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227 Magnolia Park Trl
4 RECEIVED �,i► CITY OF SALFORD PERMIT APPLICATION Permit#:� I �� J�p I / Date: 7`7 �� AUG 0 2 2009 Job Address: : a9 '7 Aa,c3Flp�l(%_ � ��/ �f� F'�FG2 I -L, Description of Work: Historic District: Zoning: Value of Work: ODp 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: # ofrcDwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: / D Q a U s v (� D (Attachf Proof QfOjwnership & Legal Description) Owners Name & Address: L'A a. 7��'A 7 n �/ /� /h0< -7—ri _n omt L- 977 Phone D' - o `-/6lS7 Name & Address: on —a —�� Bhatse & Fax: - 7 ` Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: >_-6 I n 4 5Y lam/ //L,.-& , State License Number. ESC 7/ deif%� Contact Person: �l e� Phone: Fax: (I -.339 -/a 9D. 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 wg anagement districts, state agenciesi or federal agencies. Acceptance of permit " e• cation at I will notify the owner of the property of the requirements/of FI dw.L n w, F 713. � GS S ignaturrof wner/Agent Date Signatu of -Go e Date Pn Owner/Age is „ me Pn Contractor/Agent' ame Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID APPLICATION APPROVED BY: Bldg: Zoning: (i tal & Date) Special Conditions: ooa` "�, Notary Public State of Florida David Romanowski - o My Commission DD405947 1> OF SOP Expires 03/10/2009 Contractor/Agent isPersonally Known to Me or Produced ID (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) + "d Notary Public State of Florida David Romanowski EzpCes missi n D9 405947 o. &w&bPage &U& DAVID Jomsom CFA, ASA PROPERTY APPRAISER SEMINGLE COUNW FL. r � � 1101 E. FIRST ST r SAKFOR13 FL32?71-1468 407-665-7506 a: 2005 WORKING VALUE SUMMARY GENERAL Value Method: Market 18-20-31-507-0000- Number of Buildings: 1 Parcel Id: 0990 Tax District: S1 SANFORD Depreciated Bldg Value: $164,262 Owner: MAUTHE CHAD A & Exemptions: 00- ANGELA R HOMESTEAD Depreciated EXFT Value: $0 Land Value (Market): $31,000 Address: 227 MAGNOLIA PARK TRL Land Value Ag: $0 City,State,ZipCode: SANFORD FL 32773 Just/Market Value: $195,262 Property Address: 227 MAGNOLIA PARK TRL SANFORD 32771 Assessed Value (SOH): $195,262 Subdivision Name: MAGNOLIA PARK Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $170,262 Tax Estimator 2004 VALUE SUMMARY SALES Tax Amount(without SOH): $635 Deed Date Book Page Amount Vac/Imp 2004 Tax Bill Amount: $635 WARRANTY DEED 08/2004 05490 1842 $233,100 Improved Save Our Homes (SOH) Savings: $0 WARRANTY DEED 03/2004 05252 1026 $220,500 Vacant 2004 Taxable Value: $31,000 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 99 MAGNOLIA PARK PB 63 PGS 54 - 59 LOT 0 0 1.000 31,000.00 $31,000 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 2004 13 1,520 4,311 3,445 CB/STUCCO FINISH $164,262 $165,087 Appendage / Sgft OPEN PORCH FINISHED / 216 Appendage / Sgft GARAGE FINISHED/ 520 Appendage / Sgft OPEN PORCH FINISHED / 130 Appendage I Sqft UPPER STORY FINISHED / 1925 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property our next ear's property tax will be based on Just/Market value. &U& POWER OF ATTORNEY Date: y- 7 - tJ I hereby name and appoint David Romanowski of Design Pro Screens To be my lawful attorney in fact to act for me and apply to the 1!f t ty Building Department for i o 61 n e to 51"- f - permit for work .to be performed at a Location described as: Hh Section . Township .Range . Lot 9 , Block Subdivision //A a i' k- gq-7 (addres of ob) e", All (ow er of property and address) 3a -n3 and sign my name and do all things necessary to this app Jeff Cheffer / or print and signature name 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 DD065405 My Commission Expires: Qgy a� KIMBERLY L. BORTELL p�� Notary Public, State of Florida z n My comm. exp. Oct. 16, 2005 Comm. No. DD 065405 1/00 1 t �15ermit Niur�ber Parcel Identification Number% Woo --601 Pi-c:pared by: �)0- '; Return tors NOTICE OF COMMENCEMENT State of _ 0h `IAa— C0Li11ty 0f M J I-, C, le MARW,, MOR j LLERK W C11, 1T COLT SEMINOLE COLO" BK [)5837 EAG 1655 RMIOUNI Ft E_5 10.W REGtllt .1 BY t holden CERTIFIED COPY. �p YA1�r,1F' Ivl©'SSE CLEC �,OE CIRC')IT �vfjRT SE CLERK 2 2005 The undersigned hereby gives notice that improvement(s) will be made to certain real property, and in accordance with Chapter 713. Florida Statutes, the following information is provided in this Notice of Commencement. 