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BPAT2014-102878-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 `&ht�4 4Qubt& COMMUNITY DEVELOPMENT DEPARTMENT BUILDING PERMIT Application Number: BPAT2014-1028 Property Address: :) 4y.5 f p w— F''0 APN: 773263021 Application Description: 360 SQ FT PATIO COVER LATTICE AND SOLID PREENGINEERED Property Zoning: Application Valuation: $3,600.00 Applicant: L D R CONSTRUCTION SERVICES P 0 BOX 242 LA QUINTA, CA 92247 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: B License No.: 988835 - Date: 1— /1 ` % Contractor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (1 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 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. BAP.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 Lender's VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 DatQ 9/1 (760)413-4078 Llc. No.: 988835 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 or which this permit is issued. ve 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: _ 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. Date: ..11--I 1 Applicant WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR 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- mentioned property for inspection purposes. Date: L7V z Signature (Applicant or Agent): Owner: z KIM FERRERO 3Z 0 - cn 52445 AVENIDA HERRERA 0 a LA QUINTA, CA 92253 o S �"` y M OiO o D O c Contractor: m L D R CONSTRUCTION SERVICES �--�-�- .�� U P 0 BOX 242 LA QUINTA, CA 92247 (760)413-4078 Llc. No.: 988835 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 or which this permit is issued. ve 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: _ 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. Date: ..11--I 1 Applicant WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR 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- mentioned property for inspection purposes. Date: L7V z Signature (Applicant or Agent): FINANCIAL INFORMATION DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid forBUILDING STANDARDS ADMINISTRATION BSA $1.00 $0.00 DESCRIPTION ACCOUNT. QTY AMOUNT PAID. PAID DATE DEVICES, FIRST 20 101-0000-42403 0 $24.17 $0.00 PAID BY METHOD RECEIPT #. CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE DEVICES, FIRST 20 PC 101-0000-42600 0 $24.17 $0.00 PAID BY' METHOD RECEIPT # CHECK # CLTD BY Total Paid for ELECTRICAL: $48.34 $0.00 DESCRIPTION ACCOUNT .. QTY AMOUNT PAID PAID DATE PATIO COVER, STD, OPEN 101-0000-42404 0 $97.17 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE PATIO COVER, STD, OPEN PC 101-0000-42600 0 $95.72 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid forPATIO COVER / COVERED PORCH / LATTICE $192.89 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE SMI - RESIDENTIAL 101-0000-20308 0 $0.50 $0.00 PAID BY METHOD • RECEIPT # CHECK # CLTD BY Total Paid forSTRONG MOTION INSTRUMENTATION SMI: $0.50 $0.00 • •• Description: 360 SQ FT PATIO COVER LATTICE AND SOLID PREENGINEERED CONDITIONS Type: PATIO COVER Subtype: Status: SUBMITTED Applied: 9/18/2014 SKH Approved: Parcel No: 773263021 Site Address: ,CA Subdivision: SANTA CARMELITA VALE LA QUINTA Block: 83 Lot: 10 Issued: UNIT 10 NAME TYPE Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $3,600.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 APPLICANT Details: PATIO COVER - 360 SQ FT LATTICE AND SOLID PATIO COVER WITH ELECTRICAL FOR (1) FAN [METALS BUILDING PRODUCTS ENGINEERING] 2013 CALIFORNIA BUILDING CODES. LA QUINTA CA CHRONOLOGY CONDITIONS CONTACTS NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT L D R CONSTRUCTION SERVICES P 0 BOX 242 LA QUINTA CA 92247 CONTRACTOR L D R CONSTRUCTION SERVICES P 0 BOX 242 LA QUINTA CA 92247 OWNER KIM FERRERO 52445 AVENIDA HERRERA LA QUINTA CA 92253 Printed: Thursday, September 18, 2014 12:02:23 PM 1 of 2 B?wSYSTEMS Printed: Thursday, September 18, 2014 12:02:23 PM 2 of 2 Cg? -W- SYSTEMS CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY DEVICES, FIRST 20 101-0000-42403 0 $24.17 $0.00 DEVICES, FIRST 20 PC 101-0000-42600 0 $24.17 $0.00 Total Paid for ELECTRICAL: $48.34 $0.00 PATIO COVER, STD, 101-0000-42404 0 $97.17 $0.00 OPEN PATIO COVER, STD, 101-0000-42600 0 $95.72 $0.00 OPEN PC Total Paid for PATIO COVER / COVERED PORCH / LATTICE $192.89 $0.00 SMI -RESIDENTIAL 101-0000-20308 0 $0.50 $0.00 Total Paid forSTRONG MOTION INSTRUMENTATION SM! $0.50 $0.00 TOTALS:• •• Printed: Thursday, September 18, 2014 12:02:23 PM 2 of 2 Cg? -W- SYSTEMS Bin # Permit # 13p` �"'4' �" Project Address: '2, '/ Y 5 City of La Quinta -Building & Safety Division P.O. Box 1504, 78-495 Calle Tampico. La Quinti,CA 92253 - (760) 777-7012 • Building Permit Application and Tracking -Sheet Ave- 14,ev Y'e.Y'OL., Owner's Name: K Ilt,\ v A. P. Number: Address: Legal Description: City, ST, Zip: Contractor. LLP .A Vy.� ��^ V r �� t — % Telephone: Address: -%S i 1 rj Co_� f pr Project Description: 2'2. )4- 1 ® I City, ST, Zip: L L 14 Z Z Telephone: GO Y 1 3 H Y- 't �I L State Lic. # : City Lic.'#t"" . / " vn Arch., Engr., Designer. l� ./t7 Address: C� C (•�Q ✓l City., ST, Zip: Telephone: :.....;.;:..::;. �•;_ Construction Type: �.� Occupancy: ProJecttyP (circle one): Add'n Alter Repair Demo State Lic. #: :-:w«::>>:>< ......................................:.............. Name of Contact Person: �.t��l Sq. FG: © F# stories: # Units: //a'j Telephone # o( ® Estimated Value of Project: o b , APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Rcq'd Rcc'd TRACIONG PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Cala. Called Contact Person Plan Check Balance. Title 24 Cala. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan tad Review, ready for correctionsfissue 1 Electrical Subcontactor List Called Contact Person Plumbing Grant Decd Plans picked up S.M.I. H.O.A. Approval Plans resubmitted . Grading IN HOUSE:- '`d Review, ready for corrections/issue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees CITY OF IJP QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION DAT _ BY ` C//& - �q /�< N i .FOO. �I "1-4 i -Q.- 4,0 V 1 +� Q CITY OF IJP QUINTA BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION DAT _ BY ` C//& - �q /�< N i .FOO. �I "1-4 i -Q.- 4,0 �d L�� METALS BUILDING PRODUCTS PATIO COVER, CARPORT AND COMMERCIAL STRUCTURE ENGINEERING (2012 IBC) PAGES DRAWING SECTION DESCRIPTION 1 MUSAGN01.DWG GENERAL NOTES AND TRIBUTARY WIDTH DIAGRAM 1 GENERAL NOTES AND PROFESSIONAL ENGINEERING STAMPS LATTICE COVER COMPONENTS AND CONNECTION DETAILS 1 PAGE LAT01.DV\1G STRUCTURAL CONFIGURATIONS 4 PAGES LAT02.DWG LAT03. DWG LAT04. DWG LAT05. DWG 4 PAGES 6 PAGES COMPONENTS/CONNECTION DETAILS LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES ' CITY OF LA QUANTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DAA (t'a)/(!t-.Y LATTICE 2.0,POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN NORMAL WIND AREAS 6 PAGES LATTICE 3.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN HIGH MPH WIND AREAS SOLID COVER COMPONENTS AND CONNECTION DETAILS 11 PAGES MUSA01.DWG MUSA01 b. DWG : MUSA02.DWG MUSA03.DWG MUSA04. DWG M U SA05. D WG M USA06. DWG MUSA07. DWG MUSA08. DWG MUSA09. DWG MUSA10.DWG 6 PAGES 28 PAGES 28 PAGES STRUCTURAL CONFIGURATIONS STRUCTURAL CONFIGURATIONS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COM PONE NTS/CONN'ECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS 4.0 PANEL SPANS FOR PATIO, CARPORT AND COMMERCIAL STRUCTURES 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN NORMAL WIND AREAS 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN HIGH WIND AREAS FEB 24 2014 2 PAGES Misc1a, Misc1b 7.0 MISC DETAILS 1 PAGE, Misc2 7.0 FAN BEAM DETAILS 1 PAGE Misc3 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES 1 PAGE Misc4 7.0 CONCRETE FOOTING OPTIONS 2 PAGES Misc5 7.0 REQUIREMENTS FOR LATTICE STRUCTURES WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS 1 PAGE Misc6 7.0 FORCES ON EXISTING STRUCTURES 1 P- GE M.i,sc7 7-O-ST-RUGTl-1.RAL-P-R- PE-RTI-ES-OF=&E-AM•S FFASC•IA;-PANELS-AN'D'R;4FTERS-FOR`USE-B7"DESFGN PROFESSIONALS February 24, 2014 1 PAGE Misc8 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS 1 U PROJECTION TRIB WIDTH TRIB WIDTH --{ TRIBUTARY .-WIDTH OVERHANG EXISTING STRUCTURE TRIBUTARY WIDTH DIAGRAM WIND SPEEDS IN THE 2012 IBC ARE "ULTIMATE DESIGN WIND SPEED." ALL STRUCTURES_ DESCRIBED IN THIS REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM,"ULTIMATE DESIGN WIND SPEEDS" FOR RISK CATEGORY II: "FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE IS 30'. Kzt WAS ASSUMED AS 1.6 FOR ALL WIND LOADS. SITE.LOCATIONS REQUIRING A HIGHER Kzt VALUE (ISOLATED HILLS, RIDGES, ESCARPMENTS) WILL -REQUIRE HIGHER WIND LOADS AS PER ASCE7-10 SECTION 26.8 AND ARE OUTSIDE THE SCOPE OF THIS REPORT. General Notes,, - NOTE: EXPOSURE B: SHALL APPLY WHENTHE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN AND SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN W/ NUMEROUS CLOSELY SPACED 1. Structural design per the 2012 International Building Code basic load combinations described in OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER) PREVAILS IN THE UPWIND Section 1605.3.1 and no increases are permitted for resisting wind or seismic forces. Aluminum DIRECTION FOR A DISTANCE OF AT LEAST 1500 FT. design in accordance with the 2010 edition of the Aluminum Associations's specifications and Chapter 20 of the IBC. Patio Covers as defined in IBC Appendix I shall be used only for EXPOSURE C: SHALL APPLY WHEN EXPOSURE B AND D:(SMOOTH MUD'FLATS,'SALT FLATS, UNBROKEN ICE recreational, outdoor living purposes and not as carports, garages, storage rooms or habitable AND OTHER) DO NOT: . rooms. Commercial Covers may be used for these purposes. Carports must have at least two SEISMIC LOADING: 4 y. opens sides and'have floor surfaces made of approved'noncombustible material or asphalt. MAXIMUM Ss = 150% SHOWN IN 2012 IBC FIGU`kE 116.13.3.1(1) 2. At least one horizontal dimension (projection or width) of cover shall be less than 30'. Ss >150% ARE NOT REQUIRED AS PER ASGE740.12.8.1.3 3. Concrete mix: Fc = 2500, 3000 or 3500 psi at 28 days in negligible, moderate and severe S1 NOT APPLICABLE TO THESE STRUCTURES ; conditions as shown in`Figure 1904,2 of the 2012 IBC. Patio structures may be attached to SITE CLASS = D concrete slab without footings when the post load is 750 Ibf or less and the frost depth is zero. M1 F PROJECTION ! �____TRIB-WIDTH._�-� TRIBUTARY WIDTH 12. The roof panels shall have a slope between 0.25" and V per foot. 13. 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. Paint inside of all embedded posts from the bottom to 12" above grade. Where aluminum is 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 seperated in accordance with the Aluminum Design Manual Section M.7. 14. Wind velocity and Ground Snow/Live load are identified in all of the relevant tables. Roof snow loads have been determined in accordance with ASCE?-10 Section 7.3. Ct=1.2, I = 1.0, Ce=1.0 (All exposures except B and C when located tight among conifers) Ground Snow LoadApplied Roof Load 10 psf " 10 psf - LIVE OR GROUND SNOW 20 psf 20 psf LIVE OR GROUND SNOW 25 psf, 21 psf DESIGN ROOF SNOW LOAD 30 psf 25.2 psf DESIGN ROOF SNOW LOAD 40 psf 33.6 psf DESIGN ROOF SNOW LOAD nn .__r rn • __r r�r n.r�r.r�r��r nr. r�. w.. �n n. X Revisions METALS build':flg products ' BASIC SE1S C ORCE RESISTNG SYSTEM - , k fd t f I b P t ` Concrete shall be set bac a minimum o 4 from e ge or expansionm a a too s . os s attached on slab will confoto Details. LA35, MU100. or MU102. rm POSTS EMBEDDED INTO FOOTINGS = ORDINARY STEEL MOMENT -FRAME >>,R=,1.25 =GENERIC POSTS SURFACE MOUNTED SYSTEM » R 1:25 k� 4. Each application shall,shovi a complete plot plan of the property and buildings. Circle the postANALYSIS PROCEDURE =EQUIVALENT LATERAL FORCE PROCEDURE Z. spacing, span, etc In the'tables that fit tliatparticufar job. These roofs are not subject to•'maintainance workers and have'not been evaluated for a 300 Ibf concentrated load. 5. Each installation shall bear`an identifying decal giving the name and address of mfgr., live or Maximum mean roof height of existing structure for attached units is 30'. snow load, design wind speed, aridexposure and ICC ESR number.:, . _. ".. ,,.,._ ;tea . „ ..: t . - o -- - .-. 15: -The width of single span aitached solid cover.`struc#ores must be at Ieas.100 /o of the projection: ,,t _ �" ._;.. 6.: Light gauge steel shall be per.ASTM A653 unless otherwiseYspecifisd. _Grade will be specified 16: Multiple span units are'allowed.. under individual details. Thickness -is bare steel. Negative thickness tolerance is -5%. • t-17.'I!'structures' mus t comply with'one of the following: 7. Alternate alum. alloys may bersubs_ ti#uted for those specified provided they are referenced in the a. All structures with a roof snow toad of 30 psf or less ma be built in Seismic. Design Category SDC y. g g ry ( ) 2010 ADM with equal or'greater uaranteed minimum properties Ftu, F Fc and E . q g g p p ( ty, y ) ' " ' A -D up to the;mazimum Ss noted in General Note #14. Thickness indicated is bare metal and negative tolerance must comply with ANSI H35.2. 3004 b. Structures.with flat roof design 'snow loads over 30 psf complying with IBC Section 1613.1 Exception #1 H24 maybe subsituted for 3004 H34. do not require additional seismic analysis. .• - 8. Lag screws shall be placed in holes prebored 70% diam. For concrete block construction, place c. Structures not complying with (a) or (b) require additional engineering seismic analysis. masonry anchors as per the installation instructions. 18. All aluminum and steel solid panels are, class A fire rated as indicated in' IBC Section :1505.2 Exception #2. 9. Drainage which otherwise would go over a public sidewalk shall be collected and diverted under 19. All screws are self drilling (SDS) or sheet metal (SMS) and in conformance with ICC ESR -1976, ESR -2196 or ` sidewalk. equivalent and use head diameters equal to #8=16", #10= a", #1232' and #14=2' or steel washers with similar 10. Structures may not be enclosed unless additional engineering is provided or by approval of the '' , • - ., � " diameters: All boltsare ASTM A307. All wood screws must comply with ANSI/ASME Standard B18.6.1 and AF&PA , local building authority. 11. A geotechnical investigation is not necessary unless required by 1803.2 of the 2012. IBC. Soil is NDS -05 11.1.4. All lag'screws must comply withANSI/ASME B18.2.1 and AF&PA'IVDS 11.1.3. 