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HomeMy WebLinkAbout113 Calabria Springs Cove 03-2879 Screen pool enclosureCITY OF SANFORI:1PE.RM.1T APPLICATION Permit No.: I l ?j a-7 I J Date: tiO 3 Job Address: Permit Type: Building Electrical Mechanical Plumbing Fire Alarm/Sprinkler Description of Work: 3S X 3 O Additional Information for Electrical & Plumbing Permits Electrical: Addition/Alteration _Change of Service Temporary Pole New AND Service (# of AMPS ) Plumbing/Residential: Addition/Alteration New Construction (One Closet Plus _ Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines. Additional) Number of Gas Lines Occupancy Type: V Residential Commercial —Industrial Total Sq Ftg: Value of Work: $ 3 9,79, D O Type of Construction: ftL.LtM iAtaro Flood Zone: Number of Stories: Number of Dwelling Units: Parcel No.: a - / -7 - 30 - Ly - ?900 - 03 10 (Attach Proof of Ownership & Legal Description) Owner/ Address/Phone:' Contractor/ Address/Phone: ss 5 . Contact Person: Title Holder (If i Address: Bonding Company: Address: Mortgage Lender: Address: Z Architect/ Engineer Address. - v State License Number: Phone No.: Fax No.: 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 of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Signature of en Date S gnature of Contractor/A t Date C C cl/ ) Print Owner4 ge Name Pr' Contractor A Signature of Notary -State of Florida Date Signature of Notai WILLIAMB. ARNOLD MY COMMISSION # CC 882665 EXPIRES: October 25 2003 Bonded Thru Notary Public UndenvrilOrs Owne/ A/ gentis P sonall Kn -ownt Me or Contractor/Agent Pr ID Produced ID APPLICATION APPROVED BY. i s Name if Florida Date WILLIAM B. ARNOLD MY COMMISSION # CC 882665 EXPIRES: October 25, 2003 Bonded Thru Notary Public Underwriters Known to Me or Date: 1 -I -03 Special Conditions: 5\ l'UIIIIIL IVUIIIUUI Farcel Identification Number Prepared by: 3 ft_1r 2NOt.0 _ ,gcr'foA) 'Olu,vlswu" glqNG—c' /3C-0S5o,,y 7—/( OIZL, >jr)o f-t, 3--So S7- Return to: Action Aluminum Products 2698 S. Orange Blossom Trail Orlando, FL 32805 NOTICE OF COMMENCEMENT State of FLORIDA F County of S&m iNol-c 0 MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY HK 050OG PG 0865 CLERK'S # 2003160966 RECORDED 09/11/2003 03:50:26 PM RECORDING FEES 6.00 RECORDED BY L McKinley Gk.HimE.0 GON1 MARYANNE MORISE JLERK OF CIRCUIT COU" ME' aCNLORIDAIDK The undersigned hereby gives notice that improvement(s) 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. Description of property (legal description of the property, and street address if available) 2. General description of inlprovement(s) SCREEN ENCLOSURE 3. Ovmeriformation Name Telephone Number Address 7 Sr/G s' T 2 Fax Number Interest in Property: 4. Fee Simple Title Molder (if other than owner shown above) Name Telephone Number Address Fax Number 5. Contractor Name Action Aluminum Products Telephone Number 407—G48-9948 Address 2G98 S. Orange Blossom Trail. Fax Number 407-648-9949 Orlando, FL 32805 6. Surety (if any) Name Telephone Number Address Fax Number Amount of bond 7. Lendcr (if any) Name Telephone Number Address / Fax Number II. Persons within ie State of Florida designated by Owner upon whom notices or other documents may be served as provided by t 713.13(1)(a)7., Florida Statutes. Name Telephone Number Address Fax Number 0. In addition to hi If 6r herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in §713.13(1 b), Florida Statutes. Name Telephone Number Address Fax Number 10. Expiration dat f notice of commencement (the expiration date is one year from the date of recording unless a different dale is spcciRcd): Date Sign d S2ss ign f 0 n otc: per §713.13(1)(g), "owner m.. nc else may be permitted to sign in hcad." D Sworn to and subscribed c_me this v day of S,eFpT 20 O 3 by who is p kn6wn to me O produce as idcnlificalio Signature of Notary (notarial seal to appear below) WILLIAM B. ARNOLD MY COMMISSION # CC 882665 Pa EXPIRES: October 25, 2003 of fl°.