O.H SPA SPAN "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN J� SEE DETAIL 11, SHEET 12 FOR MANDATORY SPLICE. p�ST SpgN/ BEAM - SEE TABLES N EXTERIOR POSTS. M SPLICE ATSFFTAe F /NG FOR POST SPACING S T II POSTS, SIZE VARIES O.H Ops NO T io MAY BE USED ALLO ASLFSp� TO CONSTRAIN W FOOTING, SEE Ill TABLES y FOOTINGS SEE TABLES TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. ATTACHMENT 16.1071 SEE DETAIL A, B & C. ROOF PANEL SEE TABLES SHEET 8 SHEET 4 FOR ROOF N N O PANEL ATTACHMENT TO MIN. 0.25" SLOPE PER FT. SUPPORTING WALL GM HANGER & BEAM. rn 0. "O.H." NOT TO EXCEED 25% W > — OF ROOF PANEL O L� ALLOWABLE SPAN coo SEE DETAIL 11, SHEET 12� Q MSpAN/ FOR MANDATORY SPLICE. p0 T NO BEAM SPLICE AT Sp SEF T, N� EXTERIOR POSTS. 3 8,E POSTS, SIZE VARIES SEE SHT. 11 FOR MINIMUM NUMBER OF REQUIRED COLUMNS ROOF OVERHANG, OR WOOD, OR CONCRETE WALL SEE SHEET 8 3 1/2" SLAB ATTACHMENT) W " MAY BE USED WHERE PERMITTED. SEE TABLES NOTE: EACH COMPONENT. IS INTER - FOOTING WHERE REQUIRED CHANGEABLE WITH ANY OTHER SEE TABLES COMPONTENT UNLESS OTHERWISE SHOWN. TYPE "B" ATTACHED MULTISPAN W/ CANTILEVER OPTION ROOF PANEL SEE TABLES MIN. 0.25" SLOPE "FS7RU SHEET 4 FOR ROOF PANEL PER FT O.H. C7�RE ATTACHMENT TO VAR�FS SUPPORTING BEAM. O.H SPA SPAN "O.H." NOT TO EXCEED 25% OF ROOF PANEL ALLOWABLE SPAN J� SEE DETAIL 11, SHEET 12 FOR MANDATORY SPLICE. p�ST SpgN/ BEAM - SEE TABLES N EXTERIOR POSTS. M SPLICE ATSFFTAe F /NG FOR POST SPACING S T II POSTS, SIZE VARIES O.H Ops NO T io MAY BE USED ALLO ASLFSp� TO CONSTRAIN W FOOTING, SEE Ill TABLES y FOOTINGS SEE TABLES TYPE "D" FREESTANDING MULTISPAN W/ CANTILEVER OPTION NOTE: EACH COMPONENT IS INTER- CHANGEABLE WITH ANY OTHER COMPONTENT UNLESS OTHERWISE SHOWN. Ess rco c�,ryN a . S5885 OF CA 06-23-16 DURALUM IAPMO 0195 APPROVAL I REVISIONS MARK I DATE I DESCPJP1l0N 4 STEL JOB S O 16.1071 O 06.23.16 ° DRAWN BY N N O AT Wmcoo GM rn O t W > — O L� STRUCTURES coo co Q Ess rco c�,ryN a . S5885 OF CA 06-23-16 DURALUM IAPMO 0195 APPROVAL I REVISIONS MARK I DATE I DESCPJP1l0N 4 STEL JOB S 16.1071 DATE 06.23.16 ° DRAWN BY AT CHECKED GM t SOLID PANEL STRUCTURES Q 3 SH- 1 t OF 50 SHEETS 3 M A B o C e D + i•o, E. u F G HR s I•- !, - , �� O X• r " W LQL - OPEN LATTICE STRUCTURES;' C/) in p �C X35• RAFTER, SEE TABLES � � • -16 • WALL LEDGER OR � �. _um . D195. - '- ' ROOF /ST/N: .Fx/ST/NG@p/[pWALL - EB C TAILA,BN DETAIL t - •.� G@V LEDGER ORiN i G . SE ` , .. _ ROOF OVERHANG, NG a - MAX O.H. 0 . .2596 OF -RAFTER ., SEE DETAIL A,B 8 C. , SHEET 8. - i� '' • •RAFTER'SEETABLES 6 r = - ALLOWABLE \ - .. }' ` _ •� - + q[ �So' OV@ SPAN MAX 'Oq@(FG - O.H. 25%OFRAFTER O.H , • 2 . _.� . - Spq� - -t . • , , - , ?S Mq{ ALLOWABLE - $pF O� SPAN. s _ a MANDATORY BEAM SPICE -SEE r u _ DETAIL 11, SHEET 12 �.•JyyG�nG- • j t•' �{ " - - - _ x - NO BEAM SPI ICF AT , ,� �4-/ - • 0 - j�0� • . ' EXTERIOR POSTS 9 O N G MANDATORY BEAM SF y G LENGTH LENGTH OF STRUCTURE VARIES N = n • _ DETAIL I VSHEET 12 - � O• • F • POST WITH SIDE PLATS NO BEAM SPLICE AT - i '• EXTERIOR POSTSr`.. p�6 3 O� M' 3 @c SEE SHT: 11 FDR MINIM M ,. � • °OSr Sp - SFF Spq '9rya NUMBER OF REDUI COLUMNS - LENGTH OF STRUCTUREVARIES • Tq@ S G1• [@ - .. Mi @ ',op EQ4f 312"SLABATTACHMENT r (� p @ t osr S/' POST WITH SIDE LATES ,•. Sr Sp- MAYBE USED WHERE PERMITTED. * ' - • , t4j S Sp qN *-. F@r SEE SHT. 11 FOR MINIMUM `NUMBER DF. REQUIRED NOTE: EACH COMPONENT IS INTER- sF Spq qhl @ 0 Tge[F�c SEE TABLES`• I•. ?4 < ., q�/N� q@ G [Fs COLUMNS CHANGEABLE WITH ANY OTHER @1ps - • �I COMPONTENT UNLESS OTHERWISE SHOWN. s - - FOOTING WHERE REQUIRED, ' NOTE: EACH COMPONENT IS INTER- ' posFgy rSpgpgN� 312" SLAB ATTACHMENT - - NOTE: THIS OPEN LATTICE -TYPE STRUCTURE - 'T�• SEE TABLES CHANGEABLE WITH ANY OTHERt SF - I . Frge[Fsc MAY BE USED WHERE .• -'- MAY NOT BE COVERED. . COMPONTENT UNLES3OTHERWISESHOWN. - RM ". y 4 - +- r - - r . - NOTE: THIS OPEN LATTICE -TYPE STRUCTURE - +• ,- SEE TABLES A . , f,Y MAY NOT BE COVERED. - - . FOOTING WHERE REQUIRED. • _ - •yF • SEE TABLES . - . a TYPE "E" ATTACHED SINGLE"SPAN LATTICE STRUCTURE - TYPE' UF ATTACHED MULTISPAN -LATTICE STRUCTURE ' _ RAFTER,SEETABLE = B.' FOR SIZE - s AND SPACING- - .. - • .. MAXOH O.H. - , 4 - ^ • - JRAFTFOR SEE SIZEABLE ': • AND SPACING •O.H. - - cO�ALLOWABLE- MAX. O.H. . • TS - -. p,9C/ GG ` ' •. • 25% OF RAFTER ALLOWABLE 2S, , - ' '• `• _ ,;SPAN % - w -in pOSI' io n.. - .r G ' •iq .. s - • • - '+ � ` +"Ili X a= _` 4 op - 16 tu ✓ ` LENGTH OF STRUCTURE VARIES �3 1 - . _ _. - - f' �•a Oil p x 7WG, 1� , - ' a y _ r.- -6 �-tl ^ OG• •�f• r 2q , •MANDATORY BEAM SPICE - SEE a "' - -^ ," •� '�: - �y6' A, _0 .