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HomeMy WebLinkAboutDESIGN CHECKLIST FOR CARPORTSDesign Check List for Carports & Patio Covers (Page 1 of 2)����l�Jf�� I. Design Statement: BY St. Lude County These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with the 2004 Florida Building Code Edition with 2006 Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A and ASCE 7-02; Exposure'B' ✓Q or'C'O or'D'J:J; Enclosed Building; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; Negative I.P.C. 0.00; 0.18 for mono -sloped roof; 0.18 for attached, fourth wall structure and gabled carports. Roof live load 10 or 30 PSF or MPH for 3 second wind gust velocity load; Basic Wind Pressure 140 ; Base design pressures are 18.4 PSF for Roofs and 18.4 PSF for walls. Notes: Wind velocity zone and exposure category are determined by local code. "Enclosed" refers to attached covers & "open" refers to free standing mono -sloped covers. Pressures & Conversions multipliers are on page 2-ii & iii. 11. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. Gary K. Whi Phone: 466-0913 Co thorized Re Name (please print) 7, Date: 5 Contractor /Authorized Rep* Signature Racine/ 5613 Hickory Drive, Fort Pierce, Florida 34982 Job Name & Address Note: Projection from host structure shall not exceed 20'. Ill. Building Permit Application Package contains the following: Yes No A. Project name & address on plans .......................... .................... ✓® B. Site plan or survey with enclosure location ..................................... ED El C. Contractor's /Designer's name, address, phone number, &signature on plans ..... ✓. . D. Site exposure form completed .................................................. E. Proposed project layout drawing @ 1/4" scale with the following: 1. Plan view with host structure, enclosure length, projection from host structure, .. and all dimensions , 2. Front and side elevation views with all dimensions & heights .................. . 3. Beam location (show in plan & elevation view) & size ......................... (Select beams from appropriate 2.1 series tables) 4. Upright location (show in plan & elevation view) &size ......................... ✓® F7 (Select uprights from appropriate 2.2 series tables) (Check Table 2.3 for minimum post size) 5. Knee braces length, location, & size ........................................ - ✓®- (Check Table 2.3 for knee brace size) * Must have attended Engineer's Continuing Education Class within the past two years. b-5 .. Design Check List for Carports & Patio Covers (Page 2 of 2) IV. 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) Beam allowable span conversions from 120 MPH wind zone, 'B' Exposure to 140 MPH wind zone and/or'C' Exposure for load width 6.00 : Look up span on 120 MPH table and apply the following formula: Span / Height Required Span @ 120 MPH—] @ 140 MPH 0.00 (b or d) x 1.00 (b or d) x 1.00 (b or d) = 0.00 Wind Zone Multiplier ** Exposure Multiplier** 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'f6r 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.' 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 (Section 7) .......................................... ED ED 4. Beam to upright, wall, or another beam (pudins) .............................. ®d 5. Knee braces .............................................................. El ED E. Connection to slab / footing .................................................... E3 F. Foundation detail type & size (Table 2.4)........................................ M Notes: KNEE BRACES NOT REQUIRED POST ARE TO BE IN CONCRETE NO CALCULATING REQUIRED ENGINEERING ALREADY AT 140 MPH ** Appropriate multiplier from Table 2A or 2B„on page 2-ii or Table 2E on page 2411.. b-6 _I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I SECTION 2 BEAM SPAN LENGTH "A" FOR TABLE 2 EQUALS THE SHADING DENOTES MAXIMUM ROOF LARGER OF: Al = W, A2= W/2 + O.H. AREA FOR COLUMNS AND FOOTING CV w J CO J z a w to 7- II- W III W OVERHANG II fl VARIES A2 I I 1 A2 Id • ' ,Id DOUBLE CARPORT SCALE: 3/16" = V-0" BEAM IF REQUIRED FOR KNEE BRACING KNEE BRACE 'W FOR BEAM SIZE 04 w J 00 H J z d to w In I I. - 11 W III I'I MONO -SLOPED pl III ROOF I,I OVERHANG II III VARIESA2 A2 II I I JI'I / III f/�; ',•I ,; III ✓ j i ,�f ; SINGLE CARPORT SCALE: 3/16" = V-0" SLOPE 1/2 12 'W' FOR BEAM SIZE ** AFTER COMPUTING 'A' LARGEST VALUE POST SIZE AND SPACING PER TABLE * MINIMUM SLOPE SHALL BE 1/2" PER 12" EXCEPT FOR 2.2.1 AND / OR TABLE 2.2.2 ; 0.026" PANS FOR WHICH THE SLOPE SHALL BE 3/4" NOTE: KNEE BRACES ARE REQUIRED PER 12 FOR SPANS EXCEEDING 12'-0" OR IF POSTS ARE NOT SET IN CONCRETE MANUFACTURERS RECOMMENDED SLOPE FOOTING ** SEE BEAM SPAN TABLES FOR FREE STANDING STRUCTURES END VIEW DOUBLE CARPORT (GABLED) E. ND VIEW SINGLErtCARPORT' SCALE: 3/16" = 1'-0" SCALE: 3/16" = V-0" . * SLOPE 1/2 12 9M FOR BEAM SIZE ** Lawrence E.,Bennett, P.E. FL # 16644 FILE. COPYCIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, Fl 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 2-11 SECTION 2 I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS BEAMS MAY BE ANGLED FOR GABLED FRAME COLUMN NOTCHED TO SUIT ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 2.3) BEAM AND POST SIZES (SEE TABLES SECTION 2) SIDE NOTCH POST TO BEAM CONNECTION SCALE: 3" = V-0" BEAMS MAY BE ANGLED FOR — ----------- GABLED FRAME cn ROOF PANEL > (SEE SECTION 7) 1-3/4" x 1-3/4" x 0.063" RECEIVING CHANNEL THRU BOLTED TO POST W/ THRU BOLTS FOR SIDE BEAM (SEE TABLE 2.3 FOR NUMBER OF BOLTS) C COLUMN NOTCHED TO SUIT — — — — — — — — — — ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 2.3) BEAM AND POST SIZES 0 (SEE TABLES SECTION 2) I O+ — — - _ - i CENTER=NOTCH-POST TO-BEAM__CONNECTION SCALE: T' = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, A 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE @ COPYRIGHT2006 2-16 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 2 1 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS TOP OF GRADE COMPACTED BACK FILL BASE WALL MIN. "t" IS THICKNESS OF REQUIRED POST. MAY BE THICKER 3" x 3" POST (SEE TABLE) (2) 2" x 2" x "t" ANGLE OR (1) U CHANNEL x "t" 3/8" x 3-1/2" BOLT 80 LB. 2500 PSI CONCRETE PRE -MIX 3" EXTRUDED ALUMINUM BASE ALTERNATE: 3" BREAK FORMED 5052 H-32 ALUMINUM BASE ALUMINUM POST AND BURIED FOOTING CONNECTION SCALE: 1-1/2" = V-0" POST IN CONCRETE #40 BAR 12" LONG POURED CONCRETE (REFER TO TABLE 2.4) {ISOLATED -FOOTING j SCALE: 3" = V-0" 3" x 3" POST TURN BOLTED* ANCHOR RISER 2-3/4" x 2-3/4" x 2-1/2" LONG x 1/8" TUBING WELDED CONNECTION FASTEN (SEE SECTION 9) 12" x 12" x 1/4" PLATE 3-1/2" CONC. SLAB * POST MAY BE FILLET WELDED DIRECTLY TO BASE PLATE BASE ANCHOR CONNECTOR FOR POST TO SLAB CONNECTION SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 _ Py CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368,South Daytona, F132121 Telephone #: (386) 7674774 Fax #: (386) 767.6556 1"L E C 0 L Email: lebpe@bellsouth.net pGE © COPYRIGHT2006 2-24 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. J. i SECTION 2 