'All washers are ASTM . _ r assumed -to be Class 5 of Table 1806.2 of the 2012 IBC. Bearing 1500 psf vert., 100 psflft. horiz F844 w/ Dimensions complying with ASME B18.22A Type A. 'Steel nuts to be ASTM A563. The minimum washer and doubled as per 1806.3.4. These design values do not apply to mud, organic silts, organic diameter for bolted connections is 4". All' asteriers will have a minimum edge distanc of 2x the fastener diameter. clays, peat or unprepared fills and may require further soil investigation. The building official may 20. Header splice shalt not be located nearer to the end of the structure than the first interior post. 21. Wood used in connections shall be protected from weather as per IBC Section 1403.2 and/or 1503, whichever is more assign a load bearing capacity. Units in a snow load area of 25 psf or less may be built on 1000 stringent. psf bearing soil w/o additional engineering. Minimum footing depth is the local frost depth. 22: Sliding snow is beyond -the scope of this report: Drifting snow is,coyered�under, De#aii M2. F - 23. All multispan tables ssu�i ual spans within 20%7M specifications must be based on the longest actual span. age o 10� ICG ESR 1953 (2012 IBC) 2/2412014 11811111111111 r 3 ' to _ U J U Q � C] E:1 EL a- w �r L3X� ;Z0 -'o q Z r'o -� a Dw I Mf_ter•, WWaIon ¢En9Q,. W o a M �uox O. FEB 24-°'2014: Carl Putnam, P.E. 3441 IVYLINK'PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST,NET Drawn By - CMP Check By CMP Date Rename MUSAGN01•DWG Scale Page lt1,r,,, ,,,,,1,11„ �� NIEAf;r �... rJ.- r n a single span attached unit is attached to a wooden deck, the maximum dead load + live/snow load from the V MISSO f N h' , r. ^ ^..• 0 SO HCAq cover is 750 lbs and the post spacing shall not exceed that specified for attaching to a concrete slab. The �F+ Ct ¢� CZE um connection uplift load is 1162 lbs for 115 mph wind speed Exposure C. Connections are for maximum patio �� CA�L O OFESSIp,;;.•2,9 P �•� 9 . eights of 12' above grade. The existing deck structure must be adequate to sustain these additional loads. The y puTNAM >!t : QQ y ° FPgpP£SSiD '��, SAL : ti urakl adequacy of the deck to safely sustain these additional loads will require aproval by the loacal building 1r G 3 3 - CAA ;� r rity or additional engineering. See Detail f�11. Construction outside of these parameters may require additional eering. ntire engineering package will not be required for most building permits. Submission for a building permit must Off, ` '; .q ' •.. N �• e:PENERAL NOTES (MUSAGN01.DWG)TRUCTURAL CONFIGURATIONS LAT01 or MUSA01 �a���1t3°'"�►, ^r�,;: b c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES (FOR SOLID COVERS) OR,`'• `\\♦\\o�0�?jC'�90�� BOTH (FOR COMBINATION STRUCTURES)'. f�� �r �1� : �aQ FSSip.•���,. �W d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOADS. C = W`' :y VM- ruTA, t e. ALL APPROPRIATE DETAILSaV WASft f. OTHER DOCUMENT I N REQUIRED BY LOCAL BUILDING AUTHORITY. ; i { •&05 z: �`` c� 26. 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'V �I V ��, E$sio1F/ Vii, V `� //^ r j�'eP• UTA4A b ; :.:AT o 1GE° d`• .'Li'. oe :c;%` �Q fGC?iiEE. it �� 1 ' '.,t ;�• + FsJI1 ;4 •-m�� �� FF N *: y tt °• � L�ti� C ° ' ilir .. �ryy Q�'� t�j, a5aS1��1� fl`1�gilfllf�. �'B]��!! :•�Z?�. . i`J6 `- `o il// 3c��2 n, (�0 J7 i r.�/ Q U3' ) O.• '9 1 U1 B! +5% :LU 1. 35 � * r PJ AM � � � C'Y ..fi�' g ('s`: ,� "1 �, 9 �t � > �' . � O r© CARL zi•. 1 , =:yam ., i fi ♦ �''"SDE PUTW_A v -fl : y� ' G5 =3 ' 74 r 1Ra'.,u...e;'., O. i ARL : _SSG 'vi'� '•. �`o f'` •....,... `. Q TNANI4.:— , { �O TE ,• ��: ♦ / / CN °•° ♦♦ "..�'r,='"' n 6.,d'�..� 7lY 'T" �• : J�l1`;il.y.•.i.•• �0 F • �` , S,Jn ��•� O °(��'•'S.� I S'�'°°«°..• ♦ loll, °,..0 F : ; ;r;'y 1CULTURE rte' 'OPV ♦ ► , , C� ,� gR<CNAU s l �'i� °•. 0 Q • \�� .,« Gj� 0r 11�� ..��y°� ♦ !�', s s �`� • !l�/,� /J G -�C ' 227 .1� �x Ire t�t2�1 ss/ ' • .... •N s\♦♦ _^ !! S 1- i IVAL E, ss �. W `♦♦ ef''' ` •,°........,, 162 ,�/,STAT41, S \`, LICENSED •, _ �J.: c G♦ `... PROFFESSI `ss, / i 1 '•:- _ N fJt ,�Z • •s. �i! A � S'�� ``VA.A • �//, h * i EiVGIyEE = ���� Put"', 1'�'�i j'�� •til ,.� ; _ i� 1 $� �% Q ® F q ifla ':, 4575 r ` W° • ,,� ' ' CSL , , l 14 . 1 �141%F C 1 CF N $ ,� :� �\ License -y� : • �O = �G0 Al E G fV 1 � L PAt3�°' : No. P5199ti $a _%.���ROFESSIO ,�' w F/ 'Orl,r �N� i 1703 14 sstorvu ��c;<<2580P �•�P E OF F a P yCqq zloF ,�� '�Ip 1NG �•yy h�/� P �i�. P �i/�Q�IQA� ,`>>•��.••°,..sY v�triCif L �,° I/J` / •...c.. : >t / OREGO •AM . *.% FESS E' (►- g• �1 • • 8 3 •� QRO Ipy N1 PUA�.� ' 2- i /� � 1. pUT �F ¢� � :>`.G5SI0 , = • ; ;,0.: ;,e '� �. > M. P t F • . E � _`�•.••`t��C P� /j/ �•`i`� � �ln�F �.9 /,`' � .yam =. V� 1 �� y {i \, � l•,{ •• �� SV�Q•AAr G�\ / V �Q ,� iI �� a .C= �� � • �`` •Tf _ `e _ LICENSE 1te7. —' . G? % %tea % t��3i s EXPl3fiA 3 ATE 12/31/ _ - �; 3202. EXP615 ENGIN _ — QU T N m _ �••• o�•'•'•�4 / s c/Vlt \ No 11 5 -C = �• 1831 /+''�,, ,�•`��~ `ot ` " .. �Q;: R` OtCALtfD4 y��✓AII !SSP �j• WP>>>♦�`�` C 586 06 -220 M02. ICC ES 953(2012.18C)2/24/2014 .. ' -Page 2 0 106 / �•.•• / - MUSAGNO1b.DWG PANEL BEAM HEADER/POST CONNECTION POSTS FREESTANDING SINGLE SPAN COVER - CIRCULAR FOOTING Mu DETAIL MU108 Olb ' CUBIC FOOTING, DETAIL MU108 DETAILS PANELS:'MU05, MU06, MU08, MU11-14, MU21-26, MU33-35,' MU39 WIDTH STRUCTURAL FASCIA: MU07, MU09-10, MU15-20, PANEL - MU27-32, MU36-38 BEAMS: MU50, MU56-MU65, MU76-78, MU96, MU113, MU114, MU120 `PANEL.-/•WALL-�. CONNECTION ,FASCIA - OR BEAM POSTS: MU49=51; MU89-.98, MU100, WALL HANGERS: MU40-48 SPLICES: MU52755, MU66-76 C❑NNECTI❑N DETAILS ` HEADER/P❑ST: MU99-104, MU110-115 P❑ST/F❑❑TING OR SLAB: MU100, MU102, MU108-109, MU116 PANEL/WALL: MU105, MU106, MU107 POSTS Mu C❑NNECTI❑N 02b •a•: I•.•: ATTACHED SINGLE SPAN COVER MAY BE MULTISPAN SURFACE MOUNT OR EMBEDDED ATTACHMENT ICC ESR 1953 (2012 IBC) 2/24/2014 . Page 25 of 106 SINGLE SPAN FREESTANDING UNIT PANEL BEAM MU LTISPAN FREESTANDING UNIT MU 03b PANEL r DETAIL MU108 FASCIA METALS building produces r 3 U J U oCL Ljc cf� LO 2: A ¢ Z c v 0w i W FY(n Li cl) > cl to J Q� < in PQ n, wo0ID sinx. FEB 24 2014 :I HEADER/POST CONNECTION 04b CnrL Putnam, P.E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@C❑MCAST.NET Drawn By CMP Check By CMP Date Rename MUSA01b.DWG Scale .. Page # `` 3.5" PANELS AND FASCIA SEE DETAIL MU13 01062 12' °'° i 3,5' jl MU D5 EXTRUDED 3,50X120 AMBASSADOR PLUS PANEL 6063T6 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL SEE DETAIL MU13 12' 06 i 3,5"X12° W PANEL 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL 3.5' SEE DETAIL MU13 12' - MU 06 3.5"X12" VEE PANEL 3004H34 ALUMINUM 3;0." PANELS AND FASCIA SEE DETAIL MU13 12' !/ 5,5 SEE TABLE 4,19 MU 0.062 07 F- - 3' --� 5,5" EXTRUDED GUTTER FASCIA 6063T6 SEE TABLE 4.19 [-- 3 - —� 7° RF FASCIA 3004H34 ALUM (t= 0,040, 0,050°) 0,325 I' 3' i 1- 0,162- MU 12 11 1z° OLYMPIC FLAT PANEL 8000 PANEL 3004H34 ALUMINUM' 3004H34 ALUMINUM ASTM A7653 GRADE 40 STEEL ASTM A-653 GRADE 40 STEEL SEE TABLE 4.19 r 0.078 0.050 0.050 c u; x0,062 5.6' 71 i6 0,070 Mu I— 3.25 --� �--2.s Mu — 3.8----] 15 50 RF GUTTER FASCIA 17 6.5" RF FASCIA 3004H34 ALUMINUM SAMSON GUTTER FASCIA 3004H34 ALUMINUM 6063TG ALUMINUM ICC ESR 1953(2012 IBC) 2/24/2014 . #8 xl/2' SMS 2 3' O/C 12' am 3' U•' ` a` Vi Mu 3°X12° W PANEL la 3004H34 ALUMINUM 6.1 20 SAMSON GUTTER FASCIA 6063T6 SEE TABLE 4,19 io , �__ 3.45' --I STATE FASCIA 3004H34 ALUMINUM l4 3°X12° RISER PANEL 3105 H14 ALUMINUM SEE TABLE 4,19 -1._ 7° RF FASCIA 3004H34 ALUM (t=0,040° & 0.050°) Page 26 of 106 MU 19 STATE FASCIA 3004H34 ALUMINUM 5.5 01062 1 °'° —�3,---j �-3' 5.0 EXTRUDED GUTTER FASCIA 6063T6 ALUM Revisions FEB 24 2014 Carl Putnam, P.E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM2COMCAST.NET Drawn By CMP Check By CMP Date Filename MUSA02,DWG scale NTS Page 8. 01062 1 °'° —�3,---j �-3' Mu 5,5" AND 5" 07 EXTRUDED GUTTER FASCIA 6063T6 ALUM Revisions FEB 24 2014 Carl Putnam, P.E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM2COMCAST.NET Drawn By CMP Check By CMP Date Filename MUSA02,DWG scale NTS Page 8. 2.5" PANELS AND FASCIA SEE DETAIL MU13 2,I5' 1 2 $1— 2,5"x8" FLAT PANEL 3004H34 24' z4 24" TRI STAR PANEL 3004H34 SEE TABLE I / 4,19 7' MU 27 7" RF FASCIA 3004H34 ALUM (t=0,040" & 0.050") EE DETAIL MU13 Mu I-- 3.25 —� PO 6.5" RF FASCIA 3004H34 ALUMINUM SEE DETAIL MU13 } 2' 6.�'I 2"x6" FLAT PANEL 33 3004H34 ALUM SEE DETAIL MU13 2.I5'C Mu 2,200 6' h MU 2,5"X6" FLAT PANEL 23 3004H34 ALUMINUM 24" PATTIP❑RT DETAIL MU13 PNO. 6 � Mu i 0,036' 29 —2.50- 6" RF FASCIA 3004H34 ALUMINUM #14 SMS W/ PLASTIC ROOFING WASHER INTO HEADER SEE TABLE 4.29 FOR SPACING 0.375-1 3•:Zd t •� 1.5 PCF FOAM 3', 3.5, 4' or 6, < . • . I a e.. .•.d .d (MU) 1,34 II e' 34 OPTIONAL FAN ALUM BEAM 6063T60 024 or 0.0.3,?' --FULL—CENGTFI-OF PANE 3105H14 ALUMINUM ALUMINUM SANDWICH PANEL AS PER ICC ESR 2229 24' / 2.5,' MU 25 2.5"X24" TRI VEE PANEL 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL SEE TABLE 4,19 0.050 5" RF FASCIA 3004H34 ALUMINUM 24' SEE DETAIL MU1 3004H34 OR ASTM A653 GRADE 40 STEEL 0.078 0.062 ll 5.6' 0.070 20SAMS❑N GUTTER FASCIA 6063 T6 4"x12" VEE PANEL 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL WESTERN PANELS AND. FASCIA ICC ESR 1953 (2012 IBC) 2/24/2014 Page 27 of 106 MU 31 12 SEE DETAIL MU13 MU 2.5 26 j 2,5"X12" TWIN VEE PANEL 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL SEE TABLE 4.19 6" ALLMET EXTRUDED FASCIA 6063 T6 _ -SEE TABLE 4:19 5,1 PANEL 5 MU 632 �— 3.3 ---I 4,5" EXTRUDED FASCIA 6061 T6 Revisions r 3 V_ U_J Ua Aa ❑❑ aw, LDxr, Zv)r•+o Z CD Q Z C3 � V_ :DW I CO H Y Cl w ❑ .D cn>C3n _J CY Q N W ^_ Wo❑M 2:LO=— FEB 24 2014 .1 36 � 37 1 38 j �-- 3,8 --i �— 3.7 -- 5" MAGNUM GUTTER 6" MAGNUM GUTTER 6" SMOOTH GUTTER 6063T6 ALUM 6063T6 ALUM 6063T6 ALUM Carl Putnam, P.E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 x8 SMS @3' O/C CARL PUTNAMQrnMCAST.NET 24 \ / 39 Check By \L_J/ \1�( ` \�J/ CMP Date 3"X24" PANEL 3004H34 ALUMINUM FlenaMUSA03,DWG ASTM A-653 GRADE .0 STEEL s`°'= NTS P 7 0.274 0001 0.2745.040 b.577 f 0.250—T0.06222 0.055 4.100 \ir MU 40 —� 1,705 �- i - .1 1,000 4" HANGERS 6063T6 ALUM 0.274 0.274 1.000 0.055--j 0.250}{ 3.1101 0.976D- 0.062-/ L==Ll MU -'{ 1.702 f 41 3" HANGERS '6063T6 ALUM 3.100 MUHANGERS (ALUM. 6063 T-6) 42 0.!XO.5'0 1,625'- 1.0 .625` -- 1.06' '375' 0,050' 3.000-14.000 —1 �---• ,I 0.120' 0.075 I MU MU 50 49 0,075"x3"x3" POST- 4"x4" POST 6063T6. ALUM - 6063T6 ._ALUM 3.000 --{ 0.062 MU 51 0.062'x3"x 3" MAGNUM POST 6063T6 ALUM FASCIA SPLICES MUST BE WITHIN 12' OF A POST 0,0620 - —0.0620 DETAIL MU55 I 3.562' 4.24' 1 0.062' 0,050 MU 1.375' 43 3-1/2' °J' RAIL r SEE TABLE 75 FOR TYPE AND SPACING T OF FASTENERS/ \ 1.625' 0.75' 1 1 3.062' 0.062' 3.062' 3.74' REF 2.5' 3.74' REF f—L0.5' f-0.5' MU 45 443' "J" RAIL 3° AND 2.5" 'G' HANGER RAIL PROFILES ALUM. ALLOY 6063-T6 0,75' 0,050' / I 3,562' panel height --I 1.062' F' I x,040 j �— 0.5' til t IL 1.68' 1.50' -- a6 °C' HANGER 47 3-1/2' "G" RAIL 1.625' 1' MIN SCREW PATTERNS 0 0 o FOR ALL FASCIA 0,0500 55 --� �-}-° MIN SPLICES, ALL FASCIA EVES #12 SMSSPLICES MUST BE WITHIN -°—MfiN— r2�aF—A—P05-T O O 0 0 O O 0 s2 5.5' EXTRUDED 3 5' EXTRUDED 5 5' ROLL FORMED GUTTER SPLICE GUTTER SPLICE GUTTER SPLICE 6063 T6 ALUMINUM 6063 T6 ALUMINUM 3004 H34 ALUMINUM ICC ESR 1953 (2012 IBC) 2/24/2014 Page 28 of 106 ( Revisions 1 METALS building products r (47- U -J U Q H Q � 0- W L7 ~ o q¢zCD H ti- WI C4>0lLnn a W o 0 T1n2� l\* FEB 24 2014 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@CUMCAST.NET —Drawn—B CMP Check By CMP Date Rename MUSA04,DWG scale NTS I Paye g 0.062' 2.0162' —{ 1.062' 0.62 --1.5' 0AU 2" 'J" RAIL 1' MIN SCREW PATTERNS 0 0 o FOR ALL FASCIA 0,0500 55 --� �-}-° MIN SPLICES, ALL FASCIA EVES #12 SMSSPLICES MUST BE WITHIN -°—MfiN— r2�aF—A—P05-T O O 0 0 O O 0 s2 5.5' EXTRUDED 3 5' EXTRUDED 5 5' ROLL FORMED GUTTER SPLICE GUTTER SPLICE GUTTER SPLICE 6063 T6 ALUMINUM 6063 T6 ALUMINUM 3004 H34 ALUMINUM ICC ESR 1953 (2012 IBC) 2/24/2014 Page 28 of 106 ( Revisions 1 METALS building products r (47- U -J U Q H Q � 0- W L7 ~ o q¢zCD H ti- WI C4>0lLnn a W o 0 T1n2� l\* FEB 24 2014 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@CUMCAST.NET —Drawn—B CMP Check By CMP Date Rename MUSA04,DWG scale NTS I Paye g u� u� 0 I--1.000 — ) Lr) CD CU 0 CS o 0 0 0.080— v N 0.062 0 0 0.080— C? MU 4'x3' I BEAM 56 6061 T6 ALUM C:. W 0,170 0 MU 5'x3' I BEAM 57 6061 T6 ALUM MU 10'x5.86' I BEAM 62 6061 T6 ALUM 10.000 —��-0.140 0,600 LO 0 � 6.040 0.125 -- 4.000 MU 7'x4' I BEAM 58 6061 T6 ALUM MU 7' I BEAM 63 6061 T6 ALUM 5.860 0,100 0,090 7,000 —i —0.090 II `0,600 6,040 0 0 0.320 - 5.500 =� MU 7'x5.5' I BEAM 59 6061 T6 ALUM MU 5' I BEAM 64 6061 T6 ALUM E #14 SMS 0,170 THREE #14 SMS REQUIRED FOR LATERALLY BRACED SPANS REQUIRED FOR REVERSED SPLICE LATERALLY BRACED DETAIL M @75 SPANS 6' LONG @72' O/C REVERSED SPLICE DETAIL MU74 6' LONG @80' O/C 0.140 10,000 HREE #14 SMS ).100 10'x5,5' I BEAM MU 6061 T6 ALUM 60 } 1.000 f 5,500 -� 3,P30-1 0,180 0.100 f ---- �-- 0,100 5.000 0,090 0,320-11—i�0,100 a— n _ 0.090 -4,110 0,410. F 1" MIN 2' 1' MIN 3/8' BOLTS (8 PLCS) I 3/8' BOLTS }PLACEMENT FOR 7' AND MU 10' I BEAMS j �� �� c: I I 67 i 3%8' BOLTS (8 PLCS)- el: LCS) I _ ® PLACEMENT FOR 3.5' ® I AND 5' I BEAMS 1" MIN --1 20" FOR 3.5" I BEAM 24" FOR 5' I BEAM 36' FOR 7" I BEAMS 47" FOR 10' I BEAMS n FULL STRENGTH SPLICES 3/8' BOLT Mu 7" I SPLICE 73 6061 T6 ALUM ICC ESR 1953 (2012 IBC) 2/24/2014 MU 3.5' I BEAM 65 6061 T6 ALUM 3,000 --I T 1,040 3,500 0.0841 0.168 THREE #14 SMS 3.286 i L 0.085 0.105 0.070 5.689 `0.085 II 1.513 a MU SAMSON BEAM 61 6063T6 3/8° BOLT 8 PLCS MU 3,5" I SPLICE 66 6061 T6 ALUM r 0.3500 1 3/8' BOLT 51 8 PLCS 0.200 } 0,100 3,137 4,720 0,160 0,150 ! 