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HomeMy WebLinkAbout202 Magnolia Park TrlCITY OF SANFORD PERMIT APPLICATION Date: v2 -g - 0 4 RECEIVEDPermit # :y Y ,-_ Job Address: r}O, Description of Work: Historic District: Zoning: Value of Work: $ " y/ Po Permit Type: Building -1-- Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool 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 Plumbing/New Residential: # of Water Closets Plumbing Repair - Residential or Commercial _ Occupancy Type: Residential -I— Commercial Industrial Total Square Footage: 6 1A 0 2006 Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel - ,9'0-31 - 5o7 - DOD O'-rOa?o VOwnersName & Address: /y) / /0 i C 't 1 O /C f Contractor Name & Address: u e5 1 kam4WovdL FZ ?a-7. 6 Phone & Fax: `1' VII Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: Contact Person: J e Attach Proof of Ownership d o520a Pla-Ino//2 Phone: License Number: eb C Phone: Fax: Description) 4 TTI. lj-l(4 107- 9y-?- Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. MCC of is v that I will notify the owner of the property of the tequiremeats of Florida /71yatii y • h o i c $ Signature of Owner/Agent Date Signatur[e on r Date42VAyGGN o .N Print Owner/Age 's Name Print Contractor/ ent's Name v d o X o w r .n ZoMw Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date Ow yo_. r, 0 d Rj fo C N T o OwpWAgent is Personally Known to Me or Contractor/Agent is '/Personally Known to Me or g o op •` Produced IDIf 1 v c rt r Gr N S r _ Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: Initial & Date) (lmtial & Da e) (Initial & Date) (Initial & Date) Special Conditions: 19 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 t 46 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 18-20-31-507-0000-0270 Number of Buildings: 1 Owner: KOPANJA MILOJE & VIOLETA Depreciated Bldg Value: $144,550 Mailing Address: 202 MAGNOLIA PARK TRL Depreciated EXFT Value: $0 City,State,ZipCode: SANFORD FL 32773 Land Value (Market): $31,000 Property Address: 202 MAGNOLIA PARK TRL SANFORD 32771 Land Value Ag: $0 Subdivision Name: MAGNOLIA PARK 175,550 Tax District: S1-SANFORD Assessed Value (SOH): $175,550 Exemptions: 00-HOMESTEAD Exempt Value: $25,000 Dor: 01-SINGLE FAMILY Taxable Value: $150,550 2005 VALUE SUMMARY SALES Tax Value(without SOH): $3,019 Deed Date Book Page Amount Vaclimp Qualified 3,019 SPECIAL 06/2004 $178,400Improved Yes WARRANTY DEED 0 WARRANTY DEED 12/2003 $189,000 Vacant No 2005 Taxable Value: $151,280 DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value LOT 0 0 1.000 31,000.00 $31,000 LOT 27 MAGNOLIA PARK PB 63 PGS 54 - 59 BUILDING INFORMATION Bid Value Year Base Gross Living Est. Cost Bid Type Fixtures Et Wall Bid Val Num Bit SF SF SF New 1 SINGLE 2004 12 2,179 2,785 2,179 CB/STUCCO $144,550 $146,010 FAMILY FINISH Appendage / Sgft SCREEN PORCH FINISHED / 156 Appendage I Sqft OPEN PORCH FINISHED / 34 Appendage / Sgft GARAGE FINISHED / 416 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www. scpafl.org/pls/web/re_web. seminole_county_title?PARCEL=182031507000002... 2/ 1 /2006 31 POWER OF ATTORNEY Date: I hereby name and appoint David Rcmanowski of Design Pro Screens To be my lawful attorney in fact to act for me and apply to the Building Department fora d0/ &I1 cl6SGc.r permit for work .to be performed at a Location described as: 1411-5-G Section . Township _ . Range , Lot '% , Block Subdivision (Q43 vl oha ?2j'A- Oo'2 4-2 Fri. address er or property and sign my name and do all things necessary to this Jeff Cheffer / or print and signature name job) y fu fig ?a rlr 11R. ,Sa n .,6 F-- .;? 73 The foregoing instrument was acknowledge before we this o2 / By Jeff Cheffer Who is personally known to metwho produced _ (personally known) As identij;cation and who did not take oath. State of Florida, County of Seminole Commission My Commission Expires: KIMBERLY L. BORTELL Notary Pubic, State of Roddy My Commission Uphs Oct 16, 2009 Commission # DD458099 1/00 111111111i111111101111111II11111III1111.11111111ill itIII IAM Parcel Identification Number /rf-:%D •'3/ - 5o _ 0 opo -- L 7o Prepared by: David Romanowski 1287 S Oleander Street Return to: Longwood, FL 32750 Design Pro Screens 655 Wilma Street Longwood, FL . 