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HomeMy WebLinkAbout3107 S Park Ave (2)r�'{-,"'rrn,^:�'^.y,�..o...rr aE'rc...r A •.-:T... r.x;s ^c.m,._-�.:.... .... .. ..�... .._. ._._ Permit # SIL� Job Address: Description a Historic District: CITY OF SANF,GRD PERMIT I APPLICATION p RECEIVE® Date: l0^%J�^CSS nn T VC ''j_ 7 2009 Zoning: Value of Work: $ S6 3q, Permit Type: Building Electrical Mechanical Plumbing Electrical: New Service – # of AMPS Addition/Alteration Mechanical: Residential Non -Residential Replacement New Fire Sprinkler/Alarm Pool Change of Service Temporary Pole _ (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 k Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: 14 — 20- 30— 501'0000 —yq 30(Attach Proof of Ownership & Legal Description) Owners Name & Address: 6Pa4t %Yidl1 �O /f'el'l 3107 Ark 4 .5 SA,1470^4 32773 Phone: �"7– 3.3 OIC-/03iy Contractor Name &Address: Cer�tr /Um /hy%f'1 7a/ cor' I w y7/ 4Q01' J �% �r� --/` �=- --- 32:723 / / // C!� State License Number: ScC 05-6 75�f Phone & Fax: 407— -3 3 –6080 `I'Ay 3%3 "�j0/$ Contact Person: I /07 me -144"0 Phone: �__� 93 "�G Bonding Company: Address: Mortgage Lender: — --------- - Address: //�� ,,/ .-------.._ _.. __._._.. Architect/Engineer: lJ/'�1C� 61 -On � PH Phone: 3fd7 247 0774 Address: �© eo;o Zl 3�6 sotlf/t �L %'f- Z��l Fax: 3d�`7�%' s fd-.._..__._.— Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has comrnenced t,n... r c, I:he 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 YOUIw 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 pe it is verification that I will notify the owner of the property of the requirement Fl5'aLi Law, FS 713. cc �X i4 fS 0-/SnSignature ofOwn r/Agent Date Signa oactor/Agent Date 0 0 � 9 lit rLLrIT M onhol len M11h 0� -- a w c N Print Owner/Agent's Name C=) Print act r/Agent'XNae�gN ei c Signature of Notary -State of Florida Date Signature of No[ary- a Date W a °C E E Notary Public, State of Florida E Q m � U Owner/Agent is X Personally Known to Me or Contractor/Agent is ✓ Personally Knownp� y gQpm• exp. June 27, 2,007 Z � Produced ID _ Produced ID Comm. No. DD 214746 APPLICATION APPROVF..D BY: Bldg: [Of_ Z0111119:— _— --_ Utilities: _-_ FD: _ (Initial & Date) (Initial & Date) (Initial Date) (Ittitial & Data Special Conditions:S <i 001t ..----------- SE2I<'5d COUNTY CLERK' S ## E'�:r(��y ff+ 1 t� fcdR�o+►s wTvanLcxo�ce RJ�tl}Tl It1f 1%d.?tk15 ttt45t + Ft�t;f111i]II� ��S lt�.tlt1 PH NOTICE OF COMMENCEMEN 1Rll BY t holden 201 )M1 o 4 Fl, .32715 State of Florida County of Seminole Permit No Tax Folio No. (PID) The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the folling, information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal description of the property and street address) 310 7 s Per i- , Aef A")- '}.3 _50 aJh %)roc. c 2 n d ,odd tzr©h r&e ih_ /b ., S Tq d- 4o S'c: nt aw1c coul4e GENERAL DESCRIPTION OF IMPROVEMENT ent Q 1 23 X 3 -� OWNER INFORMATION Name and address jOf 'l %�lor'I fi�1/Ch 3iD7 h Al Interest in property (Fee Simple, Partnership, etc.) NAME AND ADDRESS OF FEE SIMPLE TITLE BOLDER (IF OTHER THAN OWNER) CONTRACTOR Name and address 6 e n -4-a .0 I /� I y m e� v �O /" Cv,^!7 �✓� 1 % r�� f J'" 2 'ri,�c� SURETY (Bonding Company) Name and address Amount of Bond LENDER Name and address tal 10 Persons within the State of Florida designated by Owner upon whom notice or other documents may be serveff as provided by Section 713.13(lxa)7., Florida Statutes: Name and address In addition to bmise Owner designates Of to receive a copy of the Lienor's Notice as provided in Section 713(l)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different a is specified. V /dox Signature of Owner SMS o F�oc�aa ��� E 1 Sworn to and subscribed bef In this —.L�-- Day of 20 My Commission Expires: No�a�y P m eXP • n 21 A146 Notary Public // My Gahm. The foregoing instrument was acknowledged before me this �L day of by L e—jj !./%�k (name of person acknowledged), who is personally known to me or who has produced ype of identification) as ineutification and :who did/did not take an oath Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 http://www.scpafl.org/pls/web/re—web.seminole county title?parcel=12203050100000431... 