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HomeMy WebLinkAbout109 Calabria CoveArm A-50 33 .. CITY OF S RD PERNIIT APPLICATION .03 Permit No.: V + 1 1� ` t Date: An R o?eZ d,003 Job Address: Permit Type: Building Electrical Mechanical Plumbing Fire Alarm/Sprinkler Additional Information for Electrical & Plumbing Permits Electrical: Addition/Alteration _Change of Service Temporary Pole New AMP Service (# of AMPS ) Plumbing/Residential: Addition/Alteration New Construction (One Closet Plus Additional) Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas Lines Occupancy Type: _Residential Commercial _ Industrial Total Sq Ftg: Value of Work: S .3 0.72 Type of Construction: A l" Afu r`'t Flood Zone: Number of Stories: Number of Dwelling Units: (Attach Proof of Ownership & Legal Description) o&9,0 S049AtGE AjoSSOM 7RAiL ORcsJM,oc, FL &.70 .; State License Number: Ce -C, 053&05' Contact Person: PA ri-y Phone & Fax Number: Y07- (P#,r- I ,P- 9%.,/9 Title Holder (If other than Owner): Address: Bonding Company: Address: Mortgage Lender; Address: Architect/Engineer Address: 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 prope of the requirements of Florida Lien Law, FS 713. Signature of Own Date Signature of Contractor/ ent f5ate Print Owner/Agents Name g, eez Signature of Notary -State of Florida Date ;M�'r�a•. WILLIAM B. ARNOLD MY COMMISSION # CC 882665 •'a` EXPIRES: October 25, 2003 Bonded T1uu Notary Public Underwriters Owner/Agent isPersonally Known to Me or Produced ID Print contractor/Agent's WILLIAM B. ARNOLD MY COMMISSION # CC 882665 EXPIRES: October 25, 2003 Bonded Thru Notary Pudic Underwriters Contractor/Agent is k' Personally Known to Me or Produced ID APPLICATION APPROVED BY: /& 4 /��' "-/— Special Conditions: Date: MAY- 9-03 FRI 12:i3 Beazer Homes 215 N. Westinonte Drive Altamonte Springs, Florida 32714 POWER OF ATTORNEY I Flereby name and appoint John Yannucci to be any lawful altorney,,in fact to art for me and apply or sign paperwork as owner to the City of Sanford Building Department or Seminole Comity Rccords for a screen enclosure permit and to sign as owner on required notice of commencement for screen enclosure to be performed at a location described as: Lot 33 f:alabria Cove -- Seminole Couaty 109 Calabria Springs Cove And to sign ruy nai.ne and do all things necessmy to this appointment. Marcus Watters Vice President Beazer Domes Subscribed before me this Z3 _ d Hy off— notary Signature --- P. 02 ,Mr WIWAM B. ARNOW M CommissionMY y COMMISSION#CC882M 25, 2003 s. `�?„Nii", EXPIRES: October Bonded Thru Nobly Public Underw ftm P. 02 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL II ' IIIIiY11 YM➢ y�y i y ' III I l�+'1r © v . i '. 0 Jahr ! iY.rxrur -� i .:�iFy+i±' 2 A 'i I I�t1 K. Mrai 5#. t �s ytyr.+ " Lr�`� C �' WOOD. R DGF- TRL .� z YT_ 2003 WORKING VALUE SUMMARY GENERAL Value Method: Market Number of Buildings: 0 Parcel Id: 32-19-30-5LY-0000-0330 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: Just/Market Value: $33,500 Subdivision Name: CALABRIA COVE Assessed Value (SOH): $33,500 Dor: 00 -VACANT RESIDENTIAL Exempt Value: $0 Taxable Value: $33,500 SALES 2002 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp 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 33 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=3219305LY00000... 4/28/2003 1'Villilt IVUIIIULI — Parcel Identification Number Prepared by: A-11 AwoGD 14c7 o AlclMi Num a (oqd' s, 0;feAc_C 660SSO M (Oki /-WP v, PC- .'FOS Return to: Action Aluminum Products 2698 S. Orange Blossom Trail Orlando, FL 32805 NRRYNNNE NORSE, CLERK OF CIRCUIT COURT SBUNDLE COM SK 04793 PG 111x9 CLERK'S * 2003068210 WXDM 04/24/2m 04822143 PN RECORDING FEES 6.N RECORDED BY N Nolden NOTICE OF COMMENCEMENT State Of rLORID County of /l�LA,1�3 The undersigned hereby dives notice that improvement(s) will be made to certain real property, and in accordance wills Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of properly (legal description of the property, and street address if available) 2. General dcscri iron of imprivcmens) SCREEN ENCLOSURE 3. Ownc�gformation Name 1x4Zi-7- Telephone Number Z�S �w���„//�,�,£ Fax Number Address � Interest in Properly: 4. Fee Simple Title Bolder (if other than owner shown above) Name Telephone Number Address Fax Number rt- . 