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HomeMy WebLinkAbout104 Somerset Oaks Ct (2)t' Permit # : k1—(2) \0 Job Address: Description of Work; Historic District: CITY OF SANFORD PERMIT APPLICATION Date: Zoning: Value of work: O d Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: - -.00- $0- 000 O O (Attach Proof of Ownership Legal Description) Owners Name & Address: IL e_ A Or t • /fQ. L. .3 7 / Phone: - Contractor Name & Addresa: C7/DA /-4l i 1 M i A u A_ .Z IAA . Z, _ A. Q T Phone & Fax: 'TO !!eYCS- :71 Tin Contact P%Aj: pt-Vl?ffl 8 Bonding Company: ' Address: Mortgage Lender: f=_ _ _ nn4 Address: Arcbitect/Enginee er: Address; f % O N - Application is hereby made to obtain a permit to do the work and installations, asiindicated. l-certify at no wor Ulation has commenced prior to theissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction: 1-understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS; TANKS, andAIRCONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulatingconstructionandzoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. J NOTICE: In addition to the requirements fthis permit, there may be additional restrictions applicable to this property that may be found in the public records ofthiscounty, and there may ditional rmits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance Signa ermit v ati n t t I will notify the owner of the property of the rcquirem=Rfori 03 re wnewr/'t Date Signature of Contractor//Ag t ate 8!AR://''' y,•.• f'••$SIOp•'0 i Print O er/Agent's N e Print Contractor/Agar ' Name : ;et 25, •: wo&; .— *: •. :* Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date ZZ ADD 255W1 ?o Pubfic Owner/Agent is _Personally Known to Me or Contractor/Agent is ' Personally Known to Me or A NovDeCICceXProducedIDProducedID ////llllllll 1111% APPLICATION APPROVED BY: Bld;DF ,- ` Zoning: Utilities: FD: Initial & Date) (Initial & Date) (Initial & Date (Initial &Date) Special Conditions: { 1OZ'6 Olaf S3dIdX30iOZOLES 13H 01ki3 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL t..t+ ' i _4 • M d y. t .. 2004 WORKING VALUE SUMMARYGENERAL S3-SANFORD Value Method: Market Parcel Id: Tax District: WATERFRONT Number of Buildings: 0 000000 0440 REDVDST Depreciated Bldg Value: $0 Owner. CENTEX Exemptions: HOMES Depreciated EXFT Value: $0 Land Value (Market): $13,680 Address: 385 DOUGLAS AVE STE 2000 Land Value Ag: $0 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 13,680 Property Address: 104 SOMERSET OAKS CT SANFORD 32771 Assessed Value (SOH): $13,680 Subdivision Name: PRESERVE AT LAKE MONROE Exempt Value: 0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $13,6880 2003 VALUE SUMMARY SALES 2003 Tax Bill Amount: $285 Deed Date Book Page Amount Vaclimp 2003 Taxable Value: $13,680 r-ind Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION 1. Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 44 PRESERVE AT LAKE MONROE PB 62 LOT 0 0 1.000 13,680.00 $13,680 PGS 12 - 15 http://www.scpafl.org/pls/web/re web.seminole county_title?PARCEL=221930502000004... 1/7/2004 z NOTICE SON COMMENCEMENT State of Florida i R rvlo ((y County of Seminole Permit No. Tax Folio No. (PID) The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal description of the property and street address) Lo7' -44 0 A-1— L AO7_ Act-w 6,;? . x s l.;z / ,V— GENERAL DESCRIPTION OF IMPROVEMENT __ Si,[ Pal EAI01-nSGLP—e— w _ MeS__ OWNER INFORMATION AA Name and address. - 'e A4tyG y Ake S - Interest in property (Fee Simple, Tarth6rilip, etc.) Owner/builder. NAME AND ADDRESS OF FEF, SIMPLE TITLE HOLDER•(IF OTHER. THAN OWNER) CONTRACT C7—/O C,4 '41am'-wa M Name and address 1CsJ 1 e-W. L. CerewR V —= SURETY. (Bonding Company) Name and address Amount of Bond LENDER Name and address DOCUMENT PREPARED BY: 38 D at6C-Als /lid 1111111NIgMIwNIpMN wa a••••••*"'.