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HomeMy WebLinkAbout156 Bristol Forest Trl (4)Permit # : 503(o2 CITY OF SANFORD PERMIT APPLICATION RECEIVED i — Date: -3/29/06 SEP Q 72009 Job Address: /,f> 47 Description of Work: Historic District: Permit Type: Building 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 Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel#: o� "� 4 ` 'SG — L?pO0 ~D3Sd //�(Attach Proof of Ownership &Legal Description) COwners Na%e & Address: IJP (p �� / S`77J � FQY�s�- T�• , jq -Pyref `l 3 ,� 7 7 hLt Phone: Contractor Name & Phone & Fax: L"(_t Bonding Company: Address: Mortgage Lender: Address: Person: License Number: I 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. Acceptance of permit is verification tUt I will notify the owner of the property of the requirements of Florida Lien Law, FS 2.q A5 Signature of Owner/ ent Date Signature if—Contractor/A e Leo-rl'_ ParQr? L.JJM , Print Owner/Agent's Name Print Contrac r/Agent's Name H�a�aa�..$jgnagrsaaf barState of Fl a Date Signature of Notary -State SUTAN W GRIFFIN Comm# DD0309466 i I Expires 4/11200a ,,/ o, Bonded (k)r(B[Xdtgbgt4ii54i Personally Known to Me or Contractor/Agent is . — o, s��1,Q p �o nda Not&PA-cd 10 Produced ID .,r� ........................................... APPLICATION APPROVED BY: BlLD M Zoning: Utilities: (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: LIM 8I2g195 9/29/05 Notary Public - State of Florida Commission Expires Apr 17, 2009 to U0117ftSion # DD 419411 NatiotW Notary Assn. IM (Initial & Date) Seminole County Property Appraiser Get Information by Parcel Number Page 1 of I http://www.scpafl.org/pls/web/re web.seminole_County_title?PARCEL=22193050200000... 8/30/2005 47 42 4, 43 2 � DAVID JOHNSON, CFA. ASA4,5 - PROPERTY29' APPRAISER 31 2g h SEMINOLE COUNTY FL, 1 107E. FIRST Sr SANFORD. FL 3 277 1-1 488' 407-665-7508 ' 4, 27 63 26 y� `' Zy e di23 22 t 24 2005 WORKING VALUE SUMMARY GENERAL Value Method: Market Number of Buildings: 1 Parcel Id: 22-19-30-502-0000-0350 Depreciated Bldg Value: $137,986 Owner: PYRON CHARLES & LEAH Depreciated EXFT Value: $0 Mailing Address: 156 BRISTOL FOREST TRL Land Value (Market): $29,500 City,State,ZipCode: SANFORD FL 32771 Land Value Ag: $0 Property Address: 156 BRISTOL FOREST TRL SANFORD 32771 Just/Market Value: $167,486 Subdivision Name: PRESERVE AT LAKE MONROE Assessed Value (SOH): $167,486 Tax District: S3-SANFORD-WATERFRONT REDVDST Exempt Value: $25,000 Exemptions: 00 -HOMESTEAD Taxable Value: $142,486 Dor: 01 -SINGLE FAMILY Tax Estimator 2005 Notice of Proposed Property Tax 2004 VALUE SUMMARY SALES Tax Value(without SOH): $533 Deed Date Book Page Amount Vac/Imp 2004 Tax Bill Amount: $533 WARRANTY DEED 03/2004 05259 0843 $183,700 Improved Save Our Homes (SOH) Savings: $0 2004 Taxable Value: $26,000 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Frontage Depth Land Unit Land Method Units Price Value LOT 35 PRESERVE AT LAKE MONROE PB 62 PGS 12 - 15 LOT 0 0 1.000 29,500.00 $29,500 BUILDING INFORMATION Bid Year Base Gross Heated Bid Est. Cost Bid Type Fixtures Ext Wall Num Bit SF SF SF Value New 1 SINGLE 2004 9 1,042 2,938 2,476 CB/STUCCO $137,986 $138,679 FAMILY FINISH Appendage / Sgft OPEN PORCH FINISHED / 21 Appendage I Sqft GARAGE FINISHED / 441 Appendage / Sgft UPPER STORY FINISHED / 1434 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 JustlMarket value. http://www.scpafl.org/pls/web/re web.seminole_County_title?PARCEL=22193050200000... 8/30/2005 `J Job # J U LIMITED POWER OF ATTORNEY Date I hereby name and appoint Tom] McPherson of American Aluminum & Window, Inc. Tj �f to be my lawful attorney in fact to act for me and apply to a no rd Building Dept. for a Screen permit for work to be performed at a location described as: Section: Township: Range: Block: Lot No. Subdivision: Address: 15 (0 br i Sf i FOfeS+ Tra ) I City: of Q (d State: FL Zip: 3 2 � 1 for the following Owner: C h 2r ies 4 Leah fu ! cn 1-1 and to sign my name and do all things necessary to this appointment. Leonard J. Breehl SCC056737 Type or print name of Certified Contractor, License Number Acknowledged: Sworn to and subscribed before me this (Seal) Day of GAIL 0. GENTILE My COMMISSION # DD 103293 EXPIRES: Msrch 26, 2006 Bondcd Thru (Votary F:vb!ic Undanvriters of Certified A.D. 2005 )6b4L c '6W G�& Signature, Notary Public, State of Florida 11111!111119111911! 