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HomeMy WebLinkAboutDESIGN CHECKLIST - POOL ENCLOSURE - VINYL ROOMSCANNED Design Check List for Pool Enclosures (page 1 of 3) BY St.. Lucie County 1. Design Statement These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with the Florida Building Code, 2004 Edition, Chapter 20; Exposure'B'L] or'C'-D; Open Building; Importance Factor 0.77; Negative I.P.C. 0.00; 150 MPH Roof Load & 120 MPH or _MPH Wall Load, 3 second gust velocity load; Design pressures are 10 PSF for roofs & 14 PSF or _PSF for walls. Notes: Wind velocity zones and exposure category is determined by local code. Minimum design load of 10 PSF for all roof loads prevents any conversion of roof loads. Design pressures and conversion multipliers are on page 1-ii. 2. Host Structure Adequacy Statement: I certify that I have inspected the host structure and it is in good repair and attachments made to the structure will be solid. �� 1L . \- Phone: R72,`4ta)—J�t4l Contractor/ Apthorized Rep' Name (please print) Date: 411c(k)6 Eontractck bAuthorized Rep* Signature Note: If the total of beam span & upright height exceeds 55' or upright height exceeds 20', site specific engineering is required. 3. Building Permit Application Package contains the following: Yes No A. Project name & address on plans .............................................. ® Q B. Site plan or survey with enclosure location ..................................... 0 C. Contractor's / Designer's name, address, phone number, & signature on plans ... D. Notice of consumer rights attached and initialed by consumer .................... Q E. Enclosure layout drawing @ 1/8" or 1/10" scale with the following: ................ Q 1. Plan view with host structure, enclosure length, projection from host structure, and all dimensions........................................................ ® 0 2. Front and side elevation views with all dimensions & heights .................. Note: All mansard wall drawings shall include mansard panel at the top of the wall....................................................................... 3. Beam location (show in plan & elevation view) & size (i.e. 2" x 8" x 0.072" x 0.224")............................................... 4. Upright location (show in plan & elevation view) & size (i.e. 2" x 8" x 0.072" x 0.224') ....................... I ....................... M Upright & wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to (10 MPH wind zone and/or'C' Exposure for load width_Z: Look up span on 120 MPH table and apply the following formula: Span / Height Required Converted @ 120 MPH Span o.om (b or d) x 1.00 (b or d) x 1.00 (b or d) _ Wind Zone Multiplier' I I Exposure Multiplier " Appropriate multiplier from page 1-ii. 5. Chair rail & girt size, length, & spacing (i.e. 2" x 2" x 0.044„ x T-0„ @ 6'-0„ O.C.).................................... 6. Eave rail size, length, spacing and stitching of (i.e. 1" x 2" to 2" x 2" x T-0" @ 6'-10" O.C.).................................. 7. Enclosure roof diagonal bracing in plan view ...................... Q .......... . 8. Knee braces length, location, & size (i.e. 2" x 3" x 0.045" for 2" x 8" x 0.072" x 0.224" SMB) ....................... 0 • Must have attended Engineers Continuing Edjucation Class with In past two ears b-1 FI ` Design Check List for Pool Enclosures (page 3 of 3) Example 3: Mansard Roof Front wall @ save: ft. x _ft. = 0.00 ft 2 @ 100 % 0.00 ft., W H a Front mansard rise': ft. x 1/2L_ft. + ft.) = 0.00 ft' @ 100 % _ .. 0.00 ft? R W1 W2 b Largest side wall: _ft. x = 0.00 ft.2 @ 50 % = 0.00 ft W H c Largest side mansard rise': ft. x 1/2C_ft. + _fQ = 0.00 ft' @ 50 % _ 0.00 ftz R W1 W2 d TOTAL = .......... 0.00 ft a Total area / (233 ft.' / cable for 3/32") _ cable pairs or Total area / (445 ft.' / cable for 1/8") _ cable pairs Side wall cable calculation: 0.00 ft=+ 0.00 ft° = 0.00 ft' @ 100 % _ 0.00 ft 2 c d Side wall area / (233 ft 2 / cable for 3/32") = o cable(s) or Side wall area / (445 ft2 / cable for 1/8") = o cable(s) Example 4: Dome Roof Front dome wall @ eave: ft. x _ft. = 0_00 ft. @ 100 % = 0.00 ft., ... W H a Front dome rise`: _ft. x 1/2(_ft.) = 0.00 ft' @ 100 % 0.00 ft., R W b Largest side wall: _ft. x 0.00 ft 2 @ 50 % = 0.00 ft W H c Largest side dome rise': _ft. x ft. = 0.00 ft' @ 50 % _ ... 0.00 ft 2 R W d Total area / (233 ft' /cable for 3/32°) = 0 cable pairs TOTAL = .... ..... 0.00 ft: or Total area / (445 ft'/ cable for 1/8") _ cable pairs Side wall cable calculation: 0.00 ft 2+ 0_00 ft? = 0.00 ft' @ 100 % _ ... 0.00 ft, c d Side wall area / (233 ft 2 / cable for 3/32") _ cable(s) or Side wall area / (445 ft.' / cable for 1/8") = 0 cable(s) Notes: SECTION 1 (SEE TABLE 1.3) K-BRACING (OPTIONAL GIRT (TYP. SCREEN (TYP., SCREENED ENCLOSURES PURLINS (TYP.) PERIMETER MEMBER CABLE CONNECTION (SEE DETAILS SECTION 1) GIRT GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) NOTE: USE H2 FOR CABLE AREA CALCULATION TYPICAL MANSARD ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE SCREEN (TYP.) K-BRACING (OPTIONAL) ALUMINUM COLUMNS (TABLE 1.3 AND 1.6) GIRT (TYP.) 1" x 2" (TYP.) ALUMINUM BEAM (SEE TABLE 1.1 OR 1.8) PERIMETER WALL FRAME (TABLES 1.3 AND 1.4) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) CABLE BRACING SIZE MEMBERS PER APPROPRIATE TABLES TYPICAL MANSARD ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER BOX 2143 8, SOUTH DAYTONA, FL 3 121 + P.O. BOX 274368, SOUTH DAYTONA, FL 32121 Py TELEPHONE: (386) 767-4T74 LE FAX: (386) 767-655fi PAGE © COPYRIGHT2004 1-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. C 1 SCREENED ENCLOSURES 2" x 2" PURLINS ATTACHED TO BEAM W/ MIN. (3) #10 x 1-1/2" S.M.S. MINIMUM SPACING (PER TABLE 1.6) (SEE SPLICING DETAIL PAGE 1-17) SECTION 1 CUT 2" x 4", 2" x 5", OR 2" x 6" BEAMS TO SLIDE OVER EACH OTHER 2" x 7" & LARGER PROVIDE GUSSET PLATE (INSIDE OR OUTSIDE BEAM) SAME WALL THICKNESS AS BEAM WALLS OR LARGER (SEE TABLE 1.6) FASTENER SIZE, NUMBER AND SPACING PER PAGE 1-1-S' (SEE TABLE 1.6) is - TYPICAL SIDE PLATE CONNECTION DETAIL SCALE: 3" = T-0" CUT 2" x 4", 2" x 5", OR 2" x 6" BEAMS TO SLIDE OVER EACH ` OTHER 2" x 7" & LARGER PROVIDE GUSSET PLATE (INSIDE OR OUTSIDE BEAM) SAME WALL THICKNESS AS BEAM WALLS OR LARGER (SEE TABLE 1.6) FASTENER SIZE, NUMBER AND SPACING PER PAGE 1-19 (SEE TABLE 1.6) ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi ffF> TYPICAL SIDE PLATE CONNECTION DETAIL - MANSARD ROOF SCALE: 3" = T-0" Lawrence E. Bennett, P.E. FL # 16644 ® CIVIL ENGINEER- DEVELOPMENTCONSULTANT P.O. BOX COPYTELEPHONE: SOUTH 6) 7674 7 FL 32121 TELEPHONE: (386)767�774 FAX: (366) 767-6556 COPYRIGHT2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE 1 -17 © SECTION 1T SCREENED ENCLOSURES FOR 2" x 8" BEAMS AND LARGER ADD (1) 318" x (W + HOST STRUCTURE 2-1/2") LAG SCREW INTO THE RAFTER TAIL CLOSEST TO THE CORNER ON EACH SIDE j2 x FRAMING BEAM 2" x 2" x 1/8" ANGLE W/ (4) #10 x 518" EACH SIDE C CHANNEL W/ THRU BOLT 2" REINFORCING STRAP W/ (2) #10 x 2" INTO HOST THRU BOLT SIZING: STRUCTURE AND (2) #10 x 5/8" (2) 114" UP TO 2" x 7" BEAM INTO GUTTER (3) 114" FOR 2" x 7" BEAM (3) 318" FOR 2" x 8" & 9" BEAM 118" PLATE W/ (4) #10 x 5/8" (3) 1/2" FOR 2" x 10" BEAM EACH SIDE OUTER MITER DETAIL FOR SUPER GUTTER TO CARRIER BEAM SCALE: 3" =1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT F I L E Co";� 0 PY P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-0774 FAX: (3B6)767-6556 PAGE © COPYRIGHT2004 1 -20 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF IAWRENCE E. BENNETT, P.E. i SCREENED ENCLOSURES -F SECTION 1 STRAP SUPER OR EXTRUDED GUTTER / H T STR CTURE / SPACING / 2 + SPACING / 2 SPACING / 2 * SPACING / 2 BEAM SET SPACING BEAM SET SPACING STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = V-0" 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP (SEE SECTION 9) 0 ALTERNATE OR LAGSCREWS ON g TRANSOM (SEE SEC ) UPRIGHT SUPER OR EXTRUDED )BEAMII GUTTER ANGLE OR RECEIVING CHANNEL (SEE SECTION 9 FOR DETAILS) SELF MATIN(SIZE MAX. DISTANCE FROM FASCIA BF�TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC SCREW PATTERNS MAY VARY ENGINEERING (SEE TABLES OR NOTES FOR SIZE AND NUMBER OF SELF MATING'BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER v SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT malY.0- BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)7674774 FAX: (386) 767-6556 ul �• PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 1-21 SECTION 1 SCREENED ENCLOSURES SELF —MATING BEAM (SIZE VARIES) 1 /4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. TAIL CUT OFF BEAM (OPTIONAL) 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW ® SUPER OR 3/4" FERRULE WITH 3/8" x 8" SIZES) EACH SIDE TO EXTRUDED LAG SCREWS @ EACH BEAM BEAM TO SUPER GUTTER GUTTER MAX. DISTANCE FROM FASCIA RECEIVING CHANNEL TO HOST STRUCTURE WALL 2-1/8" x 1" W/ (2) #8 x 1/2" S.M.S. 24" WITHOUT SITE SPECIFIC EACH SIDE OF BEAM ENGINEERING SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION SCALE: 3" = V-0" 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1" x 2" OR 2" x 2" FOR SCREEN SELF —MATING 2" is _" x 0.050" STRAP @ BEAM SUPER OR EACH BEAM CONNECTION (SIZE VARIES) EXTRUDED AND @ 1/2 BEAM SPACING W/ ® (2) #8 x 1/2" S.M.S. PER STRAP ANGLE, INTERIOR OR GUTTER MAX. DISTANCE FROM FASCIA EXTERIOR RECEIVING ® TO HOST STRUCTURE WALL CHANNEL (SEE SECTION 9) 24" WITHOUT SITE SPECIFIC �` •, ENGINEERING SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENTCONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386)767-4 74 FILE P) FAX: (386)767ai666 PAGE © COPYRIGHT 2864 1-22 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. R SECTION 1 I SCREENED ENCLOSURES J W U) Z U! Q EL BEAM - SCREEN ROOF d :E > XOH 0.050" H-CHANNEL S z OR GUSSETS X < �e®_G�\ ~ ®® ®® 45"± LENG OF KNEEBRAqE, qD HOSTSTRUCTURE ROOFING ®� (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) v 2" STRAP - LOCATE AND ° 2i FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 FASCIA AND SUB -FASCIA COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN �— (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW ® SUPER OR SIZES) EACH SIDE TO BEAM EXTRUDED TO SUPER OR EXTRUDED ® GUTTER MAX. DISTANCE TO G HOST STRUCTURE WALL 214"' WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4\ SCALE: 3" = V-0" 1 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENTCONBULTANT FILE COPY P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (386)767-0774 FAX: (386) 767-65% PAGE © COPYRIGHT 2084 1.28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 I SCREENED ENCLOSURES S.M.S. TOE BEAM AND/OR AIL [SION .ytiP1 WIND BRACE CONNECTION DETAIL J� SCALE: 3" = V-0" NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than (4) panels from host structure. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENTCONSULTANT BARM P.O. BOX 214368, SOUTH DAYTONA, FL 32121 Ar—Ra Py TELEPHONE: (386)767-0774 FAX: (386)767-65% 1 L PAGE © COPYRIGHT2004 1-36 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 HOST STRUCTURE PANELS/ELEMENTS UNBRACED BY HOST O ELEMENTS BRACED BY DIAGONALS STRUCTURE TO BE BRACED ALTERNATE BRACING BY DIAGONALS IN — — — PATTERN, CORNER BRACES PERIMETER PANELS (MIN.) STILL REQUIRED ELEMENTS BRACED BY HOST Q CABLE OR STRUCTURE CONNECTION K-BRACING (IN WALLS) BEAMS AND / OR PURLINS oCO z � J W al / TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR K-BRACING (IN WALLS) CABLE OR K-BRACING (IN WALLS) EACH DIAGONAL TO BE FASTENED EACH END W/ (2) 2 x 2 (MIN) ROOF DIAGONAL, MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) AT CORNERS (TYP.) OF MAY BE FLAT G OME, OR HI POOL ENCLOSURE DIAGONAL BRACING -SCHEMATIC PLAN VIEW' SCALE: 3/8" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVILENGINEER DEVELOPMENT TANT FILE C 0 P.O. BOX 274368, SOUTH DAYTONA. FL 32121 TELEPHONE: FAX: (386) 767-6556 © COPYRIGHT204 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 -39 SECTION 1 Ie® ®® lee , CHAIR RAIL SCREENED ENCLOSURES SAVE RAIL 4" x 4" x-0.062" PLATE 2" x 2" x 0.044" BRACE (TYP.) 1/4" x 1-1/4" EMBEDMENT EXPANSION BOLT @ 24" O.C. 1 x 2 SOLE PLATE SEE TABLE 1.11 FOR REQUIRED QUANTITY OF #10 x 3/4" S.M.S. K-BRACING CONNECTION DETAILS NOTES: SCALE: 3" = V-0" 1. Can'trim plate this area. 2. Altemate connections use 'H' bar cut to fit connections. Lawrence E. Bennett, P.E. FL # 16644 0 Py CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-0774 FILE G FAX: (386) 767-6556 PAGE © COPYRIGHT 2084 1-44 NOT TO BE REPRODUCED IN WHOLE OR IN PART W[THOUTT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREEN 'd' VARIES 4" SHOWN 1" x 2" O.B. BASE PLATE (TYP.) O SECONDARY 2" x (d - 2 ") x 0.063" ANGLE o EACHSIDEOF COLUMN W/ #10 S.M.S. (SEE SCHEDULE NEXT PAGE) e CONCRETE ANCHOR ; (SEE SCHEDULE NEXT PAGE) — NOTE: DETAIL ILLUSTRATES PICAL 2" x 4" S.M.B. COLUMN CONNECTION SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES ENCLOSURES 2 2" 5d (MIN.) (MIN.) SIDE VIEW 2" x 2" x 0.063" PRIMARY ANGLI EACH SIDE #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE NEXT PAGE) 5d• MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 •5d DISTANCE 114" 1-1/4" 3!8" 1-718" GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN (2) #10 x 3/4" S.M.S. EACH SIDE PRIMARY 2" x 2" x 0.063" 1" x 2" BASE PLATE (TYP.) . a e < e p Q • e 4,. 4 ' 1-114" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (MAX.) 6" (MAX.) 3000 P"S.I. CONCRETE MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2' x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3" = l'-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMEN7CONSULTAM' P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4774 FILE COPY FAX: (386) 767-6656 PAGE © COPYR:GHT2004 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT. P.E. SCREENED ENCLOSURES CONCRETE DECK EDGE 2" x 2" PRIMARY ANGLE VARIES 5d (MIN.) 2-1/2" (MIN.) BOLT 0 •5d DISTANCE 1/4" 1-114" 3/8" 1 1" x 2" O.B. BASE PLATE (rYP.) SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN SECONDARY 2" x 2" x 0.063" ANGLE (SEE SECONDARY ® ® ANGLE ANCHOR SCHEDULE AND SECTION 9) CONCRETE ANCHORS INTO ® ® PRIMARY AND SECONDARY r1 ANGLES #16 x 3/4" S.M.S. (rYP.) 2 "x S.M.B. COLUMN TOP VIEW POST TO DECK DETAIL SCALE: 3" = 11 0" Secondary Anchor Schedule Column Size S.M.B. or S.B. Total Concrete Anchors Total #10 x 3/4" S.M.S. 2x4 (4)1/4" 6 2x5 (4)1/4" 8 — (4) 4. 