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HomeMy WebLinkAbout148 Woodridge Trl (2)CITY OF SANFORD PEl2MFr APPLICATION RECEIVED I Permit #: Date: Job Address: �'Tf} ILUfOrd9c l AY 2 3 2009 ire Description of Work: MI - scrq11 1frXioSUre FIistoric District: Zoning: Value of Work: $_ter Srd 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 #: 30)- 1 '__�JL:V -o " CD� d I).f (Attach Proof of Ownership & Legal Description) // Owners Name & Address: l,(/9 , y� e , 1 r V' -.S 1.46 lA,'d C T" I D, l;O 391-1+ A Phone: Contractor Name & Address: L • U rCeh i - A it (-rai /FI Ur inure " l.;!i/ odi /L,/`1Cr.• 1 � / y/� /mac � FL. J�''7�3 1 �Sftate �cenvsle,Number: cJ��-l�V73� p /� p FOX Phone & Fax: -i0h &N- UV7 Contact Person: L • V - brcC ► i Phoeo 40- (0U6 " 0(4018 Bonding Company: Address: Mortgage Lender: Address: L{ / 1 -7 �j ArchitectfEyyn��gineer: L • E • ' "gyp }y. �j �I Phone: ��1V ID 7 7 I Address: R3 &x ?143108 S• ytorl . , t l.- �1�� 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. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of p . verion that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 3-0�•• •' Date A••• DateSign ureof i/A••b . 0:.' 01'.. Print Agent' ame Si ature of Notary -State of Flori a _-/LJ Owner/Agent is _ Personally Known to Me or Produced ID (� APPLICATION APPROVED BY: Bldg:1.,/ r ' 6 0 (Initial & Date) Special Conditions: Cl �� - `d 3� - 77- - Zmo -0 0 0: Pri on etor gent's Na Dated 011 Si ature of Notary -State o lorida Dated c Z v m m c ml7 C 2 :''' " z P C�/// u'' Ce) cu > A r, I ='i t 2) E X Contractor/Agent is Personally Known to Me ore r . 0:1 __ crl CJ) rya �D _ Produced ID cv = } _ CnSO D 0D ro `) a Zoning � - rr- Utilities: FD. -q A11 - rhal�& Date) (Initial & Date) (Initial &Dafe)co 0 -n! ® n 0 x NOTICE OF'COMMENCEIVIENT Permit No. �r State of FloCi r Q Tax Folio No. rida ) Q � County of Seminole tSc­ The undersigned hereby gives notice that improvement widbe made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property: (legal description of the property and street address if available) LeSS COQ RUN N 914. -Pff -b N L! CoA E -J� -F+ q4.4f r+. �. � t- -b 2. General description of improvement: `M)( - j_'rC6-) ej-f V X 3. Owner information ` r a. Name and address �{f Y1G5 L~SpLe } (,x( �i G� Trl,x 1�(1r(i I b. Interest in property c. Name and address of fee simple other than Owner) 4. Contractor a. Name and address L'h� -- %� rner-. Al Vf Y r j )r y) rCbW J x U. X-Nbrq FL.3 b. Phone number - Fax n 5. Surety a. Name and address MMWE ME, CLERK OF CIRCUIT MMT b. Phone number Fax Mau CURTV- c. Amount of bond BK Oft 72-3 F-46 geae 6. Lender S Ia a s a. Name and address RMDM 051VIUM 611521;59 FAQ b. Phone number Fax num er B* D Thomas 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)(a)7., Florida Statutes: a. Name and address b. Phone number Fax number 8. In addition to himself or herself, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. a. Phone number Fax number 9. Expiration date of notice of commencement (the expiration date is 1 year from the da recor ' unless a different date is specified) Signa of caner S� to (or affirmeA and su scribed,before me this C1't Personally Known �Moduced Identification day of , 20 6� , by 01- ..uv IT '� a S S't of Notary Pu c, State lorida v' on Expires: CEKmF\t0 M0RSE MARSCF CLF -RK COCNjV' F\- SEM\NC`E ER ��® QfPV�� CI_ 2005 Q� � 2 s LIMITED POWER OF ATTORNEY Job # Date d� I hereby name and appoint TO -M ► ( of - American Aluminum & Window, Inc. to be my lawful attorney in fact to act for me and apply to Building Dept. for a Screen permit for work to be performed at a location described as: Section: Township: Range: Block: Lot No. Subdivision: Address: ` 4 �Q CD C. el'A�— City: for the following Owner: State: Zip: and to sign my name and do all things necessary to this appointment. Leonard J. Breehl SCC056737 Type or print name of Certified Contractor, License Number • �ts-r e of Certified Acknowledged: Sworn to and subscribed before me this Day of A.D. 2005 d— (Seal) GAIL C. GENTILE MY coMUSSIQN # DD 103293 EXPIRES: March 2b, 2006 Bonded Thru Notary Oublic Underwriters 0-, otaryPublic, State of Florida Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 DAVID JOHNSON, CRA, ASA PROPERTY APPRAISER SEMINGLE GOUNTC FL, It 1101 E. FIRST ST SANFORD, FL32771.14 0 C1ti 0 407-865-7506 {7 2005 WORKING VALUE SUMMARY GENERAL Value Method: Market 32-19-30-5GS-0000- Number of Buildings: 1 Parcel Id: 0250 Tax District: S1-SANFORD Depreciated Bldg Value: $148,260 Owner: COPLE THOMAS J Exemptions: 00- JR & PENNY E HOMESTEAD Depreciated EXFT Value: $0 Land Value (Market): $29,300 Address: 148 WOOD RIDGE TRL Land Value Ag: $0 City,State,ZipCode: SANFORD FL 32771 Just/Market Value: $177,560 Property Address: 148 WOOD RIDGE TRL SANFORD 32771 Assessed Value (SOH): $127,693 Subdivision Name: KAYWOOD REPLAT Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $102,693 Tax Estimator 2004 VALUE SUMMARY SALES Tax Value(without SOH): $2,736 Deed Date Book Page Amount Vac/Imp 2004 Tax Bill Amount: $2,028 WARRANTY DEED 08/1998 03487 0175 $125,000 Improved Save Our Homes (SOH) Savings: $708 WARRANTY DEED 11/1995 02996 1136 $135,000 Improved 2004 Taxable Value: $98,974 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Land Unit Land LOT 25 (LESS BEG SW COR RUN N 97.59 FT Method Frontage Depth Units Price Value TO NW COR E 4.50 FT S 94.47 FT W 3.2 FT TO BEG) LOT 0 0 1.000 29,300.00 $29,300 KAYWOOD REPLAT PB 30 PGS 27 & 28 BUILDING INFORMATION Bid Year Base Gross Heated Bid Est. Cost Bid Type Fixtures Ext Wall Num Bit SF SF SF Value New 1 SINGLE 1995 9 2,271 2,789 2,271 CB/STUCCO $148,260 $154,437 FAMILY FINISH Appendage / Sgft GARAGE FINISHED / 484 Appendage / Sgft OPEN PORCH FINISHED / 34 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. **` If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re_web.seminole_county_title?PARCEL=3219305GS00000... 5/5/2005 PLAT.. OF DESCRIPTION fpr THOMAS JAMES COPLE, JR. AND -PENNY EJLEEN COPLE A i Leel Description Lot 25, KAYWOOD REPLAT, according to the plat thereof as recorded in Plat Book 30, Pages 27 and 28 of the Public Records of Seminole County, Florida, LESS the following described part of said Lot 25: BEGINNING at the Southwest Corner of said Lot 25, thence run N.00°31'59"W., along the west line of said Lot 25 for a basis of bearings, 97.59 feet to the Northwest Corner of said Lot 25; thence run N.89631' 3311E., along the North Line of said Lot 2S, a distance of 4.50 feet; thence run S.0001315711W. 97.47 feet to a point on the South Line of said Lot 25; thence run S.87012149"W. 3.20 feet to the Point of Beginning. PLANS REVIEWED CITY OF,$ANF D I vop p,hA 09 � ate 'i a�I 6` I a, gni M 0 0 L F'AoLA ROAD LOCATION SKETCH' 1*%'130- •0.4' _ � I _ _ _ _ _ _ 5• _ UTILITY E5 I% n W I 4- 0.3 s 25.00 120.93 �1 d Q0 Q0 W _J 8336. i- 4 PORCH I STORY CONC BLK./mcco RES. 67.6 5 UTILITY E5M T 5.87° 12'41'1" W RADIAL q.87.12'49" W. - 9.20' 5W COR. LOT 25 x•1'1 •- •4'' �� ,•I, �`•. .CONC. DRIVE 2589• _���oae• 122.35 �� I I �s IPOINT OF BEGINNING '« : ZO' 1 0 -IN DICATEJ IRON j CAP 4 139t SET . SURVEY NOTES: 1) The street address of the above described property is 148 Wood Ridge Trail. 