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2205 Bel-air Blvd - BR08-000790 (SCREEN ENCLOSURE) DOCUMENTS (2)O`t.J Cp'3 P'`15 'EEIVED CITY OF SANFORD PERMIT APPLICATION FEB O i 2008 Application #: O - 77/q no { -_ Submittal Date: Job Address:'12D5 a Uii" Ni Imo, W d . „e:.. s — Value of Work' $ Parcel 1W 31 19.. 3 t --•S V Tp 12.00y L)3 0 Zoning: Historic District: Description of Work: w1 I lJ IG 1, _ Square Footage: tI'x 2 Permit Type: Building 7 • Electrical Mechanical PIumbin Fire Sprinkler/Alarm Pool Sign Electrical: New Service - # of AMPS Addition/Alteration 7 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 ater Closets Occupancy Type: Residential CCommercial Industrial Plumbing Repair - Residential Commercial Occupancy Use Group(s): Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required ) Property Owner: Lrj c,Contractor: American Aluminum & Window Inc 51457ower Way Address: 9% i 5 DMA P 1 M. Address: Sanford, FL 32773 c,\ 'to - on , "20q Phone:'A_ 0-2 1- 3415 E-mail: PhonA-41- 'NJu ate License Number: SU p%'13 1 Bonding Company: Mortgage Lender: Address: Address: Architect/Engineer:- Address: ?.o. Ov/` Plan Review Contact Person: dal - ° 1 t Phone: Fax: Phone bu' rlk; 1 - 9 Fax:33ly- qur1-- (05-1510 E-mail: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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. 1 understand that a separate pennit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and MR 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. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE 1OB SITE BEFORE THE FIRST INSPECTION. 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. Accepta ce of per it is rificati n that I will notify the owner of the pro erty of the requirements of Florida Lien Law, FS 713. 9_k gnature of Owner/1Agent % ate Sign tre of Contractor/Agent Date n 1 Print Cnntractor/ Aeent's Nano: s Sfue of Florida Date KATHY LEE OY COMMISSION #DD619644 EXPIRES: DEC 04, 2010 Bonded through 1 st State Insurance 0 " er/ A _ Personally Known to 1v 7_ ProducedID © _ APPROVALS: ZONING: , Al UfIL: Si KATHY LEE 4/9' Y•P p MY COWISSION #DD619644 EXPIRES: DEC 04, 2010 9 Bonded through 1 st State Insur nce Produced ID FD: _ LNG: Job Date Me or BLDG:, Special Conditions: Rev 07. 07 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 2 Ak 11 12DAVIDJOHNSON, CrA, ASA PROPERTY 1.0 12.0 t8 APPRAISER 1.A 3.A1#.0 14 5[MINOLE COUNTY FL. 3 18.0 1101 E. FIRST ST isite- 12 0 19.0 t' SANFORD, FL32771-1468 407-665-750S 17.0 1? 20.0 21.0 2008 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 1 Parcel Id: 31-19-31-504-1200-0030 Depreciated Bldg Value: 141,681 Owner: LOCKETT BRENDA M Depreciated EXFT Value: 4,262 Mailing Address: 9315 DANGERFIELD RD Land Value (Market): 21,556 City,State,ZipCode: CLINTON MD 20735 Land Value Ag: 00 Property Address: 2205 BEL-AIR BLVD SANFORD 32771 167,499 Subdivision Name: BEL-AIR SANFORD Assessed Value (SOH): 167,499 Tax District: S1-SANFORD Exempt Value: 0 Exemptions: Taxable Value: 167,499 Dor: 01-SINGLE FAMILY Tax Estimator Portability Calculator SALES Deed Date Book Page Amount Vac/Imp Qualified WARRANTY DEED 06/2007 .'751 0 249.000 Improved Yes WARRANTY DEED 12/2005 06049 0198 150,000 Improved Yes QUIT CLAIM DEED 07/2003 04979 1969 100 Improved No 2007 VALUE SUMMARY QUIT CLAIM DEED 07/2003 A79 1968 100 Improved No Tax Am 805SOH): $2, 520 QUIT CLAIM DEED 07/2003 . 979 1967 100 Improved No Bill2007TaxBill Amount $2,5207TaxA QUIT CLAIM DEED 06/2003 04979 1966 100 Improved No Save Our Homes (SOH) $285QUITCLAIMDEED07/2003 04979 1965 55,100 Improved No PROBATE 06/2003 "1979 1963 100 Improved No 2007 Taxable Value: $135,047 RECORDS DOES NOT INCLUDE NON -AD VALOREM PROBATE 01/2003 04658 0875 100 Improved No ASSESSMENTS RECORDS WARRANTY DEED 06/1987 01857 1174 59,400 Improved Yes WARRANTY DEED 06/1979 01229 0861 42,200 Improved Yes WARRANTY DEED 09/1978 ' 187 1674 2,900 Vacant Yes ales w LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value FRONT FOOT & LOT 3 (LESS E 7) BLK 12 BEL-AIR PB 3 PG DEPTH 69 112 000 355.00 21.556 79 & 79A Bid Num Bid Type 1 SINGLE FAMILY Appendage /Sgft Appendage /Sgft Appendage /Sgft Appendage /Sgft BUILDING INFORMATION Year Bit Fixtures Base SF Gross SF Living SF Ext Wall 1979 6 941 2,007 1,670 SIDING AVG SCREEN PORCH UNFINISHED / 288 OPEN PORCH FINISHED / 49 BASE SEMI FINISHED 1225 UPPER STORY FINISHED / 504 Bid Value Est. Cost New 141,681 $161,001 http://www.scpafl.org/web/re_web. seminole_county_title?PARCEL=31193150412000030... 2/4/2008 j y L TED POWER OF ATTORNEYki Job# L 0 D I Date ''' -` 00 I hereby and appoint of American Aluminum & Window, Inc. To be my lawful attorney in fact to act for me and apply to_1 Q Building Dept. for a Screen permit for work to be performed ata location described As: Section: Township: Range: Block: Lot No. Subdivision:, Address: _ 7_0 5 I cl WINf_' 1MV City: state: Zip i For the following Owner: C) iAnd to sign my name and do all things necessary to this appointment. Leonard I Breehl, SCC056737 Name of Certified Contractor, License Number ature of Certified Cont or Acknowledged: Sworn to and subscribed before me this bL- Day of rJ NU A.D. 2008 Seal) KATHY LEE MY COMMISSION #DD619644 r; EXPIRES: DEC 04, 2010 Bonded through 1st State insurance Public, State of FL Permit #: Project Name: 08-790 1 Screen Enclosure Address: 2205 Bel -Air Blvd Plans Reviewed By: Richard Denman 02/22/2008 407.330.5656 The Permit Is Subject To The Following Comments THE FOLLOWING ARE STANDARD COMMENTS: Notice: In addition to the requirements of the Permit;' there may be additional restrictions applicable to this property that may 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. 1. Any connections that may be hidden during the installation shall be inspected prior to covering. 2. Inspections shall not be given unless the Approved Plans and Permit are posted in a prominent location and protected from against the elements until all inspections are complete. 3. All permits require final inspection. Failure to do so may result in charges being filed with the Department of Business And Professional Regulation. 4. Permits shall expire if work has not begun within six months of date of issuance. 5. All 2004.Florida Building Codes are to be complied with. 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 YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. SECTION 713.135 FLORIDA STATUTES. P1 A N VIE" N 0'" C 3 NFOR PERMIT # -O ..' DATE: Lot 3 (LESS the Last 7 feet), Block 12, BEL * AIR, according to the plat thereof, as recorded in Plat Book 3, Page(s) 79, of the Public Records of Seminole County, FL. Community number: 120294 Panel. 0045 Suffix. E F.LR.M. Date: 411711995 Flood Zone: X Date of field work: 61712007 Completion Date: 611312007 Certified to: Brenda Lockett; Brci-- )s Title of Longwood 1, LLC; Commonwealth Land Title Insurenc.- Company; American Brokers Conduit, its' successors and/or assigns, as their interests may appear. tar 1. 