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HomeMy WebLinkAboutSUBMITTED PAPPERSFRASER ENGINEERING AND TESTING, INC. ' 35041NDUSTRIAL 33rd STREET • FORT PIERCE' FLORIDA' 34946 VERO BEACH (561) 567-6167 FORT PIERCE (561) 461-75M STUART (561) 283-7711 FT. PIERCE 1-800-233-9011 Report of SCANNED DENSITY OF SOIL IN PLACE BY ASTM D2922 St. Lucie County CLIENT: Savanna Club CONTRACTOR: Client SITE: 3612 Spatterdock Ln. Lot 6, Blk 49 Foundation Fill Date: 1/6/00 Permit #f 99-110665' " DE!'L`➢TY TEST DATE MOISTURE -DENSITY RELATIONSHIP IN PLACE DRY PERCENT TEST MAX. NO. TESTED LOCATION ELEVATION NO. DRY WT. DENSrrY COMPACTION B196 1/6/00 N.W. Comer 0- 1' A 108.5 103.2 95.1 I - 2' 106.2 97.9 Center 0 - 1' 103.3 95.2 1 - 2' 106.5 98.2 S.E. Comer 0 - 1' 103.1 95.0 1 - 2' 106.4 98.1 ALL ELEVATIONS BELOW SLAB GRADE Copies: Client -I SLC Bldg. Dept. - 1 JAN 0 6 2000 . Lucie C01mly Public Works Respectfully submitted, FRASER ENG ERING AN^ TESTING INC. Alexander H. rase~, P.E. Fla. Reg. No. 16178 GEOTECHNICAL ENGINEERING FOUNDATION INVESTIGATIONS CONCRETE. SOIL AND ASPHALT TESTING SECTION 2 I ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS =S WALL BEAM TABLE 2.1.1 1.2 USE'L' = ABLE 2.2.1 ?.2.2 SINGLE CARPORT SCALE: 114" = 1'-0" Lawrence E. Bennett, P.E. CML ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 4368. SOUTH DAYTONA. FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-6566 SEAL PAGE © COPYRIGHT 1999 54 NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. �;i ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS SECTION2 " SEE -CONNECTION DETAILS / (SECTION `r PZ�N'OR COMPOSITE PANEL LU ` (SEE TABLES SECTION 7) _ / r 4TCP—PL-ATE;P_T. OR W/ VAPOR LU i ; : BARRIER @ ALUMINUM ROOF DO j e2.X. 4 rOP"iPL T } -ROC 0 2 x 2 ALUMINUM Z F S.P.F. (MIN.) 2 57< w ).a SHEATHING: 7/16" O.S.B. OR 1/2" PLYWOOD W/ STUDS 24" O.C. OR �STRI7CTQRA'-AL41?LY sVy/ISTUDS 16" (3 C >- EKES TREATED PkATE-W/ '" Tx 4=1 2a CONCRETE nnl j 4'-0" O. C. (SEE SLAB DETA LI ' S SEE CONNECTION DETAILS (SECTION 7) ATTACH SHED OR ROOM WALL TO UJI HOST STRUCTURE W/ 1/4" x 3-1/4" 2 TAPCONS @ 16" O.C. FOR MASONRY = OR #16d COMMON @ 16" O.C. OR #10 x LU 3-1/2" FOR WOOD OR #10 x 2-1/2" =1 S.M.S. FOR 1 x 2 ALUMINUM OR #10 x 0 3-1/2" S.M.S. FOR 2 x 2 ALUMINUM z 12" x PAN (SEE TABLES SECTION 7) USE'1M SHED IS FRAMED FOUR WALL TO SELECT PAN FOR REQUIRED SPAN STRUCTURE OR ATTACHED TO HOST Co MAXIMUM FLOOR AREA 200 SQ. FT. w 'W1' VARIES — FLOOR AREA GREATER -THAN 200 SQ. FT. USE SECTION 4 FOR FRONT BEAM USE L = W / 2+OVERHANG POST AND BEAM DETAILS AND TABLES SECTION 2 FOOTING AND CONNECTION DETAILS SECTION 2 UTILITY SHED AND CARPORT WALL SECTION SCALE: 1/4"= 1'-0" 1. SHEDS AND UTILITY ROOMS BUILT UNDER SECTION 2 SPECIFICATIONS SHALL BE LIMITED TO 16 FT. IN ROOF SPAN DIRECTION AND 200 SQ. FT. MAXIMUM AREA. 2- ALL WOOD FRAMING AND SHEATHING CONNECTIONS SHALL BE IN COMPLIANCE WITH STANDARD CODE 1997 CHAPTER 23, TABLE 2306.1 OR AS NOTFn acl nIA, Lawrence E. Bennett, P.E. CML ENGINEER- ONELOPMENT CONSULTANT P.O. BOX 4368. SOUTH DAYTONA, FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-6556 @ COPYRIGHT 1999 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SEAL PAGE 55 ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS SECTION 2 2'-0" MIN. BEFORE SLOPE N TYPE FLAT SLOPE / NO FOOTING 0-2" / 12" MODERATE SLOPE FOOTING 2" / 12" - V-10" (1) #5 BAR CONT. V-0" TYPE III STEEP SLOPE FOOTING > T-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 DAYTONA. FL 32121 TELEPHONE (904) 767-4T74 FAX (904) 767-6556 SEAL © COPYRIGHT 1999 PAGE NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 59 SECTION 2 I ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS C) INTERNAL OR EXTERNAL RECEIVING CHANNEL SCALE: 1/4" =1" 2" x 0.063" ANGLES INTERNAL OR EXTERNAL ANGLE CLIPS SCALE: 114" =1" EXTRUDED ALUMINUM BASE ALUMINUM TUBE COLUMN OR BREAK FORMED U-CLIP CONCRETE ANCHORS,(SEE_ CORROSION RESISTIVE STEEL SCHEDULE);, - THRU BOLT PER SCHEDULE m 0 CONCRETE SLAB OR FOOTING r NOTE: ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE-STANDING COVERS TUBE COLUMN BASE SCHEMATIC INTERNAL BASE SCALE`. 1/4" = 1" Lawrence E. Bennett, P.E. CIVIL ENGINEER-DEVELOPMENTCONSULTAN7 P.O. BOX 4368. SOUTH DAYTONA. FL 32121 TELEPHONE (904) 7674774 FAX (904) 767-6556 SEAL PAGE 60 1 © COPYRIGHT 1999 NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT. P.E. SECTION 2 I ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS 7 — — — — — — — — — — — — — — — — 03 LU ROOF PANEL SEE SECTION 7 _ E ---T W w J SIDE BEAM 1 3/4' x 1 3/4" x 0:063" RECEIVING CHANNEL THRU BOLTF,TO POST W/ THRU BOLTS FOR SID BEAM (SEE TABLE 2.3 FOR NUMBERbF ANCHOR (SEE DETAIL FOR PAN OR COMPOSITE PANEL) FOR NUMBER OF BOLTS AND SIZE 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 SCALE: 1/4" = 1" ROOF PANEL SEE SECTION 7 _ ANCHOR PER DETAIL FOR PAN OR O COMPOSITE PANEL Oo _ FOR NM/BER OF BOLTS AND SIZE OF POST (SEE TABLE 2.3) I OO -� BEAM AND POST SIZES (SEE TABLE � 2 TA, TABLE 2.1.2 AND / OR TABLE ,/ COLUMN NOTCHED TO SUIT BOLTS) _' Y CENTER NOTCH POST TO BEAM CONNECTION SCALE: 1/4" = 1" Lawrence E. Bennett, P.E. CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 4368. SOUTH DAYTONA. FL 32121 TELEPHONE (904)767-4T74 FAX (W4) 767-6556 SEAL PAGE �,1 © COPYRIGHT 1999 VY NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. C s 1 ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS T O W J m PRIMARY BEAM 1-1/2" x 1-1/2" x 0.080" ANGLE 0O w (SEE TABLE 2.1.1 EACH SIDE OF CONNECTING Qo = AND/OR TABLE 2.1.2) BEAM WITH SCREWS AS Oo a SHOWN W Oo 0 CARRIER BEAM (SEE TABLE 2.1.3) SECTION 2 MINIMUM #8 S.M.S. x 3/4" LONG NUN REQUIRED EQUAL TO BEAM DEPTH INCHES NOTE: EXTRUSIONS WITH INTERNAL SCREW BOSSES MAY BE CONNECTED WITH (2) #10 x 1-1/2" INTERNALLY CARRIER BEAM TO BEAM CONNECTION SCALE: 1/4" =1" ANGLE OR RECEIVING CHANNEL NOTE: EXTRUSIONS WITH INTERN/ SCREW BOSSES MAYBE I CONNECTED WITH (2) #10 x 1 /2" IRIMARY c0 INTERNALLY. BEAM FQ MINIMUM #8 S.M.S. x 3/4" LONG (SEE TABLE 2.1.1 w 0° NUMBER REQUIRED EQUAL AND/OR TABLE 2.1.2) a Qo TO BEAM DEPTH a o0 o po BEAM TO WALL CONNECTION: (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 3/4" x 1 3/4" x 1 3/4" x 118" 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 4369, SOUTH DAYTONA, FL 32121 TELEPHONE (904) 7674T74 FAX (904) 767-6556 SEAL IO COPYRIGHT NOT TO BER PRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNEIT, P.E. I PAGE 65 ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS Allowable Roof Beam Spans for Carports, Patio Covers, Screen Rooms, and other Open Buildings with Solid Roofs Aluminum Alloy 6063 T-0 " Wind Zone = 102 MPH 110 MPH 1 120 MPH 1 125 MPH 1 140 MPH Applied Loa d= 179/5.Ft 1 20#/Sq. FL I 239/5.Ft I 25#/S .Ft 1 2#/;S .Ft. Load Width 2" x 3" x 0.050" Hollow Tilt 1P S. 9'-01, 8'-5" T-11" T-1" 6' 8'-T, T-8" T-2" &-T 7' T_T' 7'-1" 6•-8" 6'-0" B. 7'-l" 6'-8" 61-3" 5'-ar 9' - ffl1l 6'-8" 6'-3" 5'-11" 51-C 10, 6'-4" 5'-11" 6 7" 11' 6'-1" 5'-8" 5'4"12' 5'-loll 5' b' 5'-1" - 4'-7" Load Width 2" x 3" x 0.050 Hollow S. 11'-1" 10.41 9'-7" 8'-11" 8'-1" 6' 10._2" 9'-4" 8'-9" 8'-2" - 7'-5" 7' 9'-5" 8'-8" 8'-l' 777" 6-10" 8• 8'-9" 8'-1" T 7" T-l" 6' 5" - 91 8.3" 7•_8" 7•_7" 6,_8" 6'-0" . 10, 7'-10" - T-W - 6'-9" 6'-4" 5'-9" 11' T-6" 6'-11" 6'-5" - 6'7 5'{^ 12, T-7' 6'-7" 6'-2" 5'-10" '5'-3" Load Width 2"x4" x 0.050 Hollow Tilt 5' 12'-3" 1V-3" 10'-6" 9'-11" 8'-11" 6' 11'-2" 10'-4" T-7" B•-T 8.2" 7' 1014, 9'-7- 1-11" 8'-4" - 7'-7" 8' 9'-8" 8'-11" 8'4" T-10" T-l" 91 9'-2" - 8'-5" 7-10" 7-5" _ 6'-8- 10, 8'-8" T-11" T-5" 7' W 6'-4" 11' 8'-3" T-7" T-1" 6'-8"... 6'-0" 12' -' 7'-11" T-3" 6'-10" 6-5" 5'-9" Load Width 2" x 4" x 0.050" Hollow S. - " 11'-10" < 11'-l" 10'-0" i 6' 1'-7" 10'-9" 10'-2" 9'-2" 7'0'-B" 1 9'-1 V, 9'S"8'-6" 8' 0'-0" 9'4" 8'9" T-11'9''-5" MZ-T'I e'-10" 8'-3" T-6" 10' '-11" 8'-4" T10" 7'1" '-6" T-11" TW 6'-9" .12' '-2'" T-e" 7•-2". 6'-6- Load Width 2" x 4" x 0.038•' x 0.100" Self Mating Beam S. - 14'-0" 13'-4" 12'-6" 11'-9" 10'-f 6' _ 13'-3" 12'-2" 11'-0"' 10'-8" 9•-8" _ 7' 12'-3" 11'_3" 10'_6" 9'-11" 8' 9' 10'-10" 10'-T 9'-11" 9'-10" 9'-3" 9'-3" 8'-9" 7'-10" 10, 10,41 9'-5" 8'-10" 8'-3" T46" 1. 12' 9'-0"- 8'-T' 8'-1" T-7" 6'-10•. Example: For 2" x 4" x 0.038" x 0. 1 00"Self-Mating Beam; Beam span between uprights use load width to enter table. For 12' Roof Panel + Z• Overhang; Load Width = LW = 12' / 2 + 2. O.H. = Ill; Enter table on left at 8• read allowable span under required load; Thus for 100 M.P.H. wind load/live load or 17 #/S . FL and Load Width = 8'-T Maximum Beam Span for 2" x 4" x 0.088" x 0.100" = Spans do not include length of knea 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. 67 SECTION 2 • I ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS SEAL PAGE ISTIMMMI Allowable Roof Beam Spans for Carports, Patio Covers, Screen Rooms, and other Open Buildings with Solid Roofs Aluminum Alloy 6053 T-6 Wind Zone = 102 MPH "11k-1,10LM,Hlq 1 120 MPH 1 125 MPH 1 140 MPH Applied Load = 17# 1 Sq. FL 20# 1 Sq. FL _23#f Sq-FL I 26# 1 Sq. Ft I 32# 1 Sq. Ft. Load WidthaVj U' ze",z 0.050" x Q312QSelf Mating Beamz"j c5l w48i 16-11" 1153T�Fe' ` - 14'_T. 13,_8., 12,-0,. 9' 15'-11" 14=9' 13'-9" 12'-11" 11'-8" 10, 15'-2" 13'-11" 13'-V 12'-3" 11'-0" 11' 14'-5" 13'4" 12'-5" 111-8" 10'S" 12' 13'-10" 12' 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" 1014" 9' 8" 8' 9" Load Width 2" x 7" x 0.055" x 0.120" Self Mating Beam 8' 19'-4" 17'-10" 161-8" 15'-8" 14'-1" 9' 18'-3" 16'-10" 151-8" 14'-9" 13'4' 10, 17'4" 15'-11" 14'-11" 14'-0" 12'-7" 11' 16'-6" 15'-3" 14'-2" 13'4" 12'-0. 12' 15'-10" 14,-7 13'-7" 12,-8" 111S1• 13' 15'.-2" 14'-0" 13'-1" 12'-3" 11'-1" 14' 14'-8" 13'-6" 12'-T' 11'-toll 10.-8" 16' 131-8" 12'-7" 11'-9" 11'-1" 9'-11" Load Width 2" x 8" x 0.072" x 0.224" Self Mating Beam - a' 24'-10" 22' 11" 21'4" 20'-l" 18'-1" 9' 23'S" - 21'-T' 20'-2" 18'-11" 17'-1" 10, 22'-3" 2V-6" 19'-1" 17'-11" 16'-2" YI' 21'-2" 19176" 18'-3" 17-Z' :. _. 15'-5" 72, .