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HomeMy WebLinkAbout329 Kays Landing DrCEIVED JAN 1 0 2011 8X: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No:I % j Documented Construction Value: $ Job Address: `. r Ve Historic District: Yes No Parcel ID: - Zoning: Description of Work: El CIOs U red Plan Review Contact Persslon: L.VI 1 Phone: Al a 7 V a 0 Fax: `I'D ll / I tV E-mail: Title: Property Owner Information Name V I ®S ( 1 qho S Phone: Street: S y Resident of property? City, State Zip: Contractor Information Name k Phone: 11VICA I I MAOAO Street: Fax: City, Zip: State License No.: SCG 1311 SO d 4 Arch itect/Eng i neer. Information Name: CWOVA Phone: Street: Fax: City, St, Zip: + E-mail: BondingCompany: Address: Buildin Permit 401 s39 a,s-3 Mortgage Lender: Address: PERMIT INFORMATION S o OSquareFootage: Construction Type: No. of Stories: No. of Dwelling Units: Flood Zone: X GEee a qs'J J Electrical New Service — No. of AMPS: Mechanical (Duct layout required for new systems) Plumbing New Construction - No. of Fixtures: Fire Sprinkler/Alarm 0 No. of heads: J, -7, ( 0 E Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in. this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENT'S TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the regturements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee. A copy of the executed contract is required in order to calculate a plan review charge. If the executed contract is not submitted, we reserve the right to calculate the plan review fee based on past permit activity levels. Should calculated charges exceed the documented construction value when the executed contract is submitted, credit will be applied to your permit fees when the permit is released. o e lo Signature of Owner/ ent bate Signature of Con etor/Agent Date q Print Owner/Ager 's Name ontraetor it's Name t) Signature of Notary -State of Florida ignature of Notary -State of Florida r °j%e TERRY RA WORLEY z''" ^ Notary Public State of Florida MY COMMISSI N # DD978175%Lani Rae Minson My Commission EE028160 i« EXPIRES April 01 2014 ?orno Expires 10/12/2014 407) 398-0153 F.,.N..,yService.com Owner/Agent is Personally Known to Me or Contractor/Agent is V Personally Known to Me or Produced ID AL OL. Type of ID L3ZZg(,l koy2,5 o Produced ID Type of ID APPROVALS: ZONING: __Lk1 Ittolti UTILITIES: WASTE WATER: ENGINEERIN FIRE: BUILDING: 4A, COMMENTS: ' (we c.e Rev 11.08 f CCL CCL/IBI CONSULTANTS, INC. CPT. A O/NS/OW OF INC /B/ G1Q01/P AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS 2200 PARK•CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 POMPANO BEACH ORLANDO TAMPA JUPITER WWW.CCL-POMPANO.COM - WWW.CCL-OR4ANDO.COM A DIVISION AE INE /B/ aWUP ANqxlt KAY'S LANDING PHASE 2 N NA77ONAL FLOOD INSURANCE PROGRAM BEAR/NG BASED ON 7HE WEST LINE OF 7HE tic. r COMMUNITY NUMBER PANEL NUMBER 12029412117CO040E NORTHEAST 1/4 OF SECTION 34 TOWNSHIP 19 PRC = POINT OF R CATV. CABLE TV MAP REVISION 05/17/1995 SOUTH, RANGE 30 EAST, SEMINOLE COUNTY, FLORIDA, BEING S 0074'40" E, AN ASSUMED MERIDIAN. FLOOD ZONE X AS MEASURED; UNLESS OTH£RW1S£.N07 0. LEVA7)ONS DERIVED BY SI IE BENCH MARKS 33.99 w-- I 33.83 SUPPLIED BY THE PLAr77NG SURVEYOR. Z L E G E N D LEGAL DESCRIPTION.- R- RADIUS L- ARC DISTANCE O INDICATES 5/8" if L.B. 5610 CAP ((IF a- CENTRAL ANGLE A/C- AIR CONDITIONER SLAB L.a = LICENSED BU N&D = SET NAIL A CENTERLINEC.E. PPOINTDOFCCEASEMENTPCC- L.M.E. - LAKE MAINTENANCE EASEMENT. PI = POINT OF IN1U.E. - UTILITY EASEMENT F. F. FINISH FLOOR PRC = POINT OF R CATV. CABLE TVFHYD. - FIRE HYDRANT L.P. -TIGHT POLEW.M. -WATER METER ELEC. - ELECTRIC S W.V. a' WATER VALVE PT =POINT OF TA EXISTING SET WITH NUMBER iS OTHERWISE NOTED L.H. 5610 1CURVATURE tic CURVATURE LOCATION SKETCH TION (NOT TO SCALE) SCALE: V xl C£R77f1E0 TO.• . VACIL/OS LIATSOS .h •SHANNON L/ATSOS ENGL£ HOMES/ORLANDO, INC UNIVERSAL LAND II7LE1,nRST AMERICAN 7I7LE INSURANCE COMPANY PREFERRED HOME MORTGAGE COMPANY LEGAL DESCRIPTION.- FOUND NAD FOUND NAD A8'M68o KAYS LANDING DRIVE E'fj'6• 50' RIGHT—OF—WAY) County, Florida. ASPHALT PAVEMENT NOTES. h h r 1. UNLESS IT BEARS THE SIGNATURE'AND TH£'ORIGINAL RAISED. - SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS CcN89.51 25 E s' » 62.00 s."51'25"W - AS MEASURED; UNLESS OTH£RW1S£.N07 0. 10' LI.E. II PURPOSES ONLY AND IS NOT VAUD. ADD177ONS OR DELE77ONS ` 33.99 w-- I 33.83 Z I I 34.6 I BRICK LI,I I : PARTY OR PAR77£S IS PROHIBITED W17HOUT WRITTEN 25' B. CONSENT OF THE SIGN/NG PARTY OR PARAS., 5. LOCA770•NS ARE UMI'rrD TO.W-VeLE IMPROVEMENTS ONLY. O 2. 11£S ARE TO THE ABOVE GROUND FO_UNDA17ON OF BUILDING. 19.3' O I 0 p 4. ? OO 42 o PLOT PLAN 4/4/06 JAM -"/ I CA W w CA 6.0I' COI£RED ENTRYCA 00 ADDED CERTS Y2/tt/O6 JAM v 11.3' LL 6.0 ` 2.7 N 4. rn I 0 0 ti.0' s T ,< L T 127 U TWn STORY RESIDENCEI329 34.8 F.F. EL. 35.92' GAR. EL. 35.15' 6.0 4.9 II Dour Cil I Cl1 Ii Q0 S- 34.9 xl C£R77f1E0 TO.• . VACIL/OS LIATSOS .h •SHANNON L/ATSOS ENGL£ HOMES/ORLANDO, INC UNIVERSAL LAND II7LE1,nRST AMERICAN 7I7LE INSURANCE COMPANY PREFERRED HOME MORTGAGE COMPANY LEGAL DESCRIPTION.- Lot 127, Kays Landing, Phase 2, according to the PlOt thereof, as recorded in Plot Book 69, at Page 43-44, of the Public Records, Seminole County, Florida. NOTES. r 1. UNLESS IT BEARS THE SIGNATURE'AND TH£'ORIGINAL RAISED. - SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS J. PLAT AND RECORDED. DIMENSIONS ARE 7HE SAME DRAWINQ :SKETCH, PLAT OR MAP IS FOR /NFORMATONAL AS MEASURED; UNLESS OTH£RW1S£.N07 0. PURPOSES ONLY AND IS NOT VAUD. ADD177ONS OR DELE77ONS ` 4. LANDS SHOWN HEREON WERE NOT ABS7RAC7ED BY r— TO SURVEY MAPS OR REPORTS BY 07HER THAN INE SIGNING CCL CONSULTANTS, INC FOR EASEMENTS AND OR RIGHTS - PARTY OR PAR77£S IS PROHIBITED W17HOUT WRITTEN OF -WAY OF -RECORD. CONSENT OF THE SIGN/NG PARTY OR PARAS., 5. LOCA770•NS ARE UMI'rrD TO.W-VeLE IMPROVEMENTS ONLY. V 2. 11£S ARE TO THE ABOVE GROUND FO_UNDA17ON OF BUILDING. 6• THIS SUP L'OES NOT REPIECT OR DE7LrRMINE OWNERSHIP. REVISIONS: " DATE: 8Y: 7. 7H15 SURVEY EXCEEDS AIF, M#4MUM CLOSURE ACCURACY AOR. A SUBURBAN 5(IRL'EY- AS REOUIRED IN 61G17-6.003 0 p 4. ? PLOT PLAN 4/4/06 JAM -"/ IOFELOFt/CA ii!/N/MUM' tcLY!N/CAL STANDARDS FOUNDATION LOCATION 06/02/06._ 8GH FINAL 8/31/06 JAM ADDED CERTS Y2/tt/O6 JAM llls0 W. HERR P.L.S. PROFESSIONAL SURVIE-OR and MAPPER #4907 STATE OF FLORIDA DATE OF S1,/RVEY'I DRAWNCHECKED FIELD8/31/06,, BY .'iiilul I_ BY DSB BOOK 704/09 34 N. 3 c L A,1y 7-- v 91 a\ fw 1 4 c,,r to c L A,1y 7-- v Z - I 2/ o .n •fc.o.ra w<< lO•,O` V lzo L0 Zo W% N c 4 vim. o wc- 2 G 17 `( eo N r D 2--o Lz o 91 a\ fw 1 4 c,,r to o-4 2--4 N z lzo L0 Zo W% N c 4 vim. o wc- 2 G 17 `( eo N r D 2--o Lz o 3' 3' it 11- ERIA IN Tyoy T M 4A "/,- ty-) 1` « 59 09 3(- 3, 91 a\ fw 1 4 c,,r to o-4 N z 1 YO•o`f(i o.( w(L D.QI I`• iwL t 3' 3' it 11- ERIA IN Tyoy T M 4A "/,- ty-) 1` « 59 09 3(- 3, 7 General Notes & Design Statement 1) This structure has been designed in accordance with the requirements of the 2007 FBC — Residential, Chapter 3, Section R301.2.1.1, with the 2009 supplements. Wind loading requirements were met in accordance with 2007 FBC-Building, Chapter 20 (Light Metal Alloys) - Table 2002.4 DESIGN PRESSURES FOR ALUMINUM SCREEN ENCLOSURES). a. I=0.77 for 110 MPH or higher \ I=0.87 for 100 MPH b. Building Category = I (in accordance with 2007 FBC-Building Chapter 16 table 1604.5). c. Applicable Internal Pressure Coefficient: f 0.00 d. Design Pressure for Exterior Components & Cladding: +14 PSF e. Wind Speed is based on a 3 second gust wind speed. Wind speed and category are defined in the title block. 2) This structure is designed to be attached to block and wood frame structures of adequate structural capacity. The contractor shall verify that the host structure and foundation to which the aluminum structure attaches to is in good condition and meets all requirements of sufficient strength as set forth by the engineer of record. If there is a question of structural capacity then the owner, at his own expense, shall hire an architect or engineer to verify the structural capacity of the host structure. 3) The screen enclosures designed with this set of engineering connection details are not required to be sealed by an engineer in accordance with F.S. 489.113(9), provided they meet the following requirements: (1) Pool enclosures shall not exceed 16' in average height or a combined height and span of 50'. (2) Solid roofs (composite roofs or aluminum pan roofs) shall not exceed 16' in span. Structures that exceed the aforementioned requirements are to be signed and sealed by Frank Cleaton, JR, P.E. 4) The user of this generic engineering package is required to have only one signed and sealed letter of authorization from Frank Cleaton, JR, P.E. per job, allowing for the usage of this set of engineering. Copies of said letter can be made, provided they are used in conjunction with an individual signed and sealed letter. 5) Where super gutter is specified, the two available sizes of 5 in. and 7 in. can be used interchangeably, unless otherwise noted. 6) Screen wall and screen roofs are based on a 60% screen mesh density with a maximum density weave of 20x20 threads per square inch. 7) Actual wall thickness of members shall not be less than 0.040 in. Alloy of members is given in the "Member Definition List." 8) Concrete shall be a minimum 28 day compressive strength of 2500 PSI, and be in accordance with the requirements of ACI 318. Reinforcing steel shall have a minimum yield strength of 40,000 PSI (grade 40) and be provided with cover in accordance with ACI 318. If existing concrete slab/footing are deemed adequate, it may be incorporated into a new slab/footing by observing the following procedure: a. Clean and scabble all connecting edges b. Drill and epoxy embed 43 (MIN) reinforcing bar placed @ 24" O.C. mid depth. The rebar should be embedded a minimum of 4" (using Rawl R-KEA Epoxy Acrylate Resin System or approved equal), leaving 8" exposed to be incorporated into the new slab/footing. 9) Doors and their locations are incidental to the structural integrity of the design. 10) Knee Brace lengths are given by their horizontal and vertical displacements and not the actual cut length. 11) Screen Frame wall with guardrail are designed as follows: a. 20 lbs/LF in any direction at the top of the rail and will transfer loads to the supports of the structure. b. 200 lbs concentrated load at any point in any direction along the top C. A 1.33 stress increase is allowed per 1607.7.1.3 for working stress (allowable stress) design. 12) Screen mesh continuity along frame members is incidental to the structural integrity of the design, therefore each panel is not required to be fastened in place independent of other panels around it. 13) When using Self -Drilling TEK screws in lieu of S.M.S., longer screws must be used to compensate for drill head so that the required embedment length of threaded parts of the screw are in positive contact with the host or connected material. TEK screws and S.M.S. are used interchangeably. Aluminum Surfaces in contact with lime -mortar, concrete, or other masonry materials, shall be protected with alkali -resistant coatings such as heavy -bodied bituminous paint or water -white methacrylate lacquer. 14) Unless otherwise noted, concrete anchors shall be placed no less than 2-1/2" from the edge of slab/footing or 5x the embedment of the fastener: 15) Any notes or design specifications inside the engineering details can be superseded by a site-specific design sealed by the Frank Cleaton, JR, P.E. 16) Minimum edge distance and center -to -center distances for fasteners are as follows: C-1022 Low Carbon Steel S.M.S. & Self -drilling (TEK) screws Fastener Nominal Diameter Minimum Edge Distance Minimum Center to Center Distance 10'" 0.188 5/16" 1/2" 12 0.219 3/8" 5/8" 14 0.25 1/2" 7/8" 1x2 O.B. 0x2x0.044 Open Back) 6005-T5 1x3 O.B. 1x3x0.044 Open Back 6005-T5 Self -Mating Beam Half -Shell 6005-T5 alloy 2x2 H 2x2x0.044 Hollow) 6005-T5 2x3 H 2x3x0.045 Hollow) 6005-T5 Fastener stitching along top and bottom at 24" O.C. Size of SMS determined by depth of beam. 2x4 SMB - 2x7 SMB uses #10-0 x 0.75 S.M.S 2x8 SMB - 2x10 SMB uses # 14-0 x 0.75 S.M.S. SMB Naming Convention Label Name Proper Name 2x4 SMB 2x4x0.0464.100 Self -Mating Beam 2x5 SMB 2x5x0.050x0.116 Self -Mating Beam 2x6 SMB 2x6x0.050x0.120 Self -Mating Beam 2x7 SMB WxO.0554.120 Self -Mating Beam 2x8 SMB 2x8x0.072x0.224 Self -Mating Beam 2x9 SMB 2x9xO.072xO.224 Self -Mating Beam 2x10 SMB 2x10x0.092x0.389 Self -Mating Beam 2x4 H 2x4x0.050 Hollow) 6005-T5 2.0000 in Self -Mating Beam Fastened Together 6005-T5 Alloy) r I ..T 2x2 Anqle U -Channel I Receiver Channel 2x2x0.125 Angle) 1x2x0.055 U -Channel H -Channel 1x2 Angle 6005-T5 6005-T5 2x&0.062 H -Channel 0x2x0.062 Angle) 6005-T5 6005-T5 Door Jamb VxW.046 Door Jamb) 6005-T5 DAVIS & CLEATON ENGINEERING, INC. Civil Structural t 601 North Orlando Ave. Maitland, FL 32751 PHONE: (407) 539-2353 FAX: (407) 407-539-2334 r,eet: F K CLEATON, JR, P.E. Wind Zone: 130 MPH Des gn conforms to the FBC 2007 Building and the FBC 2007 Residential, with ENGINEER - FL. LIC. 35816DlExposure: B the 2009 suppiements, as well as the ASCE 7-05. Continuous Rebar with - 2500 PSI 3" minimum concrete cover Minimum Concrete Strength See table tabled "Continuous Perimeter Footing Usage Requirements" table for quantity and size X2 -III ° I (- 1 I 0, ° D I i Compacted or Undisturbed soil / X1 .......... Continuous Perimeter Footing Slope of grade to be 5 10° with the continuity remaining for at least 24" from edge of slab See note #2. 