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HomeMy WebLinkAboutSUBMITTED PAPERSSEC 2 1 ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS 0`eGo S I ii w Q SIDE BEAM 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 OLTS) ROOF PANEL SEE SECTION 7 ANCHOR OR COMF FOR NUN OF POST BEAM AN 2.1.1, T�AE 2.2.1,7TAE ROOF PANEL SEE SECTION 7 (SEE DETAIL FOR PAN &ITE PANEL) IBER OF BOLTS AND SIZE (SEE TABLE 2. 3) D POST SIZES (SEE TABLE LE 2.1.2 AND / OR TABLE LE 2.2.2) NOTCHED TO SUIT Oo - ANCHOR PER DETAIL FOR PAN OR Qo COMPOSITE PANEL - Oo FOR NUMBER, , F BOLTS AND SIZE 0 O OF POST (SEE TABLE 2.3) _ BEAM AND POST SIZES (SEE TABLE 2.1.1, TABLE 2.1.2 AND / OR TABLE 2.2.1, TABLE 2.2.2) COLUMN NOTCHED TO SUIT COST TO BEAM CONNECTION SCALE: 1/4" = 1" Lawrence E. Bennett, P.E. OWL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 4366, SOUTH DAYTONA, FL 32121 TELEPHONE (904) 7674774 FAX (904) 767-6556 SEAL PAGE © COPYRIGHT 1999 64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS SECTION 2 N t Op W _J co PRIMARY BEAM 1-1/2" x 1-1/2" x 0.080" ANGLE QO w (SEE TABLE 2.1.1 EACH SIDE OF CONNECTING Qo = AND/OR TABLE 2.1.2) BEAM WITH SCREWS AS Oo a SHOWN O o CARRIER BEAM (SEE TABLE 2.1.3) CARRIER BEA ANGLE OR RECEIVING CHANNEL MINIMUM #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES NOTE: EXTRUSIONS WITH INTERNAL SCREW BOSSES MAY BE CONNECTED WITH (2) #10 x 1-1/2" INTERNALLY M TO SCALE: NOTE: EXTRUSIONS WITH INTERNAL \\ \\ \\ SCREW BOSSES MAY BE ` CONNECTED WITH (2) #10 x 1 1/2" m @° INTERNALLY. PRIMARY BEAM MINIMUM #8 S.M.S. x 314" LONG (SEE TABLE 2.1.1 w @O NUMBER REQUIRED EQUAL AND/OR TABLE 2.1.2) _ @o TO BEAM DEPTH a Oo o po BEAM TO WALL CONNECTION: I (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL WITH MINIMUM (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2 1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" (ALTERNATE) (1)1 314" x 1 3/4" x 1 314" x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL WITH MINIMUM (3) 1/4" x 2 1/4" LAG SCREWS PER SIDE OR (3) 1/4" x 2 1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OR CANTILEVERED BEAM DEPTH LARGER THAN 3" CARRIER BEAM TO WALL CONNECTION SCALE: 1/4" = 1" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (904) 767-4774 FAX (9D4) 767-6556 SEAL PAGE © COPYRIGHT 1999 NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 65 ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS I SECTION 2 Allowable Roof Beam Spans for Carports, Patio Covers, Screen Rooms, and other Open Buildings with Solid Roofs Aluminum Alloy 6063 T-6 Wind Zone= 102 MPH 1 110 MPH 1 120 MPH 1 125 MPH 1 140 MPH Applied Load = 17#/S .FL I 20#/5 .FL I 23#/S .Ft. I 260/5.FL I 32#/S .FL Load Width 2" x 3" x 0.050" Hollow Tilt 5' 9'-9" 9'-0"1 8'-5" T-11" 7'-i" 6' 8'-11.. 8'-3" 7'-8" T-2" 6'-6" 7' 8'3" T-7" 7'-1" 6'-8" 6,-Orr B. 7'-9" T-l" 6'-8" 6' 3" 5' 8" 9' T-3" 6' 8" 6'-3" 5•-11" 5'-4" 10, 6'-11" 6'-4" 5'-11" 5' 7" 5' 0.. 11' 6'-T' 6--l" 5'-8" 5'-4" 4'-10" 12' 6'-4" 5'-10" V-5" 5'-1" 4'-7" Load Width 2" x 3" x 0.050 Hollow 5' 11'-1" 10'-3" 1 g'-7" 8'-11" 8'-1" 6' 10'-2" 9'4" 8'-9" 8. 2" T5" 7' 9'-5" 8'=a" 8'-1" T-7" 6'-10" 8' 8'-9" 8--l" 7'-7" 7' 1" 6•-5" 91 8•_3" T-8" T1" 6.41 6' 0" 10• 7'-10" 7'-3" t7 6=9" 6•4" 5'-91• 11' T$" 6' 11" if 6'-5; 6'-1•' 5'-6" 12' T-2" 6'-7" H 6}22t 5•-10" 5-3" Load Load Width 2"x4" x 0.050 Hollow Tilt I fl S`^ 5' 12'-3" lV-3" 11 i10r6"\1 91-11" 8'-11" 6' 1 V-2" 10'.4" 11 1 F-7 I; 9'-0" 8'-2" 7' 10'4" 9'e7" 11 f 8'-11" _" 8'-4" T-T" 8' 9'-8" 8'-1'.1" 11 98'4" T-10" T-1" 9' 9'-2" (1 8'-5" H T-10" 7'-5" 6'-8" 10, 8'-8" 7 917-11" to T-5" 7b" 614" 11' 8'-3" f r �77' { T-1- 6'-8" 6' 0" 12, 7'-11" 11 T-3" t 6-10" 6' 5" 5'-9" Load Width 2" x 4" x 0.050" Hollow I S. 13'-9" ' 12'-B" 11'-10" 11'-1" 6' 12'-7" ll'-7" 10'-9" 10'-2" 9'-2" 7' 11'-7" 10'-8" 91-11" 9.5" 8'-6" 8' 10'-10" 10' 0" 914. 8'-91, T-1 v 9• 10' 3" 9'-5" 81-10" 8'-3" 7'-6" 10, 9'-9" 8'-11" 87" 7'-10" T-l" 11' 9' 3" 81-6" T-11" 7•-6" 6'-9" 12' 8--10" 8'-2" 7'-8" 7'-2" Load Width 2" x 4" x 0.038' x 0.100" Self Matinq Beam 5' 14'-6" 13'4' 12'3" 11'_9" 10'-7" 6' 13'-3" 12•_2" ll'4" 10'-8" 9'-8" 7' 12'-3" ll'-3" 10'-0" 9'-1V B'-11" a' 9' 10'-10" 10'-7" 9'-10" 9' 3" 8'4" 9'-11.. 9'-3" 8'-9" T-10" 10, 10'-3" 9'-5" 81-10" 8'-3" T-6" 11• 9'-9" 9' 0" 8'-5" T-11" 7' l" 12' 914" 8'-7" 8'-l" 7'-7" 6'-10" Example: For 2" x 4" x 0.038" x 0.100" Self -Mating Beam; Beam span between uprights use load width to enter table. For 12' Roof Panel + 2' Overhang; Load Width = LW = 12' / 2 + Z O.H. = 8' ; Enter table on left at 8' read allowable span under required load; Thus for 100 M.P.H. wind loadnive load or 17 #/S . FL and Load Width = 8'-0" Maximum Beam Span for 2" x 4" x 0.038" x 0.100" = Spans do not include length of knee brace. Add horizontal length of knee brace to above spans for total beam spans. "Note: For small covers 2" X 2" beams may be used. (see table 3.1.1 for spans) Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368. SOUTH DAYTONA. FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-6556 SEAL © COPYRIGHT 1999 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 67 SECTION 2 I ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS, r, IFFMTRIMM Allowable Roof Beam Spans for Carports, Patio Covers, Screen Rooms, and other Open Buildings with Solid Roofs Aluminum Alloy 6063 T-6 Wind Zone = 102 MPH 110 MPH 120 MPH 125 MPH 140 MPH Applied Load = 17# / Sq. FL 20# / Sq. Ft I 23# I Sq. Ft 26# / Sq. Ft 32# 1 Sq. Ft Load Width 2" x 6" x 0.050" x 0.120" Self Mating Beam 8' 16'-11" 15' 7" 14, 7" 13'-8" 12'-4" 9' 15'-111, 14, 9" 13'41 12'-11" 111-8" 10, 15'-2" IT-11" 13'-0" 12'-3" 11'-0" 11' 14'-5" 13'-4" 12'-5" 11'-8" 107 12' 13'-10" 1Z-9" 11'-11" 11'-2" 10'-1" 13' 13'_3" 12'-3" 11'-5" 10'-9" 9'-8" 14' 12'-10" 11'-10" 11'-0" 10'4" 9'4" 16, 11'-11" 11'-0" IVA" 914" 8,_8" Load Width 2" x 7" x 0.055" x 0.120" Self Mating Beam B' 19'4" IT-10" 16'-8" 15'-B" 14, 1" S. 18'-3" 16'-10" 15'-8" 14'-9" 13'-4" 10, 17'4" 15'-11" 14'-11" 14. 