99191911 III III III oil 111119 in 19111911M I IIIII MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 05890 PG 0240 CLERK'S # 2005152768 REWRIIED 0//0112005 03:17:08 RM RECURDINU FEES 10.00 RECORDED BY D Thooas CERTIFIED COPY M I RYANIV CLERK of E MORS. NOTICE OF COMMENCEMENT CRCU�T SFA m, 'This inshument Prepared by ' F�COURT 5��r� utrn sarn� SaPfQr f. STATE OF FLORIDA COUNTY OF CITY OF SANFORD The Undersigned hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. LEGAL DESCRIPTION OF PROPERTY Reserve at Lake Monroe 156 Bristol Forest Trl., Sanford Florida 32771 (Address of Job) Charles & Leah Pyron 156 Bristol Forest Trl. Sanford Fl. 32771 GENERAL DESCRIPTION OF IMPROVEMENTS Construct Pool Screen Enclosure OWNER NAME & ADDRESS Charles & Leah Pyron 156 Bristol Forest Trl. Sanford, Fl. 32771 Interest in Property (Fee Simple, Partnership etc.) OWNER CONTRACTOR AMERICAN ALUMINUM & WINDOW, INC. 5245 TOWER WAY L 32773 LENDER Persons within the State Of Florida designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(10, (a),7.,Florida Statutes Name & Address In addition to himself, owner deginates to receive a copy of LIENORS NOTICE as provided by Florida Statue EXPIRATION OF NOTICE OF COMMENCEMENT (The expiration date is one year from filing date unless a different dateds specified) Owner Name (Print)e h !� - 1'L- r O n Owner Signature 100, Sworn to and subscribed before me this a-9 Day of C-zc`s- , 2005 Li Notary Public State of Florida, County of Orange The foregoing in rument was acknowledged before me this `F 1-1-x'105 by LE'_af`-i rtiroO , who is personally known to me or has produced as proper identification. irJ -L Notary Signature NOTAT2Y PTTHL . STATE OF .............................................5 stamp SUSAN W GRIFFIN Y P�' Comm# DD0309466 Expires 4111/2008 ; §. , Bonded thru (800)432254: 4 FOF {l� 4 �1N1111WM00 Flioricla WMOtIO�.'aOR� 503 2. PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 35, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6. SEC. 6-7(A). CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC V� �co WALK IS 0.1' OFF . f 10.G SO •��� 0' R/s•Toz \ Jo.FOTO, NOTE: 1. BEENLf ELDCVERIIFIEDNANDI CES HAVE ANY INCONSISTENCIES HAVE BEEN NOTED ON THE •URVEY. IF ANY. i. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 10-1-02, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF RESTRICTIONS FRECORD HEI ICH MAY AFFECTTHE TITLE ORF RUSE OFTLAND. 4. NO UNDERGROUND IMPROVEMENTS `HAVE BEEN LOCATED EXCEPT AS SHOWN. WITHOUT5. NOT VALID ESIGNATURE D ORIGINAL RAISED SEEAL OFAFLORIDA LICENSEDE SURVEYOR AND MAPPER.�7 I HA XAMIN O H LIL,M, COMMUNI Y ANE( NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLANE EERTICAO CONSHO*H HEREON TROL 5 FURHIAREOBASED ON SEMINOLE COUNTY BEARINGS SHOWN HEREON ARE BASED ON THE SOUTHWESTERLY LINE OF LOT 35 BEING N 54'23'11• W PER PLAT. (FIELD DATE:) 9-11-03 REVISED: SCALE: 1• m 30 FEET APPROVED. BY: 5`'_- FINAL 12/30/03 KLE FORMOOARO 9-19-03 LOT 39 ? (REVIEWED ,, ANF^ n Ql G°J( � \ G45 PI LEGEND -- BUILDING SETBACK 1••30' GRAPHIC SCALE O LaD163931(9/1 /03)ANO CAP LINE Q . • FND NAIL AND DISC LB /60 (9/11/03) ®. SETLB %9393 RON % D AND CAP CNA CORNER NOT ACCESSIBLE p DENOTES DELTA ANGLE L DENOTES ARC LENGTH DENOTES CHORD BEARING C.B. PC DENOTES POINT OF CURVATURE POINT OF WTERSECIION PI PRC DENOTES RE DENOTES POINT Of REVERSE POINT OF TANGENCY PT TYP A/C DENOTES TYPICAL AIR CONDITIONER CONCRETE BLOCK WALL CBW RP U RADIUS POINT RHEADTUTILITY UNE OVERHEAD 10 POL E ION POINT ON LINE OF COMPWNO CURVE PCC POINT HEREBY CLK IIr T, Inn' •" - URVEY. SUBJECT TO THE SURVEYOR'S NOTE' ;ONTAINED HEREON MEETS THE APPLICABLE MINIMUM THE FLORIDA( BOARD CAL AOF PROFESSIONAL NDARDS" SET Tk Y SURVEYORS AND MAPPERS IN CHAPTER X1'17-6. FLORIDA ADMINISTRATIVE. CODE 'URSUANT TO CHAPTER 472.027, FLORIDA STATUTES. R. MU CATELLPPj ',4918 0" CENTERLINE -� RIGHT OF WAY LIN 1 EXISTING ELEVATION