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HomeMy WebLinkAbout130 Kaywood Dr 03-2578 Pool enclosureITV OF RAN n11?1I PFnMIT ADDI IVATV1N Perink # :, Job Address: v 30.2C E Permit Type: Buildings Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout &Energy Calc. Required);.. Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water C Plumbing Repair —Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: _1\VA Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: J b l_ 3 ' d (Attach Proof of Ownership & Legal Description) Owners Name & A i dress: I K- IPhone: Contractor N—ame & Address: j l E. _ . /+ 1-2n II rnmun 10r` , Y_ _m ,)Cod :Z jzStateLic Number:lGr>i. Ci i`l In Phone& Fax: `tO 1.t):j('LLL L l) Contact Person: i( I rl r_ws Phone:4c' (62,5(9 1`1 Bonding Company: nc( L Address: Mortgage Lender: Address: Address: Fax: 316 _7(o_? Cy 504 4Application 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 of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance notify the owner of the property of the Aotirwrm Eic.—YateL Florida My Corilrn' Expires June 28, 2004 APPLICATION AP 4VA I4°P-I3'FEi . 9503913EhF4S,g °oning: Initial & Date) Special Conditions: Lien Signature of Notay tat6 of Tamara I(Cal Initial & Date) une Comm. No. Date to Me or Utilities: C FD: Initial & Date) (Initial & Date) 1 1. 00 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL e `< I © G 4 1 sl IU 1[l UI4' CW lltx f f C1e17•fff 4 Sanford tt. 3' 2003 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 32-19-30-5GS-0000-0820 Tax District: S1-SANFORD Number of Buildings: 1 RUPERT GENE T & 00- Depreciated Bldg Value: $87,870 EOwner: VICTORIA A Exemptions: HOMESTEAD Depreciated EXFT Value: $3,333 Address: 130 KAYWOOD DR Land Value (Market): $24,300 City,State,ZipCode: SANFORD FL 32771 Land Value Ag: $0 Property Address: 130 KAYWOOD DR SANFORD 32771 Just/Market Value: $115,503 Subdivision Name: KAYWOOD REPLAT Assessed Value (SOH): $100,831 Dor: 01-SINGLE FAMILY Exempt Value: $25,000 Taxable Value: $75,831 SALES 2002 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp 2002 Tax Bill Amount: $1,555 WARRANTY DEED 08/1989 02100 0837 $107,000 Improved 2002 Taxable Value: $73,468 Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LEG LOT 82 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 8 2,317 1,757 CB/STUCCO FINISH $87,870 $92,495 Appendage / Scift GARAGE FINISHED / 520 Appendage / Sgft OPEN PORCH FINISHED / 40 EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New FIREPLACE 1989 1 $1,300 $2,000 ALUM SCREEN PORCH W/CONC FL 1989 288 $1,307 $2,448 WOOD UTILITY BLDG 1992 216 $726 $1,296 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=3219305GS0000082C... 8/11 /2003 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of l PARCEL DETAIL 7 © f> r 4®rsll- 14-minfAe4'!atnt^ 31 rnrrr}pt P iMirr 4' polr . tp `. - ,• 1101 K. Kfrxt tit. F V 2003 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 32-19-30-5GS-0000-0820 Tax District: S1-SANFORD Number of Buildings: 1 RUPERT GENE T & E00- Owner: Exemptions: Depreciated Bldg Value: $87,870 VICTORIA A HOMESTEAD Depreciated EXFT Value: $3,333 Address: 130 KAYWOOD DR Land Value (Market): $24,300 City, State,ZipCode: SANFORD FL 32771 Land Value Ag: $0 Property Address: 130 KAYWOOD DR SANFORD 32771 Just/Market Value: $115,503 Subdivision Name: KAYWOOD REPLAT Assessed Value (SOH): $100,831 Dor: 01-SINGLE FAMILY Exempt Value: $25,000 Taxable Value: $75,831 SALES 