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338 Kays Landing Dr 08-155 Pool EnclCONTRACTOR PHONE NUMBER ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING► CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT # 08`155 DATE PERMIT DESCRIPTION 1001 G/V UCA1rJ1 FP PERMIT VALUATION A S. 2�,O SQUARE FOOTAGE I D W D C1 rn n O O CITY OF SANFORD P.O. BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date Parcel Number . . . . . Property Address . . . Subdivision Name . . . Legal Description . . . Property Zoning . . . . 11/08/07 34.19.30.520-0000-0930 338 KAYS LANDING DR SANFORD FL 32771 RUN Owner . . . . . . . . . Engle Homes Contractor . . . . . . ENGLE HOMES ORLANDO 407 249-3500 Application number 07-00002073 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . TYPE VB Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . . . NONE Approved . . . . . . . Building Officfia VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. CITY OF SANFORD PERMIT APPLICATION Application # : �\D— ' - Submittal Date: ;lob Address: D -S �t + Value of Work: $_9 Parcel ID: t,-/ j1_ 0--5,?Q — 6 007 —� g�/L,7/ C Lonine: liistoric District: Description of Work: I eAj �'OSJ P� Wel R.51 �t .'1.5' Pp'x q g 1 b-b o P o, Square Footage: y Permit Type: Building X Electrical ❑ Mechanical ❑ Plumbing ❑ Fire Sprinkler/Alarm ❑ Pool ❑ Sign ❑ Electrical: New Service — # of"AMPS Addition/Alteration ❑ Change ol' Service ❑ Temporary Pole ❑ Mechanical Residential ❑ Non -Residential ❑ Replacement ❑ New ❑ (Duct L,avout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Willer & Sewer Lines Plumbing/New Residential # of Water Closets Occupancy Type: Residential ❑ Commercial ❑ Industrial ❑ Construction Type: # of Stories: # of Dwelling Units: .............................................................. Property Owner: Toils —10 -1 2: / Address: Phone: E-mail: Bonding Company: Address: Architect/En ineey Address: 3/ # ol'Cias Lines Plumbing Repair — Residential ❑ Commercial ❑ Occupancy Use Group(s): Flood Lone: (FEMA form required ) ......................................................... Contractor:DL( I'l'_t"t�t�'i'� Address: J> > aka ►�.I (rt 7 '� l nn Pam_ Phone:�����c� State icense Number:J t C:/ �. r �� Mortgage Lender: Address: Phone —3SA57 Fa x :,_Vk Plan Review Contact Person: 4F1064A Phone_9�—&x: Application is hereby made to obtain a permit to do the %vork 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 Io meet standards of all laws regulating construction in ihisjurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK. PLUMBING. SIGNS, WELLS. POOLS. FURNACES, 13011-ERS, HEATERS, YANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will he done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE 01 COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENT'S TO YOUR PROPIiRTY. A NOTICE OF COMMENCEMENT MUST 13E RECORDED AND POSTED ON TI-IE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEI.ORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit. there may be additional restrictions applic;,blc to this properly that may be found in the public records of this county. and there may be additional perniiis tequircd from other governmental entities such as water management districts. state agencies. or federal agencies. i cc lance of' per is ification Ihat I will notify the owner of the properly of the requirements .:Iorida Licn Law. FS 713. Signa t e of Ownerh Date Signature 01'Cq nr;tctor/Agent Date Ae_;afilno�a.s_ PriIviler/Agent's Name >r Print Contractor/Acent's Name • nature ofNo�an'-Scat of Florida Date Stgnawre ol'Notary-State of lorida Date NOTARY PUBLIC -STATE OF FLORIDA NOTARY PUBLIC-STATF. OF FLORIDA ;�_ ;; Susan L, Matre•Harrison Sus i r ' = al_ L. )<°at.e•Harrison 4 .! Commission # I)D680567 :Commission P I) D 680567 Expires; JULY 12, 2011 "'` '�:Vnir�r:: JUI;r 12, 2011 0,\IiISU'I'�� UA' OCO.,INC, GtcTi' , Owner/Agent isl'crsonaTTj' Krii�l�cii Contractor/Agent j I�ersonall�' firf(i%Vtt Iti'1\¢P�CCO.,INC. Produced If3 Produced ID APPROVALS: 7_ONING: _411--�I)jO_ UTIL: FD: Special Conditions: Rev 07.07 ENG: BLDG: `01 � -1 1 .06 l.IFF1 if 1 Power of Attorney ,0 17 , ( hcr(.-hy nrjmc anal app0int jr j I &�Anqing, fnc. to b my awful ttc mey in tract tc> Ec�r can apply to for a Permit for work to be performed'at a location described as: Parcel lDf#:,31—/ %.36 - .5o2r) r Section: 3� *Township: / Range: . Lot :: 9- Bock: Subdivision: ' s Address of Job:: :.: Owner of Property and addre1. Z,-✓G '5 -� IV And to sign my name and do all things necess ' g ary to this appointment. ' Printed acme of Contractor: �P�nle �''�U Contractor License 9: �C 13 i (t� sl:�!D :. Signature of Contractor: U� State of Florida County of The foregoing ' trument w acknowledged this _ day of . 2� , by : �i� 1C NN C�� who personally appeared before me and acknowledged that he/she signed the instrument voluntarily for the .. it. � - � � .. Y Purpose expressed in - ersonalln'nown or . - Produced IdentiFication (Type of identification) Signature �, ARY PPBI,IC-STATE OF FIARMA of Not Public State of Florida •"""'' ,Susa., L. ll,:atre-Harrison .Commission #DD680567 S(.P 11 fie- r^rl �c ,,"�` FXDire'• JU Y 11, 2011 Print ur Type Name of Notary Public �a�LILI ;.,,I_L (S� uvcco.,�rG Seminole County Property Appraiser Get Information by Parcel Number APPR USE 1'01 = IgnsT a :.:NFCR0, FL :2-1 71 -146: i -66 5-75C,� / - KAYS LANDING 2008 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 34-19-30-520-0000-0930 Number of Buildings: 0 Owner: TOUSA HOMES INC Depreciated Bldg Value: $0 Mailing Address: 4000 HOLLYWOOD BLVD STE 50ON Depreciated EXFT Value: $0 City,State,ZipCode: HOLLYWOOD FL 33021 Land Value (Market): $62,000 Property Address: 338 KAYS LANDING DR SANFORD 32771 Land Value Ag: $0 Subdivision Name: KAYS LANDING PHASE 2 $62,000 Tax District: S1-SANFORD Assessed Value (SOH): $62.000 Exemptions: Exempt Value: $0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $62,000 SALES 2007 VALUE SUMMARY Deed Date Book Page Amount Vacllmp Qualified $1,157 SPECIAL 12/2006 $876,800 Vacant No 2007 Taxable Value: $62,000 WARRANTY DEED DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value LOT 0 0 1 000 62,000,00 $62.000 LOT 93 KAYS LANDING PHASE 2 PB 69 PGS 43-44 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. ""' If you recently purchased a homesteaded property your next year's property tax will be based on Just/Market value Page I of 1 http://www.sepafl.or(r web/re_web.seminole_county_title?parcel=34193052000000930&cpad=kays&cp... 10/22/2007 11111 II 11111111111111111110111 111111111111111 NI 1111111111 ter Rppcordi g return to: .�&)nMARYANNE MURSt LURK UCIRCUIT LUURT S>;MINUI.E CUUNTY j� 8 .� SunS'r 9K OG665 P.4 0487; Qpg) Notice of CommenceIr qkK' S # 20071592C13 ') FS 713.13 ED11 / 13/E007 111511 oa AM tt RECURDINU FEES 10.00 Permit No. RECUHOED BY H DeVare Tax Folio .