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14-0360 (PAT)P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 14-00000360 Property Address: 60323 DESERT SHADOWS DR APN: 764-270-999-53 -300232- Application description: PATIO COVER - RESIDENTIAL Property Zoning: MEDIUM HIGH DENSITY RES Application valuation: 3352 Tiht 4 4 Q" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Owner: DEAN COPPER 60323 DESERT SHADOW LA QUINTA, CA 92253 ( Contractor: Applicant: Architect or Engineer: CRISWELL CONSTRUCTION, TROY ��� 16331 LAKESHORE DRIVE #G161 r\J�/�� LAKE ELSINORE, CA 92530 (951)236-4282 Lic. No.: 930540 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License CIs: ,B /I Lic a No.: 930540 1, i Date: I1 "11 1 Contractor: I hereby affirm under penalty of perjury that am exempt frorri the Contr ctor's State License Law for the following reason (Sec. 7031 .5, Business d Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or r pair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that a or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commenciwith Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with 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 Name: _ Lender's Address: LQPERA1IT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 4/02/14 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: _ I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. _ I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier EXEMPT Policy Number EXEMPT I certify that, in the performance of the work for which this permit is issued, 1 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' compe provisions of Section 3700 of the Labor Co t I forthwith comply kff [hos vi ' ns. Date: ApPI' nt: WARNING: FAILURE TO SECURE�TOTHECCOOST SATIO OVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDI . OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. 1 certify that I have read this application and state that the above information is correct. I agree to comply wi city and county ordinances and state laws relating to buil din ruc ' n, and hereby aut s as of this co nt ater upon the above-mentioned pr y for in do Date: Signature (Applica r Agentl: Application Number . . . . . 14-00000360 Permit . . . PATIO COVER 2013 Additional desc . . Permit Fee . . . . 95.81 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 3352 Expiration Date 9/29/14 Qty Unit Charge Per Extension 1.00 95.8100 EA MISC PATIO COVER, STD 95.81 ----------------------------7----------------------------------------------- Special Notes and Comments 6FT X 42 FT LATTICE/ SOLID PATIO COVER TOTAL OF 252 SQ.FT. 2012 IBC; 2013 CALIF. BUILDING CODE APPROVED J.J. ---------------------------------------------------------------------------- Other Fees . . . . . . . . BLDG STDS ADMIN (SB1473) 1.00 PLAN CHECK, CARPORT 95.81 Fee summary Charged Paid ------------------------------------- Credited -------------------- Due Permit Fee Total 95.81 .00 .00 95.81 Plan Check Total .00 .00 .00 .00 Other Fee Total 96.81 .00 .00 96.81 . Grand Total 192.62 .00 .00 192.62 LQPERMIT Bin # City of La Quinta Building 8r Safety Division P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # Project Address: Owner's Name: A. P. Number: Address: ©3 Z Legal Description: City, ST, Zip: e lt Contractor: ``O �' .lwn U!1 Telephone: ,- '•.>:€: ...........:......:..................:. Address: �b 5LV ILL of /6 ( Project Description: City, ST, Zip: La It -0— - 1",V— s7,11-4zlatwc-e—F. rte Telephone: 9 Z 6- 2 OR State Lic. # :(% City Lic. #.. C e Arch., Engr., Designer: Address: City., ST, Zip: Telephone: ......................... Construction type: Occupancy: State Lic. #: Project type (circle one): New Add'n Alter Repair Demo Name of Contact Person: Sq. Ft.: 2 52— # Stories: # Units: Telephone # of Contact Person: Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE It Submittal Rcq'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2". Review, ready for corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN ROUSE: '"' Review, ready for correctionsrssue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees a Proposed 6x42 Combination Solid and Lattice Patio Cover (428 =Solid) Color: White (To match house) Drainage Will Not Be Altered Dean Capper 60323 Desert Shadow La Quinta CA 92253 TRILOGY AT LA QUINTA H.O.: (� - CONDITIONS OF APPROVAL Property Address: lkt_J..J�� QQ,5L er4- S Date Reviewed:,3LO"O! r Conditions Your plans leave been apps -m -ed, pro4ided that you meet flee itenhs checked [)elow and all iwork is consistent. Avid► the of Approval l)esig►► Guidelines. J1 The patio cover material must be Alumna wood or other similar wood like construction. Roofii►g materials shall match the roof material of the dwelling or be open wood lattice L2 The color of die patio cover matches die home's stucco, accent, fascia or white. 3 ' Any patio cover or awning to be installed and attached to the home must be installed in such a manner that it Vdoes not compromise the integrity of -'die water permeability of' the home. 4 Due to die patio covers size it must be constructed with variable heights or must be constructed in Ivvo sections with a separation ih► between 5 The size of die patio cover is limited to die size of die proposed patio stab. 6 The proposed retractable awning may not be a striped awning. It must be a neutral color that blends with die home. Please sub►nit a sample of die fabric.. 7 Obtain fiervitCs of xstate-licensed professional for consultation:- - - - - - - 8 Obtain necessary building permits from die city of 1, Quinhta, meeting setback requirements per city code and maintain the existing drainage. 9 Maintain positive drainage in accordance with the Trilogy Design Guidelines (Section 3.8). 10 The screen door -must be tie color of the house stucco or be black. 11 underground rainage is nnsta ec , the drain needs to terminate in he grass swa a and a us w► 0 h he Cu an ca ed with a pop-up drain cover. Pool, spa, fountain, and air coadilioning equipment set backs must comply with City of U Quinta codes. All 2 equipment slhall be located, screened, or recessed in a manner so as to not be viewable from any lot or street and the noise from die; equipment attenuated for die adjacent property owners. Pool set backs are (i" for hardscape aul 18" fir water line. 13 IThe. color of die proposed concrete is natural or a neutral tone. 14 Rear yard may not exceed 70% hardscape and must have a minimum of 30% sof sc ape, measured frons die rear building face of wall to the side property lines. 15 Proposed plaiting meets with the Trilogy Rear Yard Minimum Plaiting Requirements standards and all plants are included on die Revised Approved Planht List contained in the Design Guidelines. Tile proposed wall or iron work to match the existing developer retaining wall in material, style and color or shall 16 be the Frazee Paint color specified in the guidelines. Replace block wall per Shea Homes standard block wall specification, if removing any portion of block wall to 17 gain access to rear or side yard (requires inspection of rebar: before cap is installed). 18 Refer to Exhibit "F' u► the Design Guidelines. (Block Wall Designs). X 19 When work is completed, please submit Notice of Completion form attached. 20 Make sure rear yard property line pins (markers) remain during construction (applies to golf course lots only) 21 All contractors must meet die Association representative prior to commencing construction. 22 Resubmit showing drainage flow/plans. 23 See notes oil planks (if any) 24 Ain independent irrigation controller must be used for the rear yard, it cannot be tied into die front yard. Notes M:1AS XtAT1CX4S%TNbov at La QWMAARCRITECTURALMRC For %Gor6tkc of Ao ,rat `4 Trilogy March 12, 2014 Austin Capper 60323 Desert Shadows Drive La Quinta, CA 92253 Property: 60323 Desert Shadows Dr Account: CONDITIONAL APPROVAL Dear Austin Capper: We are pleased to inform you that your plans for installation of an attached patio cover, received on 03/12/2014, have been approved by the Design Review Committee with the following conditions: 1, 2, 3, 8 and 19 (see attached copy). Please note: Any damages caused by contractor due to construction must be repaired. This approval does not constitute consent by the Association for the applicant to encroach, trespass, or build on any property other than that of the applicant. This approval is related solely to the items reserved for approval by the CC&R's in accordance with the Design Review Guidelines. The approval does not extend to the quality of work done by your architect, or contractor, or to any structural engineering, soils engineering, or site grading and drainage design. You are urged to obtain the services of a state licensed professional for consultation as needed. The Design Review Committee is composed of volunteers. As such, it does not review applications to ensure compliance with building codes, or other local or state laws. Please be advised that this approval does not relieve you from obtaining any necessary building permits from the governmental agencies involved to ensure compliance with these codes. Any violations of these ordinances will be your responsibility to correct. Thank you for your patience in this matter and for complying with the Association's policies and standards. Ce Foresftview Committee Baliy Steretf, CCAM, CMCA, AMS General M ap-er Enclosures cc: Board of Directors Design Review Committee Trilogy at La Quinta Maintenance Assoc. Professionally Managed by Action Property Management, Inc. 60-750 Trilogy Parkway, LaQuinta, CA 92253-7717 Phone: 760-777-6059 Fax: (760) 777-1620 www.actionlife.co n 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 COMPONENTS/CONNECTION DETAILS LAT03.DWG LAT04.DWG LAT05.DWG 4 PAGES LATTICE 1.0 RAFTER SPANS FOR COMMERCIAL AND PATIO STRUCTURES 6 PAGES 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 SOL -ID -COVER -.COMPONENTS. AND CONNECTION DETAILS Misc2 1 PAGE 11 PAGES MUSA01.DWG STRUCTURAL CONFIGURATIONS MUSA01b.DWG STRUCTURAL CONFIGURATIONS MUSA02.DWG COMPONENTS/CONNECTION DETAILS MUSA03.DWG COMPONENTS/CONNECTION DETAILS MUSA04.DWG COMPONENTS/CONNECTION DETAILS MUSA05.DWG COMPONENTS/CONNECTION DETAILS MUSA06.DWG COMPONENTS/CONNECTION DETAILS MUSA07.DWG COMPONENTS/CONNECTION DETAILS MUSA08.DWG COMPONENTS/CONNECTION DETAILS. MUSA09.DWG COMPONENTS/CONNECTION DETAILS . MUSA10.DWG COMPONENTS/CONNECTION DETAILS 6 PAGES 28 PAGES 28 PAGES 2 PAGES Misc1 a, Misc1 b 1 PAGE Misc2 1 PAGE Misc3 1 PAGE Misc4 2 PAGES Misc5 1 PAGE Misc6 1 PAGE Misc7 1 PAGE Misc8 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 7.0 MISC DETAILS 7.0 FAN BEAM DETAILS 7.0 POST AND FASTENER REQUIREMENTS FOR ALL STRUCTURES 7.0 CONCRETE FOOTING OPTIONS 7.0 REQUIREMENTS FOR LATTICE STRUCTURES WITH SURFACE MOUNTED POSTS ON CONCRETE SLABS OR FOOTINGS 7.0 FORCES ON EXISTING STRUCTURES 7.0 STRUCTURAL PROPERTIES OF BEAMS, FASCIA,"PANELS AND RAFTERS FOR USE BY DESIGN PROFESSIONALS 7.0 CONCRETE SLAB REQUIREMENTS FOR CONSTRAINED FOOTINGS February 24, 2014 PROJECTION TRIB WIDTH TRIB WIDTH.- TRIBUTARY WIDTH OVERHANG EXISTING STRUCTURE TRIBUTARY WIDTH DIAGRAM General Notes PROJECTION TRIB WIDTH 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, MU100 or MU102. 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, Fty, 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 Al 53 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, 1 = 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 II. 