2500 PSI Minimum Strength with 6x6x10 W.W.M. Footer Sime Rebar Size & Qty 100-130 M PH Exposure B 100-130 MPH Exposure C xl x2 •3 15 Max ....Span Max Upright Height Max Seem Span Max Upright Height 8 8 2 1 15.2' 12.1' 12.1' I0.4' 12' B' 2 1 23.0' 16.0* 19.2' 14.8' 12' 12' 3 2 30.0' 17.1' 26.3' 16.0' 12' .16' 3 2 36.0' 22.2' 31.2' 16.9' 12' 18' 3 2 38.0' 23.3' 34.0' 178' I6- 18- 4 3 44.2' 29.5' 40.0' 22.5' 16' 24' 4 3 57.6' 35.4' 48.0' 274' 20' 24' 5 4 69.1' 39.7' 57.6' 32.5' Continuous Perimeter Footing Notes: 1) 'lel" and 'AT dirresions may be swPodled to a000rrodate for field conditions. 2) If the span capabilities and the upright height capabilities are in conflict the larger footer is to be used 3) ReinW errent bars to be grade 60 steel 4) Footer sine is detmrined by using the average bears span or upright height of the ad)oiring roof or wall hely 5) For side walls (nom -beating walls), use the width of the aiioirirlg puriin for the "Max Beare Spat" (which Would is typically no more than S wide). 4" Nominal Slab Thickness) mil Vapor Barrier Compacted or undisturbed soil/sand treated for termites Typical Mono -Slab Foundation Continuous Rebar with Slope of grade to be 5 10° 3" minimum concrete cover See table tabled "Continuous with the continuity remaining Perimeter Footing Usage for at least 24" from edge of slab. Requirements" table for 2500 PSI Minimum Strength with See note number 2. quantity and size 6x6x10 W.W.M. p b KVe.. Mono-Slab Turndown Footing Notes: 1) 'lel" and "xr cirreisiors maybe switched to amornodate far field aoriditiors. 2) Slope of grade to be <_ W with the continuity remaining for at least 24" from edge of slab. Under these cor-dtions the slab may be 4" above grade If the grade is greater than Ur then a mininum 12" x 12" footer with (2) #5 rebars is to be Used with a rnitinun of 12" below grade 3) Raw muter 1 in the "Mtxto-Slab with Tu mdom Footing RegUmen e W table represelts a alonclithic slab With no tumdo n hooting 4) If the span capabilities and the Upright height capabilities are in conflict the lager hooter is to be used 5) Reinfa car, K3, bars to be grade 60 steel 6) Footer sine is detenrined by using the average beam span or upright height of the addrirg roof or wall respectively 7) To deliemine "span" of side thralls (nonbearing walls), use the width of the adoiring pudin for the "Max Bean Span" (Which would is typically no more than 9 Wide). 4" Nominal Slab Thickness) r ' ' X 1 ? Compacted or undisturbed soil/sand treated for termites Turndown Footing Detail used only when required) Note: This detail may also be used in the case of a retaining wall where the material being retained may be on either side shown here. Mono -Slab with Turndown Footing Requirements Turndown Size Rebar Size & Qty 100-130 MPH Exposure B 100-130 MPH Exposure C xI x2 3 #5 Max Beam Span Max Upright Height Max Beam Span Max Upright Height 0- 4- 0 0 50.4' 16' 45.3' 14' 8- 8' - 2 1 572' 21.3' 52.8' 18.4' 12" 12- 3 2 63.9' 26.4' 58.1' 228' 12- 16' 3 2 70.4' 30.1' 64.5' 271' I2- 18' 3 2 75.3' 33.4' 70.9' 1 30.4' Note: This detail may also be used in the case of a retaining wall where the material being retained may be on either side shown here. 5 Continous In Poured solid Cell Rebar Dowell @ 36" O.C. in Poured Solid Cell One C.M.U. is below t • 8"x8"x16" C.M.U. Grade (Typical) ' I r (Typical) 77 til • l l. T\ D • • D 4„-. ----:4 --- ------- V-0 ........ ....... V-0...---A.--;..q„ 3) #5 Rebar continuous al .................. 2'-8 ........................ ; Knee Wall / Retaining Wall Section SCALE: 1 rr =1 •-0•r If this box is circled then the foundation for the screen enclosure or screen room is pre-existing and has been verified by the contractor that it meets structural requirements and is in good condition. See Note #2 in Design Statement. Existing Foundation DAVIS & CLEATON ENGINEERING, INC. civil Structural 601 North Orlando Ave. Maitland, FL 32751 PHONE: (407) 539-2353 FAX: (407) 407-539-2334 h`°te Wind Zone: 130 MPH Design conforms to the FBC 2007 Building and the FBC 2007 Residential, wllh supplements, as well as the ASCE 7-05. D2 Exposure: B the 2009 o Lrn n ER Imo_ l l Ile 5 Continous In Poured solid Cell Rebar Dowell @ 36" O.C. in Poured Solid Cell One C.M.U. is below t • 8"x8"x16" C.M.U. Grade (Typical) ' I r (Typical) 77 til • l l. T\ D • • D 4„-. ----:4 --- ------- V-0 ........ ....... V-0...---A.--;..q„ 3) #5 Rebar continuous al .................. 2'-8 ........................ ; Knee Wall / Retaining Wall Section SCALE: 1 rr =1 •-0•r If this box is circled then the foundation for the screen enclosure or screen room is pre-existing and has been verified by the contractor that it meets structural requirements and is in good condition. See Note #2 in Design Statement. Existing Foundation DAVIS & CLEATON ENGINEERING, INC. civil Structural 601 North Orlando Ave. Maitland, FL 32751 PHONE: (407) 539-2353 FAX: (407) 407-539-2334 h`°te Wind Zone: 130 MPH Design conforms to the FBC 2007 Building and the FBC 2007 Residential, wllh supplements, as well as the ASCE 7-05. D2 Exposure: B the 2009 10 x 1/2" S.M.S. EACH SIDE QUANTITY FROM TABLE) KNEE BRACE LENGTH VARIES (SEE SECTION VIEW) a KNEE BRACE ATTACHED o USING STANDARD Y 0.050" H -CHANNEL TYP.) KNEE BRACE 10 x 1/2" S.M.S. EACH SIDE (TYP.) QUANTITY FROM KNEE BRACE SCHEDULE) BEAM TO C®LU M.'N Knee Brace Schedule 4' Size Length Qty Par Flange 2x2X0.044 Up to 2' 2 2x3x0.050 2' to 4' 3 2X4%0.050 4' to 6' 4 2x4x 0.048x 0.100 SM B 6' to 7' 4 2x6x 0.050x 0.120 SMB 7' to 8' 6 13F_AM SCHEDULE rtbatrry Width 4' 5' 6' _.. 7' e•';' 7 1 7.5 1 8 Erredive Aaen (PL) 2x2 H 6.2 2x4 SMB 20.4 18.9 17.3 16.0 14.9 2x5 SNB Zr.3 24.4 2L3 20.6 19.3 a63MB 31.8 r 28.9 26.4 24.4 228 H= 2x7SMB-i 36.2 33.3 304 28,1 26.3=.' 2x8 SMB 47.1 43.7 41.2 39.1 37.3 2x9 SMB 55.9 1 51.9 4&8 46.4 44:4 E 2.10 SMB 67 2x5 WEI 60.01 59.9 28.5 26.0 56.4 237 53.5 220 51.2 20.5 2x7 TFB 38.5 35.7 33.4 30.9 28.9 2x9 T1-T3 51.1 47.5 44.7 424 40.6 Notes 12.5 12.1 2x6 SMB 19.6 18.5 11 spans may ue nterpoiatea rwt na extrapaate0 2) Far anything smaller man a 2x4 fie, a 2(2 or 23) use the pud'n table to determine spans. Purlin Schedule (up to 130 MPH I Exposure B) Chair Rail Schedule Tributary Width (1t) 4 1 4.5 1 S 155 6 1 6.5 1 7 1 7.5 1 8 Effective Span Ft 2x2 H 6.2 1 2x2xO:O45 8.5, EBecdve Span (fl) 7.6 1 7.1 6.8 m 2x2x0.044 8.0 8.0 8.0 8.0 8.0 8.0 7.9 7.7 7.5 b E 213x9.050 13.7 13.1 128 12.4 12.0 1L7 114 111 10.8 1 200.060 15.3 14.7 14.3 13.8 13.4 129 124 119 114 10.6 214x0.050 17.0 17.3 168 161 15.8 15.1 144 13.7 13.0 Chair Rail Schedule Number of 810 S.M.S. Required Ream Size 2.4 1 2x5 1 2x0 1 20 1 2x8 1 2x9 Number of 814 S.N.S. Required Beam size 4 1 4 PURLIN EAVE RAIL 1X2 O.B. , 10 x 1-1/2" S.M.S. FASTENED EVERY 24" O.C.TO CONNECT 1x2 O.B. TO EAVE RAIL Note: Straps are not required when: 1) the upright has a connection to the super gutter in the top 1/4 of the upright. (2) the upright member is a 2x2 H. Column Schedule 2x6X0.075 GUSSET PLATE 10 x 1/2" S.M.S. FASTENED INTO PURLIN AND BEAM QUANTITY AS SHOWN) TYP. ) COLUMN Tributary Width Tributary Width 4' , 5' 1 6' 7 8' 7.0' 1 7.5' Effective Span Ft 2x2 H 6.2 1 2x2xO:O45 8.5, 7.8 7.6 1 7.1 6.8 m 2x3xO.050 11.0 10.4 9-7 9.1 8.7 n 2x3xO.060 12.7 11.8 11.1 10.6 10.1 E 2x4xO.050 13.6 12.7 11.7 11.2 10.5 10.7 2x5xO.050 15-0 13.4 12.2 11.3 10.6 Number of 810 S.M.S. Required Ream Size 2.4 1 2x5 1 2x0 1 20 1 2x8 1 2x9 Number of 814 S.N.S. Required Beam size 4 1 4 PURLIN EAVE RAIL 1X2 O.B. , 10 x 1-1/2" S.M.S. FASTENED EVERY 24" O.C.TO CONNECT 1x2 O.B. TO EAVE RAIL Note: Straps are not required when: 1) the upright has a connection to the super gutter in the top 1/4 of the upright. (2) the upright member is a 2x2 H. Column Schedule 2x6X0.075 GUSSET PLATE 10 x 1/2" S.M.S. FASTENED INTO PURLIN AND BEAM QUANTITY AS SHOWN) TYP. ) COLUMN Tributary Width 4.0' 1 4.5' 1 5.0' 1 5.5' 1 6.0' 1 6.5' 1 7.0' 1 7.5' 8.0' 2x2 H 6.2 5.8 5.5 Effective Height Ft. 5.1 4.8 4.6 4.2 1 3.9 3.3 2x3 H 8.1 7.8 7.3 6.9 6.7- 6.4 6.1 5.9 5.5 3x2x 0.070 H 9.7 9.1 8.8 8.4 8.0 7.8 7.2 7.0 6.4 2x4 -H 10.7 10.0 9.7 9.2 8.8 8.6 7.9 7.7 7.0 2x4 SMB" 13.9 13.1 12.4 11.8 11.3 10.9 1.0.5 10.1', 9.8 2x5 SMB 17.2 16.2 15.3 14.6 14.0 13.5 13.0- 12.5 12.1 2x6 SMB 19.6 18.5 17.6 16.7 16.0 15.4 14.8 14.3 13.9 2x7SMB 22.0 20.7 19.7 18.8 18.0 17.3 16.6 16.1 15.5 2x8 SMB 30.3 28.9 27.4 26.1 25.0 24.0 23.2 22.4 21.7 2.9 SMB 36.0 34.6 3 3.2 31.6 30.3 29.1 28.0 27.1 26.2 2x10 SMB 41.5 39.9 38.5 37.0 35.4 34.0 32.6 31.7 30.7 2x5 TFB 18.2 17.1 16.3 15.5 14.8 14.2 13.7 13.3 12.8 2x7 TFB 24.2 22.8 21.6 20.6 19.7 18.9 18.2 17.6 17.1 2x9_TF. B32.8 1..30_9 29.3 27.9 26.7 25.7 24.8 23.9 23.2 This table applies to bearing and non -Deering walls for horizontal wind loads in design. Heights may be interpolated but not extrapolated 10 x 2" S.M.S. EACH SECONDARY MEMBER, SECONDARY FASTENED INTO SCREW BOSSES MEMBER ooee e u ue=sue== 10 x 1/2" S.M.S. PRIMARY MEMBER FASTENED @ 24" O.C. Internal Fastening Connection Carry Beam Schedule for Screen_ Enclosure Roofs H+m+w fr wm.rstra6 It 1 12' 1 2(/' 1 24' 1 30' 1 31' 40' M' I 48' I SY Imm Effective Span (Ft) 2c4SbB 164 14.1 11.7 109 9.6 9.1 8.4 8.0 7.7 7.3 2x5 SMB 27.1 17.4 14.7 1a7 123 11.5 10.7 10.2 9.8 93 216 SMB 224 20.4 17.2 15.8 14.1 132 122 117 11.2 107 n 217 SMB 25.4 234 195 183 16.4 15.3 142 ' 135 129 124 2c8SMB 31.6 287 24.1 227 209 19.6 18.2 17.3 16.5 15.9 219 SMB 34.3 31.6 25.6 25.0 227 - 21.3 19.7 188 18.1 17.3 f 2110 SM8 427 39.3 - 330 31.0 28.6 27.5 25.9 24.7 23.6 227 2t5 TFB 24.1 222 185 17.4 15.6 14.5 13.5 1 128 123 11.8 217 TF6 30.0 27.3 229 21.6 19.9 186 17.3 164 15.7 15.1 219 TFB 36.3 334 2B.1 2&4 24.3 Zi4 Me 21.0 20.1 19.3 bj ans may De lrxefpo ama out not extrapolated Notes: 1) Beam member size is chosen by the span between the knee braces 2) If there are no knee braces then the span is chosen by the distance of the beam length minus half the depth of each upright. (i.e. - Beam Length - (half depth of Upright 1 + half depth of upright 2)). 3) Knee Brace Length shall not exceed what is given in the Knee Brace schedule (ke 8' in horizontal or vertical distance) unless the site-specific layout has been approved and sealed by a licensed professional engineer. 4) Upright member size is chosen by the span from the ground to the bottom of the knee brace. 5) Chair rails that are attached to uprights through the web of the upright into every available screw boss of the chair rail, may be used as Guard Rails in screen enclosures provided that they are set at a height of between 18" & 48" and that they span no greater than what the Chair Rail Schedule' identifies for each respective member. 6) The span tables shown are calculated for exposure B type terrain. If exposure C is needed, then use the multipliers as follows: With a height range of [0'-15': multiply span by 0.83 or fasten Self -Mating Beams together @ 12" O.C.3, [15'-20': multiply span by 0.78 or fasten Self -Mating Beams together @ 12" O.C.], [20'-25': multiply span by 0.74 or fasten Self -Mating Beams together @ 8" D.C.], [25'-30': multiply span by 0.71 or fasten Self -Mating Beams together @ 6" D.C.]. 4. f D"IS & CLEATON ENGINEERING, INC. Civil Structural d 601 North Orlando Ave.XF%LE.ATON, Maitland, FL 32751 PHONE: (407) 539-2353 FAX: (407) 407-539-2334 Wind Zone: 130 MPH Design -.dorms to me FBC 2007 Building and me FBC 2007 Residerttiai, withR, P.E. Fxnnorra- R the 2009 supplements, as well as me ASCE 7-05. 5816 i i Note: 2x4 1) Super Gutter is optional. 