Loading...
HomeMy WebLinkAbout127 Calabria Springs Cove (2)Permit # : 'S� i 5 I �E i' Job Address: Description of Work: Historic District: CITY OF SANFORD PERMIT APPLICATION . RECEIVED Value of Work: 60 m Permit Type: Building ✓ Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential ✓Commercial Industrial Total Square Footage: Construction Type: �✓# of Stories: # of Dwelling Units:. Flood Zone: (FEMA form required for other than X) Parcel #: DOO��� 7 D (Attach Proof of Ownership & Legal Description) Owners Name & Address: �� r 15 C., t a,4 f] O Z 7 Ca- ./khr 1,0-- 5l) f 1 -Is G ���•fonlL f'L -- ��77 tractor Name & Address: �5 r ono iJv ,,a— Fi_ : JJ Phone & Fax: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: -119 - /090 Phone: 11,9 k7 _ o'l`3l fa SGf rr�S GAS Gt't %M�- ,S I`' /o/ 6 0-339 - State License Number: C -8C 1�sA/ //6 Contact Person: � C'PF Cl,,—F er Phone: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I 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. In addition to the r ents of this permit, there may be additional restrictions applicable to this property that may be found in the public records of �, and may be a ona is required from other governmental entities such as water management ' tricts, state agencies, or federal agencies. e ermtt is venfication that I will notify weer of the property of the requirements of a n Law. F 13 Jr Signature of Owner/Ag a Si ture /A Date Jr P ' t Owner/Agent's Name Print Contractor /Agent;Name Signature of Notary -State of F mide Pub^ Notary Public State of Florida Signature of Notary -State of Florid Ogr NO Notary Public State of Florida =°vxr David Romanowski My Commission DD405947 David Romanowski s` My Commission DD405947 ��e` Person MOp res 03/10/2009 ,� Contractor/Agent is _ _Personal Kn'$aW Me fax pires 03/1012009 Owner/Agent is (/ Produced ID _ Produced ID APPLICATION APPROVED BY: BldpE a Zoning: Utilities: (Initial & Date) (Initial & Date) Special Conditions: FD: (initial & Date) (Initial & Date) (00 �q Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 http://www.scpafl.org/pls/web/re web.seminole_county title?PARCEL=3219305LY00000... 5/5/2005 DAVID JOHN5ON CFA; ASA: =s, .VROPER .AR SER , SEi►91N�LE �4?D UMY�FL : 3 1 i41 Ec EIRSTsgT SJiNF07iD; FL 32771-746$` 447 -BBS 7CiOB, ' 2005 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 32-19-30-5LY-0000- Tax District: S1-SANFORD 0240 Number of Buildings: 1 Depreciated Bldg Value: $179,167 Owner: PALUMBO CHRISTOPHER L & Exemptions: 00- HOMESTEAD Depreciated EXFT Value: $0 Own/Addr: MELANIE D Land Value (Market): $34,300 Address: 127 CALABRIA SPRINGS CV\ Land Value Ag: $0 City,State,ZipCode: SANFORD FL 32771 Just/Market Value: $213,467 Property Address: 127 CALABRIA SPRINGS CV SANFORD 32771 Assessed Value (SOH): $201,253 Subdivision Name: CALABRIA COVE Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $176,253 Tax Estimator 2004 VALUE SUMMARY Tax Value(without SOH): $3,492 SALES 2004 Tax Bill Amount: $3,492 Deed Date Book Page Amount Vaclimp Save Our Homes (SOH) $0 WARRANTY DEED 09/2002 04555 1676 $228,100 Improved Savings: Find Comparable Sales within this Subdivision 2004 Taxable Value: $170,391 DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Frontage Depth Land Unit Land Method Units Price Value LOT 24 CALABRIA COVE PB 60 PGS 8 THRU 10 LOT 0 0 1.000 34,300.00 $34,300 BUILDING INFORMATION Bid Bid Type Year Fixtures Base Gross Heated Ext Wall Bid Est Cost Num Bit SF SF SF Value New 1 SINGLE 2002 13 1,585 3,340 2,751 CB/STUCCO $179,167 $181,895 FAMILY FINISH Appendage / Sqft OPEN PORCH FINISHED / 135 Appendage / Sgft GARAGE FINISHED / 400 Appendage / Sgft OPEN PORCH FINISHED/ 54 Appendage /Sgft BASE/195 Appendage / Sgft UPPER STORY FINISHED / 971 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *�" If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re web.seminole_county title?PARCEL=3219305LY00000... 