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS Table 2.1.1 B-140-1 Allowable Roof Beam Spans for Freestanding Carports or Patio Covers with Mono -Sloped* Roofs For 3 sec. wind gust for 140-1 MPH velocity; Using design load of 18.4 #/SF (65.7 #/SF for Max. Cantilever) Aluminum Allov 6063 T-6 2" x 7" x 0.055" x 0.120" Self Mating Beam 2" x 8" x 0.072" x 0.224" Self Mating Beam Load Width (ft.) Max. Span 'L'/(bending'b' or deflection'd') Load Width (ft.) Max. Span 'L'/(bending'b' or deflection'dj 1; Span 3 Span 4 Span Cant lever 1&2 Span 3 Span 4 Span Cant lever 4 14'-11" b 1 16'-8" b 16'-1" b T-2" d 4 19'-7" d 24'-3" d 24'-8" b T-10" d 5 13'-4" b 14'-11" b 14'-5" b T-11" d 5 18'-2" d 22'-0" d 22'-1" b T-6" d 6 12'-2" b 13'-7" b 13'-2" b 2'-9" d 6 1T-2" d 20'-10" b 20'-2" b T-4" d 7 11'-3" b 12'-7" b 12'-2" b T-7" d 7 16'-3" d' 19'-4" b 18'-8" b T-2" d 8 10'-6" b 11 '4' b 11'-5" b 2'-6" d 8 15W" d 18'A" b 1T-5" b T-0" d 9 9'-11" b 11'-1" b 10'-9" b T-5" d 9 14'-11" d 17'-0" b 16'-5" b T-11" d 10 9'-5" b 10'-6" b 10'-2" b 2'4" d 10 14'-5" b 16'-2" b 15'-7" b 2'-10" d 11 8'-11" b 10'-1" b 9'4' b T-3" d 11 13'-9" b 15'-5" b 14'-11" b 2'-9" d 12 8'-7" b 1 9W" b 9'-4" b 2'-2" d 12 13'-2" b 14'-9" b 14'-3" b 2'-8" d 2" x 9" x 0.072" x 0.224" Self Mating Beam 2" x 9" x'0;082" x 0.30.6" Self Mating.Beama" Load Width (ft.) Max. Span 'L'/(bending 'b' or deflection 'ax_d') Load Width (ft.) Max. Span 'LY(bending 'b' or deflection 'd) 1&2 Span 3 Span 4 Span Cant lever 1&2 Span 3 Span 4 Span Cantilever 4 22'-1" d 26'-0" b 25'-2" b T-0" d 4 23'-0" d 28'-11" d 29'4" b 4'-0" d 5 20'-6" d 2T-3" b 22'-6" b T-11" d 5 _21'-10" d 26'-11" d 26'-3" b 4'-0" d 6 18'-11" b 21'-3" b 20'-6" b T-9" d f— 6 20'-6" " d,% 24'-10" b 2T-11" b T-11" d 7 17'-7" b 19'-8" b 19'-0" b T-7" d 7 19'-6" d 2T-11" b 22'-2" b T-9" d 8 16'-5" b 18'-5" b 17'-9" b T-5" d 8 18'-8" d 21'-0" b 20'-9" b 3'-7" d 9 16-6" b 17'-4" b 16'-9" b T-3" d 9 1T-11" d 20'4' b 19'-7" b T-6" d 10 14'-9" b 16'-5" b 16-11" b T-2" d 10 1T-2" b 19'-3" b 18W" b 3'-4" d 11 14'-0" b 15'-8" b 15'-2" b T-1" d 11 16-5" b 18'-4" b 17'-9" b T-3" 13'-5" b 15'-0" b 14'-6" b T-11" d 12 15'-0" b 17'-7" b 16'-11" b T-2" fl12 2" x 10" x 0.092" x 0.369" Self Mating Beam Load Width (ft.) Max. Span 'L'/(bending 'b' or deflection 'd') %2 Span 3 Span 4 Span Max. Cantilever 4 27'-6" d 3T-11" d 34'-8" d 4'-0" d 5 25'-6" d _31'-6" d 31'-11" b 4'4' d 6 24'-0" d 29'-•8" d 29'-2" b 4'-0" d 7 2.T-10" d 27'-11" b 26-11" b 4'-0" d 8 21'-10" d 2&4' b 25'-3" b 4'-0" d 9 20'-11" d 24'-7" b 23'-9" b 4'-0" d 10 20'-3" d 23.'�" b 22'-7" b T-11" d 11 19'-8" d . 22'-3" b 21'-6" 12 19'-1" b 21' 4" 6 20'-7" b 3'-8" d " Mono -sloped roofs include gables when: 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. Lawrence E. Bennett, P.E. FL # 16644 CIVIL &.STRUCTURAL ENGINEERING P.O. Box 214368. South. Daytona, Ft 32121 Telephone #: (386) 767-4774 Fax M. (386) 767-6K5 Email: lebpe@bellsouth.net PAGE @ COPYRIGHT 2006 2-38 NOT TO BE REPRODUCED IN WHOLE OR IN PARTWITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 0 Z o � 0 m n v A mN 1 X o°f v o c 0 m v z x 0 m 0 X CM) z 1 x 0 1 m z z v m z � 0Z r o 0 5 n 1 CD z o Qo CD M m m ?t m CO ill rn x �I A Z ACD V in v t- P " Errn 0 13 M r � D m W W � Table 2.1.1 C-140-1 Allowable Spans For Miscellaneous Beams Used for Freestanding Carports with Mono -Sloped Roofs' For 3:sec. wind gust for 140-1 MPH velocity; using design load of 18.4 #/SF Aluminum Alloy 0063 T-6 Single Self -Mating Beams Tributary Load Width 6'.0" 7'-0" 8'-0" 9'-0" F 10'.0" If 11--0 12'-0" 