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HomeMy WebLinkAbout103 Wilson Bay CtOk • &<�(( CITY OF SANFORD PERMIT APPLICATION RECEIVE® Permit #: y Job Address:t Description of Work: Historic District: Date: 1 0 2009 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 #: -' 02 (Attach Proof of wnership & Legal Description) ^� (/ Owners Name & Address: r i.i`j /Pl>�i65 L3d`7( ]" Phone: / / Contractor Name & Address:8 , T- ,Q State License Number: l..GC-o.5367 t^p-T Phone & Fax: I f �"I - (o q g / 78 Contact Person e_ T hn c, Phone: q 07 6 ` k Z(-),4 Bonding Company: Address: Mortgage Lender: ^� Address: Architei t/E'ngineer: Phone: Address:3�—I 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 this county, and there may I Acceptance of of > of this permit, there may be additional restrictions applicable to this property that may be found in the public records of permits required from other governmental entities such as water management districts, state agencies, or federal agencies. I will notify the owner of the property of the Date Print Owner/Agent's ame , � rrrr�- Signature of Notary -State of Florida Date J9.40% Eric Heileson J9• flAy Commission DD317772 Owner/Agent is _ rsonally Kn a Ekores July 09, 2008 Produced ID APPLICATION APPROVED BY: Bldg: Zoning: (!nidal & Date Special Conditions: ure ts o ion Lie Signature of Contractor/Agt t A Print ont actor/Agent's Name Signature of Notary -State of Florida Date NM B;AAN�/i,� • o`ober252 jA�•: #DD 255071 Contractor/Agent isPersonally Known to Me or //'-I��1 11111 O\\% \\ —Produced ID Utilities: FD: (1ni:ial Date) (Miliai a Date) (initial & Date) M Illi lnslrumc I t'rch21cd Dy. r 6ierr AddrG« C Permit No. NO110E OF COh1hIENCEMENT STATE OF FloridaQV COUNTY OF sem11Le THE UNDERSIGNED hereby.gives notice. Brat Improvement will be mnde to certainreal property, and in accordance with Chapter 713, Florida Statutes, the following information Is provided In tills Notice of Commencement. 4. Description of property: (legal description of property, a d street address if available) 1. r tr- t wjo 5 ' 2. General d �� � � � rr I escription of improvement: SCREEN ENCLOSURE (� �� 3. Owner information a: Naine and address: 3? �P .® n9 s t:. YklAf fob i0L 32 ? I b. Interest in property: Owner/Buil der c. Narne and address of fee simple titleholder (if other than owner): ,4, Contractor: (name and address) Action Aluminum 698-S. Orange Blossom Trail V-Iorlando, FL 32805 5. Surety a. Nntne and address: b. Amount of d bon nS . 6. -Lender: (nanne and tiddress) 7. Persons within the StItc 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: (narnc and address) 8. 1n addition to himself, Owner designates the following person(s) to.recelve a copy of the Lienor's Notice as provided in� a 'on 713.13(1)(b), Florida Statutes: (name and address) 9. Expirntion cute of notice of commencement (the, expiration date is l year from the date of recorclinp unless n different date is specified) Swnrn to nrithuhscrihed before me this � day of -AU -14_, 2r 5 ( nature of w ct''_ elleson Owner's Name k�my ; L (Signntutc of Notaiy Public)' - My CornmisWn DD317772 a �cpu�s July 09, 2008 Owner's Address 3<" Notary's Name =--� Not;nry's Commission Expires: -- State of Florida, County pf ttv 4The fore olny Ir struinent was tt acknowledged before me this "' b� (date h em L. (name of,person acknowledging who is rersoha y know to rrM or leas- pro re _(type of Iden s lderitiflcatlun nncl who. i _- MRYANNE MIMI CLERK OF CIRCUIT CMIRT SEMTrJ E _ -- BK 0599, 1 z51 - CLERKS 0 . E'00519E,1 _'1 RECUDED 1111 82%M50 ph RECORDING FEES 18.W RECORDED BY L McKinley < ERTjF',FyD j�qARYI AN�C�OI'Y 'ti x• .-..�.:. GCFRK ar +�L'ii' COURT SEMINQt NN.,_FL9111DA nrP iTv CLERK NO110E OF COh1hIENCEMENT STATE OF FloridaQV COUNTY OF sem11Le THE UNDERSIGNED hereby.gives notice. Brat Improvement will be mnde to certainreal property, and in accordance with Chapter 713, Florida Statutes, the following information Is provided In tills Notice of Commencement. 4. Description of property: (legal description of property, a d street address if available) 1. r tr- t wjo 5 ' 2. General d �� � � � rr I escription of improvement: SCREEN ENCLOSURE (� �� 3. Owner information a: Naine and address: 3? �P .® n9 s t:. YklAf fob i0L 32 ? I b. Interest in property: Owner/Buil der c. Narne and address of fee simple titleholder (if other than owner): ,4, Contractor: (name and address) Action Aluminum 698-S. Orange Blossom Trail V-Iorlando, FL 32805 5. Surety a. Nntne and address: b. Amount of d bon nS . 