5/5/2005 POWER OF ATTORNEY Date: S-'-4- 05' 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 �G'Ju► `+D I z_ Building Department fora -PD o 1t permit for work .to be performed at a Location described as: /10 1,., e— Section , Township _ , Range Lot 2 q "^, Block Subdivision r-An"s / �..�(a.-luK1p 07 e a..l>a.�ij F (address .of job) i`►cam. S r-► r2. s 6J, (owner of propedy and address) and sign my name and do all things necessary to this Jeff Cheffer. / e or print an The foregoing instrument was acknowledge before me this / / 6y - 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 DD0654Ar" My Commission Expires mi!w . BORTELLtate of FloridaOct.16, 2005DD 065405 1/00 Permit Number Parcel Identification Numbers -��J"Q, ' �� , ' a1%f ° „ U�L41 D David Romanowski Prepared by: 1287 S Oleander Street Return to: Longwood, FL 32750 Design Pro Screens 655 Wilma Street Longwood, FL 37150 NOTICE OF COMMENCEMENT State of Florida County of Sem, oe.le- n1"11aasaamHMVUaC-MWMUHZvi 0MinHIMlot Ilam 1fANW ice, CLERK OF CIRWIT CMT SEMMU CLAM BK 05714 FtG 17L& CLERKIS :0 20050-74839 REM" @5. W 13:231:13 M REURIM BY D Thomas CER�1FtE� COPY A�N� eRORs� rflARYOF CIRCOIT COOK CLERK �0R 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. b 20 V. Description of property (legal description of the property, and street address if available) Kofi- y �c: Jc hria- Cvu 75 G o P6 -S S i /0 2. General description of improvements) G,Acte,:5L-Ce 3. Owner informatign_ Name CAri s %'0Jo Telephone Number Address/Y7 ccs lc.hr1 0,— 5� 1-, nq 5 Cv• Fax Number 50...,,vFis r�2_- �Lr- �-77 i Interest in Property: Ot.� tam 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 655 Wilma Street 161 Fax Number 407-339-0205 Longwood, FL 32750 6. Surety (if any). Name Telephone Number Address. 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(1)(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 71.3.13.(1)(b), Florida Statutes. Name Telephone Number Address Fax Number 10. Expiration date of notice of. different date is specified): _ SA��f -as Date Signed Sworn to and subscribed before -Q known to me OR produced year from the date of recording unless Signature of Owner (_gj-4-`per 713.13(1)(g), "owner must sign.... and no one else may be permitted to sign in his or her stead." 141 e this day of a ,.20 65' 'by 'P^ --i It, who is �sonally as identification. e.,,ar "�a Notary Public State of Florida _ �; David Romanowski SEAL MY Commission DD405947 fedi Expires 03/10/2009 Signature of K6tary ;sv se „r. 4I04 Hem& Associates Inc. Land Sur^veying 455 Douglas Avenue Suite 9455, Altamonte Springs, Florida. 32714 (407)788-8808 Member of the Florida Surveying end Mapping Society and American Congress on Surveying and Mapping Map of Survey PERMIT 0 REPLAY —6' PVC FENCE PLAT BOOK BOOK 3 30. PAGES 27 G 28 0.4, L I / r0 4' FD 5' O/S LINE BEARING DISTANCE L I N 89"54'57 W 60.00 L 2 S 89°40'49"E 60.00' PLANS REVIEWED Offset tD �-- CITY OF SANFORD OlhcialRecords Book vo� U'. PB Q Bow n on PC - - 2 C/L n Gl m m F -Lo. . OFFICEn�^N Central or (Della) Angle PC P. m� r CALC m z PG. Page LOT 25 Chord searing 765.37 — — P.C.P. C / L D4111 -ATE Lrl CN v o, LO 74 "B " G AD I NG 9.222 0 . F T . M 10 SET 5 07S w� z 0 8, 7' ry LANAI it'3 o 0.7' MODEL FP -54 a ELEV. -A A C- ° W1 DLX. MSTR, STE. o Two STORY RESIDENCE FIN. FL. ELEV. ;64.5 0 0 19.7' 110, a 0 10. 