•�q.K • • - DETAIL 11, SHEET 12 - • • NO BEAM SPLICE AT •� - - -� - OST CROSS -SECT] . LENGTH OF STRUCTURE VARIES �3p R�• - w/1•G _ ' EXTERIOR POSTS ' S OSr •F - • Fac Sp F SE_ E POST DETAI - „ - ., . , _ ,_ . - • , y -'Tq@[FS - ..m. MANDATORY BEAM SPICE - SEE _ - G * 312"SLAB - --DETAILII,SHEET12 pO - NO BEAM SPLICE AT S@ STSp -' SEE POSTSS-SE .- . _- NOTE: EACH COMPONENT IS INTER- a OSTS ' MAY BE USED TO CONSTRAIN _ .EXTERIOR POSTS, @ r q0i �`' q@[FS NG /' - t " ' CHANGEABLE WITH ANY OTHER S -a • FFTq��CjhG ^, FOOTING, SEE' 312" SLAB COMPONTENT UNLESS OTHERWISE SHOWN. . I - * •. TABLES . - I p0 - MAY BE USED 0 CONSTRAIN r ^ .• NOTE: THIS OPENLATTICE-TYPE STRUCTURE HINOT • • ., _ .. NOTE: EACH COMPONENT IS INTER- - CHANGEABLE WITH ANY OTHER s Sr F@T SpgC/ FOOTING, SEE TABLES • - { - • • - - . • - �t A:, FOOTING SEE TABLES . " - COMPONTENT UNLESS OTHERWISE SHOWN. ge[Fstic jl�!` { - NOTE: THIS OPEN LATTICE -TYPE STRUCTURE , FOOTING SEE TABLES , F•TYPE �LATTICE MAY NOT BE COVERED. , . "G" FREESTANDINGSINGLE SPAN STRUCTURE- - . :'H"'FREESTANDING MULTISPAN LATTICESTRUCTURE�-- t: r .. _ - - f. a - � } i'� '. ., _ _ _TYPE `�� - !T - " � _' __ h w <+, 'yam '# . • -tl �-~w _ ." • It O dN CO U') • , - , �� O X• r " W LQL d C/) in p �C X35• -16 ; _um . D195. - '- ' 0 2 3 o 4 0 i 7 0 8 tl o G o D o E o F o G o H S�D-P NA ELS SPANSFOR COMMERCIAL &RATIOS f10/,120/130MPH) EXP. -B & C 24" TRI -"V" PAN ALUM. ALLOY 3004-H36 OR EQUAL TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF LIVE/SNOW LOAD, psf 20 25 30 1 40 1 50 24" TRI -"V" PAN 0.88 0.83 1 0.75 1 0.80 24"XZY2"x0.018' 0.85 0.80 0.65 0.65 LUSL PANEL -r 110 MPH SPAN 120 MPH SPAN 130 MPH SPAN EXP.B I EXP.0 EXP.B I EXP.0 EXP.B EXP.0 13,_9" (IN.) 5 B j EXP C C EXP.B .020(l) 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 10'-3" 12'-6" 9'-6" 018 12'-0" 11'-1" 11'-2" 10'-7" 10'-T 9'-11" 12'-0" 15'3" 15'-3" 9'-0" 8' 6" B'-7" 8'-1" 8'-2° T-5" .024 13 7° 10'-1" 12'-3" 12'-3" 12'-3" 12' 3" 12'_3° 12'_3° 10 .024 12'-7" 12' 8" 11'-10' 12'-0" 11'-1° 10 15'-7" 12'-6" 1T-7' 10'-4° 9'-9° 9'-9" 9'-2" 9'-3" 18'-0" 151-1" 181-0" 14'-3° .032 14 3" 14-3° 14-3" 14'_3" 14'_3° 14'3" 17'-7• 032 15'_6, 14,_9, 14'_9" 14,-0" 14 1" 13,_3" 19'-4" 19'-7" 12'-B" 12'-1" 12-1, 11 _2 11.3, 14'-1D" 14'-1" .D40 6 -4" B -0" B -4" 8'-4" 8'-0" 8'-4" 16'-4" 018 1T-7" 16'-B" 16'-9" 15'-9" 16'-0" 15'-0" 10'-2° 8'�" 10'-2" 8'-6" 7'-9" 7'-5" 7'-5" 7'-2" T-2" 6'-10' 12-1" 9'-9" .020(l) 10'_1, 10,_1, 10,_1, 10,_1, 10,_1, 10'_1" 20 .024 024 13 3' 12'-2" 13-3" 11'-B" 13,_3" 11' 6" 13'_3" 11'_2, 13'_3" 11'_3" 13,-3° 10.7" - 8'-B" 8'W 8'-5" 8'-1" 12'_6, 13'-0" 11' 6" 13'-0° 11'-D' 121° 12,_1, 12,_1" 12,_1" 12'_1, 12'_1" 1's`-tr 032 15'-6"11'-10" 12' 8° 10,_3, 10'4" 14'-6° 12'-10" 20 14'-6° 12'-4" 10'-9" 10'-3" 10'-4" 9'-B" 9'-9" 1d'$" 14'-10" 14'-10" 7'-3"7,-3° 7' 3° 7' 3" 7'3" 7,_3" 9 9" 8' 8" .018 9 9" 8'-3" 13'-3" 12'-9" 12'-9" 12'4" 12'-4" 11=7" 10'-4' 10'-3" 7'-8" 7'_4 7'-4" 7'-1° 7'-1' 6'-1D" 10'-4" 9'-7° 10'-4" 9'-2" 8-9" 8-9" 8'-9° 8'-9" 8'-9" 8'-9" 25 .024 11.1" 101-61 15,_1 14'_7, 14'_7, 13'_8" 14'_1, 11' 4" 11'-3" 11' 4" 10'-9" 8'-8" 8' 4, 8'-5° 8'-1" 8'-1' T-9" 11 _1, 12'_1, 13'-2" 9'-8" 9' 8" ' 8° 9'-8" 9'-8" 9' 8" 12'-3" 12' 9" 032 12'3° 124" 9'-10" ;1 9'-5" 8'-11" 9'-0° 8'-6° 13'_1, 14'-9" 10'-6" 10'-2" 102" 9'-7" 9'3° 9'-2" 12'-0" 9'-3° 6'-7' 6'-7" 6'-7" 6'-7° 6'-7° 6'-7" 9'-9" 018 9'-9' 11'-0" 10'-7" 10'-8" 10'-2" 10'-3" 25 13,_2, 13'_2" 13,_2, 13,_2, 13'_2, 13,_2, 8'-3" 8'-3' 8'-3° 8'-3" B' -3° 8'-3" 30 .024 7'-9° 13'-1° 12'-7" 12'-8" 12'-2" 12'-3° 11'-6" 9'-7" W-3" 8'-0" W-0° 7'-9" 7'-9" 77 5° 14'_2, 9'-9° .D40 " 9'-1° 91-1" 9'-1° 10'4" 1 D'4" 032 10'-0" 15'-0" 14' 4" 14'-2" 13'-7" 13'-8" 13'-0" 9'-10° 9' 6" 9'-6' 10'-6" 10,_6° 10'_6" TABLE 1 - MULTI -SPAN REDUCTION FACTORS FOR ROOF PANELS ROOF PANEL TYPE 10 ROOF LIVE/SNOW LOAD, psf 20 25 30 1 40 1 50 12"x3Y2'XO.020" 0.88 0.83 1 0.75 1 0.80 24"XZY2"x0.018' 0.85 0.80 0.65 0.65 24"xZyj"x0.024" 0.90 0.88 0.70 0.65 24"x2Y2'XO.032" 0.90 0.68 - - (1) MULTI -SPAN REDUCTION FACTORS ARE ONLY APPLICABLE TO THOSE ROOF PANEL TYPES SHOWN IN TABLE 1 ABOVE. NOTE:PANELFASTENERS ARE SHOWN IN TABLES 1,2 AND 3, SHEET 4 FOOTNOTE: "SAMPLE" FIGURE INDICATES ATTACHED FIGURE INDICATES FREESTANDING 1 12"x 3 1/2"W PANEL SO' T- (SEI 1.1 5' EEL .75' 0' 1.3' 1.3' 12.0' ALUM. ALLOY 3004-H36 OR EQUAL 6° / B" x 2 Y2" FLAT PAN ALUM. ALLOY 3004-H36 OR EQUAL 12" x 3 1/2" W PANEL LUSL PANEL'T" (IN.) 11O MPH SPAN 120 MPH SPAN 13D MPH SPAN EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 P (IN )L� YEXP.B 110MPH S� 13'_9, 13,_9, 13'-9" 13,_9" 13,_9" 13,_9" 5 B j EXP C C EXP.B .020(l) EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 020 12'-6" 12-6 10'-1" 12'-6" 103" 12'-6" 9'-6" 12'-6° 97" 12'-0" 11'-1" 11'-2" 10'-7" 10'-T 9'-11" 12'-0" 15'3" 15'-3" 15'-3" 15'-3" 15-3" 15'-3" 13 7° 11'-6" 13 7" 10'-9° .024 13 7° 10'-1" 024 15'-10" 14'-2" 5-10" 13' 4° 75'-10" 13' 4" 5'-10° 5'-10" 5'-10" 13'-2" 12'-7" 12' 8" 11'-10' 12'-0" 11'-1° 10 15'-7" 12'-6" 1T-7' 1T-7." 