6. -Lender: (nanne and tiddress) 7. Persons within the StItc 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: (narnc and address) 8. 1n addition to himself, Owner designates the following person(s) to.recelve a copy of the Lienor's Notice as provided in� a 'on 713.13(1)(b), Florida Statutes: (name and address) 9. Expirntion cute of notice of commencement (the, expiration date is l year from the date of recorclinp unless n different date is specified) Swnrn to nrithuhscrihed before me this � day of -AU -14_, 2r 5 ( nature of w ct''_ elleson Owner's Name k�my ; L (Signntutc of Notaiy Public)' - My CornmisWn DD317772 a �cpu�s July 09, 2008 Owner's Address 3<" Notary's Name =--� Not;nry's Commission Expires: -- State of Florida, County pf ttv 4The fore olny Ir struinent was tt acknowledged before me this "' b� (date h em L. (name of,person acknowledging who is rersoha y know to rrM or leas- pro re _(type of Iden s lderitiflcatlun nncl who. Seminole, County Property Appraiser Get Information by Parcel Number Page 1 of 1 0"a) JOHNSON. CFA. ASA PROPERTYel . APPRAISER SEMINOLE COUNTY FL k 1101E. FiRsT ST SAMFORD.FL32771.1468 Is] I LLA" LEI V .� 407-665-7506 Rl"17 I I I FFTTT-? 2005 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 22-19-30-503-0000-2440 Tax District: S1-SANFORD Depreciated Bldg Value: $0 Owner: CENTEX HOMES Exemptions: Depreciated EXFT Value: $0 Address: 385 DOUGLAS AVE STE 2000 Land Value (Market): $14,800 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Land Value Ag: $0 Property Address: 103 WILSON BAY CT SANFORD 32771 Just/Market Value: $14,800 Subdivision Name: PRESERVE AT LAKE MONROE UNIT 2 Assessed Value (SOH): $14,800 Dor: 00 -VACANT RESIDENTIAL Exempt Value: $0 Taxable Value: $14,800 Tax Estimator 2004 VALUE SUMMARY SALES 2004 Tax Bill Amount: Deed Date Book Page Amount Vacllmp 2004 Taxable Value: Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 244 PRESERVE AT LAKE MONROE UNIT 2 LOT 0 0 1.000 14,800.00 $14,800 PB 66 PGS 10 & 11 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem 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=22193050300002440&cbpar... 3/15/2005 ACTION ALUMINUM PRODUCTS, IC 2698 South Orange Blossom Trail Orlando, Florida 32805 hereby name and appoint Debra Johns to be my lawful attorney, in fact to act for me and apply to the Building Department fora kc-) I sc een permit to be performed at a location described as: Iso 1' 2-q q ini ?rcserve..� L cx k t. PIU► im-e , And to sign my name and do all things necessary to this appointment. David All n Johns CGC 053605 SUBSCRIBED BEFORE ME THIS 21 DAY OF OC7�bg-r 20.0— DNF�A�O Notary Nota as to Contractor My Commission ' ' D 255071 . od` ��••.�o �w. Sonded1\0 �`,• �'d/j"9i9�'•.a �Pobl�c Ucdac�'•OQ��,�` METRO ORLANDO (407) 648-9948 o Fax(407)648-9949 o BREVARD (407) 632-0264 o VOLUSIA (904) 252-7835 Naas, CENTEX POOLS & SPAS 102 WILSON y11' :► t:1 244 • • • n LK--KONROE O I z , cY I lY WITH 2 X 7 BEAN lY 1 1 m X 0 I ) X N I X (U I I V'4i zD 2 X 3 2 X 3 1 : r O I XZDN Im Im lxw r(xu 1 I(C>uu< 2 X 3 CD I N �D 1 X7721 —81-00 — z , cY I lY WITH 2 X 7 BEAN lY 1 1 m X 2 X 3 ) X N I X (U I I V'4i ow 2 X 3 3' CEBMPOSITE ROOF WITH 2 X 7 BEAN AND 2 - 3 X 3 COLUMNS 1 1 m 0 2 X 3 I I V'4i 2 X 3 ire �fflmllwmmllmlm lxw r(xu I(xu I(C>uu< OD N N LL 3 2 X 2 36'—U" 0 I N N I�TMI%L llwm 0 1 1 m 0 i I I V'4i kql'pm2mmql'p4 ire �fflmllwmmllmlm 8'-0' O I JOB No,PRMON244 s2 ©p,4{ Solid Boot IN1 fn Poo[- 67NCIOScc-RE ROOF OVER SYSTEMS SECTION 5 SCALE: 3" = 1'-0" Table 5.3 Structall Building Systems Inc. Snap & Lock® Composite Roof Panels Allowable Spans For Composite Roof Panals @ Various Loads for Roof Overs Manufacturers Proprietary Product: Aluminum Alloy 3105 H-14, H-28 Foam Core E.P.S. 1# Density 3" x 48" x 0.024" Panels Wind Region Maximum Allowable Span 1 & 2 3 4 Max Span Span Span Cantilever 100 M.P.H. 20'-4" 22'-9" 21'-11" 4'-0" 110 M.P.H. 18'-8" 20'-11" 20'-2" 4'-0" 120 M.P.H. 17'-5" ! 19'-5" 18'-10" 4'-0" 123 M.P.H. 16'-11" 18'-11" 18'-3" 4'-0" 130 M.P.H. 15'-11" 17'-9" 17'-2" 3'-11" 140 M.P.H. 12'-4" 13'-9" 13'-3" 0'-0" 150 M.P.H. 12'-4" 13'-9" 13'-3" 0'-0" 3" x 48" x 0.024" Panels Wind Region Maximum Allowable Span 1 & 2 3 4 Max Span Span Span Cantilever 100 M.P.H. 23'-5" 26'-2" 25'-3" 4'-0" 110 M.P.H. 21'-6" 24'-1" 23'-3" 4'-0" 120 M.P.H. 20'-0" 22'-5" 21'-8" 4'-0" 123 M.P.H. 19'-5" 1 21'-9" 21'-0" 4'-0" 130 M.P.H. 18'-3" 20'-5"19'-9" 18'-10" 4'-0" 140 M.P.H. 14'-2" 15'-10" 15'-4" 4'-0" 150 M.P.H. 14'-2" 15'-10" 15'-4" 3'-11" (Vote: Spans maybe Interpolated. 