20.3' Ln o� — n r ti 2 ti C n r a) Gl m m m — o m b. N mun, r m z z m z ~ LOT 23 Cil O 4.0 1.'4 I.5' 0 n CIL EL:60,6 !V {r I 189.09 —� CALABRIA SPRINGS COVE N 89°40'49'W � 954.46' REFERENCED BEARING P C.P. (50 ' R/W) TRACT F I TY EASEMENT CITY OF SANFORD ADDRESS: 127 CALABRIA SPRINGS COVE LEGAL DESCRPTION. Lot 24. " CALABRIA COVE " occordng to the plot thereof as recorded In Plot Book 60. ut pages 8 - 1 0 of the Public Records of Seminole County. Fbrido. FL00D HAZARD DATAThe Parcel shown hereon des Within Flood Zone X' occorcing to the Flood Insurance Rate Map Community Pone/ Number 120289 004 OE. Doted 04/17/95. General Notes: / _IJ I Qn 1 This is a BOUNDARY Survey performed C..,Cormed in the field -- 2 NO aerial, surface or Subsurface utility installations, underground improvements or subsurfacelaerial encroachments, if any, were located. 3 Building ties shown are to the exterior unfinished foundation surface or formboard. 4 Elevations shown hereon, it any, are assumed and were obtained tram approved Construction plans provided by the Client unless otherwise noted, and are shown only to depict the proposed or actual difference in elevation relative to the assumed temporary Benchmark shown hereon. 5 The parcel Shown hereon is subject to all easements, reservations, restrictions, and Rights-of-way of record whether depicted or not on this document. No search of the Public Records has been made by this office. 6 The legal description shown hereon is as furnished by client. 7 Platted and measured dist;wce:, aro dlr0-;ions are the same unless otherwise noted. • Op ,nntpC �ti" iron rod f9ih y89aR; pia (iC :2p n; e: l:riu Llid$37 of LS3 132, or A" iron rod with red plastic cap marked 'Witn3ss C'orner's unless otherwise noted. O Denotes P.G.P. (Permarenf cuntrol point) ■ Denotes Permanent Reference &,boument Certificalion: Not valid wllhouf 09 sir nature and the original ralsod seat of a Florida licensed Surveyor and Ma a,� 1-111 cYey meels the requireme of he Flonda immum Technical jsl'�W,dar(15Isconlained in Capt 1 ,17-6 Flori Adminisrra five Code. Wlbarn AHerx, P.L.S. Flonda Registerad l' d Surveyor No. 3162 Darae L Praemieniocki, P.S.M Regislerod veyo/and blappol'No. 6030 wdliarn R merx, P S.M. Registered Survey and Mapoc. No. 6092 CC p ) lerx 8 Associates Inc, Slate of Florida LB 4937 J G f SETBACKS.- Front ETBACKS:Front 25' Reor 45' Side 7.5 'Carper 25' Note: Bearings shown hereon ore referenced to the CIL of CALABRIA SPRINGS COVE as being N 89° 40' 49"W. Vertical datum is based on NGVD per Engineering construction plans by Burkett Engineering, bc. Project No. 9709-J t Legend Cis Offset tD Temporary Benchmark O.R.B. OlhcialRecords Book (assumed datum) PB Plan Book Bow Back of sidewalk PC Point olCurvature C/L mer, edine F -Lo. Pant c! compound Cuival::re d Central or (Della) Angle PC P. Permanent Control Point CALC Caiculaled PG. Page Ca Chord searing P.R.M Permanent Reference Monurneor CD Chord P2 Property Line C M Concrete Monument P 0 8 Point of Beginning El. or ELEV Elevation (Proposed) P.0 C, Point of Commencement FINAL EL. Elevation (Measured) P 1 Point of Intersection F0. Found PRG. Point of Reverse Curvature Fin.Fl. Elev. Finished FloorElevaldn PT. Point of Tangency I.P Iron Pipe R Radius 1. R, Iron Rod RAO Radial Line L Arc Length RES. Residence LB Licensed Business RjW Right -of -Way LS. Land Surveyor TBM Temporary Benchmark Mea Measured TYP, Typical N/D(N&O) Nail and Disk Fence symbol (sea drawing) NR. Not Radial -X—X- Fence symbol (see drawrnp) CERTIFIED TO: CHRISTOPHER L. & MELANIE 0. PALUMBO TECH MORTGAGE HOMEBUILDERS TITLE SERVICES. INC. LAWYERS TITLE INSURANCE CORPORATION 0 4 2002 Oro— by: CM Chocked by: OP Proporod For: BEAZER Job Nrsber: 01-005-02 Scolo : I-- JO' Plor plan porlor.od: 04-03-02 Fence Locariva: 05-02-02 Fovndorion S., -.y: 06-14-02 Finol Surrey: 08-30-02 R—;00nr . /xZ N Zxy zxq I)sZ 12,-7 X N Zxy zxq I)sZ 12,-7 SCREENED ENCLOSURES SECTION 1 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) H 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 RISER WALL WHERE ALUMINUM BEAM W REQUIRED (TABLE 