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HomeMy WebLinkAbout257 Venetion Bay CirPermit # :. Job Address: •.-O Description of Work: Historic District: V CITY OF SANFORD PERMIT APPLICATION uruck » . A ' ntic 0 Zoning: Value of Work: Date: 3 16'05, Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Poo1G ifok Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines ti+ i y' 'ir• . Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: r 000 Construction Type: I .. # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than x) Parcel M: !D+ 1, f p IC s Y -4i (Attach Proof of Ownership &Legal Description) Owners Name & Address: Contractor Name & Address: 3 Bonding Company: Address Mortgage Lender: , Address: Architect/Engineer: Address: ! . 0. I A04NA 19 861 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 Y0014 r,'i ING 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 perintt t verification that 1am- w ner of the property of the requireme is of Florid Law, FS 713. Signature of Owner/Agent Date Signature cif Contractor/Age t Date Pri to r/Agent's Na ICoIctor Agent' Name Signa[u f Nor, [ate nt(lorida Date Signal o S attylU McNhi Date fr L MlkuNlti My Corrmtitstsion DDg IM My CommitttNonDD36120040 a s ExPYsa Oclobsr 10, 20ps Owner/Agent is PersonEx aalll Kn o F1e-of- Contractor/Agent is -A Personally Known to Me or Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: U S Zoning: Initial & Date) Special Conditions: Initial & Date) 51 Old Utilities: F D: Initial & Date) ( Initial & Date) 111897 LM=D POWER OF ATTORNEY Date: O I of in fact to act for me and apply to P bl 3 _ _ Ior a permit for work to be performed at a location described as: Section Township age Lot Block Subdivision UWV+q WWI 2"P (Address of Job) Owner of Property and Address), and to sign my name and do all things•necessary to this appointment. r n(Type or Print na6e of CertifieTContraaor and License #) Sipauae of Acknowledged: Sworn to and subscribed before me this Day of m % rC',1 A.Da=, Notary Public, Stare of Florida E M " Seal) 4 My Commission Expires: P 1lJ v , Tyr L Afkm* IN V t t Li vt V1VLtYttil VLi1V ait\ Permit No.1 Tax Folio No. State of Florida 6 of SeminoleCountyi The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with: Whapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1=1. Descri tion of property: (legal des 'ption of the prope and street address if available) Y2. General description of improvement: I 3. Owner infonnation a? a. N epd4drcss. d o b. ; Interest in property CD c. I Name and address of fee simple titleholder (if other than Owner) i Contractor a. ! Name and address s . b. Phone number — Fax number - — 5. Surety a. Name and address co b. I Phone number Fax number o c. , Amount of bond 6. Lender a. i Name and address (. r' ob. Phone number Fax number 0 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: a. I Name and address r u 8. Ib. i Phone number Fax number n addition to himself or herself, Owner designates of w ! to receive a copy of the Lienor's Notice as provided in Section z 713.13(1)(b), Florida Statutes. M a. 11 Phone number Fax number ell 9. Expiration date of notice of commencement (the expiration date is 1 year lfrp a date of rec ding unless a different date is specified) x, ) Rru: / ,, Signature of Owner u i 'I Sworn to (or affirmed) and subscribed before me this day of m rC h , 20 , by a wPerson ally Known OR Produced Identification C.) Type of Identification Produced CERTIFIED CppP MARYANNE MORSE wILE0CICUIOURTs10 TiRMry L WOWW l SignaofP19firyublic, State of Florida ,'`p`' 4, My Commission DD961 Commissio pines:001OW110, zoos [ AR 2 8 2off IN) I iu Is lot .In........ _._ ...__ .. SANFORD ALUMINUM PRODUCTS, INC. Job Jos NAME f"GL l jQ ,L-% G v 3 C A GN , No. C -- -.... ---.....DATE ISSUED..._.. - - - - - Z S (/t / c. 7 i A i Q , - (/c.-• t,- Shop Jos Anoxass _.. - - -----_-•----------------•-_--_-- C /Q Gii. - ---- - -.4.. s A Foot Jos Typs....... .U GQ G•Ci A -- - o --- F. O. J. GUTTEIts. / 4 ?'- =--5-- 6' 1'/`-- -- o />1 _ ?J: ;cts CH --- Row..._e.ye... -2. )SIDES.__..__...-.- _. Beam DIAGRAM Bm. X K.-6 K-W 6 K—ti" Cols %IbW Z c° x 91 I 1 6 Z? 8 ro 8 Ax3 ` ^! L /3 / 3 3 C( i1 S. oy t- b K-13 / y Al-3K-3C 6 i PERMIT VP Q rn N OFFICE PLANS REVIEWED CITY OF SANFORD S-: 3 a - 9e - 2-r3 1- ss- sky L'r..,. ii! :I:j,'?i:r!'tl' . .,. -- .. .. :.. •v.: "t?1:. ..li:T:i-.. '`_!,..1 SANFORD ALUMINUM PRODUCTS, INC. Job No. , JOB NAMa - - -- ---= - - - - — -- ---------•.............-_......DATa Shop JOB ADDussD —-------------- -------------- Foot G /L c. L,/ p - - _....= ......... JOBTr........... Dom---- 4 — ,, ' BeamCHAIRRAIL 'HT...— _X .--_--- ._AIR CHORDS._ —_...--..._._.COLOR ROOF. L /..1DEs. ! NA, 60q- 2,4 1 v DIAGRAM\`o S/ to o b ` S\- Bm. X ,. r< 7 $ 1 8 Cols zt4 Y 6 6 o 0 30>-' NO O V 2 r1 x.-t. a-k Ll ix PIN"o 00 0 Jo 39 ASi 6. v v O Q v hj y j0 / 31 SCREENED ENCLOSURES SECTION 1. W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION SEE DETAILS SECTION 1) ALH TERNATE CABLE SEE TABLE 1.3) 1" x 2" (TYP.) GRADE ? N. K-BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION EXISTING STRUCTURE ALUMINUM BEAM TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H I K-BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) 1" x 2" (TYP.) TYPICAL DOME ROOF - ISOMETRIC SCALE: N,T.S. RICER WALL•WHERE UIRED LINS (TYP.) TONAL ROOF BRACING SCHEMATIC SECTION 1) LE BRACING METER WALLS FRAMING TABLES 1.3 AND 1.4j SCALE: N.T,S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (366) 757-4774 FAX: (356) 757-8556 COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 SECTION 1 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 SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) Z" dM I oo I i ool 00, 0.1 1 IALTERNATEFLATROOF CT 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' = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (380) 757-4774 FAX: (386) 787-6M PAGE 0 COPYRIGHT 2004 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. I SCREENED ENCLOSURES I SECTION 1 I r-- STRAP -- SUPER OR EXTRUDED GUTTER SPACING / 2 + SPACING 12 ' SPACING / 2 * SPACING / 2 BEAM SET SPACING T • -- BEAM SET SPACING STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 2'3" = 1'-0" 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ 2) S.M.S. PER STRAP SEE SECTION 9) I ALTERNATE 2" S.M.S. OR LAG SCREWS TRANSOM T (SEE SECTION 9) UPRIGHT I SUPF 'OR EXTR DED GUT E_R FAANGLE OR RECEIVING CHANNEL (SEE SECTION 9 FOR DETAILS) SELF MATING BEAM SIZE VARIES) MAX. DISTANCE FROM FASCIA BEAM CAP TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC SCREW PATTERNS MAY VARY ENGINEERING SEE TABLES OR NOTES FOR SIZE AND NUMBER OF