4" x 48" x 0.030" Panels Wind Region Maximum Allowable Span 1 & 2 3 4 Max Span Span Span Cantilever 100 M.P.H. 22'-3" 24'-11" 24'-1" 4'-0" 110 M.P.H. 20'-6" 22'-11" 22'-2" 4'-0" 120 M.P.H. 19'-1" 21'-4" 20'-7" 4'-0" 123 M.P.H. 18'-6" 20'-9" 1 20'-0" 4'-0" 130 M.P.H. 17'-5" 19'-6" 18'-10" 4'-0" 140 M.P.H. 13'-6" 15'-1" 14'-7" 4'-0" 150 M.P.H. 13'-6" 15'-1" 14'-7" 4'-0" 4" x 48" x 0.030" Panels Wind Region Maximum Allowable Span 1 & 2 3 4 Max Span Span Span Cantilever 100 M.P.H. 25'-8" 28'-9" 27'-9" 4'-0" 110 M.P.H. 23'-8" 26'-5" 25'-6" 4'-0" 120 M.P.H. 21'-11" 24'-7" 23'-9" 4'-0" 123 M.P.H. 21'-4" 23'-11" 23'-1" 4'-0" 130 M.P.H. 20'-1" 22'-5" 21'-8" 4'-0" 140 M.P.H. 15'-7" 17'-5" 16'-10" 4'-0" 150 M.P.H. 15'-7" 17'-5" 16-10" 4'-0" STRUCTALU Lawrence E. Bennett, P.E. FL # 16644 350 BURBANK ROAD, CIVIL ENGINEER - DEVELOPMENT CONSULTANT OLDSMAR, FLORIDA 34677 P.O. BOX 214368, SOUTH DAYTONA, FL 32121 NATIONWIDE 1-600-229-5257 TELEPHONE: (386)767-4774 LOCAL 8 1 3-855-2627 FAX: (386) 767.6556 FAX B 1 3-855-81 2B PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 5-25 4 y SECTION 1 SOLID COVER ATTA (PER SECT (2) #10 x 1/2" SUPER OR EXTR GUTTER ATTACHED TO WITH 2-1/2" LONG SELECTED FROM SEC" FOR BEAM SIZE SPAC 2, SCREENED ENCLOSURES BREAK FORMED OR EXTRUDED END CAP W/ n.ic.i n nTrn r'1N ROOF OR OOF PANEL. kN ROOF. ,EAK FORMED TRAP OR STRAP W/ (2) S. OR 1/4" THRU- ' PVC OR EQUAL 4" O.C. SECTION FOR ALLOWABLE SPANS OF SUPER OR EXTRUDED GUTTER AND CARRIER BEAM (SEE TABLE 1.10) DSION ID WASHER �.,, - (PER SECTION 9) NOTE: BEAM MAY BE ATTACHED TO SUPER GUTTER AND SOLID ROOF TO S.M.B. PROVIDED A STRAP OR 1/2" P.V.C. OR EQUAL FERRULE IS PROVIDED AT EACH BEAM. SUPER OR EXTRUDED GUTTER - SOLID ROOF /SCREEN ROOF COMBINATION 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) 767-65% PAGE © COPYRIGHT 2004 1-52 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 1 SCREENED ENCLOSURES Table 1.10 Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Side / Solid Roof Other Side Aluminum Alloy 6063 T-6 For Areas with Wind Loads 150 M.P.H. or Less and Latitudes Below 30°-30'-00" North Notes: 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans may be interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule 10'-0" -.4 1 12'-0" 1/2 Screen Roof Beam Span 1 14'-0" 1 16'-0" 1 18'-0" 1 20'-0" 1 22'-0" Beams And 5" Super Gutters 5'-0" 5'-0" 112 Solid Roof Beam Span 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 2" x 6" x 0.050" x 0.120" 11'-4" „b 10'-11" b 10'-7" b 10'-3" b 9'-11" b 9'-9" b 9'-6" b 2" x 7" x 0.055" x 0.120" 12'-1" b 11'-8" b 11'-4" b 10'-11" b 10'-8" b 10'-4" b 10'-1" b 2" x 7" x 0.055" wl insert 15'-3" b 14'-8" b 14'-3" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 2" x 8" x 0.072" x 0.224" 14'-10" b 14'-4" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 12'-5" b 2" x 9" x 0.072" x 0.224" 15'-11" b 15'-5" b 14'-11" b 14'-6" b 14'-1" b 13'-8" b 13'-4" b 2" x 9" x 0.082" x 0.306" 17'-4" b 1 16'-9" b 1 16'-2" b 1 15'-9" b15'-3" b 14'-10" b 14'-6" b 2" x 10" x 0.092" x 0.369" 20'-7" b 1 19'-11" b 1 19'-3" b 1 18'-8" b 1 18'-2" b 1 17'-8" b 17'-3" b Notes: 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans may be interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule Note: Maximum front wall height =I 0'-0" Use front wall width when determining number of s.m.s. for the side wall K -bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. 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 1.64q NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Number of #10 x 3/4" S.M.S. Required Maximum Wall Width = Corner Post @ Top Diagonals (K) per End Intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate 20'-0" 2 2 4 2 2 30'-0" 2 2 4 2 2 40'-0" 3 4 6 2 2 50'-0" 4 5 8 3 3 60'-0" 6 1 7 1 12 1 3 1 3 Note: Maximum front wall height =I 0'-0" Use front wall width when determining number of s.m.s. for the side wall K -bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. 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 1.64q NOTTO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SOLID ROOF PANEL PRODUCTS 1 SECTION 7 Table 7.1.3 Allowable Spans for Industry Standard Riser Panels for Various Loads Aluminum Alloy 3105 H-14 or H-25 3" x 12" x 0.024" 2 or 5 Rib Riser Panels Wind Region Open Structures Mono -Sloped Roof 1&2 3 4 span span span Screen Rooms & Attached Covers 1&2 3 4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang / Cantilever All Roofs 100 MPH 14'-5" 17'-10" 18'-2" 13'-7" 16'-9" 17'-7" 11'-1" 14'-2" 14'-5" 4'-0" 110 MPH 13'-11" 17'-10" 18'-2" 12'-7" 15'-7" 15'-11" 10'-4" 13'-4" 13'-7" 3'-11" 120 MPH 1 13'-3" 16'-4" 17'-7" 11'-8" 14'-11" 15'-3" 9'-9" 12'-6" 12'-9" 3'-9" 123 MPH 