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Home My WebLink About124 Kaywood Dr 03-2880 Pool enclosureV v CIT7i OF SANFORD PERMIT APPLICATION qLqPermit #:Date: Job Address: a W v a r Description of Work: Historic District: C10'sdre Zoning: Value of Work: Permit Type: Building K Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential it Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: 3Z.- l 1— J0 —'a 6S V 000 l/ l 1 V Owners Name & Address: N I I d V S 0—h (.i aq KoAj w oodr Contractor Name & Address: 'U s rn ser e &VI S 4U1- bi-5M byflon cf ., nr i xwaa Phone & Fax:T Bonding Company: Address: Mortgage Lender: _ Address: Architect/ Engineer: Address: Contact Person: Attach Proof of Ownership & Legal Description) Phone: l -1 Ill / J (D`1(o" State License Number: 1. 4i1 l Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. I 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 governmentaLuLtities such as water management districts, state agencies, or federal agencies. Acceptan ItA erific 'on th Oill noti the owner o the Iroperty of the rec co gSi ature of Owner Agent TDXe Print Ow gent's Na qJ Ll v 3 Sig " iire of Notarytate of Florida 6ate Owner/Agent is _) Personally Known to Me or Produced ID lire n s of Florida Law, S 713. M qlq 03Stlure of Contr ct /Agent bateS Debro A Print Co gent' s Name p v U Sign re of Notary-S e of Florida Date F l X Contractor/Agent is Personally Known to Me or Produc'dID APPLICATION APPROVED BY: Bld2rn-1 ` -0 Zoning: Initial & Date) ( Initial & Date) Special Conditions: Utilities: FD: Initial & Date) (initial & Date) A 51 Vo 407) 277-1028 • FAX (407) 277-1674 Re: Screen Enclosure/ l L, Aalwoj pr, TO WHOM IT MAY CONCERN: I,v 'V . give power of attorney to Ana for the purpose of obtaining a building permit for the I above mentioned project. I The foregoing instrument was acknowledged before me this day of 2 0 0 by lel ra H L/Lffi n c, Lanl Rae era My Commission D0123857 Expires August 04, 2006 111111/111if 11111111 If 111/11111 If 1111 If 111111111® HI If 1I111111 repared by: C 0 n r, zgzZ NOTICE OF COMMENCEMENT State: FLORIDA I County: THE UNDERSIGNED hereby gives notice that Improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statures, the following information is provided in this Notice of Commencement. MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 05001 PG 0772 CLERK'S # 2003158930 RECORDED 09/09/2003 01:03:03 PM REGIRDING FEES 6.00 RECORDFFD BY L McKinley CERTIFIED COPY MARYANNE IWOPsE CLERK OF CIRCUIT COURT SEMIN E OUN ORIpA EPU F ;I SEP 9' M t• Description of property: (legal description ofproperty, and street address if available) lot -79 h011WOod re (ctt ob 30 2• General description of Improvements:NOW/ 3• Owner Information: Q 1 h 1 nd U A. Name and Address: I aCI I-C:t l wad Dr, B. Interest in property: C. Name and address of fee simple titleholder (if other than owner): i i 4• Contractor: (name & acldres _ C r e eAll S LIB i St i bU 1 j 5. Surety: A. Name and address: N/A B. Amount of bond: N/A 6. Lender: (name and address) i 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13 (1)(a)7, Florida Statures: (name and address) N/A I 8. In addition to himself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as proved in Section 713.13'(1)(b), Florida Statues: (name and address) I