2x8 (6)1/4" 14 2x9 (6)1/4" 16 2x10 10)1/4" 18 i S.M.S. STITCHING SCREWS @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) � ply Notes: 1. See Section 9 for additional anchor information. 2. Secondary anchor schedule applies to side walls With uprights that are 2" x 5" and larger. Lawrence Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214358, SOUTH DAYTONA, FL32121 FILE COP)rTELEPHONE: (386)7674774 FAX: (386) 767-6556 © COPYRIGHT 2084 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRRTEN PERMISSION OF LAWRENCE E BENNETT, P.E. / 1-51 SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-0 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-00'-00" North (Jacksonville, FL) Hollow Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 1 4•-0" 1 6'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 9'-0" Allowable Span •L' / banding 'b' or deflection'd• 2" x 2" x 0.044" 9'-10' b 8'-T b T-8' b 6'-11' -b V-6- b T' x 2" x 0.065" 10'-9° b 9'4" b 8'_4 b T-7" 111 7'-1" b - 2" x 3" x 0.045" 1 S4° b 11'-7- b 1 10'4° b 1 W-5- b 1 8'-9° b 1 8'-2° b. -- ' b 2" x 4" x 0.060" 14'-8" b 12'-8- b 1 11'4" b 1 10'4° b 1 9'-7- b 1 8'-1. °' 1 V-5- b Self Mating Sections Tributary Load Width W= Bea . pacing 3'7 4'-0" 1 6'4" 1 6'4" '-0"1 8'-0" Allowable Span'L' / bending''b• or deflection •d' 2" x 4" x 0.044 x 0.100" 19-11 ° b 17'4' b 15.6' b 14-2' b 13.1' bq26-3' b 1 V-6' b 2" x 6" x 0.060" x 0.100'• 24'-9' b 21'5' b 19'.2" b V-15" b 16'-2' bb 14'-3' b 2" x 6" x 0.050" x 0.120" 28'-7' b 24'-9° b 22'-2° b 20'-3' b 18'-9° bb 16'-6° b 2" x 7" x 0.055" x 0.120" 32'-3' b 2T-11" b 24'-11' b 22'-9° b 21.1 ° bb 18'-T b 2" x 7" x 0.065" w/ Insert 42'-10' b 37'-l" b 33'-2° b 30'4' b 28'-1' bb 24'-9° b 2"41'-7" b 36'-1° b 32'.3° b 2 '- ° '- bb 24'-0' b2"•x 9"'r0.07Z"XR.2P 46-l' b 39'-1° b 34'-11° 4:. 1_1J;r�Ti;@29''wBm b 26'-l' b2" x x 2 x 0.310" 49'-0° b 42'-11 ° b 38'4' b b b 28'-7° b2"x 10"x0.092"x0.369" 59'-6' b 51'-7' b 46'-1' b 42'-1° b 38'-11" b b 34'4" b Snap Sections Tributary Load Width W' = Beam Spacing 3'-0" 1 4'-0" 1 6'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 9'-0" Allowable Span •L' / bending'b' or deflection'd' 2" x 2" x 0.044" 11'-9° b 10'-2' b 9'-1' b 1 8'4' b 1 7'-8' b I r-2' b 6'-9' b 2" x 3" x 0.046" I VA ° b 13'-1' b 11'-8' b"24�7b 9'-10" b 9'-T b 8'-8' b 2" x 4" x 0.046" 1 V-5' b 16-11" b 1 W-3" - b12'-1' b 11'-3' b 10'-8' b 2" x 6" x 0.062" 31'-X b 2T-l' b 24'-2° b20'-5" b 19'-2° b 18'-0- b 2" x 7" x 0.062" 34'-9° b 30'-1" b 28-11° b22'-9' b 1 213' b 1 20'-1° b Note: 1. Thicknesses shown are *nominal' industry standard tolerances. No wall thickness shall be less than 0.040°. 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 1C# / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Pudin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0' the beam at the center pudin and one puriin for each 14'-0" an each side of the center puriin shall include lateral bracing as shown in detail (48'-0') span With pur ins at 6'- 8" o.c. center pudin and (2) pudin each side of center pudin need lateral bracing. 7. Spans may be interpolated. Example: Max.'L' for 2° x 4' x 0.050° hollow section with = 5'-0' = 11'4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - OEVELOPMENTCONSULTANT P.O. BOX 214368. SOUTH DAYTONA FL 32121 TELEPHONE: (386)767-4774 FAX: (386) 767-65% PAGE I c © COPYRIGHT20D4 1-56 NOT TO BE REPRODUCED IN WHOLE ORIN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I SECTION 1 I SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. tt° Hollow Sections Tributary Load Width = Upright Spacing 3'-0" 4'-0" 1 6'-0" 1 6'-0" 7'-0" 1 8'-0" 1 9'-0" Allowable Helght'H' I bending'W or de0ection'd' 2" x 2" x 0.044" 8'4" b -7-'3° b 8'-6' b 5'-11' -b - -S-6° bi 5'-1 ° b 4'-10' -b- 2" x 2" x 0.055" 9'-l" b T-11 ° b T-l" b 1 6'-5' b I 5'-11' b 1 5'-7- b 1 5'3- b 2" x 3" x 0.046" 11'3- b 9'-9- Ir 8'-9- b 1 7'-11" b 1 T5- b I 6'-11- b 1 6'-6° b 2" x 4" x 0.050" 12'5- 11 10'-9" 11 9'-7- bi 8'-9- II 8'-1' b I 7'-7" b 1 T-2- b Self Mating Sections Tributary Load Width = Upright Spacing 3'-0" 4%0" 1 6'-0" 1 6'.0" 7'-0" 8'-0" 1 9"-0" Allowable Helght'H' / bending W or deflection'd' T' x 4" x 0.044 x 0.100" 16'-11' b 14'3" b 13'-1' .b 11'-11' b 11'-1' b 10'-4° b 9'3' b 2" x 5" 0.050" x 0.1o0" -2 20'-11" b 18'-1' b 16'-2' ' b 14'-9' b 13'-8' b 12'-10' b 12'-1' b rs:0A5g":rx-.Q; " 24'-2' b 20'-11' b 18'-9- b 17�-0,r-b; :15'- 147- b 13'-11' b 2"x7"xU.T33 z .120" 2T3' b 23'-77 b 21'-1' b 19'3" 1T-10' b 16'-8' b 15'-9" b 2" x 7" x 0.056" wl Insert 36'3" b 31'4' b 28'-l" b 25'-7' b 23'-9' b 22'-2° b 20'-11" b 2" x "x 0.072" x 0.224" 35'-2" b 30'S' b 27'-3- b 24'-10' b 23'-0" b 21'S" b 20'W b 0.072" z 0.224" 38'-2" b 33'-0° b 29'S' b 26'-11' b 24'-11" b 234" b 22'-0' b 2" x 9" x 0.082" x 0.310" 41'-10' b 36'3' b 325' b 2W-7' b 2T5' b 25'-0" b 24'-2' b 2" x 10" x 0.092" x 0.369" 59W b 43'-7° b 31T-11- b 35'-7- b 32-11° b 30'-10- b 29-1- b Snap Sections Tributary Load Width 'W = Upright Spacing 3"-0" 1 4'-0" 1 6'-0" 6'-0" 1 7'-0" W-V 1 9'-0" Allowable Helght'H' I bending'W or deflection "d' 2" x 2" z 0.044" 9'-11" b 8'-7' b 7'-W b 1 7'-0' b 1 8'-6' b 1 6'-l' b 1 5'-9' b 2" x 3" x 0.046" 12-9" b 11'-0° b 9'-10' b 9'-0' b 8'4' b 7'-10' b 1 T4' b 2" x 4" x 0.045" 15'-7' b 13'S° b 12'-1 ° b 11'-0' b 10'-2' b 9'-7° b 8'-11' b 2" x 6" x 0.062" 2fi'5" b 22'-10° b 1 20'5° b 1 18'-0" b 1 17'3° b 1 16'-2" b 1 15'3° b 2" x 7" x 0.062" 295' b 25'-5- b 1 22'-9° b 1 20'-9" b 1 19'3° b I 1 r-11° b 1 16'-11- b ' For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are'nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width select upright length'H'. 