2) The above described property lies in a Flood Zone X. 0 Lw C Z LO Q W Q N I SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. _ tttui5lurv�: REVISED FOR BOUNDARY SURVEY: I I AW.REM1995 MURt EY D (40 Ha NW5) v Z9 JUCLY 1998 5 PROJECT N0: 92 - 603 CERTIFIED CORRECT T0: ►JQ� THOMAS JAMS COpLE; JR: KITNER SURVEYING, INC. PENNY. EILE.EN COPLE R. BLAIR KITNER - P.L.S. NO. 3382 GULF-ATLANTIC.TITLE:. ' Post Office Box 823;,Sanford, Fl. 32772-0823 LAWYERS TITLE ..INSURANCE 322-2000 THEA EY SOURCE, INC., SURVEY DATE: 9 c 1OV. l9a9� SCREENED ENCLOSURES SECTION 1 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) ALTERNATE CABLE (SEE TABLE 1.3) 1'" x 2" (TYP.) Z;ai 77H GRADE K -BRACING (OPTIONAL). �_ CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE RISER WALL WHERE ALUMINUM BEAM REQUIRED (TABLE 1.1 OR 1.8) �W PURLINS (TYP.) L SIZE MEMBERS PER DIAGONAL ROOF BRACING APPROPRIATE TABLES (SEE SCHEMATIC SECTION 1) CABLE BRACING O' SCRI.!EN P.) �/ ♦i / ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING 1"v 9» /TYp I (SEE 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 Q COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. PAGE 1-3 SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30"-30'-00" North IJacksonvilln- FLt Hollow Sections 3'-0" Tributary Load Width W'= Beam Spacing 4'-0"1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Span 'L' / bending 'b' or deflection'd' 6'-0" n Eng 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 T-7" b T-1" b 6'-7" b 6'-3"1. 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 1V-4" b 10'4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" Tributary Loagj%j5&2&&§22ffiAUclng 1 4'-0" 5'-0" Allowable Span' 6'-0" n Eng or deflection'd' 2" x 2" x 0.044" 2" x 4" x 0.044 x 0.100" 19'-11" b 17'-0" 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 " 28'-7" b 24'-9" b 22'-2" b b 30'-1" b 26'-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1 17'-6" b 16-6" b 0 0.120" x w n 32'-3" 42'-10" b 27'-11" b 37'-1" b 24'-11" b 33'-2" b. b' " .b 28'-1" b 19'-9" 26'-3" b 18'-7" b 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 1 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' v 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 -.0:7 -- 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b T-8" b T-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'-84-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'-02" 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 mote'., 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. is asured f u nee race. nzon Istance from upright to center of brace to beam connect iofm tAt aGng s all notexcee or beam spans greater than 40'-0" the beam at the cen e pudin 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. 7. Spans may be interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section With '1M = 5-0" = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (388) 767.4774 FAX: (388) 7878558 PAGE ® CHi 1 -56 NOT OPYRTO BEHT REPR2004ODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 Table 1.3 SCREENED ENCLOSURES Allowable Post / Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind oust at vainritu of lIn IMPLA n,.a i -_a _s 4A r i Hollow Sections Tributary Load Width "W' = Upright Spacing Tributary Load Width 'W' = Ur 3'-0" 1 4'-0" 1 5'-0" 6'-0" 7'-0" 1 8'-0 Allowable Helght'H' I bending'b' or deflection'd' 3'-0" 1 4'-0" 2" x 2" x 0.044" 2" x 2" x 0.055" 2" x 3" x 0.045" 2" x 47 x 0.050" 8'-4" 9'-1" 11'-3" 12'-5" b T-3" b 6'-6" b 5'-11" b 5'-6" b 5'-1" b 7'-11" b T-1" b 6'-5" b 5'-11" b 5'-7" b 9'-9" b 8'-9" b 7'-11" b 7'-5" b 6'-11" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b b 4'-10" b b 5'-3" b b 6'-6" b -- ----o- -- ----••••--•.•�.