10/15/2005 -: : j� s? S+J 4d W 61 U) G DAVID JOHli6ON, CrA, ASA PROPERTY L7,475 S' APPRAISER �4" 0 SEMINOLE COUNTY FL. EMu DR 1101 E. FIRST ST SANFORD FL 3 277 1-1 468 407 - 665 - 7506 112 13 i a t y . 11 22 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 12-20-30-501-0000-0430 Number of Buildings: 1 Owner: MONHOLLEN GRANT Depreciated Bldg Value: $79,398 Mailing Address: 3107 S PARK AVE Depreciated EXFT Value: $7,910 City,State,ZipCode: SANFORD FL 32773 Land Value (Market): $24,475 Property Address: 3107 PARK AVE S SANFORD 32773 Land Value Ag: $0 Subdivision Name: SOUTH PINECREST 2ND ADD Just/Market Value: $111,783 Tax District: S1-SANFORD Assessed Value (SOH): $102,510 Exemptions: 00 -HOMESTEAD Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $77,510 Tax Estimator SALES 2005 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp Qualified Tax Value(without SOH): $1,755 WARRANTY DEED 07/2003 04934 1769 $100,000 Improved Yes 2005 Tax Bill Amount: $1,487 WARRANTY DEED 0611994 02783 1358 $55,000 Improved No Save Our Homes (SOH) Savings: $268 WARRANTY DEED 12/1993 02717 0681 $58,900 Improved No 2005 Taxable Value: $74,524 DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LEGAL DESCRIPTION LAND Land Assess Method Frontage Depth Land Units Unit Price Land Value PLATS:Pick.. FRONT FOOT & DEPTH 110 117 000 250.00 $24,475 LEG LOT 43 SOUTH PINECREST 2ND ADD PB 10 PG 89 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 1957 6 1,311 1,965 1,311 CONC BLOCK $79,398 $111,828 Appendage / Sgft OPEN PORCH FINISHED/ 190 Appendage / Sgft ENCLOSED PORCH UNFINISHED / 266 Appendage / Sgft UTILITY UNFINISHED/ 126 Appendage / Sgft OPEN PORCH FINISHED/ 72 EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New POOL GUNITE 1979 471 $3,768 $9,420 SCREEN ENCLOSURE 1979 1,626 $1,301 $3,252 WOOD UTILITY BLDG 1986 336 $806 $2,016 COOL DECK PATIO 1979 393 $550 $1,376 ALUM CARPORT W/SLAB 1992 255 $885 $1,658 FIREPLACE 1957 1 $600 $1,500 OTE: Assessed values shown are NOT certified values and therefor= are subject to change before being finalized for ad valorem tax purposes. " if ou recently purchased a homesteaded property your next ear's property tax will be based on JusWarket value http://www.scpafl.org/pls/web/re—web.seminole county title?parcel=12203050100000431... 10/15/2005 Central Aluminum SCREEN SERVICE 701 Cornwall - Sanford, Florida 32773 9M (407) 323-6010 - (386) 775-4751 License Numbers RX -0021055 and SC -C056754 5-'f /-f/ FOR o ALL ,5-1v ADDRESS 3/67G�- �� Sy3r Lx,y JOB# PORCHPOOL #DOORS COLOR SCREEN \ 3 8 CUSTOMER /ZO M a ax6 a ^c -x2- GUTTER &ACC. / 33 �3Z �s�y 3s ROOF ANGLE K/P COLOR X BRACING CABLE BENNETT ENGINEERING _, 3�- MW 4�P #06- hl, 5� > 9f -Z cgcr j ��� . of � r zxr hZ 14, 7(1- -e e-/ .2- It, �� Sy3r Lx,y /�3 3 .2/4 \ 3 8 2X I/ /ZO M a ax6 a ^c -x2- iG 33 14, 7(1- -e e-/ a3's „ (r� 2XZ I 2x Jz o .2/4 /32 �x y M ax6 a ^c a ,1, � y 33 �3Z �s�y 3s J-127- X3`5 W�Gc S �x6 a3's „ (r� 2XZ I 2x Jz o .2/4 /32 �x y M a3's „ (r� 2XZ 33g� 2x Jz o /32 �x y 34/ � a ^c a ,1, � y 33 �3Z �s�y 3s J-127- SCREENED ENCLOSURES SECTION 1 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) H ALTERNATE CABLE (SEE TABLE 1.3) 1" x 2" (TYP.) GRADE K -BRACING (OPTIONAL)CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES h RICER WALL WHERE WIRED ;LINS (TYP.) 30NAL ROOF BRACING SCHEMATIC SECTION 1) LE BRACING K -BRACING (OPTIONAL) -- GIRT (TYP.) SCREEN (TYP.) SW 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. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. '� -3 SECTION 1 I SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2"x4"OR 2" 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. _ _ _ _ _ _ _ _ � — 's OR CONTINUOUS SNAP SECTIONS OR 2"x 3"(4) SPLINE GROOVE SECTION ®® i r Cr 1"x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/2" ALTERNATE FLAT ROOF S.M.S. -- -- ------ I I SELECT FASTENER SIZE, ATTACH 2"x 2" PURLINS TO NUMBER AND PATTERN SELF MATING BEAMS W/ (2) (SEE TABLE 1.6 & 9.5A OR 9.56) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES o 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 C/V/L ENG/NEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE COPYRIGHT 2004 1-$ © NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. SECTION 1 I \. 