2x7 2x8 2xg 2x10 Notes: 2X4X0.050 2) In cases where there is no super gutter, the 2x2x0.125" angle is 1) This connection is only good for non -load bearing transom walls that are 3 still required and may attach directly to the fascia. 60" in height or less from the top lip of the super gutter. 6 3) 2x2x0.125" angle may attach to either the vertical upright or 2) For "non -load bearing" transom walls that are taller in height, reference UPRIGHT drop down to the horizontal arm from the fascia or super gutter. the 'Transom Upright to Super Gutter Connection Detail" for attachment to or Gutter Attachment see Super Gutter Connection to the super gutter and the "Purlin to Column" detail for attachment to the top. 1) Super Gutter may be 5" or 7". Upright member size would also be determined by using the Column Schedule. 2) The upright is shown lining up with a puriin in this detail. This is typically how it's installed, but is not required. The uprights need to be spaced such that Gutter Reinforcement System e the span between them does not exceed what the roof perimeter member can span according to the "Beam Schedule" table. 10 x 1/2" S.M.S. (FOR UP TO 2x7) OR #14-x 3/4" S.M.S. transom wall as being braced to the host structure. When the transom wall is braced.to the host structure, requirements for 3) This type of connection is used to break up the span of the.roof perimeter 10 x 1/2" S.M.S. # 10 x 1/2' S,M.S. (FOR UP TO 2x7)' member. If the roof perimeter member is large enough to support the span HOUSE FASCIA OR -#14 x 3/4" S.M.S. (FOR 2x8 OR HIGHER) FASTENED THROUGH O O O O on its own (i.e. a 20 SMB spanning a 12' distance) then the upright supports diagonal bracing in, the roof change accordingly: See the detail 2"x2"x1/6" ANGLE - - -O - FASTENED THROUGH 2'x2"xl/8" ANGLE AND are not necessary and this detail is not required. necessary for. structural reasons. - INTO UPRIGHT EACH SIDE O 0_0 O QUANTITY AS SHOWN) O _ - - 0 ( QUANTITY FROM TABLE) a maximum spacing of 60". It is not required to be placed at the uprights. O O O O O O O O HOUSE WALL IN ORDER TO BE CONSIDERED A BRACED TRANSOM WALL, THE O - O; O 10 x 1/2" S.M.S.,(FOR UP T,0 2x7) - - --, 3/8" 0 x 2-1/2" CONCRETE p, OR # 14 x 3/4" S.M.S. (FOR 2x8 OR GUTTER REINFORCEMENT BRACKET _ ANCHOR (QUANTITY FROM HIGHER) FASTENED THROUGH, 1/6" TABLE) SPLICE PLATE AND INTO UPRIGHT .TO BE PLACED AT EACH BEAM LOCATION- QUANTITY FROM?TABLE) AND CUT @ 6' IN LENGTH. ALSO TO BE - PLACED IN BETWEEN EACH BEAM 2) #SO -0x 0.5" SMS fastened LOCATION AND CUT @ 3" IN LENGTH Number of Gusset Pilate Screws - into underside of roof perimeter LOOKOUT ARM Upright Size 2x4. 2x5 2x6 2x7 2x8 2x8 2x10 Qty of Screws 16 18 20 24 26 30 30 1" x 2" x 0.046" U -Channel Number of Fasteners to Angle Clip Standard Purlin10-0x3"SMS shown 0.clip used for attaching uprightx de SMS fastened to the roofintoeachsideoftheupright perimeter. External isconnectingpudintoroof ( in o each i Uprlghl Size 2x4 2x.5 2x6 2x7 2x8 2xg 2x10 perimeter via internal screw, boss. U -Channel clips may also be used (internal or external) with 2) #10-0 x 0.5" SMS fastened on. each cine of the roelin. 2X4X0.050 shown, out internal u-aip may also be used. Q ty of Screw s 3 4 5 6 7 8 9 00 j 2x 2x 0.125" Angle clips are optional U ht» but if used are only required to be 2" Upright n Knee Brace Schedule BEAM See appropriate "Beam to Upright" Length may -also be sloping) connection detail (i.e. sloping or flat) 2x2X0.044 UPRIGHT 2 Size determined from upright table) 2' to 4' 10 x 1/2" S.M.S. EACH SIDE 2X4X0.050 QUANTITY FROM KNEE - 4 BRACE SCHEDULE) 6' to 7' FASTENED THROUGH STANDARD 2x6x 0.050x 0.120 SMB 0.050" H-CHANNEL.(TYP.) 6 0.062- KNEE BRACE OPTIONAL. S E NOTE #2) or Gutter Attachment see Super Gutter Connection to n Knee Brace Schedule Size Length Qty Per Flange 2x2X0.044 Up to 2' 2 2xR0.050 2' to 4' 3 2X4X0.050 4' to 6' 4 2x4x 0.048x 0.100 SMB 6' to 7' 4 2x6x 0.050x 0.120 SMB 7' to `8' 6 on in height and require (2)#10-0 x 0.5" SMS 2x2 H upright shown, but upright should in each flange of the angle (similar to what's be selected based on "Column Schedule" or shown). by Engineer of Record on a site-specific design. 1" x 2" x 0.046" U -Channel _ clip used for attaching upright Super Gutter to the roof perimeter. External is Size of super gutter shown, but internal incidental to thisaiU -Clip may also be used. connection detail Gutter to Fascia connection O > O not shown for purposes of simplification le el 4)#10-0 x 0.5" SMS fastened through back side of upright Host" detail or Super Gutter to into super gutter carry beam detail. Front View Note: From Inside Cage -Without Purlin Shown) H -Channel Profile 1) Super Gutter may be 5" or 7". 2). The Knee Brace (K.B.) is optional and is only used to qualify a Gutter Reinforcement System Mitered base is shown and is typical but is not required. U -Channel style clip may LENGTH OF KNEE BRACE 10 x 1/2" S.M.S. (FOR UP TO 2x7) OR #14-x 3/4" S.M.S. transom wall as being braced to the host structure. When the transom wall is braced.to the host structure, requirements for not shown for purposes of simplification. This system shouldy be added for aesthetic reasons but is not REFER TO SCFE -SPECIFIC DRAWING FOR LENGTHS GIVEN) FOR 2x8 AND HIGHER) FASTENED THROUGH diagonal bracing in, the roof change accordingly: See the detail be Spaced'evenly across gutter at necessary for. structural reasons. - 2"x2" 1/8" ANGLE EACH SIDE QUANTITY AS SHOWN) labeled "Diagonal Roof Bracing' Plan" for diagonal roof bracing rules.. a maximum spacing of 60". It is not required to be placed at the uprights. fSide ViewINORDERTOBECONSIDEREDA BRACED TRANSOM WALL, THE BOTiOMOFKNEE BRACE I5TO . BE NO MORE THAN 6" ABOVE TME p / TIIV" NSOM UPRIGHT TO SUPER GII "ffER/•0®® 1I Y I 1W R TOpOFTHEGUrrERORTOPLIP OF BRACED SPLASH GUARD ICONNECTI®N DETAIL - NON -LOAD BEARING TRANSOM WALL CONNECTION DAVIS & CLEATON-ENGINEERING, INC: civil Structural 601 North Orlando Ave. Maitland, FL 32751 2 I' It PHONE: (407) 539-2353 FAX: (407) 407-539-2334 sheet:. Wind Zone: 130 MPH FRA r E LEATON, 7R, P.E. INFER - FL. LIC. 35816 Designconforms to the FBC 2007Buildingand the FBC 2007 Residential, with I 0 Exposure: 6 - the 2009 supplements, as well as the ASCE 7-05.-1 Height of braced transom upright which attaches to Quantity of#10 Fasteners Required BEAM" 04.4- - • • •Span Referenced by Beam Schedule- - - - • - 0-;4 •1. super gutter. Knee Brace 0 Beam Size Beam Size Length is typically within 0 L, Knee Brace Length Knee Brace. Length 6" of the upright height. o, v 04-4, .....Span Referenced by Beam Schedule.. • ... :i ; 4 2x9 2x10 Knee Brace Length Knee Brace Length to a host structure wall or 3 See site-specific Layout See site-specific Layout ... 7 11 for sizes for sizes San - - d by SLOPING BEAD TO UPRIGHT Span referenced by .: •' 7 10 the Column Schedule 16 19 CONNECTION DETAIL 9 y 4 4 O O O 04.4- - • • •Span Referenced by Beam Schedule- - - - • - 0-;4 •1. rn 0 Beam Size Beam Size Nk Iber OI• S ' "ci 0 L, Knee Brace Length Knee Brace. Length 2x4 2x5 2x6 2x7 2x8 2x9 2x10 for sizes for sizes to a host structure wall or N/A 3 5 7 9 11 13 San - - d by SLOPING BEAD TO UPRIGHT N/A 4 7 10 13 16 19 CONNECTION DETAIL F N/A N/A 4 4 B 9 12 14 16 18 20 22 24 27 16 m. N/A 4 9 14 18 22 27 19 a N/A 4 9 14 19 25 31 19- N/A 4 9 1 14 20 27 1 34 O O O O O #10x 1/2" S.M.S. OR #14 x 3/4" O S.M.S.EACH SIDE QUANTITY FROM TABLE) Quantity of #14 Fasteners Required rn 04.4- - • • •Span Referenced by Beam Schedule- - - - • - 0-;4 •1. rn 0 0 Beam Size Nk Iber OI• S ' "ci 0 L, Knee Brace Length Knee Brace. Length t m See site-specific Layout See site-specific Layout ... 0 UPRIGHT for sizes for sizes to a host structure wall or 2x4 Span referenced by . - ; •' ' 3 5 7 the Column Schedule ;, San - - d by SLOPING BEAD TO UPRIGHT 2 x 5 N/A the ColumnSchedulle 6 9 10 13 CONNECTION DETAIL Z-- Flat Beam Span Definitions N/A 3 SCALE: 3/32 -1 -0 0 0 0 0 Beam Size Nk Iber OI• S ' "ci 0 0 0 OR #14 x 3/4' S.M.S. (IF BEAM IS 2x8 OR LARGER) FASTENED INTO 1/8".GUSSET 1/2" MIN. AND _ 2x4- 2x5 2x6' 2x7 2x8 2x9 2x10 to a host structure wall or 2x4 N/A 3 5 7 7 9 11 m. 2 x 5 N/A 3 6 9 10 13 16, Z-- 2x6 N/A 3 6. 9 9 12 16 m. 2x7 N/A 3 7 11 12 15 19 a 2x8 N/A 3 6 10 11 15-' 19- 2x9 N/A 3 B 12- 13 17 22 the Column Schedule 2210 I N/A 1 3 1 7 12 14 19 1 25 SCALE: 3/32 -1 -0 0 0 0 0 10 x 1/2" S.M.S. (IF BEAM IS 2x4 - 2x7) , , Nk Iber OI• S ' "ci 0 0 0 OR #14 x 3/4' S.M.S. (IF BEAM IS 2x8 OR LARGER) FASTENED INTO 1/8".GUSSET 1/2" MIN. AND _ Beam Size #SGS" viiis' 2x9 Typically attaches directly PLATE ON. INSIDE OF BEAM 2" MAX. SPACING 2X4-C6 `- 2toahoststructurewallorQUANTITYFROMTABLE) super gutter. EACH SIDE) e e e a e- e 2)(7 16 0 eeo eu a 0 e 00 0 2X8 18 0 e ° e° e W 20 0 0 o e° ° 0 tt 0_ 20 a 0000000e ado" 22 4eSpanReferencedbyBeamSchedule... - .. - ..... :. e e 00 Length of Splice' Plate VP tEs Beam Size Length Span referenced by , , ••' BEAM 2X4 -'8 in the Column Schedule 10 inY2x5 Sloping Beam -Definition 1/2" MIN. EDGE DISTANCE 2X6 12 in. 2x7 14 in SCALE: 3/32" =1'-0" 2x8 1"6 in SPLICE DETAIL 2x9 18 in MANSARD 2x10 1 18 in 1" thick (MIN) 5052-H32 Number`of"Screws Required Len` th of. Splice Plate 1112' MIN to 2" MAX alloy Splice Plate MIN to 1" MAX Spacing Edge Distance AO 0 0 0 0 0 0 0 0 0 20 2x10 0 2x9 18 in 2x10 18 in 0 0 0 0 0 0 0 0 0 0. 0 0 0 0_ 20 Beam Size Screws 2x4 -2x6 12 2x7 16 2x8 18 2)9 20 2x10 22 Beam Size Len th 2x4 8 in 2x5 10 in 2x6 12 in 2x7 14 in 2x8 16 in 2x9 18 in 2x10 18 in Mansard Rise Beam Span Reference Notes•Beam 1) Splice plate locations are to be located Yr" the distance of the beam. - Mansard Beam Span f t - - Z) Splice plate locations on Goth sides of the beam may - pan Del InI IIOn . r. .`' `''` ' • be in the same location or on opposite ends of each other. Straight In -Line Splice Connection 3) Splice plates may be on the inside or outside of the - beam. z= DAVIS 8r CLEATON ENGINEERING; INC Civil Structural 601 North Orlando Ave. Maitland, FL 32751 PHONE: (407) 539-2353 e FAX: (407) 407-539-2334 ' Sheetr wind Zone: 130 MPH- Design conrorms to the FBc.2007 Building and the FBC 2001 Residential, with FRA LEATON, JR, P.E. E EER-FL._LIC. 35816 , 5 Exposure: B - the 2009 supplements, as well as the ASCE 7-05. _, , Field Tapcons" Notes: 2x2x0.125" Base Plate Angle 1) "Field Anchors" are to be 1/4" 0 tapcon with a 1 %" minimum Base plate embedment into concrete foundation. Max Spacing is 48" O.C. Typically 1x2 O.B.)- Concrete Anchor on top of Base Plate 2) Unless specified on a sealed site-specific drawing, minimum yv a- edge distance from the center of the tapcon to the edge of the e"`, ? concrete deck is 2 Y2" or 5 times the embedment depth; which A rte..,, °"' ever is greater. Minimum embedment depth is 1'/a" into concrete MIN) # 10 x 3A" S.M.S. -=-*- 2x2x0.125" Deck Angle foundation. TYPICAL) Concrete Anchor fastening 3) fasteners for both tapconsDeckAngletofoundation A Quantity of sheet metal screws and is to is in the detail below. match what shown views Pattern of Example Detail View) sheet metal screws may be different than what is shown as long r> i n = . rrSCALE: 1 1 -0 as Sheet metal screws maintain a miniumum spacing of %" and aP9 maximum spacing of 13/4" with a minimum 3%" edge distance. Tapcon patterns may not differ from what is shown. 4) Sheet metal screws are to be a minimum of #10 0 x 3q". The I I larger S.M.S. may be used, but the quantity is to remain the sameColumntoDeck (Example) SCALE: 3/4" =1--0ri — 5) Columns may sit on top of brick pavers but the tapcons must f,,,.* a-;., ' penetrate through the bricks and into the concrete foundation beneath with the minimum embedment of 1'/4". 2x2 Column (114" Anchors) r SCALE: 1 112" =1'-0" 2x4 Column (1/4" Anchors) 2x4 Column (3/8" Anchors) SCALE: 11/2" =1'-0" SCALE: 1 1/2" =1'-0" 4 ` 2x5 Column (1/4" Anchors) SCALE: 1 1/2" =1'.