30 7 Sv NOTICE OF COMMENCEMENT IRYANNE MURSE, CLERK OF CIRCUIT COURT - MINGLE COUNTY 06104 pg 0450; O pg) LE RK' S #t 2006017090. CORDED 02/ 01/2006 11:35: CGRDINS FEES 10.09\, CEO MO CORDED BY D Tht MpR PNC R''V F State of Florida S c`%V. County of r 1 W o fr o Pv n CC V The undersigned hereby gives notice that improvements) will be made to certain real property, and Inaccordancewith Chapter 713, Florida Statutes, the following Information Is provided in this Notice of Commencement. 1 T. Description of property (legal description of the property, and street address If available) X 7 /Y1 b 3 />G-S 2. General description of Improvement(s) Pool r) C vSIk-fe 3. Owner information Narne/>11 , /o; e ¢- j; 9P rZ0 j a Telephone Number yo7 339' io `0 Address itctr ol icyr/_ Trf Fax •Number 77 Interest In Property: `I ton ei Soot+ore • j9 4. Fee Simple Title Holder (if other than owner shown above) Name Telephone Number Address Fax Number 5. Contractor Name Design Pro Screens Telephone Number 407- 94.7- 4599 Address 655 Wilma Street Fax Number 407-339=0205 Longwood, FL 32750 6. Surety (if any). Name Address. Lender (if any) Name Address XP. Telephone Number Fax Number Amount of bond $ Telephone Number Fax Number 8. Persons within the State of Florida designated by - Owner upon whom notices or other documents may be served as provided by 713,13(1•)(a)7, Florida Statutes. Name Telephone Number. AddresslFax Number 9. In addition to himself or herself, Owner designates the following to receive a copy of the Llenors Notice. as provided in 71.3.13.(1)(b), Florida. Statutes. Name Telephone Number Address Fax Number 10. Expiration date of notice of.comrriencembrit ( the expiration date is one year from the date of recording unle$s different date is specified): Date Signed Signature bf Owner (H&.' per 713.13(1) 0, "owner must sign.., and no one else may be permitted to sign In his or her stead. - Sworn to and subscribed beforeeme his S day of20 n= by f IO L f who Is personally known tome OR t/ produced as identification. SEAL Notary Public State of Florida ReVIsed 5124/04 David Romanowski My Commission DD405947 or a Expires 03/10/2009 v xN ,i PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 27, MAGNOLIA PARK AS RECORDED IN PLAT BOOK 63, PAGES 54-59, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA PC NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CENTERLINE OF CITY OF SANFORD CODE CHAPTER 6. SEC. 6-7(A). RIGHT OF WAY 30' g h i q GRAPHIC .SCALE 0 15 30 Ikc A 11 J4V Hays'""w, o LOT 26 O 6'45'08„ o o R-600.00' L= 60, 2 4, CB-N23'04'23"E A/ C-60.21' S6 RD 40, cf >• K at l ?' 1 Qp 4.7 i ! 00 ". h s D o cam. ,, D. LOT 28 v yb K v CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: D.H.I. TITLE OF FLORIDA, INC, r , FIDELITY NATIONAL TITLE INSURANCE CO. OF PENNSYLVANIA j MILOEJE KOPANJA AND VIOLETA KOPANJA HI MORTGAGE COMPANY, LTD, ' 10-FE: ALL DIRECTIONS AND DISTANCES HAVE EN FIELD VERIFIED AND ANY CONSISTENCIES HAVE PEEN NOTED ON THE JRVEY, IF ANY. PROPERTY CORNERS SHOWN HEREON WERE T/FOUND ON 06-19-04 UNLESS OTHERWISE I O WN. THE SURVEYOR HAS NOT A9STRACTED THE ND SHOWN HEREON FOR EASEMENTS, RIGHT OF AY, RESTRICTIONS OF RECORD WHICH MAY FEC T THE TITLE OR USE OF THE LAND. NO UNDERGROUND IMPROVEMENTS HAVE BEEN CATED EXCEPT AS SHOWN. NOT VALID WITHOUT THE SIGNATURE AND THE i1GINAL RAISED SEAL OF A FLORIDA LICENSED JRVEYOR AND MAPPER, t20989 00.3 E DATED a/17 96AND rOUNO E SUBJECT PROPERTY APP(A S TO UE IN HE A. AREA WITHIN 100 YEAR FLOOD PLAIN E SURVEYOR MAKES NO GUARANTEES AS TO THE OVF INFORMATION. PLEASE CONTACT THE LOCAL M.A. AGENT FOR VERIFICATION. t VATIONS SNOV NEASDN AA[ OAS[O ON SENINOLE COUNTY N rC_ GON TRf11. AS FURNISHED_ ARWIS5 SHOWN HEREON ARE BASED ON iE NORHTEASTERLY LINE Or LOT 27 AS ING S02'07'00E P R PLAT. 10-0 DATE:) 03-03-04 REVISED; CALE: 1" - 30 FEET PPROVED BY: SJ 10B NO. ASM42460 I -I -04 VH FORMBOARD 3-16-04 LTCB IRAWN BY: IPLOT PLAN 10/17/03 AIL LEGEND BUILDING SET ACK LINE CENTERLINE RIGNT OF WAY LINE ZA EXISTING ELEVATION CONCRETE LB LAND SURVEYIND BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONULKNT PCP PERMANENT CONTROL POINT P) PER PLAT iM MEASURED FND FOUND C//WW CONCRETE WALKSIDEWALK C CONCRETE PODCCONNCaCCLCSCHORDLENTHPK PARKER KALON R RADIUS POC POINT OF CURVE _ 32709 ( 407) 42e-7979 FND NAIL AND DISC LS M0393 (06/19/04) NAIL