-.._ •.; 5 , 16._5„ 14---9': - 13 191S" 17-11" - 16'-9" 15'-9" 14'-3" 14' 18'-9" 1T4" 16'-2" 15'-2" 13'-8" 16, 17'-7" 16'-2" 15'-1" 14'-3" 12'-10" Load Width 2"x 9" x 0.072" x 0.224" Self Mating Beam 8' 27'-2" 25'-1" 234" 21'-11" 19'-10" 9' 25'-8" 23.8•• 22'-0" 20'-9" 18'-8" 10, 244" 2Z-Sl 20'-11" 19'-8" 17'-9" 11' 23'-2" 21'4" 19'-11" 18'-9" 16'-11" 12' 22'-2" 20'-6" 19'-1" 1T-11" 16'-2" 13' 21'4" 191-8" 1814" 17'-3" 15'-7" 14' 20'-7" 18'-11" 1T-8" 16'-T' 14'-11" 16' 19'-3" 17-9" 16'S" 15'-7" 14'-0" Load Width 2" x 9" x 0.082" x 0.306" Self Mating Beam 8' 29'-8" 274" 25'S" 23'-11" 21'-7" 9' 2T-11" 25-9" 24'-l" 22'-7" 20'-5" 10, 26'S" 24'S" 22'-10" 21,-5" 19,-4" 11' 254" 23,4• 21'-9" 20'-5" 18,-5" 12' 24'-3" 22'4" 20'-10" 19'-7" 17'-8" 13' 23'-3" 21'-5" 20'-0" 18'-10" 16'-11" 14' 22'-5" 20'-V' 19'-3" 18'-2" 16'4" 16, 20'-11" 19'4" 18'-01 16'-11" 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 C1 •i © COPYRIGHT 1999 NOT TO BE REPRODUCED IN WHOLE OR IN PART OF LAWRENCE E. BENNETT. P.E. PAGE SECTION 2 I ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS Allowable Attributable Roof Area per Post for Carports, Patio Covers, and other ODen Buildinas - At I Imam tm onoT. Aluminum Post _ V Wind Load = A lied Loatl = 102 MPH 110 MPH . ;120 MPH 125 MPH 140 MPH Maximum 17 #/S . FC 20 #IS : F 23 #/S . FL 26 w5 . R. 1 32 tNS . Ft Hat lit Allowable Roof Area in S uare Feet for various Loads on Post -7'4' Load in Lbs . 2" x 2" x 0.044" Hollow Extrusion or ---- - -- - 2064, 121 1. 8'-7" 1,548 103-.r_'-- 91 77 - . 90 79 .. 9�_1D.. 1,204 71 60 67 60 48 11' 1" 903 53 45 52 46 38 He" lit Load in Lbs 2" x 3" x 0.050" Hollow 39 35 28 8'-Z' 2,736 Extrusion or 9'-6" 2,502 147 125 119 105 86 10'-11" 1,596 - 1.197 94 70 80. 109 69 60 - 96 61 78 50 12'-3" Hal lit Loatl in Lbs 3" x 2" x 0.070" 52 Hollow Extrusion 45 37 a'-2" -Aluminum All o 6063 T-6 9'-6" 3.408 200 170 148 131 107 10'-11" 2,556 1.988 150 128 1111 98 1 80 12'-3" 1.491 gg 75 76 62 Hei ht Load in Lbs 3" x 3" x 0.040" Roll Formed -Aluminum Allo 3105 H-14 47 10'-0" 2.381 105 18 92 1,786 105 89 89 74 1.389 82 69 78 69 56 1,042 61 52 60 53 43 Hei ht Loatl in Lbs 3" x 3" x 0.060" Roll Formed 45 40 33 -. 3,600 212 -Aluminum Allo 180 3105 H-14 12'-10" 2,700 157 159 135 117 138 104 113 84 2.100 124 105 91 81- 66 16-6 1,575 93 79 68 61 1 49 c--^_Height- -`' - rl �-t-n ' :3"-X'3"-x9- 6',,F.Iuted-Hollow-Ezhusion-A luminurrra063S-0 200 42M --""" 148 131 ' - tsaLt.i.lio.� 3,408 13-10 2,556 150 128 111 98 107 15'-10" 1,988 117 99 e6 1 76 80 1T-10" c.."..."i.. 1,491 88 75 65 62 `.......r.0: Find Roof Area Needed; Area ='A; Post Spacing = S'; Structure Projection ='W: A = S x (W/2 + O.H.); If'S'=7'.W=12', and O.H.=2'then: 'Area'=56 Sq. Ft. For a 10'-1I" post and 120 m.p.h. wind load or 23 # I Sq. Ft. post choices are: 1) 2" x W x 0.050" Hollow Extrusion 2) All post sizes listed below the 2" z W x 0.044" Hollow Section Note: Where job conditions dictate a post height of 10' in a 120 MPH wind zone, a 3" x 3" Roll Formed COULD NOT BE used bemuse when is more than 10'tall 0 can only support 39 SF of mot On the other hand, a 3" x 3" Fluted Post with a post height of 10'- 7" can 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) 7674774 FAX (904) 767-6556 SEAL © COPYRIGHT 1999 70 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT. P.E. U SECTION Z I ATTACHED & FREESTANDING COVERS AND UTILITY SHEDS Schedule of Post to Beam.size and Number of Thru-Bolts Required -_ - Aluminum Allov 6063 T-6 --- Beam Size Minimum Post Size #Thru-Bolts@t=D+%" 1/4" a 1 3/8" e 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" z 0.038" x 0.100" Self Mating Beam 3"c 3"x 0.060" Scalloped 2 621z,6ax O bMM5x 0.12017.Self,11litio Beaniye Y'x7"x 0.055"x 0.120" Self Mating Beam �3;x 3';z 0;060j Scallopedis 3"x3"x 0.093" 2- 3~ p 2" x 8" x 0.072" x 0.224" Self Mating Beam 3" x 3" x 0.093" 3 2 _ 2" z 9" x 0.072" x 0.224" Self Mating Beam 3" x 3" x 0.125"' 4 3 - 2"0.082" x 0.306'1,Setf Mating Beam Thn mini.n:•.n n:...hu...s Yti 3" x 3" x 0.125" q 3 Footings - Maximum Roof Area for Carport Posts 17 Wind;one = 1 102 MPH 1 110 MPTF 1 120 MPH 1 125 MPH 1 140 MPH nppued Load = 1 17 #/Sq. Ft 1 20.#/Sq. Ft 23 #/Sq Ft 26 iNSq F[ 32 #/Sd FL 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 1 26 ' "b22 1 20 16 1'4" x 1'<" X 1'4" - 1000 59 50 .. 38, 31_ 1=6"x1'-0" x 1*4" 1320 77 66 57 51 - _ 41 1'-B" X 1'-0" x T.0" - 2040 120 102 89 - 78 64 P-8" x T-11 "x 2'-6" 2540 150 . 127 ill' 98 80 2'-0" x 2'-0" x 2'-0" 2640 155 132 115 102 83 2'-0" x 2'-0" x Z6" 3300 194 - 165 143 127 103 2'-0" x 2..6 x 2'-6" 4000 270 230 200 177 144 2'-6" x 2'-6" x X-o 4800 324 276 240 212 172 Isolated Footing is a poured'mnorete rectangular solid (Length x Width x Depth). Slab on grade must be new or in good condition. Pre -Cast Block Footing Precast fmtinn htnnk 11B" v 1K v e" I r vn- I d1 . n A...Ak on «:.__ Dimensions UplitRatng # Maximum Attributable Roof Area in Square Fast (1) so# Bag 1,734 102 87 76 67 54 (1) 80# Bag 1.819 107 1 91 79 70 57 (1) 80# Bag 1.904 112 1 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) 767-65% SEAL IPAGE COPYRIGHT 72 I 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- MINIMUM 3-112" SLAB ON GRADE OR RAISED FOOTING (SEE DETAILS FOR FOOTINGS LW FOR MAX. _ pf f UPRIGHT LENGTH 1" X 2" . VARIES NO-MAX.