1.1 OR 1.8) L PURLINS (TYP.) SIZE MEMBERS PER DIAGONAL ROOF BRACING APPROPRIATE TABLES (SEE SCHEMATIC SECTION 1) CABLE BRACING H 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 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 r -- I SECTION 1 i ,_SCREENEb ENCLOSURE'S 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 CD e e e ee e e le COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN �— (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS 0 ® SUPER OR ® EXTRUDED MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3"= 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4774 FAX: (386) 767-6556 PAGE ©_ COPYRIGHT 2004 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. JUJ W Z W_ Z d > BEAM - SCREEN ROOF :E 0.050" H -CHANNEL Lu o OR GUSSETS < D eee – – 45'± LENG OF KNEE B 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 CD e e e ee e e le COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN �— (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS 0 ® SUPER OR ® EXTRUDED MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3"= 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4774 FAX: (386) 767-6556 PAGE ©_ COPYRIGHT 2004 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL 'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) CARRIER BEAM (SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" ALTERNATE: 1"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" p W \ ALTERNATE CONNECTION: SECTION 9 TABLES) w 3/4" 1 3/4"1101, LL ® (1) 1-3/4 x 1- x- x ® INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8" x 2" LAG PRIMARY OR MISC. FRAMING p SCREWS OR TO CONCRETE BEAM (SIZE PER TABLES) OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4T74 FAX: (386) 767-6556 OC COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. PAGE 1-37 i r SCREENED ENCLOSURES SECTION 1 STRAP SUPER OR EXTRUDED GUTTER / HOST STR CTURE / SPACING / 2 SPACING / 2 ff SPACING / 2 + SPACING / 2 BEAM SET SPACING BEAM SET SPACING STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = T-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 I TRANSOM J�J (SEE SECTION 9) UPRIGHT r M \ 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" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 7676556 PAGE @ COPYRIGHT 2004 1-21 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREENED ENCLOSURES WIND BRACE CONNECTION DETAIL SCALE: 3" = V-0" S.M.S. TOE BEAM AND/OR AIL ISION SION 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: (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. SCREENED ENCLOSURES SECTION 1 / \ I / \ oz z � J W � / ma / I 11 N4"11 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) 767-4774 FAX: (386) 767.6556 © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. PAGE 1-39 i HOST STRUCTURE PANELS / ELEMENTS O ELEMENTS BRACED BY UNBRACED BY HOST DIAGONALS STRUCTURE TO BE BRACED ALTERNATE BRACING BY DIAGONALS IN — — — PATTERN, CORNER BRACES PERIMETER PANELS (MIN.) STILL REQUIRED ELEMENTS BRACED BY HOSTQ CABLE OR STRUCTURE CONNECTION K -BRACING (IN WALLS) BEAMS AND / OR PURLINS F I / \ I / \ oz z � J W � / ma / I 11 N4"11 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) 767-4774 FAX: (386) 767.6556 © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. PAGE 1-39 i SECTION 1 I 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 3132" 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, -If more than one additional girtis required between the top or eave rail and the chair rail, then•there'shall tie an.,additiona[front°wall cable -pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1 -40 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 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 PICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = 1'-0" \ A —/ Al TERNATEa EITHER A OR B 1" x 2"x 0.125" CLIP AND (4) #10 x 3/4" S.M.S.. EACH SIDE FOR CABLES USE (1) 1/4" x 1-1/4" FENDER ®� WASHER EACH SIDE OF FRAME MEMBER BMIN. (2) CLAMPS REQUIRED fh— e-oll (TYP.) FA 0 �e d 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 SECTION 1 I SCREENED ENCLOSURES )LAB MIN. (2) 1/4" OR 5/16" x 1-3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 �Yy���c]iBil�ilY 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 WASHER2" ANCHOR o � O I I I 3-1/2" (4" NOMINAL) SLAB (MIN.) 5d (MIN.) 