AND DISC QFHDLB /4671 (06/19/04) 0 FND 1/2' IRON ROD AND CAP LB j8393 (06/19/04) CNA CORNER NOT ACCESSIBLE A DENOTES DELTA ANGLE L DENOTE5 ARC LLNCTH C. B. DENOTES CHORD REARING PC DENOTES POINT Of CURVATURE PI DENOTES POINT Of INTER5ECTION PRC DENOTES POINT W REVERSE CURVAnAt PT pENGTES POINT OF TANGENCY TYP TYPICAL A/ C AIR CONDITIONER Cow CONCRETE BLOCK WALL R POINT RRONUOAA[DIUS[[ UTILITY TYLINE p 14 T1fICA110NAD POL POINT ON LINE PCC PANT OF COMPOUND CURVE HEREBY CERTIFY, THAT THIS HOUNUAKT, U13JECT TO THE 5:'11bE'f f(' ; NOTES ONTAINED HEREON MSETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH Y THE FLORIDA BOARD OF PROFESSIONAL URVEYCOS AND MAPPERS IN CHAPTEk 1017- 6, FLORIOA ADMINISTRATIVE CODE URSUANT TC CHAPTER 472.027, FLORIDA FOR THE VID M. DeFILIPPO PSM#3038 DATE hF D1- ry) IJ nl k 7 bs zxy Zxy lXZ KL c'U 32-773 SCREENED ENCLOSURES SECTION 1 SEE T/ K—BRACING (OPTIONAL) GIRT (TYP.) TYPICAL DOME ROOF - ELEVATION EXISTING STRUCTURE ALUMINUM BEAM TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES a H 11 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. PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) R(SFR WALL WHERE UIRED LINS (TYP.) 30NAL ROOF BRACING SCHEMATIC SECTION 1) LE BRACING METER WALLS FRAMING I--- TABLES 1.3 AND 1.4) 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) 767-65W I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. 1 PAGE 1-3 I SECTION 1 SCREENED ENCLOSURc S W 1 W CL BEAM - SCREEN ROOF a g 0.050" H-CHANNEL UJ z OR GUSSETS E w 450± LENG OF KNEE B E 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 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER COMPOSITE 2" x 3" EAVE PAIL 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 SUPER OR EXTRUDED 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" = V-0" 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) 767-6556 PAGE gy8p © COPYRIGHT2004 1-2NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 CTDAD SUPER OR EXTRUDED GUTTER STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = 1'-0" I ' I ALTERNATE TRANSOM UPRIGHT I SUPER OR F\GX EXTRUDED GUTTER SELF MATING BEAM SIZE VARIES) BEAM CAP 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ 2) S.M.S. PER STRAP SEE SECTION 9) 2" S.M.S. OR LAG SCREWS SEE SECTION 9) ANGLE OR RECEIVING CHANNEL (SEE SECTION 9 FOR DETAILS) MAX. DISTANCE FROM FASCIA 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 TO SUPER OR EXTRUDED GUTTER SCALE: 3" = V-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) 767-65% I O COPYRIGHT 2004 NOT TO BE REPRODUCED PAGE ODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 1 _21 I SECTION 1 1 1 SCREENED ENCLOSURES S.M.S. TOE BEAM AND/OR AIL ISION SION WIND BRACE CONNECTION DETAIL SCALE: 3" = 1'-0" NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than (4) panels fromhoststructure. Lawrence E. Bennett, P.E. FL # 16644 CIVIL EUGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTON& FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767.6666 PAGE COPYRIGHT 2004 1 -36 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. t SCREENED ENCLOSURES SECTION 1 CONNECTOR MAY BE (2) ANGLES, INTERNAL 'U' CHANNEL OR EXTERNALLU' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) CARRIER BEAM SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH SEE SECTION 9) EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY PRIMARY BEAM SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = 1'-0" ALTERNATE: 1"x2",1"x3"OR2"x2" ATTACHED TO WALL W/ #10 x 2" S.M.S. @ 16" O.C. HOST STRUCTURE MASONRY OR FRAMED WALL SELECT FASTENERS FROM SECTION 9 TABLES) PRIMARY OR MISC. FRAMING BEAM (SIZE PER TABLES) ANGLE OR RECEIVING CHANNEL BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR TO CONCRETE W/ (2)1/4" x 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" ALTERNATE CONNECTION: 1) 1-3/4" x 1-3/4" x 1-3/4" x 1 /8" INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8". x 2" LAG SCREWS OR TO CONCRETE OR MASONRY WALL W/ (3)1/4" x 2-1/4" ANCHORS OR ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 3212l TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 IOC COPYRIGHT NOT TO BE REPRPAGE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I 1-37 I SCREENED ENCLOSURES I SECTION 1 HOST STRUCTURE PANELS / ELEMENTS O ELEMENTS