9,h ss ----I- 1,350 M� 3,5" C SPLICE M� 5"x3" I SPLICE 69 70 6061 T6 ALUM - 1.290 6061T6 _ 5" C SPLICE 6061T6 0.760 } 9.560 0165 3/8' BOLT 6,690 0.120 , 8 PLCS MU 75 --� 2.250 f -- 7a 7" C SPLICE 2,150 �-- " 6061T6 10"C SPLICE FOR 10" I BEAM Page 29 of 106 6061T6 ( Revisions 1 METALS building pr.acluc;s r 3 ~ J F- U a H A� O C3 0-w LDxr� V) CD QQ z� -Q� 194- :D W I WHY('') 1L1 0 I'D 0 > 0 to J � .. � C:) woa,o xLr) =., ik . FEB 24 2014 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Drawn Ey CMP Cheek 8y CMP Date Rename MUSA05.DWG Scale --NTS Page # . - I E 042' MU 11 76 3.000 0,042'x3'XB' HEADER/RAFTER 3004 H34 6 0.024' 0.032' 0.040' 2'X6 1/2' HEADER MU 3004 H34 77 -I 1.500 1- 0.060 ti, 0.090 –8.250- MU .250MU BRACKETS FOR 1.5' SQ TWIN POSTS 81 6063 T6 ALUMINUM —2,702- -0.090 .702 0.090 N MU U' BRACKET \,24 FOR 3' SQUARE POSTS 6063 T6 ALUMINUM 028' F 1 R0.1400 . } O _ 0,032' ALUM CD '` 040' ALUM C1 0.043' STEEL pMU 3' LOCKSEAM POST 89 A-653 GRADE 40 STEEL 3004 H34 ALUMINUM 3/16' or 1/4' } -- 3', 4' OR 5'---I MU 3', 4' OR 5' ASTM A500 93 GRADE A STEEL POSTS SEE GEN NOTE #13 FOR CORRSOSION PROTECTION ICC ESR 1953 (2012 IBC) 2/24/2014 7.875 0.059' (16 GA) 0.070' (14 GA) 0.105' (12 GA) MUST BE ENCLOSED IN MU76 OR LATERALLY BRACED } U 0.773 �— 2.500 —� } MU STEEL C BEAM ASTM 78 A653 GRADE 50 CD 0tn 0,090 } Mu STANDARD BRACKET 79 FOR" CLOVERLEAF POSTS 6063 T6 ALUMINUM �— --5.683 --I ALUM BRACKET cu82 FOR 3' SQUARE POSTS 6063T6- �[==:L . I I 1_2.308--I I•– 2.375 – 0,090 MU U' BRACKET 85 FOR CLOVERLEAF POSTS 6063 T6 ALUMINUM 0.032 CD Lq } MU 1.5' SQ TWIN POST 90 3004 H34 ALUMINUM 0.095' 3' –� 0.095' X3'0 ASTM A500 GRADE A STEEL POST SEE GEN NOTE #13 FOR CORROSION PROTECTION r FOUR HOLES FOR 0.300 / 1/4' BOLTS ALL BRACKET ra DIMENSIONS } EXCEPT THICKNESS 0.135 ARE APPROXIMATE MU 86 TW❑ HOLES FOR 3/8' BOLTS 3.5'X3' I BEAM POST BRACKET ALUM 6063—T6 } o a } MU 1.5' SQ TWIN POST 91 6063T6 ALUMINUM 0.055 Mu. FLUTED 95 ALUMINUM POST 6061 T6 3 000—j t MU 96 SQUARE POSTS ALUM 6063—T6 t= 0.120' Page 30 of 106 5.683 0 0 0 0 0 O 0 ri 0 0.125 n MU O N 80 I HEAVY DUTY BRACKET I--3.000 FOR CLOVERLEAF POSTS Fy = 36 KSI ASTM A123 G75 I-- 5.683 i 0 Ln IN 1 . 0.090 MU STANDARD BRACKET a3 FOR 3' SQUARE POSTS 6063 T6 ALUMINUM I un (U CO0 MU 0i 87 CU I-5,875' o r 6.875' ALUM HEAV-Y-'DUTY BRACKET (6063T6) F❑R:3` AND 4' SQUARE POSTS [--3.344---d 0,125 5.875 Mu 0.125' ALUM .'H' 88 BRACKET 6063—T6 0.024'X3'X3' SQUARE POST #14 SMS @ 24' ❑/C TYPICAL , SEE MU112 l ' 0,024'X2'X6,5' ALUM SIDEPLATE 97 3'x3' ALUM POST t= 0.024' 3004 H34 / Revisions 1 METALS buddi.ttt product 3 �z U_J U Q 5 :- A 10� ❑ ❑ C Lj ❑�� Z – o A Qz 0 :D Li w i r \% cl W❑0 Vi > ❑ l!) J C� .. 0.1 wooer ZLr) 2, FEB 24 2014 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST,NET DaBy te CMP ate MU 3' POST WITH Rlename 98 M SIDEPLATES USA06.DWG .-.. ..�..._... .. .. Scale NTS Page '- SEE TABLE 4.20 3.287 RF OR EXTRUDED FASCIA SEE TABLE 4.20 in DO 0105 EIGHT #14 SMS OR THREE J' BOLTS W/ V WASHERS MAX WIND LOAD IS 115 MPH M �� CD W m EXPOSURE B ROOF PAN - Ln o IQ Ln LO 0.070 1 ` C LU Lu + ' BOLTS TWO/ STEEL 1.5' MAX HEIGHT 8' V WASHER '�'<k } MAXIMUM FOOTING 3.062 EIGHT #14 SMS/SDSI EIGHT #8 SMS BEAM SIZE FOR THIS DETAIL IS d=34' 0.032'X1.5'X1.5' OR 3' ALUM (t=0.040' MINIMUM) OR STEEL0.060'X1.5'X1.5' ALUM TWIN POST POST 1.5° 6' ❑ R 9° EIGHT #14 SMS (ALUM.O I 99 6063-T6 )BEAM A n n ® n TWO 3/8' BOLTS W/ 1' STEEL WASHER OR EIGHT #14 SMS 3' POST EIGHT 414 SMS OR SDS FOR d=25' TOP OR.BOTTOM tr4 -10 125 DETAIL MU81 OR i'0 GALVANIZED OR MU STAINLESS STEEL ANCHOR (ICC 100 ESR 1917) W/ 2' EMBED AND 1' WASHER OR EQUIVALENT EIGHT #8 SMS .0625' r -FASCIA OR 4' I BEAM POST CONNECTIONS AND SCROLL POST DETAIL - SINGLE SPAN ATTACHED UNITS ONLY MAXIMUM F❑❑TING SIZE IS d=24' ALUMINUM BRACKET DETAIL MU82 OR 'U' -BRACKET MU84 0 o N Cl) ' STAINLESS OR J'O GALVANIZED STEEL ANCHOR (ICC ESR 1917) 1111 W/ 2' EMBED AND 1' WASHER FOR FOOTINGS UP TO 25' ATTACHMENT TO 4' CONCRETE SLAB FOR 10 PSF LIVE LOADS TWO ANCHORS FOR UP TO 140 MPH EXP B OR 120'MPH EXP C FOR 20 PSF LIVE LOADS AND HIGHER TWO ANCHORS FOR WINDS UP TO 140 MPH EXP C CONNECTI❑N OF 3" POSTS TO FASCIA OR 4" I BEAM AND SLAB/FO❑TING SINGLE SPAN ATTACHLD UNITS ONLY ` ' ICC ESR 1953 (2012 IBC) 2!24/2014 I STEEL POST OR HEAVY DUTY BRACKET t=0.120' 6063T6 ALUM OR STEEL ALUMINUM POST Mu ALUM, ALLOY 6061 T-6 101 I -BEAM WITH BRACKET SEE TABLE 4.19 OR 4.20 FOUR 1%4'- BOLTS w/ 0.050'X5/8' STEEL WASHERS 3.5'X3' I 4"Lzz- BEAM BRACKET FOUR 3/8' BOLTS r 0'040'x3'x3' LOCKSEAM DETAIL MU89 MAX FOOTING SIZE Mu d =, 32' 103 SEE TABLE 4.20 r. CUT PORTION OF BOTTOM FLANGE AT POST MU I -BEAM CONNECTI❑N � 104 Page 31 of 106 SEVEN 1J' BOLTS FOR 10' I BEAM W/ FULL SPLICES FIVE J' BOLTS FOR 7'X5.5' I BEAM W/ FULL SPLICES FOUR 1/2' BOLTS FOR 10' I BEAMS ALL OTHER I BEAMS USE FOUR 3/8'BOLTS STEEL POST DETAIL MU93 ALUM POST DETAIL MU50 OR MU96 ( Revisions 1 METALS building �ro'ducts 3 UJ U Q Fa Qr C7 O CLI Qw� 0�� C,) o gZy.C:) J Q Z C:) �Q' q- :Dw I W I-- Y C') Kwon J Q M .. woam m: Lr) ,A_Clv� FCAL1Ffl FEB 24 2014 Carl Putnam, P.E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM2COMCAST.NET Drawn By CMP Check By CMP Date Rename MUSA07.DWG Scale NTS . P09e.� _ _ . i CONCRETE OR I MASONRY ANCHOR 1/4' LAG SCREW #10 SCREW _ SEE TABLE_ 4.19 OR 4,20 STRUCTURAL PANEL #14 SCREW SEE TABLE 7, STRUCTURAL SEE GENERAL NOTE #21 SEE TABLE 7,5 FOR FASTENER . SPACING STUD, CONCRETE OR MASONRY WALL 'C' 'J' OR 'G' TYPE ALUM HANGERS MIN WALL 't' 6063 T6 t= 0.060' 3004 H34 t=0.040' 1/4' LAG SCREW W/ 2.250 EMBED MU 105 LEDGER AND WALL ATTACHMENT MIN 3,5" }CONCRETE SLAB FOR CONSTRAINED FOOTINGS SEE SHEET M8 PING DF WOOD FRAMED WALL 3.5' MIN 2,25' min Seat with permanently r lexible & waterproof sealant CONTINUOUS 2'x6' DF LEDGER BOARD OR PROVIDE SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION COVER W/ 0.019' ALUM �- ATTACH COVER AS -PER MU105 X1/4' Lag Screw PER TABLE 7.7 Completely seal with permanently flexible & water- proof sealant 1' MIN ALL WOOD WALL ATTACHMENT DETAILS MUST CONFORM TO GENERAL NOTE #21 FOR WEATHER PROTECTION ROOF COVERING IS A MAXIMUM OF 3 PSF HEAVIER ROOF COVERING SHALL REQUIRE ADDITIONAL ENGINEERING ANALYSIS Existing 2x wood f raining rein, 24" O.C. D,F- Larch, Synthetic Stucco or SHEATHIN other non-structural covering (1' max, thick) TABLE 7,7 SPECIFIES THE ALLOWABLE Continuous 2'X DISTANCE TO FIRST ROW OF POSTS fascia board MU STUCCO ATTACHMENT DETAIL Io6 WITH LEDGER BOARD ATTACH WALL HANGER PER DETAIL MU105- SEE GENERAL NOTE #21 ALUM W/ t = 0.120' OR STEEL POST WITH 12' EMBED FOR FOOTINGS UP TO d=39' OR 18' EMBED FOR FOOTINGS UP TO d=48' l 12" OR 18" ci9" ONE 3/8" x 9" I. STEEL RODS (REBAR OR THREADED) OR d I BOLTS CENTERED ON POST 0' FREESTANDING OR ATTACHED POURED F❑❑TING ICC ESR 1953 (2012 IBC) 2/24/2014 #14 SMS SEE TABLE' 7,3 4" DETAIL M.U87. FOR QTY—\ 7— OR MU80 4 -.a 20 GA --ASTM, A653 GRADE 33 -STEEL -'BRACKET SIMPSON- STRONGTIE 3 OR SIMILAR-\' �w FOUR #8 WOOD SCREWS INT❑ RAFTER AND 2X FASCIA 2X DF WOOD ONE PER RAFTER MU FAKIA 1'07 EAVE DST OVERHANG ONE BOLT DIAM. (M N) RAFTER F 'I �i SIZE STAINLESS STEEL 24" O/C .: } 10 psf 2x4 18'-0' 18'=0' - 0 W/ 2" EFFECTIVE -7'-1" 3'-8" _ 2x6 ..181-01 EMBEDMENT HILTI KWIK U r " BOLT TZ (ICC ESR 1917) 18'-0' 18'-0' 18'-0' 18'-0' 18'-0' MAX F❑❑TING SIZE 2x4 1T-0' 17'-0' 12'-0" 7'-1" IS d = 34' 115 MPH EXP C d 17'-0' 17'-0' 17'-0' Ios SINGLE SPAN ATTACHED FO❑TING Page 32 of 106 Live/Snow Load RAFTER MAX DISTANCE TO FIRST ROAN OF POSTS "L" EAVE OVERHANG Solid Cover Wind SIZE 24" O/C 6" 12" 18" 24" 30" 10 psf 2x4 18'-0' 18'=0' - 12'-0" -7'-1" 3'-8" 115 1vIPH-EXP B 2x6 ..181-01 18'-0' 18'-0'-- 18'-0' 2x8 18'-0' 18'-0' 18'-0' 18'-0' 18'-0' 10 psf 2x4 1T-0' 17'-0' 12'-0" 7'-1" 3'-8" 115 MPH EXP C 2x6 17'-0' 17'-0' 17'-0' 17'-0' 17'-0' 2x8 1 T-0' 17'-0' 17'-0' IT -O' 17'-0' 10 psf 2x4 16'-0' 16-0' 12'-0" T-1" T-8" 140 MPH EXP C 2x6 16'-0' 16'-0' 16'-0' 16-0' 164 2x8 16'-0' 16'4 16'-0' 16-0' 164 20 psf 2x4 16-0' 10'-3" S-10" T-4" 1'-8" 140 MPH EXP C 2x6 16-0' 16-0' 164 11'-9" 8'-4" 2x8 16-0' 16'-0 16'-0' 16-0' 16-0' 25 psf 2x4 16'-0' 11'-3" 64" T-8" 1'-9" 140 MPH EXP C 2x6 16-0' 16-0' 16-0' 12'-10" 9'-1" 2x8 164 164_ 16'-0' L 6=0_ X6_0_ 30 psf 2x4 15'-0' 9'-2" 6-1" 2'-8" 1'-0" 140 MPH EXP C 2x6 164 15'-0' 164 10'4" 7'-1" 2x8 15'-0' 15'-0' 15'-0' 15'-0' 14'-8" 40 psf 2x4 14'-0' 6-7" 3-4" 1'4" 0'-0" 2x6 14'-0' 144 11'-0" T-2" 4'-7" 2x8 14'-0' 14'-0' 14-0' 14'4 10'-3" 60 psf 2x4 9'-10" 4'-0" T-7" 0'-2" 0'-0" _- 2x6 12'-0' 11'-8" 6-9" 4'-0" 2'-1" 2x8 12'-0' 12'-0' 12'-0' 8'-8" 6-10" ( Revisions METALS building products iti 3 �z U J U Q A� �o 0-w L7 � o �1Zro J Q Z CD Dw ca r- , MI v)j 4" BOLTS OR OR #14 SMS SEE TEXT FOR QTY 1" MIN 5" MIN O O j O O MU 114 ALUM t=0.120" -ORSTEEL POST DOUBLE 2"X6.5" OR DOUBLE 3"X8" HEADER SLAB ATTACH MAXIKAI iKA WIND CONDII 160 MPH 140 MPH EIGHT #14 SMS RE( #14x1 /2" SMS 5 EACH SIDE WHEN ATTACHING TO FOOTING 0.043" STI OR DOUBLE OR SINGLE 3"X8" STEEL C BEAM. BOLT LAYOUT FOR SPLICED AND NON—SPLICE ATTACHMENT SINGLE 14 . AND 16 GAUGE HEADERS USE FOUR J" BOLTS F❑❑TING REQUIREMENTS C BEAMS USING 14 SM SCREWS ALL USE 4 BOLTS/SCREWS (8 PLCS) 3' x8' BEAM UP TO I I #14 SM SCREWS . 6 BOLTS/SCREWS FOR FOOTINGS 8 PLCS ii d=38' it i TYP SPACING FOR FOOTINGS.UP TO 24" 0/C USE 10 BOLTS/SCREWS FOR MAX FOOTING IS 0.032"xYxY I �� �i i d=27" or POST I II II I 115 mph Exp B SLAB 112 II �� BOLTS/SCREWS 2,,X6.5„ FOOTINGS UP TO d=50' SIDEPLATE 4" BOLTS OR OR #14 SMS SEE TEXT FOR QTY 1" MIN 5" MIN O O j O O MU 114 ALUM t=0.120" -ORSTEEL POST DOUBLE 2"X6.5" OR DOUBLE 3"X8" HEADER SLAB ATTACH MAXIKAI iKA WIND CONDII 160 MPH 140 MPH EIGHT #14 SMS RE( #14x1 /2" SMS 5 EACH SIDE WHEN ATTACHING TO FOOTING 0.043" STI OR DOUBLE OR SINGLE 3"X8" STEEL C BEAM. BOLT LAYOUT FOR SPLICED AND NON—SPLICE ATTACHMENT SINGLE 14 . AND 16 GAUGE HEADERS USE FOUR J" BOLTS F❑❑TING REQUIREMENTS C BEAMS USING TWICE THE "ON SLAB" SPACING REQUIRE FOUR j" BOLTS ALL USE 4 BOLTS/SCREWS FOR FOOTINGS UP TO d=33' USE 6 BOLTS/SCREWS FOR FOOTINGS UP TO d=38' USE 8 BOLTS/SCREWS FOR FOOTINGS.UP TO d=42'_. USE 10 BOLTS/SCREWS FOR FOOTINGS UP TO d=45' USE 12 BOLTS/SCREWS FOR FOOTINGS UP TO d=48' USE 14 BOLTS/SCREWS FOR FOOTINGS UP TO d=50' ALL C BEAMS USING TWICE THE "ON SLAB" SPACING REQUIRE FOUR j" BOLTS ALL C BEAMS USING THREE TIMES THE "ON SLAB" SPACING REQUIRE SIX Jr' BOLTS ALL C BEAMS USING FIVE TIMES THE "ON SLAB" SPACING REQUIRE EIGHT 4" BOLTS ` SEE TABLE 7.3 FOR NUMBER OF FASTENER #14x3%4" SHEET METAL #14 SMS USE COLUMN A OR SELF DRILLING SCREWS 3/s" BOLTS USE COLUMN B SEE TABLE FOR QUANTITY _ .__irOF:`14.SI4�_orSdS 3X8 STEEL C HEADER.. ubkFaoter&'m 1 '€ 26. -30 i 33 ;; 35 ALUM W/t=0.120"_ OR STEEL POST ICC ESR 1953 (2012 IBC) 2/24/2014 �ETAIL MU80 OR MU82 . �SE EIGHT #14 SMS OR SD_S MU MAX FOOTING SIZE d=35 115 SYU _.. Detail MU82 or MU84 POST ATTACHMENT DETAIL TO _SL"AB OR FOOTING SINGLE SPAN ATTACHED UNITS ONLY TWO STAINLESS STEEL $' OR GALVANIZED i' HILTI KWIK BOLT TZ (ICC ESR 1917) W/ 2' EMBEDMENT W/ 3/4'0 WASHERS FOR FOOTINGS UP TO d = 26' ATTACHMENT TO., 4" CONCRETE SLAB FOR 10 PSF LIVE LOADS TWO ANCHORS UP TO 130 MPH EXP B OR 120 MPH EXP C FOR 20 PSF LIVE LOADS AND HIGHER TWO e33'o'f%6FOR WINDS UP T❑ UP TO 140 MPH EXP C Revisions 1 METALS building products FEB 24 2014 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Drawn By CMP Check By CMP Date Rename MUSA09.DWG Seale Page a .t SOLID COVERS 4.0: 2.5" PANEL SPANS FOR COMMERCIAL AND PATIO STRUCTURES 15"x6" Flat Panel (Sinole Span) Iv1U22 12.5"x6" Flat Panel Wultisnan) MU22 Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C (psf) (in) 110 115 140 110 115 120 130 140 150 10 0.020 13'-8" 13'-3" 11'-1" 11'-11" 11'-5" 10'-11" 8'-2" T-7" T-1" LIVE 0.024 15'-6" 15-1" 12'-11"1T-11" 11'-10" 13'-4" 12'-9" 11'-9" 10'-10" 8'-3" 0.032 17'-2" 16-10" 15'-6" 16-0" 15-9" 15-6" 14'-7" 13'-6" 12'-7" 0.040 18'-5" 18'-1" 16-8" 17'-2" 16-11" 16'-8" 16-0" 15'-7" 15'-0" Steel 0.018 17'-7" 17'-1" 14'-3" 1 15'-5" 14'-9" 14'-1" 12'-11" 12'-0" 11'-2" 20 0.020 11'-3" 11'-0" 9'-2" 10'-7" 10'-5" 9'-1" 8'-2" T-7" T-1" LIVE 0.024 12'-9" 12'-6" 11'-8" 12'-0" 11'-10" 11'-5" 11'-1" 10'-7" 8'-3" 0.032 15'-1" 14'-11" 14'-3" 14'-7" 14'-5" 14'-1" 13'-9" 13'-3" 12'-7" 0.040 16'-3" 16'-0" 15-3" 15'-7" 15-5" 15-1" 14'-10" 14'-5" 14'-0" Steel 0.018 14'-7" 14'-4" 13'-4" 13'-9" 13'-7" 13'-1" 12'-9" 12'-0" 11'-2" 25 0.020 11'-3" 11'-0" 9'-1" 10'-5" 9'-2" 9'-1" 8'-2" T-7" T-1" 0.024 12'-9" 12'-6" 11'-5" 11'-10" 11'-8" 11'-5" 10'-11" 10'-7" 8'-3" 0.032 15'-1" 14'-11" 14'-1" 14'-5" 14'-3" 14'-1" 13'-7" 13'-3" 12'-7" 0.040 16'-3" 16'-0" 15'-1" 15'-5" 15'-3" 15-1" 14'-8" 14'-5" 14'-0" Steel 0.018 14'-4" 14'-4" 13'-1" 13-7" 13'4" 13'-1" 12'-6" 12'-0" 11'-2" 30 0.020 10'-5" 9'-7" 8'-9" 9'-1" 8'-10" 8'-7" 8'-2" T-7" 7-4- 0.024 11'-10" 11'-8" 10'-11 11'-3" 11'-1" 10'-11" 10'-6" 9'-1" 8'-3" 0.032 14'-5" 14'-3" 13'-7" 13-11" 13'-9" 13'-7" 13'-1" 12'-7" 12'4" 0.040 15'-5" 15'-3" 14'-8" 14'-11" 14'-10" 14'-8" 14'-3" 13'-11" 13'-8" Steel 0.018 13'-7" 13'-4" 12'-6" 12'-11" 12'-9" 12'-6" 12'-0" 11'-7" 11'-2" 40 0.020 8'-11" 8'-9" 8'-2" 8'-5" 8'-3" 8'-1" 7'-9" T-6" T-1" 0.024 10'-9" 10'-7" 9'-3" 9'-7" 9'4" 9'-2" 8'-10" 8'-7" 8'-2" 0.032 13'-5" 13'-3" 12'-7" 12'-9" 12'-7" 12'-5" 12'-1" 11'-8" 11'-4" 0.040 14'-6" 14'-5" 13'-11' 14'-0" 13'-11" 13'-9" 13'-7" 13'-3" 13'-0" Steel 0.018 12'-4" 12'-2" 11'-7" 11'-9" 11'-7" 11'-5" 11'-2" 10'-101.110'-6" T-5" 60 0.020 T-9" T-8" T-2" T-5" T-3" T-2" T-0" 0'-0" 0'-0" 0.024 8'-10" 8'-9" 8'-2" 8'-5" 8'-3" 8'-2" T-11" 0'-0" 0'-0" 0.032 11'-0" 11'-0" 10'-11" 11'-0" 11'-0" 10'-11" 10'-7" 10'-5" 0'-0" 0.04012'-9" 11'-0" 12'-9" 12'-7" 12'4" 12'-9" 12'-7" 12'-3" 12'4" 11'-9" Stee10.018 10'-2" 10'-2" 9'-6" 9'-9" 9'-7" 9'-6" 9'-2" 0'-0" 0'-0" 2.5"x8" Flat Panel (Sinole Soan) MU21 Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C (psf) (in) 110 115 140 110 115 120 130 140 150 10 0.020 11'-5" 11'-1" 9'-9" 10'-2" 10'-0" 9'-9" 9'-2" 8'-10" 8'-4" LIVE 0.024 13'-3" 12'-10" 11'-4" 11'-10" 11'-7" 11'-4" 10'-8" 10'-3" 9'-9" 0.032 10.040 16-3" 15'-9" 14'-0" 14'-7" 14'-3" 14'-0" 13'-2" 12'4" 12'-0" 11'-2" 18'-5" 18'-1" 16'-7" 17'-2" 16-11" 16-7" 15'-7" 15-0" 14'-3" Steel 0.018 14'-0" 13'-7" 12'-1" 12'-7" 12'-4" 12'-1" 11'-4" 10'-11" 10'-5" 20 0.020 9'-4" 9'-2" 8'-6" 8'-10" 8'-8" 8'-4" 8'-1" T-9" T-5" LIVE 0.024 10'-10" 10'-8" 9'-11" 10'4" 10'-1" 9'-9" 9'-5" 9'-0" 8'-8" 0.032 13'-5" 13'-2" 12'-3" 12'-8" 12'-5" 12'-0" 11'-8" 11'-2" 10'-8" 0.040 15-10" 15'-7" 14'-6" 15-0" 14'-9" 14'-3" 13'-10" 13'4" 12'-9" Steel 0.018 11'-7" 11'-4" 10'-7" 10'-11" 10'-9" 10'-5" 9'-0" 6-7" 8'-2" 25 0.020 9'-2" 9'-2" 8'-4" 8'-8" 8'-6" 8'-4" 8'-0" T-9" 7'-5" 0.024 10'-8" 10'-8" 9'-9" 10'-1" 9'-11" 9'-9" 9'-3" 9'-0" 8'-8" 0.032 13'-2" 13'-2" 12'-0" 12'-5" 12'-3" 12'-0" 11'-6" 11'-2" 10'-8" 0.040 15'-7" 15'-7" 14'-3" 14'4" 14'-6" 14'-3" 13'-7" 13'4" 12'-9" Steel 0.018 11'-4" 11'-4" 10'-5" 10'-9" 10'-7" 10'-5" 8'-11" 8'-6" 8'-2" 30 8'-8" 8'-6" 8'-0" 8'4" 8'-1" 8'-0" T-8" T-4" T-2" 0.024 10'-1" 9'-11" 9'-3" 9'-7" 9'-5" 9'-3" 8'-11" 8'-7" 8'-4" 10.020 0.032 12'-5" 12'-3" 11'-6" 11'-10" 11'-8" 11'-6" 11'-0" 10'-7" 10'-4" 0.040 14'-9" 14'-6" 13'-7" 14'-1" 13'-10" 13'-7" 13'-1" 12'-7" 12'-3" Steel 0.018 10'-9" 10'-7" 9'-0" 9'-5" 9'-2" 8'-11" 8'-7" 8'-3" T-11" 40 T-10" T-9" T-4" T-5" 7'4" T-3" T-1" 6-10" 6'-7" 0.024 9'-2" 9'-0" 8'-7" 8'-8" 8'-7" 8'-5" 8'-3" 7-11" T-8" 10.020 0.032 11'-4" 11'-2" 10'-7" 10'-8" 10'-7" 10'-5" 10'-2" 9'-10" 9'-6" 0.040 13'-5" 13'-3" 12'-7" 12'-9" 12'-7" 12'-5" 12'-1" 11'-9" 11'-4" Steel 0.018 9'-3" 9'-0" 8'-5" 1 8'-9" 8'-6" 8'-4" 8'-0" T-9" T-5" 60 0.020 6-5" 6'-5" 6'4" 6'-5" 6-5" 6'4" 6-2" 6-1" 5'-11" 0.024 T-6" T-6" 7-5" T-6" T-6" T-5" T-2" T-1" 6-11" 0.032 9'-3" 9'-3" 9'-2" 9'-3" 9'-3°' 9'-2" 8'-11" 8'4" 8'-6" 0.040 11'-0" 11'-0" 10'-11" 11'-0" 11'-0" 10'-11" 10'-7" 10'-5" 10'-2" Steel 0.018 8'-0" T-11" T-5" T-8" 9 T-6" T-5" T-2" 0'4" U-0" I ABLE 4.13 2.5"x8" Flat Panel (Multisoan) MU21 Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C (psf) (in) 110 115 140 110 115 120 130 140 150 10 0.022 11'-4" 10'-11" T-3" T-10" T-6" T-2" 6-7" 6'-1" 5'-8" LIVE 0.028 12'-11" 12'-6" 10'-6" 11'-4" 10'-10" 8'-5" T-9" T-2" 6-8" 15'-0" 0.035 14'-10" 14'-5" 12'-3" 13'-3" 12'-8" 12'-1" 11'-2" 8'-5" 7-10" 11'-9" 0.040 164" 15-10" 13'-6" 14'-7" 13'-11" 13'-4" 12'-3" 11'-4" 10'-7" 20 0.022 8'-7" 8'-5" T-3" T-10" T-6" T-2" 6'-7" 6'-1" 5-8" LIVE 0.028 10'-7" 10'-5" 8'-9" 9'4" 8'-10" 8'-5" T-9" T-2" 6-8" Z. 0.035 12'-2" 12'-0" 11'-2" 11'-6" 11'-4" 10'-11" 10'-7" 8'75" T-10" 12'-3" 0.040 -13'-6" IS' -3'j.12'-4!'