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HomeMy WebLinkAbout105 Calabria Springs CoveQ CITY OF SAN1'ORD PE&IT APPLICATION Permit # : Dy Vy ` Date: 1'30"04- Job Address: -.( Description of Work- CO5 (Ace - Historic District: Zoning: Value of Work: S 4S d Q Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - # of AMPS Addition/Alteration Change of Service Temporary PoleMechanical: 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 #: Q ' ., - SLY • p p Owners Name & Address: Attach Proof of Ownership &Legal Description) l i I BQIA 14( Phone —C7 Contractor Name & Address: Pt t License Number. Cie o 3 0 3 ro Phone & Fa an ..Ik (4`T ?— Phone Bonding Company: OS Z Address: — Mortgage Lender: Address: _ _... Architeet/Engineer: 1Z Phoa4-7 Address 0 Z1 Z ^ Fax: 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 theissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separatePermitmustbe. secured for ELECTRICAL WORK. PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, andAIRCONDITIONERS, etc. OWNER'S AFFIDAVIT:1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulatingconstructionandzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANATTORNEYBEFORERECORDINGYOURNOTICEOFCOMMENCEMENT. 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 rewrds ofthiscounty, and there may be additional permits required from other governmental entities such as water management d' 8 istricts, state agencies, or federal agencies. Acceptance of er ithat the owner of the property of the requirements n Law, FS 713. Signatu Date Si o Con4actor/Agent Date r1AM n., S --Z9 -04- IAWWOWPrintOe'r/Agent's a Print Conrractodwoene. tj.-- Signature of Notary -State Owner/Agent is 14, Produced ID FrankDpleFri ez C0MMWM # DD 047347 11180 Sep. 16. 2005 i e orBa>de+d Thru Aftft Bonding CD, Irra Notary -State of Contractor/Agent is Produced ID APPLICATION APPROVED BY: BldQ1 .2 ' I-_ OV Zoning: 1G 8: Utilities: initial & Date) (Initial & Date) Special Conditions: Initial & Date) 29 -od- RM Friez Commission # DD 047347 RzP M Sep. 16. 2006 13onduhg Cq. Inc. FD: Initial & Date) 5S ' Ud Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL I t -:j Back ri ilj U] JKil 1 Inl K, kirtil St. Sanlwd 1.1. _12771 IFK ' 2004 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 32-19-30-5LY-0000- Tax District: S1-SANFORD 0350 Number of Buildings: 1 Depreciated Bldg Value: $121,576 SIMMONS JANCIE & M 00 Owner: COOPER Exemptions: HOMESTEAD Depreciated EXFT Value: $0 Address: 105 CALABRIA SPRINGS CV Land Value (Market): $33,500 City,State,ZipCode: SANFORD FL 32771 Land Value Ag: $0 Property Address: 105 CALABRIA SPRINGS CV SANFORD 32771 Just/Market Value: $155,076 Subdivision Name: CALABRIA COVE Assessed Value (SOH): $155,076 Dor: 01-SINGLE FAMILY Exempt Value: $25,000 Taxable Value: $130,076 2003 VALUE SUMMARY SALES Tax Value(without SOH): $699 Deed Date Book Page Amount Vac/Imp 2003 Tax Bill Amount: $699 WARRANTY DEED 09/2003 05066 0803 $185,500 Improved Savings Due To SOH: $0 2003 Taxable Value: $33,500 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 35 CALABRIA COVE PB 60 PGS 8 THRU 10 LOT 0 0 1.000 33,500.00 $33,500 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 2003 8 2,257 1,655 CB/STUCCO FINISH $121,576 $122,187 Appendage / Sgft OPEN PORCH FINISHED / 42 Appendage / Sgft GARAGE FINISHED / 380 Appendage / Sgft OPEN PORCH FINISHED / 180 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re_web.seminole_coLinty_title?parcel=3219305LY0000035(... 