17'-7° 17,_7, 17'_7" 17,_7" 18'-0" 151-1" 181-0" 14'-3° .032 040 1 7'-7"' 117'-7" 17'-7' 17'-7° 17'-7• 17'-7" 15'_6, 14,_9, 14'_9" 14,-0" 14 1" 13,_3" 19'-4" 19'-7" 19'_7• 19,_7, 19,_7, 19,_7" 19,_7, 14'-1D" 14'-1" .D40 13'-4" 17'-6" 16-10" 17'-0" 16'-4" 16'-6" 1T-7" 16'-B" 16'-9" 15'-9" 16'-0" 15'-0" 10'-2° 8'�" 10'-2" 8'-6" 11'_3, 11'_3" 11'_3" 11,_3, 11,_3, 11'_3, 12-1" 9'-9" .020(l) 18-4" 9'-5° 024 11'-4" 10'-1" 1 V-4' 9' 8' 11'-4" 9'-9" 11'x' 9'-3" 1�1'-Vl 024 13 3' 12'-2" 13-3" 11'-B" 13,_3" 11' 6" 13'_3" 11'_2, 13'_3" 11'_3" 13,-3° 10.7" - 12'-0" 20 20 .032 12'_6, 12,_6,02a11'_2' 13'-0" 11' 6" 13'-0° 11'-D' 13'-0' i t'-0' 13'-0° 10`-6'" =12'-6"l12'6" 15'-6" 14-L° �6'115'-6" 1's`-tr 15-6 15'-6"11'-10" 12' 8° 10,_3, 10'4" 14'-6° 12'-10" 20 14'-6° 12'-4" 14'-8" 14'-8" 14'-8" 14'x" 14'-8, 1d'$" 14'-10" 14'-10" .032 020 9 9" B'-11° 9 9" 8' 8" 9 9" 8'-8" 9 9" 8'-3" 13'-3" 12'-9" 12'-9" 12'4" 12'-4" 11=7" 10'-4' 10'-3" 16'-3° 16'-3" 16'-3" 16'-3" 16'-3" 16'-3" 10'-4" 9'-7° 10'-4" 9'-2" .040 10'-4" 6'-10" 02411'_1, 11' 6° 11'_1" 11'-7" 11 _1° 10'-10" 11 _1• 11'-0" 11.1" 101-61 15,_1 14'_7, 14'_7, 13'_8" 14'_1, 11' 4" 11'-3" 11' 4" 10'-9" 11'-0• 10-10 11.1, 11.1, 1 _1, 11'_1 11'_1, 11 _1, 12'_1, 13'-2" .020(l) >9 12'-3" 13'-3" 12'-3" 12' 9° 12'-3" 12' 9" 12'-3" 12'-3" 12'3° 124" 9'-10" 9'-3" 9'-5" 8'-11" 9'-0° 8'-6° 13'_1, 14'-9" 13,_1, 14,-1" 12'-0° 12'-0" 12'-0" 12'-0" 12'-0" 12'-0" 9'-3° .024 9'-3" 9'-3" 9'-9" 9'-9" 9'-9" 9'-9' 11'-0" 10'-7" 10'-8" 10'-2" 10'-3" 25 13,_2, 13'_2" 13,_2, 13,_2, 13'_2, 13,_2, .032 8,-5• 8'-1" 8'-1° 7'-9° 13'-1° 12'-7" 12'-8" 12'-2" 12'-3° 11'-6" 9'-7" 9'-2" 14'-2° 14,_2" 14,_2, 14,_2, 14,_2, 14'_2, 9'-9° .D40 9'-9" 10'-4" 10,-4" 10'4" 1 D'4" 10'-4" 10'-0" 15'-0" 14' 4" 14'-2" 13'-7" 13'-8" 13'-0" .020(l) 10'-6° 10'-6" 10'-6" 10,_6° 10'_6" 10'-6" 9'-2" 8'-9" 8'_11, B'-5° 8'-6° 8'-2° 9-2" 8-10" 11,_3, 11,_3, 11'_3, 11,_3, 11,_3, 11,_3• 11'-0" .024 10'-6" 9'-11" 10'-9�1_1901_w 10'-9" 10'-9" 10'-9" 10'-6" 10'-1" 10'.2° 9'-7° 9'-9° 9'-2" 30 11'-4" 12' 6" 12'-6" 12'-6° 12'-6" 12'-6" 12'-6° .032 .032 126" 12.1" 11 1 11,_6• 10'-9" 10'-4" 10'-0" 13'-4° 13'-4" 13'-4" 13'-4" 13'4" 13'-4' 12'-6" .04D 11'-10° 11'-7" 11'-7" 11'-7° 11'-7" 11,_7• 11,_7, 14'-2" 13'-8" 13' 6" 13'-0" 13'-3" 12'-6- 2'-6"9'-1" 91 _1" 9'-1" 9'-1" 9'-1" 9'-1" 9'-1" .020(l) B'-3" 8'-1" B'-1° 7'-10" T-10° 7'-6" 10'-3" 10'-3" 10'-3" 10,-3" 0'-3" 10'-3" 11' 8° 024 11'-3" 14'9° >8" 14'-7" 14'-1" 9'-5" 9'-1" 9'-1° 8'-10" 610° 8'-7" 40 8'4° 11'-4° 11'-0" 11,4" 11'-4" 11'-4" 11'-4° 9, 0, .032 91-0" 020 11'-3" 11'-1° 11'-0° 10'-7" 10' 8" 10'3" 12'-2° 12'_2, 12.2" 12.2, 12.2, 12.2" T-3° 040 6'-11" V -i" 8'-10" X-10" B'-7" 8'-6' 12'-8" 12' 4" 12'A" 12-1" 12'-1" 11'-8" 9'-0" .020(l) 8 2" 8 -2" 8' 2- B'-2" B'-2" B'-2" 9'-0° r-1° 7'-1' 7'-1• 6'-11° 6'-11" 6'-9" 9'-2" 9'-2" 9'-2" 9'-2" 9'-2" 9'-2" .024 40 B -B" 8-3" 8-3"p>8° -D 8 1" 7-10" r iD 7 10 10'-2° 9'-10" 9'-10" 50 91-8" 1OW" 10'-7" 10'-7" 10'-7" 10'_7" 10'_7" 9 9" .032 12'-1" 12'-9° 13'-9" 13 4" 13.6, 12 _1 9'-7" 9'-7" 9'-7° 11'-3° 11'-3" 11'-3" 11'-3" 11'-3" 11'-3' 040 10'-2" 9'-10" 9'-10" 9'-7" 9'-7" 11'-0" 10'-10" 10'-10" 10'-7" 10'-B" 10,_4, 6° / B" x 2 Y2" FLAT PAN ALUM. ALLOY 3004-H36 OR EQUAL 2 O -. "c -c)` Lu M o 1= Q 06 UUrn O Q LL Lu > -- O L0 O — O (JJc) _ O • N O Q�OFESS/q1� S 5885 OF CAL\FO`s .. 06-23-16 DURALUM IAPM0 0195 1 REVISIONS MARK I DATE DESCRIPTION 45TELJOBA 161071 DATE 0623.16 I DRAWN BY AT CHECKED GM i PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 SHE.7S L - 18" x 2 y" FLAT PAN 6"x 2Y2" FLAT PAN LUSL P (IN )L� YEXP.B 110MPH S� PHEXP.0 LUSL P (IN.) PH PH PH 5 B j EXP C C EXP.B EXP.B EXP.0 EXP.B EXP.0 EXP.B EXP.0 020 12'-6" 12-6 10'-1" 12'-6" 103" 12'-6" 9'-6" 12'-6° 97" 12'-6" 9-0 020 14_7, 12'-B" �14'414'_7° 12'-0" 14'_7, 11' 4° 14,_7, 11'-6" 14,_7,10'-10" 10' 9° .024 13'7" 12'-1" 13 7" 11'-0" 13 7° 11'-6" 13 7" 10'-9° 13 7" 10-10 13 7° 10'-1" 024 15'-10" 14'-2" 5-10" 13' 4° 75'-10" 13' 4" 5'-10° 5'-10" 5'-10" 70 10 032 15'7" 15'-7" 13'-1° 16-7" 13'-4 15-7° 12'-4' 15'-7" 12'-6" 16-7- 12'-0" 032 18 0" 16'-2° 18'-0" 15 8" 18'-0" 15'-9" 18'-0" 15'-0" 18'-0" 151-1" 181-0" 14'-3° 040 1 7'-7"' 117'-7" 17'-7' 17'-7° 17'-7• 17'-7" 040 19'-0" 9'-4" >i46 19'-0" 19'-4" 19'4" 