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129 Kaywood Dr 03-2580 Pool EnclosurePermit # :0 Job Address:12R Vy\iood L Description of Work: o l ncl e Historic District: Zoning: Permit Type: Building Electrical Electrical: New Service — # of AMPS Mechanical: " Residential Non -Residential CITY OF SANFORD PERMIT APPLICATION V — Sand rcd F- i .3 2'- Plumbing/ New Commercial: # of Fixtures Plumbing/ New Residential: # of Water losets _ Occupancy Type: Residential Commercial Construction Type: # of Stories: Valueof Work: $ 51 a0c) 4C3 C Mechanical Plumbing Fire Sprinkler/Alarm Pool Addition/ Alteration Change of Service Temporary Pole Replacement New (Duct Layout & Energy Cale. 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 other than X) Parcel #:) 2~ 17s( (Attach Proof of Ownership & Legal Description) Owners Name & Address: l )EP(IP hCIICI K rvn 5= hor +s la' Contractor Name & Address: Phone: _ 46-7 - Zqq - Sat 0-1 State Licenke Num Phone & Fax: `Q I-M 3(-LLL'L ') Contact Person: Ancirza.WS Phone:'762.5tQ I`I Bonding Company: na- Address: Mortgage Lender: na Address: Address: Phone: 2 t • —?I q 17-4 Fax: 46 %i2 U :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 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 requirements ofthis 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 e t is v rification t t I will notify the owner of the property of the r Florida Li a I C;I I J I))U.O 11 So I Date Date ra M. teitilleeOwner/ANGt8rralt6isyl *t Comm. N,W. CC 950398 APPLICATION APPROVED BY: BldgM(f A — 3 Zoning: Initial & Date) (Initial & Date) Special Conditions: of Contracto gents Date rr 5 (A- 1) L o Comm: No. CC 950396 Utilities: FD: Initial & Date) (Initial & Date) 4 tTG,aci Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL 1 © D 1 e7l, 1 Seminole County opr rt v o4 rpm #sc r I Ihl K. First Rt. nlard fl.3277I r tn'r.aS-a St1b GENERAL 2003 WORKING VALUE SUMMARY 32-19-30-5GS-0000 Value Method: Market TDistrict: S1SANFORD ParcelId: 0610 Tax src: - Number of Buildings: 1 Owner: ROGERS DEBORAH M Exemptions: 00- Depreciated Bldg Value: $107,212 HOMESTEAD Depreciated EXFT Value: $1,157 Own/ Addr: MC WHORTER MARY L Land Value (Market): $24,300 Address: 129 KAYWOOD DR Land Value Ag: $0 City, State,ZipCode: SANFORD FL 32771 Just/Market Value: $132,669 Property Address: 129 KAYWOOD DR SANFORD 32771 Assessed Value (SOH): $114,256 Subdivision Name: KAYWOOD REPLAT Exempt Value: $25,000 Dor: 01-SINGLE FAMILY Taxable Value: $89,256 SALES Deed Date Book Page Amount Vaclimp 2002 VALUE SUMMARY WARRANTY DEED 04/1999 03645 0448 $100 Improved 2002 Tax Bill Amount: $1,833 WARRANTY DEED 04/1989 02058 1986 $128,000 Improved 2002 Taxable Value: $86,578 Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LEG LOT 61 KAYWOOD REPLAT PB 30 PGS 27 & LOT 0 0 1.000 24,300.00 $24,300 28 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 1989 7 2,734 2,114 BRICK/WOOD FRAMING $107,212 $112,855 Appendage i Sgft OPEN PORCH FINISHED / 20 Appendage / Sgft GARAGE FINISHED / 600 EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New ALUM SCREEN PORCH W/CONC FL 1990 240 $1,157 $2,040 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 JusUMarket value. http:// www.scpafl.org/pls/web/re_web.seminole_county_title?parcel=3219305 GS0000061 C... 8/ 11 /2003 Power of Attorney The undersigned hereby appoints Tami Cauley as attorney in fact to apply for and receiveabuildingpermitforhefollowingaddress: My attorney is hereby authorized to do everything necessary to apply for and receive the said building permit and I ratify everything the said '4ttorney shall do on my behalf. Seminole County Property Appraiser Get Information by Parcel Number Page 1 2f 1 PARCEL DETAIL seminr.4 couni, s . AVSlot 1 101 IL. Rind 4f. SAntord r1.32--1 407moQS-7$41, JW10. GENERAL 2003 WORKING VALUE SUMMARY 32-19-30-5GS-0000ParcelId: Tax District: S1 SANFORD Value Method: Market 0610 Number of Buildings: 1 Owner: ROGERS DEBORAH M Exemptions: 00- HOMESTEAD Depreciated Bldg Value: $113,165 