Loading...
HomeMy WebLinkAbout148 Spanish Bay Dr (2)CITY OF SANF ORD PERMIT APPLICATION Permit No.• 03' (eZ Job Address: N F .SoA-Ad/ J 1-, S41i 7" Date: 5�~/7 -03 d PL-- Permit Type: Building Electrical N #cbanical Plumbing Fire Alarm/Sprinkler Description of Work: .SC'Aeeni d hJ C lOSc Ae— J A) i' tvr-t Ad q &0/ Z !�Z 3 0 Additional Information for Electrical & Plumbing Permits Electrical: _Addition/Alteration _Change of Service Temporary Pole New AMP Service (# of AMPS ) Plumbing/Residential: Addition/Alteration New Construction (One Closet Plus Additional) Plumbing/Commercial: Number of Fixtures Number of Water & Sewer Drainage Lines Number of Gas Lines Occupancy Type: _Residential Commercial _ Industrial Total Sq Ftg: Value of Work: S v) Type of Construction: ALUAy0uow Flood Zone: Number of Stories: Number of Dwelling Units: Parcel No.: Owner/Address/Phone: t kttach Proof of Own rship & Legal Description) '/L .S JA& I A -L 30?77/ yo -7 - 3,21 •- z eik3 Contractor/Address/Phone:- 'e.i, o ,. 191"M i,yu" Aor/a CA x{O7— oOKP- 9&,? WP S- OtANGE ACOSSoMTRAiG _ Of69",0C,1 FL 3o7,M' State License Number: 6d -C,05,3&05- Contact Person: ' PA Phone &Fax Number: }07- &41- �%9� F/ l `!07- &54,r- 9?4,(9 Title Holder (If other than Owner): Address: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer 4 tr Phone No.: l i4 - 7621- y% 7f -"- Address: 02 (v s- /g ` FaxNo.: 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. ccep ce of permi s verification that I will notify the owner of the property of the r m of lorida Lien Law, FS 713. , Signature of Owne Agent Date Signature of Contactor gent to Jib ljo L �j iCl Ie r9t/%D •�oflNs Print Owner/Agent's Name / Print Contractor/Agent's Name " L�7irl�� a3 Signature of Notary -State -of Florida Signature of - to r PMOLD �+WILUAM B. ARNOLD MYcOWM I SI0N M CC 88211le _ MY COMMISSION M CC tI82665. EXPIRES: October 25,2003EXPIRES: October 25, 21103Bonded Thru No" Pubk UndwwdBated TMu Nc" Pubk Undenrmtere Owner/Agent is _ Produced ID _ Personally KnoWn to Me or Contractor/Agent is Produced ID APPLICATION APPROVED BY: Special Conditions: _v Personally Known to Me or Dater Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL ZEN= u. ra Seminole County , /�ivrlrs�m,rer .+� rf n icer Ilnl 1. First",. �A II Itt1a 7 I 4117-6 hG-7 Slip 2003 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 1 Parcel Id: 33-19-30-519-0000-0690 Tax District: Sl-SANFORD Depreciated Bldg Value: $110,021 Owner: BECKER RICHARD S Exemptions: 00 -HOMESTEAD Depreciated EXFT Value: $2,142 Address: 148 SPANISH BAY DR Land Value (Market): $23,300 City,State,ZipCode: SANFORD FL 32771 Value Ag: $0 Land Property Address: 148 SPANISH BAY DR SANFORD 32771 Just/Market Value: $135,463 Subdivision Name: MONTEREY OAKS PH 2 REPLAY Assessed Value (SOH): $111,933 Dor: 01 -SINGLE FAMILY Exempt Value: $25,000 Taxable Value: $86,933 SALES Deed Date Book Page Amount Vac/Imp 2002 VALUE SUMMARY SPECIAL WARRANTY DEED 11/2000 03968 1275 $123,400 Improved 2002 Tax Bill Amount: $1,785 WARRANTY DEED 09/2000 03926 0261 $289,000 Vacant 2002 Taxable Value: $84,310 Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 69 MONTEREY OAKS PH 2 REPLAT PB 58 LOT 0 0 1.000 23,300.00 $23,300 PGS 22-23 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 2000 9 2,614 2,170 CB/STUCCO FINISH $110,021 $111,696 Appendage / Sgft OPEN PORCH FINISHED/ 24 Appendage / Sgft GARAGE FINISHED / 420 Appendage / Sgft UPPER STORY FINISHED / 1050 EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New ALUM SCREEN PORCH W/CONC FL 2000 280 $2,142 $2,380 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax urposes. "' If you recently purchased a homesteaded property our next ear's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re_web. seminole_county_title?parcel=3 3193051900000690,... 