-" - Persons within the State of Florida designated by Owner upon whom notice or othggp#MNDdl28r4a dXd* by Section 713.13(1)(a)7., Florida Statutes/ SEMIM LE COMM 97 Name and address A ) BK 0516PG 0A 0 RECURDINS FEES 6.01 In addition to himself, Owner designates _ of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement Z_rj1 v The expiration date is 1 year from date of recording unl ss ajdi epnt datcUs specified.) SiRnat' e of Owner ERIC HEILEsun MY COMMISSION # CC 953782 Sworn to and subsc ed-before we this Day of N V EXPIRES: July9,2ooa 8 fFF'd:•• Bonded Thru Notary Pulok UnNrwran My Commission Expires: Notary Public The before me this day of &2v_. , W 6 3 by name of person acknowledged), who is personally known to type of identification) as identification and who did / did not take an oath> ACTION ALUMINUM PRODUCTS, INC 2698 South Orange Blossom Trail Orlando, Florida 32805 POWER OF ATTORNEY I hereby name and appoint Patty Johns to be my lawful attorney, in fact to act for me and apply to the ef' 4-t oir SR'v-4'e0( Building Department for a pa o 1 screen elvc c o5-"Alm permit to be performed at a location described as: 0 T A14 PR ES R C 9— 14` J'C,0E And to sign my name and do all things necessary to this appointment. David Alla Johns CGC 053605 SUBSCRIBED BEFORE ME THIS I L DAY OF 20, 41, 1 ael Notary as to Contra ofum My Commissio!'v",\PN;B:A;?N, Iflz i vSSIOIV c•'`•CJ i NDD255W1 ; c ST 111 METRO ORLANDO (407) 648-9948 • Fax (407) 648-9949 9 BREVARD (407) 632-0264 9 VOLUSIA (904) 252-7835 2. 00 Lawrence E.• Bennett - Civil Engineer & Development.Consultant P.O. Box 214368 South Daytona, F1 - 32121-- 386i767-4774 386-767-6556 fax January 01, 2003 TO ALIT 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 yo assistance. Sincerely, Lawrenc',: Benn tt, P.E. #16644 I SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans Fo,P_rimary_Screen Ro`_of_F ame 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 I, Tributary Load Width = Beam Spacing 3'-0" 4-0.. 5'-0" 6'-0" 7'-0" 8'-0" Allowable Span'L'/ bending'b'or deflection'd' J-b2" x 2" x 0.044" 9'-10" b 8'-7' b 7'-8" b 6'-11" b 6-6b 6-1b 5-82" x 2" x 0.055" 10'-9' b 9'-4- b 8'-4' b T-7" b 7'-1"b 6'-7- b 5'-3 2" x 3" x 0.0457. IT-4- b 11'.7- b 1 10'4" b 9'-5- b 1 8'-9- b 1 8'.2" b 1 7'-8- b 2" x 4" x 0.050" 14'-8' b 12'-8' b 1 11'-4" b 10'4" b 1 9'-7' b 1 8'-11" b 1 8'-5" b Self Mating Sections Tributary Load Width ' 1N' = Beam Spacing 3'-0" 4'- 0" 1 5'-0" ( 6'-0" 7'-0" 11 8'-0" 1 9'-0" Allowable Span'L' / bending'b' or deflection'd' 2" x 4" x 0.044 x 0.100" 19'-11" b 17'4' b 15'-6" b 14'-2" b 13'-l" 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'r6"-b_ 16'-2" b 15'-2' b 14'-3" b 2" x 6" x 0.050" x 0.120" l28'-7" b 24'-9' b 22'-2" b' 20'-3" b 18'-9" b i 17'-6' b 16'-6" b 2" x 7" x 0.055" -x 0.120" 32'-3' b 2T-11' b 24'-11' b 22'-9" b 2l'=1"mob 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 42'- 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 11" b 38'.4" b 35'-0" b 32'-5" b 30'-4" b 28'-72" x 10" x0.092" x 0.369" 59'-6' b-7' b 46'-1' b 42'-1' Snap Sections Tributary Load Width = Beam Spacing 3'-0" 4'- 0" 5'-0" 1 6'-0" 7..'-0" 18'-0" 9'-0" Allowable Span'L' 1 bend'ing'b' or denection'd' 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" 1 18'-5' b 15'-11" 1 b 14'-3" b 13%0" b 12'-1" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 1 31'-3' b 27'-1' b 24'-2" b 22'-l' b 20'.5" b 19'-2' b 18'-0" b 2" x 7" x 0.062" 1 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 104 / Sq. Ft. for up to a 150 M.F.