2002 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp 2002 Tax Bill Amount: $1, 555 WARRANTY DEED 08/1989 02100 0837 $107,000 Improved 2002 Taxable Value: $73,468468 Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LEG LOT 82 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 8 2,317 1,757 CB/STUCCO FINISH $87,870 $92,495 Appendage I Sgft GARAGE FINISHED / 520 Appendage / Sgft OPEN PORCH FINISHED / 40 EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New FIREPLACE 1989 1 $1,300 $2,000 ALUM SCREEN PORCH W/CONC FL 1989 288 $1,307 $2,448 WOOD UTILITY BLDG 1992 216 $726 $1,296 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. 4n 336Z67 http://www. scpafl.org/pl s/web/re_web.seminole_county_title?PARCEL=3219305 GS0000082... 7/28/03 Power of Attorney e The undersigned hereby appoints Tana Cauley as attorney in fact to apply for and receive a building permit for.he following address: 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: VLAI OF SURVEY FOR SHOEMAKER CONSTRUCTION COMPANY i SEMINOLE COUNTY, FLORIDACot82, KAYWOOD REPEAT DESCRIPTION aBook30, Pages according to the Plat thereof as recorded in P g c7 and 28, of the Public Records of PlatThisistocertifySURVEYORSSeminoleCounty, Florida. y that a Boundary SurveyYdirectionandthePlathereonoistae above describedthesametothebestofmyknowledge propertyStandardsassetforthinChapter21:and6beland meetsetherMinimumtTe1On of OfthissurveyareinvalidunlesseFloridaAdministrativeCode. Conical bossedwiththesealofthesurveyor. p7es RLS #1653 V- KE LY SMITH &-A 9 JON 88 1807 French S Avenue ES' INC. NOTES: Sanford, Florida oIndicates iron set with cap4071322_2213 otherwisenoted, #1653 unless The surveyor has not abstracted the land shown Bearingsand/or angles and dimensions are asperPlatdatumunlessotherwisenoted, hereon for easements ri a - ways or other mattersofrecordthatmaffeUPDATEDSURVEYFORFINAL: property. Y ffe t the subject a Not shown in a flood hazard 21,AUG 89 V, area, per FIRM. SC-1 h -on d 1/ 2" *1653 ti 2 ,%\\ PLANS RE Y ED CITY OF S N ORD o o I7Ib ! ter s32 °a \ Scale /"= 30 oaf' G qn6/e STOOP 00- f`- • _ • '. (<` tt' / . . ; P iBBREVATIONS: S' o ` •. `' F ' ° ' TIL.=Utility SM'T.= Easement i 0 _ ` E AD.=Radial , , 30 ONC. =Concrete LK.=Block ES.=Residence OV'D.= Covered aoa• .5d.., W=Right- of-Way Line Y2" Centerline 4` 1 f . 63 3 U80INVS 10 Ally U3M31A34 SNVId AdO3J3WO IIW83d P-4 Woo: q /'I I- 6J12, f- k,.. f r f r cy) r ' r SCREENED ENCLOSURES SECTION 1 SCREENED ENCLOSURES SECTION 1 PURLIN (T ^' SCREEN SEE TE r- W - CABLE CONNECTION SEE DETAILS SECTION 1) GIRT (TYP.) 1" x 2" (TYP-) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - ELEVATION SCALE: N.T_S. EXISTING STRUCTURE SIZE MEMBERS PER APPROPRIATE TABLES L K-BRACING (OPTIONAL) ALUMINUM COLUMNS (TYP,) TABLE 1.3 OR 1.6) SCREEN (TYP-) PERIMETER WALLS FRAMING TABLE 1.3 OR 1 A) RISER WALL WHERE REQUIRED PURLIN (TYP_) ALUMINUM BEAM TABLE 1.1 OR 1.8) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) 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 fit SEE TABLE 1.3) t' K-BRACING (OPTIONAL) GIRT (TYP_) TYPICAL DOME ROOF - ELEVATIO SCALE: N.T_S_ EXISTING STRUCTURE ALUMINUM BEAM TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES 4 H i K-BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP_) ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) 1" x 2" (TYP.) TYPICAL DOME ROOF - ISOMETRIC PURLINS (TYP-) SCREEN (TYP,) CABLE CONNECTION SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP-) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) N RISER WALL WHERE QUIRED JRLINS (TYP_) AGONAL ROOF BRACING EE SCHEMATIC SECTION 1) ABLE BRACING IS RIMETER WALLS FRAMING HE TABLES 1-3 AND 1.4) 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 PAGE Q COPYRIGHT 2003 NOT TO BE REPRODUCED IN :•THOLE OR IN PART VJITHOUT THE WRITTEN PERtrISS!ON OF LAWRENCE E. BENNETT, P.E_ 1-5 PAGE COPYRIGHT 2003 1NOTTOBEREPRODUCEDINWHOLEORIN' PART WITHOUT THE WRITTEN PERMISSION OF LA'A-,FNCE E BENNETT. P.E. 1 SCREENED ENCLOSURES SECTION 1 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 'W' = Pudin Spacing 3--b" 1 4'-0" 1 4'-6' 1 5--0- 5--6" 1 6'-0- 6'-8- Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 7'-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 7' 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 7--11- d T-8` d T-5" d T-3" d 6-11" d 2" x 3" x 0.045" 10'-9" d 1 D'-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 f 10'-2- b 9'-8" b 9'-3- b 8'-9- b Snap Sections Tributary Load Width 'W' = Purtin Spacing 3'-6" 1 4'-0" 1 4--6 5'-0" 5--6 6'-0- 6'-8- Allowable Span V 1 bending 'b' or deflection 'd' 2" x 2" x 0.044 8'-5- d 8'-1- d I T-9" d T-6' d T-3" d 7'-0- d 6-9" d 2" x 3- x 0.045- 11'-7" d 11'-l- di 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 12'-9" b 12'-2" b 11'-0" b 11'-l" b B_ Sections Fastened Through Beam Webs Into Screw Bosses Hollow Sections Tributary Load Width 'W' = Purtin Spacing 3'-6 4-A 4--6' 1 5 5 6" _ 1 6--0- 6--8- Allowable Span 'L' 1 bending W or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-l" b T-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 7-7- b T-3" b 2" x 3- x 0.050" 12' 4" b 11'-7" b 10'-11" b 10'-4` b 9'-10" b 9'-5" b 8'-11` b 2" x 4" x 0.050" 1 13'-7" b 1 12.-8- b 11'-11- b 11'-4" b 10'-10- b 10'-4"' b 9'-l0" b Snap Sections Tributary Load Width 'W' = Pudin Spacing 3'-6" 4'-0" 4'-6" 5--0" 5'-6" 1 6'-0" 1 6'-8- Allowable Span 'L' 1 bending W or deflection 'd' 2" x 2" x 0.044" 10'-11" bi 10'-2- bi 9'-T- b 1 9'-1`_ b 1 8'-8- b 1 8'-4" N otes: 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 104 1 Sq. Ft_ 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_ Pudin spacing shall not exceed 6'-8"_ For beam spans greater than 40'-0` the beam at the center pudin and one purlin 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 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 Table 1.1 Allowable Spans For Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 1S0 M_P.H. and Latitudes Below 30'-30'-00" North (Jacksonville, FL) Hollow Sections Tributary Load Width 'W' = Beam Spacing 3'-0 4'-0" 1 5'-0" 1 6'-0" 7--0" 8'-0- 9'-0 Allowable Span 'L' / bending 'b' 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 5'-0" 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 13' 4" b 11'-7' b 10'-4- b 9'-5- b 8'-9" b 8'-2- b 7-8" jb2" x 4- x 0.050" 14'-0' b 17-8` b 11'-4" b 10'-4' b 9'-7- b 8'-11` b 8'-S" Self Mating Sections Tributary Load Width 'W = Beam Spacing 3'-0 4'-0" 1 5'-0" 1 6--0- T-08'-a" 9'-0 Allowable Span 'L' 1 bending 'b' or deflection W 2" x 4- x 0.044 x 0.100- 19'-11" b 17'-4" b f 5'-6" b 14'-2" b 13'-l' b 12'-3" b 11' 6 b x 5" 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'-3` b 2'" x 6- x 0.050 x 0.120- 28'-7" b 24'-9- b 22'-2" b 20'-3" b i 8'-9' b 1 T-6" b 16'-0' b 12" 2- x 7- x 0_055- x 0.120- 32'-3" b 2T-1 V b 24'-11" b 2Z-9- b 21'-1- S 19'-g` b 2- x 7- x 0.055- wl insert 