Depreciated EXFT Value: $1,157 Own/Addr: MC WHORTER MARY L Land Value (Market): $24,300 Address: 129 KAYWOOD DR Land Value Ag: $0 City,State,ZipCode: SANFORD FL 32771 JustlMarket Value: $138,622 Property Address: 129 KAYWOOD DR SANFORD 32771 Assessed Value (SOH): $114,256 Subdivision Name: KAYWOOD REPLAT Exempt Value: $25,000 Dor: 01-SINGLE FAMILY Taxable Value: $89,256 SALES Deed Date Book Page Amount Vacllmp 2002 VALUE SUMMARY WARRANTY DEED 04/1999 03645 0448 $100 Improved 2002 Tax Bill Amount: $1,833 WARRANTY DEED 04/1989 02058 1986 $128,000 Improved 2002 Taxable Value: $86,578 Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LEG LOT 61 KAYWOOD REPLAT PB 30 PGS 27 & LOT 0 0 1.000 24,300.00 $24,300 28 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 1989 7 2,734 2,114 BRICK/WOOD FRAMING $113,165 $119,121 Appendage I Sgft OPEN PORCH FINISHED 120 Appendage l Sgft GARAGE FINISHED / 600 EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New ALUM SCREEN PORCH W/CONC FL 1990 240 $1,157 $2,040 OTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax urposes. If you recently purchased a homesteaded property your next ear's property tax will be based on JustlMarket value. http://www. scpafl.orglplslweblre_web.seminole_county_title?PARCEL=3 219305 GS00000610... 5/5 /03 T is In trum t Prepared By: W 5U Permit No. 1IN11111aHII1111111111111111101111111UP111111101 MARYANNE MORSE CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04946 PG 0380 i CLERK'S # 2003134303 RECORDED 08/ 01/2003 010105 PSI RECORDING FEES 6.00 RECORDED BY L McKinley t;tglfjw COPY NOTICE OF COMMENCEMENT MAftYANNE MOF60 STATE OF FLORID. CLERK OF CIRCUIT OU COUNTY OF C I :sEMZOLE4COU, RK THE' UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information , is providedinthisNoticeofCommencement. 1. Description of Property(Legal Descriptive): Lot , Block , Subdivision according to the plat thereof as recorded in Plat Book , page(s) Public recordsofCounty, Florida: also known as; n1 Oc 2. General description of improvement(s): 3. Owner information: a. Name and address: P b. Interest in the property: Fee Si ple c. Name and address of fee simple title holder, (if other than owner): l l C Z 4. Contractor ( Name/Addres pecialty Construction & Design k1S728 TimocuanWayLongwood, FL 32750 5. Surety: N/A a. Name and address: r;(a b. Amount of bond: 1 LA 6. bender: ( Name and Address) i 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13 (1)(a)7., Florida Statutes: a. Name and Address: '1, 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b) Florida Statutes: a. Name and Address: 9. Expiration date of notice of commencement (1 year from date of recording, unless different date is specified) r Signature of Owneru' `L r) Owner's Printed Name: a Tlie foregoing instrument was acknowledged before me this Y— day of I3 , by r who is personally known to me or who produced as identification Jd who did not take an oath. nz . C , Signature of Nolalutiblic Printed name: Tamara M. Cauley cotnm'ptary Public, State of Florida My Comm. Expires June 28, 2004 Comm. No. CC 950398 Jul 31 03 02:46p Premier Pools (407) 696-5557 I' o0 oN IFch -- TFgS t - 4t2/w rrrR __C! 1`G - P Tf SPECIFIC KT,IONS gg)Ck WAS w0IN i1,F.ICY, thp1 L. Pouf rlimfms'nnr' 1. + r` I i; F9B"• l c r 4!+, r ( ti; 1' cam I t WOe.,pleth r Plumbing rulx Viltcr tvpr gi;e• r : mUIVAt 4aktilinna)I% ix . ----O° em--u— R- i R-'- R•turn Ila-y: ilarnGnnr} :iyStema 1 f- Heatcr typo. c• GAS LINt AND/Oft rANK ivs rALLANON•AN ft - l+4yl rlr HOOKUP i!; 71,IF.• RCnPUN-1lnILli oF- rl f; rujy- Clranrnu s:yst.mv dVrlLC \ ' __-____.- -- , ti,j..-`_- _._ ..-_a i olherpltrmbiny.1.'•J/LC vE'd.:'riw SWatrr Ln Ira 4rn( Y: +q /r 2?' CY+O/r / ' . l5(' .!- . `/Vah±r I inn 7 ,,,,r tli ^ +t:•I, •r' .`) r! ,`^ _ it if'X^-, i. i ..—__( __.- Y _ yt /}..• .. r' Ih r' I :l Color Oye: Nl t- 0;- t: Color. - eZ LIn! — f ;// , -_ L'l`/!0/YiiL trot x , I _t. 12- I R:used beam: Cuprng type:• 1-. r •. vpf"A . v„tat1QQS S:?1TVf• . f<"yS' ` y J 6 ' r L L.F. --- - - r` to Nis, _ • - •, L -.r i r I)iving aor,rcf y r S( .! t cMur:-. l'uv:c _ - -. c ,: f _ .