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 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 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 214365. SOUTH DAYTONA. FL 32121 TELEPHONE (366) 767. 4774 FAX (356) 767. 6556 PAGE ~•" COPYRIGHT 2003 =• 1- 54 - _ _ NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. " SECTION 1 BEAM -SCREEN ROOF Lu On J Q aQ LU z U=' v w 1 6 6 6 IENGTH E BRAC 6 • HOST STRUCTURE ROOFING 2) 2" LAG SCREWS (SEE ® 93ECTION,9 FOR SCREW SIZES) STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-20 2" x 2". x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH LEG INTO POST BEAM CAP (SEE PAGE 1-20) OPTIONAL 3/8" LAG SCREW AND 3/4" FERRULE FASCIA AND SUB -FASCIA SCREENED ENCLOSURES 0.05" H-CHANNEL OR GUSSE II --- COMPOSITE 2 x 3 EAVE RAIL POST TO BEAM FASTENINGSEETABLE1.6) SCREEN MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND Ci CONNECTION (SEE TABLE 1.7) ATTACHED NO MORE THAN 6" J ABOVE TOP OF GUTTER Cco a W 6 0 0 SUPER OR SOFFIT EXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM SUPER OR EXTRUDED GUTTER CONNECTION DETAILS RISER (OR TRANSOM) WALL 5 FASCIA DETAIL 6 SCALE: 3" = 11-011 Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANTP.O. BOX214368. SOUTH DAYTON& FL 32121 TELEPHONE (386) 757.4774 FAX (386) 767.0556 PAGE COPYRIGHT 200328NOTTOBEREPRODUCED IN WHOLE OR IN PARTWITHOLTr THE WRITTEN PERMISSION OF LAVIRENCE E. BE - _ r NNETT. P.E.: 9 SCREENED ENCLOSURES I SECTION 1 D 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)- w eI- - U-6--- A T-. C..— Wrfl. Plrne . Hollow Sections Tributary Load Width = Purlin Spacing 3'- 6" 4'-e- 1 4'-6" 1 5'-0" 5'.6" 1 6'-0" 6'-8" Allowable Span'L' 1 bending'b' or denection'd' 2" x 2" x 0.044" 7'-8" d T-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 7'-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'-11d 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" 1 12'-2" b 11'-4' b 10'-8" b 10'-2" b 9'-8" b 9'-3' b 8'-9' b Snap Sections Tributary Load Width'W' = Purlin Spacing 3'-6" 4'-0" 1 4'-6" 1 5'-0..1 5'-6" 1 6'-0" 1 6'-8" Allowable Span' L' / bending'b' or denection'd' 2" x 2" x 0.044 8'-5" d 8'-1" d 7'-9" d T-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 1 9'-11" b 9'-6" b 9'-0" b 2" x 4" x 0.045" 14'-8- d 14'.0- d 1 13'-6" d 12'-9" b 12'-2" b 11'-8" b 1 11'-1" b a S— rl„ne L-of-n-r1 Thrminh Ream Wnhs Inln Screw Bosses Hollow Sections Tributary Load Width'Yr = Purlin Spacing 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 6'-0" 6'-8"1 Allowable Span' L' I bending'b' or denection'd' 2" x 2" x 0.044" i 9'-2' b 8'-7" b 1 8'-1" b T-8" b 1 7'-4" bi 6'-11" b— 6'-7" 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 7'-3" • b 2" x 3" x 0.050" 12'-4" b 11'-7" b 10'-11" b 10'-4" b 8'-10" b 9'-5" b 8'-11" b 2" x 4" x 0.050" 13'-7" b 12'-8" b I V-11" . b I 11'-4" ' b I 10'-10" Snap Sections Tributary Load Width'W = Purlin Spacing 3'-6" 1 4'-0" 1 4'-6" 1 5'.0" 5'-6" 6'.0" 6'-8" Allowable Span' L' / bending 'b' or denectlon'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 711" b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center puriin 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 puriin and (2) purlins each side of center pudin need lateral bracing. . S. Spans may be Interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAhIS. 