3. Above heights do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' In mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 21 x 2' x 0.044" min. and set aQ 36' in height can be considered as residential guardrails provided they are attached With min. (3) #10 x 1-1/2' S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Heights may be Interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR "C' EXPOSURE CATAGORY ANDIOR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA FL 32121 TELEPHONE: (386)767-4774 FAX: (386) 767-6556 PAGE p © COPYFUGHT2004 7 C4eV NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 Table 1.4 Allowable Post I Girt I Chair Rail Spans, Header Spans S Upright Heights for Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-0 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 111/ sq. fL" A. Sections As Horizontals Fastened To Posts With Cllas Hollow Sections Tributary Load Width'W' 3'-0' 4'-0" 4' -0" 6'-0" 1 6'-6" 1 6- All his Helghts'H'-/-bending'b' or deflection'd' - - 2" x 2" x 0.044" 8'-10' d 6'-0' b 1 6'-1 ° b 5'-9" b 5'-0' b 5'3' b 5'-0' b 2" x 2" x 0.055" 3' 7'd 6'-11' d 6'-8' b 6'-4' b 6'-0' b 5'-9' b 1 V-6' b 3" x 2" x 0.045" 7'-9° d T-S d I 7'-1' d I W-10' d 1 6'-7- b 6'-0' b 5'-11" b 2" x 3" x 0.045" 9'd° b 1 8'-9' 01 W-W b 1 T-1 U" b T-5' lo 1 7'-2' b 1 V-9" b 2" x 4" x 0.050" 10'3' b 1 9'-7' b 1 9'-0' b 1 8'-7- b 8'-2" b 1 7'-10- b 1 7'-5- b Snap Sections Allowable Heights'H'I bending'b'or deflectlon'd' 2" x 2" x 0.044" 7'-0° d 1 T-2- d 1 6'-11- d 1 6'-8- b 1 6'-0" b 1 6'-1- b 1 5'-9- b B. Sections As Horizontals Fastened To Posts Through Side Into Screw Bosses Hollow Bastions Tributary Load Width W T-6' 1 4'-0" 1 4'-0" 1 5'-0" 1 6'-0" 1 6%0" 1 6'$" Allowable Heights'H'/ bending'& or defection'd' 2" x 2" x 0.044" 7'-9' b 1 7'3' b 1 6'-10' b6''-6' b 6-2' '--1 55 5-7 2" x 2" x 0.05" V-5- b7-11- b7°b 7-1'b'9' 8 '1 b 6'-1' b 3" x 2" x 0.046" 9'.9' b I W-8' b 1 8'-2- b 1 7'-9' b ('S' 1 6'-8° b 2"rWWX 0:0464�- 1V-5- b 1 9--9- b I 9'-2' b I W-9° b B'-4° gn— T-7- to 11'E° b 1 10--9- b I 10'-1° b 1 9'-7- b 1 9'-2- b 1 8'-9- b 1 8'-4- b Snap Sections Allowable Helghts'H' Ibentling'b'ordeflectlon'd' 2" x 2" x 0.044" 9'-2• b 8'-7' b 8'-1 • b 7'-8' b 7'-4• b T-U" lo I B'-8' b " For allowable helghts at wind velocities other than 120 MPH, see conversion table 1A on the specifications for tables page at the beginning of this auction and example below. Notes: 1. Thicknesses shown are'nominal" Industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Using screen panel Width select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or Wall connection. 5. Chair rails of 2' x 2' x 0.044" min. and set @ 36' in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2' S.M.S. into the screw bosses and do not exceed 8'-0" In span. 6. Girt spacing shall not exceed 8'-8'. 7. Spans maybe interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Ince E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENTCONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL32121 TELEPHONE IWO)767-4T74 FAX: (386) 787-GR6 © COPYRIGHT2000 PAGE C NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRn-rEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 C� i CD0 Virg 21c8 Table 1.5 Allowable Spans for M' cellaneous Framing Beams as Supporting Screen Roof Frame Members for Areas with Wind ads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) Aluminum Alloy 6063 T-0 Tributary Load Width Single Self -Mating Beams 10'-0" 14'-0" 18'-0" 1 22'-0" 126'-0" 1 30'-0" 1 34'-0" 1 38'-0" 1 42'-0" 46'-0" 1 50'-0" 1 54'-0" Allowable Span 'L' / bending'b' or deflectlon'd' 2° x 4" x 0.044" x 0.100" 10'-11" b 9'-3° b 8'-2" b 7'-5" b 6'-9" b 6'-0' b 5'-11" b 5'-7" b 5'4" b 5'-1" b 4'-11" b 4'-9" b 2" x 5" x 0.050" x 0.100" 13'4" b 11'-5" b 10'-1" b 9'-2" b 8'-5" b T-10" b 7'-0" b 6'41" b 6'-7" b 6'-0" b 6'-1" b 5'-10" b 2" x 6" x 0.050" x 0.120" 15'-8" b 13'-3" b 11'-8" b 10'-7" b g'-9" b 9'-1" b 8'-6" b 8'-0" b 7'-8" b ,T-4" b 7'-0" b 6'-9" b 2" x 7" x 0.055° x 0.120" 17'-8" b 14'-11" b 13'-2" b 11'-11" b 10'-11" b 10'-2' b 9'-7" b 9'-1" b 8'-7" b 8'-3" b 7'-11" b 7'-7" b 23'-6" b 19'-10" b 17'-6" b 15'-10" b 14'-7° b 13'-7" b 12'-9" b 12'-0" b 11'-5" b 10'-11" b 10'-6" b 10'-1" b 2' f8" X-"72x0 224 22'-10" b - 9'a9�"b_ 918:-.b1 b 15'-4° b 14'-2° b 13'-2" b 12'-4" b 11'-8° b 11'-1" b 10'-8' b 10'-2° b 9'-10' b 2" x x .224" 24'-9" b 20 - b 16'-8" b 15'-0" b 14'-3" b 13'-5" b 12'-8" b 12'-1" b 11'-6" b 11'-1 ° b 101-8" b 2" x 9" x 0.082" x 0.306" 27'-1" b 22'-11" b 20'-3" b 18'-3" b 16'-10" b 15'-8" b 14'-9" b 13'-11" b 13'-3" b 12'-8" b 12'-2" b 11'-8" b 2" x 10" x 0.092" x 0.369" 32'-7" b 27'-7° b 24'-0° b 21'-11° b 20'-3' b 18'-1 D" b 17'-8" b 16'-9" b 15'-11" b 15'-2" b 14'-7" 6 1 14'-0" b Double Self -Mating Beams Tributary Load Width 10'-0" 1 14'-0" 1 18'-0" 1 22'-0" 1 26'-0" 1 30'-0" 1 34'-0" 1 38'-0" 1 42'-0" 1 46'-0" 50'-0" 1 54'-0" Allowable Span 'L' / banding 'b' or deflection'd' 2" x 8" x 0.072" x 0.224" 32'-3" b 27'-3" b 24'-0" b 21'-9" b 19'-11" b 18'-7" b 17'-6" b 16'-6" b 15'-9° b 15'-0" b 14'-5" b 1 T-10" b 2" x 9" x 0.072" x 0.224" 34'-11" b 29'-6" b 26'-l" b 23'-7" b 21'-8" b 1 20'-2" b 18'-11" b 17'-11" b 17'-l" b 164" b 15'-8" b 15'-0" b 2" x 9" x 0.082" x 0.306" 38'-0" b 32'-5' b 28W" b 2T-10" b 23'-9" b 22'-2" b 2T-10" b 19'-8" bi 18'-9" b 17'-11" b 17'-2" b 16'-6" b 2° x 10" x 0.092" x 0.369° 46'-1° b 38'-11" b 34'-0" b 31'-1" b 28W' b 26'-7" b 25'-0" b 23'-8" b 22'-6' b 21'S" b 20'-7" b 19'-10" b Double Self -Mating Beams with 2 x 4 SMB added Tributary Load Width to Top or Bottom Per endicular to Webs) 10'-0" 1 14'-0" 1 18'-0" 1 22'-0" 1 26'-0" 1 30'-0" 1 34'-0" 1 38'.0" 1 42'-0" 1 46'-0" 1 50'-0" 1 54.0" Allowable Span'L' / bending'b' or deflection'd' 2" x 8" x 0.072" x 0.224" 34'-11" b 29'-6" b 26'-0" b 1 23'-6" bi 21'-8" b 20'-2" b 18'-11" b 17'-11 ° b 17'-0" b 16'-3" b 15'-7" b 15'-0" b 2" x 9" x 0.072" x 0.224° 37'-9" b 31'-11" b 28'-2' b 25'-6" b 23'5" b 21'-10" b 20'.6" b 19'5" b 18'-5- b 17'-7" b 16'-11" b 16'-3' b 2" x 9" x 0.082" x 0.306" 40'-6" bj 34'-3- bi 30'-3" b 1 27'-4' bi 25'-2" bj 23'-5" bi 21'41" bi 20'-9" bi 19'-9" bi 18'-11' bl 18'-2" b 17'-5" b 2" x 10" x 0.092" x 0.369" 47'-11" b 1 40'-6" b 1 35'-9" b 1 32'-4" b 1 29'-9" b 1 27'-8" b 25-11" b 1 24'-7" b 1 2T-5" b 1 22'-4" b 1 21'-5" b 20'-8" b Notes: 1. It Is recommended that the engineer be consulted on any carder beam that spans more than 59 2. Spans are based on 150 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of connection to fascia or wall connection. 4. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Spans may be interpolated. Example: The Maximum 'L' for a 2" x 4" x 0.044" x 0.100" Single Self -Mating Beam with Tributary Load Width = 22'.0" is 7'5" to m 0 -I O Z i Cl) n ;U m m Z In v m Z n r O fA C X m to ENCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wail Uprights or Beam Splicing SECTION 1 Beam Size Upright Size Minimum Perlin, Girt A Knee Brace Size" Deck Anchors Notes Minimum Number of Screws- Beam StItching Screw 24" O.C. 141 x'/," #10 x'h" #12 x %." 