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HomeMy WebLinkAbout101 Venetian Bay CirPermit # : �`� 0 Job Address: _10 1 Description of Work: Historic District: a Zoning: _7 7-- -� RECEIVED CITY OF SANFORD PERMIT APPLICATION45/oG 2005 Date: Value of Work: $ _T` l V V Contractor Name S o_ j bd) Phone & Fax: Bonding Company: Address: Mortgage Lender: Address: Address: Address: f ll C.� f f )•, 50 6( ( e 12,09q4. 4. p e 1 r_ e — Stat/e�L/ic�ense Number: -7 10 c1 0 Contact Person: Phone: 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 terrify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laevs re; ,icing construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR. TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR. Aht 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 ter management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the . x-/15105 Si Lure of Own /Agent Date A Tau Pi bawad / Print Ownel/eent's Name � t,U r .. Lani Rae Brandon Signature of Notary -State of Flo . My Commis ttnd) ?5t Expires August 04, 2006 Owner/Agent is Produced ID Personally Known to Me or APPLICATION APPROVED BY: Blde' 0 Zoning: (Initial & Date) Special Conditions: Zf Florida ien L , FS 713. /0-5 ,-, 5 I /Agent Date Emui n Name 5/ /o5 :ure of Notary -State of Florida Date Contractor/Aeent is /Personally Known to Me or Produced ID Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) 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 #: d3' I t/ v v 1V _ �0� - ® — 000 0 _ (Attach Proof of Ownership & Legal Description) Owners Name & Address:ddress: Ta"r, WOe I 1 J D J VCpnP/1 ((1.y1 AtIA�1 ( i rr l e So,()-fbr-(J /j 3a 7 3 ! Phone: g v � — Contractor Name S o_ j bd) Phone & Fax: Bonding Company: Address: Mortgage Lender: Address: Address: Address: f ll C.� f f )•, 50 6( ( e 12,09q4. 4. p e 1 r_ e — Stat/e�L/ic�ense Number: -7 10 c1 0 Contact Person: Phone: 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 terrify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laevs re; ,icing construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR. TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR. Aht 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 ter management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the . x-/15105 Si Lure of Own /Agent Date A Tau Pi bawad / Print Ownel/eent's Name � t,U r .. Lani Rae Brandon Signature of Notary -State of Flo . My Commis ttnd) ?5t Expires August 04, 2006 Owner/Agent is Produced ID Personally Known to Me or APPLICATION APPROVED BY: Blde' 0 Zoning: (Initial & Date) Special Conditions: Zf Florida ien L , FS 713. /0-5 ,-, 5 I /Agent Date Emui n Name 5/ /o5 :ure of Notary -State of Florida Date Contractor/Aeent is /Personally Known to Me or Produced ID Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) EWING CONSTRUCTION SERVICES SO 0h (d , Florida Mau , 2005 I, Ben James Ewing, give power of attorney to TQS51CGtfor the purpose of Obtaining a building permit to construct a pool enclosure on Lot 6_ in subdivision. Address: 10I Q ]b 6 The foregoing instrument was acknowledged before me this 15 day of , 2005 by S J,X ru l ani Rae Brandon :4. My Commission DD123857 �p a; Expires August 04, 2906 Seminole County Property Appraiser Get Information by Parcel Number Pag, http://www.scpafl.org/pls/web/re web.seminole—county_title?PARCEL=23193050200000... 4/15/2005 DAVIDsOHNsom CRAB ASA SMINOLE'COUNTY F - Clot E`H7�tsrsT SANFORD, FL 327 alt •1468 40'i •i5=i5�ae 2005 WORKING VALUE SUMMARY GENERAL Value Method: Market 23-19-30-502-0000- Number of Buildings: 1 Parcel Id: 0670 Tax District: Sl-SANFORD Depreciated Bldg Value: $132,964 Owner: BROWNELL JARON L Exemptions: 00- Depreciated EXFT Value: $0 & MICHELLE L HOMESTEAD Land Value (Market): $31,500 Address: 101 VENETIAN BAY CIR Land Value Ag: $0 City,State,ZipCode: SANFORD FL 32771 Just/Market Value: $164,464 Property Address: 101 VENETIAN BAY CIR SANFORD 32771 Assessed Value (SOH): $164,464 Subdivision