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HomeMy WebLinkAboutDesign Check List for Carports & Patio CoversDesign Check List for Carports & Patio Covers (page 1 of 2) 1. Design Statement These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and comply with the Florida Building Code, 2004 Edition, Chapter 16 & 20; Exposure'B'O or'C' O en Building; Importance Factor 0.77; Negative I.P.C. 0.00; Roof live load 20 PSF or MPH for 3 second wind gust velocity load; Base design pressures are 1 U PSF for Roofs and PSF for walls. Notes: Wind velocity zone and exposure category are determined by local code. "Partially enclosed" refers to attached covers & "open" refers to free standing mono -sloped covers. Pressures & Conversions multipliers are on page 2-01,, For'C' exposure design loads, multiply 'B' exposure loads by 1.4. 100% e% PY 2. Host Structure Adequacy Statement: I certify that I have inspected the host structure and it is in good reps and mad LW structure will be solid. W. CU w i Phone: LP(n -31 0 n ctor / Authorized ep••' Name (please print) Date: Contractor / Authori e R p"* Signature Note: Projection from host structure shall not exceed 20'. 3. Building Permit Application Package contains the following: Yes No A. Project name & address on plans .............................................. 10 B. Site plan or survey with enclosure location ...... . .............................. 1 C. Contractor's / Designer's name, address, phone number, & signature on plans .... ® 0 D. Notice of consumer rights attached and initialed by consumer .................. E. Proposed project layout drawing @ 1/4" scale with the following: .................. 1. Planview with host structure, enclosure length, projection from host structure, and all dimensions ................... ................................... 2. Front and side elevation views with all dimensions & heights .................. ER 3. Beam location (show in plan & elevation view) & size (i.e. 2" x 8" x 0.072" x 0.224") ............................................... 1124. Upright location (show in plan & elevation view) & size (i.e. 2" x 8" x 0.072"x 0.224)............................................... Im 0 5. Knee braces length, location, & size (i.e. 2" x 3" x 0.045" for 2" x 8" x 0.072" x 0.224" SMB)............................................. 3. Highlight details from Aluminum Structures Design Manual: Yes No A. Beam & purlin tables w/ sizes, thickness, spacing, & spans / lengths (Tables 2.1.1. 2.1.2 and/or 2.1.3) B a allowable span conversions from 120 MPH wind zone 'B' Exposure to MPH wind zone and/or'C' Exposure for load width: Look up span on 120 MPH table and apply the following formula: Span / Height Span @ @120MPH� �130MPH /� (IO�eCI. t®��„ 0.00 (b or d) x 1 •Do (b or d) x 1.00 (b or d) = l � Wind Zone J L_ Exposure Multiplier" Wed q '(9 It Multiplier • ' Appropriate multiplier from Table 2A of 213, page 2-ii. Minimum design pressure for open structure Is 20 PSF for 100 -130 MPH wind zones & 30 PSF for 140 & 150 MPH zones. Conversions can not be taken when the wind design pressure Is less than these pressures. Must have attended Engineers Continuing Edjucation Class with in past two years. b-4 Design Check List for Carports & Patio Covers (page 2 of 2) Yes No B. Upright sizes, thickness, spacing, & heights / lengths (Tables 2.2.1 & 2.2.2) ....... Allowable upright height conversion from Exposure "B" for any wind zone to a "C" catagory exposure. Multiply height from table by 0.71. Also, check Table 2.3 for minimum post size To convert roof area for any wind zone from 'B' to'C' exposure catagory, multiply by 0.71. Area from Table 2.2.1 or 2.2.2 ft.2 x 0.71 = 0.00 C. Table 2.3 w/ beam, upright, & knee braces combination, type, & size of anchors .... D. Connection details to be used such as: 1. Carport / cover plan view & section (example Page 2-3 & 5) ..................: 2. Fourth wall or mobile home connection details ................................ 3. Header to wall / fascia (from Section 7)....................................... 4. Beam to upright, wall, or another beam (purlins) .............................. l�.1 5. Knee braces.............................................................. E. Connection to slab / footing .................................................... F. Foundation detail type & size (Table 2.4)........................................ Notes: F ILECOOV I ID b-5 - StCTION 2 1 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS Table 2.1.1 A-130 Allowable Roof Beam Spans fo Freestanding Carports o atio Covers with Mono -Sloped* Roofs For 3 sec. wind gust a 130 MPH etocity; a'stn design load of 13 #ISF (50 #/SF for Max. Cantilever) Aluminum Allov 6063 T-6 2" x 3" x 0.045" Hollow 2" x 3" x 0.050" Hollow Tilt Load Width (ft.) Max. S an 'L'I bendin 'b' or deflection 'd' Load Width (ft.) Max. Spa 'L'I bending 'b' or deflection 'd' %2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span ' 4 Span ax CaM ever 4 T-7" d 9'-5" d 9'-7" d 1'-5" d 4 71-6" d 9'-3" d 9'-5" d 1'-5" d 5 T-1" d 8'-9" d 8'-9" b 1'-4" d 5 6'-11" d 8'-7" d 8'-6" b 1'-4" d 6 6'-8" d 8'-3" d 7'-11" b 1'-3" d 6 6'-7" d' 8'-1" b T-10" b 1'-3" d 7 6'-4" d T-8" b T-5" b 1'-2" d 7 6'-3" d 71-6" b 7'-3" b 1'-2" d 8 6'-1" d 7'-2" b 6'-11" b 1'-2" d 8 5'-11" d 6'-11" b 6'-9" b 1'A" d 9 5'-10" d 6'-9" b 6'-6" b 1'-1" d 9 5'-9" d 6'-7" b 6'4" b 1'A" d 10 5'-7" d 6'-5.' b 6'-2" b 1'-1" d 10 5'-6" d 6'-3" b 6'-0" b 1'-1" d 11 5'-5" d 6'-1" b 5'-11" b 1'-0" d 11 5'-4" b T-11" b 5'-9" b 1'-0" d 12 5'-3" b 5'-10'' b 6-8" b 0'-11" d 12 5'-1" b 1 5'-8" b 5'-6" b I 0'-11" d 2" x 4" x 0.045" Hollow Tilt 2" x 4" x 0.044" x 0.100" Self Mating Beam Load Width (ft.) Max. Span'L'! bending'b' or deflaction 'd' Load Width (ft.) Max. Span'L'I bending 'b' or deflection'd' 1&2 Span 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever 4 9'-6" d 11'-8" d 11'-9" b 1'-9" d 4 11'-0" d 13'-7" d 13'-11" d 2'-1" d 5 8'-9" d 10'-10" d 10'-6" b 1'-8" d 5 10'-3" d 12'-8" d 12'-11" d 1'-11" d 6 8'-3" d 9'-11" b 9'-7" b 1'-7" d 6 9'-8" d 11'-11" d 11'-11" b 1'-10" d 7 T-10" d 9'-2" b 8'-10" b 1'-6" d 7 9'-2" d 11'4" d 11'-1" b 1'-9" d 8 T-6" d 8'-7" b 8'4" b 1'-5" d B 8'-9" d 10'-9" b 10'-4" b 1'-8" d 9 T-T' d 8'-1" b T-10" b 1'4" d 9 8'-5" d 10'-1" b 9'4" b 1'-7" d 10 6'-10" b 7'-8" b T-5" b 1'-4" d 10 8'-2" d 9'77" b 9'-3" b 1'-6" d 11 6'-7" b 7'-0" b 7'-1" b 1'-3" d 11 j T-10" d 9'-2" b 8'-10" b 1'-6" d 12 6'-3" b T-O" b 6'4" b 1'-3" d 12 7'-8" d 8'-9" b 8'-6" b 1'-5" d 0_F051I x 0. I00" ""T 92 Beam 2" x 6" x 0.050" x 0.120" Self Mating Beam Load Width (ft.) Max. Sp an'L'I(bending'b' or deflaction 'd') Load Width (ft.) Max. Sp an'L'!(bending'b' or deflection'd') 1&2 Spa 3 Span 4 Span Cantilever 1&2 Span 3 Span 4 Span Cantilever, 4 13'-8" d 16'-11" d 17'-3" d 2'-7" d 4 15'-11" d 19'-9" d 20'-2" d T-O" d 5 12'-8" d 15'-8" d 15'-11" d 2'-5" d 5 14'=10" d 1814" d 18'-9" d 2'-10" d 6 11'-11" d 14'-9" d 14'-10" b 2'-3" d 6 13'-11" d 17'-3" d 17'-2" b 2'-8" d Kfi1"4" d 14'-0" d 13'-9" b 2'-2" d 7 13'-3" d 16'-5" d 16-11" b 2'-6" d =" 9— 1-0` tVI 13'-3" b 12'-10" b 2'4" d 8 12'-8" d 15'-4" b 14'-10" b 2'-5" d 9 10'-5" d 12'-6" b 12'-1" b 1'-11" d 9 12'-3" d 14'-6" b 14'-0" b 2'4" d 10 10'-1" d 11'-11" b 11'-6" b 1'.11" d 10 11'-9" d 13'-9" b 13'4' b 2'-3" d 11 9'-9" d 11'4" b 10'-11" b 1'-10" d 11 11'-5" d 13'-1" b 12'-8" b 2'-2" d 12 9'-6" d 10'-10" b 10'-6" b 1'-10"' d 12 1 11'-1" d 12'-7" b 12'-1" b 2'-1" d Mono -sloped roofs Include gables where the slope of the roof is less than 1" in 12". Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 2. Spans may be interpolated. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 PAX: (388)767-6556 IPAGE 2-' 0 I O NOT TO BE E RODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I SECTION`2 , : ;'ATTACHED & FREE-STANDIN G.COVERS AND. UTILITY SHEDS..; — — — — — — — — — — PAN. ©R COMPOSITE PANEL ROOF ,ir d t t ' ' ` _ . BEAM . :, ®' t : , • .L CONNECTION:= :... . ... .:: START OR END'" KNEE BRACE NGTH OF BEAM 80AN,: ,; , . CENTER OF BRACE 2" x 3" x 0,050o MINIMUM KNEE ' BRACE (SEE TABLE 2.3) ® CONN WEE BRACE 0 GOL MN AND BEAM WI KNEE BRACE REQUIREDIF 0.050"'U' CHANNEL, `H' POST NOT SET IN CONCRETE ®-' t✓HA EL, OR GUSSET PLA ; FOOTING FAS N WITH S.M.S. AT �• �' �: - • " CH CONNECTION POINir • ' KNEE BRACE NOT REQUIRED 7P—M-TABLE 2 •,. FOR ATTACHED STRUCTURES - ' 'COLUMN -- ------------- KNEE BRACE TO POST DETAIL -LBO �k PA°RA'LI:EMR0iR- - SCALE: 3" = 1'-0"-- , Lawrence E. Bennett,: P.E. FL # 116644 CML ENQINEER • 6ML&M61tCONSULTANT P.O. BOX 214306, SOUTH DAYTONA, FL 32121 ". 'TELEPHONE: (380) M-4774 .• fAX:: (3M) 767466t! PAGE `. ®`. COPYRIGHT 2604 ..... NOT -TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNM, P.E.