-OacO__093D THE UNDERSIGNED hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. I. Legal description of property: La 93y1 Street address if available: 3.3 S' A;V_ , �,yG 2. General description of improvement: /�,'/� S" rlf—' 3. Owner: Name and address / `� i(Sit A �yl R :;�/✓C . �j�%Oj� .� JTOZ, e. Interest in property: _ ( lV_J d b. Name andAfdress of fee simple titleholder (if other than Owner) i A Contractor: Name and addressUL_%Ln djn , re e- 3 /IU a. Phone number- �0� -( „/' Fax number (o / A f fu mcer f e- service by fax is acceptable) 5. Surety: Name and address Bond-$ "PTIVIFD Copy a. Phone number Fax number (optional, if service by fax is acceptable) ;.AOUNNEMORSE 6. Lender: Name and address K OF CIR UIJ� OURT..�q�,r&tt,.anl 7Yi floOKIDA Phone number Fax number (optional, if service by fax is acceptable) p' ------ ,—�}TY CLERK 7. Persons within the State of Florida designated by Owner upon notices or other documents maybe served as provided by UVE 113J3( "07., Florida Statutes: (name and address): a. Phone number 8. In addition to himself. Owner designates Section 713.13(1) (b), Florida Statutes. a. Phone number Fax number (optional, if service by fax is acceptable) to receive a copy of the Lienor's Notice as provided in Fax number (optional, if service by fax is acceptable) 9. Expiration date of notice of commencement (the expiration date is one (I ) year from the date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE Bl' TIIE OWNER AFTER TIIE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR 111IPROVAIENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED ANL' POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUP LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDI GYOUR NOTICE OF COMMENCEMENT. Under penalties of perjury, I declare that I have read the foregoing and that the Aaa/td Aare true a to best of my knowledge.and belief. (Signature of Owner or Owner's Authorized Officer/Direclor/Par(nner/Manager) State of Florid N� 1 a � 1 � 9414 (Signa(ory s Tit e/ flee) County o , The foregoing instrument was a nowledged before me this/�day of ,IEJ�� rV b��� Al A S (name Vof person signing) a\C (type it , ... e.g. officer, trustee, attorney in fact) for (a'M M /nex (name of party on behalf of whom instrument was executed) o s personally known t me or had produced as identification. seal Signature of otary Public -State of Florida NOTARY PUBLIC -STATE OF FLORIDA Susan L. Matre-Harrison Commission # DD680567 Expires: DULY 12, 2011 I%��lii L't l gti: AT ANTIC BONDING M INC Rev 07/2007 OFFICE Permit #: Project Name: 08-155 Screen Enclosure Address: 338 Ka 's Landing Dr. Plans Reviewed By: Richard Denman 11/07/2007 407.330.5656 The Permit Is Subject To The Following Comments THE FOLLOWING ARE STANDARD COMMENTS: Notice: In addition to the requirements of the Permit, there may be additional restrictions applicable to this property that may found in the Public Records of this County and there may be additional Permits required from other Governmental entities such as Water Management Districts, State Agencies or Federal Agencies. 1. Any connections that may be hidden during the installation shall be inspected prior to covering. 2. Inspections shall not be given unless the Approved Plans and Permit are posted in a prominent location and protected from against the elements until all inspections are complete. 3. All permits require final inspection. Failure to do so may result in charges being filed with the Department of Business And Professional Regulation. 4. Permits shall expire if work has not begun within six months of date of issuance. 5. All 2004 Florida Building Codes are to be complied with. 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 YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. SECTION 713.135 FLORIDA STATUTES. PLANS REVIEWED CITY OF SANFORD PERMIT # DATE, 7 . CCL CCL/IBI CONSULTANTS, INC. CCL AUTHORIZATION #LB5610 ENGINEERS SURVEYORS PLANNERS 2200 PARK CENTRAL BLVD. N. SUITE 100 POMPANO BEACH, FL 33064 (954) 974-2200 IBI . IBI POMPANO BEACH ORLANDO TAMPA JUPITER A DIKSION Or THC IS/ C,VOUP WWW.CCL-POMPANO.COM WWW. CCL -ORLANDO. COM A DIVISION OF THE 101 GROUP ENGLE KA Y' S LANDING PHASE 2 N —1 r NATIONAL FLOOD INSURANCE PROGRAM BEARING BASED ON THE WEST LINE OF THE - �t& COMMUNITY NUMBER PANEL NUMBER 120294 NORTHEAST 114 OF SECTION 34, TOWNSHIP 19 12117CO040E SOUTH, RANGE JO EAST, SEMINOLE COUNTY, FLORIDA. - MAP REVISION FLOOD ZONE 0511711995 BEING S 00'14'40" E, AN ASSUMED MERIDIAN. X L E G E N D: R. RADIUS L- ARC DISTANCE a CENTRAL ANGLE A/C - AIR CONDITIONER DITIONER SLAB S.E. - DRAINAGE EASEMENT L.M.E. LAKE MAINTENANCE EASEMENT U.E. UTILITY EASEMENT F.F. FINISH FLOOR FHYD v FIRE HYDRANT w.M. s WATER METER W.V. o WATER VALVE O INDICATES 5/8" IRON ROD SET WITH NUMBER L.B. 5610 CADP (IRCL UNLESS OTHERWISE NOTED L.B. LICENSE 16USI ESS N&D = SET NA L AND DISC L.B. 5610 PC = POINT OF CURVATURE PCC POINT F COMPOUND CURVATURE PI POINT 0 INTERSECTION PRC= POINT OF REVERSE CURVATURE CATV. - CABLE TV L.P. LICHT POLE ELEC. - ELECTRIC SERVICE PT = POINT OF TANGENCY ® = PROPOSED ELEVATION SCALE: V ■ 30' LOCATION SKETCH (NOT TO SCALE) I` I i � d 1 W LOT 94 I N'� 32.0 S 4.2 $ I 9'47'18" E 120.66' Z — — _ 5D.E. Alt $,ri jr I o —18.—sooo 21.17' I W ddC OOC 6.67' O MODEL: B/RCHWOOD I" ELEVATION "I' 1. (5000' x 46.JJ) _— 3 _26.00' Itll sq.t' F. EL. 36.05n Z029± 00, O 1.6--ONC T "D cc45.00' C 5' D.E. _--�/�- V — I 5 89'51 25 W 115.00' 35.I 0 a.0 LOT 1 ' LOT 92 ' I� Se O I r'v^ Q J � o � I :I :I NOTE: BUILDING WILL BE STAKED AS SHOWN AREA TABULATION LEGAL DESCRIPTION: LOT - 711JtS0.FT, Lot 93 , Koy s Landing, Phase 2, according 10 the Plot thereof, as recorded in Plot Book 69, of Page 4J-44, of the Public Records, Seminole County, Florida. NOTES: (SKETCH AND LECAL ONLY, NOT A SURVEY) 1. • UNLESS /T BEARS THE SIGNATURE AND THE ORIGINAL RAISED 2. LANDS SHO1NV HEREON WERE NOT ABSTRACTED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS BY CC•L CONSUL ?ANTS INC. FOR EASEMENTS AND DRAHING, SKETCH, PLAT OR MAP /S FOR INFORMATIONAL R/GH7'S-OF -WAY OF RECORD, PURPOSES ONLY AND /S NOT VALID. ADD177ONS OR DELETIONS J. DATA SHOVAV HEREON WAS COMPILED FROM OTHER TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING PARTY OR PAR77ES /S PROHIBITED WITHOUT KRITTEN INSIPI.MESUCH. AND ODES NOT CON5717UlE A FIELD SURVEY CONSENT OF THE SIGNING PARTY OR PARTIES. AS REVISIONS: DATE: BY: % PLOT PLAN 3/20/07 1 JAM 11�-' 7 �rcG47oAXt• RO W. HER P.L.S. PROFESSIONAL SURVEYOR aild MAPPER #4907 STATE OF FLORIDA \TE OF SKETCH: ORA'AIN CHECKED I FIELD 3/20/07 BY JAM BY RWH BOOK N/A SCREENED ENCLOSURES SECTION 1 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) H ALTERNATE CABLE (SEE TABLES 1" x 2- (TYP.) 1.3 OR 1.6) GRADE K-BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - FRONT WALL ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLES 1.3, 1.4 & 1.6) SIZE MEMBERS PER APPROPRIATE TABLES ) H K-BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) FRONT