5/14/2003 ACTION ALUMINUM PRODUCTS, INC 2698 South Orange Blossom Trail Orlando, Florida 32805 POWER OF ATTORNEY I HEREBY NAME AND APPOINT PATTY R. JOHNS TO BE MY LAWFUL ATTORNEY, IN FACT TO ACT FOR ME AND APPLY TO THE olt�ij 07C 8c� BUILDING DEPARTMENT FOR A A01 SCREEN &JC/0 a ec PERMIT TO BE PERFORMED AT A LOCATION DESCRIBED AS: Z-oi (0q M o,v 14&Xcy 0/4/6 /6fy sp&t')l'A 6 AND TO SIGN MY NAME AND DO ALL SUBSCRIBED BEFORE ME THIS 7)Q v c THING CES TO HIS APPOINTMENT. DAVID ALLA JOHNS CGC 053605 7 ' DAY OF 20 0.3 4��- 1�� - Notary as to Contractor My Commission WILLIAM B. ARNOLD MY COMMISSION R CC 882665 EXPIRES: October 25, 2003 Bonded ihru Notary Public Underwriters METRO ORLANDO (407) 648-9948 9 Fax (407) 648-9949 9 BREVARD (407) 632-0264 9 VOLUSIA (904) 252-7835 IY1111YIYIIYIYYIYIYiYlYlY11Y11Y11YY ►��i ► n►t.►vul ►tut:► --- Parcel Identification Number 'MRYNK MOgSE, CLERK OF CIRCUIT COURT SENINOLE COUNTY Prepared by: 1. l�lll NSI SK 04827 PS 1029 6'v CLERK'S 0 2003083474 RECORDEID 05/16/2003 69124139 ql RECORDING FEES 6.00 RECORDED BY N Noldea Return to: Action Alu min u m Products 2698 S. Orange Blossom Trail ����' i Orlando, FL 32805 GtKIItIEU COP1 MARYANNE MORSE CLERK OF CIRCUIT COURT NOTICE OF COMMENCEMENT _ SWINOLE COUNTY, FLORIDA Wurr CLE11ul State of rLORIDA 8 County of 50/17&0—�4L MAY 1''/1�,�(�n�;t ives notice that improvement(s) will be made to certain real property, and in Acome ' The undersigned hereb y g will, Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1 6 3. 4. 5 6. Description of property (legal description of the property, and street address if available) General description of improvement(s) SCREEN ENCLOSURE Owner information Telephone Number Name Fax Number Address Interest in Property: Fee Simple Title lioldcr (if other than owner shown above)Telephone Number Name Fax Number Address ' Contractor Name Action Aluminum Products Address 2698 S. Orange Blossom Trail Orlando, FL 32805 Surety (if any) Name Address 7. Lender (if any) Name Address Telephone Number 407-648-9948 Fax Number 407-648-9949 Telephone Number Fax Number Amount of bond Telephone Number Fax Number 8. Persons within the Stale of Florida designated y Owner upon whom notices or other documents may be served as provided by §713.13(1)(a) FloridaStatutes. Telephone Number Name Fax Number Address g. In addition to himself or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in §713.13(1)(b), Florida Statutes. Telephone Number Name Fax Number Address 10. Expiration date of notice of commencement (tile expiration date is one year from the date of recording unless a differe t date is specified): Date Sign Signature of Owner [Nolo: per §713.13(1)(8), "owner must sign ...and no one else may be permitted to sign in his or her stood." 01- Id 8 2 & O F 7S 7- G 6/ Sworn to and subscribed before me this ! 5 day of who is personally know In o me OR produced lylz, il- as identification. Sinnature of NolarY (notarial seal to appear below) Form.rtaviscd: 12/00 for 19_ to 20_ WILLIAM B. ARNOLD MY COMMISSION # CC 882885 EXPIRES: October 25, 2003 Bonded Thru Nolery Public Underwdlere PLAT OF BOUNDARY SURVEY for: MARONOA HOMES, INC. DESCRIPTION: LOT 69, MONTEREY OAKS PHASE If, A REPEAT RECORDED IN PLAT BOOK 8 PAGE(S) 22 t"T 23 PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA J NOT PLATTED per MONTEREY OAK5 PHA5E II, A REPLAT PLAT 130OK59, PAGES 22a�d23 N00°0 I' 12"E 50.00' N \ I Q 15' D.c. ��IJ a s' 10 20' ` h GFAMIC scALr I. �I W_ LOT 68 o �oNG ::. o I C) w N N 7k/D ST0,2y N o� LOT 70 N 50 la.00' 3: ,0 0 N 2t.ae+' 551 °27'31 *W 7.3 P CERTIFIED T0: Richard S. & First Horizon Kampf Title & Adnoram Title Chicago Title Donna L. Becker Home Loan Corp. Guaranty Corp. Company,Inc. Insurance Co. NOTES: 1. BEARINGS ARE CASED ON THE WEST LINE OF LOT 69 BEING NOO'01'12'E. 2. UNDERGROUND IMPROVEMENTS, ROOF OVERHANGS AND FOOTERS HAVE NOT BEEN LOCATED. 3. ELEVATIONS ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. 4. BUILDING TIES ARE TO FOUNDATION. 5. BUILDING TIES ARE NOT TO BE USED TO CONSTRUCT DEED OR PLATTED LINES. 6. BEARINGS AND DISTANCES SHOWN HEREON ARE MEASURED AND PER RECORDED PLAT UNLESS OTHERWISE NOTED. xJ',. bS+ R=55.=L=21019251 7' � ARC=20.4CH.=20.35' J .tea CH.MG.