19'-4" _15'-71 14-10" 14'-1D" 14'-1" 14'-2" 13'-4" 17'-6" 16-10" 17'-0" 16'-4" 16'-6" 16'-0° .020 10'-2" 10'-2" 8'-9" 10'-2" 8'-9° 10'-2° 8'�" 10'-2" 8'-6" 10'-2" 7'-11' .020 12'-1" 10'-10" 12'-1" 10'x" 12'-1" 10'-3" 12-1" 9'-9" 12'-1° 9'-10" 18-4" 9'-5° 024 11'-4" 10'-1" 1 V-4' 9' 8' 11'-4" 9'-9" 11'x' 9'-3" 1�1'-Vl 024 13 3' 12'-2" 13-3" 11'-B" 13,_3" 11' 6" 13'_3" 11'_2, 13'_3" 11'_3" 13,-3° 10.7" 20 20 .032 13'-0" 13'-0" 11' 4° 13'-0" 11' 6" 13'-0° 11'-D' 13'-0' i t'-0' 13'-0° 10`-6'" .032 15'-6" 14-L° �6'115'-6" 1's`-tr 15-6 15'-6"11'-10" 12' 8° 040 14'-6" 13,-6° 14'-6° 12'-10" 14'-6" 13'-0° 14'-6° 12'-4" 14'-6" 12'-6" 14'-6" 11,-10" 040 16'-8° 15'-6" 16' 15'-2" 15-2" 14'-10" 14'-10" 14'-3' 020 9 9" B'-11° 9 9" 8' 8" 9 9" 8'-8" 9 9" 8'-3" 9 9" 8'-3" 9 9" 7'-1'0 020 10'-4° 10' 8" 10'-4" 10'-1" 10'-4' 10'-3" 10'4" 9'-B' 10'-4° 9'-9° 10'-4" 9'-4° 024 10'-4" 9'-11" 10'-0" 9'-7" 10'-4" 9'-7° 10'-4" 9'-2" 10'-0" 9'-3" 10'-4" 6'-10" 02411'_1, 11' 6° 11'_1" 11'-7" 11 _1° 10'-10" 11 _1• 11'-0" 11.1" 101-61 25 25 032 11' 4" 11'-10" 11' 4" 11'-3" 11' 4" 11'-3" 11' 4" 10'-9" 11'-0• 10-10 11'-0° 10 4" 032 12'_1" 14'-1° 12_1" 13'-7" 12'-1" 13'-B" 12'_1, 13'-1" 12'_1, 13'-2" 12'_1" 12'-0° 040 12'-3" 13'-3" 12'-3" 12' 9° 12'-3" 12' 9" 12'-3" 12'-3" 12'3° 124" 12'-3° 11'-9" 040 13,_1„ 15' 4" 13,_1, 15'_1" 13,_1, 15_1" 13'_V 14 _8" 13'_1, 14'-9" 13,_1, 14,-1" 9'-3° 9,-3" 9'-3° 9'-3" 9'-3" 9'-3" 9'-9" 9'-9" 9'-9" 9'-9' 9'-9° 9'-9° .020 azo 8,-5• 8'-1" 8'-1° 7'-9° 7'-10" r-6' 9'-11° 9'-7" 9'-7" 9'-2" 9' 4" 8'-11" 9'-9° 9'-9" 9'-9° 9'-9° 9'-9" 9'-9" 10'-4" 10,-4" 10'4" 1 D'4" 10'-4" 10'-0" .024 .024 30 9-6° 9-1° 9-2" 8-10" 8-11" 8 4' 30 11' 4° 10'-9" 11'-0" 10'-4" 10'-6" 9'-11" 10'-9�1_1901_w 10'-9" 10'-9" 10'-9" 10'-9' 11'-4" 11'4° 11'4" 11'4" 11'-4° 11'-4" .032 .032 1 10'-9" 10'-4" 10'-0" 1D'-0" 13'-2° 12'-0" 13'-0" 12'-6" 12'-7" 11'-10° 11'-7" 11'-7" 11'-7° 11'-7" 11,_7• 11,_7, 12'_3" 12,_3, 12,_3• 12,_3• 12�12'1040 .040127" 12-2 12-2 11' 8° it' -9" 11'-3" 14'9° 14' 6' 14'-7" 14'-1" 8'-4" 8'-4" B'4° 8'-4" 8'4° 8'-4° 9,-0" 9,-0" 9,-O" 9, 0, g. -W 91-0" 020 .020 7'-B" T-6" 7'-6' T-3° 7'-2" 6'-11" V -i" 8'-10" X-10" B'-7" 8'-6' 8'-1' 91-0" 9'-0" 9'-0"'" 9'-0" 91-0 9' 6" 9'-6" 9'-6° 9'-6° 9'-6" 9'-0° 024 .024 40 B -B" 8-3" 8-3"p>8° -D 8 1" 7-10" 40 10'-2° 9'-10" 9'-10" 9'-7' 91-8" 9'-3° 9 9 9 9" 9 9" 9.9. 9 9" 9 9" 12'-1" 12'-9° 13'-9" 13 4" 13.6, 12 _1 032 032 10'-2" 9'-10" 9'-10" 9'-7" 9'-7" 9'-3" 10'-3" 10'-1" 10'-1° 9'-10° 9'-10" 91-8° 10,_7" 10'_7" 10'_7" 10'_7, 10,_7, 10,_7, 11'_2, 11,_2, 11,_2, 11'_2, 11,_2, 11•_2" .D40 .040 11 _6" 11 _2" 11 _2, 10-10 10'-6" 13'-g° 13'_4" 13.6" 13,_0" 13,_1° 12.7• V_5' 7 -5" 7 5" T 5" 7 5" 7 5" 8'-3- 8 3" 8 3" 8 3" 8-_3 8'-3' 020 020 6'-5" 6'-5° 6'-5" 6'-3" 6'3° 6'-1• 7' 8" T-7° 7' 8" r 5° T-6" T-2° 6-3° 8 3" B 3" 8'3' B 3" 83" B'-9" 8'-9" B'-9" B'-9" 8'-9" B'-9° 024 024 7'-4° T3 7-3° 7-1° T 6-11" 8 9° 8 7" B-7" 8-5" 8 8 r 50 50 9'-i' 9'-1° 9'-1° 9'-1" 9'-1° 9'-1" 9'-8" 9'-B° 9' 8' 9'-8" 9'-8° 91-8. 032 .032 8'-9° 8'-7° B'-6° 6'-5° 6'�• 8'-3' 10'-4° 10'-3" 1D'-3" 10'-1" 10'-1" 9'-9" 9'-9° 9'-9° 9'-9" 9'-9" 9'-9° 9'-9° 10'4° 10'-4" 1 D'A' 10'A" 10'-4° 1 D'4- .D4D .040 910• 9'-g• 9'-9" 9'-s° 9'-7" 9'-2' 11'-10" 11'-7° 11'-9" 11'-6" 11'-6° 11'-2° 2 O -. "c -c)` Lu M o 1= Q 06 UUrn O Q LL Lu > -- O L0 O — O (JJc) _ O • N O Q�OFESS/q1� S 5885 OF CAL\FO`s .. 06-23-16 DURALUM IAPM0 0195 1 REVISIONS MARK I DATE DESCRIPTION 45TELJOBA 161071 DATE 0623.16 I DRAWN BY AT CHECKED GM i PANEL SPANS TRI -V, W -PANEL & FLAT PAN SH -3 3 OF 50 SHE.7S L r �E A o- _ B o C 'o D o' •o F.. o G o H. l _ COLUMN / POST_ SURFACE MOUNT AND FOOTING EMBEDMENT DETAILS,/ MIN. -NUMBER OFREQ..COLUMNS r• l ' r. -' .t 1 ]'F..�✓"rv' '�� < _ . * � y, ' a �y _!ate • - _. , !�• � - - r' • �' .� ,y y , •` ... _ t° . TABLE 1- r TABLE 2 2 ►: ; r ATTACHED ONLY t ATTACHED AND STEEL POST ONLY: _ • -. "T" BRACKET Q 3 -SO. POST - I • . FOOTING &ANCHOR BOLTS FREESTANDING , I USE POST TYPE F wi (4)14 SMS EA. SIDE OF POST +' OR 1/2" ' i' ALTERNATE FTG.. - I F, G. H. I, J OR K M.B. THROUGH POST ALUM.-rBRACKET USE WITH ' 1' ( I > SINGLE POSTS •i• FOOTING SIZE EMBED.. CUBE SIZE SQ. 18'DEEP 'CUBE FTG. ' o POST _ POST TYPE B,C,D, OR E. "POST " •r _-'r �' -` I I ~- r 's+'•u: ' �'.•' ,' 16° 1B" SQ. 12" _ STEEL "T" BRACKET OR 9° SQ: BOLTS'. (• 1/2 DEPTH OF I I 17'-22• CUBED (1) (2}318.0 1718- 20" 21" SQ. 12" BASE PLATE USE WITH FOOTING OR j POST TYPE B,C,D,E,F,G,H,J OR K. 12" MIN. EMBD. I 22" 25" SQ. 16" (2)-3/8"0 STRONG -BOLT 2 SS SEE TABLE 1 EA. BRACKET TO SLAB. M 23.8 2a°CUBED (1)' (z)•1rz 0 " 3 1/q• 24" 28' SQ. 20" 3 _ 9 1/2°MINIMUM DISTANCE TO EDGE OF SLAB. - • i LL In `' Q ' 25-30' CUBED (2) (4}112 :,3114° 26° 32' SQ. 23" 33°MINIMUM DISTANCE FROM w - i s 28" 35° SQ. 25" ... • SLAB CRACK TO COLUMN. d 31'-34'CUBED (2) (4}SIB'0 17 4' "f W Q 30• 39" SQ. 28" (1T/" MIN. EMBEDMENT) . :' W (L '`••'•' 35° -39 - CUBED (2)- '(4}314'0 1i 43/4' 32°.