42'-10" b 3T-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 29'-5' b 2T-3" b 25'-0' b 24'-0' b 2" x 9- x 0.072- x 0224- 45'-1- b 39'-1` b 34'-11- b 31'-11" b j 29'-6" b 27--8- b 26-1- b' 2- x 9- x 0-082" x 0.310" 49'-6" b 4Z-1 i" b 38'-4" b 35-0' b 32'-5r 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 4Z-1j- b 38'-11- b 36--5- b_ 34'-4 b Snap Sections Tributary Load Width 'W' = Seam Spacing 3'- 0" 4'-6 5--0" 6'-0" T-0" 1 8'-a" I Allowable Span 1:1 bending W or deflection 2" x 2" x 0.044" 11'-9' b 10'-2" b 9-1' b 8'-4- b T-8" b T-2` b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-l" b 11'-8" b 10'-8" b 19-10" b 9'-3" b 8'-8- b' 2" x 4" x 0-045" 18'-5" b 15'-i 1- tr 14'-3` b 1 3'-0- b 12'-1" b 11'-3- b 10'-0' b 2- x 6" x 0.062" 31'-3- b 2T-1- b 24'-2" b 22'-1" b 20'-5" b 19'-2- b b, E20':-l 34'-9` b 30'-1" b 26'-11- b 24'-7" b 22'-9" b 21'-3" b 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 59 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. Ft. for up to a 150 MP-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 trace to beam connection to the above spans for total beam spans_ 6_ Pudin spacing shall not exceed 6- 8" _ For beam spans greater than 40'-0" the beam at the center pudin and one pudin for each 14'-0" on each side of the center pudin shall include lateral tracing as shown in detail (48'-0-) span with purlins at 6'- 8' o.c_ center pudin and (2) pudins each side of center purlin need lateral bracing_ Example: Max. 'L' for 2" x 4" x 0.050- hollow section with 'W' = 5'-0" = 1 V-4- Lawrence E. Bennett, P-E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P_ O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE ( 386) 767-4774 FAX ( 386) 767-6-5 PAGE COPYRIGHT 2003 PAGE NOr TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT1, P.E_ ' S © COPYRIGHT 2ODU 4 NOTTOScREPRODUCEDW ",'HOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF tAWRENCE E_ BENNE`7. P-E. SCREENED ENCLOSURES pright Heights For Primary Screen Wall Frame Members 0 t at velocity of 120 MPH or an applied load of 14 # /sq_ f -' Tributary Load Width -W = Upright Spacing 4'-0 5- 0" 61-0" T 0" 8'-0" 9'-0" Allowable Height 'H'/bending W ordeflection'd' T-3- b 1 6'-G- b 5-11- b 5'-6- b 1 5--1" b 4--10- b T-11- b T-1" b U-5- b 5'-11" b 5'-7- b 5'-3- b 9'-9- b 8'-9" b 7'-11" b T-5" b 6'-11- b 6'-6- b 10'-9- b 9'-7- b 8'-9- b 8'-1" b 7'-7" b 7--2- b Self Mating Sections 3--0- Tributary Load Width -W = Upright Spacing 4.-0- 1 5--0- 6 -0' T-0" 8--0- Allowable Height 'H' / bending 'b' or deflection W 2- x 4-x 0.044 x 0.100- -- 16'-11- b 14'-8- b 13=1- b 1 11'-11" bl 11--1- b 1 10'4- b 9--9" b 2- x S' x 0.050" x 0.100- 20'-11" b 18'-l' b MOPM14'-9" b 1 13'-8" bl 12'-10" b 12-l- b 2- x 6" x 0.050- x 0.120- 24'-2- b 20'-11- b 18'-9- b 1 T-1 " b 1 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'-1" b 19'-3" b 1 T-10" b 16--8" b 15'-9- b 2" x T' x 0.055" w/ insert 36--3- b 31'-4- b 28'-1- b 25'- b 1 23'-9- b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0- 24" 35-2- b 30'-0" b 27-3" b 24'-10" b 23--0" b 21'-0" b 20'-4- b 2- x 9" x 0-07Z- x 0224- 38'-2" b 33'-0- b 29--6- 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 36'-3_ S 32'-5- b 29'-7- b 27-5- b 25'-8- b 24--2- 5 , 2- x 10" x 0.092" x 0.369' 50'-4- bI 43'-7 b 38'-11" b 35'-7- b 32'-11" b 30'-10- b 29'-1" b Snap Sections Tributary Load Width 'W'= Upright Spacing 3' C 4'-0" 5--06--0 7--0" 1 8'-0" 1 9--0- Al lowable Height 