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HomeMy WebLinkAbout904 S Scott Ave (2)Permit # :-U� I — I Job Address: L/04 Description of Work: CITY°OF SANF(?fRD PERMIT APPLICATION 11.1"W T- 3 u-0- RFCEIVED Historic District: Zoning: Value of Work: S �V�QC� . C a 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 #: 3 / -5 Z 7— 00 co 0300 (Attach Proof of Ownership & Legal Description) Owners Name & Address: Phone: 1 0 7- 32) - 0 041 Z Contractor Name & Address: Can fi-a / AI /'7Id kn 701 _ Cacncill Rd =57 Enrql OC/ 3.222-3 State License Number: ,SCC O 5-6 20-4 Phone & Fax: 407 • 3233-400 — 4/07. 323'�O • Ltact Person: T/1,0 A77r-11?,g1A) 7 Phone: 4-60%'" 3 2 -32!?O/O Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer:9G- 0,170 - Phone: 767-4.774 Address: -80. 864 21436,V Ssl,�M Daglz ll, 32/2/ Fax: 3 !Rl6 i 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 regiflaii,t;fl constriction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAN)110 TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AYE ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of' this county, and there may be additional permits required from other governmental entities such as wat r management districts, state agencies, or federal agencies. Acceptance of permit is verification that l will notify the owner of the property of the requiremen f F ' a Jkn Law, FS 713. (21- �F- ---e > f e� Signature of Owner/Agent Date Signature 4P ontractor/Agent Date Aelag J=I/-y6zRIS Print Own1/ s Na 8%3 -os Signature of Notary -State of Florida Date yELM�E�R C. SMITH Owner/Agentis_Person �O,j�i4wPtobNlebrState Of Florida _ Produced [D mm. ex June 27, 2007 omm o. 00 714746 APPLICATION APPROVED BY: Bldg: teD q Zoning: Special Conditions: Print Contracto�t's Name Signature of Notary -State of Florida Date - - - -- ELMER C. SMITH Momm. �rIblic, State of Florida Contractor/Agent is — ersonally o e or _ Produced ID exp. June 27, 2007 COMENo. 00 214746 (initial & Date) (Initial & Date) Utilities: FD: (initial & Date) (Initial & Date) Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 DAVID JOHnsON. Cr•A, ASA PROPERTY 31 G APPRAISER k. SEMINOLE COUNTY FL. -- y 1101E. FIRST sT 29 m 5 ANFORD, FL 3 277 1-1 46B SANFORD , 407.665-7506 9 28 T7 10 2005 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 1 Parcel Id: 30-19-31-527-0000-0300 Tax District: S1-SANFORD Depreciated Bldg Value: $105,648 Owner: HARRIS CHARLES & GAIL Exemptions: 00 -HOMESTEAD Depreciated EXFT Value: $6,535 Address: 904 S SCOTT AVE Land Value (Market): $15,068 City,State,ZipCode: SANFORD FL 32771 Land Value Ag: $0 Property Address: 904 SCOTT AVE SANFORD 32771 Just/Market Value: $127,251 Subdivision Name: MAYFAIR SEC 1ST ADD Assessed Value (SOH): $90,641 Dor: 01 -SINGLE FAMILY Exempt Value: $25,000 Taxable Value: $65,641 Tax Estimator SALES 2004 VALUE SUMMARY Deed Date Book Page Amount Vac/imp Tax Value(without SOH): $1,651 WARRANTY DEED 04/1986 01727 1029 $64,000 Improved 2004 Tax Bill Amount: $1,291 WARRANTY DEED 02/1982 01380 0266 $55,000 Improved Save Our Homes (SOH) Savings: $360 WARRANTY DEED 04/1979 01220 0739 $39,900 Improved 2004 Taxable Value: $63,001 DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LEG LOT 30 MAYFAIR SEC 1ST ADD PB 13 PG 69 FRONT FOOT & DEPTH 75 139 .000 20500 $15,068 BUILDING INFORMATION Bid Num Bid Type Year Bit Fixtures Base SF Gross SF Heated SF Ext Wall Bid Value Est. Cost New 1 SINGLE FAMILY 1966 6 1,777 2,592 1,777 CONC BLOCK $105,648 $130,833 Appendage / Sgft OPEN PORCH FINISHED/ 220 Appendage / Sgft ENCLOSED PORCH FINISHED/ 273 Appendage / Sgft UTILITY FINISHED 1252 Appendage / Sgft OPEN PORCH FINISHED / 70 EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New FIREPLACE 1966 1 $600 $1,500 POOL GUNITE 1979 450 $3,600 $9,000 SCREEN ENCLOSURE 1979 1,960 $1,568 $3,920 COOL DECK PATIO 1979 342 $479 $1,197 WOOD UTILITY BLDG 1980 120 $288 $720 OTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. "" If ou recently purchased a homesteaded property your next ear's property tax will be based on JustlMarket value. http://www. scpafl.orglplslweblre_web.seminole_county_title?parcel=3 01931527000003 00&... 