CONCRETE L9 LAND SURVEYING BUSINESS LS LANE) SURVEYOR REFERENCE MONUMENT PRM PERMANENT CONTROL -POINT PCP PERMANENT PER PLAT (P) M) MEASURED. FNO C/W FOUND CONCRETE WALK S/W C SIDEWALK CONCRETE PAD �S CONCRETE CHORD LENGTHS PK PARKER KALON R POC RADIUS POINT OF CURVE - HEREBY CLK IIr T, Inn' •" - URVEY. SUBJECT TO THE SURVEYOR'S NOTE' ;ONTAINED HEREON MEETS THE APPLICABLE MINIMUM THE FLORIDA( BOARD CAL AOF PROFESSIONAL NDARDS" SET Tk Y SURVEYORS AND MAPPERS IN CHAPTER X1'17-6. FLORIDA ADMINISTRATIVE. CODE 'URSUANT TO CHAPTER 472.027, FLORIDA STATUTES. R. MU CATELLPPj ',4918 0" SCREENED ENCLOSURES I SECTION 1 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) ALTERNATE CABLE H (SEE TABLE 1.3) 1" x 2" (TYP.) GRADE K -BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) 1" x 2" (TYP.) TYPICAL DOME ROOF - ISOMETRIC RISER WALL WHERE JIRED -INS (TYP.) ,ONAL ROOF BRACING SCHEMATIC SECTION 1) _E BRACING METER WALLS FRAMING 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)767-4TT4 FAX: (386) 767.6556 0 COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 SECTION 1 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 Ralnw sn•.sn'.nn" Nnrth tJacksonvllla. FLI Hollow Sections 3'-0" Tributary Load Width'W' = Beam Spacing Tributary Load Width 4'-0" 1 5'-0" 16'-0"1 Allowable Span'L' I bendilAPMOMMUMOMMEW 7'-0" 1 3'-0" 4'-0" 5'-0" 1 6'-0" 7'-0" 1 8'-0" 11 Allowable Span'L' I bending V or deflectlon'd' b 2" x 2" x 0.044" 9'40' b 8'-T 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'A" b 7'-7" . b 7'-1' b 6'-7' b 6'-3' b P2, 13'-4" b 11'-7" b 10'-0' b 9'-5' b 8'-9" b 8'-2" b 7'-8" b 4" x 0.050" 14'-8' b 12'-8" b 11'-0" b IVA" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" 1 Tributary Load Width 4'-0" 1 5'-0" 16'-0"1 Allowable Span'L' I bendilAPMOMMUMOMMEW 7'-0" 1 8'-0" 11 9--0- b 2"k 4" x 0.044 x 0.100" 19'-11" b 17'-4' b 15'-6' b 14'-2" b 1 13'-1' b 17-3" . b 1 11'-6' b 9'-10' b 4'-9" b 21'-5" b 19'-2" b IT -6' 15'-11' b 14'-3' b 13'-0' b 17-1' b 14'-3' b 2" x 6" x 0.050" x 0.120" 8'-7' b 24'-9' b 27-2' b 20'-3' 18'-9" b 17'-6' b 16'-6' b 2" x 7" x 0.055" wl Insert 47-10" b 27'-11' 3T-1" b b 24'-11' 33'-2' b b 27-9' 30'-4' b 28'-1" b 26'-3' b 18'-T 24'-9' b b 1 36'-1' b 37-3" b 29'-5"4'-0' b 2" x 9" x 0.072" x 0.224" 5'-1" b 39'-1' b 34'-11" b 31'-11" 29'-6' b 27'-8"f b 26'-1' b 2" x 10" x 0.092" x 0.369" -0 9'' -0 59'' b b 47-11' 51'-7' b b 38'-4' 46'-1' b b 35'-0' 47-1" b 38'-11' b 36'-5' b 28'-7' 34'-4' b b Snap Sections 3'-0" 1 Tributary Load Width W u Beam Spacing 4'-0" I 5'-0" 1 6'-0" r o" I 8'-0" Allowable Span'L' I bending V or deflection'd' 9 -.0 - 2" x 2" x 0.044" 11'-9' b 10'-2' b I 9'1" 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 1 11'-8' b 10'-8' b 9'-10' b 73" b 8'-8' b 2" x 4" x 0.045" 18'-5' b 15'-11' b 14'-3' b 13'-0' b 17-1' b 11'-3' b 10'-8- b 2" x 6" x 0.062" 31'-3' b 27'-1" b 24'-2' b 27-1' b 20'-5" b 19'-2" b /8'-0" b 2" x 7" x 0.062" 34'-9' b 30'-1' b 26'-11" b 24'-7' b 27-9' b 21'-3' b 20'-1' b Note: 1. Thicknesses shown are "nominaP 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 29. Structures larger than (hese limits shall have site specific engineering. 3. Spans are based on a minimum of lop / Sq. Ft. for up to a 150 M.P.H. wind load. aSpan is measured from center of beam and upright connection to fascia or wall connection. S bove spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Puffin spacing shall not exceed 6'- 8' . For beam spans greater than 40'-0' the beam at the center puffin and one purtin 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 puffin 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 CIV$ ENGINEER - DEMOPASSW CONSULTA14T P.O. dOX 214M. SOUTH DAYTONA. FL 32121 TELEPHONE: (386)787-4774 FAX: (388) TOT -GWS I rA� 1-56 1 0 NOT ���REPRODUCEO IN WHOLE OR IN PART WITHOUT THE WRITTEN PEPJAISSION OF LAWRENCE E. SENNETT. P.E. I SECTION 1 SCREENED ENCLOSURES Table u, Allowable Post [Upright Heights for Primary Screen Wall Frame Members Aluminum.Alloy 6063 T-6 For 3 second wind mrst'nt vai-u.. s 4-m use Hollow Sections Tributary Load Width W n Upright Spacing 3'-0" 4--0-- 51-0»1 6'-0" I 7'-0" 1 6'-0" 9'.0" Allowable Height 'H' 1 bending'b' or deflection'd' 3--0- 0" 2" x 2" x 0.044" 8'-4" b 7'-3" b V-6-5'-11' bj 5'-6' b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1' b 7'-11" _!!