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A 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) 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 'F 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 — S.M.S. (SEE SCHEDULE NEXT PAGE)d CONCRETE ANCHOR . " (SEE -SCHEDULE NEXT PAGE) a a . v' NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN 2" 5d CONNECTION (MIN.) (MIN.) SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES d 4 ' a NOTE: SELECT CONCRETE ANCHOR FROM TAB:LE.9.1- -6" (MAX.) 3000 P.S.I. CONCRETE 6" (MAX.) FRONT VIEW 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 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) 7674774 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. .. .. - -. J 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" — — — — (10)1/4" SECONDARY 2" x 2"x 0.063" ANGLE (SEE SECONDARY BOLT 0 5d DISTANCE o-- 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 3/4" 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 2x10 (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 # 1.6644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (3B6) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-51 - -• - - --- - - - I 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) Self Mating -Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 8'-0" Allowable Span'L' / bending'b' or deflection'd' Tributary Load Width 'W' = Beam Spacing Hollow Sections 3'-0" 4'-0" 1 5'-0" 1 6'4" 7'-0" 1 8'-0" 1 9'-0" b 13'-1" b Allowable Span 'L' / bending 'b' or deflection 'd' b 2" x 2" x 0.044" 9'-10" b 8'-7" b 1 7'-8" b 1 6'-11" b 1 6-6" b 1 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 8'-4"b 7'-7" bL.17-1" b 6'-7" b 6'-3" b 2" x 3"z 0:045" 13'-4" b 11'-7" b 10'-4" b 9'-5" b'-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'-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" 8'-0" Allowable Span'L' / bending'b' or deflection'd' 1 9'-0" 2" x 4" x 0.044 x 0.100" 19'-11" b 1 17'4" b 15'-0" b 14'-2" b 13'-1" b 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" " `P 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" 2'-3" b 27'-11" b 24'-11" b - 22'-9" b 21'-1" b 19'-9" b 18'-7" b 2" x 7" x 0.055" w/ insert 42'-10" b 37'-1" b 33'-2" b 30'4" b 28'-1" b 26-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1" b 32'-3" b 29'-5" b 27'-3" b 25-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1" b 34'-11" b 31'-11" b 29'-6" b 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49' 6" b 42'-11" b 38'-4" b 35'-0" b 32'-5" b 30'-4" b 28'-7" b 2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46'-1" b 42'-1" b 38'-11" b 36'-5" b 34'-4" b Snap Sections 3'-0" Tributary Load Width W'= Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Span V/ bending 'b' or deflection 'd' 1 9'-0" 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'4" b 7'-8" b 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" 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" jb 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" Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center.of:beam and upright connection oJascia=or wall connection. 5. , Above spans do not include Iengthof knee:brace%.:::Add horizontal,distancefrornr upright to center of brace to beam connection to the above spans for total beam spans. 