= 549° 1 2' 1 2"E �oo 5PAN15H BAY DRIVE FLOOD CERTIFICATION BASED ON THE FEDERAL EMERGENCY fz�US PoIIaT MANAGEMENT AGENCY FLOOD INSURANCE iNz RATE MAP, THE STRUCTURE FdU"�p�1 9 SHOWN HEREON DOES NOT LIE WITHIN THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' X .. COMMUNITY PANEL NO. 120294 0040 E EFFECTIVE DATE: APRIL 17, 1995 MAP REVISION DATE: (SUBJECT TO CHANGE) THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMATION REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION ABBREVI A T IONS/L EGEND: Q FOUND 1 1/4' IRON PIPE (LS 2005)0 FOUNDSI$'IRON ROD Q FOUND IRON PIPE FOUND CONCRETE MONUMENT (L.B. 28FJ(o� NO. -NUMBER P.T.-PONT OF TANGENCY CONC-CONCRETE R. -RADIUS P.I.-POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-P0'NT OF KEVE-FSE CURVATURE D.E.-DRAINAGE EASEMENT ORDP.C.-PONT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-PONTOF (,CMPOUND CURVATURE U.E.-UTILITY EASEMENT CARC LEN :AR BEARING O.U.&S.E.-SIDEWALK CENTERLINETM AIC -AIR CONDITIONERS PAD pDELTA CENTRAL ANGLE) D.,*U.CH.BRG.-17HORD E.-nRAINA(A & U1I1ITY EASEMENT EASEMENT THIS SURVEY NOT VALID UNLESS EMB03SED A VONE, INC. WITH THE SCENSoIRE AND R✓ISfO SEAL OF AFL A L�C£NSr'G RVEYOR'L5 MAf'PcR LAND SURVEYORS AND MAPPERS 7 //Y 300 COUNTY ROAD 427 SOUTH LONGWCJOO, FLORIDA 32750-5499 OMINICK F. C!VONE - PRESIDENT TELEPHONE (407) 830-9080 FLORIDA SURVEYOR b. MAPPER NUMIMR 2005 FAX No. (407) 339-3636 LICENSED BUSINESS "UMBER 5073 W.O. STAKE LOT : �-E331Z W0. STAKE HOUSE •83(-Z W.O. FORM CHECK o-a?o W.O. FOUNDATION e4222 -2X W.O. FINAL? -, 2� o W0. RECERT REVISION I DATE RECERTIFIED FINAL LOCATION FOUNDATION LOCATION FORMBOARD LOCATION g, 5 STAKE HOUSE g�[-2op0 ]IML LUI LOT by CHIP CAOD FILE: MOAKS2L69.0WG Lawrence E. Bennett Civil Engineer & Development Consultant P.O. Box 214368 South Daytona, F1 32121 386-767-4774 386-7767-6556 fax January 01, 2003 TO ALL BUILDING DEPARTMENTS Re: "Aluminum Structures Design Manual" Master File Engineering Dear Building Official, This is to certify that the following contractor is hereby authorized to use my current "Aluminum Structures Design Manual" for the year 2003. David A. Johns Action Aluminum Products, Inc. 2698 South Orange Blossom Tr. Orlando FL 32805 Thank you for you,/assistance. Sincerely, i' �Y Lawrenc '_l: Ber t, P.E. ##16644 2 00.3 SECTION 1 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 1 4'-0"., 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Span'L' / bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 9'-10" b 8'-7" b T-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'-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'-9" b 8'-2" b 7'-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 11'-4" b 10'-4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Span V/ bending 'b' or deflection 'd' 9'-0.. 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" 1 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" 1 5'-0" 1 6'-0" 7.'-0" 1 8'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 9--o- 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" x 7" x 0.062" 34'-9" b 30'-1" b 26'-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040'. 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from 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. Purlin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center pudin and one purlin for each 14'-0" on each side of the center pudin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) puriins each side of center purlin need lateral bracing. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0" = 11'4" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 7674774 FAX (386) 767-6556 I PAG 1 '54 1 O NOT TO BIEREPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I SECTION 1 I SCREENED ENCLOSURES 0.05" H -CHANNEL OR GUSSE BEAM SCREEN w r — COMPOSITE 2 x 3 EAVE RAIL ROOF -i Z W _ POST TO BEAM FASTENING a > (SEE TABLE 1.6) W O F W z ®® w SCREEN _ < _w ®® _ (MAY FACE IN OR OUT) ® ©'�';\ ~ 6 REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) ATTACHED NO MORE THAN 6" ENGTH `- ABOVE TOP OF GUTTER E BRACCo m O Q 13- I_ W Cov HOST STRUCTURE ROOFING ' (2) 2" LAG SCREWS (SEE I ® 6 SECTION 9 FOR SCREW SIZES) ?" STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL -- PAGE 1-20 2" x 2"x 0.062" ANGLE EACH 6 SUPER OR SOFFIT SIDE (3) EACH #8 S.M.S. EACH EXTRUDED LEG INTO POST 6 GUTTER BEAM CAP (SEE PAGE 1-20) OPTIONAL 3/8" LAG SCREW MAX. DISTANCE TO AND 3/4" FERRULE HOST STRUCTURE - WALL 24" WITHOUT FASCIA AND SUB -FASCIA SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL CD- FASCIA DETAIL 6 SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX(386)767-6556 PAGE 1-2 o © COPYRIGHT 2003 C7 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 Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'-30'-00" North (Jacksonville, FL) A Sections Fastened To Beams With Cli s Hollow Sections 3'-6" Tributary Load Width 'W = Purlin Spacing 4'-b" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044 2" x 2" x 0.044" 7'-8" d 7'-4" d 7'-0" 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 6'-6" b 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d 7'-8" 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 8'-5" b 8'-0" b 2" x 4" x 0.050" 12'-2" b 11'-4" b 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b Snap Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 1 Allowable Span V1 bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044 8'-5" d 8'-1" d 7'-9" d 7'-6" d 7'-3" d 7'-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-8" d 10'-4" d 9'-11" b 9'-6" b 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 13'-6" d 12'-9" b 12'-2" b 11'-8" b 11'-1" b Ft. Sections Fastened Throuch Beam Webs Into Screw Bosses 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 'L' / bending'b' or deflection'd' 1 V-8-- '-8"Allowable 2" x 2" x 0.044" 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 7'-8" b 7'-4" b 6'-11" b 2" x 2" x 0.055" 9'-11" b 9'-4" b 8'-10" b 8'-4" b 7'-11" b 7'-7" b T-3" b 2" x 3" x 0.050" 12'-4" b 11'-7" b 10'-11" b 10'-4" b 9'-10" b 9'-5" b 8'-11" b 2" x 4" x 0.050" 13'-7" b 12'-8" b 11'-11" b 11'-4" b 10'-10" b 10'-4" b 9'-10" b Snap Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 1 4'-0" 1 4'-6" 1 5'4" 1 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 1 10'-2" b 1 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-4" b 1 7'-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 104 / 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'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center pudin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center pudin and (2) purlins each side of center purlin need lateral bracing. 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE(386)7674774 FAX (386) 767-6556 O NOT TO BIE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I PAG 1'55 I SCREENED ENCLOSURES SCREEN 'd' VARIES 1" x 2" 0. B. BASE PLATE (TYP.) n 4" SHOW I SECONDARY 2" x (d - 2 ") x 0.063" ANGLE g �I EACH SIDE OF COLUMN W/ #10 ---o C) S.M.S. (SEE SCHEDULE NEXT PAGE) . CONCRETE ANCHOR (SEE SCHEDULE NEXT PAGE) —01 d 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 d a V4 d d NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 i 6" (MAX.) 3000 P.S.I. CONCRETE Id v d 6" (MAX.) SECTION 1 2" x 2" x 0.063" PRIMARY ANLL 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 OLTOM-1 / 3/8" GRADE 1-114" 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.) 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT 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" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 © COPYRIGHT 2003 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-47 SECTION 1 I SCREENED ENCLOSURES Table 1.3 Allowable Post I Upright Heights For Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.' Hollow Sections 3'-0" Tributary Load Width 'W = Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Height'H' / bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 8'-4" b 7'-3" b 1 6'-6" b 1 5'-11" b 5'-6" b S-1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b