2'x3' 2•x3" 2•x2'x0.044' 2 Full Lap 6 4 4 2• x 4• 2• x 3' 2' x 2° x 0.044° 2 Full Lap 8 6 4 #8 2°x4• 2'x4• 2'x2°x0.044" 2 Full Lap 8 6 4 #10 2" x 5• 2' x 3" 2' x 2' x 0.044' 2 Full Lap 8 6 4 #8 2'x6' 2'x3" 2'x2'x 0.044' 4 Full Lap 10 _ 8 6 #10 2'x6" 2'x4" 2'x2°x0.0441 4 Partial Lap 10 8 6 #10 2"x7' 1 2'x4' 2'x2'xO.044' 1 4 1 Partial Lan 1 14 12 10 #12 2' x 8° 1 2° 2° x 3• x 0.044' 6 Partial La 16 14 12 #14 -2Kx:9' ^2'x7° -+2<x3.n[-Qi04 6 Partial La 18 16 14 #14 2'x9°" 2'x4'x 0.050° 1 8 1 Partial Lap 1 20 18 16 1 #14 2'x10• I 2"x8' 2'x4'xO.050' 1 10 1 Partial Lap 1 20 18 16 1 #14 Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness #8 5116• 5/8' 2' x 7' x 0.055" x 0.120' 1/16' = 0.063' #10 3/8- 3/4' 2' x 8° x 0.072' x 0.224• 1/8' = 0.125" #12 1/2' 1' 2' x 9' x 0.072' x 0.224' 1/8• = 0.125" #14orlW 3/4' 1-12' 2•x9°x 0.082•x 0..306" 1/8'=0.125' 5/16" 7/8- 1-3/4' 2' x 10' x 0.092' x 0.369" 1/4' = 0.25' 3/8• 1• 2- Refers to each side of the connection of the beam and upright and each side of splice connection. " 0.082" Wall thickness, 0.310" flange thickness Note: 1. Connection of 2' x 6' to 2' x 3' shall use a full lap cut or 1116' gusset plate. 2. All gusset plates shall be a minimum of 5052 H-02 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown Is the total for each splice with 12 the screws on each side of the cut. 4. The number of screws Is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 12 per side. 6. Hollow splice connections can be made provided the connection Is approved by the engineer. 7. If a larger than minimum upright Is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut. 8. All beam to upright connections for 2' x 7' beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2' x 9' beams or larger use 3/4" long screws. 10. The side Well upright shall have a minimum beam size as shown above, is., a 2' x 4' upright shall have a 2' x 3" beam. 11. Connect beam to upright w/ H-bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. 12. For girt size use upright size (i.e. 2" x 6'). Read the 2' x 6' beam row for min. girt of 2' x 2' x 0.044". Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 Ti Brace Length Extrusion Anchoring System 0'-2'-0' 2'x2°x0.044 2'H-Channel With 3 #10x1/2°EACH SIDE To TV 2' x 3' x 0.9 2' H-Channel With 3 #10 x 1/2' EACH SIDE Te 4'-6° 2' x 4' x 0.044" x 0.12" 2' H-Channel With (4) 314' long screws (size to be determined by beam size, we table 9.6) (See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than V-6• contact engineer for specifications and details. 2. Cantilever beam detail shown on page 132 shall be used for host structure attachment when knee brace length exceeds 4'-0°. �. `teWIN YA j6 ince E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4774 FAX: (366) 7674!656 COPYRIGHT2ee4 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE A -61 © UCL Ae Uo iu:ula Lawrence oenneLL 000forODUC, p.t SCANNED " Design Check List for Screen / Vinyl Room (page 1 of 2) BY 1. Design Statement St. Lucie COUnty These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and comply with the Florida Buildn Code 2004 Edition, Chapter 20 and ASCE 7-98, Table 6-2; Importance Factor 0.77; Exposure'B'Bor'C'f 120 MPH MPH for ; or 3 second wind gust velocity load; Open Desigtypressures can be found on page 34: a. 'B' exposure = J O PSF for Rou% & I S pSF for Walls b. 'C' exposure = _PSF for Roofs & for Walls _PSF Negative I.P.C. 0. 00 For'C' exposure design loads, multiply'B' exposure loads by 1.4. 2. Host Structure Adequacy Statement: I certify that I have Inspected the host structure and It is in good repair and attachments made to the structure w�,iilll be 1solid ' `�14--- T 1 Phone:i*7L-4bS•ra`t41 Contra nt r1Ytf (pleaprint) Date: Contractor donfactor /Authorized Rep" Signature Note: Projection of room from host structure shall not exceed 16'. 3. Building Permit Application Package contains thefoi(owing: Yes No A. Project name & address an plans ..... ....................................... 171 B. Site plan or survey with enclosure location ........ C. Contractor's / Designees name, address, phone number, & signature on plans ....171 D. Notice of consumer rights attached and Inidaled by consumer . .. ............ 0 E. Proposed project layout drawing @ 1/8" or 1/10" scale with the following:....... [] 1. Plan view with host structure area of attachment, enclosure length, and projection from host structure ......... 2 Front and side elevation views with all dimensions & heights ....... - 3. Beam span, spacing, & size (i.e. 2" x 8" x 0.072" x 0.224") . . ...... . ......... 4. Upright height, spacing, & size (i.e. Z' x 8" x 0.072" x 0.224") .... ........ 5. Chair rail or girls size, length, & spacing (i.e. 2" x 2" x 0.044" x 5'-(" @ 6-a- O.C. ) 6. Knee braces length, location, & size (i.e. 2" x 3" x 0.046' for 2" x 8" x 0.072" x 0.224" s.m.b.)..................................... ....................... ® ©�j 4. Highlight details from Aluminum Structures Design Manual: Yes No A. Beam & pudin tables wl sizes, thickness, spacing, & spans / lengths. Indicate Section 3 tables used: ® 0 ..... Beam allowable span conversions from 120 MPH wind zone, 'B' Exposure to -MPH wind zone andlor'C' Exposure for load width_ Look up span on 120 MPH table and apply the following formula: Span / Height @ V- MPH - e 11 r• In-TASII.Xr 43 A I.)_ )3o Required Span @ I30MPH oog (bord)x1.00(bord)x1_00(bord)= )1r-Irr Wind Zone Multipller' J I Exposure Multiplier' B. Upright tables w/ sizes, thickness, spacing, & heights (tables 3A.2.1, 3A2.2, or 3A.23).................... ..... ........ Upright or wall member allowable height / span conversions from 120 MPH wind zone, 'B'Exposure to 5 MPH wind zone and/or'C'Exposurefor load width_: Look up span on 120 MPH table and apply the following formula: Span /Height @ j21J MPH—`3r•ar't 4®� \ 5 p L. 1,Required Span @ W MPH �o % L.60 (b or d) x 1_00 (b or d) x 1-0{{(b or d) _ 81 Z 1` Wind Zone Multiplier' t L� Exposure Multiplier' Appropriate multiplier from page 34i. " Must have attended Engineer's Continuing EcQucatlon Class with In pasttwo years. b-6 M11 r N k( 11 Design Check List for Screen I Vinyl Room (page 2 of 2 C. Table 3A3Wth beam& upright oombination if applicable ......................... Yes No D. connection details to be used such as: I. Beam to upright .................................... M M 2. Beam to wall I Beam to beam Al. Chair rail. pudins. & knee braces to bearns & uprights ..................... .. f% Extruded gutter connection S. "lp, angles and/or sole plate to deck ................................ .. .. E. Foundation detail type &size Notes: b-7 1 I if4+Pam. SPIN%% FS SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS General Notes and Specifications: 1. The following structures are designed to be manied to block and wood frame structures of adequate structural capacity. The contractor / home owner shall verify that the host structure Is in good condition and of sufficient strength to hold the proposed addition. 2. If there is a question about the host structure, the owner (at his own expense) shall hire an architect, engineer, or a certified home Inspection company to verify host structure capacity. 3. The structures designed using this section shall be limited to -a maximum projection of 16' from the host structure. Freestanding structures shall be limited to the maximum spans and size limits of component parts. Larger than these limits shall have site specific engineering. 