Name: VENETIAN BAY Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $139,464 Tax Estimator 2004 VALUE SUMMARY SALES Tax Value(without SOH): $533 Deed Date Book Page Amount Vac/Imp 2004 Tax Bill Amount: $533 WARRANTY DEED 09/2004 05588 1916 $186,300 Improved Save Our Homes (SOH) Savings: $0 WARRANTY DEED 11/2003 05091 0407 $3,476,000 Vacant 2004 Taxable Value: $26,000 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND Land AssessLand Unit Land LEGAL DESCRIPTION PLAT Method Frontage Depth Units Price Value LOT 67 VENETIAN BAY PB 63 PGS 84 - 88 LOT 0 0 1.000 31,500.00 $31,500 BUILDING INFORMATION Bid Year Base Gross Heated Bid Est. Cost Type Fixtures Ext Wall Bit SF SF SF Value New Num Bit 1 SINGLE 2004 9 1,848 2,310 1,848 CB/STUCCO $132,964 $133,632 FAMILY FINISH Appendage / Sgft OPEN PORCH FINISHED/ 21 Appendage / Sgft GARAGE FINISHED / 441 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 our next ear's property tax will be based on JusUMarket value. http://www.scpafl.org/pls/web/re web.seminole—county_title?PARCEL=23193050200000... 4/15/2005 --1) 11'.''`�anrlort 72ov Irl F 3�a-o94d OP��10 .; Permit State of Florida County of . tminollt NOTICE OF COMMENCEMENT Tax Folio No. � 3✓' q - 30 ` % - jy()o -- d 6 7o 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. iption of property. (le al description of the property and street address if available) 2. General description of improvement: 3. Owner information a. Name and address 16 L. V?V!P f7 ki (LN 1'+I- 500 brr! FL 3d711 b. Interest in property c. Name and address of fee simple titleholder (if other than Owner) 4. Contractor a. Name and address b. Phone number 5. Surety a. Name and address R1 b. Phone number _ c. Amount of bond Lender a. Name and address Eyo- _ 00-n5 , 'W ui(es }N -7109g 1 L Fax number Sq Fax number b. Phone number Fax number 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 8. In addition to himself or herself, Owner designates Fax number of 713.13(1)(b), Florida Statutes. to receive a copy of the Lienor's Notice as provided in Section a. Phone number Fax number 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) Si ature of Owner Sworn to (or affirmed) and subscribed before me this day of rl I 120 Q J by Don &Dwne 11 I loll !lNIN�p1��ININOIM���ig1���i1�� Personally Known / OR Produced Identification Type of Identification Produced t ct4 t Si a e of otary Public, State of Florida Commission Expires: rt,,' Lani Rae Brandon s My Commission 00123857 44 wd� Expires August 04.2M CERTIFIED COPY MARYANNE MORSE CLE OF IRCUIT COURT SEM DL Y, F'RID B E TY CLERK QY 5 200 M ARYM NMi CLERK OF CIRCUIT CUT SEMINOLE COUNTY BK 05713 1=tG 1 EAG 1 CLERK'S # 2005074356 WCORDED OW05/M 12-109146 FMO RECORDINE FEES 10.00 RECORDED BY t holden I" 0 SCREENED ENCLOSURES "'ERMIT f!� 1 N ,.: I �It.I�I�II�I�IItJI� SECTION 1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE (OPTIONAL) CABLE CONNECTION GIRT (TVP) (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 K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) 1" x 2" (TYP.) H t RISER WALL WHERE UIRED _INS (TYP.) TONAL ROOF BRACING SCHEMATIC SECTION 1) _E BRACING TYPICAL DOME ROOF - ISOMETRIC METER WALLS FRAMING TABLES 1.3 AND 1.4) SCALE: N.T.S. 0 CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 _3 i 1'X2`XI/9, ANGLC [1R I -FLA-( BAR F�,­fv-PTV t! 5/16 "4P cur sEC:rtola FRO14 wVLIJI-I] \ O 71/ LAP DEAM EYE D[ILT W I I I - IU LA. i110 X 3/4' SF1S 2 Encl1 oVFIZ 1)IJlJllt_E 1_(IC1['F_U CABLE 1/4` SLE -EVE ANCHORS HR 1/4-1l1PC011s I d `I r- ----- -- -- . . . _- .