T-11" b 7'-1" 6'-5" b 5'-11" b 5'-7" b 5'-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 7'-11" b 7'-5" b 6'-11" H]� b6"2" b 12'-10" x 4" x 0.050" 12' S" b 10'-9" b 8' 9" b 20'-11" b Self Mating Sections 3'-0" Tributary Load Width 'W' Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Height'H' / bending 'b' or deflection'd' 1 9'-0" 2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-1" b 11'-11" b 11'-1" b 10'-4" b 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-8" b 12'-10" b 12'-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 1 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 32'-5" In 29'-7" b 27'-5" b 25-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'-4" b 1 43'-7" b 1 33'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1" b Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 4'-0" 1 5'-0" 1 6'-0', I ', 7'-0" 1 8'4" Allowable Height'H' / bending'b' or deflection'd' 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-8" b 7'-0" b 6'-6" b 6'-1" b 5'-9" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'-4" b 7'-10" b 7'-4" b 2" x 4" x 0.045" 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 at wind velocities other than 120 N1PH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width '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 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH OAYTONA. FL 32121 TELEPHONE (386) 7674774 FAX (386) 767.6556 I PAGE COPYRIGHT 1 _C 6 I NOT TO BER PRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I SECTION 1 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 SCREENED ENCLOSURES 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 FIBE MESH CONCRETE POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-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 TC 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" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE © COPYRIGHT 2003 1.44 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 1.4 Allowable Post I 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 # / sq. ft.' A Certinns es Nnri7nntals Fastened To Posts With Clios Hollow Sections 3'-6' Tributary Load Width'W' 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H'I bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044" 6'-10" d 6-6" b 6-1" b 1 5'-9" b 5'-6" b 5'-3" b 5'-0" b 2" x 2" x 0.055" 7'-3"d 6'-11" d 6'-8" b 1 6'-4" b 6'-0" b 5'-9" b 5'-6" b 3" x 2" x 0.045" 7'-9" d 7'-5" d 7'-1" d 6'-10" d 6'-7" b 6'-4" b 5'-11" b 2" x 3" x 0.045" 9'-4" b 8'-9" b 8'-3" b 7'-10" b 7'-5" b T-2" b 6'-9" b 2" x 4" x 0.050" 10'-3" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b T-10" b 7'-5" b Snap Sections I Allowable Heights 'H' / bending 'b' or deflection'd' 2" x 2" x 0.044" 1 7'-6" d 1 7'-2" d 1 6'-11" d 1 6'-8" b 1 6'-4" b 1 6-1" b 1 5'-9" b B sections es Hnri7nnrals Fastened To Posts Throuah Side Into Screw Bosses Hollow Sections 3'-6' Tributary Load Width V' 1 4'-0" 1 4'-6" 1 5'-0" 1 5'-6"6'-0" 1 Allowable Heights 'H'/ bending 'b' or deflection'd' 6'-8" 2" x 2" x 0.044" 7'-9" b 7'-3" b 6'-10" b 6'-6" b 6'-2" b 5'-11" b 5'-7" b 2" x 2" x 0.055" 8'-5" b 7'-11" b 7'-5" b 7'-1" b 6'-9" b 6'-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 7'-9" b 7'-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'-4" b T-11" b 7'-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b 8'-4" b Snap Sections Allowable Heights 'H' / bending'b' or deflection'd' 2" x 2" x 0.044" 1 9'-2" b 1 8'-7" b 1 8'-1" b I 7'-8" b 1 7'-4" b 1 T-0-' b 6'-8" b ' For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6'-8". 