-(' I 9 Grab rails N r cr_ u .. CGS Hanet raft S,Xr. -- at{,+ y i% bY7rRhHi. ;,-%fr VMrn /ail,+ rrh'F?killrE: F is .AUdilinn%H hc- L ppjut7Ur, t- nrh: L. F 5C •-,. l f ' - Ce I 1U ther7pypyst>a: / nlLlws- Lens: r L'SJW>, 3i. ''G j1Jl'I.vd • j ram.' ,±t1-YPe: Dam watt _.-- - - ipa light' GbUl G i, Jli` iZ`Nv:yeea#1' _ _ -_f i _ _ prviv apa noses. , -- 1n. r:. ':Las: . ,_ lF . ,.r' V C. ., _ _ _ J --r 1 ., _- — :. Addill I. RIt ddI,, I A1lciilinr111,'lPry work. 3 t :iperl: ddralnage: -__. _- • ,_ u' -' --_..-._-._.:% _ i ?Pt'= n; renxrn.: rn day .,I ,,, c.azsri ;n. ' _'- _..- ._ Slumps NO 71tt81 No. of Inati; to r?mu'n: - .. .. 4 Double(IiAltuudfing: y,i l int;translrrtl ,''-_S.. _ 1 I ' % 91. yetr I^ have lauuw q h e:ated- r:rat IWJ or r"mnyed as reuui L_ M E: \ ( , r, I: R 4t u } ,aa _ j j y ,Npfic Tank G:r ; -- - L r_- r.- tt Q t_ " J, 7 rY ! e«er Lwe tdNL IFS/Eflnr O YC - r :-ci.. •- aa:.' . d. I 1 :.rrer.:. RiyM ! f I-r:r't (/'.f nt f292r ( ) 1 _- - ---- -- -- I rw: c1?rtplar,imerd ( fns (.*Gc newulk r.;,l::,, amr.nt t j No t';rre ej PI,vi : f C'/ttttll. I j i-od;Uouuly.rl:nr -- i;'Ofi d,': d Fay I !U7) 1596.5"j ? ' ,innor po(a h nqu ffF J `/D• <'x —.._ .. l P I. S,atr ,ren•,<, • nag — - c.:+c_a••rr-- i '•, .L,,In,. rnrrol-:,,;'IQd:rin_ /iGLO RE+'7tY1K _ 1 • I 1 .. I ,- C•n/ .r,. r At ,,>: Irt, r, . --_._ __.. i I ... _ C .., ... .. i .. .. 1 t O _:--- .. f' il i;[?/F_ -! c o•i%! 1`..4Ya,':1lt 1: ,. r- ,r I /I v I r yo 0 A i- Xr- rt ke, L Xe y OIL - AA)o 149 o 763/ 1 7// 914.49 -- l 1)(2- PERMIT • 35 - r o% OFFICE Copy PLANS REVIEWED CITY OF SANFORD 40 t. zz CIA ISO 67 C& V\ t4 r- . It Z. csiN re crz) Cl- CIA b- r Ac. q- rA 7r, v 11Q, 2 - 2s- tt"7 r DVC 3- Z, TN. cl\ FloJr V, 7i r) 3 0 r,> SCPi-ENED ENCLOSURES SECTION 1 SCREENED ENCLOSURES SECTION 1 PURLIN (TYP-) -\ SCREEN (TYP_) I H SEE TABLE 1 CABLE CONNECTION SEE DETAILS SECTION 1) GIRT (TYP.) 1" x 2" (TYP.) CABLE CONNECTION SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - ELEVATION SCALE: N.T_S. EXISTING STRUCTURE SIZE MEMBERS PER APPROPRIATE TABLES L K_ H K-BRACING (OPTIONAL) ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) SCREEN (TYP.) PERIMETER WALLS FRAMING TABLE 1.3 OR 1.4) RISER WALL WHERE REQUIRED W PURLIN (TYP_) ALUMINUM BEAM TABLE 1.1 OR 1.8) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) SW GIRT (TYP.) 1" x 2" (TYP-) 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 H r SEE TABLE 1.3) K-BRACING (OPTIONAL) GIRT (TYP.) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES 4 f H a K-BRACING (OPTIONAL) GIRT (TYP_) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) 1" x 2" (TYP.) PURLINS (TYP-) SCREEN (TYR) CABLE CONNECTION SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" ffyP-) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) RISER WALL WHERE UIRED LINS (TYP—) TONAL ROOF BRACING SCHEMATIC SECTION 1) E BRACING METER WALLS FRAMING 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. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O _ BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 CC) COPYRIGHT 2003 - NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E_ 1 1-5 PAGE J COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAw`L'_NCE E. BENNETT, P-E. 1 _3 SCREENED ENCLOSURES ECTiON SECTION 1 SCREENED ENCLOSURES 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_ Sections Fastened To Beams With Clips Hollow Sections Tributary Load Width = Purlin Spacing T-6' 1 4--0" 1 4'-6- 5--0- 5'-6" 6 -0 6'-8" Allowable Span 'L' / bending 'b' or deflection 2" x 2- x 0.044- T-8" d T-4- d T-0" d 6'-9" d 6'-0- b 6'-3- b 5'-11" b 2" x 2" x 0.055" 8'-1" d T-9" d T-5" d T-2" d 6'-11" d 6'-9" d 6-6- b 3" x 2" x 0.045" 8'-8" d 8'-3" d T-1 I- d T-8" d T-5- d T-3' d 6'-11" d 2" x 3- x 0.04S" 10'-9" d 10'-3" d 9'-9- b 9'-3" b 8'-10" b 8'-5" b 8'-0- b 2" x 4" x 0.050" 12'-2` b 11'-4- b 10'-8- b 10'-2" b 9--8- b 9'-3" bj 8'-9" b Snap Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 