SCREWS) SELF MATING BEAM CONNECTION —0 SUPER OR EXTRUDED GUTTER SCALE: " = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 714368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767.4774 FAX: (385) 757.65M PAGE Q COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEt. _RWSSION OF LAWRENCE E. BENNETT, P.E. 1 _21 SECTION 1 2 x 6 BEAM - SCREEN ROOF SCREENED ENCLOSURES WJZleeQaQ 0co zw I 459 t LENGT F KNEE ACE — 2) 2" SCREWS SEE SECTION 9 FOR SIZES) 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) KNEE BRACE ATTACHMENT 6" ABOVE TOP OF GUTTER MAX.) 2" x 2" ANGLE WITH (4) S.M.S. SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER FASCIA AND SUB -FASCIA COMPOSITE 2" x WEAVE GIRT SCREW SIZE SEE TABLE 1.6) POST SEE TABLE 1.3) SCREEN MAY FACE IN OR OUT) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR SOFFIT EXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCTURE 24" W777ITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER.(OR TRANSOM) WALL AT FASCIA - DETAIL 2 SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (388) 7874774 FAX: (386) 757-65M PAGE COPYRIGHT 2004 1 -26 - NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. N• 4 SECTION 1 1 SCREENED ENCLOSURES CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL I CABLE DIAMETER I TOTAL ALLOWABLE WALL AREA' I 1/8" 1 445 Sq. Ft. / PAIR OF CABLES TOTAL WALL AREA = 100% OF FRONT WALL i 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE " 3/32" ONE PER 233 Sq. Ft. OF WALL 1/8" ONE PER 445 Sq. Ft. -OF WALL SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for free standing pool enclosures use 100 % of each wall area & 50% of the area of one adjacent wall. NOTES: I. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables' calculated is 2.5 pairs or greater use 3 pairs of cables. . Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7574774 FAX: (388) 767-G566 PAGE Q COPYRIGHT 20W 1- 0 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. r1 r l3+•i.,J.,{Ya e:'yAfy,,.:•i:711;Y.iswb°7 y i c r ...5.•!'_':'Y, :.' .. ef'<'y .6 sr: -t 7 ...i. r':: •a. a!j SCREENED ENCLOSURES 5)#10 S.M.S.(MIN.) 1/88"" x 1.1/2" x 8" FLAT B SECTION 1. r 6 0.125" PLATE OUT ON 45' ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING L4 MEMBER TYP CAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = 1'.0" A ALTERNATE: USE (1) 1/4" x 1.1/4" FENDER WASHER EACH SIDE OF FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED10x3/4" S.M.S. EACH SIDE ®®®® ( TYP.) FOR CABLES' 1ft L / MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214304, SOUTH DAYTONA, FL 321?1 TELEPHONE: (380) 7574774 FAX: (786) 757.5555 COPYRIGHT Z001 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PAA, [ WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I 1 A 1 SCREENED ENCLOSURES STAINLESS STEEL CABLE CABLE CLAMP SEE TABLE) NOTE: SEE PAGE 1-41 FOR NUMBER OF CABLES REQUIRED SECTION 1 2" x 2" x 0.125" ANGLE 1/2" CONCRETE MIN.) FROM EDGE OF OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B SCALE: 3" = 1'-0" SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR 3/32" CABLE AND 594# FOR 1/8" CABLE, FOR 3/32" CABLE (1) 1/4" x 1-1/2" CONCRETE ANCHOR (MIN.) @ 5d MIN. a 5d (MIN.) 1/2" (6" NOMINAL) SLAB (MIN.) 3, 5d ( N.) J 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (388) 787-4774 FAX: (388) 757.6556 COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE 1-43 l SECTION 1 SCREENED ENCLOSURES SCREEN d' VARIES 4" SHOW 1" x 2" O.B. BASE PLATE (TYP.) SECONDARY 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 Ile S.M.S. SEE SCHEDULE NEXT PAGE) 4 CONCRETE ANCHOR SEE SCHEDULE NEXT PAGE) e. NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN 2" 5d CONNECTION MIN.) MIN.) e.lr%r vIrui SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES i e 4.. °< e e Ja NOTE: SELECT CONCRETE LANCHORFROMTABLE9.1 6" (MAX.) 6" (MAX.) 3000 P.S.I. CONCRETE FRONT VIEW 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE 10 x 3/4" S.M.S. EACH SIDE SEE SCHEDULE NEXT PAGE) 5d' MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN T B BOLT 0 ' 5d DISTANCE l/4° 1.1/4' GRADE 1-1/4" 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 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3" = V-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 757-4774 FAX: (386) 767-65% PAGE COPYRIGHT 2004 1.50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E. SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T4 For Areas with Wind Loads up to 150 M.P.H. and Latitudes nn•-.,- Hollow Sections Tributary Load Width."W' • Seem Spacing 3'-0" 1 4'•0" 1 5'-0" I 6'-0" 7'.0„1 1'•0" 97-07 Allowable Span I bending'b' or deflection 2" x 2" x 0,044" 9'•10' b 81•7" b 1 7'-8' bi 6'•11" bi 8'-6" b 6'•1" b 5'•8" b2" x 2" x 0.055" 10'•9" b 9'4' b 8'4' b 1 7'•7" b 1 7'•1- b 8'•7• b 6'•3" b2" x 3" x 0.0451, 13'-4` b 11'-7• b 10,41 b 9'•5" b 8'•9" . b 8'•2' b 7'•8' b2" x 4" x 0.050" 14'-8` b 12'-8" b 11%4" b 10'-4' b 9'•7' b 8'-11- b 8'•5' b Self Mating Sections 2" x 4" x 0,044 x 0.100" x 2" x 6" x 0.050" x 0.120" T" 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 0.359" Tributary Load Width W S acing 3'-0" 4'-0"1 5'•0" 6'•0" 7'-0" {'.p y •o,. 19'•11" b 24'•9" b 2877" b 32'•3" b 47•10" b 4 V-7" b 45'•l" b 49'-6" b 59'-6" b Allowable 17'-4" b 21'•5' b 24'•g" b 2F11' b 37'•1" b I 36'•1" b 39'-1" b 42'-11" bl 51'•7" b span 'L' b 19'•2" b 22'•2' b 24'•11• b 33'•2" b 327-t b 1 341.11* b I 38'-4" bl 46'-1• b bending 14'•2" b 17'•6' b 20' 3" b 22'9 _'b 30'•4" b 29' S" b 31'-11" b 35'-0" b 42'-1" b ctlon 13'•1" b b 18'•9" b 7717 1"•b 2871` b 27'•3" b 1 297•6" b 32'• i. 38'•11" b d' 12'•3" 15'•2" b 17'-6` b 19'-9" b 26'•3- b 27'-8" b 36'•5' b 147•3' b 16'-6" b 18'•7" b 24'•9" b b 26'•1' b 28..'•7" b 34' 4• e Snap Sections Tributary Load Width W' s Seam Spacing 3'•0" 1 4'-0" 1 5'•0" 1 5'-0" 1 7'•0" 1 8'.0" 9. 0•• 11'•9" 15'•1" 18'-5" 31'•3' 34'-9' Allowable span 'L' I bending 'b' or deflection 'd' b 10'•2• b 9'•I' b 8'-4" b 7'•8" b 7'•2" b b 13'•1• b 11'-8' b 10'-B' b 9'•10' b 9'•3• b b 15'•11• b 1473' b 13'0' b 12'•1. b 11'•3" b b 27'•1' b 24'•2' b 22'•1" b 20'•5" b 19'•2" b b 307•1' b 8'•11" b 24'•7" b 1 22'•9" b 21'•3" b W-4 p 8'•8" b 2" x 2" x 0.044" 2" x 3" x 0.045" 2" x 4" x 0.045" T" X 6" x 0.052" 2" x 7" x 0.062" Nnta• 10'•8` b t8'•0` b 1. Thicknesses shown are "nominal" industry standard tolerances. No well 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' andamaximumuprightheightof20'. Structures larger than these limits shell 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. ywen connection. 5. Above spans do not Include length of knee brace. Add horizontal distance from upright to center of brace to beamconnectiontotheabovespansfortotalbeamspans. 