••a•v� vane. u.on w min, aero wnverslon taoie TA on fne 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". distance from upright to center of brace to beam 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 Q 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 WINOZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: (3118) 787.4774 FAX: (3118) 767-&W PAGE ,p p ® COPYRIGHT 2004 1 "SH NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT• P.E. Tributary Load Width 'W' = Ur acing Self Mating Sections 3'-0" 1 4'-0" 5'-0" 1 8'-0" 1 7'-0" 8'-0" 5'-0" Allowable Height'H' / bending'b' or detlection'd' _ 6'-0" 9-0" 2" x 2" x 0.044" 9'-11" Allowable Height Wi be b 2" x 3" x 0.045" ection 'd' b 11'-0' x 0.044 x pjas 16'-11'--b 14'-8" b 13'-1" b - b 8'-11" b. 10'4" b 9'-9" b X 20'-11" b 18'-1" b 16'-2" b b 25'-5" .. -- b 22'-9" b 20'-9'-11' --- - 13'-8" 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" 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" wl 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'-0" 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" b 29'-7" b 27'-5" b 25'-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'x' b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 37. b -- ----o- -- ----••••--•.•�.••a•v� vane. u.on w min, aero wnverslon taoie TA on fne 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". distance from upright to center of brace to beam 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 Q 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 WINOZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: (3118) 787.4774 FAX: (3118) 767-&W PAGE ,p p ® COPYRIGHT 2004 1 "SH NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT• P.E. Tributary Load Width 'NV'= Upright Spacing Snap Sections 3'-0" 4'-0" 5'-0" 1 8'-0" 1 7'-0" 8'-0" 9'-0" Allowable Height'H' / bending'b' or detlection'd' 2" x 2" x 0.044" 9'-11" b 8'-7" bi T-8" b 7'-0" b 6'-6' b 6'-1' bi 5'-9" b 2" x 3" x 0.045" 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'-T 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". • V- amu... ,tip L._1_1.- -• '-� 29'-5" . ... b 25'-5" .. -- b 22'-9" b 20'-9'-11' --- - b 16'-11' b -- ----o- -- ----••••--•.•�.••a•v� vane. u.on w min, aero wnverslon taoie TA on fne 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". distance from upright to center of brace to beam 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 Q 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 WINOZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: (3118) 787.4774 FAX: (3118) 767-&W PAGE ,p p ® COPYRIGHT 2004 1 "SH NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT• P.E. SCREENED ENCLOSURES SECTION 1 Table 1.2 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) " A. Sections Facfon—1 Tn 91.— With r1ino Hollow Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 4'-0" 4'-6" 5'-0" 5'-6" 6'-0"---[ Allowable Span 'L' / bending 'b' or deflection 'd' Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" T-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 T-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 T-11" d T-8" d 7-5" d T-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 T-8" b 9'-3" b 8'-9" b Snap Sections 3'-6" 1 Tributary Load Width 'W'= Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6--0-- '-0"Allowable Span V/ bending 'b' or deflection 'd' Allowable Allowable Span V/ bending 'b' or deflection 'd' c x Y" x 0.044 8'-5" d 8'-1" dT -9" 7'-6" d T-3" d 7'-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-8" 10'-4" d 9'-11" b 9'-6" b jd 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 13'-6" 12'-9" b 12'-2" b 1 11'-8" bi 11'-1" b B. Sections Fastened Through Beam Webs Into Screw Bosses Tributary Load Width 