'H' / bending W or deflection 'd' 2- x 2- x 0.044- 9'-11- b 8'-7- b 7-8- b 7-0" b 6--6" b 6--1- b S-9- b 2" x 3- x 0.045" 12'-9" b 11'-0" b 1 9'-10- b 1 9--0" b 8'-4" b 7--10- b 7--4" b 2- x c- x 0.045- 15'-7- b 13'-6- b I 12'-1- bI 11'-0" bj 10'-2- b 9'-7- b 87-11' b 2- x 6- x 0.062- 26--5" b 22--10" b 20'-5" b 18'-8" b 1 T-3- b 16 -2" b 1 S-3" b 2- x 7" x 0.0627 29--5- b 1 25-5- b 1 22--9" b 20'-9" b 19'-3- b 1 T-11- b 167-11" b For allowable heights at wind velocities otter than 120 MPH, see conversion table I on the specification page for tables at the beginning of this section and example below - Note: 1- Thicknesses shown are 'nominal" industry standard tolerances- No wall thickness shall be less than 0.040". 2_ Using screen panel width '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 1-1/2" S_M_S_ into the screw bosses and do not exceed 8'-0- in span_ 7_ Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS - IF SPANS FOR'C EXPOSURE CATAGORY AND/OR WINOZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E_ CIVIL ENGINEER - DEVELOPMENT CONSULTANT P- O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE ( 385) 7674774 FAX ( 386) 767-6556 SCREENED ENCLOSURES SECTION 1 Table 1-4 Allowable Post J 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 # / sq. ft' r__ s,. _...A To Posts With Cli, s A- Jections kL not I onta Hollow Sections S r • ••• Tributary Load Width'W' 3' 6' 4'-0 4'-6" 1 5--0" Allowable Heights'H' / bending 'b' or deflection 'd' 2" x 2- x 0.044" 2" 2- x 0.055" U- 10' d T- 3" d 6- 6" b 6'- 11' d 6'- 1" b 6'- 8" b 5'- 9' b 6' 4' b 5- 6" b 6- 0- b 5'- 3b 5'-9' b 5'-0' b x 3- x 2- x 0-045- 2" x 3- x 0.045" 7--9- d 9'-4" b 7'-5- d 8'-9" b T-1" d 8'-3" b 6'-10- d T-10- b 6-7- b T-5- b 6'-4- b T-2- b S-11' b 6' 9 b 2' x 4 x 0.050- 10'-3" b 9'-7" b 9'-0- b 8'-T b 8'-2" b T-10- Snap Sections Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2- x 0.044- 7'-6" As H tat F t n d To Posts Throu h Side Into Screw Bosses B_ Sections onzonHollowSectionss as e e ZI Tributary Load Width ' W' 3'-0' 4.- 0" 1 X4 5'-0' S'-G" 6'--0" 6'-8" Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 7*-9" b 7*-3' b 6'-10' b 6'-6' b 6-2" b 5'-11" b 5'-7-b 2- x 2- x 0.055" 8'-5" b T-11- b T-5- b 7'-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'- b 2" x 3- x 0.045" 10'-5- b 9'-9- b 9-2" b 8'-9' b 8'-4" b T-1i" b T-T b 2" x 4- x 0.050" 1 T-6" b 10'-9" b 10'-1- b 9'-T b 9772" b 8'-9- b 8'-4' b Snap Sections 2" x 2- x 0.044- 9'-2- b 1 Allowable Heights 'H' / bending W or deflection -d' 8'-7- b 1 8'-1- b I T-8" b I T-4" b 1 7-0- b 6•-8 b For allowable heights at wind velocities other than 120 MPH, see conversion table !A ctn u IC 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- S. 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O_ BOX214368• SOUTH DAYTONA• FL 32121 TELEPHONE (386) 767- 7-74 FAX (386) 767- i556 PAGE PAGE Q COPYRGHT 2D03 COPYRIGHT 2003 ,' -57 o o = c ?: OT TO BE REPRODUCED IN WHOLE OR IN PAP.T WITHOUT THE WRIT ; cN PER^f ISSION OF LAVVRENCE E. FENNETT. P-E. 1 -56 NOTTOBER-PRODUCED IN WHOLE OR L t PART "I17HOUT THE `:.,I I : PERnsISSION OF LA`.v=ENGE E. B NNETT, P-- SECTIO14 1 SCREENED ENCLOSURES STRAP SUPER OR EXTRUDED GUTTER Z/,/// HOST STRUCTURE SPACING/2 * SPACING/2 SPACING / 2 SPACING 12 BEAM SET SPACING BEAM SET SPACING STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = 1'--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) I ALTERNATE 2" S.M.S. OR LAG SCREWS