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 beat 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 PBC 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=1", #12=32' and #14=z" or steel washers with similar diameters. All bolts are ASTM A307. All wood screws must comply with ANSI/ASME Standard B18.6.1 and AF&PA NDS -05 11.1.4. All lag screws must comply with ANSI/ASME B18.2.1 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 distane 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 tables9eurroMpual spans within 20%. All specifications must be based on the longest actual span. Revisions a`t r 3 tiX H J U �a R� 00 a' dwv Luer, Z�-+o G1Z� o J Q Z O P7gHYM v7j PANEL BEAM WIDTH PANEL/WALE- CONNECTION EADER/P❑ Mu C❑NNECTI 02b A/CHEDSINGLE SPAN CC MLTISPAN SURFACE MOUNT OR---, EMBEDDED ATTACHMENT ICC ESR 1953 (2012 IBC) /2014 CUBIC F❑❑TING DETAIL MU108 DETAILS PANELS: MU05, MU06, MU08, MU11-14, MU21-26, MU33-35, MU39 STRUCTURAL FASCIA: MU07, MU09-10, MU15-20, PANEL MU27-32, MU36-38 BEAMS: MU50, MU56-MU65, MU76-78, MU96, MU113, FASCIA MU114, MU120 OR BEAM POSTS: MU49-51, MU89-98, MU100, WALL HANGERS: MU40-48 SPLICES: MU52-55, MU66-76 C❑NNECTI❑N DETAILS HEADER/POST, MU99-104, MU110-115 P❑ST/F❑❑TING OR SLAB, MU100, MU102, MU108-109, MU116 PANEL/WALL: MU105, MU106, MU107 POSTS Page 25 of 106 PANEL BEAM MULTISPAN FREESTANDING UNIT MU 03b POST i. DETAIL MU108 /-PANEL FASCIA METALS building ptodurl.3. r 3 UJ U Q A Q. 00 W2: awv 0r, Z" o caZ� o J Q Z o C� 14- M W F Y M LLI C3 .10 0 > O In < Lr) M F- CD fNm- HEADER/P❑ST POSTS CONNECTION MU 04b Carl Putnam, P.E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CUBIC FOOTING CARLPUTNAM@C❑MCAST.NET DETAIL MU108 ;r SINGLE SPAN FREESTANDING UNIT Drawn By CMP Check BY CMP Dote Rename MUSA01b.DWG Scale Page 3,5" PANELS AND FASCIA SEF DFTATI MI113 3.5' MU OS 3,5"X12" AMBASSADOR PLUS PANEL 3004H34 ALUMINUM .ASTM A-653 GRADE 40 STEEL SEE DETAIL MU13 12, I os 3.5"X12" W PANEL 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL PANELS AND FASCIA MU 11 12" OLYMPIC FLAT PANEL 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL SEE DETAIL MU13 12' — 3.5"X12" VEE PANEL 3004H34 ALUMINUM 5.5 SEE TABLE 4.19 0.062 5.6 0.062 MU 07 - �3'---] zo-3.9- 5,5" EXTRUDED SAMSON GUTTER FASCIA GUTTER FASCIA 6063T6 6063T6 SEE TABLE 4.19 7" RF FASCIA 3004H34 ALUM (t= 0,040, 0,050") SEE DETAIL MU13 3' Mu f 8'�1 12 8000 PANEL 3004H34 ALUMINUM ASTM A=653 GRADE 40 STEEL SEE TABLE 4.19 0,078 0.050 0.050 —0.062 5.6' f 16 0.070 3.25 --I 2.5 3.8 -- —� 17 6,5" . RF FASCIA Is5" RF GUTTER FASCIA SAMSON GUTTER FASCIA 3004H34 ALUMINUM 3004H34 ALUMINUM 6063T6 ALUMINUM ICC ESR 1953 (2012 IBC) 2/24/2014 3- #8 x1/2' SMS @ 3' O/C 12' M� 3"X12" W PANEL 13 3004H34 ALUMINUM 5.370' SEE TABLE 4,19 LF Mo 3.45':-d STATE FASCIA 3004H34 ALUMINUM SEE DETAIL MU13 0.060 12' Mt, 3"X12" RISER PANEL 14 3105 H14 ALUMINUM SEE TABLE 4.19 7' o ME304Y5. 5.5 5.0 Iri MULl [0.90962 0,0 IB I-- 3' 7" RF FASCIA 19 STATE FASCIA o7 EXTRUDED AND 5" 3004H34 ALUM (t=0.040" & 0.050") 3004H34 ALUMINUM EX GUTTER FASCIA 6063T6 ALUM Page 26 of 106 Revisions IN, L'. ���OFGQl-1F�¢ FEB'24' 201:4 Carl Putnam, P,E. 3441 IVYLINK PLACE .LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Drawn By CMP Check By CMP Date Filename MUSA02,DWG Scale NTS Page -------------- .z 2,5" PANELS AND FASCIA SEE DETAIL MU13 2.5' 21 8' O 2,5"x8" FLAT PANEL 3004H34 24' z4 24" TRI STAR PANEL 3004H34 SEE TABLE 4,19 7' MU ' 27 f 3��1 7" RF FASCIA 3004H34 ALUM (t=0.040" & 0.050') 2.5' 0.050 Mu t I-3.25—� ai 26.5" RF FASCIA 3004H34 ALUMINUM SEE DETAIL MU13 2• --- 6' 2"x6' FLAT PANEL 33 3004H34 ALUJN,, SEE DETAIL MU13 T - �. 2.5' MU 22 6' -- 2.5'X6" FLAT PANEL 3004H34 ALUMINUM DETAIL MU13 PuL (Qu) 29 'L I -2.50--I 6"' RF FASCIA 3004H34 ALUMINUM #14 SMS W/ PLASTIC ROOFING WASHER INT❑ SEE TABLE 4.29 FOR 0.375' 3 - I t- 0.060''a� - 3.5' - 4l, or - 6, 1.5 PCF FOAM OPTIONAL -FAN. -6 34 '" ALUM BEAM 6063T6 . – 0,024' ,Or 0.032_~" FULL LENGTH'OF PANEL��r�:. ---- 3105H14 ALUMINUM AL --SANDWICH PANEL AS PER ICC ESR 2229 ICC ESR 1953 (2012 24' SEE DETAIL 2.200 MU 23 24" PATTIPORT 3004H34 OR ASTM A653 GRADE 40 STEEL 24' 12 SEE DETAIL MU13 2.5' Mu 2.5 25' 26 2.5"X24" TRI VEE PANEL 2.5"X12" TWIN VEE PANEL 3004H34 ALUMINUM 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL TM A-653 GRADE -40 STEEL SEE TABLE 4.19 SEE TABLE 4.19 0,078 i 1 0.050 CD 0,062 5,6 116 Ln MU 30 0,070 2.5 MU - - 3.B M� 4 ,. zo - -- 31 _ - –4 5" RF FASCIA SAMSON GUTTED 3004H34 ALUMINUM FASCIA- �`' �6" ALLMET ,� --��"' 6063 T6 EXTRUDED�FASC�IA- � '6063 T6 SEE TABLE 4.19 PANEL MU 32 �---- 3.3 ---d KTRUDED FASCIA 6061 T6 4"x12" VEE PANEL I & T & - " 3004H34 ALUMINUM �--3.8---1 I---3.7-� ASTM A-653 GRADE 40 STEEL 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 #8 SMS @3' O/C CARLPUTNAM@COMCAST.NET 24 WESTERN PANELS � r--� m AND FASCIA Page 27 of 106 3' 39 �1 30X24" PANEL 3004H34 ALUMINUM ASTM A-653 GRADE 40 STEEL Drown By CMP Check By CMP Dote Rename MUSA03.DWG Scale NTS Page i 0.274— T---+I,000h7 0,,, 2745.040- T 577 0:250 --j 0.055— 062 , 00 2 0, 4.100 4.0160 11MU 40 1.705 4 HANGERS 6063T6 ALUM 0,274 —0.274 1.000 rO2 7 4 1.000 /0- 5— .0.250 0 . 976 3.101 3,100 0,062 A; EL 3T6 \ F---- 3.000 I . 0,075 rm-0 11 49 0,075'x3'x3' POST -6063T6; ALUM - 1.000 I (mu� \42 0.062' 1,06' \-0.187" 0.375'0 0.5'0 .4,000-1 (-m-U 50 4'x4-' POST 6063T6 ALUM 3.000--1 0.062 (MU � 51 0,062'x3'x3' MAGNUM POST 6063T6 ALUM FASCIA SPLICES MUST BE WITHIN 12'. OF A POST HANGERS (ALUM. 6063 T-6> 0.0620 [----0.0620 ILEEE DETAIL MU55 Ejj III 0.0500 u I IS, I L L Hu MU 52 5.5" EXTRUDED ��3 5' EXTRUDED 54 50 ROLL FORMED GUTTER SPLICE GUTTER SPLICE GUTTER SPLICE 6063 T6 ALUMINUM 6063 -T6 ALUMINUM 3004 H34 ALUMINUM ]CC ESR 1953 (2012 113C) 2/24/2014 Revisions 1.625' 1.6251— 0,75' -t --j 1' 62 Re, 0.050' ....... 3,062, 3.062' 3.74 REF .2.5' —0.062 3,562' 1 IR 3.74 REF 4.24' 0,062' 0.050 0.5' 9 MU1.5' 1.375'(m- U- � 45 MU 3# #J# RAIL 3' AND. 2.5" 'G- HANGER 3-1/2' #J' 'RAIL < U —J :D RAIL PROFILES ALUM, ALLOY 6063—T6 0 SEE TABLE 75 FOR TYPE AND SPACING uJ OF FASTENERS 0.75' Z " 0.05 1,625' z CD >- C:) 2: CD CD :D w W 0 �Q, (4 > 0 n U-) 3.562' --0.062. C:) panel height 2.062 W CD 0 T 0.040 rmu-� \, �6 C' HANGER 1.062' 0.5 1.50'- -mu-� ��7 3-1/2' 'G' RAIL (-M-u� ��8 2' 'J' RAIL Page 28 of 106 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET f Drawn By CMP Check By CMP Date Rename MUSA04.DWG Scale NTS I Page 12' SCREW PATTERNS 1# MIN —4 mill 0 L�ro. FOR ALL FASCIA SPLICES, ALL FASCIA #12 smi SPLICES MUST BE WITHIN 1' MIN— 12' OF A POST 0 0 0 0 0 0 0 Page 28 of 106 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET f Drawn By CMP Check By CMP Date Rename MUSA04.DWG Scale NTS I Page 8.000 ~-0.042'x3:X8'a-HEADER/RAFTE 3004 H34.-- � _ 1.500 1- 0.060 0 0.090 6 0.024' 7.875 0.032' 0.040' 2'X6 1/2' HEADER Mu 3004 H34 77 8.250 Mu BRACKETS FOR 1.5' SQ TWIN POSTS 81 6063 T6 ALUMINUM . 2.702 0.090 �^` s Pf 'U''.=BRACKET:''^^ FOR: 3:.SQUARE-P.0S1 6063 T6_ALUMINUM.- .028' 0.059' (16 GA) 0.070' (14 GA) 0.105' (12 GA) MUST BE ENCLOSED IN MU76 OR LATERALLY BRACED L ___]I 0.77 �MU ' STEEL• _ CsBEAM=AS -' '78 -A653-GRADE-50- - --2,308---I �--2.375—{ 0,090 Carl Putnam, P. E. 3441 IVYLINK PLACE Mu 'U' BRACKET 85 FOR CLOVERLEAF POSTS 6063 T6 ALUMINUM 0.032 0 0,032' ALUM CD .040' ALUM CD °'.043' STEEL 3' LOCKSEAM POST Mu.1.5' SQ TWIN POST e9 A-653 GRADE 40 STEEL \,2V3004 H34 ALUMINUM 3004 H34 ALUMINUM 3/16' or Q3' 1/4' 39M4U 3', 4' OR 5'-- Mu 3', 4' OR 5' ASTM A500 0.095' X3'0 93 GRADE A STEEL POSTS ASTM A500 GRADE A SEE GEN NOTE #13 FOR STEEL POST CORRSOSION PROTECTION SEE GEN NOTE #13 FOR CORROSION PROTECTI❑N ICC ESR 1953 (2012 IBC) 2/24/201.4 0,090 5.683- O 2.3750 Mu STANDARD BRACKET 79 FOR CLOVERLEAF POSTS 6063 T6 ALUMINUM' mu---AL-UM=BRACKET. J, N . 82 FOR= 3�-SQUARE -1 �a.P❑STS:6063T6`k FOUR HOLES FOR 0.300 1/4' BOLTS ALL BRACKET DIMENSIONS EXCEPT THICKNESS 0.135 ARE APPROXIMATE MU' --TWO- HOLES FOR 86 3/8' BOLTS 3.5'X3' I BEAM POST BRACKET ALUM 6063-T6 0.062 o MUCD 1.5' SQ TWIN POST 91 6063T6 ALUMINUM 0.055 3' MU FLUTED 95 ALUMINUM POST 6061 T6 �— 3.000--{ Et MU 96 SQUARE POSTS ALUM 6063-T6 t= 1 Page 30 of 106 I-- 5.683 O .O o O O O o 0 O O O 0.125 CO MU N 80 HEAVY DUTY BRACKET 1--3.000---I FOR CLOVERLEAF POSTS Fy = 36 KSI ASTM A123 G75 I--- 5,683 ----1 0 In N 0.090 MU STANDARD BRACKET 83 FOR 3' SQUARE POSTS 6053 T6 ALUMINUM i Ln Co c N ao 0 0,188° MU `-' 87 N �---5.875' or 6.875'---I ALUM HEAVY DUTY BRACKET (6063T6) FOR 3' AND 4' SQUARE POSTS t , - Vt 'x3' 'ALUMPOS&=-OA24'-"3004' H: V @ 24' YPICAL MU112 D:0 4'X2'X6: 1M - -S,ID�EPP�L-Ai IK7=_,--, MU 3' ;POST- WITH 98 SIDEPLATES 5 0.125 Mu 0.125' ALUM 'H' g8 BRACKET 6063-T6 ( Revisions U J U ¢ A � p p w� 0 Qzro J ¢ Z o H D W . I .P� I— Y (y) W p %,O 0>oLr) J a Lr) 1—J j W o p 2: Ln :E 'X3' ST Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Drawn By CMP Check By CMP Dote -��Rename _ MUSA06.DWG scale NTS Page 0.125 T ` -- ,000--I o v �-- o ,000 0.062 TC5 q 0.110 C3 0 0.080 0 oL o 0 o c 0.080 Ln 0.110 '-- 4.000 — --I MU 4'x3' I BEAM MU 5'x3' I BEAM7'x4' I BEAM 56 6061 T6 ALUM 57 6061 16 ALUM Mu 58 6061 T6 ALUM 5.860-1 Mu 7' I BEAM �_ 63 6061 T6 ALUM 10,000 3/8' B❑l 0,170 Mu 10'x5.86' I BEAM 62 6061 T6 ALUM 0.140 U,UyU 7,000 CD 0 Mu 7'x5,5' I BEAM 59 6061 T6 ALUM Mu 5' I BEAM 64 6061 T6 ALUM 3,9 30 0.100 --] - 0,100 0.090 -1i0.100 - 0,090 1 :1 5.000 0.320 I ^� 0,320 I � 4.110 0.410 F1' MIN 2' 1' MIN -1 �� 3/8' BOLTS (8 PLCS) 3/8' BOLTS PLACEMENT FOR 7' AND 0j 10' I BEAMS I 67 (- �- 0 Z 3/8' BOLTS (8 PLCS) ® PLACEMENT FOR 3.5' AND 5' I BEAMS 1' MIN 20" FOR 3,5" I BEAM 24' FOR 5" I BEAM 36' FOR 7" I BEAMS 47" FOR 10' I BEAMS FULL STRENGTH SPLICES I SPLICE 161 T6 ALUM ICC ESR 1953 (2012 IBC) 2/24/2014 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' ❑/C REVERSED SPLICE DETAIL MU74 6' LONG @80' ❑/C 0,140 10,000 HREE #14 SMS 1,100 10'x5.5' I BEAM MU 6061 T6 ALUM 60 i 1,000 �I--- 5.500- MM ,500- Mu 3.5' I BEAM 65 6061 T6 ALUM -3.000--� 1 1�,0�40 3.500 0.084 L" . 