_ b 7'-1' b 6'-5" 5'-11' b 5'-7' b 5'-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" 7'-5' b 6'-11' b 8'-9' b 7'-11Ej b 6'-6" b x 0.050" 12'-5' b 10'-9"b 9'-7' b 8'-9 8'-1' b 7'-T' b 7'-2' b Tributary Load Width 'W n Upright Spacing Snap Sections 3--0" 1 4'-0" S'-0" 1 8'-0" 1 7--V 1 8'-0" 1 9--0- Allowable Height 'H' / bending W or deftection'cr 2" x 2" x 0.044" 9'-11' b 8'-7' b 7'-8- b T'-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' 15'-T' b 13'-6' b 17-1' b 11'-0' b 10'-Y b 9'-T b 8'-11' b 2" x 6" x 0.062' 26'-S' b 27-10" b 20'-S' b 18'-8• b 1 7.3' b 16'-2' b 1 T-3' b 2" x T" x 0.082" 29'-5' b 1 25'-5" b 1. 27-9' b 20=9' b 17-3' b 1 17'-11' b 1 16--11' b For allowable heights at wind velocities other than 120 MPH, see conversion table to 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'. EUsinVgcreen panel width W select u ht3eights do not include length of a brace. Add horizontal distance from upright to center of brace to beam to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height. S. Height is to be measured from center of beam and upright oonnection 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 CML ENGINEER - DEVELOPWNT CONSULTANT P.O. BOX 214166. SOUTH DAYTONA. FL 52121 TELEPHONE: (388)787-6TT4 FAX. (386) 767-6558 .AOE C COPYRgHT 2064 "v�+ NOT TO eE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. Tributary Load Width Self Mating Sections 3--0- 0" 5'-0" 6'-0" T-0" 8'-0"K20'- 91-0- Allo Allowable Height.'H' / bend 2" x 4" x 0.044 x 0.100" 6'-11' b 14'-8' b 13'-1' b 11'-11' 11'-1" b 10'x' bb 0'-11' b 18'-1" b 16'-2' b 14'-9' b 2" x 6" x 0.050" x 0.120" 4'-2' b 20'-11" b 18'-9" b 1 T'-1' I T-10' b 14'-10' b b 2" x 7" x 0.055" w/ insert 23'-7" b 21'-1' b 19'-3'. b b 2" x 8" x 0.072" x 0.224" 36'-3' b 31'-4'b 28'-1" b 25'-7' b 23--9" b 27-2" b b 2" x 9" x 0.072" x 0.224" 35'-2" b 30'-6' b 27'-0" b 24'-10' b 23'-0' b 21'-6" bb 2" x 9" x 0.082" x 0.310" 38'-2' b 33'-0' b 29'-6' b 26'-11' b 24'-11' b 23'-4" b 41'-10' b 36'-3' b 32-5' b 29'-7' b 2T-5' b 25'-8' 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 Tributary Load Width 'W n Upright Spacing Snap Sections 3--0" 1 4'-0" S'-0" 1 8'-0" 1 7--V 1 8'-0" 1 9--0- Allowable Height 'H' / bending W or deftection'cr 2" x 2" x 0.044" 9'-11' b 8'-7' b 7'-8- b T'-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' 15'-T' b 13'-6' b 17-1' b 11'-0' b 10'-Y b 9'-T b 8'-11' b 2" x 6" x 0.062' 26'-S' b 27-10" b 20'-S' b 18'-8• b 1 7.3' b 16'-2' b 1 T-3' b 2" x T" x 0.082" 29'-5' b 1 25'-5" b 1. 27-9' b 20=9' b 17-3' b 1 17'-11' b 1 16--11' b For allowable heights at wind velocities other than 120 MPH, see conversion table to 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'. EUsinVgcreen panel width W select u ht3eights do not include length of a brace. Add horizontal distance from upright to center of brace to beam to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height. S. Height is to be measured from center of beam and upright oonnection 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 CML ENGINEER - DEVELOPWNT CONSULTANT P.O. BOX 214166. SOUTH DAYTONA. FL 52121 TELEPHONE: (388)787-6TT4 FAX. (386) 767-6558 .AOE C COPYRgHT 2064 "v�+ NOT TO eE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 Table 1.2 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'-30'-00" North (Jacksonville, PL- A- SacHn.." C""a..... T.- 0-.-- UUI nu__ Hollow Sections Tributary Load Width 'W' = Purlin Spacing 2" x 2" x 0.044" 9'-2" b 8'-7' b 8'-1" b 7'-W b 7W b 6'-11" b 6'-T b 3'-6" 4'-0" 1 4'-6" 1 5'-0" 5'-6"1 6'-0" 6--8- b Allowable Span '12 I bending'b' or deflection'd' 2" x 3" x 0.050" 2'-4' 2" x 2" x 0.044" 7'-8" d 7'-4" d T -O" d 6'-9" d 6'-6" b 6'-3" b 5'-11" b 2" x 2" x 0.055" 8'-1" d T-9" d 7'-5' d 7'-2" d 6'-11" d 6'-9" d 61-6" b 3" x 2" x 0.045" 8'-8" d 8'-3- d 7'-11" d ,7'-8" d 7'-5" d T-3" d6'-11' d 2" x 3" x 0.045" 10'-9" d 10'-3' d 9'-9" b 9'-3" b 8'-10" b 8'-5- b'& 2" x 4" x 0.050" 12'-2' _bl 11'-4" b 10'-8' b 10'-2" b 9'-8" b 9'-3" b 8'-9" b B. Sections Fastened Through Beam Webs Into Screw Bosses Hollow Sections 3'-6" Tributary Load Width'W' = Purlin S 4'-0" 4'-6" 5'-0" 5'-8" 6'-0" 6'-6" Allowable Span'L' I bending W or defitEaGgNiMMMMENEMEM 2" x 2" x 0.044" 9'-2" b 8'-7' b 8'-1" b 7'-W b 7W b 6'-11" b 6'-T b '-11- b 9'-4" b 8'-10" b 8'-4" b T-11".