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HomeMy WebLinkAbout140 Hidden Lake DrFIT i CITY OF SANFORD PERMIT APPLICATION Permit # : M `Q — V Date: _ Job Address: 1 '"( c) 1 Q —aff� r Description of Work: 2_5`2(40 OUI� Sir'/xCe� Obu q� Historic District: Zoning: Value of Work: $ I C (YO Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets Occupancy Type: Residential Commercial Construction Type: # of Stories: RECEIVED NOV 10.2005 Addition/Alteration Change of Service Temporary Pole — Replacement New (Duct Layout & Energy Calc. Required) # of Water & Sewer Lines # of Gas Lines Plumbing Repair — Residential or Commercial Industrial Total Square Footage: # of Dwelling Units: Flood Zone: (FEMA form required for rather than X) Parcel #: 10— 2 0— R 0~5C 1 '' L 10 "-000 (Attach Proof of Ownership & Legal Description) Owners Name & Address: C7AiG /�A��N �%D f!%�dG'.J Li4 �e �C/.F • rf},ufo.Q� `� ,��770 3 Phone: _ Contractor Name & Address: AC7�ieiJ /4LdH�fziDdN1 o�Gi� Oi¢A^ISt: 7XI, 3,280E State4 �LicenseNumber:Ce s'3 r Phone & Fax: 00 7'lr 0E-ffrp 64y # Contact Person: Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Lc_ -c -r Phone: U Address: P. . '?-,o)4 2-14 3 CQ� �___ '�1d.� 1G_ (^� C� CSL Fax: 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 IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the uirements of this permit, there maybe additional restrictions applicable to this property that maybe found in the public records of this county, and there ma7e additional it required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of notify the owner of the property of the requi �-- S' ked wner/A Date Sig ature of Contractor/Age Date \�N\\\1111111111/l//���/ \\1111HIINlI// n \P AN Vi G' L! /J✓�1 \ ��\\� B. ARN��� aVI �\• dh S N��0� Msslo�yF ��0'k� Print wner/Agent's Name �� \\ t Cont ac/tor/Agent' Name •v��b`er 2b !%' 1 - p`obet 25 ?oof9N�• Signature of Notary -State of Florida = I a gig pEvre of Notary -State of Florida Dale * S e * . •.e _ #DD 255071 ; o„ 2 #DD 255071 ; Q + q'• o, BondedttN c U Owner/Agent is Personally Known to_Me or i9 '�a PondcU %0 .\' FL°�@l+�ractor/Agent is Personally Known to Me or ///C'STA����� _ Produced IDL %veC/•STA���\ �`�— Produced ID //////(IjIllI11N\\\ (�/� J///I/1111111111\\\� APPLICATION APPROVED BY: Bldg: a 1 W Zoning: (Initial & Date) Special Conditions: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) �1 qCP Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 16 13.0.E 22 14 9 t? 12.0 21 uu DA-vu)JDH7iBON, CFh, ABA 1 .� 20I7 16 1 PROPERTY 17 APPRAISER ' '`i `H 4G r .o ,rya SEMINOLE COUNTY5'06 1 1 101 E. FIRST 5T 4.A 00G013 SANFORD FL32771-1468 Y o 4 13 407-86u-7506 0,100-00122 .Q - E11d 2N 17 16 16 qty 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 10-20-30-5CT-OJ00-0080 Number of Buildings: 1 Owner: BAILEY GAIL Depreciated Bldg Value: $95,591 Mailing Address: 140 HIDDEN LAKE DR Depreciated EXFT Value: $5,645 City,State,ZipCode: SANFORD FL 32773 Land Value (Market): $20,000 Property Address: 140 HIDDEN LAKE DR SANFORD 32773 Land Value Ag: $0 Subdivision Name: HIDDEN LAKE UNIT 1-C Just/Market Value: $121,236 Tax District: S1-SANFORD Assessed Value (SOH): $88,012 Exemptions: 00 -HOMESTEAD Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $63,012 Tax Estimator SALES 2005 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Qualified Tax Value(without SOH): $1,936 WARRANTY DEED 07/1995 03028 1805 $32,500 Improved No 2005 Tax Bill Amount: $1,206 WARRANTY DEED 07/1991 02326 1416 $70,000 Improved Yes Save Our Homes (SOH) Savings: $730 WARRANTY DEED 04/1979 01218 0955 $39,100 Improved Yes 2005 Taxable Value: $60,449 WARRANTY DEED 05/1978 01167 0527 $85,500 Vacant No DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Land Unit Land PLATS: Pick... Frontage Depth Method Units Price Value LEG LOT 8 BLK J HIDDEN LAKE UNIT 1-C PB LOT 0 0 1.000 20,000.00 $20,000 17 PG 56 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 1979 6 1,355 2,035 1,355 CONC BLOCK $95,591 $107,406 Appendage / Sgft OPEN PORCH FINISHED / 160 Appendage / Sgft GARAGE FINISHED / 520 EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New POOL GUNITE 1982 450 $3,600 $9,000 SCREEN ENCLOSURE 1982 1,671 $1,337 $3,342 ALUM PORCH W/CONC FL 1982 112 $291 $728 COOL DECK PATIO 1982 298 $417 $1,043 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re web.seminole county title?parcel=1020305CTOJ00008... 11/7/2005 ACTION ALUMINUMCTS, INC 2698 South Orange Blossom Trail Orlando, Florida 32805 I hereby name and app int Debra Johns to be my lawful attorney, in fact to act for me and apply to the Building Department for a 001 scr n C n C Ic-Wf'p- permit to be performed at a location described as: f 8 /A/ MddM LQ k E5 And to sign my name and do all things necessary to this appointment. SUBSCRIBED BEFORE ME THIS '2,1 DAY OF C7Ci�C 20 Notary as to Contractor My Commission Q-C��L David Alla Johns CGC 053605 B. AgNOiii��� �SS10%7 : a `ober 25, ?oo'9N cj . .