71 BECK 12 ADMACM far II W'Ad' 1i MOM 12 210K " C 2.117T SS' /FhCr vot eacarl7q ar casorm 8 root cvrnrcncanarr Aso' ecr M., I n10 370FrY Im W for 2 ! errlxaCwr12R 8 Lor 3 3 RAOr 11 Lor ra rBQx 1. rw Imo• C"ONO LAW ra nn a R fR 1/Y' BEL AIR BOULEVARD MGW Cr Wr teorll WARES (Wm"fv) O tMt GArsf Hl Alrf 8OI4E1nAD SCALE: 1 "=40' PER PLAT 1.F,C EN D o-- Wood Fence W.M. stater Me" OHL 0--lwad lines 0- wire Fence TEL. relephooe F.xifrties N T.S. tkA In Sca{e C.L.F. Chao Link Fence Covered Aura O R LNlicial iteccusls F.N. Found Nail R.R Rearinu Reference O.R.R Oflicial Records Book R. Record CH Chad PC P Pemranent Conhol Poiw M Field Meauned PAD Rartial PR.M Peonarxnt Refererxe Monwnent CL Clear N.R. rAxr Radial PG. Page ENCR Encroachment Nf Air Conditioner PVM I. Pave,noent 4 Centetline B M Bench Mark E.O P Edge of Pavement Concrete C. Calculated PB. Plat Rod' tt Properly Litre ZZ77 Block Wall PO B. Poinf of Beginning C.M. Concrete Monument Central Angle/Deha PO. C. Nwit of Commencement FIR Found tron Rod I' ' Deed Book PO.L. Pnw t on Line F.I.P. Fond Iron P pe LI Description of Deed PC. Post of Curvature RAW Right of Way V. 1! Drift Hole PR Pant of Reverse Curvature N&D Nail & Disk DNO Driveway P L Point of Tangency D.E. Drainage Easonent ESMT Easerrrent R Radius IRacW U.E. IiNity Easement EL Elevation R.0 E. Roof Overfia-q Easement FD. Found Fr. F"shcd Tkror S LA. Set kon Rod & CAP P Plat F.C.M. Found Concrete Mnrglnvnf SMA Sidewalk 0 H.II, Overhead Utilities FPK. Fodor/ Parke, -talon Nail 1.0 B. lop of Bank PP Power Pole L length TYP Typical TX Transformer LB. Llceosed Business W C. Witness Corner CATV Cable Riser L.A.E. tinvied Access Easement 10.05 ErosYo,q Elevation CB Chord Bearing 1,— Line SIP* Not to Scale E.O.W. Edge of Water F.C.C. Found Cross Cut tv1.H Manhole P.C.0 Point of Crn")und Cu i" F. F10d 0 Found PI Point of InlersKoon N Fit Cf N Itr3 LOCATIONSKETCII y Not to Scale ' t. rdv r. sanr, nv l ram. gat desrriptirn provided by others. 2. the lands shown hereon w•e,(, not ahstraord for easenrints or other record- ed encumbrances not shown on the plat 3 Underground portions of footings, foun- dations of other impro,nanents were ont located. 4. WiA ties are to the face of IfW watt. 5. Only * sle erK(Oa(hmeots located. 6, rio identification found on piopett)i comers unless noted. s 7. Dimensions shown are plat and measured mless nthenvisc noted. 8 Elevations If shown are based voon N G V D. 1929 unless otherwise twZ!!d 9. Adj xninq to are within the same hkck. unless o noted. to ibis is a BOUNDARY SURVEY untess olherv,sP noted. 11 rlot valid Imless seated —th IhSskJnhiq sunems embossed seal I Aevrby(Mr/t'tMf Iles HrnTr s a toe. :i_ I INIQ2 Property Address: 2205 Bel Air Boulevard Sanford, FL 32771 Survey number: SL 89368 12. FLOOD ZONE DETERMINATIONS ARE PROVIDED AS A COURTESY ONLY. AND ARE DEIOVED FROM THE KST SOURCES AVAILABLE TO THE SURVEYOR- THIS INFORMATION SHOULD NOT BE RELIED UPON FOR FLOOD *6URANCE PLMPOSES. AND MAY DIFFER MOM INFORMATION PROVIDED BY OTHERS. 13. Septic lank aruVor drainfield kuations are approximate and MUST be verified by appropriate ulifity locatron rornpanie;. 1^. Sear,nq basis shown per plat unless ollim,riw, hown. IS Survey is for reference on y unless signed and sealed by a Florida Registered Land Survey'x 16 An fines are not radial unless Other-Ke y Rae,tjlicat,on d not indicate an Var{aIP. yvesenrytir>r<,vrry- ram. Irc.htri.rlr. P.y drtrtrr on r Rdlptr SsverdMlf Fe SI•,«i lanA s, m+eY<` r• 3at F..t all Job # 80011 16' Lockett 651 S. F. Front wall g 2 s 3 d 2.d""', z `Z 2205 Bel Aire Blvd. and 2 r 3 D N N ; Cu N Sanford, Fl. 32771 L L 0 0 2x3 a a 17' 28' 86' 52' i 0 17' 85' 85' 86' 85' 85' E E c C 2x3 Cu a 13 N N fV N fV 3 8' SCREENED'ENCLOSURES SECTION 1 W -r PURLINS (TYP.) SCREEN (TYP.) i CABLE CONNECTION SEE DETAILS SECTION 1) H7SEETABLES ALTERNATE CABLE 1.3 OR 1.6) / 1" x 2" (TYP.) i f % i GRADE K-BRACING (OPTIONAL) ___- CABLE CONNECTIONGIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE - RISER WALL WHERE ALUMINUM BEAM ' REQUIRED TABLES 1.3, 1.4 & 1.6) L PURLINS (TYP.) SIZE MEMBERS PER i DIAGONAL ROOF BRACINGAPPROPRIATETABLES - r ---- SEE SCHEMATIC SECTION 1) CABLE BRACING K-BRACING (OPTIONAL) I SCREEN (TYP.) / \ ' !i; FRONT WALL ALUMINUM SW COLUMNS (TYP.) SIDE WALL FRAMING (SEETABLES1.3, 1.4 & 1.6) TABLES 1.3, 1.4 & 1.61" x 2" (TYP.} ) 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 & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona, FI 32121 TeloL hono N: (386) 767-4774 Fax Y: (306.) 767-65LC Ema N: IebPoQbollsouth,net COPYRIGHT 20M PAGE NOT TO BE REPROOUCED IN WIiCH.F OR Ir+ PA12T W11 HOUT Tt+E !I f f R).tl SpN OF LAVVRC:NCF E BENNETT, P.E. 1-3 SECTION 1 BEAM / PURLIN 2" x 3" MAX. ATTACHED TO RECEIVING PURLIN 2" x 2" EXTRUSION 1" x 2" OPEN BACK EXTRUSION 1) #10 x 1-1/2" S.M.S. 24" O.C. NOTCH POST SCREENED ENCLOSURES BEAM POSITION VARIES MANSARD SHOWN) 0.045" x 1" X 2" H CHANNEL W/ 6) #10 x 1/2" S.M.S. EA. SIDE (1 TOTAL COLUMN PER TABLE 1.3 OR 1.4 2" x 4" MAXIMUM FOR LARGER UPRIGHT USE DETAIL PAGES 1-18, 1-107 & 1-108 AND MIN. PURLIN TO UPRIGHT SAME AS MIN. UPRIGHT TO BEAM TABLE 1.6 I.E. 2" x 7" UPRIGHT REQUIRES 2" x 4" BEAM) 2" x 3" to 2" x 3" CONNECTION CALE: 3" = V-0" NIS I.S fj&7UPCV ovIV W Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2006 1 `14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ' rIiiiiiiiiii STRAP SUPER OR EXTRUDED GUTTER N HOST STRUCTURE SPACING 12 + SPACING / 2 =- SPACING 12 . SPACING / 2 BEAM SET SPACING ---- - --- BEAM SET SPACING STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER RF NFnt rGan wiY SCALE: 3/8" 2" S.M.S. OR LAG SCREWS 2" x EACH AND @ 1/2 2 J (SIZE v v' IVA- ANGLE OR RECEIVING VARIES) 0 Gal CHANNEL (SEE SECTION 9 FOR DETAILS) U O O MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE (SEE TABLE 1.11) SCREW PATTERNS MAY VARY ALTERNATE CUT OFF BEAM & SEE TABLES OR NOTES FOR CAP W/ RECEIVING CHANNEL SIZE AND NUMBER OF SCREWS) ALTERNATE FLAT BEAM SELF BATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. Fl 32121 Telephone r: (386) 767-4774 Fnx N: (386) 767-C A Email: lobPe Qbells.net PAGE q m COPYRIGt1T 200d 1-24 NOT TO BE REPRODUCED IN WHOLE OR IN PART V/NHOUT THE WRITTEN PERMISSION OF LAWRENCF, 2, BENNETT. P.E. I f I SECTION 1 SCREENED ENCLOSURES w z OnCOMPOSITE 2" x 3" EAVE RAIL BEAM - SCREEN ROOF, 0.050" H-CHANNEL W (0 _ POST TO BEAM FASTENINGORGUSSETSZ ( SEE TABLE 1.6) a W O 0 0 0 0 0 POSTo C3 O i (SEE TABLE 1.3) I 45°t SCREENo ( MAY FACE IN OR OUT) REQUIRED KNEE BRACE sMINIMUMSIZEAND CONNECTION (SEE TABLE 1.7) LENGKNEE B0 E - \ ---- IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS HOST STRUCTURE ` I ROOFING ® 1 2) 2" LAG SCREWS SEE SECTION 9 FOR SIZE) 2' STRAP - LOCATE AND ao FASTEN PER STRAP LOCATION DETAIL PAGE 1-24 A = FASCIA AND SUB -FASCIA O` 2" x 2" ANGLE WITH (4) S.M.S. SEE SECTION 9 FOR SCREW 0 SIZES) EACH -SIDE TO BEAM 0 SUPER OR _ TO SUPER OR EXTRUDED ;„ EXTRUDED MAX.DISTANCE TOGUTTERGUTTER HOST STRUCTURE WALL SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER RISER (OR TRAM 3 M) WALL AT FASCIA - DETAIL 4 SCALE: 3".= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. SOLM Daytona, rl 32121 TaWow,o Y: (386) 707.4774 Fax #: (306) 767-6550 EmaR> lebpoQbeRSMlhxV PAGE COPYRIGHT 2000 1-32 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION Or IAYIRENCE E. BEFlNETT, P.E. HEADER COLUMN DIAGONAL PURLIN WIND BRACE CONNECTION DETAIL SCALE: 3" = V-0" NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panels fromhoststructure. Structures of four or more panels shall be spaced for even number of panels for opposing windbracing. 2. Cut brace parts with min. 12" lap of larger and smaller brace. 3: Cut receiving channel with angle. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, F132121 Telephone N` (336) 767-4774 Fax N: (3W) 767-CM6 Email: lobpo@bollsouth.net COPYRIGHT 20pC FPAGENOTTOBEREPRODUCEDINWHOLEORINiARrWITHOUT7HEY;RITIE-NPERMISSIONOFLANrFtEr:C CE.BE11 ,PE-45 PANELS/ELEMENTS UNBRACED BY HOST STRUCTURE TO BE BRACED BY DIAGONALS IN PERIMETER PANELS (MIN.) ELEMENTS BRACED BY HOST QSTRUCTURECONNECTION i HOST STRUCTURE O ELEMENTS BRACED BY DIAGONALS ALTERNATE BRACING PATTERN, CORNER BRACES E OR ACING ALLS) I U) z_ J 0 Q g a0 0 to n. :E CO EXAMPLE OF ALTERNATING. BRACE POSITION CABLE OR TYPICAL LAYOUT K-BRACING BEAMSOR PURLINS CABLE OR IN WALLS) K-BRACING ADDITIONAL ROOF BRACING IS (IN WALLS) REQUIRED FOR ALL SIDEEACHDIAGONALTOBEWALLSLARGERTHAN4 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) PANELS. NUMBER OF PANELS MEET WALL AT WALL BRACINGEACH00S.M.S. (MIN.) SHOULD BE EVEN TO PERMIT AT CORNERS (TYP.) POSITION OF BRACES ALTERNATING POOL ENCLOSURE SCREEN ROOF MAYBE FLAT, GABLE, MANSARD,.DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING SCHEMATIC PLAN VIEW SCALE. 3/8" = Lawrence E. Bennett, P.E. FL'# 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214388,'South Oaytmia. Fl 32121 TolePhono 0: (388) 767-4774 Fax N: (380) 767-6558 Email: leb"4oel ts<xM. rw1 PAGE COPYRIGHT 2W 148 NOT TO BE REPROOUCED IN WHOLE OR IN PART WITHOUT THE WRIr1r. PER Al$SION OF LAWR£NCL E. t3ENNLTT P.E. I, SCREENED ENCLOSURES HOST STRUCTURE i SECTION 1 t- z_ J Q J O U Q W m I TYPICAL LAYOUT BEAMS OR PURLINS WIND BRACING PATTERN TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4 SCALE: 3/16" = 1'-0" HOST STRUCTURE LNOO/D o g J QO U d I- WW m TYPICAL LAYOUT BEAMS OR PURLINS WIND BRACING PATTERN TYPICAL FOR ODD NUMBER OF SIDE PANELS OVER 4 SCALE: 3/16" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, F132121 Tolophone N: (386) 767.4774 Fax M: (386) 767-6556 Email: Iobpeabollsouth.w COPYRIGHT 2005 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THf. WRITTEN PCRMISSKiN ()I'_LAWRENCE E. 61ENNETT p E 1-49 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 poolenclosures: a) FRONT WALL CABLES - 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA 3/32" 233 S . Ft. /PAIR 0 B ES 1/8 445 Sq. Ft. / PAIR OF CABLES OTAL 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 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE WALL 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 wallarea & 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 railandthemid -rise rail. If more than one additional girt is required between the top or eave rail and thechairrail, 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 wallcablemaybeattachedatthemid -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 usetwocables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. 4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shallbeevenandpositionshallbealternating. Lawrence E. ;Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214388, south Daytona, n 32i21 TrAo0 no #: (386) 707-4774 Fax #: (386) 7074556 Email: Ia bouth.not PAGE COPYRIOKT 2006 1-50 NOT TO BE REPRODUCED IN WHOIE OR IN PART WITHOUT THE WRITTEN PFFUAISSION OF L YrRCNCE E. BENNETT, P.E. 0.125" P TE OUT ON 45 NGLE EYE -BOLT OR URNBUCKLE FOR 0 CABL TENSION G STAINLESS S EEL (SEE TABLE) 11 PERIME R FRAMING I M BER -- i TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 V SCALE: 3" = 1'-0" A \ ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF I- VIQ FRAME MEMBER EITHER A OR B I 1" x 2" x 0.125" CLIP AND (4) B 10 x 3/4" S.M.S. EACH SIDE ! MIN. (2) CLAMPS REQUIRED r; FOR CABLES (TYP.), r 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 &; STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, R 32121 Tolephone H: (386) 767-4774 Fax 0: (386) 767-GS% Ema ll: lebm@bellsoinh." COPYRIGHT 2WO PAGE NOT TO BE REPRODUCED IN WHOLE OlZ IN PART WITHOUT THE WRITTEN KRWS;;"4 OF LAWTIENCE E. BENN[-iT, P [ 1-51 SCREENED ENCLOSURES. 1 SECTION 1 S.S. CABLE @ 40° TO 60" MAX. 2' x 2" x 0:125" ANGLEANGLETOSLAB CABLE CLAMP 2-1/4, x 1-1/2" CONCRETE ANCHORS (MIN.) SEE TABLE) 6 A ALTERNATE CLIP: 3" ASTM A-36 NOTE: Mjti PRESSED STEEL CLIP MAY BE SEE PAGE 1-50 FOR NUMBER Sam SUBSTITUTED FOR 2" x 2" x OF -CABLES REQUIRED MIN. 3-3/4" 0.125" ANGLE 3-1/2" ASTM A-36 PRESSED ( 4"NOMINAL) SLAB STEEL CLIP MAY BE SUBSTITUTED FOR - 2" x 2" x 0.125" ANGLE DISTANCE FROM EDGE OF s SLAB = 5(D) .OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL.- DETAIL 213 SCALE: 3' = l'-0" SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR i 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. 5d (MIN.) si 5-1/2" (6" NOMINAL) JJ \ SLAB (MIN.) S 5d (MIN.) 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION-. DETAIL 2C SCALE: 3" _ V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 2i4368, South Daytona. R 32121 Tobph o R: (3W) 767.4774 Fax #: (306) 767-65% EtnaA: latipe Wlsouth.not COPYRIGHT 2DOG PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRr"(-rEN PERMISSION OF LAM,4-INCE E. BENNETT. RE.. 1 =53 4 E i SECTION 1 SCREENED ENCLOSURES PURLINS ANCHORED W/ CLIPS OR #10 SCREWS THROUGH PURLINS INTO SCREW BOSSES EAVE RAILS SHALL BE STITCHED Wl #10 x 1-1/2" SMS @ 6" FROM EACH END AND 24" OC MAX. FRONT ANUSIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2-1/4" CONCRETE/MASONRY ANCHORS @ PRIMARY & SECONDARY ANGLES OR @ 6" FROM EACH POST AND 24" O.C. MAX. AND WALLS MIN. 1" FROM EDGE OF CONCRETE PURLIN & CHAIR RAIL DETAIL SCALE: 3" = T-0" GIRTS ANCHORED W/ CLIPS OR THROUGH #10 SCREWS INTO SCREW BOSSES Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona, FI 32121 Telephone M (386) 7674774 Fax #: (386) 767.65,% Emall: Iobpe@bollsouth.net PAGE COPYRIGHT 2000 1 -58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMIS SION OF LAWRENCE E. BENNETT, P.E. 4 SCREENED EN .W.-SU.RES PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL OR EXTERNAL'L' CLIP OR'U' CHANNEL W/ MIN. 4) #10 S.M.S. PURLIN, GIRT, OR CHAIR RAIL SNAP,OR SELF MATING BEAM ONLY SECTION 1 SCREW BOSSES 10 _J - - r SNAP OR SELF MATING BEAMS ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 3" = l'-0" 0FOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED ANDINSTALLEDINPILOTHOLES FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE2J OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4" x 4" STRAPAND (4) #10 x 3/4' S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ONTHEPOSTANDHAVEATOTAL (12) #10 x 3/4" S.M.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona, FI 32121 Telephone N: (336) M-4774 Fax #: (306) 767-6556 Ema l: lebpoQt>ollsouth.net COPYRIGHT 2WO PAGE LNOT 10 BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNEI-T, P E I 1 -59 SECTION 1 I SCREEiVEO: ENCLOSURES` SCREEN I i 'd' VARIES 1" x 2" O.B. BASE PLATE (TYP') 4" SHOW I SECONDARY 2" x (D - 2 ") x 0.063" ANGLE ®I EACH SIDE OF COLUMN W/#10 ---- C) S.M.S. SEE SCHEDULE NEXT PAGE) CONCRETE ANCHOR _ a SEE SCHEDULE PAGE 65) I NOTE: DETAIL ILLUSTRATES ° TYPICAL 2" x 4" S.M.B. COLUMN a " 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 ` 5 DN CEL 1" GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT CONNECTION 2" 5d 2500 P.S.I. CONCRETE OR MIN.) (MIN.) ALTERNATE 2" x _ WOOD DECK SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW - BOSSES a d p NOTE: SELECT CONCRaETE ' ANCHOR FROM TABLE 9.1 6' ( MAX.) - TYPICAL S.M. OR SNAP SECTION COLUMN 410 x 3/4' S.M.S. EACH SIDE SEE SCHEDULE PAGE 1-65) PRIMARY 2" x 2' x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) o e a d i e 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT 6" ( MAX.) — MAX. SPACING 24' O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS NOTE: SCALE: 3" = 1'-O 1. FOR SIDE WALLS OF 2' x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 2. PREDRILL PAVERS W/ MIN. 1/4" MASONRY BIT. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P. O. Box 214368; S" Daytona, FI 32121 ToWphono 4: (388) 767-4774 Fax N: (388) 767.GW Emall: 10b bollsarth not PAGE COPYRIGHT 2W6 1. 