•' Bonded Thru Notary Public Underwriters Form Revised; 12100 for 19_ to 20_ ACTION ALUMINUM PRODUCTS, INC 2698 South Orange Blossom Trail Orlando, Florida 32805 I HEREBY NAME AND APPOINT PATTY R. JOHNS TO BE MY LAWFUL ATTORNEY, IN FACT TO ACT FOR ME AND APPLY TO THE CZAR 0 BUILDING DEPARTMENT FOR A PCQ I SCREEN ! cl os: L PERMIT TO BE PERFORMED AT A LOCATION DESCRIBED AS: AND TO SIGN MY NAME AND DO ALL THINGS NECESSARY TO THIS APPOINTMENT. ka DAVID AL LA JOHNS CGC 053605 SUBSCRIBED BEFORE ME THIS oft) DAY OF Q' Izq --M v) eg Notary as to Contractor My Commission y; WILLIAMB.ARNOLD MY COMMISSION # CC 882665 P EXPIRES: October 25, 2003 Bonded Thru Notary Public Underwriters 20 Q 5 METRO ORLANDO (407) 648-9948 9 Fax (407) 648-9949 • BREVARD (407) 632-0264 • VOLUSIA (904) 252-7835 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL p > JPF u ticmin e enires 1 ' E ' WOOD. R1DGETRL > 1101 K, mni tit- C C4,.. Sanford Fl.l2- l 0 2003 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 32-19-30-5LY-0000-0310 Tax District: S1-SANFORD Depreciated Bldg Value: $0 Owner: BEAZER HOMES CORP Exemptions: Depreciated EXFT Value: $0 Address: 215 N WESTMONTE DR Land Value (Market): $33,500 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Land Value Ag: $0 Property Address: l-rst'Market Value. $33,500 Subdivision Name: CALABRIA COVE Assessed Value (SOH): $33,500 Dor: 00-VACANT RESIDENTIAL Exempt Value: $0 Taxable Value: $33,500 2003 Notice of Proposed Property Tax SALES 2002 VALUE SUMMARY Deed Date Book Page Amount Vaclimp 2002 Tax Bill Amount: $586 Find Comparable Sales within this Subdivision 2002 Taxable Value: $27,700 LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 31 CALABRIA COVE PB 60 PGS 8 THRU 10 LOT 0 0 1.000 33,500.00 $33,500 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=3219305LY0000... 9/ 11 /2003 Im Z00 Lawrence E. Bennett Civil Engineer & Development.Consultant P.O. Box 214368 South Daytona, F1 32121- 386;767-4774 3867767-6556 fax January 01, 2003 TO ALIT BUILDING DEPARTMENTS Re: "Aluminum Structures Design Manual" Master File Engineering Dear Building Official, This is to certify that the following contractor is hereby authorized to use my current "Aluminum Structures Design Manual" for the year 2003. David A. Johns Action Aluminum Products, Inc. 2698 South Orange Blossom Tr. Orlando FL 32805 Thank you for your`/assistance. 44 I 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 I' Tributary Load Width `W' = Beam Spacing 3'-0" 1 4'-0".. 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 9'-0' Allowable Span 'L' / bending'b' or deflection 2" x 2" x 0.044" 9'-10" b 8'-7" b 1 7'-8" b 1 6'-11" b 6'-6" b 1 6'-1" b 1 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". 13'-4" b 11'-7' b 10'-4" b 9'-5" b 8'-9" b 8'-2" b T-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 11'4" b 10'-4" bj 9'-7" b 8'-11" b 8'-5" b Self Mating Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" 1 9'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 4" x 0.044 x 0.100" 19'-11" b 1T-4" b 15'-6" b 14'-2" b 13'-1" b 12'-3" b 1 V-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" In 20'-3" b 18'-9" b 17'-6' b 16'-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 27'-11" b 24'-11" b 22'-9" b 21'-l" b 19'-9" b 18'-7" b 2" x 7" x 0.055" w/ Insert 42'-10" b 37'-l" b 33'-2" b 30'-4" b 28'-l" b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'.7" b I 36'-1" b 32'-3" b 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'-l" b 34'-11" b 31'-11" b 29'-6" b 27'-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'-S" 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'-l" b 38'-11" b 36'-5" b 34'-4" b Snap Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 7.'-0" 1 8'-0 Allowable Span 'L' / bending or denection'd' 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b 7'-8" b 1 7'-2" b 6'-9" b 2" x 3" x 0.045" 15'-l" 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'-l" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27'-l" 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 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 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 10T / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Pudin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purin and (2) puriins each side of center purlin need lateral bracing. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with '1N' = 5'-0" = 11'-4" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767r1774 FAX (386) 767-6556 I PAGE COPYFUGHT 1.54 I O NOT TO BEREPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 4L SECTION 1 CEEN DENCLOSURES BEAM -SCREEN w U) l ROOF LU Q a F Z j uJO Co ee e e 6 f- _ e C) e e C) 6 I LENGTH E BRAC Lu O Q a I- HOST STRUCTURE ROOFING e w w Lu 2) 2" LAG SCREWS (SEE e e SECTION 9 FOR SCREW SIZES) STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL 6 e — PAGE 1-20 6 e 2" x 2" x 0.062" ANGLE EACH SIDE ( 3) EACH #8 S.M.S. e SUPER OR EACH LEG INTO POST EXTRUDED eGUTTER BEAM CAP (SEE PAGE 1-20) 0. 05" H-CHANNEL OR GUSSE 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 SOFFIT OPTIONAL 3/8" LAG SCREW MAX. DISTANCE TO AND 3/4" FERRULE HOST STRUCTURE FASCIA AND SUB -FASCIA WALL 24" WITHOUT - SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM SUPER OR EXTRUDED GUTTER CONNECTION DETAILS RISER ( OR TRANSOM) WALL @ FASCIA DETAIL 6 SCALE: 3" = 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 PAGE COPYRI NGHT 2003 OT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. s 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 NI.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) Hollow Sections Tributary Load Width'W = Purlin Spacing 3'-6" 1 4'4' 1 4'-6" 1 5'.0" 5'-6" 6'-0" 1 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 7'-8" d 7'-4" d 7'-0" d 6'-9" d 6-6" b 6'-3' b 5'-11" b 2" x 2" x 0.055" 8'-1" d 7'-9" d 7'-5" d 7'-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 7'-8" d 7'-5" d 7'-3" d 6'-11" d 2" x 3" x 0.045" 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 1 V-4" b 10'-8" b 10'-2" b 9'-8" b 9'-3' b 8'-9" b Snap Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 1 4--0" 1 4'-6" 5'-0" 5'-6" 1 6'-0" 1 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' 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'-8" d 10'-4" d 9'-11" b 9'-6" b 9' 0" b 2" z 4" x 0.045" 14'-8" d 14'-0" d 1 T-6" d 12'-9" b 12'-2" b 11'-8" b 11'-1" b R gartinnc Pncfpneri Thrnunh Ream Webs Into Screw Bosses Hollow Sections Tributary Load Width'W' = Purlin Spacing 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 6'-0" 6'-8" Allowable Span 'L' 1 bending'b' or deflection'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 7'-8" b 7'-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'-- 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" 13'-7" b 12'-8" b 11'-11" b 11'-4" b 10'-10" b 10'-4" b 9'-10" b Snap Sections Tributary Load Width'W' = Purlin Spacing 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 6'-8" Allowable Span'L' 1 bending'b' or deflection'd' 2" x 2" x 0.044" 10--11" b 1 10'-2" b 1 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-4" b 7'-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 '' / Sq. Ft. for up to a 150 MI.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wail connection. 3. Span is measured from center of beam and upright connection to fascia or .wall connection. 4. Purin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin 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 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 'Vr = 5'-0" = 10'-2" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 7674774 FAX (386) 767.6556 1 O COPYRIGHT ER PRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LA'NRENCE E. BENNETT, P.E. I PAGE 1-55NOTTOBI a SCREENED ENCLOSURES SCREEN d' VARIES 1" x 2" O.B. BASE PLATE (TYP.) q 4" SHOW. I I SECONDARY ' I 2"x(d-2")x0.063"ANGLE 9 EACH SIDE OF COLUMN W/ #10 S.M.S. SEE SCHEDULE NEXT PAGE) CONCRETEANCHOR a am d 1 SEE SCHEDULE NEXT PAGE) 7 _ NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN IF CONNECTION 2" 5d MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES Z! NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 f— 6" (MAX.) — , 6" (MAX.) 3000 P.S.I. CONCRETE SECTION I 2" x 2" x 0.063" PRIMARY ANGL 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 ki • 5d DISTANCE GRADE 1-114" MIN. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN 2) '10 x 3/4" S.M.S. EACH SIDE PRIMARY 2" x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3' = 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 . COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. PAGE 1-47 SECTION 1 I SCREENED ENCLOSURES Table 1.3 Allowable Post ! Upright Heights For Primary Screen Wall Frame Members Alumhvi m Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.' Hollow Sections Tributary Load Width 'W = Upright Spacing 3'-0" 4'-0" 5'-0.. 1 6'-0" 7'-0" 1 8'-0" 1 9'-0" Allowable Height'H' / bending 'b' or deflection'd' 2" x 2" x 0.044" 8' 4' bEY 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'-1" b 6'-5" b 5'-11" b 5'-7' b 5'-3" b 2" x 3" x 0.045" 11'-3" b 8'-9" b 7'-11" b 7'-5" b 6'-11" b 6'-6" b 2" x 4" x 0.050" 12' Sb 9'-7- b 8'-9" b 8'-1' b 7'-7' b 7' 2" b Self Mating Sections Tributary Load Width 'W = Upright Spacing 3'- 0" 4'-0" 5'-0" 1 6'-0" 7'-0" 8'-0" Allowable Height'H' / bending 'b' or deflection'd' 2" x 4" x 0.044 x 0.100" 16'-11- b 14'-8" b 13'-1" b 11'-11" b 1 V-1" b 10'-4" b 9'-9" b 2" x 5" x 0.050" x 0.100" 1 20'-11" b 18'-l" 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'-1" 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" wl insert 36'-3- b 311-4" b 28'-1" b 25'-7" b 23'-9" bi 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 2V-6" b 20'-4" 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' b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b1 27'-5" b 25-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'-4" bi 43'-7" b 33'-11" b 35'-7" b 32'-11" bj 30'-10' b 29'-1' b Snap Sections Tributary Load Width 'W'= Upright Spacing 3'- 0" 4'-0" 5'-0" 6'-0", 7'-0" 8'-0" 9'-0" Allowable Height'H' / bending'b' 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 5'-9" b 2" x 3" x 0.045" 12'-9" b 11%0" b 9'-10" b 9'-0" b 8'-4" b 1 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- b116- 11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16'42" b 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 b For allowable heights at wind velocities other than 120 N1PH, see conversion [ante jra on ute aNewtica lon Nay= 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 NY 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 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. BOX 214368. SOUTH DAYTONA FL 32121 TELEPHONE ( 386) 787-4774 FAX ( 386) 767-6556 PAGE COPYRIGHT 2003 1- 56 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 41 n TION 1 ' 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 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 FIBE MESH CONCRETE POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = V-0" 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 DED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS POST SIZE 2" x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR TC 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 ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL 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 1 A A @ COPYRIGHT 200344 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. r— SCREENED ENCLOSURES , I SECTION 1 Table 1.4 Allowable Post / 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 fAPH or an applied load of 14 # / sq. ft.* A CenHnnc Ac Wnrhnntale Fastened To Pasts With CliDS Hollow Sections Tributary Load. Width 3'-6' 4'-0" 4'-6" 1 5'.0" 1 5'-6" 1 6'-0" 6'-8" Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 6'-10" d 6'-6" b 6'-1" b 5'-9" b 5'-6" b S-3" b 5'-0" b 2" x 2" x 0.055" T-3" d 6'-11" d 6'-8" b 6'-4" b 6-W b 5-9" b 5'-6" b 3" x 2" x 0.045" T-9" d T-5" d T-l" d 6'-10" d 6'-7" b 6'<4" b 5'-11" b 2" x 3" x 0.045" 9'-4" b 8'-9" b 8'-3" b T-10" b T-5" b T-2" b 6'-9" b 2" x 4" x 0.050" 10'-3" b 9'-7" b 9'-0" b 8'-7" . b 8'-2" b T-10" b 7'-5" b Snap Sections Allowable Heights 'H' / bending'b' or deflection'd' 2" x 2" x 0.044" T-6" d 1 T-2" d U-11" d 1 6'-8" b 1 6'-4" b 1 6'-1" b 1 5'-9" b o c,...;.....- A.. u...;-...n,1 !! F2stered Tn Poctc Thrn,inh Side Into Screw Bosses Hollow Sections Tributary Load Width 'W' 3'-6' 1 4'-0" 4'-6" 1 5'-0.. 