5. Contractor Name Action Aluminum Products Telephone Number 407-648-9998 Address 2698 S. Orange Blossom Trail Fax Number 407-643-9949 Orlando, FL 32805 6. Surety (if 'any) Name Telephone Number Address Fax Number Amount of bond 7. Lender (if any) Name Telephone Number Address//leState Fax Number 8. Persons within of Florida designated by Owner upon whom notices or other documents may be served as provided by 713.13(1)(a)7., Florida Statutes. Name Telephone Number Address Fax Number CEftTItlEp COPY prIV NNE MORSE 9. In addition to hi If�erself, Owner designates the following to receive a copy of RGtlil provided in §713/b)c, Florida Statutes. SE.MINOLE C00Tl' fl Tow Name Telephone Number Address Fax Number pi11y c�Ea►; 10. Expiration dat icof commenceme t (11)0 expiration date is one year from the dale of recording unless a different dale is specified):/ 03 3/2-1 /0-3 Date Signed �MmiulrtsqinqAel alOw or (Note: per 13.13(1)(8), "o ncr nd no one else may be permitted to sqW in his or her stead." 4 6 u� i� .2 Sworn to and subscribed before me this Z-/ day of AlAleCif , 20 03 by rntiW Ur_c% who is 4-" pers to me OR produced as identification. 9 Form Revised: 12/00 for 19_ to 20_ WILLIAM B. ARNOLD MY COMMISSION M CC 882665 EXPIRES: October 25, 2003 bonded lluu Nclary Public Undww6leie below) ACTION ALUMINUM PRODUCTS, INC 2698 South Orange Blossom Trail Orlando, Florida 32805 POWER OF ATTORNEY I HEREBY NAME AND APPOINT PATTY R. JOHNS TO BE MY LAWFUL ATTORNEY, IN FACT TO ACT FOR MESAND PPI Y TO THE te gal BUILDING DEPARTMENT FOR A Pool SCREEN C N Q lLO su 2 t= PERMIT TO BE PERFORMED AT A LOCATION DESCRIBED AS: /-07- 33 0,,11-A32;A Cov /09 Cgz-61CA 5jO/Z%AfC-s Ca AND TO SIGN MY NAME AND DO ALL THINGS NE ESSARY KHNS S APPOINTMENT. DAVID ALLAN CGC 053605 SUBSCRIBED BEFORE ME THIS /s DAY OF K: / 20_.-;3 1 Notary as to Contractor My Commission WILLIAM B. ARNOLD MY COMMISSION N CC 882665 s a= EXPIRES: October 25, 2003 Bonded Thru Notary PubGe UndenYriters METRO ORLANDO (407) 648-9948 9 Fax (407) 648-9949 • BREVARD (407) 632-0264 9 VOLUSIA (904) 252-7835 2. 00.3 0 ••- - -- • • Lawrence K. Bennett' •' " Civil.Engipeer_.&..Development Consultant P.O. Box 214368 South Daytona, F1 •32121 386;767-4774 386-767-6556 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 yo assistance. Sincerely, Lawreae x ..Benn tt, P.E. #16644 SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans For Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 3D°-30'-00" North (Jacksonville, FL) " Hollow Sections 3'-0" N Tributary Load Width 'W' = Beam Spacing 1 4'-0", 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Span'L' / bending 'b' or deflection'd' 9'-0" 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'-8" b 2" x 2" x 0.055" 10'-9" b 9'4" b 1 8'4' b T-7" b 7'-1" b 6'-7" b 6'-3" b 2" x 3" x 0.045"• 13'-4" b 11'-7" bi 10'4" b 9'-5" b 8'-9" b 8'-2" 1 b 7'-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b I 11'-4" b 10'-4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0"{) 1 Allowable Span'L'/ bending'b' or deflection'd' 9'-0" 2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 15'-6" b 14'-2" b 13'-1" b 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" A 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 114'-3' b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" b 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'-1" b 19'-9" b 18'-7" b 2" x 7" x 0.055" w/ Insert 42'-10" b 37'-1" b 33'-2" b 30'-4" b 28'-1" b 26'-3" b 24'-9" b 2" x 8" x 0.072"x 0.224" 41'-7" b 36'-1' b 32'-3" b 29'-5" b 27'-3" b 25'-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1' b 34'-11- b 31'-11" b 1 