Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
109 Wheatfield Cir
Permit # Job Address: {b S %-�` h e � l Description of Work: Historic District: Urr Y Ur NA1NrUK" FhKMl'l AFYLIUA'VION 1,c elf.F •I i Zoning: Value of Work: Date: -5'—P a `a (. 3-a /UN Permit Type: Building P Electrical -—Mechanical— Plumbing Fire-Sprinkler/Alarm 1 Electrical: New Service — # of AMPS Mechanical: Residential Residential A t1 Relacemlen tion New Change of Service" TemporaryPole ` P _..__ (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: 7 0 Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #:39-e - ' nn�� 000,0 _ 6 57100 (Attach Proof of Ownership &— Legal escription) Owners Name &Address: OCAS{I !1 �P: V 1 %n 7-t !� l �Gl �/ D Phone: Contractor Name & Address: est 6 p /, c State License Number: B P5,11 �6 Phone & F y07 3 / — dS Contact Person: (} y % Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Fax.-' . Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of -all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as r m gement dis cts, state agencies, or federal agencies. Acceptance of pdyliit i 1 tion that I will notify the oi er of the property of the req ents of FIA 713. L i' 'Signature of Owner/Agent Date rg} tore ctor genet Date P ' t Own r/Agent's Name Print Co ctor/Agent's Name Signature of Notary -State of Florida Date"Signature of Notary -State of Florida Date Owner/Agent is — Personally Known to Me or Contractor/Agent isr?ersonaliy Known to Me or Produced ID J (� ✓ Y !� In i e C n SC _ Produced ID APPLICATION .APPROVED BY: Bldg:rlw—Zom Utilities: FD: 04;1 (Itutiai & Date) (Initial fie) (Initial & Date) (Initial & Date) Special Conditions: :e1Par P`eGn Notary Public State of Florida David Romanowski =o.PR "qe4^ Notary Public State of Florida a My Commission D405947 My David Romanowski o` My Commission DD405947 v�OF F�� Expires 03110/2009 '`�oF F�o� Expires 03/10/2009 i POWER OF ATTORNEY Date: 3'-14 -6& I hereby name and appoint David .Romanpwski of Design Pro Screens Tobe my lawful attorney in fact to act for me and apply to the 64-1 —LL SC�y� Bullding Department fora �Ov � u��_�bS[�'C permit for work .to be performed at a Location described as: Hot, -ye -- Section . Township , Range g .Lot -5�6 ,Block Subdivision _Ce l e rt, h a -k i° S -pA % 169 IVA ewf f l e - Ice Cr r (ad/dress of job) (owner of property and address) and sign my name and do all things necessary to this appoi ment Jeff Cheffer Clrype or print and signature name o e tra The foregoing instrument was acknowledge before me this / By Jeff Cheffer Who is personally known to me/who produced __ (personally known) As identification and who did not take oath. State of Florida, County.of Seminole Commission My Commission Expires: 1100 KIMB=BORTELLLNotary PridaMy Commiss6, 2009Commi99 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 ;l http://www. scpafl.org/pls/web/re_web. seminole_county_title?parcel=32193151500000560... 5/17/2006 59 17 77 62 _ 8 DAVID JOHNSON. CFA. ASA 76 63 7 i PROPERTY 58 18 75 64 APPRAISER 74 65 „57_ 19 6 58 20 5 73 66 SEMINOLE COUNTY FL 55 21 4 72 67 1 101 E. FIRST ST SANFORD. FL32771-1468 54 22 71 68 407-665-7508 3 5323 70 69 24 2 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 32-19-31-515-0000-0560 Number of Buildings: 1 Owner: SAINTVIL ROSELINE Depreciated Bldg Value: $142,709 Mailing Address: 109 WHEATFIELD CIR Depreciated EXFT Value: $0 City,State,ZipCode: SANFORD FL 32771 Land Value (Market): $34,000 Property Address: 109 WHEATFIELD CIR SANFORD 32771 Land Value Ag: $0 Subdivision Name: CELERY LAKES PHASE 1 Just/Market Value: $176,709 Tax District: S1-SANFORD Assessed Value (SOH): $154,760 Exemptions: 00 -HOMESTEAD Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $129,760 Tax Estimator 2005 VALUE SUMMARY Tax Value(without SOH): $2,499 SALES 2005 Tax Bill Amount: $2,499 Deed Date Book Page Amount Vac/Imp Qualified Save Our Homes (SOH) WARRANTY DEED 10/2004 05502 1005 $168,300 Improved Yes Savings: $0 Find Comparable Sales within this Subdivision 2005 Taxable Value: $125,252 DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... - Method Units Price Value LOT 56 CELERY LAKES PHASE 1 PB 62 PGS LOT 0 0 1.000 34,000.00 $34,000 75 & 76 BUILDING INFORMATION Bid Year Base Gross Living Est. Cost Bid Type Fixtures Ext Wall Bid Value Num Bit SF SF SF New 1 SINGLE 2004 13 1,364 3,424 3,012 CB/STUCCO $142,709 $144,150 FAMILY FINISH Appendage / Sgft GARAGE FINISHED / 396 Appendage / Sgft OPEN PORCH FINISHED / 16 Appendage / Sgft UPPER STORY FINISHED / 1648 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. "' If you recently purchased a homesteaded property your next ear's property tax will be based on Jusf/Market value. http://www. scpafl.org/pls/web/re_web. seminole_county_title?parcel=32193151500000560... 