-(ELEV. SLAB OR ON GRADE) TYPICALNGLASS ROOM WITH SOLID ROOF. TYPICAL FRONT (HEIGHT OF UPRIG 1 IS MEASURED FROM TOP OF 1"x2" PLAT TA4 ALTERNATE CONNECTION AT FASCIA ALLOWED (SEE OAD WIDTH SECTION 7 FOR DETAILS) OR ROOF BEAM LW . . P/2 SOLID ROO; SIZE BEAM AND UPRIGHffS O.H.11 (SEE TAB �ES) NIL P = PROJECTION FROM BLDG. VARIES LW = LOAD WIDTH P VAR TYPICAL SCREEN / GLASS ROOM SCALE: 1/4" = 1'-0" ROOF 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) 767-4714 FAX (904) 767-6556 SEAL PAGE © COPYRIGHT 1999 NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUTTHE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 77 SECTION 3 SCREEN, VINYL & GLASS ROOMS TYPICAL FLAT ROOF ENCLOSURE SCALE: 1/8" = T-0' SPANS PER TABLES SOLID ROOF STRUCTURAL OR PAN I USE BEAM TO WALL DETAIL TYPICAL GABLE ROOF ENCLOSURE SCALE: 1/8"= T-0" 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 PAGE © COPYRIGHT 1999 78 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 60 L SECTION 3 SCREEN, VINYL & GLASS ROOMS c, 1" x 2" OPEN BAC TO FRONT POE S.M.S. MAX. 6" EDGE '#10x2" M EACH 24" O.C. WALL PURLIN SIDE WALL HEADER ATTACHEDATO 1" x 2" OPEN BACK W/ MIN. (2)#10 x 1-1/2" S.M.S. \0 SIDE WALL PURLINS ATTACHED TO 1" x 2" OPEN BACK W/ MIN. (2)#410 x 1-1/2" S.M.S. IN SCREWiBOSSES C' kL CORNER D SCALE: 1/4" = 1" FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/p1/4" x 2-1/4- MASONRY QUICK SET @ 6" FROM EACH POST AND 24" O. C. MAXYAD WALLS MIN. 1" FROM EDGyE OF CONCRETE 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 �1 @ COPYRIGHT 1999 82 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREEN, VINYL & GLASS ROOMS 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 gLATE 2" x 2" HOLLOW RAIL POST ATTACHED TO BC W/ MIN. (2) #10 x 1-112" IN SCREW B( EXISTING SLAB MAY BE USED; IF IT IS IN GOOD CONDITIO141 AND IT IS APPROVED BY THE BY THE BUILDING OFFICIAL (1) HILT] 1/2" x 3-1/2" KBII- BOLTS APPROVED FOR 665# UPLIFT W/ STD. PLATED CUT STEEL WASHER (1) 3/8" BOLT FOR 3" POST (2) 318" BOLTS FOR 3" x 4" POST TYPICAL UPRIGHT DETAIL SCALE: 1/4" = 1" SECTION 3 RISER PANELS: (3) #8 x 1/2" S.M.S. PER 12" PANEL ATTACHED TO POST �) #10 x 1-1/2' S.M.S. V BOSSES 2"x2 2"x3"OR3"x2" HOLLOW (SEE SPAN TABLES) ;NAP EXTRUSIONS t RAIL ATTACHED TO WITH MIN. (2) #10 x S.M.S. IN SCREW 1" x 2" OPEN BACK BOTTOM RAIL 1/4" x 2-1/4" MASONRY ANCHOR @ 6" FROM EACH POST AND 24" O.C. (MAX.) Lawrence E. Bennett, P.E. CML ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (904) 767-4T74 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. 83 SECTION 3 SCREEN, VINYL & GLASS ROOMS RIDGE CAP #8 x 1/2" (3) PER PANEL #8 x 1 /2" @ 24" O. C. — 3" ROOF PANE — xlo� _ Z^X� N a ro X I( N v BEAM SUPPORT STUDS x RECEIVING CHANNEL (6) #8 x 1/2" S. M. S. TO STUD AND (8) #8 x 1/2" S. M. S. TO BEAM 3" Ft00f 1p _ ILUM x 9 W "x/ N men 9— ' 2 0 60" MAX 2" x 6" S. M. B. HEADER ALTERNATIVE BEAM SUPPORT ' GLASS -ROOM FRAMING DETAIL2 SCALE: 1/4" = 1" THE STRUCTURAL ADDITIONS AS SHOWN IN THIS ENGINEERING PACKAGE ARE DESIGNED TO BE MARRIED TO A MANUFACTURED HOME STRUCTURE. THE PIER SUPPORT SYSTEM FOR THE MANUFACTURED HOME UNIT AS REFERENCED BY THE DMV RULE 15C-2.0072 AND THE NATIONAL MANUFACTURED HOUSING CONSTRUCTION AND SAFETY STANDARDS ACT 3280.306 IS ADEQUATE TO SUPPORT THE ADDITIONAL STRUCTURAL LOAD TRANSMITTED TO THE MANUFACTURED HOME STRUCTURE BY THE STRUCTURE ADDITION. THE PAN SPANS SHOWN ARE CALCULATED ON THE WORST CASE LOAD OF WIND UPLIFT OR 20# / SQ. FT. LIVE LOAD Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENTCONSULTANT P.O. BOX 4368, SOUTH DAYTONA. FL 32121 TELEPHONE(904) 7674774 FAX (904) 767-6556 SEAL PAGE © COPYRIGHT 1999 84 NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 3 T SCREEN, VINYL & GLASS ROOMS Oa w J 1-1/2" x 1-1/2" x 0.080" ANGLE w PRIMARY BEAM EACH SIDE OF CONNECTING @ _ (SEE TABLE 3.1.1) BEAM WITH SCREWS AS SHOWN ep a Oo 0 CARRIER BEAM (SEE TABLE 3.1.2) MINIMUM #8 S.M.S. x 314" LONG NUMBER REQUIRED EQUAL TO BEAM DEPTH IN INCHES NOTE: EXTRUSIONS WITH INTERNAL SCREW BOSSES MAY BE CONNECT D WI 1-1/2" INTERNALLY CARRIER BEAM TO BEAM CONNEKTI :N SCALE: 1/4" =1" NOTE: ANGLE OR RECEIVING CHANNEL EXTRUSIONS WITH INTERNAL SCREW BOSSES MAY BE CONNECTED WITH (2) #10 x 1-1/2" INTERNALLY i LU J F O PRIMARY BEAM LU @ (SEE TABLE 3.1.1) _ MINIMUM #8 S.M.S. x 3/4" LONG a O NUMBER REQUIRED EQUAL TO LU O 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- DEVELOPMENT CONSULTANT P.O. BOX 4368. SOUTH DAYTON& FL 32121 TELEPHONE (904) 7674774 FAX (904) 767-6556 SEAL PAGE © COPYRIGHT 1999 86 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P.E. SECTION 3 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 THROUGH1"x2"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)= SCREEN, VINYL & GLASS ROOMS ALUMINUM FRAME SCREEN WALL ROWLOCK BRICK KNEEWALL TYPE S MORTAR REQUIRED FOR LOAD BEARING BRICK WALL /--�- ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR -1 I BRICK OR OTHER NOW 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 BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 1/2...' 2'-0" MIN. (1) #5 BAR CONT. BEFORE SLOPE (1) #5 BAR CONT. ;0 . /1 r a B„ TYPE I TYPE IITYPE III FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2" / 12" 2" / 12" - {r/ > 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" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA. FL 32121 TELEPHONE (904) 7674714 FAX (904) 767-6556 Ely_1■ GHT 1999 I PAGE 88 I © NOTTO BIE PRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE I- BENNE T. P.E. I C� SCREEN, VINYL & GLASS ROOMS I SECTION 3 Allowable Beam Spans - Hollow Extrusions for Screen and / or Vinyl [Open] Rooms with Solid Roofs Aluminum Alloy 6063 T-6 Wind Zone 102 MPH -Allill';10IMP.HM-11--120 MPH 1 125 MPH 1 140 MPH A lied Load 17#/Sq. Ft. 20#ISq. FL 23#IS .Ft 26#/Sq. FL 1 32#/Sq. FL Load Width 2" x 2" x 0.032" 5' 6.3" 5'-9" 5'4" 51-0" 4'-6" 6' S'-e" 5'-3" 4'-11" 4'-7" 4'-2" 7' 5'-3" 4'-10" 4'-6" 4'-3" 3'-10" a' 4'-11" 4'-6" 4'-3" T-11" 3'-7" 9' TIP 4'-3" T-11" T-9" T-5" 10, 4'-5" 4'-1" 3' 9" 3'-7" 3'_3" 11' 4'-2" T-10" T-7" 3'-5" 3'-1" 12' 4'-0" T-8" T-5" T-3" Load Width 2" x 2" x 0.036" 5' 6'-9" 6'-3" 5'-10" 5'-6" 4'-11" 6' 6'-2" 5'-8" 5'4" 51-0" 4'-6" 7' 5'-9" 5'-3" 4'-11" 4'-8" 4'_T' 8' S'-4" 4'-11" 4' 7" 4'4" T-11" 9• 5'-1" 4'-8" 4'4" 4'-l" T-8" 10' 4'-9" 4'-5" 4'-1" V-10" 3'-6" 11' 4,_7" 4'-3" T-11" 3'-8" 3'4" 12, 4'4. 