WALL ALUMINUM COLUMNS (TYP.) (TABLES 1.3, 1.4 & 1.6 1 " x 2" (TYP.; TYPICAL DOME ROOF - ISOMETRIC RISER WALL WHERE UIRED LINS (TYP.) TONAL ROOF BRACING SCHEMATIC SECTION 1) LE BRACING r- WALL FRAMING. (SEE -ES 1.3, 1.4 & 1.6) SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. FI 32121 Telephone p: (386) 7674774 Fax A: (386) 767-65.56 Email: Iebpe@belLsaM.ne1 I O NOT TO BE REPRODUCED PAGE ODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNM. P.E. I 1-3 SECTION 1 GALVANIZED METAL PLATE TRUSS TAIL #2 P.T.P. AND SUB -FASCIA • SEE TABLE 1.11 FOR MAX. TRUSSES OR SPAN (LOH) RAFTERS ASSUMED TO BE @ 2'-0" O.C. x 8" "L" BOLT W/ 2" SQUARE WASHER ON PLATE ALTERNATE ROOF TYPE RAFTER TAIL #2 P.T.P. AND SUB -FASCIA 2 x 8 P.T.P. TOP PLATE SEE TABLE 1.11 FOR MAX. TRUSSES OR SPAN (LOH) RAFTERS ASSUMED TO BE @ 2'-0" O.C. SCREENED ENCLOSURES TRUSS / RAFTER TAIL SCALE: 1-1/2" = V-0" ALTERNATE TOP PLATE TRUSS / RAFTER TAIL ASSEMBLY SCALE: 1-1/2" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, A 32121 Telephone 0: (386) 767-4774 Fax 0: (386) 767-6556 Email: lebpe@bellsouth.net E is PAGE © COPYRIGHT 2006 1-8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES I SECTION 1 PURLIN 2" x 3" MAX. ATTACH GUSSET PLATES TO PURLIN & POSTS 2" x 2" EXTRUSION 1" x 2" OPEN BACK EXTRUSION (1) #10 x 1-1/2" S.M.S. 24" O.C. NOTCH POST ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A ULTIMATE YEILD STRENGTH OF 30 KSI. 1/16" RECEIVING CHANNEL OR GUSSET PLATES (4) #10 S.M.S. EACH SIDE 0 COLUMN PER TABLE 1.3 OR 1.4 2" x 4" MAXIMUM FOR LARGER UPRIGHT USE _ DETAIL PAGES 1-18, 1-107 & 1-108 AND MIN. PURLIN TO UPRIGHT SAME AS MIN. UPRIGHT TO BEAM TABLE 1.6 (I.E. 2" x 7" UPRIGHT REQUIRES 2" x 4" BEAM) SIDE WALL TO PURLIN DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (366) 767-65M Email: lebpet@ bell south.net © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 -1 3 SECTION 1 I SCREENED ENCLOSURES STRAP SUPER OR EXTRUDED GUTTER / HOST STRUCTURE / zzz SPACING/2 # SPACING/2 BEAM SET SPACING - SPACING/2 * SPACING/2 - BEAM SET SPACING - STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = V-0" 2" S.M.S. OR LAG SCREWS (SEE SECTION 9) 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP (SEE SECTION 9) (SIZE ANGLE OR RECEIVING VARIES) ® CHANNEL (SEE SECTION 9 r- - - - FOR DETAILS) MAX. DISTANCE FROM FASCIA TO HOST STRUCTURE (SEE TABLE 1.11) SCREW PATTERNS MAY VARY ALTERNATE CUT OFF BEAM & (SEE TABLES OR NOTES FOR CAP W/ RECEIVING CHANNEL SIZE AND NUMBER OF SCREWS) ALTERNATE FLAT BEAM SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. R 32121 Telephone p: (386) 7674774 Fax p: (386) 767-M% Email: lebpe@betlsouth.net PAGE © COPYRIGHT 2006 1-24 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BEN NETT. P.E. • • SECTION 1 SCREENED ENCLOSURES COMPOSITE 2" x 3" EAVE RAIL • w J Z UU zap BEAM - SCREEN ROOF a g > m ID 0.050" H-CHANNEL Of 0 LIJ z ®® POST TO BEAM FASTENING OR OR GUSSETS a M 00 TABLE 1.6) POST (SEE TABLE 1.3) - - SCREEN 45°t (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) LENG OF IF KNEE BRACE LENGTH KNEE B E EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM ® CONNECTION DETAILS HOST STRUCTURE ROOFING ®I (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) °0 2" STRAP - LOCATE'AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-24 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW ® SUPER OR SIZES) EACH SIDE TO BEAM ® EXTRUDED MAX. DISTANCE TO TO SUPER OR EXTRUDED GUTTER HOST STRUCTURE GUTTER WALL (SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. FI 32121 Telephone #: (386) 767.4774 Fax p: (386) 767-65% Email: Iebpe@bellsouth.net PAGE 1-32 © COPYRIGHT 2W6 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT.P.E. SCREENED ENCLOSURES I SECTION 1 BEAM (2) #x S.M.S. TOE ANGLE OR PLATE AT BOTTOM SCREW INTO BEAM BEAM AND/OR SIDE WALL RAIL OF BRACE WIND BRACE 2" x 2" EXTRUSION W/ 1" x 2" EXTRUSION EAVE RAIL 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 & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona, FI 32121 Telephone M (386) 767-4774 Fax #: (386) 767;6 Email: lebpe@bollsouth.net © COPYRIGHT2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1. 1 -43 SECTION 1 I SCREENED ENCLOSURES CUT RECEIVING CHANNEL TO 2" x 6" BEAM FIT BEAM AND BRACE ANGLE WIND BRACE (3) MIN. #10 x 1/2" S.M.S. BRACE TELESCOPE MIN. 12" \�� I 12" MIN. V x 1-3/4" x 2" x 1-3/4" RECEIVING CHANNEL ATTACHED TO BEAM ® W/ (4) (TOTAL) #10 x 1/2" S.M.S. 2" x 2" EXTRUSION W/ 1" x 2" EXTRUSION OR 2" x 3" SPECIAL SECTION BRACE ATTACHED TO CHANNEL W/ (4) (TOTAL) #10 x 1/2" S.M.S. (2) TOP AND (2) BOTTOM EAVE RAIL TELESCOPING 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 three panels from host structure. Structures of four or more panels shall be spaced for even number of panels for opposing wind bracing. 2. Cut brace parts with min. 12" lap of larger and smaller brace. 3. Cut receiving channel with angle. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, R 32121 Telephone M (386) 767-4774 Fax #: (386) 767.6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2008 1 -44 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. SCREENED ENCLOSURES I SECTION 1 HEADER ---\ DIAGONAL PURLIN V VLVIVII\ WIND BRACE CONNECTION DETAIL SCALE: 3" = 1'-0" NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panels from host structure. Structures of four or more panels shall be spaced for even number of panels for opposing wind bracing. 2. Cut brace parts with min. 12" lap of larger and smaller brace. 3. Cut receiving channel with angle. @ COPYRIGHT2006 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, Fl 32121 Telephone M (386) 7674774 Fax #: (386) 767-6556 Email: lebpe@bell south.net PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 1 -AFC SECTION 1 CONNECTOR MAY BE (2) ANGLES, INTERNALLU' 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) SCREENED ENCLOSURES .a .. 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" = 1'-0" BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ALTERNATE: ANGLES ATTACHED TO WOOD 1" x 2", 1" x 3" OR 2" x 2" 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 -j ir L SIDE FOR EACH INCH OF BEAM OR FRAMED WALL Q ® DEPTH LARGER THAN 3" (SELECT FASTENERS FROM w ® SECTION 9 TABLES) 0 LU ALTERNATE CONNECTION: a ® (1) 1-3/4" x 1-3/4" x 1-3/4" x 1 /8" ® F INTERNAL U-CHANNEL ATTACHED TO WOOD FRAME PRIMARY OR MISC. FRAMING p WALL W/ MIN. (3) 3/8" x 2" LAG BEAM (SIZE PER TABLES) SCREWS OR TO CONCRETEOR 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" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214366. South Daytona. FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6&% Email: labpe@bellsouth.net PAGE @ COPYRIGHT 2006 1 -46 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF tAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SLOPED ROOF OR GABLED END ROOF 1" x 2" OR 2" x 2" ATTACHED TO WALL W/ #10 x 2" S.M.S. @ 16" O.C. Lu CD _® Q. pLU LU a PRIMARY OR