64 NOT 70 BE REPRODUCED IN WH OlE OR IN PART WfTF40UT T11E YlRITTEN PERMI.S„ !ON OF lAWF2ENCE E. ES[Nt.ETT, P.f- 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND 1 " " ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPES' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) O I- x 1-3/4 CONCRETE ° 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" 1" PER FT. MAX. FOR 2'-0" MIN. - 3 1/2" (TYP. BEFORE SLOPE ALL SLABS) TYPE I FLAT SLOPE / NO FOOTING 1) #5 BAR CONT. 3 43 BAR CONT. OR TYPE III STEEP SLOPE FOOTING 1'-10" Notes for all foundation types: 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF: Bearing capacity ofsoilshallbeverifiedpriortoplacingslabbyfieldsoiltest (soil penetrometer) or a soil testing lab.. 2. The slab / foundation shall be cleared"of debris, roots and compacted prior to placement of concrete. 3. No fooling is required except when addressing erosion until the slab width in the direction of the primarybeamsexceedsthespanpertableonpage1-69, then a type II slab is required under the load bearing wallonlyunlessthesidewallexceeds16' in height or the enclosure is in a "C" exposure catagory in which case atype11footingisrequired. 4. Monolithic slabs and footings shall, be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh orcrackcontrolfibermesh; Fibermesh® Mesh, InForce- e3- (Formerly Fibermesh MD) per manufacturersspecificationmaybeusedinlieuofwiremesh. All slabs / footings shall be allowed to cure for 7 days beforeinstallinganchors. 5. If local' codes require a minimum footing use Type II footing or footing section required by local code. Localcodesgovem. 2) #3 BAR CONT. OR 1 #5 BAR CONT. TYPE II RATE SLOPE FOOTING 2" / 12" - 1'-10" SLAB -FOOTING DETAILS SCALE: 314" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL &STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Totephpno M (386) 767-4774 Fax p: (366) 767-65.56 Email: IebpeQbeI sotnh.net COPYRIGHT 200E PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LA O%'RENCE E. BENNETT. P.E. 1 -71 SCREENED ENCLQSURL S 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS OR THRU PRIMARY ANGLE 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 SECTION "I POST SIZE 2" x 4" MAX. SIDE WALL POST TO PLATE TO CONCRETE DETAIL 1" x 2" EXTRUSION ANCHOR TO CON,C. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. 2" x 2", 2" x 3" OR 2" x 4" HOLLOW SECTION SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. 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 Gendral Notes and Specifications: 1'. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beamspacingxthescreenloadof7# / Sq. Ft. EXAMPLE: FOR A 2' x 6" BEAM WITH A SPAN OF 2T AND A BEAM & UPRIGHT SPACINGOFTUSE: 1/2 x 17'-11" x Tx 10# / Sq. Ft. = 627.2# UPLIFT2. 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. 4. For attachment to wood deck (min. 2" nominal thickness) use wood anchors with details shownabove (min. 1-3/8" embedment). Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona, FI 32121 Te oO-16 a: (386) 767-4T74 Fax #: (386) 767-6556 Email: 1obpeQb0IISou1h.not COPYRIGHT 2W6 PAGE NOT TO BE REPRODUCED IN WHOLE Oft IN PART WITHOUT THE WRITTEN PERMISSION OF LAVrRENCE E. BENNETT. P E 1-61 SCREENED ENCLOSURES CONCRETE DECK EDGE 2" x 2" PRIMARY ANGLE VARIES 5d (MIN.)' 2-1/2" (MIN.) 1" x 2" O.B. BASE PLATE (TYP.) 10 x 3/4" S.M.S. (TYP.) 2 " x S.M.B. COLUMN MIN. EDGE DISTANCE & O.C. ANCHOR SPACING ANCHOR ALUM. WOOD CONC. 2-1/2d 4d 5d 1/45/8' 1' 1-1l4- TOP VIEW POST To DECK DETAIL Primary and Secondary Anchor Schedule SCALE: 3" = 1'-0" Column So onda An le SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2% x 9' SUB CONNECTIONSSCREEN ABSOLUTE MINIMUM EDGE OF CONCRETE TO C.O. FASTENER = 5d SECONDARY 2" x 2" x 0.063" ANGLE ( SEE SECONDARY ANGLE ANCHOR SCHEDULE AND SECTION 9) CONCRETE ANCHORS INTO PRIMARY ANGL S. M.S. STITCHING SCREWS @ 24" O.C. FOR S.M.B. SEE TABLE 1.6 FOR SIZE) Size An le gNumber of Anchors Maximum Number and Spacin Anchors x 2' ._. 4 3!8" 1/ 4" A . B", C. 5116" A" -W » C. Ila" 4 4 4 1• 1• 1• 4 1" 1. 1• f,» C" 2 x 6 4w 4 4 4 4 4 4 1• 1" 4 1" 1- 1/2- q 1 t' 1• 1 12" 1" 2 x 7 2 x 8 5" g• 6 6 4 4 6 1' 2• 5/8' 1- 7/8' 4 4 1• 1' 2- 2- 12• 4 1' 2' 2x9 7• 6 4 6 4 6 1" 5/8' 2-3/8' 4 1• 3" 4 q 1' 2- 12' 2 x 10 8^ 8 6 4 6 6 8 1" 5/ 8' 2-7/8' 6 1' 13/16" 2-7/8- 4 1. 3• 1' Example: 1• 5/ 8' 2' 6 1' 13/16' Calculate the number of anchors required: 1.5 x beam span / 2 x beam spacing x roof Wind pressure (PSF) = total #; if 1.5x30'/2 x 6' x 10 PSF = = 1350# and 1/4' x 1/4' Tapcon in tension @ 5d = 427tl / ea. (see table 9.1) then 1350# / 427# / ea. = 3.16 ea. use (3) ea., secondary angle not required Actual Edge DistanceExample: From edge of concrete to fastener = 2' / dia. of 0 25' = 8d Note: For attachmentto wood deck substitute wood fasteners for from section 9. concrete fasteners & calculate the required number of fasteners using tables Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 T010~0.11: ( 386) 767-4774 Fax 11: (386) 767-6556 Eman: lot>no@bollsanh n j COPYRIOHT 2" PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE Y/RriIEN PERMISSK)N OF LAWRENCE E. BENNETT. p E, 1-65 I SECTION 1 SCREENED ENCLOSURES Table 1.1 120 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Wind Zones up to 120 M.P.H., Exposure "B" and Latitudes Below 30"-30'-00" North Jacksonville, FL) Uniform Load a 4 #/SF, a Point Load of 300 #ISF over 1 linear R Is also considered Hollow Sections Tribute Load Width '= Beam Scin 3-0" 4.-0" 5,-0" 6 -0. Allowable S n'L' / Point Load P or Uniform Loa 6b 2" x2" x 0.044" d7U , bendin , deflection 4'-5" Pb 4'-5" Pb 1, 2" x 2" x 0.05W 4'-5' Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 5'-2" Pb 5'-Y Pb 4'-5" 2" x 2" x 0.090" 5'-2' Pb 5'-2" Pb 5'-2" Pb 5-2- Pb Pb 7'-6" Pb 7'-6" Pb 5'-2" 2",x 3" x 0.045" T-6' Pb 7' 6" Pb T-6- Pb 7'-0" Pb 7'-7" Pb 7'-7" Pb 7' 6" 2" x x 0.050" 7'-7" Pb 7'-7" Pb 7'-7" Pb 7'-7" Pb 9'-1" Pb 9'-1" Pb 7'-7" 5" 2" x5" x 0.062" 9'-1' Pb 9'-1" Pb 9'-1- Pb 9'-1" Pb 5n _a» oti . . ., _. _ 9'-1' 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040'. 2. ThestructuresdesignedusingthissectionshallbelimitedtoamaximumcombinedspananduprightheightOf50' and a maximum uprightheightof16'. Structures larger than these limits shall have site specific engineering. 3. Spanismeasuredfromcentwrnfr,pa,, O. i aoles are based on a maximum wall height of 16' including a 4' max. mansa or ga e. er rUons m spans W/ enclosure site specific engineering. 6. Spans maybe. interpolated. 7. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 14i. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0" = 9'-1" Please re t { o e loSe Q 4cGbjc niece ola e 01- U5Q— w',. (,00S-rs Ivy Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767- 556 Email: lebpe Qboilsouth. net PAGE COPYRIGHT 2DDO 1 % 4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRIT -TEN PERMISSION OF LAVMENCF: E BENNETr, P.G. i Roof Span Interpolation Tables 2007 interpolated for 6005-T5 alloy dronned decimals for areater marain of safety 36 37- 38 39 40 41 42 43 44 45 46 47 48 2 x 4 13'21 13'2 13'2 13-2 13'2 13'2 13'2 13'2 13'2 13'2 13'2 13'2 13'2 2 x 5 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 2 x 6 22'11 22'11 22'11 22'11 22'11 22'11 22-11 22'11 22-11 22'11 22'11 22-11 22'11 2 x 7 27'11 27'11 27'11 27'11 27'11 27'11 27'11 27'11 27'11 27'11 2T11 27-11 27-11 2 x 8 38'6 38'5 38'3 38'1 38' 37'10 37'9 37'8 3T5 37'4 37'2 37'1 37' 2 x 9 44'4 43'11 437 43'5 43' 42'9 42'5 42'1 41'9 41'6 41'1 40'10 407 2 x 10 557 562 54'9 54'4 53'11 53'5 53'1 527 52'3 51'9 51'5 50'11 50'6 48 49 50 51 52 53 54 55 56 57 58 59 60 2 x 4 13'2 13'2 13'2 13'2 13'2 13'2 13-2 13'2 13'2 13'2 13'2 13'2 13'2. 