0,168 1 0.200 4,720 0.160 MU 68 1.290-�---� 5" C SPLICE 6061T6 0.120 -- - 2.250 74 7" C SPLICE 6061T6 Page 29 of 106 0.3500 T 0.100 3.137 0.150 -'-1,350 69 3,5" C SPLICE 6061T6 -F� 0,760 THREE #14 SMS pi --j 2.150 r--- 10" C SPLICE FOR 10" I BEAM 6061T6 3,286 0,085 0.105- 0.070— 5.689 0.085 P 13 L MU SAMSON BEAM 61 6063T6 3/8' DOLT 8 PLCS Mu 3.5" I SPLICE 66 6061 T6 ALUM 3/8' BOLT 8 PLCS Mu 5"x3" I SPLICE 70 6061 T6 ALUM 3/8' BOL 8 PL( MU 75 Revisions I E AL 3 v) U _ J (U Q A � 00 max_ OL L3 (6- A z o JQz� Dw I wow V) � o In J 0Y C:) - M w(Dow amu)= �yp�ESSIq � '014 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG VA 24503 CARLPUTNAM@COMCAST.NET Drawn By CMP Check By CMP Date Filename MUSA05.DWG Scale NTS Page 8 CONCRETE OR MASONRY ANCHOR 1/4' LAG SCREW #10 SCREW SEE TABLE r 4,19 OR 4.20V5 STRUCTURAL PANEL #14 SCREW SEE TABLE 7, STRUCTURAL PANEL 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/ 2,25' EMBED :EDGE_R-AfVD-WALL ATTACHMENT' MIN 3.5' ❑ SLAB F STRAINED FO SEE SHEET M8 Seal with permanently flexible & waterproof sealant Synthetic Stucco or SHEATHIN other non-structural covering e 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 raving rein, 24" 0. C. DF, Larch, (1 Max,- thick) TABLE 7.7 SPECIFIES THE ALLOWABLE Continuous 2'X DISTANCE TO FIRST ROW OF POSTS fascia board 0Mu STUCCO ATTACHMENT DETAIL 106 WITH LEDGER BOARD ATTACH WALL HANGER PER DETAIL MU105 SEE GENERAL NOTE #21 ALUM W/ t = 0.120' OR STEEL POST WITH 121 EMBED FOR FOOTINGS UP TO d=39' OR 18' EMBED F❑ FOOTINGS UP TO d=48° 12" OR 18" C1 9„ :. Q. \ONE 3/8' x 9' STEEL RODS (REBAR a d OR THREADED) OR d I BOLTS CENTERED ON POST §FREESTANDING`=❑R�ATT-AC-HED�-RQURED ,,U8, FOOTING_ _ #14 SMS DETAIL MU87 SEE ABLE 7.3 4" OR MU80 FOR QTY— -.m 20 GA ASTM A653 GRADE 33 STEEL BRACKET .SIMPSON STRONG TIE -OR SIMILAR �J FOUR #8 WOOD SCREWS /�L_l INT❑ RAFTER AND 2X FASCIA 2X IDF W ❑❑D ONE PER RAFTER 0 FA CIA EAVE OST OVERHANG ONE BOLT DIAM, <M N) STAINLESS STEEL • 'A: ::3.. %'O W/ 2' EFFECTIVE EMBEDMENT HILTI KWIK dBOLT TZ (ICC ESR 1917) MAX .F❑❑TING SIZE IS d = 34' d log SINGLE SPAN ATTACHED FOOTING ICC ESR 1953 (2012 IBC) 2/24/2014 Page 32 of 106 Live/Snow Load INUOUS 2'x6' DF LEDGER BOARD IMAX DISTANCE TO FIRST ROW OF POSTS "L" ROVIDE SIMPSON STRONG TIE MSTA36 Solid Cover Wind ESR 2105) AT SPLICE LOCATION COVER .019' ALUM 6" 12" 18" 24" 30" ATTACH COVER ING DFAS FRAMED 4VA PER MU105 18'-0' 1/4' Lag Screw 7'-1 ' PER TABLE 7.7 3.5' Completely seal 18'-0' with permanently 18'-0' ftexlble & water- 17'-1" proof sealant �1 2.25' min 1' MIN Synthetic Stucco or SHEATHIN other non-structural covering e 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 raving rein, 24" 0. C. DF, Larch, (1 Max,- thick) TABLE 7.7 SPECIFIES THE ALLOWABLE Continuous 2'X DISTANCE TO FIRST ROW OF POSTS fascia board 0Mu STUCCO ATTACHMENT DETAIL 106 WITH LEDGER BOARD ATTACH WALL HANGER PER DETAIL MU105 SEE GENERAL NOTE #21 ALUM W/ t = 0.120' OR STEEL POST WITH 121 EMBED FOR FOOTINGS UP TO d=39' OR 18' EMBED F❑ FOOTINGS UP TO d=48° 12" OR 18" C1 9„ :. Q. \ONE 3/8' x 9' STEEL RODS (REBAR a d OR THREADED) OR d I BOLTS CENTERED ON POST §FREESTANDING`=❑R�ATT-AC-HED�-RQURED ,,U8, FOOTING_ _ #14 SMS DETAIL MU87 SEE ABLE 7.3 4" OR MU80 FOR QTY— -.m 20 GA ASTM A653 GRADE 33 STEEL BRACKET .SIMPSON STRONG TIE -OR SIMILAR �J FOUR #8 WOOD SCREWS /�L_l INT❑ RAFTER AND 2X FASCIA 2X IDF W ❑❑D ONE PER RAFTER 0 FA CIA EAVE OST OVERHANG ONE BOLT DIAM, <M N) STAINLESS STEEL • 'A: ::3.. %'O W/ 2' EFFECTIVE EMBEDMENT HILTI KWIK dBOLT TZ (ICC ESR 1917) MAX .F❑❑TING SIZE IS d = 34' d log SINGLE SPAN ATTACHED FOOTING ICC ESR 1953 (2012 IBC) 2/24/2014 Page 32 of 106 Live/Snow Load RAFTER IMAX DISTANCE TO FIRST ROW 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 ' 3'78" 115 MPH EXP B 2x6 18'-0' 1 B'-0' 18'-0' 18'-0' 1 17'-1" 2x8 18'-0' 18'-0' 18'-0 18'-0' 18'-0' 10 psf 2x4 17'-0' 17'-0' 12'-0" 7'-1" 3'-8" 115 MPH EXP C 2x6 1T-0' 17'-0' 17-0' 17'-0' 1T -O' 2x8 1T-0' 17'-0' 17'-0' 1T-0' 17'-0' 10 psf 2x4 16'-0' 16-0' 12'-0" 7'-1" T -B" 140 MPH EXP C 2x6 1640' 16-0' 16'-0' 16-0' 16'-0' 2x8 16-0' 16'-0' 16-0' 16'-0' 16-0' 20 psf 2x4 16-0' 10'-3" 5'-10" T-4" 1'-8" 140 MPH EXP C 2x6 16'-0' 16-0' 16-0' 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" V-9" 140 MPH EXP C 2x6 16-0' 16-0' 16'-0' 12'-10" 9'-1" 2x8 16-0' 16-0' 16-0' 16-0' 16-0' 30 psf 2x4 15'-0' 9'-2" 5'-1" 2'-8" 1'-0" 140 MPH EXP C 2z6 15'-0' 15'-0' 15'-0' 10'-4" 7'-1" 2x8 15'-0' 15'-0' 15'-0' 15'-0' 14-8" 40 psf 2x4 14'-0' 6-7" S-4" V-4" V_0" 2x6 14'-d 14'-0' 11'-0" T-2" 4'-7- 2x8 14'-0' 14-0' 14-0' 14'-0' 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" 5'-10" / Revisions 1 r U J U Q A� ao LJ -4- Z�`- (n A z o J Q Z o Dw i PUF-YM Wow v>>oLr) J O� B O J M LJCD0 _ Lr) =., ,FE.'B' Q4.20'14 Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST.NET Drawn By CMP Check By CMP Date Filename MUSA08.DWG Scale NTS Page / SEE TABLE 4,20 32 2Z_7��-RF ❑R EXTRUDED FASCIA 3,28 ' —,0105 � EIGHT #14 SMS OR to THREE a' BOLTS W/ V WASHERS 00 CCq MAX WIND LOAD IS 115 MPH mIn EXPOSURE B Goo 0.070 LU Lu CD I1.5MAX HEIGHT 8' + 3,062 EIGHT #14 SMS/SDS EIGHT #8 SMS 0.032'X1,5'X1.5' OR 3' ALUM (t=0,040'_1__11 t=0,040' 0.060'X1.5'X1,5' MINIMUM) OR STEEL ALUM TWIN POST POST 1.5" 6" OR 9" Mu SAMSON BEAM 99 (ALUM, 6063—T6) DETAIL MU81 OR �'O GALVANIZED OR MU STAINLESS STEEL ANCHOR (ICC 100 ESR 1917) W/ 2' EMBED AND 1' WASHER OR EQUIVALENT EIGHT #8 SMS .0625' FASCIA ❑R 4' I BEAM 2'. 5' Tvp. POST CONNECTI❑NS AND SCR❑LL POST DETAIL -- -- ----- — SINGLE SPAN ATTACHED UNITS ONLY TWO 3/8' BOLTS W/ MAXIMUM FOOTING SIZE IS d=24' 1' STEEL WASHER OR EIGHT #14 SMS 3' POST EIGHT #14 SMS OR SDS FOR d=25' TOP OR BOTTOM CONNECTION MU 102 ALUMINUM BRACKET DETAIL MU82 OR 'U' BRACKET MU84 0 N M ° STAINLESS OR �'O GALVANIZED STEEL ANCHOR (ICC ESR 1917) 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 CONNECTION OF 3" POSTS TO FASCIA OR 4" I BEAM AND SLAB/F❑❑TING SINGLE SPAN ATTACHED UNITS ONLY ROOF PAN SEE TABLE 4.20 TWO 3/8' BOLTS W/ 1' STEEL WASHER MAXIMUM FOOTING I BEAM SIZE FOR THIS DETAIL IS d=34' EIGHT #14 SMS STEEL POST OR HEAVY DUTY BRACKET t=0.120" 6063T6 ALUM OR STEEL ALUMINUM POST Mu ALUM, ALLOY 6061 T-6 101 17BEAM WITH BRACKET —SEE TABLE 4.19 OR 4.20 FOUR 1/4' BOLTS w/ 0.050'X5/8' STEEL WASHERS 3.5'X3' I BEAM BRACKET FOUR 3/8" BOLTS 0.040'x3'x3' LOCKSEA J / DETAIL MU89 / MAX F❑❑TING SIZE Mu d = 32" 103 ICC ESR 1953 (2012 IBC) 2/24/2014 Page 31 of 106 SEE TABLE 4,20 24)I -BEAM CONNECTION ( Revisions l MET A .: L' Chia .al i3t. ov 6 3 C" _ U_J U Q A� 00 �wv LD 2: L7 C:, )- Az J Q z o . & d- �w i W F— Y M w0ID (4>oin J QY .. H p J M wooer q Lr) :E i ................ . EVEN �' BOLTS FOR 10' I BEAM �cRO FULL SPLICES IVE J' BOLTS FOR 7'X5.5' I BEAM: FULL SPLICESra,' U_ /l .=` OUR 1/2' BOLTS FOR 10' I BEAMS-+ $: LL OTHER I BEAMS USE � 'OUR 3/8'130LTS STEEL POST DETAIL MU93 ALUM POST DETAIL MU50 OR MU96 o�cAL�F:. FEB �2.,4..20 -1.4 Carl Putnam, P,E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@COMCAST,NET Drown By CMP Check By CMP Date Filename MUSA07,DWG Scale NTS Page # 3"x8" BEAM 0.032';x_3"x3' POST, �%�,M-U / 3X8 STEEL C HEADER ALUM W/t=0.120", OR STEEL POST ICC ESR 1953 (2012 IBC) 2/24/2014 DOUBLE 2"X6.5" OR DOUBLE 3"X8" HEADER SLAB ATTACH MAXIMUM -#14 SM SCREWS WIND CONDITION = i i (8 PLCS) 160 MPH EXP B I I 140 MPH EXP C I i #14 SM SCREWS EIGHT #14 SMS REQUIRED (8 PLCS) TYP SPACING 24" 0/C MAX FOOTING IS #14x1 /2" SMS 5 EACH SIDE d=27" or WHEN ATTACHING TO FOOTING I MU 115 mph Exp B SLABI j 113 0.043" STEEL POST 2"X6.5" OR STRONGER SIDEPLATE 4" BOLTS OR OR #14 SMS qPP TEXT FOR QTY � --H--1 "MIN 5" MIN O O W 4 UM t=0.120" OR STEEL POST #14x3/4" SHEET METAL OR SELF DRILLING SCREWS SEE TABLE FOR QUANTITY �Tr lar a#`OF:1k14,SMS or!SFJS Cubk'Fodter.Sfze:. "d'."Jln '21 1 26' i .36 { 33 I . .:. En "*".`.""--DETAIL MU80 OR MU82 �SE EIGHT #14 SMS OR SDS MU MAX FOOTING SIZE d=35" 115 Revisions 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 4" BOLTS USE 4 BOLTS/SCREWS FOR FOOTINGS UP TO d=33° USE 6 BOLTS/SCREWS FOR F❑❑TINGS 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 4" BOLTS ALL C BEAMS USING THREE -TIMES THE "0 CING REQUIRE SIX J" BOLTS ALL C BEAMS USING FIVE TI B" SPACING E EIGHT J" BOLTS 3" POST SEE TAB 7.3 FOR NUMBER OF FASTENERS #14 SMS USE COLUMN A %" BOLTS USE COLUMN B -1.167_=.. _ J'Qet MU82 or MU84 POST ATTACHMENT DETAIL O SLAB OR FOOTING SINGLE S N ATTACHED UNITS ONLY n .. a. a a a'. a' :a. TWO STAINLESS STEEL $° ❑R GALVANIZED° HILTI KWIK BOLT TZ (ICC SR 1917) W/ 2" EMBEDMENT W/ 3/4`0 WASHERS FOR F❑❑TINGS UP TO d = 26° ATTACHMENT TO 4" CONCRETE SLAB FOR 10 PSF LIVE L❑ADS- TW❑ ANCHORS UP TO 130 MPH EXP B OR 120 MPH EXP C FOR 20 PSF LIVE LOADS AND HIGHER ❑ �age33'o'f�b6F0R WINDS UP TO UP TO 140 MPH EXP C U Q . 00 CIO wr- U Z n Jaz. X moow >0. woo :2L0_ 4; Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTN AM@COM CAST. NET Drawn By CMP Check By CMP Date Rename MUSA09.DWG Scale Page If DOUBLE ALUMINUM 3"X8" OR 2"X6,5" HEADER STEEL OR ALUMINUM POST--- NON STRUCTURAL FIBERGLASS OR ALUMINUM POST STRUCTURAL'PANEL ATTACH AS PER DETAIL MU113 DOUBLE ALUM FIBERGLASS 3°x8" OR ❑R ALUMINUM '2"X6,5HDR POST COLLAR FIBERGLASS OR ALUMINUM POST HEADER ATTACHMENT MU 18 " 3"X3" STEEL-/ OR ALUM POST NON STRUCTURAL FIBERGLASS OR ALUMINUM POST ALUMINUM ❑R STEEL POST FIBERGLASS DR ALUMINUM POST COLLAR SLAB OR F❑OTING.� FIBERGLASS POST SLAB OR FOOTING ATTACHMENT NOTES: 1. FIBERGLASS/ALUMINUM DECORATIVE POST COVER IS NON -LOAD BEARING' 2: ATTACHMENT IS TO HOLD VERSUS MINOR LATERAL FORCES 3. USE MULTIPLE BRACKETS AS NEEDED. /#14 SMS OR SDS W/ SEALING WASHER SEE ICC ESR 2229 AND/OR DETAIL MU34 FOR SPACING FOAM CORE ROOF PANEL HEADER BEAM C-CHANNELW/(3) # 14 S.M.S. TO EACH SIDE, #8 S,M,S. @ 6" D.C. -, 1/8"0 ALUMINUM POP RIVETS @12" ❑/C �2"x 6 1/2" BEAM `HEADER '` = . `H'Ma _ � (NON—STRUCTURAL) tA7 TACHMENT� R❑LLFORMED 'i9 s FASCIA (NON- STRUCTURAL) ICC ESR 1953 (2012 IBC) 2/24/2014 Page 34 of 106 0MU 17 FIBERGLASS OR ALUMINUM DECORATIVE POST COVER Revisions 1,5"X1,5" METAL L -- ANGLE BRACKET (TYP) . -3/8"X3/4" BOLT CONCRETE ::.::..:....:.... ..... ...:. � , • ; b iti +r�f�fir3t rit�r;.ti'�i�,fi�t�:;. d d p e ANCHOR d e 4 a p � dd .. .'a•�p 'd p . pAd SINGLE OR DOUBLE HEADERS crr TARI_E A 19 ❑R 4,20 STEEL L❑CKSEAM DETAIL MU89 0.120'X3'X3' ALUM DETAIL MU96 0.120'X4'X4' ALUM DETAIL MU50 (4) #14 SMS PER HEADER SINGLE 4X4 REQUIRES (6) #14'S SAME AS HEADERS OR STRONGER 3 v, ? A� �o �w� LD2:r, Q Q Z o H Ctrl F- Y (0, Cl) >0LO J 0! Wo0,0 Min=— Carl Putnam, P. E. 3441 IVYLINK PLACE LYNCHBURG, VA 24503 CARLPUTNAM@CDMCAST.NET Drown By CMP Check By CMP Date Rename MUSA10.dwg Scale MTS Page 1 `R ` COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREA: TABLE 5.10 Double 0.043"x3"x3" (Detail MU120) Double 0.120"x3"x3" (Detail MU120) Double 0.120"x4"x4" Detail MU120) E Attached Freestanding of 22 Attached Freestanding of E Attached Freestanding of 22 24 Structure Multispan Units 24 Structure Multispan Units 26 Structure Multispan Units 4 GROUND TRIB POST MAX 26 26 MAX POST LENGTH MAX D 26 MAX POST LENGTH MAX 24 13'-8" MAX POST LENGTH SNOW WIDTH SPACING POST MIN FOOTER 8' I 12' ' 15' POST MIN FOOTER 8' I 12' I 15' POST MIN FOOTER 8' I 12' I 15' F LOAD (FT) ON SLAB SPACING POST SIZE CONSTRAINED FOOTEP SPACING POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTEF (!?SF) 27 (FT) (FT) TYPE "d" "d" d" I "d" I (FT) TYPE "d" "d" "d" I "d" (FT) TYPE "d" "d" "d" "d" 26 ONLY 6.5 10'-5" 10'-1" (in) (in) (in) (in) 28 28 (in) (in) (in) (in) E 28 (in). (in) (in) (in) 115 MPH EXPOSURE C or 130 MPH FXPOSURF R 110 MPH EXPOSURF B 20 5 T-1" 10'-6" E 22 22 22 24 10'-6" E 22 22 22 24 14'-1" F 24 24 25 26 10 5 13'-7" 11'-0" D 26 26 26 24 10'-11" D 26 26 2614'-9" 24 13'-8" F 29 29 29 26 LIVE 5.5 12'-4" 10'-8" E 27 27 27 24 10'-7" E 27 27 27 24 14'-4" F 29 29 29 26 LOAD 6 11'-4" 10'-5" E 27 27 27 24 10'-4" E 27 27 27 24 13'-11" F 30 30 30 26 ONLY 6.5 10'-5" 10'-1" E 28 28 28 24 W.V. E 28 28 28 24 13'-6" F 30 30 30 26 11' 7 9'-8" 9'-10" F 28 28 28 24 9'-9" F 28 28 28 24 13'-2" F 31 31 31 27 p 7.5 9'-1" 9'-8" F 29 29 29 25 9'-7" F 28 28 28 25 12'-11" F 31 31 31 27 �j 8 8'-6" 9'-5" F 29 29 29 25 9'-4" F 29 29 29 25 12'-7" F 32 32 32 27 r r 8.5 8'-0"9'-3" 8'-8" F 29 29 29 25 9'-2" F 29 29 29 25 12'-4" F 32 32 32 28 9 7'-6" 9'-1" F 30 30 30 26 9'-0" F 30 30 30 25 12'-2" G 33 33 33 28 9.5 7'-2" 8'-11" F 30 ' 30 30 26 E-10" F 30 30 30 26 11'-11" G 33 33 33 28 10 6'-9" 8'-9" F 30 30 30 26 8'-8" F 30 30 30 26 11'-8" G 33 33 33 29 10.5 6'-5" 8'-7"F F 31 31 31 26 8'-6" F 31 31 31 26 11'-6" G 34 34 34 29 11 6'-2" 8'-5" F 31 31 31 26 8'-5" F 31 31 31 27 11'-4" G 34 34 34 29 11.5 5'-11" 8'-3" F 31 31 31 8'-3" F 31 31 31 30 11'-2" G 35 35 35 33 12 5'-8" 8'-1" F 31 31 31 8'-2" F 32 32 32 11'-0" H 35 35 35 13 5'-2" 7'-9" F 32 32 32 7'-11" F 32 32 32 10'-9" H 36 36 36 110 MPH EXPOSURF B 20 5 T-1" 10'-6" E 22 22 22 24 10'-6" E 22 22 22 24 14'-1" F 24 24 25 26 Structure 5.5 6-5" 10'4" E 23 23 23 24 10'-2" E 23 23 23 24 13'-8" F 25 25 25 26 MIN 6 T-11" 9'-11" F 23 23 23 24 9'-10" E 23 23 23 24 13'-3" F 25 25 25 26 CONSTRAINED FOOTERSPACINC 6.5 5'-5" 9'-8" F 23 23 23 24 9'-7" F 23 23 23 24 12'-11" F 26 26 26 26 n/a 7 5'-1" 9'-5" F 24 24 24 24 9'4" F 24 24 24 24 12'-7" F 26 26 26 26 11' 7.5 4'-9" T-2" F 24 24 24 24 9'-2" F 24 24 24 24 12'-4" F 27 27 27 27 8 4'-5" 9'-0" F 25 25 25 25 8'-11" F 25 25 25 25 12'-1" G 27 27 27 27 8.5 4'-2" 8'-10" F 25 25 25 25 8'-9" F 25 25 25 25 11'-10" G 27 27 27 27 9 T-11" 8'-8" F 25 25 25 25 8'-7" F 25 25 25 25 11'-7" G 28 28 28 28 9.5 T-9" 8'-6" F 26 26 26 26 8'-5" F 25 25 25 25 11'-5" G 28 28 28 28 10 T-6" 8'-3" F 26 26 26 26 8'4" F 26 26 26 26 11'-2" G 28 28 28 28 10.5 3'4" 8'-1" F 26 26 26 26 8'-2" F 26 26 26 26 11'-0" H 29. 