2/16/2004 Permit No. Tax Folio No.!Z-iQ-CJLi -OCCO-035-0 M t r% -Tm r p V J u- Z T En) Y AVwWes$ 1CU 1 I %N". GUTIFIED COPY RAI!YANNE NOR qK' OF CIRCUIT COl NOTICE OF COMMENCEMENT 1'10VlAR® ®G'i iE+TRStateof ! - v GENERAL CONTP-A.0 1 OR County 1N ,_ 50 CRAYCROFT AVE. THE UNDERSIGNED hereby gives notice that improvemen wl F Y, FL 32713 made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1 71004 I. Description of property: LoT 3s CALAM-CIA ('oJe. Z. General description of improvement: Scm- el.l ?gc uric . 5u2 3. Owner information: a. Name & Address : COC)DEIZ Si Wl Atol 1 s I ( C ft N Fa 2'D . -:'z?71 b. Interest in property:. c. Name s Address of fee simple titleholder (other than Owner): I 4. Contractor's Name b ess: CMERAL COIMIAC 56 CRAYCROFT AVE. 5. Surety Information: pOBARY, FL 32713 a. Name 6 Address: A b. Amount of Bond:$ 6. Lender's Name i Address: A Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13 (1)(A)7, Florida Statutes: Name b Address: 8. In addition to gimself, Owner designates of to receive a copy of the Lienor' s Notice'as provided' in Section 713.13 (1)(b), Florida Statutes. 9. Expiration date of Notice of Commencement (the expiration date is 1 year from the date of recording unless a different date is specified): i Signature of Owner: C t ER S ntiMOriS I Sworn to and subscribed before me Frmik Friez VM. Y? p,i thisZUdayofj .. sCommiaioa#DD04Tf17 Expires Sep. 16. 2305 Bonded Tbru Notary Publice:cpires''nni` A Bonding Cab inc My Commission I January 01, 2004 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering 2004 "ALUMINUM STRUCTURES DESIGN MANUAL" Dear Building Official/Plans Examiner, This is to certify that the following contractor/companyisherebyauthorizedtousemy "ALUMINUM STRUCTURES DESIGN MANUAL" for the year 2004. This authorization also applies to contractor Master FileDrawings, "ONE JOB ONLY" drawings, or any "SITE SPECIFIC" drawings that I may furnish for -the contractor. Howard Dehner Howard Dehner 56 Craycroft Ave. DeBary, FL 32713 The 2004 "ALUMINUM STRUCTURES DESIGN MANUAL" will be sent out in March of 2004, so as to include any 2004 code changes. They are hereby added to my 2004 Master File. Should you hav/any questions please contact me at yourconvenience, /// Sincerely, awrence XA Bennett P.E. Herx & Associates Inc. L a n d S u r v e y i n g 769 Douglas Avenue, Altamonte Springs, Florida. 32714 (407)788-8808 Member of the Florida Surveying and Mapping Society and American Congress on Surveying and Mapping Map of Survey LINE BEARING DISTANCE L I N 89°40'49'W 60.00' L 2 S 89045'58'E 60.00' KAYWOOD REPLAT PLAT BOOK 30. PAGES 27 d 28 L2 1% 11 1 VAT LO 35 B CRADING 9.121 IL 0 0h o Q tri e10tfoV n to a to A=zo 17.3 COVERED LOT 36 PATIO o. N ) LOT 34 m R1 mm ao n IFP-36 rn 8.7' sir arnoor o 10.0 TO),vaim im_ A.BAD y In ONE STORY RESIDENCE c FIN. FL. ELEV:52.1 Ln y tV a LANJC RFVIF r CITY OF SA / NFORD Ja'w 160'D o 6.7' CITY OF SANFORD 10.0 1 12.0 19.3' 1 0 ADDRESS: 105 CALABR 1 A SPRINGS COVE SETBACKS SITE DATA tn Front 25' Rear 45' M'E WURS SO. FT. - 299x u; tn v; Side 75 ' Corner 25' LOT 50. FT. N 1 N i IMPERVIOUS AREA-2.724SO.FT. 105.37 ' L I AREAS: DRIVEWAY.