8/3/2005 THIS INSTRUMENT PREPARED By: CERTIFIED DOPY h H rSEMs rew:Cou,\T- MORSE cU"L crso NAME CLERK OF CIRCUIT COURT CO TY-, FLORIDA ADDR. ?ai Cv r� w ' '�� NOTICE OF COMMENCEMENT �t�IN�i E s� C.. �coi+ rLERK State of Florida County of Seminole 3 20Q5 Permit No. Tax Folio No. (PID) �G The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the folling. information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal description of the property and street address) Cof 30, Iryl/�-iFa�R S�c,�ron F.2sr f}D,O�tio,r, , ,C3aek 13,�� ti�I GENERAL. DESCRIPTION OF IMPROVEMENT Re placemen t D 4/ y 3 l' ScRPerr, Dao/ OWNER INFORMATION Name and Interest.in property (Fee Simple, Partnership, etc.) NAME AND ADDRESS OF FEE SIMPLE TITLE HOLDER (IF OTHER THAN OWNER) Al CONTRACTOR. Name and address 111 ILII alt to Itil is III is 11 tt all 110 SURETY (Bonding Company) Name and RK r„- pr:, Amount ofBond CLERK' S 0 2005131264 K'UNDED 08103/2005 00:30:41 Ptd LENDER RELUNDINU FEES 10.00 Name and address A411 RECURDED BY D Thonas CWRT Persons within the State of Florida designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(lxa)7., Florida Statutes: Name and address Expiration Date. of Notice of Commencement (The expiration date is 1 year from date of recording unless a diffarent date is specified.) a Signa�ure o °�r �N�2(L°y,s Sworn too and subscribed before me this 3 0t( Day of 20 o 5 E L M ER C. SMITH _ My Commission Expires-, Notary Public, State of Florida My comm. . June 27, 2007 Notary Public Comm. No. DD 214746 The foregoing instrument was acknowledged before me this 3 ro( day of /tri I5 f 20 0S by (name of person acknowledged), who is personally }mown to me or who has produced (type of identification) as inentification and who did/did not take an oath. Central Aluminum SC EN SERVICE 701 Cornwall e Sanford, Florida 32773 (407) 323-6010 - (386) 775-4751 *A License Numbers RX -0021055 and SC -0056754 U'nRpt"v FOR ADDRESS JO G�igfi/es /A rr I's 5, i F(�-2 PORCH POOL #DOORS COLOR SCREEN CUSTOMER S"gME GUTTER & ACC. 02 PC 2-Q' I PC /C" / PC 17, 2,9111 W ROOF q ANGLE K/P COLOR Ll z F& 17 C),FV X BRACING CABLE BENNETT ENGINEERING C;� 36%8 W �/6 kzxL 36 ANS REVIEWED . Y OF SANFORD 4, EM I //4' /011/ ZZ' 11 SPRCI zl'2x7 3�X3 6Qrricr 3)e3 P05 , 13eo9l"" db514 3;) 0 . 32/ � / X X W Ch ZX3 I0 136 72- ' Z- 176 96 30 .r? '/-z 36 10 '/F 36'/V W 72- ' Z- 176 96 30 .r? '/-z 36 10 '/F 36'/V SCREENED ENCLOSURES SECTION 1 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) H ALTERNATE CABLE (SEE TABLE 1.3)1" x 2" (TYP.) _ GRADE K -BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) . TYPICAL DOME ROOF - ELEVATION EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES F- SCALE: N.T.S. R(.qFR WALL WHERE IUIRED LINS (TYP.) 30NAL ROOF BRACING SCHEMATIC SECTION 1) LE BRACING K -BRACING (OPTIONAL) -� GIRT. (TYP.) SCREEN (TYP.) SW ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (SEE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N:T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL #16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 76711774 FAX: (386) 767-6556 I © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-3 SECTION 1 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 V' 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) SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP) SCALE: 3"= 1'-0" Lawrence E. Bennett, RE. ,FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 ?E, N OR 9.513) 4P I PAGE 1-8 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 SECTION 1 45°t LENGOF KNEE B E SCREENED ENCLOSURES J JUJ o LU Z W Z a W ROOFING > BEAM - SCREEN ROOF d 2 ' 0.050" H -CHANNEL O F- � z OR GUSSETS yu GGG (SEE SECTION 9 FOR SIZE) 45°t LENGOF KNEE B E SCREENED ENCLOSURES FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN �— (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS r, ® SUPER OR G EXTRUDED MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3" = 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) 7676556 PAGE © COPYRIGHT 2004 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I® o HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) XX `D Q 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN �— (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS r, ® SUPER OR G EXTRUDED MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3" = 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) 7676556 PAGE © COPYRIGHT 2004 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES PANELS/ELEMENTS UNBRACED BY HOST STRUCTURE TO