� #DD 255071 : o o99 ��iaryPortdedctd /it 11 1111 \ Off\\\\\ METRO ORLANDO (407) 648-9948 o Fax (407) 648-9949 a BREVARD (407) 632-0264 ® VOLUSIA (904) 252-7835 Prepared by: � h� m pdio Return to: A cion Aluminum Products, 2698 S. Orange Blossom Trail. MNYRPE NAM, CLERK OF CIRCUIT COURT WHINOLE COM PK 05992 FSG 1247 CLERK% S 1; 260519E.117 RECORDED 1111W2M 62%*150 PH RECORDING FEES I& W RECORDED BY L McKinley Orlando, ),L -)2805 C(¢CED COPY 6~~MARYANI E MORSE NOTICE OF C0MMENCEMENT R� ®� CIRCUIT COURT SEM E COUNTY, FLORIDA State 0( FLORIDA ! "'_., i%t/BY u LER�i— County of NOV 1 0 2005 " The undersigned hereby gives notice that improvements) will be lmade to certain real property, and in accordance wilt Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property (legal description of the property, and strcct address if available) /e.J '/Aker (/��'f /-C /%f 6k �7 �5 s, ss=s6 2. General description of improvement(,-) /vet. S'e,¢ee.� e.JG'toSvQe 3. Ovincr information Name G,4/1 Tel Telephone Numbcr Y 7' 9 Address 1yo /{iYee•� 1 *fie s 4e, Fox Number f,4N /e,�d'x Vii' 3.i ? 7 7 Inlcrest in Property: 4. Fcc Simple Title I-Ic(der (if other than owner shown above) Name ( 'Telephone Numbcr Address Fax (lumber 5. Contractor Name Action Aluminum ProducLs 1-clephonc Numbcr 407-6118-9918 Address 2G98 S. Orange Blossom Trak. Fax Number 407=613-9949 Orlando, FL 32405 G. Surety (if ony)�- Name Telephone [\lumber Address ! Fax Number Amount of bond 7. Lender (if any) Name Telephone Numbcr Address Fax Number a. Persons tir'thin (he Slalc of Florida designated by Ovrne� upon whom notices or other documents may be sef-Vcd as provided by §713.13(1)(a)7., Florida Slalules Name Telcphonc Number Address Fax Numbcr _ g. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor',- Notice as provided in §713.131 b), Florida Statutes. NameTelcphonc Numbcr Address Fax Numbcr 10. Expiration date of notice of commencement (the expiration is on ar from the dale of recording unless o different date is specified): � x Dote Signed Srus a urc of 0" INole: per §713.13(1)(8), "owner sicgn ...and no one else may be permitted (o sign in his or her lead." Sworn to and subscribed before me Chisals2 day of a� 20 o y by who. is personally known to me OR produced as identification. obe125?�Oi�•. �I(lalure of Mary (notarial seal to appear below) #DD 255071 `' 9 bra `O/7dedW �e;• 2 k. Form Ruined: 12J00 for 19_ l0 20_ 7 12 '' m 20- .r�•�."•� y ••f•/ II/ �`:...- 17 19-� •" .,l GREENBELT Legal Description Lot 8, Block J, HIDDEN LAKES UMT 1-C, according to the plat thereof, as recorded in Plat Book 17, Pages 55-56, of the Public records of Seminole County, Florida. Community number. 120294 Panel: 0045 Suffix. E F.LkM• Date: 4117195 Flood Zone: X Date of field work: 815198 Completion date: 815198 g0• FD. \1/2' I.R. BLOCK "L/'% C-2 /%2' I.R. 6A4 QM• o. Sh 1.30" 5 6 s 1'30 NE iR 7-, 5 6 " 60 Certified to: Gail M. Bailey; Heritage Title; American Pioneer Title Insurance Company; First Indiana Bank its successors and/or assigns. Property Address: 140 Hidden Lake Drive Sanford, Florida 32773 Survey number: Y-25344 C-1 (P.) C-1 (M.) 0 = 0405'06" A = 0408'06" R = 946.62' R = 946.61' L = 67.49' L = 68.31' C = 6748' C = 68.30' CB = S 265;J9' E C8 = S 2675'15" E C-2 (P.) C-2 (M.) A = 9306'36" A = 8931'48" R = 25.00' R = 25.00' L = 40.63' L = 39.06' C = 36.30' C = J5.21' CB = S 2138'12" W CB = 5 2138'10" W C-3 (C.) C-3 (M.) o = 093450" A = 0937'50" R = 324.05' R = 234.05' P. R = 324.05' L = 54.19' L = 54.47' C = 54.12' C = 54.40' CS = S 725855" W CB = S 7302.43" W C-4 (P.) C-4 (M.) = 7770'52" p = 764241' R = 25.00' R = 25.00' L = 33.68' L = 33.47' C = 31.19' C = 31.03' C8 = N 6338'14" W CB = N 6331'58" W LE:ENO WOr_O FE:•Ir,E CENrRAL ANGLE/CELrA - •F"N. WIRE FENCE 08. DEED BOOK NAIL 0. DESCRIP TIGN O PROPERTY CORNER D.H. DRILL HOLE R RECORD 0/W DRIVEWAI M FEILD MEASURED ESMr EASEMENT C CALCULATED E.L. ELEVATIGN CL CLEAR F.F. FINISHED FLOOR ENCRENCROACHMENT F.C.M. FOUND CONCRETE MONUMENT C CENTERLINE F.P.H. FOUND PARKER-KALON NAIL ECNCRETE L LENGTH P PROPE.RT{ UNE L.A.E. LIMITED ACCESS EASEMENT C.M. CONCRETE MONUMENT M. H. MANHOLE F.I.R. FOUND IRON ROD N.T.S. NOT TO SCALE F.I.P. FOUND IRON PIPE O.R. OFFICIAL RECORDS R/W RIGHT OF WAY O.R.B. OFFICIAL RECORDS BOCK N & 0 NAIL & DISC P.C.P. PERMANME14T CONTROL POINT O.E. DRAINAGE EASEMENT P.R.M. PERMANMENT REFERENCE MONUMENT U.E. UT1UT;• EASMENT PC. PACE F0. FOUND PVM T. PAVEMENT P PLA 'P.B. PLAT BOCK ia8cgs ASPHALT P.O.B. POINT OF BEGINNING O.H.L OVERHEAO UTILITIES P.O.C. PIONT OF COMMENCEMENT P.P. POWER POLE P.J.L. POINT ON UNE, TX TRANSFORMER P. C. POINT OF CURVATURE CAP/ CABLE RISER P.R.C. POINT OF REVERSE CURVE W.U. WATER METER P. T. POINT OF TANGENCY TEL. :c! c HCNE FACILITIES R. RADIUS (RADIAL) C� CCvEREC AREA R.O.E. ROOF OVERHANG EASEMENT S. R. BEARING REFERENCE S.I.R. SET IRCN RCD & CAP CH CHCRO S/W SIDENALK RAO RACIAL T.B.M. TEMPORARY BENCH MARK N"R. NON RACIAL T.O.B. TOP OF 8ANK A/C AIR CONDITIONER rYP. TYPICAL B. M. BENCH MARK W.C. WITNESS CORNER C.B. CATCH BASIN 10.50 EXISTING ELEVATION �C. CALCULATED I HEREBY CERTIFY THAT THIS BOUNDARY SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL LAND SURVEYORS IN CHAPTER CIG17 FLORIDA AOMINISTRATIV£ CODE. PURSUANT TO SECTION 472.027. FLORIDA STATUTES. SIGNED I RAL-11.iWERCLCFF REGISTERED LAND SURVEYOR AND MAPPER NO -411 STATE OF FLORIDA ��-1--� REGISTERED LAND SURVEYOR AND MAPPER STATE OF FLORIDA NOTES: 1) LEGAL DESCRIPTION PROVIDED BY OTHERS. 2) THE LANDS SHOWN HEREON WERE NOT ABSTRACTED FOR EASEMENT. OR OTHER RECORDED ENCUMBERANCES NOT SHOWN ON THE PLAT. 3) UNDERGROUND PORTIONS OF FOOTINGS, FOUNDATIONS OR OTHER IMPROVEMENTS WERE NOT LOCATED. 