-0" ri 2x5 Column (3/8" Anchor) SCALE: 1 1/2" =1'-0" 2x6 Column (1/4" Anchors) 2x6 Column (3/8" Anchors) SCALE: 1 1/2" =1'-0" SCALE:1 1/2" =1'-0" 2x7 Column (1/4" Anchor) 2x7 Column (3/8" Anchors) SCALE: 1 1/2" = V-0" SCALE: 11/2" =1'-0" 2x8 Column (1/4" Anchors) SCALE: 1 1/2 =1'-0" 2x8 Column (3/8" Anchors) SCALE: 11/2" =1'-0" 2x9 Column 0/4" Anchors) 2x9 Column (3/8" Anchors) SCALE: 11/2" = V-0" SCALE: 11/2" =1'-0" 2x10 Column (1/4" Anchors) 2x10 Column (318" Anchors) SCALE: 1 1/2" =1'-0" SCALE: 1 1/2" =1'-0" Field Anchor" 0 concrete anchor with 1" embedment into foundation fastened at 48" O.C. (MAX) A A 1x2 O.B. Top 10 0 x 2" S.M.S. (or #12) fastened through the 1x2 O.B. and into the 2x2 H @ 24" O.C. (MA with a fastener located no greater than 4" from a corner 2x2x0.12`. Angle 10 0 x 0.75" S.M.S. QTY as shown) O.B. Base Plate Field Anchor" 0 concrete anchor with 1" embedment into foundation fastened at 48" O.C. (MAX) Edge Beam Edge Purlin - Side Wal 1x2 O.B. ain Wall 2x2 H I , Screw Boss (a.k.a. Screw Chase) for internal fastening SECTION: A -A SCALE: 1:3 B SCALE: 1:5 Main Wall To Side Wall Connection DAVIS & CLEATON ENGINEERING, INC. ` Civil Ar Structural 601 North Orlando Ave. ^0 Maitland, FL 32751/' I PHONE: (407) 539-2353 FAX: (407) 407-539-2334 h- t. Wind Zone: 130 MPH Design conforms to the FSC 2007 Building and the FBC 2007 Residential, with FRAPfAEATON, JR, P.E. D6 Exposure: B the zoos supplements, as well as the hSCE 7-05. EVEER - FL. LIC. 35816 ZS" (MIN) concrete an) Plate This type of bracket is placed where there is no primary upright or beam attaching directly to the super gutter. This is typically in between primary members. Fastener configuration shown is the method required for proper / attachment. 14-0 x 1.5" wood screw attaching super gutter to sub -fascia type bracket placed where a primary upright or beam is attaching directly to super gutter. Fastener configuration shown is the method required for proper attachment. Angle clips from primary members are allowed to be held by same fasteners. This piece may be broken up into two distinct stiffeners @ 2" wide when a Splash Guard Stiffener is not being used. fa es ci ' 61, s'e? o11,0 ween o7a SCid n r m 14-0 x 1.5" wood screw fastening er reinforcement bracket into sub -fascia X 0.5" SMS 0.125" (Thick) Gutter Reinforcement Bracket Super Gutter (Typical) Width of Super Gutter is incidental to the structural integrity of this attachment detail Standard Gutter Stiffener as shown in Isometric view) C Ferrule can be one of the following: 3/" Schedule 40 PVC 113/4" x 0,044" aluminum square tube For use with 7" super gutter: x 8" wood lag screw For use with 5" super gutter: x 6" wood lag screw Alternate Gutter Stiffener Notes: 1) Fascia shown is a plumb cut fascia. If the fascia is square cut (perpendicular to the roof pitch) then the super gutter may have something behind it (i.e. "L -Angle" or wood wedge) to keep it plumb. This component Is incidental to the structural intention of this design. 2) For a run of super gutter that non -load bearing, the max spacing of gutter reinforcement brackets is 60". 3) For a run of super gutter that has a structural or load bearing component attaching to it and there is a continuous load across the super gutter without primary load points i.e. beam or upright) then the maximum spacing between the gutter reinforcement brackets is 48". - 4) Gutter may be attached to aconventional wood framed wall in the same manner that is shown in this detail. If the wall is a C.M.U. then replace the #14-0 wood screws with 0.25"-0 x 1.25" Tapcons (or equivilant). This connection shall also remain the same for a super gutter attaching to a carry beam where the woad lag screws are replaced by #10-0 x 0.75" S.M.S. 5) When the super gutter is being used for structural purposes (i.e. structural support members attach to it) then the fasteners that attach to the fascia must penetrate into the sub -fascia at a minimum of 1 in. embedment. sS l e3 ,S< Ilit Sh 2) #10-0 x 0.5" SMS at each reinforcement brackett 14-0 x 1.5" wood screw fastening Structural Splash Guard ar reinforcement bracket into sub-fasda 2) #10-0 x 0.5" SMS at each reinforcement brackett Notes: 1) All notes from the detail labeled "Super Gutter to Host Structure" carry over here. I 2) The Structural Splash Guard is an option used to create a greater area for attachment of structural members as well as provide splash -over protection for certain types of roofs. 10-0 x 0.5" SMS 3) If the contractor circles this note item, then it is not their Intention to use the Structural Splash Guard for structural purposes and may omit the Splash Guard Reinforcement Bracket from their installation. If this is the intention, then they may not use the Structural Splash Guard to provide support for frame members of any Super Gutter (Typical) type. Alternatively, the contractor may attach the Structural Splash Guard to frame members that are already fully supported in order to install the splash guard. Width of Super Gutter is incidental 0.125" (Thick) Gutter Reinforcement Bracket to the structural integrity of this attachment detail Structural Wash Guard connection DAVIS & CLEATON ENGINEERING, INC. I, Civil Structural 601 North Orlando Ave. t? Maitland, FL 32751 PHONE: (407) 539-2353 - FAX: (407) 407-539-2334. heel: Wind Zone: 130 MPH Design conforms to the FBC 2007 Building and the FBC 2007 Residentlal, with FRAl f/LEATON, JR, P.E. D7 Exposure: B the 2009 supplements, as well as the ASCE 7-05. EVEER - FL. LIC. 35816 Host Structure #10 x 4AR ED DIAGONAL ROOF BRACE THRTO DIP.) 210.090" Flat Bar Gussett is to be installed on top & bottom of Diagonal Brace Represents a beam braced by a host structure on at w W least one side • I] (TYPICAL) ePURLINOREAVERAIL g UJI Note: Roof bracing may be attached from #`THINTO ASTENED BEAM rlln-to-purlin Or from-PURLIN OR FA RAIL - bearOR Orientation of brace OR BEAM (TYP.) - Represents a Purlin is incidental to design MAIN SIDE Diagonal Brace Gussett Attachment Diagonal Bracing: Braced on Main Side SCALE: 1 /16" =1'-0" Represents a beam that is Notes: FAS# 10 x 1ED INTO not braced on either side FASTENED INTO DIAGONAL BRACEj MAIN SIDE (- TYPICAL) 1) Roof bracing may be placed in either the first or (BRACE NOT SHOWN second bay on each side of the enclosure where FOR CLARITY) (TYP.) applicable. c 2) The orientation (i.e. direction) of each individual / #10x 1/2" S.M.S. FASTENED diagonal brace is incidental to the structual integrity of THROUGH BRACKET IN to ROOF PURLIN (NP.) J the design. NDte: Roof brag be attached from 3) If there are an odd number of panels, a brace in the i purlin-to-purli or from SIDTMP EW center may be omitted. bean--to-beam Orientation of brace is incidental to design 4) Any enclosure that is braced on both a "main side" PURLIRepresentsaPurlinanda "lateral side" does not require roof bracing. 2" 10 x 1/2" S.M.S. FASTENED THROUGH BRACKET INTO MAIN SIDE 4) In order for a side (main side or lateral side) to be \ I ROOF PURLIN (TYP.) 10 x 1/2" S.M.S: considered "braced", the beam or row of purlins must FASTENED INTO terminate into the host structure or be supported by a IRACE N BRACE BRACE NOT SHOWN screen wall no greater than 12" above the host structure. 1 FOR CLARITY) (TYP.) Diagonal Bracing: Braced On Lateral Side If the wall height is greater than 12" there must be a 1 SCALE: 1/16" = 1'-0" knee brace going from the roof member down to the I FRONT VIEW upright with the bottom of that knee brace no higher DIAGONAL ( DOUBLE SIDED BRACKET) than 6" above the host structure. I ROOF BRACE MAIN SIDE ( uituN PURLIN- 2" 10 x 1/2" S.M.S. FASTENED THROUGH BRACKET INTO # 10 x 1/2" S.M.S. FASTENED ROOF PURLIN (TVP.) Represents a beam that is / THROUGH CHANNEL INTO not braced on either side ROOF PURLIN (TYP.) W W (TYPICAL) 10 x 1/2" S.M.S. #10 x 1/2" S.M.S. N FASTENED INTO FASTENED INTO DIAGONAL BRACE IAGONAL BRACE J J (BRACE NOT SHOWN (BRACE NOT SHOWN FOR CLARITY) (TYP.) FOR CLARITY) (NP.) FRONT VIEW ROOF (SINGLE SIDED BRACKET) ALTERNATE DIAGONAL BRACE CONNECTION PLIRLI CC -CHANNEL) MAIN SIDE Diagonal Bracing: All Sides Unbraced Diagonal Brace Channel Bracket SCALE: 1/16" =1'-0" Ado DAVIS & CLEATON ENGINEERING, INC. > Civil Structural 601 North Orlando Ave. Maitland, FL 32751 XFR EATON, PHONE: (407) 539-2353 FAX:(407)407-539-2334 WindZone: 130 MPH Design conforms to the FBC 2007 Building and the FBC 2007 Resident al, wRhR, P.E. D8 Exposure: B the 2009 supplements, as well as the ASCE 7-05. 5816 Extruded Splash Guard is optional Roof Purlin is typical but may be ommited. Spacing between fasteners shall be no more Purlin is to be attached through the web of than 24" O.C. with a fastener adjacent to either the beam into Its internal screw bosses. Beam Size #10 S.M.S. #14 S.M.S- 0.25"O Tapcons 0.375"p1 Tapcons #10 Wood Screw #14 Wood screw 2x5 SMB 3 3 1 1 3 2 May also be a sloping beam) Note: 2x7 SMS 1) 2"x2"x0.125" angle may be used in lieu of (or in addition to) the #10 x 3" S.M.S. 4 3 attachment and may be on top or bottom of the attaching frame member. The spacing and type of fasteners will remain the same as stated in this detail. Each fastener will be on to support structure are to be determined 2x9 SMB 5 5 4 3 5 5 the same plane for each opposing face (flange) of the 2x2 angle. 2) Super gutter is shown as the component being fastened to, but this detail can be used in the case where super gutter is substituted for a different aluminum structural side of the beam. component (i.e. Self -mating beam etc.) provided the primary structural component is supported properly in accordance with the details in the sealed engineering package. Extruded Splash Guard bracket to the beam prior to installing the beam half -shell, provided the is optional 2) Fasteners shall not less than 0.75" Purlin is attached to Super Gutter the primary member via from each other noratergreater the standard "Primary to Minimum Embedment Depths Secondary" method Stiffening elements are to be spaced 3 „ (Typical) 10 x / S.M.S. at a maximum 48" C -C 10 x 1%" Wood Screw Splash Guard Stiffener spaced between Stiffening elements no greater than 3) Fasteners may be arranged in any pattern 18 in. C -C. 3/" Support structure may be any of the following provided it requirements. Standard #Sox S.M.S. 1) 3/a" Plywood / 5%" O.S.B. for Self -Mating Beam 2) C.M.U. 10 xlyz" Wood Screw 3) Standard aluminum carry beam frame member used in X 3/" S.M.S. Super Gutter 10 x 3" S.M.S. Fastener may be placed anywhere along the vertical face of the frame member as long as there is attachment to the face of the super gutter or. the optional) extruded splash guard. 2x6 SMB is shown but any frame member may be used and may be attached anywhere along Super Gutter width is either the face of the super gutter incidental to structural or the face of the (optional) integrity of this attachment extruded splash guard. 0 M M = = M W W W MR Fastener type to be determined from table. Roof Purlin is typical but may be ommited. Spacing between fasteners shall be no more Purlin is to be attached through the web of than 24" O.C. with a fastener adjacent to either the beam into Its internal screw bosses. side of the roof beam within 12" of the beam. Member sizes may be as follows: Beam Size #10 S.M.S. #14 S.M.S- 0.25"O Tapcons 0.375"p1 Tapcons #10 Wood Screw #14 Wood screw 1x2 0.B„ 2x2 H, 2x3 H, 2x4 H, 2x5 H Roof Beam 2x5 SMB 3 3 1 1 3 2 May also be a sloping beam) 3 2x7 SMS 4 3 1) Type & quantity of fasteners attaching 4 Plan View) Notes' 1) Acute side of beam may be notched to allow for the 2x2x0.125" custom bent angle bracket to slide in between the beam and support structure. to support structure are to be determined 2x9 SMB 5 5 4 3 5 5 2x10 SMB 6 6 5 3 6 6 using the fastener table and represents one D 0, side of the beam. The fabrication method to achieve this would be to simply attach the angle bracket to the beam prior to installing the beam half -shell, provided the 2) Fasteners shall not less than 0.75" from each other noratergreater Minimum Embedment Depths inches) be shall they be greater than 2" Center -to -CentershallCentthey from each other. 3) Fasteners may be arranged in any pattern provided the minimum QTY from the table is met along with the above mentioned spacing Support structure may be any of the following provided it requirements. has enough surface area for the connection to be complete: 1) 3/a" Plywood / 5%" O.S.B. 2) C.M.U. 3) Standard aluminum carry beam frame member used in the fabrication of screen enclosures. 4) Super Gutter with proper reinforcement brackets at the connection, as depicted In the detail labeled "Super Gutter Connection to Host Structure".. Note: 1) U -channel may be used in lieu of 2x2 angle clips on either side of the beam as long as the thickness -' of the U -Channel being used is greater than or equal to the thickness of the beam to which It is attaching. 2) If there is a purlin attaching to the beam and its presence provides minimal room to achieve the minimum fastener requirements then additionalal Beam to Support Structure2x2x0.125" angle may be used going from the beamfromthe to the purlin with the fasteners penetrating the purlin and the angle to attach to the host structure. 12x2x0.125 Angle / I / / I / 1) Quantity of fasteners attaching to beam are to be determined using the fastener table and represents one sid of the beam. Type of fasteners will be #10 S.M.S. for beam sizes between 2x4 - 2x7 & #14 S.M.S. for beam sizes 2x8 - 2x10. 