BE BRACED BY DIAGONALS IN PERIMETER PANELS (MIN.) ELEMENTS BRACED BY HOST 0 STRUCTURE CONNECTION BEAMS AND / OR PURLINS SECTION 1 HOST STRUCTURE OELEMENTS BRACED BY DIAGONALS ALTERNATE BRACING - - - PATTERN, CORNER BRACES STILL REQUIRED CABLE OR K -BRACING (IN WALLS) OAU) _Z W J LLI / 00 I TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K -BRACING K -BRACING (IN WALLS) (IN WALLS) EACH DIAGONAL TO BE 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) AT CORNERS (TYP.) (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/8" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE 1-39 SECTION 1 SCREENED ENCLOSURES CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER I TOTAL ALLOWABLE WALL AREA 3/32" 233 Sq. Ft. / PAIR OF CABLES 1/8" 1 445 Sq. Ft. / PAIR OF CABLES * TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8'x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER I SIDE WALL CABLE ** 3/32" ONE PER 233 Sq. Ft. OF WALL 1/8" ONE PER 445 Sq. Ft. OF WALL ** SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for free standing pool enclosures use 100 % of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. Lawrence E. Bennett, P.E. FL #16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 1-40 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. c SCREENED ENCLOSURES .1 SECTION 1 — (5) #10 S.M.S. (MIN.) - 1/8" x 1-1/2" x 8" FLAT BAR 0.125" PLATE OUT ON 45° ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = 1'-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF FRAME MEMBER EITHER A OR B \\ 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED #10 x 3/4" S.M.S. EACH SIDE FOR CABLES ®®®® (TYP.) MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-0774 FAX: (386) 767-6556 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE 1-41 SCREENED ENCLOSURES STAINLESS STEEL CABLE CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-41 FOR NUMBER OF CABLES REQUIRED SECTION 1 '. 2" x 2" x 0.125" ANGLE 2-1/4" x 1-1/2" CONCRETE ANCHORS (MIN.) a 4'1/N MIN. 3-3/4" Sa (4" NOMINAL) SLAB DISTANCE FROM EDGE OF SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 213 SCALE: 3" = 1'-0" 5-1/2" (6" NOMINAL) L SLAB (MIN.) \ \ 5d (MIN.) u S a�•�i 5d (MIN.) �•'i I SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR 3/32" CABLE AND 594# FOR 1/8" CABLE, FOR 3/32" CABLE (1) 1/4" x 1-1/2" CONCRETE ANCHOR (MIN.) @ 5d MIN. 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ,ALTERNATE CABLE CONNECTIONS AT:FOUNDATION -.DETAIL 2C SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE 1-43 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_P'OST TO PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" 1" x 2" EXTRUSION ANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. 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 I 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 7'x 10# / Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 IPAGE 1 _48 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I SECTION 1 SCREENED ENCLOSURES 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE SCREEN 7L'd' VARIES #10 x 3/4" S.M.S. EACH SIDE 4" SHOW (SEE SCHEDULE NEXT PAGE) 1" x 2" O.B. BASE PLATE (TYP.) 5d' MINIMUM EDGE DISTANCE SECONDARY ® ® I FROM EXTERIOR OF COLUMN 2" x (d - 2 ") x 0.063" ANGLE TO OUTSIDE EDGE OF SLAB EACH SIDE OF COLUMN W/ #10 le 0 BOLT 0 " 5d DISTANCE S.M.S. 1/4" 1-1/4" (SEE SCHEDULE NEXT PAGE) < a 3/8" 1-7/8" ° CONCRETE ANCHOR a. A GRADE (SEE SCHEDULE NEXT PAGE) a ° 1-1/4" MIN. CONCRETE NOTE: DETAIL ILLUSTRATES ANCHOR EMBEDMENT TYPICAL 2" x 4" S.M.B. COLUMN 2" 5d CONNECTION (MIN.) (MIN.) SIDE VIEW TYPICAL S.M. OR SNAP SCREEN SECTION COLUMN CONCRETE ANCHOR THRU (2) #10 x 3/4" S.M.S. EACH SIDE ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL PRIMARY 2" x 2" x 0.063" ANGLE SCREWS INTO SCREW BOSSES 1" x 2" BASE PLATE (TYP.) d ° d a ° d ° 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (MAX.) 6" (MAX.) - 3000 P.S.I. CONCRETE MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3" = 1'-0" 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 PAGE © COPYRIGHT 2004 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1� SCREENED ENCLOSURES CONCRETE 'DECK EDGE 2" x 2" PRIMARY ANGLE VARIES 5d (MIN.)' SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN 2-1/2" (MIN.) Total Concrete Anchors Total #10 x 3/4" S.M.S. — — — 6 