1 13'-0" 1 14'-0" 1 15'.0" 16'•0" 1 17'-0" Allowable Span 'L' / bending V or deflection 'd' 2" x 6" x 0.050" x 0.120" 1.1'4" b 10'-5" b 9'-9" b. 9'-2" b 8'-8" b 8'-4" bi 7'-11" b 7'-8" b 7'-4" b 7'-1" b 6'-11" bi 6'-8" b 2" x 7" x 0.055" x 0.120" 12'-2" b 11'-3" ,b 10'-6" b 9'-11" b 9'-5" b 8'-11" _ b 8'-7" b 8'-3" b T-11" b T-8" b T-5" b 7'-3" b 2" x 8" x 0.0,72" x 0.224" 17'-7" d 16'-8" d 15'-8" b 14'-9" b 14'-0" b 13'-4" b 12'-10" b 12'-4" b 1 T-10" b 11'-5" b 11'A" b 10'-9" b 2" x 9" x 0.672"•x 0.224" 18'-11" b 17'-T' b 16'-5" b 15'-6" b 14'-9" b 14'-0" b 13'-5" b 12'-11" b 12'-5" b 12'-0" b 11'-8" b 11'-3" b 2" x 9" x 0:08V x 0.306" 2"'x 10" x 0.092" x 0:369"� 20 4, d 24'-0" di. 19'-6" d 22'-10" d 18'-7" d 21'-10" d IT-1 1 " d 20'-11" d 17'-2" b 20'-3" d 16'-5" b (19 -7": t d 15'-8" b 19'-1" d 15'-1" b 18'-4" b 14'-6" b 17'-8" b 14'-0" b 17'-1 " b 13'-7" b 16'-6" b 13'-2" b 16'-0" b Double Self -Mating Beams � TributaryLoad Width ,6'-0" _ , 7'.0" 8'-0" 9'rV' 1 10.-0" 1 11'-0" 1 12'.0" 1 13'-0" 1 14'.0" 1 15'-0" 16'-0" 1 17'.0" Allowable Span'L' / bending 'b' or deflection'd' 2" x 8" it 0.072" x 0.224" 22'-1" d 21'-0" dj 20'-1" d 19'-4" d 18'-8" d 18'-1" d 17'-7" d 17'-1" d 16'-8" d 16'-2" b 15'-8" b 15'-3" b 2" x 9" x 0.072" x 0.224", 24'-3" d 23'-1" d 22'-1" d 21'-2" d 20'-6" dE21'-V -10" d 18'-11" b 18'-3" b 17'-7" b 16'-11" b 16'-5" b 15'-11" b 2" x 9" x 0.082" x 0:306" 25'-10" d 24'-6" d 23'-6" d 22'-7" d 21'-9" d d 20'-6" d 19'-11" d 19'-6" d 19'-0" d 18'-7" d 18'-3" d 2"x 10" x 0.092" z 0.369 29'-10" d 28'-4" d 2T-1" d 26'-1" d 25'-2" d 24'-5" d 23'-8" d 23'-1" d 22'-6" d 21'-11" mono -sloped roots include gables where the slope of the roof is less than 1" in 12". Note: 1. It Is recommended that the engineer be consulted on any carrier beam that spans more than 35' 2. Spans are based on 140-1 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. 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. 5. Spans maybe interpolated. Cl) m 1 O Z N ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I SECTION 2 Table 2.2.2 Allowable Attributable Roof Area per Post for Carports & Patio Covers ALUMINUM POSTS Aluminum Post Wind Load (MPH) = 100 110 120 1 123 1 130 1 140-1&2 1 150 16.6 #ISF 17.7 #/SF 1 21.1 1 22.2#/SF 1 24.8 #/SF 1 28.7 #/SF 1 32.99 #/SF Maximum Allowable Roof Area in Square Feet for Various Loads on Post Height Load (Ibs.) 3" x 3" x 0.090" Hollow Extrusion - Aluminum Alloy 6063 T-0 11'-10" 5,184 432 455 384 365 365 326 307 13'-10" 3,888 324 1 341 288 1 274 274 245 1 230 15'-10" 3,024 252 1 265 224 1 213 213 190 1179 17'-10" 2,268 189 1 199 168 1 160 160 143 1 134 Height Load (lbs.) 3" x 3" x 0.125" Hollow Extrusion - Aluminum Alloy 6063 T-6 13'4" 6912 576 606 512 487 487 435 409 16--1" 5,184 432 455 384 365 365 326 307 18'-4" 4,032 336 354 299 284 284 1 254 239 20'-7" 3,024 252 265 224 213 213 190 179 Height Load (lbs.) 4" x 4" x 6.125'=Hollow Eitrusiori - Aluminum`Alloy 6063 T-6 15%9" 9,312 776 -817-" 690 656 656+ e__586, --- 551 18'-5" 6,984 582 1 613 1 517 492 492 1 439� 413 21'-0" 5,432 453 1 476 1 402 1 383 383 1 342 1 321 23'-8" 4,074 340 1 357 1 302 287 287 1 956 I 1 Steel Post Wind Load (MPH) = 100 110 1 120 1 123 1 130 1 140-1&2 1 150 16.6 #/SF 17.7 #/SFj 21.1 1 22.2#/SF 1 24.8 #/SF 1 28.7 #/SF 1 32.99 #/SF Maximum Allowable Roof Area in Square Feet for Various Loads on Post Height Load (lbs.) 3" x 3" x 14 Gauge Post - 46. k.s.i. Steel 19'-10" 10,050 838 882 1. 744 708 632 546 595 21'-9" 7,430 619 652 550 523 467 404 440 23'.9" 5,638 470 495 1 418 397 355 306 334 25'-9" 4,371 364 383 1 324 308 275 238 259 Height Load.