2 x 5 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 2 x 6 22'11 22'11 22'11 22'11 22'11 22'11 22'11 22'11 22'11 22'11 22'11 22'11 22'11 2 x 7 27'11 27'10 27'10 27'10 27'10 27'9 27'9 27'9 27'9 27'8 27-8 27'8 27'8 2 x 8 37' 36'8 36'6 36'4 36' 3510 35'8 35'4 35'2 35' 34'9 34'6 34'4 2 x 9 407 40'3 40' 39'8 39'6 39'4 39'1 38'8 38'6 38'3 38'1 37'10H46'12x1050'6 50'2 49'11 49'7 49'4 49' 48'9 48'4 48'1 47'10 47'6 47'3 1 60 61 62 63 64 65 66 67 68 69 70 71 72 2 x 4 13'2 13'2 13'2 13'2 13'2 13'2 13'2 13'2 13'2 13'2 13'2 13'2 13'2 2 x 5 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 18'2 2 x 6 22'11 22'11 22'11 22'11 22'11 22'11 22'11 22'10 22'10 22'10 22'10 22'10 22'10 27'6 27'4 27'2 27'1 26-11 26-10 26'9 26'6 26'5 26'3 26'2 26-1 34'4 34'2 34' 33'9 33'7 33'5 33'4 33'1 32'11 32'9 32'7 32'4 32'3In27' 8 37'8 3T5 37'3 37'1 36'11 36'8 36'6 36'4 36'2 35'11 35'9 35'7 35'6 46'11 46'8 46'6 46'2 46' 45'9 457 45'3 45'1 44'9 447 44'4 44'2 72 73 74, 75 76 77 78 79 80 81 82 83 84 2 x 4 13'2 13'2 13'2 13'2 13'2 13'2 13'2 13'2 13'2 13'2 132 13'2 13'2 2 x 5 18'2 182 182 182 1812 18'2 181'2 18'2 182 182 18'2 18'2 18'2 2 x 622'10 22'9 22'8 227 22'6 . 22'5 22'3 22'2 22'1 22' 21'11 21`'10 21'9 2 x 7 261. 25'10 25'9 25'8 257 25'6 25-5 25-2 25'1 25' 1 24'11 1 24'10 x 8 32'3 32'1` 32' 31'10 31'8 " 31'6 31'5 31'4 31'2 31'1 30'10 30'9 35' 6 35-3 35-1 34'11 34'10 34-7 34-5 34'4 34'3 34'1 34' 33'9 M24',92 44' 2 43'11 43'9 43-7 43'5 43'2 43' 42'10 42'7 42'5 42'3 42'1 84 87 88 90 91 9293 94 95 96 2x4 13'2 1 13'2 13'2 13'2 13'2 13'2 13'2 13'2 18' 2 1 n58 r24'3 17' 11 17'10 1T10 17'10 17'9 17'9 1T9 2x6 21'9 2 21'5 21'4 21'3 21'2 21'1 21' 20'10 20'9 20'9 24' 9 2 24'2 24'1 24' 23'11 23'9 23'8 237 2 x 8 30-8 30'6 30'S 30'3 302 30' 29'11 29'10 2919 29'6 29'5 2.9'4 29'3 2 x 9 33'8 33'6 33'5 33'4 33'1 33' 32'11 32'9 32'8 327 32'4 32'3 32'2 2 x 10 42'0 41'.9 417 41'6 41'4 41'1 41' 40'10 40'8 407 40'4 40-2 40'1 2 x 4 96 13' 2 97 13' 2 98 13' 2 99 13' 2 100 13' 2 101 - 132, 102 13' 2 103 13' 2 104 13' 2 105 13' 2 106 13' 2 107 13' 2 108 13' 2 2 x 5 17'9 1 T8- 177 177 1 T6 17'5 17'5 17'4 17'2 17'2 17'1 17' 1 T 2' x 6 20'9 20'8 207 20'6 20'6 20'5 20'4 20'3 20'3 20'1 20' 19'11 19'11 2 x 7 237 23'6 23'5 23'4 23'4 23'3 23-2 23' 23' 22" 1 22'10 22'9 22'9 2 x 8 29'3 29'2 . 29'1 29' 28'11 28'9 T 28'8 28-7 28-6 28'5' 28-4 28-3 28-1 2 x 9 32'2 32' 31'11 31'10 31'8 317 31'6 31'5 31'4 31'3 31'2 31' 30'11 2 x 10 40'1 39'11 39'10 39'8 39'6 39'5 39'4 39'2 39'1 38'10 38'8 387 38'6 This table arrived at by using.the following: 1) Interpolated directly from Bennetttable 1.1-120 to find spans for each inch value between whole font incrPmPntc SCREENED ENCLOSURES ` T-SECTION 1 Table 1.2 120 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Wind Zones up to 120 M.P.N., Exposure "B", and Latitudes Below 30'-30'-00" North (Jacksonville, FL) Uniform Load - 4 #/SF, a Point Load of 300 #/SF over (1) linear ft. Is also considered A. Sections Fastened To Beams With Clips Tributary Load Width W = Purlin SpacinHollowSections3' 6" 4 -0" 4' 6" 5'-0" 5'-6" 6'-0" Allowable S n 'L' 'I Point Load P or Uniform Load (U), bendin b , deflection, 2" x 2" x 0.044" 4'-5' Pb 4'-5" Pb 4'-5" Pb 4'-5' Pb ' 4'-5' Pb 4'-5" Pb 4'-5' 2" x 2" x 0.050" 5'-2- Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2' Pb 5'-2" Pb 5'-2" 2" x 2" x 0 090" 3" x 2" x 0,045" 3" x 2" x 0.070" 2" x 3" x 0.045" 2" x 4" x 0.050" x 0.062" 7 4 5' 8' 7'-8- T-4- 9'-1' 14'-1" Pd Pb Pd Pd Pb.. Pd 7 -4 , . 5'-8" T-8" 7' 4" 9'-1' 14'-1" Pd Pb Pd Pd 7'-4" 5'-8" 7'$" 7'-4" 194 Pd Pb Pd Pd 7'-4" 5' 8" T-8" T-4' 1'Pb 1' Pd Pb Pd Pd Pd T-4' 5'-8" T-8" T-4' 9'-1' 14'-1" Pd Pb Pd Pd b Pd 7'-4" 5'-8" T T 4" 9'-1" 14'-1" Pd 7'-4" Pd Pb 5'-8" Pb Pd T-8" " Pd Pd T 4" Pd Pb 9'-1- Pb Pd 14'-1" Pd Snap Sections 2" x 2" x 0.044 2" x 3" x 0.045" 2" x 4" x 0.045" j Tribute Load Width W = Purlin Spacin 3'-6" 4'-0" 4'1 6" 5'-0" 5'-6" Allowable S an 'L' l Point Load P or Uniform Load (U), bendin b ,deflection d4'-11' Pb 4'-11' Pb 4'-11' Pb , 4'-11" Pb. 4'-11' Pb 4'-11" Pb 4'-11" Pb T-3- Pd T-3" Pd 7'-0" Pd T-3" Pd T-3' Pd 7'-3' Pd T - Pd 9'-2' Pd 9'-2'P 1 9'-2" Pd 9'-2" Pd 9'-2" Pd 9'-2" Pd 9'-2" Pd B. Sections Fastened Throu h Beam Webs Into Screw Bosses Hollow Sections Tributary Load Width 'W' = Purlln Spac MEMSM 3'-6" 4'-0" 4'-6" 5'-0" 5' 6" 6'-0^ 6, g" Allowable S n'L' I Point Load P orUnKorm Load U , be ' 11; 5" Pb 11'-5" Pb 11'-5' P. 11'-4" Ud 10'-11" LI 101-8" Ud 10'-3' 6U 13' 8' Pb 13'-8" Pb 13'$: Pb 1 13'-8- Pb 13'-8" Pb lu 22',' Pd 22'-4" Pd 2dj 21'-T Ud 20'-11` Ud 20'-4" Ud 19'-7' Uc x 3" x 0.050" 2" x 5" x 0.062." Snap Sections 2" x 2" xO0.044" Tribute Load Width 'W' = Purlin S acin T-6- 4'-0" 4,•6„ 5,-0" 5. 6" 6,-0„ Allowable S n 'L' I Point Load P or Uniform Load U), bendin b , deflection d) 4'-4' 1 Pb Pb 4'-4" j Pb I . 4'-4" Pb 4' 4' Pb . 4'-4" Pb 4'-4" 1 Pt Notes: 1. Thicknesses shown are 'nominar industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spanismeasuredfromcenterofbeamanduprightconnectiontofasciaorwallconnection, 3. Tables are, based on a maximum wall height of 16' including a 4' max. mansard or gable. Other conditions may offer better spansw/ enclosure site specific engineering. 4. Spans may be interpolated. 5. 2" x 4" & 2" x 5" Hollow Girls shall be connected w/ an internal or external 1-112" x 1-1 /2" x 0.044" angle. 6. Toconvertspansto "C" and 'D' exposure categories see exposure mutbpiiers and example on page 1-iL CHECK TABLE1.6 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" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, R 32121 Telephone #: (386) 767-4774 Fai M (386) 767-65% EmaO: lebpe( bellsouth.net COPYRIGHT2008 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E PAGE 1- 77 SCREEN E®;ENCLCSURES SECTION 1 Table 1.3120 Allowable Post.% Upright Heights for Primary Screen Wall Frame MembersAluminumAlloy,6063,T-6 For 3 second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 #/sq, ft. Hollow Sections 2" x 2" x 2" x 0.050" 2" x 2" x 0.045" 2" x 3" x 0.045" 2" x 4" x 0.050" 2" x 5" x 0.062" Tribute Load Width 'W' _ U ri ht S acin3'-0" 41,0" 5'-0" 6'-0" Allowable Hel ht "H" I bendin (b), deflection d .. 5'-11" b 5'-3" b 4'-9' b 4'-4" b T-11" T 5" , d 6'-r- b 5'-10" b 5'-3" b 4'-10" b 4'-5- 8'-7" d T-9" d. 7 -4" d 6'-8" b 6'-1' b 5'-8" T-11" d T-3" d T-2" d 5' F" d 5'-11" b 5' 6" 10'-5` b 8' T-11" b T-2" b 6'-7" b 6'-1 • 16'-0' b 13'-10" b 10'-0` b 9'-7" b 3'-8" b b 4'-2" b 5'-4" b b 5'-2" b FTg° b b Ry-11" t, Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 3. Above heights do not include length of knee brace, Add vertical distance from upright to center of brace to beamcnnlion rte sped c engineering requ re or pool endosures over 30' to mean roo Ig I. 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 are designed to be residential guardrails provided theyareattachedwithmin. (3) #!10 x 1-112" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Max. beam size for 2" x 5" is 2" x 7` x 0.055" x 0.120" 8. Spans may be interpolated. 9. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1-ii. l 1 r ' o e c,r vb2 II P c,l c 114 5 c,r-een 4n a (0 0 5- i s a II y, See. 1¢S r5n SAC pewee,+. Lawrence E. Bennett, P:E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South' Daytona, Fl 32121 , Telephone N: (386) 767-4774 Fax ti: (3W) 767-C,&% Email: let p Qbellsouth.net COPYRIGHT 200E PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-81 a upright height tables 2007 interpolated for 18/14 screen and for 6005-T5 alloy dronoed decimals for areater marain of safety 36. 