2) Fasteners shall not be less than 0.75" Center -to -Center from each other nor shall they be greater than 2' Center -to -Center from each other. 3) Fasteners may be arranged in any pattern provided the minimum QTY from the table is met along with the above mentioned spacing requirements. 2x2x0.125" custom bent angle bracket) see Note #3) Beam to Host Structure Fastener Requirements 2x2x0.125" custom bent angle bracket see Note #1) O Minimum Quantity of Specified Fasteners (One side) Fasteners to Beam Fasteners to C.M.U. Host Structure Fasteners to Wood Host Structure Beam Size #10 S.M.S. #14 S.M.S- 0.25"O Tapcons 0.375"p1 Tapcons #10 Wood Screw #14 Wood screw 2x2 H 2 2 1 1 2 1 2x3 H 2 2 1 1. 2 1 2x4 H 2 2 1 1 2 2 2x4 SMB 2 2 1 1 2 2 2x5 SMB 3 3 1 1 3 2 2x2x0.125" custom bent angle bracket) see Note #3) obtuse side of the beam. 2) If the fabrication method shown here cannot be achieved, then a secondary 2x2x0.125" angle must be Installed beneath the beam. Type and Qty of fasteners should reference the row tabled "2x2 H" in the Fastener Requirements" table. 3) A custom bent 2x2x0.125" angle must always,b2 installedroli the obtuse side of the beam. 4) All other notes and specifications from'•the "Straight,Beam to Suppgrt St acture" detail apply to this detail. s DAVIS & CLEATON ENGINEERING, INC. Civil Structural 601 North Orlando Ave. Maitland, FL 32751 ' 4 PHONE: (407) 539-2353 FAX: (407) 407-539-2334 Met. Wind Zone: 130 MPH Design conforms to the FBC 2007 Building and the FBC 2007 Residential, with FANVVATON, JR, P.E. D9 Exposure: B the 2009 supplements, as well as the ASCE 7-05. EN ER - FL. LIC. 35816 I Angled Beam to Support Structure2x6SMB332133 2x7 SMS 4 4 3 2 4 4 Plan View) Notes' 1) Acute side of beam may be notched to allow for the 2x2x0.125" custom bent angle bracket to slide in between the beam and support structure. 2x8 SMB 5 5 4 3 S S 2x9 SMB 5 5 4 3 5 5 2x10 SMB 6 6 5 3 6 6 D a The fabrication method to achieve this would be to simply attach the angle bracket to the beam prior to installing the beam half -shell, provided the acute side of the beam is installed first. This would allow for the fasteners r • Minimum Embedment Depths inches) to be installed into the support structure prior to the installation of the obtuse side of the beam. 2) If the fabrication method shown here cannot be achieved, then a secondary 2x2x0.125" angle must be Installed beneath the beam. Type and Qty of fasteners should reference the row tabled "2x2 H" in the Fastener Requirements" table. 3) A custom bent 2x2x0.125" angle must always,b2 installedroli the obtuse side of the beam. 4) All other notes and specifications from'•the "Straight,Beam to Suppgrt St acture" detail apply to this detail. s DAVIS & CLEATON ENGINEERING, INC. Civil Structural 601 North Orlando Ave. Maitland, FL 32751 ' 4 PHONE: (407) 539-2353 FAX: (407) 407-539-2334 Met. Wind Zone: 130 MPH Design conforms to the FBC 2007 Building and the FBC 2007 Residential, with FANVVATON, JR, P.E. D9 Exposure: B the 2009 supplements, as well as the ASCE 7-05. EN ER - FL. LIC. 35816 I screen Insert Notes: 1) Inserts are framed in by 1"x2" O.B., %" x 2" O.B., or 1"x3" O.B. members. 2) Framing members are fastened to a C.M.U. using 1/4" O concrete anchors with a minimum 1%4" embedment. 3) Framing members are fastened to a wood framed wall using a (MIN) #10 wood screw with a MIN) 1 embedment. 4) Framing members that are fastened to an aluminum framed member will use a (MIN) #10 S. M.S. 5) Framing members are fastened @ max. 36" O.C., regardless of C.M.U., wood, or to another aluminum frame member. 6) There shall be a fastener within 4" of every -906 corner or upright in either direction but not required to.be in both directions. 7) Inserts may be as large as desired, the type of insert used is chosen by the designer and is incidental to structural integrity OP t 10 0 x 0.75" S.M.S. Cable with approved loop t/e'°Cable with approved loop Quantity shown is the minimum requirement. t ( Typical) _ (Typical) Max spacing between fasteners Is 2" with the minimum thick triangle plate MRU 'c4. s, spacing between fasteners at 0.75". If the component that 7b+ - , r' ar u2•r the cable is being attached to is configured in such a way that 1 O O q O O prevents two perpendicular rows, then a second rowke x'• or column of fasteners may be added parallel (but not colinear) to the default row or column of fasteners at alternating spacing. KO 0 x 3” L3.- .* .a s•.. '.- -s :'s"z& 3 Tapcon (only) m 45° _150 r'p ^ i's>. cam _ •caC,r`:'`. a..a ";... ix2x0.125 Angle is to be used in the case where the triangle plate is less than W thick. thick cable with approved loop attached to the eye bolt _ r p sAA Yrs Y16" If loop of cable is larger than washer r+' r 6" Stainless Steel welded eye bolt with '/a" 0 x 1'/a" (L) • flange of tapcon then an additionalframingcomponentsshown ` for illustrative purposes only one standard nut on the bottom Tapcon or sleeve anchor larger flanged double washer is required, side and two standard nuts on the (Typical) top of the triangle plate. A single lock nut may be used in place of the - - two standard nuts on `Op - Camelback to Side of Deck Single Concrete Fastener to Side of Deck Eye bolt shown for illustrative Triangle Plate Top Attachement - purposes only %" Cable with approved bop s" Cable with approved loop r # 0 x 1X" (L) A r•", .,., ,.' ..w'" ''zs'. Tapcon only Typical) r ,, x x ¢ r' ,,,, j v yyy,•.. b . fix•' a" ,;pr p r ' two pressed eyelet sleeves r° Pressed Eyelet Sleeve yW Shown after being mechanically pressed)- 1) Pressed Aluminum Eyelet Sleeve 1Kx0 " Cable Connection Notes: 9(L> Tapcon or sleeve ancho 1) To determine the quantity of cables needed for a screen wall braced on one side by a host structure take the (Typical) total square footage of the braced wall and divide by Round the calculated value to the closest whole Flat Bar to Side of Deck Camelback to Top of Deckthickstainlesssteelcablenumberandsubtractone. It is intended to not have a cable on a wall that is less than 250 S.F. Example: 430 S.F. / 250 = 1.72 --> rounds to 2 --> 2-1 = 1 cable - Example: 230 S.F. / 250 = 0.92 --> rounds to 1 --> 1-1 = 0 cables 2) To determine the quantity of cables needed for an unbraced screen wall, take the total square footage of the - unbraced wall and divide by 250. Round the calculated value to the closest whole number and multiply by 2. It is 1requiredthatanunbracedscreenwallhaveanequalamountofcablesopposingeachother. - Example: 535 S.F. / 250 = 2.14 --> rounds to 2 --> 2.2 = 4 cables (2 pairs of opposing cables) Example: 780 S.F. / 250 = 3.12 --> rounds to 3---> 3*2 = 6 cables (3 pairs of opposing cables) Y + (T) 6063-T6 Aluminum 3) Any one of the approved cable-to-deck attachments shown may be used. Field conditions will dictate the type (Or equivilant) 5/16r 0 Stainless Steel, L of attachment used and may change dynamically from the original design intent. This has no bearing on the ' i design or the structural integrity of the enclosure and therefore is allowed to be done, as long as one of theFigure8LoopSingleLoopapprovedattachmentdetailsisutilized. a 4) Cables may attach through pavers as long as the minimum concrete embedment of 1-1/a" is achieved by using a longer tapcon. a ' • : 5) Minimum concrete edge distance for all concrete fasteners is 2W'. 6) Cables should be at a 45° angle to the vertical uprights (t151). Flat Bar Plate Camelback Clip Bracket . Cab IC-1% Attachmenut els( t DAVIS & CLEATON ENGINEERING, INC. Civil Structural 601 North Orlando Ave. Maitland, FL 32751 PHONE: (407) 53972353 FAX: (407) 407-539-2334 _ Sheet: Wind Zone: 130 MPH Design conforms to the FBC 2007 Building and the FBC 200J Res dential, with F CLEATON, ]R, P.E. ! Dl1 Exposure: B the 2009 supp ments, as well as the ASCE 7-05. NEER - FL C. 35916 g NON -support wall (Typical both sides) Top Girt to be no less than a 2%24.044 hollow patio member. Solid Roof shall be fastened into top girt using a 100 S.M.S. In conjunction with a 1.5" Neoprene washer, with a length sufficient to penetrate through the depth (thickness) of the roof and the thickness of the flange of the top girt. The spacing shall not exceed 18" O.C. 2'-0" (example dimension only) If either end of the roof panel is unsupported then the Max side overhang Is equal to half the overall width of the roof panel. This side is typically attached to a host support structure. Free-standing solid roof structures require site-specific engineering. A free standing solid roof structure Is defined as being unsupported by a host structure on both ends of the spanning roof panels for 60% (or greater) of the overall length of the support wall. 4'-0" (example dimension only) 4 .:. 0. ; (overall width of roof panel) I I I I I I I I Support wall (see note #2) a Length of support wall) .......................... ; Solid Roof shall be fastened into Header Girt using a solid roof that can either run continuously across the entire length. of Independent accordance with the allowable loads given in the 100 S.M.S. in conjunction with a 1.5" Neoprene washer Florida Product Approval the Elite AluminumPosttoCarryBeam" detail) or be broken up to span between the with a length sufficient to penetrate through the depth support columns via being internally fastened into screw bosses Solid Aluminum Roof Plan Viewthickness) of the roof and the thickness of the flange of Product Approval number for this roof panel product Secondary Member" detail). Non -Support Walls (A.K.A side walls) are the Header Girt or Carry Beam. The spacing along an Elite SCALE r -3/16rr = 1roofshallnotexceed8" O.C., and along a pan roof shall maintain a Header Girt. 0rr not exceed 4" O.C. 7.5 7.3 Notes" A F ha6Maxoverhang unless overwritten by a site-specific drawing sealed by an engineer 1) The plan view in this detail shows an Elite composite roof but the I Aluminum Pan (3" Riser) Span Table same rules apply to an aluminum pan roof unless otherwise noted 2) There are two types of walls: Support Walls and Non -Support Note: Walls. The Support Wall will consist of a Header Girt supporting the The Elite roof span tables were produced in solid roof that can either run continuously across the entire length. of Independent accordance with the allowable loads given in the the wall with intermittent support from columns (See Florida Product Approval the Elite AluminumPosttoCarryBeam" detail) or be broken up to span between the PP of support columns via being internally fastened into screw bosses Corporation's Composite Roof Panel. The Florida through the web of the support columns (see "Primary Member to Product Approval number for this roof panel product Secondary Member" detail). Non -Support Walls (A.K.A side walls) are is FL -#7561-R1. not used to support the roof and therefore are not required to 9.1 maintain a Header Girt. 82 Carry Beam / Header Girt Schedule for Solid Roofs Only N eongrosite Roof Effective Spam (R) 2X2 H 7.6 7.1 6.5 6.0 5.8 5.6 5.4 52 5.0 4.6 4.3 4.0 2x3 H 10.7 9.9 9.1 8.4 82 7.8 7.5 7.3 69 6.4 6.0 5.6 2X4 H 116 10.7 9.9 9.1 8.9 8.5 8.2 7.9 7.5 7.0 6.5 El 2X5 H 14A 13A 125 12.0 114 111 10.6 10.3 9.9 9.1 8.6 8.1 N 2X4 SMB 12.4 11.6 10.9 10.2 9.5 9-0 8.6 82 7.8 72 6.7 6.3 IA E 2x5 SMB R 15A 132 13.5 12.5 117 110 10.5 10.0 9.5 8.9 8.3 7.8 Pba T)pa 3'x12".0.024" 1 3Sr12Y0.030 3".12".0050 Wind Zone DensiU Foam1 rFIu Effective Span (R) nW xru561-rm 100 11.0 11.9 15.1 Ito 10.8 11.7 13.7 120 9.8 10.9 12.8 123 9.5 10.8 12.6 130 9.2 10.5 12.2 140-1 1 8.8 9.5 11.6 140-2 8.8 9.5 11.6 150 8.4 9.0 11.0 Elite Aluminum Comoration Composite Roof Span Table (I# Core DensiU Foam1 rFIu ide Pmdo.t Am nW xru561-rm faad Skin Tlddner: 3-x48"x0.024' 3'x48':0.030- 4"x48-x0A24' 4":48"x0.030' 6"c48'x0A24" 6'x48'YOA3V 10.6 100B 21'-1" 24'-9" 23'-1" 26-7" 28'-7" 33'-3" receiver channel. 10001108 19'-5" 22'-9" 21'-3" 24'-5" 26'-5" 30'-6" 6 110 C 120 B 18'-2" 21'-1" 19'-7" 22'-6' 24'-6" 28'-3" S 120 C 130 8 15'-6" 19'-3" 18'...2" 20'-10" 27- 6" 26-8" 15.2 130 C 1408 12'-7" 15'-0" 14'-0" 16'-3" 1T-5' 20'-2" GP 2X6 SMB 18.0 16.6 151 13.9 13.1 12.5 117 11.2 10.6 9.9 9.2 8.8 R-faad Slda Thirkm 3ex48'x0A24" 3':48"x0.030" 4'x48"x0.024' 4'x48"x0A30" 8"x48"x0,024" 6"x48":0.030" 8 12 receiver channel. 