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HomeMy WebLinkAbout110 Wilson Bay CtT Permit # : C)VD- us Q - Job Address: It a L4 9/ 1 S OA -1 Description of Work:e Iw, Historic District: Zoning: Permit Type: Building Electrical_ Electrical: New Service - # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets. CITY OF SANFORD PERMIT APPLICATION //�� n Date: L 20 z= SA AJ j2 3a SG.2SZ- ZJ k,' 9 Value of Work: $ (A)3. U() Mechanical Plumbing Fire Sprinkler/Alarm Pool - Addition/Alteration Change of Service Temporary Pole Replacement New (Duct Layout & Energy Calc. Required) # of Water & Sewer Lines # of Gas Lines Plumbing Repair - Residential or Commercial IVEp 1�Cy�z10 20Qy.. 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 #: f O (Attach Proof of Ow ne s 'p & Legal Description) A��c� Owners Name &Address: S40,/� /�LAJ d) Phone: Contractor Name & Address: 2 SO T Q lk16 pp p pp State License Number: Phone & Fax: t (�� loci p � / �tJ Contact Person: l te-rbb4- o �ex Phone: _ 4O%6149 -9 - Bonding Company: Address: Mortgage Lender: Address: _._.. Architect/Engineer:—L— e>- r Phone: Address: S • L Fax: 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. .1 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 Mat al permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pI will notify the owner of the property of the require n Florid ie aw l3.SignDate Signature of Contractor/Agent Da�► �� •Ml$SIOryF jj ,/� i '-bcw , �1_ t'F _ o h n S � g otiober 25?o�A9N y Print ?Opr/Agent's Nam Print Contractor/Agent's Name = * ; ®0 a � * O #DD 255071 ;'oQ Signature of Notary -State of Florida Date Signature of Notary -State of Florida Daft' 99` 0/ 8-bd� lea ��e.• �0��� �o+"r Eric Helkmon //���ll ST Owner/Agent is _ Personally KnowJt * ,MY Commission DD317772 Contractor/Agent is Personally Known to Me or _ Produced ID as Expires July 09, 2008 _ Produced ID APPLICATION APPROVED BY: Bid g: — Zoning: Utilities: FD: ......... &Date) (Initial &Date) (Initial & Daie) (initiai &: Date) Special Conditions: V.S./ 71i1t InsUurnc 1 t'icV99 Dy: m _ t!ne �- /1JJrca �+—As' AVIC Permit No. STATE OF Florida COUNT-( OF semi [Ll e MARYt MORSE, CLERK OF CIRCUIT MURT SRINOLE G#lilr<tTY BK 05'992FSG 1253 " -CLERK' S *1 200519F, 1 i�? REMRDI D 11I1�i1 M tlr�:MitS PN RECORDING FEES 10.00 WC11RDED BY L McKinley N0110E OF COMMENCEMENT 1 :MARw ;ice -0 E Gt? 1 OF CIRCuq, COURT SEMI OUNTY, FLORIDA BY — EPUTY CLE K THE UNDERSIGNED hereby gives notice that Improvement will be mnde to c lflr �n en0prng1k, and in accordance with Chapter 713, Florida Statutes, -the following Informatlon'-is provided,lW 11113 Notice of Commencement. 1. Description of property: (legnl dcscri tion of property, and street address if available) a lig 2. General description of improvement: SCREEN ENCLOSURE 3. Owner, information a: Name and address: ej`T,JC f tt �j6 4c c- 3d2ll A ` j-. n b. lutcrest in property: Owner/ Bui l der` c. Name and address of fee simple titleholder (if other than owner): 4. Contractor: (name and address) Action Aluminum 2698•S. Orange Blossom Trail �rlando, FL 12805• S. Surety a. Name and address: b. Amount of bond $ 6. -Lender: (name and tiddress) 7. 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)(x)7., Florida Statutes: (name and address) 8. In addition to himself, Owner designates the following person(s) to receive a copy of.the Lienor's Notice as provide n Section 713.13(1)(15), Florida Statutes: (name and address) 9. nxpirnti(m (late of notice of commencement (tile expiration date is l year G of recording unless a different date is specified) i r Sworn to nntl•suhscrihed before me this �� dny of , (Signntute of Nulaq Public) Owner's Name Eric Heilewn (� , MY commission DD3977 PWIler s Address Notarys Namc free July 09, 2008 the date V o2 Notary's Commission Expires State of Florida, County of _ The foregoiryy Instruinent wa L acknowledged before me this