4) ELEVATIONS ARE BASED ON NATIONAL GEODETIC DATUM. 5) FENCE OWNERSHIP NOT DETERMINED. 6) WALL TIES ARE TO THE FACE OF THE WALL. 7) NOT VAUD UNLESS SEALED WITH THE SURVEYORS SEAL. 8) ONLY VISIBLE ENCROACHMENTS LOCATED. 9) NO IDENTIFICATION FOUND ON PROPERTY CORNERS UNLESS NOTED. 10) DIMENSIONS SHOWN ARE PLAT AND MEASURED UNLESS OTHERWISE SHOWN. 11) BEARINGS SHOWN (IF ANY) ARE BASED ON i(AW. ITy 4&'L/NC o)" 4-&/ Lccd 4~e - (5 68F//'3 'Al) 7700 North Kendall Drive Suite 409 Miami, Florida 33158 (305) 271-3855 Fax (305) 271-8499 11 385 Aurin Avenue ♦ t Suite 3 Oviedo. Florida 92765 (407) 977-7010 Fax (407) 977-7020 1187 Vultee Boulevard AND AFFILIATED COMPANIES Nashville, Tenneasee 37217 (815) 388-8432 LB. 6387 Fax (615) 388-8477 Nationwide: 1-800-227-2880 Fax: 1-800-Z27-2880 Name, B A I L E Y Address. 140 HIDDEN LAKES DRIVE C,t„,SANF❑RD L— SubdivisiomH I DDEN LAKES - a1 1 X 2 0 2 X 3 f a 0 I U) 2 X 4 f a i un 2 X 3 I 2 X 3 � XI IfUI IfV ME= N=� 1l 8'-0, 0 I M 40'-0' X 2 3' COMP❑ITE ROOF s a 2 X 3 M M o I I o 2 X --21 MU(,xyu) I —Z I 0 o Cr) M M (v) I o 1 40'-0' X 2 3' COMP❑ITE ROOF WITH 2 X 7 BEAM AND 3 - 3 X 3 COLUMNS 2 X 3 M M 2 X --21 MU(,xyu) —Z 0 X X UCxyu, X X XXX lrxx) (L lu (LJ (U (LJ (U (Xu (U (LJ 40'-0' X 2 3' COMP❑ITE ROOF WITH 2 X 7 BEAM AND 3 - 3 X 3 COLUMNS 2 X 3 doull 2 X --21 —Z 0 2 X 2 0 �ONt0t0 XXX lrxx) lu ICUE(u (U (LJ (U (Xu 2 X 2 2x2 40'-0' X 2 3 5'-6' — 5'-6" — 6 6'-0' 0' — 5'-6" — 5'-6" - 8'-5' , 0 I Lr) f 0 1 1 a I I17 f a I 1 O I �D O I �D 1 X 2 1 g1-0• JOB No, NOOMRMINA doull 110MLIMIWIVAIWAIM 3 5'-6' — 5'-6" — 6 6'-0' 0' — 5'-6" — 5'-6" - 8'-5' , 0 I Lr) f 0 1 1 a I I17 f a I 1 O I �D O I �D 1 X 2 1 g1-0• JOB No, �2 oc) y Soli rl ,�oo1 t, -/,W7 Poo,- Ewc/os(-tRE ROOF OVER SYSTEMS SECTION 5 A, — 48.00" 1.0 # DENSITY E.P.S. FOAM & 3105 H-14 OR H-25 ALUMINUM ALLOY (PATENT .# 4,769,963 AND 5,086,599) SNAP - N - LOCK PANEL SCALE: 3" = 1'-0" Table 5.3 Structall Building Systems Inc. Snap & Lock@ Composite Roof Panels Allowable Spans For Composite Roof Panals @ Various Loads for Roof Overs Manufacturers Proprietary Product: Aluminum Alloy 3105 H-14, H-28 Foam Core E.P.S. 1# Density 3" x 48" x 0.024" Panels Wind Region Maximum Allowable Span 1 & 2 3 4 Max Span Span Span Cantilever 100 M.P.H. 20'-4" 22'-9" 21'-11" 4'-0" 110 M.P.H. 18'-8" 20'-11" 20'-2" 4'-0" 120 M.P.H. 17'-5" 19'-5" 18'-10" 4'-0" 123 M.P.H. 16'-11" 18'-11" 18'-3" 4'-0" 130 M.P.H. 15'-11" 17'-9" 17'-2" 3'-11" 140 M.P.H. 12'-4" 13'-9" 13'-3" 0'-0" 150 M.P.H. 12'-4" 13'-9" 13'-3" 0'-0" 3" x 48" x 0.024" Panels Wind Region Maximum Allowable Span 1 & 2 3 4 Max Span Span Span Cantilever 100 M.P.H. 23'-5" 26'-2" 25'-3" 1 4'-0" 110 M.P.H. 21'-6" 24'-1" 23'-3" 4'-0" 120 M.P.H. 20'-0" 22'-5" 21'-8„ 4'-0" 123 M.P.H. 19'-5" 21'-9" 21'-0" 4'-0" 130 M.P.H. 18'-3" 20'-5" 19'-9" 4'-0" 140 M.P.H. 14'-2" 15'-10" 164" 4'-0" 150 M.P.H. 14'-2" 15-10" 15'-4" T-11" Note: Spans may be Interpolated. 4" x 48" x 0.030" Panels Wind Region Maximum Allowable Span 1 & 2 3 4 Max Span Span Span Cantilever 100 M.P.H. 22'-3" 24'-11" 24'-1" 4'-0" 110 M.P.H. 20'-6" 22'-11" 22'-2" 4'-0" 120 M.P.H. 19'-1" 21'-4" 20'-7" 4'-0" 123 M.P.H. 18'-6" 1 20'-9" 20'-0" 4'-0" 130 M.P.H. 17'-5" 19'-6" 18'-10" 4'-0" 140 M.P.H. 13'-6" 15'-1" 14'-7" 4'-0" 150 M.P.H. 13'-6" 15'-1" 14'-7" 4'-0" 4" x 48" x 0.030" Panels Wind Region Maximum Allowable Span 1 & 2 3 4 Max Span Span Span Cantilever 100 M.P.H. 25'-8" 28'-9" 27'-9" 4'-0" 110 M.P.H. 23'-8" 26'-5" 25'-6" 4'-0" 120 M.P.H. 21'-11" 24'-7" 23'-9" 4'-0" 123 M.P.H. 21'-4" 23'-11" 23`-1" 4'-0" 130 M.P.H. 20'-1" 22'-5" 21' 8" 4'-0" 140 M.P.H. 15'-7" 17'-5" 16-10" 4'-0" 150 M.P.H. 15'-7" 17'-5" 16-10" 4'-0" BTRUCTALtt Lawrence E. Bennett, P.E. FL # 16644 350 BURBANK ROAD, CIVIL ENGINEER- DEVELOPMENT CONSULTANT OLDSMAR, FLORIDA 34677 P.O. BOX 214368, SOUTH DAYTONA, FL 32121 NATIONWIDE 1 -BOO -229-5257 TELEPHONE: (386)767-4774 LOCAL 81 3-855-2627 FAX: (386)767-6556 FAX 813-B55-81 28 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 5-25 i 14 SECTION 1 SOLID COVER ATTA (PER SECT' (2) #10 x 1/2" SUPER OR EXTR GUTTER ATTACHED TO WITH 2-1/2" LONG SELECTED FROM SEC" FOR BEAM SIZE SPAC 2, SCREENED ENCLOSURES BREAK FORMED OR EXTRUDED END CAP W/ lKlell 11 ATr7n "1N ROOF OR OOF PANEL. kN ROOF. .EAK FORMED TRAP OR STRAP W/ (2) S. OR 1/4" THRU- PVC OR EQUAL 4" O.C. SECTION FOR ALLOWABLE SPANS OF SUPER OR EXTRUDED GUTTER AND CARRIER BEAM (SEE TABLE 1.10) DSION D WASHER �"..,.,..EWS (PER SECTION 9) NOTE: BEAM MAY BE ATTACHED TO SUPER GUTTER AND SOLID ROOF TO S.M.B. PROVIDED A STRAP OR 1/2" P.V.C. OR EQUAL FERRULE IS PROVIDED AT EACH BEAM. SUPER OR EXTRUDED GUTTER - SOLID ROOF / SCREEN ROOF COMBINATION SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (366) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-52 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 1 SCREENED ENCLOSURES Table 1.10 Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Side / Solid Roof Other Side Aluminum Alloy 6063 T-6 For Areas with Wind Loads 150 M.P.H. or Less and Latitudes Below 30°-30'-00" North Notes: 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans maybe interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule 10'-0" 1 12'-0" 112 Screen Roof Beam Span 1 14'-0" 1 16'-0" 1 18'-0" 1 20'-0" 1 22'4" Beams And 5" Super Gutters 5'-0" 5'-0" 1/2 Solid Roof Beam Span 5'.