4. The following rules apply to attachments involving mobile and manufactured homes: a. Structures to be placed adjacent to a mobile I manufactured home built prior to 1994 shall use "fourth wall construction" or shall provide detailed plans of the mobile / manufactured home and inspection report along with addition plans for site specific review and seal by the engineer. This applies to all screen / glass rooms and / or structures to be attached. b. "Fourth wall construction" means the addition shall be free standing with only the roof flashing of the two units being attached. The most common "fourth wall construction" is a post & beam frame adjacent to the mobile / manufactured home. The same span tables can be used as for the front wall beam. For fourth wall beam use the carrier beam table. The post shall be sized according to this manual and/or as a minimum be a 2" x 3" x 0.050" with an 18" x 2" x 0.044" knee brace at each and of the beam. c. For mobile / manufactured homes built after 1994, structures may be attached, provided the project follows the plan provided In this manual. The contractor / owner shall provide verification that the structural system of the host structure is adequate for the addition to be attached. d. If the mobile / manufactured home manufacturer certifies in writing that the mobile home may be attached to, then a "fourth wall" is NOT required. 5. Section 7 contains span tables and the attachment details for pans and composite panels. 6. Screen walls between existing walls, floors, and ceilings are considered infills and shall be allowed and heights shall be selected from the same tables as for other screen walls. 7. When using TEK screws in lieu of S.M.S., longer screws must be used to compensated for drill head. 8. For high velocity hunicane zones the minimum live load / applied load shall be 30 PSF. 9. All specified anchors are based on an enclosed building with a 16' projection and a 2' over hang for up to a wind velocity of 120 MPH. 10. Spans may be interpolated between values but not extrapolated outside values. 11. For Design Check List and Inspection Guides for Sreen, Acrylic & Vinyl Rooms, see Appendix (Section 10). 12. When notes refer to screen rooms, they shall apply to acrylic / vinyl rooms also. Section 3A Design Statement: The structures designed for Section 3A are solid roofs with screen or vinyl walls and are considered part of an open structural system which is designed to be married to an existing structure. The design wind loads used for screen & vinyl rooms are from Chapter 20 of the 2004 Florida Building Code. The loads assume a mean roof height of less than 30'; roof slope of 0° to 20°;1= 0.77. All loads are based on 20 / 20 screen or larger. All pressures shown In the below table are in PSF (#ISF). Negative Internal pressure coefficient is 0.00 for open structures. Anchors for composite panel roof systems were computed on a load width of 10' and 16' projection with a 2' overhang. Any greater load width shall be site specific. General Notes and Specifications for Section 3A Tables: Snction 3A Desion Loads for Screen, Acrylic & Vinyl Rooms Note 1: Framing systems of screen, vinyl, and glass rooms are considered to be main frame resistance components. Wind loads are listed as minus loads for roofs and plus loads for walls. To convert above wind loads to -C" Exposure loads multiply by 1.4. Conversion Table 3A-A Wind Zone Conversions for Screen & Vinyl Rooms Conversion Table 3A-B Wind Zone Conversions for Over Hangs All Room Types From 120 MPH Wind Zone to others MPH Conversion Table 3A-C Conversion Based on Mean Height of Host Structure for Screen Rooms From Exposure'B' to'C' qm,e Mutunner SCREEN, ACRYLIC & VINYL ROOMS INTERIOR BEAM (SEE TABLE; 3A.1.3 SECTION 3A -IOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE: N.T.S. ALUMINUM ROOF SYSTEM PER SECTION 7 RIDGE BEAM (SEE TABLES 3A.1.4) HOST STRUCTURE OR FOURTH WALL FRAME USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. a ence E. Bennett, P.E. FL # 16644 {I TCIVILENGINEER-DEVELOPMENlCONSULTAN! Iw ENO . P.O. BOXTELEPHONE; (966) 767 T74 FAX (366) 7674556 PAGE © COPYRIGHT2W4 I 3A-1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAW RENCE E. BENNETT. P.E. SECTION 3A I SCREEN, ACRYLIC & VINYL ROOMS EDGE BEAM (SEE TABLES 3A.1.1 & 3A.1.2) LW'F/ MAX.. UPRIGHT H HEIGHT (h) / 1"x 2" MIN. 3-1/2" SLAB ON GRADE VARIES OR RAISED FOOTING (FOR FOOTINGS SEE DETAILS TYPICAL SCREEN, ACRYLIC OR VINYL ROOM PAGE 3A-37, 38, 39) W/ SOLID ROOF TYP. FRONT VIEW FRAMING " (HEIGHT OF UPRIGHT IS MEASURED FROM TOP OF 1" x 2" PLATE TO BOTTOM OF WALL BEAM) 'LW' LOAD WIDTH ALTERNATE CONNECTION FOR ROOF BEAM @ FASCIA ALLOWED P/2' P/2 (SEE SECTION 7 FOR DETAILS) SIZE BEAM AND UPRIGHTS Of TABLES) w zF O.H. y v SOLID ROOF DO NO MAXIMUM / (ELEVATION SLAB OR GRADE) P = PROJECTION FROM BLDG. 1� VARIES LW = LOAD WIDTH VARIES 'P' VARIES NOTES: 1. ANCHOR 1" x 2" OPEN BACK EXTRUSION WI 114" x 2-114" CONCRETE FASTENER MAX. OF 2'-0" O.C. AND Wl IN 6" EACH SIDE OF UPRIGHT ANCHOR 1" x 2" TO WOOD WALL WI #10 x 2-112" S.M.S. Wl WASHERS .C.- ANCHOR BEAM AND INTERNALLY OR WI ANCHOR CLIPS AND (2) #8 SCREWS WIOWASHERS @ EACH POINT OFUMN CONNECTION. 2. SELECT FRONT WALL BEAM FROM TABLE USING LARGER LOAD WIDTH VALUE OF P/2 OR Pl2 + O.H. 3. SELECT SCREEN ROOM FORTH WALL BEAM FROM TABLES 3A.1.3 4. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100 A23 130 140 150 #8 IF1x 1 #12 1 #12 TYPICAL SCREEN ROOM SCALE: 3/16" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPAIENTCONSULTANT P.O. BOX 214368, SOUTH (36617 7 ONAn FL 32121TELEPHONE: FAX: (366) 767-6556 ILL---�� PAGE © OOPYRIGHT2607 8A_2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREEN, ACRYLIC & VINYL ROOMS PAN ROOF, COMPOSITE PANEL OR HOST STRUCTURAL FRAMING (4) #8 x 112" S.M.S. EACH SIDE OF POST 1 x 2 TOP RAIL FOR SIDE WALLS ONLY OR MIN. FRONT WALL 2 x 2 ATTACHED TO POST W/ 1" x 1" x 2" ANGLE CLIPS EACH SIDE OF POST OR CHAIR RAIL AND KICK PLATE 2" x 2" x 0.032" MIN. HOLLOW RAIL ANCHOR 1 x 2 PLATE TO CONCRETE WITH 1/4" x 2-112" CONCRETE ANCHORS WITHIN 6' OF EACH SIDE OF EACH POST AT 24" O.C. MAX. OR THROUGH ANGLE AT 24" O.C. MAX. MIN. 3-112" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH GIRT AND PUs SCALE: 3" = V-0" SECTION 3A " x 2" TOP RAILS FOR SIDE WALLS VITH MAX. 3.5' LOAD WIDTH SHALL HAVE A MAXIMUM UPRIGHT SPACING AS FOLLOWS WIND ZONE I MAX. UPRIGHT conrINr� INTERNAL OR EXTERNAL 'L' CLIP OR'U' CHANNEL CHAIR RAIL ATTACHED TO POST WI MIN. (4)#10 S.M.S. 1x2OR2x2ATTACHEDTO BOTTOM W/ 1' x 1" x 2" x 1/16" 0.045" ANGLE CLIPS EACH SIDE AND MIN. (4) #10 x 112' S.M.S. 1" x 2" x 0.032" MIN. OPEN BAI EXTRUSION 1-118" MIN. IN CONCRETE VAPOR BARRIER UNDER CONCRETE Lawrence E. Bennett, P.E. FL # 16644 IWL ENGINEER- DEVELOPMENT CONSULTANT pyP.O. BOX 214368. SOUTH DAYTONA FL 32121 TELL PHHO (3E'- ISM 776774 PAGE © cOPYRIGHT1004 E WRITTEN PERMISSION OF LAWRENCE