by_ (name of acknowledging who is irersonally known to me or has productd / (type of identification) as ideritiflcatlon and who Seminole County Property Appraiser Get Information by Parcel Number F°. DAyio JOHNSON. CFA. ASA PROPERTY r O , APPRAISER A �' SEMINOLE COUNTY FL. 1101 E. FIRST sT &ANFORD,FL32771.1468 407.665-7506 m a O - i F' i 2005 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 22-19-30-503-0000-2700 Tax District: S1-SANFORD Depreciated Bldg Value: $0 Owner: CENTEX HOMES Exemptions: Depreciated EXFT Value: $0 Address: 385 DOUGLAS AVE STE 2000 Land Value (Market): $14,800 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Land Value Ag: $0 Property Address: 110 WILSON BAY CT SANFORD 32771 Just/Market Value: $14,800 Subdivision Name: PRESERVE AT LAKE MONROE UNIT 2 Assessed Value (SOH): $14,800 Dor: 00 -VACANT RESIDENTIAL Exempt Value: $0 Taxable Value: $14,800 Tax Estimator 2004 VALUE SUMMARY SALES 2004 Tax Bill Amount: Deed Date Book Page Amount Vac/Imp 2004 Taxable Value: 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 270 PRESERVE AT LAKE MONROE UNIT 2 LOT 0 0 1.000 14,800.00 $14,800 PB 66 PGS 10 & 11 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem Vex purposes. """' 1f ou recently eurchased a homesteaded property your next ear's property tax will be based on Just/Market value. Page 1 of 1 http://www.scpafl.org/pls/web/re web.seminole_county_ title? parcel=22193050300002700&cpad=WILSON ... 3/11/2005 ACTION ALUMINUMCTS, INC 2698 South Orange Blossom Trail Orlando, Florida 32805 y hereby name and appoint Debra Johns to be my lawful attorney, in fact to act for me and apply to the Building Department for a pore s ree _FU10C,4rzuf (.- permit to be performed at a location described as: And to sign my name and do all things necessary to this appointment. SUBSCRIBED BEFORE ME THIS ?-j- DAY OF QC.uIpp r - Notary as to Contractor My Commission cz-00� David Allan J6hns CGC 053605 B. \ober 25 hOi S oma: #DD 255071 : Q ended thN ///'��// 11STO- !11111 O� \\,\\ METRO ORLANDO (407) 648-9948 . Fax (407) 648-9949 • BREVARD (407) 632-0264 e VOLUSIA (904) 252-7835 Nana, CENTEX POOLS & SPAS Address, 110 WILSON BAY COURT t,,SANFnRTn L- 270 subd IV Is I nN,PRFSFRVF P LKM❑NR❑E 38'-0" i X 2 X 2 I 1 X 2 2 2 X 2 3 t a a I 2 X 2 X 2 fU X fU h X (U h X (U h X (1J h X tU h X tU h X (1J tL! X (1J X 2 X 2 pi a I 2 X 2 38'-0" i X 2 5'-6" — 5'-6' — 5'-6' — 5'-0# --- 5'-6" --- 5'-6v — 5'-6' 1 X 2 I a a I 2 X 3 a a I 2 X 3 (U (U X 11 [C>U< X 2 X 3 pi a I /IX i[ I i h wo I M M ME MA m I WA I mim 5'-6" — 5'-6' — 5'-6' — 5'-0# --- 5'-6" --- 5'-6v — 5'-6' 1 X 2 I a a I 2 X 3 a a I 2 X 3 (U (U X 11 [C>U< X 2 X 3 a I /IX i[ I JOB No. BEKIN27O 0 January 01, 2005 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/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" for the year 2005. This authorization also applies to contractor Master File Drawings, "ONE JOB ONLY" drawings, or any "SITE SPECIFIC" drawings that I may furnish for the contractor. David A. Johns Action Aluminum Products, Inc. 1698 South Orange Blossom Tr. Orlando, FL 32805 questions please contact me at your P.E. ##16644 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 30°-30'-00" North (Jacksonville, FL) Hollow Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 4'-0"1 5'-0" 1 6'-0" 7'-0" 1 8'-0" AllowableSpan 'L' 1 bending 'b' or deflection'd' 1 9--0-- '-0"Allowable 9'-0" 2" x 2" x 0.044" 9'-10" b 8'-7" bi 7'-8" b I 6'-11" b I 6'-6" bi 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 8'-4" b 7'-7" b 7'-1" b 6'-7" b 6'-3" b 2" x 3" x 0.045" 13'-4" b 11'-7" b 10'-4" b 9'-5" b 8'4" b 8'-2" I b 7--8'- '-8"2" 24'-9" 2"x 4" x 0.050" 14'-8" b 12'-8" b 11' 4" b 1 10'-4" b 9'-7" b 8'-11" b W-5" b Self Mating Sections 3'-0" Tributary Load Width W'= Beam Spacing 1 4'-0" T 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Span V/ bending'b' or deflection'd' Tributary Load