29 29 29 11 3'-2" T-11" F 26 26 26 26 8'-0" F 26 26 26 26 10'-10" H 29 29 29 29 11.5 3'-1" 7'4" F 26 26 26 26 7'-11" F 27 27 27 27 10'-8" H 29 29 29 29 110 MPH EXPOSURE C nr 130 MPH FXPOSURF R 20 5 7'-1" 10'-1" E 25 25 25 26 10'-0" E 24 24 24 26 13'-6" F 27 27 27 28 Structure 5.5 6'-5" 9'-9" F 25 25 25 26 9'-8" F 25 25 25 26 13'-0" F 28 28 28 28 MIN 6 5'-11" 9'-6" • F 26 26 26 26 9'-5" F 25 25 25 26 12'-8" F 28 28 28 28 CONSTRAINED FOOTERSPACINC 6.5 5'-5" 9'4" F 26 26 26 26 9'-2" F 26 26 26 26 12'4" F 29 29 29 29 n/a 7 5'-1" 9'4" F 26 26 26 26 8'-11" F 26 26 26 26 12'-0" G 29 29 29 29 11' 7.5 4'-9" 8'-9" F 27 27 27 27 8'4" F 27 27 27 27 11'4" G 30 30 30 30 8 4'-5" 8'-7" F 27 27 27 27 8'-6" F 27 .27 27 27 11'-6" G 30 30 30 30 8.5 4'-2" 8'-5" F 28 28 28 28 8'A" F 28 28 28 28 11'-3" G 30 30 30 30 9 T-11" 8'-2" F 28 28 28 28 8'-2" F 28 28 28 28 11'-1" G 31 31 31 31 9.5 T-9" T-11" F 28 28 28 28 8'-1" F 28 28 28 28 10'-10" H 31 31 31 31 10 T-6" 7'-9" F 28 28 28 28 7'-11" F 29 29 29 29 10'-8" H 32 32 32 32 10.5 3' 4" 7'-7" G 29 29 29 29 7'-9" F 29 29 29 29 10'-6" H 32 32 32 32 11 T-2" 4" 29 29 29 29 29 29 10'-4" H 32 32 32 32 11.5 1" 7'-3" G 29 29 29 �75- 29 29 29 29 10'-2" H 32 32 32 32 12 2'-11" T-1" G 29 29 29 30 30 30 30 10'-1" H 33 33 33 33 17C1YCRliL IIV J I KUI.IIVIVJ YVK Ir1tJt IACLtJ -- 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE HOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3. DE WIND AND LIVE OR SNOW LO _OF -ST -RU- TURE 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 1. CHOOSE A HEADER FROM TABLE 5.10 THAT HAS ADEQUATE POST SPACING. !. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.10 ICC ESR 1953 (2012 IBC) 2/24/2014 115 MPH FYPr1Cl IRF r. - 1'in MPH FXPOCURF R 30 Double 0.043"x3"x3" (Detail MU120) Double 0.120"x3"x3" (Detail MU120) Double 0.120"x4"x4" (Detail MU120) F Attached Freestanding of 25 Attached Freestanding of F Attached Freestanding of 25 26 Structure Multispan Units 27 Structure Multispan Units 1 Structure Multispan Units GROUND TRIB POST MAX 25 25 MAX POST LENGTH MAX F 25 MAX POST LENGTH MAX 26 12'4" MAX POST LENGTH SNOW WIDTH SPACING POST MIN FOOTS 8' I IT 1 15' POST MIN FOOTS 8' I 12' .I 15' POST MIN FOOTS 8' I IT 1 15' LOAD (FT) ON SLAB SPACING POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTERSPACINC 6.5 POST SIZE CONSTRAINED FOOTEF (PSF) 26 (FT) (FT) TYPE "d" "d" "d" I "d" (FT) TYPE "d" "d" W "d" I TYPE "d --d" d" I "d" 29 n/a 7 4'-1" 8'4" (in) (in) (in) (in) 27 27 (in) I (in) (in) (in) J..(FT) 27 (in) (in) (in) (in) 115 MPH FYPr1Cl IRF r. - 1'in MPH FXPOCURF R 30 5 5'-8" 9'-6" F 25 25 25 26 9'-5" F 25 25 25 26 12'-9" F 27 27 27 29 MU112 5.5 5'-2" 9'-2" F 25 25 25 26 9'-2" F 25 25 25 26 12'4" F 28 28 28 29 8' 6 4'-9" 8'-11" F 26 26 26 26 V-10" F 26 26 26 26 12'-0" G 28 28 28 28 9.5' 6.5 4'4" 8'-8" F 26 26 26 26 8'-8" F 26 26 26 26 11'-8" G 29 29 29 29 n/a 7 4'-1" 8'4" F 27 27 27 27 8',5" F 27 27 27 27 11'4" G 29 29 29 29 11' 7.5 3'4" 8'-3" F 27 27 27 27 8'-3" F' 27 27 27 27 11'-1" G 30 30 30 30 8 T-6" 8'4" F 27 27 27 27 8'-1" F 27 27 27 27 10'-10" H 30 30 30 30 8.5 3'4" T-9" F 28 28 28 28 T-1 V F 28 28 28 28 10'-8" H 31 31 31 31 9 T-2" 7'-6" F 28 28 28 28 7'4" F 28 28 28 28 10'-5" H 31 31 31 31 9.5 X-0" 7'13" F 28 28 28 28 T-7" G 29 29 29 29 10'-3" H 32 32 32 32 10 2'-10" T-1" G 28 28 28 28 T-6" G 29 29 29 29 10'-1" H 32 32 32 32 10.5 2'-8" 6'-11" G 1 29 1 29 29 29 11 7'4" 1 G 1 29 1 29 1 29 1 29 1 9'-11" 1 H 1 32 1 32 1 32 1 32 115 MPH FXPOCI IRF B 30 5 5'-8" 9'-11" E 22 22 23 24 T-10" E 22 22 23 24 13'-3" F 25 25 25 27 MU112 5.5 5'-2" 9'-7" F 23 23 23 24 9'-6" F 23 23 23 24 12'-10" F 25 25 25 26 8' 6 4'4" 9'4" F 23 23 23 24 9'-3" F 23 23 23 24 12'-5" F 26 26 26 26 9.5' 6.5 4'4" 9'-1" F 24 24 24 24 9'-0" F 24 24 24 24 12'-1" F 26 26 26 26 n/a 7 4'-1" 8'-10" F 24 24 24 24 8'-9" F 24 24 24 24 11'-10" G 27 27 27 27 11' 7.5 3'-9" 81-8" F 24 24 24 24 8'-7" F 24 .24 24 24 11'-7" G 27 27 27 27 8 T-6" 8'-5" F 25 25 25 25 8'-5" F 25 25 25 25 11'-4" G 27 27 27 27 8.5 3'4" 8'-2" F 25 25 25 25 8'-3" F 25 25 25 25 11'-1" G 28 28 28 1 28 1 9 T-2" 7'-11" F 25 25 25 25 10'-10" H 28 28 28 28 F.n � nu n.i .ncci .�yualc I Ic t pwuao 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN TABLE 5.10 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 FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN Metals Building Products SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.10 5005 Veteran's Memorial 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 TABLE 5.4 Post Requirements for Freestanding Structures or Multispan Attached Structures Post Description Maximum Max Footing Height POST Code Detail # TABLE 5.3 Post Requirements for Attached Single Span Structures d= Post Description Max Hgt POST Code Detail Twin 0.032"x1.5"x1.5" Scroll 8' A Mutoo OVER- 9' B Muloo TABLENA.2 TRIBUTARY WIDTHS FOR SINGLE SPAN ATTACHED STRUCTURES C MU112 "x3" Lockseam Alum 0.040"x3"0" Lockseam 11' D HANGP 'ATum 0.055"x3"73 u e MU96 Alum 0.120"x4"x4" Square MU95 Alum 0.075"x3"x3" Square ION OF SINGLE SPAN STUCTURES (FT) G MU49 Steel 0.043"x3"x3" Lockseam 12' H Mu89 Alum 0.120"x3"x3" Square (FT) '� 6' 7' 8' 9' 10' 11' 6' 1T 18' 19' 20' 21' 22' 0' 35" 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 n/a 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 n/a n1a n/a n/a n/a n1a n/a n/a n1a 10.5' 11' 11.5' 12' 12.5 13' F.n � nu n.i .ncci .�yualc I Ic t pwuao 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN TABLE 5.10 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 FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN Metals Building Products SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.10 5005 Veteran's Memorial 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 TABLE 5.4 Post Requirements for Freestanding Structures or Multispan Attached Structures Post Description Maximum Max Footing Height POST Code Detail # TABLE 5.3 Post Requirements for Attached Single Span Structures d= Post Description Max Hgt POST Code Detail Twin 0.032"x1.5"x1.5" Scroll 8' A Mutoo Twin 0.062"x1.5"x1.5" Scroll 9' B Muloo 0.024"x3"x3" Post w/ Sideplat 12' C MU112 "x3" Lockseam Alum 0.040"x3"0" Lockseam 11' D MU89 89 'ATum 0.055"x3"73 u e MU96 Alum 0.120"x4"x4" Square MU95 Alum 0.075"x3"x3" Square 12' G MU49 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 1 12' 1 K 1mu5o 10' F.n � nu n.i .ncci .�yualc I Ic t pwuao 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN TABLE 5.10 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 FOR PATIO SLABS FOLLOW 1-6 FROM ABOVE THEN Metals Building Products SLAB 7. DETERMINE MAXIMUM POST SPACING ON SLAB FROM TABLE 5.10 5005 Veteran's Memorial 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 TABLE 5.4 Post Requirements for Freestanding Structures or Multispan Attached Structures Post Description Maximum Max Footing Height POST 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 Squar( d= 42" 14' K MU93 3/16"x6"x6" Steel SquarE I d= 47" 15' L MU93 Page 54 of 106 Carl Putnam, P. E. FEB 24 201.4 , 0LID COVER 5.0 POST SPACINGS FOR PATIO AND COMMFRCIAL COVFR3 IN 115 MPH WIND AREA: 1 IV MPH CAI-UaUKt H h �10 Double 0.043"x3"x3" (Detail MU120) Double 0.120"x3"x3" (Detail MU120) Double 0.120"x4"x4" (Detail MU120) TABLE 5.10 23 Attached Freestanding o1 Attached Attached Freestanding o1 23 Attached Freestanding o1 24 16'0" Structure Multispan Units 25 Structure Multispan Units l_;VE Structure Multispan Units GIROUND TRIB POST MAX 24 MAX POST LENGTH MAX POST LENGTH MAX 24 24 MAX POST LENGTH MAX 15'-6" E MAX POST LENGTH SNOW WIDTH SPACING POST MIN FOOTER 8' 1 12' I 15' POST MIN FOOTER 8' I 12' I 15' POST MIN FOOTER 8' I 12' ' 15' L(AAD (FT) ON SLAB SPACINC POST SIZE CONSTRAINED FOOTEF SPACIN POST SIZE CONSTRAINED FOOTEF SPACING POST SIZE CONSTRAINED FOOTEF (?n;T) _ (FT) (FT) TYPE "d" "d" d" d" I (FT) TYPE "d" "d" d" I "d" (FT) TYPE "d" d^ d" d" r 7 9'-8" 10'-9" E (In) (in) (in) (In) 25 (in) (In) (in) (,n) (In) 25 25 (in) (In) (,n) (in) 1 IV MPH CAI-UaUKt H h �10 5 13'-7" 12'-0" C 23 23 23 Attached 11'-11" C 23 23 23 24 16'0" E 25 25 25 27 l_;VE 5.5 12'-4" 11'-7" C 24 24 24 MAX POST LENGTH 11'-6" C 24 24 24 24 15'-6" E 26 26 26 POST LOAD 6 11'-4" 11'-3" D 24 24 24 MIN 11'-2" D 24 24 24 SPACIN 15'-1" F 27 27 27 SIZE ONLY 6.5 10'-5" 11'-0" D 24 24 24 (FT) 10'-11" D 24 24 24 "d" 14'$' F 27 27 27 27 9'-5" 7 9'-8" 10'-9" E 25 25 25 (in) 10'-8" E 25 25 25 24 14'-4" F 27 27 27 27 9'-3" 7.5 9'-1" 10'-6". E 25 25 25 25 10'-5" E 25 25 25 25 14'-0" F 28 28 28 27 9'-0" 8 8'-6" 10'-3" E 26 26 26 25 10'-2" E 26 26 26 25 13'-8" F 28 28 28 28 8'-10" 8.5 8'-0" 9'-5" F 29 29 29 26 9'-4" F 29 29 29 26 12'-7" F 32 32 32 28 8'-8" 8.5 8'-0" 10'-0" E 26 26 26 26 10'-0" E 26 26 26 26 13'-5" F 29 29 29 29 P 9 7'-6" 9'-10" F 26 26 26 26 9'-9" F 26 26 26 26 13'-2" F 29 29 29 29 8'-3" 9.5 7'-2" 9'-8" F 27 27 27 26 9'-7" F 27 27 27 26 12'-11" F 29 ' 29 29 29 8'-0" 10 6'-9" 9'-6" F 27 27 27 27 9'-5" F 27 27 27 27 12'-9" F 30 30 30 30 7'-10" 10.5 6'-5" 9'4" F 27 27 27 27 9'-3" F 27 27 27 27 12'-6" F 30 30 30 36 T-8" 11 6'-2" 9'-2" F 28 28 28 27 9'-2" F 27 27 27 27 12'-4" F 30 30 30 30 11.5 5'-11" 9'-1" F 28 28 28 9'4" F 28 28 28 5 12'-2" G 31 31 31 25 G 12 5'-8" 8'-11" F 28 28. 28 8'-10" F 28 28 28 5.5 12'-0" G 31 31 31 26 26 13 5'-2" 8'-8" F 29 29 29 8'-8" F 28 28 28 6 11'-8" G 31 31 31 26 26 14 4'-10" 8'-5" F 29 29 29 7'-11" F 28 28 28 6.5 10'4" G 31 31 31 27 27 15 4'-6" 1 8'-1" F 1 29 1 29 29 7'-9" F 1 29 1 29 29 7 10'-5" G 1 32 32 32 27 -I IU MPH CXPUIUKP 1: nr 1411 MVH I-XP11M IFiF H 10 5 13'-7" 11'-3" D 25 25 25 Attached 11'-2" D 25 25 25 24 15'-0" F 28 28 28 27 LIVE 5.5 12'-4" 10'-10" D 26 26 26 MAX POST LENGTH 10'-9" D 26 26 26 24 14'-6" F 29 29 29 POST LOAD 6 11'-4" 10'-7" E 26 26 26 MIN 10'-6" E 26 26 26 SPACIN 14'-1" F 29 29 29 SIZE ONLY 6.5 10'-5" 10'-3" E 27 27 27 (FT) 10'-2" E 27 27 27 "d" 13'-9" F 30 30 30 27 9'-5" 7 9'-8" 10'-0" E 27 27 27 (in) 9'-11" E 27 27 27 24 13'-5" F 30 30 30 27 9'-3" 7.5 9'-1" 9'-10" F 28 28 28 25 9'-9" F 28 28 28 25 13'-1" F 31 31 31 27 9'-0" 8 8'-6" 9'-7" F 28 28 28 25 9'-6" F 28' 28 28 25 12'-10" F 31 31 31 28 8'-10" 8.5 8'-0" 9'-5" F 29 29 29 26 9'-4" F 29 29 29 26 12'-7" F 32 32 32 28 8'-8" 9 7'-6" 9'-3" F 29 29 29 26 9'-2" F 29 29 29 26 12'-4" F 32 32 32 29 8'-5" 9.5 7'-2" 9'-1" F 29 29 29 26 9'-0" F 29 29 29 26 12'-1" G 32 32 32 29 8'-3" 10 6'-9" 8'-11" F 30 30 30 26 8'-10" F 30 30 30 26 11'-11" G 33 33 33 29 8'-0" 10.5 6'-5" 8'-9" F 30 30 30 27 8'-8" F 30 30 30 27 11'-9" G 33 33 33 30 7'-10" 11 6'-2" 8'-7" F 30 30 30 27 8'-7" F 30 30 30 27 11'-6" G 33 33 33 36 T-8" 11.5 5'-11" 8'-5" F 31 31 31 27 8'-5" F 31 31 31 27 11'4" G 34 34 34 30 12 5'-8" 8'-3" F 31 31 31 8'-4" F 31 31 31 5 11'-2" G 34 34 34 25 G 13 5'-2" 7'-11" F 31 31 31 8'-1" F 31 31 31 5.5 10'-11" H 35 35 35 26 26 14 4'-10" T-8" F 32 32 32 T.5" F 31 31 31 6 10'-0" H 34 34 34 26 26 15 4'-6" 7'-5" F 32 32 32 7'-3" F 32 32 32 6.5 9'-9" H 35 35 35 27 'Il:] MPH I-XPU111Hh H 10 5 13'-7" 11'-9" C 24 24 24 Attached 11'$" C 24 24 24 24 15'-9" E 26 26 26 27 LIVE 5.5 12'-4" 11'-5" C 24 24 24 MAX POST LENGTH 11'-3" C 24 24 24 24 15'-3" F 27 27 27 POST LOAD 6 11'4" 11'-1" D 25 25 25 MIN 11'-0" D 25 25 25 SPACIN 14'-9" F 27 27 27 SIZE ONLY 6.5 10'-5" 10'-9" E 25 25 25 (FT) 10'-8" E 25 25 25 "d" 14'-5" F 28 28 28 27 9'-5" 7 91-8" 10'-6" E 26 26 26 (in) 10'-5" E 25 25 25 24 14'-1" F 28 28 28 27 9'-3" 7.5 9'-1" . 