4'-0" 1 4--6' 1 5'-0" 5--6" 1 6'-0- 6'-8- Allowable Span'L' I bending W or deflection 'd' 2" x 2" x 0.044 8'-5" d 8'-1- d T-9" d 1 T-6- d I T-3" d 1 T-0" d 6-9" d 2" x 3- x 0.045" 11'-7- d 11'-1" d 10%8" d 10'-4" d 9'-11" b 9'-6- b 9'-0" b 2- x 4" x 0.045- 14'-8" d 14'-0- d 13'-6" d 1 12'-9- b 1 12'-2- b 1 11'-8" b 11'-1" b 8_ Sections Fastened Through Beam Webs Into Screw Bosses Hollow Sections Tributary Load Width = Purlin Spacing T-6" 1 4'44--6" 1 5-0" 5'-6" - 1 6'-0" 6'-8" Allowable Span 'L' I bending 'b' or deflection -d' 2" x 2" x 0.044" 9'-2' b 8'-7" b 8'-l" b 7--8' b T-4" b 6'-11" b 6'-7" b 2" x 2" x 0.055" 9'-11- b 9'-4" b 8'-10" b 8'-4" b 7-11- b T-7- b T-3" b 2" x 3" x 0.050- 12'-4" b 11'-7" b 10'-1 1" b 10'-4' b 9'-10" b 9'-5" b, 8'-11" b 2" x 4" x 0.050" 13'-7" b 12--8- b 11'-11- b 11'-4- b 10'-10- b 10'-4-- b 9'-l0" b Snap Sections Tributary Load Width 'W' = Purlin Spacing T- 6" 4'-0" 1 4'-6" 1 5--0" 5'-6" 1 6'-0" 6--8- Allowable Span 'L' I bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" bi 10'-2- bj 9'-7- b 1 T-1' . b 1 8'-8" b 1 8'-4" b T-11- b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040'. 2- Spans are based on a minimum of 10# 1 Sq_ FL for up to a 150 M_P_H. wind load-3- Span is measured from center of beam and upright connection to fascia or wall connection_ 3- Span is measured from center of beam and upright connection to fascia or wall connection_ 4. Purlin 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 pudin shall include lateral bracing as shown in detail 48'- 0-) span with purtins at 6'- 8' o.c_ center pudin and (2) puriins each side of center pudin 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE ( 386) 767-4774 FAX ( 386) 767-6556 PAGE Table 1.1 Allowable Spans For Primary Screen Roof Frame Members Aluminum Alloy 6063 T-b For Areas with Wind Loads up to ISO M.P.N. and Latitudes Below 30'-30'-00" North (Jacksonville, FL) Hollow Sections Tributary Load Width 'W' = Beam Spacing 3'- 0' 4'-0" 5'-0" G'-0" 7'-0" 8'-0" 9'_0 Allowable Span'L'I bending W or deflection'd' 2" x 2" x 0.044" 9'-10" b 8'-7' b T-8- b 6'-11" b 6'-6" b 6'-1" b 2- x Y' x 0.055" 10'-9" b 9'-4" b 8'A" b T-T b T-1" b 6--Tb fl-b2" x 3- x 0.045'13'-4" b 11'-7- b 10'-4- b 9'-5" b 8' 9" b 8'-2" b 2 x 4" x 0.050" 14'-8- b i2'--8- b 11--4" b 10'-4" b 9-T b 8-11" b ti SelfMatingSeconsTributary Load Width 'W' = Beam Spacing 3'- 0" 4'-0" 5--0" 6-0' 7'-0' Y-0` 9'-O Allowable Span 'L' 1 bending W or deflection 'd' 2" x 4- x 0.044 x 0.100- 19'-11" b I 1T-4" b 15-6- b 1 14'-2" b 13--1' b 12'-3' b 11 6" b x 0.050- x 0.100 24'-9" b 21'-5" b 19'-2" b 1 T-6" b 16'-2" b 15'-2" b 14'-0" b x 0-050- x 0.120- 28'-7" b 24'-9' b 22'-2" b 20'-3" b 18'-9- b 1T-6- b 16-6 b r2-xx 0.055' x 0120" 32'-3" b 2T-11' b 24'-11" b 22-9- b 21'-1- h 19'-9- b b x 0.05S- wl insert 42'-1 O" b 3T-1" b 33'-2" b 30'-4- b 28'-1" b 26'-S' b 24'-9' b 2" x 8" x 0 072- x 0.224 41'-7" b 36'-1- b 37-3- b 29'-5- b 2T-3" b 25'-6- b 24'-0' b 2" x 9- x 0.072- x 0224- 45'-1- b 39--l- b 34'-11" b 31'-11- b j 29'-0 b 2T-8' 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 5l'-T b 46'-1" b 4T' .- b 38'-11' b 36 -5- b. 34'-4 b Snap Sections Tributary Load Width 'W' = Beam Spacing 3'- 0 4'-0" 5'-0" 1 6'-0- 7 -0" 8'-0" 9'-0" l Allowab!e Span 'L' 1 bending 'b' or deflection 'dr 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1' b 8'-4" b T 6" b 7'-2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-1- b I V-8" b 10'-0' b i 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 2T-1- b 24'-2- b 22'-l- b 20'-5" b 19'-2" b 18'-0" b 2" x 7- x 0.062" 34'-9- b 30'-l" b 26'-11- b 24'-7" b 22'-9" b 21'-3- b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040'. 2- The structures designed using this section shali 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# 1 Sq. FL 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- Purlin spacing shalt not exceed 6'- 8" . For beam spans greater than 40'-0- the beam at the center pudin and one pudin for each 14'-0" on each side of the center pudin shall include lateral bracing as shown in detail (48'-0-) span with purlins at 6'- 8" o_c_ center pudin and (2) pudins each side of center pudin need lateral bracing. Example: Max. 