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 (3a6) 767-4774 FAX (386) 767.6556 PAGE COPYRIGHT 2003 NOT TO BEREPRODUCED IN WHOLE ORIN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. " 1-55 i SCREENED ENCLOSURES SCREEN y d' VARIES 1" x 2" O.B. BASE PLATE (TYP.) 4" SHOW SECONDARY2" x (d - 2 ") x 0.063" ANGLE 9 6EACH.SIDE OF COLUMN W/ #10 S.M.S. SEE SCHEDULE NEXT PAGE) a 6 CONCRETE ANCHOR a v a SEE SCHEDULE NEXT PAGE)' I NOTE: DETAIL ILLUSTRATES YPICAL 2" x 4" S.M.B. COLUMN I CONNECTION 2" 5d MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES a G I o a e Qa a v e e Ge NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 6" (MAX.) ,l-- 6" (MAX.) — 3000 P.S.I. CONCRETE I SECTION 9 2" x 2" x 0.063" PRIMARY ANGLEACHSIDE" 10 x 3/4" S.M.S. EACH SIDE SEE SCHEDULE NEXT PAGE) 5d' MINIMUM EDGE DISTANCEFROMEXTERIOROFCOLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 "5d DISTANCE 1/4' 1-1/4" 318" 1-7/8" GRADE 1-114" MIN. CONCRETE iANCHOREMBEDMENT 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 VIEW2" x 4" OR LARGER SELF MATING O R SNAP SECTION POST TO DECK DETAILSSCALE: 3" = Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOpMENT CONSULTANTP.O. BOX 214368. SOUTH DAYTONA, FL 32121TELEPHONE (386) 7674774 FAX (386) 767-6556 _ COPYRIGHT 2003 NOT TOAE REPRODUCED IN WHOLE OR IN PART,WITNOUT THE PAGE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 17 SECTION 1 I SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights For,'Pjln: ry Screen Wall Frame Members Alun*mm Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # I sq. ft.' Tributary Load Width'W = Upright Spacing Hollow Sections 3'-0" 4'-0" 5%0" 6'-0" 7'-0" 1 8'-0" Allowable Height'H' / bending'b' or deflection'd' 2" x 2" x 0.044" 2" x 2" x 0.055" 2" x 3" x 0.045'• 2" x 4" x 0.050" 8' 4' b 9'-1- b 11'-3' b 12'-5" b 7'-3- b T-11" b 9'-9" b 10'-9" b 6'-6" b T-1" b 8'-9" b 9'-7" b 5'-11' b 6'-5" b T-11" b 8'-9" b 5'-6" b 5'-11" b 7'- 5" b 8'- 1' b 5'- 1" b 5'- 7' b 6'- 11" b 7'- 7' b 4'- 10" b 5'- 3" b 6'- 6" b 7'- 2" b Tributary Load Width 'W = Upright Spacing Self Mating Sections 3'-0" 4'-0" 5'-0" t 6'-0" '7'-0"" I 8'-0" 1 9'-0" Allowable Height'H' I bending b' or deflection'd' 2" x 4" x 0.044 x 0.100" 1 2" x 5" x 0.050" x 0.100" 2" x 6" x 0.050" x 0.120" 2" x 7" x 0.055" x 0.120" 2" x 7" x 0.055" wl insert 2" x 8" x 0.072" x 0.224" 2" x 9" x 0.072" x 0.224" 2" x 9" x 0.082" x 0.310" 2" x 10" x 0.092" x 0.369" 16- 11' b 20'- 11" b 24'- 2" b 27'- 3" b 36'- 3" b 35'- 2' b 38'- 2" b 41'- 10- b 50'- 4" b 14'- 8" 18'- 1" 20'- 11' 23'- 7' 31'- 4' 30'- 6" 33'. 0" 36'- 3" 1 43'-7" b 1 b b b b b b b b 13'- 1" 16'- 2" 18'- 9" 21'- 1" 28'- 1" 27'- 3" 1 29'-6" 1 32'-5" 33'- 11" b', b b b b b b b b 11'- 11' b 14'- 9" b 17'- 1' b 19'- 3" b 25'- 7" b 1 24--10" b 26'. 11" b 29'- 7" b 35'- 7" b I V-1"-b I T-8"- 15 15'- 10" b I T-10" b 23'- 9" b 23'- 0" b 24'- 11' b 27'- 5" b 32'- 11" b 10'- 4- b 12'- 10' b 14'- 10' b 16'- 8" b 22'- 2" b 21'- 6" b 23'- 4" b 25'- B'- b 30'- 10" b 9'- 9" 12'- 1" 13'- 11" 15- 9" 20'- 11' 20'- 4" 22'- 0" 24'- 2' 29'- l' b b b b b b b b b Tributary Load Width 'W'= Upright Spacing Snap Sections T.0" 4'-0" 1 5'-0" it 6'-0"._ _7'-0" 1 8'-0"1 9'-0" Allowable Height'H' I bending'b' or deflection 2" x 2" x 0.044" 2" x 3" x.0.045:'/ 2" x 4" x 0.045" 2" x 6" x 0.062" 2" x 7" x 0.062" 9'- 11" 12'- 9" 15'- 7' 26'- 5" 29'- 5" b b b b b 8'. 7" 11'- 0" IT- 6" 22'- 10" 25'- 5- b T-8" b T-0" b 6'-6" b b 9'-10" bl 9'-0" b 8'-4' b b 12'-1" b 11'.0" b 10'-2" b b 20'-5" b 18'.8" b 17'-3" b b 22'-9" b 20'-9" b 19'-3" b I A 5'- 1' b T- 10" b 9'- 7" b 16'. 2" b 17'- 11' b th ecircation 5'- 9" b 7'- 4" b 8'- 11" b 15'. 3" b 16'- 11" b age Forallowableheightsatwindvelocitiesotherthan120MPH, see conversion tab e 1 on asp p 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 lass than 0.040". 