29'-6" b 1 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'-5" b 30'-4" b 28'7" b 2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46'-1" b 42'-1" b 38'-11" b 36'-5" b 34'-4" b Snap Sections T.0" Tributary Load Width 'W' = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Span 'L' / bending 'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b T-8" b 7'-2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-1" b 11'-8" b 10'-8" b 9'-10" b 9'-3" b 8'-8" b 2" x 4" x 0.045" 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12'-1" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27'-1' b 24'-2" b 22'-1" b 20'-5" b 19'-2- b 18'-0" b 2" x 7" x 0.062" 34'-9" b 30'-1" b 26-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" b 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 10# / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. • Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Purfin 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 purlin need lateral bracing. Example: Max. W 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) 767.8556 I PAG2003 COPYRIGHT 1-54 I ® NOTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTON& FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-8558 PAGE FNOT PYRIGHT 2003 1-28 TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREENED ENCLOSURES — .. 0.05";H-CHANNELORGUSSETS BEAw rn ,( COMPOSITE 2 x 3 EAVE RAIL 7ROOF � z wPOST TO BEAM FASTENING (SEE TABLE 1.6) cif 0uZ SCREEN _ w 2 ®® (MAY FACE IN OR OUT) ® ®• 6 �- ®® REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) ENGTH ATTACHED NO MORE THAN 6" E BRAC m ABOVE TOP OF GUTTER a i ® LI.I w HOST STRUCTURE ROOFING ` (2) 2" LAG SCREWS (SEE ® 8 SECTION 9 FOR SCREW SIZES) ' STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-20 2" x 2"x 0.062" ANGLE EACH 9 SUPER OR SOFFIT SIDE (3) EACH #8 S.M.S. EACH EXTRUDED LEG INTO POST 9 GUTTER BEAM CAP (SEE PAGE 1-20) OPTIONAL 3/8" LAG SCREW MAX. DISTANCE TO AND 3/4" FERRULE HOST STRUCTURE WALL 24" WITHOUT FASCIA AND SUB -FASCIA SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL (CD FASCIA DETAIL 6 SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTON& FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-8558 PAGE FNOT PYRIGHT 2003 1-28 TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 Table 1.2 Allowable Spans For Secondary Screen Roof.Frame"Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H:•and Latitudes Below 30° -30' -00" -,North (Jacksonville, FL) Hollow Sections 3'-6" Tributary Load Width'W' = Purlin Spacing 4'-0"1 4'-6" :. 5'-0" 5'-6" t 6'-0" Allowable Span'L' I bending'b' or deflection'd' 6'-8" 2" x 2" x 0.044" T-8" d 7'-4" d T-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 11'-4" b 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b Snap Sections 3'-6" Tributary Load Width'W' = Purlin Spacing 6'-8" 3'-6" 4'-0" 1 4'-6" 1 5'-0"1 5'-6" 1 6'-0" 1 6'-8" Allowable Span V1 bending'b' or deflection'd' b 8'-7" b 1 8'-1" b 1 T-8" b• 7'-4" bj b'-11" 2" x 2" x 0.044 8'-5" d 8'-1" d T-9" d 1 T-6" d 1 7'-3" d I 7'-0" d 1 6'-9" d 2" x 3" x 0.045" 11'-7" d 1 11'-1" d 10'-8" dj 10'-4" dj 9'-11" bj 9'-6" bi 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 I 11'-1" b _ r__•___d T6._....1. O.-., ... WeF,� Inln Cr.nu. Rneene Hollow Sections 3'-6" Tributary Load Width'W = Purlin Spacing 1 4'-0" 1 4'-6" 1 _ 5'-0" Q 1 5'-6" 6'-0" Allowable Span'L' / bending'b' or deflection'd' 6'-8" 2" x 2" x 0.044" 2" x 2" x 0.044" tr 9'-2" b 8'-7" b 1 8'-1" b 1 T-8" b• 7'-4" bj b'-11" of 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 1 7'-3" b 2" x 3" x 0.050" 1 12'-4" b 11'-7" b 10'-11" b 10'-4" b I 9'-10" b 9'-5" bi 8'-11" b 2" x 4" x 0.050" 1 13'-7" b 12'-8" b 11'-11" b 11'4" ' b 1 10'-10" b 1 10'-4" b 1 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" 61-8" Allowable Span'L' / bending'b' or deflection'd' 2" x 2" x 0.044" 10'-11" bI 10'-2" bj 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-4" b 1 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 