- 'R' " 2" x 3" x 0.050" 2'-4' b 11'-7" b 10'-11" b 10'-4" b T-10" T-5" b 8'-11" b - T-7' b 12'-8" b 11'-11" b 11'-4" bil 10'-10' MQ Tributary Load Width 'W' = Purlin Spacing Snap Sections 3'-6" 4'-0" 1 4'-8" 1 5'-0" 5'-6" 1 6'-0" 1 6--8- Allowable Span'L' I bending'b' or deflection'd' 2" x 2" x 0.044" 10'-11- b 10'-2- b 1 9'-7' b 1 9'-1' b 1 8'-8' b 1 8'-4' b 1 T-11' b Notes: 1. Thicknesses shown are 'nominal' industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Spans are based.on a minimum of ION / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'$'. 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' a.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max.'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with W= 5'-0" = 10'-2" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONl1. FL 32121 TELEPHONE: (386) 767-4Tr4 FAX: (368) 7874566 ® COM10"T M4 PAGE C NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT. P E 1-57 SCREENED ENCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing Beam I Upright I Minimum Purlln. Girt n.,L, ru . ul.J" .,,r, SECTION 1 ize Size 8 Knee Brace,Size** Anchors #8 X W, #10x'" #12 x'h" beam Stitchln Screw x3* 2" x 3" 2" x 2' x 0.044" 2 Full La 6 4 4 24" O.C.2" - C 2"x 4" 2"x 3" 2' x 2" x 0.044' 2 Full Lap 8 6 4 2'x4" 2"x4" 2'x 2'x 0.044" 2 Full Lap 8 6 q 2'x5' 2'x3" 2"x2"x0.044" 2 Full La 8 6 4 #10 2" x 2" x 0.044" 4 Full La 10 8 6 # a 8 2" x 4" 2" x 2"x O.W. 4 Partial Lap 10 8 6 # 2" x 2' x 0.044' 4 Partial La 14 12 10 #10 712 2" x 3" x 0.044' 6 Partial La 16 -14 12 #14 2" x 3" x 0.045" 6 Partial Lap 18 16 14 ZjfflaftM 2' x 4" x 0.050' 8 Partial La 20 18 16 #14 2'x 10" 2" x 8" 2" x 4" x 0.050' 10 Partial La 20 18 16 #14 Screw Size Minimum Distance and Spa__ _9 of Screws #14 Gusset Plate Thickness #8 Edge To Center Center To Center Beam Size Thickness #10 5116' 5/8' 2"x 7' x 0.055' x 0.120' __11_16'_= .0.063" #12 318' 3/4" 2" x 8' x 0.072' x 0.224" 1/8' = 0.125' #14 or 1!4' 112' 1" 2" x 9" x 0.072" x 0.224' 118" = 0.125" 5! 16' 3/4' 1-112' 2' x 9" x 0.082' x 0..306' 118' = 0.125' 318' 7/8' 1-314' 2" x 10" x 0.092' x 0.369' 1/4" = 0.25' 1 Refers to each side of the connection of the beam and upright and each side of splice connection. 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2' x 6- to 2' x 3" shall use a full lap cut or 1/16' gusset plate. 2. All gusset plates shall, be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown is the total for each splice With 1/2 the screws on each side of the cut. 4. The number of screws is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper allowable bad data for 2,500 psi concrete and ! or equal anchors may be used. The number shown is the total use 1/2 per side. 6. Hollow splice connections can be made provided the connection is approved by the engineer. 7. If a larger than minimum upright is used the number of screws is the same for each splice with 112 the screws on each side of the cut. B. All beam to upright connections for 2' x 7' beams or larger shall have an internal or external gusset plates.. Gusset plates are required for mansard or gable splice connections. ' 9. For gusset plate connections 2• x 9' beams or larger use 3/4' long screws. 10. The side wall upright shall have a minimum beam size as shown above, ie., a 2' x 4" upright shall have a 2' x 3' beam. 11. Connect beam to upright w/ H -bar; gusset plate, or angle dips for each splice with 1/2 the screws on each side of the cut. 12• For girt size use upright size (i.e. 2' x 6'). Read the 2' x 6' beam row for min. girt of 2' x 2" x 0.044'. Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Brace Lenotn Extrusion I -Anchoring System 0' • 2'-0" 2' x7" x 0.044' 2" H -Channel With 3 #10 x 1/2' EACH SIDE Toa' -0• rY'%•Ynnea• I -- i I I (size to be determined by beam s•Ize see table 9.6) I (See Table 1.6 For Number And Size Of Screws) Note - 1 - ote:1- For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detali shown on page 1-32 shalt be used for host structure attachment when knee brace length exceeds 4'•6'. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368• SOUTH DAYTONA• FL 92121 TELEPHONE: 1386) 767.1774, FAX: (366) 7674556 (El COPYRIGHT M4 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT• P E. I 1-61 SECTION 1 I SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2"x4"OR20x6" SELF MATING BEAM 1"x 2" SNAP SECTIONS 7!x ATTACHED TO2"x2"W/--,--_-----���I #10 x 1-1/2" S.M.S. @ 24" O.C. i OR CONTINUOUS SNAP .00 SECTIONS OR 2" x 3" (4) i SPLINE GROOVE SECTION ® .00 1" x 2* OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/2" ALTERNATE FLAT ROOF S.M.S. ------ i SELECT FASTENER SIZE, ATTACH 2'x 2" PURLINS TO NUMBER AND PATTERN SELF MATING BEAMS W/ (2) (SEE TABLE 1.6 & 9.5A OR 9.56) #10 x 1-1/2' S.M.S. INTO SCREW BOSSES o 2"x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP) SCALE: 3'= 1'-O" Lawrence E. Bennett, P.E.-FL # 16644 CNVIL ENGINEER - DEVELOPAEENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA . FL 32121 TELEPHONE: (386) 767.4774 FAX- (386) 7878568 PAGE ® COPYRIGHT 2004 1 NOT TO BE REPRODUCED IN V44ME OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. C SCREENED ENCLOSURES ,-- STRAP SUPER OR EXTRUDED GUTTER SECTION 1 SPACING / 2 + SPACING 12 SPACING / 2 + SPACING / 2 BEAM SET SPACING BEAM SET SPACING STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8"= V-0" 2" x " x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP (SEE SECTION 9) I ALTERNATE2" S.M.S. OR LAO SCREWS ( TRANSOM I /- (SEE SECTION 9) UPRIGHT \ \ \ SUPER OR \ \® EXTRUDED \ ®\ GUTTER ANGLE OR RECEIVING CHANNEL (SEE SECTION 9 FOR DETAILS) SELF MATING BEAM MAX. DISTANCE FROM FASCIA (SIZE VARIES) TO HOST STRUCTURE WALL BEAM CAP 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 214366. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE 1X21 I ® COPYRIGHT 2004 SECTION 1 I SCREENED ENCLOSURES Goo I t. 1 45°t 1 LENGTkOF KNEE BRACE HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER COMPOSITE 2" x 3" EAVE RAIL 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 0 ® 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 CML ENGINEER • DEVELOP44ENT CONSULTANT P.O. BOX 214588, SOUTH DAYTONA. FL 32121 TELEPHONE: (388) 787-4774 FAX: (388) 787-6558 IPAGE *28 I ® NOT TOB REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I JW W Z Q W CL > BEAM - SCREEN ROOF a g 0.050"H -CHANNEL � z OR GUSSETS qQ w Goo I t. 1 45°t 1 LENGTkOF KNEE BRACE HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER COMPOSITE 2" x 3" EAVE RAIL 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 0 ® 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 CML ENGINEER • DEVELOP44ENT CONSULTANT P.O. BOX 214588, SOUTH DAYTONA. FL 32121 TELEPHONE: (388) 787-4774 FAX: (388) 787-6558 IPAGE *28 I ® NOT TOB REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I SCREENED ENCLOSURES PANELS / ELEMENTS UNBRACED BY HOST STRUCTURE TO BE BRACED BY DIAGONALS IN PERIMETER PANELS (MIN.) ELEMENTS BRACED BY HOST 0 STRUCTURE CONNECTION BEAMS AND / OR PURLINS SECTION 1 HOST STRUCTURE OELEMENTS BRACED BY DIAGONALS ALTERNATE BRACING - - PATTERN, CORNER BRACES STILL REQUIRED CABLE OR K -BRACING (IN WALLS) F " I I \ O Z � J W CD 4. I N F'\ I , k F , Ooor d. 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"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214388, SOUTH DAYTONA. FL 32121 TELEPHONE: (388) 7874774 FAX: (388) 787.85W 1 © NOT TOBE EOPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I PAGE 1-39 I 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 445 Sq. Ft. / PAIR OF CABLES ' TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8'x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE '• 3/32" ONE PER 233 Sq. Ft. OF WALL 1/8" ONE PER 445 Sq. Ft. OF WALL SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for free standing pool enclosures use 100 % of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER . DEVELOPMENT CONSULTANT P.O. BOX 214388. SOUTH DAYTONA, FL 32121 TELEPHONE: (388) 7874774 FAX: (388) 787$5M PAGE 1-40 © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRrrrEN PERMISSION OF LAWRENCE E. BENNETT. P.E. . C � SCREENED ENCLOSURES or (5)N IN.) - 1/8" x T BAR SECTION 1 IS 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"= 1'-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH IDE OF FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B #10 x 3/4" S.M.S. EACH SIDE ® MIN. (2) CLAMPS REQUIRED (TYP ) FOR CABLES % @ s e I I I \ MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 'IA SCALE: 3"= 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (388) 767.4774 FAX: (386) 767-6556 ® COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E, BENNETT, P.E. 1-41 SCREENED ENCLOSURES STAINLESS STEEL,CABLE CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-41 FOR NUMBER OF CABLES REQUIRED SECTION 1 A" ._ A" -- A " 125ANGLE /2" CONCRETE (MIN.) i FROM EDGE OF 3) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL DETAIL 213 SCALE: 3"= V-0 SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR 3/32" CABLE AND 594# FOR 1/8" K- CABLE, FOR 3/32° CABLE (1) 2 114" x 1-1/2" CONCRETE ?, ANCHOR (MIN.) Q 5d MIN. 0 a m \ \ \ \ 5d (MIN.) 5-1/2" (6- NOMINAL) u SLAB (MIN.) 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" = T-0" Lawrence E. Bennett, P.E. FL # 16644 CML &MMEER - DEVELOPMENT CONSULTANT P.O. BOX 214388, SOUTH DAYTONk FL 32121 TELEPHONE. (388) 7874714 FAX (38B) 7678.ri68 ® COPYRWHT2004 PAGE NOT TO BE REPROOUCEO IN WHOLE OR IN PART WITHOUT THE WRITTEN PE MUMON OF LAWRENCE E. SENNETT, PZ 1-43 SECTION 1 SCREENED ENCLOSURES SCREEN 'd' VARIES � 4"SHOW 1"x 2" O.B. BASE PLATE (TYP.) SECONDARY ") ® ®� 2" x (d - 2 x 0.063" ANGLE , EACH SIDE OF COLUMN W/ #10 a- l ®" e S.M.S. (SEE SCHEDULE NEXT PAGE) ♦ 4 CONCRETE ANCHOR A (SEE SCHEDULE NEXT PAGE) < • .' NOTE: DETAIL ILLUSTRATES ° TYPICAL 2"x 4" S.M.B. COLUMN CONNECTION 2" 5d (MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES _ 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE NEXT PAGE) 5d* MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 •5d DISTANCE 1/4" 1-1/4" 3/8" 1 1-7/8" GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN (2) #10 x 3/4" S.M.S. EACH SIDE PRIMARY 2"x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) d PA I . _.-_- 4 ° 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (MAX )� _1Z 6" (MAX) 3000 P.S.I. CONCRETE MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3"= l'-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) 7674714 FAX: (386) 767-6556 PAGE Q COPYRIGHT 2804 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRrTTEN PERMISSION OF LAWRENCE E BENNETT. P.E. i� C SECTION 1 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3"= 1'-0" 1" x 2" EXTRUSION ANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. 2"x 2", 2"x 3"OR 2"x 4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTO I 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 General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2"x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF T USE: 1/2 x 17'-11" x T x 10# / Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER . DEVELOPMENT CONSULTANT P.O. BOX 214389, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 787.4774 FAX: (388) 7878568 ENTS PAGE 1-48 ® COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. C SCREENED ENCLOSURES CONCRETE DECK EDGE 2" x 2" PRIMARY ANGLE VARIES 5d (MIN.)' 2-1/2" (MIN.) BOLT 0 • 5d DISTANCE 1/4" 1-1/4" 3/8" 1-7/8 1"x 2" O.B. BASE PLATE (TYP.) #10 x 3/4" S.M.S. (TYP.) SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. TI -IRU 2" x 9" SUB CONNECTIONS SCREEN SECONDARY 2" x 2"x 0.063" ANGLE (SEE SECONDARY ANGLE ANCHOR SCHEDULE AND SECTION 9) CONCRETE ANCHORS INTO PRIMARY AND SECONDARY ANGLES S.M.S. STITCHING SCREWS 2"x S.M.B. COLUMN @ 24" O.C. FOR S.M.B. TOP VIEW POST TO DECK DETAIL (SEE TABLE 1.6 FOR SIZE) SCALE: 3"= V-0" Secondary Anchor Schedule Column Size S.M.B. or S.B. Total Concrete Anchors Total #10 x 314" S.M.S. 2 x 4 --(4)1/4' 6- 2x5 2x5 4 1/4" 8 2 x 6 (4)1/4- 10 2 x 7 4) 1/4" 12 2 x 