I ABOVE NAMES CONTRACTOR 9. Expi ration date of Notice of Commencement (the expiration date is 1 year for the date of recording unless a different date is specified) Signatures of Owner Owner's Name: Owner's Address: STATE OF FL COUNTY OF The foregoing i 11 Sip-% , Drivers License #: C All information must a printed legibly to comply with recording requirements. OLE . nt was ealcknowledged before me this 1)Y L 1 ( `C I ICI who is personally known to me or who has produced as identification and who did (did not) take and oath. aY po Terry M Davis My Commission OD130431 o,, o Expires July 30, 2008 Signature of person taking acknowledgement) Name of officer taking acknowledgement - typed or stamped) Tile or rank) PARCEL DETAIL r t lei F viv%i S9. ganCnrd R.1?"-! GENERAL Parcel id: 32-30-5GS-0000- Tax District: S1-SANFORD Owner: K P INDY NEIL R & SUSAN Exemptions: 00- HOMESTEAD Address: 124 KAYWOOD DR City,State,ZipCode: SANFORD FL 32771 Property Address: 124 KAYWOOD DR SANFORD 32771 Subdivision Name: KAYWOOD REPLAT Dor: 01-SINGLE FAMILY 4 1 a > 2003 WORKING VALUE SUMMARY Value Method: Market Number of Buildings: 1 Depreciated Bldg Value: 86,802 Depreciated EXFT Value: 1,150 Land Value (Market): 24,300 Land Value Ag: 0 JustlMarket Value: 112,252 Assessed Value (SOH): 97,669 Exempt Value: 25,000 Taxable Value: 72,669 2003 Notice of Proposed Property Tax SALES Deed Date Book Page Amount Vacllmp 2002 VALUE SUMMARY WARRANTY DEED 07/1994 02801 0836 $94,000 Improved 2002 Tax Bill Amount: $1,490 WARRANTY DEED 0711986 01757 0683 $95,000 Improved 2002 Taxable Value: $70,380 Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLA l Land Assess Method Frontage Depth Land Units Unit Price Land Value LEG LOT 79 KAYWOOD REPLAT PB 30 PGS 27 & LOT 0 0 1.000 24,300.00 $24,300 28 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 1986 6 2,514 1,611 CB/STUCCO FINISH $86,802 $92,343 Appendage I Sqft SCREEN PORCH FINISHED / 225 Appendage 1 Sqft OPEN PORCH FINISHED 136 Appendage I Sqft GARAGE FINISHED 1576 Appendage I Sqft UTILITY FINISHED 166 u EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New FIREPLACE 1986 1 $1,150 $2,000 NO: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem taxNOTE: purposes. If you recently purchased a homesteaded Koperty rour next year's property tax will be based on JustlMarket value. F SECTION 1 SCREENED ENCLOSURES PERMIT PERIMETER MEMBER OFRCE o" I' lly SEE TABLE 1.3) PLAN EMWED a ; CABLE CONNECTION SEE DETAILS SECTION 1) GIRT GRADE K-BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) SCREEN (TYP.) NOTE: USE H2 FOR CABLE AREA CALCULATION TYPICAL MANSARD ROOF - ELEVATION f SCALE: N.T.S. EXISTING STRUCTURE H2 H1 0 SCREEN (TYP.) K-BRACING (OPTIONAL) ALUMINUM COLUMNS TABLE 1.3 AND 1.6) GIRT (TYP.) 1" x 2" (TYP.) ALUMINUM BEAM SEE TABLE 1.1 OR 1.8) PERIMETER WALL FRAME TABLES 1.3 AND 1.4) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) CABLE BRACING SIZE MEMBERS PER APPROPRIATE TABLES TYPICAL MANSARD METRIC 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 PAGE QC COPYRIGHT 2003 1 -2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. lU' lU EA. it10 X 3/4' S!