6 II 8" . For beamIn and onepurinforeach14'-0' on each side of the center purlin shell Include lateral bracing as shown in detail (48'•0") span with purtins at 6% 8` o.c. center purin and (2) purlins each side of center purlin need lateral bracing. 7. Spans may be interpolated. Example: Max. V for 2" x 4' x 0.050" hollow section with 'W' s 5'-0' = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER. DEVELOPMENT CONSULTANT P.O. BOX 214366. SOUTH DAYTONA. FL 32121 TELEPHONE: (366) 767.4774 FAX (366) 75745,,6• PAGE 1.5C 0 COPYRIGHT 2W4 V NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES I SECTION 1 Table 1.2 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 301-30'-00" North (Jacksonville, FL) A_ Soetinna Fnet—A Tr. oa-..." ruin, r+u__ Hollow Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 4'-0" 1 4'.6" 1 5'-0" 1 5'.6" 1 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" da7--8-' 6'-6" b 6'-3" b 5'-11" b 2" x 2" x 0.055" 8'-1" d 7'-9" d 7'-5" d 6'-11" d 6'-9" d 6'-0" b 3" x 2" x 0.045" 8'-B" d 8'-3" d 7'-11' 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 8'-10" b 8'-5" b 8'-0" b 2" x 4" x 0.050" 12'-2" b 11'4" b 10'-8" b 9'-8" b 73" b 8'-9" b Snap Sections , Tributary Load Width 'W' = Purlin Spacing 3'.6" 4'-0" 1 4'-6" 1 51-0" 1 5'.6" 1 Allowable Span'L' / bending'b' or deflection'd' 2" x 2" x 0.044 8'-5" d I 8'-1" d 1 7'-9" d I 7W' d 1 7'-3" d I 7'-0" d I 67-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" dl 10'-8" d 10'-t" d 9'-11" b 9'-6" b 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 1 13'-6" d 1 12'-9" b 1 12'-2" b 1 11'-8" b 1 11'-1" b R_ Seetinna Faetanart T6.r...r.6 o"s.., w..1-_ i_._ e___.-..•,_____ Hollow Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 1 4'-0" 1 4'-6" 5'-0" 1 5'-6" 1 6'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 7'-8" b 1 7-4- b I W-11" b 1 6'.7" b 9'-11" b 9'4" b 8'-10" b 8'4" b 1 7'.11" b 1 7'-7" b b 2" x 3" x 0.050"5E 12'4" b 11'-7" b 10'-11" b 10'4" b 9'-10" b 9'-5" b 8'-11" b 2 13'-7" b 12'-8" b 11'-11" b 11'4" b 1 10'-10" b 1 10'4" b b Snap Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 1 4'-0" 1 4'.6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" u..tae 10'-11" bl 10'-2" bl 9'-7" b 1 9'-1" b 8'-8" b 8' 4" b 1 7'-11" b 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. 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 puriins at 6% 8" o.c. center purlin and (2) purtins 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 'lIV' = 5'-0" = 10'-2" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 I OCOPYRIGHT 204 NOT TO BE REPRODUCED PAGE ODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I A ec7 I i SECTION 1 1 SCREENED ENCLOSURES Table 1.3 Allowable Post If Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 0 / sq. ft.' Hollow Sections Tributary Load Width 'W' = Upright Spacing 3'-0" 1 4'-0" 1 5'-0" 1 5'.0" 1 71-0" 1 8'-o" I 9'-0" Allowable Helght'H' / bending'b' or deflectlon'd' 2" x 2" x 0.044" 8'4" b 7'-3" b 6'-0" b 5'-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b 7'-11" b T-1" b 6'-5" b 5'-11" b 5'-7" b 5'-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b 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 T-2" b Self Mating Sections Tributary Load Width W' = URIUftt Spacing 3'- 0" 4'-0" 5'-0" 1 6'-0" 