1 450t 1 LENG OF KNEE BRACE HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. SEE SECTION 9 FO SCREENED ENCLOSURES G G COMPOSITE 2" x 3" EAVE RAIL I POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS ( R SCREW® SUPER OR SIZES) EACH SIDE TO'BEAM — EXTRUDED TO SUPER OR EXTRUDED ® GUTTER MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 294368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. J Lit _W Zai > BEAM - SCREEN ROOF rL g 0.050" H -CHANNEL W z OR GUSSETS w I \. 1 450t 1 LENG OF KNEE BRACE HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. SEE SECTION 9 FO SCREENED ENCLOSURES G G COMPOSITE 2" x 3" EAVE RAIL I POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS ( R SCREW® SUPER OR SIZES) EACH SIDE TO'BEAM — EXTRUDED TO SUPER OR EXTRUDED ® GUTTER MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 294368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES PANELS / ELEMENTS UNBRACED BY HOST STRUCTURE TO BE BRACED BY DIAGONALS IN PERIMETER PANELS (MIN.) ELEMENTS BRACED BY HOST Q STRUCTURE CONNECTION BEAMS AND / OR PURLINS SECTION 1 HOST STRUCTURE OELEMENTS BRACED BY DIAGONALS ALTERNATE BRACING -- — — PATTERN, CORNER BRACES STILL REQUIRED CABLE OR K -BRACING (IN WALLS) oU Z U J Co TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR K -BRACING CABLE OR (IN WALLS) K -BRACING (IN WALLS) EACH DIAGONAL TO BE 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) AT CORNERS (TYP.) (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/8" = V-0" 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 © COPYRIGHT 2004 TGEl NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. -39 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 CABLE DIAMETER TOTAL ALLOWABLE WALL AREA 3/32" 233 Sq. Ft. / PAIR OF CABLES q. Ft. / PAIR OF C * TOTAL WALL AREA = 100% OF FRONT WALL + 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 is 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE ** 3/32" 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: 1. 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, RE: FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-65W PAGE © COPYRIGHT 2004 1-40 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. @7 SCREENED ENCLOSURES SECTION 1 - (5)#10 S.M.S.(MIN.) - 1/8" x 1-1/2" x 8" FLAT BAR 0.125" PLATE OUT ON - 450 ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING _ MEMBER TYPICAL CABLE CONNECTIONS AT COR \ A / ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER ®� WASHER EACH SIDE OF / FRAME MEMBER ER - DETAIL EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B #10 x 3/4" S.M.S. EACH SIDE MIN. (2) CLAMPS REQUIRED FOR CABLES Fh (TYP.) ra. � 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 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE . NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-41 SCREENED ENCLOSURES SECTION 1 2" x 2" x 0.125" ANGLE STAINLESS STEEL CABLE 2-1/4" x 1-1/2" CONCRETE ANCHORS (MIN.) CABLE CLAMP (SEE TABLE) �yd NOTE: til/N MIN. 3-3/4" SEE PAGE 1-41 FOR NUMBER ` 61 (4" NOMINAL) OF CABLES REQUIRED SLAB DISTANCE FROM EDGE OF SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 213 SCALE: 3" = 1'-0" 5-1/2" (6" NOMINAL) C SLAB (MIN.) \ \ 5d (MIN.) u S 5d (MIN.) �J I 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. 2500 P.S.I. CONCRETE 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: 3" = 1'-0" 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 COPYRIGHT2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-43 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 WELDED WIRE MESH OR FIBER MESH CONCRETE SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. DE WALL POST TO PLATE TO CONCRETE D 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"x211,2"z3"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 SIDE WALL 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 T 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. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE © A COPYRIGHT 2004 1-48 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREENED ENCLOSURES SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES d ° d NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 L6. (MAX) L 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 TO OUTSIDE EDGE OF SLAB BOLT 0 ' 5d DISTANCE 3/8" 1-7/8" 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) 767-4774 FAX: (386) 767-6556 I PAGE 1'5 0 O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 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 S.M.S. (SEE SCHEDULE NEXT PAGE) ° G d ' CONCRETE ANCHOR <. a (SEE SCHEDULE NEXT PAGE) d NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN 2" 5d CONNECTION (MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES d ° d NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 L6. (MAX) L 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 TO OUTSIDE EDGE OF SLAB BOLT 0 ' 5d DISTANCE 3/8" 1-7/8" 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) 767-4774 FAX: (386) 767-6556 I PAGE 1'5 0 O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. x SCREENED ENCLOSURES SECTION1 Secondary Anchor Schedule Notes: 1.. See Section 9 for additional anchor information. 2. Secondary anchor schedule applies to side walls with uprights that are 2" x 5" and larger. 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 © DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS CONCRETE'DECK EDGE 1-51 2" x 2" PRIMARY ANGLE SCREEN VARIES 5d (MIN.)* — — — — 2-1/2" (MIN.) — — SECONDARY 2" x 2" x 0.063" — — BOLT 0 ' 5d DISTANCE o ANGLE (SEE SECONDARY 1/4" 1-1/4" 1 ® ® ANGLE ANCHOR SCHEDULE 3/8" 1-7/8" AND SECTION 9) 1" x 2" O.B. BASE PLATE (TYP.) CONCRETE ANCHORS INTO 1 ® ® PRIMARY AND SECONDARY ANGLES #10 x 3/4" S.M.S. (TYP.) 2 " x S.M.B. COLUMN S.M.S. STITCHING SCREWS @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) TOP VIEW POST TO DECK DETAIL SCALE: 3" = 1'-0" i Secondary Anchor Schedule Notes: 1.. See Section 9 for additional anchor information. 2. Secondary anchor schedule applies to side walls with uprights that are 2" x 5" and larger. 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 © COPYRIGHT2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-51 BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = V-0" 2 #3 BAR CONT. OR 2'-0" MIN. 3-1/2" (TYP. 1) #5 BAR CONT. ° a BEFORE SLOPE ALL SLABS) - co AN 13 TYPE I FLAT SLOPE / NO FOOTING TYPE II TYPE III MODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2" / 12" 2" / 12" - 1'-10" Notes for all- ndat' peS: 1'-10" 1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds 32 ft., then a Type II footing is required under the load bearing wall only unless the side wall exceeds 16 ft. in height or the enclosure is in a "C" exposure catagory in which case a Type II footing is required for all walls. 2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified, using a pocket penetrometer, field soil test, or by a soil testing lab, to be above 1,500 PSF prior to placing the slab. 1 #5 BAR CONT. 3� #3 BAR CONT. OR 3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement of concrete. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceI" e3T/A (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. 5. If local building codes require a minimum footing, use Type II footing or footing sections required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4" = 1'-0" 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 @ COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. PAGE 1-55 SCREENED ENCLOSURES SECTION 1 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND F ALUMINUM FRAME SCREEN ROWLOCK INTO FIRST WALL COURSE OF BRICKS CAP BRICK ALTERNATE CONNECTION OF BRICK KNEEWALL TYPE'S' SCREENED ENCLOSURE FOR MORTAR REQUIRED FOR BRICK OR OTHER NON- LOAD SEARING BRICK WALL STRUCTURAL KNEE WALL iD 1" WIDE x 0.063" THICK STRAP 4" (NOMINAL) PATIO @ EACH POST FROM POST TO f CONCRETE SLAB (SEE NOTES FOOTING W/ (2) #10 x 3/4" V CONCERNING FIBER MESH) S.M.S. STRAP TO POST AND a (1) 1/4" x 1-3/4" CONCRETE a ANCHOR TO SLAB OR (3) #30 BARS OR (1) FOOTING ` #50 BAR W/ 2-1/2". COVER (TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = V-0" 2 #3 BAR CONT. OR 2'-0" MIN. 3-1/2" (TYP. 1) #5 BAR CONT. ° a BEFORE SLOPE ALL SLABS) - co AN 13 TYPE I FLAT SLOPE / NO FOOTING TYPE II TYPE III MODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2" / 12" 2" / 12" - 1'-10" Notes for all- ndat' peS: 1'-10" 1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds 32 ft., then a Type II footing is required under the load bearing wall only unless the side wall exceeds 16 ft. in height or the enclosure is in a "C" exposure catagory in which case a Type II footing is required for all walls. 