13'-0" 16'-1" 16'-5" 11'-6" 14'-8" 14'-11" 9'-8" 12'-4" 12'-6" 3'-8" 130 MPH 12'-7" 15'-7" 15-11" 11'-1" 1 4'-2" 14'-5" 9'-4" 11'-6" 11'-9" 3'-6" 140 MPH 10'-0" 12'-4" 12'-7" 10'-0" 1 12'-4" 12'-7" 8'-10" 10'-11" 11'-2" 3'-4" 150 MPH 10'-0" 12'-4" 12'-7" 10'-0" 12'-4" 12'-7" 8'-5" 10'-5" 10'-8" 3'-2" 3" x 12" x 0.030" 2 or 5 Rib Riser Panels Wind Region Open Structures Mono -Sloped Roof 1&2 3 4 span span span Screen Rooms & Attached Covers 1&2 3 4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang / Cantilever All Roofs 100 MPH 15'-7" 19'-3" 19'-8" 14'-8" 18'-8" 19'-1" 12'-5" 164" 15'-7" 4'-0" 110 MPH 15'-1" 19'-3" 19'-8" 13'-7" 17'-8" 18'-0" 11'-2" 14'-5" 14'-8" 4'-0" 120 MPH 14'-3" 18'-8" 19'-1" 13'-1" 16'-2" 16'-6" 10'-7" 13'-6" 13'-9" 4'-0" 123 MPH 14'-1" 18'-2" 1 18'-7" 12'-10" 15'-10" 16'-2" 10'-5" 13'-3" 13'-7" 3-11 " MPH 13' 7" '-10" '7" '-5" 5 -4" 18'-10" 14'-11" '-1130 3'-10 " 140 MPH 10'-10" 13'-4" 13'-8" 10'-10" 13'-4" 13'-8" 9'-7" 11-10" 12'-6" 3'-7" 150 MPH 10'-10" 13'-4" 13'-8" 10'-10" 13-4" 13 9'-1" 11'-3" 13'-11" 4'-0" 3" x 12" x 0.050" 2 or 5 Rib Riser Panels Wind Region Open Structures Mono -Sloped Roof 1&2 3 4 span span span Screen Rooms & Attached Covers 1&2 3 4 span span span Glass & Modular Rooms Enclosed 1&2 3 4 span span span Overhang / Cantilever All Roofs 100 MPH 18'-3" 22'-6" 22'-11" 17'-8" 21'-10" 22'-3" 14'-5" 18'-6" 18'-10" 4'-0" 110 MPH 18'-3" 22'-6" 22'-11" 15'-11" 20'-7" 21'-0" 13'-7" 17'-7" 17'-11" 4'-0" 120 MPH 17'-8" 21'-10" 22'-3" 15'-3" 19'-8" 20'-1" 12'-9" 15'-9" 16-1" 4'-0" 123 MPH 16'-5" 21'-3" 21'-8" 15'-0" 19'-3" 19'-8" 12'-7" 15'-6" 15'-10" 4'-0" 130 MPH 15'-11" 20'-1" 20'-6" 14'-5" 18'-6" 18'-10" 11'-9" 14'-11" 15'-3" 4'-0" 140 MPH 12'-8" 15'-7" 15'-11" 12'-8" 15'-7" 15'-11" 11'-2" 14'-4' 14'-7" 4'-0" 150 MPH 12'-8" 15'-7" 15'-11" 12'-8" 15'-7" f 15-11" 10'-8" 13'-8" 13'-11" 4'-0" Note: Total roof panel width = room width + wall width + overhang. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 I OCOPYRIGHT 2004 NOTAGE TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.PEI 7-29 9 January 01, 2005 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS ffl/-�E 10��� Re: Master File Engineering 2004 "ALUMINUM STRUCTURES DESIGN MANUAL" Dear Building Official/Plans Examiner, This is to certify that the following 'contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" for the year 2005. , This authorization also applies to contractor Master File Drawings, "ONEJOB ONLY" drawings-, or any "SITE SPECIFIC" drawings that I may furnish for the contractor. David A. Johns Action Aluminum Products, Inc. 2698 South Orange Blossom Tr. Orlando, FL 32805 Should you have a questions please contact me at your convenience. Sincere A - 5A, Lawr�fh'c'a B,6nndtt-'-P.E. #16644 ! �^0 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 V'= Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Span 'L' 1 bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 2" x 2" x 0.044" 9'-10" b 8'-7" bA8" 6'-11" b 6'-6" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 7'-7" b T-1" b 6'-7" b 6'-3" b 2" x 3" x 0.045" 13'-4" b 11'-7" 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 10'-4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" Tributary Load Width 'W'= Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" AllowableSpan V1 bending 'b' or deflection 'd' 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 15'-6" b 14'-2" b 13'-1" b 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" b 20'-3" b 18'-9" b 17'-6" b 16-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 27'-11" b 24'-11" b .22'-9" b 21'-1" b 19'-9" b 18'-7" b 2" x 7" x 0.055" w/ Insert 42'-10" b 37'-1" b 33'-2" b 30'-4" b 28'-1" b 26-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1" b 32'-3" b 29'-5" b 27'-3" b 25'-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45-1" b 39'-1" b 34'-11" b 31'-11" b 29'-6" b 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'-4" b 35'-0" b 32'-5" b 30'-4" b 28'-7" b 2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46'-1" b 42'-1" b 1 38'-11" b 36'-5" b 34'-4" b Snap Sections 3'-0" Tributary Load Width V'= Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Span V/ bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b 7'-8" b 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 27'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b 2" x 7" x 0.062" 34'-9" b 30'-1" b 26-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" b 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 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 pudin 