-0" 5'-0" 5'-0" 5'-0" 5'-0" 2" x 6" x 0.050" x 0.120" 11'-4" b 10'-11" b 10'-7" b 10'-3" b 9'-11" b 9'-9" b 9'-6" b 2" x 7" x 0.055" x 0.120" 12'-1" b 11'-8" b 11'4" b 10'-11" b 10'-8" b 10'-4" b 10'-1" b 2" x 7" x 0.055" w/ insert 15'-3" b 14'-8" b 14'-3" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 2" x 8" x 0.072" x 0.224" 14'-10" b 14'-4" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 12'-5" b 2" x 9" x 0.072" x 0.224" 15-11" b 15'-5" b 14'-11" b 14'-6" b 14'-1" b 13'-8" b 13'-4" b 2" x 9" x 0.082" x 0.306" 17'-4" b I 6'-9" b 16'-2" b 15'-9" b 15'-3" b 1 14'-10" b 14'-6" b 2" x 10" x 0.092" x 0.369" 20'-7" b 1 19'-11" b 1 19'-3" b 1 18'-8" b 1 18'-2" b 1 17'-8" b 17'-3" b Notes: 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans maybe interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule Note: Maximum front wall height = 10'-0" Use front wall width when determining number of s.m.s. for the side wall K -bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-64 NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Number of #10 x 3/4" S.M.S. Required Maximum Wall Width = Corner Post @ Top Diagonals (K) per End Intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate 20'-0" 2 2 4 2 2 30'-0" 2 2 4 2 2 40'0" 3 4 6 2 2 50'-0" 1 4 5 8 3 3 60'-0" 1 6 1 7 1 12 3 3 Note: Maximum front wall height = 10'-0" Use front wall width when determining number of s.m.s. for the side wall K -bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-64 NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 7 Table 7.1.3 Allowable Spans for Industry Standard Riser Panels for Various Loads Aluminum Alloy 3105 H-14 or H-25 3" x 12" x 0.024" 2 or 5 Rih Riser Pnneis Wind Region Open Structures Mono -Sloped Roof 1&2 3 4 span span span Screen Rooms & Attached Covers 1&2 1 3 4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang / Cantilever All Roofs 100 MPH 14'-5" 17'-101"` 18'-2" 13'-7" 16'-9" 17'-7" 11'-1" 14'-2" 14'-5" 4'-0" 110 MPH 13'-11" 17'-10" 18'-2" 12'-7" 15'-7" 15'-11" 10'4" 13'-4" 13'-7" 3'-11" 120 MPH 13'-3" 16'-4" 17'-7" 11'-8" 14'-11" 15'-3" 9'-9" 12'-6" 12'-9" 3'-9" 123 MPH 13'-0" 16'-1" 16'-5" 11'-6" 14'-8" 14'-11" 9'-8" 12'-4" 12'-6" 3'-8" 130 MPH 12'-7" 15'-7" 15-11" 11'-1" 14'-2" 14'-5" 9'4" 11'-6" 11'-9" 3'-6" 140 MPH 10'-0" 12'-4" 12'-7" 10'-0" 12'-4" 12'-7" 8'-10" 10'-11" 11'-2" 3'4" 150 MPH 10'-0" 12'-4" 12'-7" 10'-0" 12'-4" 12'-7" 8'-5" 10'-5" 10'-8" 3'-2" 3" x 12" x 0.030" 2 or 5 Rib Riser Panels Wind Region Open Structures Mono -Sloped Roof 1&2 3 4 span span span Screen Rooms & Attached Covers 1&2 3 4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang / Cantilever All Roofs 100 MPH 15'-7" 19'-3" 19'-8" 14'-8" 18'-8" 19'-1" 12'-5" 154" 15'-7" 4'-0" 110 MPH 15'-1" 19'-3" 19'-8" 13'-7" 17'-8" 18'-0" 1 11'-2" 14'-5" 14'-8" 4'-0" 120 MPH 14'-3" 18'-8" 19'-1" 13'-1" 16'-2" 16-6" 10'-7" 13'-6" 13'-9" 4'-0" 123 MPH 14'-1" 18'-2" '1 18'-7" 12'-10" 15'-10" 16'-2" 10'-5" 13'-3" 13'-7" 3'-11" 130 MPH 13'-7" 16-10" 17'-7" 12'-5" 154" 15'-7" 10'-1" 12'-10" 13'-1" 3'-10" 140 MPH 10'-10" 13'-4" 13'-8" 10'-10" 13'-4" 13'-8" 9'-7" 11'-10" 12'-6" 3'-7" 150 MPH 10'-10" 13'-4" 13'-8'_,_10'-10" 15-11" 13'-4" 13'-8" 9'-1" 1 11'-3" 11'-6" 3'-5" 3" x 12" x 0.050" 2 or 5 Rib Riser Panels Wind Region Open Structures Mono -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang / Cantilever All Roofs 1&2 3 4 1&2 3 4 1&2 3 4 span span span span span span span span span 100 MPH 18'-3" 22`-6" 22'-11" 17'-8" 21'-10" 22'-3" 14'-5" 18'-6" 18'-10" 4'-0" 110 MPH 18'-3" 22'-6" 22'-11" 15-11" 20'-7" 21'-0" 13'-7" 17'-7" 17'-11" 4'-0" 120 MPH 17'-8" 21'-10" 22'-3" 15'-3" 19'-8" 20'-1" 12'-9" 15'-9" 16'-1" 4'-0" 123 MPH 16'-5" 21'-3" 21'-8" 15-0" 19'-3" 19'-8" 12'-7" 15'-6" 15'-10" 4'-0" 130 MPH 15-11" 20'-1" 20'-6" 14'-5" 18'-6" 18'-10" 11'-9" 14'-11" 15'-3" 4'-0" 140 MPH 1 12'-8" 15'-7" 15'-11" 12'-8" 15'-7" 15'-11" 11'-2" 14'4" 14'-7" 4'-0" 150 MPH 12'-8" 15'-7" 15-11" 12'-8" 15'-7" 15'-11" 10'-8" 13'-8" 13'-11" 4'-0" 14UM. r Urdr rUUJ parer wium =room wwtn + wall wlotn + ovemang. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7-29 January 01, 2005 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering 2004 "ALUMINUM STRUCTURES DESIGN MANUAL" Dear Building Official/Plans Examiner, This is to certify that the following contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" for the year 2005. This authorization also applies to contractor Master File Drawings, "ONE JOB ONLY" drawings, or any "SITE SPECIFIC" drawings that I may furnish for the contractor. David A. Johns Action Aluminum Products, Inc. 2698 South Orange Blossom Tr. Orlando, FL 32805 Should you have a convenience. Sincerely',:r�{ questions please contact me at your Lawrence .'BennettP.E. ##16644 SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans for`",primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) Hollow Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" AllowableSpan'L' I bending'b' or deflection'd' 1 9--0-- '-0"Allowable 2" x 2" x 0.044" 9'-10" b 8'-7" b 7'-8" b 6'-11" b 6'-6" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 8'-4" b 7'-7" b 7'-1" b 6'-7" b 6'-3" b 2" x 3" x 0.045" 1 13'-4" b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b 7'-8" b 2" x 4" x.0.050" 1 14'-8" b 12'-8" b 11'-4" b 