- 43"SQ. 30" D a .. (1}7/2"OM.B. F r - 34" 47" SQ. 32" - SLAB SHALL BE IN a POURED CONCRETE x9" LONG, 1" t+o°;;•; 0-C * Y FROM END - W ' m 40' - 42- CUBED (2) • (4}314.0 (= • 4 314• ' . 36" 51" SQ. 34" GOOD CONDITION k FOOTING SEE TABLES j' ' OF POST .. Z -++- NOTE: BOLTS SHALL BE SIMPSON STRONG BOLT 2 SS 38' 55" SQ. 37" FOR SIZE POURED 40" 60" SQ. 39" - c I 3 1/2° MIN. SEE FOOTING �--SQU (ICC -ES ESR -3037) - SQUARE, SEE FTG.. CONCRETE SCHEDULE IN BEAM IN BEAM SPAN TABLE.- i . * __ - - -- 1) MAY USE EITHER STEEL T BRACKET FOOTING " SPAN TABLES 42° 64" SQ, 41° 4 -4 'r ALTERNATE FncESTANDING BASE PLA c.�� , 44` 69• SQ. �• ISTING SLAB FATTACHED'COVERS `O) ONLY., O POSTS TO CONIC. FOOTING ATTACHED COVERS ONLY 2) REQUIRES USE OFALTE,4NATEFREESTANDING • 1 BASEPLATE. " ' # 3 SQUARE POST EMBED. ' - 9 INTO FOOTING • CUBE FOOTING VW31?SLAB - i (3)-3/4"0 BOLTS ' FOR POST TYPE F, G. H. I, J & K. 5 , 4� _ 3"OR4"SO. _• �. 5" INSERT. s 4 5 INSERT. > - , H •� - ` '. 16" x0.188" �•' , ASTM A500 45"• GRADE STEEL T.O.C. ` + �, � 'i:9 S 4 SS316 3/4"0 STRONG -BOLT 2 SS. 'STEEL � •. . , _. r •. J• ,. - - y r +rs %• _ �� y3` . �•r ,J"' . � JCi ..w . �...� «.x iw•�..t ���r �..Y'• ' � '• V +•. _ f f . . - - e, B �.c t i ._ •;, �_� a, . j'"'''- .�.�• -. • PER ICC ES ESR -3037• - - ' (4 3/4" EMBEDMENT DEPTH) 4 + , - ' ALUM. ALLOY .3.00" OR 1� .. �' t: `_r'. ;,„ • y = -" ' . F ,.. , - 6063-T6 2.0"' w ' } r 1.375 7/16"0 HOLE«� w ;I r : .INSERT TO `� St t•" •+ , - 56" ` 2 FLANGES , FOR 3/8" MB 's BASE LA S PLATE 3/16" ' , , �„,,. , o,- • " 75;'� ' ' '' 2 1 /8" APART,. •ASTM A500 GRADE B ' ,i+ ; r +' rt POST 0 _ INSTALL 1Y" x 1Yi' x %'; HDG 1.125" - • 2.5" t WASHER PLATE AT ANCHORS - 7 7 .75" —BASE FLARES' `. INSERT— s iYr z�. 1 1:60 157 TO 3"WIDE EA. TYP SIDE OF FLANGES' -' .. _, g•= SQ. X 5/8" THK. ', THK. BASE PLATE', _- , ; t• . 1.50 x,090" TYP. •. USE FOR 3" OR 4" 1� 75 t FOR 3" POST, WIDE POST (ASTM A500 GRADE B STEEL) - F �' _ INSTALL 1Yi' x 1Y" x Y" HDG t` STEEL POSTS 4 FOR 4" 5.50" " 1i , 1 %" 6 y" e _ WASHER PLATE AT ANCHORS + ( = ' ` - - , 1-7/16"Ql;HOLE ' •� ,, ' �. �. FOR 130 MPH _ t �2- 5/160 HOLES '. & 2-3/8';HOLES NOTE: CONCRETE SLAB ANCHORS SHALL BE; ' + r ' . r 1 �' TYP. EA!SIDE ;. �`n� _ " .' WELDED STEEL BASE PLATE •,. 1 0 a E • W DIAMETER SIMPSON STRONG -BOLT 2 SS NOTE: CONCRETE ANCHORS ARE SHOWN IN TABLE 1. ;1 r. t . , +' = '• t ' - ' :ALTERNATE:FREESTANDING e , _ (ICC -ES ESR -3037) T .:ALUM "T" BRACKET O _ 'STEEL "T",BRACKET BASE PLATErANCHOR r o� El= o111111111 ©m E 7 8 o C o o G o LATERAL FORCE RESISTING SYSTEM (LFRS) FOR ATTACHED COVERS } Q� m 2"X6.5"X0.032" SIDE PLATES 110 MPH 120 MPH 130 MPH EXP. B EXP. C EXP. B EXP. C EXP. B EXP. C 5' 2 2 2 3 3 3 6' 2 3 3 3 3 4 7' 2 3 3 4 3 4 8' 3 3 3 4 4 5 9' 3 4 4 4 4 5 10' 3 4 4 5 5 6 11' 4 4 4 5 5 6 12' 4 5 5 6 5 7 13' 4 5 5 6 6 1 7 ¢� 2"X6.5"X0.042" SIDE PLATES m3 110 MPH 120 MPH 130 MPH TABLE EXP. B EXP. EXP. B EXP. C EXP. B EXP. C 5' 2 2 2 2 2 3 6' 2 2 2 3 3 3 7' 2 3 3 3 3 4 8' 2 3 3 4 3 4 9' 3 3 3 4 4 5 10' 3 4 4 4 4 5 11' 3 4 4 5 5 6 12' 3 4 4 5 5 5 13' 1 4 5 4 6 5 7 NOTE: 1. MINIMUM NUMBER OF REQUIRED TYPE D COLUMNS AS SHOWN ON SHEET 7. SEE SHEET 7 FOR POST TYPES. BEAM SPLICE TO OCCUR DIRECTLY OVER 5/8" 0 PLASTIC POST. -NOT PERMITTED PLUG WHERE @ 6 SCREWS @ 2 -POST UNITS SCREW IS INSIDE PER SIDE I 5„ ,5 #14 SMS MAY BE USE AS ALTERNATE TO 1/4"0 BOLTS -- 8" BEAM 5 i 5" ❑1 OR ❑2 SEE NOTES BELOW I I 6 1/2" SIDEPLATE EA. SIDE SEE POST SCHED. #14 SMS EA. SIDE TOP, MID HEIGHT AND BOTTOM. 3"SQ.'POST BETWEEN SIDE PLATES POST SCHEDULE 3" SQ. x.032" + (2)-2" x 6 1/2" x 0.032" 3" SQ. x .032" + (2)-2" x 6 1/2" x 0.042" 11 W/ (6)-#14 S.M.S. EACH SIDE. 2❑ W/ (8)-#14 S.M.S. EACH SIDE. USE ON CONC. SLAB ONLY , USE ON CONC. SLAB OR FOOTING. BEAM TO POST CONNECTION 21 ALTERNATE FOR SOLID -ROOFED ATTACHED COVERS WHERE MINIMUM NUMBER OF REQUIRED COLUMNS (SHOWN AT LEFT) ARE NOT SPECIFIED ROLL -FORMED OR INSULATED ROOF PANEL TERL❑CKING SEAMS, TYP.� • c0� co�F,p f'�YF�G14' j WALL HANGER F (E) STRUCTURE 1 ROOF PLAN FASTENERS, #14 SMS 2 32' D.C. ".ET 4 4 MIN. PER EACH JOINT ROLL -FORMED #14 SMS 2 32' O.C. MAX. OR IRP (4 MIN. PER PANEL INTERLOCK) OLL-FORMED PANEL ALUMINUM SKINS IRP TOP & BOTT. 0.024' SEE SHEET 4 ROLL -FORMED PANEL INSULATED ROOF PANEL O ROOF HANGER O INTERLOCKING SEAM INTERLOCKING JOINT ION, P L, CDLUIAN 1 3"x 'x0.0 2" / (2) 2"x6 5"x0 42" SIDE PLArES. SE AN C )LUP IN 2 PEF SPAN TABLE . 