MISCELLANEOUS FRAMING BEAM (SIZE PER TABLES) 4d (1" FOR 1/4") J 2d (1/2" FOR 1/4") I I UPLIFT / FORCE ON FASTENER ANCHOR IN TENSION OR TENSILE LOAD SECTION 1 z_ v HOST STRUCTURE TRUSS / 'r RAFTER TAILS OR BARGE RAFTER (SELECT FASTENERS FROM SECTION 9) ANCHOR IN SHEAR LOAD CALCULATE THE NUMBER OF SCREWS REQUIRED BY SOLVING THE FOLLOWING EQUATION: ROOF WIND LOAD' x BEAM SPACING x ( BEAM SPAN ` 2 l = # OF ANCHORS ANCHOR ALLOWABLE LOAD 'FIND ROOF WIND LOAD ON PAGE 1ii BEAM TO FASCIA CONNECTION DETAIL SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax M (386) 767-.6556 Email: lebpe@bell south.net © COPYRIGHT2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 -47 SECTION 1 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 fill EXAMPLE OF AL BRAC CABLE OR K-BRACING (IN WALLS) SCREENED ENCLOSURES HOST STRUCTURE OELEMENTS BRACED BY DIAGONALS ALTERNATE BRACING — — — PATTERN, CORNER BRACES STILL REQUIRED CABLE OR K-BRACING (IN WALLS) 57\ U) / \ �_j / \ >-_ a QCr / U to a� / �w m \A I \ TERNATING E POSITION TYPICAL LAYOUT CABLE OR BEAMS OR PURLINS L K-BRACING (IN WALLS) ADDITIONAL ROOF BRACING IS REQUIRED FOR ALL SIDE EACH DIAGONAL TO BE WALLS LARGER THAN 4 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) PANELS. NUMBER OF PANELS MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) SHOULD BE EVEN TO PERMIT AT CORNERS (TYP.) POSITION OF BRACES ALTERNATING (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/8" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL 6 STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. R 32121 Telephone 9: (386) 767.4T74 Fax p: (386) 767.6&% Email: lebpe@bellsouth.net PAGE © COPYRIGHT 21106 1 -'48 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. • • 0 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 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 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 girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. 4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall be even and position shall be alternating. Lawrence E. Bennett, P.E. FL # 16644 CIVIL 8 STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. R 32121 Telephone M: (386) 767-4774 Fax 0: (386) 767.6556 Email: lebpe@bellsouth.nal • • • PAGE 1 -50 1 0 NOT TO REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I SCREENED ENCLOSURES SECTION 1 HOST STRUCTURE �z NN Z m J oox d J CO U (n a2 �LU W m 1z TYPICAL LAYOUT BEAMS OR PURLINS WIND BRACING PATTERN TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4 SCALE: 3/16" = 1'-0" HOST LLLLLLLLLLLLLLLL� TSSTRUCTURE MEN 1010101 WIND BRACING PATTERN TYPICAL FOR ODD NUMBER OF SIDE PANELS OVER 4 SCALE: 3/16" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona, A 32121 Telephone M (386) 767-4774 Fax #: (386) 767.65M Email: Iebpe@bell south.net © COPYRIGHT2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 -49 SCREENED ENCLOSURES 5) #10 S.M.S. (MIN.) - x 1-1/2" x 8" FLAT BAR 125' PLATE OUT ON 45° ANGLE -T OR TURNBUCKLE FOR CABLE TENSION ESS STEEL (SEE TABLE) RIMETER FRAMING MEMBER SECTION 1 TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = V-0" A ALTERNATE: USE (1) 1/4" x 1-1/4' FENDER WASHER EACH \ FRAME M JAM ®�/ MEMBER SIDE OF EITHER A OR B 1' x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED #10 x 3/4' S.M.S. EACH SIDE (TMP ) FOR CABLES ®®® MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE. 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING • P.O. Box 214368. South Daytona. Fl 32121 Telephone 0: (386) 767-4774 Fax 0: (386) 767.6556 Email: lebpe@bellsouth.net © COPYRIGHT 2006 PAGE NOT TO BE REPROOUCEO IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 —51 SECTION 1 S.S. CABLE @40" - 60° MAX. ANGLE W/SLAB SCREENED ENCLOSURES 3-1/2" ASTM A-36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2" x 0.125" ANGLE / MIN. 3-3/4" (4" NOMINAL) SLAB 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" HAVE A THICKENED EDGE TO CONCRETE ANCHOR W/ hp ACHIEVE 5d MIN. AND A 3/8" x CABLE THIMBLE AND WASHER 2" ANCHOR $ �o 5d (MIN.) 3-1/2" (4" NOMINAL) SLAB (MIN.) 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona. FI 32121 Telephone 0: (386) 767.4774 Fax M (386) 767-6556 Email: I ebpe@bell south. net PAGE @ COPYRIGHT 2006 1 -52 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. ' • • SCREENED ENCLOSURES S.S. CABLE @ 40" TO 60- MAX. ANGLE TO SLAB CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-50 FOR NUMBER OF CABLES REQUIRED 3-1/2" ASTM A-36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2" x 0.125" ANGLE SECTION 1 2" x 2" x 0.125" ANGLE 2-1/4" x 1-1/2" CONCRETE �— ANCHORS (MIN.) a r(4-NOMINAL) ALTERNATE CLIP: 3"ASTM A-3 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2"x 0.125"ANGLE DISTANCE FROM EDGE OF SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 213 SCALE: 3" = V-0" 5-1/2" (6" NOMINAL) G SLAB (MIN.) \ \\ 5d (MIN.) u S aQx 5d (MIN.) y/ .I SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR 3/32" CABLE AND 594# FOR 1/8" CABLE, FOR 3/32" CABLE (1) 1/4" x 1-1/2" CONCRETE ANCHOR (MIN.) @ 5d MIN. 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. F132121 Telephone p: (386) 767.4774 Fax 0: (386) 767.6556 Email: lebpe@bellso dhnef PAGE © COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 -53 SECTION 1 1 SCREENED ENCLOSURES PURLINS ANCHORED W/ CLIPS OR #10 SCREWS THROUGH PURLINS INTO SCREW BOSSES EAVE RAILS SHALL BE STITCHED W/ #10 x 1-1/2" SMS @ 6" FROM EACH END AND 24" OC MAX. GIRTS ANCHORED W/ CLIPS OR THROUGH #10 SCREWS INTO SCREW BOSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2-1/4" CONCRETE/MASONRY ANCHORS @ PRIMARY & SECONDARY ANGLES OR @ 6" FROM EACH POST AND 24" O.C. MAX. AND WALLS MIN. 1" FROM EDGE OF CONCRETE PURLIN & CHAIR RAIL DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona, FI 32121 Telephone #: (386) 767.4T74 Fax #: (386) 767.6556 Email: l ebpe@bell south. net PAGE 1.58 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. • • SCREENED ENCLOSURES PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL EXTERN CLIP OR 'U' CHH ANNEL W/MIN. (4) #10 S.M.S. PURLIN, GIRT, OR CHAIR RAIL ----- - / SNAP OR SELF MATING BEAM ONLY SECTION 1 SCREW BOSSES SNAP OR SELF MATING ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 3" = 1'-0" OFOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES OFOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050" x 1-3/4" x 4" STRAP AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, Ft 32121 Telephone 0: (386) 767-4T74 Fax 0: (386) 7676556 Email: lebpe@bellsouth.net © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 -59 SECTION 1 SCREWS OR THRU-BOLTS (SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SIDE WALL POST TO PLATE TO CONCRETE DETAIL 2" x 2" x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS SCALE: 3" = 1'-0" SIDE WALL POST SIZE 2" x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THRU PRIMARY ANGLE AND _@ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" FOR WOOD DECKS (MIN. 2" NOMINAL THICKNESS ) USE WOOD FASTENERS W/ THESE DETAILS Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. A 32121 Telephone 0: (386) 7674774 Fax 9: (386) 767.6&% Email: lebpe@bellsouth.nel • • PAGE I © COPYRIGHT 2006 1-60 1 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.) I SECONDARY ® ®� 2" x (D - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 S.M.S. (SEE SCHEDULE NEXT PAGE) ° a " d CONCRETE ANCHOR (SEE SCHEDULE PAGE 65) NOTE: DETAIL ILLUSTRATES e . 