- 408 SO. FT. LEAD WALK: 43 SO. FT. N 4 REFERENCED BEARING P.C.P. CIL CALABR I A SPRINGS COVE N 89.40'49 W 954. 66' vc.r. 50 ' RIW) TRACT F PRIVATE ROAD, d UTILITY EASEMENT LEGAL DESCRPTION Lot 35, - CALABRIA COVE ' Note: ' xp shown hereon are referenced to the C/Loaes to the plot thereon as recorded n Plat Book 60 . of CALA A SPRINGS COVE as N 89'40'491M. atrpages8 - 16 0l the Pubic Records or Semiale County, Flor1da. FLOOD HAZARD DATA: The Pa-cel shorn hereon des rthr Flood zone X. occordnq to the Federd Emergency Maovwwt Agency. Letter of Mcp Revision OMR1 Case 1Nmber 96-04 12 9 P. Doted t+ ch 8. 1 9 9 6 General Notes: t. This is a BOUNDARY Survey performed in the field on Proposed 2. No aerial, surface or subsurface utility installations, underground improvements or subsurface/ aerial encroachments, If any, were located. 3. Building ties shown are to the exterior unfinished foundation surface or formboard. 4. ElevaWns shown hereon, N any, are assumed and were obtained from approved Construction plans provided by the Client unless otherwise noted, and are shown only to depict the proposed or actual difference In elevation relative to the assumed temporary Benchmark shown hereon. 5. The parcel shown hereon Is subject to all easements, reservations, restrictions, and Rights- ol-way of record whether depicted or not on this document. No search of the Public Records has been made by this oitPce. B. The legal description shown hereon is as furnished by client. 7. Platted and measured dis(ances and directions are the some unless otherwise noted. e Denotes X' Iron rod with yellow plastic cap marked LB4937 or LS3182, or 14' iron rod with red plastic cap marked 'Witness Comer, unless otherwise noted. O Denotes P.C.P. (Permanent control point) Denotes Permanent Reference Monument Certtfics( lon: Not valid without the signature and the original raised seal of a Flodds Ikensod Surveyor and Ms This survey meets the requirements e F a Minimum Technical 3tegdaros st confsined hrChept iG17 low da Administrative Cade. KIWI - am A Henn, P.L.S. Florida Regisie and Sur syor Ala 11821182Darae L. PrremlenkrcM, P.S.M. Rep(sfs urveyar and Mapper No. 8030 K" ism R. Herx, P.S.M. Registered S and Mapper No. 8092 Herx d Associates Inc., State of Florlds LB 4937 Vertical dortrn is based on NGVD per Engine construction plan by Burkett Engrteeri+g " Project No. 9709-3 l Legend Temporary Benchmark assumed datum) a O. R.H. offset® oaldalRecords Book BOW Beck of sidewalk elkPe PWBookPC CenferknePbinforCurvet" A Central or (De1fe) Angle PCC. POW of Compound Curvature CALC Calculated P. C. P. Perrnsntrol ow ConPowCBChord Bearing Pepe C Chad P. R.M. Permanent RefneMnoo Inume M C.M. Conerate Monument PA. ftwortYLineP.O.B. EL. oLELEVElevationPointofBookwAvFINALELElevation (Measured) P.O.C. POW OfCarwnanoornow FD. Formal P.I. PbW Of InlwsockmF1n.H. Elev. Flnishdd Fkwr ETsvallon PRC. Point o(Rever" Curvature I.P. Iron Pips PT. Pow Of T ar"ney I.R. Iron Rod R Rsaus L Arc Length PAD Radial Line Le Licensed Business RES. Residence LS. Land Surveyor ftht- f-may Men Measured Tam TemporaryBenchawk Nail rand Disk TYP.. Typical N.R. Not Radar, X—X rye Fens sr' (sae tlrawkp) Fence srrAd face d' awkp) Sketch of Legal Description This is not a Survey Drown by: COI Checked by: OP Prepared For: AEAZER Je6 Namber: 01-005- 02 Scott : 1' 30' Piet tea porroreed: 05. 