(Ibs.) 3" x 3" x 11 Gauge Post -46 k.s.i. Steel 19'-8" 15,870 1323 1392 1176 1118 1 998 1 863 939 21'-7" 11,730 978 1029 869 826 1 738 1638 694 23%6" 8,970 748 787 664 632 1 1 564 1 488 531 25'-6" 6,900 575 605 511 486 1 434 1 375 408 Height Load (lbs.) 4" x 4" x 14 Gauge Post - 46 k.s.i. Steel 26%8" 1 12;650 1 1054 1 1110 . 937 1 891 1 796 I 688 1 749 29'3" 9,350 1 779 1 820 693 1 658 1 588 1 508 1 553 32'-0" 1 7,150 1 596 1 627 530 1 504 1 450 1 389 1 423 34'-B" 1 5,500 1 458 482 1 407 1 387 1 346 1 299 1 325 Conversion Multipliers for Freestanding Carports with Mono Slowed Roofs Example: Find Roof Area Needed; Area ='A; Post Spacing ='S'; Structure Projection ='W': A = S x (W/2 + O.H.); If 'S' = 20', W = 24', and O.H. = 2' then: 'Area' = 280 Sq. Ft. a. Fora 13'-10" post and 120 m.p.h. wind load of 14 # / Sq. Ft post choices are: 1.3" x 3" x 0.125" Hollow Extrusion 2. All post sizes listed below the 3" x W x 0125" Hollow Section b. If job conditions dictate a post hieght of 20'-7" for A = 280 Sq. Ft. and 120 MPH wind zone, then a 3" x 3" x 0.125" Hollow Extrusion can NOT be used since it can only support a roof area of 216 Sq. Ft. Thus, design must satisfy both height and area requirements. Note: 1. Spans may be interpolated. 2. For freestanding covers, multiply above roof areas by 1.25 (except for 100 MPH). © COPYRIGHT 2006 100 110 120 123 130. 1404 140-2 160 1.00 1.20 1.27 1.25 1.23 1.27 1.23 1 1.23 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona; FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. PAGE 2-61 W o Q° CD o #030) m ' m ,-, x° y d o Z W i v "awn CD n C C �h N ] a w 0 r o rn x m N Z -n r- i i G) v in Table 2.3 d�- ost to Aluminum Alloy 6063 T-6 Distance of 2-112d Beam Size Mlnlmum Post Slze Min. # Thru-Bolts @ Beam (o) Min, # Thru-Bolts @ Post Base Minimum Knee Brace Miminum # Knee Brace Screws' 1/4" 5116" 318" 1/2" 1/4" 5/16" 3/8" 112" Hollow Sectlons 2" x 2" x 0.044" Cross Beam N/A N/A** N/A** N/A** N/A*' N/A'* N/A*' N/A** N/A** 2" X 2" 3 2" x 3" x 0.050" Hollow Tilt 2" x 2" x 0.044" or 2" x 2" x 0.045" Snap 5 3 3 2 3 2 1 1 2" x 3" x 0.050" 3 2" x 4" x 0.050" Hollow 2" z 3" x 0.045" Hollow or 2" x 3" x 0.045" Snap 7 5 4 3 5 3 3 3 2" x 3" x 0.050" 3 Self Mating Beams 2" x 4" x 0.038" X 0.100" 3" x 3"x 0.060" Scalloped 5 4 2 2 5 3 3 2 2" x 3" x 0,050" 3 2" x 5" x 0.050" X 0.100" $" x 3'k 0.060" Scalloped 7 5 3 3 5 3 3 2 2" x 3" x 0.050" 3 2" x 6" x 0,050" X 0.120" 3" x 3"x 0.060" Scalloped 8 6 3 3 5 3 3 2 2" x 3" x 0.050" 3 2" x 7" x 0.055" x 0..120" 3" x 3" x 0.093" 10 7 4 4 5 3. 3 2 2" x 4" x 0.050" 3 2" x 8" x 0.072" x 0.224" 3" x 3" x 0.093"' 11 9 5 5 5 3 3 2 2" x 4" x 0.050" 3 2" x 9" x 0.072" x 6.224" 3" x 3" x 0.125" 13 10 6_ 6 5 3 3 2 2" x 4" x 0.050" 3 {2" x 9" x_0.082" x 0.306" 4" z 4" z 0.125" :' 13 11 ( 6 } 6 7 5 4 2" z 10" x 0.092" x 0,369". 4" x 4"_ic 0125"'�J 15 15 77 7 19 5 4 3 2" x 4" x 0.050" 4 The minimum number of thru bolts is (2) * Minimum post/beam may be used as minimum knee brace Fasten external screws orclips. See Details ***For screw size see. wind zone. chart The minlmum.size and spacing of stitching screws shall be the same as table 3A.3. Knee Brace Min. Length Max. Length 2" x 2" x 0.044" V-4" 2'-0" 2" x 2" x 0.055" 1'-4" 2'-0" 2" x 2" x 0.093" 1'-4" 2'-0" 2" x 3" x 0.050" 1' 6" 2'-6" 2" x 4" x 0.050" 1'-6" 70" Example: Number of bolts required for 120 MPH, "B" exposure, Attached (Enclosed) structure; MWFRS Design Load 14 PSF load width of post = 