SECONDARY 2" x 2" x 0.063" 4 8 (7776') 4 =1%4" 10 x 7 ANGLE (SEE SECONDARY �— BOLT ID ' 5d DISTANCE 2 x 8 1/4" 1-1/4" 14 2 x 9 (6)1/4" 16 ANGLE ANCHOR SCHEDULE (10) 1/4" 1 3/8" 1-7/8" AND SECTION 9) 1" x 2" O.B. BASE PLATE (TYP.) CONCRETE ANCHORS INTO ® ® PRIMARY AND SECONDARY ANGLES #10 x 3/4" S.M.S. (TYP.) S.M.S. STITCHING SCREWS 2 " x S.M.B. COLUMN @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) SCALE: 3" = V-0" Secondary Anchor Schedule Column Size S.M.B. or S.B. Total Concrete Anchors Total #10 x 3/4" S.M.S. 2 x 4 4 1/4" 6 2x5 76 4 8 (7776') 4 =1%4" 10 x 7 /4" 2 x 8 6)1/4" 14 2 x 9 (6)1/4" 16 2 x 10 1 (10) 1/4" 1 18 Notes: 1.. See Section 9 for additional anchor information. 2. Secondary anchor schedule applies to side walls with uprights that are 2" x 5" and larger. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 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. 1 PAGE 1-51 I 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) #50 BAR W/ 2-1/2" COVER (TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS 2'-0" MIN. 3-1/2" (TYP. SCALE: 3/4" = 1'-0" 2 #3 BAR (--ONT. OR 1 #5 BAR CONT. BEFORE SLOPE ALL SLABS) a TYPE FLAT SLOPE / NO FOOTING 0-2" / 12" Notes for of oundation types: 00 ° \ o /\\\� 8' TYPE II MODERATE SLOPE FOOTING 2" / 12" - V-10" ( 1 ) #5 BAR CONT. 3 #3 BAR CONT. OR TYPE III STEEP SLOPE FOOTING > 1'-10" 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 0 Mesh, InForceTm e3 TM (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" = 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 @ COPYRIGHT 2004 I PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-55 SECTION 1 i 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 9--0-- '-0"Allowable 3'-0" 1 4'-0" 1 5'-0" 1 6'-0"1 7'-0" 1 8'-0" 9'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-10" b 8'-7" b 7'-8" b 6-11" b 6-6" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 8'-4" b T-7" b T-1" b 6'-7" b 6'7" b 2" x 3" x 0.045': 13'-4" b 11'-7" b 10'4" b 9'-5" b 8'-9" b 8'-2" b 7'-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 11'4" b 10'4" b 9'-7" b 8'-11" b W-5" b Self Mating Sections 3'-0" Tributary Load Width W'= Beam Spacing 4'-0" 5'-0" 6'-0" ( 7'-0" 8'-0" AllowableSpan 'L' / bending 'b' or deflection 'd' 1 9--0-- '-0"Allowable 2" x 4" x 0.044 x 0.100" 19'-11" b _.17'-3" b 15'-6" b 1 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'-0" b 16'-2" b 15'-2" b 14'-3" b -Tr-x6" x 0.050" x 0.120 28'-7" b 24'-9" b 22'-2" P 0'.3" b 18 - b 17'-6" b 16'-6" b 2" x 7" x0.055" x 0.120" 32'-3" b 27'-11" b 24'-11" 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" K, 27'-3'- b - 25'4" b 270" b 12`23' S x 0. ' x 0.224" 45-1" b 39'-1" b 34'-11" b 3'f'=1 2 -6 b 27'-8" b 26'-1" b x x 0.082" x 0.310" 49'-6" b 42'-11" b 38'4" bb 30' 4" b 28'-7" b 2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46'-1" b 42'-1" b 38'-11" b 36'-5" b 34'-4" b Snap Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Span V/ bending 'b' or deflection 'd' 9'-0" 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 1 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 be ri ht connection to fascia or wall connection. �5. !Above s ans do t include length of knee brace Add horizontal distance from upright to center of brace to beam connection to the above spans o ural -beam spans. 6. Purlin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center pudin and one purlin for each 14'-0" on each side of the center 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'A" 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. 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 Rarfinnc P..f arl T- Ge......- Uklm, f"; -- Hollow Sections 3'-6" Tributary Load Width 'W'= Purlin Spacing 1 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 1 6'-8" 2" x 2" x 0.044 2" x 2" x 0.044" 7'-8" d T4" d 7'-0" d 6'4" 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 T-2" d 6-11" d 6'4" 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 7'-3" d 6'-11" d 2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" b 9'-3" b 8'-10" b 8'-5" b 8'-0" b 2" x 4" x 0.050" 12'-2" b 11'4" b 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b Snap Sections 3'-6" Tributary Load Width W'= Purlin Spacing 4'-0"1 4'•6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Span V/ bending 'b' or deflection 'd' AllowableSpan 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044 8'-5" 8'-1" d 7'-9" d 7'-6" d 7'-3"jb7'-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" Id 11'-1" d 10'-8" d 10'-4" d 9'-11" 9'-6" b 9'-0" b 2" x 4" x 0.045" 14'-8" 14'-0" d 13'-6" d 12'-9" b 12'-2" 11'-8" b 11'-1" b B. Sections Fastened Thrnunh Ra.m wah- I"t- c.