5/17/2006 Parcel Identification Number.)) -/9-,3 f Prepared by: David Romanowski , 1287 S Oleander Street Return to: Longwood, FL 32750 Design Pro Screens 655 Wilma Street Longwood, FL 7Sr� NOTICE OF COMMENCEMENT Ih'tiL_ g RWD BY t holdea r� UEt ILII State of Florida MAR N AOR CLERK I , 1 T COURT - vi f)ic 1t° RI DA County of��r'r The undersigned hereby gives notice that improvement(s) will be made to certain real property, an ; ol,n'cerh Chapter 713, Florida Statutes, the following information is provided in this Notice of Commence 1 Description of property (legal description of the property, and street address If available) a 1- :5J6 C e % r = 7 1 e,1�-e.� �'A as r I iw 6 ---� �S 2,5- 7'6 2. General description of improvement(s) 3. Owner nformation Name ,s�s /" S�` ` "may Telephone Number Address /p I4)/7 �yLr � Fax Number Interest in Property:W 4. Fee Simple Title Holder (if other than owner shown above) Name Telephone Number Address�Fax Number 5. Contractor Name Design Pro Screens Telephone Number 407-947-4599 Address 1 655 Wilma Street Fax Number 407-339-0205 Longwood, FL; 32.750 6. Surety (if any), Name Address Telephone Number Fax Number Amount of bond$ 7. Lender (if any) Name Telephone Number Address Fax Number 8. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by 713,13(l)(a)7, Florida Statutes, Name Telephone Number Address- Fax Number 9. In addition to himself, or herself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. Name Telephone Number Address Fax Number 10. Expiration date of notice of.commencement (the expiration date is one year from the date of recording unless different date is specified): Date Signed Signature of Owner Note: per 713.13(1)(g), "owner must sign.., and no one else may be permitted to sign In his or her stead." Sworn to and s)bscribed before me this 111;" � day of 20 by 15a-) 07 fvr r who is personally known to me OR produced r� 5S 31 7 2,o -63 - G 5'e —© as identification. Signature of Notary 'O"PLy pu'` Notary Put lic State of Florida. David Romanoviski e My Commission DD405947 9�os rti° Expires 03/0/2009 SEAL Revised 5/24/04 PLAT OF BOUNDARY SURVEY F1 ' for MARONDA HOMES Legal Description LOT 56, CELERY LAKES PHASE 1, according to the Plat thereof as recorded in Plat Book 62, Pages 75 and 76, of the Public Records of Seminole County, Florida. 0 w 0 z In Cr w J d U U7 I 57 I � I I j ^ L$I +i ELCC. m 1 Wr �R4njG' N 89'38'17" E 130.00' �" 1 00' 5' DRAINAGE , ESM T � 61._07' O(n O 44.05 CD N�ONC. r7T PbIVE CONC. BP%)Gm WFF. ELEV 22.45 56m(/) 1 m LnCP m O 1 to 03 O 44.01' — O`--------- --------- -��---------------------- O O 5' DRAINAGE ESM'T 5.00 C� o N 89'38'17" E 130.00' n>A I 55� 1 ,v I I SCALE: 1 "=30' SURVEY NOTES: 1) The street address of the above-described property is 109 WHEATFIELD CIRCLE. 2) The above-described property lies in a Flood Zone X per FIRM 12117C 0065E dated APRIL 1995. SURVEYOR'S CERTIFICATE This is to certify that I have made a Survey of the above described property and that the plat hereon delineated is an accurate representation of the same. I further certify that this Survey meets the Minimum Technical Standards set forth by the Florida Board of Land Surveyors pursuant to Section 427.027 of the Florida Statutes. KtV1DiUM : RCVI5ED FOR FOOMPA►i0u: 4 MAY 2404 REVI5EP FOR rINAL 501RVCY: 4 4W• 2004 PROJECT NO: 1\1 IIYLI\ UUI\VL1l1YU, 11Yl,i. R. BLAIR KITNER - P.L.S. NO. 3382 Post Ofti-e Bcx 823, Sanford, F1. 32772-0823 (4.07) 322-2000 SURVEY DATE:u 13 APIM 260¢ CERTIFIED CORRECT TO: ROSELINE SAINTVIL NOVASTAR MORTGAGE, INC. GOLD COAST SETTLEMENT SERVICES 1r7 11c 7-- he,i z57, Ae- /-y le,, /0' K 30' l'o I Ilk/ rA N 30' 71-1101,e4-1 00/plv- 12o -S , '/4 - el -5 etil 7'v I'/ /09 t-JAec,,,( ogi,'ld c,4-, -ro. CA 970 10 deck ?o 30' 71-1101,e4-1 00/plv- 12o -S , '/4 - el -5 etil 7'v I'/ /09 t-JAec,,,( ogi,'ld c,4-, -ro. CA 970 10 deck SCREENED ENCLOSURES � W I SECTION 1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1 TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES . H RISER WALL WHERE QUIRED JRLINS (TYP.) AGONAL ROOF BRACING EE SCHEMATIC SECTION 1) 1BLE 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) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004I PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 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 SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES . H RISER WALL WHERE QUIRED JRLINS (TYP.) AGONAL ROOF BRACING EE SCHEMATIC SECTION 1) 1BLE 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) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004I PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 I—ENED ENCLOSURE- 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) 767.65.6 PAGE �q ©_ COPYRIGHT 2004 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. -1 — COMPOSITE 2" x 3" EAVE RAIL Uj C; . i <UJ BEAM — SCREEN ROOF a- 2 > 0.050" H—CHANNEL w O) _ ® G POST TO BEAM FASTENING OR GUSSETS (SEE EE < w ®� TABLE 1.6) POST (SEE TABLE 1.3) ®� — — SCREEN ' 45'± o (MAY FACE IN OR OUT ) REQUIRED KNEE BRACE