10'-4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" Tributary Load Width V'= Beam Spacing 4'-0" 1 ' 5'-0" 1 6'-0",n 1 7'-0" 1 8'-0" Allowable Span VI bending'b' or deflection 'd' 1 9'-0" 2" x 2" x 0.044" 2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 15'-6" b 14'-2" b 13'-1" b 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b 2"x 6"_x 0.050" x 0.120-'--- 28'-7" b 24'-9" b 22'-2" b 20'-3" bu 18'-9" b 17'-6" b 16'-6" b 2" x 7" x 0.055"x 0.120" 32'-3" b 2T-11" b 24'-11" b 22'-9" b 21'-1" b 19'-9" b 18'-7" b 2" x 7" x 0.055" w/ insert 42'-10" b 37'-1" b 33'-2" b 30'-4" b 28'-1" b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1" b 32'-3" b 1 29'-5" b 27'-3" b 25-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45-1" b 39'-1" b 34'-11" b 31'-11" b 29'-6" b 27'-B" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'-4" b 35'-0" b 32'-5" b 30'4" b 28'-7" b 2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46'-1" b 42'-1" b 38'-11" b 36'-5" b 34'4" b Snap Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0'.1 8'-0" Allowable Span V/ bending 'b' or deflection 'd' 1 9'-0" 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b 7'-8" b 7'-2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-1" b 11'-8" b 10'-8" b 9'-10" b 9'-3" b 8'-8" b 2" x 4" x 0.045" 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12'-1" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b 2" x 7" x 0.062" 34'-9" b 30'-1" b 26'-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" b Note: 1. Thicknesses shown are `nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Puriin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one pudin for each 14'-0" on each side of the center purlin shall include lateral bracing as sham in detail (48'-0") span with purlins at 6'- 8" o.c. center pudin and (2) purlins each side of center purlin need lateral bracing. 7. Spans may be interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5-0" = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4T74 FAX: (386) 767.6556 IPAGE 1 -C6 I @ NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I SECTION 'I M J BEAM -SCREEN d � J z w ROOF Q �: > Q�O�- wU= Lz0 <w ® e 0\ _ 0 0 LENGTH _ K E BRAC HOST STRUCTURE ROOFING . (2) 2" LAG SCREWS (SEE SECTION 9 FOR SCREW SIZES) 2" STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 2" x 2" x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH LEG INTO POST BEAM CAP (SEE PAGE 1-22) OPTIONAL 3/8" LAG SCREW AND 3/4" FERRULE FASCIA AND SUB -FASCIA SCREENED ENCLOSURES 00 0 0 0 0 00 0 a WR 0.05" H -CHANNEL OR GUSSETS COMPOSITE 2 x 3 EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) SCREEN (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) ATTACHED NO MORE THAN 6" ABOVE TOP OF GUTTER qSOFFIT 0 SUPER OR EXTRUDED p 0 GUTTER _ - . p MAX. DISTANCE -TO HOST STRUCTURE -,'—WALL 24" WITHOUT SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 6 SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767-6556 PAGE © COPYRIGHT2004 1-30 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. SCREENED ENCLOSURES I SECTION 1 Table 1.2 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) A Car}innc ;:—tanaH Tn Roamc With Clinc Hollow Sections 3'-6" 1 Tributary Load Width 'W' = Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" 5'-6" 6'-0" Allowable Span VI bending'b' or deflection'd' 6'-S" 2" x 2" x 0.044" 7'-8" d 7'-4" c 7'-0" d 6'-9" d 6'-6" b 6'-3" b 5'-11" b 2" x 2" x 0.055" 8'-1" d T 9" d 7'-5" d I 7'-2" d 6'-11" d 6'-9" d 6'-5" b 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d 7'-S" d 7'-5" d T -T" d 6'-11" d 2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" In 9'-3" b 8'-10" b 6--5-- b 8'-0" b 2" x 4" x 0.050" 12'_2' b V-4" 1 L 1,0'-8" b 10'-2" b 9'-8" b 9' T" b 8'-9" b Snap Sections 3'-6" 1 Tributary Load Width "wV = Purlin Spacing 4'-0" 1 4'-5" 1 5'-0" 5'-0" 1 6'-C" 1 Allowable Span 'L' / bending 'b' or deflection 'd' C' -S" 2" x 2" x 0.044 8'-5" d 8' 1" d 7'-9" d 7'-6" d 7'-3" d 7'-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-S" d 10'-1 " d 9'-11" b 9'-6" b 1 9'-0" b 2" x 4" x 0.045" 14'-S" d 14'-0" d 13'-6" d 12'-9" b 12'-2" b i 1' S" bj 111%1" b R Cal -}i— P—t—H Th --h Ran— Wahc Intn I;r pw RntiSr:-, Hollow Sections 3'-6" Tributary Load Width NY = Purlin Spacing 1 4'-0" " 4'-5" 1 5'-0" 5'-5" 1 6'-0" Allowable Spar, 'L' / bending'b' or deflection'd' . fj 6'-S" 2" x 2" x 0.044" " 9'-2" b 8'-7" b) 8'-1" b 7'-8" b 7'-4" b 6'_11" t> 6'-7" b 2" x 2" x 0.055" 9'-11" b 9' b 8'-10" b 8'-4" b 7'-11" b 7'.7" bj 7'-3" b 2" x 3" x 0.050" 12'-4" b 11'-7" b 10'-11" b 10'4" b 9'-1C," b 1 9`-5" b 8'-11" b 2" x 4" x 0.050" 13'-7" b 12'-8" b 1V-1 T' b 11'-4" b 10'-10" b 1 10'4" bi 9'-10" b Snap Sections Tributary Load Width Y." = Purlin Spacing 3'-6" 4--0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 6--8-- --6"Allowable AllowableSpan V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 10',11" b 10'-2" b 1 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-3" b 1 7'-11" b Notes: 1, Thicknesses shoaim are "nominal" industry standard tolerances. No wct!I thickness shall be less than 0.040". 