4'-0" 3'-9" 3'-6" T-2" Load Width 4T9x2;gxi0.0441p - 5. - _ 7._5" 6'-10" 6'4" _ 5'-11" 5' 5" 6' 6'-9" 6'-3" 5'-10" 5'-6" 4'-11" QW1117'r` . 614" 4K57-'V� ^.�. 5'4"._ Sd" 4'-7". V-5. -- 5•-T 4'-9" 4'-3" 9' 10, 5'-3" S'-1" 4'-10" 4'-9" 4'-6" 4'-5" 4'-3" 4'-0" T-10" 11' 4'-11" 1 4'-7" 4'-3" 4'-0" T-8" 12' 4•-9" 1 4'-5" 4'-1" 3'-10" T-6" Load Width 2" x 2" x 0.055" 5' atl.. T-5" 6'-11" 61-6" 5'-11" 6' 7'-5" 6'-10" 6'4" 5'-11" 5'-5" 7' 6'-10" 6'4" 5'-10" 5'-6" 4'-11" 8' 6'-5" 5'-11" 51f" 5'-2" 4'-8" 9' 6' 0" 5'-7" 5' 2" 4'-10" 4'-5" 10' 5'-9" 5'-3" 4'-11" 4'-7" 4'-2" 11' 51-5" 51-01• 4•-8" 4'-5' T-11" 12' 5'-3" 4'-10" 4'-6" 4'-3" T-10" Example: For 2" x T' 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 + Z O.H. = 9' Enter table on left under load width. Load Width = 9'-0". Read span under appropriate load; Live Load (off 17 # / Sq.Ft. / 102 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- DEVELOPMENTCONSULTANT P.O. BOX 4368. SOUTH DAYTONA. FL 32121 TELEPHONE(904) 7674774 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 89 SECTION 3 1 SCREEN, VINYL & GLASS ROOMS r" Allowable Beam Spans - Hollow Extrusions for Screen and / or Vinyl [Open] Rooms with Solid Roofs Aluminum Alloy 6063 T-6 Wind Zone 102 MPH I 110 MPH 1 120 MPH 125 MPH 140 MPH A lied Load 17#ISq. FL 20#/S .Ft. I 23#/S .FLi 26#/S .FL I 32#/S .FL Load Width 3" x 2" x 0.050" 5• 9'-5" 8'-8" 8'-1" 7'-7" 6'-10" 6' 8'-7" T-11" T4" 6'-11" 6'-3^ 7• 7'-11" T-4" 6'-10" V 5" 5'-9" g. 7•_5" 6'-10" 6'-5" 6•_0•• 5'-5" 9' T-W 6'-5" 6- 0- 5'-e" 5'4" 10' 6'-8" 6'-1" S_B" 5'-4" 4'-10" 11' 6'-4" 5'-10" 5'-5" 5'-1" 4'-T' 12' 6'-1" 5'_T 5'-3" Load Width 3" x 2" x " 7' 8'-7" T-11" 7'4" 6'-11" 63'• 8' T-11" 7'-4" 6'-11" 6'-6" 5'-10" 9' T-6" 6'-11" 6'-6" 6'-1" 5-6" 10' 7•_2" 6'-7" 6'_2- 5'-9" 5'-3" 11' 6'-10" 6'-3" 5'-10" & 6- 4'-11" 12' 6'-6" 67 5'-7" _ 5'-3" - q'-9^ Load Width , e2�ixiT:(XIOI050M _ 3 5. 1-7. _1..— 101_31, 9'-7" 8'-11"� VA. 6' 10. 2" g--w 8�911. 1 8'-2" T 5" 8' 8'-9" 8' 1" 7'-7" 7' 1" 6' S" 9• 8' 3•• T-8" T-1" 6'-8" 6' 0" 10, T-10" 7'-3" 6'-9" 6'4" 5' 9" 11' T-6" 6'-11" 6'-5" 6'-1" 5'-6" 12' 7_2" 6'-7" 6'-Z' 5'-10" 5'_3" Load Width 2" x 4" x 0.050" 5' 13'-9" 12'-8" 11'-10" 11' 1" 10'-0" 6' 12'-7" 11'-7" 10'-V 10'-2" 9'-2" 7' 11'-7" 10'-8" 9'-11" 9'-5" 8'-6'- a' 10'-10" 10.01. 9.-4" 81_9.. T-11" 9' 10' 3" 9'-5" 8'-10" 8'-3" T-6" 10' 9'-9" 8'-11" 8'-4" 1-10" 7'q" 11' 9.3" 81-6" T-11" 7'-6" 6.9. 12' 8'-10" 8'-2" T-8" T-T' 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 uptight 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. CML ENGINEER- DEVELOPMENTCONSULTANT P.O. BOX 4368. SOUTH DAYTONA. FL 32121 TELEPHONE (904)7674774 FAX (904) 767-6556 SEAL PAGE © COPYRIGHT 1999 90 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 3 1 SCREEN, VINYL & GLASS.ROOMS Allowable Upright Heights Screen, Vinyl and Glass Rooms Aluminum Alloy 6063 T-6 2" x 2" x 0.032" Hollow Extrusion Wind Zone Load Width 102 M.P.H. I 110 M.P.H. I 120M.P.H. I 125 M.P.H. 1, 140 M.P.H. Applied Load 19 # /S . Ft 1 23 If /S . Ft 26 # /S . Ft. 1 29 # /S . Ft 36 # IS . Ft 36" 9'-61 8'-7" 8'-11, 7'S 6'-10" 42" 8'-91, 1 7'-11" T-5" 7'-V 6' 4- ' a" 8'-2" T-5" P-11" 6'-7" 5'-11" W. 7'-8" 6'-11" 6'-7" 6'-3" S'-7" 60" 7'-4" 61-8" 6'-3" 5'-111, _ 66" V-11" 6'-4" 5'-11" 51-81, 72" 6'-e" 6'-l" 5'-8., 6 5" 4'-10" 78" 6'S" 5'-10" 6 6. 5'-2" W-8" 84" FT 5'-7" 5'-3" 4'-11" 4'-6" 90" 5'-11" 5'-5" 5'1" 4'-10" 4'-0" 2"-x 2" x 0.036" Hollow Extrusion... Wind Zone Load 102 M.P.H. 110 M.P.H.-120.M:P.H.: 125 M.P:HM . 140 .P.H. Width - Applied p Load 19#/S .Ft I 23#/S .Ft 26#/S .Ft 29#/S .Ft 36#/S .FL 36" 101-31, 1 91-V . - - 8'-9" 8'-3" T-5" 42" 91-6" 8'-7" 8'-1" 7'-8" 6'-11" 4a.. 8'-loll 8'-1" T-7" T-2" 6,-5" W. - 8'-4" 7'-7" 7'4;. 6'-9" 6'-1" . 60" 66" T-7" T-3" 6'-11" 6'-9" 6'-V - 6'-5" 5'-W' '- 6'-1" 51-T 72" T-3" 6' 7" 6'-2" V-10" 5'-3" 78" W-11" - 6'-4" 5'-11" 51-V 5'-1" 84" 6'-e" 6'-l" 5'-9" 5'-5" 4'-11" 90" 6'-6" S'-11" ,6 5'-3" 4'-9" fa•�' �'� 'n44xH6llow,Extiusiotl'� - - --, Wind Zone Load 102 M.P.H. `i - E120 M.P.H. I 125 M.P.H. 1 130 M.P.H. Width Applied Load 19 # /S . FL 23 # /5 . Ft 26 # /S . Ft 29 # /S . Ft 36 # /S . Ft 36" 1 V-2" 10'-2" 9' 7" 9'-l^ 8' 2" 42" 10'-4" 9'-5" 8'-.10" 8'-61 7'-G' 48" 9'-8" 8'-10" 8' 3" T-10" T-1" d1111111111111154"fY.D 9'-Zl W8'=4" TAY' T-5" 6•-W 60" 8'-8" T-10" T• 5" T-0" 6'-4" 66" 8,_3" 7'-6" 7•_1" 6'-8" 72" 7'-11" T-2" 6' 9" 6'-5" 5'-9" 78" T-7" 6'-11" 61-6" 6'-2" T-6" 84" T-4" 61-8" 6' 3" 5'-11" 5'4" 901,1 T-1" 6'-5" 6, l" 5' 9" 1 5--2" Nobs: 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 "Il = 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. CML ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 436a, SOUTH DAYTONA FL 32121 TELEPHONE (904)767-4T74 FAX (904) 767-6556 SEAL PAGE 92 I NOT TO BIE REPRODUCED IN WHOLE OR IN PART WITHOUTTHE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. C'' SCREEN, VINYL & GLASS ROOMS I SECTION 3 Allowable Upright Heights Screen, Vinyl and Glass Rooms Aluminum Alloy 6063 T-6 2" x 2" x 0.055" Hollow Extrusion Wind Zone Load 102 M.P.H. 110 M.P.H. 120 M.P.H. 125 M.P.H. 140 M.P.H. Width A lietl Load 19 # /S . Ft. 23 # /S . FL 26 # /S . Ft 29 # /S . Ft 36" 12'3" 11'-1" 5" 9'-11" 42" 117 1d3" 9-8 9_2 8_3. 