10'-3" E 26 26 26 25 10'.2" E 26 26 26 25 13'-9" F 29 29 29 27 9'-0" 8 8'-6" 10'-0" E 26 26 26 25 10'-0" E 26 26 26 25 13'-5" F 29 29 29 28 8'-10" 8.5 8'-0" 9'-10" F 27 27 27 26 9'-9" F 27 27 27 26 13'-2" F 29 29 29 28 8'-8" 9 7'-6" 9'-8" F 27 27 27 26 9'-7" F 27 27 27 26 12'-11" F 30 30 30 29 8'-5" 9.5 7'-2" 9'-6" F 27 27 27 26 9'-5" F 27 27 27 26 12'-8" F 30 30 30 29 8'-3" 10 6'-9" 9'-4" F 28 28 28 26 9'-3" F 28 28 28 26 12'-6" F 30 30 30 29 8'-0" 10.5 6'-5" 9'-2" F 28 28 28 27 9'-1" F 28 28 28 27 12'-3" F 31 31 31 30 7'-10" 11 6'-2" 9'-0" F 2B 28 28 27 8'-11" F 28 28 28 27 12'-1" G 31 31 31 36 T-8" 11.5 F-11" 8'-11" F 28 28 28 27 8'-10" F 28 28 28 27 11'-11" G 31 31 31 30 12 5'-8" 8'-9" F 29 29 29 8'-8" F 29 29 29 5 11'-9" G 32 32 32 25 G 13 5'-2" 8'-5" F 29 29 29 8'-6" F 29 29 29 5.5 11'-5" G 32 32 32 26 26 14 4'-10" 8'-2" F 30 30 30 T-9" F 29 29 29 6 10'-6" G 32 32 32 26 26 15 1 4'-6" 7'-10" 1 F 1 30 1 30 30 7'-7" 1 F 1 30 1 30 1 30 6.5 1 10'-3" 1 G 1 33 1 33 1 33 27 115 MPH EXPOSURE R 20 Double 0.043"x3"x3" (Detail MU120) Double 0.120"x3"x3" (Detail MU120) Double 0.120"x4"x4" (Detail MU120) E Attached Freestanding o1 23 Attached Freestanding o1 E Attached Freestanding 01 23 24 Structure Multispan Units 25 Structure Multispan Units 27 I Structure Multispan Units GROUND TRIB POST MAX 23 23 MAX POST LENGTH MAX E 23 MAX POST LENGTH MAX 24 13'-6" MAX POST LENGTH SNOW WIDTH SPACING POST MIN FOOTS 8' ' 12' I 15' POST MIN FOOTS 8' ! 12' 1 15' POST MIN FOOTS 8' ! 12' 1 15' LOAD (FT) ON SLA SPACIN POST SIZE CONSTRAINED FOOTER SPACINC POST SIZE CONSTRAINED FOOTERSPACINC 6.5 POST SIZE CONSTRAINED FOOTEF (PSF) 24 (FT) (FT) TYPE "d" d'. "d" "d" (FT) TYPE "d" "d" d" I "d" (FT) TYPE "d" "d" "d" "d" 27 9'-5" 7 F-1" 9'-3" (in) (in) (in) (in) 24 24 (in) (in) (in) (in) F 24 (in) (in) (in) (in) 115 MPH EXPOSURE R 20 .5 7'-1" 10'-5" E 23 23 23 24 10'-4" E 23 23 23 24 13'-11" F 25 25 25 27 10'-4" 5.5 6'-5" 10'-1" E 23 23 23 24 10'4" E 23 23 23 24 13'-6" F 26 26 26 27 10'4" 6 5'-11" 9'-9" F 24 24 24 24 91-8" F 24 24 24 24 13'-1" F 26 26 26 26 9'-9" 6.5 5'-5" 9'-6" F 24 24 24 24 9'-5" F 24 24 24 24 12'-9" F 27 27 27 27 9'-5" 7 F-1" 9'-3" F 24 24 24 24 9'-3" F 24 24 24 24 12'-5" F 27 27 27 27 9'-3" 7.5 4'-9" 9'-1" F 25 25 25 25 9'-0" F 25 25 25 25 12'-2" F 27 27 27 27 9'-0" 8 4'-5" 8'-11" F 25 25 25 25 8'-10" F 25 25 25 25 11'-11" G 28 28 28 28 8'-10" 8.5 4'-2" 8'-8" F 26 26 26 26 8'-8" F 26 26 26 26 11'-8" G 28 28 28 28 8'-8" 9 T-11" 8'-6" F 26 26 26 26 8'-6" F 26 26 26 26 11'-5" G 29 29 29 29 8'-5" 9.5 3'-9" 8'-4" F 26 26 26 26 8'-4" F 26 26 26 26 11'-3" G 29 29 29 29 8'-3" 10 3'-6" 8'-1" F 26 26 26 26 8'-2" F 26 26 26 26 11'-0" G 29 29 29 29 8'-0" 10.5 3'4" 7'-11" F 27 27 27 27 8'-1" F 27 27 27 27 10'-10" H 30 30 30 30 7'-10" 11 3'-2" 7'-9" F 27 27 27 27 7'-11" F 27 27 27 27 10'-8" H 30 30 30 36 T-8" 11.5 3'-1" 7'-7" F 27 27 27 27 7'-10" F 27 27 27 27 10'-6" H 30 30 30 30 115 MPH FXPOSURF C nr 130 MPH FXPORI IRF R 20 5 7'-1" 9'-11" E 25 .25 25 26 9'-10" E 25 25 25 26 13'-4" F 28 28 28 29 10'-4" 5.5 6'-5" 9'-8" F 26 26 26 26 9'-7" F 26 26 26 26 12'-11" F 28 28 28 29 10'4" 6 5'-11" 9'-4" F 26 26 26 26 9'-3" F 26 26 26 26 12'-6" F 29 29 29 29 9'-9" 6.5 5'-5" 9'-1" F 27 27 27 27 9'-0" F 27 27 27 27 12'-2" F 29 29 29 29 9'-5" 7 5'-1" 8'-11" F 27 27 27 27 8'-10" F 27 27 27 27 11'-11" G 30 30 30 30 9'-3" 7.5 4'-9" 8'-8" F 28 28 28 28 8'-7" F 27 27 27 27 11'-7" G 30 30 30 30 9'-0" 8 4'-5" 8'-6" F 28 28 28 28 8'-5" F 28 28 28 28 11'-4" G 31 31 31 31 8'-10" 8.5 4'-2" 8'-3" F 28 28 28 28 8'-3" F 28 28 28 28 11'-2" G 31 31 31 31 8'-8" 9 T-11" 8'-0" F 29 29 29 29 8'-1" F 29 29 29 29 10'-11" H 32 32 32 32 8'-5" 9.5 T-9" T-10" F 29 29 29 29 7'-11" F 29 29 29 29 10'-9" H 32 32 32 32 8'-3" 10 3'-6" 7'-7" F 29 29 29 29 7'-10" F 29 29 29 29 10'-7" H 32 32 32 32 8'-0" 10.5 3'-4" 7'-5" F 29 29 29 29 7'-8" G 30 30 30 30 10'-5" H 33 33 33 33 7'-10" 11 3'-2" 7'-3" G 29 29 29 29 7'-7" G 30 30 30 1 30 10'-3" H 33 33 33 33 T-8" 11.5 1 3'-1" 1 7'-1" G 30 1 30 1 30 1 30 11 T-6" G 1 30 1 30 1 30 30 11 10'-1" I H 1 33 33 1 33 1 33 115 MPH EXPOSURE B 25 5 6'-9" 10'-4" E 23 23 23 24 10'-3" E 23 23 23 24 13'-10" F 25 25 25 27 5.5 6'-2" 10'4" E 23 23 23 24 9'-11" E 23 23 23 24 13'-5" F 26 26 26 27 6 5'-8" 9'-9" F 24 24 24 24 9'-8" F 24 24 24 24 13'4" F 26 26 26 26 6.5 5'-2" 9'-5" F 24 24 24 24 9'-5" F 24 24 24 24 12'-8" F 26 26 26 26 7 4'-10" 9'-3" F 24 24 24 24 9'-2" F 24 24 24 24 12'-4" F 27 27 27 27 7.5 4'-6" 9'-0" F 25 25 25 25 8'=11" F 25 25 25 25 12'-1" G 27 27 27 27 8 4'-3" 8'-10" F 25 25 25 25 F-9" F 25 25 25 25 11'-10" G 28 28 28 28 8.5 4'-0" 8'-8" F 26 26 26 26 8'-7" F 25 25 25 25 11'-7" G 28 28 28 28 9 3'-9" 8'-5" F 26 26 26 26 8'-5" F 26 26 26 26 11'-4" G 28 28 28 28 9.5 3'-7" 8'-3" F 26 26 26 26 8'-3" F 26 26 26 26 11'-2" G 29 29 29 29 10 T-4" 8'-0" F 26 26 26 26 8'-1" F 26 26 26 26 10'-11" H 29 29 29 29 10.5 T-2" 7'-10" F 26 26 26 26 8'-0" F 27 27 27 27 10'-9" H 29 29 29 29 11 .3'-1" T-8" F 27 27 27 27 T-10" F 27 27 27 27 10'-7" H 30 30 30 30 115 MPH EXPOSURE C or 130 MPH EXPOSURE B 25 5 6'-9" 9'-10" F 25 25 25 26 9'4" E 25 25 25 26 5.5 6'-2" 9'-6" F 26 26 26 26 9'-5" F 26 26 26 26 �F3S10 'I 6 5'-8" 9'-3" F 26 26 26 26 9'-2" F 26 26 26 26 6.5 5'-2" 9'-0" F 27 27 27 27 8'-11" F 27 27 27 27 CVO Pt 7 4'-10" 8'-9" F 27 27 27 27 8'-9" F 27 27 27 27 7.5 4'-6" 8'-7" F 27 27 27 27 8'-6" F 27 27 27 27 U 8 4'-3" 8'-4" F 28' 28 28 28 8'-4" F 28 28 28 28 8.5 4'-0" 8'-1" F 28 28 28 28 8'-2" F 28 28 28 28 9 3'-9" T-10" F 28 26 28 28 8'-0" F 29 29 29' 29� 9.5 3'-7" T-8" F 29 29 29 29 7'-10" F 29 29 29 29 10 3'4" 7'-6" F 29 29 29 29 T-9" F 29 29 29 29 SOF CQL'F� 10.5 3'-2" 7'-3" F 29 29 29 29 7'-7" G 30 30 30 30 - 11 3'-1" 7'-1" G 29 29 29 29 7'.6" G 30 30 30 30 FEB 24 2014 ICC ESR 1953 (2012 IBC) 2/24/2014 Page 53 of 106 SOLID COVER 5.0 ROS_ SP_� ATi 4-OMM CIAL COVERS IN 115 MPH WIND AREA: Gauge 3x8 Steel C MU78 ^^"` - 14 Gauge 3x8 Steel C MU78 . 12 Gauge 78 3x8 Steel C M!Freestanding TABLE 5.1 o r A ache startling of 25 Attached Freestanding of 32 Attached ofructure- ��uliispan lJnits 26 Structure Multispan Units 2924'-4" Structure ultispan Units OUN -RIl3. POST pA . -MAX POST LENGTH r MAX MAX POST LENGTH MAX MAX POST LENGTH ra SN0 T AC[ OST -MtN OT 8' iZ'1. 15' POST MIN FOOTER 8' 1 12' 1 15' POST MW FOOTER 8' 12' 15' LO I N S B AC CPO -SIZE1 C NSTRAINED FOOTEFISPACING 25 POST SIZE CONSTRAINED FOOTEF SPACING POST SIZE CONSTRAINED FOOTEF (FT "d" I "d" (FT) TYPE "d" "d" d" I "d" I (FT) TYPE "d" "d" I "d" d" (in) (in) 23'-7" (in) (in) I (in) (in) 30 (in) (in) (in) (in) C.__-110 MPH EXPOSURE B 10 5 13'-7" 15'-0" E 25 25 28 32 17'-10" F 26 26 2924'-4" 33 33 F 29 29 30 33 LIVE 5.5 12'4" 14'-0" E 25 25 28 8' 1 12' 1 15' 16'-9" F 27 27 29 8' B 12' 1 15' 23'-7" F 30 30 30 CONSTRAINED FOOTEFq LOAD 6 11'-4" 13'-2" E 25 25 27 34 15'-10" F 27 27 28 35 22'-6" F 30 30 30 35 ONLY 6.5 10'-5" 12'-5" E 26 26 27 (in) (in) (in) 15'-0" F 27 27 28 29 21'-5" G 31 31 31 30 12'-8" 7 9'-8" 11'-9" E 26 26 27 36 14'-3" F 27 27 28 36 20'-6" G 31 31 31 36 36 7.5 9'-1" 11'-0" E 26 26 26 26 13'-7" F 28 28 28 28 19'-8" G 31 31 31 29 7'-2" 8 8'-6" 10'-3" E 26 26 26 26 13'-0" F 28 28 28 28 18'-10" G 31 31 31 30 6'-9" 8.5 8'-0" 9'-8" E 26 26 26 26 12'-5" F 28 28 28 27 18'-2" G 32 32 32 30 6'4" 9 7'-6" 9'-2" E- 26 26 26 25 11'-11" F 28 28 28 27 17'-6" G 32 32 32 30 6'-0" 9.5 T-2" 8'-8" E 26 26 26 25 11'-6" F 28 28 28 27 16'-11" G 32 32 32 30 5'-8" 10 6'-9" 8'-3" E 26 26 26 25 11'-1" F 28 28 28 26 16'-5" ' G 32 32 32 30 F-5" 10.5 6'-5" T-10" E 26 26 26 25 10'-7" F 28 28 28 26 15'-11" H 33 33 33 31 5'-2" 11 6'-2" T-6" E 26 26 .26 25 10'-2" F 28 28 28 26 15'-5" H 33 33 33 34 4'-11" 11.5 5'-11" T-2" E . 26 26 26 24 9'-8" F 28 28 28 1 26 15'4" H 33 33 33 31 12 S'-8" 6'-11" E 26 26 26 9'-4" F 28 28 28 5 14'-7" H 33 33 33 28 30 13 5'-2" 6'-4" E 26 26 26 8'-7" F 28 28 28 5.5 13'-10" H 33 33 33 28 30 14 4'-10" 5'-1 V E 26 26 26 8'-0" F. 28 28 28 6 13'-2" H 34 34 34 27 29 1 4'-6" 5'-3" E 26 26 26 T-6" 'F 28 28 28 6.5 12'-7" H 34 34 34 27 `_ 110 MPH EXPO URE or 130 MPH EXPOSURE 8 ' `t * _ ;� + 27-' 27 30 15'-6" -F- 28 28 31 I' ALIVE 4' i' �`E 27 27 29 14'-6" F 29 29 30 r p - -LOAD 6 ~-11' 4"ti '`11'-1" E 27 27 29 13'-8" F 29 29 30 a � � -ONLY -6.5 X10'-5" 10'-3" E 27 27 28 12'-11" F 29 29 30 l 7 9'-8" 9'-6" E 27 27 28 12'-3" F 29 '29 29 L• 7.5 9'-1" 8'-11" E 27 27 27 11'-8" F 29 29 29 8 8'-6" 8'-4" E 27 27 27 11'-2" F 30 30 30 8.5 8'-0" T-10" E 27 27 27" 10'-7" F 30 30 30 9 T-6" T' 5" E 27 27 27 10'-0" F 30 30 30 9.5 T-2" T-1" E 27 27 27 9'-6" F 30 30 30 10 6'-9" 6'-8" E 27 27 27 9'-0" F 30 30 30 10.5 6'-5" 6'-5" E 27 27 27 8'-7" F 30 30 30 11 6•-2" F-1" E 27 27 27 8'-3" F 30 30 30 11.5 5'-11" 5'-10" E 27 27 27 T-10" F 30 30 30 12 5'-8" 5'-7" E 27 27 27 T-7" F 30 30 30 13 5'-2" 5'-2" E 27 27 27 T-0" F 30 30 30 14 4'-10" 4'-9" E 27 27 27 6'-6" F 30 30 30 15 4'-6" 4'-6" E 27 27 27 6'-1" F 30 30 30 115 MPH FXPr)S(fRF R 22'-1" F 32 32 32 25 20'-10" G 32 32 32 27 19'-9" G 33 33 33 30 18'-1'0" G 33 33 33 174" 18'4" G 33 33 33 8' 1 12' 1 15' 17'-3" G 34 34 34 8' B 12' 1 15' 16-6" G 34 34 34 CONSTRAINED FOOTEFq 15'-11" G 34 34 34 26 15'-4" G 34 34 34 27 14'-10" H 35 35 35 31 14'4" H 35 35 35 10'-5" 13'-10" H 35 35 35 (in) (in) (in) 13'-5" H 35 35 35 29 13'-1" H 35 35 35 30 12'-8" H 35 35 35 26 12'4" H 36 36 36 28 11'-5" H 36 36 36 31 10'-11" H 36 36 36 9'-1" 10 5 13'-7" 14'-5" E 25 26 28 28 17'-3" F 27 27 30 POST 23'-10" F 30 30 31 MAX POST LENGTH LIVE 5.5 174" 13'-6" E 26 26 28 8' 1 12' 1 15' 16'-2" F 27 27 29 8' B 12' 1 15' 22'-10" F 31 31 31 CONSTRAINED FOOTEFq LOAD 6 11'-4" 12'-8" E 26 26 28 (FT) 15'-3" F 27 27 29 "d" I "d" d" 21'-9" F 31 31 31 30 ONLY 6.5 10'-5" 11'-11" E 26 26 27- (in) (in) (in) 14'-5" F 28 28 28 29 20'-8" G 31 31 31 30 8'-4" 7 91-8" 11'-1" E 26 26 27 27 13'-8" F 28 28 28 28 19'-9" G 31 31 31 30 T 9" 7.5 9'-1" 10'-4" E 26 26 27 26 13'-1" . F 28 28 28 28 19'-01• G 32 32 32 29 7'-2" 8 8'-6" 9'-9" E 26 26 26 26 12'-6" F 28 28 28 28 18'-3" G 32 32 32 30 6'-9" 8.5 8'-0" 9'-2" E 26 26 26 26 11'-11•' F 28 28 28 27 17'-6" G 32 32 32 30 6'4" 9 7'-6" 8'-8" E 26 26 26 25 11'-5" F 29 29 29 27 16-11" G 33 33 33 30 6'-0" 9.5 7-2" 8'-3" E 26 26 26 25 11'-0" F 29 29 29 27 164" G 33 33 33 30 5'-8" 10 6'-9" T-10" E 26 26 26 25 10'-0" F 29 29 29 26 15'-10" G 33 33 33 30 F-5" 10.5 6'-5" T-5" E 26 26 26 25 101-0" F 29 29 29 26 15'-4" H 33 33 33 31 5'-2" 11 6-2" T-1" E 26 26 26 25 9'-7" F 29 29 29 26 14'-11" H 33 33 33 34 4'-11" 11.5 5'-11" 6'-10" E 26 26 26 24 9'-2" F 29 29 29 1 26 14'-5" H 33 33 33 31 12 5'-8" 6-6" E 26 26 26 8'-10" F 29 29 29. 