TRANSOM ( SEE SECTION 9) I UPRIGHT I I p 1 SUPER OR EXTRUDED i ZF qj j GUTTER ANGLE OR RECEIVING CHANNEL (SEE SECTION 9 FO DETAILS) SCREW PATTERNS MAY VARY SEE TABLES OR NOTES FOR MAX. DISTANCE FROM FASCIA SIZE AND NUMBER OF I TO HOST STRUCTURE WALL SCREWS) 24" WITHOUT SITE SPECIFIC BEAM CAP — ENGINEERING SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER 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 PAGE COPYRIGHT 2003 1 -2 0 NOT TO BE REPRODUCED IN :'HOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAV,RENCE E. BENNE TT. P.E- SECTION 1 SCREENED ENCLOSURES BEAM - SCREEN ROOF t ® e 0.050" H-CHjndN N EL A e OR GUSSETS e®e\ ®® JLiu UJz LEN( KNEE HOST STRUCTURE ROOFING 2) 2" LAG SCREWS SEE SECTION 9 FOR SIZE) 45`t z QD- 4 E> O _ T cU-1nzC7 2" STRAP - LOCATE AND I ` t FASTEN PER STRAP LOCATION DETAIL PAGE 1-20 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. SEE SECTION 9 FOR SCREW ZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING SEE TABLE 1.6) POST SEE TABLE 1.3) SCREEN MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS 6 A ol f SUPER OR A EXTRUDED MAX_ DISTANCE TO GUTTER HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL @ FASCIA - DETAIL 4 SCALE: 3" = 1'-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 PAGE cc QC COPYRIGHT 2003 1 -2 U NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERM:SSION OF LAWRENCE E. BENNETT. F.E. SECTION 1 SCREENED ENCLOSURES SCREENED ENCLOSURES SECTION 1 WIND BRACE CONNECTION DETAIL SCALE: 3" = V-0" S.M-S. TOE BEAM AND/OR AIL SION 31ON 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. CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTON& FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE Oc COPYRIGHT 2003 1-34 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P E. CONNECTOR MAY BE (2) ANGLES, INTERNALLU' CHANNEL OR EXTERNAL'U' 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) LA D Lu m . Q PRIMARY BEAM E) n (SEE TABLE 1.1 OR 1-8) a CARRIER BEAM NOTE: SEE TABLE 1.5) - o- EXTRUSIONS.W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2 INTERNALLY CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = T-0" 1" x 2" OR 2" x 2" ATTACHED TO WALL W1 #10 x 2" S.M.S. @ — 16" O.C. PRIMARY OR MISCELLANEOUS t=- Q FRAMING BEAM w SIZE PER TABLES) IL u HOST STRUCTURE MASONRY OR FRAMED WALL (SELECT ASTENERS FROM SECTION 9) BEAM TO WALL CONNECTION DETAIL SCALE: 3" = 1'-0" Lawrence E_ Bennett, P.E- CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (386) 76T-4T74 FAX (386) 767 6556 i QQ COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE %NRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. PAGE 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 I Beam Size Upright Size Minimum Purlin, GirtDeck Notes 8 Knee Brace Size"' Anchors Minimum Number of Screws' Beam Stitching Screw @ 24" O_C 8x %- 10 x %- 12 x %z" 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 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" 2" x 2- x 0.044" 4 Full Lap 10 8 6 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 12 2" x 8- 2- x 5- 2- x 3" x 0.044- 6 Partial Lao 16 14 12 14 2" x 9- 2" x 6- 2" x 3- x 0.045" 6 Partial Lao 18 16 14 14 2" x 9-'" 2" x 7- 2- x 4- x 0.050- 8 Partial Lap 20 18 16 14 2" x 10" 2- x 8- 2" x 4" x 0.05( 10 Partial Lapi 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 7" x 0.055- x 0.120" 1/16" = 0.063" 10 3/8" 314" 2- x 8" x 0.072" x 0.224- 1 /8' = 0.125- 12 1/2" 1" 2" x9- x 0.072" x 0.224" 1/8" = 0-125- 14 or 1/4" 3/4' 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 112 per side. 6. Hollow splice connections can be made provided the connection is approved by the engineer_ 7. tf 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 314" long screws- 10., The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shalt have a 2" x 3" beam- 11. Conned beam to upright w/ H-bar, gusset plate, or angle dips for each splice with 1/2 the screws on each side of the cut. 