•1S l'X2'Xl/fl' ANGLE OR 1/fl' CABLE 1 ' FLAT BAR ACCEPTED 2 1-ncl I PRESSED SLEEVE 1VEIt 1717UULE 1_liClPf:ll EACII CABLE 1/4' SLEEVE ANCHORS f.IR 1/4-[APCOI'IS SECTION 1 SCREENEQ ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2"x4"OR2"x6" SELF MATING BEAM a eEPM 1" x 2" SNAP SECTIONS X2 rl ATTACHED TO 2" x 2" W/ ool 10 x 1-1/2" S.M.S. @ 24" O.C. i r OR CONTINUOUS SNAP 3" o ®! SECTIONS OR 2" x (4) EPM SPLINE GROOVE SECTION 1" x 2" OPEN BACK FASTENED ALTERNATE FLAT ROOF TO POST W/ (2) #10 x 1-1/2" S.M.S. SELECT FASTENER SIZE, NUMBER AND PATTERN ATTACH 2" x 2" PURLINS TO SEE TABLE 1.6 & 9.5A OR 9.513) SELF MATING BEAMS W/ (2) 10 x 1-1/2" S.M.S. INTO 2" x 3" HOLLOW OR SNAP SCREW BOSSES 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 1.8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing Upright Minimum Puriin, Girt Deck Notes Minimum Number of Screws` Beam Stitching Beam Size Knee Brace Size" Anchors 8 x'/:" 10 x'/:" #12 x'/:" Screw @ 24" O.( Size 2• x 3• 2" x 3" 2" x 2" x 0.044' 2 Full La 6 4 4648 2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full La 8 6 4 10 2" x 4" 2" x 4" 2" x 2" x 0.044' 2 Full La 8 6 4 8 2" x 5" 2" x 3" 2" x 2' x 0.044" 2 Full La 8 8 6 10g2" x 6" 2" x 3" 2" x 2" x 0.044" 4 Full Lap 10 10 2" x 6" 2" x 4" 2" x 2" x 0.044" 4 Partial La 10 8 12 10 12 2" x 7" 2" x 4" 2" x 2" x 0.044" 4 PartiaLLae 14 14 12 14 2• x 8" 2" x 5" 1 2" x 3" x 0.044" 6 Partial La 16 16 14 14 2" x 9" 2" x 6" 2" x 3" x 0.045" 6 Partial La 18 1g 16 14 2" x 9"" 2" x 7" 2" x 4" x 0.050" 8 Partial Lap 20 18 - 16 14 2" x 10" 2" x 8" 2" x 4" x 0.050" 10 Partiaf:La 20 - Minimum Distance and Spacing of Screws Gusset Plate Thickness Screw Size Edge To Center Center To Center Beam Size Thickness 5/8" 2" x 7" x 0.055" x 0.120" 1116- = 0.063" 5/16" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" 10 3/8" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" 12 1/2" 1-1/2" 2" x 9" x 0.082" x 0-306" 1/8" = 0.125" 1 5116- 3/4" 3/4" 1-3/4" 2" x 10" x 0.092" x 0.369" 1/4" = 0,25" U N 3/8" 1" 1 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,shail 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. Conned 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 Cn G'! T-A - Brace Length Extrusion Anchoring System 0, _ Z-O" 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-lbrig screws size to be determined by beam size, see table 9.6) See Table 1.b t-or Numoer rams 01« I-.-/ 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) 7674774 FAX (386) 767-6556 PAGE @ COPYRIGHT 2003 CQ NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 `" F SECTION 1 • SCREENED ENCLOSURES BEAM -SCREEN ROOF a J Z W i W U) U)ZCD W Goo LENGTH HOST STRUCTURE ROOFING 2) 2" LAG SCREWS (SEE SECTION 9 FOR SCREW SIZES) STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-20 2 x 2" x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH LEG INTO POST BEAM CAP (SEE PAGE 1-20) OPTIONAL 3/8" LAG SCREW AND 3/4" FERRULE FASCIA AND SUB -FASCIA 0.05" H-CHANNEL OR GUSSET 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) i; ATTACHED NO MORE THAN 6" w ABOVE TOP.OF GUTTER j OQ CL _ w ui U) SOFFIToc SUPER OR EXTRUDED GUTTER A MAX. DISTANCE TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL (_) FASCIA - DETAIL 6 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 QC COPYRIGHT 2003 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREWS OR THRU-BOLTS SEE SECTION 9) SCREENElb ENCLOSURES POST SIZE 2". x 4" MAX. 1" x 2" EXTRUSION ANCHOR