104 / 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. Purlin 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 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 I PAGE Q COPYRIGHT 2003 C NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. .5 G SCREENED ENCLOSURES SECTION 1 2" x 2" x 0.063" PRIMARY ANGLE SCREEN EACH SIDE - • 'd' VARIES #10 x_3/4" S.M.S,EACH SIDE. - 1 4" SHOW '(SEE SCHEDULE,NEXT PAGE) 1" x 2" O.B. BASE -PLATE (TYP.) SECONDARY 5d' MINIMUM EDGE'DISTANCE 2" x (d - 2 ") x 0.063" ANGLE 8 8 FROM EXTERIOR OF COLUMN EACH SIDE OF COLUMN W/ #10 ---� e © TO OUTSIDE EDGE OF SLAB S.M.S. BOLT 0 ' 5d DISTANCE (SEE SCHEDULE NEXT PAGE)G I 1 1/4" 1-1/4" e o 3/8" CONCRETE ANCHOR a GRADE (SEE SCHEDULE NEXT PAGE) e 1-1/4" MIN. CONCRETE NOTE: DETAIL ILLUSTRATES �I ANCHOR EMBEDMENT TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION 2" 5d (MIN.) (MIN.) SIDE VIEW TYPICAL S.M. OR SNAP SCREEN SECTION COLUMN CONCRETE ANCHOR THRU (2) #10 x 3/4" S.M.S. EACH SIDE ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL PRIMARY 2" x 2" x 0.063" ANGLE SCREWS INTO SCREW BOSSES 1" x 2" BASE PLATE (TYP.) C o e G o e e o e I d o e a � NOTE: SELECT CONCRETE o L 1-1/4" MIN. CONCRETE ANCHOR FROM TABLE 9.1I ANCHOR EMBEDMENT 6" (MAX.) ,� 6" MAX. —,k 3000 P.S.I. CONCRETE 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" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPAfENT 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. 1-47 1. SECTION 1 I SCREENED ENCLOSURES Table 1.3 Allowable Post I Upright Heights For Primary_ Screen Wall Fra,`me Members • Alun min Alloy 6063 T-6, For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.' Hollow Sections " 3'-0" Tributary Load Width *W = Upright Spacing 9'-0" T -O" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Height'H' / bending'b' or deflection'd' 2" x 2" x 0.044" 8'-0" b 7'-3' b 6'-6" b 5'-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b 7'-11" bj 7'-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 7'-11" b 7'-5" b 6'-11" b 6'-6" b 2" x 4" x 0.050" 12'-5" 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 1 4'-0" - 5'-0" 6'-0" 7'-0" 8'-0':,y Allowable Height'H' l bending 'b' or deflection'd' 9'-0" 2" x 4" x 0.044 x 0.100"' 16'-11' b 14'-8" b 13'-1" 'Ib 11'-11' b 11'-1" ti 10'-4' b v 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-8" b 12'-10' b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11' b 18'-9" b 17'-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" w/ insert 36'-3" b 31'4" b 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2' b 30'-6" 01 27'-3" b I 24-10" b 23'-0" b 21'-6" b 20'x" 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 23'1I" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25'-8' b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'4" b 1 43'-7" b 1 33'-11" b 1 35-7" b 32'-11" b 30'-10" b 1 29'-1' b Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 :7'-0" 1 8'-0" Allowable Height 'H' / bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b T-0" b 6'-6" b 6'-1" b 5'-9" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'-4" b T-10" b 7'-4" b 2" x 4" x 0.045" 15'-7" b 13'-6' b 12'-1" b 11'-0" b 10'-2" b 9'-7' b 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16'-2" b 15'-3" b 2" x 7" x 0.062" 29'-5" b 25'-5' b 22'-9" b 20'-9" b 19'-3" b 17'-11' b 16'-11" b • For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specitication 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 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 DAYTON& FL 32121 TELEPHONE (366) 767-4774 FAX (366) 767.6558 I PAGE156 I ® NOT TO BIE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I SECTION 1 SCREWS OR THRU-BOLTS (SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" &-EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SCREENED ENCLOSURES 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 FIB MESH CONCRETE POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-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 