. 11'-3" 12'-9" 12'-6" 12'-1" 11'-9" 11'-3" 10'-7" 25 0.022 8'-5" 8'-4" T-3" T-10" T-6" T-2" 6'-7"6'-1" 11'-6" 5'-8" 10'-7" 0.028 10'-5" 10'-5" 8'-7" 8'-11" 8'-9" 8'-5" 7'-9" 7'_2„ 6'-8" 0.027 0.035 12'-0" 12'-0" 10'-11" 11'-4" 11'-2" 10'-11" 10'-6" 8'-5" T-10" 13'-3" 0.040 13'-3" 13'-3" 12'-1" 12'-6" 12'4" 12'-1" 11'-7" 11'-3" 10-7" 30 0.022 8'-1" T-11" 7'4" T-6" T-4" T-2" 6'-7" 6-1" 5'-8" 11'-11" 0.028 9'-3" 9'-1" 8'-3" 8'-7" 8'4" 8'-2" T-9" 7-2" 6'-8" 6'-9" 0.035 11'-4" 11'-2" 10'-6" 10'-9" 10'-7" 10'-6" 9'-1" 8'-5" T-10" 8'-7" 0.040 12'-6" 12'-4" 11'-7" 11'-11" 11'-9" 11'-7" 11'-1" 10'-8" 10'-5" 40 0.022 T-5" T-3" 6'-9" T-0" 6-10" 6-8" 6-5" 6-1" 5'-8" 8'-5" 0.028 8'-6" 8'-3" T-9" 8'4" T-10" T-8" 74" T-2" 6'-8" 10'-6" 0.035 9'-9" 9'-6" 8'-11" 9'-2" 9'-0" 8'-10" 8'-5" 8'-3" T-10" 5'-4" 0.040 11'-5" 11'-3" 10'-8" 10'-10" 10'-8" 10'-6" 9'4" 9'-1" 8'-8" 60 0.022 6-5" 64" 5'-11" 6'-1" 1 6'-0" 5'-11" 5S -" 6-7" 0=0= 0'-0" 0=0_ 0'-0" 9'-1" 0.028 74" 7'-3" 6'-10" T-0" 6-11" 6-10" 7'-4" 0.035 8'-5" 8'-4" T-10" 8'-1" T-11" T-10" T-7" 0'-0" 0'-0" 60 0.020 0.040 9'-4" 9'-3" 8'4" 8'-11" 8'4" 8'-8" 8'-5" 0'-0" 0'-0" TABLE 4.16 2.5"x12" Twin Vee Panel (Sinole Span) MU26 Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C (psf) (in) 110 115 140 110 115 120 130 140 150 10 0.020 8'-11" 8'-9" T-7" 8'-0" T-11" 7'-7" T-2" 6'-8" 6'-3" LIVE 0.027 13'-3" 12'-11" 11'-4" 11'-11" 11'-8" 11'-4" 10'-8" 8'-10" 8'-2" 0.040 15-3" 15'-0" 13'-10' 14'-3" 14'-0" 13'-10" 13'-3" 12'-11" 12'-6" Steel 0.018" 13'-8" 13'-3" 11'-9" 12'-4" 12'-0" 11'-9" 11'-1" 10'-7" 8'-0" Steel 0.024" 15-11" 15-6" 13'-9" 14'-4" 14'-1" 13'-9" 12-11" 12'-6" T-1" 20 0.020 T-9" T-7" 6'-10" T-2" 6'-11" 6'-9" 6-6" 6-2" 5-10" LIVE 0.02710'-11" 8'-2" 10'-8" 8'-11" 9'-4" 9'-1" 8'-10" 8'-6" 8'-1" T-8" 0.040 13'-5" 13'-3" 12'-8" 12'-11" 12'-9" 12'-6" 12'-3" 11'-11" 11'-7" Steel 0.018" 11'-3" 11'-1" 9'-3" 10'-8" 10'-6" 9'-2" 8'-10" 8'-5" 8'-0" Steel 0.024" 13'-2" 12'-11"112'-1" 6-11" 12'-6" 12'-3" 11'-11" 11'-6" 11'-0" 10'-7" 25 0.020 T-7" T-6" 6-9" T-0" 6-10" 6'-9" 6-5" 6'-1" 5'-10" 0.027 10'-8" 10'-8" 8'-10" 9'-2" 8'-11" 8'-10" 8'4" 8'-0" T-8" 0.040 13'-3" 13'-3" 12'-6" 12'-9" 12'-8" 12'-6" 12'-1"11'-11" 10'-1" 11'-7" Steel 0.018" 11'-1" 11'-1" 9'-2" 10'-6" 9'-3" 9'-2" 8'-9" 8'-4" 8'-0" Steel 0.024" 12'-11" 12'-11" 11'-11" 12'-3" 12'-1" 11'-11" 11'-4" 11'-0" 10'-7" 30 0.020 T-3" T-2" 6-6" 6'-9" 6'-7" 6-5" 6-2" 5'-11" 5'-8" 0.027 9'-6" 9'-4" 8'-6" 8'-10" 8'-7" 8'-4" 8'-1" 7-9" T-5" 0.040 12'-9" 12'-8" 12'-1" 12'-4" 12'-3" 12'-1" 11'-9" 11'-6" 11'-3" Steel 0.018" 10'-6" 9'-8" 8'-10" 9'-2" 8'-11" 8'-9" 8'-5" 8'-1" T-9" Steel 0.024" 12'3" 12'-1" 11'-4" 11'-8" 11'-6" 11'-4" 10'-11" 10'-6" 9'-1" 40 0.020 6-8" 6'-6" 6'-1" 6'-3" 6'-1" 6'-0" 5'-9" 5'-7" 5'-4" 0.027 8'-8" 8'-6" T-11" 8'-2" 8'-0" T-10" T-6" T-4" T-0" 0.040 12'-0" 11'-11" 11'-6" 11'-7" 11'-6" 11'-5" 11'-2" 10'-10" 10'-6" Steel 0.018" 9'-1" 8'-10" 8'-3" 8'-6" 8'-4" 8'-2" T-10" T-7" 7'-4" Steel 0.024" 11'-2" 11'-0" 10'-6" 10'-7" 10'-6" 9'-7" 9'-2" 8'-1 V 8'-7" 60 0.020 5'-9" 5'-8" 5'4" 5'-6" 5'-5" 5-4" 5'-2" 0'-0" 0'-0" 0.027 T-6" T-5" T-0" T-2" 7'-1" T-0" 6-9" 0'-0" 0'-0" 0.040.10'-2" 10'-2" 9'-6" 9'-9" 9'-7" 9'-6" 9'-2" 0'-0" U-0" Steel 0.018" T-10" T-9" T-4" T-6" 7'-4" T-4" T-1" 0'-0" 0'-0" Steel 0.024" 9'-2" 9'-1" 8'-7" 8'4" 8'-8" 8'-7" 1 8'4" 1 0'-0" 0'-0" I ABLE 4.14 TABLE 4.15 2.5"x12" Twin Vee Panel (Multisoan) MU26 Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C (psf) (in) 110 115 140 110 115 120 130 140 150 10 0.022 9'-2"8'-11" 8'-9" T-10" 8'-2" 8'-0" T-10" T-4" 7'4" 6'-8" LIVE 0.028 10'-9" 10'-5" 9'-2" 9'-7" 9'-5" 9'-2" 8'-7" 8'-4" T-10" 15'-0" 0.035 12'-5" 12'-1" 10'-8" 11'-2" 10'-11" 10'-8" 10'-0" 9'-8" 9--2-- 10'-9" ,0.040 13'4" 13'-3" 11'-9" 12'-3" 12'-0" 11'-9" 11'-0" 10'-7" 10'-1" 20 0.022 7'-6" T-4" 6-10" T-1" 6-11" 6-8" 6'-6" 6-2" 5-11" LIVE 0.028 8'-10" 8'-7" 8'-0" 8'4" 8'-2" T-10" T-7" T-3" T-0" 9'4" 0.035 10'-3" 10'-0" .9'4" 9'-8" 9'-6" 9'-2" 8'-11" 8'-6" 8'-2" 12'-3" 0.040 11'-3" 11'-0" 10'-3" 10'-7" 10'-5" 10'-1" 9'-9" 9'-4" 9'-0" 25 0.022 T-4" T-4" 6-8" 6-11" 6-10" 6-8" 6-4" 6-2" 5'-11" 9'-1" 0.028 8'-7" 8'-7" T-10" 8'-2" 8'-0" T-10" 7-6" T-3" T-0" 0.027 0.035 10'-0" 10'-0" 9'-2" 9'-6" 9'-4" 9'-2" 8'-9" 8'-6" 8'-2" 13-3" 0.040 11'-0" 11'-0" 10'-1" 10'-5" 10'-3" 10'-1" 9'-8" 9'-4" 9'-0" 30 0.022 6-11" 6-10" 6'-4" 6'-7" 6-6" 6'4" 6'-1" 5'-10" 5'-8" 11'-6" 0.028 8'-2" 8'-0" T-6" T-9" T-7" T-6" T-2" 6-11" 6-9" 7'4" 0.035 9'-6" 9'-4" 8'-9" 9'-0" 8'-11" 8'4" 8'-5" 8'-1" T-10" 9'-6" 0.040 10'-5" 10'-3" 9'-8" 9'-11" 1 9'-9" 9'-8" 9'-3" 8'-10" 8'-8" 40 0.022 6'-3" 6'-2" 5'-10" 5'-11" 5'-10" 5'-9" 5'-8" 5'-5" 5'-3" 7'-7" 0.028 T-5" 7'-3" 6-11" T-0" 6-11" 6-10" 6'-8" 6-5" 6'-3" 9'-2" 0.035 8'-8" 8'-6" 8'-1" 8'-2" 8'-1" 8'-0" T-9" T-6" T-3" 10'-6" 0.040 9'-6" 9'-4" 8'-10" 9'-0" 8'-10" 8'-9" 8'-7" 8'-3" 8'-0" -60_ 0:022.--5!4!�-- 10'-2" 5�4t�-4-9i4 10'-2" 1-0-" 4'=9'- 41-9"- 4'�-T- 0'-0"--0'=9- Steel 0.024" 8'-10" 0.028 6-0" 6-0" 6-0" 6-0" 6'4" 6'-0" 5'-10" 5'-8" 5'-7" 0.035 T-1" T-1" T-0" 7'4" 7'4" T-0" 6-9" 6-8" 6'-6" 0.040 T-9" 7'-9" T-8" T-9" T-9" T-8" T-6" 1 7'4" 7'-2" TABLE 4.17 ICC ESR 1953 (2012 IBC) 2/24/2014 Page 37 of 106 Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C (psf) (in) 110 115 140 110 115 120 130 140 150 10 0.020 10'-2" 9'-11" 8'-9" 9'-2" 8'-11" 8'-9" 8'-2" T-11" T -6 - LIVE 0.027 13'-3" 12'-11" 11'-4" 11'-11" 11'-8" 11'-4" 10'-8" 10'-3" 9'-9" 0.040 15'-3" 15'-0" 13'-10" 14'-3" 14'-0" 13'-10" 13'-3" 12'-11" 12'-6" Steel 0.018" 12'-7" 12'-3" 10'-9" 11'-4" 11'-0" 10'-9" 8'-10" 8'-4" T-11" Steel 0.024" 15'-5" 15'-0" 13'-4" 13'-11" 13'-7" 13'-4" 12-6" 12'-1" 11'-6" 20 0.020 8'-4" 8'-2" T-7" T-11" T-9" 7'-6" T-3" 6'-11 " 6-8-- -8"-'LIVE -'LIVE.-.0.02710'-11" 10'-8" 9'-11" 10'-3" 10'-1" 9'4" 9'-6" 9'-1" 8'-8" 0.040 13'-5" 13'-3" 12'-8" 12'-111" 12'-9" 12'-6" 12'-3" 11'-11" 11'-7" Steel 0.018" 9'-7" 9'-5" 8'-5" 8'-10" 8'-7" 8'-4" 8'-0" T-7" T-2" Steel 0.024" 12'-9" 12-6" 11'-8" 12'-1" 11'-11" 11'-6" 11'-2" 10'-8" 9'-1" 25 0.020 8'-2" 8'-2" T-6" T-9" T-7" 7'-6" 7'-2" 6-11" 6--8-- '-8"0.027 0.027 10'-8" 10'-8" 9'-9" 10'-1" 9'-11" 9'4" 9'-4" 9'-1" 8-4- 0.040 13-3" 13'-3" 12'-6" 12'-9" 12'-8" 12'-6" 12'-1" 11'-1 V 11'-7" Steel 0.018" 9'-5" 9'-3" 8'4" 8'-8" 8'-5" 8'-4" T-11" T-6" 7'-2" Steel 0.024" 12'-6" 12'-6" 11'-6" 11'-11" 11'-8" 1 11'-6" 11'-0" 10'-8" 9'-1" 30 0.020 T-9" T-7" 7'-2" 7'4" 7'4" T-2" 6-10" 6'-7" 6-6- 0.027 10'-1" 9'-11" 9'4" 9'-7" 9'-6" 9'4" 8'-11" 8'-7" 8'-4" 0.040 12'-9" 12'-8" 12'-1" 12'-4" 12'-3" 12'-1" 11'-9" 11'-6" 11'-3" Steel 0.018" 8'-11" 8'-10" 8'-0" 8'-4" 8'-1" T-11" 7'-7" T-3" 6-11" Steel 0.024" 11'-11" 11'-8" 11'-0" 11'-4" 11'-2" 11'-0" 10'-6" 9'-2" 8'-9" 40' -OA40 T2'=0" 1' 1" 11'-6" 11'-7" 11'-6" 11'-5" 11'-2" 10'-10" 10'-6" Steel 0.024" 10.-10"110'-8' 9'-4" 9'-8" 9'-5" 9'-3" 8'-10" 8'-7" 8'-3" 60 0.040 10'-2" 10'-2" 10'-1" 10'-2" 10'-2" 10'-1" 9'-10" 9'-8" 9'-5" Steel 0.024" 8'-10" 8'-9" 8'-3" 8'-6" 8'-4" 8'-3" 8'-0" 0'-0" 0'-0" TABLE 4.18 Metals Building Product: 5005 Veteran's Memorial Hwy Holbrook, NY 11741 (631) 563-4000 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 carlputnam(a comcast.net FEB 24 2014 SOLID COVERS 4.0: MISCELLANEOUS SPANS FOR COMMERCIAL AND PATIO STRUCTURES 2.5"x24" Tri Vee Panel (Sinale) MU25 2.5"x24" Tri Star Panel (Sinale and Multisoan) MU24 24" Pattinort (Sinale Snanl MU23 Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B . Exposure C Snow Load Gauge Exposure B Exposure C (psf) (in) 110 115 140 110 115 120 130 140 150 (psf) (in) 110 115 140 110 115' 120 130 140 150 (pst) (in) 110 115 140 110 115 120 130 10 0.018 7'-4" T-2" 5-9" 6'-4" 6-0" 5'-7" 5'-2" T-2" 2'-9" 10 0.020 T-4" T-2" 6'-0" 6'-7" 6'4" 5'-10" 5-6" 5'-2" 4'-2" 10 0.020 T-11" T-9" 6'-7" T-2" 6'-11" 6'-6" 6'-1" LIVE 0.024 8'-10" 8'-8" 6-11" 7'-7" 7'-3" 6-9" 6'-3" 5-10" 5'-5" LIVE 0.025 8'-8" 8'-6" T-2" T-10" 7'-6" 7'-0" 6'-8" 6'-3" 5'-11" LIVE 0.02510'-11' 7'-4" 10'-7" 8'-0" 8'-8" 8'-5" T-10" T-5" 9'-0" 0.032 12'-2" 11'-10' 8'-5" 11'-0" 10'-9" 8'-2" T-7" T-1" 6'-7" 0.032 11'-7" 11'-4" 8'-6" 10'-6" 8'-11" 8'-4" T-11" T-6" T-1" 0.032 12'-5" 12'-2" 10'-9" 11'-6" 11'-3" 10'-7" 8'-9" 11'-3" 0.040 13'-4" 13'-2" 12'-0" 12'-6" 12'-4" 11'-9" 10'-11' 8'-4" T-9" 1 Steel 0.015 Steel 0.018 8'-10" 11'-8" 8'-7" 11'-5" T-1" 9'-10" T-10" 10'-6" T-6" 10'-3" 6-11" 9'-7" 6-6" 8'-2" 6-1" T-8" 5'-8" T-2" 0.040 0.050 13'-4" 14'-4" 13'-1" 14'-1" 11'-11' 12'-10' 12'-6" 13'-5" 12'-4" 13'-2" 11'-10" 12'-8" 11'-6" 12'-4" 20 0.018 6-5" 6'-2" 5'-6" 5'-10" 5'-8" 5'-6" 5'-2" T-2" 0'-0" LIVE 0.024 T-9" T-6" 6'-8" 7'-0" 6'-10" 6'-7" 6'-3" 5'-10" 5-5" Steel 0.018 11'-7" 11'-3" 8'-0" 10'-6" 9'-0" T-10" T-3" 20 0.020 64" 6-1" 64" 5-8" 5'-6" 5'-3" 4'-5" 4'-1" 0'4" 9'-2" 0.032 9'-4" 9'-1" V-1" 8'-6" 8'-4" 8'-0" T-7" T-1" 6'-7" LIVE 0.025 T-6" T-3" 6'-5" 6-10" 6'-8" 6'-4" 6'-1" 5'-9" 5'-6" Steel 0.024 13'-5" 13'-1" 11'-5" 12'-2" 11'-11" 11'-3" 10'-9" 11'-11" 0.040 11'-9" 1 11'-7" 10'-7" 11'-2" 10'-9" 10'-5" 8'-11" 8'-4" T-9" 0.032 Steel 0.015 8'-11" T-6" 8'-8" T-3" T-8" 6'-3"- 8'-2" 6-9" T-11" 6-6" 7'-7" 6'-2" T-3" 5'-10" 6'-10" 5'-5" 6'-7" 0'-0" Steel 0.03014'-11 10'-2" 14'-6" 12'-9" 13'-6" 13'-3" 12'-6" 12'-1" 25 0.018 6-4" 6'-2" 5-6" 5'-9" 5'-8" 5'-5" 4'-8" T-2" 0'-0" 20 0.020 6-11" 6'-8" 6'-0" 6'4" 6'-2" 5-11" 5'-7" 0.018 0.024 7'-7" T-6" 6'-7" 6-11" 6-10" 6'-6" 6-2" 5'-10" 5'-5" Steel 0.018 9'-7" 9'-5" 8'-7'' 9'-1" 8'-9" 8'-5" 8'-1" T-8" T-2" LIVE 0.025 8'-5" 8'-1" 7'-3" T-8" T-5"• T-2" 6-10" 0.032 9'-3" 9'-1" 8'4" 8'-5" 8'-4" T-11" 7'-6" T-1" 6'-7" 0.032 10'-7" 10'-4" 8'-6" 9'-0" 8'4" 8'-5" 8'-0" 25 0.020 6'-2" 6-1" 5'-3" 5'-7" 5'-6" 5'-2" 4'-4" 4'-1" 0'4" T-8-- -8"0.032 0.040 11'-9" 11'-7" 10'-5" 10'-11' 10'-9" 9'-3" 8'-10" 8'-4" T-9" 0.025 1 0.032 T-5" 8'-9" T-3" 8'-8"• 6'4" T-7" 6'-9" 8'-0" 6'-8" T-11" 6'4" T-6" 6'-0" T-2" 5'-9" 6-10" 5'-5" 6'-6" 0.040 0.050 11'-10" 12'-8" 11'-8" 12'-6" 10'-10' 11'-10' 11'-4" 12'-3" 11'-0" 11'-11" 10'-8" 11'-9" 9'-2" 11'-4" 30 0.018 6-0" 5-10" 5'-3" 5-6" 5'-5" 5'-2" 4'-6" S-2" 0'-0" 8'-9" 0.024 T-3" T-0" 6'4" 6'-8" 6'-6" 6'-3" 6-0" 5'-9" 5'-5" Steel 0.015 7'-4" T-3" 6-2" 6'-7" 6-6" 6-1" 5-9" 5'-5" 0'-0" Steel 0.018 9'-0" 8'-8" 7'-9" 8'-2" 8'-0" T-8" T-3" 3'-11" 0.032 8'-10" 8'-6" T-9" 8'-1" T-11" T-8" 7'-4" T-0" 6'-7" Steel 0.018 9'-7" 9'-5" 8'-5" 8'-11" 8'-9" 8'-4" 8'-1" 7'-8" 7'-2" Steel 0.024 11'-3" 11'-0" 9'-1" 10'-8" 9'-4" 9'-0" 8'-7" 7'-10" 0.040 10'-11" 10'-11" 9'-0" 10'-5" 9'-3" 8'-11" 8'-7" 8'-3". T-9" Steel 0.030 12' 6" 12'-3" 11'-3" 11'-10' 11'-6" 11'-1" 10'-8" 30 0.020 0.025 5'-10" T-0" 5'-8" 6-10" 4'-7" 6-1" 5' 4" 6-5" 5'-2" 6'-3" 4' 6" 6'-1" 4'-2" 5'-9" 4'-0" 5'-6" 0'-0" 5'-3" 40 0.018 5'-6" 5'-5" 4'-7" 4'-9" 4'-8" 4'-6" 4'-4" 0'-0" 0'4" TABLE 4.25 9'-10" 0.024 6'-7" 6'-6" 5'-11" 6'-2" 6'-1" 5'-10" 5'-8" 5'-5" 5:-3" 0.032 8'-4" 8'-2" ,7'-4" T-8" T-6" 7'-3" 6'-11" 6'-8" 6'-4" 11'-8" 11'-3" 0.032 8'-0" T-11" T-3" 7'-6" 7'-5" 7'-1" 6-11" 6-7 6'-5" Steel 0.015 6-11" 6'-9" 5'-11" 6'-3" 6-1" 5'-10" 5'-6" 5'-2" 0'-0" Metals Building Products 3'4" 0.040 9'-4" 9'-3" 8'-6" 8'-10" 8'-8" 8'4" 8'-1" T-9" 7'-6': ` Steel 0.018 8'-11" 8'-11" 8'-1" 8'-5" 8'-4" T-11" T-7" 7'-5" T-1" 5005 Veteran's Memorial Hwy Holbrook, NY 11741 60 0.018 4'-7" 4'-6" 0'-0" 4'-4" 0'4" 0'4" 0'-0" 0'-0" 0'-0" 40 0.020 5'-3" 5'-2"' 4'-3" 4'-6" 4'-5" 4'-2" 3'-11" 0'-0" 0'-0" T-1" 0.024, 5'-9" 5'-9" 5'-3" 5'-6" 5'-5" 5'-3" 0'-0" 0'-0" 0'-0" 0.025 6'-4" 6'-3" 5'-9" 6'-0" 5'-10" 5'-7" 5'-5" 5'-2" 0'-0" (631) 563-4000 8'-6" 0.032 7'-0" 6'-11" 6'-5" 6'-8" 6'-7" 6'-5" 0'-0" 0'-0" 0'-0" 0.032 7'-7" 7'-6" , 6'-10" T-2" T-0" 6'-9" 6'-6" 6'-3" 6'-0" - - T-6" 0.040 8'-3" 8'-2" T-6" T-9" T-9" 7'-6" 0'-0" 0'-0" 0'-0" Steel 0.015 _Steel 0.018 6'-2" 8'-1" 6'-1" 7'-11" 5'-5" 1 7'-5" 5'-9" T-7" 5'-7" T-6" 5'-3" T-3" 4'-6" T-0" 0'-0" 6'-9" 0'-0" 6'-6" Carl Putnam, P. E. TABLE_ 4.21 4'-9" 3441.Ivylink Place 60 • 1.0.020 4'-3" 4'-2" 0'4" T-11" 0'-0" 0'-0" 0'-0" 0'-0" 0'-0" 6'-5" 0'-0" 5'-6" 5'-6" 0'-0" 5'-3" 5'-2" 0'-0" 0'-0" 0'-0" 0'-0" Lynchburg`, VA,24503 6'-2" [0.025 0.032 -6'-8" 6'77" 6'-1" 6'-4" -6'-3" 6'-0" 0'-0" 0'-0"• 0'-0" carlputnam@comcast.net 0'-0" Steel 0.015 5'-2" 4'-10" 0'-0" 4'-6" 0'-0" 0'-0" 0'-0" 0'-0" 0'-0" :,T-3 „ TAnl . T-2" r A nn Steel 0.018 6-6" 6-6" 64" 6'-6" 6-5" 6'-3" •6-1" 5'-11" 1 5'-9" 1- Ab LL 4.'13 2.5"x24" Tri Vee Panel (Multispan) MU25 2"x6" Flat Panel (Single and Multispan) MU33 24" Pattioort (Multispan) MU23 Ground Panel Wind Speed and Exposure' Ground - Panel Wind Speed and Exposure Ground Panel Wind Speed and Exposure Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B Exposure C Snow Load Gauge Exposure B - Exposure C (W (in) 110 115 "140 110 115 120 130 140 150 (pso (in) ,110 115 140 110 115 120. 130 .140 150 (pst) �(in) 110 115 140 110 115 120 _- 130 10 0.018 T-3" T-0" 6'4" 6'-6" 46-3" 5'-10° 5'-7" 5'-3" 4';0": 10 0.020 10'-9" 10'-6" 7.'-11" 8'-7" 8'-3" T-9" 7'4'' 6-10" 6-5" 10 0.020 9'-0" _8'-9". 17'-7•" 8'-1" T-11 T-5" 7--2-- '-2"LIVE LIVE 0.024 9'-1" 8'-10" T-8" 8'-2" 8'-0"' •7'-6" T-2" 6'-10" 6'-6" LIVE 0.024 12'-3" 11'-11' 10'-5" 11'-1" 10'-10" 8'-11" 8'-4" T-10" 7'-4" LIVE 0.025 10'-11' 10'-7" 9'-2" 9'-10" 9'-7"� 9'-0" 8'-8" 0.032 11'-1" 10'-10' 9'-5", 10'4" 9'-10" '9'-2".. 8'-10". 8'-5" 8'4" ^' 0.032 13'-6", 13'-3" 12'-1" 12'-7" 12'-5" 11'-11' 11.'-6" 10'-11" 10'-5" 0.032 12'-5" 12'-2" 10'-9" 11'-6" 11'-3" 10'-7" 10'-2" 0.040 13'-0" .12'-7":.1:i'-0" 11'-9" 11'-5". ;10'-9'; .10' 4" 9'-10'?. .9'=5" 0.0.40 '14'-5" 14'-2':' 12' 1i` _13'.