LV tJ1 TO CONCRETE W/ D D MIN. 3-1/2" SLAB - 00 P.S.I. CONCRETE ANCHORS WITHIN CONCRETE 6 x 6 10 x 106" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. WELDED WIFE MESH OR FIB Inc MESH CONCRETESELECTCONCRETEANCHO FROM SECTION 9 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 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 TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THROUGH ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = V-0" Lawrence E. Bennett, P.E- CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTOP,A. FL 32121 TELEPHONE (386) 767-4774 FAX (386)767-6556 PAGE COPYRIGHT 2003 1-44 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 DED WIRE MESH OR FIBER MESH CONCRETE POST SIZE 2" x 4" MAX. SInF WALL POST TO PLATE TO CONCRETE DETAIL 1" x 2" EXTRUSION ANCHOR TO CONIC. 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 250.0 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. SCALE: 3" = 1'-0" HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" 2"x2",2"x3"OR2"x4" HOLLOW SECTION SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTO 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 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 T USE: 1/2 x 17'-11" x Tx 10# / Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. CIVIL ENGINEER . DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DA.'TONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE COPYRIGHT 2003 1 -45 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. r- SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans For Primary Screen Roof Frame Members Aluminum Alloy 6063 T-0 a_ ....."" 4en u o 14 and tatkudes Below 30*-30'-00" North (Jacksonville, FL) Tributary Load Width 'W' = Beam Spacing Hollow Sections 3'-0" 4'-0" 5'-0" 1 6'-0" 1 T-0" 1 8'-0" Allowable Span 'L' / bending b' or deflection 'd' 2" x 2" x 0.0"" 2" x 2" x 0.055" 2" x 3" x 0.045" 2" x 4" x 0.050" 9'-10- b 10'-9" b 13'-4" b 14'-8" b 8'-7" 9'-4" 11'-7" 12'$" 01 b b 1-8" b 1 W-4" b 11'" b 6'-11b I T- 7" b 9'- 5" b 10'- 4" b 6'- 6" b T- 1" b 8'- 9" b 9'- 7" b 6'- 1" b 6'- 7" b 8'- 2" b 8'- 11" b 1 5'-8" b 6'- 3" b 1 T-8" b 8'- 5" b Tributary Load Width W Beam Spacing Self Mating Sections 3'-0" 4'-0'1 5'-0"1 -,6'-0- 7'-0" 8--0" 9'-0" Allowable Span 'L' / bending W or deflection 'd' 2" x 4" x 0.044 x 0.100" 2" x 5" x 0.050" x 0.100- 2" x 6" x 0.050" x 0.120", 2" x 7" x 0.055" x 0.120" 2" x 7" x 0.055" w/ insert 2" x 8" x 0.072" x 0.224" 2" x 9" x 0.072" x 0.224" 2" x 9" x 0.082" x 0.310" 2" x 10" x 0.092" x 0.369" 19'- 11" b 24'- 9" b 28'- 7" b 32'- 3" b 42'- 10" b 41'- 7" b 45'- 1" b 49'- 6" b 59'- 0" b 1T- 4. b 21'- 5" b 24'- 9" b 2T- 11' b 37'- 1" b 1 36'-1" b 39'- 1" b 42'- 11" b 51'- 7" b 15'- 6" b 19'- 2" b 22'- 2" b 24'- 11" b 33'- 2" b 32'- 3" b 34'- 11" b 38'- 4" b 46'- 1" b 14'- 2" b 17' 6" b 20'- 3" b 22'- 9" b 30'- 4" b 29'- 5" b 31'- 11" b 35'- 0" b 1 42'-1" b 13'- 1" b 16'- 2" b 18'- 9" b 21'- l" b 28'- 1" b 27'- 3" b 29' 6" b 32' 5" b 1 38'-11" b 12'- 3" b 15'- 2" b 17'- 6" b 19'- 9" b 26'- 3" b 25'- 6" b 27'- 8" b 30' 4" b 36'- 5" b 11'- 6" b 14'- 3" b 16'- 6" b 18'- 7" b 24'- 9" b 24'- 0" b 26'- 1" b 28'- 7" b 34' 4" b Tributary Load Width 'W' = Beam Spacing Snap Sections T-V 1 4'-0" 1 5'-0" 1 6'-0" T-0"1 8'-0' Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 2" x 3" x 0.045" 2" x 4" x 0.045" 2" x 6" x 0.062" 2" x 7" x 0.062" 11'- 9" b 15'- 1" b 18'- 5" b 3173 -" b 34'- 9" b 10'- 2" b 13'- l" b 15'- 11" b 27'- 1" b 30'- l" b 9'- l" b 11'- 8" b 14'- 3" b 247- 2" b 26- 11" b 8'- 4" b 10'- 8" b 13'- 0" b 22'- l" b 24'- 7" b T- 8" b 9'- 10" b 12'- 1" b 20'- 5" b 22'- 9" b T- 2" b 9'- 3" b 11'- 3" b 19'- 2" b 21'- 3" b 6'- 9" b 8'- 8" b 10' 8" b 18'- 0" 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. 