BRACED BY UNBRACED BY HOST DIAGONALS STRUCTURE TO BE BRACED ALTERNATE BRACING BY DIAGONALS IN PATTERN, CORNER BRACES PERIMETER PANELS (MIN.) STILL REQUIRED ELEMENTS BRACED BY HOST Q CABLE OR STRUCTURE CONNECTION K-BRACING IN WALLS) BEAMS AND / OR PURLINS I I z J Wm a TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K-BRACING K-BRACING IN WALLS) (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" = 1'-0" 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) 767.6556 I OCOPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 PAGE 1 -39 4 - x SECTION 1 I 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 1/8" 445 Sq. Ft. / PAIR OF CABLES I U I AL 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 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 bIUt WALL GABLES 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 8 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.Af more than.one additionatgirt•is required between the top or eave rail and thechair. rail;then•there•strallty-an,additiot alkfrontwva8-cablepairat thatgirt 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) 787-4774 FAX: (386) 767-65N PAGE COPYRIGHT 2004 1 w 0 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 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 45° ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER- DETAIL 1 SCALE: 3" = T-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 10 x 314" S.M.S. EACH SIDE MIN. (2) CLAMPS REQUIRED FOR CABLES ® % (NP•) a I I I \_ 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) 7674774 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 -`Tw 1 SECTION 1 SCREENED ENCLOSURES LAB MIN. (2) 1/4" OR 5/16" x 1-3/4- CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 21 SCALE: 3" = 1'-0" ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3132" CABLE AND 902# FOR 1/8" CABLE FOR 3/32" CABLE 5/16" x 2" CONCRETE ANCHOR W/ hp CABLE THIMBLE AND WASHER o 0 ' 3-1/2" (4" NOMINAL) SLAB (MIN.) ' SLAB FOR 1/8" CABLE SHALL HAVE A THICKENED EDGE TO ACHIEVE 5d MIN. AND A 3/8" x 2" ANCHOR I I 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (W6) 767-4774 FAX: (386) 767-6556 PAGE COPYRIGHT 2004 1-42 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 4 SCREENED ENCLOSURES SECTION 1 ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT SECONDARY 2" x (d - 2") x 0.063" ANGLE EACH SIDE OF COLUMN SEE SCHEDULE PAGE 1-51) 2-3/8" BRICK PAVERS THIN SET BETWEEN CONCRETE AND PAVERS CONCRETE ANCHOR SEE SCHEDULE PAGE 1-48) 3000 P.S.I. CONCRETE NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION PRIMARY 2" x 2" ANGLE SEE SECTION 9) CONCRETE ANCHOR THRU PRIMARY ANGLE 1" x 2" BASE PLATE (TYP.) I I SCREEN d' VARIES 4" SHOWN) PRIMARY 2" x 2" x 0.063" EACH SIDE I ( 2) #10 x 3/4" S.M.S. EACH SIDE 1" x 2" O.B. BASE PLATE (TYP.) 5d' MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB e . 2" (MIN.) SIDE VIEW J 1 BOLT 0 5d DISTANCE 1/4" 1-1/4" 3/8" 1-7/8" GRADE 1-1/4" (MIN.) CONCRETE ANCHOR EMBEDMENT MIN.) 5d TYPICAL SELF MATING OR SNAP SECTION 2) #10 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHORS @ 24" O.C. i e IF 4-4 THIN SET BETWEEN 2-3/8" BRICK PAVERS ' 6" -(MAX.) MAX. SPACING 24" O.C. CONCRETE LAYERS FOR BOTH SIDES73000P.S.I. CONCRETE 1-1/4" (MIN.) CONCRETE FRONT VIEW ANCHOR EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER DETAILS SCALE: 3" = 1'-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) 767-4 74 FAX: (386) 767-6556 I OCOPYRIGHT 2004 NOT TO BE EPRPAGE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I 1 w 9 I SCREENED ENCLOSURES CONCRETE DECK EDGE 2" x 2"- PRIMARY ANGLE VARIES 5d (MIN.)' SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN 2-1/2" (MIN.) SECONDARY 2" x 2" x 0.063" ANGLE (SEE SECONDARY ANGLE ANCHOR SCHEDULE AND SECTION 9) BOLT 0 5d DISTANCE 1/4" 1-1/4" 3!8" 1-7/8" 11" x 2" O.B. BASE PLATE (TYP.) CONCRETE ANCHORS INTO PRIMARY AND SECONDARY ANGLES 10 x 3/4" S.M.S. (IYP.) S.M.S. STITCHING SCREWS 2 " x S.M.B. COLUMN @ 24" O.C. FOR S.M.B. SEE TABLE 1.6 FOR SIZE) TOP VIEW POST TO DECK DETAIL SCALE: 3" = 1'-0" Secondary Anchor Schedule Column Size S.M.B. or S.B. Total Concrete Anchors Total 010 x 3/4" S.M.S. 2 x 4 4 1/4" 6 2 x 5 4 1/4" 8 2x6 4 1/4" 10 2 x 7 4 1/4" 12 2 x 8 6 1!4" 14 2 x 9 6 1/4" 16 2 x 10 10 1/4" 18 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 214366. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 n COPYRIGHT 2001 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 -51 j i SECTION 1 I SCREENED ENCLOSURES Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30"-30'-00" North (Jacksonville, FL) Hollow Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Span / bending'b' or deflection'd' 2" x 2" x 0.044" 9'-10" b 8'-7" b 7'-8" b 6'-11" b 6'-6" b 6'-1' b 5' 8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 8'-0" b 7'-7" b 7'-1" b 6'-7" b 6'-3" b 2" x 3 x'0.045" b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b1 7'-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 1 V-4" b 10%4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6%0 7'-0" 8'-0" R 9'-0-- Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 4" x 0.044 x 0.100" 19'-11" b 17'4" b 15'-6" b 14'-2" b 13'-1" b 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" -- : ,' 28'-7." b 24'-9" b 22'-2" b 20 -3" b 18'-9" b 17'-6" b' 16'-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 27'-11" b 24'-11" b 22'-9" b 21'-1" b 19'-9" b 18'-7" b 2" x 7" x 0.055" w/ insert 42'-10" b 37'-1" b 33'-2" b 30'4" b 28'-1" b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-l" 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'-l" b 39'-l" b 34'-11" b 31'-11" b 29'-6" b 27'4" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'4" b 35'-0" b 32'-5" b 30'4" b 28'-7" b 2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46'-1" b 42'-1" b 38'-11" b 36'-5" b 34'i" b Snap Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 1 T-9" b 10'-2" b 9'-l" b 8'4" b 7'-8" b 7'-2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-1" b 11'-8" b 10'-B" b 9'-10" b 9'-3" b 8'-B" b 2" x 4" x 0.045" 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12'-l" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27'-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 Note: 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 centeraof beam and upright connectiomto,fascia,orwall connection. 5- -, Above spans do not includeilength of. knee brace:rAddtlorizontal•distancelrom 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 pudin 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 pudin 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 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-65% lZIci 4 COPYRIGHT 2004 1-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. a J t 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 30"-30'-00" North (Jacksonville, FL) A. Sections Fastened To Beams with climes Tributary Load Width 'W' = Purlin Spacing Hollow Sections 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" 2" x 2" x 0.055" 13" x 2" x 0.045" 2" x 3" x 0.045" 2" x 4" x 0.050" 7'-8" d 8'-l" d 81-8. d 10'-9" d 12'-2" b 7'-4" d 7'-9" d 8'-3" d 10'-3" d 11'4" b f 7'-0" d 7'-5" d 7'-11" d 9'-9" b 10'-8" b 6'-9" d 7'-2" d 7'-8" d 9'-3" b 10'-2" b 1 6'-6" b 6'-11" d 7'-5" d 8'-10" b 9'-8" b 6'-3" b 6'-9" d 7'-3" d 8'-5" b 1 9'-3" b 5'-11" 6'-6" 6'-11" 8'-0" 1 8'-9" b b d 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" Allowable Span.'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044 2" x 3" x 0.045" 2" x 4" x 0.045" 8'-5" d 11'-7" d 14'-8" d 8'-1" d 11'-l" d 1 14'-0" d 1 7'-9" d 10'-8" dl 1 13'-6" d 1 7'-6" d 10'4" dl 1 12'-9" b 1 7'-3" d 9'-11" b 1 12'-2" b 7'-0" d 9'-6" b 11'-8" b 6'-9" d 9'-0" b B. Sections Fastened Through Beam wnhn into c— nA Hollow Sections Tributary Load Width 'W' = Purlin Spacing 3'- 6" 4'-0"1 4'-6" T 5'.0" 1 5'-6" 1 6'-0" 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" r 2" x 2" x 0.055" 2" x 3" x 0.050" 2" x 4" x 0.050" 9'- 2" b 9'- 11" b 12' 4" b 13'- 7" b 8'- 7" b 9'- 4" b 11'- 7" b 12'- 8" b 8'- l" b 8'- 10" b 10'- 11" b 11'- 11" b 7'- 8" b 8'- 4" b 10' 4" b 1 V-4" b 7'- 4" b 7'- 11" b 9'- 10" b 10'- 10" b 6'- 11" bi 7'- 7" b 9'- 5" b 10'- 4" b 6'- 7" 7'- 3" 8'- 11" 9'- 10" b b 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" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" Notes- 10'- 11" bj 10'-2" b 9'-7" b 1 9'-l" b 1 8'-8" b I 8'A" bi 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. Purfin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail 48'- 0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 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 'VI/' = 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 I O COPYRIGHT NOT TO BE REPRODUCED 04 PAGE ODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 1 "`7 SECTION 1 1 SCREENED ENCLOSURES Table 1.3 Allowable Post I 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 01 sq. ft.