LDED 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.0 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) 787-6556 PAGE 1 A w ® COPYRIGHT 2003 "W NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES 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 MPH or an _applied load of 14 # / sq. ft.' A_ sections As Horizontals Fastened Tb Posts With Clips • -• Hollow Sections 3'-6' Tributary Load Width -'W' 4'-0" 1 4'-6" •` 1 5'-0" 5'-6" 1 6--0-- '-0"Allowable Heights 'H' I bending W or deflection'd' Allowable 2" x 2" x 0.044" 6'-10" d 6'-6" b 1 6'-1" b 1 5'-9" b 5'-6" b 5'-3" b 5'-0" b 2" x 2" x 0.055" 7'-3" d 6-11" d 6'-8' b 6'-4" b 6'-0" b 5' 9" b V-6- b 3" x 2" x 0.045" T-9" d 7'-5" d T-1" d 1 6'-10" d 6'-7" 1 b 6'-4" b 5'-11" b 2" x 3" x 0.045" 1 9'-4' b 8'-9" b 8'-3" b 1 7'-10' b 7'-5" b 1 7'-2" b 6'-9" b 2" x 4" x 0.050" 1 10'-3" b W-7" b 9'-0" b 1 8'-7" b 8'-2" b 1 7'-10" In 7'-5" b I Snao Sections I Allowable Heights 'H' / bending 'b' or derlection'd' I B Seetinne Os Hnrirnntals Fastened To Posts Through Side Into Screw Bosses Hollow Sections 3'-6' Tributary Load Width'W' 1 4'-0" 1 4'-6" 1 -5'-0" Al5'-6" 1 6'-0" Allowable Heights 'H' I bending V or deflection'd' 2" x 2" x 0.044" 41 7'-9" b T-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 1 T-1" b 1 6'-9" b 6'-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 1 T-9" b 1 T-5" b T-1" b 6'-8" b 2';x3"'x0.045" T 10'-5" b 9'-9" b 9'-2" b 1 :8'-9— b: 8'-4" b 7'-11' b 7'-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 1 9'-7' b I 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 7'4" b 1 T-0" b 1 6'-8" b For allowable heights at wind velocities other than 120 MPH, see conversion table TA 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 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6'-8". 7. Spans may be interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE(386)767-4774 FAX (366) 757.8556 I PAGE I Q COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1X57 SCREENED ENCLOSURES 1"x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX..EACH'SIDE' OF EACH POST ANQ @ 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 )ED WIRE MESH OR FIBER MESH CONCRETE SECTION 1 I: POST SIZE 2" x 4" MAX..; -� SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" 1"x 2" EXTRUSION ANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA, POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC, 2" x 2", 2"x 3" OR 2"x 4" HOLLOW SECTION (SEE TABLES) MIN: (3) #10 x 1-1/2" S.M.S. SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2"x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF 7' USE: 1/2 x 17'-11" x 7'x 10# / Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAY7ONA. FL 32121 TELEPHONE (386) 767.4774 FAX (386) 767.6556 © COPYRIGHT 2003 PAGE NOT TO BE hEPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 1-45 SCREENED ENCLOSURES I SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing Baam Size Upr•Ight Slie Minimum Purlin, Girt Deck & Knee Brace Size- Anchors Notes Minimum Number of Screws* #8 X Me" #10 x'/i' #12x'/:" Beam Stitching Screw @ 24" O.C. 2"'x 3" 2"x 3" 2" x 2"x 0.044" 2 Full Lap 6 4 4 2"x 4" 2" x 3" 2" x 2" x 0.044" 2'I 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 1 #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 o _ Partial Lap 10 8 T 6 O #10 2"x7* 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 Lapi 18 1 16 1 14 #14 2" x 9--' 2" x 7" 2" x 4" x 0.050" 8 Partial Lap 1 20 1 18 1 16 #14 2"x 10" 2" x 8" 2" x 4" x 0.050" 1 10 Partial Lapj 20 1 18 1 16 1 #14 Screw Size Minimum Distance and Spacing of Screws Edge To Center Center To Center Gusset Plate Thickness Beam Size Thickness #8 5116" 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" #12 1/2" 1" 2' x 9" x 0.072" x 0.224" 1/8"= 0.125" #14 or 1/4' 1 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" 1/4" = 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. 