0" 12' 7•• 11' 16'-0" 15'-3" 14,_2" 13'4" 12,_0" 12, 15' 10" 14'-7" 13'-7" 12'-9" 111-6" 13' 15'-2" - 14' D" 13'-1' 12. 3" 11' 1" 14' 14'-8" 13' 6" 12'-7" 11'-10" 10'-8" 16' 13'-B" 12'-7" 11'-9" 1I.A., 9'-11" Load Width 2" x 8" x 0.072" x 0.224" Self Mating Beam B. 24'-10" 22'-11" 21'4" 20'-l" 18A" 9' 23'-5" 21'-7" 20' 2" 18'-11" IT-l" 10, 22'-3" 20' 6" 19' 1" 1T-11" 16'-2" .11, 21'-2" 19'-6" 18'-3" 17'-2" 15'-5" 12' 20'4" 18'-8" 17'-5" 16,-5" 14. 9" 13' 1"" 17'-11" 16'-9" 151_91, 14'-3" 14' 18'-9" 17'4" 16' 2" 15'-2" 13,_8" 16, 17'-7" 16' 2" 15'-1" 14'_3" 12'-10" Load Width 2_K9 c-0.072"-'0.224j5t1fM_r9g.Beam 8' 27'-2" 25'-l" 23'-4" 21'-11" 19'-10" 9' 25'-8" 23'-8" 224" 20'-9" 18'-8" 10, 24'-4" 22'.5" 20'-11" 19' 8" 17'-9" 11' 23'-2" 21'4" 19'-11" 18'-9" 16'-11" 12' 2Z-2" 20'-6" 19'-1" 1T-11" 16'.2" 13' 21'4" 19' 8" 18'-4" 17'-3" 15'-7" 14' 20' 7" 18'-11" 17'_8" 16'-7" 14'-11" IM1626> 19' 3" b 1W`7 9' 41 1"" 15'-7" 14'-0" Load Width 2" x 9" x 0.082" x 0.306" Self Mating Beam ' 8' 29' 8" 1 27,4" 25'-6" 23'-11" 21'-7" 9' 27'-11" 25'4" 24'-l" 22'-T' 20'-5" 10, 26'-6" 24'-6" 22'-10" 21'-5" 1VA" 11' 25'4" 23'-4" 21'-9" 20'-5" 18' S" 12' 24,-3" 22'4" 20' 10" 19' 7" 17'-8" 13' 23'-3" 21,_5" 20'-W 18'-10" 16'-11" 14' 22'-5" 20'-8" 19'-3" 18'-2" 16'4" 16' 20'-11" 19'-4" 18'-0" IV-1 1" 15'-3" Notes: Above spans do not include length of knee brace. Add horizontal length of knee brace to above spans for total beam spans. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (904) 7674774 FAX (904) 767-6556 SEAL PAGE COPYRIGHT 68 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. o D [ O ti D o< D m P n = A v r Allowable Spans For CARRIER Beams in a Solid Roof, OPEN Structures m o m (102 MPH Wind Zone, Applied Load = 17 Ibs / sq. ft.) Aluminum Alloy 6063 T-6 ❑ c n 0 Qo In Tributary Load TI M m m (n o yA A ❑ o n x m z Z] m > l Z n 9 ? D % ❑ O Z b C �_� 5 m x m m r A y 9 A Z O m �jOr� m ^m 8m$n1m ^ to W _ m m& a i Notes: for total beam spans. U 9 o i Above spans do not include length of knee brace. Add horizontal length of knee brace to above spans Z m for 102 mph wind zone, open structure IV lbslsgft), to convert tabular value to higher (more severe) U) n o (D Wind Zone Conversion: Table Is constructed ' m wind zones, multiply by the factors in the following Conversion Table: m c hf `1 . �m m a —I G) m O m Z N Single Self -Mating Beams Width 6'-0" 8'-0" 10'•0" 12'•0" 14'•0" 16'•0" 18'-0" 20'•0" 22'•0" 24'-0" 26'-0" 28'-0" Allowable Span "L" 2" x 4" x 0.038" x 0.100" 12' 8" 10' 11" 9'-9" 8'-11" B'-3" 7' 9" 7'-0" 2" x 6" x 0.050" x 0.120" 18' 8" 16' 2" 14' 6" 13'-3" 12'-3" 11'-5" 10' 9" 10'-3" 9' 9" 9'-4" 8'-11" 8'-8" 2" x 7" x 0.056" x 0.120" 21'-4" 18'-6" 16'-7" 15'•1" 13'-11" 13'-1" 12'-4" 11' 8" 11'•2' 10' 8" 10'-3" 9'-11" 2" x 8" x 0.072" x 0.224" 27'-5" 23'-9" 21'-3" 19'-5" 17'-i i" 16' 14'-4" 13'-9" 13'-2" 12'-8" t2'Yil9" x;0.072I}X,0224" '1, 29'-11" 25'-11" 23'-3" 25'-4" 21'-2" 23'-2" 19'-8" 21' S" Is16'_ti) 20' 1" 1T-0" 18-11" 16' S" 17'-i i" 15' 8" 17'-1" 14-11" 16'-4" 14'•5" 15'•9" 13•11" 15' 2" Tributary Load Width Double Self -Mating Beams 10'-0" 12'-0" 14'-0" 16'-0" 18'-0" 20'•0" 22'-0" 24'-0" 26'•0" 28'•0" 30'-0" 32'-0" Allowable Span "L" 2" x 8" x 0.072" x 0.224" 30'-0" 27'-5" 25'-5" 23'-9" 22'-5" 21'-3' 20'-3" 19'-5" 18'•8" 17'-11" 17'-0" 16'-9" 2" x 9" x 0.072" x 0.224" 32'-10" 29'-11" 27'-9" 25'-11" 24'-6" 23'-3" 22'-2" 21'-2' 20'-4" 19'-8' 18-11' 18-4 2" x 9" x 0.082" x 0.306" 35'-10" 30'-4" 28'-4" 26'-9" 25'-4" 24'-2" 23'-2" 22'-3" 21'-5" 20' Double Self Mating Beams Tributa Wind Zone Applied Load Conversion Factor 102 17 1.00 110 20 0.92 120 23 0.86 125 26 0.81 140 32 0.73 SECTION 2 1 ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS PAGE Allowable Attributable Roof Area per Post for Carports, Patio Covers, and other Open Buildings -ALUMINUM POSTS Aluminum Post Wind Load = 102 MPH I 110 MPH 1 120 MPH I 125 MPH I 140 MPH Applied Load = 17 #/S . F I 20 4#S . Ft. 1 23 #/S . Ft. 1 26 #/S . Ft. 1 32 #/S . Ft Maximum Allowable Roof Area in Square Feet for Various Loads on Post Height I Load in Lbs 2" x 2" x 0.044" Hollow Extrusion or T-4" 2.064 121 103 90 79 65 8'.7" 1.548 91 77 671 60 1 48 9'-10" 1.204 71" 60 1 52 1 46 38 11'-1" 903 53 1 45 1 39 1 35 28 Height Load in Lbs 2" x 3" x 0.050" Hollow Extrusion or 8'-2" 2.736 161 137 119 105 86 9'-6" 2,502 147 125 109 96 78 10'-11" 1,596 94 80 69 61 50 12'-3" 1,197 70 1 60 1 52 46 37 Height Load in Lbs 3" x 2" x 0.070" Hollow Extrusion -Aluminum Allo 6063 8'-2" u 3.408 200 170 148 131 V 107 9'-6" 'Q,556 150 128 111 98 80 10'-11" 88 117 1, 99 76 1 62 12' 3" 1,491 t 75 1 65 1 57 47 Height Load in;Lbs 3" xXX 0.040'v Roll Formed -Aluminum Alio 3105H-14 10' 0" 140 L I `049 104 92 74 11' 8" 1,786 \\ 105\L',Y _189\ 781 69 56 13'-4" T889 \ 82 d\ 1 59, 1 60 1 53 43 15'-0" 1,042- V% 61 \N 1 52 1 45 1 40 1 33 Height 1, Load in`Lbs 3.".x 3" x 0:050" Roll Formed -Aluminum Alloy 3105 H-14 11'-0" 3,600T \212 k1h,. 