- . - -- - MR SCREENED ENCLOSURES IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS HOST STRUCTURE ROOFING 2" LAG SCREWS (SEE SECTION 9 FOR SCREW SIZE) 2" STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 ALTERNATE LAG SCREW AND FERRULE 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE OF BEAM AND SUPER OR EXTRUDED GUTTER FASCIA AND SUB -FASCIA 00 00 00 00 SECTION 1 NOTE: MINIMUM POST SIZES ARE REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) SELF -MATING BEAM (SEE TABLE 1.1 OR 1.8) 2" x 3" COMPOSITE EAVE GIRT FASTENERS SIZE, NUMBER AND PATTERN (SEE TABLE 1.6) POST SIZE (SEE 1.3 OR 1.6) SOFFIT ® SUPER OR (D EXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCTURE - WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 5 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£556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-29 SECTION 1 SCREENED ENCLOSURES MINIMUM POST-SIZES REQUIRED FOR EACH BEAM -SIZE (SEE.-TABLE 1.6) 2"x4"OR2"x6" SELF MATING BEAM *PM 1" x 2" SNAP SECTIONS 2ol ATTACHED TO 2"x 2" W1 — — — — — — — - - —i #10 x 1-1/2" S.M.S. @ 24" O.C. _ -- OR CONTINUOUS SNAP i SECTIONS OR 2"x 3"(4) SPLINE GROOVE SECTION 1"x 2" OPEN BACK FASTENED ®® TO POST W/ (2) #10 x 1-1/2" ALTERNATE FLAT ROOF S.M.S. SELECT FASTENER SIZE, NUMBER AND PATTERN ATTACH 2"x 2" PURLINS TO (SEE TABLE 1.6 & 9.5A OR 9.5B) SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO 2" x 3" HOLLOW OR SNAP SCREW BOSSES 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: (386) 767-6556 PAGE © COPYRIGHT 2004 1-8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P E. SCREENED ENCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing SECTION 1 Beam Size Upright Size Minimum Purlin, Girt Deck & Knee Brace Size" Anchors Notes. Minimum Number of Screws' #8 x'/." #10 x'/z" #12 x %" 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 #10 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 1 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 Lap 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 1 #14 Screw Size Minimum Distance and Spacing of Screws Edge To Center Center To Center Gusset Plate Thickness 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" 1 2" x 9" x 0.082" x 0..306" 1/8" = 0.125" 5/16" 7/8" 1 1-3/4" 2" x 10" x 0.092" x 0.369" 1 1/4" = 0.25" 3/8" 1"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. 12. For girt size use upright size (i.e. 2" x 6"). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0.044". Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T-6 Brace Length Extrusion Anchoring System 0' - 2'-0" 2" x 2" x 0.044" 2" H -Channel With 3) #10 x 1/2" EACH SIDE To 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. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E. 1-61I i LAWRENCE E. BENNETT, P. E. CIVIL & STRUCTURAL ENGINEERING p, O. BOX 214368 SOUTfi DAYTONA, FLORIDA 32121 PHOiVE # (� a� ,-767-656 lebpe@bellsouth.net Website @ http://www-lebpe-com To: WHOM TT MAY CONCERN Re: "Aluminum Structures Design Manual" page 1-59 Dear Building Offices & Contractors This is to certify, that I have reworded Note # 8 of Table 1.6 to read "All beam to upright connections for 2"x 7" beams or used shall hove an internal or externplates are gusse plate, except when a knee brace is required for mansard, gable and all splice connections- This onnections"This note will be included in the next printing of the manual. This change is effeztive immediately and retroactive to jobs that have used knee braces. ifyou have any questions please fax them to me. 166r, , y EP 2 6 2003 9 21 SCREENED ENCLOSURES SCREWS OR THRU-BOLTS (SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SECTION 1 s POST SIZE 2" x 4" MAX. MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SIDE WALL POST TO PLATE TO CONCRETE DETAIL 2" x 2" x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS SCALE: 3" = 1'-0" POST SIZE 2" x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THROUGH ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER . DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-1774 FAX: (386)767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR. IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. -47 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 6x6 -10x10 WELDED WIRE MESH OR FIBER MESH CONCRETE SCREENED ENCLOSURES POST SIZE 2" x 4" ti SIDE WALL POST-TO+.PLATE TO CONCRETE DETAIL St SCALE: 3" 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. 