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 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 1/2' EACH SIDE To 3'-0" 2" x 3"x 0.045" 2' H -Channel With 3 #10 x 1/2' EACH SIDE -' To 4'-6' 2" x 4" x 0.044" x 0.12" 2" H -Channel With (4) 3/4" 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 72121 TELEPHONE (386) 767.4774 FAX (366) 7674M 1 ® NOT TO BIE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I PAGER -CA I SECTION 1 SCREENED ENCLOSURES ' r MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2"x4"OR2"x6" SELF MATING BEAM 1" x 2" SNAP SECTIONS ATTACHED TO 2"x 2"W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1" x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/2" S.M.S. ATTACH 2" x 2" PURLINS TO SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES a ©EPM " 2° x i _� � er 66 ALTERNATE FLAT ROOF I SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.56) 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 , Q COPYRIGHT 2003 1.8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES r , (SEE T1 K -BRACING (OPT& GIRT (T 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) TYPICAL DOME ROOF - ELEVATION EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H SCALE: N.T.S. RISER WALL WHERE ,QUIRED IRLINS (TYP.) 4G0NAL ROOF BRACING :E SCHEMATIC SECTION 1) ABLE BRACING K -BRACING (OPTIONAL) --/ �' ' ✓ GIRT (TYP.) SCREEN (TYP.) Sys ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (SEE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 7676556 © COPYRIGHT 2003 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 _ SCREENED ENCLOSURES PURLIN (''"" ` Y 1A/ - SECTION 1 SCREEN (TYP.)\ i I CABLE CONNECTION V (SEE DETAILS SECTION 1) GIRT (TYP.) H 1" x 2" (TYP.) (SEE TABLE 1.3) GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - ELEVATinM EXISTING STRUCTURE SIZE MEMBERS PER APPROPRIATE TABLES L SCALE: N.T.S. rwIt RISER WALL WHERE REQUIRED PURLIN (TYP.) ALUMINUM BEAM (TABLE 1.1 OR 1.8) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) K -BRACING (OPTIONAL) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) SCREEN (TYP.) T (TYP.) PERIMETER WALLS FRAMING 2" (TYP.) 7N9 (TABLE 1.3 OR 1.4) CABLE BRACING TYPICAL TRANSVERSE GABLE ROOF - ISOMETRY: 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) 7674774 FAX(386)767-6556 © COPYRIGHT 2003 PAGE NOT TO BE KEPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 1 1-5 SECTION 1 -SCREENED ENCLOSURES (5) #10 S.M.S. (MIN.) 1/8" x- A -1 /2" x 8" FLAT BAR e --fie e e e e 0.125" PLATE OUT ON 45" ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION STAINLESS STEEL (SEE TABLE) PERIMETER 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 �a FRAME MEMBER B MIN. (2) CLAMPS REQUIRED (TYP.) s e 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 214366. SOUTH DAYTONA. FL 32121 TELEPHONE (366) 767-4774 FAX (366) 7676556 PAGE Q COPYRIGHT 2003 1-38 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 'LAB 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" = 1'-0" SELECT ANCHOR FROM TABLE 9-1A MIN. SHEAR 607# FOR SLAB FOR 1/8" CABLE SHALL 3/32" CABLE AND 902# FOR 1/8" i,xt HAVE A THICKENED EDGE TO CABLE, FOR 3/32" CABLE 5/16" x 2" CONCRETE ANCHOR W/ ACHIEVE ANDA 3/8" x 2" CABLE THIMBLE AND WASHER ANCHOR I a '§ 3-1/2" (4" NOMINAL) SLAB (MIN.) 5d (MIN.) 2500 P.S.I. CONCRETE 6x 6- 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS L5 FOUNDATION DETAIL 2A SCALE: 3" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214366, SOUTH DAYTONA. FL 32121 TELEPHONE (366) 767-4774 FAX (386) 767-6566 ® COPYRIGHT 2003 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE.F 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 x EXISTING 2"x 6" ;. SELF MATING, BEAM " #10 x 3 1/2" S.M.S. 16" O.C. 1 PROPOSED 2" x 3" x 0.050" SMOOTH SIDE DOWN 1/8" x 2-3/4"x 8" GUSSET EACH SIDE OF POST AND BEAM W/ 6 #8 x 1/2" S.M.S. EXISTING 2" x 4" ADDITION OF 2" x 3" TO EXISTING 2" x 6" S.M.B. SCALE: 3" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767.6556 PAGE