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) 767.6556 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 BEAM -SCREEN ROOF J Z W Qa-Q �:2> WU= �2z0 cf-�w LENGTH K EBR HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SCREW SIZES) 2" STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 2" x 2" x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH LEG INTO POST BEAM CAP (SEE PAGE 1-22) OPTIONAL 3/8" LAG SCREW AND 3/4" FERRULE FASCIA AND SUB -FASCIA SCREENED ENCLOSURES 0.05" H -CHANNEL OR GUSSETS COMPOSITE 2 x 3 EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) s' FM SUPER _ . OR EXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 6 SCALE: 3" = 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 1-30 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. ® ® SCREEN ®® (MAY FACE IN OR OUT) ®® REQUIRED KNEE BRACE ® ® MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) ATTACHED NO MORE THAN 6" r ABOVE TOP OF GUTTER �W O¢ W ® U) s' FM SUPER _ . OR EXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 6 SCALE: 3" = 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 1-30 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES I SECTION 1 Table 1.2 Allowable Spans for Secondary'Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'-30'-00" North (Jacksonville, FL) A. Sections Fastened To Beams With Cli s Hollow Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 4'-0" 4'-6" 1 5'-0" T5'-6" 6'•0" Allowable Span 'L' / bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044" 7'-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" 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 1 10'-8" b 10-42" b 9'-8" b T-3" b 8'-9" b Snap Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" 5'-6" 6'•0" Allowable Span V/ bending 'b' or deflection 'd' 6'-S" 2" x 2" x 0.04.4 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 9'-11" b 9'-6" b 9'-0" b 2" x 4" x.0.045" 14'-8" d 14'-0" d 13'-6" d 12'-9" b 12'-2" b 11'-8" b 11'.1" b B. Sections Fastened Through Beam Webs Into Screw Bosses Hollow Sections 3'-6" Tributary Load Width NY = Purlin Spacing 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" Allowable Span VI bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1 " b 7'-8" b 7'-4" b 6'-11 " b 6'-7" b 2" x 2" x 0.055" 9'-11" b 9'-4" b T-10" b 8'-4" b 7'-11" bj T-7" b T-3" b 2" x 3" x 0.050" 12'-4" b 11'-7" b 10'-11" b - 10'-4" b 9'-10" b 1 9'-5" b 8'-11" b 2" x 4" x 0.050" 13'-7" b 12'-8" b 111'-1 V b 11'-4" b 10'- i 0"b 10'- +" b T-1.0" b Snap Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 6'-8" Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" b 10'-2" b 1 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-4" b T-11-; b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10n / 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 pudin 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" © COPYRIGHT 2004 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 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. ' 1-57 SECTION 1 SCREENED ENCLOSURES SCREEN I 'd' VARIES 4" SHOW i 1" x2" O.B. BASE PLATE (TYP.) I SECONDARY 8 ®I 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 - 8 S.M.S. (SEE SCHEDULE NEXT PAGE) d CONCRETE ANCHOR (SEE SCHEDULE NEXT PAGE) Q �' a NOTE: DETAIL ILLUSTRATES I, TYPICAL 2" x 4" S.M.B. COLUMN 2" 5d CONNECTION (MIN.) (MIN.) SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES 2" x 2" x 0.063" PRIMARY ANGL 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 114„ 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.) FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3" = V-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 IPAGE 1 _50 I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LA` "RENCE E. BENNETT, P.E. ° v e ° ° d r 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 I L i ANCHOR EMBEDMENT 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" = V-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 IPAGE 1 _50 I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LA` "RENCE E. BENNETT, P.E. SECTION 1 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 # / sq. ft.' Hollow Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'4" Allowable Height'H' 1 bending 'b' or deflection 'd' 1 9'-0" 2" x 2" x 0.044" 8'-4" b 7'-3" b 1 6'-6" b 5-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b 7'-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 7'-11" b 7'-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 7'-7" b b Self Mating Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Height'H' / bending'b' or deflection'd' 9'-0" 