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) puriins each side of center purlin need lateral bracing. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0" = 11'-4" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE ( 386) 767-4774 FAX ( 386) 767-6556 PAGE COPYRIGHT 2003 1- 54 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. ISECTION 1 I SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights For Primary Screen Wail Frame Members Aluminum Alloy 6063 T-6 a -A..a ,..."* # vni;neity of 920 MPH or an aooited load of 14 # / sq. ft." v Tributary Load Width W = Upright Spacing Hollow Sections X.0" 1 4'-0" 1 5%0" T 6'-0" 1 7'-0"1 8'-0" 1 T-O" Allowable Height'H' / bending'b' or deflection'd' 2" x 2" x 0.044" 2" x 2" x 0.055" 2" x 4" x 0.050" 8'-4' b 9'-1" b 11'-3" b 12'-5" b T-3" T-11" 9'-9" 10'-9" . b b b b 6'-6" b 7'-1" b 8'-9" b 9'-7" b 5'-11" b 6'-5" b T-11" b 8'-9" b 5' 6" b 5'-11" b 7'-5" b 8'-1" b 5'-1" b 5'-7' b 6'-11" b 7'-7" 4'-10" b 5'-3" b 6'-6" b Tributary Load Width 'W' = Upright Spacing Self Mating Sections 3'-0" 4'-0" 1 5--0" 6'-0" 7'-0" Allowable Height'H' / bending'b' or deflection'd' 2" x 4" x 0.044 x 0.100" 2" x 5" x 0.050" x 0.100" 2" x 6" x 0.050" x 0.120" 2" x 7" x 0.055" x 0.120" 2" x 7" x 0.055" w/ insert 2" x 8" x 0.072" x 0.224" 2" x 9" x 0.072" x 0.224" 2" x 9" x 0.082" x 0.310" 2" x 10" x 0.092" x 0.369" 16'-11" b 20'-11" b 24'-2" b 27'-3" b 36'-3" b 35'-2" b 38'-2" b 41'-10" b 50'-4" b 14'-8" 18'-1" 20'-11" 23'-7" 31'4" 30'-6" 33'-0" 36-3" 43'-7" b b b b b b b b b 13'-1" b 16'-2" b 18'-9" b 21'-l" b 28'-1" b 27'-3" b 29'-6" b 32'-5" b 38'-11" b 11'-11" b 14'-9" b 17'-l" b 19'-3" b 25'-7" b 24'-10" b 26-11" b 29'-7" b 35'-7" b 11'-1" b 13'-8" b 15'-10" b 17'-10" b 23'-9" b 23'-0" b 24'-11" b 27'-5" b 32'-11" b 10'-4" b 12'-10" b 14'-10" b 16-8" b 22'-2" b 21'-6" b 23'-4" tr 25'-8" bi 30'-10" b 9'-9" b 12'-l" b 13'-11" b 15-9" b 20'-11" b 20'-4" b 22'-0" b 24'-2" b 29'-1" b Tributary Load Width 'W'= Upright Spacing Snap Sections T-0" Z0" 5'-0" 6'-0" 7'-0" 1 8--0' 1 9'-0" Allowable Height 'H' / bending W or deflection'd' 2" x 2" x 0.044" 2" x 3" x 0.045" 2" x 4" x 0.045" 2" x 6" x 0.062" 2" x 7" x 0.062" 9'-11" b 12'-9" b 15-7" b 26'-5" b 29'-5" b 8'-7" b 11'-0" b 13'-6" b 22'-10" b 25'-5" b T-8" b 9'-10" b 12'-l" b 20'-5" b 22'-9" b T-0" b 9'-0" b 11'-0" b 18'-8" b 20'-9" b 6'-6" b 8'-4" b 10'-2" b 17'-3" b 19'-3" b 1.1- 4 A -- 6'-l" b T-10" In 9'-7" b 16'-2" b 1 17'-11" b 1,n annrifiratinn 59" b T- 4" b 8'- 11" b 15'- 3" b 16'- 11" b naaP_ For allowable nelgnts at wino veIUGluro UU-1 -- - 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 T-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 CONSULTAN7 P. O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE ( 386) 767-4774 FAX ( 386) 767-6556 PAGE @ COPYRIGHT 2003 1. 