-.... n Hollow Sections Tributary Load Width W'= Purlin Spacing Tributary Load Width 'W' = Purlin Spacing AllowableSpan 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" W n4ac 3'-6" 4`-0" 4'-6" 5'-0" 5'-6" 6'-0" 6'•8" Allowable Span 'L' / bending'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b8'-1 " b T-8" b 7'-4" b 6'-11" b;' 6'-7" b 9'-11" b 9' 4" b 8'-10'' b 8'4" b 7'-11" b7'-7" b 7'-3" b t! x 3" x 0.050" —0.050- 12'-4" b 11'-7" b 10'-11" b 10'-4" b 9'-10" b 9'-5" b 8'-1.1" 2" x 4"'x 13'-7 b 12'-8" b 11'-11" b 11'-4" b 10'-10" b 10'-4" b 9'-10" ' b Snap Sections Tributary Load Width W'= Purlin Spacing 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" I 6'-0" 6--8-- '-8"Allowable AllowableSpan 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" W n4ac 10'-11" bj 10'-2" bj 9'-7" b 9'-1" b 1 8'-8" b 1 8'-4" b r 7'-11" b 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) pudins 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) 767-0774 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 1-57 SECTION 1 I 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 aaDlied load of 14 # / so. ft_` Hollow Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 9'4" X-0" 1 4'-0" 1 5%0" 1 6'-0" 7'70" 1 8'-0" 2" x,4" x 0. 44 x 0.10 Allowable Height 'H' / bending 'b' or deflection 'd' b 14'-8" 2" x 2" x 0.044" 8'-4" b T-3" 5'-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1"bT-11" 2" x 5" x 0.050" x 0.100" 6'-5" b 5'-11" b 5'-7" b 5'-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" M6'-6 T-11" b T-5" b 6'-11" b 6'.6" b 2" x 4" x 0.050" 12'-5" b 10'-9" 8'-9" b _ ... .T.2" b b Self Mating Sections 3'-0" Tributary Load Width W'= Upright Spacing 1 4'-0" 1 5'-0" 6'-0"1 C 7'-0"._? 8'-0" Allowable Height' _/ ding 'b' or deflection 'd' 9'4" 3'-0" 4'-0" 1 5'-0" 1 6'-0" 1 7'-0"1 8'-0" 9'-0" 2" x,4" x 0. 44 x 0.10 16-11" b 14'-8" b 13'-1" 6, j1';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 ' x 6" x_0.050" x 0.120' 24'-2" b 20'-11" b 18'-9" b 1 T b 15-10" b 14'-10" bi 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 1T-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 1 30'-6" b 27'-3" b 24'-10" b 1 23'-0" b 21'-6" b 20'4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 1 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" hl 43'-7" b 38'-11" b 35'-7" b 32`-11" b 30'-10" bj 29'-1" b Snap Sections Tributary Load Width 'W'= Upright Spacing 3'-0" 4'-0" 1 5'-0" 1 6'-0" 1 7'-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" 12'4" 'b 11'-0" b 9'-1.0" b 9'-0" b 8'4" b T-10" b T-4" b 2" x 4" x 0.045" 15'-7" b 13'-6" b 12'-1" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16-2" b 15'-3" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b 1 17'-11" b 16-11" b - -• --•-- - ••-•a•-•- -• -.. •a --I - VU101 'P an icu mrn, see conversion taDie 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". ZAb Using screen panel width 'W' select upright I agih H. ove heights do not include length of knee brace?Add horizontal distance from upright to center of brace to beam vection to e a ove 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 DAYTONA, FL 32121 TELEPHONE: (386) 7674774 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. 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.* A. Sections As Hnri7nn}a IC Factcnnr! Tn 0—f- uuM, rr Snap Sections Allowable Heights 'H'I bending 'b' or deflection 'd' U I U-0 ul o-4 D 1 b"' b 1 5'-9" b R- Sectinnc Ac Hn .�nraf�l� t=om Tributary Load Width W' Hollow Sections 3'-6' 1 4'-0" 4'-6" 1, 5'-0" 1 5'-6" 6'-0" 1 6'-8" Hollow Sections Allowable Heights 'H'/ bending 'b' or deflection 'd' 1 4'-0" 2" x 2" x 0.044" 6'-10" d 6'-6" b 6'-1" b 1 5'-9" b 5'-6" b 5'-3" b 1 5'-0" b 2" x 2" x 0.055" 73" d 6'-11" d 6'-8" b 6'4" b 6'-0" b T-9" b 5'-6" b 3" x 2" x 0.045" 7'-9" _T 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" -_47'_b 8'-9" b 8'-3" b 7'-10" b 7'-5" b 7'-2" b 9'-3" 2" x 4" x 0.050" 10'-3" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b T-10" b 7'-5" b Snap Sections Allowable Heights 'H'I bending 'b' or deflection 'd' U I U-0 ul o-4 D 1 b"' b 1 5'-9" b R- Sectinnc Ac Hn .