05-03 Fewade ies Servey: Fine1Swray: Rerrsioes . 0 A- TACA To G'LI A W ONE EmEhah'so'b4him i 2X 2 S ZIPER SIMMoPjS 05 CAc-lBRiR Spvtolczs CoJE SCREENED ENCLOSURES SECTION 1 PURLIN (TYP.) SCREEN (TYP.) H SEE TABLE 1 7AM CABLE CONNECTION SEE DETAILS SECTION 1) GIRT (TYP.) 1" x 2" (TYP.) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE SIZE MEMBERS PER APPROPRIATE TABLES K-BRACING (OPTIONAL) ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) SCREEN (TYP.) PERIMETER WALLS FRAMING TABLE 1.3 OR 1.4) RISER WALL WHERE. REQUIRED PURLIN (TYP.) ALUMINUM BEAM TABLE 1.1 OR 1.8) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) GIRT (TYP.) 1" x 2" (TYP.) CABLE BRACING TYPICAL TRANSVERSE GABLE ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386)767-4774 FAX (386) 767-65M PAGE COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 1-S SCREENED ENCLOSURES I SECTION 1 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 CA DIAM ER TOTAL ALLOWABLE WALL AREA • 3/32" 233 Sq. Ft. / PAIR OF CABLES 8" 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. NOTE: For wall heights greater than 9'-8", a minimum of (2) wall cables are required. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONS ZTANT P.O. BOX 214365, SOUTH DAYTONA. FL32121 TELEPHONE (386) 707J774 FAX (388) 767-65M Q COPYRIGHT 2003 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 1-37 SECTION 1 SCREENED ENCLOSURES 5) #10 S.M.S. (MIN.) — 1/8" x 1-1/2" x 8" FLAT BAR r \ ® ®. 0.125" PLATE OUT ON 45" ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION STAINLESS STEEL (SEE TABLE) MEMBER TYPICAL CABLE CONNECTIONS Cad CORNER - DETAIL 1 SCALE: 3" =1'-0" EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) 10 x 3/4" S.M.S. EACH -SIDE FOR CABLES ALTERNATE: USE (1)1/4" x 1-1/4" FENDER r WASHER EACH SIDE OF FRAME MEMBER tqk MIN. (2) CLAMPS REQUIRED TYP.) s An J 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214358, SOUTH DAYTONA, FL 32121 TELEPHONE (388) 7674774 FAX (388) 767-OM PAGE O Q COPYRIGHT2003 1-7V NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. SECTION 1 SCREENED ENCLOSURES SCREWS OR THRU-BOLTS SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 POST SIZE 2" x 4" MAX. MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR F MESH CONCRETE POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = V-0" 2" x 2" x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 DED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS POST SIZE 2" x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR T( CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.0 MAX. OR THROUGH ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = V-0" Lawrence E. Bennett, P.E. CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 7674774 FAX (356) 767-6556 I PAGE 1- I ® NOTT O BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I SCREENED ENCLOSURES SECTION 1 CONNECTOR MAY BE (2) ANGLES, INTERNALLU' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ w m SCREWS (PER SECTION 9) a Co PRIMARY BEAM o (SEE TABLE 1.1 OR 1.8) MINIMUM NUMBER S.M.S. @ 3/4" LONG REQUIRED EQUAL a TO BEAM DEPTH SEE SECTION 9) CARRIER BEAM NOTE: SEE TABLE 1.5) EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2- INTERNALLY CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = 1'-0" 1" x 2" R 2" x 2" ATTACHED T ALL W/ #10 x 2" S.M.S. @ 16" O.C. HOST STRUCTURE MASONRY OR FRAMED WALL (SELECT ASTENERS FROM SECTION 9) PRIMARY OR W MISCELLANEOUS FRAMING BEAM w SIZE PER TABLES) a BEAM TO WALL CONNECTION DETAIL SCALE: 3" =1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214358, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 7674M I © COPYRIGHT PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 1-49 I 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 Below 300-30'-00" North (Jacksonville, FL) Hollow Sections Tributary Load Width W = Beam Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" F 7'-0" 8'-0" I 9'-0" Allowable Spon'L' / bending'b' or deflection 2" x 2" x 0.044" 9'-10" b 1 8'-7" bl 7'-8" b 6'-11" bi 6'-6" bi 6'-1' bi 6-8" b 2" x 2" x 0.055" 10'-9" b 9'-0" b 1 8'-0" b 7'-7" b 1 7'-1" b I 6'-T b 1 6'-3" b 2" x 3" x 0.045" 13'4" b 11'-7" b 1 10'-0" b 9'-5" b 1 8'-9" b 1 8'-2" b 1 7'-8- b 2" x 4" x 0.050" 14'-0" b 12'-8- bi 11'-0" bi 10'4" bi 97 bi 8'-11" bi 8'-5" b Self Mating Sections Tributary Load Width '1M = Beam Spacing 3'-0" 1 4'-0" 1 5'-0" 1 61-0" 7'-0" 8'-0" 9'-0" Allowable Span 'L' / bending b' or deflection 'd' 2" x 4" x 0.044 x 0.100" 19'-11" b 1T-0" b 15'-0' A 14'-2" bi 13'-1" b 12'-3" b 11'-6- b 2" 00" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 15'-2' b 14'-3" b x 6" x 0.050" x 0.120 28'-7" b 24'-9" b 22'-2" b 0'-3- b 18'-9" b 17'-6" b 16'-6" b 2 x " x 0.055"! 0.20" 32'-3' b 2T-11" b 24'-11" b 22'- b 19'-9" b 18'-T b 2" x 7" x 0.055" w/ Insert 42'-10' b 37'-1' b 33'-2' b 30'-0" b 28'-l" b 26'-3' b 24'-9' b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1' b 32'-3' b 29'-5' b 27'-3" b 25' 6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1" b 34'-11" b 31'-11" b 29'-6" b 27'-8- b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'-0' b 35'-0" b 32'-5" b 30'4" b 26'-7" b 2" x 10" x 0.092" x 0.369" 59'-0" b 51'-7" b 46'-1" b 1 42'-1" b I 38'-11- b 36'-5" b 1 34'-0" b Snap Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 4'-0" 1 5'-0" I 6'-0" 7'-0" I 8'-0" I 9'-0" Allowable Span'L' / bending'b' or deflection'd' 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-l" b 8'-4" b 7'-8" b 7'-2" b 6'-9" b 2" x 3" x 0.045" IVA" b 13'-1' b 11'-8' b 10'-8' b 9'-10" b 9'-3" b 8'-8" b 2" x 4" x 0.045" 18'-5' b 15'-11" b 14'-3" b 13'-0" b IVA" b 11'-3" b 10%8" ' b 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b 2" x 7" x 0.062" 34'-9" b 30'-l" b 26'-11" b 24'-7" b 22'-9" b 21'-3' b 20'-1' b Notes: 1. Thicknesses shown are 'nominal' Industry standard tolerances. No wall thickness shall be less than 0.0401. 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 10# / Sq. Ft for up to a 150 M.P.H. wind load. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to 6. Puriin spacing shall not exceed 6'- 8" . Fd7Wam spans greater than 40'-0" the beam at the center puriin and one puriin for each 14'-0' on each side of the center puriin shall Include lateral bracing as shown In detail (48'-0") span with pudins at 6'- 8" o.c. center puriin and (2) purtins each side of center puriin need lateral bracing. Example: Max. W for 2" x 4" x 0.050" hollow section with 'W' a 5'-0" u 11'4" Lawrence E. Bennett, P.E. CML ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 214368. SOUTH DAYTONI, FL 32121 TELEPHONE ( 386) 767-4774 FAX ( 356) 767.65M I PAGE COPYRIGHT 1 5 4 I © NOT TOBE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I SCREENED ENCLOSURES I SECTION 1 Table 1.2 Allowable Spans For Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'-30'-00" North (Jacksonville, FL) Sections Fastened To Beams With Cline Hollow Sections Tributary Load Width W a Purlin Spacing 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6%8" Allowable Span'L' / bending'b' or deflection'd' 2" x 2" x 0.044" 7'-8" d 7'-0" d 7'-0" d 6'-9" d 6'-0" b 6'-W b 5'-11' b 2" x 2" x 0.055" 8'-1" d 7'-9" d 7"-5" d 7'-2" d 6'-11' d 6'-9' d 6'-W b 3" x 2" x 0.045" 8'-8" d 8'-3' d T-11" d 7'-0" d 7"-5' d 7'-3" d 6'-11' d 2" x 3" x 0.045" 10'-9' d 10'-3" d 9'-9" b 9'-3' b 8'-10" b 6'-5" b r-(r b 2" x 4" x 0.050" 12'-2" b 11'-4" b 10'-8" b 10'-2" b 9'-6" b 9'-3" b 8'-9" b Snap Sections Tributary Load Width W = Purlin Spacing 3'-6" 1 4'-0" 1 4'-6" I T.0" 6'-0" I 6'-0" 6'-0" Allowable Span 'L' / bending'b' or deflection 'd' 2" x 2" x 0.044 8'-5- d 8'-1" d I T-9" d I 7'-0" d I T-3" d 1 7'-0" d 6'-9' d 2" x 3" x 0.045" 11%7" d 11'-1' di 10'-8" dl 10'-0' di 9'-11' bi 9'-6" bi 9'-0' b 2" x 4" x 0.045" 1 14'-8" d 14'-0" di 13'-6" dl 12'-9" bi 12'-2- bi 11'-W bl 11'-1' b B. Sections Fastened Through Beam Webs Into Screw Bosses Hollow Sections Tributary Load Width'W' = P cing 3'.6" 1 4'-0" 4'-6" 1 5%0" 5'-6"). I 6'-0" Allowable Span'L' / bending % ection'd' 2" x 2" x 0.044" 9'-2- b 8'-7" b I 8'-1" b 1 7'-0' b 4" 6'-11- bi 6'-7" b x T' x 5" 9'-11" b 9'-4" b 8'-10" b 8'-0' b I T- 1' b I 7'-7" b I 7'-3" b12" 2" x 3" x 0,050" 12'-0' b 11'-7" b 10'-11' b 10'4' b 1 9'-10" b 1 9'-5' bi 8'-11' b 2" x 4" x 0.050" 13'-r b 17-8" b 11'-1 V b 11'4' b 117-10- b 1 10'-4" b 1 9'-10- b Snap Sections Tributary Load Width W a Purlin Spacing 3'-0" 1 4'-0" 1 4'4" 1 5'-0" 1 5'-0" 1 Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" bj 10'-2' b 9'-7" bi 9'-1" bi 8'-W 51 8'-0' b 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 10# / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wall connection. 3: Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-W the beam at the center puriin and one pudin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail 48'-W) span with purlins at 6'- 8" o.c. center purtin and (2) purlins each side of center pudin 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' a 5'-0" a 10'-2" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (388) 787.4TT4 FAX (366) 767-65M 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAG 1-55 I SECTION 1 SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights For Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 01 sq. fL" Hollow Sections Tributary Load Width'W' = Upright Spacing 3'-0" I 4'-0" 1 5'-0" 1 6'-0" 7-0" I 8'-0" I 9'-0" Allowable Height'H' I bending'b' or deflection'd' 2" x 2" x 0.044" 8'-0" b 1 7-3" bi 6'-6" bi T-11' bi 5'-6" bi 5'-1" bi 4'-10- b 2" x 2" x 0.055" 9'-l" b 7'-11" b 7'-1- bi 6'-5" bi 5'-11" bi 5'-7' 11 5'-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b 7-11' b 1 7'-5" b 1 6'-11" b 1 6'-6" b 2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7' b 8'-9" b 8'-1" b 7'-T b 7'-2" b Self Mating Sections Tributary Load Width W = Upright Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 7'.0" 1 8'-0" I 9'-0" Allowable Height vH1 I handing nr eftflection 2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-1' bf I V-11" b I V-1" VIV-8" b 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" 14'-9" b IT-8"b 1Z-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11' b 18'-9- 17-1" b 15'-10"b 13'-11" b x 0.120" 27-3" b 23'-7" b 21'-1" b 1-" b 17'-10"b 15'-9" b 2" x 7" x 0.055" wl Insert 36-3" b 31'-4' b 28'-1- b 25'-7- b 23'-9"b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0"b 20'-4' b 2" x 9" x 0.072" x 0.224" 38'-2' b 33'-0" b 29'-6" b 26%11' b 24'-11" b 23'-0' b 22'-0- b 2" x 9" x 0.082" x 0.310" 41'-10' b 36'-3" b 32'-5' b 29'-7' b 27-5- b 25'-8' 2" x 10" x 0.092" x 0.369" 50'-4" b 4, -7" b 38'-11' Snap Sections Tributary Load Width 'W'= Upright Spacing 3'-0" 1 4'.0" 1 5'-0" 1 6'-0" I 7-0" I 8'-0" I 9'-0" Allowable Height 'H' I bending'b' or deflection'd' 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-8" b 7'-0" b 1 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'-0" b 7-10" b 7-4" b 2" x 4" x 0.045" 15'-7" b 13'-6' b 12'-1" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 26'-5" b 27-10' b 20'-5" b 18'-8" b 17'-3' b 16'-2" b 15'-3" b 2" x 7" x 0.062" 29'-5" b 25'-5- b 22'-9' b 20'-9" b 19'-3" b 17'-1 V- b 16--11- b For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are'nominal' Industry standard tolerances. No wall thickness shall be less than 0.040". 2. Usin screen anal Width select u ri hit length W. Above heights do not Include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. spa c engineering required or pool enc osums over 20' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2' x 0.044' min. and set @ 36" In height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-112" 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 ANDIOR 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTON& FL 32121 TELEPHONE (386) 767-4774 FAX (366) 767.65% PAGE Qa COPYRIGHT 2003 1 "56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES I SECTION 1 C Table 1.4 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights For Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-0 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 df / sq. fV VV Hollow Sections Tributary Load width 'W' 3'-6' 1 4'-0" 4'-0" 1 5'-0" 5'-0"1 6'-0" 61"8" Allowable Hei hts'H' I bendin 'b' or deftection'd' 2" x 2" x 0.044 6'-10" d 6'-0" b 6'-1" b1 5'-W b1 5-b" b1 5'-3 5-0 b 2" x 2" x 0.055" 773" d 6'-11" d 6'-8" b 6'-0" b W-V b I 5'-9 0 5'-6" 3" x 2" x 0.045" r T-9" d 7'-5" d 7'-1" d 6'- " d 1 6'-7 b 1 6'-0" bi. 5'- b 2" x 3" x 0.045" 9'-4" b 8'-9" b 8'-3" b 7'-10" b 7'-5" b 7'-2" b 6'-9" b 2" x 4" x 0.050" 10'-3" b 9'-7" b 9'-0" b 8'-7" c.."•....e.a r.. D.."h. Thr .. h Rids Into Scmw gnus!