37 38 39 40 41 42 43 44 45 46 47 48 2 x 4fi 2'9 12'8 12'8 12'8 12'7. 12'7 12'7 12'6 12'6 12'6 12'S 12'5 12'5 2 x 5'10 16'8_ 16'6 16'5 16'3 16'2 16'1 15'11 15'9 15'8 15'6 15'5 15'4 2 x 69'9 197 19'4 19'3 1911 19' 18'10 187 18'6 18'4 18'3 . 18'1 17'11 2 x 7 227 22-3 22'1 21-11 21'9 21'6 21'4 21'1 20'10 20'8 20'6 . 20'4 20-1 2 x 8 27'11 27'8 27'6 2T3 . 27'1 26'10 267 26'5. 26'3 25"1 25'9 257 25'5 2 x 9 30'8 30'5 30'2 29'11 29'9 29'5 29'3 29' 28'9 28'6 28'4 28' 27'10 2 x 10 38'3 37'11 3T8 37'4 37'1 36'9 36'6 36'3 35"1 35'8 35'4 35'1 34'10 48 49 50 51 52 53 54 55 56 57 58 59 60 2 x 4 12'5 12'4 12'2 12'1 12'1 12' 11'11 11'10 11'10 1119 11'8 117 117 2x 5 164 15'3 15'1 15' 14'11 14'10 14'9 14'8 147 14'6 14'4 14'3 14'2 2 x 6 17'11 1T9 17'8 177 17'6- 1T4 17'2 17'1 17' 16'10 169 16'8 16'6 2 x 7 20'1 19'11 19'9 19-7 19'4 19-2 19' 18'10 187 18'5 18'3 18'1 17'11 2 x 8 25'5-- 25'2 25' 24'11 24'9 24'8 24'5 24'3 24'2 24' 23'11 23'8 237 2 x 9 27'10 27'8 2T6 27'4 27'2 27' 26'11 26'9 26'6 26'5 26'3 26-1 25'11 2 x 10 34'10 34'6 34'4 34'2 34' 33'9 33'6 33'4 33'1 32'10 32'8 32'5 34-3 60 61 62 63 64 65 66 67 68 69 70 71 72 2 x 4 117 11'5 111!4 11'4 11'3 11'2 11'2 11'1 11' 11' 10'11 10'10 10'10 2 x 5 14'2 14' 1 14' 14' 13' 11 13' 10 13' 10 13'9 137 137 13'6 13'5 13'5 2 x 6 16'6 16'4 16'3 16'2 16' 15'11 15'9 157 15'6 15'5 15'3 15'2 15'0 2 x 7 1T11 17'9 17-8 17-6 1T5 17'2 17'1 16'11 16'10 16'8 16'6 16'4 16'3 2 x 8 237 23'6 23'4 2T3 23'2 22'11 22'10 22'9 22'8 22'6 22'5 22'3 22'2 2 x 9 25'11 25'9 25'8 25'6 25'5 25'2 25'1 24'11 24'10 24'8 247 24'4 24'3 2 x 10 32'3 32'1 31'11 31'10 317 31'5 314 31'2 30'11 30"0 30'8 30'6' 30'5 72 73 74 75 76 77 78 79 80 81 82 83 84 2 x 4 10,10 10'8 107- 10'6 10'5 10'4 - 10'4 10'3 10'2 1011 9111 9110 9110 13'5 13'3 13'2 13'1 13' A 12'8 127 12'6 12'5 12'4 12'2MO= 4&SI= 2 x 6 160 14'10 14'9 14'8 147 14'6 14'4 14'3 14'2 14'1 14' 13'11 1310 2 x 7 16'3 16-1 16' 15'11 15-9 15'8 157 15'6 15'5 15'4 15'3 15'2 15' 2 x 8 22'2 22'1 22' 21'11 21'10 21'9 21'8 21`'6 21'5 21'4 21'3 21'2 21'1 2 x 9 24'3 24'2 24'1 24' 23'11E 3'9 " 23'8 23'7 23'6 23'5 23'4 23'3 23'2 2 x 10 30'5 30'2 30'1 30' 29'109'9 29'8 11 84 85 86 87 88 89 90 91 92 93 94 95 96 2 x 4 9'10 919 919 918 918' 97 97 9'6 9'6 9'5 9'5 9'3 9'3 12'2 12'1 12 1ill 0 11'10 1119 11'8 11'8 117 1175 11'5 2 x 6 13'10 13'9 137 13'6 13'5 13'4 13'4 13'3 13'2 13'1 13' 12-10 12'10 2 x 7 15' 14'11 14'10 14'9 14-8 14-7 14'6 14'4 14'3 14'2 14'1 14' 14' 2 x 8 21'1 21' 20'10 20'9 . 20'9 20'8 207 20'6 20'6 20'5 20'4 20'3 20'3 2 x 9 23'2 23' 22'11 22'10 22'9 ' 22'8 22'8 221 22'6 22-5 22-3 22-2 22-2 2 x 10 28'11 28'8 287 28'6 28'5 28'4 28'3 28' 27'11 27-10 27'9 27'8 27-7 96 97 98 99 100 101 102 103 104 105 106 107 108 2 x 4 9'3 92 911 911 9' 8'11 8'11 8'10 8'9 8'9 8'8 8'6 8'6 2 x 5 11'5, 11'4 11'3 11'3 1 T2 11'1 11'1 11' 11' 10'11 10'10 10'8 10'8 2 x 6 12'10 12'9- 12'8 12'8 127 12'6 12'6 12'5 12'4 12'4 12'3 12'1 12'1 2 x 7 14'. 13'11 13'10 13'9 13'9 137 13'6 13'5 13'5 13'4 13'3 13'2 13'2 2 x 8 20'3 20'1 20' 19'11 19,11 19'10 1919 19'8 19'8 197 19'6 19'4 19'4 2 x 9 22'2 22' 21'11 21'10 21'9 21'8 21'6 21'5 2V4 21'3 21'2 21'1 21' 2 x 10 277 27'6 27'4 27-3 27'2 27'1 27' 26'11, 26'10 26'9 267 26'6` 26'5 This table arrived at by using the following; 1) Interpolated directly from Bennett table 1.3-120 to find spans for each inch value between whole foot increments 2) multiplying by 1.13 for 6005-T5 alloy (see section 1 design statement) 3) multiplying by 1.10 or 1.07 as appropriate for 18/14 screen (see section 1 design statement) I SCREENED ENCL®SOR eS SECTION 1 Table 1.4120 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 a velocity of 120 MPH, Exposure "B" or an applied load of 15 # / sq. ft. A. Sections As Horizontals Fastened To Posts With CII s Hollow Sections 77 2" x 0.044" 73 2" x 0.050" 2" x 2" x 0.090" 3" x 2" x 0.045" 3" x 2" x 0.070" 2" x 3" x 0.045" 2" x 4" x 0.050" x. 0.062" Tributa Load Width 'W' = U right Spacing3'-0" 4'-0" V-0" 6'-0" 7'-0" 8'-0" Allowable Height "H" or Span "L" I bendin b ,deflection 6'-11' b 5'-11" b 5'-3" b 4'-9" b 4'-4" b 1 3'-11" b T=5' d 6'-7° b T-10"' b 5'-3" $ 4'-10" b 4'-5" b T-11' d 6'-10" b 6'-1 ° b 5'-5" b 4'-11 ". b-3' 8'-7' d 7'-9" d T 4" d 6'$" b 6'-l" b jmH-2- 8'-11' d 8'-1` d T-3" b 6'$" ..b 5'-11' b 7'-11" d T-3' d T-2" d 6' 6" d 5'-11' b 5'-6" 1 b10'-5" b 8'-11" b T-11" b T-2' b 1 6'-7- b 6'1"-b 116'-0" ` b 13'-10" b 12'3" b 11'-2' b 10'3' I b 9'--r b 9'-0" d T-8" b 4'-2" b 4• b b b 1 5'-2" 5'$" b b 8'-11 • b Snap Sections 2" x 2" x 0.044" B. Sectlnnn Aa 41.".i•.."„Fet- Tributary Load Width W-_ U ht Spacin 3'-0" 4'-0" 5'-0" 6,-0" T-0" Allowable Hel ht "H" or S n "L" / bendin b ,deflection 5'-8- 1 d 1 5'-4" 1 d 4'-11"' d 4' 6' b 4'-2" b r.._.___ 3'-10" b I uvu 1i owe into screw tsosses Hollow Sections 5'-0" dth 'W'-= Upri ht Spacin 6'-0"- 7'-0"0- 3'-0" 4'-0" 8'-11" b 10'$' 10'-T 11'$" 1 T-11 " b- 7'-8' b 6'-9" b an "L" / bendin 6'-1" b 5'-7° T 4' b 6' 8' b , b b deflection 5' 2" b 6'-2" 3" x 2" x 0.045" x,3 x 2" x 5" x 0.062" 4'-9" . b 9'-1" 15'-5" b 8'-1" b 1 7'-3" b 6'$' Snap Sections 2" x 2" x 0.044" Nntn• 3'-O" 8'-5' THbuta Load Width 'W'= Upri ht Spacin 4'-0" 5'-0" 6'-0" 71-0" 8'-0" Allowable Height "H" or S an "L" I bendin b , deflection (d d 7'-2' b 6'-3" 1: Thicknesses shown are 'nominal industry standard tolerances. No wall thickness shall be less than 0.640". 2. Using screen panel Width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 30' in mean roof height. 4. Span/height 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 are designed to be residential gardrails provided theyareattachedWithmin. (3) #10 x 1-1/2" s.m.s. into the screw bosses and do not exceed 8'-0" o.c. 6. Girt spacing shall not exceed 6'$'. 7. Max. beam size for 2" x 5" is 2" x 7" x 0.055" x 0`.120" 8. 2" x 4' 8, 2" x 5" hollow girts shall be connected w/ an internal or external 1-112" x 1-1/2" x 0.044' angle. 9. Spans/heights may be interpolated. 10. To convert spans/heights to 'C" and "D' exposure categories see exposure multipliers and example on page 14i. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O: Box 214368, South Daytona, R 32121 Telephone #: (386) 7674774 Fax #: (386) 767.65% Email: lebpe@bellsouth.net COPYRIGHT 2008 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRnTTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ' -85 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wali Uprights or Beam SplicingBeam/Upright or Post Uprlght or Post/Beam Minimum Purlin, Girt Notes Number of Z x 4 SMB 2 x 3 SMB or H Knee Brace Size 2" x 2' x 0.044" Partial La# 10 x'/". MMInImum 6, x B 2x3SMB:or x' x 0.Partial La8 2x8SMB 2x5SMBorH 2"x3'x0.044' Full Lap 14 162x9SMB 2x9SMB' 2x6SMB 2x7SMB 2"x3'x0.045' Full Lap 18 14 16 2x10SMB 2x8SMB 2"x4'x0.050" 2"x5"x0.050" Full Lap Full Lap 20 18 Screw Size Minimum Distance and Snaclnn 20 18 14 or tea a ra,_- a MULE 1.1 1 _? ws'I Beam Stitching 2xX /:" Screw at 24" OC 4 10 14 8 _ 6` 10 10 12 12 14 14; 14•. 16 14" 16 14" Plate Thickness I x 0.055" x 0.120" 0.063' x 8" x.0.072" x 0.224" R x 0.125' X 9" x 0.072" x 0.224" 0.125' 2" x 9" x 0.082" x 0...306" 0.190' 2" x 10" x 0.092" x 0.369," 0.250' 0.082" wall thickness, 0.310".flange thickness 1) Stitching screw at 16" O.C. max. Connection Example: 2 x 7" beam & 2" x 5" at beam & gusset plate, (14) f18 x 1/2" sms & upright & gusset plate Note: (14) #8 x 1/2" srrs ea, side of beam & upright. 1. Connection of 2" x 6" to 2" x 4" shall use a full lap cut or 1/16' gusset plate. 