2. Spans are based on a minimum of 10rc / Sq F,. for up io a 150 M.P.H. v.'nd load.3. Span is measured from center of beam and upright connection to fascia or v;aR connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-S". For beam spars a, eater than 40'-0" the beam at the center puiiin and one purlin for each 14'-0" on each side of the center pur!in shall include latera; bracing as shovin in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center Purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with 'W' = 5'-0" = 10'-2" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (356)767-T74 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-57 SECTION 1 SCREENED ENCLOSURES SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF, INTERNAL SCREWS INTO SCREW BOSSES '? a NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 6" (MAX) �I 6" (MAX.) 3000 P.S.I. CONCRETE FRONT VIEW 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE #10 x 3!4" S.M.S. EACH SIDE (SEE SCHEDULE NEXT PAGE) 5d` MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT O 5d DISTANCE GRADE 1-1/4" 1`;11N. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN (2) #10 x 3/4" S.M.S. EACH SIDE PRIMARY 2'. x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3" = 1'-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (386)767.4T74 FAX: (386) 767.6$$6 PAGE © COPYRIGHT 2004 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PER :!ISSION OF LAYlRENCE E. BENNETT. P.E. SCREEN 'd' VARIES 4" SHOWN 1" x 2" O.B. BASE PLATE (TYP.) i SECONDARY O 8' 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 : 6 S.M.S. (SEE SCHEDULE NEXT PAGE) �.. a e d A CONCRETEANCHORZA (SEE SCHEDULE NEXT PAGE) -- . NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION 2" 5d (MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF, INTERNAL SCREWS INTO SCREW BOSSES '? a NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 6" (MAX) �I 6" (MAX.) 3000 P.S.I. CONCRETE FRONT VIEW 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE #10 x 3!4" S.M.S. EACH SIDE (SEE SCHEDULE NEXT PAGE) 5d` MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT O 5d DISTANCE GRADE 1-1/4" 1`;11N. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN (2) #10 x 3/4" S.M.S. EACH SIDE PRIMARY 2'. x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3" = 1'-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (386)767.4T74 FAX: (386) 767.6$$6 PAGE © COPYRIGHT 2004 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PER :!ISSION OF LAYlRENCE E. BENNETT. P.E. SECTION 1 I SCREENED ENCLOSURES Table 1.3 Allowable Post I Upright Heights for Primary Screen Wald Frame Members Aluminum Alloy 6063 T-6 For 3 second wind qust at velocity of 120 MPH or an applied load of 14 # i sq. ft.' Hollow Sections 3'.0" Tributary Load Width 'W' = Upright Spacing 1 4'-0" 57-0" 6'-0" 7'-0" 1 8'-0" Allowable Height 'H' I bending'b' or deflection'd' 9'-0" 2" x 2" x 0.044" 8'-4" b 7'-3" b 6'-6" b 5'-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b 7'-11" b T-1" b 6'-5" b 5'-11" b 5'-7" b 5'-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b T-11" b 7'-5" b 6'-11" b 6'-6" b 2" x 4"_x 0.050" 12'-5" b 10'-9" b 1 9'-7" b 8'-9" b 8'-1" b T-7" b 7 Self Mating Sections 3'-0" Tributary Load Width W' = Upright Spacing 4'-0" 1 5'-0" 1 6'-0" r 7'-0" 8'-0" Allowable Height'H' / bending'b' or deflection'd' 1 9--0- 2" x 4" x 0.044 x 0.100" 16-11" b 14'-8" b 13'-1" b 11'-11" vb 11'-1" b 10'-4" b 9-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-8" b 12'-10" b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-!" b 15-10" b 14'-10" b 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16'-8" b 15'-9" b 2" x 7" x 0.055" w/ insert 36-3" b 31'-4" b 28'-1" b 25-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b 1 21'-6" b 20'." b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'x" b 22'-0" b 2" x 9" x 0.082" x 0.310" 141'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25'-8" b 24'-2" b FF -X1011 x 0.092" x 0.369" 1 50'-4" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1". b Snap Sections 3'-0" Tributary Load Width'W'= Upright Spacing 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" Allowable Height 'H' / bending'b' or deflection'd' 9'-0" 2" x 2" x 0.044"r, 9'-11" b 8'-7" b - 7'-8" b T-0" b 6'-6" b 6'-1" b 5-9" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" 6 8'-4" b 7'-10" b 7'4" b 2" x 4" x 0.045" 15'-7" b 13'-6" b 12'-1" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16'-2" b 15-3" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b 17'-11" b 16'-11" b For allowable heights at wind velocities other than 1 zu mrrl, see conversiun tauic for tables at the beginning of this section and example below. Note: 1. Thicknesses sho,r;n are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width'W' select upright length'H'. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-112" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767-6556 PAGE @ COPYRIGHT 2004 1-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SCREWS OR THRU-BOLTS (SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SECTION 1 POST SIZE 2" x 4" MAX. MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SIDE WALL POST TO PLATE TO CONCRETE DETAIL 2" x 2" x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS SCALE: 3" = 1'-0" POST SIZE 2" x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THROUGH ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAII SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT20UI PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-4.7 SCREENED ENCLOSURES I SECTION Table 1.4 Allowable Post I Girt I Chair Rail Spans, Header Spans & Upright Heights for Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq, ft.' Snap Sections AI!ohable Heights 'H' I bending 'b' or defection 'd' , 2" x ^„ x 0.04-4" 7'-F" c 7'-2" d 6'-11" d 1 6'-8" b 6'-: b b Tributary Load Width W' Hollow Sections 3'-6' 1 4'-0" 1 4'-6" 1 5'-0" 15'-6" 6'-0" 6'-8" Allowable Heights 'H'/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 6'-10" d 6'-6" b 1 6'-1" b 5'-9" b 5'-6" b 5' 3" b 5'-0" b 2" x 2" x 0.055" 7'-3" d 6--11 " d 6'-3" b 6'-4" b e'-0" b b 3" x 2" x 0.045" 1 7'-9" d 7'-5" d 7'-1" d 6-10" d 6'-7" b 6'-a" b 2" x 3" x 0.045" 0'-/" o . 8'-9" b 8'-3"- b 7'-10" b 7'-5" b 7'-2" b 6'-9" b 2" x 4" x 0.050" 10'_3" b 9'-7" b 9'-0" b 8'-7" b 2'-2" b 7'-' 0" b 1 7'-5" b Snap Sections AI!ohable Heights 'H' I bending 'b' or defection 'd' , 2" x ^„ x 0.04-4" 7'-F" c 7'-2" d 6'-11" d 1 6'-8" b 6'-: b b r For allowable Heights at wlna velocities omer oidn 14V Mr", a— I-rcl a — ....,I •r. — specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6-8". 7. Spans may be interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-59 Tributary Load Width 'W' Hollow Sections 3'-6' 4'-0" 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H'/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 7'-0" b 7'-3" by 6'-10" b 6'-6" b 6'-2" In 5'-11" b 5'-7" b 2" x 2" x 0.055" 8'-5" b 7'-1, 1" b 7'-5" b 7'-1" b 6'-9" b 6'-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b l 8'-8" b 8'-2" b 7'-9" b -1-5" b 7'-1" b 6'-8" b- 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9" b 8'-4" b 7'-1 1" b 7' 7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b E'4" b Snap Sections Allowable Heights 'H' / bending'b' or deflection'd' 2" x 2" x'0.04-4" 9' 2" b 8'-7" b 1 8'-1" b 1 T-3" b 7'-4" b I 7'-0" b 1 6'-8" b r For allowable Heights at wlna velocities omer oidn 14V Mr", a— I-rcl a — ....,I •r. — specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6-8". 7. Spans may be interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-59 SECTION 1 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. SIDE WALL POST TO PLATE TO CONCRETE DETAIL 1" x 2" EXTRUSION ANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. SCALE: 3" = 1'-0" 2" x 2", 2" x 3" OR 2" x 4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTO I SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF 7' USE: 1/2 x 17'-11" x Tx 10# / Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 18 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES I SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing Beam Size Upright Size Minimum Purlin, Girt Deck & Knee Brace Size" Anchors Notes Minimum Number of Screws' #8 x %" #10 x ;%" #12 x'A" Beam Stitching Screw @ 24" O.C. 2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4 - 2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #8 2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full Lac 8 6 4 #10 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full La 8 6 4 #8 2"x6" 2"x3" 2"x2"x0.0,4" 4FuL'- Lap 10 1 8 6 , #10 2" x 6" 2" x 4" 2" x 2" ): 0.044" 4 Partial Lac l 10 8 6 t #10 2" x 'r" 2" x 4" 2" x x 0.044 4 Pa^�al Lap 14 12 10 #12 2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial Lao 16 11. 12 #14 2" x 9" 2" x 6" 2" x 3" x 0.045" 8 Par -':a1 Lao 18 16 14 #14 2" x 9"-' x 7" 2" x 4" x 0.0 50' c. Pa' La;; ? 18816 #14 2. 10" 2" x S": " x 4" x 0.05,01" 1 1=�_ _ '.I L:�LI 20 18 16 #14 Screw Size ` Minimum Distance and Scacina of Screws Gusset Plate Thickness Edoe To Center V Center To Center Beam Size Thickness #8 5!16" 5'8" 2" x 7" x 0.055" x 0.120" 1116" = 0.053" 110 3!8" 3/4" 1 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" #12 1/2" 1" 2" x 9" x 0.072" x 0.224" 118" = 0.125" 14 or 1!4" 3 I c xC012"z0..3x6" 1;8"=0.125„ 5116" 7/8" 1-3/4" 2" x 10" x 0.692" x 0.369" 114" = 0.25" 318„ ill 2:: Refers to each side of the connection of the beam and upright and each side of splice connection. " 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16" ousset plate. 2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut. 4. The number of screws is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper aliovrable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 6. Hollow splice connections can be made provided the connection is approved by the engineer. 7. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut. 8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 10. The side wall upright shall have a minimum beam size as shorn above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Connect beam to upright w/ H -bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. 12. For girt size use upright size (i.e. 2" x 6"). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0.044". Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T-6 Brace Length Extrusion Anchoring System 0'- 2'-0" 2" x 2" x 0.044" 2" H -Channel With (3) #10 x 1/2" EACH SIDE To 3'-0" 2" x 3" x 0.045" 2" H -Channel With 3 #10 x 1/2"EACH"SIDE To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H -Channel With (4) 314" long screws (size to be determined by beam size, see table 9.6) (See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6". Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-474 FAX: (386) 767.6556 I PAGE © COPYRIGHT 2004 I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-61 SECTION 1 2"x4"OR2"x6" SELF MATING BEAM 1" x 2" SNAP SECTIONS ATTACHED TO 2" x 2" W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1" x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/2" S.M.S. ATTACH 2" x 2" PURLINS TO SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) •---- - - - - -- -- 10 -o -� ALTERNATE FLAT ROOF ---------- I SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.5B) t, 2" x 3" HOLLOW OR SNAP SECTION SLOWING BEAD TO UPRIGHT CONNECTION DETAIL PARTIAL LAP SCALE: 3"= 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 PAGE o © COPYRIGHT 2004 1-8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES I SECTION 1 W1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) 71 ALTERNATE CABLE H (SEE TABLE 1.3)N. 1" x 2" (TYP.) GRADE K -BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H t RISER WALL WHERE :QUIRED IRLINS (TYP.) AGONAL ROOF BRACING EE SCHEMATIC SECTION 1) kBLE BRACING K -BRACING (OPTIONAL) GIRT (TYP.) / SCREEN (TYP.) SW ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (SEE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPIdENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 SCREENED ENCLOSURES SECTION 1 PURLIN (TYP.) W SCREEN (TYP.) CABLE CONNECTION \ (SEE DETAILS SECTION 1) I i GIRT (TYP.) H I I 1" x 2" (TYP.) (SEE TABLE 1.3) GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - ELEVATION SCALE: N.T.S. RISER WALL WHERE EXISTING STRUCTURE REQUIRED i SIZE MEMBERS PER I W( PURLIN (TYP.) APPROPRIATE TABLES I ALUMINUM BEAM L ! I (TABLE 1.1 OR 1.8) \ DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) H K -BRACING (OPTIONAL) I I ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) SCREEN (TYP.) SW GIRT (TYP.) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (TABLE 1.3 OR 1.4) CABLE BRACING TYPICAL TRANSVERSE GABLE ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4T74 FAX: (386)767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-5 SCREENED ENCLOSURES >) #10 S.M.S. (MIN. x 1-1/2" x 8" FLAT I 125" PLATE OUT C 45° ANGLE LT OR TURNBUCH CABLE TENSION _ESS STEEL (SEE RIMETER FRAMII MEMBER SECTION 1 TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = 1'-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF ,ra FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED #10 x 3/4" S.M.S. EACH SIDE (TYP ) FOR CABLES MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 1 SECTION 1 I SCREENED ENCLOSURES SLAB MIN. (2) 1/4" OR 5/16" x 1-3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 SCALE: 3" = 1'-0" ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" CABLE SLAB FOR 1/8" CABLE SHALL FOR 3/32" CABLE 5/16" x 2" p HAVE A THICKENED EDGE TO CONCRETE ANCHOR W/ ACHIEVE 5d MIN. ANDA 3/8" x CABLE THIMBLE AND WASHER 2" ANCHOR I I \%�\ 5d (MIN.) 3-1/2" (4" NOMINAL) SLAB (MIN.) 1 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION- DETAIL 2A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-42 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 ADDITIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 & 9.5 EXCEPT ALL SHADED LOCATIONS SHALL BE FILLED MINIMUM OF ALL OUTER LOCATIONS (10) #8 x 1/2" S.M.S. EACH SIDE OF BEAM / POST 1" x 2" OPEN BACK ATTACH TO 2" x 2" W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS 2" x 3" (4) SPLINE GROOVE SECTION CONNECT 2" x 2" OR 2" x 3" TO BEAM W/ MIN. OF (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES SCREENED ENCLOSURES EXISTING 2" x 6" SELF MATING BEAM F#10 x 3 1/2" S.M.S. 16" O.C. PROPOSED 2" x 3"x 0.050" SMOOTH SIDE DOWN 1/8" x 2-3/4" x 8" GUSSET EACH SIDE OF POST AND BEAM W/ (6) #8 x 1/2" S.M.S. EXISTING 2" x 4" ADDITION OF 2" x 3" TO EXISTING 2" x 6" S.M.B. SCALE: 3"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4T74 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL 'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) CARRIER BEAM (SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" ALTERNATE: 1 " x 2", 1 " x 3" OR 2" x 2" _ ATTACHED TO WALL W/ #10 x 2" S.M.S. @ 16" O.C. c) HOST STRUCTURE MASONRY L OR FRAMED WALL F= Q (SELECT FASTENERS FROM W� BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED \ ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR TO CONCRETE W/ (2) 1/4" x 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM \ DEPTH LARGER THAN 3" SECTION 9 TABLES) W \ ALTERNATE CONNECTION: a- (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" ® INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME PRIMARY OR MISC. FRAMING p WALL W/ N11N. (3) 3/8" x 2" LAG BEAM (SIZE PER TABLES) SCREWS OR TO CONCRETE OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767.6556 © COPYRIGHT2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-37 SCREENED ENCLOSURES 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING Wi (2) 1110 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4" x 1-3/4" CONCRETE ANCHOR TO SLAB OR FOOTING i —" c V- 'zf SECTION 1 ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES I CONCERNING FIBER MESH) (3) #30 BARS OR (1) #50 BAR Wi 2-1/2" COVER (TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = V-0" 2) #3 BAR CONT. OR 2'-0" MIN. 3-1/2" (TYP. 1) #5 BAR CONT. — BEFORE SLOPE [_ ALL SLABS) _ %