56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENC'LOS-U'RES SECTION 1 Table 1.2 Allowable Spans For Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H- and Latitudes Below 30°-30'-00" North (Jacksonville, FL) A. Sections Fastened To Beams With Clips Tributary Load Width W = Purlin Spacing Hollow Sections 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0" 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 2" x 2" x 0.055" 3" x 2" x 0.045" 2" x 3" x 0.045" 2" z 4" x 0.050" T-8" d 8'-1" d 8'-8' d 10'-9" d 12'-2" b T-4" d 7'-9" d 8' -3" d 10'-3" d 1 V-4" b T-0" d T-5" d T-11" d 9'-9" b 10'-8" b 6'-9" d 7'-2" d T-8" d 9'-3" b 10'-2" b 6'-6" b 6'-11" d T-5" d 8'-10" b 9'-8" b 6'-3" b 6'-9" d 7'-3 " d 8'-5" b 9'-3' b 5'-11" b 6-6- b 8'-0" d 0b 8'- 9" b Snap Sections Tributary Load Width 'W' = Purlin Spacing 3'- 6" 4'-0" 4'-6" T-0" 5'-0" 6'-0" 6'-8" Allowable Span V, / bending W or deflection 'd' 2" x Z" X 0.044 2" x 3" x 0.045" 2" x 4" x 0.045" 8' S" d 11'- 7" d 14'- 8" d 8'- 1" d 11'- 1" d 14'- 0" d T- 9" d 10'- 8" d 13' 6" d 7'- 0" d 10' 4" d 12'- 9" b 7'- 3" d 9'- 11" b 12'- 2" b 7'- 0" 9' 6" b 9'-0" b b B. Sections Fastened Througn ream c— .... — ----.-- Tributary Load Width 'W = Purlin Spacing Hollow Sections T-6" 4'-0" 4'-6" 1 5'-0" 5'-6" 1 6'-0" 1 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 2" x 2" x 0.055" 2" x 3" x 0.050' 2" x 4" x 0.050" 9'- 2" b 9' 11" b 12 4" b 13'- 7" b 8'- 7" b 9' 4" b 11'- 7" b 12'- 8" b 8'- 1" b 8'- 10" b 10'- 11" b 11'- 11" b T- 8" b 8'- 4" b 10'- 4" b 11'- 4" b 7'" b T- 11" b 9'- 10" b 1 10'-10" b 6' 11" b T- 7" b 9'- 5" b 10'- 4" b 6' 7" b T- 3" ' b 8'- 11" b 9'- 10" b Tributary Load Width'W = Purlin Spacing Snap Sections 3'-6" 4'-0" 4'-6" 1 5'16" 5'-6" 6' 0" 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' Z" x 2" x 0.044" 10' 11 b 1 10'-2" b 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-4" b T-11" f 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 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. 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 purin shall include lateral bracing as shown in detail 48'-0") span with pudins at 6'- 8" o.c. center purfin and (2) purfins 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 = T-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) 767-8556 PAGE COPYRIGHT 2003 CC CCNOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES I SECTION 1 Table 1.4 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights For Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-0For3secondwindgustat velocity of 120 MPH or an applied load of 14 # I sq. ft.* A. Sections As Horizontals Fastened To Posts With ClipsTributaryLoad Width W FHollow Sections 3'-6' 4'-0" 4'-6111 " 5'-0" 5'-0" 6'-0" 6'-6" ennwable Heiahts 'H' I bending 'b' or deflection 'd' C B. Sections As Horizontals Fastened To Posts Throu h Side nto Sc ew bosses TributaHollow Sections3'-0' 4'-0.. 5'-0" 5'-67 6.-V Allowable Heights 'H' /bending 'b' or deflection 'd' A. &' I a --a" hT W-2" b 5'-11" Z'- x L x u.uaa21 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 7' 9" b 7 - 2" x 3" x 0.045" 10'-5" b 9' 9" b 9'-2" b 8'-9" b 8'-4" 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' / bending 'b' or deflection 2" x 2" x 0.044" 9'-2" b 8' 7" b 8'-1" b T-8" b T-4" b 1 T-0" For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specificationsfortablespageatthebeginningofthissectionandexamplebelow. 