5'-6" 6'.0" 1 6'-8" Allowable Heights 'H' I bending W or deflection'd' 2" x 2" x 0.044" T-9" b 7'-3" b 6'-10" b 1 6'-6" b 6'-2" b 5'-11" b 5'-7" b 2" x 2" x 0.055" 6'-5" b T-11" 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 8'-8" b 8'-2" b 7'-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-11" 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 8'-4" b Snap Sections Allowable Heights 'H' I bending'b' or deflection'd' 2" x 2" x 0.044" 9'-2" b 1 8'-7" b 1 8'-1" b 1 T-8" b 1 T-4" b T-0" b 1 6'-8" b For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the 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 VP 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 Ce 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. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (366) 767.6556 PAGE COPYRIGHT 2003 NOT TO B'e REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 1.57 SCREENED ENCLOSURES 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 ELDED WIRE MESH OR FIBER MESH CONCRETE a SECTION POST SIZE 2" x 4" MAX SIDE WALL POST TO PLATE TO CONCRETE DETAIL 1" 2" SCALE: 3" = 1'-0" A 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. HOLLOW POST TO BASE DETAIL SCALE: 3" = V-0" 2"x2",2"x3"OR2"x4" HOLLOW SECTION SEE TABLES) MIN: (3) #10 x 1-1/2" S.M.S. INT SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTSGeneralNotesandSpecifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beamspacingxthescreenloadof7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACINGOFTUSE: l / 2. Table 1.6 of thismanual the worstcase loads UPLIFT for all cases. 3. Inallcasestheremustbeaprimaryanchorwithin6" of each side of the upright. 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 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. F l 45 SCREENED ENCLOSURES ' I SECTION 1 I I 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 Mlinlmum Puriin, Girt Knee Brace Size" Deck Anchors f;otes Nlinirnum Number of Screws' Beam Stitching Screw @ 24" O.C. 8 x x W, 12 x'/2" 2"x3" 2'x3" 2"x2"x0.044" 2 Full Lap 6 4 4 2" x 4" 2" x 3" 2" x 2" x 0.044" 21' Full Lap 8 6 4 48 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 La 10 8 6 10 2" x 6" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 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 La 16 14 12 14 2" x 9" 2" x 6" 2" x 3" x 0.045" 6 Partial Lap 18 16 14 914 2" x 9"`" 2" x 7" 2" x 4" x 0.050" 8 Partial Lapl 20 18 16 1 #14 2" x 10" 2" x 8" 2" x 4" x 0.050" 1 10 1 Partial Laol 20 1 18 1 16 1 #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" 3/4" 2" x 8" x 0.072' x 0.224" 1/8" = 0.125" 912 1/2" 1" 2" x 9" 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" 1 114" = 0.25" 3/8" 1" 2" Refers to each side of the connection of the beam and upright and each sloe 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 Ill 6" 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 shorn is the total use 112 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 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 clips for each splice with 112 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 1/2" EACH SIDE To T-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) 3/4' long screws size to be determined by beam size, see table 9.6) See Table 1.6 For Number And bize Ut bcrews) 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 I O NOTO BE REPRODUCED ERODUCEDIN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE COPYRIGHT 1 _ 59 I SECTION 1 2"x4"ORTX6" 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 S MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) r" ALTERNATE FLAT ROOF i SELECT FASTENER SIZE, NUMBER AND PATTERN SEE TABLE 1.6 & 9.5A OR 9.513 2" x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL PARTIAL LAP 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 COPYRIGHT 2003 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES H SEE TABLE 1.3) K-BRACING (OPTIONAL) GIRT (TYP.) TYPICAL DOME ROOF - ELEVATION EXISTING STRUCTURE ALUMINUM BEAM TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H 61 K-BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) 1" x 2" (TYP.) SCALE: N.T.S. SECTION 1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) RISER WALL WHERE JIRED INS (TYP.) ONAL ROOF BRACING SCHEMATIC SECTION 1) E BRACING IMETER 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 PAGE COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1_-3 SCREENED ENCLOSURES a SECTION 1 PURLIN (TYP.) fin/ SCREEN (TYP.) I CABLE CONNECTION I SEE DETAILS SECTION 1) GIRT (TYP.) H" SEE TABLE 1.3) I I I 1X 2" (TYP.) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF ELEVATION SCALE: N.T.S. EXISTING STRUCTURE RISER WALL WHERE REQUIRED I W' SIZE MEMBERS PER PURLIN (TYP.) APPROPRIATE TABLES I . ALUMINUM BEAM L I (TABLE 1.1 OR 1.8) DIAGONAL ROOF BRACING u if h ' y (SEE SCHEMATIC SECTION 1) K- BRACING (OPTIONAL) q ALUMINUM COLUMNS (TYP.) i TABLE 1.3 OR 1.6) . SCREEN ( TYP.) I I SW GIRT ( TYP.) PERIMETER WALLS FRAMING TABLE 1.3 OR 1.4) 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 - DEVELOP&fENT CONSULTANT P. O. BOX 214368, SOUTH DAYTONA, 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 LA'NRENCE E. BENNETT, P.E. 1-5 SECTION 9 SCREENED ENCLOSURES 5) #10 S.M.S. (MIN.) - x 1-1 /2" x 8" FLAT BAR L 6 6 125" PLATE OUT ON 45° ANGLE LT OR TURNBUCKLE FOR CABLE TENSION ESS STEEL (SEE TABLE) RIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS ( CORNER - DETAIL 1 SCALE: 3" = V-0" EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) 10 x 3/4" S.M.S. EACH SIDE FOR CABLES A ALTERNATE• USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF FRAME MEMBER B MIN. (2) CLAMPS REQUIRED n ( TYP.) MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 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 PAGE 4 Q © COPYRIGHT 2003 11 -38 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. F SCREENED ENCLOSURES s SECTION 9 SLAB MIN. (2) 1/4" OR 5/16" x 1-3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL -DETAIL 2 SCALE: 3" SELECT ANCHOR FROM TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" SLAB FOR 1/8" CABLE SHALLCABLE, FOR 3/32" CABLE 5/16" f. HAVE A THICKENED EDGE TOx2" CONCRETE ANCHOR W/ ACHIEVE AND A 3/8" x 2" CABLE THIMBLE AND WASHER ANCHOR O I 6/ 5d (MIN.) 3-1/2" (4" N(DMINAL) SLAB (MIN.) 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS FOUNDATION - DETAIL 2A 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 COPYRIGHT 2003 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-39 SECTION 1 SCREENED ENCLOSURES 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" SNAP SECTIONS ATTACH 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 EXISTING 2" x'6" SELF MATING BEAM 10 x 3 1/2" S.M.S. 16" O.C. 1 PROPOSED 2" x 3" x 0.060" 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE COPYRIGHT 2003 1 `1 4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. JCL I ION 1 I SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM WITH SCREWS (PER SECTION 9) CARRIER BEAM SEE TABLE 1.4) MIN. NUMBER S.M.S. @ 3/4" LONG REQUIRED IS EQUAL TO BEAM DEPTH SEE SECTION 9) 6 I W J Pe Im 6 PRIMARY BEAM 6 0- (SEE TABLE 1.1 AND/OR TABLE 1.5) 6 d 8 W 0 CARRIER BEAM TO BEAM CONNECTION SCALE: 3" = 1 ,-p,, ANGLE OR RECEIVING CHANNEL i J C d PRIMARY BEAM H 8 SEE TABLE 1.1 w e AND/OR TABLE 1.5) _ d e W 0 6 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL WITH MINIMUM2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE ORMASONRYWALLADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE) ( 1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U-CHANNEL ATTACHED TO WOOD WALL WITHMINIMUM (3) 3/8" x 2" LAG SCREWS OR (3) 1/4" x2-1/4" CONCRETE ANCHORS TO CONCRETE ORMASONRYWALLADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM LARGER THAN 3" CARRIER BEAM TO WALL CONNECTION SCALE: 3" = 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 1-36c © COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT P .E. Herz & ,Associates Inc. L a n d S u r v e y i n g 769 Douglas Avenue, Altamonte Springs, Florida. 32714 (407)788-8808MemberoftheFloridaSurveyingandMappingSocietyandAmericanCongrossonSurveyingandMapping Map of Survey L I NE BEARING DISTANCE L I N 69-40-49-W 60.00, L 2 S 89-45.58-E 60.00' KAYWOOD REPLA.T l PLAT BOOK 30. PAGES 27 d 28 L2 A' OGTR31AD I ' NG142 SO. FT. 0 O v_NJ Li -•• ,__ to C In b t0 C C a 10. 1 .0, U, o LOT 32 m • m LOT 30 _ o. o u FP-36 as 1-of o am Mi m a.B 6 D 2•e }}z ti lfl ONE STORY RESIDENCE y -4c ti I o FIN. FL. tL.v:;g.S N N CiTY OF SANFORD 6. 7' 160 J0 " El ADDRESS: 113 CALABR I A SPRINGS COVE AREAS.' D MWAY. 406 50. FT. 10, 12. 