'L' for 2" x 4" x 0.050- hollow section with 'W' = 5'-0" = 11'-4" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE ( 386) 767-4774 FAX ( 386) 767-0556 COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERnUSSION OF LAWRENCE E. BENNETT. P.E. PAGE 1 _ 55 C 1 Q COPYRIGHT 2003 1 - NOT TO BE REPRODUCED IN HOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E_ BENNETT. P.E. 54 :' SECTION 1 SCREENED ENCLOSURES S SCREENED ENCLOS_IRES SECTION 9 Table 1.3 Allowable Post/ Upright Heights For Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft' Tributary Load Width 'W' = Upright Spacing Hollow Sections 3'-0" 1 4'-0" 1 5-0 6'-0" I T-0 8--0" 9'-0 Allowable Height 'H' / bending 'b' or deflection 'd' 2- x 2- x 0.044- 8'-4- b 1 7--3- b 1 67-6- b 5-11- b 1 5'-6- b 5-1- b 4'-10- b 2-x 2` x 0.055- 9'-1" b T-11- bj 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- j 12--5- b 10'-9- b 1 9'-7- b 8'-9- b 1 8--l- b 7--7- b T-2- b Tributary Load Width 'W' = Upright Spacing Self Mating Sections X-0- 4_-0- 1 5--0- 1 ---0- T-0r 8'-0- 1 9'-0- Allowable Height 'H' / bending W or deflection 'd' 2- x 4- x 0.044 x 0.100- -- 6-11- b 14' 8" b 13'-1' b 11'-11' b 11'-1' b 10'" 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 1 T-1- b 15'-10- b 14'-10" b 13%11- b 2- x 7" x 0.055- x 0.120- 2T-3- b 23'-7- b 21--l- 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 123'-9" b 22'-2' b 20'-11" b 2' x 8" x 0_G72" x 0224- 35-2' b 30'-6- b 2T-3- b 24'-10- b 23'-0- b 2i'-6- b 20'-4- b 27 x 9- x e.072- x 0224- 38'-2- b 33'-0- b 29'-0- b 26%11- b 24'-11- b 23'-4- b 22'-0- b 2- x 9- x 0.082- x 0.310- 41'-10- b 1 36'-3- b 3Z-5- b 29--7- b 2T-5- b 25' 8' b 24--2- b , 2- x 10- x 0.092- x 0.369- 50'-4- b 43'-T b 38'-11" b 35'-T b 32'-11" b 30'-10- b Snap Sections Tributary Load Width W= Upright Spacing 3--0 4'-0' 1 5---06--0' 1 7--0' 1 8--0 9'=-0" AI lowable Height 'H' / bending 'b' or deflection 'd' 2- x 2- x 0.044- 9'-11" b 8'-7- b 7--8- b T-0- b 6'-0- b 6-1- b S-9- b 2- x 3- x 0.045" 12'-9" b 1 V0- b 9'-10- b 9'-0" b 1 8'-4" b T-10- b T-4" b 2- x 4- x 0.045 15'-7- b 13'-6- b 1 12--1- b 11--0- b 10'-2- b 1 9'-7- b 8--11j 2- xG- x 0.062- 26--5- b 22--10- b 20'-5- b 18'-8- b iT-3- b 16--2- b 15-3 2- x 7- x 0.062" 29'-5- b 25-5- b 2Z-9- b 20'-9- b 19'-3- b 1 T-11- b 15-11 For allowable heights at wind velocities otter than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below_ r Note: 1- Thicknesses shown are -nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2 Using screen panel width 'W' select upright length 'Fr. 3_ Above heights do not include length of -knee trace_ Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans_ 4- Site specific.engirleering 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 1-1/2' S_M_S. into the screw tosses 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 CATAGORYAND/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_ CNIL ENGINEER - DEVELOPMENT CONSULTANT P_0. 13OX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE Q COPYRIGHT 2003 1-56 NOT TO BE REPROIDUCED IN WHOLE OR IN PART :^WITHOUT THE t 1Rr ii PER&gSS:ON OF LAWRENCE E. BENNETT_ P-E. Table 1. 4 Allowable Postl Girt / 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 14'1 / sq- ft' Hollow SeW3*-, G'4'-0" Tributary Load Width 4'-0' 5 0Allowable Heights 'H' / bending 'b' or deflection 'd' 2- x 2- x Q044-6' x 2- x 0.05511' b d 6'- 1' b 6'-8' b 5'-9' b 6-4' b5'-9-b 5' 6b 5'-3- b 5'-0' b2" 5' 6 b3x2- x 0.0455" d T-1" d 6'-10" d 6'-7- b 6' 4" b 5-11- b 2- x 3- x 0.0459- b 8'-3' b T-10- b T-5- b T-2- b 6--9Eb2- x 4- x0.050" 10'-3- b 9'-7- b 9'-0- b 8-i- b 8'-2- b T-10'b 7--5 Snap Sections Allowable Heights 'H' / bending 'b' or deflection 'd- 2- x 2- x 0 044- 7' 6' d T 2- d 1 6--11d 1 6-8- b 1 6--4- b 6'-1- b 5'-9" b Hollow Sections Tributary Load Width W Tr