-6": 13'-4"_ A2'-9'; :12'-6". -12'.-1__. 11'-8" _- 0.040 0.050 '13' 4" 14'-4" '-13'_1' 14'-1" 1]'-11' 12'-10 12'-6" 13'-5" 12' 4" AT -2" 11'-10" 12'-8" 11`=6" 12'=4" 20 5'-10" 5'-9" 4'-6" 5'-6" 5'-3" 4'-5" 4'-2"- 3'=1.0" 3'-8" r 20 0.020 8'-3" V-0" T-2" 7'-7" 7'4" T-1". 6'-9'; 6'-5" 6-2" LIVE 0.024 7'-6" 7'-4" 6'-8" T-1" 6-10" 6'-7" 6-3" 6-0" 5'-9" LIVE 0.024. 9'-6" 9'-2" 8'-2" 8'-8", 8'-5" 8'-1" T-8" 7'-4'% T-0" Steel 0.018 10'-5" 10'-2" 8'-10" 9'-5" 9'-2" 8'-8" 8'-4" 10.018 0.032 9'-2" 9'-0" 8'-3" 8'-8" 8'-5" 8'-2" T-9", T-6" T-2" 0.032 11'-11" 11'-8" 10'-9" 11'-3" 10'-11' 10'-7" 9'-1" 8'-7" 8'-3" Stee10.024 12'-5" 12'-1" 10'-7" 11'-3" 11'-0" 10'-4" 10'-0" 0.040 10'-9" 10'-7" 9'-8" 10'-2" 9'-10" .9'-6" 9'-1" 1 8'-9" 8'-5" - 0.040 12'-9" 12'4" 111'-11' 12'4" 12'-1" 11'-10' 11'-4" 10'-11" 10'-6" Steel 0.030 14'-2" 13'-9" 12'-1" 12'-10' 12'-7" 11'-10" 11'-5" 25 0.018 5'-10" 5'-9" 4'-5" 5'4" 5'4" 4'-4" 4'-1" 3'-10" T-8" 25 0.020 8'-2" 8'-0" 7'-1" 7'-5" 7'4" T-0" 6'-8" 6'-5" 6'-1" 20 0.020 T-5" 7'-4" 6'-8" 7-1" 6-10" 6-7" 6-4- 0.024 T-6" T-4" 6'-7" 6'-11" 6-10" 6-6" 6'-3" 6-0" 5'-9" 0.024 9'-4" 9'-2" 8'-1" 8'-6" 8'-5" 8'-0" T-7" 7'4" T-0" LIVE 0.025 9'-0" 8'-10" 8'-1" 8'-6" 8'-3" 8'-0" T-8-- -8"0.032 0.032 9'-2" 9'-0" 8'-2" 8'-6" 8'-5" 8'-0" T-9" T-6" 7'-2" 0.032 11'-11' 11'-8" 10'-7" 11'-1" 10'-11' 10'-5" 8'-11" 8'-7" 8'-2" 0.032 10'-7" 10'-4" 9'-6" 10'-0" 9'-8" 9'-4" 9'-0" 0.040 10'-9" 10'-7" 9'-6" 10'4" 9'-10" 9'-5" 9'-1" 8'-9" 8'-5" 0.040 12'-9" 12'-8" 11'-10' 12'-2" 12'-1" 11'-8" 11'-4" 10'-11" 10'-6" 0.040 0.050 11'-10" 12'-8" 11'-8" 12'-6" 10'-10' 11'-10' 11'-4" 12'-3" 11'4" 11'-11" 10'-8" 11'-9" 10'-3" 11'-4" 30 0.018 5-4" 6-4" 4'-3" 4'-6" 4'4" 4'-2" 3'-11" T-97 3'-6" 30 0.020 T-9" T-7" 6-10" T-2" T-0" 6'-9" 6'-6" 6'-3" 5'-11" 0.024 6-11" 6-11" 6'-3" 6-7" 6-6" 6-2" 5'-11" 5-9" 5'-7" 0.024 8'-11" 8'-8" 7'-10" 8'-2" 8'4" T-8" T-5" 7'4" 6-9" Steel 0.018 8'-8" 8'-6" T-9" 8'-2" T-11" T-8" 7'-4" 0.032 8'-6" 8'-6" T-9" 8'-2" 8'-0" 7'-8" T-4" T-2" 6'-11" 0.032 11'-1" 11'-1" 9'-2" 10'-7" 10'-5" 9'-1" 8'-8" 8'-4" 8'-0" Steel 0.024 10'-4" 10'-2" 9'-4" 9'-10" 9'-6" 9'-2" 8'-10" 0.040 10'-0" 10'-0" 9'-1" 9'-6" 9'-5" 9'-0" 8'-8" 8'-5" 8'-2" 0.040 12'-2" 12'-2" 11'4" 11'-10' 11'-8" 11'-3" 10'-9" 10'-6" 8'-11" Steel 0.030111,-1 n] 11'-7" 10'-8" 11'-3" 10'-10" 10'-6" 1 10'-1" 40 0.018 4'-5" 4'-4" 3'-10" 4'-1" 4'-0" 3'-9" 3'-8" 3'-5" 3'4" 40 0.020 7'-1"_ T-0" 6'-5" 6-8" 6-6" 6'-3" 6'-1" 5'-10" 5'-8" Table 4.26 0.024 6-3" 6-2" 5'-9" 5'-11" 5'-10" '5'4" 5'4" 5'4" 4'-7" 0.024 8'-1" 8'-0" 74" T-7" T-6" T-2" T-0" 6-8" 6'-5" 0.032 T-9" T-8" 7'-2" 7'-4" T-3" T-1" 6-10" 6-8" 6'-5" 0.032 9'-6" 9'-4" 8'-7" 8'-11" 8'-9" 8'-5" 8'-2" T-10" T-7" 0.040 9'-1" 9'-0" 8'-5" 8'-8" 8'-6" 8'4" 8'-1" 7'-9" T-7" 1 10.040 11'4" 1 11'-3" 10'-6" 10'-9" 10'-8" 10'-5" 9'-2" 8'-10" 8'-6" 60 0.018 T-9" 3'-8" .3'4" T-6" 3'-5" 3'-3" 0'-0" 0'-0" 0'-0" 60 0.020 6'-3" 6'-2" 5'-8" 5'-11" 5'-10" 5'-8" 0'-0" 0'-0" 0'-0" 0.024 - 5'-2" 5'-2" 4'-7" 4'-9" 4'-9" 4'-7" 0'-0" 0'-0" 0'-0" 0.024 7'-1 " T-0" 6'-6" 6'-9" 6'-8" 6'-5" 0'-0" 0'-0" 0'-0" 0.032 , 6'-5" 6'-5" 6'-3" 6'-5" - 6'-4" 6'-2" 6'-1" -5'-11" 5'-9" 0.032 8'-4" 8'-3" T-8" T-11". T-10" 7'-7" 0'-0" 0'-0" 0'-0" TABLE 4.24 . -- - - - • � 0.040 -T-7" T-7" T-4" �. .. �'-7" �� :,T-3 „ TAnl . T-2" r A nn T-0" 6'-10" 0.040 9'-4' 9'-3"' 8'-7" 18'-11" 8'-10" 8'-6'' 0'-0" 0'-0" 0'-C" 0 FEB 24-2014 ■ ,SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WINn APPA: TABLE 5.1 0.042"x3"x8" Detail MU76 Double 0.042"x3"x8" Detail MU 113 Double 0.040"x2"x6.5" MU113 8 Attached Freestanding of 25 Attached Freestanding of C Attached Freestanding o1 27 29 Structure Multispan Units 21 Structure Multispan Units 27 Structure Multispan Units GROUND TRIS POST MAX 23 25 MAX POST LENGTH MAX C 22 MAX POST LENGTH MAX 28 13'-11" MAX POST LENGTH SNOW WIDTH SPACING POST MIN FOOTER 8' I 10' 1 12' POST MIN FOOTER 8' I 10' I 12' POST MIN FOOTER 8' 1 10' I 12' LOAD (FT) ON SLAB SPACINC POST SIZE CONSTRAINED FOOTS SPACIN POST SIZE CONSTRAINED FOOTEF SPACING POST size CONSTRAINED FOOTEf (PSF) 23 (FT) (FT) TYPE "d" "d" "d" d" (FT) TYPE "d" "d" "d" "d" (FT) TYPE "d" "d" d" "d" 26 21 5 13'-7" 8'-8" (in) (in) (in) (in) 22 24 (in) (in) (in) fin) C 24 (n) (in) (in) (in) 10 3 22'-8" 11'-8" 8 19 24 25 27 16'-11" C 22 26 27 29 15'-0" B 21 24 26 27 LIVE 3.5 19'-5" 10'-8" B 20 23 25 26 15'-8" C 22 25 27 28 13'-11" B 22 24 25 27 LOAD 4 17'-0" 9'-11" 8 20 23 24 26 14'-7" C 23 25 27 28 12'-11" C 22 23 25 26 ONLY 4.5 15'-1" 9'-2" B 20 23 24 25 13'-8" C 23 25 26 27 12'-2" C 22 23 25 26 21 5 13'-7" 8'-8" B 21 22 24 25 12'-11" C 24 24 26 27 111-6" C 23 23 24 26 D 5.5 12'-4" 8'-2" B 21 22 23 25 12'-3" D 24 24 26 27 10'-11" C 23 23 24 25 8'-8" 6 11'-4" T-8" B 21 22 23 24 11'-8" D 24 24 25 27 10'-5" C 23 23 24 25 26 6.5 10'-5" 7'-4" B 21 22 23 24 11'-2" D 25 25 25 26 10'-0" C 24 24 24 25 24 7 91-8" 7'-0" B 22 22 23 24 10'-8" E 25 25 25 26 9'-7" D 24 24 24 25 24 7.5 9'-1" 6'-8" C 22 22 22 24 10'-3" E 25 25 25 26 9'4" D 24 24 24 24 24" 8 8'-6" 6'-4" C 22 22 22 23 9'-11" E 25 25 25 26 8'-11" D 24 24 24 24 F 8.5 8'-0" 6'-1" C 22 22 22 23 9'-6" E 26 26 26 26 8'-7" E 25 25 .25 25 T-4" 9 T-6" 5'-10" C 22 22 22 23 9'-2" E 26 26 26 26 8'-4" E 25 25 25 25 22 9.5 T-2" 5'-8" C 22 22 22 23 8'-11" E 26 26 26 26 8'-1" E 25 25 25 25 B 10 6-9" 5-5" C 22 22 22 23 8'-8" F 26 26 26 26 T-10" E 25 25 25 25 27 11 6'-2" 5'-1" C 23 23 23 23 8'-2" F 26 26 26 26 T-5" E 26 26 26 26 12 5'-8" 4'-9" C 23 23 23 23 T-8" F 27 27 27 27 T-1" E 26 26 26 26 25 13 1 5'-2" 1 4'-6" 1 C 1 23 1 23 1 23 1 23 t T-4" F 27 27 27 1 27 6'-9" F 26 26 26 26 I IU IVIr m mAr uU UKM U or 13U MYrf CA[ UJUKt K 10 3 22'-8" 10'-6" B 21 25 27 28 15'-4" C 24 28 29 31 13'-8" 6 23 26 27 29 LIVE 3.5 19'-5" 9'-7" B 21 25 26 28 14'-2" C 24 27 29 30 12'-7" C 23 25 27 28 LOAD 4 17'-0" 8'-10" 8 22 24 26 27 13'-2" C 25 27 28 30 11'-9" C 24 25 27 28 ONLY 4.5 15-1" 8'-2" B 22 24 26 27 12'-4" D 25 26 28 29 11'-0" C 24 25 26 28 21 5 13'-7" T-8" B 22 24 25 27 11'-8" D 26 26 28 29 10'-5" C 25 25 26 27 D 5.5 12'-4" T-3" B 23 23 25 26 11'-0" E 26 26 27 29 9'-11" C 25 25 26 27 8'-8" 6 11'-4" 6-10" B 23 23 25 26 10'-6" E 26 26 27 28 9'-5" D 25 25 25 27 26 6.5 10'-5" 6-5" C 23 23 24 26 10'-0" E 27 27 27 28 9'-0" D 26 26 26 26 24 7 9'-8" 6'-2" C 23 23 24 25 9'-7" E 27 27 27 28 8'-8" E 26 26 26 26 24 7.5 9'-1" . 5'-10" C 23 23 24 25 9'-2" E 27 27 27 28 8'4" E 26 26 26 26 24" 8 8'-6" 5'-7" C 24 24 24 25 8'-10" E 27 27 27 27 V-0" E 27 27 27 27 F 8.5 8'=0" 5'-4" C 24 24 24 25 8'-6" F 28 28 28 28 T-9" E 27 27 27 27 T-4" 9 T-8" 5'-2" C 24 24 24 25 8'-2" F 28 28 28 28 7--6-- E 27 27 27 27 22 9.5 T-2" 4'-11" C 24 24 24 24 T-11" F 28 28 28 28 7'-3" E 27 27 27 27 B 10 6'-9" 4'-9" C 24 24 24 24 T-8" F 28 28 28 28 7'-0" E 27 27 27 27 27 11 6'-2" 4'-5" C 24 24 24 24 T-3" F 29 29 29 29 6%8" F 28 28 28 28 12 5'-8" 4'-1" C 24 24 24 24 6'-10" F 29 29 29 29 61-4" F 28 28 28 28 25 13 5'-2" 1 T-10" 1 C 1 25 1 25 1 25 1 25 1 6'-5" 1 F 1 29 1 29 1 29 1 29 11 6'4" 1 F 1 28 1 28 1 28 1 28 115 MPH EXPOSURE 8 10 -3 22'-8" 11'-4" B 20 24 26 27 16'-6" C 22 26 28 29 _ . 14'-7" B 21 25 26 27 LIVE 3.5 19'-52' , -10'-4" B 20 24 25 1 26 .15'-2" C 23 26 27 29 13'-6" B 22 24 -26 '27 LOAD 4 17'-0" 9'-7" B 21 23 25 '26 14'-2" C 23 25 27 28 12'-7" C 22 24 25 27 ONLY 4.5 15'-1" 8'-11" 8 21 23 24 26 13'-3" C 24 25 27 28 11'-10" C 23 23 25 26 21 5 13'-7" 8'-4" B 21 23 24 25 12'-6" C 24 25 26 28 11'-2" C 23 23 25 26 D 5.5 12'-4" T-10" B 21 22 24 25 11'-10" D 25 25 26 27 10'-7" C 24 24 24 26 8'-8" 6 11'-4" T-5" B 22 22 23 25 11'-4" D 25 25 26 27 10'-1" C 24 24 24 25 26 6.5 10'-5" T-1" B 22 22 23 25 10'-9" E 25 25 25 27 9'-8" C 24 24 24 25 24 7 9'-8" 61-8" B 22 22 23 24 19-4" E 25 25 25 26 9-4" D 25 25 25 25 24 7.5 9'-1" 6'-5" C 22 22 23 24 9'-11" E 26 26 26 26 8'-11" D 25 25 25 25 24" 8 8'-6" 6'-1" C 22 22 23 24 9'-7" E 26 26 26 26 8'-8" 0 25 25 25 25 F 8.5 8'-0" 5'-10" C 22 22 22 24 9'-2" E 26 26 26 26 8'4" E 25 25 25 25 T-4" 9 T-6" 5'-8" C 23 23 23 23 8'-11" E 26 26 26 26 8'-1" E 25 25 25 25 22 9.5 T-2" 5'-5" C 23 23 23 23 8'-7" F 26 26 26 26 T-10" E 26 26 26 26 B 10 6'-9" 5'-3" C 23 23 23 23 8'4" F 27 27 27 27 T-7" E 26 26 26 26 27 11 6-2" 4'-10" C 23 23 23 23 T-10" F 27 27 27 27 T-2" E 26 26 26 26 -4 2- -5'-8� -4W -- -0- -23- 23- 3- 3- ' =5"- -F 27 27 27 '27 6'-10" F 26 26 26 26 25 27 10'-8" E 24 26 28 29 4.5 T-6" 6'-5" C 21 23 25 26 9'-11" E 24 26 13 5'-2" 4'-3" C 23-1 23 23 23 7'-1" F 27 27 27 27 6'-6" F 27 27 27 27 ICC ESR 1953 (2012 IBC) 2/24/2014 20 0.042"x3"x8" Detail MU76 Double 0.042"x3"x8" Detail MU 113 Double 0.040"x2"x6.5" MU113 8 Attached Freestanding of 25 Attached Freestanding of C Attached Freestanding of 27 28 Structure Multispan Units 20 Structure Multispan Units 26 Structure Multispan Units GROUND TRIS POST MAX 23 24 MAX POST LENGTH MAX C 22 MAX POST LENGTH MAX 28 11'-3" MAX POST LENGTH SNOW WIDTH SPACING POST MIN FOOTEF 8' 1 10' , 12' POST MIN FOOTS 8' I 10' I 12' POST MN FOOTEF 8' I 10' I 12' LOAD (FT) ON SLAE SPACING POST SIZE CONSTRAINED FOOTER SPACINC POST SIZE CONSTRAINED FOOTERSPACINC 4.5 POST SIZE CONSTRAINED FOOTEI (PSF) 22 (FT) (FT) TYPE "d" -d"'d- "d" (FT) TYPE "d" "d" "d" "d" (FT) TYPE "d" "d" d" "d" I I 25 21 5 T-1" 61-8" (in) (in) (in) (in) 22 23 (in) (in) (in) (in) E 23 (in) (in) (in) (in) 20 3 11'-10" 9'-2" 8 18 23 25 26 13'-8" C 21 25 27 28 12'-2" C 20 24 25 26 26 3.5 10'-2" 8'-5" B 19 23 24 25 12'-7" C 22 25 26 28 11'-3" C 21 23 25 26 25 4 8'-11" 7'-8" B 19 22 24 25 111-8" D 22 24 26 27 10'-5" C 21 23 24 26 23 4.5 T-11" T-2" B 19 22 23 25 10'-11" E 22 24 25 27 91-91, C 22 23 24 25 21 5 T-1" 61-8" C 20 22 23 24 10'-3" E 23 24 25 25 9'-3" D 22 22 24 25 D 5.5 6'-5" 6'-3" C 20 21 23 24 9'-8" E 23 23 25 26 8'-9" 0 22 22 23 25 8'-8" 6 5'-11" 5'-10" C 20 21 22 24 9'-2" E 23 23 25 26 8'-4" E 22 22 23 24 26 6.5 5-5" 5'-7" C 20 21 22 23 8'-9" E 23 23 24 26 8'4" E 23 23 23 24 24 7 5'-1" 5'-3" C 20 21 22 23 8'-5" F 24 24 24 25 T-8" E 23 23 23 24 24 7.5 4'-9" 5'-0" C 20 20 22 23 8'-0" F 24 24 24 25 7'-4" E 23 23 23 24 24" 8 4'-5" 4'-9" C 21 21 22 23 T-8" F 24 24 24 25 T-1" E 23 23 23 24 F 8.5 4'-2" 4'-6" C 21 21 21 23 T-5" F 24 24 24 25 6-10" F 24 24 24 24 T-4" 9 T-11" 4'-4" C21 23 21 21 22 7' T1 F 24 24 24 25 6'-7" F 24 24 24 24 22 9.5 1 3'-9" 4'-2" J C 21 21 21 22 6'-11" F 25 25 25 25 6' 4" F 24 1 24 24 24 115 MPH FXPnSURF C or 130 MPH EXPOSURE R 20 3 11'-10" 8'-6" B 20 25 26 28 12'-9" C 23 27 29 30 11'-5" C 22 25 27 28 26 3.5 10'-2" T-9" B 21 24 26 27 11'-8" D 24 27 28 30 10'-6" C 23 25 27 28 25 4 8'-11" T-1" 8 21 24 25 27 10'-10" E 24 26 28 29 9'-9" D 23 25 26 28 23 4.5 T-11" 6'-7" C 21 23 25 26 10'-1" E 24 26 27 29 9'-1" D 24 24 26 27 21 5 T-1" 6'-1" C 21 23 25 26 9'-6" E 25 25 27 28 8'-7" E 24 24 25 27 D 5.5 6-5" 5'4" C 22 23 24 26 9'4" E 25 25 27 28 8'-2" E 24 24 25 27 8'-8" 6 5'-11" 5-4" C 22 22 24 25 8'-6" F 25 25 26 28 7'-9" E 25 25 25 26 26 6.5 5'-5" 5'-1" C 22 22 24 25 8'-1" F 26 26 26 27 T-5" E 25 25 25 26 24 7 5'-1" 4'-9" C 22 22 23 25 T-9" F 26 26 26 27 7'-1" E 25 25 25 26 24 7.5 4'-9" 4'-6" C 22 22 23 25 T-5" F 26 26 26 27 6'-9" F 25 25 25 26 24" 8 4'-5" 4'-4" C 22 22 23 24 T-1" F 26 26 26 27 6'-6" F 26 26 26 26 F 8.5 4'-2" 4'-1" C 22 22 23 24 6'-10" F 27 27 27 27 6'-3" F 26 26 26 26 T-4" 9 T-11" T-11" C 23 23 23 24 6'-7" F 27 27 27 27 6'-1" F 1 26 26 26 26 1 22 9.5 1 T-9" 1 3'-9" C 23 23 23 1 24 6-4" F 1 27 27 1 27 27 5'-10" F 26 26 26 26 115 MPH EXPOSURE B 25 3 11'-4" 9'-1" 8 18 23 25 26 13'-6" C 21 25 27 28 12'-1" C 20 24 25 26 3.5 91-8" 8'-3" B 19 23 24 25 12'-5" D 21 25 26 28 11'-1" C 21 23 25 26 4 81-61, T-7" B 19 22 24 25 11'-6" D 22 24 26 27 10'-4" C 21 23 24 26 4.5 7'-6" T-1" 8 19 22 23 25 10'-9" E 22 24 25 27 9'-8" D 21 23 24 25 5 6'-9" 6'-7" C 20 22 23 24 10'-2" E 23 24 25 26 9'-2" D 22 22 24 25 5.5 6-2" 6'-2" C 20 21 23 24 9'-7' E 23 23 25 26 8'-8" E 22 22 23 25 6 5'-8" 5'-9" C 20 21 22 24 9'-1" E 23 23 25 26 8'-3" E 22 22 23 24 6.5 5'-2" 5'-6" C 20 21 22 23 8'-8" F 23 23 24 26 T-10" E 23 23 23 24 7 4'-10" 5'-2" C 20 21 22 23 8'-3" F 24 24 24 25 T-6" E -23 23 23 24 -- r7.5 4'-6" 4'-11" C 20 20 22 23 T -i 1" F 24" 74 24 ^ 25::. ^ T4" E 23 23 23 24 8 4'-3" 4'-8" C 20 20 21 23 T-7" F 24 24 24 25 T-0" F 23 23 23 24 8.5 4'4" 4'-6" C 21 21 21 23 T-4" F 24 24 24 25 6-9" F 23 23 23 23 9 1 T-9" 1 4'-3" C 21 21 1 21 22 7'-1" F 24 24 24 25 6-6" F 24 24 24 24 115 MPH EXPOSURE C or 130 MPH EXPOSURE B 25 3 11'-4" 6-4" 8 20 25 26 28 12'-6" C 23 27 29 30 3.5 9'-8" T-7" 8 20 24 26 27 11'-6" 0 23 26 28 30 4 8'-6" 6'-11" B 21 24 25 27 10'-8" E 24 26 28 29 4.5 T-6" 6'-5" C 21 23 25 26 9'-11" E 24 26 27 29 5 6'-9" 5'-11" C 21 23 25 26 9'-4" E 25 25 27 28 5.5 6'-2" 5'-7" C 21 23 24 26 8'-10" E 25 25 27 28 U m 6 5'-8" 5'-3" C 22 22 24 25 8'-4" F 25 25 26 28 J 6.5 5'-2" 4'-11" C 22 22 24 25 T-11" F 25 25 26 27 * 6-3 I Sf5 7 4'-10" 4'-8" C 22 22 23 25 T-7" F 26 26 26 27 7.5 4'-6" 4'-5" C 22- -72- 3_ 4- . -L3 _ -1-- -26- -26- -26- 26 2•� 27 S - - 1V �- Q 4'-3" 4'-2" C 22 22 23 24 6-11" F 26 26 8 OF -C44 8.5 4'-0" 4'-0" C 22 22 23 24 6-8" F 26 26 26 26 9 X-9" T-10" C 22 22 23 24 6'-5" F 26 26 26 26 FEB 24 2014 Page 41 of 106 SOLID COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREA; TABLE 5.1 0.042"x3"x8" Detail MU76 Double 0.042"x3"x8" Detail MU 113 Double 0.040"x2"x6.5" MU 113 B Attached Freestanding of 27 Attached Freestanding of C Attached Freestanding of 30 31 Structure Multispan Units 23 Structure Multispan Units 29 Structure Multispan Units GROUND TRIB POST MAX 25 27 MAX POST LENGTH MAX C 25 MAX POST LENGTH MAX 31 12'-3" MAX POST LENGTH SNOW WIDTH SPACING POST MIN FOOTER 8- ' 10' I 12' POST MIN FOOTER 8- I 10' I 12' POST MIN FOOTER 8' I 10' I 12' LOAD (FT) ON SLAB SPACINC POST SIZE CONSTRAINED FOOTEF SPACING POST SIZE CONSTRAINED FOOTEF SPACING POST SIZE CONSTRAINED FOOTEI (PSF) 24 (FT) (FT) TYPE "d" -d"'d- "d" (FT) TYPE "d" "d" "d" d" (FT) TYPE "d" IV' "d" "d" 28 11.5' 5 13'-7" 7'-5" (in) (in) (in) (in) 24 26 (in) (in) (in) (in) D 26 (in) (in) (n) (in) 115 MPH FXPr1sIIRF C nr 13n MPH FXPnsI IRF R 10 3 22'-8" 10'-2" B 21 26 27 29 15'-0" C 24 28 30 31 13'-4" C 23 26 28 29 LIVE 3.5 19'-5" 9'-4" 8 22 25 27 28 13'-10" C 25 28 29 31 12'-3" C 24 26 27 29 LOAD 4 17'-0" 8'-7" B 22 25 26 28 12'-10" C 25 27 29 30 11'-5" C 24 25 27 28 ONLY 4.5 15'-1" 8'-0" B 23 24 26 27 12'-0" D 26 27 28 30 10'-9" C 25 25 27 28 11.5' 5 13'-7" 7'-5" B 23 24 26 27 11'-4" D 26 26 28 29 10'-2" C 25 25 26 28 5.5 12'-4" 7'-0" B 23 24 25 27 10'-9" E 27 27 28 29 9'-8" D 26 26 26 27 6 11'-4" 6'-7" C 23 23 25 26 10'-2" E 27 27 27 29 9'-2" D 26 26 26 27 6.5 10'-5" 