2. Using screen panel width 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. IFSPANSFOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLEONSPECIFICATIONPAGEFORTABLESATTHEBEGINNINGOFTHISSECTION. Lawrence E. Bennett, P.E. CIVIL ENGINEER. DEVELOPMENT CONSULTANT P. O. BOX 214358. SOUTH DAYTONA. FL 32121 TELEPHONE ( 366) 767-4774 FAX ( 386) 7574M PAGE COPYRIGHT 2003 1 - 56 : NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT_P.E. - - 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 FIB MESH CONCRETE POST TO PLATE TO CONCRETE DETAIL SCALE: 31- = 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 LDED 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. (SEETABLE) 1" x 2" EXTRUSION ANCHOR Ti 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 DETAILSCALE: 3" = V_0" Lawrence E. Bennett, P.E. CIVIL ENGINEER -DEVELOPMENT CONSULTANTP.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767.056 PAGE _ i4 - © CO TORE NOTD 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 / Chair Rail Spans, Header Spans & Upright Heights FoFSeconda-ryScreen.WaleFrame 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_ Sections As Horizontals Fastened Tb Posts With Clips Hollow Sections Tributary Load Width 3'-6' 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 6'"8" Allowable Heights'H' I bending'b' or deflection'd' 2" x 2" x 0.044" 6'-10' d 6'-6" b 6'-1" b 5'-9" b 5'-6" b 1 5'-3" b 5'-0" b 2" x 2" x 0.055" T-3" d 6'-11" d 6'-8" b 6'-" b 6'-0" b 5'-9' b 5'-6" b 3" x 2" x 0.045" T-9" d T-5" d T-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 T-10- b 7'-5" b 7'•2' b 6'-9" b 2" x 4" x 0.050" 10'-3" b 9'-7- b 9'-0' b 8'-7" b 8'-2" b 7'-10' b 7'-5" b C F__— Snao Sections I Allowable Hefghts'H' / bending 'b' or deflection'd' I I Z" x Z- x V.u44__ 1 1-0 a I I -[ a l o- 1 1 u l o -v v t v -r v v• v, v -a .. , R_ sections As Horizontals Fastened To Posts Throuah Side Into Screw Bosses Hollow Sections Tributary Load Width 'W' 3'-6' 41 4'-0" -1-4 4'-6" 1 5'-0" 1 5'-6" 1 6'.0" 6'-8" Allowable Heights'H' / bending'b' or deflection'd' 2" x 2" x 0.044" 1 T-9" Ib T-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- T-11" b T-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 T-9" b T-5" b T-1" b 6'-8" b t2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9" b 8'" 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 8'14" b Snap Sections Allowable Heights'H' / bending'b' or deflection'd' 2" x 2" x 0.044" 9'-2" b 1 8'-7" b I 8'-1" b 1 T-8" b 1 T-4" b 1 T-0" b I 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 or 2' x 2" x 0.044" min. and set ca 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 PAGE C •COPYRIGHT 2003 .57NOTTOBEREPRODUCEDINWHOLEORINPARTWITHOUTTHEWRITTENPERMISSIONOFLAWRENCEEBENNETT. P.E. - 1 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 6 x 6 -10 x 10 LDED WIRE MESH OR FIBER MESH CONCRETE SECTION 1 POST SIZE 2" x44" MAX. SIDE WALL POST TO PLATE TO CONCRETE DETAIL 1"x2"E SCALE: 3" = 1'-0" ARUSIONANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONC. 6 x 6 -10 x 10 W.W.M. OR FIBER MESH CONC. 2" x2".2"x3"OR2"x4" HOLLOW SECTION SEE TABLES) MIN. ( 3) #10 x 1-1/2" S.M.S. INTO SCREWBOSSESMASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 HOLLOW POST TO BASE DETAIL SCALE: 3" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS GeneralNotesandSpecifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam spacingxthescreenloadof7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF7' USE: l2. Table 1.6 of this manual *uses the worst case loads for all cases• 3. Inallcasestheremustbeaprimaryanchorwithin6" of each side of the upright. 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 NOT TO BE REPRODPAGE UCED IN WHOLEORINPARTWITHOUTTHEWRITTENPERMISSIONOFLAWRENCEE. 