Width 'W' = Beam Spacing 4'-0" 5'-0" 8'-0" Allowable Span 'L' / bending 'b' or deflection W 9'-0" 2" x 2" x 0.044" 2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 15'-6" b 14'-2" b 13'-1" b 12-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" b 20'-3" -b 18'-9" b 17'-6" b 16-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 27'-11" b 24'-11" b 22'-9" b 21'-1" b 19'-9" b 18'-7" b 2" x 7" x 0.055" w/ insert 42'-10" b 37'-1" b 33'-2" b 30'-4" b 28'-1" b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-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 38'4" b 35-0" b 32'-5" b 30'-4" b 28'-7" b 2" x 10" x 0.092" x 0.369" 59'-6" - b 51'-7" b 46'-1" b 42'-1" b 38'-11" b 36'-5" b 34'-4" b Snap Sections 3'-0" Tributary Load Width W'= Beam Spacing 1 4'-0" T 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Span V/ bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 11'-9" b 10'-2" b 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 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 12'-1" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b 2" -x7 " x 0.062" 34'-9" b 30'-1" b 26-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" b Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have sire specific engineering. 3. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Pudin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as sho:vn in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 7. Spans may be interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5-0" = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7678556 PAGE © COPYRIGHT 2004 1-56 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 BEAM -SCREEN ROOF J J Z W z_ Q0 -Q �li> cr0F ui U) Cozc� <w 0 o 0 _ TtK qBRAC HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SCREW SIZES) 2" STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 2" x 2" x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH LEG INTO POST BEAM CAP (SEE PAGE 1-22) OPTIONAL 3/8" LAG SCREW AND 3/4" FERRULE FASCIA AND SUB -FASCIA SCREENED ENCLOSURES 00 00 00 0 0 \ Oil : rrr.r..rr�.W. SUPER O. �_EXTRUDED �GUTTER 0.05" H -CHANNEL OR GUSSETS COMPOSITE 2 x 3 EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) SCREEN (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) ATTACHED NO MORE THAN 6" ABOVE TOP OF GUTTER SOFFIT MAX."DISTANCE TO HOST STRUCTURE -WALL 24" WITHOUT — SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 6 SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE © COPYRIGHT20U 1-30 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES I SECTION 1 Table 1.2 Allowable Spans for Secondary Screen Roof Fr9me Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'-30'-00" North (Jacksonville, FL) A CZ—tinne Factonart Tn Roamc With rline Hollow Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" AllowableSpan VI bending 'b' or deflection 'd' 1 6--8-- '-8"Allowable 2" x 2" x 0.044" T-8" d T-4" d T-0" d 6'-9" d 6'-6" b 6'-3" b 5--i 1" b 2" x 2" x 0.055" 8'-1" d T.9" C T-5" d l T-2" d 6'-i 1" d 6'-9" d 6'-6" b 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" dl 7-8" dl T-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 I b 8'-5" b 8'-0" b 2" x 4" x 0.050" 12'-2" b 11'4" b 10'-8" b 10'-2" b 1 9'-8" b 9' 3" b 8--9" b Snap Sections 3'-6" 1 Tributary Load Width 'W' = Purlin Spacing 4'•C" 4'-6" 5'-C" 5'-6" 6'•0" Allowable Span 'L'/ bending 'b' or deflection 'd' G' -S" 2" x 2" x 0.044 8'-5" d 8'-1" d T-9": d T-6" d 1 T-3" d T-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-S" d 10'44" d 9'-11" b 9'-6" b 9'-0" b 2" x 4" x 0.045" 14'-S" d 14'-0" d 13'-6" d 12'-9" b 1 12'-2" b i i' -S" b 11' l" b B. Sections Fastened Throuah Beam Webs Into Screw Bosses Hollow Sections 't 3'-6" Tributary Load Width 'W' = Purlin Spacing 4'-0" 1 4'-5" 1 5'-0" 5'-5" 1 6'-0" Allowable Span, 'L'/ bending 'b' or deflection 'd' I'' 6'-8" 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 