48" 8_7' T3" 66" 9'-0" 8'-2" T-9'• r 4 6' 7" 5 6.3• 78..7. V 9 84" .. 7'-11" 7'-3" 6'-10'• 6• 6- 90.. 79" 7'-0" 6' T' 6 3" 5 7' P 2'Nx'3;1X_.QX50JHOUow F»r. siorti'� -,,no Zone Load 102 M.P.H.4 Ib1d0iM P H'.16 r 120 M.P.H. 125 M.P.H. Width 140 M.P.H. A lied Load 19 # /S . FL 23 # /S . FL 26 it /S . Ft 29 # /S -Ft 36 # /S Ft 36" 16-10" 15'-3" 14'-4" 13._7" . 12'_3" 42" 15'-7' 14'-2" 13'4" 12'-T' 11'-4" rdf54T 14'-7"- 13'3" 12'_5" 11W, 10, 7" so"13•_0" 13'-9" 11'-9" 11•_7•• 9'-11" 11. 11'_2•• 93" 66" 125• 1V-3" 72" 11'-11" 10'-10" 10._T. 10._11, 9•-0" 10'-2' 9'-7" 8'-8" 2" x 4" x 0.050"Hollow Exhusioh -Wind Zone - Load 102 M.P.H. 110 M.P.H. 120 M.P.H. 125 M.P.H. 140 M.P.H. Width A lied Load 36" 19 # /S -Ft 23 # 42" 20._9" 48 17-11" 54•• 16'4' ..,15' S" 14•_T 78'_i" 13'-9" 12'-4" 66" 15•.q•• 13'' 13'-0" 1118„ " 13' 7" 78" 14'-1" 12' 10" 12'_ 11' III-Ill 10� 8" 13'_7.. 1 - 12'-l" 5" 90" 13' 2" -111 11'-71" 1V-8" 77._0.. 11'-3" 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 W' (Sae 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. CML ENGINEER- OEVELOPMENTCONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (904)767-4T74 FAX (904) 767-6556 © COPYRIGHT 1999 SEAL PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 93 SECTION 3 1 SCREEN, VINYL & GLASS ROOMS SEAL PAGE 94 Allowable Upright Heights Screen, Vinyl and Glass Rooms Aluminum Alloy 6063 T-6 3" x 2" x 0.050" Hollow Extrusion Load Width Wind Zone 102 M.P.H. I- 110 M.P.H. I 120 M.P.H. I 125 M.P.H. I 140 M.P.H. Applied Load 19 # ISCI. FL T 23 # /S . Ft 26 # /S . Ft 29 # /S . Ft 36" 14'-Z' 1 12'-11" 12'-2" 1 T-6" 10'4" 42" 13' 2" .1 —.11'=11" .. .-- 11'.3" -10'-8° :_..-.., $-7" 48"-_�12-4".,-� ;'11'.-2".;; :::-10-6"_`; - 54" 10'-6" 9'-111, 9'-5'• 8,_5. 60" 11'-0" 10'-0" 9'-5" 711" 66" 10'E" 91-6" 8'-11" 61-6" 72'• 10'-1" 9'-2" 8•_7" 8'-2" T4" N" 9•-8" 8, 9" 8'-3" 7'- 00" 7'-0" 9'4" 8'-5" T-11" T-6" 6'-9'• 90" 8'-11" 8'-2" 7'-8" 7'-3" 6'-6" 3" x 2" x 0.070" Hollow Extrusion Load Width Wind Zone 102 M.P.H. I 110 M.P.H. -I 120 M.P.H. I 125 M.P.H. 1 130 M.P.H. Applied Load 19 # /S . Ft 23 # /S q. Ft 26 # /S . Ft 29 # /S . Ft 36 # /S . Ft 36" 15'4" 13'41" 13'-1" 12'-5" ..-... 11'-2" 42" 14'-2" I 12' —0, 1Z1" `- -10'4'• 48" 13' 3" 12'-1" 11'-4" 10.4. 91-8" 54" 12'-6" 11'4" 10'-8" 10'-1" 9'-1" 60" 11'-10" 10'-9" 10'-2" y'_7- 8'-7" 66" 11'4" 10'-3" 9'-8" 9'-2" 8'-3" 72" 10'-101, 9'-10" 9'-3" 8'-9" 7'-10" 78" 10'-5" 9'-5" 8'-111, 8'-5" 7'-7" gq'• 107 "A" 8._7�. 8._1, T_3" 9o" 9'-8" 8'_10" " 0" 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 "W" (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) 7674774 FAX (904) 767-6556 © COPYRIGHT 1999 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 i l L SOLID ROOF PANEL PRODUCTS SECTION 7 U) LU 12'. 12" WIDE x VARIQW , IEIG#TA. SfRt[i"S&R,Y _ NDARD] ROOF PANEL SCALE: 1/4" = 1" w of 12" 12" WIDE x 3" RISERINr! - -- — -ING [INDUSTRY STANDARD] ROOF PANEL SCALE: 1/4" = 1" T F 12.00" INDUSTRY STANDARD CLEATED ROOF PANEL SCALE: 1/4" = 1" ALUMINUM SKIN E.P.S. CORE J = W H SIDE PANEL d o CONNECTIONS VARY (DO NOT AFFECT PANEL SPANS) SELECT PANEL DEPTH FROM TABLES 8" COMPOSITE ROOF PANEL [INDUSTRY STANDARDI SCALE: 1/4" = 1" Lawrence E. Bennett, P.E. CIVIL ENGINEER- DEVELOPMENTCONSULTANT P.O. BOX 4368, SOUTH DAYTONA. FL 32121 TELEPHONE (904) 767-4T74 FAX (904) 767-65M SEAL © COPYRIGHT 1999 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 169 SECTION 7 ALTERNATE CONNECT #8 x 1-1/4" SCREWS (3) PAN INTO FASCIA THRO PAN BOXED #10 x 1-1/2" S.M.S. (1) RAFTER OR TRUSS #10 x 3/4" S.M.S. @ 12" ( FOR MASONRY USE 1/4" x 1-1/4" TAP -CON ANCHOR OR EQUAL @ 24" O. C. FOR WOOD USE #lQ x 1-1/2' S.M.S. OR WOOD SCREWS @ 12" O. C. EXISTING HOST STRUCTURE: WOOD FRAME, MASONRY OR OTHER CONSTRUCTION SOLID ROOF PANEL PRODUCTS PAN ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER SEALANT #8 x 9/16" S.M.S. (3) PER PAN AND (1) @ RISER HEADER (SEE NOTE BELOW) ROOF PANEL #8 x 9/16" S.M.S. (3) PER PAN AND (1) @ RISER EXISTING FASCIA ROOF PANEL TO FASCIA DETAIL SCALE: 1/4" = P-0" /� SEALANT ROOF PANEL TO WALL DETAIL SCALE: 1/4" = T-0" #8 x 9/16 S.M.S. (3) PER PAN AND (1) PER RISER HEADER (SEE NOTE BELOW) ROOF PANEL #8 x 9/16" S.M.S. (3) PER PAN AND (1) PER RISER NOTES: ROOF PANELS SHALL BE ATTACHED TO THE HEADER WITH (3) EACH #8 x 1/2" LONG CORROSION RESISTANT SHEET METAL SCREWS WITH 1/2" WASHERS. ALL SCREW HEADS SHALL BE CAULKED OR SHALL HAVE NEOPRENE GASKET BETWEEN THE WASHER AND THE PAN. PAN RIBS SHALL RECEIVE (1) EACH #8 x 1/2" SCREW EACH. THE PANS MAY BE ANCHORED THROUGH BOXED PAN WITH (3) EACH #8 x 1" OF THE ABOVE SCREW TYPES AND THE ABOVE SPECIFIED RIB SCREW. Lawrence E. Bennett, P.E. CML ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 4368, SOUTH DAYTONA. FL 32121 TELEPHONE (9D4) 767-4774 FAX (904) 767-6556 Eyy_10 I PAGER 7O I O GHT 1999 NOT TO BIE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT. P.E. N SOLID ROOF PANEL PRODUCTS 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" 0. C. FOR MASONRY USE 1/4" x 1-1/4" TAPCON ANCHOR OR EQUAL @ 24" 0. 