�nraf�l� t=om ------ ------ a, acc a.vnvClJwn la DI 1A on ine - 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 @ COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-59 _Tlibutary Load Width W. Hollow Sections 3'-6' 1 4'-0" (4'450 "- 5'-0"_5'=6" 6'-0" 6'-8" Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" T-9" b T-3" b 1 6'-10" _bT_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 1 T-1"-_ b 6'-9" b 6'-5" b 6'-1" b 3" x 2" x 5" 9'-3" b 8'-8" b 8'-2" b T-9" b 7'-5" b T-1" b 6-8" b 2"'x 3" x 0.045"-7-) -0 10'-5" b 9'-9" b 9' 2" ..b 8'-9" b 8'-4" b 7'-11" ` b T-7" b -0 -so— 77T -R 11'-6" b 107-9" b -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" 972" b 8'-7" b 8'-1" b T-8" b 7' 4" b 7'-0" b 6'-8" b * Fnr all—hlc hnlnhF� .,a. ...I ...1__:.: ------ ------ a, acc a.vnvClJwn la DI 1A on ine - 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 @ COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-59 SCREENED ENCLOSURES SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing Gusset Plate Thickness Beam Size Thickness #8 Beam Size Upright Size Minimum Purlin, Girt $ Knee Brace Size" Deck Anchors Notes Minimum Number of Screws' #8 x V, #10 x W, #12 x'/2" 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 La2 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 #8 2" x 6" 2" x 3" 2" x 2" x 0.044" 4 Full Lap 10 8 6 #10 2% 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"'z 3" x'0:044- 6 Partial Lap,- 16 14 12 #14 2" •x 9" 2"x 6" 2'' -x-3 - x.0-045" Partial L 18 r& ,. 14 #14 2" x 7" 2" x 4" x 0.050" fH6� Partial Lap 1 20 1 16 #14 2" x 8" 2" x 4" x 0.050" 10 Partial Lap 16 #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" ill 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" #14 or 1/4" 3/4" 1-1/2" 2" x 9" x 0.082" x 0.306" 1/8" = 0.125" 5/16" 7/8" 1-3/4" 2" x 10" x 0.092" x 0.369" 1 1/4" = 0.25" I IN 1 T. 1 2" 1 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 T_o 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 I OCOPYRIGHT 20" - NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE 1-61 I SECTION 7 1 -SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA RO'O'F'Pi�I11E� TO FASCIA �ET;�I EXISTING HOST STRUCTURE WOOD FRAME, MASONRY OR OTHER CONSTRUCTION FOR MASONRY USE 1/4" x 1-1/4" MASONRY VCHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 1-1/2" S.M.S. OR WOOD SCREWS @ 12" O.C. ROOF PANEL TO WALL DETAIL SCALE: 3" = 1'-0" #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100 -1231 130 1 140 150 #8 1 #10 1 #12 #12 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 7-4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. _I SOLID ROOF PANEL PRODUCTS I SECTION 7 Table 7.3.6 Allowable Spans for 0.024" PRO -FAB Composite Panels w/ EZ -LOCK for Various Loads (Metals USA Building Products L.P. t Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density 3" x 48" x 0.0 " Roof Panel w/ EZ -LOCK 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 21'-4" 23'-10" 23'-0" 20'-4" 22'-9" 21'-11" 15'-1" 17'-9" 16'-3" 4'-0" 110 MP 21'-4" 23'-10" 23'-0" 18'- " 20'-11" 20'-2" 13'-9" 15'-4" 14'-10" 4'-0" 120FMP 20'-4" 22'-9" 21'-11" rl 7'9 19'-5" 18'-10" 12'-6" 13'-11" 13'-6" 4'-0" -12MPH 19'-6" 21'-10" 21'-1" 11" 18'-11" 18'-3" 11'-8" 13'-8" 13'-2" 4'-0" 130 MPH 18'-0" 20'-2" 19'-5" 15'-1" 17'-9" 16'-3" 11'-1" 12'-11" 12'-6" 4'-0" 140 MPH 12'-4" 13'-9" 13'-3" 12'-4" 13'-9" 13'-3" 10'-3" 11'-6" 11'-1" 4'-3" 150 MPH 12'-4" 13'-9" 13'-3" 12'-4" 13'-9" 13'-3" 9'-6" 10'-8" 10'-4" 4'-0" A" Y AR" v n n7A" Rnnf Panel w/ F7 -LOCK 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 23'-5" 26'-2" 25'-3" 22'-3" 24'-11" 24'-1" 17'-5" 19'-6" 18'-10" 4'-0" 110 MPH 23'-5" 26'-2" 25'-3" 20'-6" 22'-11" 22'-2" 15'-1" 18'-0" 17'-5" 4'-0" 120 MPH 22'-3" 24'-11" 24'-1" 19'-1" 21'-4" 20'-7" 13'-9" 164" 14'-10" 4'-0" 123 MPH 21'-5" 23'-11" 23'-2" 18'-6" 20'-9" 20'-0" 13'-5" 14'-11" 14'-6" 4'-0" 130 MPH 19'-9" 22'-1" 21'-4" 17'-5" 19'-6" 18'-10" 12'-8" 14'-2" 13'-8" 4'-0" 140 MPH 13'-6" 15-1" 14'-7" 13'-6" 15'-1" 14'-7" 11'-3" 13'-3" 12'-9" 4'-0" 150 MPH 13'-6" 15'-1" 14'-7" 13'-6" 15-1" 14'-7" 10'-5" 12'-4" 11'4" 4'-0" 5" v AR" Y nn?d" Rnnf Panel w/ FZ-LOCK 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 