7'-8" b 7'-4" b 6'-11 b 6'-7" b 2" x 2" x 0.055" 9'-11" b 9'—A " b 8'-10" b 8'-4" b T-11" b T-7" b T-3" b 2" x 3" x 0.050" 12'-4" b 11'-7" b 10'-11" b 1n'-4" b 9' '0" b 9'-5" b 8'-11" b 2" x 4" x 0.050" 13'-7" b 12'-S" b 11--11," b 11'-4" b 10'-10" b 10'- " b 9'-10" b Snap Sections Tributary Load Width tiV' = Purlin Spacing 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 1 6'-8" Allowable Span V/ bending'b' or deflection'd' 2" x 2" x 0.044" 10'-11" b 10'-2" b 1 9'-7" b I 9'-1" b 1 8'-8" b 1 8'-4" bj T-11" b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wa!I thickness shall be less than 0.040". 2. Spans are based cn a minimum of 10# 1 Sri. R. for up to a 150 M.P.H. ti•:Ind 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 spars greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of cer:er purlin need latera! bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with 'W' = 5'-0" = 10'-2" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 I I PAGE I Q COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLEOR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-57 SECTION 1 SCREENED ENCLOSURES i SCREEN 'd' VARIES 4" SHOW it 1" x 2" O.B. BASE PLATE (TYP.) I SECONDARY ! O 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 e S.M.S. (SEE SCHEDULE NEXT PAGE) �.. . 3 CONCRETEANCHOR (SEE SCHEDULE NEXT PAGE) -- a L— NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION 2" 5d (MIN.) (MIN.) SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES — 1 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 d 5d DISTANCE 114" 1-1:'4" 3/8" 1-718" GRADE 1-1/4" Pr111N. CONCRETE ANCHOR EMBEDiv1ENT TYPICAL S.M. OR SNAP SECTION COLUMN (2) 1110 x 3/4" S.M.S. EACH SIDE PRIMARY 2" x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) d" a a 4 a a a 14 f C . V 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR EMBEDI�IENT ANCHOR FROM TABLE 9.1 6" (MAX) If-- 6" (MAX.) —f 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" = 1'-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 PAGE C © COPYRIGHT 2004 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LA.,RENCE E. BENNETT. P.E. 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 # I sq. ft.' Hollow Sections 3'-0" Tributary Load Width NY = Upright Spacing 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Height 'H' I bending 'b' or deflection'd' 1 T-0" 2" x 2" x 0.044" 2" x 2" x 0.044" 8'-4" b 7'-3" b 6'-6" b 5'-11" b 5-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b T-11" b T-1" b 6'-5" b 5-11" b 5'-7" b 5'-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b T-11" b T-5" b 6'-11" b 6'-6"b b 2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b T-7" b T-2" b Self Mating Sections 3'-0" 1 Tributary Load Width 'W' = Upright Spacing 14'-0" 1 5'-0" 1 6'-0" U 7'-0" 1 8'-0" AllowableHeight 'H' / bending'b' or deflection'd' 2" x 2" x 0.044" 9--0-- '-0"Allowable b 8'-7" 2" x 4" x 0.044 x 0.100" '/ 16-11" b 14'-8" b 13'-1" b 1 V-1 i' b 11'-1" b 10'-4" b 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16-2" b 14'-9" b 13'-8" b 12'-10" b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-1" b 15'-10" b 14'-10" b 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16'-8" b 15-9" b 2" x 7" x 0.055" w/ insert 36'-3" b 31'-4" b 28'-1" b 25-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b 21'-6" 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'-4" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36-3" b 3,2'-5" b 29'-7" b 27'-5" b 25-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11" b 35-7" b 32'-11" b 30'-10" b 29'-1" b Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0°' 1 7'-0" (,). 