6. Puriin 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. 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) 76713774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 Table 1.2 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) A_ Sp_Ctinne Fact—A Tn Rem— W;fk fll;–. Hollow Sections 3'-6" Tributary Load Width W'= Purlin Spacing 6--8-- '-8"Allowable 2" x 2" x0.044 3'-6" 4'-0" 4'-6" 5'-0" 1 5'-6" 1 6'-0" 6--8-- '-8"Allowable 8'-1" d 7'-9" d 7'-6" d 7'-3" d T-0" d AllowableSpan V/ bending 'b' or deflection 'd' 2" x 3" x 0.045" 2" x 2" x 0.044" 7'-8" d 7'-4" d _ 7'-0" d 6'4" d 6'-6" b 6-3" b 5'-11" b 2" x 2" x 0.055" 8'-1" d 7'-9" d 7'-5" d 7'-2" d 6'-11" d 6'4" d 6-6" b 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 2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" b 9'-3" b 8'-10" b 8'-5" b 8'-0" b 2" x 4" x 0.050" 12'-2" b 11'4" b 10'-8" . b _ 10'-2" b 9'-8" . b 9'-3" b 8'-9". b Snap Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 4'-0" 4'-6" Y-0" 5'-6" 6'-0" 1 AllowableSpan V/ bending 'b' or deflection 'd' 6--8-- '-8"Allowable 2" x 2" x0.044 8'-5" d 8'-1" d 7'-9" d 7'-6" d 7'-3" d T-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-8" d 10'-4" d 9'-11" b 9'-6" bi 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 1 11'-1" b B. Sections FaAtpnPrf Thrnunh P—m WnK, b.#., c....,... Hollow Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 1 4'-0" 4'-6" 1 5'-0" 5'-6" 6'-0" 1 6--8-- '-8"Allowable AllowableSpan V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 1 9'-2" b 8'-7" b 8'-1" b 7'-8" b 7'-4" b6'-11" b 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" 7'-3"b 2" x 3" x 0.050" 12'-4" b 11'-7" b 10'-11" b 10'-4" b 9'-10" t 9'-5" 8'-11" lb b2" x 4" x 0.050" 13'7" b 12'-8" b 11'-11" b 11'-4" b 10'-10" b 10'-4" 9'-10" b Tributary Load Width 'W' = Purlin Spacing Snap Sections 3'-6" 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-8" Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" bj 10'-2" b 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-4" b I 7'-11" b 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wall•connection. 3. Span is measured from center of beam land 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) 767AT74 FAX: (386) 767-6556 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE 1-57 I SECTION 1 SCREENED ENCLOSURES Tributary Load Width 'W' _.Upright Spacing 4'-0" 5'4" 6'-0" 7'-0" 18'-0" Allowable Height'H' /bending 'b' or deflection 'd' 9'-0" '-0" Table 1.3 Allowable Post / Upright Heights for Primary. Screen Wall Frame Members 2" x 2" x 0.044" Aluminum Alloy 6063 T-6 b 7'-3" b 6'-6" b 5'-11" b 5'-6" b 5'-1" b 4'-10" b For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.' 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" Tributary Load Width 'W' =Upright Spacing b 9'-9" b 8'-9" b T-11" b T-5" b 6'-11" b 6'-6" b 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 12'-5" 9--0-- b 9'-7" b 8'-9" b 8'-1" b 7'-7" Hollow Sections b 20'-11" b 18'-9" Allowable b 15'-10" b 14'-10" b 13'-11" b 2" x 7" x 0.055" x 0.120" 2T-3" b 23'-7" b 21'-1" b 19'-3" b 1T-10" b 16'-8" b 15'-9" b 2" x 7" x 0.055" wt insert 36'-3" b 31'-4" b 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b 21'-6" b 20'-4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'-4" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25'-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1" b ' 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. 4. 