12', post spacing = 10', w2 = 14 PSF Post Uplift = 12' x 10' x 14' = 1680# From Table 9.4A' use wall thickness of lesser member Example: use Twall = 0.60" Allowable Loads # Bolts Req'd * @ post base I @ beam 1/4" = 468# / bolt 3.52 use 4 yes yes 5/16" = 610 # / bolt 2.75 use 3 yes yes 3/8" = 731 # / bolt 2.29 use 3 yes yes 1 /2" = 1,004 # / bolt 1.67 use 2 yes yes I hese values are good for post base & beam bolts Z .N ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I SECTION 2 Table 2.4.1 Footings -.Maximum Roof Area for Attached Carport and Freestanding Gabled Carport Posts Wind Zone (MPH) = 100 110 120 123 130 146'IA' 140-2 150 Attached Cover Uplift' = 16.6 #/SF 17.7 #/SF 21.1 #/SF 22.2 #/SF 24.8 #/SF 28.7 #/SF 30.9 #/SF 33.0 ,#/SF Free Standing Uplift = 10 #/SF 10 #/SF 11 #/SF 12 #/SF 13 #/SF 1� ' 15 #/SF 17 #/SF Existing Slab on Grade w/ unknown reinforcement in good repair 22 19 15 15 13 11 11 10 Isolated Footing Dimensions— Uplift Rating (lbs.) Maximum Attributable Roof Area in Square Feet 11-0" x 1'-0" x 1'-0" 306 18 17 15 14 12 11 9 9 1'-4" x 1 %4" x 1'-4" 597 36 34 28 27 24 21 18 18 1'-6" x 1%6" x 1'-6" 790 48 45 37 36 32 28 24 24 1'-8" x 1'-8" x 2'-0" 1,223 74 69 58 55 49 43 37 37 1'-8" x 1'-8" x 2%6". 1,529 92 86 72 69 62 53 46 46 2'-0" x 2'-0" x 2'-0" 1,584 95 89 75 71 64 55 48 48 2'-0" x 2'-0" x 2'-6" 1,980 119 112 94 89 80 69 60 60 2'-6" x 2'-6"x T-6!/ 2,756 166 156 131 124 111 L-96.� 84 84 2'-6" x T-6" x 3'-0" 3,308 199 187 157 149 133 115 100 100 nuui areas oaseu on auacneu cover upon ioaas. Notes: 1. Isolated Footing is a poured concrete rectangular solid (Length x Width x Depth). 2. Slab on grade must be new or in good condition. 3. For free standing covets, multiply above roof areas by the appropriate multiplier from the table below. Pre -Cast Block Footing Pre-castfootino block ( 16" x 16" Y 4" 1 at 2d" helnw nradn with Ra a han nraxnir en —rain anrt hnckfiltart to nrarta , Wind Zone (MPH)= 100 110 1 120 123 1 130 1 1404 140-2 1150 Attached Cover Uplift' = 16.6 #/SF 17.7 #/SF 21.1 #/SF 22.2 #/SF 24.8 #/SF 28.7 #/SF 30.9 #/SF 33.6 #/SF Free Standing Uplift = 10 #/SF 10 #!SF 11 #/SF 12 #/SF 13 #/SF I 15 #/SF 15 #ISF 17 #/SF Dimensions— Rating (lbs.) Maximum Attributable Roof Area in Square Feet (1) x 80# Bag 1,734 110 103 86 1 82 73 63 55 55 (2) x 80# Bag 1,819 115 108 90 86 77 66 58 58 (3) x 80# Bag 1,904 115 108 90 86 77 66 58 58 moze: maximum upiltt on post is determined by multipying maximum attributable roof area x applied load. Example: Post tributary roof area = 77', Applied load for 110 MPH wind zone = 24#/Sq. Ft., Uplift on post = 77 x 24=1,540# Roof Area Conversion Multipliers Conversion Multipliers for Freestandina Carports with Mono Slooed Roofs Wind Zone 100 110 120 123 130 1 1404 1 140-2 1 150 Roof Area Multiplier 1.00 1.05 1.13 1.36 1.48 1 1.56 1 1.00 1 1do0 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767 4774 Fax #: (386) 767 6556 Email: lebpe@bellsouth.net LO COPYRIGHT NOT TOBE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE 2-63 0 ti ECTION 2 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS Table 2.4.2 Uplift Resistance of Carrlort Footino Concrete Dead Weight = 1.50' x 1.50' x 2.00' x 150 #/CF = 675 # Soil Resistance = 0.6 x 4 x 1.5' x 2.0' x 75 #/CF{1/2(tan(33) x 2')) = 585 # Total = 756 # Concrete Dead Weight = 1.67' x 1.67' x 2.50' x 150 #/CF = 1,046 # Soil Resistance = 0.6 x 4 x 1.67' x 2.50' x 75 #/CF{1/2(tan(33) x 2.50')} = 1,017 # Total = 1,234 # Concrete Dead Weight = 2.00' x 2.00' x 2.00' x 150 #/CF = 1,200 # Soil Resistance = 0.6 x 4 x 2.00' x 2.00' x 75 #/CF {1/2(tan(33)' 2.00') = 779# Total = 1,187 # Concrete Dead Weight = 2.00' x 2.00' x 2.50' x 150 #/CF = 1,500 # Soil Resistance = 0.6 x 4 x 2.00' x 2.50' x 75 #/CF (1/2(tan(33)' 2.501= 1,217 # _To_tal = 1,630_# `Concrete Dead Weight = 2.50' x 2.50' x 2.50' x 150 #/CF = 1,344 # Soil Resistance = 0.6 x 4 x2.50' x 2.50' x 75 #/CF (1/2(tan(33)' 2.50') _= = 1,522'#' - - - _ _ - -- : - .