1. . Description of property (legal description of the property, and street address if available) 63 2. General description of improvement(s) Un l ti'1 C- 105 t,= 3. Owner information Name. Gi�� 1�CC�-tti Telephone Number �/�� Address 9�tL9 i) r I `� ��� ��' Fax Number rc.i: i Interest in Property: OW n e i- 4. Fee Simple Title Holder (if other than the owner shown above) Name Telephone Number Address Fax Number 5. ContractorS��-t�n 1 v Name e-5��i�qTI-O Telephone Number r` Address 1pSS ri✓� l� Sf- Iv r Fax Number s 1 c 6. Surety (if any Name Telephone Number Address Fax Number Amount of bond $ 7. Lender (if any) Name Telephone Number Address Fax Number S. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served ag provided by §7.13.13(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 in. F,iniration date of notice of commencement (the expiration date is one year from the date of recordine_ unIP.CI' a diffe..rent date is eneniflPdl- 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 subscribed before me this — day of A -10r i' , 20 6$ by who is personally known to me OR produced as identification. �l O�fµY P(�� Notary Public Stafe of Florida : r David Romanowski Voini Itevised:ainl o My CommissionDD405947 '�`OF F��� Expires.0311012009 L .. ignature of Notary (notarial seal must appear below) _. 7 PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 99, MAGNOLIA PARK 'jAS RECORDED IN PLAT BOOK 63, PAGES 54-59, OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA. NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). _17 _____________ 10' UTILITY LK IS 26.0'%'•�.:::� EASEMENT WALK IS - _ 0_5' OFF 0.5' OFF (=�----'--- 91.63'------ - PC N90'00'00"E CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: DHI TITLE OF FLORIDA INC. FIDELITY NATIONAL TITLE INSURANCE COMPANY OF PENNSYLVANIA CHAD A, MAUTHE AND ANGELA R. MAUTHE DHI MORTGAGE COMPANY, LTD. NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 08-20-04, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN ° W N90'00'00"W 010 60.57' a o i J° 0, 99 ! --95.82_ CENTERLINE OF J 187.45' RIGHT-OF-WAY MAGNOLIA PARK TRAIL 50' RIGHT OF WAY TRACT "A" LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE 1 1 4 EXISTING ELEVATION CONCRETE LO LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT (P) PER PLAT (M) MEASURED 1" = 30' GRAPHIC SCALE 0 15 30 LOT 100 --—Z� PT PND 5/8" IRON ROD AND CAP ® NO 10 (08/20/04) Q FND NAIL AND DISC , LB #4671 (08/20/04) O FND 112' IRON ROO AND CAP LB /6393 (08/20/04) CNA CORNER NOT ACCESSIBLE 6 DENOTES DELTA ANGLE L DENOTES ARC LENGTH P C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVA IUIIi PT DENOTES POINT OF TANGENCY TYP T -r,. I TRACT "I" Eou"IM IT 25' UPLAND BUFFER .° 43.52' S88'42'34"E ------------- JLANS REVIEWED �ITY ®[f SANF®Ili®301- 15' � 1 6� 5.8 mm omm Z 0 48.0' O J f IJ w c V, iW0 STORYo 0 CONCRETE BLOCK _ xa WOOD FRAME "-0') � O T 98 W0 < kFNESH FLOOR ^ O „ CA o ELEVATION=32.06 Q + � - COVERED 7.0' o ENTRY 10.3 ci 18.7' 6.2 _ Y; ;} CSW r �iCOriCR�7E`.;. •� DRIVEWAY.-' _17 _____________ 10' UTILITY LK IS 26.0'%'•�.:::� EASEMENT WALK IS - _ 0_5' OFF 0.5' OFF (=�----'--- 91.63'------ - PC N90'00'00"E CERTIFIED TO AND FOR THE EXCLUSIVE USE OF: DHI TITLE OF FLORIDA INC. FIDELITY NATIONAL TITLE INSURANCE COMPANY OF PENNSYLVANIA CHAD A, MAUTHE AND ANGELA R. MAUTHE DHI MORTGAGE COMPANY, LTD. NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 08-20-04, UNLESS OTHERWISE SHOWN. 3. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN ° W N90'00'00"W 010 60.57' a o i J° 0, 99 ! --95.82_ CENTERLINE OF J 187.45' RIGHT-OF-WAY MAGNOLIA PARK TRAIL 50' RIGHT OF WAY TRACT "A" LEGEND BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE 1 1 4 EXISTING ELEVATION CONCRETE LO LAND SURVEYING BUSINESS LS LAND SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT (P) PER PLAT (M) MEASURED 1" = 30' GRAPHIC SCALE 0 15 30 LOT 100 --—Z� PT PND 5/8" IRON ROD AND CAP ® NO 10 (08/20/04) Q FND NAIL AND DISC , LB #4671 (08/20/04) O FND 112' IRON ROO AND CAP LB /6393 (08/20/04) CNA CORNER NOT ACCESSIBLE 6 DENOTES DELTA ANGLE L DENOTES ARC LENGTH P C.B. DENOTES CHORD BEARING PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVA IUIIi PT DENOTES POINT OF TANGENCY TYP T -r,. I o< M ` n ri