4) The fasteners that attach the composite roof to the long flange of the receiver4" 6 8 12 18 6 8 1003 23°-1" 2T-2" 25'-4" 29'-3" 31'-6" 36'-4" 5" 2x7 SMB 20.1 17.9 16A 15.2 14.1 13A 123 12.1 11.6 10.7 10.0 9.4 1 100 C,110B 21'-2" 24-11" 23'-4" 26-11" 29'-0" 33'-5" 1242x8SMB25.5 23.6 22.3 21.2 20.2 19.6 18.8 18.1 17.2 15.9 14.9 14.0 110 C, 120 B 19'-7' 23'-2" 21'-8" 25'-1" 28'-6" 31'-1" therefore not require that the top flange of the recei rer'channel.be faster ed; n Minimum Embedment Denths lurches) DAVIS & CLEATON ENGINEERING, INC. Civil 9 120 c, 130 8 18'-1" 21'-2" 19'-11" 22'-9" 24-8" 28'-3" Maitland, FL 32751 2x9 SMB 28.0 259 245 23.3 221 21 19.8 18.9 18.0 16.8 15.6 6014 FAX: (407) 407-539-2334 F N ATON,SJR, R.E. EN ER - FL. LIC. 35816 eet:Windh Zone: 130 MPH Design conforms to the FBC 2007 Building and the FBC 2007 Residential, with the ASCE 7-05. 12 Exposure: B the 2009 supplements, as well as 13041408 14'-0" 16'-3" 1.5'-3" 1T-8" 18'-3' 22'-1" 2X10 SMB 34.8 32A 30A 28.9 27.7 26.7 25.7 25.0 24.2 23.0 219 20.9 10-0 x 4" S.M.S. fastened through composite roof into lip of super gutter & spaced evenly at a maximium of 8" O.C. Super Gutter (5" or 7") Attachment of super gutter is not shown for illustrative purposes. See independent detail labeled "Super Gutter Connection to Hast Structure" Gutter Stiffener shown for illustrative purposes only. Spacing and attachment details located in note #3 in the detail labeled "Super Gutter Connection to Host Structure" Host Structure see note #1) 3„ Composite Roof to Top of Super Gutter Aluminum L -Angle used as a spacer A*• ____# 10-0x0.75" S.M.S. fastened @ 8" O.C. 2, k Host Structure see note #1) Fastener type and spacing determined from table named "Composite Roof to Host Structure Fastener Table" see note #3) Thickness of panel Fastener type and spacing determined Composite roof receiver channel from table named "Composite Roof see note #4) to Hast Structure Fastener Table" see note #3) Receiver Attachment at a Steep Pitch 10-00.75" S.M.S. fastened @ 8" O.C. See Note #4) Composite roof receiver channel 4 .2 1.4 \-#10-00.75" S.M.S. fastened @ 8" O.C. Composite Roof to Face of Host Structure Notes 1) The term host structure is used synonymously with any structural component that the composite roof can attach to. This is including but not limited to, the face of a Composite Roof to Host Structure Fastener Requirements carry beam house fascia, house wall, and the face of super gutter. 2) Maximum Spacing of Specified Fasteners rnclles) type ofof fastener that is attaching to the host structure is to be determined b p ng pec "Composite Roof to Host Structure Fastener Requirements". T Fasteners to Beam Fasteners to C.M.U. Host Fasteners to Wood Host 3) Sheet Metal Screws and Wood tag Screws (only) that attach into the host structureStructureStructure through the receiver channel must contain a 15" washer. If a Washer is not used, then Thkilmess #lo SMS. #14 S.MS. 1/4-O Tapcans 3/8"0 rapaons #lo woad Saew x114 wood Screw the type of fasteners mentioned in this rote are to be doubled -up. They should be installed in a vertical pattern, evenly spaced between the top and bottom flange of the 3" 8 12 18 24 8 12 receiver channel. 4) The fasteners that attach the composite roof to the long flange of the receiver4" 6 8 12 18 6 8 channel are only required where there is sufficient room for irutallatiort, For example, 5" 4 6 8 12 4 6 if the composite roof is installed under a house overhang to the house wall; or when the roof is in a steep pitch and the bottom is inaccessible Sufficient room is defined 6" 4 6 8 124 6 as 24" of space between the top of the composite roof and the bottom of the object covering that area Anything less than that would constitute, irtsdfioentroom and NIA NA 1.25" j therefore not require that the top flange of the recei rer'channel.be faster ed; n Minimum Embedment Denths lurches) DAVIS & CLEATON ENGINEERING, INC. Civil Structural 601 North Orlando Ave. Maitland, FL 32751 PHONE: (407) 539-2353 FAX: (407) 407-539-2334 F N ATON,SJR, R.E. EN ER - FL. LIC. 35816 eet:Windh Zone: 130 MPH Design conforms to the FBC 2007 Building and the FBC 2007 Residential, with the ASCE 7-05. 12 Exposure: B the 2009 supplements, as well as 16" POST Dimension of slab for counter -sunk connection r COMPACTED BACKFILL / / / •, ,e • . • . o p.. •. . f c 14 x 3/4" S.M.S. (TYP. e \/\\ • o t , ' a POST CONNECTS TO FOOTER / Z # 14 x 3/4" S.M.S. (TYP.) W 2) 2"x 2"x 0.125" ANGLE W/ a" f 3/8" 0 CONCRETE ANCHOR (TAPCON) 1) 1/8" THICK U -CHANNEL z W/ 2" MIN. EMBEDMENT INTO CONCRETE (TYP.) 0-; 2500 PSI MIN. strength PLAN 3/8" 0 CONCRETE ANCHOR (TAPCON) A 161 Independent Footer with ' W/ 1.25" MIN. EMBEDMENT INTO dimensions as shown. CONCRETE (TYP.) Footer is counter -sunk below grade. Counter -Sunk Post (Elevation) Post connects to slab w/ 2) 2"x 2"x 0.125" angle or Requireed Pier Footing I ( 1)1/B"thick U -Channel Typical monolithic slab Typical Mono -Slab Foundation" for detailed information. ud 1 1 61iIFd iie Pola lafnUn See detail fabled SOIat1 fl FOOtlflg Dimensions UgsRft Rating AttrRwtaWe Roof AFea in RegUlrlt d 25 ReWr FT z 2x6 1-0" X V-0" X lr-0" 150 4.00 1 Each Way 1-67x 1r-6" x lr-6" 1,709 13A7 2 Each Way 2-0" X 2r-0" X lr-9" 1,050 27.56 3 Each Way 2-3" x 2r-3" x 2r-0" 11519 39.06 4 Each Way 2-6" x 2r-6" x 2r-3" 2,256 56.25 5 Each Way 2-9" x 2r-9" X 2r-6" 2,536 76.56 6 Each Way 13 -C" x 3r-0" x 2r-9" 3,713 95.06 7 Each Way 3-3" x 3r-3" x 3r-0" 4,901 132.25 18 Each Way 14 x 3/4" S.M.S. (TYP.) G & I I 3/8" 0 concrete anchor(tapcon) W/ 1.25" MIN. embeanent into concrete MP.). I I Independent Post to Monlithic Slab 2500 PSI MIN. strength Independent Footer with dimensions as shown. To Deterrigne Totad Upf t Rating: Maximun Attrdlbuta5rle Roof Area (a. 2) * 37FSF = Actual Upfrft Rafrng (d t s) Slope of grade to be 5 10° with the continuity remaining 5 Rebar for at least 24" from edge of slab. Typical) FT z 2x6 4 2x7 6 2x8 6 26 8 i3"A• 8 4 ...... • • .See Table... • ..... 04 2500 PSI MIN. strength Independent Footer with Pier Footing Elevation dimensions as shown. Pier Footing Isometric Sar al) requirements General Isometric ide Flange Typical) Mao\ Nail Channel Face Front Elevation Field Fasteners Beam Size Qty of field fasteners 2x4 0 2x5 2 2x6 4 2x7 6 2x8 6 26 8 2x10 8 I 0 x 3%„ with Lock -h 10-0 x 2" S.M.S fastened in the between through -bolts. Pattern as sh in "Front Elevation View" with que determined by the "Field Fasteners" ces (K.B.) are optional. They ed to reduce the span the posts. The Span reduction lined by the knee brace (K.B.) tante. Knee Brace Schedule Sae Length Qty Per Flange 2QW.044 Up to 2' 2 2x3x0.0S0 2' to 4' 3 2x4%0.050 V to 6' 4 2x4x 0.048x 0.100 SMB 6' to 7' 4 2x6x 0.050x 0.120 SMB 7' to 8' 6 X"-0 x 3 with Lock Section A -A Isometric Q a ... g... --W, Section: A - A Beam Depth Noltm 1) The notch in the 3x3 pout is shone as a side notch but a centered notch is also allowable In that case the field fasteners would be required to be installed on both sides of the notch and the through bolts would be required to penetrate both sides of the notch through the beam 2) The (optional) knee braces are shown being attached with LVChannel but F kC hannel is also acceptable The size of the knee brace and the quantity of fasteners is given in the "Knee Brace Schedule'. 3) Height and type of 3x3 post is determined by the appropriate tables called Column Schedule for Solid Roof / Screen Enclosure Combo". In the event that there Is no solid roof or no screen enclosure then take the minimum span given in the table for the non-existent component. DAMS & CLEATON ENGINEERING, INC. Civil Structural 601 North Orlando Ave. ff Maitland, FL 32751111 PHONE: 407 539-2353 FAX: (407) 407-539-2334 Wind Zone: 130 MPH Design conionns to the FBC 2007 Building and the FBC 2007 Residential, with FTON, JR, P.E. Exposure: B the 2009 supplements, as well as the ASCE 7-05. EN EER - FL. LIC. 35816 Upright is typical but U -Channel but may also attach to C.M.U. or conventional wood house wall (Sib" OSB or 3/4" plywood). h case tapcons and wood screws would J, respectively. lel running the depth of the id fastened on both sides as le web. Quantity of fasteners ie one less than the depth of e. 2x7 = 6 fasteners). Fastener e shall be #10-0x0.75" Standard Beam to U -Channel Connection Sham from Lsome! is Tap) 2x2x0.125" Angle used as - a secondary support in the .__. event where one side of the u -channel is partially inaccessible 2) #10-0x0.75" S.M.S will be used for attachment to aluminum frame members 2) #10 -Ox 1" Wood screws will be used for attachment to wood frames 1) 0.25"-0x1.25" Tapcon will be used for attachment to C. M. U. If there Is space available and the U -Channel flange is accessible, then fasteners will be required where possible Beam to U -Channel w/ Gutter Shown from Isometric Bottom) Super Gutter shown for i purposes only. Refer to the Super Gutter to Host Connection" for attachment requirements U -Channel 10-04.75" S.M.S. v the quantity of fasten being one less than t depth of the beam (tyi on troth flanges and the wcu) U -Channel isolated for darity 1) #10-0 x 0.75' Fastener Web 10-0 x 0.5" S.M.S. Quantity is equal to the H -Channel Length minus one 2" Notch Depth) one"flange" Beam 2x7 SMB shown as example) 5" H -Channel Length) Upright SMB shown as example) Beam Notched Around Upright Beam 10-0 x 0.5" S.M.S. (2x7 SMB shown as example) Quantity is equal to the H -Channel Length minus one Upright 2x4 SMB shown as example) 7" H -Channel Length) OPTIONAL 2x2x0.125 Angle Angle may be used in the case where one side of the beam is covered and is inaccessible. See Note #6. Beam to Face of Upright Notes: 1) H -Channel Length will be equal to the beam length minus the notch depth. 2) Knee braces may used in addition to this connection but are optional. For information about a knee brace connection, please see the detail labeled "Knee Brace Connection". 3) Quantity of screws on each flange must be equal to the H -Channel Length minus one (as shown in the detail). 4) Fasteners in H -Channel may be #14-0 x 0.5" also. 5) Any combination of frame members for the upright and beam may be used provided they are in the Beam Schedule and Upright Schedule respectively. 6) H -Channel configuration and frame -notch shown is in a vertical vector with the beam being notched. The vector may also be horizontal with the upright notched ONLY IF the upright depth is larger than the Beam depth. 7) An Optional 2x2x0.125 angle may be used in cases where one side of the beam is inaccessible. See note #6 in the detail below labeled Beam to Face of Upright". Notes: 1) Knee braces may be used in addition to this connection but are optional. For information about a knee brace connection, please see the detail labeled "Knee Brace Connection". 2) Quantity of screws on each flange must be equal to the H -Channel Length minus one (as shown in the detail). 3) Fasteners in H -Channel may be #14-0 x 0.5" also. 4) Any combination of frame members for the upright and beam may be used provided they are in the Beam Schedule and Upright Schedule respectively. 5) The configuration shown is the beam butting into the upright with the H -channel "Length" being driven by the beam depth. This configuration may be switched to have the upright butting into the bottom of the beam and the H -Channel "Length" being driven by the upright depth. 6) The 2x2xO.125 Angle is used in lieu of one inaccessible side of beam. Two #10-00.75 fasteners should be used on each flange of the angle bracket. If the inaccessible side is only partially covered, then fasteners should be installed where possible. Beam to U -Channel w/ Gutter Shown from Isometric Top) Beam ®® ` t® Upright (H-Chanone') DAMS & CLEATON ENGINEERING, INC. civil Structural 601 North Orlando Ave. Maitland, FL 32751 PHONE: (407) 539-2353 FAX: (407) 407-539-2334 KD1 Wind Zone: 130 MPH Design conforms to the FBC 2007 Building and the FBC 2007 Residential, with F K CLEA T ON, JR, P.E. Exposure: B the 2009 supplements, as well as the ASCE 7-05. NGINEER -.FL. LIC. 35816 Minimum roof pitch is X" per foot. _ a Roof may pitch in either direction. Florida product approved composite roof system V4" 0 or %.. 0 Tapcon. See Ix1x0.046 Hollow Column to Deck Schedule" Florida product approvedaluminumFerrulets m for proper size. located at each , c x ' , Florida product approved p p m tapcon t 4 c composite roof system used composite roof system used as a transom as a transom ® m Architectural Foam Cap- F r „„" A s - • • max Ransom height unless overwrittenn $. in site engineered drawing s ze i u.