2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified, using a pocket penetrometer, field soil test, or by a soil testing lab, to be above 1,500 PSF prior to placing the slab. 1 #5 BAR CONT. 3� #3 BAR CONT. OR 3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement of concrete. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceI" e3T/A (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. 5. If local building codes require a minimum footing, use Type II footing or footing sections required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4" = 1'-0" 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 @ COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. PAGE 1-55 SECTION 1 1 . . SCREENED ENCLOSURES Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30"-30'-00" North IJacksnnvIIIa FI 1 Hollow Sections Tributary Load Width W'= Beam Spacing Tributary Load Width 'W' = Beam Spacing 3'-0" 44" 5'-0"1 6'7 7'-0" 1 8'-0" 1 9'-0" 3'-0" 4'-0"' Allowable Span 'L' / bending 'b' or deflection 'd' 5'-0" 6'-0" T-0" 2" x 2" x 0.044" 2" x 2';70-.055- 9'-10" 10'-9" 1 13'-4" 14'-8" b 8'-7" b 9' 4" b 11'-7" b 12'-8" b 1 7'-8" b 6'-11" b 6'-6" b 6'=1" b8' 4" b 7'-7" b 7'-1" b 6'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b 11'4" b 10'-4" b 9'-7" b 8'-11" b 1 5'-8" b 1 6'-3" b 1 7'-8" b 8'-5" b b b b 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. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Pudin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center 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. 7. Spans may be Interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W'= 5'-0" = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 61VIL ENGINEER - DEVELOPMENT CONSULTANT. P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (368) 767-6556 PAGE C © COPYRIGHT 2004 1-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. Tributary Load Width W'= Beam Spacing Tributary Load Width 'W' = Beam Spacing Self Mating Sections 3'-0" 4'-0"' 4'-0" 5'-0" 6'-0" T-0" 8'-0" 91-0" 2" x 2" x 0.044" Allowable Span 'L'/ bending V or deflection `d' 2" x 4" x 0.044 x 0.100" 19'-11" b 1 17'-4 b 7 15'-6" b 14'-2" b 1 13'-1" b 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" " 24'-9" b 21'-5" b 19'-2" b0-9":�H21'-V' '-2" b 15'-2" b 14'-3" b x ti" x 0.0' 0" x 0.12 28'-7" b 24'-9" b 22'-2" b'-9" b 17'-6" b 16'-6" b 2 x x-0.0 20" 32'-3" b 27'-11" b 24'-11" b b 19'-9" b. 18'-7" b 2" x 7" x 0.055" w/ insert 42'-10" b 37'-1" b 33'-2" b 307-4" b 28'-1" b 26'-3" b 24'4" 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 1 39'-1" b 34'-11" b 31'-11" b 29'-6" b 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49' 6" b 1"b38'-4" b 35'-0" b 32'-5" b 30'-4" b 28'-7" 2"x 10" x 0.092" x 0.369" 59' 6" b !24-1 1'-7" b 46'-1" b 42'-1" b 38'-11" b 36'-5" b b 34' 4" b 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. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Pudin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center 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. 7. Spans may be Interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W'= 5'-0" = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 61VIL ENGINEER - DEVELOPMENT CONSULTANT. P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (368) 767-6556 PAGE C © COPYRIGHT 2004 1-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. Tributary Load Width W'= Beam Spacing Snap Sections 3'-0-' 4'-0"' 1 5'-0" 1 6'-0" 7'-0' 1 8'-0" 9--0,- Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b 7'-8" b 7'-2" b 2" x 3" x 0.045" 15'-1" b 13'-1" b 11'-8" b 10'-8" b 9'-10" b 9'-3" 6'-9" b 8'4" b 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 Alntn• 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. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Pudin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center 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. 7. Spans may be Interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W'= 5'-0" = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 61VIL ENGINEER - DEVELOPMENT CONSULTANT. P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (368) 767-6556 PAGE C © COPYRIGHT 2004 1-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 Table 1.2 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 Clins Hollow Sections 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" x 4" x 0.050" Snap Sections 2" x 2" x 0.044- 2" x 3" x 0.045" 2" x 4•• x 0.045" 6'-8.. b b b d 6'-11" d b 8'-0" b b 8'-9" b i ributary Load Width W'= Purlin Spacing 3'-6" 4'-0 4'-6' Stn^ c. 6--0" ,allowable Span V/ bending 'b' or deflection 'd' 8'-5" d 8'-1"4dTl""� T-9d T 6" d T-3" d T-0" d 0d 10'-4" d 9'-11" b 9'-6" b 14'-8" d 14'-0" d 12'-9" b 12'-2" b 11'-8" b B. Sections Fastened Through Beam Webs Into Screw Bosses Tributary Load Width 'W = Purlin Spacing 3._6.1 4.-0.. 4.-6.. 5._0..5._�.. 6. 0.. 3'-6" Allowable Span V/ bending 'b' or deflection 'd' T-8" d 7'-4" d 7'-0" d 6'-9" d 6'-6" b 6'-3" 8'-1" d T-9" d T-5" d T-2" d 6'-11" d 6'-9" 8'-8" d 8'-3" d 7-11" d 7-8" d d 10'-9" d 10'-3" d 9'-9" b 9'-3" b 8'-10" b 8'-5" 12'-2" b 11' 4" b 10'-8" b 10'-2" b 9'-8" b 6'-8.. b b b d 6'-11" d b 8'-0" b b 8'-9" b i ributary Load Width W'= Purlin Spacing 3'-6" 4'-0 4'-6' Stn^ c. 6--0" ,allowable Span V/ bending 'b' or deflection 'd' 8'-5" d 8'-1"4dTl""� T-9d T 6" d T-3" d T-0" d 0d 10'-4" d 9'-11" b 9'-6" b 14'-8" d 14'-0" d 12'-9" b 12'-2" b 11'-8" b B. Sections Fastened Through Beam Webs Into Screw Bosses 6'-0" 6'-8" 6'-9" d 9'-0" b 11'-1" b 6'-8" _-7" Tributary Load Width `W'= Purlin Spa Hollow Sections 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 92" Allowable Span 'L' / bending 'bor deflec x 2" x 0.044': 9'-2" b 8'-7" b 8'-1" b 7'-8" 7' b 4" b 5.. 9'-11" b 9,-4„ b 8' 10" b 8'-4" b T-11" b 2" x 3" x 0.050" 12'-4" b 11'-7" b 10'-11" b 10'-4" b 9'-10" b 2" x 4" x 0.050" 13'-7" b 12'-8" b 11'-11" b 11' 4" b 10'-10" b 6'-0" 6'-8" 6'-9" d 9'-0" b 11'-1" b 6'-8" tributary Load Width W'= Purlin Spacing Snap Sections 3.-0..11 4'-0" q'.g•• S'_0.. 5._6.. 6. .. Allowable Span 'L' / bending 'b' or deflection 'd- 2" x 2'• x 0.044'• 10' 10'-1" b 8'-8" b 8' 4" b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 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 (48'41) 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. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-57 _-7" b T-3" b b 8'-11" b 10'-4" b 9'-10" b tributary Load Width W'= Purlin Spacing Snap Sections 3.-0..11 4'-0" q'.g•• S'_0.. 5._6.. 6. .. Allowable Span 'L' / bending 'b' or deflection 'd- 2" x 2'• x 0.044'• 10' 10'-1" b 8'-8" b 8' 4" b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 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 (48'41) 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. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-57 SECTION 1 SCREENED ENCLOSURES Table 1.3 Allowable Post / 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 aoolied lead of 1A d I an ft + Hollow Sections Tributary Load Width W'= Upright Spacing tributary Load Width W'= Upright Spacing 3'-0" 4'-0" 1 5'-0"1 6'-0" 1 7'-0" 1 8' 3'-0" Self Mating Sections Allowable Height'H' / bending .'b' or deflection'd' 4'-0" 5'-0„ 2" x 2" x 0.044" 2" x 2" x0.055" 2" x 3" x 0.045" 2" x 4" x 0.050" 8'4" 9'-1" 11'-3" 12'-5" b 7'-3" b 6' 6" b 5'-11" b 5'-6" b 5'-1" b 7'-11" b 7'-1" b 6'-5" b 5'-11" b 5'-7" b 9'-9" b 8'-9" b 7'-11" b 7'-5" b 6'-11" b 10'-9" b 9'-7" b 8'-9" 4 8'-1" b 7' 7" b 4'-10" b 5'-3" b b b b , i rioutary Load Width 9N'= Upright Spacing tributary Load Width W'= Upright Spacing Snap Sections 3'-0" Self Mating Sections X-0" 4'-0" 5'-0„ Allowable Height'H' / bending 'b' or deflection 'd- 2" x 2" x 0.044" 9'•11" Allowable Heightending 'b' or deflection 'd' b 2" x 3" x 0.045" 12'-9" 2" x 4" x 0.044 x 0.100' 16'-11" b 14'-8" b 13'-1" 11'-1" b 10'-t" 6 Rlb 2" x s' x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b;- " 13'-8" lb b 12'-10" b 9'-9" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" " 15-10" b 14`-10" 12'-1" 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,, b 13'-11" b 2" x 7" x 0.055" w/ insert 36'4" b 31'-4" b 28'-1" b 25'-7" b23'-9" b 22'-2" 15'-9" `20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b b 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 21'-6" b 20'4" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 327-5" b 29'-7" 6 -F77--5--b 23'-4" b 22'-0" b 2" x 10" x 0.092" x 0.369" 50'4" b 43'-7" b 38'-11" b I 35'-7" 25'-8" b 24'-2" b b 32`-11" b 30'-10" b 29'-1" b , for tables at the beginning of this section and example below. -1v 1~ "" the speciTication page 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. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4T74 FAX: (386) 767-6558 PAGE © COPYRIGHT 2004 1-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. i rioutary Load Width 9N'= Upright Spacing Snap Sections 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" Allowable Height'H' / bending 'b' or deflection 'd- 2" x 2" x 0.044" 9'•11" b 8'-7" b T 8" b T-0" b•a8'-4"b 5'-9" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10"90"b7' 4" 2" x 4" x 0.045" 15'-7" b 13'-6" b 12'-1" b 11'-0" b8'-11" Rlb b b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5"b 18'-8" b15'-3" b 2" x 7" x0.062" 29'-5" b 25'-5" b 22-9" b 20'-9" b 11-16'-11" b *For allowable helahts at wind valnrlfie. for tables at the beginning of this section and example below. -1v 1~ "" the speciTication page 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. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4T74 FAX: (386) 767-6558 PAGE © COPYRIGHT 2004 1-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. i 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_ Seefinns A. ;4-1 nnf.l. C --4---A r_ n__._ - –....,. ���•'�"� Aliowable Heights 'H' / bendin 'b' or deflection 'd' z" x 2" x 0.044"1 T-6" d 1 T-2" d I 6'-11" d 1 6'-8" b 1 6'-4" b 6'-.' � ' B. Sections As Horizontals Fastened To Posts Through Side Into Screw Bosses Tributary Load Width'W' Hollow Sections 3'-6' 4'-0" ---Allowable Heights 'H' ;2" x 2" x 0. 44 --ebflection d 2 x x 055 11b 5' b 5'-7" I 3" x 2" x 0.045" 6'-5" b '-1" 1 b 7'-5" b 7'-1" b 6'-8" 1 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9 b 8'-4"- b 7'-11" b 7'-7" t 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" t Snap Sections Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b I 7'-8" b 7'-4" b 7'-0" b 6'-8" t For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specifications for tables page at the beginning of this section and example below. Notes: -- 1. Thicknesses shown are "nominal" industry standard tolerances. No wail 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. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. '� �Sg Hollow Sections x 2" x 0.044" x 2" x 0.055" x 2" x 0.045" x 4"x 0.050" 3'-6' 6'-10"d 7'-3" T-9" 10'-3" Tributary Load Width'W' Heights 'H'/ bendin 'b' or defl2" 6' G" b 6'-"b5'-9" b 5'-6"b5' 4'-0" 4'-6" 5'-0" 5'-6"MbT d 6'-11" d 6'-8" b 6'-4"b 6'-0"b5'-6" d 7'-5"d T -1"d 6'-10" d6' -7"b'-11" 8'-9" b 8'-3"b T-10"b5"b6'-9" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b 6'-8"Allowable 0" '-5" b2" b3" b04 b2" b –....,. ���•'�"� Aliowable Heights 'H' / bendin 'b' or deflection 'd' z" x 2" x 0.044"1 T-6" d 1 T-2" d I 6'-11" d 1 6'-8" b 1 6'-4" b 6'-.' � ' B. Sections As Horizontals Fastened To Posts Through Side Into Screw Bosses Tributary Load Width'W' Hollow Sections 3'-6' 4'-0" ---Allowable Heights 'H' ;2" x 2" x 0. 