180 1 157 1 138 1 113 12'-10" _ 2,700 \ 159 1 M 135 1 117 1 104 1 84 14'-8" 6. -12A00 'A 124\ 105 91 81 66 161-61. 1. 1,SZ5. Ill 931A 1 79 1 68 1 61 1 49 Height Load in Hbs ' 3" x 3" x O.060" Fluted Hollow Extrusion -Aluminum 6063 T.6 11'-10" 3,4,08 \\ \A 200 \ . 178 148 131 107 13'-10" 2,556 k+r-A 150 \\ 128 111 98 80 15'-10" 1,968, 117 I \\ 99 1 86 76 1 62 17'-10" 1,491 88 1 \1Z5 1 65 1 57 1 47 Example: Find Roof Area Needed; Area ='A'; Post Spacing ='S'; Stmcture Projection ='W: A=Sx(W/2+0.H.); If'S'=7',W=12', and O.H.=2'then:'Area'=56Sq. Ft Fora 10'-11" post and 120 m.p.h. wind load or 23 # / Sq. Ft. post choices are: 1) 2" x 3" x 0.05(y" Hollow Extmsion 2) All post sizes listed below the 2" x 3" x 0.044" Hollow Section Note: Where job conditions dictate a post height of 1V in a 120 MPH vend zone, a 3" x 3" Roll Formed COULD NOT BE used because when it is more than 10'tall it can only support 39 SF of roof. On the other hand, a 3" x 3" Fluted Post with a post height of 10'- T' con support an area of 128 square feet of area. Thus, design must satisfy both height and area requirements. Lawrence E. Bennett, P.E. CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 4368. SOUTH DAYTONA. FL 32121 TELEPHONE(904) 7674TT4 FAX (904) 767-6556 :yyv © COPYRIGHT 1999 70 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS I SECTION 2 r, Allowable Attributable Roof Area per Post for Carports, Patio Covers, and other Open Buildings -ALUMINUM POSTS Aluminum Post_ Wind Load = 102 MPH A110jygf EH_.:: � 120 MPH 125 MPH 140 MPH Applied Load = 17 t#Sq. Ft 20 3#Sq. FL 23 #ISq. Ft 26 #/Sq. FL 32 #/Sq. FL Maximum Allowable Roof Area in Square Feet for Various Loads on Post Height Load in Lbs 3" x 3" x 0.090" Hollow Extrusion - Aluminum Alloy 6063 T-6 11'-10" 5.184 305 259 225 199 162 IT-10" 3,888 229 194 169 150 122 15-10" 3,024 178 151 131 116 95 17'-10' 2.2613 133 1 113 1 99 1 87 71 Height Load in Lbs 3" x T' x 0.125" Hollow Extrusion - Aluminum Alloy 6063 T-6 13-9' 6.912 407 346 301 1 266 1 216 16-1' 5.184 305 259 225 I 199 162 18'-4" 4,032 237 1 202 Ito 155 126 20-7" 3.024 178 1 151 1 131 116 9 Height, —Load in Lbs 164, x4'_a:0A25_H9.nowExtiusio f Aluminum Alloy-6063 T=fi— 0 (Z7 9,312 1 t,(466jr-1" 405 -- — 3 8 291 '18' 5" 6,984 411 1 304 269 1 218 21-0' 5.432 320 I 272 1 236 209 170 ;PS-5 " 4.074 240 1 204 I III 157 127 Steel Post Wind Load = 102 MPH I 10 MPH 1 120 MPH 1 125 MPH 1 140 MPH Applied Load = 17 t#Sq. Ft 1 20 #/Sq. Ft. 1 23 t#Sq. Ft 1 26 #7Sq. Ft. 1 32 #7Sq. Ft Maximum Allowable Roof Area in Square Feet for Various Loads on Post Height Load in Lbs 3" x 3" x 14 Gauge Post -46 k.s.i. Steel 19'-10" 10,050 591 503 1 437 1 387' 314 21-9" 7,430 437 372 I 323 . 286 232 23-9" 5.638 332 282 1 245 21 f 176 25'-9" 4,311 257 219 I 190 168, 137 Height Load In Lbs 3" x 3" x 11 Gauge Post - 46 k.s.i. Steel 19.4. 15,870 934 794 690 61U 496 21-7" 11, 30 690 587 I 510 401 36 23'-6' 8.970 oza 44U 390 345 280 25'-6" 6,900 406 345 300 265 21 Height Load In Lbs 4" x 4" x 14 Gauge Post - 46 k.s.i. Steel N-8" 12,650 744 633 550 487 395 29'-3" 9,3 0 550 468 407 360 292 324) 7,150 421 358 I 311 2 5 223 34'-8 5,500 324 1 215 1 239 212 172 Lawrence E. Bennett, P.E. CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE(904) 767-4774 FAX (904) 767-6556 SEAL © COPYRIGHT 1999 PAGE -T,I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, RE. 1 71 SECTION 2 I ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS 0 Schedule of Post to BeamSizeand Number of Thru-Bolts Required Aluminum Alloy 6063 T-6 Beam Size Minimum Post Size # Thru-Bolts @ L=D+/" 1/4" 0 3/8" d 2" x 3" x 0.050" Hollow Tilt 3"x 3"x 0.060" Scalloped 2 - 2" x 4" x 0.050" Hollow 3"x 3"x 0.060" Scalloped 2 - 2" x 4" x 0.038" x 0.100" Self Mating Beam 3"x 3"x 0.060" Scalloped 2 - 2" x 6" x 0.050" x 0.120" Self Mating Beam 3"x 3"x 0.060" Scalloped 2 - 2" x 7" x 0.055" x 0.120" Self Mating Beam, 3" x 3" x 0.093" 3 2 2" x 8" x 0.072" x 0.224" Self_Mating);eam_ 3jLi3" x 0.093" 3 2 2Y x._9' :t'0:072 XJL224'_Self-Mating Beam— _Mx.3_x_0.125" 4 _ _. 3'1 2" x 9" x 0.082" x 0.306" Self Mating Beam 3" x 3" x 0.125" 1 4 3 r Ine minimum number or lhm-Dolts is two (2) Footings - Maximum Roof Area for Carport Posts MPH I Appueo Lead = 117 #/5q. FL 1 20 #/Sq. FL 123 WSq. Ft 126 #/Sq. Ft 1 32 #/Sq. Ft 1 Existing Slab on Grade with unknown 20 17 15 13 10 reinforcement Isolated Footing Dimensions" Uplift Rating # -Maximum Attributable Roof Area in Square Feet 1'-0" x 1'-0" x 1'-0" 520 30 26 22 20 16 1'4" x 1'4" x 1'4" 1000 59 50 38 31 1'-0" x 1'-6" x 1'-6" 1320 77 66 57 51 - 41 1'-8" x 1'-B" x 2'-0" 2040 120 102 89 78 64 1'-$" x 1'-B" x 2'-6" 2540 150 127 ill 98 80 2'-0" x 2'-0" x 2'-0" 2640 155 132 115 102 83 '-" '-6" 3300 194 165 143 127 1032-0xx x 40002'-0"x-0"2 270 230 200 177 144 2'-6" x 2'-6" x 3'-0" 4800 1 324 1 276 1 240 1 212 1 172 "Notes: Isolated Footing is a poured concrete rectangular solid (Length x Width x Depth). Slab on grade must be new or in good condition. Pre -Cast Block Footing Pre -cast footing block 16" x 16" x 4" at 24" below grade