7%0" $'.0*' 1 9'-0" Allowable Holht 'H' / bendln deflection 'd' 2" x 4" x 0.044 x 0A00" 16'-11" b 14'-8" b 13'-l" b. 11'-11" b I V-1" b 10'-4" b 9'-9" b 20'-11" b 18'-1" b 16'-2" b 14'-9" b 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'-0" b 27'-3" b 24'-10" b 23'-0" b 21'-6" b I 20'A" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-0" b 26'-11" b 24'-11" b 23'-4" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25'-8" b 24'- '. b 2" x 10" x 0.092" x 0.369" 50'4" b 43'-7" b 38'-11" b 35'-7" b 1 32'-11" b 1 30'-10" b 29'-l" b Snap Sections Tributary Load Width W'= Upright Spacing 3'-0" 1 4'-0" 1 5'-0.,1 6'-0" 1 7'-0" 1 8'-0" 1 9'-0" Allowable Helght' H' / bending'b' or deflection'd' 2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b 7'-0" b 6'-0" b 6'-l" 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 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" b 8%11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b IT-3' b 16'-2" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b IT- 11" b For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.QdD" 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. 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. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (368) 787.4774 FAX: (386) 767-65N PAGE Q I © COPYRIGHT 2004 1 'SH NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. C 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 MPH or an applied load of 14 # / sq. It.' A. Sections As Horizontals Fastened To Posts With Cllos Hollow Sections Tributary Load Width 'W' 3'-6' 4'-0" 4'-6" 1 5'•0" 5'-6" 6'-0" 1 6'.8" Allowable Height W / bendin '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 1 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 5'-6" b 3" x 2" x 0.045" 7'-9" d 7'•5" d 77•1" d 6'-10" d 6'-7" b 6'-4" b 5.. t t" b 2" x 3" x O.D45" 9'4" b 8'•9" b 8'•3" b 7'-10" b 7'-5" b 7'.2" b 6'-9" b 2" x 4" x 0.050" 10'•3" b 9'•7" b 97•0" b 8'•7" b 8'•2" b 7'•t0" b 7'-5" o I Snap Sections I Allowable Heights 'H' I bending 'b' or deflection 'd' I z x 2 x 0.044 7.6 d 1 7•_ dl 6.1 t d '-8" b 1 6'4" b 1 6'-t" h I -;, Q" B. Sections As Horizontals Fastened To Posts Through Sirla Inln sr•raw a.,.ae" Hollow Sections u ary Load Width "'W'+ 3'•6' 4--0" f. 4'-6" 5'•0-- 5'-6" 6'-0" 6'-8" Allowa is 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 7'-9" b 7'-3" b 6'•10" b 6'-6" b 6'-2" b 5'-11" b 5'.7" o 8'•5" b 7.11" b b 7•1" b 6'-9" b 6'-5" b 6%v- b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8--2---b 7779" b 7 5" b 7' 1" 2" x 3" x 0.045" 10'-5" b 9'-9" b 9,-2., b 8'-9" b 8'-4" b 77-11" b 7'.7" b 2" x 4" x 0.050" 11'-6" b 70- 9" b 1071" b 9'-7" b 97•2" b 8'-9" b 8'-4" b Snap Sections Allowable Hei hts '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 7'•8" b 1 7'-4" b 1 7'.0" b 1 6'-8" b For allowable heights at wind, velocities other than 120 MPH, see conversion table to 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 Q 36" in height can be considered as residential guarorails provioee they are attached with min. (3) #10 x 1.1/2" S.M.S. into the screw bosses and do not exceed 8'-D" 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. COPYRIGHT 2004 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER, DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 321?1 TELEPHONE: (386) 767-AT7 FAX (356) 767.6556 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E 1 1-59 SCREENED ENCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing SECTION 1 Beam Size Upright Size Minimum Purlln, Girt Knee Brace Size" Deck Anchors Notes Minimum Number of Screws' Beam Stitching Screw 24" O.C. 08 x Y." 10 x %," I 012 x '/." 