8'-0" Allowable Height 'H' / bending'b' or deflection'd' 9'-0" 2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b T-0" b 6'-6" b 6'-1" b 2" x 3" x 0.045" hi 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'-4" b T-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 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16-2" b 15-3" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b 17'-11" b 16-11" b For allowable heights attwind, 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 shovm are "nominal" industry standard tolerances. No vwall thickness shall be less than 0.040". 2. Using screen panel width 'W' select upright length 'H'. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screvr bosses and do not exceed 8'-0" in span. 7. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767.6556 IPAGE 1-58 I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 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 SECTION 1 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 FIBER MESH CONCRETE SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = l'-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 WELDED 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 TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THROUGH ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 © COPYRIGHT2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-47 SCREENED ENCLOSURES SECTION 1 Table 1.4 Allowable Post / Girt I Chair Rail Spans, Header Spans & Upright Heights for Secondary Screen Wall,Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # I sq. ft.' 1A1:. 4. !`lines H. Jef.11V ll� M� 1-t VttcVttiat� t Hollow Sections _ _ Tributary Load Width W' 4'-0" 4'-6" 5--0" 5'•6" 6'-0" 6'-8" Hollow Sections 3'-6' Allowable Heights 'H' I bending'b' or deflection'd' 4'-0" 4'-6" 1 5'-0" 1 5'-6" 6'.0" .6--8-- '-8"Allowable 2" x 2" x 0.055" 1 8'-5" AllowableHeights 'H'I bending 'b' or deflection 'd' 6'-1" b 2" x 2" x 0.044" 6'-10" d 6'-6" b 6'-1" b 5'-9" b 5'-6" b 5'-3" b S-0" b 2" x 2" x 0.055" 7'-3" d 6'-1 i" d 6'-6" b 6'-4" b 6'-0" b 5'-9" b S-6" b 3" x 2" x 0.045" T-9" d 7' 5' d T-1" d 6'_10.. d 6'-7" b 6'-4" b 5._11" b 2" x 3" x 0.045" Q' o. 8'-Q" b 8'-3" b T-10" b 7'•5" b 7'-2" b 2" x 4" x 0.050" 10--3" b 9'--;" b 9'-0" b 8'-7" b Snap Sections Al!owable Heights 'H'/ bending 'b' or .refiect*lon 'd' 2' x 2" x 0.044" T-6" c 7'-2" d 6' 11 d 6'-8" b 6'-4" b b 1 5' �" b ' For ailowable nelgnis aiwino vetuulues —1- utast tom...... -••--•-•-•• --- - -- specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-112" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6-8". 7. Spans may be interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-5 9 - Tributary Load Width 'W' Hollow Sections T-6' 4'-0" 4'-6" 5--0" 5'•6" 6'-0" 6'-8" Allowable Heights 'H' I bending'b' or deflection'd' T 2" x 2" x 0.044" T-9" b 2" x 2" x 0.055" 1 8'-5" b T-11" b T-5" b 7'-1" b -S' b 6'-1" b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b T-9" b -1" b 6'-8" b 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9" b i i" b M"b 7'-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1' b 9'-7 b 9" b 8' 4" bSnap Sections Allowable Heights 'H'1 bendingon'd'2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b T-8" b -0" b 6'-8" b ' For ailowable nelgnis aiwino vetuulues —1- utast tom...... -••--•-•-•• --- - -- specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-112" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6-8". 7. Spans may be interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-5 9 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 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. SCALE: 3" = 1'-0" 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 ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF T USE: 1/2 x 17'-11" x Tx 109 / Sq. Ft. = 627.24 UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE 1 _48© COPYRIGHT2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES I 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 Deck & Knee Brace Size" Anchors Notes #8 Minimum Number of Screws' x'/2" #10 x'A" #12 x'A" Beam Stitching Screw @ 24" O.C. 