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 v• ° d Q v NOTE: SELECT CONCRETE ' ANCHOR FROM TABLE 9.1 6" (MAX.) 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 4d 1/4" 1-1/4" 1" 3/8" 1-7/8" GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT 2500 P.S.I. CONCRETE OR ALTERNATE 2" x _ WOOD DECK TYPICAL S.M. OR SNAP SECTION COLUMN #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE PAGE 1-65) i���lul1:�'l��i��li'i�>�iI:�31F_P►L�� 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" = V-0" NOTE: 1. FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 2. PREDRILL PAVERS W/ MIN. 1/4" MASONRY BIT. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767.4774 Fax M (386) 767.6556 Em all: lebpe@ bellsouth.not PAGE © COPYRIGHT 2006 1-64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. • SCREENED ENCLOSURES CONCRETE DECK EDGE 2" x 2" PRIMARY ANGLE VARIES 5d (MIN.)' 2-1/2" (MIN.) I" x 2" O.B. BASE PLATE (TYP.) #10 x 3/4" S.M.S. (TYP.) 2 " x S.M.B. COLUMN MIN. EDGE DISTANCE & O.C. ANCHOR SPACING ANCHOR ALUM. 2-1/2d WOOD 4d CONC. 5d 1/4" 5/8 1-1/4" 5/16" 25/32' 1-1/4 1-9/16" 3/8' 15/16" 1-1/2' 1-7/8" TOP VIEW POST TO DECK DETAIL SCALE: 3" = T-O" Primary and Secondary Anchor Schedule SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN " ABSOLUTE MINIMUM EDGE OF CONCRETE TO C.O. FASTENER = 5d SECONDARY 2" x 2' x 0.063" ANGLE (SEE SECONDARY ANGLE ANCHOR SCHEDULE AND SECTION 9) CONCRETE ANCHORS INTO PRIMARY AND SECONDARY ANGLES S.M.S. STITCHING SCREWS @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) Column Secondary Angle Maximum Number and Spacing Anchors Size Angle Length "L" Number of Anchors 114" 5116" 318" 1/4" 5116" 1 3/8" # "A" "B" C. 0 "A" B. C. # "A" "B" "C" 2 x 4 2" 4 4 4 4 1" 1" 1' 4 1" 1" 1" 4 1" 1' 1" 2 x 5 3" 4 4 4 4 1" 1-1/2" - 4 1" 1-1/2' - 4 1' 1-112" - 2 x 6 1 4" 4 4 4 4 1' 2" 4 1' 2- - 4 1" 2- - 2 x 7 5" 6 4 4 6 1" 5/8- 1-7/8" 4 1 1' . 2-1 IT - 4 1' 2-1/2" - 2 x 8 6' 6 4 4 6 1 1' 1 5/8" 2-3/8" 4 1" 1 3" - 4 1' 3" - 2 x 9 7" 6 1 6 4 6 1 1" 1 5/8" 2-7/8" 6 1" 13/16' 2-718' 4 1" 3-1/2" - 2 x 10 8" 8 1 6 6 8 1 1' 1 5/8" 2' 1 6 1' 13/16' - -- 6 1" 314' Example: Calculate the number of anchors required: 1.5 x beam span 12 x beam spacing x roof wind pressure (PSF) = total #; if 1.5 x 30'/2 x 6 x 10 PSF = = 1350# and 114" x 1/4' Tapoon In tension @ 5d = 427# / ea. (see table 9.1) then 1350# / 427# 1 ea. = 3.16 ea. use (3) ea.. secondary angle not required Actual Edge Distance Example: From edge of concrete to fastener = 2" / dia. of 0.25" = 8d Note: For attachment to wood deck substitute wood fasteners for concrete fasteners & calculate the required number of fasteners using tables from section 9. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. FI 32121 Telephone #: (386) 7674774 Fax M (386) 767-6556 Email: Iebpa@bellsouth.net @ COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. PAGE 1-65 2 x 2 SCREENED ENCLOSURES DOOR EXTRUSION HINGE LOCI 2 x 2 EXTRU HINGE LOCI HINGE LOCI SECTION 1 TION 'ION TION TION NOTES: 1. Door to be attached to structure with minimum two (2) hinges. 2. Each hinge to be attached to structure with minimum four (4) #12 x 3/4" S.M.S.. 3. ' Each hinge to be attached to door with minimum three (3) #12 x 3/4" S.M.S.. 4. Bottom hinge to be mounted between 10 inches and 20 inches from ground. 5. Top hinge to be mounted between 10 inches and 20 inches from top of door. 6. If door location is adjacent to upright a 1" x 2" x 0.044" may be fastened to upright with #12 x 1" S.M.S. at 12" on center and within 3" from end of upright. TYPICAL SCREEN DOOR CONNECTION DETAIL SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. A 32121 Telephone 0: (386) 767.4774 Fax 0: (386) 767.6556 Email: lebpe@beBsoulh.nel © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 "73 - I SECTION 1 1 SCREENED ENCLOSURES Table 1.1 120 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Wind Zones up to 120 M.P.H., Exposure "B" and Latitudes Below 30"-30'-00" North (Jacksonville, FL) Uniform Load = 4 t01SF, a Point Load of 300 O/SF over (1) linear it is also considered Hollow Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 9'-0" Allowable Span'L' I Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2" x 2" x 0.044" 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 2" x 2" x 0.050" 5'-2" Pb 5'-2- Pb 5'-2- Pb 5'-2- Pb 5'-2" Pb 5'-2- Pb 5'-2" Pb 2" x 2" x 0.090" 7'-6" Pb 7'-6" Pb 7'-6" Pb 7'-6" Pb 7'-6- Pb 7'-6- Pb 7'-6" Pb 2" x 3" x 0.045" 7'-7" Pb 7'-7" Pb 7'-7" Pb 7'-7-Pb 7'-7- Pb 7-7 Ph7'-7" Pb 2" x 4" x 0.050" 9'-1" Pb 9'-1" Pb 9'-l- Pb 9'-l- Pb 9'-1" Pb 9'-1" Pb 9'-1' Pb 2" x 5" x 0.062" 20'-5" Pb 20'-5" Pb 20'-5" Pb 20'A" Ud 19'�" Ud 18' 6" Ud 17 -9" Ud Self Mating Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" 9'-0" Allowable Span 'L' I Point Load (P) or Uniform Load U), bending (b), deflection (d) 2" x 4" x 0.044 x 0.100" 11'-8" Pd 11'-8" Pd 11'-8" Pd 11'-8- Pd 11'-8" Pd 11'-0" Pd 11'-8" Pd 2" x 5" x 0.050" x 0.100" 16'-l" Pd 16-1" Pd 16'-1" Pd 16'-l" Pd 16'-l" Pd 15'-9" Ud 15'-1" Ud 2" x 6" x 0.050" x 0.120" 20'-4" Pd 20'4" Pd 20'-4" Pd 20'-3" Ud 19'-3" Ud 18'-5" Ud I T-8" Ud 2" x 7" x 0.055" x 0.120" 24'-9" Pd 24'-9" Pd 24'-6" Ud 23'-l" Ud 21'-11" Ud 20'-1 V Ud 20'-2" Ud 2" x 8" x 0.072" x 0.224" 34'-2" Pd 32'-9" Ud 30'-5" Ud 28'-7" Ud 27'-2" Ud 26-11" Ud 24'-11" Ud 2" x 9" x 0.072" x 0.224" 39'-3" Pd 36-11" Ud 33'4" Ud 31'-5" Ud 29'-10" Ud 28'-0" Ud 27'-5" Ud 2" x 9" x 0.082" x 0.310" 42'-5" Ud 38'-7' Ud 35'-10" Ud 33'-8" Ud 31'-11' Ud 30'-7' Ud 29'-5" Ud 2" x 10" x 0.092" x 0.369" 49'-3" Ud 44'-9" Ud 41'-7" Ud 39'-1" 1 Ud 37'-2' 1 Ud 35-6" 1 Ud 34'-2- Ud Snap Sections Tributary Load Width W = Beam Spacing 3'-0" 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 9'-0" Allowable Span 'L' / Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2" x 2" x 0.044" 4'-10" Pd 4'-10" Pd 4'-10" 1 Pd 4'-10" Pd 4'-10" Pd 4'-10" Pd 4'-10" Pd 2" x 3" x 0.045" 7'-6" Pd 7'-6" Pd T-6" Pd 7'-6" Pd 7'-0" Pd 7'-0" Pd 7'-0" Pd 2" x 4" x 0.045" 10'-8" Pd 10'4 Pd 10'-8" Pd 10'-8- Pd 10'-8" Pd 10'-8" Pd 10'-8- Pd 2" x 6" x 0.062" 22'-2" Pd 22'-2' Pd 22'-2" Pd 21'-5" Ud 20'-5' Ud 19'-6" Ud 18'-9" Ud 2" x 7" x 0.062" 26'-8" Pd 26'-8" Pd 25'-9" Ud 24'-3" Ud 23'-0" ''d 22'-0" Ud 21'-2" Ud 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 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Tables are based on a maximum wall height of 16' including a 4' max. mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. 