26'-5" 29'-6" 28'-6" 25'-2" 28'-1" 27'-2" 19'-8" 21'-11" 21'-3" 4'-0" 110 MPH 26'-5" 29'-6" 28'-6" 23'-2" 25-10" 24'-11" 18'-2" 20'-4" 19'-8" 4'-0" 120 MPH 25'-2" 28'-1" 27'-2" 21'-6" 24'-1" 23'-3" 15'-6" 18'-8" 18'-0" 4'-0" 123 MPH 24'-2" 27'-0" 26'-1" 20'-11" 23'-5" 22'-7" 15-1" 18'-1" 17'-6" 4'-0" 130 MPH 22'-4" 24'-11" 24'-1" 19'-8" 21'-11" 21'-3" 14'-4" 15'-11" 15'-5" 4'-0" 140 MPH 15'-3" 17'-0" 16'-5" 15'-3" 17'-0" 16'-5" 13'-4" 14'-11" 14'-5" 4'-0" 150 MPH 15'-3" 17'-0" 16'-5" 15'-3" 17'-0" 16'-5" 12'-5" 13'-11" 13'-5" 4'-0" R" v AR" v n n9d" Rnnf Panal w/ F7-1 OCK 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 29'-1" 32'-6" 31'-5" 27'-8" 30'-11" 29'-11" 21'-8" 24'-3" 23'-5" 4'-0" 110 MPH 29'-1" 32'-6" 31'-5" 25'-6" 28'-6" 27'-6" 20'-1" 22'-5" 21'-8" 4'-0" 120 MPH 27'-8" 30'-11" 29'-11" 23'-9" 26'-6" 25'-8" 18'-5" 20'-7" 19'-10" 4'-0" 123 MPH 26'-8" 29'-9" 28'-9" 23'-1" 25'-9" 24'-11" 17'-10" 19'-11" 19'-3" 4'-0" 130 MPH 24'-7" 27'-6" 26'-6" 21'-8" 24'-3" 23'-5" 15'-9" 18'-9" 18'-2" 4'-0" 140 MPH 16'-9" 18'-9" 18'-2" 16'-9" 18'-9" 18'-2" 14'-9" 17'-4" 15'-11" 4'-0" 150 MPH 16'-9" 18'-9" 18'-2" 16'-9" 18'-9" 18'-2" 13'-8" 154" 14'-10" 4'-0" Note: Total roof panel width = room width + wall width+ overhang go -METALS USATM Lawrence E. Bennett, P.E. FL # 16644 Building Products L.P. CIVIL ENGINEER- DEVELOPMENT CONSULTANT 7815 American way, Grovel and, FL 34736 P.O. BOXTELEPHONE: 8, SOUTH DA 67-477 FL 32121 TELEPHONE: (386) 767-4774 TEL: (352) 787-7766 x202 FAX: (352) 429-2011 FAX: (386) 767-6556 TOLL FREE: 1-800-342-9077 bkaufmann@metalsusa.com PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 7-45 SECTION 1 I 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 tes: If the soli L1 d panel is greater or less than 10`4', 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 J 12'-0", 1/2 Screen Roof Beam Span 14'-0" 1 16'-0" 1 18'-0" 1 20'-0" 1 22'-0" Diagonals (K) per End Beams And 5" Super Gutters 5'-0" 5'-0" 1/2 Solid Roof Beam Span 5'-0" 5'-0" 5'-0" 5'-0" 5'-0" 4 " x 6" x 0.05Q" 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"x0:1 12'-1" b-11'-8" " b 11'4" b 10'-11" b 10'-8" b 10'-4" b 10'-1" b 2" x -_. : w nsert =3T' '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 16'-9" b 1 16'-2" b 1 15'-9" b 1 15'-3" b 1 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 1 17'-3" b tes: If the soli L1 d panel is greater or less than 10`4', 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 Maximum front wall height = 10'-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. /0/ 6' Shc<cr4 Qao,�56�n ' - = 2 �Z S��een Roof 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 1-64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. f Number of #10 x 3/4" S.M.S. Required Maximum Wail 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 7 12 3 3 Note: Maximum front wall height = 10'-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. /0/ 6' Shc<cr4 Qao,�56�n ' - = 2 �Z S��een Roof 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 1-64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. f ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I SECTION 2 BEAMS MAY BE ANGLED FOR GABLED FRAME COLUMN NOTCHED TO SUIT -------- _ w ROOF PANEL Q (SEE SECTION 7) _ o ANCHOR PER DETAIL FOR PAN OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 2.3) BEAM AND POST SIZES .o (SEE TABLES SECTION 2) SIDE NOTCH POST TO BEAM CONNECTION BEAMS MAY BE ANGLED FOR GABLED FRAME 1-3/4"x 1-3/4" x 0.063" RECEIVING CHANNEL THRU BOLTED TO POST W/ THRU BOLTS FOR SIDE BEAM (SEE TABLE 2.3 FOR NUMBER OF BOLTS) COLUMN NOTCHED TO SUIT ---------- U) -------- _ w ROOF PANEL _ (SEE SECTION 7) 00 0 0 ANCHOR PER DETAIL FOR PAN �— OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 2.3) BEAM AND POST SIZES (SEE TABLES SECTION 2) CENTER NOTCH POST TO BEAM CONNECTION 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 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-17 SECTION 2 1 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS Table 2.3 Schedule of Post to Beam Size and Number of Thru-Bolts Required Aluminum Alloy 6063 T-6 Beam Size Minimum Post Size # Thru-Botts @ L=D+'/:" Minimum Knee Brace* Minimum # Knee Brace Screws 1/4" a 3!8" 0 Hollow Sections 2" x 3" x 0.050" Hollow Tilt 2" x 2"x 0.044" or 2" x 2"x 0.045" Snap 2" - 2" x 3" x 0.050" (3) #8 2" x 4" x 0.050" Hollow 2" x 3"x 0.045" Hollow 2" x 3"x 0.045" Snap 2*' - 2" x 3" x 0.050" (3).