2. 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. 3. The number of screws is based on the maximum allowable moment of the beam. 4. The number of deck anchors is based on RAWL R Tapper allowableload data for 2,500 psi concrete and / or equal Ianchors may beused. The number shown is the total use 112 per side. 5. Hollow splice connections can be made provided the.connection is approved by the engineer. 6. 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 theout. 7. The side wall upright shall have a minimum beam size as shown above, ie., a 2' x 4' upright shalt have a 2" x 3" beam. 8. For minimum girt size read upright size, as a beam and purlin size is minimum girt size. (i.e. 2" x 9" x 0.072" x 0.224" s.m.b. w/ 2" x 6" x 0,050 x 0.120' s.m.b. upright requires a 2 x 3" x 0.045" girt / chair rail.) Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING'' P. O. Box 214368, South Daytona, R 32121 Telephone #: ( 386) 767-4774 Fax #: (386) 767-65% EmaIC bbl>o@bellsaRh.ner PAGE COPYRIGHT2M 1 " 94 NOT 70 BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E w..• .. E January 1, 2008 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering ' ALUMINUM STRUCTURES DESIGN MANUAL" 2004 Florida Building Code with 2006 Supplements Dear Building Official/Plans Examiner: This is to certify that the following contractor/company is hereby authorized to use myALUMINUMSTRUCTURESDESIGNMANUAL" during the year 2008. Authorization is on a January to January basis regardless of the edition of the manual., This authorization also applies to contractor master file drawings, "ONE PERMIT ONLY" drawingsorany "site specific" drawings that I may furnish the contractor. The following contractor/company is hereby added to my 2008 MASTER -FILE LIST: Leonard J Breeld American Aluminum & Window, Inc 5245 Tower Way Sanford, FL 32773 Should you have any stions, please contact me at your convenience. i Sincerely, J Lawre ` Be , P.E.- #16644 t.,- 1. '•i t, C .... SITE EXPOSURE EVALUATIOm E~no&q 600' QUADRANT IV I 40, I QUADRANT 11 600, 600' ---1 i EXPOSURE A_ i EXPOSURE40' 600, II 4. 1500'——.—.--. I I I I QUADRANT I11 1500' i EXPOSUREI L_.__ i NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE SCALE: 1" = 800' USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B','C', OR'D' EXPOSURE. 'Q' OR'D' EXPOSURE IN ANY QUADRANT MAKE THE SITE THAT EXPOSURE. EXPOSURE C: 1. OPEN TERRAIN FOR MORE THAN 1,500 FEET IN ANY QUADRANT. 2. ANY'C' EXPOSURE FOR GREATER THAN 600 FEET IN ANY QUADRANT. 3. NO SHORT TERM CHANGES IN 'B', 2 YEARS BEFORE SITE EVALUATION AND BUILD OUTWITHIN3YEARS, SITE WILL BE 'B'. 4. FLAT, OPEN COUNTRY, GRASSLANDS, PONDS AND OCEAN OR SHORELINES IN ANY QUADRANT FOR GREATER THAN 1,500 FEET. EXPOSURE D: FLAT, UNOBSTRUCTED AREAS EXPOSED TO WIND FLOWING OVER WATER FOR A DISTANCE OF AT LEAST 1 MILE. SITE IS EXPOSURE; EVALUATED BY. DATE: SIGNATURE( LICENSE It: SCC(95(o73 7 b- 14 Design Check List for Pool Enclosures (Page 1 of 41 I. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual byLawrenceE. Bennett and are in compliance with the 2004 Florida Building Code Edition with 2006SupplMents, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; ExposureB'rZ1 or'C'0 or'D'0; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and hi hNegativeI.P.C. 0.00;f2Z MPH Wind Zone for 3 second wind gust; Basic Wind Pressure g er, pressures are . PSF for roofs & J5 PSF for walls. (see page 1 ii for wind loads and design ' Design pressures) A 300 PLF point load is also considered for screen roof members. Notes: Wind velocity zones and exposure category is determined by local code. Design pressures andconversionmultipliersareonpage1-ii. 11. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to thestructurewillbesolid. r ee ti Phone: ci 07- (9 3 -O oo gContractor / Authorized Rep*.Name ( lease print) tractor / Authori Rep` Signature Date: 7 `6 Lo 4,3 a S- W l9 t214 g ' 1 Job Name & Address or F— L 34 Note: If the total of beam span & upright height exceeds 50' or upright height exceeds16', site specific engineering is required. lll. Building Permit Application Package contains the following: YesA. Project name & address on plans ........................... B. Site plan or survey with enclosure location ........... C. Contractor's / Designer's name, address, phone number, & signature on plansD. Site exposure form completed ET iowiE. Enclosure layout drawing @ 1/8" or 1/10" scale with thee follovring: . 1. Plan view with host structure, enclosure length, projection from host structure, and all dimensions 2. Front and side elevation views with all dimensions & heights ....... Note: All mansard wall drawings shall include mansard panel at the top of the wall. 3. Beam location (show in plan & elevation view) & size Table 1.1 & 1 6) Roof frame member allowable span conversions from 120 MPH wind zone, a" Exposure to MPH wind zone and / or[_1'C" or[_'D" Exposure for loadwidthofNnI Note: Conversion factors do not apply to members subject to point load (P). Look up span in appropriate 120 MPH span table and apply the following formula: Span No 0 a 0 F7 C @ 120 MPH Required Converted Span / Height 0.00 (b or d) x 1.00 (b or d) x 1.00 (b or (1) _ Wind Zone Multiplier ( see page 1 ii) _ Exposure Multiplier see page 1 ii) 4. Upright location (show in plan & elevation view) & sizeTable1.3 & 1.6) 5. Chair rail & girt size, length, & spacing ..... . Table 1.4) 6. Eave rail size, length, spacing and stitching of ... ................... . Table 1.2) Must have attended Engineer's Continuing Education Class within the past i,:,ro years. b-1 M Design Check List for Pool Enclosures Pa e 2 of 4la ) Wall frame member allowable span conversions from 120 MPH`. wind zone, "B" Exposure toMPHwindzoneand / or _"C" or _"D" Exposure for load width of Look up span in appropriate 120 MPH span table and apply the following formula: Span / Height @ 120 MPH or _MPH ( b or d) x _ Wind Zone d Multiplier ** ---J N lP Required Converted Span / Height b or d) x (b or d) _ L— Exposure Multiplier see page 10 Yes No 7. Enclosure roof diagonal bracing in plan view . . . .......................... 8. Knee braces length, location, & size ....................................... Table 1.7) 9. Wall cables or K-bracing sizes shown in wall views IV. Highlight details from the Aluminum Structures Design Manual: Ye NoA. Beam & purlin tables with size, thickness, spacing, &spans /lengths ............. Tables 1.1 & 1.2 or 1.9.1 & 1.9.2) B. Upright & girt tables with size, thickness, spacing, & spans / lengths .............. Tables 1.3 & 1.4) Z' C. Table 1.6 with beam & upright combination ................ D. Connection details to be use such as: 1. Beam to upright ....................... . 2. Beam to wall ............................................... 3. Beam to beam ... , ... 4. Chair rail, purlins, & knee braces .. .b e , I . ? P.I ,5 Y sy 3 5. Extruded gutter connections ....... 6. Angle to deck and / t, or sole plate ........ 1./ - ` 1......c 7. Anchors go through pavers into concrete 8. Minimum footing and / or knee wall details ..... . 9 able o details Section 1 ........ . 