yg' ✓•!Ge) ✓lJ (1 G Par N V, N ri 7" Sz ., x N N yg' ✓•!Ge) ✓lJ (1 G Par N V, N IK2 zXy Ixz ri x N N N -Ic � i IK2 zXy Ixz ' 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)Z7� 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 I K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) 1" x 2 (TYP.) TYPICAL DOME ROOF - ISOMETRIC Ri.qFR WALL WHERE !UIRED LINS (TYP.) TONAL ROOF BRACING : SCHEMATIC SECTION 1) LE BRACING METER WALLS FRAMING ,. �� TABLES 1.3 AND 1.4) SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 I O COYRIGHT 2004 NOT PAGE TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 1 -3 t SECTION 1 HOST STRUCTURE 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 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER SCREENED ENCLOSURES a) a 00 00 COMPOSITE 2`° x 3" EAVE PAIL I 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 F.7 .:. ® SUPER ORdl ® 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)7674774 FAX: (386) 767-6556 PAGE �y © COPYRIGHT 2004 ,q -2p NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. �wU) z<� < D_ BEAM - SCREEN ROOF IZ 2 > 0.050" H -CHANNEL W 0 OR GUSSETS < w \,LENG F E HOST STRUCTURE 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 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER SCREENED ENCLOSURES a) a 00 00 COMPOSITE 2`° x 3" EAVE PAIL I 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 F.7 .:. ® SUPER ORdl ® 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)7674774 FAX: (386) 767-6556 PAGE �y © COPYRIGHT 2004 ,q -2p NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 STRAP SUPER OR EXTRUDED GUTTER / H T STR CTURE / 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" = V-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 2" S.M.S. OR LAG SCREWS (SEE SECTION 9) TRANSOM ' UPRIGHT i �I d �I A \ SUPER OR \ \ \® EXTRUDED \ ®\ GUTTER ANGLE OR RECEIVING \ \ CHANNEL (SEE SECTION 9 FOR DETAILS) SELF MATING BEAM � \ (SIZE VARIES) MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE WALL BEAM CAP 24" WITHOUT SITE SPECIFIC SCREW PATTERNS MAY VARY ENGINEERING (SEE TABLES OR NOTES FOR SIZE AND NUMBER OF SCREWS) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-21 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) CARRIER BEAM (SEE TABLE 1.5) —� MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) n SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY I PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ALTERNATE: SCREWS OR TO CONCRETE BEAM (SIZE PER TABLES) ANGLES ATTACHED TO WOOD 1" x 2", 1" x 3" OR 2" x 2" x 2-1/4" ANCHORS OR ADD (1) CHANNEL FRAME WALL W/ MIN. (2) 3/8" x ATTACHED TO WALL W/ #10 x 2" LAG SCREWS PER SIDE OR 2" S.M.S. @ 16" O.C. TO CONCRETE W/ (2) 1/4" x L ® 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY SIDE FOR EACH INCH OF BEAM OR FRAMED WALL = Co F- Q DEPTH LARGER THAN 3" (SELECT FASTENERS FROM w~ � ® SECTION 9 TABLES) o w ALTERNATE CONNECTION: a ® (1) 1-3/4 x 1-3/4 x 1-3/4 x 1/0 ® INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8" x 2" LAG PRIMARY OR MISC. FRAMING SCREWS OR TO CONCRETE BEAM (SIZE PER TABLES) OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368; SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767-5556 PAGE OC COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-37 SECTION 1 SCREENED ENCLOSURES S.M.S. TOE BEAM AND/OR AIL SION 31ON 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 214366, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-36 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 0 SCREENED ENCLOSURES PANELS / ELEMENTS UNBRACED BY HOST -STRUCTURE TO BE BRACED BY DIAGONALS IN PERIMETER PANELS (MIN.) ELEMENTS BRACED BY HOST Q 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) 00 / � J W � m d 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" = 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. 1-39 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 @ 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 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.