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 Bean Size Upright Size Iinlmum Puriin, Girt Knee Brace Size" Deck Anchors Notes Minim urn Number of Screws' • - Beam Stitching Screvr @ 24" O.C. 8 x'/," 10 x V 12 x'/:" 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 98 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 Lao 10 8 l 6 1 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" 1 6 1 Partial Lap 18 16 14 14 2" x 9... 2" x 7" 2' x 4' x 0.050" 8 Partial Lap. 20 18 16 14 2" x 10" 2" x 8" 2" x 4" x 0.050" 10 Partial Laol 20 18 16 14 Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness 8 5116" 5/8" 2" x 7" x 0.055" x 0.120" 1/16" = 0.063' 10 3/8" 3/4" 2" x 8" x 0.072' x 0.224" 118" = 0.125" 12 112" 1' 2" x 9" x 0.072' x 0.224" 1/8" = 0.125" 14 or 1/4" 314" 1-112 2" x 9" x 0.082' x 0.306" 118" = 0.125" 5/16" 7/8" 1.314" 2" x 10" x 0.092" x 0.369" 1/4' = 0.25" 3/8" 1" 2" Refers to each side of the connection of the beam and upright and each side of space 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 Ill 6" 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, le., 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:r -. 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) 787.6556 4 PAGE COPYRIGMjT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1'S9 SECTION 1 2"x4"OR2"x6" SELF MATING BEAM 1" x 2" SNAP SECTIONS ATTACHED TO 2" x 2" W/ 10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1" x 2" OPEN BACK FASTENED TO'POST W/ (2) #10 x 1-1/2" S.M.S. ATTACH 2" x 2" PURLINS TO SELF MATING BEAMS W/ (2) 10 x 1-1/2" S.M.S. INTO SCREW BOSSES SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) I f] e• ej / ' 4N N e M - J ALTERNATE FLAT ROOF I SELECT FASTENER SIZE, NUMBER AND PATTERN SEE TABLE 1.6 & 9.5A OR 9.56 2" x 3" HOLLOW OR SNAP J SECTION 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) 767-556 PAGE - - - - - T - 0 COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF UWRENCE E. BENNETT, P.E. t SCREENED ENCLOSURES SECTION 1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION SEE DETAILS SECTION 1) ALTERNATE CABLE H r SEE TABLE 1.3) I I 1" x 2",(TYP.) GRADE K-BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION SCALE- N.T.S. EXISTING STRUCTURE ALUMINUM BEAM TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H lk- K-BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) 1" x 2" (TYP.) TYPICAL DOME ROOF - ISOMETRIC RISER WALL WHERE JIRED INS (TYP.) TONAL ROOF BRACING SCHEMATIC SECTION 1) E BRACING IMETER WALLS FRAMING TABLES 1.3 AND 1.4) SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214355. SOUTH DAYTONA, FL 32121 TELEPHONE (366) 767.4774 FAX (386) 767-6558_ _ PAGE COPYRIGHT 2003 NOT TO BE REPROOUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. - - - "L3 SCREENED ENCLOSURES PURLhV ('„^ SCREEN( SEE T SECTION 9 CABLE CONNECTION SEE DETAILS SECTION 1) GIRT (TYP.) 1" x 2" (TYP,) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE RISER WALL WHERE REQUIRED W SIZE MEMBERS PER PURLIN (TYP.) APPROPRIATE TABLES ALUMINUM BEAML d I ' (TABLE 1.1 OR 1.8) DIAGONAL ROOF BRACING H (SEE SCHEMATIC SECTION 1) K-BRACING (OPTIONAL) ` 1 ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) SCREEN (TYP.) SW PERIMETER WALLS FRAMING GIRT (TYP.) TABLE 1.3 OR 1.4) 1" x 2" (TYP.) CABLE BRACING TYPICAL TRANSVERSE GABLE ROOF - ISOMETRIC SCALE: N.T,S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214365, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 7674774 FAX (386) 767.6556 0 COPYRIGHT 2003 - - - - • • - ... ... NOT TO BE REPRODUCED IN WHPAGE OLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 SCREENED ENCLOSURES 5) #10 S.M.S. (MIN.) 1 /8" x•o1-1 /2" x 8" FLAT BAR 6 - 6e 6 6 6 6 6 6 0.125" PLATE OUT ON 6 459 ANGLE EYE -BOLT OR TURNBUCKLE FOR 6 CABLE TENSION STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING MEMBER4FTYPICALCABLECONNECTIONS (5 CORNER - DETAIL 1 SCALE: 3" = 1'-0" A ALTERNATE: USE (1)1/4" x 1-1/4" FENDER WASHER EACH SIDE OF Ana FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B 10 x 3/4" S.M.S. EACH SIDE FOR CABLES _ MIN. (2) CLAMPS REQUIRED TYP.) 