44 --ebflection d 2 x x 055 11b 5' b 5'-7" I 3" x 2" x 0.045" 6'-5" b '-1" 1 b 7'-5" b 7'-1" b 6'-8" 1 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9 b 8'-4"- b 7'-11" b 7'-7" t 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" t Snap Sections Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b I 7'-8" b 7'-4" b 7'-0" b 6'-8" t For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specifications for tables page at the beginning of this section and example below. Notes: -- 1. Thicknesses shown are "nominal" industry standard tolerances. No wail 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. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. '� �Sg h 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 Beam Size Upright Minimum Purlin, Girt Deck NotesMinimum Number of Screws' Size 8 Knee Brace Size" Anchors #8 x'/3" #10 Beam Stitching 2"x 3" 2" x 3" 2" x 2" x 0.044" 2. Full La x'/:" #12 x V Screw @ 24" O.C. 2.,xq" 2..x3.. 2" x 2" x 0.044" 2 Full Lap g g 4 4 2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full La 8 g 4 #8 2" x 5" . 2"x 3" 2" x 2" x 0.044" 2 Full La 8 6 4 #10 2 x 6" 2"x6" ., x 3., 2° x 044" 4 Full La 10 6 4 g #8 ' 2'x 2"x2"x0. 4 � � -Partial La 10 6 � #10 x 7" 2" x 4" 2" x 2" x 0.044" 4 Partial La 1 q ,, 6 #10 2"x 8" 2"x 5" 2" x 3" x 0.044" 6 Partial La 18 12 10 #12 2" x 9" 2" x 6" 2" x 3" x 0.045" 6 Partial La 18 14 12 #14 2" x 2" x 7" 2" x 4" x 0.050" 8 Partial La 20 16 14 #14 2" x 10" 2" x 8" 2" x 4" x 0.050" 10 Partial La 20 18 16 #14 Screw Size16 Minimum Distance and Spacin of Screws 18 #14 Edge To Centerne Gusset Plate Thick ss #8 Center To Center 5/16" Beam Size Thickness #10 5/8" 3/8" 2" x 7" x 0.055" x 0.120" 1/16" = 0.063" #12 1/2" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" #14 or 1/4" 3 1 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" /4" 1-1/2" 2" x 9" x 0.082" x0..306" 1/8" = 0.125" 5/16" 7/8" 3/8"1" 1-3/4" 2" x 10" x 0.092" x 0.369" 1/4" = 0.25" 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. 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 ro a -u- 2" x 3" x 0.04 ' J"" 2" H -Channel With 3 #10 x 1/2" To 4'-6" ,2 x x 0.044" x 0.12" 2" ne 1 (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. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767.6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 1-61 BOUNDARY SURVEY PROPERTY DESCRIPTION (AS PROVIDED BY CLIENT): LOT 43, SOUTH PINECREST SECOND ADDITION, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10, PAGES 89 AND 90, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. LOT 44 FOUND 3' ROUND C.M. a - 90.00'00" L - 31.42' R - 20.00 3UROUND C.M N90'00'00'W 9(� 0.00' WOODLAND_ DRIVE I 0.5' S90'00'00*E 110.00' I FOUND 3' ROUND C.M. ON o = RADIAL C. 8. WALL - RESIDENCE �I -a e 1� 14, V WF LOT 42 LOT 43 5100P J 1 - CENTRAL ANGLE S of q? SCREENED O. CONC DECK 'q WITH POOL W Q ARC LENGTH N O. COV. D � -264" - CHORD BEARING SCREENED CONC Z COV. AREA 0 LS. = LAND SURVEYOR COV. - COVERED ,� 1• POOL PUM Q ENTRANCE �'�• FOUND 3' ROUND CONCRETE MONUMENT SINGLE Y w S DRIVE `yo �`° FAMILY ASC RES Q/ 1 o WPP WOOD POWER POLE -It. #3107 v T^Q = DESCRIPTION CONC WALK CONC. POWER POLE 17 Z P = PLAT A/C vi I —O = CENTERLINE PRM = PERMANENT REFERENCE FOUND 3' ROUND C.M. a - 90.00'00" L - 31.42' R - 20.00 3UROUND C.M N90'00'00'W 9(� 0.00' WOODLAND_ DRIVE cr— _ _ FOUND 3" ROUND C.N. i 0.5' FOUND ON 3' ROUND C.M. OM = RADIAL C. 8. WALL - RESIDENCE LEGEND: •.5' r 14, V WF LOT 42 GARAGE 3: - CENTRAL ANGLE S 14.r •—.21.0 . ro ON o ARC LENGTH N aoNc DRIVE CH.BRG. cr— _ _ FOUND 3" ROUND C.N. NR - NOT RADIAL RAD = RADIAL RES. - RESIDENCE LEGEND: R - RADIUS U.R. - UTILITY ROOM A - CENTRAL ANGLE CONC. = CONCRETE L ARC LENGTH C. B. CONCRETE BLOCK = CONCRETE CH.BRG. - CHORD BEARING W.F. - WOOD FRAME = SET 1/2 REBAR & CAP PSM M 7020 LS. = LAND SURVEYOR COV. - COVERED FOUND PROPERTY CORNER LB. = LAND SURVEYING BUSINESS ENT. ENTRANCE O FOUND 3' ROUND CONCRETE MONUMENT M = MEASURED WM. = WATER METER �Q = WELL C - CALCULATED WPP WOOD POWER POLE `tJ�r GAS METER D = DESCRIPTION CPP CONC. POWER POLE 17 FIRE HYDRANT P = PLAT A/C - AIR CONDITIONER —O = CENTERLINE PRM = PERMANENT REFERENCE MONUMENT R/W RIGHT OF WAY — BSL _ _ BUILDING SETBACK LINE PC = POINT OF CURVATURE 1. R. IRON ROD — = BARBED WIRE FENCE POB = POINT OF BEGINNING I.P = IRON PIPE SCALE:—x—x—x—x– WOOD FENCE PT = POINT Of TANGENT C. M. = CONCRETE MONUMENT —n—n—n—n-