2 G6 Q�J O A �S O PROJEC ROOF PANEL ATTACHMENT LENGTH L ROOF PLAN FASTENERS, #14 SMS 2 32' D.C. ".ET 4 4 MIN. PER EACH JOINT ROLL -FORMED #14 SMS 2 32' O.C. MAX. OR IRP (4 MIN. PER PANEL INTERLOCK) OLL-FORMED PANEL ALUMINUM SKINS IRP TOP & BOTT. 0.024' SEE SHEET 4 ROLL -FORMED PANEL INSULATED ROOF PANEL O ROOF HANGER O INTERLOCKING SEAM INTERLOCKING JOINT ION, P L, A o B o C o D o E o F o G o H o I o J C=> ` N CD r � �` N co Lo W m o DC) rn I 0 Q W LL Q O L() 2 0 Ln _� o N rn 0 QROfESSI� co 321'-4"0 Cn S 5885 1 OF CAl\Eat 06-23-16 e DURALUNI IAPMO 0195 AHJ APPROVAL sui t a z s REVISIONS MARIt DATE DEXPIMON 4 STEL JOB $ 16.1071 E 7 DATE 06.23.16 ° DRAWN BY AT CHECKED GM e SOLID COVERS ATTACHED & FREESTANDING BEAM SPANS, 10 PSF L.L, g 6 110-130 MPH SH - 16 � �- 16 OF 50 SHEET ATTACHED &FREESTANDING SOLID COVERS - 10-PSF LIVE LOAD - 110,120,130 MPH- EXP. C 7" I -BEAM 7" I -BEAM � ` G W/ (1) "C" INSERT H W/ (2) "C" INSERTS I DBL. 2"x6.5"x0.042" � DBL. 2"x6.5x0.032" �R K 3"x8"x0.042" BEAM • � � ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID � MAX.COL: ¢ _ SPACING � ~o MAX•POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. NIAX.POST FTG. MIN. MAX.POST FTG. MIN. M AX.POST MAx.POST FTG, MIN. MAX•POST MAX.POST FTG. MIN. � o ON SLAB m� SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING SPACING (IN.) POST m � FOR 3"x8" FOR DBL. FOR 3"x6" (?), (3) � (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE BEAMTYPE2'k6sx0.032' BEAMTYPE13'7"5'26'-9" 23 24'-4" 32 G29'-6" 2433 H 16'-0"2 16'-0" 29 13'-8"1913'-2" 13'8" 275,26'-9"26 E23' -8"34H29' -6"27E26' -2"35I16'-0" 2215' -3"30G2' -10"21B12'-3" 12'-7"9G11'-4" 6'25'-3" 24E23'-0" 31 G 27'-9" 25E25'-3" 32 G 14'-7"20B14'-7" 28G 12'-6" 1912'-1" 12'6" 27G 6' 25'-3"27 2 -433H27' -9"2824'-7"34H14'-7"2314'-0"29- 1'-9' 21 11'-2" 11'-6" 28 i 9,_8„ 7, 2.4'-0" 4'-0" 228 E 21'- 21'-3" 333 G H 26' 26'-4" 229 E 24'-0" 3 4,. 334 H 13,_6''3'-6" 223 �. 13'-6'3,-0" 229 G 11o,-8,, 11' 0" 222 B 11'-10'-4" 11' 10'-8" 227 G 7 23'-0" 26 20'-1 32 25'-3" 27 23'-0" 33 12'-8" 21 12'-8" 28 10'-6" 10'-10" 20 10'-6" 10'-10" 27 8, 23 =0 29 E 20'-3" 32 H 25'-3" 30 E 22'-4" 33 H 12'-8" 24 C' 12'-2" 28 G 10'-0" 10'-2" 22 B 10'-0" 27 G 7,_7„ 9' 22'-1" 27 20'-1" 33 24'-3" 27 22'-1" 34 H 12'-0" 22 12'-0" 29 9'-10" 21 C 9'-10" 10'-2" 27 9' � 22'-1" 30 E 19'-7" 33 H 31 E 21'-7" 34 I 12',0" 24 C' 11'-6" 29 G 9'-4" 9'-8" 23 B 9'-2" 9'-4" 27 G 6'-9„ 10, 21'-4" 231 E 19'8' 333 H - 23,-6" 232 E 20'-9" 334 I 11'-41V-4" � , 225 C 11' 229 G g,-0" 9 -29'-2" 223 C' 9' 4"8'-9" 9 2'" 227 G 10' 6'-2" 11' 20'-8" 28 18'-9" 34 22'-9" 29 20'-8" 35 10'-10" 22 10'-10" 30 9'-0" 8'-4" 21 9'-0" 8'-4" 28 11' O 20'-8" 31 E 18'-3" 34 � 22'-9" 32 E 20'-2" 35 � 0'-10" 25 E 10'-4" 29 G C' 8'-4" 7'-8" 28 G 5'-8" 12' 20'-1" 28 E 18'-3" 35 I 22'-1" 29 E 20'-1" 36 J 10'-4" 23 E 10'-4" 30 G 8'-7" 7'-8" 21 C 8'-7" 7'-8" 28 G 12' 32 17'-9" 35 33 35 10'-0" 30 8'-2" 7'-8' 23-1" 28 � ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID � MAX.COL. � � MAX.POST FTG. MI N. ' MLoX.POST FTG. tr11N. MPX.o05T FTG. MIN. AMX.POST FTG. MIN. MPX.POST FTG. MIN. M4X.POST FTG. CAIN. NIAX•POST MAX.POST FTG. MIN. MAX.POST MAX.POST FTG, MIN. � Q SPACING ON SLAB SPACING (IN.) POST SPACING (IN.) POST SPACING (IPJ.) POST SPA (IN.) (IN.) POST SPACING (IN.) POST SPACING (IPJ.) POST SPACING SPACING (IN) POST SPACING SPACING UN. POST e� c (2). C,) F (SPAN) (ij TYPE (SPAN) (1} TYPE (SPAN) (1} TYPE (SPAkj (1) TYPE (SPAN] (1) TYPE (SPAN) (1j TYPE 2'x85xoo3'C FbEAMB" (1) TYPE FOR DBL. 4.BfS1 FBEAMB" (1} TYPE � C 26'-9" 24 24'-4" 34 H 29'-6" 25 26'-1 35 I 16'-0" 20 16'-0" 30 13'-2" 13'-8" 20 13'-2" 13'-8" 29 , O 13-7' S 26'-6" 28 E --23--1" 36 I 29'-2" 29 E 25'-4" 36 K 14'-10 22 g 31 G 12'-7" 11'-8" 21 B 12'-3" 11'-6" 30 G 5 r11,x„ 6, 25'- 4'-10' 229 E 23'- 21�-9" 335 H I 27, 27'-6" .230 E 25'-23-10 336 H K 14'-713,-8" 223 B 14'-13'-4" 231 G 12,_ 1,�1 6 12'-60'-8" 222 B 12,_ 1„11-2 12'-6"0'-6" 229 G 6' i 9,_8„ 7, 24'- �°3,-8" 230 E 21'-9" 0� 8�� 334 H I 26 -2w-,,, 231 E 24'- 2'2-g„ 335 H I 13�-612,-8" 223 �i 13'-6'2'-4" 230 G 11'-1'0-8" 11 10'-0" 223 B 11'-1"0-4 11'-79'-8" 228 G 7 J 8'-6" $' 23'-0" 27 20'-1 32 25'-3" 28 33 H 12'-8" 21 12'-8" 28 10'-6" 10'-10" 21 10'-6" 10'-10" 27 8, 22'-8" 31 E 19'-9" 34 H 25'-0" 32 E 35 I 11'-10 24 C 30 G 10'-0" 9'-3" 23 g G , �� � 22'-1" 28 20'-1" 33 24'-3" 29 22'-1" 34 H 12'-0" 22 12'-0" 29 9'-10" 10'-2" 22 W9'-2 28 � 7 -7 9 21'-9" 32 E 19'-0" 34 H 24'-0" 33 E 21'-0" 35 I -_11'-2" 24 C 11'-0" 29 G 9'-4" 8'-9" 23 '-7" 28 G 9 � 6'-9" " 