with 80 #bag pnHribc concrete and balled to rade. Dimensions Uplift Rating # Maximum Attributable Roof Area in Square Feet (1)80#Bag 1,734 102 87 76 67 54 (11804 Bag 1,819 107 91 79 70 57 (1) 80# Bag 1,904 112 95 83 1 73 1 60 Lawrence E. Bennett, P.E. CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA. FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-6556 SEAL PAGE © COPYRIGHT 1999 72 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREEN, VINYL & GLASS ROOMS SECTION 3 MINIMUM 3-112" SLAB ON GRADE OR RAISED FOOTING' (SEE DETAILS FOR ` (HEIGHT OF 3.1.1 AND / OR TABLE 3.1.2 LWz 7 FOR MAX. UPRIGHT LENGTH NX2. _ ff VARIES NO MAX. (ELEV. SLAB OR ON GRADE) IS ROOM WITH SOLID ROOF. TYPICAL FRONT IS MEASURED FROM TOP OF 1"x2" PLATE TO.I ALTERNATE CONNECTION AT FASCIA ALLOWED (SEE SECTION 7 FOR DETAILS) 6Y�AI�I:iiZ�T SIZE BEAM AND UPRIGHTS (SEE TABLES) P = PROJECTION FROM BLDG. LW = LOAD WIDTH LOAD WIDTH TYPICAL SCREEN / GLASS ROOM SCALE: 1/4" = V-0" ROOF FRAMING )M OF WALL BEAM) NOTES: ANCHOR 1" x 2" OPEN BACK EXTRUSION WITH 1/4"x2-1/4" CONCRETE FASTENER MAXIMUM OF 2'-0" ON CENTER AND WITHIN 6" OF UPRIGHT ANCHOR 1" x 2" TO WALL WITH 2-1/2" #10 SHEET METAL SCREWS WITH WASHERS 2'-0" ON CENTER. ANCHOR BEAM AND COLUMN INTERNALLY OR WTH ANCHOR CLIPS AND #10 SCREWS AND WASHERS. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR P/2 + O.H. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-6556 SEAL © COPYRIGHT 1999 I PAGE NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 77 m SCREEN, VINYL $:GtASS ROOMS SECTION 3 (� BEAM/HEADER ALTERNATE CONNECTION (2) #10 x 1" S. M. S. INTO / DETAIL 2" x 2" x 0.063" ANGLE SCREW SLOTS /� CONNECT UPRIGHT @ BEAM / HEADER AND CHAIR RAIL ANCHOR 1" x 2" PLATE TO CONCRETE W/ 1/4" x 2-1/2" CONCRETE ANCHORS WITHIN GLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL 6" OF EACH SIDE OF EACH SCREW SYSTEMS POST AND 24" O.C. MAX. V x 2" EXTRUSION MIN. 3-1/2" SLAB 2500 PSI 1-1/8" MIN. IN CONCRETE CONC. 6x6-10xl0 W.W.M. OR ° FIBER MESH VAPOR BARRIER UNDER CONCRETE HOLLOW POST TO BASE AND HOLLOW POST TO BEAM DETAIL SCALE: 114" = 1" 2" x 2" OR 2" x 3" OR 2" SMB POST (4) #10 x 1/2" S.M.S. EACH SIDE OF POST 0 O HEADER BEAM 0 O H-BAR OR GUSSET PLATE ANCHOR 1" x 2" PLATE TO CONCRETE WITH 1/4" x 2-1/2" CONCRETE 2" x 2" x 1/16" ANGLE EACH SIDE ANCHORS WITHIN 6" OF EACH SIDE ATTACH TO POST AND CONCRETE OF EACH POST AT 24" O.C. MAX. AT LOAD BEARING WALL WITH OR THROUGH ANGLE AT 24" O.C. MAX. (2) #10 x 1/2" S.M.S. EACH SIDE 1" x 2" EXTRUSION 4.. MIN. 3-1/2" SLAB 2500 PSI CONC. ° n 1-1/8" MIN. IN CONCRETE 6x6-10x10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE SELF -MATING POST TO BASE AND SELF -MATING POST TO BEAM DETAIL SCALE: 1/4" = 1" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-6556 SEAL © COPYRIGHT 1999 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 81 SCREEN, VINYL & GLASS ROOMS SECTION 3 COMPOSITE ROOF PANELS: (4) 1/4" x 4" LAG BOLTS W/ 1-1/4" FENDER WASHERS PER 4'-0" PANEL ACROSS THE FRONT AND 24" O.C. ALONG SIDES (WALK-ON) 2"x2"OR2"x3" CHAIR RAIL AND KICK PLATE 2, x 2" HOLLOW RAIL POST ATTACHED TO BOTTOM W/ MIN. (2) #10�x 1-1/2" S.M.S. IN SCREW BOSSES EXISTING SLAB MAYBE USED IF IT IS IN GOOD CONDITION AND IT IS APPROVE61BY THE BY THE BUILDING OFFlCIAL (1)HILTII/2"x3-1/2"K IBi; BOLTS APPROVED FOR 665# UPLIFT W/ STD. PLATED CUT STEEL WASHER (1) 3/8" BOLT FOR 3" POST (2) 3/8" BOLTS FOR 3" x 4" POST RISER PANELS: (3) #8 x 1/2" S.M.S. PER 12" PANEL W/ RI ,,:,IN SC 2"x2 FOR S CHAIR POST; t ATTACHED TO POST (2) #10 x 1-1/2" S.M.S. -W BOSSES 2"x3"OR3"x2" W (SEE SPAN TABLES) EXTRUSIONS . ATTACHED TO I MIN. (2) #10 x i.IN SCREW 1" z 2" OPEN BACK BOTTOM RAIL I a ` a 1/4" x 2-1/4" MASONRY ANCHOR @ 6' FROM EACH POST AND 24" O.C. (MAX.) TYPICAL UPRIGHT DETAIL SCALE: 114" = 1" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-6556 SEAL PAGE © COPYRIGHT 1999 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E.BENNETT, P.E. 83 SECTION 3 SCREEN, VINYL & GLASS ROOMS -01 0 F 1-1/2" x 1-1/2" x 0.080" ANGLE LU PRIMARY BEAM EACH SIDE OF CONNECTING O° _ (SEE TABLE 3.1.1) BEAM WITH SCREWS AS SHOWN po a Oo 0 CARRIER BEAM (SEE TABLE 3.1.2) MINIMUM #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TC BEAM DEPTH IN INCHES NOTE: EXTRUSIONS WITH INTERNAL SCREW BOSSES MAYBE CONNECTED WITH (2) #10 x 1-1/2" INTERNALLY CARRIER BEAM TO BEAM CONNECTION NOTE: ANGLE OR RE EXTRUSIONS WITH BOSSES MAY BE CO #10 x MINIMUM #8 S.M.S. x 3/4" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES TO WOOD WALL WITH MINIMUM (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2 1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF DEAM DEPTH LARGER THAN 3" (ALTERNATE) (1) 1 3/4" x 1 3/4" x 1 3/4" x 1/8" INTERNAL U-CLIP ATTACHED TO WOOD WALL WITH MINIMUM (3) 3/8" x 2" LAG SCREWS PER SIDE OR (3) 1/4" x 2 1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF CANTILEVER CARRIER BEAM TO WALL CONNECTION SCALE: 1 /4" = 1" Lawrence E. Bennett, P.E. CIVIL ENGINEER- DEVELOPMENTCONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE(904) 767-4774 FAX (904) 767-6556 SEAL PAGE © COPYRIGHT 1999 86 NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 3 SCREEN, VINYL & GLASS ROOMS 5116"0 GALVANIZED'ALL THREAD' OR THREAD ALL' EMBEDDED IN CONCRETE OR FASTENED TO CONCRETE W/ APPROVED CONCRETE ANCHOR @ 24" O.C. MAX. AND