5 14'-1" H 34 34 34 28 30 13 5'-2" 6'-0" E 26 26 26 8'-1" F 29 29 29 5.5 13'-4" H 34 34 34 28 30 14 4'-10" 5'-7" E 26 26 26 T-7" F 29 29 29 6 12'-8" H 34 34 34 27 29 15 4'-6" 5'-3" E 26 26 26 T-1" F 29 29 29 6.5 12'-1" 1 H 34 34 34 27 11.5 MPH FXPOSI IRF R - 20 16 Gauge 3x8 Steel C MU78 14 Gauge 3x8 Steel C MU78v 12 Gauge 3x8 Steel C MU78 _ E Attached Freestanding of Attached Freestanding of Attached Freestanding of 28 Structure Multispan Units Structure Multispan Units Structure Multispan Units GROUND TRIB POST MAX G MAX POST LENGTH MAX 29 MAX POST LENGTH MAX 5.5 MAX POST LENGTH SNOW WIDTH SPACING POST MIN FOOTS 8' 1 12' 1 15' POST MIN FOOTS 8' I 12' ! 15' . POST MIN FOOTS 8' B 12' 1 15' LOAD (FT) ON SLAB SPACING POST SIZE CONSTRAINED FOOTEFq SPACINCPOST SIZE CONSTRAINED FOOTERSPACINC POST SIZE CONSTRAINED FOOTEi (PSF) 26 (FT) (FT) TYPE "d" "d" I "d" "d" (FT) TYPE "d" "d" I "d" d" I (FT) TYPE "d" -d" "d" 29 29 30 9'-0" (in) (in) (in) (in) (in) I 8'-4" (in) (in) (in) (in) 23 (in) (in) (in) (in) 11.5 MPH FXPOSI IRF R - 20 6 T-1" 10'-9" E 23 24 27 28 13'-5" F 25 25 28 30 19'-5" G 28 28 29 31 10'-9" 5.5 6-5" 91-10" E 23 23 26 28 12'-6" F 25 25 28 29 18'-4" G 28 28 29 31 9'-10" 6 5'-11" 9'-0" E 23 23 26 27 11'-9" F 25 25 27 29 17'-4" G 29 29 29 30 9'-0" 6.5 5'-5' 8'-4" E 23 23 25 27 11'-1" F 25 25 27 29 16-6" G 29 29 29 30 8'-4" 7 5'-1" T-9" E 23 23 25 27 10'-5" F 25 25 27 28 15'-8" G 29 29 29 30 T 9" 7.5 4'-9" T-2" E 23 23 25 26 9'-9" F 25 25 26 28 15'-0" H 29 29 29 29 7'-2" 8 4'-5" 6'-9" E 23 23 24 26 9'-2" F 25 25 26 28 14'-5" H 30 30 30 30 6'-9" 8.5 4'-2" 6'4" E 23 23 24 26 8'-7" F 25 25 26 27 13'-10" H 30 30 30 30 6'4" 9 T-11" 6-0" E 23 23 24 25 8'-1" F 25 25 25 27 13'-4" H 30 30 30 30 6'-0" 9.5 T-9" 5'-8" E 23 23 24 25 7'-8" F 25 25 25 27 12'-10" H 30 30 30 30 5'-8" 10 T-6" 5'-5" E 23 23 23 25 7'4" F 25 25 25 26 12'-5" H 30 30 30 30 F-5" 10.5 3'4" T-2" E 23 23 23 25 T-0" F 25 25 25 26 12'-0" H 31 31 31 31 5'-2" 11 T-2" 4'-11" E 23 1 23 23 25 11 6'-8" F 26 26 26 26 11'-8" H 31 31 3131 34 4'-11" 11.5 T-1" 4'-9" E 23 23 23 24 6-4" F 26 1 26 26 1 26 11'-4" H 1 31 31 31 31 11S MPH F_XPOSURF C or 13n MPH FXPn.gt IRF R 20 5 T-1" 9'4" E 25 25 28 30 12'-5" F 27 27 30 32 18'-2" G 31 31 31 33 10'-9" 5.5 6'-5" 8'-10" E 25 25 28 30 11'-7" F 27 27 30 31 17'-1" G 31 31 31 33 9'-10" 6 F-11" 8'-1" E 25 25 27 29 10'-10" F 28 28 29 31 16'-2" G .31, 31 31 33 9'-0" 6.5 5'-5" 7'-5" E 25 25 27 29 10'-1" F 28 28 29 31 15-4" H 32 32 32 32 8'-4" 7 5'-1" 6'-11" E 25 25 27 28 9'-4" F 28 28 28 30 14'-8" H 32 32 32 32 T 9" 7.5 4'-9" 6'-6" E 25 25 26 28 8'-9" F 28 28 28 30 14'-0" H 32 32 32 32 7'-2" 8 4'-5" 6'-1" E 25 25 26 28 8'-2" F 28 28 28 29 13'-5" H 33 33 33 33 6'-9" 8.5 4'-2" 5'-9" E 25 25 26 27 T-9" F 28 28 28 29 12'-10" H 33 33 33 33 6'4" 9 3'-11" 5'-5" E 25 25 25 27 T-3" F 28 28 28 29 12'-5" H 33 33 33 33 6'-0" 9.5 T-9" F-1" E 25 25 25 27 6'-11" F 28 28 28 28 11'-11" H 33 33 33 33 5'-8" 10 3'-6" 4'-10" E 25 25 25 27 6'-7" F 28 28 28 28 11'-6" H 33 33 33 33 F-5" 10.5 3'4" 4'-7" E 25 25 25 27 6'-3" F 28 28 28 28 11'-2" H 34 34 34 34 5'-2" 11 T-2" 4'-5" E 25 25 25 26 6'-0" F 28 28 28 28 10'-10" H .34 34 34 34 4'-11" 11.5 1 T-1" 1 4'-3" 1 E 1 25 25 1 25 1 26 5'-9" F 28 1 28 28 28 10'-6" H 34 1 34 34 34 115 MPH tXPUSURL 13 25 5. 6'-9" 10'-9" E 23 24 27 28 13'-5" F 25 25 28 30 19'-5" G 28 28 29 31 5.5 6-2" 9'-10" E 23 23 26 28 12'-6" F 25 25 28 29 16-4" G 28 28 29 31 6 5-8" 9'-0" E 23 23 26 27 11'-9" F 25 25 27 29 17'-4" G 29 29 29 30 6.5 5'-2" 8'-4" E 23 23 25 27 11'-1" F 25 25 27 29 16'-6" G 29 29 29 30 7 4'-10" T 9" E 23 23 25 27 10'-5" F 25 25 27 28 151-8" H 29 29 .29 30 7.5 4'4" 7'-2" E 23 23 25 26 9'-9" F 25 25 26 28 15'-0" H 29 29 29 29 8 4'-3" . 6'-9" E 23 23 24 26 9'-2" F 25 25 .26 28 14'-5" H 30 30 30 30 8.5 4'-0" 6'4" E 23 23 24 26 8'-7" F 25 25 26 27 i3'-10" H 30 30 30 30 9 T-9" 6'-0" E 23 23 24 25 8'-1" F 25 25 25 27 13'-4" H 30 30 30 30 9.5 T-7" 5'-8" E 23 23 24 25 T-8" F 25 25 25 27 12'-10" H 30 30 30 30 10 3'-4" F-5" E 23 23 23 25 7'-4" F 25 25 25 26 12'-5" H 30 30 30 30 10.5 T-2" 5'-2" E 23 23 23 25 7'-0" F 25 25 25 26 12'-0" H 31 31 31 31 11 3'-1" 4'-11" E 23 23 23 25 6'-8" F 26 26 26 26 11'-8" H 31 31 31 31 115 MPH EXPOSURE C or 130 MPH EXPOSURE B 25 5 6-9" 91-4" E 25 25 28 30 12'-1" F 27 27 30 32 5.5 6'-2" 8'-61' E 25 25 28 30 11'4" F 27 27 29 31 6 51-8" T-10" E 25 25 27 29 10'4" F 27 27 29 31 QR. 6.5 5-2" T-2" E 25 25 27 29 9'-9" F 27 27 29 30 7 4'-10" 6-8•' E 25 25 26 28 9'-0" F 27 27 28 30 7.5 4'-6" F-3" E 25 25 26 28 8'-5" F 27 27. 28 30- 8 4'-3" 5'-10" E 25 25 26 28 T-11" F 27 27 27 29 8.5 4'-0" T-6" E 25 25 26 27 T-6" F 27 27 27 29 •- n 15 9 3'-9" 5'4" E 25 25 25 27 T-1" F 27 27 27 29 9.5 T-7" 4'-11" E 25 25 25 27 6'-8" F 27 27 27 28 ` �✓ S9 CJv�� 10 3'4" 4'-8" E 25 25 25 27 64" F 27 27 27 28 10.5 T-2" 1 4'-6" E 25 25 25 26 6'-1" F 27 27 27 28 11 3'-1" 4'-3" 1 E 1 25 25 25 1 26 5-9" F 27 1 27 1 27 28 FEB 24 2014 ICC ESR 1953 (2012 IBC) 2/24/2014 Page 65 of 106 CIAD COVER 5.0 POST SPACINGS FOR PATIO AND COMMERCIAL COVERS IN 115 MPH WIND AREA! GR v b 115 MPH EXPOSURE C or 130 MPH EXPOSURE B 1 10 16 Gauge 3x8 Steel C MU78 14 Gauge 3x8 Steel C MU78 12 Gauge 3x8 Steel C MU78 TABLE 5.16 30 Attached Freestanding of F Attached Freestanding of 31 Attached Freestanding of F 33 Structure Multispan Units 31 Structure Multispan Units 12'-4" Structure Multispan Units OUND TRIB POST MAX 14'-1" F MAX POST LENGTH MAX 31 29 MAX POST LENGTH MAX 33 33 MAX POST LENGTH VOW WIDTH SPACING POST MIN FOOTER 8' I 12' I 15' POST MIN FOOTER 8' I 12' I 15' POST MIN FOOTER 8' I 12' I 15' DAD (FT) ON SLAB SPACING POST SIZE CONSTRAINED FOOTEF SPACING POST SIZE CONS I RAINED FOOTS SPACING POST SIZE CONSTRAINED FOOTFI SI=) 12'-6" (FT) (FT) TYPE "d" "d" d" I "d" I (FT) TYPE "d" "d" "d" "d" (FT) TYPE "d" "d" "d" "d" 9' 8" 9'-1" E 27 27 (in) (in) (in) (in) 11'-11" F (in) (in) (in) (in) 30 28 (in) (in) (in) (in) 115 MPH EXPOSURE C or 130 MPH EXPOSURE B 1 10 5 13'-7" 12'-6" E 27 27 30 28 15'-0" F 29 29 31 29 21'-6" F 33 33 33 31 LIVE 5.5 12'-4" 11'-6" E 27 27 30 28 14'-1" F 29 29 31 29 20'-3" G 33 33 33 30 p LOAD 6 11'-4" 10'-7" E 27 27 29 27 13'-3" F 29 29 30 28 19'-3" G 33 33 33 30 0LILY 6.5 10'-5" 9'-10" E 27 27 29 27 12'-6" F 30 30 30 28 18'-4" G 34 34 34 29 "d" 7 9' 8" 9'-1" E 27 27 28 26 _ 11'-11" F 30 30 30 28 17'-6" G 34 34 34 29 7.5 9'-1" 8'-6" E 27 27 28 26 11'-4" F 30 30 30 27 16'-9" G 34 34 34 29 �i 8 8'-6" 8'-0" E 27 27 27 26 10'-9" F 30' 30 30 27 16'-1" G 35 35 35 29 8.5 8'4" 7'-6" E 27 27 27 25 10'-2" F 30 30 30 27 15'-5" G 35 35 35 29 9 T-6" 7'-1" E 27 27 27 25 9'-7" F 30 30 30 27 14'-11" H 35 35 35 29 9.5 T-2" 6'-9" E 27 27 27 25 9'-1" F 30 30 30 26 14'-4" H 35 35 35 30 10 6'-9" 6'-5" E 27 27 27 25 8'-8" F 30 30 30 26 13'-11" H 35 35 35 30 10.5 6'-5" 6'-1" E 27 27 27 24 8'-3" F 30 30 30 26 13'-5" H 36 36 36 30 11 6'-2" 5'-10" E 27 27 27 24 7'-10" F 30 30 30 26 13'-0" H 36 36 36 30 11.5 5'-11" 5'-7" E 27 27 27 24 T-6" F 30 30 30 25 12'-8" H 36 36 36 30 12 5'-8" 5'-4" E 27 27 27 26 T-2" F 30 30 30 27 12'-4" H 36 36 36 33 13 5'-2" 4'-11" E 27 27 27 6'-8" F 30 30 30 11'4" H 36 36 36 110 MPH EXPOSURE B 20 5 7'-1" 11'-2" E 23 24 26 28 13'-9" F 24 25 28 29 19'-11" G 27 27 29 31 Structure 5.5 6'-5" 10'-2" E 23 23 26 28 12'-10" F 24 24 27 29 18'-9" G 28 28 28 30 WIDTH 6 V-11" 9'4" E 23 23 25 27 12'•1" F 25 25 27 28 17'-9" G 28 28 28 30 SPACING 6.5 5-5" 8'-8" E 23 23 25 27 11'-5" F 25 25 26 28 16-11" G 28 28 28 29 "d" 7 5'-1" 8'-0" E 23 23 25 26 _ 10'-10" F 25 25 26 28 16'-1" 'G 29 29 29 29 7.5 4'4" 7'-6" E 23 23 24 26 10'-1" F 25 25 26 27 15'-5" H 29 29 29 29 8 4'-5" T-0" E 23 23 24 26 9'-6" F 25 25 25 27 14'-9" H 29 29 29 29 8.5 4'-2" 6'-7" E 23 23 24 25 8'-11" F 25 25 25 27 14'-2" H 29 29 29 29 9 T-11" 6'-3" E 23 23 23 25 8'-5" F 25 25 25 27 13'-8" H 29 29 29 29 9.5 T-9" 5'-11" E 23 23 23 25 8'4" F 25 25 25 26 13'-2" H 30 30 30 30 10 T-6" 5'-8" E 23 23 23 25 T-7" F 25 25 25 26 12'-9" H 30 30 30 30 10.5 3'-4" 5'4" E 23 23 23 24 7'-3" F 25 25 25 26 12'-4" H 30 30 30 30 11 3'-2" 5'-1" E 23 23 23 24 6'-11" F 25 25 25 26 12'-0" H 30 30 30 30 11.5 3'-1" 4'-11" E 23 23 23 24 6'•7" F 25 25 25 25 11'-7" H 30 30 30 30 110 MPH EXPOSURE C or 130 MPH EXPOSURE B 20 5 7'-1" 10'-0" E 24 25 28 30 12'4" F 26 26 29 31 18'-6" G 30 30 31 33 Structure 5.5 6'-5" 9'-1" E 24 25 27 29 11'-11" F 27 27 29 31 17'-6" G 30 30 30 32 WIDTH 6 5'-11" 8'-4" E 24 24 27 29 11'-2" F 27 27 29 31 16'-6" G 31 31 31 32 SPACING 6.5 5'-5" T-9" E 25 25 27 28 10'-5" F 27 27 28 30 15'-8" H 31 31 31 32 "d" 7 5'-1" T-2" E 25 25 26 28 9'-8" F 27 27 28 30 15'4" H 31 31 31 31 7.5 4'-9" 6'-8" E 25 25 26 28 9'-0" F 27 27 27 29 14'-4" H 32 32 32 32 8 4'-5" 6'-3" E 25 25 26 27 8'-6" F 27 27 27 29 13'-9" H 32 32 32 32 8.5 4'-2" 5'-11" E 25 25 25 27 V-0" F 27 27 27 29 13'-2" H 32 32 32 32 9 T-11" T-7" E 25 25 25 27 T-7" F 27 27 27 28 12'-8" H 32 32 32 32 9.5 3'4" 54" E 25 25 25 27 T-2" F 27 27 27 28 12'-3" H 32 32 32 32 10 3'-6" 5'-0" E 25 25 25 26 6'-10" F 27 27 27 28 11'-10" H 33 33 33 33 10.5 TA" 4'4" E 25 25 25 26 6'-6" F 27 27 27 27 11'-5" H 33 33 33 33 11 T-2" 4'-7" E 25 25 25 26 6-2" F 27 27 27 27 11'-1" H 33 33 33 33 11.5 T-1" 4'-4" E 25 25 25 26 5'-11" F 27 27 27 27 10'-9" H 33 33 33 33 12 T-11" 4'-2" E 25 25 25 26 5'-8" F 27 27 27 27 10'-5" N 33 33 33 33 GENERAL INSTRUCTIONS FOR THESE TABLES 1. CHOOSE FREESTANDING OR ATTACHED STRUCTURE 2. CHOOSE PROJECTION, WIDTH AND OVERHANG OF UNIT 3, DETERMINE WIND AND LIVE OR SNOW LOAD OF STRUCTURE SITE (PATIO UNITS USE 10 PSF MIN, COMMERCIAL UNITS USE 20PSF MIN) 4. CHOOSE A 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 ;9. CHOOSE A HEADER FROM TABLE 5.16 THAT HAS ADEQUATE POST SPACING. 7. USE THE APPROPRIATE FOOTER SIZE SHOWN IN TABLE 5.16 ICC ESR 1953 (2012 IBC) 2/24/2.014 115 MPH EXPOSURE B 30 16 Gauge 3x8 Steel C MU78 14 Gauge 3x8 Steel C MU78 12 Gauge 3x8 Steel C MU78 26 Attached Freestanding of F Attached Freestanding of 27 Attached Freestanding of G 27 Structure Multispan Units 30 Structure Multispan Units 5'-2" Structure Multispan Units GROUND TRIG POST MAX 11'4" F MAX POST LENGTH MAX 27 29 MAX POST LENGTH MAX 27 27 MAX POST LENGTH SNOW WIDTH SPACING POST MIN FOOTS 8' I 12' I 15' POST MIN FOOTS 8' I 12' 1 15' POST MIN FOOTS 8' I 12' 1 15' LOAD (FT) ONSLABSPACING 28 POST SIZE CONSTRAINED FOOTER SPACING POST SIZE CONSTRAINED FOOTERSPACINC E POST SIZE CONSTRAINED FOOTEI (PSF) 9'-9" (FT) (FT) TYPE "d" "d"d" I "d" (F I j TYPE "d" "d" "d" "d" (FT) TYPE "d" "d" "d" "d" 4'-1" 6'-8" E 22 22 (in) (in) (in) (in) 9'-0" F (in) (in) {in) (in) 26 27 (in) (in) (in) (in) 115 MPH EXPOSURE B 30 5 6-8" 9'-4" E 22 23 26 28 12'-1" F 24 25 27 29 17'-9" G 27 27 29 30 MU89 5.5 5'-2" 8'-6" E 22 23 25 27 11'4" F 24 24 27 29 16'4" G 27 27 28 30 8.5' 6 4'-9" T-10" E 22 22 25 27 10'-6" F 24 24 27 28 15'-10" G 28 28 28 30 n!a 6.5 4' 3" T-2" E 22 22 25 26 9'-9" F 24 24 26 28 15'-0" H 28 28 28 29 11.5' 7 4'-1" 6'-8" E 22 22 24 26 9'-0" F 24 24 26 27 14'-4" H 28 28 28 29 7.5 3'4" 6'-3" E 22 22 24 26 8'-5" F 24 24 25 27 13'-8" H 29 29 29 29 8 T-6" 5'-10" E 22 22 24 25 T-11" F 24 24 25 27 13'-1" H 29 29 29 29 8.5 3'-4" 5'-6" E 22 22 23 25 7'-6" F 24 24 25 26 12'-7" H 29 29 29 29 9 T-2" 5'-3" E 22 22 23 25 T-1" F 24 24 25 26 12'-1" H 29 29 29 29 9.5 3'-0" 4'-11" E 22 22 23 25 6'-8" F 24 24 24 26 111-8" H 29 29 29 29 10 2'-10" 4'-8" E 22 22 23 24 6'-4" F 24 24 24 26 11'4" H 29 29 29 29 10.5 2'4" 4'-6" E 22 22 23 24 6'-1" F 24 24 1 24 25 10'-11" H 30 1 30 