E. eENNETT. P.E. I 3A-3 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT TH SECTION 3A ALTERNATE CONNECTION DETAIL 1" x 2" WITH (3) #10 x 1-1/2"S.M.S. INTO SCREW BOSS (2) #10 x 1 112SCREW BOSS ANCHOR 1" x 2" PLATE TO CONCRETE WI 114" x 2-112" CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND 24" O.C. MAX - MIN. 3-112" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE ANCHOR 1' x 2" Cl CONC 114" x 2-114" ANCHORS WITHIN SIDE OF EACH F O.C. MAX. OI ANGLE AT 2, MIN. 3-112' SL CONC. 6x6-10x1( VAPOR BAR] SCREEN, ACRYLIC & VINYL ROOMS BEAM IHEADER ANGLE CLIPS MAY BE SUBSTITUTED FOR INTERNAL SCREW SYSTEMS MIN. (3) #10 x 1 112" S.M.S. INTO SCREW BOSS 1" x 2" EXTRUSION 1-118" MIN. IN CONCRETE ALTERNATE HOLLOW UPRIGHT TO BASE AND HOLLOW UPRIGHT TO BEAM DETAIL SCALE: 3" =1'-0" S. EACH SIDE r PLATE OR 2" S.M.B. " S.M.S. @ )N INCRETE Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH TELEPHONE: (386) 7 7 77 FL 32121 TELf-I FAX: (336) 767.65% 11 flI2 PAGE © COPYRIGHT2004 WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 3A-4 NOT TO BE REPRODUCED IN WHOLE OR IN PART SCREEN, ACRYLIC & VINYL ROOMS NCHOR RECEIVING CHANNEL TO CONCRETE W/FASTENER (PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @ 24" O.C. MAX. MIN. 3-1/2" SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH VAPOR BARRIER UNDER CONCRETE SECTION 3A 2"x2"OR2"x3"POST #8 x 9/16"TEK SCREWS BOTH SIDES 1" x 2-116" x 1" U-CHANNEL OR RECEIVING CHANNEL CONCRETE ANCHOR (PER TABLE) 1-1/8" MIN. IN CONCRETE ALTERNATE POST TO BASE CONNECTION - DETAIL 1 SCALE: 3" = V-0" 2"x2"OR2"x3"POST — NCHOR RECEIVING CHANNEL TO CONCRETE W/FASTENER (PER TABLE) WITHIN 6" OF EACH SIDE OF EACH POST @ 0 24" O.C. MAX. MIN. 3-1/2' SLAB 2500 PSI CONC. 6 x 6 -10 x 10 W.W.M. a a^ . OR FIBER MESH ° , n . VAPOR BARRIER UNDER CnNCRETE CONCRETE _ ------- ----- ----�� / ALTERNATE POST TO BASE CONNECTION - DETAIL 2 r SCALE: 3" = T-0" / I x 2-1/8" x I U-CHANNEL OR RECEIVING CHANNEL #8 x 9/16" TEK SCREWS BOTH SIDES #8 x 9/16' TEK SCREWS BOTH SIDES 1" x 2-118" x 1" U-CHANNEL OR RECEIVING CHANNEL CONCRETE ANCHOR (PER TABLE) 1-118' MIN. EMBEDMENT INTO wrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT zo� ov P.O. BOX TELEPHONE: SOUTH 6) 767- 77 FL 32121 TELEPHONE: (3861767-0779 C FAX: (386) M-66 PAGE © COPYRIGHT 3A"6 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAW RENCE E. BENNE7T, P.E. SCREEN, ACRYLIC & VINYL 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 2"x2"OR GIRT AND KICK PLATE 2" x 2" HOLLOW RAIL POST ATTACHED TO BOTTOM W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES TYPICAL UPRIGHT DETAIL SCALE: 3" = V-0" SECTION 3A RISER PANELS ATTACHED CHAPTER 7 HEADER ATTACHED TO POST W/ MIN. (3) #10 x 1-1/2" S.M.S. IN SCREW BOSSES 2"x 2", 2"x 3" OR 3"x 2" HOLLOW (SEE SPAN TABLES) FOR SNAP EXTRUSIONS GIRT ATTACHED TO POST WITH MIN. (3) #10 x 1/2" S.M.S. IN SCREW BOSSES 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. FL # 16644 NI GIN15ER- DEVELOPMENT CONSULTANT BOX 21436B, SOUTH DAYTON& FL 32121 TELEPHONE: (366)767-0774 FAX:(386) 767-65M PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WRHOUT THE WRRTEN PERMISSION OF LAWRENCE E. BENNETT, RE 3A-/ SINGLE SPAN BEAM SPLICE @ 1/4 POINT OF BEAM SPAN ALL SPLICES SHALL BE STAGGERED ON EACH SIDE OF SELF MATING BEAM PLATE TO BE SAME THICKNESS AS BEAM WEB PLATE CAN BE INSIDE OR OUTSIDE BEAM OR LAP CUT DENOTES SCREW PATTERN NOT NUMBER OF SCREWS SCREEN, ACRYLIC & VINYL ROOMS (3.00 L) 7 3 L) C (1.67 L) r A (0.67 L)7 ALLOWABLE BEAM SPLICE LOCATIONS SCALE: 3116" = V-0" d = HEIGHT OF BEAM BEAM SPLICE SHALL BE MINIMUM d -.50" SECTION 3A d-.50"--�-d-.50"-1` 1" MAX. �Lq o d 1" MAX. Screw Sinds Edge To Center Center To Center (In.) 2ds(in.) 2-1/2ds in. Beam Refers to each side of spike. Use for 2" x 4" and 2- x 6' also Note: 1. All gusset plates shall be a minimum 5052 H-32 Alloy or have a minimum yield of 23 ksl. HEIGHT 2 x (d - .50") LENGTH Egli TYPICAL BEAM SPLICE DETAIL SCALE: 1-112" = V-0" PeCII L GI Bennett, P.E. FLA 16644 LL `Ia Ltf® II. ENGINEER -DEVELOPMENT CON5UL7ANT �Y P.O. BO%214366, SOUTH DAYTONA. FL 32121 TELEPHONE: (386)767. 7/ FAX: (366) 7676556 ::c PAGE © COPYPJGHTZD04 E WRffrEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 3A-9 NOT TO BE REPRODUCED IN WHOLE OR IN PART WrrHOUT TH SCREEN, ACRYLIC & VINYL ROOMS Table 3A.2.2 Allowable Upright Heights, Chair Rail Spans or Header Spans for Screen, Acrylic or Vinyl Rooms e L,,,.Inum Allov 6063 T-6 SECTION 3A I Notes: 1. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to we above spans for total beam spans. 2. Spans may be Interpolated. nce E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENrCONSULTANr P.O. BOX 214368, SOUTH DAYTONA FL 32121 TELEPHONE:FAX: (386) 67-6%8774 © COPYRIGHT2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. PAGE 3A-26 SCREEN, ACRYLIC & VINYL ROOMS 1n LU ROOF PANEL (SEE SECTION 7) BEAMS MAY BE ANGLED FOR SECTION 3A GABLED FRAMES ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND _ SIZE OF POST (SEE TABLE BEAM AND POST SIZES 3A.3) (SEE TABLES 3A.3) 1" x 2" MAY BE ATTACHED FOR POST NOTCHED TO SUIT SCREEN USING (1)#10 x 1-1/2" @ 6" FROM TOP _ --- - -------- BOTTOM AND 24" O.C. _SI¢L'NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 3" =1'-0" U) 17—' ROOF PANEL (SEE SECTION 7) 1-3/4" x 1-3/4" x 0.063" - - - RECEIVING CHANNEL THRU BOLTED TO POST W/ THRU O BOLTS FOR SIDE BEAM i O E TABLE 3A.3 FOR NUMBER OF BOLTS) Q LN ANCHOR PER DETAIL FOR PP OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 3A.3) BEAM AND POST SIZES I I 1" x 2" MAY BE ATTACHED FOR (SEE TABLE 3A.3) I SCREEN USING (1) 14a #10 x 1-112" @ 6" FROM TOP POST NOTCHED TO SUIT AND BOTTOM AND 24" O.C. CENTER NOTCH POST TO CARRIER BEAM CONNECTION SCALE: 3" =1'-0" Lawre a E. Bennett, P.E. FL # 16644 IL ENG/NEEft-OEVELOPMEM' CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL32121 TELEPHONE: (386) 767<T74 FAX: (366) 767-6556 © COPYRIGHT 2600 PAGEp NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRTTiEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 3AV3 SECTION 3A 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROW LOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NOW STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 314" S.M.S. STRAP TO POST AND (1) 1/4" x 1-3/4" TAPCON TO SLAB OR FOOTING SCREEN, ACRYLIC & VINYL ROOMS a ALUMINUM FRAME SCREEN WALL ROW LOCK BRICK KNEEWALL TYPE S MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) (1) #5 0 BARS W/ 3" COVER (TYPICAL) BRICK KNEE WALL AND FOUNDATION FOR SCREEN WALLS SCALE: 314" = V-0" 4"MIN. (2) #5 BAR CONT. 2'-0" MIN. 3-1/2" BEFORE SLOPE � ALL S f,. TYPE SLOPE / NO FOOTING 0-2"/ 12" (1) #5 BAR CONT. 11 TYPE II MODERATE SLOPE FOOTING 2" / 12" - 1'-10" TYPE III STEEP SLOPE FOOTING > V-10" Notes: 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 psf. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots, and compacted prior to placement of concrete. 