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 FASCIADETAIL SCALE: 1/4" = T-0" ROOF PANEL TO WALL DETAIL SCALE: 1/4" = 1'-0" SECTION 7 EXISTING TRUSS OR RAFTER #8 x 9/16" S. M. S. SPACED @ 8" O.C. BOTH SIDES ROOF PANEL is #8 x 9/16" S. M. S. SPACED @ 8".0. G 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 1-114" 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 4368, SOUTH DAYTONA, FL 32121 TELEPHONE (904) 767-4774 FAX (904) 767-65M �11y,1 © COPYRIGHT 1999 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNER, P.E. 1 171 SOLID ROOF PANEL PRODUCTS I SECTION 7 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 COMPOSITIS'ROOFS: #10 x (t+ 1/2") S.A?§. 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) PAN ROOF ANCHORING DETAILS SEALANT PAN HEADER (BREAK - FORMED OR EXT.) #8 x 9/16" TEK SCREWS @ PAN RIBS EACH SIDE CAULK ALL EXPOSED SCREW HEADS -- -- ...y..-.:.::•.:::•..::� 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" FOR PAN ROOFS: (3) EACH #8 x 1/2" LONG S.M.S. PER 12" PANEL ROOF PANEL (PER TABLES) SECTION 7 SUPPORTING BEAM (PER TABLES) 1/4" =1" Lawrence E. Bennett, P.E. CML ENGINEER-DEVELOPMENTCONSULTAIJr P.O. BOX4368, SOUTH DAYTONA, FL 32121 TELEPHONE (904)767-4774 FAX (904) 767-6666 © COPYRIGHT 1999 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SEAL PAGE 175 SECTION 7 SOLID ROOF PANEL PRODUCTS Allowable Spans for Industry Standard Riser Panels for Various Loads Aluminum Allov 3105 H-14 or H-25 3" x 12" x 0.019" Riser Panels open Buildings Enclosetl Builrings Wind Region Applied Load Overran Condition Wind Region Applietl Load OveMan on on NONE 1'-0" 2'-0" 3'-0" 4-0" NONE 2'-0" 102 M.P.H. 17 10-11" 11'-2° 11'41° 12'-6" 13'-7" 102 M.P.H. 29 8'-5" 8 e'-7" 9'4" 10'4" 110 M.P.H. 20 10'-1" 10'-0" 10'-10 11'-9" 12'-11" 110 M.P.H. 35 7'-0" T-11" 8'-7" 9'-9" 11'-1" 120 M.P.H. 23 9'-51 9'-8' 10'-31 11'-z' 12'4 120 M.P.H. 41 T-1" T-4" 8'-1" 9'J 10'-8" 125 M.P.H. 26 8'-10" 9'-1" 9'-9" 10'-8" 11--11- 125 M.P.H. 45 6'-W' T-0" T-19' 9'-0" 10'-5" 140 M.P.H. 32 T-11" 8'-3" 8'-11" 9'-11" 11'-4` 140 M.P.H. 56 6'-0" 6'4" 7'-3" 8'-0' 3" x 12" x 0.026' Riser Panels Open Buildings Enclosetl Bulldiage Wind R ion Applied Load Overran Condition Wind Region Applied Load OverhangCondition NONE 1'-0" Z'-0' 1 3'-0" 1 4'41" NONE I T-o" 1 2'-0" 1 T-0" 1 4'-0" 102 M.P.H. 17 13'-11" 14'-7° 1 14'-6' I 15'-2" I 16'-0" 102 M.P.H. 29 19-8" 10'-10" 11'4" 12'-3" 110 M.P.H. 20 12'-10" 12-11" 13'6" 14'-2" W-1" 110 M.P.H. 35 9'-8" 9'-11' 10'-6" 11'S" 120 M.P.H. 23 1L1 11' 12'-1" 10"' 13'-4" 14'-5" 120 M.P.H. 41 8'-11" 9'-2" 9'-10" 10' 9" 12'-0" 125 M.P.H. 26 1 11' 3" I 11'S- I11-11I 12'-9"I 13'-10" 125 M.P.H. 45 8'-7" 1 8'-9" 1 9'-5" 1 10'S- 140 M.P.H. 32 1 10'-2" 1 194" 10'-11" 1 11'-9" 112-11 140 M.P.H. 56 T-8" 1 7'-11" 1 8'-8" 1 3" x 12" x 0.032" Riser Panels Open Buildings Enclosed Buildin s Wind R Ion Applied Load Overhan Condition Wind Region Applied Load OverhangCondition NONE 1'-0" 2'-0" 3'-0" W-0" NONE V.0" T-O" T-0" 4'-D" 102 M.P.H. 17 15'-5" 15'-6" 15'-11 16'-6° w7 102 M.P.H. 29 11'-9" 110 M.P.H. 20 14'-2" 14'-0" 14'-9" 15'-5" 16'-3" 110 M.P.H. 35 10'-9" 10'-11" 11'-5' 12'-3" 13'-5" 120 M.P.H. 23 13'-3' 13'-5" 13-10" 14'-6" 15'-6" 120 M.P.H. 41 9'-11" 10'-1' 161;' 11'-7° 12' 9" 125 M.P.H. 26 1 12'-V' 1 12'-7" 1 13'-1" 13'-10" 14'-10- 125 M.P.H. 45 19'-5"1 9'-s 1 10'-3` 1 11'-2" 1 12%5" 140 M.P.H. 32 1 11'-S" 1 11'-5' 1 11'-11" 1 12'-9" 13'-9" 140 M.P.H. 56 1 8'-6' 1 8'-9° 1 9'4" 1 10'-5" 1 1l'-8" Note: Total roof panel width = room width plus Well width plus overhang. Allowable Spans for Industry Standard Riser Panels for Various Loads Aluminum Alloy 3105 H-28 3" x 12" x 0.019" Riser Panels Open Buildings Enclosed Buildings Wind Region Applied Load Overhang Condition Wind Region Applied Load Overran Condition NONE 1'-0" 2'-0" 3'-0" 4-0" NONE 1'-0" 2'-0" T-0" 1 4'-0" 102 M.P.H. 17 12'-9" 12'-11' 13'4" 14'-1" 15'-0" 102 M.P.H. 29 9'-9" 10'-0" it'-5" T' 110 M.P.H. 20 11'-9" 11'-11. 12'-5" 13'-2" 14'-2" 170 M.P.H. 35 8'-10" 9'-1° 9' 9" 70'-8" 11'-i t" 120 M.P.H. 23 10'-11" 11'-1" 11'-5. 12'-0" 13'-7" 120 M.P.H. 41 8'-Z I '8'-5- 1 9'-1" 1 10'-2' 1 11'-S' 125 M.P.H. 26 10'-3" 1 10'-6" 1 11.4- 1 l l'-11" 13'-0" 125 M.P.H. 45 T-10" 1 8'-1" 1 8' 9" 1 9'-10° 1 11'-2" 140 M.P.H. 32 9'-3" 1 9'-6" 1 10'-1" 111'-1" 12'-3" 140 M.P.H. 56 T-0" 1 T-3" 1 8'-1" 1 9'-3" 1 10'-8" 3":x12""x 0:026"'Riser Panels Open Buildings Enclosed Buildings Wind Re ion Applied Load Overhang Condition Wind Region Applied Load Overhan Condition NONE �1%0" ..2'-0" 3'-0" 4'-0" NONE 1'-0" 2'-0" T-0" 4'-0" 102 M.P.H. 17 16'-2" -16'-3" 16'-8" 17'-3" 18'-0" 102 M.P.H. 29 12'4" 12'$" t2'-11" 13'-9" 110 M.P:H.. .i 20 14'-11' 15'-0"- a15'S" 16'-1" 16'-11` 110 M.P.H. 35 11'-3° 11'-5" 11'-11" 72'-9" 13' 10" -120 M.P.H. 23 13'-11" 14'-0" 14'S" 15'-1" 161-0" 120 M.P.H. 41 10'-5" 10'-7" 11'-2" 12'-0" 125 M.P.H. 26 13'-1" 13'-Z' 13'-0" 14'-4" 15'4" 125 M.P.H. 45 W-11" 10'-1` 10'-8" 11'-7" 12'-9" 140 M.P.H. 32 11'-9" W-11" 12'S" 13'-3" 14'•3" 140 M.P.H. 56 8'-11" 9'-1" 9'-9" In'-9" 11' 11" 3" x 12" x 0.0327 Riser Panels O en Buildings Enclosetl Buildings Wind R ion Applied Load Overran Condition Wind Region Applied Load Overran Contlition NONE 1'-0" T-O" T-0" 4'-0" NONE 1'-0" 2'-0" 3'-0" V-V 102 M.P.H. 17 17'-10" 17'-11" 18'-4" 18'-10" 19'-T' 102 M.P.H. 29 13'-8" 1T-1 D" 14'-3" 14'-11" 16'-10" 110 M.P.H. 20 16'-V. 16'-7" i6'-11" 17'-6" 7-4- 110 M.P.H. 35 12'-5" 12'-7' 73'-1" 13'-10" 14'-10" 120 M.P.H. 23 15'4" 15'4i° 15-11" 16'-6" 17'4" 120 M.P.H. 41 11'-6" 11'-0" 12'-2" IT-11" 14'-0" 125 M.P.H. 26 14'-5" 14'-7" 14'-11" 15'-8" 16'-6" 125 M.P.H. 45 10-11' 11'-Z' 11`5 12'-6" 13'-7" 140 M.P.H. 32 13'-0" 13'-2' 1 13'-0" 1 14'4" 15'-3" 140 M.P:H.