MINIMUM SIZE AND I CONNECTION (SEE TABLE 1.7) LENG OF IF KNEE BRACE LENGTH KNEE B E EXCEEDS TABLE 1.7 USE s CANTILEVERED BEAM i CONNECTION DETAILS HOST STRUCTURE 1 ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP — LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 FASCIA AND SUB—FASCIA Wiw- 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW ® SUPER OR SIZES) EACH SIDE TO BEAM EXTRUDED TO SUPER OR EXTRUDED ® MAX. DISTANCE TO GUTTER IHOSTSTRUCTURE GUTTER WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386)767-0774 FAX: (386) 767.65.6 PAGE �q ©_ 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 SECTION 1 I STRAP SUPER OR EXTRUDED GUTTER HOST STRUCTURE SPACING/2 + SPACING/2 SPACING/2 + SPACING/2 BEAM SET SPACING BEAM SET SPACING STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = 1'-0" 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP (SEE SECTION 9) ALTERNATE SIII)I 2" S.M.S. OR LAG SCREWS TRANSOM r (SEE SECTION 9) p UPRIGHT p a 9 SUPER OR \® EXTRUDED ®� GUTTER ANGLE OR RECEIVING CHANNEL (SEE SECTION 9 FOR DETAILS) SELF MATING BEAM (SIZE VARIES) MAX. DISTANCE FROM FASCIA BEAM CAP TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC SCREW PATTERNS MAY VARY ENGINEERING (SEE TABLES OR NOTES FOR SIZE AND NUMBER OF SCREWS) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 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. 1-21 SECTION 1 SCREENED ENCLOSURES S.M.S. TOE BEAM AND/OR ML SION TION WIND BRACE CONNECTION DETAIL SCALE: 3"= V-0" NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than (4) panels from host structure. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (366) 767-4774 FAX: (386)767-6&% PAGE © COPYRIGHT 2004 1-36 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. T 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 I PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" ALTERNATE: 1"x2", 1"x3"OR2"x2" ATTACHED TO WALL W/ #10 x 2" S.M.S. @ 16" O.C. HOST STRUCTURE MASONRY OR FRAMED WALL (SELECT FASTENERS FROM 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) 1/4" 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 W ALTERNATE CONNECTION: a ® (1) 1-3/4" x 1-3/4" x 1-3/4" x 1/8" ® INTERNAL U -CHANNEL _ ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8" x 2" LAG PRIMARY OR MISC. FRAMING SCREWS OR TO CONCRETE BEAM (SIZE PER TABLES) OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = 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: (366) 767-6556 CO COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-37 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) \ OU) z c� w� Co i 17 TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K -BRACING K -B RACING (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" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214366, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 7676556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-39 L. SECTION 1 1 SCREENED ENCLOSURES CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA -3/32" _ 233 Sq. Ft. / PAIR OF CABLES 1/8" 445 Sq. Ft. / PAIR OF CABLES * TOTAL WALL AREA =100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: _ FRONT. WALL AREA 1@, 100% (8'.:x:32').= 256 Sq.Ft. ..SIDE WALLAREA @ 50%.(.8' x2IT)= 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 7x 19 STAINLESS STEEL CABLE DIAMETER 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 freestanding 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.df more than one additional: girt -is required between the top or eave rail and the chairrail, themthere-sh-allbe,an�additiottalfrontwalt cablerrplairat 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) 767-4T74 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. SCREENED ENCLOSURES 5) #10 S.M.S. (MIN. x 1-1/2" x 8" FLAT I SECTION 1 125" PLATE OUT ON 45° ANGLE -T OR TURNBUCKLE FOR CABLE TENSION ESS STEEL (SEE TABLE) RIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = 1'-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH N:,: /FRAME MEMBER IDE OF EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) #10 x 3/4" S.M.S. EACH SIDE. FOR CABLES B MIN. (2) CLAMPS REQUIRED I I I \ MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 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. 1-41 ! r , SECTION 1 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" = 1'-0" ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" CABLE SLAB FOR 1/8" CABLE SHALL FOR 3/32" CABLE 5/16" x 2" p N4� HAVE A THICKENED EDGE TO CONCRETE ANCHOR W/ ACHIEVE 5d MIN. AND A 3/8" x CABLE THIMBLE AND WASHER 2" ANCHOR � co 5d (MIN.) 3-1/2" (4" NOMINAL) SLAB (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 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 SCREEN SCREENED ENCLOSURES 'd' VARIES 4" SHOWN 1" x 2" O.B. BASE PLATE (TYP.) SECONDARY ® ®� 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 v S.M.S.. (SEE' SCHEDULENEXT PAGE)' a d CONCRETE ANCHOR e : ° °. A (SEE SCHEDULE NEXT PAGE) .. . . . ° e• . NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION 2" 5d (MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES r-I—il d NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 L6" (MAX.) L6" (MAX.) 3000 P.S.I. CONCRETE 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 1 ' 5d DISTANCE 1/4" 1 1-1/4" 3/8" 1 1-7/8" 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" ANG 1" x 2" BASE PLATE (TYP.) 