3. No footing other than 3-112" (4" nominal) slab is required except when addressing erosion until the projection from the host structure of the carport or patio cover exceeds 20'-0". Then a minimum of a Type II footing is required. All slabs shall be 3-1/2" (4" nominal) thick. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 -10 x 10 welded wire mesh or crack control fiber mesh: Flberrnesh ® Mesh, InForceTM 03 (Formerly Fibennesh MD) per maufacturer's specification may be used in lieu of wire mesh. 5. If local building codes require a minimum footing use Type II footing or footing section required by local code. Local code governs. (See additional detail for structures located in Orange County, FL) 6. If a carrier beam or fourth wall frame Is required use a Type II footing minimum. SLAB -FOOTING DETAILS SCALE: 3/4" =1'-0" 4PAGE Bennett, P.E. FL # 16644 ER -DEVELOPMENT CONSULTANT 0 4368. SOUTH DAYTONA, FL 32121 - FILE Agam"002' EPHONE: (386)767-4774 FAX: (385) 767-65M COPYRIGHT2084NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SOLID ROOF PANEL PRODUCTS SECTION 7 Table 7.4.1 Structall Building Systems Inc. Snap & Lock ® Composite Roof Panels Allowable Spans for Composite Roof Panels @ Various Loads Aluminum Alloy 3105 H-14, H-25 Foam Core E.P.S. 1# Density Manufacturers Proprietary Products: 3" x 48" x 0.024" Roof Penal Wind Open Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang I Cantilever Raglan 182 span 3 span d span 182 span 1 3 •span 4 span 182 span 3 span 4 span All Roofs 100 MPH 21'-4° 2&-10' 23'-0" 20'-0° 22'-9'- 21'-11"- 15'-1- 1T-9- 16'-3' 4'-0° 110 MPH 21'-4' -1 23'0' 23'-0° 18'-8° 20'-11' 20'-2" 13'-9' 15'-4° 14'-10° 4'-0" 120 MPH 20'-4° 22'-9' 21'-11° T-71 19'-5' 18'-10' 12'S° 13'-11- 13'S° 4'-0' 123 MPH 191S° 217-10' 217-1° 15'-11" 187-11' 18'-3- 11'-8- 13'3' 13'-2- 4'-0' 130 MPH 18'-0' 20'-2' 19'S" 15'-1° 17'-9° 16'3" 11'-1- 12'-11' 12'-0' 4'-0' 140 MPH 12'-4° 137-9' l—T-3° 124' 13'-9" 13'-3' 10'3" 1T-6' 11'-1' 1 4'3' 160 MPH 1 12'-4' 13'-9' 13'-3° 12'•4' 13'-9° 1373' 9'S' 10'3° Wind Open Structures Man -Sloped Roof Screen Rooms &Attached Covers Glass & Modular Rooms Enclosed Overhang I Cantilever Region 1&2 span 3 span 4 span 1&2 span 3 span 4 spanspan 3 4 span All Roofs 100 MPH 24'-11' 2T-11' 27'-0° 23'-10- 26'-8° 25'-9'0'-10' 20'-2' 4'-0"110 MPH 24'-1' 2T-11' 27'-0° 21'-11" 24'S° 23'3'19'-T 18'3° 4'-0"120 MPH 23'-10° 26-8° 25'-9- 20-5- 22'-10' 22'-1'17'-W W0'- 15'-10" 4'-0' 123 MPH 22 11" 25-7- 24'-9' 19'-10' 22'-2" 21'S'16'-0" 15'S' 4'-0" 130 MPH 21'-2' 23-7- 22-10° 18'3' 20'-10' 20-2"15'-2" 14'-8" 4'-0°140 MPH 14'S' 16'2° 15'-7' 14'-5° 16'-2' 15'-7-14'-2- 13'S' 4'-0° 160 MPH 14'•5' 18'-2' 15'--r 14'-5- 16'2` 15'-7`13'-2' 12'-9' 4'-0° Wind Open Structures Mono -Sloped Roof I Screen Roams I & Attached Covers Glass & Modular Rooms Enclosed Overhang I Cantilever Region 1&2 span 3 span 4 span 1&2 span 3 span 4 span span 1&2113"-3- 4 span All Roofs 100 MPH 23'S" 26'-2- 25'-3° 22'-3' 24'-11° 24'-1° 17'-5° 18'-10° 4'-0" 110 MPH 23'S" 26'-2' 25'3" 20'S' 22'-11' 22'-2° 16-1° 17'-5' 4'-0' 120 MPH 22'3° 24'.11" 24'-1° 1e-1° 21'-4' 20'-7' 13'-9° 14'-10° 4'-0` 123 MPH 21'S° 23'-11- 23'-2' 18'-6" 20'-9' 20'-0' 13'-5' 14'S" 4'-O- 130MPH 19'-9° 22'-1° 21'-4' 17'S' 19'-6' 18'-10' 12'3' 13'-8" 140 MPH 13'S° 15'-1' 14'-7' 13'-0' 15'-1" 14'-7' 111-31 12'-9' 4'-0' 150 MPH 1 13'S' 15'-1 ° 14'-7° 13 V 15'-1' 1,V 7' 10'S' 12'4' 11'-4' --TO-:'-- Wind Open Structures Mon -Sloped Roof Screen Rooms & Attached Covers Glans & Modular Rooms Enclosed Overhang/ Cantilever Region 1&2 span 3 span 4 spanspan 182 3 span 4 I span 1&2 span 3 span 4 span All Roofs 100 MPH 2T-ll" 31'-4' 30'3° 26'S' 29'-10° 28'-10' 20'-10' 23'-4- 22'S' 4'-0' 110 MPH 2T-11" 31'-4- 30'3- 24'-7' 27'S' 1 26'S' 19'-0' 21'-T 20'-10' N-0" 120 MPH 26'S' 0 102- 57' ° 41 1T3 -019'10"2'- MPH 2a. '-9 16-0' 193' 18'-T 4'-0'123 30 MPH 2T-8; 2 7 170" 23'-4' -6 5- 8 -6 4'-0°' 140MPH 16'.218-1' 1r_ i6-2° ' iT-0 -0' 14'-2' 15'-10' 15'-0' 4'-0° 15OMPH 16'-2" 18'-1° 17'S' 16'-2' 18'-1' 17'S' 13'-2' 14'-9' 14'-3° 4'-0' 13TRUCTALULawrence E. Bennett, P.E. FL # 16644 350 BURBANK ROAD, CIVIL ENGINEER- DEVELOPMENT CONSULTANT NATIONWIDE p [a 'BO%21,FA%t�(3. IS CAB 13-855627257 2I r[•Wtll 7B� ��irj6,ri��y FAX B 1 3-855-B 1 2B PAGE NOT TO BE REPRODU © COPYRIGHT 20e6 CED IN WHOLE OR IN PART WRHOUT THE WRnTEN PERMISSION OF LAWRENCE E. BENNETr, P.E. 7-49 Table 3A.1.3-130 Allowable Beam Spans for Miscellaneous Framing Beams for for screen, Acrylic or Vinyl Rooms For 3 second wind gust at 130 MPH velocity; using design load of 15 #/SF Note: 1. it is recommended that the engineer be consulted on any miscellaneous 2. Spans are based on 130 M.P.H. wind load plus dead load for framing. ht to center of brace to beam connection to the above spans for total 3. Span is measured from center of connection to fascia or wall connection. r 4. Above spans do not include length of knee brace. Add horizontal distance fromc�`upd9 rt/ * C \ r N4 rom M> beam spans. 'L, a 6- C I40 r• S 5. Spans maybe interpolated. AQT thti Spy 3crNN. ;' IVAZ4J "OtM gf sQtic,,Jv tjSE -Lx9 7, . 07 L m 0 O Z W D • 111 n D ' W m N Table 3A.3 Schedule of Post to Beam Size and Number of Thru Bolts Required O Aluminum Alloy 6063 T-6 # Thru•Boits Min. # Knee Z N •, Minimum W -r @ L=D /d Brace Screws D Q j Minimum Alternate 114"o 318"6 Knee Brace' 3) #8 v 5 n Beam size Post Size 2^ x 3" x 0.050" b r W Post Size 2 � z 2" x S. x 0.050" 3" x 3" x 0.093" 3 #8 z �' ITl 2" x 4" x 0.050" Hollow 2" x 3' x 0.050" n N m T m � m CD Self Mating Beams 2" x 3" x 0.050" 2 2" x 3" x 0.050" 3) 3" x 3" x 0.093" 2" % 3" x 0.050" 2 o � o a CD 2" x 4" x 0.040" x 0.100 3" x 3" x 0.093" 2 _ 2" x 3" x 0.050" 3) #10 o A a M o< 2" x 5" x 0.050" x 0.100 3" x 3" x 0.093" 2" x 3" x 0.050" 2 2 2^ x 3"0. 050" 3) #10 m .m o 2" x 6" x 0.050" x 0.120" 2^ x 3" X 0.050" 2 2^ x 3" x 0.050" 3" x 3" x 0.093' 2 3 #12 z H m m o ' 2" X 7" x 0.055 x 0.120 2° X 3" x 0.050" 2" % 4" X 0.050" ( ) m o -�,- y s 3" x 3' x 0.093° 9 2 3 #14 o'> go ' 2"x7"x O55"w InseR 2°x4"x0.050" o i 0 ffl " x 8" x 0.072' x 0.224" 3" x 3" x 0.093" 3 2" x 5" x O.Q50" x 0.100" (4 #14 c �0 0 . 3'%3"%0.093" 2"x5"x0.050"x liA20" 4 3 2llX6"x0.050°x0.120" (8 #14 V) M > T y T 2" x x x 0.224" 2" x 8" z 0.050" x 0.120" 4 2" x7" x 0.055° X 0.12Q" () n 0 r 3° x 3" x 0.125" 5 z 2" x g" x 0.082" x 0.306 3" x 3" x 0.125" 2" x 7" x 0.055' x 0.120" 8 #14 N x 0.092" x 0.369" 6 4 2" x 4" x 0.044" x 0.100" () Rt o Double Self Mating Beams - 8 #14 1T1 m 6 4 2" x 6" x 0.050" X 0.120" () 0 2 2"x8"x0.072"x0.22A" 2"x5'x0.050"x0.100' _ 8 6 2"x8"x0.051) 0.120" 10#14 #14 Z z A (2 2" x 9" x 0.072" x 0'224" 2" x 6' x 0.050" x 0.120" 10 8 2" x 7" x 0.055" v � 2 2" x 9" x 0.082" x 0.306" 2" x 7' x 0.055" x 0.120" _ n x" 2" x 8' X 0.072" x 0.224" 210x 0(2x36 The minimum number of thru bolls is (2) r o •Minimum post 1 beam may be used as minimum knee brace Z r 90 O y O O 0 O fn M M M