- .56 -9'-10" 1 10'-1" 1 10'-W l l'{• 1 12'-8" Note: Total roof panel width = mom width plus Wall width plus overhang. Lawrence E. Bennett, P.E. CIVIL ENGINEER- DEVELOPMENTCONSULTANT P.O. BOX 4368, SOUTH DAYTONA, FL 32121 TELEPHONE(904) 7674774 FAX (904) 767.6556 SEAL PAGE © COPYRIGHT 1999 178 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. C' SECTION 7 SOLID ROOF PANEL PRODUCTS M .............. ....... D 48" FOAM - 1.0# DENSITY E. P. S. ALUMINUM 3105 H-14 OR H-25 ALLOY PATENT # 4,769,963 AND 5,086,599 SNAP - N - LOCK PANEL SCALE: 1/40 =1" Structall Building Systems Inc. Snap & Lock ® Composite Roof Panels Allowable Spans for Composite Roof Panels @ Various Loads - Aluminum Alloy 3105 H-14, H-25 IFoam Core E.P.S. 1# Density Manufacturers Proorietam pmdners•- 3"0.019" Panels O en Buildin s Enclosed Bulldin s Wintl Appliad Overhmi Condition Wind Applied Overhan Condalon R ion Load R Ion Loatl NONE 1'-0" NONE 1'-0" 2'-0" 3'-0"102 M.P.H. 17 14'-7" 14'-8" 16-9" 102 M.P.H. 29 11'-2" 114" 11'•10" 12'-8" 110 M.PH. 20 13'5" •13'-7^ 12'-0"3'-0" 14'-8- 110 M.P.H. 35 10'-2" 10'4" 10'-11" 11' 9" 120 M.P.H. 23 12'-6" 12'A" 13'-11' 120 M.P.H. 41 9'4' 9'-7" t0'-2" 11-2" 125 MP.H. 26 11'9" 11'-11"13'-3" 125 M.P.H.140 M.P.H. 32 T'-7" 10'10"12'-2" 140 3" x 48" x 0.026" Panets - O en Bull -inn s ; EnclosedBuildin s Wind Applied 0 v er , hang Condition Wind Applied Overran Condition Region Load R ion Load NONE 1'-0" 2'-0" T-0" NONE 1'-0" 2'-0" 3'-0" 102 M.P.H. 17 16'4" 15'-6" 16'-10" 1T-5` 102 M.P.H. 29 12'-0" 12'-B" 13'-2" 13'.10" 110 M.P.H, - 20 15' l" 15'-2" 15'-7" 16'-3' 110 M.P.H. 35 IV-6. 11'-7" 12'•1" 12'-10" 720 M.P.H. 23 14'-1" 14'-2" 14'-7" 15'-3' 120 M.P.H. 41 10'-0" f0'-9" 11' 3" 125 M.P.H. 26 13'-3" 13'4" 13'-10" 14'-6' 125 M.P.H. 45 10'-1" 10'-3" 10'-10" 740 M.P.H. 32 11--11- 12'-1" 12'-7'$ 13'4" 740 M.P.H. 0.030" Panels Open Buildings Enclosed Buildings wind Applied Overhan CondiBon Wind Applied ' Overhan Condition NONE 1'-0" 2'-0" 3'-0" Region Load R Ion Load NONE 1'•0" 2'-0" 3'-0" 102 M.P.H. 17 18'-10" 18'-11" 19'-3" 19'-9` 102 M.P.H. 29 I 14'-V' 1 14' 7" 14' 11" 15' 7" 110M.P.H, 20 1 ICA- 1 17'-6" '17'-10" 18'4" 110 M.P.H. 35 13'-7" 13'-3' d3'-9" 1 14'-5" 120 M.P.H. 23 I 16'-Z' 1 16'4" 1 16'-W' 117'-3` 120 M,P.H. 41 1 12'-1" 1 12'-3" 1 12'-9" 1 13'-6" 125 M.P.H. 26 1 15'-3" 1 15'4" 1 15'-9" 1 16'4' 125 M.P.H. 45 1T-7" 1V-9' 12'-3" TYZ 140 M.P.H. 32 13'-9" 13'-10" 14'-3" 14'-77' 140 M.P.H. 56 10'4' 1 10'-7' 1 11'-1" I11'-11" •• '. ! �' 1� mum = room mum Plus vies mum plus overhang. Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT S T R U C TA L L• P.O. BOX4368. SOUTH DAYTONA, FL 32121 TELEPHONE (904) 7674774 350 BURBANK OLOSMAR, FL 34677-4906 FAX (904) 767-6556 LOCAL (813) 855-2627 SEAL ,.n a.nvrnvc 1-ouu-soxa1u5 FAX 813 854-2802 PAGE © COPYRIGHT 1999 194 NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ,. ;-. LEGAL DESCRIPTION: LOT 6 , BLOCK 49. THE PRESERVE AT SAVANNA CLUB AS RECORDED IN PLAT BOOK 37, PAGES 29-29A-C, PUBLIC RECORDS ST. LUCIE COUNTY, FLORIDA. SURVEY NOTES: 1. LANDS SHOWN HEREON WERE NOT ABSTRACTED BY THE SURVEYOR FOR RIGHTS —OF —WAY AND/OR EASEMENTS OF RECORD OR OWNERSHIP. 2. THE LAND DESCRIPTION AND EASEMENTS SHOWN HEREON ARE IN ACCORD WITH THE DESCRIPTION PROVIDED BY THE CLIENT. 3. BEARINGS REFER TO THE PLAT UNLESS OTHERWISE NOTED. 4. ALL DISTANCES/ANGLES ARE PER PLAT UNLESS OTHERWISE SHOWN. 5. FLOOD ZONE- 6. THIS SURVEY DOES NOT REFLECT OR DETERMINE OWNERSHIP. 7. ELEVATIONS ARE ASSIGNED DATUM UNLESS OTHERWISE STATED. LEQ7@. a -DELTA CP-CONCRETE PAD FIAT PRC-PODIT OF REVERSE FF.L-FLONDA POMER FD-FOUND R-RADIUS tlhCMCRETE MONUMENT MEASURED CURVATURE AND LIGHT M-IRON ROD 1.-ARC UiNam Pa-PEmUFmir CONTROLrJufuLATEn FMA Pec-PaNr aF mYPouNO Pra-PEAYANENr R6EAdCE IP-IRON PPE B.R-IEARNG REFERENCE POINT D® CURVATURE MONUMENT RlC-ROD f CAP UE-UTMY EAS MENT PC-PONT OF CkMANRE 1 olN am W.Y: WATER YENN X-EMSONG ELEVATION PhD --PIPE ! CAP OE-DRANAC: EASEMENT C9.-CA7CI Sing PP-PONFA POLE Cri-CABLE TELEVISOR Fh-NOSH FLOOR FLEVATWE PARCEL "B" S89'34'47"E 55.00' SET #5 R&C P.S.M. #3366 TYPICAL LOT 6 BLOCK 49 SCALE: 1" = 20' ; 7FLc.wp. O O IV co O 120LY 27.00• 7:50•> N p f SCREEN —+ $ ROOM ce W SHEOg IN, SETMM0. g00. g ONT 0" IDES �.5 S R SIDES o g AR l o ZNG. z TECH. D S • 1zIXr �, a J N Y � 10' U.E. 0 0 o aR L J S89'34' 7"E 55.00' a w X. P FL 2A3.00'(P) SPATTERDOCK _ r LANE — Z S89TlV47 E (BJQ (40' R^Y) DROPOSED PLOT PLAN SUBJECT TO HEALTH DEPT.. BUILDING DEPT. AND CONTRACTOR APPROVAL VOID UNLESS IT REARS THE SIGNATURE AND THE ORIGINAL RAISED SEAL CERTIFIED TO: SAVANNA CLUB CORPORATION 0 0 0 0 W.N. LOT 5 AND MAPPER. DATE: ATLANTIC LAND DESIGN, INC. FLORIDA EGISTRATION NO. 3366 LB NO. 5572 PROFESSIONAL LAND SURVEYING BOUNDARY SURVEY 11-10-99 JOB NUMBER 207 ATLANTIC AVENUE FT. PIERCE, EL 3050 SITE PLAN ,�,�-286 Tel. 581 595—CM FAx ss sss D2te AS —BUILT SURVEY