01 19.J' I .0 LEAD WALK: 43 $Q FT SETBACKS: SITE DATA Front 25' Recr 45' WERVIOUS SOF'T N v; Side 75 , Corner 25 LOT S0. FT. IMPERVIOUS AREA- 2736so. FT 345, 37' f L l i WCH BASIN t,,a,df 1.i1. 4{l.iFiFn t REFERENCED BEARING I.C.Y. CIL CALABRIA SPRINGS COVE N 89°40'49 W Y 954.46' 50 ' R/ W) TRACT F PRIVATE ROAD. A UTILITY EASEMENT LEGAL DESCRPTAWLot31, ' CALA6rdA COVE occordg to the pbt thereon as recorded rt Mot Gook 60 , Able: Bee ' shown hereon ere referenced to the C/L ai pages8 - 1 of the Pubk Records of 5&4,ole Comfy. Florida of CALABRTA SOPWGS COVE os beo1R N 89940'49-W FLOG 1- tAZARD DATA: The Percel shown hereon Fes witbii Flood Zone X" Vertrcd down is based on NGVD per Engneerij Orcor to the Flood hswonce Rate Comm.ul Panel lumber construction pkns by &Aell Entdrieerog hc. 1 '2 0 2 8 9 0 0 4 0 E. Dared 0 4/ 17/ 9 5. Project N970 o. 9-31 General Notes. 1. This is a BOUNDARY Survey penlormed In the field on F>rn[)OSgd 2 Nd aerial• surt,3ce or suosurfece u671Ty Installations, underground improvements or su0S(JIA W& erlal encroachments, if any, were located. 3. Building ties shown are to the exterior unfMished foundation surface or formboard. 4. Elevations shown hereon, if any, are assumed and were obtained Iron, approved COnsbttcbOr) plans provided by the Client unless otherwise noted, and are shown only to depict Ma proposed or actual ditferenoe in elevation relative to the 836umed temporary Benchmark shownhereon. S. The parWMown hereon Is subpa to all easements• (eservations, restnckns, and Rights -Of way of record whether depicted of not on this document. No search of the Public Records hasIsenmadebythisofrce, 8. The /ega/ description shown hereon is as furn/shed oy Ulant. 7. ptatled and messuted distances and directions are the same unless otherwisq toted. Denotes X' ivnrodwithyellowplasticcapmarredLIR4037orLS318ZorX'Irorr rodwithredofftaccapmarked 'Wirncss Corner. unless otherwise noted. O DWK)fesP.C.P. (Permanent cmntrot porno Denotes Permanent Relerence Monument C"Ikauon: Not vand wiarout the signature and the odg/ear ratsod soal ora h70dda licensedSurveyblendAfe00erTllityeveygreets the MgWementa of the Fronde Mitt nos! n TddwiL St esoont&kW In CheAter 6IG17.4 Fbt minislreliw Code. c a. uim A. Herz, P. LS. Freida Regiskred L end Surveyor Nor. 3 te2 se'L Pr2etNenler-V, P.S.M. RepisleredSi"eyorandkbpparNo, SD30 1+108M P Herz, P. S.M. Reg/ataed Surveyor end Meppw No. 6092 Herz 6 Assodales Inc., State W FbWa LB 493T Legend IA Temporary ea: chmark aS Offscl oszumoddilum) O.R.a.. offiva/Records Book BOW Sxk d sidcwark PB Fiat aook C4 centerline PC Poin( of curvaure d Central or (Della) Angle PCC. POLn of Compouno Curvature CALL Calculated P.C. P. PormarlentControl FWIJ CB Chan Bearing PG. Pape CD Chord P,R.At PormamiltReterenceMonument Monument t EL w ELEv Fdevatrcuren P.O.B. 6g FINAL EL. EJevetan (Mea41wcN)7 P.O.C. P441 ofCornr„Cn0W ,d,f FD. Found PI Fbnl of Inle/saction Fin. Ft. &Y. AnishedFloor Sevation NRC• Point of Reversecwvatuo i. P. Iron Pipe PT. Point of Tangency I.R. ton pod R Rerturs L Arc Length RAO Radal Line La 1 tensed Suslnass RES. Revderno Ls. L.aw Suveyor. n et, t er ws y Mca MedsuMtl rem TIN/Ipdnry aenchrrierk W(N&D) Nag and Disk TYP. Typical N.R. Not Radial Fence symbot ( see drawing) X-K- Ferns Ty mbol (sae drav4VI Sketch of Legal Description This is not a Survey Drava byt CAI Chackad br: OP ProPored For: BEAZER Job Number: 01- 005-02 Sear• : /'- 30' Plot ppton porformad: 05. 14.OJ Fovedatioa Survoyr Fiaol Svr°er: Rovisions . r r Na, POOLS BY BRADLEY Address, 113 CALABR I A SPRINGS . C VE cltv,SAN RD L— 31 SubdlvistonICALABR I A COVE 10' —0' a 0 I lJ') I a O I I!7 a O 1 DD a O I D I a CD I D 101 -o• 1 X 2 2 X 3 1 X 2 1 2 X 2 X 4 a O I 0 M 0 0 cu cu M X CU M X U M X U M X ClJ 2 X 3 2 X 3 lrx,) E o1>0<jI(,j UE 2 X 3 2 X 2 38'-0" 1 X 2 2 X 3 fU X fUZX3 X FcxuX 1 2 a 0 I O 1J 0 i 0 JOB No, CAC V031 4 1 X 2 2 X 4 U X wx X 2 X 4 1 X 2 wi I C L 0 2 Y PLANS 9 F F_ --I LOT 32 345.J7' How & Associates Ins'. L a n d S u r v e y I n g 769 Douglas Avenue, Altamonte Springs, Florida. 