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767.4774 FAX (386) 767-6556 I PAGE I @ COPYRIGHT 2003 C NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 -57 SCREENED ENCLOSURES 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE )F EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6x6 -10x10 LDED WIRE MESH OR FIBER MESH CONCRETE SECTION 1 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. HOLLOW POST TO BASE DETAIL 2" x 2", 2"x 3" OR 2" x 4" HOLLOW SECTION (SEE TABLES) MIN: (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANrHr1R RII=rni 11o>ZIkn=n1'TC- 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 7'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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214366, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767.6556 © COPYRIGHT 2003 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. l -45 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 Baan Size Upright Size Minimum Perlin, Girt Deck & Knee Brace Size" Anchors f:otes Minimum Number of ScreNs• #8 x #10 x'/:" #12x'/." 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 Lap 8 6 4 #8 2" x 4" 2" x 4" 2" x 2" x 0.044" 2 .. Full Lap 8 6 4 910 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #8 2" x 6" 2" x 3" 2" x 2" x 0.044" 4 Full Lap 10 8 6 #10 2" x 6" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 10 8 6 #10 2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 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" 2" x 3" x 0.045" 6 Partial La 18 16 14 #14 2" x 9- 2" x 7" 2" x 4" x 0.050" 8 Partial La 20 18 1 16 1 #14 2" x 10" 1 2" x 8" 2" x 4" x 0.050" 1 10 1 Partial Laol 20 18 1 16 1 #14 Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness #8 5/16" 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" 1-1/2" 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" 1 114" = 0.25" 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 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 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 cut. 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 screws. 10. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Connect beam to upright w/ H -bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. 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 3'-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. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767.6556 I O PAG NOT TO BIE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 1 X59 SECTION 1 I SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2"x4"OR2"x6" SELF MATING BEAM aEPM 1" x 2" SNAP SECTIONS a' 2" X ATTACHED TO2"x2"W/ ——— r — — — — — —® ! #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP i SECTIONS OR 2" x 3" (4) M SPLINE GROOVE SECTION I J ere 1" x 2" OPEN BACK FASTENED e e TO POST W/ (2) #10 x 1-1/2" ALTERNATE FLAT ROOF S.M.S. o® Qom-o6=m- �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 9.5B) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES o 2" x 3" HOLLOW OR SNAP SECTION PAGE SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP) SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 © COPYRIGHT 2003 1-8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES H (SEE TABLE K -BRACING (OPTIONAL) GIRT (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) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER L APPROPRIATE TABLES H t K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) 1" x 2" (TYP.) RISER WALL WHERE :QUIRED JRLINS (TYP.) AGONAL ROOF BRACING EE SCHEMATIC SECTION 1) \BLE BRACING :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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 7676556 © COPYRIGHT 2003 PAGE 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 IAI . 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 EXISTING STRUCTU SIZE MEMBERS P APPROPRIATE TABL K -BRACING (OPTIONF SCALE: N.T.S. RISER WALL WHERE REQUIRED 'URLIN (TYP.) 4LUMINUM BEAM TABLE 1.1 OR 1.8) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) ALUMINUM COLUMNS (TYP.) N I ��I (TABLE 1.3 OR 1.6) � SW SCREEN (TYP.) 