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 112" 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 1.5 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 PAGE COPYRIGHT 2003 NOT TO 6E REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PER IISSION OF LAV,dRENCE E. BENNETT. P.E. 1 -559 c S-ECTfON I SCREENED ENCLOSURES SCREENED ENCLOSURES SECTION I, 5) #10 S_M_S. (MIN-) x 1-112" x 8".FLAT BAR 125" PLATE OUT ON — 45" ANGLE T OR TURNBUCKLE FOR CABLE TENSION SS STEEL (SEE TABLE) RIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS P CORNER - DETAIL 1 SCALE: 3" = 1'-0" 5-112" (6" NOMINAL) SLAB (MIN-) 5d (MIN-) u S 5d (MIN-) 2J I A 0 0 a SELECT ANCHOR FROM TABLE 9-1A MIN_ SHEAR 607# FOR 3132" CABLE AND 445# FOR 11W CABLE, FOR 3/32", CABLE 114" x 1-112" CONCRETE ANCHORS (MIN-) t - 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS FOUNDATION "DETAIL 2C 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 (3S6) 767-6556 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' 3132" 233 Sq- Ft / PAIR OF CABLES 1/8" 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. FL 233 Sq. FL x 2 sets = 466 Sq- Ft > 336 Sq. FL; thus two sets of 3132" 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_ Ft- OF WALL 118" ONE PER 445 Sq- Ft- OF WALL SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq- Ft c) To calculate the required pair of cables for free standing pool enclosures use 100% of each watt 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_ CIVIL ENGINEER - DEVELOPMF'Vr CONSULTANT P_O: BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6 5 COPYRIGHT 2003 NOT TO BE REPRODUCED W WHOLE OR IN PART WITHOUT THE WRITI EN PERMISSION OF LAWRENCE c BENNETT. P.E. PAGE 1 -3 7 PAt;F f SCREENED ENCLOSURES SECTION 1 ALUMINUM FRAME SCREEN WALL ANCHOR ALUMINUM FRAME CONCRETE CAP BLOCK ORTOWALLORSLABW/ BRICK (OPTIONAL) 1/4" x 2-1/4" MASONRY ANCHOR W/ IN 6" OF POST AND @ 24" O.C. MAXIMUM s] 8" x 8" x 16" BLOCK WALL MAX_ 32") 1) 45 O BAR CONTINUOUS 1) #5 BAR @ CORNERS AND CONCRETE ANCHORS SHALL 10'-0" O.C. FILL CELLS AND EMBED INTO CONC. THROUGH KNOCK OUT BLOCK TOP CAP BLOCK OR BRICK 9-112" COURSE W/ 3000 PSI PEA MIN_ ROCK CONCRETE ALTERNATE CONNECTION OF DECK OR GROUND LEVEL SCREENED ENCLOSURE FOR BRICK OR OTHER NOW GRADE RIBBON FOOTING OR STRUCTURAL KNEE WALL 1" l a MONOLITHIC !F MONOLITHIC WIDE x 0.063" THICK STRAP @ o SLAB IS USED (SEE NOTES OF EACH POST FROM POST TO DETAILS NEXT PAGE) FOOTING W/ (2) #10 x 3/4" 2) #5 0 BARS MIN. 2-1/2" OFFM-S_ STRAP TO POST AND (1) GROUND 1/4" x 1-3/4" TAPCON TO SLAB OR FOOTING KNEE WALL FOOTING FOR SCREENED ENCLOSURES SCALE: 3/4' =1' 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: 314" = V-0" ie— 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: 314" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P_O. BOX 214368. SOUTH DAYTON& FL 32121 TELEPHONE (386) 767--4774 FAX (386) 767-6556 COPYRIGHT 2003 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-51 