32714 (407)788-8808MemberoftheFlondaSurveyingandMappingSocietyandAmericanCongrossonSurveyingendMapping Map of Survey LINE BEARING DISTANCE L I N 89'40'49-W 60.00' L 2 S 89'45'58'E 60.00' KAYWOOD REPLAT f PLAT BOOK 30. PAGES 27 A 28 L2 I Ln FP-J6 PAT VI— A.B 6 D 2.6 ONE STORY RESIDENCE o FIN. P4. C4(v:$g.s ml 6 7' 1600 i At1031 LI o a L J --- CA 7CH BASIN LOT 30 CITY OF SANFORD ADDRESS: 113 CALABRIA SPRINGS COVE r 406 SOJK: 43 SO.. SF_ TBAD<S. ffii-- IMPERVIOUS Front 25' Rea- 45' FTSide75 ' Corner 25' AREA-2736S0.FT. r REFERENCED OEARINGA P.C.P. CIL CAL ABR I SPR I NHS COVE N 89' 40.49 W 954. 46 v 50 ' R/W) TRACT F PRIVATE ROAD, A UTILITY EASEMENT LEGAL DES0VTM Lot 3 1, • CALABRIA COVE - occor"13 to the p6 ther•eor as recorded n Rol Gook 60 , (able: Beams shown h2reort ere referenced to the C/L or POTS 8 - 10 or the Pd4c Records of Semito/e Covtly. ForiCa or CALABRA SORMS COVE os being N 89°40.49T1! FLOW WARD DATA: The Poncel sho n hereon 6Lis withr Flood Zone X-. Vernccd datun is bosed on NGVD per En_qi,er;,9 occordrg to the Food hstronce Rote Cwm rir Patel Nrltber construction plus by BLrirett Eltgiteeritg hc. 120289 0040E.Doled 04/17/95. Pro ectl t.9709-3( General Notes: I. The is a BOUNDARY Survey perrbrmed to the field o 2 No aerial, surface Or subsurface 074y Installations, underground Improvement's or subsvnscdaeda/tntrvachmertls, ifany, were located. 3. Building ties shown are to the exterior unth7ished foundation surface or formboard. 4. Elevodons shown hereon, it any, are assumed and were obtained front approved COASWC604 plans provided by the Client unless otherwise noted, and ate shtnin only to doprct tha proposed or actual difference in elevation relative to the assumed temporary genchmark shown hereon. S. The-parml shown hereon Is subject to all easements, mservations, restrictions, and RightsOf way of record whether depicted or not on this documont No search of the Public R000rds has been made by This OMce, 6. The legal description shown hereon is as furn/shed by cilant. 7. platted and measured distances and d1mcf ons are the same unless OtherW/Se( holed. Denotes X"ron rod with yerbw plastic cap maekcd L04937 or t S3192, orX'kon rod with red plastic cap marked ' m• css Corner. unless otnermse noted. O Denotes P.C.P. (Permanent cantrol polnU Y Denotes Permanent Reference ;Monument Cerliikatton: Hot Valid wtitrout the elanatum and tho orlgtnat r3/sad soal Ora nodda Ike/Iaad Surveyor and Weeper 1Ttis W, Vey meets IAe MQldrements or the fkxide 1A own Taduneat St as oorttalned In Chapter 6IC174 Fk)I ninniral w Coda. c a. V—A.Herx,P.LS. FAwide ReoareredLandSurveyorhb. ata2 Ju, P.S.M. Raoislared Surveyor and AvppwArc. f07o W=M R Herr, P.S.M. Reg/sfaw Surveys and Mapper No. 6092 Harx 6 Assodates Inc., Slate of Florida LB 493T Legend 9 Temporary Acnchmark O/S Offset arsumod a tum) 0.R a officvl ReCWAa Book Bow an I sr'ocwarA PB Plat Pooh C L Centerlino PC Point ofCurvanrre d Central or (Delta) Angle PCC. Point o/ Compound Cwvatura CALC Cekulalcd P.C.P. PorinanenlContrdPolnt ce Cnord Bearty PC3. Page CD Chard P.R.0. Pormamnt Retarence &fonurrtenl C.At. Concrete,NOnumenl r yLine EL. wELEv Hevaoon P.O.B. t fty" FINAL EL. Elavation (A4ea8weo) P.D.C. Pavd ofCoMMCnaoment FD. Found P.I. Pdnt at Irr(ersadion Fu, Fl• Erey. Flydshod floor f3evalion PRC. Point of Reverlo Curvaluro P. Iron Pips Pr. Point of Tangency In. Iron Rod R Radws L Arc Length RAO Radal Line LP 1.119ed SUslne6g RES. Re:iderxq Ls. L#,)dSurveyor R ura:sI'"I.I+hr MC. MBAgud MTwoporary Benchmark NLO( NGDI Neil and Disk TYP. TyP-31 N. R. Not Radial Fence symbol (gee dra ing) F— a symbor (we drawGW) Sketch or Lego/ Description This is not o Survey brave byt CAI ChvCkad bz: op PrItPored nor: 8EAZER Job Number: 01-005-02 Scala : 1'- 30' Plot pplan Porlormed: 05•I4•01 Fovedelios Survoy: Fraot Svrra)': Rovisiont . t Name- POOLS BY BRADLEY Address 1 13 CALABR I A SPRINGS COVE citY,SAN RD L— 31 Subdivision+ C A L A B R I A COVE a 1 10, —0' 1 2 X 2 X 3 1 X 2 1 2 X 2 X 4 l fU ErX0 2 1 --X-2] X 4 10l —o• U tU X X n Tlcxu 2 X 3 27 T 3 rx') rcxu cXU Ix rajco U 2 X 3 V, 1 F27 TX-2] 38'-0" 1 X 2 2 X 3 I V ID cn 2 X 3 I cu rcxu fU X f X d X 1 2 a 0 I 0 cu 0 I O 7'-6" T-6" 8'-0" T-6" T-6" — 1 X 2 X 2 4 EX. Ix Oxj 2 X 4 1 X 2 0 1 60 0 I D a O I D 10' —0' 1 JOB No,CACOV031