+ x g ,,g , Super Gutter (Typical) 6 ' • 4:25 "Min Emedment A See the detail labeled "Super Gutter Connection to Host Structure" for specific connection details. rN: Side Elevation 100 x 0.75" S.M.S. fastened Top Isometric View into composite transom panel @ a maximum of 4" O.C. Typical both sides of channel) Extruded receiver channel to be Flush with the inside lip, of the super gutter. Composite transom Existing C.M.U. Wall # 100 x 0.75" S.M.S. fastened / — \ panel not shown for illustrative purposes. into Lip of Super gutter A @ a maximum of 4" O.C. SECTION A -A 1 1 I 2x2x0.125" angle 1 2x2x0.125 angle Gutter Stiffener to be placed ' #100 x 0.75" S.M.S. fastened I along transom at a spacing not into Lip of Super gutter to exceed 24" O.C. See detail \ @ a maximum of 4" O.C. labeled "Super Gutter Connection to Host Structure" for specific / # 100 x 0.75" S.M.S. fastened into 1 connection details of the stiffener - the face of the gutter @ a max of 12" O.C. x DETAIL Air, Notes: ----- —--------- 65, "W fik 1) Tapcons in between each upright may be spaced at 36" O.C. (MAX) with 1 #100 x 4" S.M.S. with a 1.5"0 neoprene washer a 1x1x0.046 Hollow aluminum Ferrule support (as shown in the detail). ) ' fastened through the composite panel into top of reciever channel, spaced @ amax of 4" O.C. 01 100 x 0.75" S.M.S. fastened into composite transom panel" - 1 @a maximum of 4" O.C. Typical both sides of channel) 1 "iR A \ , Bottom Isometric Front View / DETAIL B Screen Enclosure Base Attachment to Foam Capped Wall f ._ Composite Panel Transom Detail DAVIS St CLEATON ENGINEERING, INC _- civil Structural 601 North Orlando Ave. Maitland, FL 32751 1PHONE: (407) 539-2353 FAX: (407) 407-539-2334 Sheet: Wind Zone: 130 MPH Design conforms to the BC2007 Building and the FBC 2007 Residential, with FRN CLEATON, 3R, P.E. ENGINEER - FL LTC. 35816D15Exposure: g the 2009 supplements, as well as the ASCE 7-05. 1 100 x 1.5" S.M.S. fastened into screw bosses of 1x1 Pickett 100 x 2" S.M.S. fastened ( Both Ends Typical) in between each pickett 100 x 1.5" S.M.S. fastened into screw lasses of 1x1 pickett Both Ends Typical) 2x2x0.125" Angle attached from - # 100 x 0.5" S.M.S. 11 floating pickett base to screen endosure fastened through theuprightwith (2) # 100 x 0.5" S.M.S. at 1x2 angle to the 1x2 OBeach #100 x 2" S.M.S. fastened a each flange in between each pickettPickettlocationandinbetween 1 x1 x 0.046 Pickett Profile. each pickett 1 x1 x 0.046 Pickett Profile Isometric Standard Chair Rail Girt Screen Enclosure Upright (View from inside) Isometric View from inside) 1x2 C.B. Fastened to the Chair Rail Girt Standard Chair Rail Girt 1x1x0.046 Pickett Screen Enclosure Upright Standard Chair Rail Girt Screen Enclosure Upright Standard Chair Rail Girt Lj Pickett Spaced so a 4" Sphere 1x2 O.B. Fastened to Pickett Spaced so a 4" Sphere cannot pass through the Chair Rail Girt cannot pass through r -a A 1x1x0.046 Pickett A 100 x 2" S.M.S. fastened in between each pickett 100 x 2" S.M.S. fastened in between each pickett ' lx2x 0.046 Angle I#100 x 0.5" S.M.S. fastened through the 1x2 angle to the 1x2 O.B. at each pickett location and in between 1x2 O.B. from each pickett screen enclosure 1x2 O.B. Floating Pickett. Base IMayalsobeanequivalentstandardChannel 4" Max opening- - • • or standard Girt member) 1x2 O.B. from screen enclosure w \ A ........... w Tapcons spaced Max 36" O.C.- - L A Tapcons spaced Max 18" O.C.- L A Notes: Notes: 1) This method may be incorporated into any aluminum framed screen wall 1) This method may be incorporated Into any aluminum framed screen wail including framed in openings in a house). (including framed in openings in a house). 2) The size of the Chair rail (a.k.a. guard rail) may be chosen from the Girt 0.25"0 tapcon (or concrete 2) The size of the Chair rail (a.k.a. guard rail) may be chosen from the Girt 0.25"0 tapcon (or concrete Schedule. anchor equivalent) embedded 1.25" into Schedule. anchor2500p.siconcrete foundation equivalent) embedded n into 3) Brick Pavers may be under the 1x2 O.B. sole plate as long as the tapcons attach 3) Brick Pavers may be under the 1x2 O.B. sole plate as long as the tapcons attach SECTION A -A 2500 p.s.i. concrete foundation to the concrete footer or deck underneath them meeting the minimum embedment SECTION A -A to the concrete footer or deck underneath them meeting the minimum embedment requirements of 1'/a". requirements of 1'/a". Detail. Retro -Fit Pickett int® Screen Wali (Floating Pickett Base) Details Retro -Fit Pickett into Screen Wall (1x2 Angle-Bose) r ; DAVIS & CLEATON ENGINEERING, INC. ` Civil Structural 601 North Orlando Ave. Maitland, FL 32751 PHONE: (407) 539-2353 FAX: (407) 407-539-2334 Sheet:Wind Zone: 130 MPH Design conforms to the FBC 2007 Building and the FBC 2007 Residential, with FRAN LEATON, JR, P.E. 16 Exposure: B the 2009 supplements, as well as the ASCE 7-05. GENNEER - FL. LIC. 35816 I a` E Z 3x3xO-060 Column Schedule for Solid Roof/ Screen Enclosure Combo 3x3XO.060 Column Schedule for Solid Roof 1 Screen Enclosure Combo sare.RoyRa.4o.yuun, 611 8 l0 I >2 1 1/ 1 16 I la 1 20 1 u N M 22 Z/ 36 8fmdnatm Height(FL) 8 20.0 19.8 19.6 19.4 102 19.0 18. 8F177.4 0 184 182 10 19.8 19.4 19.2 19.0 188 186 18.4 19.2 18.0 179 12 192 19.0 188 188 18.4 18.2 1&0 19.1 19.0 17.6 17.4 14 188 18.6 184 18.2 180 17.8 17.8 19.0 17.2 170 16 184 182 180 17.8 17.6 17.4 17.2 18.8 16.8 16.6 18 17.9 17.7 17.5 17.3 17.1 16.9 16.7 17.7 VA 183 16.1 20 17.5 17.3 17.1 16.9 16.7 16.5 16.3 175 15.9 15.7 22 17.1 16.9 167 16.5 183 16.1 15.9 15.7 15.5 15.3 24 18.1 18.5 183 181 159 15.7 15.5 153 15.1 14.9 28 16.3 16.1 159 15.7 15.5 15.3 15.1 14.9 14.7 14.5 1&7 16.6 Composite Roof Span of 6' 162 1&D 15.9 15.0 24 Hell" may be 0deMdted. but not exi polodd. - Hei" may be mWApdaab a but not mbapobtW. 3x3x0.060 Column Schedule for Solid Roof/ Screen Enclosure Combo 3x3xO.060 Column Schedule for Solid Roof/ Screen Enclosure Combo l0 IZ U 16 31 1 2. 22 Z/ 36 Mxlmum HelgM Pi,) R4md'mum Hetglrr(nl 0 20.1 20.0 19.9 19.7 19.6 19.5 19.3 19.2 19.1 18.9 10 19.7 19.5 19.4 19.3 19.1 19.0 189 188 186 1fl5 12 192 19.1 19.0 18.8 18.7 18.6 18.4 18.3 18.2 18.0 14 18.8 10.6 1fl5 18.0 18.2 18.1 18.0 17.6 17.7 VA 16 18.3 1&2 181 17.9 17.8 17.7 175 17.4 17.3' 17.1 10 17.9 17.7 17.6 17.5 17.3 172 17.1 16.9 188 1&7 20 17.4 17.3 17.1 17.0 169 16.8 16.6 16.5 16.4 16.2 22 17.0 16.a 1&7 16.6 16.4 1fi3 162 1&D 15.9 15.0 24 16.5 16.4 182 1 & 1 169 15.8 15.7 15.6 15.5 1&3 26 16.1 15.9 158 15.7 155 15A 15.3 16.1 15.0 14.9 L.. _.... 11.0 Composite '.. 11.3 Composite RoofSpan of r 11.1 11.0 10.8 1 10.7 t0.8 Hell" may be 0deMdted. but not exi polodd. - Hei" may be mWApdaab a but not mbapobtW. 3x3x0.060 Column Schedule for Solid Roof/ Screen Enclosure Combo 3x3xO.060 Column Schedule for Solid Roof/ Screen Enclosure Combo Fltlyd4 may be xlMrp0lated. but not extmpde d. 3x3x0.092 Column Schedule for Solid Roof f Screen Enclosure Combo I J l0 IZ U 16 31 1 2. 22 Z/ 36 Mxlmum HelgM Pi,) R4md'mum Hetglrr(nl 0 20.1 20.0 19.9 19.7 19.6 19.5 19.3 19.2 19.1 18.9 10 19.7 19.5 19.4 19.3 19.1 19.0 189 188 186 1fl5 12 192 19.1 19.0 18.8 18.7 18.6 18.4 18.3 18.2 18.0 14 18.8 10.6 1fl5 18.0 18.2 18.1 18.0 17.6 17.7 VA 16 18.3 1&2 181 17.9 17.8 17.7 175 17.4 17.3' 17.1 10 17.9 17.7 17.6 17.5 17.3 172 17.1 16.9 188 1&7 20 17.4 17.3 17.1 17.0 169 16.8 16.6 16.5 16.4 16.2 22 17.0 16.a 1&7 16.6 16.4 1fi3 162 1&D 15.9 15.0 24 16.5 16.4 182 1 & 1 169 15.8 15.7 15.6 15.5 1&3 26 16.1 15.9 158 15.7 155 15A 15.3 16.1 15.0 14.9 L.. _.... 11.0 Composite '.. 11.3 Composite Roof Span of 14' 11.1 11.0 10.8 1 10.7 t0.8 Fltlyd4 may be xlMrp0lated. but not extmpde d. 3x3x0.092 Column Schedule for Solid Roof f Screen Enclosure Combo I J HeWd. may be Dterpdte8 but not ext .pdted 3x3x0.092 Column Schedule for Solid Roof/ Screen Enclosure Combo E l0 IZ U 16 31 1 2. 22 Z/ 36 Mxlmum HelgM Pi,) R4md'mum Hetglrr(nl 0 20.1 20.0 19.9 19.7 19.6 19.5 19.3 19.2 19.1 18.9 10 19.7 19.5 19.4 19.3 19.1 19.0 189 188 186 1fl5 12 192 19.1 19.0 18.8 18.7 18.6 18.4 18.3 18.2 18.0 14 18.8 10.6 1fl5 18.0 18.2 18.1 18.0 17.6 17.7 VA 16 18.3 1&2 181 17.9 17.8 17.7 175 17.4 17.3' 17.1 10 17.9 17.7 17.6 17.5 17.3 172 17.1 16.9 188 1&7 20 17.4 17.3 17.1 17.0 169 16.8 16.6 16.5 16.4 16.2 22 17.0 16.a 1&7 16.6 16.4 1fi3 162 1&D 15.9 15.0 24 16.5 16.4 182 1 & 1 169 15.8 15.7 15.6 15.5 1&3 26 16.1 15.9 158 15.7 155 15A 15.3 16.1 15.0 14.9 L.. _.... 11.0 Composite '.. 11.3 11.2 11.1 11.0 10.8 1 10.7 t0.8 10.4 70.3 10.2 Composite Roof Span of 6' Composite Roof Span of 6' HeWd. may be Dterpdte8 but not ext .pdted 3x3x0.092 Column Schedule for Solid Roof/ Screen Enclosure Combo E Helga. may be Ir4erpdte4 but trot ent epddad. l0 IZ U 16 31 1 2. 22 Z/ 36 Mxlmum HelgM Pi,) R4md'mum Hetglrr(nl 0 20.1 20.0 19.9 19.7 19.6 19.5 19.3 19.2 19.1 18.9 10 19.7 19.5 19.4 19.3 19.1 19.0 189 188 186 1fl5 12 192 19.1 19.0 18.8 18.7 18.6 18.4 18.3 18.2 18.0 14 18.8 10.6 1fl5 18.0 18.2 18.1 18.0 17.6 17.7 VA 16 18.3 1&2 181 17.9 17.8 17.7 175 17.4 17.3' 17.1 10 17.9 17.7 17.6 17.5 17.3 172 17.1 16.9 188 1&7 20 17.4 17.3 17.1 17.0 169 16.8 16.6 16.5 16.4 16.2 22 17.0 16.a 1&7 16.6 16.4 1fi3 162 1&D 15.9 15.0 24 16.5 16.4 182 1 & 1 169 15.8 15.7 15.6 15.5 1&3 26 16.1 15.9 158 15.7 155 15A 15.3 16.1 15.0 14.9 L.. _.... 11.0 Composite '.. 11.3 11.2 11.1 11.0 10.8 1 10.7 t0.8 10.4 70.3 10.2 Composite Roof Span of 14' Composite Roof Span of 6' Helga. may be Ir4erpdte4 but trot ent epddad. HmghM may be Melpdated• but trot mtopdated. 3x3x0.092 Column Schedule for Solld Roof/ Screen Enclosure Combo X 5 i S Smeen Rey nfbRaY N14A(F4 l0 IZ U 16 31 1 2. 22 Z/ 36 Mxlmum HelgM Pi,) R4md'mum Hetglrr(nl 0 20.1 20.0 19.9 19.7 19.6 19.5 19.3 19.2 19.1 18.9 10 19.7 19.5 19.4 19.3 19.1 19.0 189 188 186 1fl5 12 192 19.1 19.0 18.8 18.7 18.6 18.4 18.3 18.2 18.0 14 18.8 10.6 1fl5 18.0 18.2 18.1 18.0 17.6 17.7 VA 16 18.3 1&2 181 17.9 17.8 17.7 175 17.4 17.3' 17.1 10 17.9 17.7 17.6 17.5 17.3 172 17.1 16.9 188 1&7 20 17.4 17.3 17.1 17.0 169 16.8 16.6 16.5 16.4 16.2 22 17.0 16.a 1&7 16.6 16.4 1fi3 162 1&D 15.9 15.0 24 16.5 16.4 182 1 & 1 169 15.8 15.7 15.6 15.5 1&3 26 16.1 15.9 158 15.7 155 15A 15.3 16.1 15.0 14.9 L.. _.... 11.0 Composite '.. 11.3 11.2 11.1 11.0 HmghM may be Melpdated• but trot mtopdated. 3x3x0.092 Column Schedule for Solld Roof/ Screen Enclosure Combo X 5 i S Smeen Rey nfbRaY N14A(F4 l0 IZ U 16 31 1 2. 22 Z/ 36 Mxlmum HelgM Pi,) R4md'mum Hetglrr(nl 0 20.1 20.0 19.9 19.7 19.6 19.5 19.3 19.2 19.1 18.9 10 19.7 19.5 19.4 19.3 19.1 19.0 189 188 186 1fl5 12 192 19.1 19.0 18.8 18.7 18.6 18.4 18.3 18.2 18.0 14 18.8 10.6 1fl5 18.0 18.2 18.1 18.0 17.6 17.7 VA 16 18.3 1&2 181 17.9 17.8 17.7 175 17.4 17.3' 17.1 10 17.9 17.7 17.6 17.5 17.3 172 17.1 16.9 188 1&7 20 17.4 17.3 17.1 17.0 169 16.8 16.6 16.5 16.4 16.2 22 17.0 16.a 1&7 16.6 16.4 1fi3 162 1&D 15.9 15.0 24 16.5 16.4 182 1 & 1 169 15.8 15.7 15.6 15.5 1&3 26 16.1 15.9 158 15.7 155 15A 15.3 16.1 15.0 14.9 11.1 11.0 Composite Roof Span of 10' 11.3 11.2 11.1 Helgmr may be mbxpdte0. Mt nct ex1rapdtm. 3x3xO.092 Column Schedule for Solid Roof / Screen Enclosure Combo r a aF 9 Soren Rey hibubrY b'WJ, (Fd 0 l0 IZ U 14 is 20 12 u• R4md'mum Hetglrr(nl 2x4SMS 8 10.1 1 18.5 1&4 183 t8.2 t8.0 17.9 17.8 17.8 17.5 10 125 17.7 17.6 17.5 17:3 17.2 17.1 16.9 16.8 16.7 12 17.4 16.9 16.8 16.7 18.5 16.4 16.3 16.1 16.0 15.9 14 f177. 10.1 1SO 15.8 15, 7 15.6 154 15.3 15.2 15.1 16 23.6 15.3 152 15.0 14.9 14.8 14.6 14.5 14.4 14.2 18 25.0 14.5 143 14.2 141 13.9 13.8 13.7 13.6 114 2D 31.9 13.7 13.5 134 13.3 13.1 13.0 12.9 127 128 32 13.0 128 127 128 125 123 12.2 12.1 11.9 11.8 24 122 120 17.9 71.8 71.5 11.5 17.4 17.2 11.1 11.0 20 11.3 11.2 11.1 11.0 10.8 1 10.7 t0.8 10.4 70.3 10.2 Composite Roof Span of I8' Composite Roof Span of 6' HeigMa mey W ift rpd.Wd but nd ertrepdm d. 3 E u 3x3x0.125 Column Schedule for Solid Roof/ Screen Enclosure Combo 4x4xO.125 Column Schedule for Solid Roof/Screen Enclosure Combo mom©mmmoo©o I v E yam©mmmoo©o Heid4s mrY be itepdmed, W nd wlmvmmed. NegHs may be nlapdeletl, W nal mlrepalmed. Note: 1) All aluminum frame member tables shown are calculated for exposure B type terrain. If exposure C is needed, then use the multipliers as follows: With a height range of [0'-15': multiply span by 0.83], [15'-20': multiply span by 0.78), [20'-25': multiply span by 0.74), [25'-30': multiply span by 0.71). Carry Beam Schedule for Solid Roof/ Screen Enclosure Combo i.-.R-4*d-dr»I s• iv z• u• 1s - ,e• zv u u• zd• Entyoe s U,, P2L1 2x4SMS 2114 SUB 10.1 1 9.4 8.8 1 4 8.0 7.7 7.3 6.8 6.2 59 2x5SMB 125 11.6 11.0 10.4 9.9 9.5 9.0 6.2 7.7 7.1 2x68MB 17.4 16.7 16.4 15.9 15.5 15.1 14.9 14.5 13.8 12.9 2x7 SUB 19.3 1&6 17.9 17.4 17.2 18.7 16.4 159 15.6 14.8 2x8 SMB 23.6 23.1 225 21.9 21.2 211.9 20.5 20.1 194 18.9 2x9SMS 25.0 24.3 24.0 23.5 728 22.0 21.6 21.1 20.5 19.7 2x10 SMB 31.9 31.0 30.3 _ 28.7 29.3 25.7 Z7.9 27.2 26.4 259 2x5 TFB 18.3 - 17.5 11.1 - 18.6 18.2. 