�-O more than one additional; girt, is required between the top or eave rail and the chair rail, then -there shall bean additiona[Jrontwalf cabie 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) 7674774 FAX: (386)767-6556 PAGE A © COPYRIGHT 2004 1-4NOT 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 BAR SECTION 1 125" PLATE OUT ON 45° ANGLE P _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 SIDE OF FRAME MEMBER EITHER A OR B \\ 1" x 2" x 0.125" CLIP AND (4) B (2) CLAMPS REQUIRED #10 x 3/4" S.M.S. EACH SIDE: MIN. MIN. FOR CABLES ) ®®®® / MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-41 7 I '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 � HAVE A THICKENED EDGE TO CONCRETE ANCHOR W! ACHIEVE 5d MIN. AND A 3/8" x CABLE THIMBLE AND WASHER 2" ANCHOR 5d (MIN.) 3-1/2" (4" NOMINAL) SLAB (MIN.) I 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) 7674774 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 SCREENED ENCLOSURES SCREEN 'd' VARIES 4" SHOW 1" x 2" O.B. BASE PLATE (TYP.) SECONDARY ® ®� 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 — ® 0 S.M.S. (SEE SCHEDULE NEXT PAGE) a CONCRETE ANCHOR a. a (SEE.SCHEDULE NEXT. PAGE). a NOTE: DETAIL ILLUSTRATES a . 0 TYPICAL 2" x 4" S.M.B. COLUMN 2~ 5d CONNECTION (MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES NOTE: SELECT CONCRETE ANCHOR FROM TAB:LE,9,..1 6" (MAX,.)> 3000 P.S.I. CONCRETE 6" (MAX.) 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE NEXT PAGE) 5d* MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 ' 5d DISTANCE 1/4" 1-1/4" 3/8" 1-7/8" GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN (2) #10 x 3/4" S.M.S. EACH SIDE PRIMARY 2" x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) 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. FA 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.)' 1 (4) 1/4" — — — — (6) 1/4" 1 2-1/2" (MIN.) 2 x 9 (6) 1/4" M10 — — -mat 1 — — (10) 1/4" SECONDARY 2" x 2" x 0.063" - ANGLE (SEE SECONDARY BOLT PJ 5d DIST NCE ANGLE ANCHOR SCHEDULE 1/4" 1-1/4 ® ® AND SECTION 9) 3/8" 1-7/8" 1" x 2" O.B. BASE PLATE (TYP.) CONCRETE ANCHORS INTO ® ® PRIMARY AND SECONDARY ANGLES #10 x 3/4" S.M.S. (TYP.) S.M.S. STITCHING SCREWS 2 " x S.M.B. COLUMN @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) SCALE: 3" = V-0" Secondary Anchor Schedule Column Size S.M.B. or S.B. Total Concrete Anchors Total #10 x 314" S.M.S. 2 x 4 (4) 1/4" 6 2 x 5 (4) 1/4" 8 2 x 6 (4) 1/4" 10 2 x 7 1 (4) 1/4" 1 12 2 x 8 (6) 1/4" 1 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 11 SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) Hollow Sections 3'-0" Tributary Load Width W'= Beam Spacing 1 9'-0" 2" x 4" x 0.044 x 0.100" 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'4" 1 9%0" b 17'-4" Allowable Span 'L' / bending 'b' or deflection 'd' b 14'-2" 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 7'-7" b 7'-1" b 6-7" b 6-3". b b 14'-3" b 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 8'-5" b Self Mating 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 VI bending 'b' or deflection 'd' 1 9'-0" 2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 16-6" b 14'-2" b 13'-1" b 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" t, b 15'-2" b 14'-3" b 2'.'x 6" x 0.050" x. 0.120"-f::'A'.'.' -28'-;7"- ' b ' 24"-9", b :: 22-2" b 20'=3" b 18'-9" b 17'-6" b 16-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 27'-11" b 24'-11" b 22'-9" b 21'-1" b 19'-9" b 18'-7" b 2" x 7" x 0.055" wl 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 38'-11" b 36'-5" b 34'4" b Snap Sections 3'-0" Tributary Load Width W'= Beam Spacing 1 4'-07' 1 5%0" 1 6'-0" 1 7'-0" 1 8'.0" Allowable Span'L' / bending 'b' or deflection 'd' 1 9'-0" 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b 7'-8" b 7'-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 centeriof beam>and upright connection, to:fascia or.:wall connection. 5. 1.Above spans do.not includestengtheof,knee,brace.;.. Add::horizontal distahce from upright to center of brace to beam connection to the above spans for total beam spans. 