* Hollow Sections Tributary Load Width 'W' = Upright Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6%0" 1 7'-0" 1 8'-0" 9'-0" Allowable Height'H' I bending'b' or deflection'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 7'-l" b 6'-5" b 5'-11" b 5'-7" b 5'-3" b 2" x 3" x 0.045" 1 T-3" b 9'-9" b 8'-9" b 7'-11" b 7'-5" b 6'-11" b 6'-0" b 2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-l" b 7'-7" b 7'-2" b Self Mating Sections Tributary Load Width 'W' = Upright Spacing 3'- 0" 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 41 9'-0" Allowable Helght'H' / bending'b' or deflection'd' 2" x 4" x 0.044 x 0.100" 16'-11" b 1 14'-8" b 13'-l" b 11'-11" b 11'-1" b 10'-4" b 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-8" b 12'-10' b 12'-l" 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'-0" b 28'-l" 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 20'-0" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'4" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 327b 29'-7" b 27'-5" b 25'-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1" 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' I bending'b' or deflection'd' 2" x 2" x 0.044" 9'-11" b 1 8'-7" b 7'-8" b 7'-0" b 6'-6" b 6'-1" b 5'-9" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'-4" b 7'-10" b 7'4" b 2" x 4" x 0.045" 164" b 13'-6" b 12'-l" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 25'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16'-2" b 15'-3" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b 17'-11" b 16'-11" b For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the 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 0.040". 2. Using screen panel width 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 forpool enclosures over 20' in mean roof height. S. 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) 757.4T74 FAX: (386) 767-65N PAGE COPYRIGHT 2004 1 "58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. r SCREENED ENCLOSURES I SECTION 1 Table 1.4 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights for Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.* A. Sections As Horizontals Fastened To Posts With Clios Hollow Sections Tributary Load Width'W' 3'-6' 1 4'-0" 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-8" Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 6'-10" d 6'-6" b 6'-1" b 1 5'-9" b 5'-6" b 5'-3" b 5'-0" b 2" x 2" x 0.055" 7'-3" d 6'-11" d 6'-8" b VA" b 6'-0" b 5'-9" b 5'-6" b 3" x 2" x 0.045" 7'-9" d 7'-5" d 7'-1" d 6'-10" d 6'-7" b 6'A" b 5'-11" b 2" x 3" x 0.045" 9'-4" b 8'-9" b 8'-3" b 740" b 7'-5" b 777b 6'-9" b 2" x 4" x 0.050" 10'-3- b 9'-7" b 9' -0" b 8'-7" b 8'-2" b 7'-10" b 7'-5" b I Snap Sections I Allowable Heights 'H' / bending 'b' or deflection 'd' B. Sections As Horizontals Fastened To Posts Through Skin into s,.re,., mosseft Hollow Sections Tributary Load Width 3'- 6' 1 4'-0" 1 4'-0" A 1 5'-0" 1 5'-6" 1 6'-0" Allowable Height 'H' / bending 'b' or deflection 'd' 2" x 2" x 0344" 1 7'-9" b 7'-3" b 1 6'-10" b 6'-6" b 1 6'-2" b 5'-11" b 5'-7" b 2" x 2" x 0.055" 8'-5" b 7'-11" b 7'-5" b 7'-1" b 6'-9" b 6'-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b 1 8'-8" b 8'-2" b 7'-9" b 1 7'-5" b 7'-1" b 678" b 2" x 3" x 0.045" 10'-5" b 1 9'-9" b 9'-2" b 1 8'-9" b 1 8'-4" b 7'-11" b 7'-7" b 2" x 4" x 0.050" 11'-6" b 1 10'-9" b 10'-1" b I 9'-7" b 1 9'-2" b 8'-9" b 8'-4" b Snap Sections I Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044"1 9'-2" b 8'-7" b 8'-1" b 7'-8" b 1 7'-4" b 1 7'-0" b 6'-8" b For ahvwa0le heights at wino velocities other than 120 MPH, see conversion table 1A on the specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width '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". T. 