6. Spans may be interpolated. 7. To convert spans to "C' and "D" exposure categories see exposure multipliers and example on page 1 A. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0" = 9'4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona. R 32121 Telephone C: (386) 7674774 Fax M: (386) 767-65W Email: Iebpe@bellsouth.net E I PAGE 1 -74 1 (9)NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 • Table 1.2 120 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Wind Zones up to 120 M.P.H., Exposure "B", and latitudes Below 30'-30'-00" North (Jacksonville, FL) Uniform Load = 4 N/SF, a Point Load of 300 XSF over (1) linear ft. is also considered A. Sections Fastened To Beams With Clips • • Hollow Sections Tributary Load Width W = Purlin Spacing 3'-6" 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 6'-8" Allowable Span 'L' / Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2" x 2" x 0.044" 4'-5" 1 Pb 4'-5" Pb 4'-5" Pb 1 4'-5' Pb 1 4'-5' Pb 4'-5" Pb 4'-5' 1 Pb 2" x 2" x 0.050" 5'-2' Pb 5'-2" Pb 5'-2" Pb 5'-2' Pb 5'-2" Pb 5'-2" Pb 2" x 2" x 0.090" 7'-4' Pd 7'14" Pd 7'-4" Pd 7'-4' Pd 7'-4" Pd 7'-4' Pd 3" x 2" x 0.045" 5'-8' Pb 5'-8" Pb 5'-8" Pb 5'-8" Pb 5'-8" Pb 5'-0' Pb 3" x 2" x 0.070" T-8' Pd 7'-8" Pd T-8" Pd T-8. VPd 7'-8" Pd 7'-8" Pd 2" x 3" x 0.045" 7'-4' Pd 7'-4' Pd T-4' Pd T-4" Pd 7'-4" Pd 7'-0' Pd2" x 4" x 0.050" T-1' Pb 9'-1" Pb 9'-l' Pb 9'-l" Pb 9'-1' Pb 9'-1" Pb2" x 5" x 0.062" 14'-1" Pd 14'-1" Pd 14'-1" Pd 14'-1' Pd 14'-1' Pd 14'-1' Pd Snap Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 6'-8" Allowable Span 'L' / Point Load (P) or Uniform Load (U), bending b), deflection d) 2" x 2" x 0.044 4'-11" Pb 4'-11" Pb 4'-11" Pb 4'-11' Pb 4'-11' Pb 4'-11' Pb 4'-11' Pb 2" x 3" x 0.045" T-3' Pd 7'-3" Pd 7'-3" Pd T-3" Pd 1 7'-3" Pd 7'-3" Pd 7'-3- Pd 2" x 4" x 0.045" 9'-2' Pd 9'-2" Pd 9'-2" Pd 9'-2" Pd 9'-2" Pd 9'-2- Pd 9'-2- Pd B. Sections Fastened Through Beam Webs Into Screw Bosses Hollow Sections Tributary Load Width W = Purlin Spacing 3'-6" 4'0" 1 4'.6" 1 5'-0" 1 5'-6" 6'-0" 6'-8" Allowable Span 'L' / Point Load P) or Uniform Load (U), bending b), deflection d) 2" x 3" x 0.050" 11'-5" Pb 11'-5" Pb 11'-5" 1 Pb 11'-4" Ud 10'-11" Ud 10'-8" Ud 10'-3" Ud 2" x 4" x 0.050" 13'-8" Pb 13'-8" Pb 13'-8" Pb 13'-8" Pb 13' 8- Pb 13'-8- Pb 13'-8' Pb 2" x 5" x 0.062" 22'4' Pd 22'-4-.1 Pd 1 22'4" 1 Pd 1 21'-7' 1 Ud 1 20'-11' 1 Ud 1 20'4' 1 Ud 1 19'-7- Ud Snap Sections Tributary Load Width 'IfV' = Purlin Spacing X-6" 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 6'-8" Allowable Span 'L' / Point Load (P) or Uniform Load (U), bending (b), deflection d) 2" x 2" x 0.044" 4'-4' 1 Pb 1 4'-4" 1 Pb 1 4'-4' 1 Pb 4'-4' 1 Pb 1 4'-4" 1 Pb 1 4'4' 1 Pb 1 4'4' 1 Pb Notes: 1. Thicknesses shown are 'nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Tables are based on a maximum wall height of 16' including a 4' max. mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. '. 4. Spans may be interpolated. 5. 2" x 4' & 2" x 5" Hollow Girls shall be connected w/ an internal or external 1-1/2" x 1-1/2" x 0.044' angle. 6. To convert spans to'C" and'D' exposure categories see exposure multipliers and example on. page 14i. 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" = 9'-1" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. FI 32121 Telephone p: (386) 767-4774 Fax p: (386) 767-6556 Email: lebpe@bellsouth.net © COPYRIGHT2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I 1 -77 • SCREENED ENCLOSURES SECTION 1 Table 1.3 120 Allowable Post / Upright Hei Heights for Prima Screen Wall Frame Members 9 Primary Aluminum Alloy 6063 T-0 For 3 second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 #/sq. R. Hollow Sections Tributary Load Width W = Upright Spacing 3'-0" 4'-0" 1 5'-0" 1 6'-0" 7'-0" W.O. 9'-0" Allowable Height "H" / bending (b), deflection d) 2" x 2" x 0.044" 6'-11" b 5'-11- bP7'-l b 4'-9' b 4'-4" b 3'-11' b 3'-8" b 2" x 2" x 0.050" 7'-5" d 6'-7" bb 5'-3" b 4'-10" b 4'-5" b 4'-2" b 2" x 2" x 0.090" 8'-7" d 7'-9" dlb 6' 8' b 6'-1" b 5'-8"It '-4" b 2" x 3" x 0.045" 7'-11" d 7'-3" d 6'-6" d 5'-11" b 5'-0"'-2' b 2" x 4" x 0.050" 10'-5" b 8'-11" b 7'-2" b 6'-7" b 6'-1"-8" b 2"x 5" x 0.062" 16'-0" b 13'-10" b 11'-2" b 10'-3" b W-7" b Self Mating Sections Tributary Load Width 'W' = Upright Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 9'-0- Allowable Height "H" / bending (b), deflection d) 2" x 4" x 0.044 x 0.100" 11'4" d 1 10'4" 1 d 9'-7' d 8'-9' b 8'-0" b 7'-6" b V-11" b 2" x 5" x 0.050" x 0.100" 14'-0" dl 12'-9" 1 d 11'-10" d 10'-10' b 9'-11" b 9'-3' b 8'-8" b 2" x 6" x 0.050" x 0.120" 16'-5" d 1 14'-11" 1 d 13'-4" b 12'-2' b 11'-2" b 10'-5" b 9'-10" b 2" It 7" x 0.055" x 0.120" 18'-9- 14'-0" b 13'-2' b 12'-2" b 11'-4" b 10'-8" b 2" x 8" x 0.072" x 0.224" 23'-2" 19'-7" d 18'-5' d 17'-0' d 16'-9" d 16'-1" d 2" x 9" x 0.072" x 0.224" 25'-5" Jd2 ff10" 21'-0" d 20'-2" d 19'-2" d 1 T-11" b 16'-11' b 2" x 9" x 0.082" x 0.310" 27'4" 23'-0" d 21'-8' d 20'-7' d 19'-8" d 18'-11' d 2" x 10" x 0.092" x 0.369" 31'-9' 26'-9" d 25'-2' 1 d 23'-11' 1 d I 22'-10' I d I 21' Snap Sections Tributary Load Width 'W'= Upright Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 9'-0- Allowable Height "H" / bending (b), deflection d 2" x 2" x 0.044" 6'-3" d 5'-8' d 5'-4' d 4'-11" d 4'-6" 1 b 1 4'-2' b 3'-10" b 2" x 3" x 0.045" 8'-6" d 7'-8' d T-2' d 6'-6 b 5'-140d 5'-4" b 4'-11" b 2" x 4" x 0.045" 10'-8' d 9'-8" d 8'-0" b 7'-7' b�6*-110' 6'-3" b 5'-9" b 2" x 6" x 0.062" 17'-5" d 15'-10" d 14'-0" d 13'-10" d 12'-7" d 11'-11' b 2" x 7" x 0.062" 19'-8" d 17'-10" d 16'-7" d 15'-7' d Note: 1. Thicknesses shown are "nominal" Industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width select upright length'H'. 3. Above heights do not include length of knee brace. Add vertical 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 30' 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 Qa 36" in height are designed to be 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. Max. beam size for 2" x 5" is 2' x 7" x 0.055" x 0.120" 8. Spans may be interpolated. 9. To convert spans to 'C" and "D' exposure categories see exposure multipliers and example on page 1 4i. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. R 32121 Telephone #: (386) 767.4774 Fax #: (386) 767a556 Email: lebpe@bellsouth.net @ COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 1 "g 1 • • SCREENED ENCLOSURES I SECTION 1 Table 1.4 120 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 a velocity of 120 MPH, Exposure "B" or an applied load of 15 # / sq. f . e Cnrtinns As Mnrirnntnk Fastened To Posts With Clins Hollow Sections Tributary Load Width 'W' = Upright Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8%0" 1 9'-0" Allowable Height "H" or Span "L/ bending (b), deflection (d) 2" x 2" x 0.044" 6'-11' bj 5'-11" lb 5'-3" bi 4'-9- b 1 4'-0" b T-8" b 2" x 2" x 0.050" 7'-5" d 6'-7" b 5'-10" b 5'-3" b 4'-10" b 4'-2" b 2" x 2" x 0.090" 8'-7- d 7'-9' d 7'-4" d 6'-8" b 6'-1" b 5'-4" b 3" x 2" x 0.045" 7'-11" d 6'-10" b 6'-l" b 5'-5" b 4'-11" F14'-7- b 4'-3" b3" x 2" x 0.070" 8'-11' d 8'-l" d 7'-3" b 6'-6" b 5'-11" 5'-2'x 3" x 0.045" 7'-11" d 7'-3' d 7'-2" d 6'-6" d V-11" 5'-2"2" jb8 x 4" x 0.050" 10'-5" b 8'-11' b 7'-11" b 7'-2" b 6'-7" 5'-8"2" x 5" x 0.062"16'-0" b 13'-10" b 12'-3" b 11'-2" b 10'-3" '-11' b Snap Sections Tributary Load Width 'W'= Upright Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 1 F-0" Allowable Height "H" or Span "L" / bending (b), deflection (d 2" x 2" x 0.044" 6'3" d 1 5'-8" 1 d 1 5'-0" 1 d 1 4'41" I d 1 4'-6" 1 b 4'-2" 1 b I 3'-10" b B. Sections As Horizontals Fastened To Posts Through Side Into Screw Bosses Hollow Sections Tributary Load Width W = Upright Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 8%0" 1 9'-0" Allowable Height "H" or Span "L" / bending b , deflection d 3" x 2" x 0.045" 8'-11' b 7'-8" lb 6'-9" b 1 6'-1" b 5'-7- b 5-2" b 1 4'-9" b 3" x 2" x 0.070" 10'-8" b 9'-l" b 8'-1" 7'4" b 6'-8' b 6'-2" b 5'-9" b 2" x 3" x 0.045" 16 7' b 9'-l" b 8'-1" lb -3" b 6'-8" b 6'-2" b 5'-9' 2" x 4" x 0.050"11'-8" b 10'-0" b 8'-10- E-0" b 7'-4' b 6'-10' b 6'�" b 2" x 5" x 0.062" 17'-11" b 15'-5- b 13'-9" 12'-0" b 11'-6" I Snap Sections Tributary Load Width W= Upright S cing 3'-0" 4'-0" 1 5'-0" 1 6'-0"1 7'-0" 1 8'-0" 9%0" Allowable Height "H" or Span "L" / bending b), deflection (d) 2" x 2" x 0.044" 8'-5" d 7'-2' 1 b 1 6'-3" b 1 5'-7' 1 b 1, 5'-1' 1 b 1 4'-7' 1 b 1 4'-3 b 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 girt lengths. 3. Site specific engineering required for pool enclosures over 30' in mean roof height 4. Span/height 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 Q 36" in height are designed to be residential gardrails provided they are attached with min. (3) t110 x 1-1/2" s.m.s. into the screw bosses and do not exceed 8'-0" o.c. 6. Girt spacing shall not exceed 6'-8". 7. Max. beam size for 2" x 5' is 2' x 7" x 0.055' x 0.120" 8. 2" x 4" & 2' x 5' hollow girls shall be connected w/ an internal or external 1-112" x 1-1/2" x 0.044" angle. 9. Spans/heights may be interpolated. 10. To convert spans/heights to "C' and "D" exposure categories see exposure multipliers and example on page 14i. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona, Fl 32121 Telephone H: (386) 7674774 Fax a: (386) 767-6556 Email: Iebpe@bellsouth.nel PAGE © COPYRIGHT2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 "H5 SECTION 1 I SCREENED ENCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall Uprights or Beam Splicing Beam/Upright or Post Upright or Post/Beam Minimum Purlin, Girt & Knee Brace Size Notes Minimum Number of Screws' Beam Stitching Screw at 24" OC #8 x '/." #10 x Y," #12 x '/." 2 x 4 SMB 2 x 3 SMB or H 2' x 2" -x0.044" Partial Lap 8 6 4 #10 2 x 5 SMB 2 x 3 SMB or H 2' x 2" x 0.044" Partial Lap 8 6 4 #8 2 x 6 SMB 2 x 3 SMB or H 2" x 2" x 0.044" Partial Lap 10 8 6 #10 2x7SMB 2x4SMB orH 2"x3"x0.044" FuIILap 14 12 10 #12 2x8SMB 2x5SM13orH 2"x3"x0.044" Full Lap 16 14 12 #14 2 x 9 SMB 2 x 6 SMB 2" x 3" x 0.045" Full Lap 18 16 14 #14" 2x9SMB" 2x7SMB 2'x4"x0.050" Full Lap 20 18 16 #14" 2 x 10 SMB 2 x 8 SMB 2' x 5" x 0.050" Full Lap 20 18 16 #14" Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness #8 5/16" 518" 2" x 7" x 0.055" x 0.120" 0.063" #10 3/8' 3/4' 2" x 8" x 0.072" x 0.224" 0.125" #12 1/2" 1" 2" x 9" x 0.072" x 0.224" 0.125" #14 or 1/4" 3/4" 1-1/2" 2" x 9" x 0.082" x 0.306" 0.190" 5/16" 7/8" 1-3/4" 2" x 10" x 0.092" x 0.369" 0.250" 3/8" 1" 2" 0.082" wall thickness, 0.310" flange thickness "" (1) Stitching strew at 16" O.C. max. Connection Example: 2" x 7" beam & 2" x 5" at beam & gusset plate, (14) #8 x 1/2" sms & upright & gusset plate (14) #8 x 1/2" sms ea. side of beam & upright. Note: 1. Connection of 2" x 6" to 2" x 4" shall use a full lap cut or 1/16" gusset plate. 2. 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 3. The number of screws is based on the maximum allowable moment of the beam. 4. 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. 5. Hollow splice connections can be made provided the connection is approved by the engineer. 6. 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. 7. 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. 8. For minimum girtsize read upright size as a beam and purlin size is minimum girt size. (i.e. 2" x 9" x 0.072" x 0.224" s.m.b. w/ 2" x 6" x 0.050 x 0.120' s.m.b. upright requires a 2" x 3" x 0.045" girt / chair rail.) Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona. A 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6&% Email: lebpe@bellsouth.net C. • • PAGE I © COPYRIGHT 2008 1 "94 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF IAWRENCE E. BENNETT. P.E. • 0 • ' Design Check List for Pool Enclosures (Page 1 of 4) 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Bennett Lawrence . and are in compliance with the 2004 Florida Building Code Edition with 2006 Supple ents, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & 11-A; Exposure 'B' or'C'_ or'D'_; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher, Negative I.P.C. 0.00; _ MPH Wind Zone for 3 second wind gust; Basic Wind Pressure J % ; Design pressures are —L PSF for roofs & PSF for walls. (see page 1 ii for wind loads and design _6 pressures) A 300 PLF point load is also considered for screen roof members. Notes. Wind velocity zones and exposure category is determined by local code. Design pressures and conversion multipliers are on page 1-ii. II. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. Re"A..e 441 / �/ "1C2 h Phone: yO7 e'l744960 Contractor / Authorized Rep' N e (please print) c Date: 7 C ctor / Authorized Rep' Signature 5 14 `r d; H /Ji2 7 7/ Job Name & Address Note: If the total of beam span & upright height exceeds 50' or upright height exceeds 16', site specific engineering is required. III. Building Permit Application Package contains the following: Yes No A. Project name & address on plans .............................................. _ B. Site plan or survey with enclosure location ..................................... _� _ C. Contractor's / Designer's name, address, phone number, & signature on plans .... ,�_ D. Site exposure form completed ................................................. _� _ E. Enclosure layout drawing @ 1/8" or 1/10" scale with the following: ................ _ 1. Plan view with host structure, enclosure length, projection from host structure, .. and all dimensions 2. Front and side elevation views with all dimensions & heights ........ *.......... Note: All mansard wall drawings shall include mansard panel at the top of the wall. / 3. Beam location (show in plan & elevation view) & size ......................... (Table 1.1 & 1.6) Roof frame member allowable span conversions from 120 MPH wind zone, "B" Exposure to 120 MPH wind zone and / or "C" or "D" Exposure for load width of Note: Conversion factors do not apply to members subject to point load (P). Look up span in appropriate 120 MPH span table and apply the following formula: Span Required Converted @ 120 MPH Span / Height 31S_(bord)x l,06(bord)x1,00 (bord)= 3).57 Wind Zone Multiplier _� �_ Exposure Multiplier (see page 1 ii) (see page 1 ii) 4. Upright location (show in plan & elevation view) & size ....................... (Table 1.3 & 1.6) — 5. Chair rail & girt size, length, & spacing ......... / (Table 1.4) —/ — 6. Eave rail size, length, spacing and stitching of ............................... (Table 1.2) — Must have attended Engineer's Continuing Education Class within the past two years. b-1 Design Check List for Pool Enclosures (Page 2 of 4) Wall frame member allowable span conversions from 120 MPH wind zone, "B" Exposure to IZZ) MPH wind zone and / or _"C" or _"D" Exposure for load width of Look up span in appropriate 120 MPH span table and apply the following formula: Span / Height Required Converted @ 120 MPH F— Span / Height or LIA MPH 12(b or d) x J.,W (b or d) x t. 00 (b or d) Wind Zone Multiplier " Exposure Multiplier (see page 1ii) Yes No 7. Enclosure roof diagonal bracing in plan view. • • • • • . • • • ....................... _ 8. Knee braces length, location, & size ........................................ (Table 1.7) / 9. Wall cables or K-bracing sizes shown in wall views .......................... IV. Highlight details from the Aluminum Structures Design Manual: Yes i No A. Beam & pudin tables with size, thickness, spacing, & spans / lengths ....... . . (Tables 1.1 & 1.2 or 1.9.1 & 1.9.2) / B. Upright & girt tables with size, thickness, spacing, & spans / lengths .............. — (Tables 1.3 & 1.4) / C. Table 1.6 with beam & upright combination ...................................... D. Connection details to be use such as: 1. Beam to upright........................................................... —Z 2. Beam to wall.............................................................. 3. Beam to beam .................................... 1 ......................... 4. Chair rail, purlins, & knee braces ........................... .. _ 5. Extruded gutter connections .............................................. 6. Angle to deck and / or sole plate ............................................ 7. Anchors go through pavers into concrete ..................................... y 8. Minimum footing and / or knee wall details .......... L,XCjS c . ............ y 9. Cable or K- brace details Section 1.......................................... Wall area calculations for cables: W = wall width, H = wall height, R = rise W1 = width @ top of mansard, W2 = width @ top of wall E. Select footing from examples in manual. Example 1: Flat Roof Front wall @ eave: ft. x ft. = ft.2 @ 100% = ft : W H a Largest side wall: ft. x ft. = ft."@ 50% = ft.2 W H b Total area / (233 ft.2 / cable for 3/32") = le , TOTAL = .......... ft : or Total area / (445 ft.2 / cable for 1/8") = cab Side wall cable calculation: ft.2 @ 100% = ft.2 b Side wall area / (233 ft.2 / cable for 3/32') = cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = cable(s) • • r.� b-2 • • Design Check List for Pool Enclosures (Page 3 of 4) R W H W HOST FRONT SIDE WALL WALL Example 2: Gable Roof Front wall @ eave: ft. x ft. = ft.2 @ 100% = ft.2 W H a Front gable rise: ft. x 1 /2(_ft.) = . ft.2 @ 100% = .................. ft.2 R W b Largest side wall: ft. x = ft 2 50% = ........................... ft.2 W H Largest side gable rise: ft.x ft = .'@50%= ,,,,,,,,,,,,,,,,,,, � ft.2 R W d TOTAL = .......... ft.2 Total area / (233 ft.' /cable for 3/32') = b e pairs or Total area / (445 ft.' / cable for 1/8") = cable pairs Side wall cable calculation: ft.2 + ft.2 = ft.2 @ 100% = , , , , , , , , , , , , ft.2 c d Side wall area / (233 ft.2 / cable for 3/32") = cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = cable(s) RxW R Rx(1/2)W W H W HOST FRONT SIDE WALL WALL Example 3: Transverse Gable Roof Front wall @ eave: ft. x ft. = ft.2 @ 100% = ft.2 W H a Front gable rise: ft. x ft. = ft.2 @ 100% = 2 R W b Largest side wall: ft. x = ft 2 @ 50% = ft. 2 ......................... W H c Largest side gable rise: ft. x 1/ ft.) = ft.2 @ 50% = ft.: R d Total area / (233 ft.' / cable for 3/ =11�able pair; TOTAL = ......... ft? or Total area / (445 ft.'/ cable for 1 ") = cable pairs Side wall cable calculation: ft.2 + ft.2 = ft.' @ 100% c d Side wall area / (233 ft.2 / cable for 3/32") = cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = cable(s) b-3 Design Check List for Pool Enclosures (Page 4 of 4) Example 4: Mansard Roof . Front wall @ eave: ft. x ft. = ft.2 @ 100% ft., W H a Front mansard rise: ft. x 1/2( ft. + ft.) = ft.2 @ 100% = ft.2 j R W1 W2 b Largest side wall: ft. x = ft 2 @ 50% _ : W H I Largest side mansard rise: ft. x / + ft.) = ft.2 @ 50% = ft.- R 1 W2 d Total area / (233 ft.2 / cable for 3/3 ) - le pairs TOTAL = ............ ft.2 or Total area / (445 ft.2 / cable for 1/8") = cable pairs Side wall cable calculation: ft.2 + ft.2 = ft.2 @ 100% = ft c d Side wall area / (233 ft.2 / cable for 3/32") = cables) or Side wall area / (445 ft.2 / cable for 1/8") = cable(s) Example 5: Dome Roof Front dome wall @ eave: —qLft. x ft. = 371 ft. @ 100% = 3 7 Z 2 WH a ..................... ft. Front dome rise: 3rs ft. x 1/2( ZO ft.) = 70 ft.2 @ 100% _ 76 ft. 2 ................... Largest side wall: 5113 ft. x qr3=Y91.oft? @ 50% _ 7, 2 W H c ft. Largest side dome rise: 3"5 ft. x q0 ft. _ ft.2 @ 50% _ -70 ft.2 R W d TOTAL = --- 651, �ft2 Total area / (233 ft.2 / cable for 3/32") = cable pairs or Total area / (445 ft.2 / cable for 1 /8") _ cable pairs Side wall cable calculation: 9.3 ft.2 + A I ft.2 = 2cj I3ft 2 @ 100% _ c d Side wall area / (233 ft.2 / cable for 3/32") = cables) or Side wall area / (445 ft.2 / cable for 1/8") Notes: .............. ?I`'15"ft.2 is • b4 Y • f` R January 01, 2007 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering "ALUMINUM STRUCTURES DESIGN MANUAL° 2004 edition & 2006 edition Dear Building Official•/Plans.Examiner, This is to certify that the following contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" during the year.2007. When we publish and distribute the 2006 ed of .the "ALUMINUM STRUCTURES DESIGN MANUAL", they will.be authorized to use that manual -for the remainder of 2007. Our authorization is based on a January to January'basis requardless of the edition of the manual. This authorization also applies to contractor master file drawings, " ONE PERMIT ONLY�'.drawings or any "site specific".drawings that I may furnish the contractor. Bernie Duncan SCC131149580' Dulando Screen & Awning 835' Sunshine Lft Altamonte Springs. FL •32714 They are hereb y•added to my•2007 MASTERFILE LIST. .. Should you have .any �estions..please contact me.".at-.your , convenience. s + .Sincerely, Lawrence :: enhe t.a. iP ci,E;. ,: # 16 64 4 .. .a