15.6 15.4 1 14.8 14.5 13.6 2x77 18 21.7 1 21.0 1 20.5 21.0 19.4 _ 19.1 18.5 18.0 I v E yam©mmmoo©o Heid4s mrY be itepdmed, W nd wlmvmmed. NegHs may be nlapdeletl, W nal mlrepalmed. Note: 1) All aluminum frame member tables shown are calculated for exposure B type terrain. If exposure C is needed, then use the multipliers as follows: With a height range of [0'-15': multiply span by 0.83], [15'-20': multiply span by 0.78), [20'-25': multiply span by 0.74), [25'-30': multiply span by 0.71). Carry Beam Schedule for Solid Roof/ Screen Enclosure Combo i.-.R-4*d-dr»I s• iv z• u• 1s - ,e• zv u u• zd• Entyoe s U,, P2L1 2x4SMS 2114 SUB 10.1 1 9.4 8.8 1 4 8.0 7.7 7.3 6.8 6.2 59 2x5SMB 125 11.6 11.0 10.4 9.9 9.5 9.0 6.2 7.7 7.1 2x68MB 17.4 16.7 16.4 15.9 15.5 15.1 14.9 14.5 13.8 12.9 2x7 SUB 19.3 1&6 17.9 17.4 17.2 18.7 16.4 159 15.6 14.8 2x8 SMB 23.6 23.1 225 21.9 21.2 211.9 20.5 20.1 194 18.9 2x9SMS 25.0 24.3 24.0 23.5 728 22.0 21.6 21.1 20.5 19.7 2x10 SMB 31.9 31.0 30.3 _ 28.7 29.3 25.7 Z7.9 27.2 26.4 259 2x5 TFB 18.3 - 17.5 11.1 - 18.6 18.2. 15.6 15.4 1 14.8 14.5 13.6 2x77 18 21.7 1 21.0 1 20.5 21.0 19.4 _ 19.1 18.5 18.0 17.5 17.0 2x9718 Z7.7 1 2&e 1 26.1 25.5 75.1 24.6 24.0 23.4 227 224 Composite Roof Span of 6' Heid4s mrY be itepdmed, W nd wlmvmmed. NegHs may be nlapdeletl, W nal mlrepalmed. Note: 1) All aluminum frame member tables shown are calculated for exposure B type terrain. If exposure C is needed, then use the multipliers as follows: With a height range of [0'-15': multiply span by 0.83], [15'-20': multiply span by 0.78), [20'-25': multiply span by 0.74), [25'-30': multiply span by 0.71). Carry Beam Schedule for Solid Roof/ Screen Enclosure Combo i.-.R-4*d-dr»I s• iv z• u• 1s - ,e• zv u u• zd• Entyoe s U,, P2L1 2x4SMS 2114 SUB 10.1 1 9.4 8.8 1 4 8.0 7.7 7.3 6.8 6.2 59 2x5SMB 125 11.6 11.0 10.4 9.9 9.5 9.0 6.2 7.7 7.1 2x68MB 17.4 16.7 16.4 15.9 15.5 15.1 14.9 14.5 13.8 12.9 2x7 SUB 19.3 1&6 17.9 17.4 17.2 18.7 16.4 159 15.6 14.8 2x8 SMB 23.6 23.1 225 21.9 21.2 211.9 20.5 20.1 194 18.9 2x9SMS 25.0 24.3 24.0 23.5 728 22.0 21.6 21.1 20.5 19.7 2x10 SMB 31.9 31.0 30.3 _ 28.7 29.3 25.7 Z7.9 27.2 26.4 259 2x5 TFB 18.3 - 17.5 11.1 - 18.6 18.2. 15.6 15.4 1 14.8 14.5 13.6 2x77 18 21.7 1 21.0 1 20.5 21.0 19.4 _ 19.1 18.5 18.0 17.5 17.0 2x9718 Z7.7 1 2&e 1 26.1 25.5 75.1 24.6 24.0 23.4 227 224 Composite Roof Span of 6' Carry Beam Schedule for Solid Roof/ Screen Enclosure Combo Carry Beam Schedule for Solid Roof/Screen Enclosure Combo raafnneEs•l wrap Lr..M1a/1l0eesrRL4. g 1 10' 1 1r U' 11 1 18' ZO' 22' 31 26• ERec&e Spon (F3) 2x4SMS 7.9 7.4 6.9 6.6 8.3 6.1 SB 3 4 6.0 1 2x5 SMS 9.9 9.2 8.6 2 7.8 7.5 7.1 6.6 G. So - 2t0 SMS 13.7 13.2 129 12.5 122 11.9 11.7 114 10 13.7 13.4 a 2.7 SMS 15.2 14.7 14.1 13.7 13.5 13.2 12.9 125 12 15.4 2x88MS 18.6 18.2 17.7 17.3 16.7 16.5 t8.t 15.8 15 19.9 E 2x9 SMS 117 19.1 18.9 18.5 160 17.4 17.0 16.6 78 21.5 2x10 SMS 25.1 24.4 23.8 23.4 23.1 22.8 22.0 21.4 20 282 16.2 2x5 TFB 14.4 13.8 13.4 13.1. 127 12.5 121 11.7 11 2x7118 2x7 710 17.1 16.6 18.1 15.8 15.3 1&0 14.6 14.2 1? 15.0 Zx9 7FS 21.8 21.1 20.6 20.1 19.8 19.4. 18.9 18.4 11 20.1 19.8 2X0 re 19.4 Composite Roof Span of 14' Composite Roof Span of 10' 17.9 Carry Beam Schedule for Solid Roof/ Screen Enclosure Combo Carry Beam Schedule for Solid Roof/Screen Enclosure Combo raafnneEs•l wrap I' 10' 211' 14' 1r 1r20' I 22' I 24' 1 26• ERec&e Spon (F3) 2.4 SMB 8.9 B.3 7.8 7A 7.1 6.8 6.5 6.0 1 5.5 5.2 2x5 SUB 11.1 10.3 9.7 92 8.8 8.4 So - 7.3 6.8 6.3 2" SUB 15.4 149 14.5 14.1 13.7 13.4 13.2 12.8 12.2. 11.4 2x7 SUB 17.1 16.5 15.8 15.4 152 14.8 14.5 14.1 13.7 13.1 2x8 SUB 20.9 MA 19.9 19.4 189 185 18.1 17.8 172 18.7 2z8 SUB 721 21.5 212 208 20219.5 191 18.7 181 17.4 2.10 SUB 2x6 TFB 282 16.2 27A 15.5 26.8 16-1 2m.3 14.7 26.9 25A 143 14.0 24.7 11-6 24.1 13.1 23.4 129 22.9 12.2 2x7118 19.2 18.6 18.1 17.7 17.2 16.9 16.4 15.9 15.5 15.0 2x9 TFB 24.5 23.7 23.1 226 222 21.8 21.2 20.7 20.1 19.8 2X0 re 19.4 187 Composite Roof Span of 10' 17.9 17.5 17.2 167 164 R-,ted*+.,,.wwds s• 1d• z• 1r 1r 1r zv zr u m• Egeceoe span p7.J 2x4 SMS 7.0 1 6.6 6.2 5.8 5.6 5.4 5.1 4.7 4.3 4.1 2z5SMS 88 I 1 7.7 7.3 7.0 1 6.6 83 5.8 5.4 5.0 2x8 SUB 12.2 11.7 11.5 11.1 10.8 10.6 10.4 10.1 9.8 10 2.7S 13.5 13.0 125 122 120 11.7 11.5 11.1 10.8 10.3 2x8 SUB 16.5 16.1 157 153 14.9 14.6 143 141 13.8 13.2 20 SMS 17.5 17.0 16.7 16.4 16.0 15.4 151 148 14.3 133 200 SMS 22.3 21.6 21.2 211.6 20.5 20.1 1115 190 18.5 18.1 2x5 TF0 12.8 122 11.9 11.6 11.3 11.1 10.7 10.3 10.1 9.6 2.7 718 15.2 14.7 14.3 14.0 13.8 13.4 130 128 122 11.9 2X0 re 19.4 187 1&2 17.9 17.5 17.2 167 164 15.9 15.8 Composite Roof Span of 18' ELITE PANEL SPAN TABLES 3" x 0 024 ALLOWABLE x 1 - LB EPS PANELS CLEAR SPAN CHARTS) ALLOWABLE LOAD (PSF) MAX L/80 ALLOWABLE SPAN (FT) L/120 L%180 L/240 10 16.17 15.76 IS03 14.10 20 13.44 13.44 12.22 10.35 30 10.78 10.78 9.41 6.60 40 9.22 9.22 6.60 2.85 50 6.17 8.17 3.79 - 60 7,40 6.39 0.98 - 70 6.81 4.51 - - 80 6.33 2.64 - - 4" x 0024 ALLOWABLE 6' x l - LB EPS PANELS CLEAR SPAN CHARTS) ALLOWABLE LOAD (PSF) MAX L/80 ALLOWABLE SPAN L/120 L/ 1801- FT) 10 19.00 19.00 17.17 20.85 20 15.01 15.01 15.01 18.06 30 12,50 12.50 12.50 15.13 40 10.97 10.97 10.97 13.34 50 9.92 9.92 9.44 10.91 60 9.13 9.13 7.51 8.43 70 8.52 8.52 5.5880 5.95 80 8.02 8.02 3.64 3.47 x 0024 ALLOWABLE x 1 - LB EPS PANELS CLEAR SPAN CHARTS) ALLOWABLE LOAD (PSF) MAX L/80 ALLOWABLE . SPAN L/120 L/180 FT) L/240 10 17.50 16.91 21.24 21.47 20.85 20 12.16 16.06 18.06 18.06 30 NIE&O6 15.13 15.13 15.13 40 12.22, 13.34 13.34 13.34 50 1 8.36 2.66 1 12.10 12.10 10.91 60 11'.17 11.17 8.43 70 10.44 10.44 10.30 5.95 80 9.85 9.85 8,43 1 3.47 Shown for information purposes only 3" x 0 032 x 1 - LB EPS PANELS ALLOWABLE CLEAR SPAN CHARTS) ALLOWABLE LOAD (PSF) MAX L/80 ALLOWABLE SPAN I L/120 L/180 FT) L/240 10 17.50 17.50 16.91 15.96 20 16.64 15.96 14.06 12.16 30 15.17 14.06 11721 8.36 40 13.69 12.16 8.36 4.56 50 12.22, 10.26 5.51 0.76 60 1 10.75 1 8.36 2.66 1 70 1 9.27 1 6.46 - 80 1 7.80 1 4.56 - 4" x 0,032 ALLOWABLE x 1 - LB EPS PANELS CLEAR SPAN CHARTS) ALLOWABLE LOAD (PSF) MAX L/80 ALLOWABLE SPAN L/120 L/180 FT) L/240 10 20.50 20.50 20.11 19.24 20 19.61 19.24 17.49 15.74 30 18.17 17.49 14,87 12.24 40 16.72 15.74 12.24 8.74 50 15.28 13.99 9.62 5.25 60 13.84 L2,2411 7.00 1.75 70 12.40 10.49 1 4.38 80 10.95, 8.74 1 1.75 6" x 0 032 ALLOWABLE x 1 - LB EPS PANELS CLEAR SPAN CHARTS) ALLOWABLE LOAD (PSF) MAX L/80 ALLOWABLE SPAN L/120 L/180 FT) L/240 10 24.00 24.00 24.00 23.42 20 23.34 23.21 21.82 20.22 30 22.10 21.63 19.42 17.02 40 20.86 20.05 17.02 13.82 50 19.62 1 B.47 14.62 10.62 60 18.38 16,89 12.22 7.42 70 17.14 15.30 1 9.82 4.22 80 15.91 13.72 1 7.42 1.02 3" x 0024 x 2 - LB EPS PANELS ALLOWABLE CLEAR SPAN CHARTS) ALLOWABLE LOAD (PSF) MAX L/80 ALLOWABLE SPAN L/120 L/180 FT) L/240 10 19.33 18.95 18.31 17.66 20 18.11 17,66 16.36 15.06 30 16.80 16.36 14.41 12.46 40 15.49 15.06 12.46 9.86 50 14.18 13.76 10.51 7.26 60 12,87 12.46 8.57 4.67 70 11.57 11.16 6.62 2.07 80 10.26 1 9.86 4.67 4" x 0024 x 2 - LB EPS PANELS ALLOWABLE CLEAR SPAN CHARTS) ALLOWABLE LOAD (PSF) MAX . L/80 ALLOWABLE SPAN L/120 L/180 FT) L/240 10 21.97 21.97 21.52 20.97 20 20.77 20.77 19.86 18.76 30 19.57 19.57 18.21 16.55 40 18.36 18.36 16.55 14.34 50 17.16 17.16 14.89 12.13 60 15.96 15.96 1 13.24 9.93 70 14.75 14.75 1 11.58 7.72 80 13.55 13.55 1 9.93 5.51 6" x 0024 x 2 - LB EPS PANELS ALLOWABLE CLEAR SPAN CHARTS) ALLOWABLE LOAD (PSF) MAX L/80 ALLOWABLE. SPAN L/120 L/180 FT) L/240 10 23.93 23.93 23.88 23.60 20 23.20 23.20 23.03 22.46 30 22.47 22.47 22.18 21.33 40 21.75 21.75 1 21.33 20.20 50 21.02 21.02 20.49 19.07 60 20.29 20.29 19.64 17.94 70 19.57 19.57 18.79 16.81 80 18.84 18.84 17.94 15.68 GENERAL NOIES 1 Composite panels shall be constructed using type 3003-H154 aluminum facings, 1 ort PCF ASIM C-578 carpenter brand EPS adhere to aluminum facings with Ashland Chemical 2020D ISO grip Fabrication to be by Elite panel products only in accordance with approved fabrication methods. 2 . Elite roof panels maintain a UL 1715 (int) class `B' (ext) rating and are NER-501 approved. 3 This specification has been designed and shall be fabricated in accordance with the requirements of the 2007 Florida Building Code, composite panels comply with Chapter 7 Section 719, Chapter 8 Section 803, Class A interior finish, and Chapter 26 Section 260:3, All local building code amendments shall be adhered to as required 4. The designer shall determine by accepted engineering practice the allowable loads for site specific load conditions (including load combinations) using the data from the allowable loads tables and spans in this approval 5 Deflection limits and allowable spans have been listed to meet 2007 FBC including the HVHZ In HVHZ, this product shall be used in structures "not to be considered living areas" per Section 161.3 unless impact resistance in accordance to the HVHZ requirements are met 6 Safety factor of 2 0 has been use to develop allowable loads and spans from testing in accordance to the Guidelines for Aluminum Structures Part 1 and conforms to the 2007 FBC Chapter 16 and 20. 7 Testing has been conducted in accordance to ASTM E72-05: Strength I est of Panels for Building Construction. 8 Reference test reports: HEII-05-1988, HETI-06-2104, HEII-06-2066, HETI-06-2105, HETI-06-2067, HETI-05-1002, HEII- 06-2107, HETI-05-1987, HETI-06-2069,.HETI-06-2070, HETI-06-2071, HEII-05-1994, HEII-05-1991, HEII-06-2072, HEII-06-2073, HEII-06-2074, HEII-05-1996, HETI-05-1989, HEII-05-1993, HE1I-05-1985, HEII-05-1995, HEII-05- 1990, HETI-05-1997, HETI-05-2037, HETI-05-2029, HETI-05-2039, HEII-05-2030; HEII-05-2041, HEII-05-2048, HEII- 05-2036, HEII-05-2031, HETI-05-2038, HETI-05-2065, BEI 1-05-2040, HEII-05-2042 9, Linear interpolation shall be allowed for figures within the tables shown. 10. Panels with fan beams shall be considered equivalent to similar panels without fan beams. Design professionals may include the strength of the fan beam to exceed shown figures as part of site-specific en6neerinQ. 3" x 0 030 x ALLOWABLE 2 - LB EPS PANELS CLEAR SPAN CHARTS) ALLOWABLE LOAD (PSF) MAX L/80 ALLOWABLE SPAN L/120 L/180 FT) L/240 I0 20.11 20.03 19.42 18.81 20 19.02 18.81 17.58 16.35 30 17.93 17.58 15.73 13,8T- 40 16.83 16.35 13.89 11.43 50 15.74 15.12 12.05 8.97 60 14.64 13.89 1 10.21 1 6.52 70 13.55 12.66 1 8.36 1 4.06 80 12.46 11.43 1 6.52 1 1.60 4" x 0030 x ALLOWABLE 2 - LB EPS PANELS CLEAR SPAN CHARTS) ALLOWABLE LOAD (PSF) MAX L/80 ALLOWABLE SPAN L/120 L/180 FT) L/240 10 24.17 24.17 24.17 24.17 20 23.64 23.64 23.41 23.11 30 22.57 22.57 21.90 21.01 40 21.51 21.51 20.39 18.91 50 20.45 20.45 18.88 16.80 60 19.39 19.39 I7.37 14.70 70 18.33 18.33 15.86 12.59 80 17.26 17.26 14.35 1 10.49 6" x 0030 x ALLOWABLE 2 - LB EPS PANELS CLEAR SPAN CHARTS) ALLOWABLE LOAD (PSF) MAX L/80 ALLOWABLE SPAN L/120 L/180 FT) L/240 10 24.00 24.00 24.00 23.84 20 23.65 23,65 23.34 22.84 30 22.94 22.94 22.59 21.85 40 22.23 22.23 21.85 20.85 50 21.53 21.53 21.10 19.86 60 20.82 20.82 20.36 1 18.87 70 20.I1 20.11 19.61 1 17.87 80 19.40 19.40 1 18.87 1 16.88 SEAL JOINT WITH CONTINUOUS CAULKING SLOPE UU U UUUc 0000 000000 Z0- 0000000000(CL C3 BOTTOM FACINGS INTERLOCKING CROSS SECTION 4' MAX WIDTH INTERLOCKING PANEL (1/4'/FT MIN SLOPE> 000000000000 0 > 1 0 W 0 W w a EPS CORE 1LB OR 2LB 000000000000 as O OU- S2 V cY OU0. U W cLs c I(D V 00 ALUMINUM BOTTOM ZVF- a No 00FACINGS W OJ CLEAR SPAN (L) INSIDE TO INSIDE 00 0 000 ENGINEER OF RECORD TO PROVIDE 00 FOR ROOF CONNECTIONS & ADD THICKNESS OF 00 SUPPORTING STRUCTURE DETAIL BY WALL FOR TOTAL 00 THIS OR ANY OTHER ENGINEER PANEL SPAN: 00 OH DD KIM ASSOCIATES, LLC CONSULTING STRUCTURAL ENGINEERS PO BOX 10039 Tampa, FL 33679 Tei: (813) 374-0321 Fax (813) 374-0322 0 Rai ISSUED FOR PRODUCT 2006 APPROVAL 0 ene ISSUED FOR 200720MPRODUCTAPPROVAL n DRAWN BY: DYK CHECKED BY: DYK SCALE: AS SHOWN DATE: 9/19106 YE V P..E. FLA R .. M 4''49i f OCIATES L OPTIONAL i A#20887 GUTTER OR PO BOi( i DRIP CAP I Tampa. 9 36' MAX IN FRONT 8: 25% OF PANEL WIDTH a SIDES 12' MAX AT SIDES) EPS ROOF PANEU SPAN DESCRIPTION 9-3--vS Drawing No.. - FL -1001 SHEET 1 OF 1 I 0 > 1 0 W 0 o Z EL aZ U)Fw aM> F0> EE-rn-4 azoOOU- S2 V cY OU0. U W cLs c I(D V W ` p of W ZVF- a No LipwV C W OJ W DRAWN BY: DYK CHECKED BY: DYK SCALE: AS SHOWN DATE: 9/19106 YE V P..E. FLA R .. M 4''49i f OCIATES L OPTIONAL i A#20887 GUTTER OR PO BOi( i DRIP CAP I Tampa. 9 36' MAX IN FRONT 8: 25% OF PANEL WIDTH a SIDES 12' MAX AT SIDES) EPS ROOF PANEU SPAN DESCRIPTION 9-3--vS Drawing No.. - FL -1001 SHEET 1 OF 1 I