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 214365, SOUTH DAYTONA, FL 32121 TELEPHONE: ( 386) 757-4774 FAX: ( 386) 767-65% I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE 1- 59 I J I. SCREENED ENCLOSURES SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicinq Beam Size 2" x 3" Upright Size 2" x 3" Minimum Purlin, Girt Knee Brace Size" 2" x 2" x 0.044" Deck Anchors 2 Notes Full Lap Minimum Number of Screws" Beam Stitching Screw 24" O.C. 8 x W, 6 10 x'/:" 4 12 x %" 4 2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 g 2" x 4" 2" x 5" 2" x 6" 2" x 6" 2-k 7" 2" x 8" 2" x 9" 2" x 9"" 2" x 4" . 2" x 3" 2" x 3" 2" x 4" It 2' x 4" 2" x 5" 2" x 6" 2" x 7" 2" x 2" x 0.044" 2" x 2" x 0.044" 2" x 2' x 0.044" 2" x 2" x 0.044" 2" x 2" x 0.044" 2" x 3" x 0.044" 2" x 3" x 0.045" 2" x 4" x 0.050" 2 2 4 4 4 6 6 8 Full Lap Full Lap Full Lap Partial Lap Partial Lap Partial Lap Partial Lap Partial Lap 8 8 10 10 14 16 18 20 6 6 8 8 + 12 14 16 1 18 4, 4 6 6 10 12 14 16 10 8 10 10 12 14 14 14 2" x 10" 2" x 8" 1 2" x 4" x 0.050" 10 Partial Lap 20 18 16 14 Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness 8 5/16" 5181, 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" 1-112" 2" x 9" x 0.082" x 0.306" 118" = 0.125" 5/16" 7/8" 1-3/4" 2" x 10" x 0.092" x 0.369" 1/4" = 0.25" 318" 1" 2" Rerers 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 maybeused. 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 thecut. 8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates arerequiredformansardorgablespliceconnections. 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:(he`-Y x 6"). Read the 2' x 6 beam row. for min. girt of 2' x 2" x 0.044". Table 1.7 "Minimum'Size•ScreerrEnclosurwKnee•Braces and Anchoring Required Aluminum 6063 T-6 Brace Length Extrusion Anchoring System 0' - 2'-V 2" x 2" x 0.044' 2" H-Channel With 3 #10 x 1/2" EACH SIDE To T-U" 2" x 3" x 0.045" 2" H-Channel With 3 #10 x 112" EACH SIDE To 4'-6" 10- T..U! 4 e e__ u.._- 2" x 4' x 0.044" x 0.12' 2" H-Channel With (4) 3/4' long screws size to be determined by beam size, see table 9.6) rovly r- I-vl 11u111u91 P%Ilu JILe VI ourewS/ 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". COPYRIGHT2004 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) 767-6556 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 1 "61 FASTENERS SECTION 9 CONCRETE EXPANSIONDRIVENAILSPIKESCREWT-BOLT BOLT A AII'Llr%n CONCRETE AND MASONRY ANCHORS SCALE: N.T.S. SHEET METAL HEX HEAD MACHINE SCREWS TEK SCREW LAG SCREW BOLT I OPTIONAL METAL FASTENERS WASHER SCALE: N.T.S. NOTES: ALTERNATIVE FASTENERS MAY BE USED AS SHOWN IN THE DETAILS HEREIN, AND MUST MEET OR EXgEEQTHE.SAFE WORKING -LOAD VALUES SPECIFIED -BY -THE -MANUFACTURER, -AND -'SHALL BEAPPROVEDBYTHEBUILDINGOFFICIAL Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214365, SOUTH DAYTONA. FL 32121 TELEPHONE: (366) 767-47T4 FAX: (386) 767-GSW COPYRIGHT ZM PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 9-1 SECTION 9 1 FASTENERS Table 9.1 Allowable Loads for Concrete Anchors Screw Size d = diameter Embedment Depth in.) Min. Edge Dist. b Anchor Spacing 5d (in.) Allowable Loads Tension I Shear ZAMAC NAILIN (Drive Anchors) 1/4" 1-1/2" 1-1/4" 273# 236# 2" 1-1/4" 1 316# 1 236# TAPPER Concrete Screws 3/16" 1-114" 15/16" 288# 167# 1-314" 15116' 371# 259# 114" 1-1/4" 1-114" 427# 200# 1-314" 1-114" 544# 216# 318" 1-1/Y 1-7/8' 511# 402# 1-3/4" I 3-3/8' 1 703# 455# POWER BOLT (Expansion Bolt 114" 2" 1-114" 624# 261# 5116" 3" 1-718" 936# 751# 3/8" 3-1/2" 1-7/8" 1,575# 1,425# 1/2" 5" 2-1/2" 2,332# 2,22D# POWER STUD (Wedge Anchor 1l4" 2-3/4" 1-1/4' 812# 326# 3/8" 4-1/4" 1-7/8' 1,358# 921# 112" 6" 2-1/2' 1 2,271# 1,218# 5/8" 7" 2-114" 3,288# 2,202# n V I@S: 1. Concrete screws are limited to 2" embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to yawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable loads are increased by 1.00 for wind bad. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. 