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) 767-4774 FAX: (386) 767-6556 PAGE @ COPYRIGHT 2004 p 1 _58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Self Mating Sections 3'-0" Tributary Load Width 'W' _.Upright Spacing 4'-0" 5'4" 6'-0" 7'-0" 18'-0" Allowable Height'H' /bending 'b' or deflection 'd' 9'-0" '-0" Allowable Height'H' l 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" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b T-11" b T-5" b 6'-11" b 6'-6" b 2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b 7'-7" b 7'-2" b Self Mating Sections 3'-0" Tributary Load Width 'W' _.Upright Spacing 4'-0" 5'4" 6'-0" 7'-0" 18'-0" Allowable Height'H' /bending 'b' or deflection 'd' 9'-0" 2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-1" b 11'-11" b 11'-1" ti' 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" 2T-3" b 23'-7" b 21'-1" b 19'-3" b 1T-10" b 16'-8" b 15'-9" b 2" x 7" x 0.055" wt insert 36'-3" b 31'-4" b 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b 21'-6" b 20'-4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'-4" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25'-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1" b Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" Allowable Height 'H' /bending 'b' or deflection 'd' 9'-0" 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'�" b 2" x 4" x 0.045" 15'-7" b 13'-6" b 12'-1" b 11'-O" b 10'-2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16'-2" b 15'-3" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b 17'-11" b 16'-11" b SCREENED ENCLOSURES I 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 Horizontals Fastened To Posts With Clios Hollow Sections 3'-6 Tributary Load Width W' 4'-0" 4'-6" 1 5'-0" 1 5'-6" T 6'-0" Allowable Heights 'H' / bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044" 6'-10"d 6'-6" b 6'-1" b 5'-9" b 5'-6" b 5'-3" b 5'-0" b 2" x 2" x 0.055" T-3" d 6'-11" d 6'-8" b 64" b 6-0" b 5'-9" b 5-6" b 3" x 2" x 0.045" 7'-9" d 7'-5" d 7'-1" d 6'-10" d 6'-7" b 6'4" b 5'-11" b 2" x 3" x 0.045" 1 9'4" b 8'4" b 8'-3" b 7'-10" b 7'-5" b 7'-2" b 6'-9" b 2" x 4" x 0.050" 1 10'-S. 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" 7'-6" d 1 7'-2" d 1 6'-11" d 1 6'-8" b 1 6'4" b 1 6'-1" b 1 5'-9" b B. Sections As Horizontals Fastened To Posts Throuqh Side Into Screw Bosses Hollow Sections 3'-6' _ Tributary Load Width'W' 4'-0" 1 4'-6" 5'-0" 1 5'-6" 1 6'-0" 1 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" x 2" x 0.055" 8'-5" b 7'-11" b 7'-5" b 7'-1" b 6'-9" b 6'-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 7'-9" b 7'-5" b 7'-1" b 6'-8" b 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9" b 8'-4" b 7'-11" b 7'-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b 8'4" b Snap Sections Allowable Heights 'H'/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 7'-8" b 7'-4" b 7'-0" b 6' 8" b ' I -or allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6-8". 7. Spans may be interpolated. IF HEIGHTS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. @ COPYRIGHT 2004 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-59 SCREENED ENCLOSURES SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing Gusset Plate Thickness Beam Size Thickness #8 5/16" Beam Size Upright Size Minimum Purlin, Girt & Knee Brace Size** Deck Anchors Notes Minimum Number of Screws* #8 x'/2" #10 x'/2" #12x'/2." Beam Stitching Screw @ 24" O.C. 2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4 - 2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #8 2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #10 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #8 2" x 6"_ 2" x 3" 2" x 2" x 0.044" 4 Full Lap 10 8 6 #10 2" x 6" 2" x 4" f 2" x 2" x 0.044" 4 Partial Lap 10 8 6 #10 2""z 7" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 14 12 10 #12 2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial La 16 14 12 #14 2" x 9" 2" x 6" 2" x 3" x 0.045" 6 PartijLap 18 16 14 #14 2" x 9"** 2" x 7" 2" x 4" x 0.050" 8 Parti 20 18 16 #14 2" x 10" 