2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-1" b 11'-11" b 11'-1" b 10'-4" b 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-8" b 12'-10" b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-1" b 15-10" b 14'-10" b 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16-8" b .15'-9" b 2" x 7" x 0.055" 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 1 24'-10" b 1 23'-0" b 1 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 3'-0" Tributary Load Width 'W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'4" Allowable Height 'H' / bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-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 7'-10" b 7'4" b 2" x 4" x 0.045" 15'-7" b 13'-6" b 12'-1" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 2U-5" b 18'-8" b 17'-3" b 16'-2" b 15-3" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b 17'-11" b 16-11" b For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select upright length W. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTON& FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-58 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 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 -qIr)F WAI I SECTION 1 POST SIZE 2" x 4" MAX. MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = l'-0" 2" x 2".x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS SIDE WALL 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 ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 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. 1-47 SCREENED ENCLOSURES I SECTION 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 # I sq. ft." A. Sections As Horizontals Fastened To Posts With Clips Hollow Sections 3'-6' 1 Tributary Load Width "W' 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H't bending 'b' or deflection 'd' 1 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" 7'-3" d 6-11" d 6'-8" b 6'-4" b 6-0" b 5'-9" b 5-6" b 3" x 2" x 0.045" 7'-9" d 7'-5" d 7'-1" d 6'-10" d 6'-7" b 6'-4" b 5'-11" b 2" x 3" x 0.045" 9'-4" b , 8'-9" b 8'-3" b 7'-10" b 7'-5" b 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 Snap Sections I Allowable Heights 'H't bending 'b' or deflection 'd' 2" x 2" x 0.044" 1 7'-6" d 1 7'-2" d 1 6'-11" d 1 6'-8" b 1 6'-4" b I 5 b 1 5'-9" b B. Sections As Horizontals Fastened To Posts Through Side Into Screw Bosses Hollow Sections 3'-6'4'-0" Tributary Load Width 'W' 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" AllowableHeights 'H' I bending 'b' or deflection 'd' 6--8-- '-8"Allowable 2" x 2" x 0.044" 7'-9" b 7'-3" b 6'-10" b 6'-6" b 6'-2" b 5'-11" b 5'-7" b 2" x 2" x 0.055" 8'-5" b 7'-11" b 7'-5" b 7'-1" b 6'-9" b 6'-5" b 6'-1" b 3"x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 7'-9" b 7'-5" b 7'-1" b 6'-8" b 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9" b 8'-4" b 7'-11" b 7'-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b 8'-4" b Snap Sections Allowable Heights 'H'/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 1 8'-7" b 1 8'-1" b 1 7'=8" b 1 7'4" b 1 7'-0" b 6'-8" b ' For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040": 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are.attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6-8". 7. Spans may be interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 r CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 7676556 COPYRIGHT 2006 J NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE 1 -59 © SECTION 1 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE --OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. SIDE WALL POST TO PLATE TO CONCRETE DETAIL 1" x 2" EXTRUSION ANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. SCALE: 3" = 1'-0" 2" x 2", 2" x 3" OR 2" x 4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF T USE: 1/2 x 17'-11" x Tx 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 Ap © 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 I . SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing Beam Size Upright Size Minimum Purlin, Girt & Knee Brace Size" Deck Notes Minimum Number of Screws' Anchors #8 x'A" #10 x'/:" #12x' /z" 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 6 4 1 #8 2" x 6" 2" x3" 2" x 2" x 0.044" 4 Full La 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 Lae 18 16 14 #14 2" x 9-' 2" x 7" 2" x 4" x 0.050" 8 Partial Lao 20 18 16 #14 2" x 10"2" x 8" 2" x 4" x 0.050" 10 Partial Lap 20 18 16 #14 Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center y 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" 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', 1.'" 