__ _- ~-------- - ---_..-Total^=- 1;720 #' Concrete Dead Weight = 2.50' x 2.50' x 3.00' x 150 #/CF = 2,813 # Soil Resistance = 0.6 x 4 x 2.50' x 3.00' x 75 #/CF (1/2(tan(33)' 3.001= 2,191 # Total = 3,002 # Concrete Dead Weight = 3.00' x 3.00' x 3.00' x 150 #/CF = 4,050 # Soil Resistance = 0.6 x 4 x 3.00' x 3.00' x 75 #/CF {1 /2(tan(33) ' 3.001= 2,630 # Total = 4,008 # Concrete Dead Weight = 3.00' x 3.00' x 3.50' x 150 #/CF = 4,725 # Soil Resistance = 0.6 x 4 x 3.00' x 3.50' x 75 #/CF {1/2(tan(33) . 3.50'1 = 3,580 # Total = 4,983 # Example: For 140 MPH wind zone, maximum uplift for free standing carport = 15 #/SF. Allowable roof area for 3" x 3" x 3" is 6,680# / 15#/SF = 445 SF thus, the allowable roof area on 3" x 3" x 3" footing for 140 MPH Wind zone, 'B' exposure category is 445 SF; for'C' exposure category, the allowable roof area = 445 SF / 1.21 = 368.77 SF use 369 SF. La'' rence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE 11 I © COPYRIGHT 2006 7 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SOLID ROOF PANEL PRODUCTS SECTION 7 C INDUS_TRY STANDARD ROOF PANELS LU Q > 4-- 12.00" 2" WIDE x VARIOUS HEIGHT RISER ROOF PANEL SCALE: 3" = T-0" 0 o , ri 12.00" 12" WIDE x 3" RISER INTERLOCKING ROOF PANEL SCALE: 3" = V-0" C/)' LU l Q 12.00" CLEATED ROOF PANEL SELECT PANEL DEPTH FROM SCALE: 3" =1'-0" ALUMINUM SKIN TABLES E.P.S. CORE ................... 17-- J = SIDE CONNECTIONS VARY a o (DO NOT AFFECT SPANS) 48.00" © COPYRIGHT 2006 COMPOSITE ROOF PANEL [INDUSTRY STANDARD] SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767.6556 Email: Iebpe@bellsouth.net PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 7-1 SOLID ROOF PANEL PRODUCTS PAN ROOF ANCHORING DETAILS RIDGE CAP #8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW - - HEADS & WASHERS #8 x 1/2" S.M.S. (3) PER PAN AND (1) AT PAN RISER - - ALTERNATE CONNECTION: #8 x 1-1/4" SCREWS (3) PER PAN INTO BEAM THROUGH BOXED END OF PAN AND HEADER WHEN FASTENING TO UMINUM USE TRUFAST HD x ("t" + 3/4") AT 8" O.C. FOR UP TO 130 MPH WIND SPEED EXPOSURE "D"; 6" O.C. FOR ABOVE 130 MPH AND UP TO 150 MPH WIND SPEED EXPOSURE "D" CAULK ALL EXPOSED SCREW HEADS & WASHERS FOR COMPOSITE ROOFS: #10 x (t + 1/211) S.M.S. W/ 1-1 /4" 0 FENDER WASHERS . @ 12" O.C. (LENGTH = PANEL THICKNESS'+ 1") @ ROOF BEARING ELEMENT (SHOWN) AND 24" O.C. @ NON -BEARING ELEMENT (SIDE WALLS) SECTION 7 SEALANT PAN HEADER (BREAK - FORMED OR EXT.) HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR �::...:.:.:.:.:.�,...... GABLED APPLICATION PAN OR COMPOSITE ROOF PANEL #8 x 1/2" S.M.S. (3) PER PAN ALONG PAN BOTTOM ROOF PANEL TO BEAM DETAIL SCALE: 3" = V-0" FOR PAN ROOFS: (3) EACH #8 x 1/2" LONG S.M.S. PER 12" PANEL W/ 3/4" ALUMINUM PAN WASHER ROOF PANEL (PER TABLES SECTION 7) SUPPORTING BEAM (PER TABLES) iR_OOF-PANEL:TO-BEAM FASTENIN.6-DETAIL=--Q_, SCALE: 3" = T-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767.6556 Email: lebpe@bellsouth.net © COPYRIGHT2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7"21 M a M m r w Table 7.1:3 Allowable Spans and Design / Applied Loads* (#/SF) cn o n CD Industry Standard Riser