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 © COPYRIGHT 2003 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-5 I SECTION 1 SCREENED ENCLOSURES 5) #10 S.M.S. (MIN xd-1/2" x 8" FLAT I 125" PLATE OUT C 45° ANGLE LT OR TURNBUCK CABLE TENSION ESS STEEL (SEE' 'RIMETER FRAMIb MEMBER TYPICAL CABLE CONNECTIONS @ CORNER - DETAIL 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 fo 615(Typ ) FOR CABLES 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 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767.4774 FAX (386) 767.6556 PAGE © COPYRIGHT 2003 1-3 H NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 'LAB MIN. (2) 1/4' OR 5/16" x 1-3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A-3 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 SCALE: 3" = 1'-0" SELECT ANCHOR FROM TABLE 9-1A MIN. SHEAR 607# FOR SLAB FOR 1/8" CABLE SHALL 3/32" CABLE AND 902# FOR 1/8" �O HAVE A THICKENED EDGE TO CABLE, FOR 3/32" CABLE 5/16" ACHIEVE ANDA 3/8" x 2" x 2" CONCRETE ANCHOR W/ ANCHOR CABLE THIMBLE AND WASHER 3-1/2" (4" NOMINAL) SLAB (MIN.) 5d (MIN.) 1 2500 P.S.I. CONCRETE 6x 6- 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS FOUNDATION DETAIL 2A SCALE: 3" = Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE(386)7674774 FAX (386) 767-6556 © COPYRIGHT 2003 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 -39 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" SNAP SECTIONS ATTACH TO 2" x 2" W/ 410 x 1-1/2" S. M. S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION SCREENED ENCLOSURES EXISTING 2"x 6" SELF MATING BEAM #10 x 3 1/2" S.M.S. 16" O.C. 1 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. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE © COPYRIGHT 2003 1-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 CONNECTOR MAY BE (2) ANGLES, INTERNAL 'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM WITH SCREWS (PER SECTION 9) CARRIER BEAM (SEE TABLE 1.4) —� MIN. NUMBER S.M.S. @ 3/4" LONG REQUIRED IS EQUAL TO BEAM DEPTH (SEE SECTION 9) SCREENED ENCLOSURES 8 W J 6 PRIMARY BEAM ® W (SEE TABLE 1.1 X AND/OR TABLE 1.5) ® a 0 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY CARRIER BEAM TO BEAM CONNECTION SCALE: 3" = 1'-0" ANGLE OR RECEIVING CHANNEL i W0 J Q ..8 PRIMARY BEAM ~ (SEE TABLE 1.1 w AND/OR TABLE 1.5) = 6 a~. 0 0 8 BEAM TO WALL CONNECTION: I\ (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL WITH MINIMUM (2) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" (ALTERNATE) (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" INTERNAL U -CHANNEL ATTACHED TO WOOD WALL WITH MINIMUM (3) 3/8" x 2" LAG SCREWS OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM LARGER THAN 3" CARRIER BEAM TO WALL CONNECTION SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 7674774 FAX (386) 7676556 PAGE IGHT 2003 1-36 O NOT TO BEREPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. PLAT OF BOUNDARY SURVEY for: MARONDA HOME3, INC. DESCRIPTION: LOT 69, MONTEREY OAKS PHASE ff, A REPLAT RECORDED IN PLAT BOOK 5 S PAGE(S) 22 A -a ? 23 PUBLIC RECORDS OF 3EMINOLE COUNTY, FLORIDA � LOT 70 CERTIFIED TO: Richard S. & First Horizon Kampf Title & Adnoram Title Chicago Title NOT PLATTED per MONTEREY OAKS PHA5E II, A REPLAT PLAT BOOK 5$, PAGES 22 aid 23 NOO°O I' 12"E 50.00' _ O 15' D� oa - moo. ao� 7wD sr-oey �STGOA.�C SLGL�„iC 2^/oF�ME GJD Ipi.00� 5. Go✓tom.?-E•� 'Ll.ocn ': c'o�tlG••••1 N3 �Jg��a S tl Donna L. Becker Home Loan Corp. Guaranty Corp. Company,Inc. Insurance Co, NOTES. I. BEARINGS ARE BASED ON THE WEST LINE OF LOT 69 BEING NO0101 12"E. 2. UNDERGROUND IMPROVEMENTS, ROOF OVERHANGS AND FOOTERS HAVE NOT BEEN LOCATED. 3. ELEVATIONS ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. 4. BUILDING TIES ARE TO FOUNDATION. 5. BUILDING TIES ARE NOT TO BE USED TO CONSTRUCT DEED OR PLATTED LINES. 6. BEARINGS AND DISTANCES SHOWN HEREON ARE MEASURED AND PER RECORDED PLAT UNLESS OTHERWISE NOTED. a 5' ]a 200 ~rrtArrti (12417/AG� 551 °27'31 W 7.3 I ' R=55.00'p=21 a 19'25" ARC =20.47' CH. =20.35' CH. 6RG.= 549° 1 2' 1 2"E N, �ao 5PAN15H BAY DRIVE FLOOD CER77FICA710N BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE Qd17IUS POII.IT RATE MAP, THE STRUCTURE SHOWN HEREON DOES NOT LIE 1IT1ilN C -Z THE SCoi \ THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' X '. COMMUNITY PANEL NO. 120294 0040 E EFFECTIVE DATE. APRIL 17, 1995 MAP REVISION DATE: (SUBJECT TO CHANGE) THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMA17ON REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION A BBREW A 77ONS/L EGEND: tai FOUND 1 1/4' IRON PIPE (LS 2005) * FOUNO51rIRON ROD 0 FOUND IRON PIPE FOUND LOT G8 Q P.T.