6. Purlin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one puriin 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 © COPYRIGHT 2004 1-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 SCREENED ENCLOSURES SECTION 1 Hollow Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 4'-0" 4'-6" 1 5'-0" 5'-6" 1 6'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 6'-8" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 1 6--0-- '-0"Allowable 2"'x 2" x 0.044" T-8" d T-4" d_ T-0" d 6'4" d 6'-6". b 6'-3" b 5'-11" b 2" x 2" x 0.055" 8'-1` d 7'-9" d 7'-5" d 7'-2" d 6'-11" d 6-9" d 6'-6" b 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d 7'-8" d T-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 1 6'-8" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 1 6--0-- '-0"Allowable 2" x 2" x 0.044" AllowableSpan 'L', / bending 'b' or deflection 'd' b 8'-7" b 8'-1" b 7'-8" b` 7'4" b 6'-11" 2" x 2" x 0.044 8'-5"d 8'-1" d 7'-9" d 7'-6" d 7'-3" d 7'-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-8" d 10' 4" d 9'-11" b 9'-6" b 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 13'-6" d 12'-9" b 12'-2" b 11'-8" b b - ---- B..Sections FastenedTfirnrinh-Ram.,, weti- #..#,, c,.:..:. Hollow Sections 3'-6" Tributary Load Width 'W' = P6rlin Spacing 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 1 6'-8" 2" x 2" x 0.044" KI -6- 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 7'-8" b` 7'4" b 6'-11" b 6'-7" b 2" x 2" x 0.055" 9'-11" b 9'4" b 8'-10" b 8'4" b T-11" b T-7" b T-3" b- 12" x 3" x 0.050" 12'4" b 11'-7" b 10'-11" b 10'4" b 9'-10" b 9'-5" b 8'-11" b 2" x 4" x 0.050" 13'-7" b 12'-8" b 11'-11" b 11'4" b 10'-10" b 10'-4" b 9'-10" b Snap Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 4'-0" 1 4'-6" 5'-0" 1 5'-6" 1 6'-0" 1 6--8-- '-8"Allowable AllowableSpan 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" KI -6- 10'-11" b 10'-2" b 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'4" b 1 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 fromcenter of beam:and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one pudin for each 14'-0" on each side of the center 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 'VI/' = 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. 1-57 i 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 applied load of 14 # / sq. ft.' Hollow Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 9--0- - 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" 1 9--0--- '-0"Allowable AllowableHeight'H' / bending'b' or deflection'd' 2" x 2" x 0.044" 8'-4" b 7'-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" x3" 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 -T" ..... b T-2" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7--O--,; 1 8'-0" Allowable Height 'H' / bending 'b' or deflection 'd' 1 9--0- - 2" x 2" x 0.044" 2" x 4" x 0.044 x 0.100" j 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 0.1207. 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" x0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16'-8" b _ 15'-9" b 2" x 7" x 0.055" 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 1 27'-3" b 1 24'-10" b 1 23'-0" b 1 21'-6" b 1 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"lb 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" 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" 29'-1" b Snap Sections 3'4" Tributary Load Width 'W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7--0----F-8--0-- AllowableHeight'H' / bending 'b' or deflection 'd' 1 9--0--- '-0"Allowable 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-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" 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 20'4" b 19'-3" b 17'-11" b 16-11" b ' For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select upright length '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) 767-6556 PAGE p © 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 Flnriznntals Factonori Tn Pnctc With Clinc Hollow Sections 3'-6' Tributary Load Width W' 1 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H'/ bending 'b' or deflection 'd' 1 6'-8" 2" x 2" x.0.044" 6'-10" d 6-6" b 6'-1" b 5'-9" b 5'-6" b 5'-3" b 5'-0" b 2" x 2".x 0.055" 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" 1 T-9" d 7'-5" d 7'-1" d 6-10" d 6'-7" b 6'-4" b 5'-11" b 2" x 3" x 0.045" 9'-4" b 8'4" b 8'-3" b T-10" b 7'-5" b 72" b 6'-9" b 2" x 4" x 0.050" 10'-3" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b 7'-10" b 7-5" b Snap Sections Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" T-6" d T-2" d 1 6'-11" d 6'-8.. , b, IT -4 "-- 1 6'-1" b 5'-9" b B. Sections As Hnriznntals Fastanarl Tn Pnctc Thrnnnh Ciao Inf.. e. -.e.., 0-- I Hollow Sections 3'-6' -., Tributary Load Width 'W' 4'-0" 11 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H'/ bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044" } T-9" b T-3" b, 6'-10" b 6'-6" b 6'-2" b 5'-11" b 5'-7" b 2"X2" x 0.055" 8'-5" b T-11" b 7'-5" b 7'-1" b 6'-9" b 6'-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 7'4" b 7'-5" b 7'-1" b 6'-8" b 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'4" b 8'-4" b 7'-11" b 7'-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b 8'-4" b Snap Sections Allowable Heights 'H'/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 1 8'-1" b 1 7'-8" b 1 7'-4" b 1 7'-0" b 1 6'-8" b .