2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4 2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full La p 8 6 4 #8 2" x 4" 2" x 4" 2" x 2" x 0.04.4" 2 Full Lao 8 6 4 #10 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 1 6 4 98 2" x 6" 2" x 3" 2" x 2" x 0.044" 4 Fuii La^ 10 8 6 #10 2" x 6" 2" x 4" 2" x 2" x 0.044" 4 Parial Lac 10 8 6 #10 2" x 7" 2" x 4" 2" x 2" x 0.044" 4 P`nial Lap 14 12 10 #12 2" x 8" 2" x 5" I 2" x 3" x 0.044" F Partial Lapj 16 1'. i2 #14 2" x 9" 2" x 6" 2" x 3" x 0.045" B Via. i,=, Lao 18 167 14 #14 2" x 9^ " x 7" 2' x 4" x 0.050" c, Fa^ - Lai 18 16 #14 2' Y. 10" 2" x 8" _x 4" x. 0 053__1. II I Pa ,i a; L:9) 2i) IQ i6 t14 Screw Size' minimum Distance and Scacine of Screws Gusset Pizte Thickness Edge To Center Center To Center Beam Size Thickness #8 5/16" 5'3^ 2" x 7" x 0.055" x 0.120" 1116" = 0.063" 110 3!8" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" n12 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" #14 or VA" 3', I C2'.,• 5" x C c i 0..',;G" _x id" = 0. c J„ 5/16" 7/8" 1-3(4" 2" x 10" x 0.092" b.369" 114" = 0.25' 3!8„ 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" cosset 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 scre.vs shown is the total for each splice with 1/2 the screws on each side of the cut. 4. The number of screws is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 112 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 viith 1/2 the screws on each side of the cu I. 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 scre,;;s. 10. The side wall upright shall have a minimum beam size as shcv,n above. ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Connect beam to upright w/ H -bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. 12. For girt size use upright size (i.e. 2" x 6"). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0.044". Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T-6 Brace Length Extrusion Anchoring System 0'- 2'-0" 2" x 2" x 0.044" 2" H -Channel With (3) #10 x 1/2" EACH SIDE To T-0" 2" x 3"'x 0.045" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To 4'-6" 2" x 4" x 0.044"'x 0.12" 2" H -Channel With (4) 3/4" long screws (size to be determined by beam size, see table 9.6) (See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6". Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4774 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-61 SECTION 1 I SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2"x4"OR2"x 6" SELF MATING BEAM 1"x 2" SNAP SECTIONS EPN' 2 X ATTACHED TO 2" x 2" W/ ®I 910x1-1/2"S.M.S.@24"O.C, ------_-"-'� OR CONTINUOUS SNAP SECTIONS OR 2"x 3" (4) SPLINE GROOVE SECTION®®�a Q g�PM � e.01 2'x _J 1" x 2" OPEN BACK FASTENED 8 0 a — ® ® ® ® — -y TO POST W/ (2) #10 x 1-1/2" ALTERNATE FLAT ROOF S.M.S. ATTACH 2"x 2" PURLINS TO I SELECT FASTENER SIZE, NUMBER AND PATTERN SELF MATING BEAMS W/ (2) (SEE TABLE 1.6 & 9.5A OR 9.5B) #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'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE @ COPYRIGHT 2004 1-8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES � � I H (SEE TABLE 1.3) I K -BRACING (OPTIONAL) GIRT (TYP.) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H 11 K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) 1" x 2" (TYP.) SECTION 1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) RISER WALL WHERE :QUIRED IRLINS (TYP.) NGONAL ROOF BRACING =E SCHEMATIC SECTION 1) ABLE BRACING S :RIMETER WALLS FRAMING EE TABLES. 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 SCREENED ENCLOSURES PURLIN (TYP.) SCREEN (TYP.) H (SEE TABLE 1 SECTION 1 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 STRUCTU SIZE MEMBERS PI APPROPRIATE TABLi K -BRACING (OPTIONA RISER WALL WHERE REQUIRED 'URLIN (TYP.) ALUMINUM BEAM 'TABLE 1.1 OR 1.8) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) i SCREEN (TYP.) Sw GIRT (TYP.) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (TABLE 1.3 OR 1.4) 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. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386)767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERr.1ISSION OF LAWRENCE E. BENNETT, P.E. 1-5 SCREENED ENCLOSURES i) #10 S.M.S. (MIN. K 1-1/2" x 8" FLAT I 125" PLATE OUT C 45° ANGLE LT OR TURNBUCH CABLE TENSION .ESS STEEL (SEE RIMETER FRAMII MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SECTION 1 SCALE: 3" = 1'-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER ®� WASHER EACH SIDE OF ® FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED #10 x 3/4" S.M.S. EACH SIDE FOR CABLES �- ®®®® (NP.) MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 I PAGE 1-41 J © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREENED ENCLOSURES SLAB MIN. (2) 1/4" OR 5/16" x 1-3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" CABLE FOR 3/32" CABLE 5/16" x 2" CONCRETE ANCHOR W/ CABLE THIMBLE AND WASHER 3-9/2" (4" NOMINAL) SLAB (MIN.) SCALE: 3" = l'-0" SLAB FOR 1/8" CABLE SHALL HAVE A THICKENED EDGE TO ACHIEVE 5d MIN. AND A 3/8" x 2" ANCHOR 5d (MIN.) 1 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 1 PAGE © COPYRIGHT 2004 1-42 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. L - SECTION 1 ADDITIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 & 9.5 EXCEPT ALL SHADED LOCATIONS SHALL BE FILLED MINIMUM OF ALL OUTER LOCATIONS (10) #8 x 1/2" S.M.S. EACH SIDE OF BEAM/POST 1" x 2" OPEN BACK ATTACH TO 2" x 2" W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS 2" x 3" (4) SPLINE GROOVE SECTION CONNECT 2" x 2" OR 2" x 3" TO BEAM W/ MIN. OF (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES SCREENED ENCLOSURES EXISTING 2" x 6" SELF MATING BEAM F#10 x 3 1/2" S.M.S. 16" O.C. PROPOSED 2" x 3" x 0.050" SMOOTH SIDE DOWN 1/8" x 2-3/4" x 8" GUSSET EACH SIDE OF POST AND BEAM W/ (6) #8 x 1/2" S.M.S. EXISTING 2" x 4" ADDITION OF 2" x 3" TO EXISTING 2" x 6" S.M.B. SCALE: 3"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-65M PAGE © COPYRIGHT 2004 1-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P.E. SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) CARRIER BEAM (SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" BEAM TO WALL CONNECTION: SECTION 9 TABLES) w (2) 2" x 2" x 0.060" a EXTERNALLY MOUNTED ALTERNATE: 1" x 2", 1" x 3" OR 2" x 2" ANGLES ATTACHED TO WOOD ATTACHED TO WALL W/ #10 x -� FRAME WALL W/ MIN. (2) 3/8" x 2" S.M.S. @ 16" O.C. ATTACHED TO WOOD FRAME 2" LAG SCREWS PER SIDE OR WALL W/ MIN. (3) 3/8" x 2" LAG BEAM (SIZE PER TABLES) TO CONCRETE W/ (2) 1/4" x ® 2-1/4" ANCHORS OR MASONRY x 2-1/4" ANCHORS OR ADD (1) L WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY _ SIDE FOR EACH INCH OF BEAM OR FRAMED WALL ice- ¢ 0 DEPTH. LARGER- THAN 3"- (SELECT FASTENERS FROM o - Lu SECTION 9 TABLES) w ALTERNATE CONNECTION: a ® (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" ® INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME PRIMARY OR MISC. FRAMING WALL W/ MIN. (3) 3/8" x 2" LAG BEAM (SIZE PER TABLES) SCREWS OR TO CONCRETE OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767.6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-37 SCREENED ENCLOSURES 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 NOW 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) 1/4" x 1-3/4" CONCRETE ANCHOR TO SLAB OR FOOTING o - SECTION 1 ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE 'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) (3) #30 BARS OR (1) #50 BAR VVI 2-1/2" COVER (TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = V-0" N1) #5 BAR CONT. #3 BAR CONT. OR M#3 BAR CONT. OR — a #5 BAR CONT. 2'-0" MIN. 3-1/2" (TYP. i – BEFORE SLOPE (� ALL SLABS) moi'\/\ TYPE I TYPE II TYPE III FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2" / 12" 2" / 12" - V-10" > V-10" Notes for aitfoundation types: 1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds 32 ft., then a Type II footing is required under the load bearing wall only unless the side wall exceeds 16 ft. in height or the enclosure is in a "C" exposure catagory in which case a Type II footing is required for all walls. 