2" x 2", 2" x 3" OR 2 HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-1/2 SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL HOLLOW POST TO BASE DETAI 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: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004., 1 �$ NOT To BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E. SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'-30'-00" North (Jacksonville, FL) Hollow Sections 3'-0" Tributary Load Width 'W'= Beam Spacing 1 4'-0" 1 5'-0" 6'-0" 1 7"-0" -1 8--0-- '-0"Allowable Span 'L' / bending 'b' or deflection 'd' Allowable Tributary Load Width W'= Beam Spacing 2" x 2" x 0.044" 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 9--0-- "-0"Allowable AllowableSpan 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-10" b 8'-7" b 1 T-8" b 6'-11" b I 6'-6" b b'-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" 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 T-8" b 12"x 4" x 0.050" 14'4" b 12'-8" b 11'-4" b 1 10'4" b 9'-7" b 1 8'-11" b 1 8'-5" b Self Mating Sections 3'-0" Tributary Load Width 'W'= Beam Spacing 1 4'-0" 1 5'-0" 6'-0" 1 7"-0" -1 8--0-- '-0"Allowable Span 'L' / bending 'b' or deflection 'd' Allowable 1 9'-0-- '-0"Allowable 2" x 2" x 0.044" 2" x 4" x 0.044 x 0.100" 19'-11" b 17'4" b 16-6" b 14'-2" b 13'-1" b 12'-3" b 11'-6'' b 2" x 5" x 0.050." x OAK! 24'-9" b 21'-5" b 19'-2" b 1T-0" b 16'-2" b 15;:2':._ 4 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 2T-11" b 24'-11" b 22'-9" b 21'-1" b 19'-9" 2" x 7" x 0.055" w/ insert 42'-10" b 3T-1" b 33'-2" b 30'-4" b 28'-1" b 26'-3" 2" x 8" x 0.072" x 0.224" 41'-7" b 36' 1" b 32'-3" b 29'-5" b 2T-3" b 25'-6" Mb 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" 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'4" b 35'-0" b 32'-5" b 30'11" 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" Snap Sections 3'-0" Tributary Load Width W' = Beam Spacing 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" AllowableSpan V/ bending 'b' or deflection 'd' 1 9'-0-- '-0"Allowable 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'-8" b 2" x 6" x 0.062" 31'-3" b 2T-1" b 24'-2" b 22'-1'' b 20'-5" b 19'-2" b 18'-0" b 2" x 7" x 0.062" 34'4" b 30'-1" b 26'-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" b Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have 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 purlin and one 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 'W' = 5-0" = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-65-% PAGE © COPYRIGHT 2004 1 "56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E. SECTION 1 SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # I sq. ft.' Hollow Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 9'-0" 3'-0" 4%0" 1 5'-0" 1 6%0" 1 7'-0" 1 8'4" 1 9'-0" Allowable Height 'H' I bending 'b' or deflection 'd' 2" x 2" x 0.044" 8'-4" b 7'-3" b 6-6" b T-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" T-1" b T-11" b 7'-1" b 6'-5" b 5'-11" b 5'-7" b 5-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b T-11" b T-5" b 6-11" b 6'-6" b 2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b T -T' b 7'42" In Self Mating Sections 3'-0" Tributary Load Width 'W.' = Upright Spacing _ 1 4'-0" 1 5%0" 1 6'-0" 7'-0" " V-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- J;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'-l", b 15'-10" b 14'-10" b 13'-11" b 2" x 7" x 0.055" x 0.120" 2T-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 1 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" b 29'-7" b 27'-5" b 25'-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1" b Snap Sections Tributary Load Width 'W'= Upright Spacing T-0" 1 4'-0" 1 5'-0" 1 6'-0" 1 T-0" 1, 8'-0" 9'-0" Allowable Height 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b T-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 T-10" b 7'-4" b 2" x 4" x 0.045" 15'-7" b 13'-6" b 12'-1" b 11'-0" b 10'-2" b . 