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 214366, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 707.6556 ^S PAGE J ; Q COPYRIGHT 2003 , • . , i' : ' . 1-38 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 7 LAB MIN. (2) 1/4" OR 5/16" x 1-3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A-3PRESSEDSTEELCLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL -DETAIL 2SCALE: 3" SELECT ANCHOR FROM TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" SLAB FOR 1/8" CABLE SHALLCABLE, FOR 3/32" CABLE 5/16" fo HAVE A THICKENED EDGE TOx2" CONCRETE ANCHOR W/ Z' ACHIEVE AND A 3/8" x 2" CABLE THIMBLE AND WASHER -:9 ANCHOR 3-1/2" (4" NOMINAL) SLAB (MIN.) 5d (MIN.) 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS FOUNDATION - DETAIL 2A SCALE: 3" = 1 '-0-- Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANTP.O. BOX 214308. SOUTH DAYTONA. FL 32121 TELEPHONE (386)767-4774 FAX (386) 767-UM COPYRIGHT 2003 " - _. _ ..... NOT TO BE REPRODUCED IN WHOLE OR W PART yy 0 THE WRITTEN PERMISSION OF LAWREN PAGE T ;l . CE 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/ r10 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. 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 48 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, SOLITH DAYTONA. FL 32121 TELEPHONE (386) 757.4774 FAX (366) 767-6536 PAGE COPYRIGHT 2003 1 -14 NOT TO BE REPRODUCED INWHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OFuWRENCE E. BENNETT, P.E. SECTION 1 SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' I• CHANNEL OR EXTERNAL'U'. 6 JCHANNELEACHSIDEOFCo CONNECTING BEAM WITH '6 <- ' SCREWS (PER SECTION 9) 6 w PRIMARY BEAM 6 a (SEE TABLE 1.1 CARRIER BEAM = AND/OR TABLE 1.5) SEE TABLE 1.4) 6 ~ a 6 0 MIN. NUMBER S.M.S. I 3/4" LONG REQUIRED IS --7[ EQUAL TO BEAM DEPTH EXTRUSIONS W/ INTERNALSEESECTION9) SCREW BOSSES MAY BEj CONNECTED W/ (2) #10 x 1-1/2" INTERNALLY CARRIER BEAM TO BEAM CONNECTION SCALE: 3" ANGLE OR RECEIVING CHANNEL I w 6J C 8 PRIMARY BEAM - SEE TABLE 1.1 Lu 6 AND/OR TABLE 1.5) = 6 QLu 6 O 6 I BEA`.1 TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ANGLES ATTACHED TO WOOD WALL WITH MINIMUN12) 3/8" x 2" LAG SCREWS PER SIDE OR (2) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE ORMASONRYWALLADD (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 WITHh,11N!,,kAUP,1 (3) 3/8- x 2" LAG SCREWS OR (3) 1/4" x 2-1/4" CONCRETE ANCHORS TO CONCRETE ORMASONRYWALLADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM LARGER THAN 3" CARRIER BEAM TO WALL CONNECTION SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 210368. SOUTH DAYTONA. FL 32121 TELEPHONE (366) 767-1774 FAX (366) 767-6556 PAGE COPYRIGHT 20031 '3 6 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOVT THE WRITTEN PERMISSION OF LANRENCE E. BENNETT, P.E. ' SECTION 9 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 SCREENED ENCLOSURES ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPES' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB W/ 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANCHOR TO SLAB OR a (3) #30 BARS OR (1) FOOTING ° . #5O BAR W/ 2-1/2" COVER TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = V-0" (3) #3 BAR CONT. OR 2) #3 B9R CONT. OR 1 #5 BAR CONT. 2'-0" MIN. 3-1/2" (l'YP.