Panels for Various Loads m n C = 3" x 12" x 0:024" 2 or S.Rlb Riser Panels Aluminum Allo 3105 H-14 or H-25 --I r n n Qo CD O #coco m z z o A 3ivX .Z~7 d. m N 11 V C V WCD ° z ! ~ m feJ� 0 CD D m c r g.d °v x m g��.Z ., Gi ��W o Z 3 x 12—x 0.030_2 or S.RIbRiser Panels Aluminum Allo 3105 H "r-H-25 z _k j m m m o O r v 0 0 0 m 'TI 3 x 12 x 0.050 2 orb Rlb.Riser-Panels Aluminum Allo 3105 HA4 or H-25 10 D z r 0 T z O ° v m m Note: Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel M z in Wind Open Structures Mono=Slo ed Roof Screen Rooms Glass 8 Modular Rooms Overhang / 182 3 8 Attached,Covers _Enclosed Rooms Cantilever 4 1&2 3 4 1&2 3 4 All s anlload' s an/load•.. anlload*: s anlload" "s an/load* s an/load* s anlload' s an/load' s an/load' Roofs 12'-2' _ 16 16 1;' 13. 16'-5" 13 11°-0" 21 13'-8" 21 13'-11" 21 9'-10" 30 12'-7" 27 12'-10" jr27 4'-0" 45 11'-11'� 1T 15'-10" 1'4 :.16'=1" 94 10'-10" 22 13'-5" 22 13'-8" 22 9'-3" 36 11'-10" 32 1'2'-1" 32 3'-9" 55 M140-�I. T1=2" � :20 13 10': 20 15'-1" 17 9'-10" 30 12'-7" 27 12'-10'.' 27 $'-8" 43 11'-1" 39 11'-4" 39 3'-7" 65 .13 -7"'. 77', 13'-11 ": 21 9'-7" 32 12'-4" 28 12'-7" 28 8'-6" 45 10'-11 " 41 11'-2" 41 3'-6" 69 .10'-8'.': 23 13'-2" 23 13'-5" 23 9'-3" 36 11'-11" 31 12'-3" 31 8'-3" 51 10'-7" 45 10'-10" 45 3'-4" 77 9'-9"127'2742'-TO"27B'-10"3'-3"89 9 _=9" 31 12 .7' ' 27 12'-10" 27 8'-10" 41 11'-5" 36 11'-8" 36 T-10" 59 9'-8" 59 9'-10" 59 3'-3" 89 450• 9=3"- 36 11-11"' 32"; .'12'-2"10�10_ T-6" 68 3'-1" 102 OperrStructures Screen Rooms Glass 8 Modular Rooms Overhang / Wind Mono-Slo no -Sloped Roof &Attached Covers Enclosed Cantilever Zone 182 3 4 -A82 3 4 182 3 4 (MPH). s anlload" s anlload" , s anlload' s an/load" s an/load* span /Load* " s an/load*- s anlload' s anlload* All Roofs 100 13'=2" 16: 1T.5" 13 17=9" 13 11'-11" 21 15'-10" 17 16'-2:' 17 10'-11" 27 13'-7" 27 13'-10" 27, 4'-0" 45 110 12'=11 17 1Z-1" 14 1T-5" .14"_ 11'-9" 22 1b'=6" 18 15'-10" 18 32 12'-10" 32 13'-1" 32 4'-0" 55 120 12'-1" 20: 15 11" 17 16'-4" 17 10-11" 27. 13'-7" 27 13'-10" 27 9'-5" 43 11'-11" 39 12'-3" 39 3'-10" 65 123' : 16'-0" -17 10'-10" 28 13'-4" 2B 13'-8" 28 11'-10" 41 12'-1" 41 4'-0" 69 130 11'-6__ " 15'-5" 20 10=6" 31 " 12'-11" 31 13'-3" 31 8'-11" 51 45 11.'-8" 45 3'-8" 77 r140,1 10�19s M-T-7 "1"3'-?0"279'-7"4112'-4"3612'-7" 36 8'-11" 5111'-5" 45 11'-8" 45 3'-6" 89"1'40-213'-10"279'-7"4112'-4"3612'-7"36 8'-5"5910'-10"5311'-1"53 3'-6"8915010`=5" 13'-2" 32 9'-1" . 48 11'-8" 42. 11=11" 42 8'-1" 68 10'-5" 60 t0'-7" 60 3'-4" 102 Open Structures Screen Rooms Glass &Modular Rooms Overhang / Wind Mono..-Slo ed Roof 8 Attached Covers Enclosed Cantilever Zone 1&2 3 4 182 3 4 182 3 4 All MPH s anlload* ". s anlload' s anlload' s anlload': s an/load' s an/load' s anlload' s an/load' s an/load' Roofs 100 16'-ti" ' 13 20'-4" ' :13 20'-9" 13 '13'-11" 21 18'=6" 17 9 8'-10" 17 12'-10" 27 46'-9" 23 1 T-1 " 23 4'-0" 45 110 16'-2" 14 19'-1:1"' 14 20'-4" 14 13'-9" 22 18'-2" 18 18'-6" 1,8 12'-1" 32 15'-10" 27 16'-2" 27 4'-0" 55 120 15'=1 17 18'=8" 17 19'-0" 17, 12'-10" 27 16'-11" 22 1T-4" 22 11'�" 39 14'-0" 39 15'-3" 32 4'-0" 65 123 . 21� 1712'-B" 28 16'-8" 23 16'-11" 23 11'-2" 41 13'-10" 41 14'-1" 41 4'-0" 69 130 13-6" 20 18 0". 20 1'2'-3" 31 16'-0" 26 16'-4" 26 10'-10" 45 13'-4" 45 13'-8" 45 4'-0" 77 140.1 7271 .0"- :2Z 16 10' 23 17 -2" 23 11'-8" 36 15'-4" 30 15'-7" 30 10'-10"" 45 13'-4" 45 13'-8" 45 4'-0" 89 140-2 12`.-90"• 27 16 -10" 36 15'-4" " 30 15'-7" 30 9'-11" 59 12'-8" 53 T2'-11" 53 4'-0" 89 150 12.r2" "32 26 11'-1 ". 42 13'-8" 42 13'-11" 42 9'-5" 68 12'-5" 102