— —1-0— „o,ynw at wuw veiuwues umer man icu mr-ri, see conversion table lA on the specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6-8". 7. Spans may be interpolated. IF HEIGHTS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 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 WRfTTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-59 A SCREENED ENCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing i SECTION 1 Beam Size Upright Size Minimum Purlin, Girt & Knee Brace Size** Deck Anchors Notes Minimum Number of Screws* #8 x %" #10 x'h" #12x'/:" Beam Stitching Screw @ 24" O.C. 2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4 - 2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #8 .2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #10 2" x 5" 2" x 3" 1 2" x 2" x 0.044" 2 Full Lap 8 1 6 4 #8 2"x6"-- 2"x3" 2"x2"x0.044" 4 Full Lap 10 8, 6 #10 2" x 6" 2" x 4" `i 2" x 2" x 0.044" 4 Partial Lap 10 8 i 6 #10 2""z7" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 14 12 10 #12 2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial Lap 16 14 12 #14 2" x 9" 2" x 6" 2" x 3" x 0.045" 6 Partial Lap 18 16 14 1 #14 2" x 9"** 2" x 7" 2" x 4" x 0.050" 8 Partial Lap 1 20 18 16 1 #14 2" x 10" 2" x 8" 2" x 4" x 0.050" 10 Partial La 20 18 16 #14 Screw Size Minimum Distance and Spacing of Screws 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" 410 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" #12 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" #14 or 1/4" 3/4" 1-1/2" 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" 1/4" = 0.25" 3/8" 1„ 2„ ' Refers to each side of the connection of the beam and upright and each side of splice connection. *' 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16" gusset plate. 2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut. 4. The number of screws is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 6. Hollow splice connections can be made provided the connection is approved by the engineer. 7. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut. 8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 10. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Connect beam to upright w/ H -bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. 12. For girt size use upright size:.(i.e; 2". x 6"). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0.044". Table 1.7 Minimum Size- Screem 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 #10x 1/2" EACH SIDE To T-0" 2" x 3" x 0.045" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To 4'-0" 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) tJee I axle 1 m ror IVUn1Der Ana Size Ur 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) 7674774 FAX: (386) 767-6556 I © COPYRIGHT 20W PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-61 ....... -- - . -; FASTENERS SECTION 9 DRIVE NAIL SPIKE ,CONCRETE� SCREW T -BOLT EXPANSION nl.lrunQ BOLT CONCRETE AND MASONRY ANCHORS SCALE: N.T.S. SHEET METAL HEX HEAD MACHINE SCREWS TEK SCREW LAG SCREW BOLT 1 OPTIONAL METAL FASTENERS WASHER SCALE: N.T.S. NOTES: ALTERNATIVE FASTENERS MAY BE USED AS SHOWN IN THE DETAILS HEREIN, AND MUST MEET OR EXCEED THE SAFE WORKING LOAD 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) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 9-1 I 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 Shear 6d ZAMAC NAILIN (Drive Anchors) 7d 114" 1-1/2" 1-1/4" 273# 236# 2" 1-1/4" 316# 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" 544# 216# 3/8" 1-1/2" 1-7/8" 511# 402# 1-3/4" 3-3/8" 703# 455# POWER BOLT (Expansion Bolt) 114" 2" 1-1/4" 1 620 261# 5/16" 3" 1-7/8" 9369 751# 318" 3-1/2" 1-7/8" 1,575# 1,425# 1/2" 5" 2-1/2" 2,332# 2,220# POWER STUD (Wedge Anchor) 114" 2-3/4" 1-1/4" 812# 326# 3/8'4-1/4" 1-7/8" 1,358# 921# 1/2" 6" 2-1/2" 2,271# 1,218# 5/8" 7" 