WITHIN 6" OF EACH UPRIGHT OR APPROVED ALTERNATE 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS 4" (NOMINAL) PATIO CONCRETE SLAB W/ 6 x 6 — 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE (1) #5 0 BARS W/ 3" COVER (TYPICAL) FT:W,9 2'-0" MIN. BEFORE SLOPE N_ M - TYPE FLAT SLOPE / NO FOOTING 0-2" / 12" SCALE: 1/2" = T-0" (1) #5 BAR CONT. P 6" TYPE II MODERATE SLOPE FOOTING 2" / 12" — 1'-10" ALUMINUM FRAME SCREEN WALL ROWLOCK BRICK KNEEWALL TYPE S MORTAR REQUIRED FOR LOAD BEARING BRICK WALL ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S. M. S. STRAP TO POST AND (1) 1/4" x 1-3/4" TAPCON TO SLAB OR FOOTING EN WALLS (1) #5.BAR CON] V r TYPE I� STEEP SLOPE FOOTING > V-10" NOTES: 1. NO FOOTING REQUIRED EXCEPT WHEN ADDRESSING EROSION UNTIL THE COMBINED BEAM LENGTH AND UPRIGHT HEIGHT OF THE ENCLOSURE EXCEEDS 55'-0" THEN A TYPE II FOOTING IS REQUIRED. 2. MONOLITHIC SLABS AND FOOTINGS SHALL BE MINIMUM 2,500 PSI CONCRETE WITH 6x6-10x10 WELDED WIRE MESH OR FIBER MESH MAY BE USED IN LIEU OF MESH. 3. IF LOCAL BUILDING CODES REQUIRE A MINIMUM FOOTING USE TYPE II FOOTING OR FOOTING SECTION REQUIRED BY LOCAL CODE. LOCAL CODE GOVERNS. SLAB -FOOTING DETAILS SCALE: 1/2" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 4368. SOUTH DAYTON& FL 32121 TELEPHONE (904) 7674774 FAX (904) 767-6556 EYyIA PAGE 88 1 Q NOT TO BIER PRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. or C SCREEN, VINYL & GLASS ROOMS I SECTION 3 C Allowable Beam Spans - Hollow Extrusions for Screen and / or Vinyl [Open] Rooms with Solid Roofs Aluminum Allo 6063T-6 Wind Zone 102 MPH 1 110 MPH I 120 MPH 1 125 MPH 1 140 MPH Applied Load 1#20.FL220#S 7xIx3 .FL 23#IS .FL 26#/S .Ft 32#/S .Ft Load Width 0 5' 6'-T, 5'_9,. V-4" 5'-0" 4'-V' 6' S'-e" 5'-3" 4'-11" 4. 7" 4-2" 7' 7' 5'-3" 4'-10" 4'-6" 4'-3" T-10" 8' 4' 11" 4'-6•• 4-3" V-11" T-7" 9' 4'-B- W-3" T-1 V 3' 9" 3' S" 10' 4' S" 4'-1" 3' 9" T-7' 11' 4'-2" 3'-10" T-7' 3'-5" T-l" 12' 4'-0" 3,-8" Load Width 2" X 2" x 0.036" 5' 6'-91, 6'-3" V-10- 5'-6" 4'-11" 6' 6'-2" 5'-8" 514" 5'-0.. - 4'-6" 7' 5'-9" 5'-3" -IL 4'-11" T.8" 4'-2" 8' 5'4" 4'-11 4'-7" 4'4" T-11" 9' 5'-1" 4'-B" \SIR ;F 4'4" 4'-l" 3'-8" 10, 4•_9., �_5" \4'-i" T-10" 3--6" 11' 4'-7" - 4t$' V or -T11" 3' 8" 3'-4" 12' 4'4" 4'-o; p, 3'-8" T-6" 3-2" Load Load Width 2" x 2" x 0.044" 5' T-5" 6 _•10" t, i 6'-4" 5'-11" 5'-5" 61 6.9•' 6'-ate 75'-10" 576" 4'-11" 7• 6'-3' • 9"'% \\ 5'4- S' 1" 4'-7" e' FIG. O ':S'. 1,2 '-0.. 4. 9" 4. 3" 91 10, 5'-3" W-No" 17 4'=6.'l 4'-3" T-10" 11' 1" 4'-7iikk 4'-3" • 4'-0" T-8" 12' 4'-9" 4'-5"® 4'-1" T-10" T-6" Load Width 2"x2"x 0.055" �. 5' 8'-t" T-5" 6'-11" 6'-6" 5'-11" 6' T-5" 6'-10" 6'-4" 5'-11" 5'-5" 7' 6'-10" 6'4,• 5'-10" 51-61• 4'-11" 8' 6'-5" 5'-11" 5'-6" 5' 2" 4. 8" 9' 6' 0" 5'-7" 5'-2" 4'-10" 4'-5" 10, 5'-g" 5'3" 4'-1V 4'-7" 4'-2" 11' 5'-5" 5' 0" 4'-8" 4'-5" T-11" 12' 5'-3" 4'-1W 4'-6" 4'-3" 3'-10" Example: For 2" x 2" x 0.044" Extrusion beam span is distance between uprights; to enter table roof panel projection of 14'-0" find load width; L.W. = 1472 + 2' O.H. = 9' Enter table on left under load width. Load Width = 9'-0". Read span under appropriate load; Live Load @ 17 # / Sq.Ft. 1102 M.P.H. Load Beam Span = Note: Glass Rooms: The addition of aluminum frame windows with glass panes that are designed to 110 M.P.H. wind load requirements to the above upright sizes increases the strength so that additional framing is not required. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (9134) 7674774 FAX (904) 767-6556 SEAL PAGE © COPYRIGHT 1999 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 8r19 SECTION 3 1 SCREEN, VINYL & GLASS ROOMS Allowable Beam Spans - Hollow Extrusions for Screen and / or Vinyl [Open] Rooms with Solid Roofs Aluminum Alloy 6063 T-6 Wind Zone 102 MPH 1 110 MPH 1 120 MPH 125 MPH 140 MPH A Iled Load 17#/S .Ft. I 20#/S .FL I 23#/S .Ft. 126#/S .FL 1 32#/S .Ft. Load Width 3" x 2" x 0.050" S' 9' 5" 8'-8" 8'-l" 7'-7" 6'-10" 6' 8'_7' T-11" T-4" 6'-11" 6'-3" 7' 7' 11" 7'-4" U-10" 6'-5" 5'-9" 8' 7'-5" 6'-10" 6'-5" 6'-0" 5'-5" S. T-0" 6'-5" 6'-0" 5'-8" 5'-l" 10' 6' B" 6'-1" 5';9" 5'-4" 4'-10" 11' 6'-4" 5'-10" f9-5" 5'-1" 4W" 12' 6. 1•• 5' 7" pl,5'-3" 4'-11" 4'-5" Load Width 3" x 2" x 0.070" IN w7 5' 10'-1" 9•-4•i WB' 8"' 8'-2" 7'-4" 6' 9' :d 8',6i 1%7'-11" r, T-6" 6'-9" 7' 8'!T) T-.11" WT-4" / 77ily-11" 6'3" 8' 741V/ 3' 7i-4" fW6'-11" M6'-6" 6-10" 9' 71-6% /II 6"111" Ld 6'-6" _ 46 =11.� 5'-6" 10' T-2" / Itl 6'-.7" 14 6'-2"/ .-.• = pq5'-9" 5'-3" 11' 6$1 d' pit i6}3" f7 5'-10V I15'-6" 4'-11" 12' l6'+6" ® f 6'-0" f A 5'-AJ I 1 5'-T 4. 9" Load Width l2�xt31xr0.050' { J 0 d 1 5' 11 -T— -t1 —7-mo--w 1 9'F.71' > 8'-11" 8'-1" 6' 610'-2" :/ 9'-4" / 1 U9" 8'_2" T-5" 7' 8,y9' S" 8'-8" 1 8"" T-7" 6'-10" 8' 1& 8'-9" 8'-1" 17 T-7" T-1" 6' 5" 9' W 8'-3' T-8" r1 T-l" 6'-8" 6'0" 10' 0 T-10" T-3" 6•_g" 6'-4" 5'-9" 11' S" 7'-6" 6'-11" 6'-5" 6' l" 5-4- 12' T-2" 5•_7" 6'-2" 5'-10" 5'-3" Load Width 2" x 4" x 0.050" 5' 13'-9" 12' 8" 11' 10" 11'-l" 10'-0" 6' 12'-7" 1 i' T' 10'-9" 10' 2" 9'_2" 7' 11'-7" 10'-B" 9'-11" 9' 5" 8'-6" 8' 10' 10" 10'-0.. 