9'-7" b 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 1T-3" b 16'-2" b 15-3" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'4" b 19'-3" b 17'-11" b 16'-11" b For allowable heights at wlna velocales oiner cndn icu mrn, aC= �nvc. a.�n .a. .� ...., r- ••• -•• for tables 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 AID/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA• FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 , 1-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P,E. 01 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 Fastened To Beams With Clios Hollow Sections 3'-6" Tributary Load Width W'= Purfin Spacing 1 6'-8" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 1 6'-0" 6--8- Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" T-8" d 7'4" d T-0" d 6'-9" d 6-6" b 6'-3" b 5'-11" b 2" x 2" x 0.055" 1 8'-1" d T-9" d 7'-5" d T-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 T-8" d T-5" d T-3" 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 2" x 4" x 0.050"' 12'-2" b 11'-4" b 10'-8" b 10'-2" b 9'-8" b 9'-3" b Snap Sections 3'-6" Tributary Load Width 'W'= Purlin Spacing 1 6'-8" 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' b 6'-7" b 2" x 2" x 0.044 8'-5" d 8'-1" d T-9", d T-6" d T-3" d T-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" bj 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 1 11'-8" b 11'-1" b R. Sections Fastened Throuoh Beam Webs Into Screw Bosses Hollow Sections 3'-6" Tributary. Load Width 'W' = Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" Allowable Span V/ bending 'b' or deflection 'd' 1 6'-8" 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b T-8" b T-4" b 6'-11" b 6'-7" b 2" x 2" x 0.055" 9'-11" b 9'-4" b 8'-10" b 8'-4" b T-11" b T-7" b T-3" b =x3.050' 12'-4" b 11'-7" b "10'-1.1" b 10'-4" b 9'-10" b 9'=5" b 8'-1 "' 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" 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-8" Allowable Span V/ bending 'b' or deflection 'd' 2" x'2" x 0.044" 10'-11" b 10'-2" bj 9'-7" b 1 9'-1" b 1 8'-8" b 1 87 b T-1 i" 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 purlin and one pudin 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) 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) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P E. 1 'ST SCREENED ENCLOSURES SECTION 1 Table 1.4 Allowable Post / Girt / 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.* Hollow Sections 3'-6' Tributary Load Width TV 4'-0" 1 4'-6" 1 T -O" 1 5'-6" 1 6'-0" Allowable Heights 'H'/ bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044" 6-10" d 6'-6" b 6'-1" b 5-9" b 5'-6" b 5-3" b 5-0" b 2" x 2" x 0.055" T-3" d 6'-11" d 6'-8" b 64" 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 T-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 T-5" b Snap Sections I Allowable Heights 'H'/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 1 T-6" d 1 T-2" d 1 6'-11" d 1 6'-8" b 1 6'4" b 1 6'-1" b I 5'-9" b . ___J T_ 0.._4_ T6.......6 Cid.. In/n Cn.nw Rneene Hollow Sections 3'-6' Tributary Load Width 'W' 4'-0" 4'-6" 1 5'-0" 1 5--6 T 6'-0" Allowable Heights 'H'/ bending 'b' or deflection 'd' 6'-8" I 2" x 2" x 0.044" T-9" b 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 T-1" b 6'-9" b 6'-5" b 6'-1" b 3" x 2".x 0.045" 9'-3" In T-8" b 8'-2" b T-9" b T-5" b T-1" b 6'-8" b 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9" b 8'13" b T-11" b T-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" 9'-2" b 8'-7" b 1 8'-1" b 1 T-8" b 1 T-4" b 1 T-0" b 6'-8" b *For allowable helgnis at wlna veloclues outer u,an 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. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE. (386) 767-4774 FAX: (386) 767-6556. PAGE © ,COPYRIGHT2004 r� NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E. 1 -SJ SECTION 1 SELF -MATING BEAM (SIZE VARIES) 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. TAIL CUT OFF BEAM (OPTIONAL) 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER GUTTER RECEIVING CHANNEL 2-1/8" x 1" W/ (2) #8 x 1/2" S.M.S. EACH SIDE OF BEAM SCREENED ENCLOSURES ® SUPER OR 3/4" FERRULE WITH 3/8" x 8" EXTRUDED LAG SCREWS @ EACH BEAM GUTTER MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION SCALE: 3" = V-0" 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1" x 2" OR 2" x 2" FOR SCREEN SELF -MATING 2" x _" x 0.050" STRAP @ BEAM EACH BEAM CONNECTION SUPER OR AND @ 1/2 BEAM SPACING W/ (SIZE VARIES) ® EXTRUDED (2) #8 x 1/2" S.M.S. PER STRAP GUTTER ANGLE, INTERIOR OR MAX. DISTANCE FROM FASCIA EXTERIOR RECEIVING ® TO HOST STRUCTURE WALL CHANNEL (SEE SECTION 9) 24" WITHOUT SITE SPECIFIC ENGINEERING SELF MATING BEANA CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-22 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P E: I SCREENEDENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY I PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" BEAM TO WALL CONNECTION: I w CARRIER BEAM C0Q (SEE TABLE 1.5) i)c oa FRAME WALL W/ MIN. (2) 3/8" x ATTACHED TO WALL W/ #10 x 2" LAG SCREWS PER SIDE OR 2" S.M.S. @ 16" O.C. TO CONCRETE W/ (2) 1/4" x 2-1/4" ANCHORS OR MASONRY ® WALL ADD (1) ANCHOR PER MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY I PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" (SELECT FASTENERS FROM o G ® ALTERNATE CONNECTION: SECTION 9 TABLES) a_ ® (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" ® INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8" x 2" LAG PRIMARY OR MISC. FRAMING SCREWS OR TO CONCRETE BEAM (SIZE PER TABLES) OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-0556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNE1 P. E. 1-3% m BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ALTERNATE: \ ANGLES ATTACHED TO WOOD 1" x 2", 1" x 3" OR 2" x 2" FRAME WALL W/ MIN. (2) 3/8" x ATTACHED TO WALL W/ #10 x 2" LAG SCREWS PER SIDE OR 2" S.M.S. @ 16" O.C. TO CONCRETE W/ (2) 1/4" x 2-1/4" ANCHORS OR MASONRY ® WALL ADD (1) ANCHOR PER ui r - SIDE FOR EACH INCH OF BEAM HOST STRUCTURE MASONRY ` _� = Co DEPTH LARGER THAN 3" OR FRAMED WALL ® < (SELECT FASTENERS FROM o G ® ALTERNATE CONNECTION: SECTION 9 TABLES) a_ ® (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" ® INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8" x 2" LAG PRIMARY OR MISC. FRAMING SCREWS OR TO CONCRETE BEAM (SIZE PER TABLES) OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-0556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNE1 P. E. 1-3% m Section 1 Design Statement: The structures designed for Section 1 are framing systems with screen roofs & walls and are considered open structures with a negative internal pressure coefficient of 0.00. The design loads used are from Chapter 20 of the 2004 Florida Building Code. The loads assume a mean roof height of less than 30'; roof slope of 0° to 20°; 1 = 0.77. All, loads are based on 20 / 20 screen or larger. Wall heights may be increased when using 18 / 14 screen. All pressures shown in the below table are in PSF (#/SF). General Notes and Specifications for Section 1 Tables: SECTION 1 Design Loads for Structures wi+h Qrroan Rnnf )L Walls Wind Velocity Exposure 'B' Roofs Walls Note 1 Note 2 Exposure 'C' Roofs Walls Note 1 Note 2 100 M.P.H 10 10 10 13 110 M.P.H 10 11 10 16 120 M.P.H 1 10 14 10 19- 123 M.P.H 10 14.6 10 19.9 130 M.P.H 10 16 10 22 140 M.P.H 10 18 10 26 150 M.P.H 10 21 10 30 Note 1: per Table 2002.4 or paragraph 1606.1.2 Note 2: Multipliers for'C' exposure catagory are for wall loads only. Conversion Table 1A Wind Zone Conversions for Screen Wall Frame Members Only nu -JI-A -7--- +n rUl—r- i=vnneurP 'R' Wind Zone MPH Applied Load #1 Sq. Ft. Deflection 'd' Bending 'b' 100 10 1.12 1.18 110 11 1.08 1.13 120 14 1.00 1.00 123 15 0.99 0.98 130 16 0.96 0.94 140 18 0.92 0.88 150 21 0.87 0.82 Note: Multipliers are for wall loads only. 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