Q COPYRIGHT 2003 1-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES; INTERNAL'U' i CHANNEL OR EXTERNAL'U' B J CHANNEL EACH SIDE OF I,® CONNECTING BEAM WITH SCREWS (PER SECTION 9) ® w ® a CARRIER BEAM —� ® = (SEE TABLE 1.4) w ' MIN. NUMBER S.M.S. ® o I @ 3/4" LONG REQUIRED IS EQUAL TO BEAM DEPTH (SEE SECTION 9) PRIMARY BEAM (SEE TABLE 1.1 AND/OR TABLE 1.5) EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY CARRIER BEAM TO BEAM CONNECTION SCALE: 3" = V-0" ANGLE OR RECEIVING CHANNEL I . \ LU 0 J Q 8 PRIMARY BEAM f' (SEE TABLE 1.1 w 9 AND/OR TABLE 1.5) = 8 a O BEAM TO WALL CONNECTION: I\ 11 (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL WITH MINIMUM (2) 3/8"x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (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 WITH MINIMUM (3) 3/8"x 2" LAG SCREWS OR (3)1/4"x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM LARGER THAN 3" CARRIER BEAM TO WALL CONNECTION SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 7674774 FAX (386) 767.8556 PAGE �+ © COPYRIGHT 2003 1-36 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. WESTOVER CLUB FAX NO. : 4072990143 Feb. 20 2003 02:33Ath Iterx & Associates Inc. L a n d S u r v e y I n g 769 Douglas Avenue, Altamonte Springs, Florida. 32714 (407)788-8808 Member or the Florida Surveying and Mapping Society and American Congress on Survoyfn© and Mapping Map o/ Survey LINE BEARING L I N 89'40'49-W L 2 S 69'45'58-E KAYWOOD REPLAT PLAT BOOK 30. PAGES V d 78 L2 O U 10. �... LOT 34 P, CO ^' ^ r, a m nl MODEL FP -61 M U ELEY. -B A 0' A ^� ONE STORY RESIDENCE nI FIN. Ft, ELEV.:55.5 aro• oow o OS'p 10. 12.o'� ° 2o.o' o � n 225. 37 ' I L I 0. 0. 0 �o D I S TANCE 60.00' 60. 00' t Cn I� v`N �tK o in n LA 1V 2 I� � y y ''ILOT 32, � rm In (A O D r� Na � Ln z n, ti A ti I ti 1a CITY OF S.ANFORD ADDRESS: 109 CALABRIA SPRINGS CC AREAS DiMWAY: 415 50. F7 LEAD WALK: 43 50. F SETBACKS- 9 r DATA Front 25' Rea- 45' EFERVOLS S0, FT - 32 Sde 7.5 'Corner 25• LOT S0. FT. IMPERVIOUS AREA -2.985SO.FT. REFERENCED BEAR I NG� A P.C.P. CIL CALABRIA SPRINGS COVE N 89 40'49�W ►-9 - 7,T6 p°.P (50' R/W) TRACT F PRIVATE ROAO. Q UTILITY EASEMENT LEGAL DESCRPP00 Lot 33 . ' CALABRA COVE ' occordng to the plot thereof os racordzd Oil Plot Book 60. Note. Bearings shown hereon are referenced to the C of poges 8 - 10 of the P,,bic Records of Sorni•solo Cowry. F7or:da of CALABRW SPRNGS COVE os bong N 89'40'4911; Vertical dalton is bmud an NGVO per. E ers,9 Ft_OOD HAZARD DATA: The Porcol shorn hereon les Nthir Fibod zone 'X: construction PlonS by 8,rkell En r�neerixJ he occa to dw. Federal Emergency Mono emenI Ag cy Letter of Mop Project No. 9709-3 l Revision 10M Coto Mmber 96-04- 12 V P. Obted ;%rch A 19 9 6. General Notes: Legend® � timet 1. This Is a BOUNDARY Surve lfo/med !n the field on Proposed YPa TempwaryBegchmarlr taerumeddsho& 0.r1 B. ORfda/Recada &x Z. No aerfal, aurfaca or subsurface utilityInstallations, underground /m ove/nenls or ro � BOW Beck or srdewa7t PB Pc "or 0004 Poi,1 Of cu.vallrra . aubiurfaWaorialenemachmants,.If any, womlocated. CA CeMerkne PCC. PdNolCempoune 3. Building bet: shown are fo the exterfor un/lnfshed foundallon surface or formboard a Centre! or [De/7N Angle P.C.P. Pormananl Cont of t 4. EJevef oru shown Amon, if any, are assumed and were obtained obtained hem approved CakJiled PG. Pace Con5frucilon plans prvu/ded by tho Caenl unh.aa otnenv/se noted. end are shown CB co Chord BaB47o Ct—d P.FtM. Pormen ,*A* or only to depict the proposed or acluo O/rreranca In eteva Lion relative to the assumed Cht cnnadre Monument P`L P.O11 rVope.fy UM !orala/6";A, v temporary BenchmiA shown hereon. t1 prELEVEicwrbn P.O. C. P'drp of CWnmanca 5: The parva! shown homort Is twbject to all easements, reservations, restrictions, and FINAL EL. EleveGon (hfesauroo P.I. Point arnlarwIlon R/ghls o%way Of r9G0/d whelher depicied or not on thIs document. No search of the Fa FL Via, F�1neO rkMr ENvallon nd PRC fWM or r G- Public Records he f.,baen Mace by this of s. IP_ Iron PWe R *,V-- R " us d 01 'e^°"�r 0. The legal desirWori'sbown lidreon Is as furnlyhed by client. I.R. Iron R„d RAD R, prrr Ljne 7. Platted anplrhiasumd d(lerlM ai d41ruclroA3 are the same unless ofherwlss nolcd. L Arc Lonath RES. Rottde�ar S.ODnOtoa-SJ-A n rod wgh.yglloi4 plestk"oV marked 04937 Or LS318z or LB Lc. Lkeneed Burne,. Land S,wbr, A" YBAI Rpht-of_war T. s—yoe,.ch— :lion rod"with•red plastic ci0na !ted 'Wi'Ihass Come'-, unless Olheiw So noted. Aron Aroe..w.i Yvv. r, -,.t— Neo r C'Denotes l'-C.P:.