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT 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. SCREENED ENCLOSURES SECTION 1 ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT SECONDARY 2" x (d - 2") x 0.063" ANGLE EACH SIDE OF COLUMN (SEE SCHEDULE PAGE 1-51) 2-3/8" BRICK PAVERS THIN SET BETWEEN CONCRETE AND PAVERS CONCRETE ANCHOR (SEE SCHEDULE PAGE 1-48) 3000 P.S.I. CONCRETE NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION PRIMARY 2" x 2" ANGLE (SEE SECTION 9) CONCRETE ANCHOR THRU PRIMARY ANGLE 1" x 2" BASE PLATE (TYP.) Y1111 SCREEN 'd' VARIES (4" SHOWN) PRIMARY 2" x 2" x 0.063" ANGLE EACH SIDE ® ®I (2) #10 x 3/4" S.M.S. EACH SIDE ® ® 1" x 2" O.B. BASE PLATE (TYP.) 5d' MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLTTO*d DISTANCE1LT1-ST3/8"1-7/8" GRADE ° e 1-1/4" (MIN.) CONCRETE ANCHOR EMBEDMENT 2" (MIN.) (MIN.) 5d cln� �nr_�wi TYPICAL SELF MATING OR SNAP SECTION (2) #10 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHORS @ 24" O.C. 2-3/8" BRICK PAVERS 7 6" (MAX.) MAX. SPACING 24" O.C. CONCRETE LAYERS THIN SET BETWEEN FOR BOTH SIDES 1-1/4" (MIN.) CONCRETE 3000 P.S.I. CONCRETE FRONT VIEW ANCHOR EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER 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 I © COPYRIGHT 2004 PAGE q NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-49 SCREENED ENCLOSURES SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS CONCRETE DECK EDGE Total Concrete Anchors 2" x 2" PRIMARY ANGLE SCREEN VARIES 6 2 x 5 (4) 1/4" 8 2 x 6 (4) 1/4" 10 5d (MIN.)` (4) 1/4" — — — — (6) 1/4" 2-1/2" (MIN.) 2 x 9 (6) 1/4" J Vito — — — — (10) 1/4" SECONDARY 2" x 2" x 0.063" ANGLE (SEE SECONDARY BOLT • 5d DISTANCE 1/4" 1-1/4" G ANGLE ANCHOR SCHEDULE AND SECTION 9) 1" x 2" O.B. BASE PLATE (TYP.) CONCRETE ANCHORS INTO ®® PRIMARY AND SECONDARY If 1 ANGLES #10 x 314" 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" = 1'-0" Secondary Anchor Schedule Column Size S.M.B. or S.B. Total Concrete Anchors Total #10 x 314" S.M.S. 2 x 4 (4) 1/4" 6 2 x 5 (4) 1/4" 8 2 x 6 (4) 1/4" 10 2 x 7 (4) 1/4" 12 2 x 8 (6) 1/4" 14 2 x 9 (6) 1/4" 16 2 x 10 (10) 1/4" 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 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-51 SECTION 1 1 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 RP1nw in"_'%n'_nn" u, .a r Self Mating Sections 3'-0" Tributary Load Width W'= Beam Spacing 4'-0" 1 5'-0" 6'-0" T-0" 8'•0" Allowable Span 'L' / bending 'b' or deflection 'd' Tributary Load Width 'W' = Beam Spacing 2" x 4" x 0.044 x 0.100" Hollow Sections 3'4" 4'-0" 5'-0" 6'-0" 1 7'4" 1 8'-0" 9'-0" b 12'-3" b 11'-6" b Allowable Span'L' / bending'b' or deflection'd' 24'-9" b 21'-5" 2" x 2" x 0.044" 9'-10" b 8'-7" b 7'-8" b 6-11" bi 6'-6" b I 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'4" b 8'-4" b 1 7'-7" b 7'-1" b 6'-7" b 6'-3" b 2" x T i4.00' 13'-4" b 11'-7" b 10'4" b I 9'-5" b 8'-9" b 1 8'-2" b 1 T-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 11' 4" b 18'-7" b Self Mating Sections 3'-0" Tributary Load Width W'= Beam Spacing 4'-0" 1 5'-0" 6'-0" T-0" 8'•0" Allowable Span 'L' / bending 'b' or deflection 'd' 9'-0" 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" 10.100" -x0-120- 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b 2' x 6" 70.050_ L: 28'-7" b 24'-9" b 22'-2" b 20'-3" b 18'4" b IT -13" b 116-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 2T-11" b 24'-11" b 22'-9" b 21'-1" b 19'4" 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. 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 connectionto:fasciaor_wall connection. 5. _, Above -spans do not include4ength of: knee,braces:�:Add horizontal distancesfrom upright to center of brace to beam connection to the above spans for total beam spans. 6. Purlin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one pudin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 7. Spans may be interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with W'= 5'-0" = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE 1-56I COPYRIGHT O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. Tributary Load Width W'= Beam Spacing Snap Sections 3'-0" 1 4'-0" 1 5'-0" 6'-0" 1 7'-0" 1 8'-0" 1 9'-0" Allowable Span V/ bending 'b' or deflection 'd' 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 9'7 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 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 connectionto:fasciaor_wall connection. 