6'-3" C 24 24 25 26 9'-9" E 27 27 27 29 8'-9" D 26 26 26 27 7 9'-8" 5'-11" C 24 24 24 26 9'-4" E 28 28 28 28 8'-5" E 27 27 27 27 7.5 9'-1" 5'-8" C 24 24 24 26 8'-11" E 28 28 28 28 8'-1" E 27 27 27 27 8 8'-6" 5'-5" C 24 24 24 25 8'-7" F 28 28 28 28 T-10" E 27 27 27 27 8.5 8'-0" 5-2" C 24 24 24 25 8'-3" F 28 28 28 28 T-6" E 27 27 27 27 9 7'-6" 4'-11" C 24 24 24 25 8'-0" F 28 28 28 28 T-3" E 28 28 28 28 9.5 7'-2" 4'-9" C 24 24 24 25 T-8" F 29 29 29 29 T-1" E 28 28 28 28 10 6'-9" 4'-7" C 25 25 25 25 T-5" F 29 29 29 1 29 6'-10" F 1 28 1 28 28 28 11 1 6'-2" 1 4'-3" 1 C 25 1 25 1 25 1 25 1 f T-0" 1 F 1 29 1 29 29 29 6'-5" F 28 1 28 28 28 11n AAPH FXPr1sl IRF R 20 3 11'-10" 9'-5" B 18 23 24 25 14'-0" C 21 25 26 28 12'-5" C 20 23 25 26 Structure 3.5 10'-2" 8'-7" B 18 22 24 25 12'-10" C 21 24 26 27 11'-6" C 20 23 24 26 MIN 4 8'-11" T-11" 8 19 22 23 25 11'-11" D 21 24 25 27 10'-8" C 21 22 24 25 CONSTRAINED FOOTEPSPACIN 4.5 7'-11" 7'4" B 19 22 23 24 11'-2" D 22 24 25 26 10'-0" C 21 22 24 25 11.5' 5 7'-1" 6'-10" C 19 21 23 24 10'-6" E 22 23 25 26 9'-5" D 21 22 23 25 5.5 6'-5" 6'-5" C 19 21 22 24 9'-11" E 22 23 24 26 8'-11" D 22 22 23 24 6 5'-11" 6'-0" C 20 21 22 23 V-5" E 23 23 24 25 8'-6" E 22 22 23 24 6.5 5'-5" 6-8" C 20 20 22 23 9'-0" E 23 23 24 25 8'-2" E 22 22 23 24 7 5'-1" 5'-5" C 20 20 22 23 8'-7" F 23 23 24 25 T-10" E 22 22 22 24 7.5 4'-9" 5'-2" C 20 20 21 23 8'-3" F 23 23 23 25 T-6" E 23 23 23 23 8 4'-5" 4'-11" C 20 20 21 22 7'-11" F 24 24 24 25 T-3" E 23 23 23 23 8.5 4'-2" 4--8" C 20 20 21 22 T-7" F 24 24 24 24 T-0" F 23 23 23 23 9 T-11" 4'-6" C 20 20 21 22 7'-4" F 24 24 24 24 614" F 23 23 23 23 9.5 1 T-9" 4'4" C 20 20 21 1 22 T-1" 1 F 1 24 24 24 24 6-6" 1 F 23 23 1 23 1 23 110 MPH EXPOSURE C or 130 MPH EXPOSURE B 20 3 11'-10" 8'-8" B 20 24 26 27 13'-0" C 23 27 28 30 11'-7" C 22 25 26 28 Structure 3.5 10'-2" 7'-11" B 20 24 25 27 11'-11" 0 23 26 28 29 10'-8" C 22 24 26 27 MIN 4 8'-11" 7'-3" B 20 23 25 26 11'-1" E 23 26 27 29 9'-11" C 23 24 26 27 CONSTRAINED FOOTEPSPACIN 4.5 7'-11" 6'-8" C 21 23 25 26 10'-4" E 24 25 27 28 9'4" D 23 24 25 27 11.5' 5 7'-1" 6--3" C 21 23 24 26 9'-9" E 24 25 26 28 8'-9" D 23 23 25 26 5.5 6'-5" 5'-10" C 21 22 24 25 9'-2" E 25 25 26 28 8'-4" E 24 24 25 26 6 5'-11" 6-6" _C 21 22 24 25 8'-8" F 25 25 26 27 T-11" E 24 -24. 24 26 6.5 5'-5" 5'-2" C 21 22 23 25 8'-3" F 25 25 26 -27 T-6" E 24 24 24 26. 7 5'-1" 4'-11" C 22 22 23 24 T-11" F 25 25 25 27 T-3" E 25 25 25 25 7.5 4'-9" 4'-8" C 22 22 23 24 7'-7" F 26 26 26 26 6'-11" F 25 25 25 25 8 4'-5" 4'-5" C 22 22 23 24 T-3" F 26 26 26 26 6'-8" F 25 25 25 25 8.5 4'-2" 4'-3" C 22 22 22 24 T-0" F 26 26 26 26 6-5" F 25 25 25 25 9 T-11" 4'-0" C 22 22 22 24 6'-8" F 26 26 26 26 6-2" F 25 25 25 25 9.5 T-9" 3'-10" C 22 22 22 23 6'-6" F 26 26 26 26 6'-0" F 26 26 26 26 10 T-6" 1 T-8" C 22 22 1 22 1 23 6'-3" 1 F 26 26 26 1 26 5'-10" F 1 26 1 26 26 26 4atNtKAL INJ I KUIU I IUNJ 1 -UK I MtJt IAt5LtJ 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 PANEL FROM SECTION 4.0 THAT HAS ADEQUATE CLEARSPAN FOR YOUR NEEDS. 5. DETERMINE TRIBUTARY WIDTH FROM TABLE 5.2 OR CALCULATE FROM TRIBUTARY DIAGRAM ON PAGE 1 6. CHOOSE A HEADER FROM TABLE 5.1 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.1 ICC ESR 1953 (2012 IBC) 2/24/2014 115 MPH EXPOSURE B 30 0.042"x3"x8" Detail MU76 Double 0.042"x3"x8" Detail MU 113 Double 0.040"x2"x6.5" MU 113 B Attached Freestanding of 24 Attached Freestanding of C Attached Freestanding of 26 28 Structure Multispan Units 20 Structure Multispan Units 26 Structure Multispan Units GROUND TRIB POST MAX 22 24 MAX POST LENGTH MAX D 21 MAX POST LENGTH MAX 27 10'-4" MAX POST LENGTH SNOW WIDTH SPACING POST MIN FOOTS 8' I 10' I 12' POST MIN FOOTS 8' I 10' I 12' POST MIN FOOTS 8- ' 10' I 12' LOAD (FT) ONSLAESPACING 27 POST SIZE CONSTRAINED FOOTER SPACINC POST SIZE CONSTRAINED FOOTEPSPACIN 4.5 POST SIZE CONSTRAINED FOOTEI (PSF) 21 (FT) (FT) TYPE "d" "d" "d" I "d" (FT) TYPE "d" "d" "d" d" (FT) TYPE "d" "d" "d" "d" 25 11.5' 5 6-8" 6'-0" (in) (in) (in) (in) 21 23 (in) (in) (in) (in) E 22 (in) (in) (in) (in) 115 MPH EXPOSURE B 30 3 9'-6" T-5" B 18 23 24 25 12'-8" C 20 25 26 28 11'-3" C 20 23 25 26 Alum 0.040"x3"x3" Lockseam 3.5 8'-2" T-8" B 18 22 24 25 11'-7" D 21 24 26 27 10'-4" C 20 23 24 26 8.5' 4 T-1" T-0" B 19 22 23 24 10'-9" E 21 24 25 27 9'4" D 21 22 24 25 n/a 4.5 6'1" 6'-6" C 19 21 23 24 10'-0" E 22 24 25 26 9'-0" D 21 22 24 25 11.5' 5 6-8" 6'-0" C 19 21 23 24 9'-5" E 22 23 25 26 8'-6" E 21 22 23 25 5.5 5-2" 6-8" C 19 21 22 23 8'-11" E 22 23 24 26 8'-1" E 22 22 23 24 6 4'-9" 6-3" C 19 21 22 23 8'-5" F 23 23 24 25 T-8" E 22 22 23 24 6.5 4'-4" 5'-0" C 19 20 22 23 8'-0" F 23 23 24 25 7'-4" E 22 22 23 24 7 4'-1" 4'-9" C 20 20 22 23 7'-8" F 23 23 24 25 T-0" E 22 22 22 24 7.5 T-9" 4'-6" C 20 20 21 23 T-4" F 23 23 23 25 6'-9" F 23 23 23 23 8 T-6" 4'-3" C 20 20 21 22 T-0" F 23 23 23 24 6'-5" F 23 23 23 23 8.5 T-4" 4'-1" C 20 20 21 22 6-9" F 23 23 23 24 6'-3" F 23 1 23 23 23 115 MPH FXPrlstiRF C nr 13n MPH FXPnsI IRF R 30 3 9'-6" T-10" B 20 24 26 27 11'-10" D 23 27 28 30 10'-7" C 22 25 27 28 Alum 0.040"x3"x3" Lockseam 3.5 8'-2" T-1" B 20 24 25 27 10'-10" D 23 26 28 29 9'-9" C 22 25 26 28 8.5' 4 T-1" 6'-6" C 20 23 25 26 10'-1" E 23 26 27 29 9'-1" D 23 24 26 27 n/a 4.5 6'-4" 6'-0" C 21 23 25 26 9'-4" E 24 25 27 28 8'-6" E 23 24 25 27 11.5' 5 5'-8" 5'-7" C 21 23 24 26 8'-10" E 24 25 27 28 8'-0" E 23 24 25 26 5.5 5-2" 5'-2" C 21 22 24 25 8'-3" E 24 25 26 28 T-7" E 24 24 25 26 6 4'-9" 4'-10" C 21 22 24 25 7'-10" F 25 25 26 27 7'-2" E 24 2425 26 6.5 4'-4" 4'-7" C 21 22 23 25 7'-5" F 25 25 26 27 6'-10" F 24 24 24 26 1 7 4'-1" 4'4- C 21 22 23 24 T-1" F 25 25 25 27 6-6" F 25 25 25 25 OVER- Post Description Post Description TABLE 5.2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES POST Code Detail Twin 0.032"x1.5"x1.5" Scroll 8' A HANG Twin 0.062"x1.5"x1.5" Scroll 9' B Muioo PROJECTION OF SINGLE SPAN STUCTURES (FT) 12' C - MU112 Alum 0.032"x3"x3" Lockseam 11' D Mu89 Alum 0.040"x3"x3" Lockseam (FT) 6' 7' 8' 9' 10' 11' 12' 13' 14' 15' 16' 17' 18' 19' 29 21' 22' 0' 3' 3.5' 4' 4.5' 5' 5.5' 6 6.5' 7' 7.5' 8' 8.5' 9' 9.5' 10' 10.5' 11' 1' 3.5' 4' 4.5' 5' 5.5' 6' 6.5 7' 7.5' 8' 8.5' 9' 9.5' 10' 10.5' 11' 11.5' 2' n/a n/a n/a 5.5 6' 6.5' 7' 7.5' 8' 8.5' 9' 9.5 10' 10.5' 11' 11.5' 12' 3' n/a Na n/a n/a n/a n/a n/a 8' 8.5' 9' 9.5' 10' 10.5' 11' 11.5' 12' 12.5' 4' n/a n/a Na n/a n/a n/a Na n/a n/a n/a Na 10.5' 11' 11.5' 12' 12.5' 13' TABLE 5.3 Post Requirements for Attached Single Span Structures Post Description Post Description Max Hgt POST Code Detail Twin 0.032"x1.5"x1.5" Scroll 8' A 7u1oo Twin 0.062"x1.5"x1.5" Scroll 9' B Muioo 0.024"x3"x3" Post w/ Side lat 12' C - MU112 Alum 0.032"x3"x3" Lockseam 11' D Mu89 Alum 0.040"x3"x3" Lockseam 11' E Mu89 Alum 0.055"x3"x3" Fluted 12' F Muss Alum 0.075"x3"x3" Square 12' G NIU49 Steel 0.043"x3"x3" Lockseam 12' H Mu89 Alum 0.120"x3"x3" Square 12' 1 MU96 Steel 0.043"x3"x3" Lockseam 12' J MU89 Alum 0.120"x4"x4" Square 12' K Muso 3/16"x3"x3" Steel Square 12' L MU93 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN TABLE 5.1 AND 5.3 UPGRADE THE POST IF THE HEIGHT IS NOT SUFFICIENT FREESTANDING AND MULTISPAN UNITS USE TABLE 5.4 9. FIND THE O/C SPACING OR # OF FASTENERS FOR ATTACHING TO WALL FROM TABLE 7.5 OR TABLE 7.7 10. USE THE APPROPRIATE DETAILS TABLE 5.4 Post Requirements for Freestanding Structures or Multispan Attached Structures Post Description Maximum Max Footino Height POS Code Detail Steel 0.043"x3"x3" Locksea d= 20" 8' C MU89 Steel 0.043"x3"x3" Locksea d= 22" 8' B MU89 Alum 0.120"x3"x3" Square d= 25" 8' D MU96 Alum 0.120"x3"x3" Square d= 27" 8' B MU96 Alum 0.120"x4"x4" Square d= 28" 8' E MU50 3/16"x3"x3" Steel Square d= 29" 13' F MU93 Alum 0.120"x4"x4" Square d= 32" 10' E MU50 3/16"x3"x3" Steel Square d= 32" 10' G MU93 3/16"x4"x4" Steel Square d= 35" 14' 1 MU93 3/16"x4"x4" Steel Square d= 38" 10' J MU93 3/16"x5"x5" Steel Square d= 42" 14' K MU93 3/16"x6"x6" Steel Square d= 47" 15' L MU93 FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN Metals Building Product SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.1 5005 Veteran's Memoria SLAB 8. USE THE SMALLER OF THE POST SPACING ON SLAB OR HEADER POST SPACING Holbrook, NY 11741 SLAB 9. FOLLOW 9-10 FROM ABOVE (631) 563-4000 SLAB 10. FOR TWO POST STRUCTURES USE TABLE 7.1 ON SHEET Misc3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES Page 42 of 106 Carl Putnam, P. E. FEB 24 2014 r METALS BUILDING PRODUCTS PATIO COVER, CARPORT AND COMMERCIAL STRUCTURE ENGINEERING (2012 IBC) PAGES DRAWING SECTION DESCRIPTION 1 MUSAGN01.DWG GENERAL NOTES AND TRIBUTARY WIDTH DIAGRAM 1 GENERAL NOTES AND PROFESSIONAL ENGINEERING STAMPS LATTICE COVER COMPONENTS AND CONNECTION DETAILS 1 PAGE LAT01.DWG STRUCTURAL CONFIGURATIONS 4 PAGES LAT02.DWG LAT03. DWG LAT04. DWG LAT05. DWG 4 PAGES 6 PAGES COMPONENTS/CONNECTION DETAILS CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DA fl-(�l c Y LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES LATTICE 2.0 POST SPACINGS FOR LATTICE PATIO AND COMMERCIAL COVERS USING ALUMINUM AND STEEL HEADERS IN NORMAL WIND AREAS 6 PAGES LATTICE 3.0 POST SPACINGS FOR_LATTICE PATIO AND -COMMERCIAL COVERS USING ALUMINUM -AND STEEL -HEADERS -IN HIGH MPH WIND AREAS SOLID COVER COMPONENTS AND CONNECTION DETAILS 11 PAGES MUSA01.D.WG MUSA01 b. DWG MUSA02.DWG MUSA03. DWG MUSA04. DWG MUSA05. DWG MUSA06. DWG MUSA07.DWG MUSA08. DWG MUSA09.DWG MUSA10.DWG 6 PAGES 28 PAGES 28 PAGES STRUCTURAL CONFIGURATIONS STRUCTURAL CONFIGURATIONS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS COMPONENTS/CONNECTION DETAILS 4.0 PANEL SPANS FOR PATIO, CARPORT AND COMMERCIAL STRUCTURES 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN NORMAL WIND AREAS 6.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN HIGH WIND AREAS - FEB 24 2014 2 PAGES Miscla, Misclb 7.0 MISC DETAILS 1 PAGE Misc2 7.0 FAN BEAM DETAILS 1 PAGE Misc3 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES 1 PAGE Misc4 7.0 CONCRETE FOOTING OPTIONS 2 PAGES Misc5 7.0 REQUIREMENTS FOR LATTICE STRUCTURES WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS 1 PAGE Misc6 7.0 FORCES ON EXISTING STRUCTURES 'LPA.GE Mise?7-0—ST-R>JC—T-URAL-PROPE—R--ThE—S-OP-BEAMS F-ASC'i-A—PANEES AND-RAETERS FOR USE BY DESIGN PROFESSIONALS . February 24, 2014 1 PAGE Misc8 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS TRIB WIDTH EXISTING STRUCTURE TRIBUTARY WIDTH DIAGRAM General Notes PROJECTION TRIB WIDTH TRIBUTARY WIDTH OVERHANG PROJECTION TRIB WIDTH --I TRIBUTARY WIDTH 1. Structural design per the 2012 International Building Code basic load combinations described in Section 1605.3.1 and no increases are permitted for resisting wind or seismic forces. Aluminum design in accordance with the 2010 edition of the Aluminum Associations's specifications and Chapter 20 of the IBC. Patio Covers as defined in IBC Appendix I shall be used only for recreational, outdoor living purposes and not as carports, garages, storage rooms or habitable rooms. Commercial Covers may be used for these purposes. Carports must have at least two opens sides and have floor surfaces made of approved noncombustible material or asphalt. 2. At least one horizontal dimension (projection or width) of cover shall be less than 30'. 3. Concrete mix: Fc = 2500, 3000 or 3500 psi at 28 days in negligible, moderate and severe conditions as shown in Figure 1904.2 of the 2012 IBC. Patio structures may be attached to concrete slab without footings when the post load is 750 Ibf or less and the frost depth is zero. Concrete shall be set back a minimum of 4" from edge or expansion joint of a slab. Posts attached on slab will conform to Details LA35, MU 100 or MU 102. 4. Each application shall show a complete plot plan of the property and buildings. Circle the post spacing, span, etc.; in the tables that fit that particular job. 5. Each installation shall bear an identifying decal giving the name and address of mfgr., live or snow load' design wind speed and exposure and ICC ESR number.__,_ 6. Light gauge steel shall be per ASTM A653 unless otherwise specified. 'Grade will be specified under individual details. Thickness is bare steel. Negative thickness tolerance is -5%. 7. Alternate alum. alloys may be substituted for those specified provided they are referenced in the 2010 ADM with equal or greater guaranteed minimum properties (Ftu, Fry, Fcy and E). Thickness indicated is bare metal and negative tolerance must comply with ANSI H35.2. 3004 H24 may be subsituted for 3004 H34. 8. Lag screws shall be placed in holes prebored 70% diam. For concrete block construction, place masonry anchors as per the installation instructions. 9. Drainage which otherwise would go over a public sidewalk shall be collected and diverted under sidewalk. 10. Structures may not be enclosed unless additional engineering is provided or by approval of the local building authority. 11. A geotechnical investigation is not necessary unless required by 1803.2 of the 2012 IBC. Soil is assumed to be Class 5 of Table 1806.2 of the 2012 IBC. Bearing 1500 psf vert., 100 psf/ft. horiz and doubled as per 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 a snow 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. ICC ESR 1953 (2012 IBC) 2/24/2014 12. The roof panels shall have a slope between 0.25" and 1" per foot. 13. 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. Paint inside of all embedded posts from the bottom to 12" above grade. Where aluminum is 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 seperated in accordance with the Aluminum Design Manual Section M.7. 14. Wind velocity and Ground Snow/Live load are identified in all of the relevant tables. Roof snow loads have been determined in accordance with ASCE7-10 Section 7.3. Ct=1.2, I = 1.0, Ce=1.0 (All exposures except B and C when located tight among conifers) Ground Snow LoadApplied Roof Load 10 psf 10 psf LIVE OR GROUND SNOW 20 psf 20 psf LIVE OR GROUND SNOW 25 psf 21 psf DESIGN ROOF SNOW LOAD 30 psf 25.2 psf DESIGN ROOF SNOW LOAD 40 psf 33.6 psf DESIGN ROOF SNOW LOAD 60 psf 50.4 psf DESIGN ROOF SNOW LOAD WIND SPEEDS IN THE 2012 IBC ARE "ULTIMATE DESIGN WIND SPEED." ALL STRUCTURES DESCRIBED IN THIS REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM "ULTIMATE DESIGN WIND SPEEDS" FOR RISK CATEGORY 11. 