10, 21'-4" 21'-1" 232 E 19'-48 -4 333 H I 23 23'-2" 233 E 21'-4" 20'-2" 334 � 11'-410,-8" 225 Ci 11'-4"0'-4" 229 G 9'-4" 9,�„ 9 -28'-4" 224 -9"228G10' O6,_2„11,20' -20,-4"233E 18'-97-933422'-226"334E20'897335IJ1010'-2225E10,_9„10"329Gg'-0"8,-7"s�224-1"229G11' 5'-8„12,20'1334E18'-17,3,.33422�21'-10'335 E20'-1�_1„310'-4'9,-9"226E10'-49638�7°-2"2'-7" 230 G 12' } ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID } MAX.COL. a= MAX.POST MAX.POST FTG. MIN. MAX.POST MAX.POST FTG, MIN. ~o Z SPACING � o MAX•POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. SPACING SPACING SPACING SPACING Q,°, ON SLAB m� SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST (IN.) POST (IN.) POST m C (2),(3) � (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (,) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE Yk65Rx0.032° FBEAMB" (1) TYPE 2kB5x0003P FBEAMB" (1) TYPE C 13'-7" 5' 26'-9" 26 E 24'-0" 35 I 29'-6" 27 E 26'-4" 36 K 16'-0" 22 B 15'-7" 32 G 13'-2" 13'-1" 20 g 13'-2" 13'-0" 27 G 5' O 25'-9" 29 22'-4" 37 K 28'-6" 30 24'-8" 36 13'-8" 24 13'-4" 32 12'-7" 22 12'-3" 29 g' 25'-3' 27 E 22'-7" 35 I 27'-9" 28 E 24'-1 36 I 14'-7" 22 B 14'-3" 31 G 12'-1" 12'-0" 21 B 112'-1" 1'-10" 27 G 6, 24'-3" 30 21'_1" 37 K 26'-9" 31 23'-3" 37 K 12'-7' 24 _12'-W 32 11'-6" =10" 23 [--_11'-2" 28 I 9,_$„ 7, 24'- 23,-1" 231 E 21'_6 0 1„ 336 H K 26 25'-6" 232 E 23'-8" 2,-1" 337 I K 13-611,_8„ 225 �i 13,_ 1„1,�„ 331 G 11'-10 _g 11 -1g,-2„ 223 B 11'_ i"0.4 11'-19'-0" 227 G 7' ,..� 8'-6" $' 23'-0" 29 20'-7" 34 H 25'-3" . 30 22'-8" 35 I 12'-8" 24 12'-4" 30 10'-6" 10'-4" 22 10'-6" 10'-4" 27 , 22'-1" _fl2 E 19'-2" 36 I 24'-4" 33 E 21'-2" 37 K 10'-10 -=2- 6 C' 10'-8" 30 G 10'-0" 8'-7" 24 B 8'-4" 27 G 8 7'-7" g' 22'-1" 29 19'-9" 34 H 24'-3" 30 21'-9" 34 I 12'-0" 24 11'-8" 29 9'-10" 9'-9" 23 C 9'-10" 9'-8" 27 9' � 21'-3" 33 E 18'-6" 35 I 23'-6" 34 E 36 K 10'-3" 26 C 30 G 9'-4" 8'-1" 24 B 9'-2" 7'-10" 27 G � 6,_9„ 10, 21' 20'-7" 334 E 19'-_17'-1 0' 335 H I 23 22'-8" 335 E 1 g,-8" 336 I J 11-4 9'-9" 227 C 11'-19'-7" 230 G 9'-4" -4'9'-0" g1-27'-8" 225 C 9 -4'8'-4" 8 g 7'-2" 227 G 10' O 6,_2„ 11, 20'-89'-10' 335 E 18'-67'-3" 335 I J 22' 22'-0" 336 E 20'-4" '-1" 336 I J 10-19'-4" 227 E 10'-9',-2" 231 G 9'-0'9,-7" 8�7'-4" 23 C 9'-0'8,-0" 8 -01, '6'-7" 228 G 11' t 5,_8„ 12, 20'-1'9,-3" 335 E 18'-0"6'-9" 334 I J 22'-V 337 E 19'-g�8,-6" 335 � 10'-4'9,-0" 227 E 10'-28'-9" 331 H 8 718'-2" 7 225 7�,6'-0" 228 1,_3„ G 6'-10" C G 12' A o B o c o D E o F o G o H o I o J D ATTACHED &FREESTANDING SOLID COVERS - 10 PSF LIVE LOAD - 110,120,130 MPH - EXP. B & C i 3"x8"x0.042" BEAM 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM DBL. 3"x8"x0.042" BEAM L DBL. 3"x8"x0.042" BEAM "v1 W/ 14 GA. STL. INSERT � W/ 12 GA. STL. INSERT � W/DBL. 14 GA. STL. INSERT P W/ DBL. 12 GA. STL. INSERT � ATTACHED SOLID FREESTAND/NG SOLID ATTACHEDSOLID FREESTANDING SOLID ATTACHEDSOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID � MAX.COL. SPACING � o MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN, MAX.POST FTG. MIN. M%+x•POST FTG. MIN, MAX.POST FTG. MIN. MAX.POST FTG. MIN. �o �.., ON SLAB m g SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m� (Zj, (3) � (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE z 13'-7" 5 19'-3" 21 C 19'-3" 30 G 18'-4" 21 C 18'-4" 30 G 20'-1" 21 C 20'-1" 30 G 25'-1 23 E 25'-1 32 H 28'-4" 24 E 27'-8" 35 J 5 , � 18'-1" 23 17'-8" 31 18'-4" 23 17'-8" 31 20'-1" 24 19'-4" 32 5'-10" 26 4'-10' 34 28'-4" 27 27'-0" 37 11'-4" 6' 17'-16.-6" 224 �• 17' 1'6'-1" 231 16'-9"6'-9" 224 16'-9'6.-2" 29 18'-4"8-4" 225 18'-4"7�-8" 331 12T-8 3'-23'-8" 227 E 23'-22�-9" 333 H 2525'110" 227 E 25�24'�10" 336 J 6' e— l7 �. l7 Ci C7 � 9'-8" 7' 16'-3" 22 C 16'-3" 29 G 15'-7" 22 C 15'-7" 29 G 17'-1" 22 E 17'-1" 30 G 22'-0" 24 E 22'-0" 32 H E J 7, 15'-3" 24 15'-0" 30 15'-7" 24 15'-0" 30 17'-1" 25 16'-4" 31 22'-0" 27 21'-1" 33 24'-0" 28 23'-1" 35 � 8'-6" $ 5'-3" 23 E 15'-3" 30 G 14'-7" 22 E 14'-7" 29 G 23 E 16'-0" 30 G 20'-7" 25 E 20'-7" 32 H 22'-6" 26 E 22'-6" 34 J 8 14'-4" 25 14'-7" 25 29 16'-0" 26 15'-4" 30 20'-7" 28 19'-9" 32 22'-6" 29 21'-7" 34 , , [14'-4"23 E13' 14'-4"30 13'9"23 E13' 13'-9" 30 15'-1"23121 19'4"2519'4" 33 21'-2"26 21'2"35 �7-7913'-7"25 -2"30G13'-9" 26 -3"30G15' -1"26E14'-6" 30G19' -4"29E1'-7" 32H21' -2"29E20'-4" 3J9 3 6'-9" 10' 312'-10" 226 E 13'-82'-7" 330 13'-93'-1" 226 13'-12'-7" 330 14'_3" 24 14'-3" 21 18'_4" 2g E 18'_4" 33 H 27 E 20'-1" 35 J 10' � G E (�7 27 E 13'-9" 31 G 18'-4" 29 33 30 19'-4" 35 , 13'-1" 24 E 13'-1" 31 G 12'-6" 24 E 12'-6" 31 G 13'-8" 24 E 13'-8" 31 G 17'-7" 26 E 34 H 19'-2" 27 E 19'-2" 36 J , 11 O12'-3" 26 12'-0" 30 12'-6" 