5. _, Above -spans do not include4ength of: knee,braces:�:Add horizontal distancesfrom upright to center of brace to beam connection to the above spans for total beam spans. 6. Purlin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one pudin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 7. Spans may be interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with W'= 5'-0" = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE 1-56I COPYRIGHT O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 Table 1.2 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) A. Sections Fastened To Beams With Cli s Tributary Load Width 'W' = Purlin Spacing Tributary Load Width 'W' = Purlin Spacing Hollow Sections 3'-6" 4'-0" 4'-6" 5'-0" 5' 3' 6" Allowable Span 'L' / bending 'b' or deflection 'd' -6-8- '8"Allowable 2" x 2" x 0.044" 7'-8" d 7'7" d 7'-0" d 6'-9" d 6'-6" b 6'-3" b 5'-11" b 2" x 2' x 0.055" 8'-1`' d T-9" d 7'-5" d 7'-2" d 6'-11" d 6'-9" d 6'-6" b Hollow Sections 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d 7'-8" d 7'-5" d 7'-3" d 6'-11" d 8'-5" 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 6'-9" d 2" x 4" x 0:050" 12'8'-9" h 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10#/ Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection:to fascia or wall connection. 3. Span is measured from center of beam :and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with W'= 5'-0" = 10'-2" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © 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 Tributary Load Width W'= Purlin Spacing Tributary Load Width 'W' = Purlin Spacing Snap Sections 3' 6" 4'-0" 4'-6" 5'-0" 5'-6" 1 6'-0" -6-8- '8"Allowable Tributary Load Width 'W' = Purlin Spacing Allow blSpan.'L' / bending 'b' or deflection 'd' Hollow Sections 21' x T" X-6.044 8'-5" d 8'-1" d 7'-9" d 7'-6" d 7'-3" d 7'-0" d 6'-9" d 11'-1" d 10'-8" d 10'-4" d 9'-11" b 9'-6" b 9'-0" b Allowable Span V/ bending 'b' or deflection 'd' 13 14'-0" d '-6" d 12'-9" b 12'-2" b 11'-8" b 11'-1" b 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10#/ Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection:to fascia or wall connection. 3. Span is measured from center of beam :and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with W'= 5'-0" = 10'-2" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © 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 u V JDC, Tributary Load Width 'W' = Purlin Spacing 3'-6" 4'-0" 4'-6" 5'-0" 1 5'-6" 12"2 Allowable Span 'L' / bending 'b' or deflection 'd' x: x 0.044" Noo tes: 10'-11" b 10'-2" b 9'-7" Tributary Load Width 'W' = Purlin Spacing Hollow Sections 3'-6" 4'-0" 4'-6" 5'-0" Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 7'-8" b 1 7'-4" b 1 6'-11" b 1 6'-7" b 2" x 2" x 0.055" 9'-11" b 9'-4" b 8'-10" b 8'-4" b 7'-11" b 7'-7" b 7'-3" b 2" x 3" z 0.050" 727-4- b 11'-7" b 10' 11" b 10'-4" b 9'-10" b 9'-5" b 1 8'-11" b 2" x 4" x 0.050" 13'-7" b 12'-8" b 11'-11" b -4 11'" b 10'-10" b 10' 4" b 9'-10" b 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10#/ Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection:to fascia or wall connection. 3. Span is measured from center of beam :and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with W'= 5'-0" = 10'-2" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © 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 Snap Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 4'-0" 4'-6" 5'-0" 1 5'-6" 12"2 Allowable Span 'L' / bending 'b' or deflection 'd' x: x 0.044" Noo tes: 10'-11" b 10'-2" b 9'-7" 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10#/ Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection:to fascia or wall connection. 3. Span is measured from center of beam :and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with W'= 5'-0" = 10'-2" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © 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 r SECTION 1 SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an annlied Inart of 1A it I cn ft Hollow Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 4'-0" 1 5'-0" 6'-0" 7'-0" 1 8--0-- '-0"Allowable Height'H' / bending'b' or deflection'd' Allowable 1 9'-0" 2" x 4" x 0.044 x 0.100" 2" x 2" x 0.044" 8'-4" b T-3" b 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 T-7" b T-2" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 4'-0" 1 5'-0" 6'-0" 7'-0" 1 8'-0" Allowable Height'H' / bending 'b' or deflection'd' 1 9'-0" 2" x 4" x 0.044 x 0.100" 1 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" - 2" x 7" x 0.055" w/ insert 27'-3" 36'-3" b 23'-7" b 31'4" b b 21'-1" 28'-1" b 19'-3" b 25'-7" b 17'-10" b 23'-9" b 16'-8" b 22'-2" b 15'-9" b 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 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" 1 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 4'-0" 1 5'-0" 6'-0" 7'-0"1 8'-0" Allowable Height'H' / bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b 7'-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" 5'-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" t26'-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" 9'-5" b 25'-5" b 22'-9" b 20'-9" - - - --•- ••-•y•••� a...11., •Cwcn�es vuier "Id" Ic pu mrn, see conversion table 1A on the specification page for tables at the beginning of this section and "Id" below. Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select upright length 'H'. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the.above spans for.total beam spans... 4. Site specific engineering required for pool enclosures over 20' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR'C' EXPOSURE CATAGORY 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) 767-65% 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 Hnri7nntale t`—f—d Tn D—+r wi•h rj:.-- Snap Sections Allowable Heights 'H' / bending 'b' or deflection 'd' 1-- x 2 x 0.044 r T-6-- d 7 -2 d 6-11" ' d 6'-8" b 1 6'-4" b 1 6' 1" b —5'-g" b ------- ----"-- • - _..... Tributary Load Width 'W' Hollow Sections 3'-6' 4'-0" 4'-6" 5'-0" 1 5°-6" Hollow Sections 3' 6' 4'-0" 4',6" 5'-0"1 5'-6" 1 Allowable Heights 'H'I bending 'b' or deflection 'd' - —X0.044" 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 0.0.55"_ T-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 T-5" d 7'-1" d 6'-10" d 6'-7" b 64" b 5'-11" b 2" x 3" x 0.045" 9'4" b 8'-9" b 8'-3" b T-10" b 7'-5" b T-2" b 2" x 4" x 0.050"—f-07'11'-6" 2" x 4" x 0.050" 10'-3" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b T-10" b Snap Sections Allowable Heights 'H' / bending 'b' or deflection 'd' 1-- x 2 x 0.044 r T-6-- d 7 -2 d 6-11" ' d 6'-8" b 1 6'-4" b 1 6' 1" b —5'-g" b ------- ----"-- • - _..... .... .... .. vwv uwv JI.I CW UVSACa Tributary Load Width W. Hollow Sections 3' 6' 4'-0" 4',6" 5'-0"1 5'-6" 1 6'-0" - —X0.044" Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" 7'-9" b T-3"- b 1 6-10" b 6-6" b 6'-2" b 5'-11" b 5'-7" b 2" x 2" x 0.055" 8'-5" b T-11" b T-5" b T-1" b 6'-9" b 6-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 7'-9" b 7'-5" b 77" 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 T-11" b T-7" b 2" x 4" x 0.050"—f-07'11'-6" b 10'-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"1 9'-2" b 8'-7" b 1 8'-1" b 1 7'-8" b 1 7'-4" b 1 T-0" b 6'-8" b --- -' --..._-•---••• - mr n, acv wnversion tame IN 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) 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. 1-59 3/8" Extrusion Anchoring System SCREENED ENCI<OSURES 2" x 2" x 0.044" 2" H -Channel With 3 #1'0 x 1/2" EACH SIDE SECTION 1 2" x 3" x 0.045" Table 1.6 Minimum Upright Sizes and Number Connection of Roof Beams to Wall Uprights of Screws for or Beam Splicing 2" H -Channel With (4) 3/4" long screws Beam Size 2" x 3" 2" x 4" 2" x 4" 2" x 5" 2" x 6" 2"x 6" 2".'k 7" 2" x 8" 2"x 9" 2" x 9"*. 2"x 10''- Screw Size #8 #10 #12 #14 or 1/4" 5/16" Upright Size 2" x 3" 2" x 3" 2""x 4„ 2" x 3" 2" x 3" 2" x 4" 2„ x 4„ 2" x 5" 2" x 6" 2" x 7" 2" x 8" Minimum Purlin, Girt Deck Notes Minimum Number of Screws* Beam Stitching &Knee Brace Size** Anchors #8 x '/z' #10 x %" #12x'/2" Screw @ 24" O.C. 2" x 2" x 0.044" 2 Full La 6 4 4 2" x 2" x 0.044" 2 Full La 8 6 4 #8 2" x 2" x 0.04.4" 2 Full La 8 6 4 #10 2" x 2" x 0.044" 2 FuII La 8 6 4 #8 2" x 2" x 0.044" 4 Full La 10 8 6 #10 1 2" x 2" x 0.044" 4 Partial La 10 8 8 #10 2"x 2" x 0.044" 4 Partial Lap 14 12 10 #12 2" x 3" x 0.044" 6 Partial La 16 14 12 #14 2" x 3" x 0.045" fi Partial La 18 16 14 #14 2" x 4" x 0.050" 8 Partial La 20 16 16 #14 2" x 4" x 0.050" 10 - Partial Lak 20 18 16 #14 . Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness 5/16" 5/8" 2" x 7" x 0.055" x 0.120" 1/16" = 0.063" 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" 3/4" 1-1/2" 2" x 9" x 0.082" x 0.306" 1. 1/8" = 0.125 " 7/8" 1 111 -3/4 2 x 10 x 0.092 x 0.369" 174" = 0.25" 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 Gips for each splice with 1/2 the screws on each side of the cut. 12. For girt size use upright size,(i &e Z 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 #1'0 x 1/2" EACH SIDE To 3'-0" 2" x 3" x 0.045" 2" H -Channel With 3 #10.x 1/2" EACH SIDE To 4' 6" 2" x 4" x 0.044" x 0.12" 2" H -Channel With (4) 3/4" long screws (size to be determined by beam size, see table 9.6) (SPP TahlP 1 R Fnr Ah ,.".1.... n J n:-_ - Note: - - - -•-- -. _r.,..,,, 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 O NOT TO I BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE 1-61 r r. I FASTENERS DRIVE NAIL SPIKE CONCRETE EXPANSION SCREW T -BOLT BOLT A AIM 11 - CONCRETE AND" MASONRY ANCHORS SCALE: N.T.S. SHEET METAL HEX HEAD MACHINE SCREWS TEK SCREW LAG SCREW BOLT SECTION 9 I OPTIONAL METAL FASTENERS WASHER SCALE: N.T.S. NOTES: ALTERNATIVE FASTENERS MAY USED AS SHOWN IN THE DETAILS HEREIN, AND MUST MEET