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 A HIGHER Kzt VALUE (ISOLATED HILLS, RIDGES, ESCARPMENTS) WILL REQUIRE HIGHER WIND LOADS AS PER ASCE7-10 SECTION 26.8 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 2012 IBC FIGURE 1613.3.1(1) Ss >150% ARE NOT REQUIRED AS PER ASCE7-10 12.8.1.3 S1 NOT APPLICABLE TO THESE STRUCTURES SITE CLASS = D BASIC SEISMIC FORCE RESISTNG 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 maintainance workers and have not been evaluated for a 300 Ibf concentrated load. Maximum mean roof height of existing structure for attached units is 30'. 15. The width of single span attached solid' cover structures must be at least 100% of the projection. 16. Multiple span units, are allowed. 17. 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 #14. 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. 18. All aluminum and steel solid panels are class A fire rated as indicated in IBC Section 1505.2 Exception #2. 19. All screws are self drilling (SDS) or sheet metal (SMS) and in conformance with ICC ESR -1976, ESR -2196 or equivalent and use head diameters equal to #8=16", #10= 2", #12=1-3" and #14=z" or steel washers with similar diameters. All bolts are ASTM A307. All wood screws must comply with ANSI/ASME Standard 818.6.1 and AF&PA NDS -05 11.1.4. All lag screws must comply with ANSI/ASME 818.2.1 and AF&PA NDS 11.1.3. All washers are ASTM F844 w/ Dimensions complying with ASME B18.22.1 Type A. Steel nuts to be ASTM A563. The minimum washer diameter for bolted connections is 1 ". All fasteners will have a minimum edge distanc of 2x the fastener diameter. 20. Header splice shall not be located nearer to the end of the structure than the first interior post. 21. Wood used in connections shall be protected from weather as per IBC Section 1403.2 and/or 1503, whichever is more stringent. 22: -Sliding snow is beyond the scope of this report. Drifting snow is covered. under Detail M2. 23. All multispan tablespsgseu,+To1��ual spans within 20%. Afi specifications must be based on the longest actual span. Revisions 1 METALS building products r 3 ~ J Ac O p a M: awe L3Zr, ZN-"o AZ}o J ¢Z CD CY V- Dw . i m lF-ym wo%D 0>oun J D! ¢gyp^, �- CD J M L,J o O ,p FunX- FEB 24 2014 Carl Putnam, P.E, 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Drawn By CMP Check By CMP Date Rename MUSAGN01.DWG Scale Page B Mf f Of M-Isso 24. When a single span attached unit is attached to a wooden deck, the maximum dead load + live/snow load from theCApo AL -r -C�- jVj patio cover is 750 lbs and the post spacing shall not exceed that specified for attaching to a concrete'slab. The R . ........ ► 0 maximum connection uplift load is 1162 lbs for 115 mph wind speed Exposure C. Connections are for maximum patio CARL '--Ff'ssj 4,* roof heights of 12' above grade. The existing de6k structure must be adequate to sustain these additional loads. The IMAM'S S1 IL structurak] adequacy of the deck to safely sustain these addifional loads will require aproval by the loacal building L /C or, 3 authority or additional engineering. See Detail Ml. Construction outside of these parameters may require additional ER engineering. 19so 25. This entire engineering package will not be required for most building permits. Submission for a building permit must include: NN a. GENERAL NOTES (MUSAGNOI.DWG) b. STRUCTURAL CONFIGURATIONS (LAT01 or MUSA01) 0 A c. RAFTER SPAN TABLES (FOR LATTICE STRUCTURES), PANEL SPAN TABLES (FOR SOLID COVERS) OR 4% Gj 0 W, BOTH (FOR COMBINATION STRUCTURES) d. HEADER POST SPACING, FOOTING SIZE AND POST TABLE FOR LIVE/SNOW AND WIND LOADS. C PIJ7A, WASIJ e. ALL APPROPRIATE DETAILS PU I N REQUIRED BY LOCAL BUILDING AUTHORITY. PROxF:-E. -10NAL f. OTHER DOCUMENT iE 26. Sheet M6 provides inf ma o to determine the load that will be resisted by,� existing structure. E C F- F.� ()NAt p RL M ARL M UTN DO LIC,ti Q A pUTNAM D Ay' P UU cIVIL0%3 --yullij : NAL C5 N0.46524 A!2 47 11214 - ir - -j VJ.. NXXPIAES 2-1- Iss, CA T 'A 4� NA .9 CARL /ON 1119L XAll 'z U IN 0, - f'.O� Mi 1TZ/ja -Y % _CON ........... fill, \j K ly CARL Ole e C 0- 0 /1 1 kL PU V14 r CAR 'V 41 PUTNAM GINEE,9 -E N. ..... 4C, 73 ,/ U Lj I --g 1. G V. 41 CA 4R. L P 0 - - 'yc 10 r25 PUTNAA EARL E* P�TJNAM TE OF -41 fin Twtj �278 UNA U- r 91 Os 3-01- •'Atow' VA - fl'sTATEvif UCE NSED ..% I I, PROF,ib-1\11> AR XMENGINES p CARL I 1 4575 ks �i'�,.:o - . , ��'; License -0 LICE Is ID 'I-. it rwFESSI N L �"sge•8��sPROW5ZAIJ 170-2n V O. PE le 0 LrRGj Ile STAT 2580P IN -./v 1011�1 . 4 * .1 0 'I'll toot,, 001. KA,9 ................ "Mill !1// . ........ OR.EGO A 6 93 aQ L P(1 y INS (VJ 41 ICU 0, LE P is -A .LCENSE 61-3 L CAR M :nf (3-4 c. PL)TN• 15 No 11 5 -C i 183 'N0, :586) CIVIL Or (A 06.2202: fi— .-D . -rNA M \N P, !CC ES 953 (2012 113C) 2/2412014 Pagei 0 106 . .. .... MUSAGNOlb-M LATTICE TUBES 36" MAX SPACING ALUMINUM RAFTER HEADER POST ALL RAFTERS MAY OVERHANG 25% OF THEIR CLEARSPAN FREESTANDING LATTICE COVER 0.042"x3"xEl" ALUMINUM BEAM 12, 14 OR 16 GA BY 3"XS" STEEL C—BEAM DOUBLE .... "X2"X6.5" ALUMINUM BEAM DOUBLE 0.042-X3"X8" ALUMINUM BEAM SPACINGCLEARSPA LATTICE TUBES IN " I FREESTANDING MU.LTISPAN LA LATTICE COVER o -ALL . HEADERS MAY 4,OVERHANG 25% OF COMPONENT DETAILS P•❑ST SPACING LATTICE: LA21 RAFTERS: LA04, LA05, LA21(3X3 ONLY) HEADERS: LA04, LA05, LA06, LA25, LA26 SINGLE SPAN. ATTACHED POSTS: LA15, LA17, LA19, LA20' LA22 PATIO COVER. DOES NOT REQUIRE FOOTINGS CONNECTION DETAILS LATTICE/RAFTER LA27 DETAIL .LA24, LA25 0R LA26 " 'RAFTER/HEADER LA27, LA318, LA39 REQUIRED IF DETAIL LA -36 "IS t -HEADER/-POST:LA24, LA25; LA26,`EA28 ' 'NOT' USED. - POST/SLAB LA35 �, • 4 POST/FOOTING LA34, LA36 d • • d6 RAFTER/WALL LA30, LA31, LA32, LA33 d' HEADER/WALL LA40 • - - • •"" •.. a � "° '° d � • •< •�''�.1=::'d""" ALL LATTICE STRUCTURES W/ • i n• ° t •-• 'd• •. ?•'j�d" - - SURFACE MOUNTED POSTS MUST NONSTRUCTURAL LA37, LA41 "•',d�•t •-" D„•�' '� ` - d' Y-\ d''••�•� •MIN 3.5” CONCRETE CHECK TABLES LT AND L2 ❑N - �' ° • ^ t�t °'1 SLAB REQUIRED SHEET . M5 • :a FOR CONSTRAINED ' < ' FOOTINGS 0.042"0"x8" ALUMINUM BEAM ^ - ATTACHED LATTICE COVER MAXIMUM HEIGHT FOR PATI❑ COVERS IS 12'. 12, 14 OR 16 GA BY 3"X8" STEEL C—BEAM DOUBLE 0.040"X2"X6.5" ALUMINUM BEAM MAXIMUM HEIGHT FOR COMMERCIAL COVERS DOUBLE 0.042"X3"X8" ALUMINUM BEAM AND CARPORTS 'IS 15'. ICC ESR 1953 (2012 IBC) 2/24/2014 Page 3 of 106 r f Revisions 1 I�.ETAL b6ilding pr6aucr.s N = ~ J a� oC3 �o dwa• 17x•^. 4- O C] < CD c c �C310 NwaoLO -1> c �-o_JC) wooID SInX— EESSIp' Q�Q �.. to 1 8,. >3 fill k;_,0F.CAI \F� FEB 24 2014 Carl PutnoLm, P. E, 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Dmwn By CMP Check By CMP Oafe "'••e Scale 6' MAX 36' MAX �•'` : :" POST CONNECTION OVERHANG ' OVERHANG ° _ a t " d DETAIL LA36 24• MAX 24' MAX I el • OVERHANG FOR OVERHANG ° I J' d ' ° 60 PSF SNOW -. FOR 60 PSF :ad - ° ,...aId LOADS de dd SNOW LOADS ° d.: ' a • d A .• - .. D: d ✓ j °" F •I " d - ° V Y I d L I C r . Q" d dr' " MIN 3.5" CONCRETE d . 4 °%. . �.�'', I , a• ;�"`,�• SLAB REQUIRED FOR z] 60 a \. ^ CONSTRAINED FOOTINGS a d a' > d �. I 01 �'T" •e'. J. a d d i FREESTANDING LATTICE COVER 0.042"x3"xEl" ALUMINUM BEAM 12, 14 OR 16 GA BY 3"XS" STEEL C—BEAM DOUBLE .... "X2"X6.5" ALUMINUM BEAM DOUBLE 0.042-X3"X8" ALUMINUM BEAM SPACINGCLEARSPA LATTICE TUBES IN " I FREESTANDING MU.LTISPAN LA LATTICE COVER o -ALL . HEADERS MAY 4,OVERHANG 25% OF COMPONENT DETAILS P•❑ST SPACING LATTICE: LA21 RAFTERS: LA04, LA05, LA21(3X3 ONLY) HEADERS: LA04, LA05, LA06, LA25, LA26 SINGLE SPAN. ATTACHED POSTS: LA15, LA17, LA19, LA20' LA22 PATIO COVER. DOES NOT REQUIRE FOOTINGS CONNECTION DETAILS LATTICE/RAFTER LA27 DETAIL .LA24, LA25 0R LA26 " 'RAFTER/HEADER LA27, LA318, LA39 REQUIRED IF DETAIL LA -36 "IS t -HEADER/-POST:LA24, LA25; LA26,`EA28 ' 'NOT' USED. - POST/SLAB LA35 �, • 4 POST/FOOTING LA34, LA36 d • • d6 RAFTER/WALL LA30, LA31, LA32, LA33 d' HEADER/WALL LA40 • - - • •"" •.. a � "° '° d � • •< •�''�.1=::'d""" ALL LATTICE STRUCTURES W/ • i n• ° t •-• 'd• •. ?•'j�d" - - SURFACE MOUNTED POSTS MUST NONSTRUCTURAL LA37, LA41 "•',d�•t •-" D„•�' '� ` - d' Y-\ d''••�•� •MIN 3.5” CONCRETE CHECK TABLES LT AND L2 ❑N - �' ° • ^ t�t °'1 SLAB REQUIRED SHEET . M5 • :a FOR CONSTRAINED ' < ' FOOTINGS 0.042"0"x8" ALUMINUM BEAM ^ - ATTACHED LATTICE COVER MAXIMUM HEIGHT FOR PATI❑ COVERS IS 12'. 12, 14 OR 16 GA BY 3"X8" STEEL C—BEAM DOUBLE 0.040"X2"X6.5" ALUMINUM BEAM MAXIMUM HEIGHT FOR COMMERCIAL COVERS DOUBLE 0.042"X3"X8" ALUMINUM BEAM AND CARPORTS 'IS 15'. ICC ESR 1953 (2012 IBC) 2/24/2014 Page 3 of 106 r f Revisions 1 I�.ETAL b6ilding pr6aucr.s N = ~ J a� oC3 �o dwa• 17x•^. 4- O C] < CD c c �C310 NwaoLO -1> c �-o_JC) wooID SInX— EESSIp' Q�Q �.. to 1 8,. >3 fill k;_,0F.CAI \F� FEB 24 2014 Carl PutnoLm, P. E, 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Dmwn By CMP Check By CMP Oafe Flename LATOI.DWG Scale Pcge $ _ __ _ lu r - a 0.042' LA 04 3.000 0.042'x3'XB' HEADER/RAFTER 3004 H34 6 0.024' 0.032' 0.040' 2'X6 1/2' HEADER LA 3004 H34 05 7.75' 0,059' (16 GA) 0.070' (14 GA) 0.105' (12 GA) -MUST BE ENCLOSED IN LA04 0.875' LA STEEL C BEAM ASTM 06 A653 GRADE 50 t LA STANDARD BRACKET 07 FOR CLOVERLEAF POSTS 6063•T6 ALUMINUM �- 5.683ALU---I 1 tBRACKET nii 0 FOR M3' SQUARE POSTS 6063T6 0.090 2.703 O 0.090 1--2.308—I �--2.375--I Cu 1.5' 0.090 ALL BRACKET i U' BRACKET { DIMENSIONS l FOR 3' SQUARE POSTS EXCEPT THICKNESS '-ARE APPROXIMATE 6063 T6 ALUMINUM LA U' BRACKET 12 FOR POSTS IN DETAIL LA15 F.028' 6063 T6 ALUMINUM U0.1 3.13'CD 3.040' ALUM .032' ALUM 2.25�-2.375—� �2.0'.04.3' STEEL 0.060' is of 275' 40.062' s i LA 3' LOCKSEAM POST OUTSIDE INSIDE 15 A-653 GRADE 40 STEEL LA RAFTER/HEADER OUTSIDE AND INSIDE 3004 H34 ALUMINUM 16 'U' BRACKETS (6063T6 ALUM) FOR 2' AND 3' WIDE RAFTERS --B--I Qlr 3' 0.055 J I LA _ 3' - 7 LA } I 18 LA _ 3'-6' ASTM A500 GRADE B STEEL POSTS I 20 SEE GEN NOTE #13 FOR CORROSION SQUARE POSTS " PROTECTION LA FLUTED ALUM 6063-T6 t= 0.120 3' OR 4' ASTM A500 GRADE A 19 ALUMINUM POST B = 3' or 4' STEEL POSTS SEE GEN NOTE #13 6061 T6 FOR CORROSION PROTECTI❑N - ICC ESR 1953 (2012 IBC) 2/24/2014 Page 4 of 106 • iS 5.683 -j O o 0O � 0001 � 4 D O m o i 0.125- 0 cu LA HEAVY DUTY BRACKET 3.000__- 08 FOR CLOVERLEAF POSTS Fy = 36 KSI ASTM A123 G75 �-- 5.683 -i I N 0.090 LA STANDARD BRACKET l0 FOR 3' SQUARE POSTS 6063 TG ALUMINUM 00 (U 00 j 0.188" 0i I is 5.875' OR 6.875' ALUMINUM HEAVY DUTY BRACKET FOR 3' AND 4' POSTS 6063T6 —WIDTH— t HIGT f ALUM LOCKSEAM TUBE 0.024'X3'X3' 3004H34 0.032'X3'X3' 3004H34 0.040'X3'X3' 3004H34 0.018'X2'X2' 3105H14 0.018'x2'x3' 3105H14 0.018'X1.5'X1'5' .3105H14 01 F---- 3.344 1 0.125 LA 0.125' ALUM. 'H'.- & BRACKET 6063-T6''_. / Revisions 1 METAL, building products r 3 to = F- J U A ❑0 a W v Q�� Z O Z A Q Z � a v 7W I W0�O (n>❑Lr) J 0Y QLr) P7^� h-oJ� Wo0�p Kunz., FEB 24 2014" 0.024'X3'X3' Cart Putnam, P. E. SQUARE POST 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@C❑MCAST•NET #14 SMS @24' O/C (TYP) SEE LA24 �4 Drawn By CMP 0.024'X2'X6.5' Check By CMP ALUM SIDEPLATE H I Date Filename LA 3' POST WITH LAT02.DWG W22 SIDEPLATES scale NTS Page 14 SM SCREWS (8 PLCS) *14 SM SCREWS (8 PLCS) TYP SPACING = 24" O/C 4AX FO❑TING 'S d=28" 15' SEE TABLES Lia-Llcd FOR 'A' AND "B" DOUBLE 2"X6.5" OR DOUBLE 3"X8" HEADER MAX FO❑TING SIZ d=31" / #14x1/2° SMS--'-- 4 MSA4 EACH SIDE LA 25 LATTICE TUBE DETAIL LA21 V\/U STEEL POST OR ALUM BOX BEAM (LA04) ALUM POST W/ t=0.120" WITH STEEL INSERT DOUBLE OR .SINGLE 3X8 .STEEL C BEAM. BOLT LAYOUT FOR SPLICED AND NPN-SPLICED.ATTACHMENT FOOTING REQUIREMENTS USE 4 BOLTS/SCREWS FOR F❑❑TINGS UP TO d=33' USE 6 BOLTS/SCREWS FOR FOOTINGS UP TO d=38' USE 8 BOLTS/SCREWS FOR FOOTINGS UP TO d=42' USE 10 BOLTS/SCREWS FOR FOOTINGS UP TO d=45' USE 12 BOLTS/SCREWS FOR F❑❑TINGS UP TO d=48' USE 14 BOLTS/SCREWS FOR FOOTINGS UP TO d=50' ALL C BEAMS USING TWICE THE "ON SLAB" SPACING REQUIRE FOUR J" BOLTS DOUBLE HEADERS USE BRACKET PER HEADER OUTSIDE BRACKET - DETAIL LA16 i#.OF #14 SNRT or tDS. 10 Cubic Footer Site '21 1' 26 1 30 i =33 -35' 3X8 STEEL C HEADER INSIDE 3X8 BOX BEAM (DETAIL LA04) ALL C BEAMS USING THREE TIMES THE "ON SLAB" SPACING REQUIRE SIX" BOLTS LA ALL C BEAMS USING FIVE TIMES THE "ON SLAB" SPACING REQUIRE EIGHT" BOLTS 28 0 DETAILS ---*' LA15 (STEEL) LA19, LA20, LA17 " MIN i B FOR DOUBLE 3X8 "h" = 6" FOR DOUBLE 2X6,5" "h'= 5" #8 SMS W/ ij"O WASHER. SCREWS ARE �" LONGER THAN LATTICE HEIGHT LUM RAFTER FOUR #8 SMS UNDER .110 MPH FOUR #10 SMS FOR 130 MPH WINDSPEED LA 27 EADER SEE TABLE FOR NUMBER AND SIZE OF SCREWS, "X3" ALUM_ JpN-11.� AFTER #14x3/4" SHEET METAL (-L-A� ATTICE OR SELF DRILLING SCREWS 29 HEADER SEE TABLE FOR QUANTITY #14 SMS DETAIL LA08 OR LA09 STEEL POST ❑ �IGHT 414 SMS OR SDS ALUM POST W/ t=0.120" MAX FOOTING SIZE d=35" THIS DETAIL MUST BE USED WITH SIDEPLATES AS PER LA24 OR WITH _..... AN EMBEDDED FOOTING ' AS PER LA36 - - ICC ESR 1953 (2012 IBC) 2/24/2014 Page 5 of 106 Revisions 1 j METALS building products Dr UJ U Q H Q ry ❑ O 0-w� 0 q Z r CD J Q Z CD D W I W i,— Y co W O ID (/1 > 0 1f7 —I Q' n W O O x In = v FEB 24 2014 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Drawn By CMP Check By CMP Date Filename LAT03.DWG sccle: Page's Allcviable Trib Width WindMc. of R6 SC2NS Speed t,m) Header 2 3 4 5 115 mph 0.040 Double 2x6 11' 15' Exp C 0.042 0.042`A3"x8" 6 9' 12' 15' 0.042 Double 3x6 12' 15' 140 mph 0.040 Double 2x5 9 13, 15' Exp C 0.042 0.042"x3"x8" 5' T 9' 1Y O.-342 Double 3x6 9' 14' 15' X14 Screws 170 mph 0.740 Double 7x5 8' 12' 15' Exp C 0.042 0.042"x3"x8" 4' 6' 8' 11' 0:042 Double 3x6 5' 13' 15' 140 mph 15G min 8" Steel C 15' Exp C 16G min Double Steel C 15' 170 mph 1 S min 8" Steel C 11' 15' Exp C I 15G min Double`Steel C 15' SEE TABLE FOR NUMBER AND SIZE OF SCREWS, "X3" ALUM_ JpN-11.� AFTER #14x3/4" SHEET METAL (-L-A� ATTICE OR SELF DRILLING SCREWS 29 HEADER SEE TABLE FOR QUANTITY #14 SMS DETAIL LA08 OR LA09 STEEL POST ❑ �IGHT 414 SMS OR SDS ALUM POST W/ t=0.120" MAX FOOTING SIZE d=35" THIS DETAIL MUST BE USED WITH SIDEPLATES AS PER LA24 OR WITH _..... AN EMBEDDED FOOTING ' AS PER LA36 - - ICC ESR 1953 (2012 IBC) 2/24/2014 Page 5 of 106 Revisions 1 j METALS building products Dr UJ U Q H Q ry ❑ O 0-w� 0 q Z r CD J Q Z CD D W I W i,— Y co W O ID (/1 > 0 1f7 —I Q' n W O O x In = v FEB 24 2014 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Drawn By CMP Check By CMP Date Filename LAT03.DWG sccle: Page's Tj �4 ATTACH PER DETAIL LA33 LA 30 ALUM RAFTER LEDGER AND WALL ATACHMENT EE GENERAL NOTE #21 SEE TABLE 7.6 / FOR FASTENER SPACING STUD WALL SG = 0.5 MIN 1 /4" LAG SCREW W/ 2.25" PEN DF WOOD IA \J LEDGER OR STUD U r SEE GENERAL NOTE #21 UMINUM RAFTER Seal with permanently flexible Existing 2x wood framing & waterproof sealant min. 24" O.C. CONTINUOUS 2"X6" DF LEDGER OR PROVIDE D.F. Larch. 