2-1/4" 3,288# 2,202# Notes: 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 (Table1.1) 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) 767.6556 PAGE © COPYRIGHT 2004 9-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. FASTENERS Table 9.4 Maximum Allowable Fastener Loads for SAE Grade 5 Steel Fasteners Into 6063 T-6 Alloy Aluminum Framing (As Recommended By Manufacturers) Self -Tapping and Machine Screws Allowable Loads Tensile Strength 55,000 psi; Shear 24,000 psi SECTION 9 Screwr278 wable Tensile Loads on Screws for Nominal Wall Thickness ('t') (lbs.) Size Nd 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" #8 0.164" 207 228 298 340 381 - #10 0.190" 240 264 345 393 441 - #12 0.210" 265 292 382 435 488 - #14 0.250" 316 347 455 518 581 789 114" 0.240-1 267 303 333 436 1 497 1 558 1 758 5116" 0.3125" 347 395 434 568 647726 986 318" 0.375" 417 473 521 682 1 776 871 1,184 112" 0.50" 556 631 694 909 1,035 1,162 1 1,578 Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (lbs.) Screw Single Shear Size I Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" #8 0.164" 175 199 219 286 326 366 - #10 0.190" 203 230 253 332 378 424 #12 0.210" 224 255 280 367 418 438 - #14 0.250" 267 303 333 436 497 558 758 114" 0.240" 256 291 1 320 1 419 477 1 535 1 727 5116" 0.3125" 333 379 417 546 621 697 947 318" 0.375" 400 455 500 655 1 745 836 1 1,136 1/2" 0.50" 533 606 667 873 994 1 1,115 1,515 Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (lbs.) Screw Double Shear Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" #8 0.164" 350 398 438 572 652 732 - #10 0.190" 406 460 506 664 756 848 - #12 0.210" 448 510 560 734 836 876 - #14 0.250" 534 606 666 872 994 1116 1516 114" 0.240" 512 582 640 838 954 1 1070 1 1454 5116" 0.3125" 666 758 834 1092 1242 1394 1894 3/8" 0.375" 800 910 1000 1310 1490 1672 2272 1/2" 0.50" f 1066 1212 1334 1746 1988 2230 3030 Notes: 1. Screw goes through two sides of members. 2. All barrel lengths; Celus Industrial Quality. Use manufacturers grip range to match total wall thickness of connection. Use tables to select rivet substitution for screws of anchor specifications in drawings. 3. Minimum thickness of frame members is 0.036" aluminum and 26 ga. steel. 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) 767-65M © COPYRIGHT 2D04 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 9-5 6 "s f SECTION 1 SOLID COVER ATTA (PER SECT (2) #10 x 1/2" SUPER OR EXTR GUTTER ATTACHED TO WITH 2-1/2" LONG 1 SELECTED FROM SECT FOR KAM SIZE SPACI 24 SCREENED ENCLOSURES BREAK FORMED OR EXTRUDED END CAP W/ " " "'` "4N ROOF OR ZOOF 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 lL.��L.Lj lj�iNL_:IAIC (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 r © COPYRIGHT 2004 1-r2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 0 SECTION 1 SCREENED ENCLOSURES Table 1.10 Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Side I 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 112 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans may be interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule 10'-0" lk 12'-0" 1/2 Screen Roof Beam Span 1 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 2" x_6" x_0.050"x 0.120" 11'-4" b 10'-11" b 10'-7" b 10'-3" b 9'-11" b 9'-9" b 9'-6" b 2" x 7" x 0.055" x 0.120" 12'-1" b 11'-8" b 1 T-4" b 10'-11" b 10'-8" b 10'-0" b 10'-1" b 2" x 7" x 0.055" w/ Insert 15'-3" b 14'-8" b 14'-3" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 2" x 8" x 0.072;7x 0.224" 14'-10" b ' 14'-4" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 12'-5" b 2" x 9" x 0.072" x 0.224" 15-11" b 15'-5" b 14'-11" b 14' 6" b 14'-1" b 13'-8" b 13'-4" b 2" x 9" x 0.082" x 0.306" 17'-4" b 1 16'-9" b 16'-2" b 15'-9" b 15'-3" b 14'-10" b 1 14'-6" b 2" x 10" x 0.092" x 0.369" 20'-7" b 1 19'-11" b 19'-3" b 18'-8" b 18'-2" b 17'-8" b 1 17'-3" b Notes: 1. If the solid panel is greater or less than 10'-0", then the 112 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 MUM; Maximum front wall height =I 0'4' 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 I PAGE © COPYRIGHT 2004 1-64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. a, Number of #10 x 3/4" S.M.S. Required Maximum Wali Width = Corner Post @ Top Diagonals (K) per End Intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate 20'-0" 2 