2" x 9" x 0.002" x 0..306" 1B" = 0. 125" 5/16" 7/8" 1-°,/4" 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 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 T-0" 2" x 3" x 0.045" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H -Channel With (4) 3/4" long screws (size to be determined by beam size, see table 9.6) (See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6". @ COPYRIGHT 2004 Lawrence'E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767.6556 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-61 SECTION 1 I SCREENED ENCLOSURES 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 MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2 r� ALTERNATE FLAT ROOF SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.5B) 2" x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP) SCALE: 3"= 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 7676556 PAGE @ COPYRIGHT 2004 1-8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES I (SEE TP �wl SECTION 1 / PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) K—BRACING (OPTIONAL) GIRT (TYP.) TYPICAL DOME ROOF - ELEVATION EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES aE H t K—BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) 1" x 2" (TYP.) SCALE: N.T.S. ALTERNATE CABLE 1" x 2" (TYP.) GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) RPRF.R WALL WHERE UIRED LINS (TYP.) ,ONAL ROOF BRACING SCHEMATIC SECTION 1) _E BRACING METER WALLS FRAMING 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) 767-4T74 FAX: (386) 767-6556 I OCOPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE 1 -3 SCREENED ENCLOSURES PURLIN (T"" ` SCREEN (1 (SEE T/ =nAM SECTION 1 CABLE CONNECTION (SEE DETAILS SECTION 1) GIRT (TYP.) 1" x 2" (TYP.) GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - ELEVATION EXISTING STRUCTUF SIZE MEMBERS PE APPROPRIATE TABLE SCALE: N.T.S. RISER WALL WHERE REQUIRED 'URLIN (TYP.) kLUMINUM BEAM TABLE 1.1 OR 1.8) )IAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) K -BRACING (OPTIONAL) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) SW SCREEN (TYP.) GIRT (TYP.) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (TABLE 1.3 OR 1.4) CABLE BRACING TYPICAL TRANSVERSE GABLE ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-5 I----.-----... ---..--- -.... -..--- SCREENED ENCLOSURES 5) #10 S.M.S. (MIN. x 1-1/2" x 8" FLAT I 125" PLATE OUT C 45° ANGLE LT OR TURNBUCK CABLE TENSION .ESS STEEL (SEE :RIMETER FRAMIf MEMBER SECTION 1 TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = l'-0" EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) #10 x 3/4" S.M.S. EACH SIDE FOR CABLES A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF ® / FRAME MEMBER B MIN. (2) CLAMPS REQUIRED ®® ®® / (TYP.) 9tzA i I I MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-41 SECTION 1 I SCREENED ENCLOSURES 'LAB MIN. (2) 1/4" OR 5/16" x 1-3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 SCALE: 3" = V-0" ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE SLAB FOR 1/8" CABLE SHALL AND 902# FOR 1/8" CABLE FOR 3/32" CABLE 5/16"x 2" �p HAVE A THICKENED EDGE TO CONCRETE ANCHOR W/ ACHIEVE 5d MIN. ANDA 3/8" x CABLE THIMBLE AND WASHER 2" ANCHOR o 3-1/2" (4" NOMINAL) SLAB (MIN.) 5d (MIN.) 1 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 1-42 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 ADDITIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 & 9.5 EXCEPT ALL SHADED LOCATIONS SHALL BE FILLED MINIMUM OF ALL OUTER LOCATIONS (10) #8 x 1/2" S.M.S. EACH SIDE OF BEAM / POST 1" x 2" OPEN BACK ATTACH TO 2" x 2"W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS 2" x 3" (4) SPLINE GROOVE SECTION CONNECT 2" x 2" OR 2" x 3" TO BEAM W/ MIN. OF (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES SCREENED ENCLOSURES EXISTING 2"x 6" SELF MATING BEAM #10 x 3 1/2" S.M.S. 16" O.C. PROPOSED 2"x 3" x 0.050" SMOOTH SIDE DOWN 1/8" x 2-3/4" x 8" GUSSET EACH SIDE OF POST AND BEAM W/ (6) #8 x 1/2" S.M.S. EXISTING 2" x 4" ADDITION OF 2" x 3" TO EXISTING 2" x 6" S.M.B. SCALE: 3"= l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 1-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) CARRIER BEAM (SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY _ PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" ALTERNATE: 1 " x 2", 1 " x 3" OR 2" x 2" ATTACHED TO WALL W/ #10 x 2" S.M.S. @ 16" O.C. HOST STRUCTURE MASONRY OR FRAMED WALL (SELECT FASTENERS FROM F L Lu aQ LU ~ BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED \ ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR TO CONCRETE