30 1 30 115 MPH EXPOSURE C or 130 MPH EXPOSURE B 30 5 5'-8" 8'-6" E 24 25 28 30 11'-4" F 26 26 29 31 16'-9" G 30 30 31 33 MU89 5.5 5'-2" T-9" E 24 24 27 29 10'-5" F 26 26 29 31 15'-9" H 30 30 30 32 8.5' 6 4'4" 7'-1" E 24 24 27 29 9'-7" F 26 26 28 30 14'-11" H 31 31 31 32 n!a 6.5 4'4" 6'-7" E 24 24 26 28 8'-10" F 26 26 28 30 14'-1" H 31 31 31 32 11.5' 7 4'-1" 6'-1" E 24 24 26 28 8'3" F 26 26 28 29 13'-5" H 31 31 31 31 7.5 3'4" 5'-8" E 24 24 26 27 7'-8" F 26 26 27 29 12'-10" H 31 31 31 31 8 T-6" 514" E 24 24 25 27 T-2" F 26 26 27 29 12'-4" H 32 32 32 32 8.5 3'4" 5'-0" E 24 24 25 27 1 6'-9" F 26 26 1 27 28 11'-10" H 32 32 32 32 9 T-2" 4'-9" E 24 24 25 27 6'-5" F 26 26 26 28 11'-4" H 1 32 32 32 32 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 Mutoo PROJECTION OF SINGLE SPAN STUCTURES (FT) 12' C MU112 Alum 0.032"x3"0" Lockseam 11' D MU89 (FT) 6' 7' 8' 9' 10' 11' 12' 13' 14' 15' 16' 17' 18' 19' 20' 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 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 1 n/a 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 n/a n/a n/a n/a n/a n/a n/a n!a n/a 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 Muloo Twin 0.062"x1.5"x1.5" Scroll 9' B Mutoo 0.024"x3"0" Post w/ Sideplat 12' C MU112 Alum 0.032"x3"0" Lockseam 11' D MU89 Alum 0.040"x3"0" Lockseam 11' E MU89 Alum 0.055"x3"x3" Fluted 12' F MU95 Alum 0.075"0"0" Square 12' G MU49 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 Muss Alum 0.120"x4"x4" Squar( 12' K Mu5o 3/16"0"0" Steel Squar( 12' L Musa 8. FOR SINGLE SPAN ATTACHED UNIT USE THE POST SHOWN IN TABLE 5.16 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 Footing Max Height POST 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"0"x3" Square d= 27" 8' B MU96 Alum 0.120"x4"x4" Square d= 28" 8' E IMU50 3/16"x3"x3" Steel Square d= 29" 13' F IMU93 Alum 0.120"x4"x4" Square d= 32" 10' E IMU50 3/16"x3"x3" Steel Square d= 32" 10' G IMU93 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 Squar( d= 42" 14' K MU93 3/167x6"x6" Steel Squar( 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 5.16 5005 Veteran's Memorial 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 Misc.3 FOR SLAB REQUIREMENTS INSTEAD OF THESE TABLES Page 66 of 106 Carl Putnam, P. E. FEB 24 2014 7.0 POST AND FASTENER REQUIREMENTS FOR COMMERCIAL AND PATIO STRUCTURE; Table 7.3: Required Number of Fasteners for Shearing Loads Aluminum Material Gage (in) Steel Gage (in) 0.024 0.024 0.032 0.036 0.040 0.040 0.060 0.060 0.043 0.043 Trib Width (ft) Allowable Width for Attached Two Post Structures on Slab Live or Ground Snow Load A 10 psf 20 psf 3.5 47T 22 7" 36-8" 19'-4" 4 32'-1" 16'-11" 4.5 28'-6" 15'-1" 5 25'-8" 13'-6" 5.5 23'-4" 12'4" 6 21'-5" 11'-3" 6.5 19'-9" 10'-5" 7 18'-4" n/a 7.5 17'-1" n/a . 8 16'-0" n/a 8.5 15'-1" n/a 9 14'-3" n/a Table 7.1 26 915 A B C D 5 5 2 3 1 2 1 0o er esign #14 3/8" B 3/8" B #14 #14 3/8" B #14 3/8" B #14 3/8" B 3 Size Uplift SMS BOLT BOLT SMS SMS BOLT SMS -BOLT SMS BOLT 1 d (in) (Ibs) 128 590 788 192 210 708 310 1384 507 1522 5 12 90 1 1 1 1 1 1 1 1 1 1 2 13 114 1 1 1 1 1 1 1 1 1 1 8 14 143 2 1 1 1 1 1 1 1 1 1 n/a 15 176 2 1 1 1 1 1 1 1 1 1 4 16 213 2 1 1 2 2 1 1 1 1 1 6 17 256 2 1 1 2 2 1 1 1 1 1 n/a 18 304 3 1 1 2 2 1 1 1 1 1 3859 19 357 3 1 1 2 2 1 2 1 1 1 20 psf Slab 115C 20 463 4 1 1 3 3 1 2 1 1 1 21 482 4 1 1 3 3 1 2 1 1 1 1 3 22 555 5 1 1 3 3 1 2 1 2 1 n/a 23 634 5 2 1 4 4 1 3 1 2 1 10 psf Slab 1156 24 800 7 2 2 5 4 2 3 1 2 1 25 814 7 2 2 5 4 2 3 1 2 1 Table 7.1 26 915 8 2 2 5 5 2 3 1 2 1 10 psf Slab 115C 27 1139 9. 2 2 6 6 2 4 1 3 1 MU95 28 1143 9 2 2 6 6 2 4 1 3 1 10' 29 1270 n/a . 3 2 7 7 2 5 1 1 3 1 2 30 1406 n/a 3 2 8 7 2 5 2 3 1 3/8" B = 3/8" Diameter Bolt 31 1552 n/a 3 2 9 8 3 6 2 4 2 POST CODE POST DESCRIPTION: DETAIL MAX POST HGHT A[win x . xScroll 9 8' B Twin 0.062"x1.5"x1.5" Scroll MU100 9' C 0.024"x3"x3" Postwl Sideplates MU112 12' D Alum 0.032"x3"x3" Lockseam MU89 11' E Alum 0.040"x3"0" Locksearr MU89 11' F Alum 0.055"x3"x3" Fluted MU95 10' G Alum 0.075"x3"0" Square MU49 10' H Steel 0.043"x3"0" Locksearr MU89 12' 1 Alum 0.120"x3"x3" Square MU96 10' J Steel 0.043"x3"x3" Locksearr MU89 10' K Alum 0.120"x4"x4" Square MU50 12' L 3/16"x3"x3" Steel Squar( MU93 14 Table 7.2 32 1707 n/a 3 3 9 9 3 6 2 4 2 48 5760 33 1872 n/a 4 3 n/a 9 3 7 2 4 2 n/a 34 2047 n/a 4 3 n/a n/a 3 7 2 5 2 n/a 35 2233 n/a 4 3 n/a n/a 4 8 2 5 2 2 36 2430 n/a 5 4 n/a n/a 4 8 2 5 2 3/8" B = 3/8" Diameter Bolt 37 2638 n/a 5 4 n/a n/a 4 9 2 6 2 22 38 2858 n/a 5 4 n/a n/a 5 n/a 3 6 2 3 39 3090 n/a 6 4 n/a n/a 5 n/a 3 7 3 8 40 3333 n/a 6 5 n/a n/a 5 n/a 3 7 3 1139 41 3590 n/a 7 5 n/a n/a 6 n/a 3 8 3 7 42 3859 n/a 7 5 n/a n/a 6 n/a 3 8 3 5' 43 4141 n/a 8 6 n/a n/a 6 n/a 3 9 3 44 4437 n/a 8 6 n/a n/a 7 n/a 4 9 3 45 4746 n/a 9 7 n/a n/a 7 n/a 4 n/a 4 46 5070 n/a 9 7 n/a n/a 8 n/a 4 n/a 4 Table 7.2 47 5407 n/a n/a 7 n/a n/a 8 n/a 4 n/a 4 1 48 5760 n/a n/a 8 n/a n/a 9 n/a 5 n/a 4 3/8" B 49 6128 n/a n/a 8 n/a n/a 9 n/a 5 n/a 5 2 50 6510 n/a n/a 9 n/a n/a n/a n/a 5 n/a 5 Fastener Terminology 1 1 2 2 O Speed Screws* 19 16' 4 4 #14 SMS = #14 sheet metal or SDS screw, 1/2" minimum length 463 20 9 TABLE -7.5:7 3/8" B = 3/8" Diameter Bolt 3 2 3 482 21 13' 5 ANC 1 3 See General Notes for specifics on fasteners T 1 Clearspan on this chart is the distance from the wall to the first row of columns. e---_ 2 Hilti Kwik Bolt TZ 3/8" diameter and 2" embed and 1" dia steel washer: ICC ESR 1917 or othe anchor w/ 300# allowable shear and 200# allowable tensile vs live, snow, wind and seismic loads. r 3 Masonry anchors must have an allowable shear value of 300# and 200# tensile for live, snow, wind or seismic loads or be specified by a design professional. 4 #14 screws must have 1.5" of penetration into solid wood. 5 1/4" Lag screws must have 2 1/4" of penetration into studs and 0.5" washers These lag screws must be installed as per AFP&A NDS Section 11.1.3. See General Note #19 for washer specifications. 6 10 and 20 psf are live or snow loads, 25- 60 psf are snow loads. 7 For ANC3 and ANC4 wood framing imust be SG=0,5 or denser (Douglas Fir- Larch' Table 7.4: Required Number of Fasteners for Tension Loads 1 Aluminum Gage (in)he 1 1 1 1 Spacing between bolts and screws shall be 2.5 times the shank diamter. 0.036 0.06 0.060 0.090 0.1002 1 1 The edge distance of bolts s shall be 3 times the shank diamete 14 130 mph 2 2 1 1 1 3 Connections arranged so that the ce istance of the connection 3/8" B #14 3/8" B 3/8" B #14 1 2 .shall c " e with the resultant line of action of the loadBOLT 16 SMS BOLT BOLT SMS 1 2 j4KBLE 7.6: TAT 77A 0123 17 132 tsz les 21zGRND 2 2 Wind # of_1 ;SPACIN 18 1 1 1 1 2 2 O Speed Screws* 1 1 1 1 1 114 13- 1 36" 2 2 1 1 1 143 14 130 mph 2 2 1 1 1 176 15 16' 2 2 2 1 2 213 16 24' 3 2 2 1 2 256 17 5005 Veteran's Memorial Hwy 3 3 2 2 2 304 18 12' 3 3 2 2 2 357 19 16' 4 4 3 2 3 463 20 9 4 4 3 2 3 482 21 13' 5 5 3 3 3. 555 22 18' 6. 5 4 3 3 634 23 7 7 5 3 4 800 24 11' 7 7 5 4 4 814 25 15' 8 7 5 4 5 915 26 n/a 9 6 5 6 1139 27 8' n/a 9. 6 5 6 1143 28 11' n/a n/a 7 5 6 1270 1 29 3 n/a n/a 8 6 7 1406 30 5' n/a n/a 9 6 8 1552 31 n/a n/a 9 7 9 1707 32 LOA . n/a n/a 7 16" 1872 32"' 1 36" n/a Exposure Rafter 8 n/a 2047 34 130 mph 10 1 8 n/a 26' 26' 4' _ .18'--,-" 16' LIVEExp n/a n/a 26' 26' 26'- - 26'— 24' n/a x n/a 8' 8 2638 37 5005 Veteran's Memorial Hwy LIVE 160 Exp 3 18' 18' 18' 14' 12' n/a n/a 4 18' 18' 18' 18' 16' n/a n/a n/a 18- 8 3 40 9 n/a n/a 3 18' 18' 18' 15' 13' n/a n/a 4 18' 18' 18' 18' 18' 0 170 Exp n/a n/a 7 4141 43 n/a n/a 3 17' 17' 17' 13' 11' n/a n/a 4 17' 17' 17' 17' 15' 4 n/a n/a n/a 3 5070 6 3 15' 15' 13' 9' 8' 4 15' 15' 15' 13' 11' 60 8 3 3 12' 12' 8' 6' 5' crews are screws w em a men n o = so i woo oug as IT n/a n/a n/a 7 9 1872 33 Exp B Exp C n/a n/a n/a 8 n/a 2047 34 130 mph n/a n/a n/a 9 n/a 2233 35 n/a n/a n/a n/a n/a 2430 36 Metals Building Product; n/a n/a n/a n/a n/a 2638 37 5005 Veteran's Memorial Hwy n/a n/a n/a n/a n/a 2858 38 9" n/a n/a n/a n/a n/a 3090 39 3 n/a n/a n/a n/a n/a 3333 40 7" n/a n/a n/a n/a n/a 3590 41 n/a n/a n/a n/a n/a 3859 42 n/a n/a n/a n/a n/a 4141 43 n/a n/a n/a n/a n/a 4437 44 n/a n/a n/a n/a n/a 4746 45 n/a n/a n/a n/a n/a 5070 46 TABLE 7.7 STUCCO ATTACHMENT ALLOWABLE DISTANCE TO FIRST ROW OF POSTS n/a Ground Snow Load (psf) o/c o 2 Lag 3 Lags 3 Lags 4 Lags Exp B Exp C Live 10 Live 10 Live. 10 Live 10 Live 20 25 30 40 60 13'-6" 13' 10'-9" 9'-3" 7'-1" 7'-8" 6'-6" 4'-10" 3'-4" 20'-2" 19'-6" 16-1" 13'-10" 10'-7" 11'-7" 9'-9" 7'-5" 5' 13'-6" 13' 10'-9" 9'-3" 7'-1" 7'-8" 6'-6" 4'-10" 3'-4" 18' 17'-4" 14'-4" 12'-4" 9'-5" 10'-3" 8'-8" 1-7 4'-5" 130 mph N/A 140 mph 115 mph 130 mph 140 mph 140 mph 140 mph 140 mph 140 mph mp n/a n/a n/a n/a n/a 5407 47 Lag = 1/4" Lag Screw with 2.25" penetration into G=0.5 wood (Douglas Fir) n/a n/a n/a n/a n/a 5760 48 Lattice Structures always use 115 mph Exposure B for the wind condition n/a n/a n/a n/a n/a 6128 49 n/a n/a n/a n/a n/a 1 6510 50 Metals Building Product; 7" _ 20' 3 3 5 9" 7" 5005 Veteran's Memorial Hwy ICC ESR 1953 (2012 IBC) 2/24/2014 Page 100 of 106 (631) 563-4000 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24W': (434) 384-2514 carlputnamOa comcast.nei FEB:24 2014 Misc3-2012 O/C O/ PAN F FASTENERS P OW SPACING SPACING SPAN ACING AD CONCRETE_ MASONRY ( #14 X 2" 1/4" LAG SF) ANCHORS.. ANCHORS SCRE SCREWS RVE/ 0 12" 10" 12'V 20 9" 7" 13' 2 2 VE 7" _ 20' 3 3 5 9" 7" 13' 2 2 7" 20' 3 3 30 9" 7" 12' 2 2 18' 3 3 40 9" 7" 14' 3 3 60 8" 7" 9'1 3 3 ICC ESR 1953 (2012 IBC) 2/24/2014 Page 100 of 106 (631) 563-4000 Carl Putnam, P. E. 3441 Ivylink Place Lynchburg, VA 24W': (434) 384-2514 carlputnamOa comcast.nei FEB:24 2014 Misc3-2012 1. CONFORMANACE TO THE APPLICABLE ELECTRICAL CODE IS OUTSIDE THE SCOPE OF THIS DETAIL AND MUST BE APPROVED SEPERATELY. SA 2. MAXIMUM FAN WEIGHT IS 30 LBF. #14 SHEET METAL SCREW 2"X6", 2.5"X6" OR 2.5"X8" 3004H34 ALUMINUM FLAT PANEL 0. 1 20"x2"x2"x LONG "L" AN, 6063T5 ALUM #14 SCREW W/ 1.5" EMBED INTO WOOD FRAMING MEMBER 0.060"x2"x2" or 0.060"x2"x3" EXTRUDED ALUM S.R FAN BEAM 6063T5 ATTACH PANEL AS PER Table 4.19 or 4.20 ALUMINUM OR STEEL BEAM W/ MIN WALL THICKNESS OF 0.042" S.R. FAN BEAM CONNECTION TO HEADER WALL HANGER #10 SHEET METAL SCREW S.R. FAN BEAM CONNECTION TO WALL HANGER ICC ESIR 1953 (2012 IBC) 2/24/2014. EARS° Allowable .fan: ;' B;EiVi '''B°earn::° ans WALL HANGER S.R. FAN BEAM Page 99 of 106 JCTURAL PANEL ma METALS BUILDING PRODUCTS 5005 VETERANS MEMORIAL HWY HOLBROOK, NY 11741 (631)563-4000 I I I ) No. Revlslon/Issue Date FEB -2.42-014 Y a) C O Reserved for Engineer Seal Z al, r of Record Putnam, P.E. lCarl 1 Ivylink Place chburg, Virginia putnam®comcast.net Project SMet m Date ._....� ...�.. 2-24-14 Scat�.�...o..:m,..o.-�.®� MISG2� w NOTED j r 1 4.0 Foam Care Sandwich I Patio shover Applicati t 3" Ground Panel Skin 'A jDetail MU34) Spans Snow, Load Thicknes B90 C90 C100 C105 C120 3.5" Panel Ground Panel Skin Allowable Spans (ft) ow Load 0.02 .5' 14.5' 13' 12.5' 11.5' 0.024 0.03 17' 16' 14.5' 14' 1 ow 10 0.024 14' 16.5' 16' 14' 1.1' 0.024 0.032 15.5' 14.5' 13.5' 13.5' 12' 20 0.024 12' 12' 11.5' 11.5' 10.5' 0.024 0.032 13.5' 13.5' 13' 12.5' 11.5- 25 0.024 12' 12'11.5' 14' 11.5' 10.5' 0.024 0.032 13' 1 13' 13 12.5' 11.5' 30 0.024 11' 11' 11' 11' 10' 0.024 0.032 12' 12' 12' 12' 11.5' 40 0.024 9.5' 9.5' 9.5' 9.5' 9.5' 0.024 0.032 10.5' 10.5' 10.5' 10.5' 10.5' 60 0.024 7.5' 7.5' 7.5' 7.5' 7.5' O.Q249' 0.032 8.5' 8.5' 8.5' 8.5' 8.5'- 0.032 9.5' 9.5' 9.5' 9.5' Y -W- A 7'l 3.5" Panel Ground Panel Skin Wind Speed (rilph) and Exposure ow Load Thickness B90 C90 C100 C105 C120 {psf) (in) Allowable Spans (ft) Live 10 0.024 17' 16' 14.5' 14' 12.5' 1 0.032 19.5' 18' 16.5' 16' 14' Snow 10 0.024 16' 15' 14' 13.5' 12' 12" 0.032. 