9'-4" 8'-9" T-11" " 9' 10' 3" 9'-5" 8'-10" 8' 3" T-6" 10' 9' 9" 8'-11" 8'-4" T-10" 7' 1" 11' 8.3" 8'-6" T-11" T_6" 6.9" 12' 8'-10" 8'-2" 7' 8" T-2" 6' 6" Note: Glass Rooms: The addition of aluminum frame windows with glass panes that are designed to 110 M.P.H. wind load requirements to the above upright sizes increases the strength so that additional framing is not required. Tables assume extrusion oriented with longer extrusion dimension parallel to applied load. Lawrence E. Bennett, P.E. CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 4368. SOUTH DAYTONA, FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-6556 SEAL PAGE 90 I O NOTO COPYRIGHT BER PRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNE iT. P.E. SCREEN, VINYL & GLASS ROOMS I SECTION 3 Allowable Spans For CARRIER Beams in a Solid Roof, ENCLOSED Structures 102 MPH Wind Zone, Applied Load = 29 Ibs/sgtt Aluminum Alloy 6063 T-6; Fb = 15,000 psi Single Self -Mating Beams Tributa Load Width 6'-0" 8'-0" 10'-0" 12'-0" 14'-0" �16'=0J a181-0" 20'-0" 22'-0" 24'-0" 26'-0" 28'-0" Allowable Span'*** " 2" x 4" x 0.044" x 0.100" 9'-8" 8'-5" T-6" 6'-10" 6'-4" 5'-11" 5'-7" 5'-4" 5'-1" W-10" 4' 8" 4' 6" 2" x 6" x 0.050" x 0.120" 14'-4" 12'-5" 11'-1" 10'-1" 9'-4" 8'-9" 8'-3" 7'-10" T-6" 7'-2" 6'-10" 6'-7" 2" x 7" x 0.062" x 0.120" 16'i" 14' 2" 12'-8" 11'-7" 10' 9" 10' 0" 9' 5" 8'-11" 8'-7" 18'-2" 7'-10" T-7" 2" x 8" x 0.072" x 0.224" _. 20-11" 18' 2" 16'-3" 14'-10" 13'-9" 12'-10" 12' 1" 11'-6" 10'-11" 10'-0" 10'-1" 9' 9" 7211X9"X0:072"-ft'.0.224!!� 22•_11" 19'_71" 17'_9" 16•_3.' 15t031�1.4"_--t,i 1513•_3"1 12•_7" 1 11•_11" 11,-6•• 1 11_0" 10'_8" 2" x 9" x 0.082" x 0.306" .. 26-1" 21' 5•• 1 19'-5" 17'-9" 16' 5" 1 15--4" 1 14'-6" 1 13'-9" 1 13'-1" 1 12'-6" 1 12'-'0" 11' 7" Double Self -Mating Beams Tributa Load Width 12' -0" 14'-0" 16'- 18'-0" 20'.0" 22'-0" 24'-0" 1 26--0" 1 28'-0" 1 30'-0" 1 32'-0" Allowable 5 an 2" x 8" x 0.072" x 0.224" 20'-11" 19'-5" 18'-Z' 1 17•_2" 1 16' 3" 15'4" 14--10" 14'4" 1 13'-9" 1 2" x 9" x 0.072" x 0.224" 22'-11" 21'-3" 1 19--11" 18'-9': 1 17' 9" 16 11" 16' 3- 1 15'-7" 1 15'-0" 1 14'-b 1 14. 1" 1 IT-8" 2" x 9" x 0.082" x 0.306" 25'-1" 1 23'-2- 1 21'-8" 1 20' 6". 19' 5" 1 18'-6" 1 17 V I 17 U I lb-b I 15'-1 U' 15'41" 1 14'-11" Double Self -Mating Beams with 2 x 4 SMB added to Top/Bottom er endicular to webs Tributa Load Width 20'-0" 22'-0" 24'-0" 26'-0" 28'-0" 30'-0" 32'-0" 1 34'-0" 1 36'-0" Allowe Span "L." 2" x 8" x 0.072" x 0.224" 18'-" 17 17' 1" 16''-5" 15'-10" 15'-3" 14,9.• 14'4" 13'-11" 13'_7 131 12 ' 11" x 9" x 0.082" x 0.306" 2'319-4" '10" 166" 17s' 17'-1" 16'-6" 160. 5 it16'-2" 15i, 14"2" 4 IT-1 1" 2" x 9" x 0.082" x 0.306" 21'-9" 20'-9" 1 19'-10". 19'-1" I 18'-W' 1 1T-9" 1 17' 2 1 16'-8" 15'-9" 15'-4" 14'-11" Wind cone conversion: I able Is constructed for 1u2 mph wind zone, open structure (29 Ibs/sgtt), to convert tabular value to higher (more severe) wind zones, multiply by the factors in the following Conversion Table: Wind Zone Applied Load Conversion Factor 102 29 1.00 110 35 0.91 120 41 0.84 125 45 0.80 140 56 0.72 Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. 80x 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (904) 767-0774 FAX (904) 767-6556 SEAL PAGE © COPYRIGHT 1999 .EI NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P. J I n A SECTION 3 I SCREEN, VINYL & GLASS ROOMS 119 DEPTIMMM Allowable Upright Heights Screen, Vinyl and Glass Rooms Aluminum Alloy 6063 T-6 2" x 2" x 0.032" Hollow Extrusion Wind Zone Load 102 M.P.H. 1 110 M.P.H. 1 120 M.P.H. 1 125 M.P.H. 1 140 M.P.H. Width Applied Load 19 # IS . FL 1 23 # /S . Ft. 26 # /S . FL 1 29 # /S . Ft. 36 # /S . Ft 36" 9'-S..1 8'-7" 8'-1" T-8" 6'-10" 42" V-9" T-11" 7,_5" 7' 1" 6' 4 48" 8'-2" T-5" 6'-11" 6'-7" 5'-11" 54" 7'-8" W-11" 6'-7" 6'-3" 5'-7" 60" T-4" 6'-8" 6'-3" 5'-11" 5'-4" 66" W-11" 6'-4" 5'-11" 5'-8" 5'-l" 72" 6'-8" 6'-1" 5'-8" 5'-5" 78" 6'-5" 5'-10" 5'-6" 5'-2" 4'-8" 84" 6'-2" 5'-7" 5. 3" 4'-11" 4' 6" 90" 5'-11" 5'-5" (J5'-1" 4'-10" 4'4" 2" x 2" x 0.036" Hollow Extrusion (Wind Zone. Load 102 M.P.H. I 110'M.P.H. 11120 M.P.H.: 1126 M.P.H. 1 140 M.P.H. Width I ➢ Applied LoadtI 19 M /S . FL 23 # /S . Ft ! 26 # /S ! Ft. l 29 # /S . FL 36 # /S . Ft 36" 10'-3" 9'4" d 8'-97 / 'F1 8'-3':. T-5" 42" 9' 6" = 8.7" 1 8'-11' / L 7'-BY 6'-11" 48" 8'-10")W W.1" I I T,74ja;;F+ , jT-2" 6'-5" 64" 8'4"L23 t7}7•• I: 1 7P,-Z' — t6'-9" 6'-l" 60" 66" T-Z" 9 - IT-3" I, . /6'411" F. I 6''z8" I T` 6" 6'-5" 6'-1" 5'-9" 5'-6" 72" T-3"7 '\AW-T' L' �6'-2" '-10" 5 54_3" 78" 6'-11J "-'6'-4" L; 5'-11" 5'-8" 84" 61W; 6' l" M 5'-9" 5'-5" 5'-11" L 5'-6" 5'-3" 4'-9" %,J 2" x 2" x 0.044"IHollow Extrusion Wind Zone Load 102 M.P.H. ' ■t1;10iM R11-1.. 120 M.P.H. 1 125 Width Applied Load 19 # IS . Ft 23 # /S . Ft. 26 # /S . Ft. 1 29 # IS . FL 36 # /S . Ft 36" 11' 2" 10' 2" 9' 7" 9' 1" 8. 2" 42" 194" 9'-51, 8'-10" 8'-5" 7' 6" 418" 9'-8" 8'-10" B'-3" T-10" 7' 1" 54" 9' 2" 8•-4" T-10" 7' S" 6'-8" 8'-81• T-10" T_5" 7. U* 6'4" 66" 8'-3" T-6" T-1" 6.8" 6'-0" 72" T-11" T-Z" 6' 9" 6. 5" 5' 9•• 78" T-7" 6'-11" 6'-6" 6.2" 5'-6" 84" 7'4" 6'-8" 6'-3" 5'-11" 5'4" 90" T' 1" 6'-5" 6'-l" 5' 9" 5' 2" Notes: Glass Rooms: The addition of aluminum frame windows with glass panes that are designed to 110 M.P.H. wind load requirements to the above upright sizes increases the strength so that additional framing is not required. Screen Splines on 3" side. extrusion turned with 3" side parallel to sole plate. Example: Screen panel width "W' = 60"; Maximum "H" for a 2" x 2" x 0.036" Hollow Extrusion = Using screen panel width'W' (See typical glass room drawing.), select upright height "H" required from the maximum height allowed for each extrusion. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368. SOUTH DAYTONA. FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-6556 SEAL PAGE © COPYRIGHT 7999 92 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREEN, VINYL & GLASS ROOMS I SECTION 3 Allowable Upright Heights Screen, Vinyl and Glass Rooms Aluminum Alloy 6063 T-6 2" x 2" x 0.065" Hollow Extrusion Wind Zone Load 102 M.P.H. 110 M.P.H. 1 120 M.P.H. 1 125 M.P.H. 140 M.P.H. Width Applied Load 19 # /S . Ft 23 # /S . Ft 261E IS . Ft. 1 29 # /S . Ft 36 # IS . Ft. 36" 12'-3" 11'-11, 10'-5" 9'-11% e'-11' 42" 11'4" 10'-3" 9•-8" 9.2" 8'-3" 48„ 10._7„ 91_7.1 9'-1" 8'-7' 7,$„ 54" 9'-11" 9'-1" 81-6" 8'-1" T-3" 60" 9'-6" 8' 7" 8'-1" T-B" 66" 91-0" 8'-2" T_9" T-q' 6' 7" 72" 81-8" T-10" T-5" 6'-11" 6'-3" 78„ 8,-4„ T, T' 7,_i". 8,_9,. 6'-O„ 84" T-11" T-3" 6'-10" 6'E" 5'-10" 99" T-9" 7'-0" 6'-7" 6'-3" 1 5'-7" 2' x3" x 0.0501Hollbw EXtrUM0111 - -WindZone- Load Width 102 M.P.H. 110 M.P.H. 1 120 M.P.H. I 125 M.P.H. 1 140 M.P.H. Applied Load 19 # /S . FL 23 # /S . Ft 26 # /S . FL 29 # /S . Ft. 36 # /S . FL 36" 16'-10" 15'-3" 14'-4" 13'-7" 12.3" 42" 15'-7" 14'-2" 13'-4" 12'-7" 11'-0" 48" -14'-7" 13'-3" 12'-5" 11'-g" 10'-7" 54" 13'-9" 12'-6" 11'-9" 11'-1" 9'-11" r-u6o;wj, 13'0" - 0L111110;+mor, 1V-2" 10'-6" 9'-6" 66" 12'-5" 11'-3" 10'-7" 10'-1" 9'-0" 72" 1 V-11" 10'-10" 10'-2" 9 7 78" 11'-5" 10' 5" 91_9" 9.4. 84" 11'-0" 10'-0" 9'-5" 8'-11" 8'-0" 90" 8" 9'-8" 9'-1" 8'-7" 7'-9" 2" x 4" x 0.050" Hollow Extrusion Wind Zone Load 102 M.P.H. I 110 M.P.H. I 120 M.P.H. I 125 M.P.H. I 140 M.P.H. Width Applied Load 19 # /S . Ft 23 # IS . Ft. 26 # /S . Ft. 1 29 # /S . Ft. 36 # /S . FL 36" 20'-9" 18'-11" 1T-9" 1 16'-10" 15'-1" 42" 19' 3" 1T-6" 16'-5" 15'-7" 13' 11" 48" 17'-11" 16'-4" 15'-5" 14'-7" 13'7 54" 16-11" 15'-5" 14'-6'. 13'_9" 12'-4" so" 16'-l" 14'-8" 13'-9" IT-0" 11.8" fib" 15'-4" 13'-11" 13'-1" 12' 5" 11'-2" 72" 14'-8" 13'-4" 1 Z 7- --IT -11" 10' 8" 78" 14'-l" 12' 10" 12'-1" 11' 5" 10'-3" 84" 13' 7" 12'-4" 11'-8" 11'-0" 9'-11" 90" 13'-2" 11'-11" 11'-3" 108" 9'-7" Notes: Glass Rooms: The addition of aluminum frame Windows with glass panes that are designed to 110 M.P.H. wind load requirements to the above upright sizes Increases the strength so that additional framing is not required. Using screen panel width"VC (See typical glass room drawing), select upright required from the maximum height allowed for each extrusion. Screen Splines on 3" side. extrusion turned with 3" side parallel to sole plate. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA. FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-6556 PAGE SEAL © COPYRIGHT 1999 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 93 SOLID ROOF PANEL PRODUCTS SECTION 7 w 12• 12" WIDE x VARIOUS HEIGHT RISER [INDUSTRY STANDARDI ROOF PANEL SCALE: 1/4" = 1" v w 12" 12" WIDE x 3" RISER INTERLOCKING [INDUSTRY STANDARDI ROOF PANEL SCALE: 1/4" =1" T 1 12.00" INDUSTRY STANDARD CLEATED�ROOF-PANEL ALUMINUM SKIN E.P.S CORE i W / Z a !! yr}ir: .................. SIDE PANEL d p '; CONNECTIONS VARY (DO NOT AFFECT PANEL SPANS) SELECT PANEL DEPTH / FROM TABLES 8" j COMPOSITE ROOF PANEL [INDU.STRYSTANDARDI SGALE:r174"T= 1" � Lawrence E. Bennett, P.E. CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTON& FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-6556 SEAL © COPYRIGHT 1999 BENNETT. PAGE 169 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. P.E. SOLID ROOF PANEL PRODUCTS SECTION 7- COMPOSITE ROOF ANCHORING DETAILS #10 x 1-1/2" S. M. S. OR WOOD WOOD SCREW (1) PER RAFTER OR TRUSS TAIL #10 X 3/4" S. M. S. OR WOOD SCREW SPACED @ 12" O. C. FOR MASONRY USE 1/4" x 1-1/4" TAPCON ANCHOR OR EQUAL @ 24" O. C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O. C. EXISTING HOST STRUCTURE WOOD FRAME, MASONRY OR OTHER CONSTRUCTION ROOF PANEL TO FASCIA DETAIL ROOF PANEL TO WALL DETAIL SCALE: 1/4" = T-0" EXISTING TRUSS OR RAFTER #8 x 9/16" S. M. S. SPACED @ 8" O.C. BOTH SIDES ROOF PANEL #8 x 9/16" S. M. S. SPACED @ 8" O. C. BOTH SIDES EXISTING FASCIA #8 x 9/16" S.M.S. SPACED @ 8" O. C. BOTH SIDES ROOF PANEL #8 x 9/16" S.M.S. SPACED @ 8" O. C. BOTH SIDES NOTES: WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PANS "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 4366, SOUTH DAYTONA. FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-6556 SEAL @ COPYRIGHT 1999 171 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE SOLID ROOF PANEL PRODUCTS SECTION 7 l' RIDGE CAP HEADERS AND PANELS ON BOTH SIDES OF BEAM FOR GABLED APPLICATION #8 x 9/16" 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 PANELS OR PANS TO WOOD PLATES SCREWS SHALL HAVE A MINIMUM EMBEDMENT OF 1" FOR COMPOSITE' ROOFS: #10 x (t + 1 /2") S.M?S. W/ 1-1 /4" 0 FENDER WASHERS @ 12" O. C. (LENGTH = PANEL THICKNESS + 1") @ ROOF BEARING ELEMEN- j(SHOWN) AND 24" O. C. @ NON -BEARING ELEMENT (SIDE WALLS) PAN ROOF ANCHORING DETAILS SEALANT PAN HEADER (BREAK - FORMED OR EXT.) 118 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS PAN OR COMPOSITE ROOF PANEL #8 x 9/16" S.M.S. (3) PER PAN ALONG PAN BOTTOM ROOF PANEL TO BEAM DETAIL SCALE: 1/4" = 1" ANEL FOR PAN ROOFS: (3) EACH #8 x 1/2" LONG S.M.S. PER 12" . PANEL PANEL (PER TABLES) DN 7 1/4" = 1" Lawrence E. Bennett, P.E. CML ENGINEER- DEVELOPMENTCONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-6556 BEAM (PER SEAL PAGE © COPYRIGHT 1999 NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUTTHE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 175 SOLID ROOF PANEL PRODUCTS I SECTI6N ;7 0 NVOMM Allowable Spans for Industry Standard Composite Roof Panels for Various Loads Aluminum Alloy 3105 H-14 or H-26 1.0 EPS Core Density Foam 4" x 48" x 0.019" Panels ; \ Op It Buildings -Enclosed Bulltlin s Wind Region Applied Load I Ove ang Condition Wind Region Appi ad Load I& Overhang Condition NONE 1'-0" 1 2'-0" 1 3'-0" 4'-0" C NONE 1 1'-0" 1 2'-0" 1 3'4" 1 4%0" M.P.H.102 17 14'-0" 14-2" 14'-7" 15'-3„ 16'-2" \102 M.P.H.