- 1)) #5 BAR-CONT, BEFORE SLOPE _T ALL SLABS) iv e II =1=1IppO• v : _ 41 1=11 e o -W"4III1II-1 I ICI I I_I I I=1 I I=1 II-111_— I k8" TYPE 1 TYPE II TYPE IIIFLATSLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING0-2" / 12" 2" / 12" - V-10" > 1'-10" Notes: 1. No footing required except when addressing erosion until the slab width in the direction of the primaryexceeds32ft., then a type 11 footing. is required under the load bearing wall only unless the side wallexceeds16ft. in height or the enclosure is iri a "C" exposure catagory in which case a type II footingisrequiredforallwalls. 2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearingcapacityofsoilshallbeverified, prior to placing the slab, by field soil test or a soil testing lab. 3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement ofconcrete. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wiremeshorfibermeshmaybeusedinlieuofmesh. 5. If local building codes require a minimum footing, use type 11 footing or footing sections required bylocalcode, Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4" = 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 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. r p?fq6Q0y PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 44, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA O L1=11 *14'35" L=44.15' R=225.00' CB=S43'35'13"W C = 44.08' LOT 47 s •P, i ` s• `?O 09 9Ica 'e 4.Ph' 9ti •. iP O LOT 43 LLOT 46 a0' 0, \ FORMBOARD FOUNDATION q<.,%'• y TOP OF FORMS ELEVATION-13.45 rya 17 LOT 45 CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC NOTE: 1. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 10-31-03, UNLESS OTHERWISE SHOWN. 2. 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. 3. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 4. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER, 5. ALL INTERIOR DIMENSIONS WERE VERIFIED IN THE FIELD AND SHOWN UPON THIS DRAWING. 6. THIS IS AN AS —BUILT SURVEY DELINEATING CONSTRUCTED IMPROVEMENTS ONLY AND COMPLIES WITH SECTION 61G17-6.005 OF THE FLORIDA ADMINISTRATIVE CODE FOR AN AS —BUILT SURVEY. 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, ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE NORTHEASTERLY LINE OF LOT 44 BEING S 40.47'29" E PER PLAT. FIELD DATE:) 10-31-03 REVISED: SCALE: 1 = 30 FEET APPROVED BY: SJ A ASM39658 FORMBOARD 11-06-03) JOB N0. LOT PLAN 09/30/03 SDO CRAWN BY: LOT FIT 01=06-03 CK13 1" = 30' GRAPHIC SCALE 0 15 30 PT tFRJ(4 APy Oor,90 OOblll\ a F oyl V G LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE EXISTING ELEVATION CONCRETE LB LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED FND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS POC POINT OF CURVE AM RRICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 320 EAST SOUTH STREET, SUITE 180 ORLANDO, FLORIDA 32801 (407) 426-7979 Q FND NAIL AND DISC LB #68 (10/31/03) 0 FND 1/2" IRON ROD AND CAP LB 111 3 (10131103) CNA CORNER NOT ACCESSIBLE 6 DENOTES DELTA ANGLE L DENOTES ARC LENGTH C.B DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT OHU OVERHEAD UTILITY LINE ID IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE I HEREBY CERTIFY, THAT THIS SURVEY, SUBJECT TO THE SURVEYOR'S NOTES CONTAINED HEREON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 611317-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. i l- to -03 FOR THE FIRA M SCATE LO JR. PSM#4p28 DATE F' ' Nnrtet CENTEX POOLS & SPAS Address 104 S MMERSET OAKS COURT Cit„,SANF RD L- 44 A L lip^ MS4bdIViSIO PRESLR: E' @ 4l AKE M NR E INA. 1 x 2 I 2 X 3 I-x XDlx. IV 2 X 3 I 1 X 2 8'-0' — 1 x 2 2 X 2 I-x I-x cul.x I-x Ix. X L 2 X 2 2 T 2 O I O N 40'-0' NO KNEE BRACES x 2 61-6• 6'-6' 7'-0' 7'-0' 6'-6' 6'-6' — X) 8'-0• 1x2 ID I 2 X 3 I L N cDXI. X X I 2 X 3 I 1 X 2 8'-0' JOB No,PRMON044 OFFICZ7 COPY PLANS REVIEWED CITY OF SANFORD