2 4 2 2 30'-0" 2 2 4 2 2 40'-0" 3 4 6 2 2 50'-0" 4 5 8 3 3 60'-0" 6 1 7 12 1 3 3 MUM; Maximum front wall height =I 0'4' 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 I PAGE © COPYRIGHT 2004 1-64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. a, 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) CONCRETE ANCHORS (SEE SECTION 9) POST TO CONCRETE CONNECTION INTERNAL OR EXTERNAL RECEIVING CHANNEL SCALE: 3" = 1'-0" ANCHORS (SEE SECTION 9) I CONCRETE SLAB OR FOOTING 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 INTERNAL OR EXTERNAL ANGLE CLIPS SCALE: 3" = 1'-0" ATTACHMENT DETAILS SHOWN REQUIRE DIAGONAL BRACING FOR FREE-STANDING COVERS CORROSION RESISTIVE STEEL THRU BOLT PER SCHEDULE CONCRETE SLAB OR FOOTING 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) POST TO CONCRETE CONNECTION 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 IO NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I PAGE 2-21 F_ E SCTION 2 I 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 @ 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 2" x 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" A 3 2 2" x 4" x 0.050" (3) #10 2" x 7" x 0.055" x 0. 120" 3"x3"x0.093" 3 2 2"x4"x0.050" (3)#10 w/ insert 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" T{.- _I_ 4" x 4" x 0.125" 6 4 2" x 4" x 0.050" (4) #14 _ ___ ------- _. _......_-.................-. I-, 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) 76TAT74 FAX: (386) 767-65% 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 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" = 1'-0" 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 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: 100 -123 130 140 150 #8 #10 #12 1 1 912 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 I © COPYRIGHT 2004 7-4 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 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 Foam Core E.P.S. 91 Density 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" 4'4" 110 MPH 21'-4" 23'-10" 23'-0" 18'-8" 20'-11" 20'-2" 13'-9" 15'-4" 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" 21'-1" 15-11" 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" T-11" 3" x 48" x 0.030" Panels Foam Core E.P.S. #1 Densitv 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" 26'-8" 25'-9" 18'-8" 20'-10" 20'-2" 4'-0" 110 MPH 24'-11" 27'-11" 27'-0" 21'-11" 24'-6" 23'-8" 16'-2" 19'-3" 18'-8" 4'-0" 120 MPH 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" 1 16-2" 15'-7" 14'-5" 16'-2" 14'-7" 10'-5" 12'-4" 11'-4" 4" x 48" x 0.024" Panels Fnam Cnra F P S tt1 naneity Wind Region Open Structures Mono -Sloped Roof 1& 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" 15'-4" 14'-10" 123 MPH 21'-5" 23'-11" 23'-2" 18'-6" 20'-9" 20'-0" 13'-5" 14'-11" 14'-6" PO" 130 MPH 19'-9" 22'-1" 21'-4" 17'-5" 19'-6" 18'-10" 12'-8" 14'-2" 13'-8" 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" x 48" x 0.030" Panels Foam Care E P_S- al nansity 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 26-11" 30'-1" 29'-1" 26-8" 28'-9" 27'-9" 20'-1" 22'-5" 21'-8" 4'-0'- '-0"110 110MPH 26-11" 30'-1" 29'-1" 23'-8" 26'-5" 25'-6" 18'-7" 20'4" 20'-1" 4'-0" 120 MPH 26-8" 28'-9" 27'-9" 21'-11" 24'-7" 23'-9" 15'-10" 19'-1" 18'-5" 4'-0" 123 MPH 24'-8" 27'-7" 26'-8" 21'-4" 23'-11" 23'-1" 15'-5" 18'-6" 1 17'-11" 4'-0" 130 MPH 22'-9" 25'-5" 24'-7" 20'-1" 22'-5" 21'-8" 14'-7" 17'-5" 15'-9" 4'-0" 140 MPH 15-7" 17'-5" 16'-10" 15-7" 17'-5" 16-10" 13'-8" 15'-3" 14'-9" 4'-0" 150 MPH 15'-7" 17'-5" 16-10" 15'-7" 17'-5" 16'-10" 12'4" 14'-2" 13'-9" 4'-0" Note: I otal root panel width = room width + wall width + 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 ®tom n ®E Elite Aluminum Corporation Panel Products 1801 N.W. 64th Street Ft. Lauderdale, FL 33309 Tel: (954) 491-3700 Fax: (954) 491-1433 PAGE (9) COPYRIGHT 2004 7-34 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. -...- -.. - _. __ __._ . . J SECTION 2 1 ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS UNIFORM LOAD l a �— A B SINGLE SPAN CANTILEVER UNIFORM LOAD 111111 l l A B C 2 SPAN UNIFORM LOAD c A B 1 OR SINGLE SPAN UNIFORM LOAD rllliFTI IIIIII l it Z l 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 ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 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.