17.5' 16.5' 15.5' 15' 13.5' 20 0.024 13.5' 13.5' 13' 12.5' 11.5' 9" 0.032 15' 15' 14.5' 14' 13' 25 0.024 13.5' 13.5' 13' 12.5' 11.5' Ground 0.032 14.5' 14.5' 14.5' 14' 13' 77 30 0.024 12.5' 12.5' 12.5' 12.5' 11.5' C100 0.032 13.5' 13.5' 13.5' 13.5' 12.5- 40 0.024 11' 11' 11' 11' T-17- C105 0-032 12' 12' 12' 12' 12' 60 O.Q249' 9.5' 9' 9' 9' 9' [-60 0.032 9.5' 9.5' 9.5' 9.5' 9.5' 1 -hle n 'rI 4." Panel Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness B90 C90 C100 C105 C120 (psf) (in) Allowable Spans (ft) Live 10 0.024 18.5' 17' 16' 15.5' 13.5' 1 0.032 21' 19' 17.5' 17' 15' Snow 10 0..024 17' 16' 15' 14.5' 13' 12" 0.032 19' 17.5' 16.5' 16.' 19.5' 20 0.024 14.5' 14.5' 14' 13.5' 12.5' 9" 0.032 16' 16' 15.5' 15' 14' 25 0.024. 14' 14' 14' 13.5' 12.5' Ground 0.032 15.5' 15.5' 15.5' 15' 14' 30 0.024 13' 13' 13' 13' 12.5' C100 0.032 14.5' 14.5' 14.5' 14.5' 13.5' 40 0.024 11.5' 11.5' 11.5' 11.5' 11.5' C105 0.032 12.5' 12.5' 12.5' 12.5' 12.5' 60 0.024 9.5' 9.5' 9.5' 9.5' 9.5' [-60 0.032 10.5' 10.5' 10.5' 10.5' 1 13.5' A" Panel Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness B90 C90 C100 C105 C120 (psf) (in) Allowable Spans (ft) Live 10 0.024 22' 22' 21' 20' 17.5' 1 0.032 22' 22' 22' 22' 20' Snow 10 0.024 22' 21' 19.5' 18.5' 16.5' 12" 0.032 22' 22' 22' 21' 19.5' 20 0.024 18' 18' 18' 17.5' 15.5' 9" 0.032 21' 21' 20.5' 20' 18.5' 25 0.024 18' 181 18' 17.5 15.5' Ground 0.032 21' 21' 20.5' 20' 18.5' 30 0.024 16' 16' 16' 16' 15.5' C100 0.032 19' 19' 19' 19' 18- 40 0.024 14' 14' 14' 14' 14.' C105 0.032 16.5' 16.5' 16.5' 16.5' 16.5' 60 0.024 11.5' 11.5' 11.5' 11.5' 11.5' 0.032 13.5' 13.5' 13.5' 13.5' 1 13.5' Commercial Cover or Carport Applications Fastening of Foam e �Pa _ = T " inpeed rrnph) and Exposure Wid 0 C 1110 Bl 110 Cl 120 C1130 crews 1 11" 5 12" 12" 11" 3" Panel 7 12" 11" 3.5" Panel 8" 6" 8 12" 10" 8" 4" Panel 6" 9 11" 9" 6" Panel 6" 5" Ground Panel Skin Wind Speed (mph) and Exposure Ground Panel Skin Wind Speed (mph) and Exposure Ground Panel Skin Wind Speed (mph) and Exposure Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness B90 C90 C100 C105 C120 Snow Load Thickness B90 C90 C100 C105 C120 Snow Load Thickness B90 C90 C100 C105 C120 Snow Load Thickness B90 C90 C100 C105 C120 (psf) (in) Allowable Spans (ft) (psf l (in) Allowable Spans (ft) (psf) (in) Allowable Spans (ft) (psf) (in) Allowable Spans (ft) Live 20 0.024 11' 11' 11' 10.5' 9.5' Live 20 0.024 12' 12' 12' . -12' 11' Live 20 0.024 13' 13' 13' 13' 11.5' Live 20 0.024 16.5' 16.5' 16.5' 16.5' 14' 0.032 12' 12' 12' 12' 10.5' 0.032 13.5' 13.5' 13.5' 13.5' 12' 0.032 14.5' 14.5' 14.5' 14.5' 13' 0.032 19.5' 19.5' 19.5' 19' 17' 20 .0.032 10' 10' 10' 9.5' 8.5' 20 0.024 11.5' 11.5' 11' 10.5' 10' 20 0.024 12' 12' 12' 11.5' 10.5' 20 0.024 16' 16' 14.5' '14' 13' 0.032 11' 11' 11' 10.5' 9.5' 0.032 12.5' 12.5' 12.5' 12' 11' 0.032 13.5' 13.5' .13' 13' 11.5' 0.032 17.5' 17.5' 17.5' 17' 15' 25 0.024 9.5' 9.5' 9,5' 9.5' 8.5' 25 0.024 11' 11' 11' 10.5' 10' 25 0.024 12' 12' 12' I1.5' 10:5` 2'5 0.02'4 15.5' 1'5'.5' 1'4.5' 14'' 12.5' 0.032 10.5' 10.5' 10.5' 10.5' 9.5' 0.032 12' 12' 12' 12' 11' 0.032 13' 1.3' 13' 12.5' 11.5' 0.032 17' 17' 17' 16.5' 1.5' 30 0.024 9' 9' 9' 9' 8.5' 30 0.024 10.5' 10.5' 10.5' 10.5' 9.5' 30 0.024 11' 11' 11' ' 11' 10.5' 30 0.024 14' 14' 14' 13.5' 12.5' 0.032 10' 10' 10' 10' 9.5' 0.032 11' 11' 11' 11' 10.5' 0.032 1.2' 12' 12' 12' 11.5' 0.032 15.5' 15.5' 15.5' 15.5' 15' 40 0.024 7.5' 7.5' 7.5' 7.5' 7.5' 40 0.024 9' 9' 9' 9' 9' 40 0.024 9.5' 9.5' 9.5' 9.5' 9.5' 40 0.024 12' 12' 12' 12' 12' 0.032 8.5' 8.5' 8.5' 8.5' 8.5' 0.032 9.5' 9.5' 9.5' 9.5' 9.5' 0.032 10.5' 10.5' 10.5' 10.5' 10.5' 0.032 13.5' 13.5' 13.5' 13.5' 13.5' 60 0.024 6' 6' 6' 6' 6' 60 0.024 7' 7' 7' 7' 7' 60 0.024 7.5' 7.5' 7.5' 7.5' 7.5' 60 0.024 9.5' 9.5' 9.5' 9.5' 9.5' 0.032 6.5' 6.5' 6.5' 6.5' 6.5' 0.032 7.5'7.5' 7.5' 7.5' 7.5' 0.032 8' 8' 8' 8' 8' 0.032 11' 11' 11' 11' T_L1- 11' A 110 I able 425 Metals USA Building Products Carl Putnam, P. E. 2440 Albright 3441 Ivylink Place Houston, TX 77017 Lynchburg, VA 24503 (713) 946-9000 carlputnam(gcomcast.net Notes 1. These tables are for use with ICC ESR 1953 Detail MU34 or other approved plans 2. These panels do NOT have an embedded fan beam. 3. Panels are as speciifed in ICC ESR 2229 4. Attach to header as per Table 4.29. I able 4.Zb ';J!Ra:.: AFA Required Fastening of Foam e �Pa _ = T " inpeed rrnph) and Exposure Wid 0 C 1110 Bl 110 Cl 120 C1130 crews 1 11" 5 12" 12" 11" ' 7 12" 11" 9" 8" 6" 8 12" 10" 8" 7" 6" 9 11" 9" 7" 6" 5" 10 10" 8" 6" 5" 4" 11 911 7" 6" 511 4" 12 81, 711 5" 411 411 TABLE 4.29 13 7" 6" 5" 4" 3" 14 7" 6" 5" 4" 3" 17 6" 1 54 411 3" 311 Metals USA Sandwich Panel Spans 6/25/2013 Pagel of 2 Foam Core Sandwich Parcels wl Fan Beams (Detail MU34) Spans for Single Span Attached Structures. Patio Craver Applications Only - 3" Panel w/ Fan Beare (MU34) 3.5" Panel w/ Fan Beare (MU34) Ground Panel,Skin Wind Speed (mph)and Exposure Snow Load Thickness C90 0100 C1Q5 C110 C120 (psf) (in) Allowable Spans (ft) Live 10, -0.024-- 14' 13' 12.5' 12' 10' 12' 0.032 15.5' 14' 13.5' 13' 12' Snow 10 0.024 13' 12' 11.5' 11' 9.5' 1 1.4' 0.0.32 14.5' 13.5' 13' 12.5' 11.5' 20 0.024 11.5' 11' 10' 9.5' 8.5' 12' 0.032 12.5' 12.5' 12' 12' 11' 25 0.024 11.5' 11' 10' 9.5' 8' 0.032 12' 0.032 12.5' 12.5' 12' 11.5' 11' 30 0.024 10.5' 10.5' 9.5' '9' 8' 10' ' 0.032 11.5' 11.5' 11.5' 11.5' 11' 40 0.024 9' 8.5' 8.5'. 8' 7' 13'-3" 0.032 10' .10' 1 10' 10' 10' 60 0.024 6' 6' 6' 6' 0' 92% 0.032 8' 8' 1 8' 8' 8' Ground Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness C90 C100 C105 C110 C120 (psf) (in) Allowable Spans (ft) - Live 10EO215.5' 16.5' 15.5' 14` 13.5' 13' 12' 12' 11.5' 17.5' 16' 15.5' 15' 13.5' Snow 1014.5' 12.5' 12' 13' 12.5' 12' 11.5' 1 1.4' 14' 16' 15' 14.5' 14' 13- 20 0.024 13'. 12.5' 12' '11.5' 10.5' 12' 0.032 14.5' 14' 1 13.5' .13.5' 12.5' 25 0.024 13' 12' 11.5' 11.5' 10' 0.032 12' 0.032 14' 14' 13.5' 13.5' 12.5' 30 0.024 12' 12' 11.5' 11' 9.5' 10' ' 0.032 13' 13' 13' 13' 12.5' 40 0.024 10.5' 10.5' 1.0.5' 10' 9' . 13'-3" 0.032 11.5` 11.5' 1 11.5' 1 11.5' 11.5' 60 0.024 • 7'7' 11.5' 7' 7' 7' 92% 0.032 9' 9' 9' 9' 9' i 4" Panel w/ Fart Bears (MU34) v^round Panel. kin Wind Speed (mph) and Exposure Snow Load Thickness C90 C100 C105 C110 0120 (psf (in) Allowable Spans (ft) . Live 10 0.024 16'- 14.5' 13.5' 13' 12' 0.032 18.5' 17' 16.5' 15.5' 14.5' Snow 10 0.024 14.5' 13.5' 12.5' 12' 11.5' 0.032 17.5' 16' 15.5' 14.5' 13.5' 20 0.024 13.5' 12.5' 12' 11.5' 10.5' 0.032 15.5' 15', 1 1.4' 14' 13' 25 0.024 13' 12' 12' 11.5' 10.5' 0.032 15' 14.5' 14' 13.5' 13' 30 0.024 12.5' 12' 11.5' 11' 10.5' 0.032 14' 14' 14' 13.5' .12.5' 40 0.024 11' 11' 10.5' 10.5'. 10' 0.032 12' 12' 12'. 12' 12'- 60P).024 8.5' 8.5' 8.5'. 8.5' 8':032 10' 10' 10' 10' 10' ' 6" Panel w/ Fan Beare (MU34) Ground, Panel Skin Wind Speed (mph) and Exposure Snow Load Thickness C90 C100 C105 C110 C120 (psf (in) Allowable Spans (ft) . Live.10"- . 0.024 22' 20.5' 19.5' 18.5' 17' Table 12 0.032 22' 19.5' 18.5' 18' 16.5' Snow 10 0.024 21' ' 19' 18.5' 17.5' 16.5' Trib 0.032 20' 18' 17.5' 17' 15.5' 20 0.024 18' 17.5' 17' 16.5' 15.5' 16' 0.032 18.5' 17' 16.5' 16' 14.5' 25 0.024 18' 17.5' 17' 16.5' 15.5' 17'+ 0.032 18' 17' 16' 15.5` 14.5' 30 0.024 16' 16' 16' 16' 15' 0.032 17' 16.5' 16' 15.5' 14.5' 40 0.024 14' .14' 14' 14' 14' 13'-3" 0.032 15' 15' 14.5' 14.5' 14' 60 0.024 11.5' 11.5' 11.5' 11.5' 11.5' 92% 0.032 12.5' 12.5' 12.5' 1 12.5 12' (Votes 1. These tables are for use with ICC ESR 1953 Detail MU34 or other approved plans THESE TABLES MAY ONLY BE USED 2. These panels DO have an embedded fan beam, POST WITH SINGLE SPAN ATTACHED F Su 3. Panels are as specified in ICC ESR 2229 STRUCTURES 4. Panels are approved under CA HCD FBH-17 and FBH-18 z v 5. COMPLIANCE WITH ELECTRICAL CODE IS OUTSIDE THE SCOPE OF THESE PLANS, v 6 1 6. Maximum fan weight is 30 lbs. J E ?� 7. Fan Installation is outside scope of these plans.. iV 8. Attach to header as per Table 9. �y rt � �®�� Page 2 of 2 Metals USA Sandwich Panel Spans 6/25/2013 ` Table 10 Table 11 Table 12 Trib Original Allowable Post spacing for 10 psf Roof Loads Trib Original Allowable Post spacing for 20 psf and Greater Roof Uniform Loads Width 6' 7' 8' 9' 10' 11' 12' 13' 14' 15' 16' 17'+ Width 6' 7' 8' 9' 10' 11' 12' 13' 14' 15' 16' 17'+ (ft) Allowable Post Spacing W1 Fan - (ft) , Allowable Post Spacing w/ Fan 4 2'-5" 3'-8" 4'-10" 6'-0" 7'-0" "8'-1"' 9'-1" 10'-2" 11'-2" 12'-2" 13'-3" 84% 4 4'-6" 5'-7" 6'-7" T-7" 8'-7" 9'-8" 10'-8" 11'-8" 12'-8" •13'-8" 14'-8" 92% 5 3'-5" 4'-6" '5'-7" 6'-8" T-8" 8'-9" 9'-9" 10'-9" 11'-9" 12'-10"13'-10" .87% 5 4'-10" 5'-10" 6'-11" 7'-11" 8'-11" 9'-11" 10'-11" 11'-11`' 12'-11"13'-11"14`-11." 94% 6 4'-0" 5'-0" 6'-1" 7'-i" 8'-1" 9'-2" 10'-2" 11'-2" 12'-2" 13'-2" 'l4'-2" 90% 6• 5'-1" 6'-1" T-1" 8'-1" 9'-1" 10'-1" 11'-1" .12'-1" 13'-1" 14'-1" 15'-1" 95% 7 4'-4" 5'-4" 6'-4" T-5" 8'-5" 9'-5" 10'-5" 11'-5" 12'-5" 13'-5" 14'-6" 91% 7 .5'-2" 6'-2" T-mTl 8'-3" 9'-3" 10'-3" 11 `-3" 12'-3" 13'-3" 14'-3" 15'-3" 96% 8 . 4'�" 5'-7'' 6'-7" 7'-7" 8'-7" 9'-8" 0'-8" 11'-8" 12'-8" 13'-8" 14'-8" 92°10 8 5'-4„ 6'_4" 7'�4" $'.-4." 9.'-4." 10'-4" 11'-4" 12'-4" 13'-4" 1.4'-4" 1.5'-4" 96°10 9 4'-9'.' 5'-9" 6'-9" T-9" 8'-9" 9'-9" 10'-9" 11'-10" 12'-10"13'-10"14'-10" 93% 9 5'-4" 6'-5" 7'-5" 8'-5" 9'-5"" 10'-5" 11'-5" 12'-5" 13'-5" 14'-5" 15'-5" _97%. 10 4'-10" 5'-10" 6'-11" 7'-11" 8'-11" 9'-11" 10'-11" 11'-11" 12'-11"13'-11 "14'=11" 94% 10 5'-5" 6'-5" 7'-5" 8'-5" 9'-5" 10'-5" 11'-5" 12'-5", 13'-5" 14'-5" 16'-5" 97% 11 5`-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0" 13'-0" 14'-0" 15'-0" 95% 11 5'-6" 6'.-6" 7'-6" 8'-6" 9'-6" 101-6" 11'-6" 12'$" 13'-6" 14'-6" 15'-6" 97% ' 12 5'-1" 6'-1" T-1" 8'-1" 9'-1" 10'-1" 11'-1" 12'-1" 1TA" 14'-1" 15'-1" 95% 12 5'-6" 6-6" 7'-6" 8'-6" 9'-6" 101-6" 11'-6" 12'-6" 13'-6" 14'-6" 15'-6" 98% 13 5-2" 6'-2" T-2" 8'-2" 9'-2" 10'-2" 11'-2" 12'-2" 13'-2" 14'-2" 15'-2" 95% 13 5'-7" 6-7" 7'-7" 8'-7" 9'-7" 10'-7" 11'-7" .12'-7" 13'-7" 14'-7" 15'-7" 98% 14 5'-2" 6'-2" T-3" 8`-3" 9'-3" 10'-3" 11'-3" 12'-3" 13'-3" 14'-3" 15'-3" 96% 14 5'77" .6'-7" T-7" 8'-7" 9'-7" 10'-7" 11'-7" 12'-7" 13'-7" 14'-7" 15'-7" 98% 15 5'-3" 64" T-3" 8'-3" 9'-3" 10'-3" 11'-3" 12'-3" 13'-3" 14'-3" 15'-3" 96% 15 5'-7" 6'-7" T-7" 8'-7" 9'-7" 10'-7" 11'-7" 12'-7" 13'-7" 14'-7" 15'-7" 98% 16 5-4" 64" TA'l 8'-4" 9'-4" 10'-4" 11'-4"' 12'-4" 13'-4" 14'-4" 15'-4" 96% Table 15 Table.14 _ Metals USA Building Products Carl Putnam, P. E. SANDWICH PANEL W/ EMBEDDED FAN BEAM 2440 Albright 3441 Ivylink Place Houston, TX 77017 Lynchburg, VA 24503 (713) 946-9000 carlputnam@comcast.netHEADER FAN { l (Votes 1. These tables are for use with ICC ESR 1953 Detail MU34 or other approved plans THESE TABLES MAY ONLY BE USED 2. These panels DO have an embedded fan beam, POST WITH SINGLE SPAN ATTACHED F Su 3. Panels are as specified in ICC ESR 2229 STRUCTURES 4. Panels are approved under CA HCD FBH-17 and FBH-18 z v 5. COMPLIANCE WITH ELECTRICAL CODE IS OUTSIDE THE SCOPE OF THESE PLANS, v 6 1 6. Maximum fan weight is 30 lbs. J E ?� 7. Fan Installation is outside scope of these plans.. iV 8. Attach to header as per Table 9. �y rt � �®�� Page 2 of 2 Metals USA Sandwich Panel Spans 6/25/2013 `