2" x 4" S',u� I `I I I SIMPSON STRONG TIE MSTA36 (ICC ESR 2105) AT SPLICE LOCATION. COVER W/ 0.019" ALUM ATTACH ALUM RAFTERS PER LA33 i ilii ii »I 3.5 MIN �-, RAFTER MAX DISTANCE TO FIRST ROW OF POSTS I I Solid Cover Wind '1/4" Log Screw FOOTING SIZE 24" OIC 6" 12" is" 24" 30" 10 psf U 25'-0' Completely Seal with 12'-0" 7'-1" T-8" Lattice=135Exp C 2x6 ermanently flexible & _ 'L it t I i 1 i aterproof sealant '11" ---2.25" m i 25'-0' 25-0' 25'-0' 25'-0' MIN 2x4 25'-0' 19'-3" 11'-6" T-1" 3'-8" Lattice=140 Exp C 2x6 25-0' Synthetic Stucco or SHEATHIN ther non—structural covering 16'-7" (1" max. thick) TABLE 7.7 SPECIFIES THE ALLOWABLE DISTANCE TO FIRST ROW OF POSTS LA STUCCO ATTACHMENT DETAIL 31 WITH LEDGER BOARD Continuous 2"X fascia board SEE GENERAL NOTE #21, 0.019" ALUM OR 0.035" VINYL 1 0 ATTACH ALUM RAFTS o AC PPR LA33 0 TABLE 7.6 SPECIFIES TYPE AND NUMBER OF FASTENERS DETAIL LA13 or LA08 #14 SM FOUR #8 SM SCREWS SEE TABLE 7.3 FOR QTY I /_7r i LA II 33 ONE BOLT DIAM. (MIN STAINLESS STEEL ALUMINUM INSIDE 1 `':' .= %"0 w/ 2" EFFECTIVE BRACKET LA16 EMBEDMENT HILTI d KWIK BOLT TZ (ICC ESR 1917) 3" POST SEE TABLE 7.3 COLUMN A FOR #14 SMS COLUMN B FOR %" BOLTS< 4 G 4 4 OST 20 GA ASTM A653 GRADE 33 STEEL BRACKET FOUR :8 WOOD SCREWS INTO RAFTER AND 2X FASCIA, ONE PER RAFTER 0 0 0 a ROOF COVERING IS A MAXIMUM OF 3 PSF 2X F WOOD HEAVIER ROOF COVERING LA FACIA SHALL REQUIRE ADDITIONAL 32 I ENGINEERING ANALYSIS LivelSnow Load RAFTER MAX DISTANCE TO FIRST ROW OF POSTS EAVE OVERHANG Solid Cover Wind Sim FOOTING SIZE 24" OIC 6" 12" is" 24" 30" 10 psf 2x4 25'-0' 20'-9" 12'-0" 7'-1" T-8" Lattice=135Exp C 2x6 25'-0' 25'-0' 25'-0' 23'-10" 17'-1" ATTACHED SINGLE: 2x8 26-0' 25'-0' 25-0' 25'-0' 25'-0' 10 Psf 2x4 25'-0' 19'-3" 11'-6" T-1" 3'-8" Lattice=140 Exp C 2x6 25-0' 25'-0' 25'-0' 22'-6" 16'-7" 2x8 25'-0' 25'-0' 25-0' 25-0' 25'-0' 20 psf 2x4 19'-0' 10'-3" 5'-10" 3'-4" T-8" Lattice=170 E)p C 2x6 19'-0' 192-G 17-1" 11 5' S'-4" 2x8 19'-0' 19'-0 19'-0' 15-0' 16'-8" 25 psf 2x4 18,-0' 11'-3" 6'-4" 3'-8" 11-91, Lattice=170ExpC 2x6 18'-0' 18'-0' 18'-0' 12'-10" 9-11, 2x8 18'-0' 18'-0' 18'-0' 18'-0' 18'-0' 30 psf 2x4 17'-0' 9'-2" 5'-1" 2'-8" 0'-0" Lattice=170E)pC 2x6 1T-0' 17'-0' 15-3" 10'-4" 7-1" 2x8 17'-0' 17'-0' 17'-0' 1T-0' 14'-8- 40 psf 2x4 14'-0' 6'-7" 3'-4" 0'-0" 9-0" Lattice=170 Exp C 2x6 14'-0' 14'-0' 11'-0" 7-2" 4'-7" 2x8 14'-0' 14'-0' 14'-0' 14'-0' 10'-3' 60 psf 2x4 9'-0' 4-0" a'-0" a-0" 0'-a" Lattice=170Exp C 2x6 9'-0' 9-0' 6-9" 4'-0" 2'-1" 2x8 T0 9'-a' 9-0' 8'-8" 5'-10' _ALUMINUM BRACKET '::; .::'' :: MAX FOOTING SIZE DETAIL LA09 OR LA12 i f d = 34" - _ LA LA r I w MIN 3.5" 35 FOOTING OR 4" )F. 34 ATTACHED SINGLE: CONCRETE SLAB FOR CONCRETE SLAB SPAN FOOTING CONSTRAINED FOOTINGS SEE SHEET M8 .4, TWO STAINLESS 8" OR GALVANIZED z" HILTI KWIK BOLT TZ ANCHOR (ICC ESR 1917) W/ 2" EMBEDMENT (❑R EQUIVALENT) AND 3/4"0 WASHER FOR ATTACHMENT TO 40 CONCRETE SLAB UP TO 170 MPH EXP C WINDS, A -:F T-A-EH-RE-N-T—T FJ—FB,D T I N4ffS—�J SE—T �/ D—(�I�?CFf ❑ R S F`❑ R ❑❑ T I N G S U P T o d= 260 ` POST ATTACHMENT DETAIL TO SLAB OR FOOTING SINGLE SPAN ATTACHED UNITS t ICC ESR 1953 (2012 IBC) 2/24/2014 Page 6 of 106 ALUM W/ t=0.120" OR STEEL POST WITH 12" EMBED FOR FOOTINGS UP TO d=39" OR 18" EMBED FOR FOOTINGS UP TO d=48" 12 0+ 18 36 d,> ONE 3/8" x 9" STEEL ROD (REBAR OR L=EADED)_OR_BOL—T CENTERED ON POST FREESTANDING OR ATTACHED FOOTING Revisions 1 METALS building produe.ts 3 U O 0 C C } 00 Z V 0) 7 O M m> O u7 76 CD 0 =Lo FEB 24 2014 Carl. Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET CMP Check By CMP Date Rename LAT04.DWG 0111 H X6.5' ALUM RAFTER -DOUBLE ALUMINUM 3'X8' OR 2'X6.5' HEADER STEEL OR ALUMINUM POST NON STRUCTURAL ALUMINUM OR FIBERGLASS POST ALUMINUM LATTICE ALUMINUM OR FIBERGLASS OR ALUMINUM NOTES, STEEL POST DECORATIVE POST COVER 1. FIBERGLASS OR ALUMINUM POST COVER IS NON LOAD BEARING 2. ATTACHMENT IS TO HOLD COVERING AGAINST MINOR LATERAL FORCES. FIBERGLASS 3. USE MULTIPLE BRACKETS AS NEEDED. OR ALUMINUM POST COLLAR 1 5'X15' MC TAI L LA SLAB ❑R- 37 FOOTING ALUMINUM OR FIBERGLA POST SLAB -OR FOOTING` ATTACHMENT 2'X6.5' CMP ALUM RAFTER ATTACH AS PER DETAIL LA25 DOUBLE ALUMINUM FIBERGLASS OR 3'X8' OR ALUMINUM 2'X6.5' HEADER POST COLLAR INSIDE ALUM ❑R FIBERGLASS POST COVER POST RESTS ON GROUND "-�-3'X3' STEEL OR STEEL OR ALUMINUM POST SECURED ALUMINUM POST BY APPROVED METHOD INCLUDING CONCRETE HEADERS EMBEDMENT OR CONCRETE SURFACE ATTACHMENT —NON STRUCTURAL BY SCREWS OR BOLTS, FIBERGLASS OR RIBU ALUMINUM .POST. TRIB ARI FIBERGLASS POST a41 HEADER ATTACHMENT ALUMINUM STUB.POST A nAn- AATNI - X6.5" ALUM RAFTERS USE: TWO #14 SMS FOR 10 PSF/115 MPH EXP C FOUR #14 SMS FOR ALL OTHERS X8" RAFTERS USE FOUR #14 SMS FOR 10 PSF/115 MPH EXP C FIVE #14 SMS TOR. ALL OTHERS _. WOOD FRAMING SG=0,5 MIN jam: 1' Min f ATCH HEADER •SCREWS ..,_.,, LUM RAFTER k2.85' MIN UM RAFTER °! n UNDERHUNG DOUBLE RAFTERS ICC ES�1953.!2�0_12IBC) �2&/20�14 SEE UNDERHUNG REQUIREMENTS / ! o I MATCH RAFTER SCREWS ALUMINUM a STUB POST t= 0.040' 39 DOUBLE RAFTERS.._ .. Page 7 of 106 ANGLE BRACKET (TYP) 3/8'X3/4' BOLT CONCRETE ANCHOR d d d a a•• .� n e d - SEE GENERAL NOTE #21 CMP FOR WEATHER PROTECTION MAY NOT ATTACH HEADER 1/4' LAG SCREWS OVER WIND❑W OR OTHER (SIX PLACES) WALL OPENING 3'X8' ALUM RAFTERS INSIDE --BRACKET DETAIL LA16 HEADERS 3'X8' ALUM HEADER. RIBU #14 SELF—DRILLING TRIB ARI SCREW (SIX PLACES) WIDTH DETAIL LA36 HEADER ATTACHMENT TO WALL ATT MAX TRIBUTARY AREA 79 SQ. FT FOR 10 PSF 41 SQ FT FOR 20 PSF 39 SQ FT FOR 25 PSF GSLA 33 SQ FT FOR 30 PSF GSLw MAXIMUM LOAD IS 1104 LBF, )KGROUND.SN❑W LOAD CHECK POST SPACING -FOR._ HEADR IN TABLES f Revisions 1 1 .L E T A L V building prodUttS x U< � Wc ZN o LlZ}o M¢z� DW M i—YM W O �o 0 > O N aLnw^ �-oJM 2 :InX`0 FEB 24 2014 Carl Putnam, P. E 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Drawn By CMP Check By CMP Date Rename LAT05.dwg Scale NTS 1.y T 0.024"x2"x6.5" Rafter (Multisoan) 0.032"x2"x6.5" Rafter (MUIt1S02n) 0.040"x2"x6.5" Rafter (MUltISDan) 0.042"x3"x8" Rafter (Multisoan) Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C (psf) (in) 115 130 115 120 10 24" 6'-9" 6-9" 6-9" 6'-9" LIVE 20" T-9" T-9" T-9" 7'-9" 16" 9._11, 91-1.1 9._1.1 9._1.1 20 12" 11'-0" 11'-0" 11'-0" 10'-11" 20 24" 3'-10" 3'-10" T-10" T-10" LIVE 20" 4'-6" 4'-6" 4'-6" 4'-6" 25 16" 5'4" 64" 5•4•• 64" 12" 6'-9" 6'4" 6'-9" 6-9-- --25. . " 24" 3'-8" 3'4" 3'-8" 3'-8" 30 20" 4'-3" 4'-3" 4---' 4'-3" 16" 5-2" 5'-2" 5-2" 5'-2" 12" 6'-6" 6'-6" 6'-6" 6-6-- '-6"30 30 24" T-1" 3'-1" T-1" 3'-1" 20" 3'-8" T-8" 3'-8" T -8 -- -8"16" IT 4'-5" 4'-5" 4'-5" 4'-5" 60 12" 5'-7" 5'-7" 5'-7" 5'-7" 40 24" 2'-5" 2'-5" 2'-5" 2'-5" 20" 2'-10" 2'-10" 2'-10" T-10" 16" 3'-5" T-5" T-5" T-5-- -5"12" 12" 4'-5" 4'-5" 4'-5" 4'-5" 60 24" V-7" 1'-7" V-7" V-7" 20" 1'-11" 1'-11"�3--1 '-11" 1'-11" L::1 6„— =5. _ 2'S"-2'"5. _ '-5„_ 12” 3'-1" 3'-1"" 5'-0" S-1" I ABLE 1.b ICC ESR 1953 (2012 IBC) 2/24/2014 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C (psf) (in) 115 130 115 120 10 24" 10'-2" 10'-2" 10'-2" 10'-2" LIVE 20" 11'-6" 11'-6" 11'-6" 11'-6" 16" 13'-4" 13'-4" 13'4" 13'4" 20 12" 15'-11" 15-11" 15-11" 15'-11" 20 24" 6'4" 6'-1" 6'-1" 6'-1" LIVE 20" T-0" T-0" 7'-0" T-0" 25 16" 8'-3" 8'-3" 8'-3" 8'-3" 12" 1 10'-2" 10'-2" 10'-2" 10'-2" 25 24'' _ 5'-10" 5'-10"- 5'-10" 5-10" 30 20„ 6'_9„ 6._9,. 6,_9.. 6,_9.. 16" 8'-0" 8'-0" 8'-0" 8'-0" 12" 9'-10" 9'-10" 9'-10" 9'-10" 30 24" 5-0" 5'-0" 5'-0" 5'-0" 20" 5-10" 5'-10" 5'-10" 5'-10" 16" 6-11" 6-11" 6'-11" 6-11" 60 12" 8'-8" 8'-8" 8'-8" 8'-8" 40 24" T-11" 3'-11" T-11" T-11" 20" 4'-7" 4'-7" 4'-7" 4'-7-- '-7"16" 16" 5'-6" 5'-6" 5-6" 5'-6" 12" 6-11" 6-11" 6-11" 6'-11" 60 24" 2'-9" 2'-9" 2'-9" 2'-9" 20" 3'-3" T-3" 3'-3" 3--3-- '-3"--16'— L::1 --1-67— -7-1 —1" 3'-11" 3'-11" 3'-11" 12" 5'-0" 5'-0" 5'-0" 5'-0" I ABLE 1.7 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C (psf) (in) 115 130 115 120 10 24" 13'-8" 13'-8" 13'-8" 13'-8" LIVE 20" 15-4" 164" 15-4" 16-4" 16" 17'-7" 17'-7" 17'-7" 17'-7" 20 12" 20'-9" 20'-9" 20'-9" 19'-8" 20 24" 8'-5" 8'-5" 8'-5" 8'-5" LIVE 20" 9'-8" 9'-8" 9'-8" 9'-8" 25 16" 11'-4" 11'-4" 11'-4" 11'-4" 12" 13'-8" 13'-8" 13'-8" 13'-8" 25 24" 8'-2" 8'-2" 8'-2" 8'-2" 30 20" 9'-4" 9'_4.. 9'-4" 9'-4" 16" 10'-11" 10'-11" 10,-11" 10'-11" 12" 13'-3" 13'-3" 13'-3" 13'-3" 30 24" T-1" 7'-1" 7-1" T-1" 20" 8'-2" 8'-2" 8'-2" 8'-2-- '-2"16" 16" 9,_7 9._7., 9._7.. 9,_7., 60 12" 11'-9" 11'-9" 11'-9" 11'-9" 40 24" 5'-8" 5-8" 5'-8" 5-4- 20" 6'-6" 6-6" 6'-6" 6'-6" 16" T-9" 7'-9" 7'-9" 7-4- 12" 9,_7.. 9._7.. 9,_7.. 9'-7-- 60 24" 47" 4'4" 4'-0" 4'-0" 20" 4'-8" 1 4'-8" 4'-8" 4'-8" L::1 16 5'-8" 5'-8" 5'-8" 5'-8" 12" 7'-1 7'-1 7'-1 T-1" Page 8 of 106 I ABLE 1.6 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C (psf) (in) 115 130 115 120 10 36" 11'-8" 11'-8" 11'-8" 11'-8" LIVE 30" 12'-8" 12'-8" 12'-8" 12'-8" 24" 15'4" 164" 154" 164" 20 16" 19'-8" 19'-8" 19'-8" 19'-8" 20 36" 6-10" 6-10" 6-10" 6-10" LIVE 30" T-6" T-6" 7'-6" 7'-6" 25 24., 9._5.. 9._5.. 9._5., 9._5., 16" 12'-8" 12'-8" 12'-8" 12'-8" 25 36" 6'-7" 6-7" 6'-7" 6'-7" 30 30" 7'-3" T-3" 7'-3" T-3" 24" 91_11, 9'-1" 9'-1" 9'-1" 16" 12'-2" 12'-2" 12'-2" 12'-2" 30 36" 5-8" 5'-8" 5'-8" 5'-8" 30" 6-3" 6'-3" 6-3" 6'-3" 24" T-11" T-11" T-11" 7'-11" 60 16" 10'-9" 10'-9" 10'-9" 10'-9" 40 36" 4'-5" 4'-5" 4'-5" 4'-5" 30" 4'-10" 4'-10" 4'-10" 4'-10" 24" 6-3" 6-3" 6'-3" 6'-3" 16" 8'4" 8'-8" 8'-8" 8'-8" 60 36" 3'-0" 3'-0" T-0" T-0" �30- _3_ . - _3_ .. ._5„ L::1 24" 4'-5" 1 4'-5" 4'-5" 1 4'-5" 16" 6'-3" 6'-3" 6'-3" 6'-3" I ABLE 1.y 3"x3" Rafter 06" o/c (Single and Multisoanl Ground Metal Wind Speed and Exposure Snow Load Gauge Exposure 6 Exposure C (psf) (in) 115 130 115 120 10 0.024" 12'-5" 12'-5" 12'-5" 12'-5" LIVE 0.032" 16'-11" 16-11" 16-11" 16-11" 0.040" 21'-1" 21'-1" 21'-1" 21'-1" 20 0.024" 8'-5" 8'-5" 8'-5" 8'-5" LIVE 0.032" 11'-9" 11'-9" 11'-9" 11'-9" 0.040" 14'-10" 14'-10" 14'-10" 14'-10" 25 0.024" 8'-2" 8'-2" 8'-2" 8'-2" 0.032" 11'-5" 11'-5" 11'-5" 11'-5" 0.040" 14'-6" 14'-6" 14'-6" 14'-6" 30 0.024" T-4" 7'-4" 7'-4" T-4" 0.032" 10'-4" 10'-4" 10'-4" 10'-4" 0.040" 13'-1" 13'-1" 13'-1" 13'-1" 40 0.024" 6-1" 6'-1" 6'-1" 6-1" 0.032" 8'-9" 8'-9" 8'-9" 8'-9" 0.040" 11'-2" 11'-2" 11'-2" 11'- 60 0.024" 4'-8" 4'-8" 4'-8" 4'-8" 0.032" 6'-9" 6'-9" 6'-9" 9"0.040" 8'-10" 8'-10" 8'-10" 80" L TABLE 1.5 FEB 24 2014 Metals Building Products 5005 Veteran's Memorial Hwy Holbrook, NY 11741 (631) 563-4000 —Gael-P-utnam-P-E. 3441 Ivylink Place Lynchburg, VA 24503 cariputnam@comcast.net Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C (psf) (in) 115 130 115 120 10 48" 8'-10" 8'-10" V-10" 7'-3" LIVE 40" 9'-11" 9'-11" 9'-11" 8'-2" 20 32" 11'-4" 11'-4" 11'-4" 9'-4" 24" 13'-4" 13'-4" 13'-2" 10'-11" 20 48" 5'-6" 5'-6" 5-6" 5'-6" LIVE 40" 6-3" 6'4" 6-3" 6--3-- '-3"32" 30 32" 7'4" 7'4" 7'4" 7'-4" 24" 8'-10" 8'-10" V-10" 8'-10" 25. . 48" 5'73" -5'-3" 5'-3" 5'-3" - 40"' -6'-1" 6'-1" 6'-1" 6'_1" 60 32 7=1„ 7'-1" 7'-1" 7'-1" 24" 8'-7" 8'-7" 8'-7" 8'-7" 30 48" 4'-7" 4'-7" 4'-7" 4--7-- '-7"40" 40" 5'4" 5'-3" 5'-3" 5'-3" 32" 6'-3" 6'4" 6'-3" 6'-3" 24" 7'-7" 7'-7" 7'-7" 7--7-- '-7"40 40 48" 3'-7" 3'-7" 3'-7" 3'-7" 40" 4'-2" 4'-2" 4'-2" 4'-2" 32" 5'-0" 5'-0" 5'-0" 5'-0" 24" 6-3" 6'-3" 64" 6'-3" 60 48" 2'-6" 2'-6" 2'-6" 2'-6" 40" 3'-0" 3'-0" S-0" 3'-0" 32" 3'-7" 3'-7" 3'-7" 3'-7" 24" 4'-7" 4'-7" 4'-7" 4'-7" I AISLE 1.14 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C (psf) (in) 115 130 115 120 10 48" 13'-2" 13'-2" 13'-2" 11'-3" LIVE 40" 14'-6" 14'-6" 14'-6" 12'-4" 20 32" 16-3" 16'-3" 16-3" 13'-10" 24" 18'-9" 18'-9" 18'-9" 15'-11" 20 48" 8'-11" 8'-11" 8'-11" 8'-11" LIVE 40" 9'-11" 9'-11" 9'-11" 9'-11" 30 32" 11'-3" 11'-3" 11'-3" 11'-3" 24" 13'-2" 13'-2" 13'-2" 13'-2" 25 48" 8'-8" 8'-8" 8'78", _ 8'-8" - 40" 9'-8" 9'-8„ 9,_8- - 91.8 60 32" 10'-11" 10'-11" 10'-11" 10'-11" 24" 12'-10" 12'-10" 12'-10" 12'-10" 30 48" 7'-9" 7'4" 7'4" 7'-9" 40" 8'-8" 8'-8" 8'-8" 8'-8" 32" 9'-11" 9'-11" 9'-11" 9'-11" 24" 11'-7" 11'-7" 11'-7" 11'-7" 40 48" 6'-6" 6-6" 6'-6" 6'-6" 40" 7'-3" 7'-3" 7'4" 7'-3" 32" 8'-4" 8'-4" 8'-4" 8'-4" 24" 9'-11" 9'-11" 9'-11" 9'-11" 60 48" 4'-11" 4'-11" 4'-11" 4'-11" 40" 5'-7" 5'-7" 5'-7" 5'-7" 32" 6-6" 6'-6" 6'-6" 6'-6" 24" 7,_9„ 7,_9„ 7,4„ 7'-9" IABLE 1.15 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C (psf) (in) 115 130 115 120 10 48" 17'-0" 17'-0" 17'-0" 14'-9" LIVE 40" 18'-7" 18'-7" 18'-7" 16'-2" 20 32" 20'-9" 20'-3" 20'-1" 18'-0" 24" 23'-10" 22'-1" 21'-11" 19'-8" 20 48" 11'-11" 11'-11" 11'-11" 11'-11" LIVE 40" 13'-1" 13'-1" 13'-1" 13'-1" 30 32" 14'-8" 14'-8" 14'-8" 14'-8" 24" 17'-0" 17'-0" 17'-0" 17'-0" ;25: - 48" 11'-7" 11'-7" 11'-7" 117" - 40" 12'-9" 12'-9" 12'-9"• 12'-9" 60 32" 14'4" 14'-4" 14'-4" 14'-4" 24" 16-7" 16-7" 16'-7" 16'-7" 30 48" 10'-6" 10'-6" 10'-6" 10'-6" 40" 11'-7" 11'-7" 11'-7" 11'-7" 32" 13'-0" 13'-0" 13'-0" 13'-0" 24" 15'-1" 15'-1" 15'-1" 15'-1" 40 48" 9'-0" -0 9'" 9'-0" -0 9'" 40" 9'-11" 9'-11" 9'-11" 9'-11" 32" 11'-2" 11'-2" 11'-2" 11'-2" 24" 13'-0" 13'-0" 13'-0" 13'-0" 60 48" 7'-1" 7'-1" 7'-1" T-1" 40" T-11" 7'-11" 7'-11" 7'-11" 32" 9'-0" 9'-0" 9'-0" 9'-0" 24" 10'-6" 10'-6" 10'-6" 10'-6" ICC ESR 1953 (2012 IBC) 2/24/2014 Page 9 of 106 I ABLE 1.26 Ground Rafter Wind Speed and Exposure Snow Load Spacing Exposure B Exposure C (psf) (in) 115 130 115 120 10 36" 15'-7" 15'-7" 15'-7" 13'-5" LIVE 30" 16'-7" 16'-7" 16'-7" 14'-3" 20 24" 19'-2" 19'-2" 19'-2" 16'-5" 16" 23'-5" 23'-5" 23'-5" 20'-0" 20 36" 10'-8" 10'-8" 10'-8" 10'-8" LIVE 30" 11'4" 11'-4" 11'-4" 11'-4" 30 24" 13'4" 13'-4" 13'-4" 13'-4" 16" 16'-7" 16'-7" 16'-7" 16'-7" 25 _ 36" ,. 10'"_ 10'4" 10'-4"- 10'-4" _ 30" 11'-1" 11'-1'"' 11'-1"- 11'-1" 60 24" 13'-0" 13'-0" 13'-0" 13'-0" 16" 16-2" 16-2" 16'-2" 16'-2" 30 36" 9'4" 9'4" 9'-3" 9'-3" 30" 9'-11 " 9'-11 " 9'-11 " 9'-11 " 24" 11'-9" 11'-9" 11'-9" 11'-9-- 1'-9"16" 16" 14'-8" 14'-8" 14'-8" 14'-8" 40 36" 7'-9" 7'4" 7'-9" 7'-9" 30" 8'-4" 8'4" 8'-4" 8'-4" 24" 9'-11" 9'-11" 9'-11" 9'-11" 16" 12'-7" 12'-7" 12'-7" 12'-7" 60 36" 5'-11" 5'-11" 5'-11" 5'-11" 30" 6'-5" 6'-5" 6'-5" 6'-5" 24" 7'4" 7'4" 7'-9" 7'-9" 16" 9'-11" 9'-11" 1 9'-11" 9'-11" I ABLE 1.21 Lattice Tubes Ground Lattice Wind Snow Load Tube Exp C (psf) (in) 170 10 1.5" 72" LIVE 2" 72" 2"x3" 72" 3" 72" 20 1.5" 72" LIVE 2" 72" 2"x3" 62" 3" 72" 25 1.5" 72" 2" 70" 2"x3" 60" 3" 72" 30 1.5" 66" 2" 62" 2"x3" 54" 3" 72" 40 1.5" 55" 2" 52" 2"x3" 45" 3" 66" 60 1.5" 43" 2" 40" 2"x3" 34" 3" 50" Table 1.2< Metals Building Products 5005 Veteran's Memorial Hwy Holbrook, NY 11741 (631) 563-4000 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24503 carlputnam@comcast.net and Exposure FEB 24 2014 T