-POINT OF TANGENCY I<1 � N . -RADIUS PI. -POINT OF INTERSECTION 0 f5o D.E.-DRAINAGE EASEMENT Donna L. Becker Home Loan Corp. Guaranty Corp. Company,Inc. Insurance Co, NOTES. I. BEARINGS ARE BASED ON THE WEST LINE OF LOT 69 BEING NO0101 12"E. 2. UNDERGROUND IMPROVEMENTS, ROOF OVERHANGS AND FOOTERS HAVE NOT BEEN LOCATED. 3. ELEVATIONS ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. 4. BUILDING TIES ARE TO FOUNDATION. 5. BUILDING TIES ARE NOT TO BE USED TO CONSTRUCT DEED OR PLATTED LINES. 6. BEARINGS AND DISTANCES SHOWN HEREON ARE MEASURED AND PER RECORDED PLAT UNLESS OTHERWISE NOTED. a 5' ]a 200 ~rrtArrti (12417/AG� 551 °27'31 W 7.3 I ' R=55.00'p=21 a 19'25" ARC =20.47' CH. =20.35' CH. 6RG.= 549° 1 2' 1 2"E N, �ao 5PAN15H BAY DRIVE FLOOD CER77FICA710N BASED ON THE FEDERAL EMERGENCY MANAGEMENT AGENCY FLOOD INSURANCE Qd17IUS POII.IT RATE MAP, THE STRUCTURE SHOWN HEREON DOES NOT LIE 1IT1ilN C -Z THE SCoi \ THE 100 YEAR FLOOD HAZARD AREA. THIS STRUCTURE LIES IN ZONE ' X '. COMMUNITY PANEL NO. 120294 0040 E EFFECTIVE DATE. APRIL 17, 1995 MAP REVISION DATE: (SUBJECT TO CHANGE) THE UNDERSIGNED AND CAVONE, INC. LAND SURVEYORS and MAPPERS MAKE NO RESERVATIONS OR GUARANTEES AS TO THE INFORMA17ON REFLECTED HEREON PERTAINING TO EASEMENTS, RIGHTS OF WAY, SETBACK LINES, AGREEMENTS AND OTHER MATTERS, AND FURTHER THIS INSTRUMENT IS NOT INTENDED TO REFLECT OR SET FORTH ALL SUCH MATTERS. SUCH INFORMATION SHOULD BE OBTAINED AND CONFIRMED BY OTHERS THROUGH APPROPRIATE TITLE VERIFICATION A BBREW A 77ONS/L EGEND: tai FOUND 1 1/4' IRON PIPE (LS 2005) * FOUNO51rIRON ROD 0 FOUND IRON PIPE FOUND CONCRETE MONUMENT NO. -NUMBER P.T.-POINT OF TANGENCY CONC-CONCRETE . -RADIUS PI. -POINT OF INTERSECTION L.S.-LAND SURVEYOR P.R.C.-PO:N1 OF kEVCASE CURVATURE D.E.-DRAINAGE EASEMENT H. -CHORD (ARC P.C.-POINT OF CURVATURE O.R-OFFICIAL RECORDS P.C.C.-POINT of 6CWPOUND CURVATURE U.E.-UTILITY EASEMENT -ARC L.B.-LICENSED A UTILITY D.U.dS.E,-SIDEWALK Q ENRLINES CONDITIONERBUSINESS ADE CENTRAL ANING GLE) D.3U.E.-RRANAC,1 & UPIITY EASEMENT EASEMENAINAGE, T A VONE, INC. LAND SURVEYORS AND MAPPERS 300 COUNTY ROAD 427 SOUTH LONGWOOD, FLORIDA 32 750-54 99 TELEPHONE (407) 830-9080 FAX No. (407) 339-3636 THIS SURVEY NOT VALID UNLESS EMBOSSED REVISION DATE WITH THE SlGNAP'JRE AND RAISED SEAL V A FLO"A LiCENSr'6 RV 7,1 1 MAPPER FINAL LOCA? FOUNDATION L OCA TION FORMBOARD LOCATION g, C> STAKE HOUSE !04(-ZC0 OMINICX F. CANONE - PRESIDENT FLORIDA SURVEWOR b. MAPPER NUMKR 2005 LICENSED BUSINESS NOMBEA' 5073 W0, STAKE LOT Z�-Fj3tZ W.O. STAKE HOUSE -$ I_ W.O. FORM C W 0. FOUNDATION - �Xg,gp W.O. FINAL ZZ W.O. REC£RT biMt. LUI LOT by CHIP CADD FILE: MOAKS2L69.DWG r .,ter,,; "-B E C K E R Address, 148 SPANISH BAY DRIVE clty1SANF❑RD L- 69 N1\ ► l:► —80-019 — —80-00 — � I cn 1 X 2 2 X 3 3 N r x lr x x N N N ox. 2 X 3 1 X-21 —80-00 — � I cn \V X \V • X 3 z0 ro —X4 2 X X ox. X \V X \V C" X 3 ro —X4 2 X X ox. X X ]—X N 2 X N N X 3' ALUMINUM ROOF WITH 2 X 7 BEAM AND 2 — 3 X 3 COLUMNS 36'-0" X 2 2 X 3 2 —X4 2 2 X 3 �0 - I N ]—X lcxu 2 X 3 2 X Iv F1-721 • O I z0 alcxu xN rcxu rcxu 0 I 9cu �0 N • 2 X 3 F2 -X---21 36'-0" 0 I in N 0 — 8'-5' 1 X 2 2 X 3 2 —X4 2 —X3 �I�li�ll�l �0 - I N 0 I in N 0 — 8'-5' 1 X 2 2 X 3 2 —X4 2 —X3 �0 - I N ]—X lcxu x 2 X 3 F1-721 JOB No,BECKER_ .,, I �o I u7 �0 - I irn O I �0 • O I z0 0 I �0 Ytl`r! it ••_ _ `' -. • .. `,} � . OJt v •r 1 S � _ \,� 7'-6'--7'—p'--T-0'--7'-0'--7'-6'— SANFORD BUILDING DEPT, TWSE PIANS ARE REVIEWED CONSPTED FOR PERMIT, PERMIT ID SUE DIT1ONgLLY lHe RUED TO Be q LICENSESSU EDLL SE 'CANC�ORK AND NOT A TO PROCE WiTl1 PROVISIONS . OR S AUTHORITY TO VIOLATE ISSU OF THE TECHNICAL CODE ANY OF THE ANCE OF A PERMIT PREVEN DES, NOR SMALL, DEPT FROM THEREAFTER REQUIRING E 0 TION OF ERROR UILDING OR OTHER VIOLATION THE PLANS A CORREC- LATIONS OF THE CODESONSTRUCnpN OFFICE COPY PERMIT