X, 10 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 X BRICK OR OTHER NON- STRUCTURAL KNEE WALL M 1" WIDE x 0-063" THICK STRAP @ EACH POST FROM POST TO FOOTING W1(2) #10 x 3/4 S-M.S. STRAP TO POST AND 1) 1/4" x 1-3/4' CONCRETE SCREENED ENCLOSURES a - v .A l— ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE 'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB W/ 6 x 6 - 10x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANCHOR TO SLAB OR (3) #30 BARS OR (1) FOOTING d # 50 BAR W/ 2-112" COVER BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = T-0" 3 43 BAR CONT. OR 1 #5 BAR CONT. S2 #3 BAR CONT. OR 2'-0" MIN. 3-1/2- (TYP. t 1 #5 BAR CONT. — - BEFORE SLOPE J- ALL SLABSAMt--r=1 IvtIl—1111- 1 11=1 I l I r 11 ~ TYPE I TYPE 11 TYPE III FLAT SLOPE / 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 fL. then a type Il footing is required under the load bearing wall only unless the side wall exceeds 16 ft. in height or the enclosure is in a "C" exposure catagory in which case a type 11 footing isrequiredforallwalls. 2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified, prior to placing the slab, by field soil test or a soil testing lab. 3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement of concrete- 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 11 footing or footing .sections required by localcode. Local code governs. PAGE 1- 52 SLAB - FOOTING DETAILS SCALE: 3/4" = V-0"_ Lawrence E- Bennett, P-E- CIVIL ENGINEER - DEVELOPMENT CONSULTANT P_ O. BOX 21,4368. SOUTH DAYTONA, FL 32121 TELEPHONE ( 386) 767-4774 FAX ( 386) 767-6556 COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNE TT_ P.E. iis In trume .,Prepared By: rw Al i Permit No. STATE OF FLORIDA COUNTY OF VARYMM MORSE, CLERK OF CIRCUIT COURT SEMINU COUNTY RK 05052 PG 038.1 CLERK' S i1 2_003181004 REC M)ED 10/ 08/ 08:56:47 M RECURDINB FEB 6.00 RECOff D BY M Nolden NOTICE OF COMMENCEMENT 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 provided in this Notice of Commencement. 1. Description of Property( Legal Descriptive): Lott, Block , Subdivision 0 O `' _. according to the plat thereof as recorded in Plat Book J Public records of —,'-) cA _ L County, Florida. also known as: jY) 1U i3O 00l'1 2. General description of ftrovement( s): C) LU LL ( ) ( ( L [ V)) ) 3. Owner information: a. Name and address: 1 b. Interest in the property: Fee Simple c. Name and address of fee simple title holder, (if other than owner): Contractor (Name/AddreskU Specialty Construction & Design 1728 Timocuan Way Longwood, FL 32750 5. Surety: N/A a. Name and address: j Lg b. Amount of bond: WA 6. bender: (Name and Address) NZA MLA. 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: nct I 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provid d in Section 713.13(1)(b) Florida Statutes: a. Name and Address: 9. Expiration date of notice of commencement (1 year from dale of recording, unless different date is specified) n Signature of Owner: .,J, WM CERTIFIED COPI, Owner's Printed Name: i- l IARYANNE MODE rl K OF CIRCUIT COU" T he fo r egoin instr 1 t was acknowledged before me this day of V C by SEMINOLE WUNTY. FLORIDA LllJ L 2 1vt who is personally known to me or who produced as identification and who did not take an oath. w*taTM ftwut OCT 0 8 Signature ofNotary P blic Printed name: Y P'' Ashley Andre Comm exp: _ _: cti Commission #DD246104 Expires: Sep 03, 2007 9 OF F OQ Bonded Thru Attaatic Bonding Co, b& j