- 2 10'-9" 10'-11" 11'-5" 12'-3" 13'-5" 110 M:P.H. 20'\ 12'-11" 13'-1"" ,13'-0" 14'-3" 15'-2" 1110 M.P.H. 35 10'-7" 11'-5" 12'-7" a.120M.P:H. 23. ` 12'-0" 12'-2!' V2'-8" 13'-5" r14'-5" 120 M.P.H. 41 9'-W 9'-31' 9'-10" 10'-1LI l 125 M.P.H. 2611' \1 V-4° 11'-6; 12'-0" 12'-16" 13'-10" 125 M.P.H. 45 B'-7"h 8'-10t 9'4i" 10'-6" 11'-9" 1140 M:P:HA 3211 \10'-2" 10'-St1 10'-11" 11'-10" ,12'-11" 140 M.P.H. 56 T-9"P T-11'I 8'-F- 9'-9" 11'-1" f4yx 461:X:0:024"P,aD¢Is�I: i1 t\ .1 1\ 11 15 !I C.A A \ \ 1 Open BUildins\\ \\ I I 11 H Enclosed Buildings Wind '.,\ Re ion 1 `Applied Load l \\ Overhang Condition 1:1 Wind Re Ion, App}led Load UOverhan Condition INONEv 1.1t-0J .2'-0" %'3'-0" 14'-0" NONE 11'-0"i 2'-0" 3'-0" 4'-0" A02.MsP':H.: 4 17\ 115'-0" -15'-6"- 15;-10" i6'-6" i1T-4" 102 M.P.H. /29 11'-9" 11F71"i 12'-5" 13'-2" 14'-3" Tito M.P:H:^ 4:\ 20\\ 14'-2" -14'=3"' - 4'-8" 15'-0" !16'-3" 110 M.P.H.. ! 35 10' 8" 10'-11'1 11'-5' 12'-3" 13'-4" '120 M:P:H:�i f123 `73'-2" 13'-0"• -J3'-9" 14'-6"e +15'-5" 120 M.P.H. 41 9'-11" tOd1;'1 10' 8" 125 M.P.H.\ \ 126 12'-5" 12'•7" 13'-0" 13'-9" 14'-9" 125 M.P.H. 45 9' b I 9'-8"J 10' 3" 140 M.P.H. . \'32 11'-2" 1 11'4" 1 11'-10" 12'-B" 1 13'-9" 140 M.P.H. 56 8'-5" I 8'-8" 1 9'-4" 19-4" 1 11'-8" 4" x 48" x 0.030':Panels \ Open Buildings - Enclosed Buildings Wind Region Applied Load Overhang Contlition Wintl Region Applied Load ve ang Condition S NONE I V.0" 1 2'-0" 1 T-O" 1 4'-0" I NONE I 1'-0" 1 T-O" 1 3'-0" 4:-0"/ 102 M.P.H. 17 17'-9" 17'-10" 18'-2" 18'-e" 19'-5" 102 M.P.H. 29 13'-7" 13'-8" 14'-2" 14'-10" 15'-9„ 110 M.P.H. 20 16'-0" 16'-5" 7A0"" 17•_5'• 18'-2" 110 M.P.H. 35 12'-4" 12'-6" 12'_71'• 13'-9" 14'-9" 12 MM.P.H. 23 1 15'-3" I Ib-,;- I lb.-V 1 16'�" I 17'-2" I 120 M.P.H. 1 41 1 11 0 1 11'-7" 1 12'-1" 125 M.P.H. 26 1 14'-4" 1 14'-6" 14'-10" 15'-0" 1 16'-5" 1 125 M.P.H. 1 45 10'-11" 11'-1" 1 11'-7" 1 12'-S' 1 13'-6" 140 M.P.H. 32 12'-11" 13'-1" 1 13'-6" 1 14'-3" 1 15'-2' 1 140 M.P.H. 1 56 1 9' 9" 1 9'-11" 1 10'-7" 1 11'-5" 1 12' 7" Note: Total roof panel vadth = mom vAdth plus wall width plus overhang. Lawrence E. Bennett, P.E. CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA. FL 32121 TELEPHONE (904) 7674774 FAX (904) 767-6556 SEAL PAGE © COPYRIGHT 1999 .I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 p 1 SNAP - N - LOCK PANEL O SCALE: 1/4" = 1" Structall Building Systems Inc. Snap & Lock ® Composite Roof Panels Allowable Spans for Composite Roof Panels @ Various Loads Manufacturers Proprietary Products: 4" x 48" x 0.019" Panels Open Buildings Enclosed Buildings Wind Region Applietl Load Overhan Con Wintl Re Ion Applietl Load Overhan Condition NONE I V-0" 1 2'-0" 1 3'-0" NONE I 1'-0" 1 2'-0" 1 TU 102 M.P.H. 17 15'-11" 16'-1" 16'-6" 1T-1" 102 M.P.H. 29 12'-3" 12'-5" 12'-10" 13'-8" 110 M.P.H. 20 14'.9" W-10" 15'-3" 15'-11" 110 M.P.H. 35 11'-2" 11'-4" 11'-10" I e" 120 M.P.H. 23 13'-9" 13'-11" 14'4" 14'-11" MH. 120. 41 10'-3" 10'-6" 11' 0" 11'-11" 125 M.P.H. 28 12'-11" 13'-1" 13•-0"1 14 -U 1 125 M.P.H. 1 45 8'-10" 10'-O" 1 10'-7" 140 M.P.H. 32 11'-8" 11'-10" 12'4" 1 13'-1" 1 140 M.P.H. I I W' x 48" x 0.024" Panels J' On en Buildings Enclosed Buildings Wind R ton Applied Load Overhan Contllit. on Wind Radian Applietl Load Overhan ContlWon SOf' 2'-0" T-O" NONE 1'-0" 2'-0" 102 M.P.H. 17 18'4" 1B'-11" 102 M.P.H. 29 13'.9" 13'-10" 14'4" 14'-11" 110M.P.H.F 20 3718'-D" '-8"/ 17'-0" 17'-T' 110 M.P.H. 35 12'-6" 12'-8" 13'-1" 13'-10" —120 M.P.H.— 23 '-7" 15'-11" 16-6" 120 M.P.H. 41 11'-7"1'9" 12'-3" 13'-0" 125 M.P.H. 26 '-8" 15'-0" 15'-8"11' U' I I'-2" 11'.9" 12' 7" 140 MP.H. 32 '-3" 13'-8" 14'-5" 140 M.P.H. 56 9 10'-i" 10' 8" 11'-7" 4" x 48" x 0.030" Panels Op en Buildings Enclosed Buildings Wind Re Ion Applied Load Overhan Condition Wind Re Ion Applied Load OverhangCondi on NONE 1'-0" 2'-0" T-O" I NONE I V-0" 1 2'.0" 1 T-0" 102 M.P.H. 17 20'-8" 20'-9" 21'-1' 21'-6" 102 M.P.H. 29 15'-10" 15'-11" 16'4" 16'-11" 110 M.P.H. 20 19'-1" 19'-2" 19'-6" 19'-11" 110 M.P.H. 35 14'-5" 14'-6" 14'-it" 15'-7" 120 M.P.H. 23 17'-9" 17'-11" 18'-3" 18'-9" 120 M.P.H. 41 13'4" 13'-5" 13'-11" 14'-7" 125 M.P.H. 25 16'-8" 16-10" 17'-2" 17'-9" 125 M.P.H. 45 12 8" 12 10" 13'4 14'-1" 140 M.P.H. I 32 15'-1" io-z I 15'-7" 1 16'-3" 1 140 M.P.H. 1 56 1 11' 5" 111'-7" Note: Total roof panel vridth = room width plus wall width plus overhang. 'I- LL Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT cur o MVMTWMj_j P.O. BOX 4368, SOUTH DAYTONA, FL 32121 350 BURBANK, OLDSMAR, FL 346774906 TELEPHONE(904) 7674T74 LOCAL (813) 855-2627 FAX (904) 767-6556 NATIONWIDE 1-800-969-3706 FAX 813 854-2802 SEAL PAGE © COPYRIGHT 1999 .I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 195