Load 3'-6' 4'-0- 4' 6'-8- Allowable Heights 'H' / bending ' b' or deflection 'd' 2- x 2- x 0.044" T-9- b 7*-3' b 6'-10' b 6'-0' b 6'-2' b 5'-11" b 5'-7' b 2- x 2- x 0.055- 8'-5- b T-11' b 7-5- b T-1- b 6-9' b 6'-5- b 6'-1' b 3" x 2- x 0.045- 9'-3- b 8'-8- b 8'-2' b T-9- b 7-5- b T-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 T-1 ' b T-T 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 8'-4- b Snap Sections Allowable Heights ' H' / bending 'b' or deflection -d- 2- x 2" x 0.044- 9'-2" b 8'-7- b 8--1- b T-8- b T4 -" b T-0- bf 6'-8 b For allowable helgnts at wrna velOcruies Oiner uran IYu rare, see cunveraw+r ..av1= .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 waft 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) TMI O 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 ATTHE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P. E_ CIVIL ENGINEER - DEVELOPMENT CONSULTANT P-O_ BOX 214368. SOUTH DAYTO NA, FL_ 32121 TELEPHONE (386) 767-4T74 FAX (386) 767-6556 PAGE COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN FI-PT WITHOUT THE WRITTEN PERUISSION OF LALVRENCE E. BENNETT_ P.E. 1 -57 SECTi•Of' 1 SCREENED ENCLOSURES STRAP SUPER OR EXTRUDED GUTTER HOST STRUCTURE SPACING / 2 + SPACING/2 SPACING/2 f SPACING/2 BEAM SET SPACING BEAM SET SPACING STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = V-0" 2" x _" x-0-050" STRAP @ EAC BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M_S. PER STRAP SEE SECTION 9) ALTERNATE 2" S.M.S. OR LAG SCREWS TRANSOM SEE SECTION 9) I UPRIGHT I I t 1 x SUPER OR e EXTRUD S) M 8 TTE ANGLE OR RECEIVING I CHANNEL (SEE SECTION 9 FOR DETAILS) SCREW PATTERNS MAY VARY SEE TABLES OR NOTES FOR MAX. DISTANCE FROM FASCIA SIZE AND NUMBER OF TO HOST STRUCTURE WALL SCREWS) 24" WITHOUT SITE SPECIFIC BEAM CAP ENGINEERING SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. CML ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE ( 386) 7674774 FAX ( 386) 767-6556 PAGE COPYRIGHT 2003 1 - 2 0 NOT TO BE REPRODUCED IN %:HOLE OR iN PART WITHOUT THE kvRI TEN PERMISSION OF LAVIRENCE E. SENNE T f. P,E. SECTION 1 1 SCREENED ENCLOSURES COMPOSITE 2" x 3" EAVE RAIL BEAM - SCREEN ROOF 0. 050' H-CHAINNEL OR GUSSETS e ®- j I p e p p I POST TO BEAM FASTENING SEE TABLE 1.6) POST SEE TABLE 1-3) SCREEN 000fwCLIJ 45' t z a e Q 4- ( MAY FACE IN OR OUT) 0- 2 > REQUIRED KNEE BRACE Lu o O- MINIMUM SIZE AND CONNECTION ( SEE TABLE 1-7) W IF KNEE BRACE LENGTH LENG OF EXCEEDS TABLE 1.7 USE KNEE B E I t CANTILEVERED BEAM f CONNECTION DETAILS 1 ( e I HOST STRUCTURE I I ROOFING ® 01 2) 2" LAG SCREWS SEE SECTION 9 FOR SIZE) IX 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION ; DETAIL PAGE 1-20 y 0 I FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. 0 SEE SECTION 9 FOR SCREW ® SUPER OR SIZES) EACH SIDE TO BEAM TO A EXTRUDED LMAX,- DISTANCE TO SUPER OR EXTRUDED GUTTER T STRUCTURE GUTTER WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER ( OR TRANSOM) WALL (cr0 FASCIA DETAIL 4 SCALE: 3" = l'-0" Lawrence E. Bennett, P.E_ CML ENGINEER - DEVELOPMENT CONSULTANT P- O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE ( 386) 767-4774 FAX ( 386) 767-6556 PAGE OQ COPYRIGHT 2003 1 - 26 NOT TO BE REPRODUCED I.N WHOLE OR W PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNE T T• P.E- SECTION 1 SCREENED ENCLOSURES SCREENED ENCLOSURES 0 SECTION 1 WIND BRACE CONNECTION DETAIL S.M_S. TOE BEAM AND/OR AIL SION ION SCALE: 3" = V-0" NOTE - WIND BRACING SHALL BE PROVIDED @ EACH SIDE WALL PANEL WHEN ENCLOSURE PROJECTS MORE THAN (4) PANELS FROM HOST STRUCTURE Lawrence E_ Bennett, P-E. CNIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTON& FL 32121 TELEPHONE (386) 767-4T74 FAX (386) 767-6556 PAGE COPYRIGHT2003 I 1-34 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAwRENCE E. BENNETT, P E. MG CONNECTOR MAY BE (2) _ ANGLES, INTERNALLU' CHANNEL OR EXTERNAL'U' F CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) MINIMUM NUMBER S_M_S. @ 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH SEE SECTION 9) Lu J