#8 Self Mating Beams 2" x 4" x 0.038" X 0.100 3" x 3"x 0.060" Scalloped 2 - 2" x 3" x 0.050" (3) #8 2" x 5" x 0.050" X 0.100 3" x 3"x 0.060" Scalloped 2 2" x 3" x 0.050" (3) #8 2"x 6" x 0.050"X 0.120 3" x 3"x 0.060" Scalloped 2 - 2" x 3" x 0.050" (3) #10 2" x 7' 0.055" x 0.120" 7 x 3" x 0.093" 3 2 2" x 4" x 0.050" (3) #10 2" x 7" x0.055" x 0.120" w/ insert x x .093" 3 2 2" x 4" x 0.050" (3) #10 2" x 8" x 0.072" x 0.224" 3" x 3" x 0.093" 3 2 2" x 4" x 0.050" (3) #12 2" x 9" x 0.072" x 0.224" 3" x 3" x 0.125" 4 3 2" x 4" x 0.050" (3) #14 2" x 9"x 0.082" x 0.306" 3" x 3" x 0.125" 4 3 2" x 4" x 0.050" (3) #14 2" x 10" x 0.092",x 0.369" 4" x 4" x 0.125" 6 4 2" x 4" x 0.050" (4) #14 The minimum number of thru bolts Is (2) ' Minimum post/beam may be used as minimum knee brace ** Fasten w/ external screws or clips. See Details. 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) 7676556 PAGE © COPYRIGHT 2004 2-54 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. FL " BOUNDARY SURVEY " 'REAL PROPERTY DESCRIPTION' LOT 30, MAYFAIR SECTION FIRST ADDITION, ACCORDING TO THE PLAT THEREOF AS RECORDED. IN PLAT BOOK 13, PAGE 69 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. I LOT 31 N89'37'45"E(M) 10.7' 2'7 0 6' W. F. 138.91'(M)o 139.26'(P) FND 1/�" I.R. _ it— NO NO I.D. 5- I - 4 .. n. v -d p FND 1/2" I.P. CL 0 Uri NO I.D. W O � ii a 0— p GO Ln w g ^ I N ui vi N N 0C4 N 0.6'N FND 1/2" I.P.II -I NO I.D. . 30.0'(P 1.6' 41.0 22.0' SCREEN o i• GG .iL 17 POOL AREA - M ••• � w I _ .... .5 o 18.9' o POOL24.91 ' FPUMP 22.1' 29.8' 15.5' ONE—STORY N u��6 o W o C.B.S. #904 LOT 30 w 3 N V N 11.0 � 15.0' 74.0' 24.91 ' ;n 3.5' A/C ❑ 90 1.6' I 00 4' C.L.F. ON LINE (A FND 1/2" I.R. 139.09W) 139.26'(P) FND 1/2" I.R. 30.0'(P) F NO I.D. S89'37'45"W(M) NO I.D. I ' aI I`O' �I I I Ivo LOT 29 tv I I$s FND 1/2' I.R. NO I.D. A B B R E V I A T I O N L E G E N D' P.R.M. - PERMANENT REFERENCE MONUMENT C.M. - CONCRETE MONUMENT EL - ELEVATION CONC. - CONCRETE P.O.C. - POINT OF COMMENCEMENT P.B. - PLAT BOOK A/C - AIR CONDITIONER C.LF. - CHAIN UNK FENCE P.C. - POINT OF CURVATURE P¢ - PAGE TIP. - TYPICAL W. F. - WOOD FENCE P.R.C. - (JOINT OF REVERSE CURVATURE N.R. - NON -RADIAL U.E. - UTILITY EASEMENT C & G - CURB & GUTTER P.C.C. - POINT OF COMPOUND CURVATURE RAD. - RADIAL D.E. - DRAINAGE EASEMENT CAN - CABLE TELEVISION RISER P.T. - POINT OF TANGENCY R. - RADIUS F.F. - FINISHED FLOOR TELE - TELEPHONE RISER P.I. - POINT OF INTERSECTION L - ARC LENGTH B.S. - BUILDING SETBACK TRANS - TRANSFORMER PAO P.C.P. - PERMANENT CONTROL POINT A - DELTA C.B.S. - CONCRETE BLOCK STRUCTURE LP. - LIGHT POLE P.O.L. - POINT ON UNE R.P. - RADIUS POINTP - PLAT P.P. - POWER POLE C.B. - CHORD BEARING R/W - RIGHT-OF-WAY M - MEASURED N.G. - NATURAL GROUND T.B. - TANGENT BEARING E - CENTER LINE C - CALCULATED SO. FT. - SQUARE FEET RVEYOR'S N 1. NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 2. THE 'REAL PROPERTY DESCRIPTION" SHOWN HEREON IS 1N ACCORDANCE WITH THE DESCRIP11ON PROVIDED BY THE CLIENT. 3. NO UNDERGROUND IMPROVEMENTS OR VISIBLE INSTALLATIONS HAVE BEEN LOCATED OTHER THAN SHOWN. 4. BEARINGS ARE BASED ON THE CENTERLINE OF SCOTT AVENUE ASSUMED AS BEING S. 00'00'00' E., PER PLAT. 5. HAVING CONSULTED THE NATIONAL FLOOD INSURANCE PROGRAM FIRM, I HAVE DETERMINED THAT THE SUBJECT PROPERTY LIES IN ZONE *X', NOT A SPECIAL FLOOD AREA PER FIRM PANEL # 12117C 0045 E, DATED APRIL 17, 1995, SEMINOLE COUNTY, FLORIDA. CLIENT. HARRIS JOB NUMBER: 05-285 CADD DW FlLE.• 05-285 904 SCOTT AVEUE.DWC COMMENTS I FIELD DA 7E I OFFICE DATE BOUNDARY SURVEY I A. H. 06/02/05 P.B.A. 06/06/05 CERTIFIED TO: CHARLES HARRIS 10' I r4 aIW w W a COD TO\ V 0' 1 U) W.M. - WATER METER F.H. - FIRE HYDRANT N & D - NAIL AND DISC B.N. - BENCH MARK PNMT. - PAVEMENT F.B. - FIELD BOOK M.H. - MANHOLE (A) - ACTUAL NSI - NO SURVEYOR IDENTIFlCATION FND - FOUND REC - RECOVERED SURVEYOR'S CERTIFICATE, THIS IS TO CERTIFY THAT THIS SURVEY MEETS THE MINIMUM TECHNICAL STANDARDS AS SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 611317-6, FLORIDA ADMINISTRATIVE CODE, PURSUANT TO SECTION 472.027, FLORIDA STA SCOTT BECHIR, P.S.M. PROFESSIONAL SURVEYOR & MAPPER FLORIDA REGISTRATION NUMBER 5807 SCOTT R. BECHIR 7 S. HWY. 17-92, SUITE 7-A DEBARY, FLORIDA PH. (386) 668-7332 FAX 668-7337