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 T-0" in span. 6. Girt spacing shall not exceed 6-8". 7. Spans may be interpolated. IFHEIGHTSFOR'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, SCUTH DAYTONA, FL 32121 TELEPHCNE ( 386) 767-4774 FAX ( 386) 767-6556 @ COPYRIGHT 2003 NOTTOBEREPRODUCEDIN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. PAGE 1- 57 r- SCREENED ENCLOSURES SECTION 1 C SELF -MATING BEAM SIZE VARIES) 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12"O.C. TAIL CUT OFF BEAM OPTIONAL) 2" x 2" ANGLE WITH (4) S.M.S. SEE SECTION 9 FOR SCREW SUPER OR 3/4" FERRULE WITH 3/8" x 8" iIZES) EACH SIDE TO BEAM TO EXTRUDED GUTTER LAB SCREWS @EACH BEAM SUPER GUTTER MAX.'DISTANCE FROM FASCIA RECEIVING CHANNEL TO HOST STRUCTURE WALL 2-1/8" x 1" W/ (2) #8 x 1/2" S.M.S. 24" WITHOUT SITE SPECIFIC EACH SIDE OF BEAM ENGINEERING SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION SCALE: 3" = V-0" 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1" x 2" OR 2" x 2" FOR SCREEN 4 SELF -MATING 2" x _" x 0.050" STRAP @ EACF BEAM SUPER OR BEAM CONNECTION AND @ 1/2 SIZE VARIES) EXTRUDED BEAM SPACING W/ (2) #8 x 1/2" GUTTER S.M.S. PER STRAP ANGLE, INTERIOR OR MAX. DISTANCE FROM FASCIA EXTERIOR RECEIVING ® 7 TO HOST STRUCTURE WALL CHANNEL (SEE SECTION 9) 24" WITHOUT SITE SPECIFIC ENGINEERING SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER 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 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 1 '21 SCREENED ENCLOSURES' SECTION 1 a 0 CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) MINIMUM NUMBER S.M.S. @ 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH SEE SECTION 9) Q PRIMARY BEAM o w (SEE TABLE 1.1 OR 1.8) a 1 1 CARRIER BEAM NOTE: SEE TABLE 1.5) EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = 1'-0" 1" x 2" OR 2" x 2" ATTACHED TO WALL W/ #10 x 2" S.M.S. @ 16" O.C. HOST STRUCTURE MASONRY OR FRAMED WALL (SELECT FASTENERS FROM SECTION 9) a PRIMARY OR J Q MISCELLANEOUS t=- FRAMING BEAM w SIZE PER TABLES) L BEAM TO WALL CONNECTION DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-1774 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 -49 Section 1 Design Statement: The structures designed for Section 1 are framing systems with screen roofs & walls and are considered open structures. The design loads used are from Chapter 20 of the 2001 Florida Building Code. The loads assume a mean roof height of less than 30'; roof slope of 00 to 20°; 1 = 0.77. All loads are based on 20 / 20 screen or larger. Wall heights may be increased when using 18 / 14 screen. All pressures shown in the below table are in PSF (#/SF). General Notes and Specifications for Section 1 Tables: Section 1 Design Loads s.:. —.#F, C.