'W'= Purlin Spacing 3'-6" 1 4'-0" 1 4'-6" 5'-0" 5'-6" 6'-0" 6'-8" Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11' bj 10'-2" bj 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-4" b 7'-11" b Tributary Load Width 'W' = r1in Snacino Hollow Sections 3'-6" 4'-0" 1 4'-6" 1 5'-0" 6" 6'.8" Allowable Span 'L' l bending o 9'-2" b 8'-7" b 8'-1" b 7'-8" b 1" b 6'-7" b 2*'x 2" x 0.055" 9'-11" b 9'-4" b 8'-10" b 8'-4" b T- 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 Snap Sections Tributary Load Width 'W'= Purlin Spacing 3'-6" 1 4'-0" 1 4'-6" 5'-0" 5'-6" 6'-0" 6'-8" Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11' bj 10'-2" bj 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-4" b 7'-11" b 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 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. 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) 767.65W ® COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-57 SCREENED ENCLOSURES SECTION 1 Table 1.6 Minimum, Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing Beam Upright . Minimum Purlin, Girt Deck Notes Minimum Number of Screws* Beam Stitching Size Size & Knee Brace Size" Anchors • #8 x'A" #10 x V #12x'/." 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 La 8 6 4 #10 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 La" 10 8 6 #10 2" x 6" 2" x " 2" x 2" x 0.044" 4 Partial Lap 10 8 6 #10 _ 2" x 2" x 0.044" 4 Partial Lap 14 12 10 #12 X0 x 2" x 3" x 0.044" 6 Partial Lap 1 16 14'. 12 #14 2" x 9" 2" x 6" 2" x 3" x 0.045" 1 6 Partial La 18 16 14 #14 2" x 9"" 2" x 7" 2" x 4" x 0.050" 8 Partial La 20 18 16 #14 2-x 10" 2" x 8" 2" x 4" x 0.050" 10 Partial La 20 18. 16 #14 Screw Size Minimum Distance and 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" x0.224" 1/8" = 0.125" #14 or 114" 3/4" 1-1/2" 2" x 9" x 0.082" x 0.306" 1/8- = 0.125" 7/8" 1-3/4" 2" x 10" x 0.092" x 0.369" 114" = 0.25" 3/8' 3l8" 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 112 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 are plates 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. 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 Alu um 60 3 T-0 . 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 (3j #10 x 1/2" EACH SIDE To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H -Channel With (4) 3l4" long screws (size to be determined by beam size, see tab ee a er 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: (388) 787-4774 FAX: (386) 767-6556 © COPYRIGHT 200 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-61 SECTION 1 I I SCREENED ENCLOSURES 2"x4"O.R2"x6" _ SELF MATING BEAM 1" x 2" SNAP SECTIONS ATTACHED TO 2"x 2"W/ #10 x 1-112" 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 MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) _ �I .01 er i i � I QAL-- ----- ® ® -1 ALTERNATE FLAT ROOF SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.513) 2" x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP) 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: (388) 767$558 PAGE ® COPYRIGHT 2004 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES L"M A 0 SUPER OR EXTRUDED GUTTER SECTION 1 SPACING / 2 + SPACING / 2 — BEAM SET SPACING — SPACING / 2 moi`- SPACING / 2 — BEAM SET SPACING — STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8"= V-0" I ALTERNATE TRANSOM I UPRIGHT 2" x _" x 0.050" STRAP EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP (SEE SECTION 9) . 