OR EXCEEq THE .SAFE WORKING LOAQ VALUES SPECIFIED BY THE"MANUFACTURER; AND SHALL BE APPROVED BY THE BUILDING OFFICIAL Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-65W © COPYRIGHT2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 9-1 SECTION 9 FASTENERS Table 9.1 Allowable Loads for Concrete Anchors Screw Size d = diameter Embedment Depth (in.) Min. Edge Dist. & Anchor Spacing 5d (in.) Allowable Loads Tension I Shear 6d ZAMAC NAILIN (Drive Anchors) 7d 1/4" 1-1/2" 1-1/4" 273# 236# 2" 1-1/4" .316# 1 236# 1.18 2.00 TAPPER Concrete. Screws) 1.21 - 12d 3/16" 1-1/4" 15/16" 288# 167# 1-3/4" 15/16" 371# 259# 114" 1-1 /4" 1-1/4" 427# 200# 1-3/4" 1-1/4' 54.4# 2164 318" 1-1/2" 1-7/8" 511# 4029 1-3/4" 3-3/8" 703# 455# POWER BOLT Expansion Bolt 114" 2" 1-1/4"' 6244 261# 5/16" 3- 1-7/8" 936# 751# 318" 3-1/2" 1-7/8" 1,575# 1,425# 112" 5" 2-1/2" 2,332# 2,220# POWER STUD (Wedge Anchor) 114' 2-314" 1-1/4' 812# 326# 318" 4-1/4" 1-7/8" 1,358# 921# 112" 6" 2-1/2" 2,271# 1,218# 5/8" 7" 2-1/4" 3,288# 2,202# 1. Concrete screws are limited to 2" embedment by manufacturers. 2. Values listed are allowed loads with a safety factor of 4 applied. 3. Products equal to rawl may be substituted. 4. Anchors receiving loads perpendicular to the diameter are in tension. 5. Allowable loads are increased by 1.00 for wind load. 6. Minimum edge distance and center to center spacing shall be 5d. 7. Anchors receiving loads parallel to the diameter are shear loads. 8. A 133% increase has been applied because wind uplift is only load. Example: Determine the number of concrete anchors required for a pool enclosure by dividing the uplift load by the anchor allowed load. For a 2 x 6" beam with:. spacing = T-0" O.C., allowed span = 20'-5" (Table: 1:.1) UPLIFT LOAD = 1/2(BEAM SPAN) x BEAM & UPRIGHT SPACING NUMBER OF ANCHORS= 1/2(20.42') x 7' x 10# / Sq. Ft. ALLOWED LOAD ON ANCHOR NUMBER OF ANCHORS = 714.70# = 1.67 427# Therefore, use 2 anchors, one (1) on each side of upright. Table is based on Rawl Products' allowable loads for 2,500 p.s.i. concrete. Allowable Load Coversion Multipliers for Edge: Distances More. Than 5d Edge Distance Multipliers Tension Shear 5d 1.00 1.00 6d 1.04 1.20 7d 1.08 1.40 8d 1.11 1.60 9d 1.14 1.80 10d 1.18 2.00 11d 1.21 - 12d 1.25 - 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 9-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 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 SECT FOR REAM SIZE SPACI 2' SCREENED ENCLOSURES BREAK FORMED OR EXTRUDED END CAP W/ -1-1" "Tr" "4N ROOF OR ;OOF PANEL. AN ROOF. LEAK 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) )SION D WASHER riLrww o�.nGWS (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" = 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 1-52 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I 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 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 Maximum Wall Width = 10'-0" i 12'-0" 1/2 Screen Roof Beam Span 14'-0" 1 16'-0" 18'-0" 1 20'-0" 22'-0" 2 Beams And 2 2 1/2 Solid Roof Beam Span 2 2 4 5" Super Gutters 5'-0" 5'-0" 5'-0" S'-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" p 12'-1" b 11'-8" b 1 T-4" b 10'-11" b 10'-8" b 10'-4" b 10'-1" b 2" z7" x 0.0 5-7 w/ insert 15'-3" b 7-4-78- 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'74 -7-4--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" IT -4 b 16'-9" b 16'-2" b 15'-9" b 15'-3" b 14'-10" b 14'-6" b 2" x 10" x 0. 92" 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 Maximum Wall Width = Corner Post @ Top Number of #10 x 3/4" S.M.S. Required Diagonals (K) Intermediate Corner Post per End Post @ Chair Rail @ 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 1 4 1 5 1 8 3 3 Note: 6 7 12 3 3 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. 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 ( - C © COPYRIGHT 2004 1-s'4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 7 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. 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 FASCIA DETAIL SCALE: 3" = l'-0" a - ROOF PANEL TO WALL DETAIL SCALE: 3" = l'-0" #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA #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: 1100 -123 130 1 140 150 #8 1 #12_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 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P.E. I ' r • SECTION 7 f SOLD ROOF PANEL PRODUCTS Table 7.2.1 Allowable Spans for Elite Composite Roof Panels for Various Loads Elite Aluminum Corporation Statewide Product Approval #FL1049 Manufacturers' Proprietary Products: Aluminum Alloy 3105 H-14 or H-25 Foam Core E.P.S. #1 Density 3" x 48" x 0.024" Panels Fnam r'nra F P S tt4 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 1 Cantilever All Roofs ,100 MPH 21'-4" 23'-10" 23'-0', 2.07-4" 22'-9" 21'-11" 15'-1" 17'4" 16-3" 4'-0" 110 MPH 21'4" 23'-10" 23'-0" 18'-8"! 