26 12'-0" 30 13'-8" 27 13'-1" 31 17'-7" 30 6'-10' 33 19'-2" 30 18'-6" 35 12' 12'-6'1 227 E 12'-6'�'-6" 331 12'-0'2,-0" 227 12'-�l�'-6" 331 13'-113-1" 228 13'-112'-7" 332 16'-9'6'-9" 230 E 16'-9'6'-2" 334 H 418,-4" 231 E 18'-417,-8" 336 j 12' =9" G E G E G 118 � ATTACHEDSOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHEDSOLID FREESTANDING SOLID ATTACHED SOL/D FREESTANDING SOLID � 4 2 MAX.COL. SPACING � o j0 MAX -POST FTG. MIN, M.oX.POST FTG. MIN. MAX.POST FTG. MIiJ. PAPX.POST FTG. MIN, MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FFG. MIN- MAX.POST FTG. PAIN. MAX.POST FTG. M!N. MAX.POST FTG. MIN. [l, ON SLAB � � SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) -POST o� (SPAN) (;) TYPE (SPAN) (;) TYPE (SPAN) (;) TYPE (SPAN) TYPE (t) (SPAN) (S} TYPE (SPAN) TYPE (SPAIN)' (i) TYPE (SPAIN) (S) TYPE (SPAN) (i} TYPE (SPAN) (;) 7`,'PE C 5' 19'-16'-6" 224 C 19 332 G 18'-17'-4" 224 C G 18'-17'-0" 31 20.119'-0" 225 C 20'-118-6" 333 G 25 227 E 25� 3 H 28 228 E 27'-26'-1" 337 I N13'-7.. B 16'-1" H H 24'-4" 23'110' 36 K 26'-8" K D 18'-�'7,4..226 G 23'-8" 25E23'-8"33 H 25'-12625'-10" 34 H33H22-3"2821'-9"35I24'-4"2923-9"36J9,_8„�,16'-3"316'3"3015'7" C18'-1'7031 J5'1'-4"6'17'-15'-1"225C17'332G16'-95'-10'225C16'-9"5.-6"332G 2315'7"3017'-123 17'-1" 31 22' -0" -0"5C1 -8"31G14'-8" 26�'1-4"31G16'-1" 26E15' -8"32G20'-8" 29E20'2" 34H22'7"9E22'1"35 I J 81-61, 8 ' 15'-3" 24 E 15'-3" 30 -10 G 14'-7" 23 E 14'-7'-'--- 29 G 16'-0" 24 E 16'-0" 30 G 20'-7" 26 E 20'-7" 32 H 22'-6" 27 E 22'-6" 33 H , 8 s 26 C 12'-9" 13'-9" 26 13'-6" 31 15'-1" 27 14'-8" 32 19'-4" 29 18'-10' 34 21'-2" 30 20'-8" 34 I cli 7-7 9 14'-4" 24 E 14'-4" 30 G 13'-9" 24 E 13'-9" 30 G 15'-1" 25 E 15'-1" 31 G 19'-4" 27 E 19'-4" 32 H 27 E 21'-2" 34 H 9 � 12'-4" 26 12'-1" 30 13'-0" 27 12'-8" 30 14'-2" 27 13'-10" 31 H 18'-3" 30 17'-10' 33 31 19'-6" 34 I 6'-9" 10' 13'-8" 25 E 113'-8" 31 G 13'-1" 24 E 13'-1" 30 G 14'-3" 25 E 11 4'-3" 31 H 18'-4" 27 E 18'-4" 33 H 28 E 20'-1" 34 H 10 , � 11 -8 27 11 6 30 12'-4" 27 12'-1" 30 H 13'-6" 28 13'-2" 31 17'-4" 30 17'-0" 33 31 18'-6" 33 I 11' 13'-1" 25 E 13'-1" 31 12'-6" H 25 E 12'-6" 31 G 13'-8" 25 E 13'-8" 31 fi 17'-7" 28 E 17'-7" 33 fi 19'-2" 28 E 19'-2" 34 O F6, 27 11'-0" 30 11'-9" 28 11'-6" 30 H 12'-10" 28 12'-7" 31 16'-7" 31 16'-2" 33 18'-1" 32 17'-8" 34 12' 12'-6'O�-8" 227 E 12'-6'p.-6" 330 H 12'-0 228 12'-0"1'-1" 330 13'-112-4" 229 13'-112-1" 332 16'-95'-10" 231 E 16'-9"5'-6" 333 H 232 E 18'-4"7-0" 334 � 12' E H E H 118' 7.�.� 6 � ATTACHED SOLID FREESTAND/NG SOL/D ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID ATTACHED SOLID FREESTANDING SOLID � MAX.COL. SPACING H � Do �o MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. MAX.POST FTG. MIN. ON SLAB g SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST SPACING (IN.) POST m� D (2),(3) F-5 (SPAN) (;) TYPE (SPAN) (;) TYPE (SPAN) (1) TYPE (SPAN) (;) TYPE (SPAN) (1) TYPE (SPAN) (1) . TYPE (SPAN) (1) TYPE (SPAN) (1) TYPE (SPAN) (i) TYPE (SPAN) (1) TYPE 13-7' , 5 ' 23 C 181-31-4 33 18'-4" H 23 C 18'-0" 33 H 20'-1" 24 C 19'-8" 34 H 25'-1 26 E 25'-3" 36 J 28'-4" 26 E 27'-3" 37 K 5 , M 24 B 1'-9" 33 16'-0" 25 B 15'-7" 34 17'-4" 26 17'-1" 35 I 22'-4" 28 1'-10' 37 K 24'-6" 29 24'-0" 38 11� B' 16'13'-10" 225 �. 16'-9'3.-6" 332 �i 16'-9'4.-7" 226 Ci 16'-6'4._3.. 333 G 18'-45'-10' 226 18'-D'5_7„ 334 23'-20'-6" 229 E 23'-2�'-1" 336 I 25 230 E 2521-10" 337 J 6' r H C H K 22'-4" K i � 9'-8" 7' 15'-7" 24 15'-6" C 31 15'-7" G 24 C 15'-3" 3331 17'-1" 25 16'-8" 32 G 22'-0" 27 E 21'-6"- 34 H 24'-0" 28 E 23'-6" 35 I , 7 12'-9" 26 12'-7" 32 13'-6" 26 [---13'-2" 2 G 14'-9" 27 E 14'-6" 33 H 19'-0" 29 18'-7" 35 I 20'-9" 30 20'-3" 36 K 8'-6" 8 14'-7" 25 E 14'-6" 31 14'-7" G 25 E 14'-3" 31 16'-0" 25 15'-7" 32 20'-7" 28 E 20'-1" 34 H 22'-6" 29 E 22'-0" 35 � 8 12'-0" 26 C 11'-9" 31 12'-8" 27 C 12'-4" 32 G 13'-10' 28 E 13'-6" 32 H 17'-9" 30 17'-4" 35 I 19'-6" 31 19'-0" 35 7'-7" 9' E 13'8" 30 13'-9'z.-0" 331 H 227 E 13'-6"1'-8" H 15-113.-1" 228 14'-B'Z=9" 332 19'-16'-9" 231 E 19'-0"6'-4" 334 I -I 21'-;°8���. 232 E 20'-8"8'-0" 335 H 9, LL G -1-31 G E Fi I 6._g.. 10. 1. E 13'-0'O 4�� 13�_ 330 H 1.�1 228 E 12'-9"1 14'3" 331 229 14'-0"2 331 18'-4'6.-0" 219 E 18'-0"5'-7" 3 H 20'-1 332 E 19'-817-1" 335 H 10 � -7" G ��.� =7" Fi 2'-4" E -1 Fi 34 I 6'-2" � 1' E12'-6" 31Fi12'-6" 26E12'-2" 31fi13'-8" 27E13'-4"31 17'-7"29E17'-2"33fi19'-2" 30E183411' O 10'-1" 31 10'-10' 28 [--10'-7' 31 11'-10' 29 11'-7" 31 H 15'-2" 32 14'-10' 33 16'-7" 33 16'-3" 34 r 5._8.. 12' 12'-9'-10" 228 E 1'-19_8�� 331 I -I 12'-0"0'-4" 229 E 11'-8DO'-1" 13'-111'-4" 331 230 12'-911.-1" 331 E 31 H E Fi E 18'-015-7" 334 � 12'