2" S.M.S. OR LAG SCREWS (SEE SECTION 9) SUPER OR EXTRUDED GUTTER ANGLE OR RECEIVING CHANNEL (SEE SECTION 9 FOR DETAILS) SELF MATING BEAM MAX. DISTANCE FROM FASCIA (SIZE VARIES) TO HOST STRUCTURE WALL BEAM CAP 24" WITHOUT SITE SPECIFIC SCREW PATTERNS MAY VARY ENGINEERING (SEE TABLES OR NOTES FOR SIZE AND NUMBER OF SCREWS) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3"= 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CNIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 7678558 I PAGE I ® COPYRIGHT 2804 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-21 I� I SECTION 1 SCREENED ENCLOSURES ®® e 45°t W W Z,W W Z d Q BEAM - SCREEN ROOF a g > 0.050"H -CHANNEL LIJ z OR GUSSETS _ I® HOST STRUCTURE SCREENED ENCLOSURES ®® e 45°t LENG OF KNEE B E / d I® HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND " `O g FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER �----- COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN �- (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS ra C ®All SUPER OR —1� ® EXTRUDED MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7878558 PAGE ® pp COPYRIGHT 2004 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. L_._ SCREENED ENCLOSURES SECTION 1 odow, I I I I& V 11 N r\ I I -i I TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K -BRACING K -BRACING (IN WALLS) (IN WALLS) EACH DIAGONAL TO BE 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) AT CORNERS (TYP.) (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/8"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER . DEVELOPMENT CONSULTANT P.O. BOX 214388. SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7878558 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-39 HOST STRUCTURE O ELEMENTS BRACED BY PANELS / ELEMENTS DIAGONALS UNBRACED BY HOST STRUCTURE TO BE BRACED ALTERNATE BRACING BY. DIAGONALS IN - - - PATTERN, CORNER BRACES PERIMETER PANELS (MIN.) STILL REQUIRED ELEMENTS BRACED BY HOSTQ CABLE OR K -BRACING STRUCTURE CONNECTION (IN WALLS) BEAMS AND / OR PURLINS OZ � J LU m� � I odow, I I I I& V 11 N r\ I I -i I TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K -BRACING K -BRACING (IN WALLS) (IN WALLS) EACH DIAGONAL TO BE 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) AT CORNERS (TYP.) (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/8"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER . DEVELOPMENT CONSULTANT P.O. BOX 214388. SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7878558 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-39 SECTION 1 SCREENED ENCLOSURES CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA 3/32" 233 Sq. Ft. / PAIR OF CABLES 1/8" 445 Sq. Ft. / PAIR OF CABLES ' TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8'x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50% (8'x 20') = 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft.. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER I SIDE WALL CABLE " 3/32" ONE PER 233 Sq. Ft. OF WALL 1/8" 1 ONE PER 445 Sq. Ft. OF WALL " SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for free standing pool enclosures use 100 % of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214388, SOUTH DAYTONA, FL 32121 TELEPHONE: (388) 787.4774 FAX: (388) 787$558 PAGE i0 0 COPYRIGHT 2004 1-40 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. L.__ SCREENED ENCLOSURES i) #10 S.M.S. (MIN x 1-1/2" x 8" FLAT SECTION 1 0.125" PLATE OUT ON 45° ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION STAINLESS STEEL (SEE TABLE) o PERIMETER FRAMING L MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3"= 1'-0" A ALTERNATE: USE (1) 1/4"x 1-1/4" FENDER WASHER EACH \ ®�j IDE OF FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) #10 x_ 3/4" S.M.S. EACH SIDE FOR CABLES MIN. (2) CL AMPS REQUIRED ( I I 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) 767.6558 Q COPYRIGHT 2004 PAGEq NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-41 SCREENED ENCLOSURES STAINLESS STEEL CABLE CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-41 FOR NUMBER OF CABLES REQUIRED SECTION 1 125" ANGLE /2" CONCRETE FROM EDGE OF )) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 213 SCALE: 3" =1'-0" SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR 3132" CABLE AND 594# FOR 118" �� CABLE, FOR 3/32" CABLE (1) 2 1/4" x 1-1W CONCRETE ANCHOR (MIN.) Q 5d MIN. o� a \ 5d (MIN.) 5-1/2° (6' NOMINAL) u SLAB (MIN.) �•�i 5d (MIN.) �J Z2500 P. ONCRETE Wx 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: 3" =1'-0" Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214388, SOUTH DAYTONA. FL 32121 TELEPHONE; (388) 787.47/4 FAX: (388) 7874M ® COPYRIGHT 2004 PAGE NOT TO BE REPROOUCEO IN WHOLE OR W PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P.E. 1-43 .SECTION 1 SCREENED ENCLOSURES SCREEN 'd' VARIES 4" SHOW 1"x 2" O.B. BASE PLATE (TYP.) SECONDARY ® ®� 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 - I e e S.M.S. (SEE SCHEDULE NEXT PAGE) ° c e CONCRETE ANCHOR . ° °• (SEE SCHEDULE NEXT PAGE) ° a . NOTE: DETAIL ILLUSTRATES TYPICAL 2"x 4"• S.M.B. COLUMN 2" 5d CONNECTION MIN. (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES r 2" x 2" x 0.063" PRIMARY ANGLI EACH SIDE #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE NEXT PAGE) 5d` MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 ' 5d DISTANCE 1/4" 1-114" 3/8" 1-7/8" GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN (2) #10 x 3/4" S.M.S. EACH SIDE PRIMARY 2"x 2"x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) 4_ ° ° a d .. O [ A 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (MAX.) 6" (MAX.) MAX. SPACING 24" O.C. 3000 P.S.I. CONCRETE 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 214388, SOUTH DAYTONA, FL 32121 TELEPHONE: (388) 787-4774 FAX: (388) 767-6558 PAGE Q COPYRIGHT 2001 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3"= 1'-0" 1" x 2" EXTRUSION ANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9' 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 ASONRY ANCHOR @ 6" EA. MIN. 3-1/2" SLAB 2500 P.S. IDE OF POST AND @ 24" O.C. CONC. 6 x 6 - 10 x 10 W.W.M. p MAX. SELECT CONCRETE OR FIBER MESH CONC. ANCHORS FROM SECTION 9 4 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 10# / Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (388) 767.4774 FAX: (386) 767$5x8 PAGE Q @ COPYRIGHT 2004 1-48 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. SCREENED ENCLOSURES CONCRETE DECK EDGE 2"x 2" PRIMARY ANGLE VARIES 5d (MIN.)" SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN 2-1/2" (MIN.) Total Concrete Anchors Total #10 x 314" S.M.S. — — — — 6 SECONDARY 2"x 2"x 0.063" (4)1/4- 8 2 x 6 (4)1/4- 10 2 x 7 ANGLE (SEE SECONDARY 12 BOLT 0 ' Sd DISTANCE 6)114" 14 2 x 9 6)1/4" �- ANGLE ANCHOR SCHEDULE 2 x 10 1/4" 1-1/4" 18 ® ® AND SECTION 9) 3/8" 1-7/8" 1" x 2" O.B. BASE PLATE (TYP.) ® ® CONCRETE ANCHORS INTO PRIMARY AND SECONDARY ANGLES #10 x 3/4" S.M.S. (TYP.) S.M.S. STITCHING SCREWS 2 " x S.M.B. COLUMN @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) TOP VIEW POST TO DECK DETAIL SCALE: 3"= V-0" Secondary Anchor Schedule Column Size S.M.B. or S.B. Total Concrete Anchors Total #10 x 314" S.M.S. 2 x 4 (4)1/4- 6 2 x 5 (4)1/4- 8 2 x 6 (4)1/4- 10 2 x 7 (4)1/4- 12 2 x 8 6)114" 14 2 x 9 6)1/4" 16 2 x 10 10) 114" 18 Notes: 1. See Section 9 for additional anchor information. 2. Secondary anchor schedule applies to side walls with uprights that are 2" x 5" and larger. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767$558 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. 1 'S1 Is 70* 17 7,4 7 k X