20'-11" 20'-2" 13'-9" 164" 14'-10" 4'-0" 120 MPH 20'-4" 22'-9" 21'-11" 17'-5" 19'-5" 18'-10" 12'-6" 13'-11" 13'-6" 4'-0" 123 MPH 19'-6" 21'-10" 1 21'-1" 1 15-11" 1 18'-11" 18'-3" 11'-8" 13'-8" 13'-2" 4'-0" 130 MPH 18'-0" 20'-2" 19'-5" 15-1" 17'4" 16-3" 11'-1" 12'-11" 12'-6" 4'-0" 140 MPH 12'-4" 13'-9" 13'4" 12'-4" 13'-9" 13'-3" 10'-3" 11'-6" 11'-1" 4'-3" 150 MPH 127" 13'-9" 13'-3" 12'-4" 1 13'-9" 13'-3" 9'-6" 10'-8" 10'-4" 1 3'-11" a x 4o x u.usu - vaneis Fnam Cnm F P S ft1 nancitu 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 I Cantilever All Roofs 100 MPH 24'-11" 27'-11" 27'-0" 23'-10" 1 26-8" 25'-9" 18'-8" 20'-10" 20'-2" 4'4" 110 MPH 24'-11" 27'-11" 27'-0" 21'-11" 24'-6" 23'-8" 16-2" 19'-3" 18'-8" 4'-0" 120 MPH 1 23'-10" 26'-8" 25'-9" 20'-5" 22'-10" 22'-1" 14'-8" 17'-8" 15-10" 4'-0" 123 MPH 22'-11" 25-7" 24'-9" 19'-10" 22'-2" .21'-5" 14'-4" 16'-0" 15-6" 4'-0" 130 MPH 21'-2" 23'-7" 22'-10" 18'-8" 20'-10" 20'-2" 13'-7" 15'-2" 14'-8" 4'-0" 140 MPH 14'-5" 16-2" 15'-7" 14'-5" 16'-2" 15'-7" 12'-8" 14'-2" 13'-8" 4'-0" 150 MPH 14'-5" 16'-2" 15'-7" 1 14'-5" 16'-2" 15'-7" 11'-2" 13'-2" 12'-9" 4'-0" 4 X,40 X U.UL4" YanPls Fnam Cnra F P C tt1 naneit„ Wind Region Open Structures Mono -Sloped Roof 18,2 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 I 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" 15'-4" 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'A" 14'-7" 13'-6" 15-A" 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" 4 x 4o x ux.5u" vaneis Fnam Cnra_ F P S 87 n -if. 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 I Cantilever All Roofs 100 MPH 26-11" 30'-1" 29'-1" 25'-8" 28'-9" 27'-9" 20'-1" 22'-5" 21'-8" 4'-0" 110 MPH 26'-11" 30'-1" 29'-1" 23'4" 26'-5" 25'-6" 18'-7" 20'-9" 20'-1" 4'-0" 120 MPH 25'-8" 28'-9" 27'-9" 21'-11" 24'-7" 23'-9" 15'-10"M14-2 18'-5" 4'-0" 123 MPH 24'-8" 27'-7" 26'-8" 21'-4" 23'-11" 23'-1" 15'-5" 17'-11" 4'-0" 130 MPH 22'-9" 25'-5" 24'-7" 20'-1" 22'-5" 21'-8" 14'-7" 15'-9" 4'-0" 140 MPH 15'-7" 17'-5" 16'-10" 15'-7" 17'-5" 16'-10" 13'-8" 14'-9" 4'-0" 150 MPH 15'-7" 17'-5" 16'-10" 15'-7" 17'-5" 16'-10" 12'-8" 13'-9" 4'-0" r Vuie. I LAM iuvi panel WIDtn = room wiam + wan Wlatn + ®® 1w Lawrence E. Bennett, P.E. FL # 16644 a "�• CIVIL ENGINEER- DEVELOPMENT CONSULTANT Elite Aluminum Corporation P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 Panel Products 1801 N.W. 64th Street FAX: (386) 767-6556 Ft. Lauderdale, FL 33309 Tel: (954) 491-3700 Fax: (954) 491-1433 PAGE © COPYRIGHT 2004 7-34 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. IN ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I SECTION 2 ANCHORS (SEE SECTION 9) CONCRETE SLAB OR FOOTING ALUMINUM/STEEL COLUMN 'U' CHANNEL (SEE SECTION 9 FOR CONNECTIONS) CONCRETEANCHORS (SEE SECTION 9) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL RECEIVING CHANNEL ANCHORS (SEE SECTION 9) CONCRETE SLAB OR FOOTING SCALE: 3" = V-0" ALUMINUM / STEEL COLUMN 2" x 2" WITH WALL THICKNESS EQUAL TO OR GREATER THAN COLUMN WALL CONCRETE ANCHORS (SEE SECTION 9) POST TO CONCRETE CONNECTION JNTERNAL OR EXTERNAL ANGLE CLIPS ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE-STANDING COVERS CORROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING SCALE: 3" = 1'-0" POST TO CONCRETE CONNECTION ALUMINUM / STEEL COLUMN INTERNALEXTRUDED ALUMINUM BASE OR BREAK FORMED U -CLIP WITH WALL EQUAL TO OR GREATER THAN POST WALL CONCRETE ANCHORS (SEE SECTION 9) TUBE COLUMN BASE SCHEMATIC INTERNAL BASE 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 f © COPYRIGHT 2004 PAGE II NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 2-21 SECTION 2 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 Minimum # Thru-Bolts y L=D+," Minimum Minimum # Size Post Size 1/4" a 3/8" a Knee Brace* Knee Brace Screws Hollow Sections 2' x 3" x 0.050" Hollow Tilt 2" x 2"x 0.044" or 2*' 2" x 3" x 0.050" (3) #8 2" x 2"x 0.045" Snap 2" x 4" x 0.050" Hollow 77x 3"x 0.045" Hollow 2- 2" x 3" x 0.050" (3) #8 2" x 3"x 0.045" Snap 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" x 0.055" x 0.120" 3" x 3" x 0.093" 3 2 t 2" x 4" x 0.050" (3) #10 2" x 7" x 0.055" x 0.120" 3" x 3" x 0.093" 3 2 w/ insert -x 2" x 4" x 0.050" (3) #10 2" x 8" x 0.072" x 0.224" F3" 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) 767-6556 PAGE © COPYRIGHT 2004 2-54 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 2 I ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS UNIFORM LOAD l a �-- A B SINGLE SPAN CANTILEVER UNIFORM LOAD IIIII l l A B C 2 SPAN UNIFORM LOAD t A B 1 OR SINGLE SPAN UNIFORM LOAD Z l Z A B C D UNIFORM LOAD 3 SPAN A B C D E 4 SPAN NOTES: 1) 1 = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. SPAN EXAMPLES FOR SECTION 2 TABLES SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL EN13INEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4T74 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 2-26 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.