8 ___a114" 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 214388. SOUTH DAYTONA. FL 32121 TELEPHONE: (388) 7874774 FAX: (386) 787-6558 ® NO TOB REPRRODUCEO IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 PAGE 1-51 I SECTION 7 SOLID ROOF PANEL PRODUCTS Table 7.2.1 Allowable Spans for Elite Composite Roof Panels for Various Loads Elite Aluminum Corporation Statewide Product Approval #FL1049 Manufacturers' Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density 3" x 48" x 0.024" Panels Fnam Cnra F P S 81 nanairy Wind Region Open Structures Mono -Sloped Roof 3 4 span I span Screen Rooms & Attached Covers 182 3 4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang I Cantilever All Roofs 100 MPH 10" .23'-0" 20'-4" 22'-9" 21'-11" 15'-1" 17'-9" 16'-3" 4'-0" MPH 21'-4" 21-10" 23'-0" 18'-8" 20'-11" 20'-2" 13'-9" 15'-4" 14'-10" 1 4'-0" 18'-8' -9" 21'-11" 17'-5" 19'-5" 18'-10" 12'-6" 13'-11" 13'-6" 4'-0" 123 MPH 19'-6" 21'-10" 21'-1" 15'-11" 18'-11" 18'-3" 11'-8" 13'-8" 13'-2" 4'-0- 130 MPH 18'-0" 20'-2" 19'-5" 15'-1" 17'-9" 16'-3" 11'-1" 12'-11" 12'-6" 4'-0" 140 MPH 12'-4" 13'-9" 13'-3" 12'-4" 13'-9" 13'-3" 10'-3" 11'-6" 11'-1" 4'-3" 150 MPH 12'-4" 13'-9" 13'-3" 12'4" 13'-9" 13'-3" 9'-6" 10'-8" 1 10'4" 3'-11" 3" x All" v n_n3n" Pnnala Fnnm Cnra F P C 84 rlanall.. Wind Region Open Structures Mon o -Sloped Roof 182 3 4 span span span Screen Rooms & Attached Covers 182 3 4 span span span Glass & Modular Rooms Enclosed 182 3 4 span span span Overhang I Cantilever All Roofs 100 MPH 24'-11" 27'-11" 27'-0" 23'-10" 26'-8" 25'-9" 18'-8" 20'-10" 20'-2' 4'-0" 110 MPH 24'-11" 27'-11" 27'-0" 21'-11" 24'-0" 23'-8' 16'-2" 19'-3' 18'-8' 4'-0" 120 MPH 23'-10" 26'-8" 25'-9" 20'-5" 22'-10" 22'-1" 14'-8' 17'-8' 15-10" 4'-W 123 MPH 22'-11" 25'-7" 1 24'-9" 19'-10" 1 22'-2' 1 21'-5" 14'4" 1 16'-0" 16-6" 4'-0" 130 MPH 21'-2" 23'-7" 22'-10" 18'-8" 20'-10" 20'-2" 13'-7' 1 5'-2" 14'-8", 4'-0" 140 MPH 14'-5" 16'-2' 15'-7' 14'-5" 16'-2" 15'-7" 12'-8" 14'-2" 13'-8" 4'-0" 150 MPH 14'-5" 16'-2' 157 14'-5" 16'-2" 15'-7" 11'-2" 13'-2' 12'-9" 4'-0" 4" x 48" x 0.024" Panels Foam Core F.P_S_ #1 Density Wind Region .Open Structures Mon o -Sloped Roof Screen Rooms & Attached Covers Glass & Modular Rooms Enclosed Overhang I Cantilever All Roofs 182 3 4 182 3 4 1&2 3 4 span span. span span span span span span span 100 MPH 23'-5" 26'-2' 25'-3" 22'-3" 24'-11" 24'-1' 17'-5' 19'-0" 18'-10' 4'-0- 110 MPH 23'-5" 26'-2" 25'-3" 20'-6' 22'-11" 22'-2" 15'-1" 18'-0" 17'-5" 4'-0- 120 MPH 22'-3" 24'-11" 24'-1" 19'-1" 21'-4' 20'-7" 13'-9" 154' 14'-10" 4'-0- 123 MPH 21'-5" 23'-11' 23'-2" 18'-0" 20'-9" 20'-0" 13'-5" 14'-11" 14'-6" 4'-0' 130 MPH 19'-9" 22'-1" 21'4" 17'-5" 19'-6" 18'-10" 12'-8" 14'-2" 13'-8" 4'-0" 140 MPH 13'-0' 15'-1" 14'-7' 13'-6" 15-1' 14'-7" 11'-3" 13'-3" 12'-9" 150 MPH 150 MPH 13'-6" 15'-1" 14'-7' 13'-0" 15-1" 14'-7" 10'-5" 12'-4" 11-4- 4" x 48" x 0.030" Panels Foam Cnre EP -S_ 01 rlanstty Wind Region Open Structures Mon o -Sloped Roof 1&2 3 4 span span span Screen Rooms & Attached Covers 1&2 3 4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang I Cantilever All Roofs 100 MPH 26'-11" 30'-1" 29'-1" 26-8" 28'-9' 27'-9" 20'-1" 22'-5" 21'-8" 4'-0" 110 MPH 26'-11" 30'-1" 29'-1' 23'-8' 26'-5" 26-6" 18'-7" 20'-9" 20'-1" 4'-0" 120 MPH 25'-8" 28'-9" 27'-9" 21'-11' 24'-7" 23'-9" 15'-10" 19'-1" 18'-5" 4'-0' 123 MPH 24'-8" 27'-7" 26'-8" 21'-4" 23'-11' 1 23'-1" 1 15'-5" 18'-6" 17'-11" 4'-0' 130 MPH 22'-9' 25'-5" 24'-7' 20'-1' 22'-5' 21' 8' 14'-7' 17'-5" 15'-9" T-0- 140 MPH 15'-7" 17'-5" 16'-10' 15'-7" 17'-5" 16'-10' 13' 8" 15'-3" 14'-9" 4'-0' 150 MPH 15'-7' 17'-5" 16'-10 15'-7" 1 17'-5' 16'-10" 12'-8" 14'-2" 13'-9" 4'-0' Note: Total roof panel width = room width + wall Width + overhang IIIIIIIIIIS11111 7M Lawrence E. Bennett, P.E. FL # 16644 MLILE CIVIL ENGINEER- DEVELOPMENT CONSULTANT Elite Aluminum Corporation P.O. BOX 214388, SOUTH DAYTONA, FL 32121 TELEPHONE: (388) 787-4Tr4 PWWI Produtb 1801 N.W. 64th Street FAX: (388) 767-655e Ft. Lauderdale. FL 33309 Tel: (954) 491-3700 Fax: (954) 491-1433 PAGE © COPYRIGHT 2004 7,34 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. N13 - aux a .7� zdA 0 h' W W