D < PRIMARY BEAM E) o (SEE TABLE 1.1 OR 1.8) a 1 1 CARRIER BEAM NOTE: SEE TABLE 1.5) — o— EXTRUSIONS.W/ INTERNAL s SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2 INTERNALLY CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" =1'-0" 1" x 2" OR 2" x 2" ATTACHED TO WALL W/ #10 x 2" S.M_S. @ - 16" O_C. I B I w PRIMARY OR m¢ MISCELLANEOUS FRAMING BEAM w j SIZE PER TABLES) a W I HOST STRUCTURE MASONRY OR FRAMED WALL (SELECT ASTENERS FROM SECTION 9) SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E_ i CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O_ BOX 214368. SOUTH DAYTONA. FL 32121 1 TELEPHONE (386) 767-4774 ; FAX (386) 767-6556 I I COPYRIGHT 2003 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERt ISSION OF LAWRENCE E. BENNETT. P.E. 1 -49 SCREENED ENCLOSURES Table 1-6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing SECTION 1 Beam Size Upright Size Minimum Purim, GirtDeck 8. Knee Brace Size" Anchorsl Notes Minimum Number of Screws' 8 x Y" #10 x / #12 x %" Beam Stitching Screw @ 24" O_C 2" x 3" 2" x 3" 2- x 2" x 0.044` 2 Full La 6 4 4 2- x 4' 2" x 3" 2" x 2" x 0.044" 2 Full 1 8 6 4 8 2" x 4" 2" x 4" 2" x 2" x 0.04-4- 2 Lap Full Lap 8 6 4 10 2" x 5` 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 8 2- x 6" 2- x 3" 1 2" x 2- x 0.044" 4 Full Lap 10 8 6 1 #10 2- x 6- 2" x 4" 2- x 2" x 0.044- 4 Partiai Lao 10 8 6 10 2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 14 12 10 412 2- x 5" 2- x 3" x 0.044" 6 Partial Lap 16 14 12 14 2" x 6` 2- x 3- x 0.045" 6 Partial Lao 18 16 14 14 2- x 4" x 0.050" 8 Partial La 20 18 16 14 2" x 4" x 0.050" 10 Partial La 20 18 16 14 Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness 8 5/16- 5/8" 2" x T x 0.055' x 0.120" 1116- = 0.063" 10 3/8" 3/4" 2` x 8" x 0.072- x 0-224" 1/8" = 0,.125" 12 112' 1" 2" x 9" x 0.072- x 0-224" 1/8" = 0.125" 14 or 1/4" 314" 1-1/2" 2' x 9" x 0.082" x 0..306" 1/8" = 0.125" 5/ 16" 7/8" 1-3/4- 2" x 10" x 0.092" x 0.369' 1 1/4" = 0.25' 3/ 8" 1" 2" Refers to each side of the connection of the beam and upright and each side of splice connection. 0. 082" wall thickness, 0.310" flange thickness Note: 1 _ Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16- gusset 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 allowable 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. S 10. The side wall upright shall have a minimum beam size as shown 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 dips for each splice with 112 the screws on each side of the cut - Table 1.T 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 3 410 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'-0' 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P_ O_ BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE ( 386) 767-4774 FAX ( 386) 767-6556 COPYRIGHT 2003 PAGE NOT TO 6E REPRODUCED IN 1VHCLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I 1-5 9 SECTION I SCREENED ENCLOSURES SCREENED ENCLOSURES SECTION 1 5) #10 S.M.S. (MIN x 1-1/2" x 8" FLAT 125" PLATE OUT O 45" ANGLE T OR TURNBUCKI CABLE TENSION SS STEEL (SEE 7 RIMErER FRAMIN, MEMBER TYPICAL CABLE CONNECTIONS 73S SCALE: 3" = 1'-0" 5-1/2" (6" NOMINAL) SLAB (MIN_) GURNER - DETAIL 1 5d (MIN_) v s 5d (MIN-) 2J ALTERNATE CABLE CONNECTIONS SCALE_ 3" = 1'-0" Lawrence-E. Bennett, P.E_ CML ENGINEER - DEVELOPMENT CONSULTANT P.O_ BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 SELECT ANCHOR FROM TABLE 9-1A MIN: SHEAR 607# FOR 3132" CABLE AND 445# FOR 1/8' CABLE, FOR 3/32". CABLE 1/4" x 1-1/2" CONCRETE ANCHORS (MIN-) 2500 P.S-I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE FOUNDATION - DETAIL 2C CABLE BRACING Genera! Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA 3/32" 233 Sq. Ft_ / PAIR OF CABLES 118" 445 Sq. FL / PAIR OF CABLES TOTAL WALL AREA = 100% OF FRONT WALL } 50% OF ONE SIDE WALL EXAMPLE_ FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. FL SIDE WALL AREA @ 50% (8' x 20') = 80 Sq- FL TOTAL WALL AREA = 336 Sq. Ft_ 233 Sq. FL x 2 sets = 466 Sq. FL > 336 Sq. FL; thus two sets of 3/32" cables is required_ b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE ** 3/32" ONE PER 233 Sq_ FL OF WALL 1/8" ONE PER445 Sq_ FL OF WALL SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq- FL c) To calculate the required pair of cables for free standing pool enclosures use 100% of each wall area & 50% of the area of one adjacent wall_ NOTE_ For wall heights greater than 9'-8", a minimum of (2) wall cables are required_ Lawrence E. Bennett, P_E_ CNIL ENGINEER - DEVELOPMENT CONSULTANT P_O. BOX 214369. SOUTIi DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE COPYRIGHT 2003 1 NOT TO BE REPRODUCEO IN WHOLE OR IN PART WITHOUT THE /Rli i EN PER?MSSION OF LAtIRENC` E. BENNE T. P.E. - 3 / PAGE I I 1_1 SCREENED ENCLOSURES ALUMINUM FRAME SCREEN WALL ANCHOR ALUMINUM FRAME TO WALL OR SLAB W/ 1/4" x 2-1/4" MASONRY ANCHOR W/ IN 6" OF POST AND @ 24" O-C. MAXIMUM 1) #5 0 BAR CONTINUOUS CONCRETE ANCHORS SHALL EMBED INTO CONC. THROUGH CAP BLOCK OR BRICK 1-112" MIN. ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NOW STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" M_S_ STRAP TO POST AND (1) 1/4" x 1-3/4- TAPCON TO SLAB OR FOOTING i x Q CVM I I GRADE SECTION 1 CONCRETE CAP BLOCK OR BRICK (OPTIONAL) 8" x 8" x 16" BLOCK WALL MAX_ 32") 1) #5 BAR @ CORNERS AND Id 10'-0" O_C_ FILL CELLS AND 1 .. KNOCK OUT BLOCK TOP COURSE W/ 3000 PSI PEA ROCK CONCRETE DECK OR GROUND LEVEL 4 RIBBON FOOTING OR MONOLITHIC IF MONOLITHIC SLAB IS USED (SEE NOTES OF DETAILS NEXT PAGE) 2) #5 0 BARS MIN_ 2-1/2" OFF GROUND KNEE WALL FOOTING FOR SCREENED ENCLOSURES SCALE: 3/4" = V-0" ALUMINUM STRUCTURE SIDE WALL ONLY) FOOTING 2500 PSI CONCRETE W/ (1) #50 OR (2) #30 CONT. BARS MIN. 2-1/2" OFF GROUND RIBBON FOOTING - TYPE 1 SCALE: 3/4" = V-0" i,12"— 1 ALUMINUM STRUCTURE ALL FRONT WALLS) FOOTING 2500 PSI CONCRETE W/ (3) #30 OR (2) #50 BARS CONTINUOUS BARS MIN. 2-1/2" OFF GROUND RIBBON FOOTING - TYPE 2 SCALE: 3/4" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O_ BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 COPYRIGHT 2003 PAGE NOT TO BE REPRODUCEO IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 - X, Q9 tV , SECTION 1 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 W/ (2) #10 x 3/4- S_M_S_ STRAP TO POST AND 1) 1/4" x 1-3/4" CONCRETE SCREENED ENCLOSURES ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPES' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB W/ 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANCHOR TO SLAB OR ( 3) #30 BARS OR (1) FOOTING # 50BAR W/ 2-1/2" COVER I y'P-) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = V-0" 3 43 BAR CONT_ OR 1 #5 BAR CONT_ 2 #3 BAR CONT. OR 2'-0" MIN_ 3-1/2" (7YP_ 1) #5 BAR CONT. BEFORE SLOPE ( ALL SLABS) F- a 4, III— • Q dK-1l_I I —I I 8" 4 T 1'..0" TYPE I TYPE it TYPE IIIFLATSLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2" / 12" 2" / 12" - V-10" > V-10" Notes: 1- No footing required except when addressing erosion until the slab width in the direction of the primary exceeds 32 ft_, then a type 11 footing is required under the load bearing wall only unless the side wall exceeds 16 f . in height or the enclosure is in a "C" exposure catagory in which case a type it foo6rigisrequiredforallwalls_ 2- The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing 2pacity of soil shall be verified, prior io p!acing the slab, by field soil test or a soil tesiing lab_ 3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement ofconcrete- 4- Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or fiber mesh may be used in lieu of mesh_ 5. If local building codes require a minimum footing, use type If footing or footing sections required bylocalcode. Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4" = V-0" Lawrence E_ Bennet,, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O_ BOX 274368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE 7 © COPYRIGHT 2003 1-52 I NOT TO BE REFRODUCED IN WHOL= OR IN PART WITHOUT THE WRITTEN PERMISSION OF LALNRENCE E. BENNETT. P.E.