1-. S .,_ (-s" I ,17 all area calculations for cables: W = wall width, H = wall height, R = rise W1 = width @ top of mansard, W2 = width @ top of wall E. Select footing from examples in manual. Example 1: Flat Roof Front wall @ eave: ft, x ft. = 2 0ft. @ 100/o = WH a .................... Largest side wall: ft. x ft. = ft.2 @ 50% _ ft.' W H b ............. ft.2 Total area / (233 ft.2 / cable for 3/32") = cable pairs TOTAL = ....... ft.2 or Total area / (445 ft.2 / cable for 1/8") = cable pairs Side wall cable calculation: ft.2 @ 100% _ b.................................. ft.2 Side wall area / (233 ft.2 / cable for 3/32") = cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = cable(s) b-2 Design Check List fgr Pool Enclosures (Page 3 of 4) Example 2: Gable Roof R W H W HOST FRONT . SIDE WALL WALL Front wall @ eave: ft. x ft. = ft.2 @ 100% _ a Front gable rise: ft. x 1/2 ft.)= 2 @ ° b ft. Largest side wall: ft. x = ft.2 @ 50% _ c Largest side gable rise: ft. x ft. = ft.2 @ 50% _ R W d ft.2 Total area / (233 ft.2 / cable for 3/32") = cable pairs TOTAL = ... ft.2 or Total area / (445 ft.2 / cable for 1/8") = cable pairs Side wall cable calculation: ft.2 + ft.2 = ft.2 @ 100% _ Side wall area / (233 ft.2 / cable for 3/32") = cables) or Side wall area / (445 ft.2 / cable for 1/8") = cable(s) RxW R Rx(1/2)W W H W HOST FRONT SIDE WALL WALL Example 3: Transverse Gable Roof Front wall @ eave: ft. x ft. = ft.2 @ 100% = H aWft.2 Front gable rise: ft. x ft. = ft.2 @ 100% _. Largest side wall: ft. x = ft.2 @ 50% _ WH c ft.2 Largest side gable rise: ft. x 1/2 C_ft.) = ft.2 @ 50% - R W_ ft. d............... ft.2 Total area / (233 ft.2 / cable for 3/32" _ r TOTAL = ....... cable pairs ft.2 or Total area / (445 ft.2 / cable for 1/8") = cable pairs Side wall cable calculation: ft.2 + ft.2 = ft.2 @ 100% _ Side wall area / (233 ft.2 / cable for 3/32") = cable(s) or Side wall area / (445 ft.2 / cable for 1 /8") = cables) b-3 Design Check List for Poo!°Enclosures (Page 4 of 4 Example 4: Mansard Roof Front wall @ eave: ft. x ft. = ft.2 @ 100% = WH a .......................... ft.2 Front mansard rise: ft. x 1/2(_ft. + ft.) = ft.2 @ 100% _ R W1 W2 b ......... ft.2 Largest side wall: ft. x = ft.2 @ 50% _ W H c ft.2 Largest side mansard rise: ft. x 1/2( ft. + ft.) = ft.2 @ 50% 2 R W1 W2 d - ..... ft. Total area / (233 ft.2 / cable for 3/32") = cable pairs TOTAL = ............ ft.2 or Total area / (445 ft.2 / cable for 1/8") = cable pairs Side wall cable calculation: ft.2 + ft.2 @ 100% _ Side wall area / (233 ft.2 / cable for 3/32") = cable(s) or Side wall area / (445 ft.2 / cable for 1/8P) = cable(s) Example 5: Dome Roof Front dome wall @ eave: .3"3 ft. x `S ft. _ 0 @ 100% = 3 0 ft.2WHa Front dome rise:S ft. x 1/2(ft 2 @ 100% _ R W Cam_ ft.2b Largest side wall: a$ ft. x _ ft.2 @ 50% _ a W H c - ft.2 Largest side dome rise: 3• 5-ft. x gl ft. _ 9-2 ft.2 @ 50% _ ft.2RWd Total area / (233 ft.2 / cable for 3/32") = cable pairs TOTAL = ............ S 2 p ti ft.2 or Total area / (445 ft.2 / cable for 1/8") _ cable pairs ' Side wall cable calculation: O°' 1_ft.2 + 1IIft.2 = ,2d ft.2 @ 100% _ c d Side wall area / (233 ft.2 / cable for 3/32") = cables) or Side wall area / (445 ft.2 / cable for 1/8") _ cable(s) r%a : Notes: d301ft.2 b- 4 t Sectton:1-Design Statement The structures designed for Section 1 are framing systems with screen roofs & walls and loads havebeendeterminedbywindtunneltestthatincludeanynegativeinternalpressurecoefficient. Since thesestructuresareopen, the negative internal pressure coefficient is considered to be 0.00. The designloadsusedarefromChapter20ofthe2004FloridaBuildingCodew/ 2006 Supplements. The loadsassumeametof '• " o. _ All toads are based on 20 / 20 screen or larger. Multiply wall heights fypH anor med. mforcontrolleybendingband1.07 for members controlled b ction d when using 18 / 14 screen. 6063-T6 all For corn onents of 6005-T5 and 606 111, - General Not an 1.13. a ions or Section a es: SECTION 1 Uniform Loads for Structures with Screen Roof & Walls Basic Exposure 'B' Wind Velocity Wind Exposure'C' Roofs Windward Leeward Roofs Windward LeewardMPHPressureWallsWalls1001331210 Walls Walls 5 17 13 120 17 4 15 3 5 18 14 6 21 17 130 13.3 6.3 22.2 17.6205 1401 & 2 23 6 21 14 7 25 19 1 26 15 7 24 18 8 29 23 9 33 27Loadspertable2002.4 Multlpller3 only apply to members when spans / heights are controlled by wind pressure, not by point load. Conversion Table 1A Wind Zone Conversion Factors for Screen Roof or Wall Frame MembersFrom120MPHWindZonetoOthers; Exposure 'B' Roofs WallsWindZoneAppliedConversionAppliedConversionMPHLoad #J SF Factor Load #/ SF Factor10031.15 12 1.1211041.00 13 1.0712041.00 15 123 1.00 4.3 0.96 15.9 0.9713050.89 18 1401 & 2 0.91 6 0.82 21 0.8515070.76 24 0.79 Note: Multipliers are for wall loads only. Multipliers only apply to members when spans I heights are controlled by wind pressure, not bypointload. Conversion Table 113 Load Conversion Factors Based on Mean Roof Height from Exposure "B" to "C" & "D" Exposure "B" to "C" ExposureMeanRoofLoadSpanMultlplier Height' Conversion Load Span Multiplier Conversion Factor Bending Deflection Factor Bending Deflection0 -1 S' 1.21 0.91 0.94 15' - 20' 1.47 0.83 0.881.29 0.88 0.92 1.5420' - 25' 1.34 0.81 0.87 0.86 0.91 1.60 0.79 0.8625' - 30' 1.40 0.85 300. 89 r ' - 40' 1.37 1. 60.78 0.85 0.85 0.90 1.61 0.79 0.85 Use larger mean roof height of host structure or enclosure Values arefromASCE7-02 Multipliers only apply to members when spans / heights are controlled by wind pressure, not by point load. Conversion Example ( Convert span for Exposuro "B" to °'C"): If maxspanfoundfromspantablesforExposure "B" = 31'-11" = 31.92' and the mean roof height of the structure is 0-15' then multiply span by 0.91 the spanforExposure "C" is 31.92' • 0.91 = 29.05' = 29'-1" Iloll 11111II IN it III11IN111111111111oil 1111111IIINoil Iloll THIS INVTRUMENT PREPARED BY: MARYANNE NOW-, CLERK OF CIRCUIT COURT Name: (- N LieyAddress: . SIN I N(]LE COUNTY American Aluminum & mow, SEMWOLE COUNTY SK 06924 Pg 06291 Qpg) Staff , 73 ROMASNATUBALQi01 CLERK'S # 2008014386 no RECORDED 08/07/ ia008 09itAOO AN RECORDIN8 Kllj 10. 00 C !D k Y L Nr.Kinley NOTICE OF COMMENCEM Permit Number Parcel ID Number (PID) 3 1 ( r 2 r The undw4ned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY ( L scription of the property and street add if available) L' 3 i-K ,1 - i P. I de_7 Q1 11 -' ' I I A 220 9 0 - i:i h 3 iv d . GENERAL DESCRIPTION OF IMPROVEMENT '' L (S KC OWNER INFORMATION gra) va- Name and address: i-% + 05 9 . N CONTRACTOR American Aluminum & Window, Inc. T N 5245 Tower Way r.FRT.IFIED COPY PJAPYANNE MORSE Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as pmvIdedJ F 1 RCU 1T COURT by Section 713. 13(1Xb), Florida Statutes. Name and address: SFMINOLE Cppq n ID In addition to himself. Owner Designates BY t4 W! y \ 1 K k CLERK Toreceivea copy of the Lienors Notice as Provided in Section 713.13( 1)M), Florida Statutes. F-IraBon Date of Notice of Commencement r e 0 7 20081 The expiration die is 1 yearfrat date of rewninn unless a different date Is specified. WARNING TO OWNER. ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT DUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR, NOTICE OF COMMENCEMENT. ST OF FLOR A COUNTY OF SEMINOLE dL OWNERS SIGNATURE OWNERS PRINTED NAME NOTE: Per Florida Statute 713.13(1) (g), owner must sign_ and no one else may be permitted to sign In his or her stead." s The foregoing instrument was acknowledged before me this i day of by O C 1`, 0 1 + Who is personally known to me Name `7ulcl6ndfi OR whon Dtypeof ldentiflcation produced VERIFICATION PURSUANT TO SECTION 92.525, FLORIDA STATUTES. UNDER PENALTIES OF PERJURY, I DECLARE THAT I HAVE READ THE FOREGOING AND -THAT THE FACTS STATED IN IT ARE TR TO THE BEST OF MY KN WLEDGE AND BELIEF. SIG . TUR ERSON SIGNING ABOVE KATHY LEE MY COMMISSION #DD619644 i EXPIRES: DEC 04, 2010 Ka N Notary Signature Bonded through 1stStateinsurance