2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4 2" x 4" 2" x 4" 2" x 2" x 0.044" 2 II La Full Lap 8 6 6 4 4 10 x x 2" x V 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 Partial LaD 10 8 6 10 2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Parlialap 14 12 10 12 2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial Lap 16 14 12 914 2" x 9" 2" x 6" 2" x 3" x 0.045" 6 1 Partial La 18 16 14 914 2" x 9"" 2" x 7" 2" x 4" x 0.050" 1 8 Partial Lap 1 20 18 16 914 2" x 10" 2" x 8" 2" x 4" x 0.050" 10 Partial Lap 20 18 16 14 Screw Size Minimum Distance and Spec ng 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" 12 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 1-3/4" 2" x 10" x 0.092" x 0.369" 1 1/4" = 0.25" 318" 1 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 screwq is the same for each splice with 112 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. 12. For girt size use upright size (i.e. 2" x 6"). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0.044". Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T-6 Brace Length Extrusion Anchoring System 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 19.6) 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 I able 1.6 For Number And Size UI 5crews) 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. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 COPYRIGHT ZW4 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E 1-61 Herx * sissociates Inc. Land Surveyors 769 Douglas Avenue, Altamonte Springs, Florida. 32714 (407)788-8806 Member of the Florida Survoying and Mapping Socioly and Anlorican CongrOSS oil Suivoying and Mapping Map of Survey LINE BEARING DISTANCE L I N 89°59'43'E 50.00' L 2 5 89°59'43-W 50.00' LOT 69 LOT 66 LOT 67 w a FD I.R, L1 S , r 7 TjD IOT QINOCAP) _ 1O OCC, 7cov. IN 24.7O O PORCH p O O 15. 3' O O O 1979 YORKSHIRE • A d 0' SINGLE FAMILY RESIDENCE FIN. FL. ELEV:14.6 0 LOT 90 Ww LOT 92 qn W O O >~ O O e p J O aG. O'0, O O ;'. c 12. 7.o o O Z 21. 3' N o 0 0 0 V1 V1 ry 35. 00' SE TN : 4:..:... FD NGD NdD O.J. 0.4' O O C/ L \ EL:12.9 Ln N / r. c. r. - - - N 89'59'43 E Y 574, 0' - - P.c.v ' REFERENCEDBEARING CIL VENETIAN BAY CIRCLE CITY OF SANFORD (50 ' R/W) TRACT "F " PRIVATE ROADWAY ADDRESS: 257 VENETIAN BAY CIRCLE LEGAL DESCRPTION.' Lot 9 1. - V E N E T I A N BA Y Occordng to the plot thereof as recorded in Plot Book 63. - or poSe3- 84 - 68 of the Pubk Records of 5emnole County. Florida. SETBACKS: FL000 HAZARD DATA: The Parcel shown hereon uses within Flood Zone X. Front 25' Rear 2 occordng to the Fbod hsuronce Rote Mop Corrxnlnily Panel N 6er Side 5 • Corner 1F 5' 1202890 0 3 5 E. Do ed 0 4 11 7 1 5. Mynirnum Lot Width 50' City of Sanford Community Number 120294) Note. Beari+nngqs shownhereon are referenced to the C/L Fbod Zone deterinnotion was performed by grcphic plottn'g fromFlood hst ronce of VEWT14N BAY CIRCLE as being 5 69°5943-W. Rote s ovided b FEM4 No troll surve was er(aormed b th''s Firm to pr yY"9 P Y Verticd datum is hosed on NGVD per Engineering determine thisZone. The exact zone location con 4 be deiermoed by on elevation construction plans by Ned H i 11 e r Enyneernq. hcy shrdy. Weos#ww. np resPgnipUry fpr iniva (bo*j cWdlions co.cer," his porctrl Job N,T Iber 2001. General Notes: R t, Tnl. r# • oounoARr tiarvy p.rforrrrop n11he IhrlO on_ U L 0 S Z004 9 rr Legend No aortal, SUfftlCe o subsurface utility it stallalions, underground improvements or w Tempeary gynenmC1k 0? 