W/ (2) 114" x 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM \ DEPTH LARGER THAN 3" SECTION 9 TABLES) w ALTERNATE CONNECTION: n ® (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" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767.6556 © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. PAGE 1-37 SCREENED ENCLOSURES 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4" x 1-3/4" CONCRETE ANCHOR TO SLAB OR FOOTING SECTION 1 ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) (3) #30 BARS OR (1) 950 BAR W/ 2-1/2" COVER (TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = V-0" 2 #3 BAR CONT. OR 2'-0" MIN. 3-1/2" (TYP. 1 #5 BAR CONT. BEFORE SLOPE F- ALL SLABS) TYPEI FLAT SLOPE / NO FOOTING 0-2" / 12" ib 8„ TYPE II MODERATE SLOPE FOOTING 2" / 12" - V-10" 1 #5 BAR CONT. 3 #3 BAR CONT. OR o d CV \; .1 %\\/ \/\\i ' 1'-0" —� TYPE III STEEP SLOPE FOOTING > 1'-10" Notes for all foundation types: 1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds 32 ft., then a Type II footing is required under the load bearing wall only unless the side wall exceeds 16 ft. in height or the enclosure is in a "C" exposure catagory in which case a Type II footing is required for all walls. 2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified, using a pocket penetrometer, field soil test, or by a soil testing lab, to be above 1,500 PSF prior to placing the slab. 3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement of concrete. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh o Mesh, InForce",' e3T" (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. 5. If local building codes require a minimum footing, use Type II footing or footing sections required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE 1-55 © PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 244, PRESERVE AT LAKE MONROE, UNIT 2 AS RECORDED IN PLAT BOOK 66, PAGES 10-11 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CAI CIII ATION' !I OT ONI Y) 1" = 30' GRAPHIC SCALE 0 15 30 LOT 244 CONTAINS 5925 SQUARE FEET t (LOT ONLY) THIS STRUCTURE CONTAINS 2136 SQUARE FEET t TOTAL CONCRETE 477 (WITHIN LOT ONLY) SQ. FT. t TOTAL SOD 3312 SQ. FT. t MINIMUM LOT WIDTH PERCENT OF CONCRETE & STRUCTURE TO LOT 44% t SQUARE FOOTACF IUP TO CURR1 LOT 244 UP TO CURB CONTAINS 6475 SQUARE FEET t THIS STRUCTURE CONTAINS 2136 SQUARE FEET t CONCRETE 810 SO. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 3529 50. FT. t t I 1 I LOT 236 LOT 237 LOT 238 50.00' S89'52'41 "W ------------------------------ � n I .Ilj` I `Illll/ I r� I I I � � J I � I I I 6) 40.0' 5.0' r 40.00' 1 W �z y v PROPOSED O Za 3514 C & D mza Lin r— a FINISH FLOOR a O LOT 245 Do ELEVATION=17.00 0t Ln o �- o 's �1 Co LOT 243 o o OO 5.0' M ' c14. 3' On Z o N :•: i I I I 5.0. 20.7' .—.—.J I I .t.:.r .• Wit:: 1 10' UTIUTY EASEMENT A6 :'r,,:. 1 8 975 2 41 50.00' ------------------------------- WILSON BAY COURT 50' RICHT-OF-WAY BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLAIN, THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL F,E.M.A. AGENT FOR VERIFICATION. BEARINGS SHOWN HEREON ARE BASED ON THE WESTERLY LINE OF LOT 244 BEING SOO'07'19"E PER PLAT. (FIELD DATE:) REVISED: SCALE: 1 = 30 FEET APPROVED BY: SJ JOB NO. ASM45498 PLOT PLAN 3/21/05 SDO DRAWN BY: LOT FIT 7/31/04 SOO AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBy6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT' TIIE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 'lei FOR a/ THE FIRM JAY JILES PSM #4997 DATE LEGEND MLW MINIMUM LOT WIDTH — - BUILDING SETBACK LINE POB POINT ON BOUNDARY – CENTERLINE PCC POINT OF COMPOUND CURVATURE – – RICHT OF WAY LINE POC POINT ON CURVE OR OFFICIAL RECORD XX •XX PROPOSED ELEVATION PD PLANNED DEVELOPMENT PROPOSED DRAINAGE FLOW 6 DENOTES DELTA ANGLE CONCRETE L C.B. DENOTES ARC LENGTH DENOTES CHORD BEARING LB LICENSED BUSINESS PC DENOTES POINT OF CURVATURE LS LICENSED SURVEYOR PI PRC DENOTES POINT OF INTERSECTION DENOTES POINT OF REVERSE CURVATURE PRM PERMANENT REFERENCE MONUMENT PT DENOTES POINT OF TANGENCY PCP PERMANENT CONTROL POINT TYP TYPICAL (P) PER PLAT A/C AIR CONDITIONER (M) MEASURED CBW CONCRETE BLOCK WALL FND FOUND RP RADIUS POINT C/W CONCRETE WALK CS CONCRETE SLAB S/W SIDEWALK C CHORD LENGTH CP CONCRETE PAD SQ, FT. SQUARE FEET PB PLAT BOOK NG NATURAL GRADE R RADIUS R/W RIGHT-OF-WAY PGS PAGES PSM PROFESSIONAL SURVEYOR AND MAPPER AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBy6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT' TIIE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 'lei FOR a/ THE FIRM JAY JILES PSM #4997 DATE