2" x 8" 2•' x 4" x 0.050" 10 Parti20 18 1 16 #14 Screw Size Minimum Distance and Spacing of Screws Edge To Center Center To Center Gusset Plate Thickness Beam Size Thickness #8 5/16" 5/8" 2" x 7" x 0.055" x 0.120" 1/16" = 0.063" #10 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" #12 1/2" 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 1/4" = 0.25" I sro I � I 2•• I * Refers to each side of the connection of the beam and upright and each side of splice connection. '* 0.082" wall thickness, 0.310" flange thickness. Note: 1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16" gusset plate. 2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut. 4. The number of screws is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 6. Hollow splice connections can be made provided the connection is approved by the engineer. 7. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut. 8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 10. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Connect beam to upright w/ H -bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. 12. For girt size use upright size: (i.e:.2 x 6"). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0.044". Table 1.7 Minimum Size Screen -Enclosure Knee Braces and Anchoring Required Aluminum 6063 T-6 Brace Length Extrusion Anchoring System 0'- 2'-0" 2" x 2" x 0.044" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To T -O" 2" x 3" x 0.045" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H -Channel With (4) 3/4" long screws (size to be determined by beam size, see table 9.6) (See I aDle 1.b ror Number And size Ut 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 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-61 FASTENERS' SECTION 9 CONCRETE EXPANSION DRIVE NAIL SPIKE SCREW T -BOLT BOLT ANr.Ho p CONCRETE AND MASONRY ANCHORS SCALE: N.T.S. SHEET METAL HEX HEAD MACHINE SCREWS TEK SCREW LAG SCREW BOLT I OPTIONAL METAL FASTENERS WASHER SCALE: N.T.S. NOTES: ALTERNATIVE FASTENERS MAY BE USEDAS 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 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 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 Shear 6d ZAMAC NAILIN (Drive Anchors) 7d 114" 1-1/2" 1-1/4" 273# 1 236# 2" 1-1/4" 316# 236# 1.18 2.00 TAPPER (Concrete Screws) 1.21 - 1 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 1/4" 2" 1-1/4" 624# 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" 2-3/4" 1-1/4" 812# 326# 318" 4-1/4" 1-7/8" 1,358# 921 # 112" 6" 2-1/2" 2,271# 1,218# 518" 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 = 7'-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 - 1 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 Screw Allowable Tensile Loads on Screws for Nominal Wall Thickness ('t') (lbs.) Size Nd 0.044" 0.050" 0.055" 0.072" 0.082" 0.092" 0.125" #8 0.164" 182 207 228 298 340 381 - #10 0.190" 211 240 264 345 393 441 - #12 0.210" 233 265 292 382 435 488 - #14 0.250" 278 316 347 455 518 581 789 1/4" 1 0.240" 267 303 333 436 497 558 758 5/16"10.3125" 347 395 434 568 647 726 986 3/8" 0.375" 417 473 521 682 776 871 1,184 1/2" 0.50" 556 631 694 909 1,035 j 1,162 1,578 Allowable Shear Loads on Screws for Nominal Wall Thickness ('t') (lbs.) Screw Single Shear Size 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" 256 291 320 419 477 535 727 5/16" 0.3125" 333 1 379 417 546 621 697 947 3/8" 0.375" 400 1 455 500 655 745 836 1,136 1/2" 0.50" 533 1 606 1 667 1 873 994 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 1070 1454 5/16" 0.3125" 666 758 1 834 1092 1242 1394 1894 3/8" 0.375" 800 910 1000 1310 1490 1672 2272 1/2" 0.50" " 1066 1212 1 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) 767-4774 FAX: (386) 7676556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 9"5