9910 subsurface/aortal encroachment#, it any, wato /eg•to#, (dWined daturij D.R.D. official Records Book a': 91410119 ( let 3116WI) Ate 10 Ih@ @zldiio.ilirilinished'loundation surface or formboard. BOW Back of sidetealk Pe Plat Book 4. Elevations shown hereon, it any, are assumed and were *obtained from approved CIL Centerline PC ,Point or Curvature Construction plans provided by the Client unless ollierwise noted, and are shown a Central or (Delta) Angle PLC. Point of compound Curvature CALC Calculated P.C.P. Permanent control Poor Coonly todepicttheproposedoractualdifferenceinelevationrelativetotheassumedPG. Page temporary Benchmark shown hereon. Ghordord BeorAn9 P.R.M. Permanent Reference Monument p Property Line 5. Theparcelslhowrhereonissubjecttoalleasements, rose CD Chrvations, restrictions, andC.M. Concrete Monument Rights•ol-- way of record whe tier depicted or not on this document. No search of Ulu EL. or ELEV Elevation (Proposed) P.O.D. Point of Beginning Public Records has been made by this office. FINAL EL. Elevation (Measured) P.O.C. Point of Commencement 6. The legal description shown hereon is as furnished by client. Fo. Found P.J. Point or Intersection - Fin.Fl. Elev. Finished Floor Elevation PRC. Point or Reverse Curvature 7. Plattedandmeasureddistancesanddirectionsare (fie sante unless otherwise no(ed. I.P. Iron Pipe PT. Point of Tangency S. CopiesofthisSurveymaybemadefortheoriginaltransactiononly. I.R. lion Rod r RRadius e Denolos Wiron rod with yellow plastic cap marked L04937 or LS3102, or L Are Lenvll+ RAD Radial Line root rod with red plastic cap marked "Witness Carrier*, U111e55 O(herwi3o noted. LB Licensed Business RES. Residence O Denotes P.C.P. (Permanent control point) L S. Land Surveyor rtrW Right -of -Way Denotes Permanent Reference Monument Mea Measured TOM Temporary Bendnmark 2004 Herx d Associates Inc. AR rights reserve) wD(NaD) Nod and Disk TYR Typical Not Rodlol a /% Fence symbol (see drawing) K- K- Fe110 symbol (366 drawing) Certification: Not valid without the signature and the orlglnal raised seas of a Florida licensed Surveyor arid Marwer thil 4= 11I IIIM& (fit 110611111111 Of 1116 Fbidd M1111 u111 technical Dr # . n b y r Ail Standards as contained in Chapter 0IG 17.6 FlakJe Administrative Code. Ch 6! a 0 d bit Dr' CERTIFIED TO. Prepored'For: MORRISON JACOUES d RENEE AEBLI Job Number: 02-017.02 DEC. 0 6 2004 TOWN d COUNTRY Scale : 1'• 30' UNIVERSAL LAND TITLE. INC. Plot pion performed: 05-03-04 WrriantA.Herx,P.L.5.FloridaR sleredland5urveyorNo.3162 FIRST AMERICAN TITLE INSURANCE CO. Foundolion Survey: 07-08 04 Daras L. Prxemienieck( P. S.M. Registered Surveyor and Mapper No. 6030 Fine 1 Survey: i 1 I - 10. 04 Wiliam R. Herx, P.S.M. Registered Surveyor and Mapper No. 6092 Add C • r r i f i c n i o n s : 12 - 06 - 04 lerx sAssociatesInc.. State of Florida LB 4937 , ..