8. A 133% increase has been applied because wind uplift is only load. Example: Determine the number of concrete anchors required for a pod enclosure by dividing the uplift load by the anchor allowed load. For a 2' x 6' beam with:. spacing = 7'-0' O.C., allowed span = 20'-5" (Table, 1..1) UPLIFT LOAD=1/2(BEAM SPAN) x BEAM S UPRIGHT SPACING NUMBER OF ANCHORS = 1/2(20.42') x 7' x 10# / Sq. Ft. ALLOWED LOAD ON ANCHOR NUMBER OFANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright. Tables based on Rawl•Products' allowable loads for 2,500 p.s.l. concrete. Allowable Load Coversion Multipliers for Edge Distances More Than 5d Edge Distance Muni Iles Tension Shear 5d 1.00' 1.00 6d 1.04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 121 12d 1.25 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) 767-6W PAGE COPYRIGHT 2004 9"2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. N FASTENERS SECTION 9 Table 9.4 Maximum Allowable Fastener Loads? Z AP VSIforSAEGrade5SteelFastenersInto6063T-6 AII091Aluminum, Framing As Recommended By Manufacturers) Self -Tapping and Machlne.Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi Screw Size Nd Tensile 0.050" Loads on Screws -for Nominal 0.055" 0.072" Wail 0.082" Thickness 0.092" t) (ibs.) 0.125" 8 ' 0.164" 7 228 298 340 381 10 0.190" 2 345 393 441 12 0.210" pAllowalle 382 435 488 14 114" 0.250" 0.240" 316 303' 347 333' 455 436• 518 497 581 5g62[l.578 789 758`' 5116' 0.3125" 395 434 568 647- 7316" 112" 0.375" 473 556 631 521 694 682 909 776 1,035 61.184 1,10.50" Allowable Shear Loads ow Screws for Nominal Wall,Thickness ' Ibs. ' Screw, Single Shear Size I Nd 0.044" 0.050" 0.055" 0.072" 0.032" 0,092" 1 0.125" 8 1 0.164" 175 199 219 286 326 366 10 0.190" 203 230 253 332 378 424 12 0.210" 224 255 280 367 418 438 714 0.250" 267 303 333 436 497 558 758 114" 0.240" 256 291 320 419 477 535 727 5116" 0.3125" 333 379 417 546 621 1 697 1 947 318" 112" 0.3 55" 1 0.50" 400 1 533 455 606 500= 667 655 873 745 994 836 1,115 1 1,136 1,515 Allowable Shear Loads on Screws for Nominal Wall Thickness 't' lbs. Screw Double Shear Size Nd 044" 0.050" 0.055 0.072" 0.082" 0.092" 0.125" 8 0.184"350 398 438 572 652 732 10 0.190"406F534 460 506 664 756 848 12 0.210"448 510 560 734 836 876 14 0.250" 606 666 872 994 1116 1516 114" 0.240" 512 562-1 640 838 954 11070 1454 5116" 0.3125" 666 758 834 1 1092 1 1242 1 1394 1 1894 318" 0.375" 800 910 1000 1 1310 1 1490 1 1672 1 2272 1/2" u..... 0 W-" 1066 1212 1334 1 1746 1 1988 1 2230 1 3030 1. Screw goes through two sides of members. 2. All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws or anchor specifications in drawings. 3. Minimum thickness of frame members is 0.036" aluminum and 26 ga. steel. Lawrence E. Bennett, P.E. FL #. 166" CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214365, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 COPYRIGHT 2W4 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT• P.E. 9"5 PLANS REVIEWED CITY OF SANFORD OFFICE PERMIT #01aw 50nTRY • manwommonTINC. COMMUNITY AsSOGIATION MANAGEMENT MAIN OFFICE 2180 West SR 434 Suite 5000 Longpwood FL 32779 5044 PH 407.738-6700 FAX 407-788.7483 BREVARD COUNTY 597 Haverty CI 0110 Ro"Iedooe FL 32955-3613 PH 321.638.8880 FAX 321-636.9901 CLERMONT 179 N Hwy 27 Ste E Clermont FL 34711-2432 ; PH 352-243.4595 FAX 352.243.4597 FT MYERS 12573 New Brittany BNd 123 Ft Myers FL 33907.3625 PH 239.277-0112 FAX 239-277-0114 GEORGIA 270 Carpenter Or 1320 Atlanta GA ; 30328.4912 PH 404-459.8951 FAX 404-4159.8962 February 8, 2006 Violeta & Miloje Kopanja 202 Magnolia Park Trail Sanford, Florida 32773 Dear Violeta & Miloje: The Architectural Review Board of the Magnolia PD Homeowners Association has reviewed the application you submitted. The ARB has approved your application for an in ground concrete swimming pool and screen. Approval is contingent upon your obtaining all necessary permits. JACKSONVILLE ; 2980 Hartley Rd W 14 ; Ja32257IleFL Thank for cooperation in this matter. Should you have any questions, please8202youyour PH904-880.4055 contact me at (407) 788-6700 extension 273. FAX 904-860.3550 ; KISSIMMEE SINCERELY3377WVine511306 Kissimmee FL 34741.4665 PH407.846-6323 ; MAGNOLIA PD HOMEOWNERS ASSOCIATION, INC. FAX 407.845-0301 — — LEESBURG 1 10332 US Hvry 441 /102 Leesburg FL 34788.722E rPH3523435706MarieMcLaughlzFAX352.343-5123 Community Association Manager PONTEVEDRA 10036 Sawgrass Or 13 Ponle Vedra Beach FL ; 32082.3555 PH 904-285-1526 FAX 904-285.1260 SARASOTA 5500 Bee Ridgpe Rd 1202 Sarasola FL 34233.1502 PH 941.343-0506 FAX 941.343-9874 TAMPA BAY AREA ; 25400 US 19 North 1164 ; Clearwater FL 33763-2149 PH 727-799-8982 FAX 727-799.8984 VOLUSIA COUNTY 441 N CausewayNewSmyrnaBeachFL ; 32169.5266 PH 386.423-7796 ; FAX 385-423-1278 T012) 'd -dLO 80 90/OZ/ZO 05ZS stz 40V