(Pelmanant conlroi potnU - . N�D(N60) N.a laaJ erW Disk Not Radler X^X. Few+ rym0or Felxw symOd tsce t Denotes POrmailenf Rofelenca bloilumenf , Ora— by: CFI L — Cori lflcallon: Nog valid wiND,rt lrievlpn.furw and th• orlp/n•! abed a.•I ch..l,.d Pr ep or • J eY: oP For : eEAZER of.FlorldatkensadlurvayorandMapper a� unr7echrrcal masts the reaubsrowt ( Leg 0 D e s C r i p t i o n ,lob Nveb.r: 01-005-6 30' This "ever �rds ar conte Trod m CMR+ a tc lT r/atria Adtrvnittrative Sketch o not Q JUrVE'y Seale f - 1 t wJ j .- Th15 rS P' i;n.P Sur -0y: Name, POOLS .BY BRADLEY Addresse 109 CALBR I A SPRINGS COVE cit SANFORD L- 33 SubdlvlslomCALABR I A 10'-0' ' 10'-0' IMORIEDA IC J CODE 200 1 au 1 X 1 X 2 FA MA m IT 2 X 4 0 WE rafm X X x 1n) E IU (U 4 fU 2 X 4 ,—x 2 ' 10'-0' IMORIEDA IC J CODE 200 1 au 1 X au hl FA MA m IT 0 WE rafm X X X X X (U (U 4 fU N 0 I :o 36'-0' FIL 1 X 2 hl FA MA m IT 0 WE rafm 2 X 3 IX. F2–x-21 4 1 —X2 lrrx,u) [CXul [tXU lcxu lcxu Icxu � 2 X 2 2 X 2 0 I :o 36'-0' FIL 1 X 2 hl FA MA m IT 0 WE rafm IfL x om-11 IX. 2 X 4 10'-0' 'r —71-16 -- %-0'—=7'-O#--7f-O#--71-6#— C3 0•--7'-0•--7f-0•--7'-6'— 4 JOB No, C 63033 1 X 2 2 X 4 IfL x rcxu IX. 2 X 4 1 —X2 'r —71-16 -- %-0'—=7'-O#--7f-O#--71-6#— C3 0•--7'-0•--7f-0•--7'-6'— 4 JOB No, C 63033 I SANFORD 6UILQNNG DEPT. r =V IFY�cD AN;D CONDITIONALLY THESE PLANS ARE R— r0 PROCEED WITH ACC- PTED FOR PERN.�T• A PER 1:) PRO SHALL BE ` CONSTRUED TO Bl— A LICENSE TO OR VIOLATE. ' THE NvORK AND NOT A_i AJTt; ANY OF THE CANCEL. ALTER. OR 5E` AS1U`— TI TECHN'`-TL ':` NOR SHALL f ISRSUANOE OF A PER "•;'• f '�"T 'tiE BUILDING YERS•�•:Tc.i; 1N:� A CORREC- ,DEFT FROM T ;.�;_ =,. .-ONSTRUCTIOPI TIJN Or E 2e GG_ Cts OR OTHER V;^: '-T'��\5 C- i'�4E • ID -cS PERMIT # offici COPI 0 Division of Corporations Page 1 of 2 of Corporations enzr�:r�.�nnhi-n1q Public hiqulry Foreign Profit BEAZER HOMES CORP. PRINCIPAL ADDRESS 5775 PEACHTREE DUNWOODY ROAD ATLANTA GA 30342 Changed 04/25/2003 MAILING ADDRESS 5775 PEACHTREE DUNWOODY ROAD ATLANTA GA 30342 Changed 04/25/2003 Document Number FEI Number F96000001634 620880780 State Status TN ACTIVE Last Event Event Date Filed MERGER 03/19/2002 Registered Aizent Name & Address CORPORATION SERVICE COMPANY 1201 HAYS STREET TALLAHASSEE FL 32301 Name Changed: 05/29/2002 Address Chaneed: 05/29/2002 Officer/Director Detail Date Filed 04/01/1996 Effective Date NONE Event Effective Date 03/26/2002 Name & Address Title MCCARTHY, IAN J 5775 PEACHTREE DUNWOODY RD STE B200 DUNWOODY GA 30342 WEISS, DAVID S EVP 5775 PEACHTREE DUNWOODY RD STE B200 http://www.sunbiz.org/scripts/cordet.exe?a1=DETFIL&n1=F96000001634&n2=NAMFWD,... 5/5/2003 Division of Corporations DUNWOODY GA 30342 DIETZ, TERESA R 5775 PEACHTREE DUNWOODY RD STE B200 S DUNWOODY GA 30342 BEAZER, BRIAN C 5775 PEACHTREE DUNWOODY RD STE B200 DUNWOODY GA 30342 BOYDSTON, CORY J 5775 PEACHTREE DUNWOODY RD STE B200 V 1. DUNWOODY GA 30342 FURLOW, MICHAEL H 5775 PEACHTREE DUNWOODY RD STE B200 lfVl' DUNWOODY GA 30342 Annual Reports Report Year Filed Date IIntangible Tax 2001 11 03/06/2001 11 2002 05/06/2002 2003 04/25/20031 I Previous Filing Return to List Next Filing View Events No Name History Information Document Images Listed below are the images available for this filing. Page 2 of 2 THIS IS NOT OFFICIAL RECORD; SEE DOCUMENTS IF QUESTION OR CONFLICT Corporations Inquiry Corporations Help http://www.sunbiz.org/scripts/cordet.exe?a1=DETFIL&nl=F96000001634&n2=NAMFWD.... 5/5/2003