2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified, using a pocket penetrometer, field soil test, or by a soil testing lab, to be above 1,500 PSF prior to placing the slab. 3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement of concrete. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh © Mesh, InForceT" e3T"' (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. 5. If local building codes require a minimum footing, use Type II footing or footing sections required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-55 -70 PLOT PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 270, PRESERVE AT LAKE MONROE, UNIT 2 AS RECORDED IN PLAT BOOK 66, PAGES 10-11 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCULATIONS (LOT ONLY) SQUARE FOOTAGEUP TO CURB LOT 270 CONTAINS 5750 SQUARE FEET t (LOT ONLY) THIS STRUCTURE CONTAINS 1880 SQUARE FEET t TOTAL CONCRETE 468 (WITHIN LOT ONLY) SO. FT. t TOTAL SOD 3402 SQ. FT, t 40.00' — PERCENT OF CONCRETE & STRUCTURE TO LOT 41% t 1"=30' GRAPHIC SCALE 0 15 30 BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES LOT 271 CENTERLINE OF/ RIGHT—OF—WAY 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. ( ) LOT 270 UP TO CURB CONTAINS 6300 SQUARE FEET THIS STRUCTURE CONTAINS 1880 SQUARE FEET t CONCRETE 801 SO. FT. ± INCLUDING (SIDEWALK/APRON) TOTAL SOD 3619 SQ. FT. t TRACT A STORMWATER MANAGEMENT AREA 50.00' N 89'52' 41 "E w I I I/ � I �r II i 40.0 5.0 Z MLW MINIMUM LOT WIDTH O BUILDING SETBACK LINE POB 40.00' — p �o PCC POINT OF COMPOUND CURVATURE O < o PROPOSED 0 mz c6 2724—A&B 1> PD FINISHED FLOOR (� �m 6 ELEVATION= 16. 20 z L DENOTES ARC LENGTH S= CONCRETE O C.B. DENOTES CHORD BEARING THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLAIN, THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL BEARINGS SHOWN HEREON ARE BASED ON THE WESTERLY LINE OF LOT 270 BEING N00'07'19"W PER PLAT. (FIELD DATE:) REVISED: SCALE: 1" = 30 FEET APPROVED BY: SJ JOB NO. ASM45523 PLOT PLAN 3/10/05 SDO DRAWN BY: Lor FIT 8/03/04 SDO 01000NVEREDTRY8.3' `'� TY I I 1 0' UTILITY 50 5 11-0 7$ 20.7' S.0 IVE:�: ,,F.'� �,•.5 r. N'lY r 4'• c WILSON BAY COURT 50' RIGHT—OF—WAY LOT 269 LEGEND — PC AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBy6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA ii7R0 (Af)71 d7R-7Q7Q 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOU'1 THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. S JAY JILES /©S FOR THE FIRM PSM #4997 DATE MLW MINIMUM LOT WIDTH BUILDING SETBACK LINE POB POINT ON BOUNDARY — CENTERLINE PCC POINT OF COMPOUND CURVATURE — — RICHT OF WAY LINE POC POINT ON CURVE XX OR OFFICIAL RECORD XX PROPOSED ELEVATION PD PLANNED DEVELOPMENT PROPOSED DRAINAGE FLOW 6 DENOTES DELTA ANGLE L DENOTES ARC LENGTH CONCRETE O C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE LB LICENSED BUSINESS PI DENOTES POINT OF INTERSECTION LS LICENSED SURVEYOR PRC DENOTES POINT OF REVERSE CURVATURE PRM PERMANENT REFERENCE MONUMENT PT DENOTES POINT OF TANGENCY PCP PERMANENT CONTROL POINT TYP TYPICAL (P) PER PLAT A/C AIR CONDITIONER (M) MEASURED COW CONCRETE BLOCK WALL FN0 FOUND RP RADIUS POINT C/W CONCRETE WALK CS CONCRETE SLAB S/W SIDEWALK C CHORD LENGTH CP CONCRETE PAD 50. FT. SQUARE FEET PB PLAT BOOK NG NATURAL GRADE R RADIUS R/W RICHT—OF—WAY PGS PAGES PSM PROFESSIONAL SURVEYOR AND MAPPER AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBy6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA ii7R0 (Af)71 d7R-7Q7Q 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOU'1 THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. S JAY JILES /©S FOR THE FIRM PSM #4997 DATE