-rnon Rnnf A Walls Wind Velocity Exposure 'B' Exposure'C' Roofs Note 1 Walls Note 1 Roofs Note 1 Walls Note 1 100 M.P.H 10 10 10 13 110 M.P.H 10 11 10 16 120 M.P.H 10 14 10 19 123 M.P.H 10 14.6 10 19.9 130 M.P.H 10 16 10 22 140 M.P.H 10 18 10 26 150 M.P.H 10 21 10 30 Note 1: per Table 2002.4 or paragraph 1606.1.2 Note 2: Multipliers for'C' exposure catagory are for wall loads only. Conversion Table 1A Wind Zone Conversions for Screen Wall Frame Members Only c...... 49n UOU Wind 7nna to Others Exposure'B' Wind Zone MPH Applied Load #/ Sq. Ft. Deflection d' Bending b' 100 10 1.12 1.18 110 11 1.08 1.13 120 14 1.00 1.00 123 15 0.99 0.98 130 I ii 0.96 0.94 140 18 0.92 0.88 150 21 0.87 0.82 Note: Multipliers are for wall loads only, no conversions are necessary for roof frame members. Conversion Table 1 B Conversion Based on Mean Height of Host Structure for Screen Wall Frame Members From EXDosure 'B' to 'C' Mean Host Structure Height Deflection d' Bending V 0-15' 0.91 0.94 15' - 20' 0.88 0.92 20' - 25' 0.86 0.91 25' - 30' 0.85 0.89 r- F= f=nl•1 . r. FAX FJO. jun. P I' SURVLDESCRIPTION T '19T yWOQp ItFPIRT RECORDED IN PLAT BOOK 30 PUBLIC RECORDS OF 5EMIAJOLE Ali lye. Ih Ric Y.K.9," / PAGE(S) 27 # 28 COUNTY, FLORIDA C'1 Z v` A FND. tt3 ITJI ujo BILK BLOCK P.C.C. POINT OF COMPOUND CURVE m BOUNDARY LINE P.C.P. PERMANENT CONTROL POINT CENTER LINE PG. PAGE CHAIN LINK FENCE P.O.B. POINT OF BEGINNING CACC. CALCULATED P.O.C. POINT OF COMMENCEMENT C.B. CONCRETE BLOCK P.C. POINT OF CURVE Ch 0. CHORD BEARING P.O.L. POINT OF LINE C M. CONCRETE MONUMENT P.P. POWER POLE CONG, CONCRETE P.R.C. r POINT OF REVERSE CURVE T% a DELTA P.R.M. o PERMANENT REFERENCE MONUMENT D.E, p DRAINAGE EASEMENT P.T. POINT OF TANGENCY 1:1.8V_ ELEVATION RAD. RADIAL ma. EASEMENT R. d RADIUS EASEMENT LINE R d C REBAR d CAP F.F. FINISHED FLOOR REC. RECOVERED FND. a FOUND RFD. a ROOFED I.P. IIAON PIPE RIGHT-OF-WAY ARC LENGTH RADIUS POINT f.l. R.R. a RAILROAD N d D MLASURED NAIL & DISC ;z,. ;.,. `` SET REBAR REBAR W1CAP RPLS 4200 tLR. . itJON RADIAL`;="""'.:" . ' S/W SIDEWALK O.t1.8.: OFfICAI RECORDS 900K T.A. TELEPHONE RISER OVERHEAD POWER LINE TYP. TYPICAL r _ OVERHEAD TELEPHONE 1 NE UE. UTILITY EASEMENT I'. PLAT W.M. WATER METER P.B. PLAT BOOK WOOD FENCE HOGWIRE FENCE NQ1ES THIS PROPERTY LIES III 7.0iIE M. ------_----.--____-- PER F.I.R.G(7MMUNITY PANEL NO. QbC)SB f_ pnTEU __-- 9 1-80--------._- BEARING STRUCTURE IS BASED UPON THE LINE DENOTED WITH'BB' THIS BUILOINC: DOES NOT LIE WITHIII THE ESTABLISHED 100 YEAR FLOOD PLAIN ZONE. SURVEY BASED ON LFdAL UE9GNIPIION SUPPLIED BY CLIENT. SUBJECT TO ANY EASEMt NTS ANWOR RESTRICTIONS OF RECORD UNDERGROUND UTILITIES AND FOOTERS HAVE NOT BEEN LOCATED UNLESS NOTED. 0 30 1-0 SOLE trl r E E T MEPAREDFOR: ' K( 1NIrnFv`CETITIrYIT'nITl'19rTArCrSUmEYOrTTIEAUOVEpCE9Cri,swNEILINVY ; SU'I ISRN KINDY rnOrrnry 14 TnUF Mn COnnT C ITO n IF nF 91 Or UY K)V-vA\ E DOF ATm 8FTJET A9 FIFUNILY 9U"Vf YEO UNE1fIT Uf CnI(C 11rM10N TI IF DAM SI J+'01, IIASrO E'I1 CERTIFIED TO: SUNCIMT, TITLE INf. GUARANTEE. TITLE RAID TRUST COMPAMY NTo k-"ON-r-s"Eo ro "E AI "-ED Ar'E'CC'r+T-31D n'E makT Ad COMPANY 'I TECI V41CAL ar A'TAnD9 FOn SAND 7vnvCYr+O 1N n E e1ATC Of (10MA nOLDkENT NEIL R. K00 f SUSRN J. KI NVY ecconpAlTcE mTN cN nOv a RUn1DA ADwva9inAhvf ccoE i IRELAND SURVEYING, INC. . 2950 ALOMA AVENUE • WINTER PARK, FL.ORIDA;2792 JA, I, mEI+NO T\YAm TTTi99 VEY 191NTEN, nlrt.v rCn nIE USE Cr 9kin CEnTITIED rAnl ir.9 SUITE 401 • PH: 678-3366 • FAX: 671-6678 nua;I,nvr,, NAT VAI.b o lq r ii—llrfl A)It+ rV"IOrDWnljVnviYO9SIAL aa-----"`---= i. r e- a to r - i ' tac moo -.a An co \7:7: a 1 E v u 140 ti Ows (;93 g L03 7 19 [ a lay r itom- cuT 5-7*g r4 IB 13 tt 0 rd lost cf r 4All 0 A4 jxz} • r1 CA.% LDS Kviee- Jamc-'MS a- 440 So Kr V" ro 1 T-Nsf-Y do* ---