• Hollow Sections Tributary Load wi 3'-V 1 4'-0" 1 4'-6" I W-0" Allowable Heigh IHI I bendin ection'd' 2" x 2" x 0.044" T-9" b 7'-3" b 6'-10" b 6'-6" b 6'-2" 5'-11 5'-7" 2" x 8'-5" b 7'-11" b 7'-5" b 7'-1" b b 6' 6'-1 b 3" x 2" x 0.045 9'-3" b 8'-8" b 8'-2" b T-9" b T-5" b T-1" b 6'-8" b 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9" b 8'-0" b 7'-11" b 7.7' 2" x 4" x 0.050" 11'-6" b 1 10'-9" b 10'-1" b 1 9'-7" b 1 9 -2" b 1 8'-9 b V-4 b Snap Sections Allowable Hei hts'H' / bendin b' or defiection'd' 2" x 2" x 0.044" 9'-2" b 1 8'-7" b 1 8'-1" b 1 7--8- b 1 7'4" b I 71-W b 1 -8 b For allowable heights at wind verocmes her man rev mrn, see cvnyarawn wv,o ,^ vn wv specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Using screen panel Width '1M select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) d110 x 1-1/2" S.M.S. Into the screw bosses and do not exceed 8'-0" In span. 6. Girt spacing shall not exceed 6'-8". T. Spans may be interpolated. IF HEIGHTS FOR ICI 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE ( 386) 7674774 FAX ( 386) 767-65M I I QCOPYRIGHT2003PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1" 57 SCREENED ENCLOSURES SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing Beam Size Upright Size Minimum Purlin, Girt 3 Knee Brace Size" Deck Anchors Notes Minimum Number of Screws* Beam Stitching Screw 24" O.0gox'/." 010 x'A" 12 VA" 2" x 3" 2" x 3" 2" x 2' x 0.044" 2 Full Lop 6 4 4 2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 8 2"x4' 2"x4" 2"x2'x0.044' 2 Full Lap 8 6 4 10 2" x 5" 1 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 8 2" x 4" 2' x 2" x 0.044" 4 Partial Lop 10 8 8 6 6 10 10 2" x 7" x 2' x 2" x 0.044" 4 Partial Lop 14 12 10 12 2" x 8" 2" x 5" 2" x 3' x 0.044" 6 Partial Lap 16 14 12 14 2" x 9' 2" x 6" 1 2" x 3" x 0.045" 1 6 1 Partial Lapl 18 16 1 14 1 #14 2" x 9'•• 2" x 7" 2" x 4' x 0.050' 1 8 1 Partial Lapi 20 18 1 16 1 #14 2" x 10" 2' x 8" 2" x 4" x 0.050' 1 10 1 Partial LaDl 20 t 18 1 16 1 #14 Screw Size Minimum Distance and Spec g of Screws Gusset Plats Thickness Edge To Center Center To Center Beam Size Thickness 8 5116" 5/8" 2' x 7" x 0.055" x 0.120" 1/16' = 0.063" 10 3/8" 3/4' 2' x 8' x 0.072" x 0.224" 1/8' = 0.125' 12 1/2" 1" 2' x 9" x 0.072" x 0.224" 1/8' = 0.125" 14 or 1/4' 3/4" 1-112" 2' x 9" x 0.082" x 0.306" 1/8' = 0.125" 5/16" 7/8" 1-3/4' 2' x 10' x 0.092' x 0.369" 1 1/4' = 0.25' 71 3/8" 1" 2" Refers to each side of the connection of the beam and upright and each side of splice connection. 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2' x 6" to 2" x 3' shall use a full lap cut or 1/16' gusset plate. 2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the taut. 4. The number of screws is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 6. Hollow splice connections can be made provided the connection is approved by the engineer. 7. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the tilt. 8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2" x 9" beams or larger use 3/4' long strews. 10. The side wall upright shall have a minimum beam size as shown above, Is., a 2' x 4' upright shall have a 2' x 3' beam. 11. Connect beam to uDriaht lice with 112 the screws on each side of the tilt. Table 1.7 r Minimum Size Screen Enclosure Knee Braces And Anchoring Required luminum 6063 T-6 I e-To T-0" ___ 12' x 3" x 0.045" ] 12' H-Channel With (3) #10 x 1/2' EACH SIDE I I To 4'-6" 12' x 4" x 0 044' x 0.12' I psi a ohbe determined by beam screws size, see table 9.6) I See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6". Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P. O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE ( 386) 767-4T74 FAX ( 360) 7674M I© NOT TO BIE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I PAG 1 CA I