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HomeMy WebLinkAbout209 Porchester Dr (3)CITY nC SAfJC^Dr* ISE MIT Anna TrA)`It3N IVED Application #:M-34 11P Submittal matt,: SEP 19 200 Job Address:o� c, hPs f e �2 r2 9 516 Parcel il): ? "�� +r f� �l:/ Q __ Itrnin ...........:..Historic [ iArict: ... ....... oe 1)esrription of Woric: �l X I _SCQ�/ii iC./J .SI��� SCj��/V /�Ct%F Square P` )ot sgc 7 / %� �../ ♦.............. Y...................•............................./............. ................ p......... i b0b0i........... PerniitType: Building ❑ Electrical ❑ klediaiiicril ❑ PlLlnbkln, ❑ File Sprinkler/Alarm ❑ Poill D 'ii; n ❑ lsteetrical: ;New Service # of A!` PSAddition/Al_e alion � C'iaangc Grf c;rvicc D T'entl,itr,iry Pclie ❑ Mechanical: Resin cnfinl ❑ N€ o -Residential 13 , Replacements 0 New 0 (Ducat I_avoau'C lir cri) t;nlc. Req uire.if') Plun bingj New t'onimereial: # tl Fixrires i c:+l'tbmerc`k ;`se%vc?ir 1:.inc, # of Gas l.iines Rluir ribing'New Residential: # of Water l_Iosets _ Pbjrrbing Repair Residelrit€al 0 t'itrrrincicial 0 t)ccupancy.'Fype: Residential ❑ C rniliciciat ❑ industrial 0 Occupancy Use t�rroup(): .... Construction Type: # of Stories: 4 of Dwelling Units: — -- Flood Lone: (t tsiMA form required) ...... ...... .........I.. ............. ....,.................I. ..... , ,,,.,, .,. ........... Property C>►vner: drleiU �:q - a ►) C'pntractnr: ��/�•��/✓ ..._.. /� Address: f' %� ..._.. s _ _ 4 ldres o.�J� ��I!���/�j_GST�f #_2o7 1'teone.y�: .__k?C_ /�. 1> -mill; ,..__....... ........ ...._._ _ 1'hcrni.: SeC05690— Bonding C'onilpeny: Address: Address: k3O Plan Review Contact Person: :QNCP 6. 0c) 21361?_ S phone: Mortgage Lender. .._.. :address: 1-00 T('IC04 F'ax: Phone; G -mail: pp'iration is hereby made to obtain a perrgiI to do the work and instal€>ations as indicated. 1. c:erritj' thai net work or ntstaIIation hax cornmvni,ad prior tother issuance of i perill it and that tell work will bie per Ioimed a mc�l standards of all taus -rctul i;irig cow truction in this iitrisdi,:tion f trnilcrslane[ Ih+I a s itarair /beanie must lie secured for 1.1 ECTRIC'AL YORK, fIAJNMINt'i, SIGNS, WTI./ S. a'OO S, F RN. CF,S. 11011 ERS, IIIA14 RS,TANKS, AIR (T NI)I"I TONER`:. ric, OWNF.WS AI FiI?AVi't: 1 c rrof'y 0111 all of the finegoing infesrmaticm is aceuraie and that all work will Ire done in comphwco with Al appiicabl . 1ai s regu ;sng C011SINFC'.i011 ;Intel /,t}tlinf.',. WARNING 'CCI (3kVNE:R, YOUIR I`•1I€-ilRE: TO RECORD A NC)11(T 010 (;t)Mi�lf`Nt:i"MI. �`I' MAY RVISUIX IN YOUR i'AY046 TWIC1; I OR Itt41'1tO l N11'iMS 'I'll YOUR t?ROPFR1Y_ A N0TI(;1-1 01, +klI_JS'I' BF, ttl:d'C)RMI:I) AND I't 1S"f'I:I) ON THE JOB SHF 11hFC11iP "I1W HRS f HNSPF,CTlf)N, IF YOU IN lT,ND'lO OBTAIN I IN AN I'NG, CONSI_tt 1'' Wi, ni 'Ykrt'R I.1!iINDFit'OR AN ATTORNEY Itf;I�C}! F.. }ZIst'[_?Iif71 `(I YOUR NOTIC;I: (:71'° Ca)1R11t Nt"t-14 E'>N'i', NOTICE: E: In addition itithe requi c:rnerts of this permiL there may he additional ic,t ii -tions nl>pltcxtil {t7 thi Ial'opertt� Mir may tic. Lound inthepublic records of this €Donley, ruii? there inas> be additional permils required froin other uove.rnme na-ont.ities Stich as Water managemctni sdis:rictsti all:: ag: tc.ies, of f'dcrtttt cncic-s. c��pf�pc n � is berrf tion ill 1, �ll;na���fl,ci,�r�c qofhc �t�tic pi v S_rcqu� et/,i f` ...._�.. �ic;ra { t I,e� l lw, f S�i",i. SitnatureotOwncr'Ygcni Date Sienaiuri ofContraetc Ag1 ,nt flat, I'?rinr Ouncr figcnl s Name I'tini C o la 1 o rj . GX o 2y° % nat . ckf g Nx o si.re of i>ri f:o1►�eGa ° af },n hr rhl ryliState ofFonda`Sylvia Maryc �LUIS FELIPE DEBARROS e My Commission DD547635r ,' „ Notary Public - State of Florida OF 1°o- Expires 05/0512010 '' +inky Commission Expires Apr 17, 2009 Commission # DD 419424 cawnr^r �1 e rid i Pr.is Contfacokgni s`��s;molly Known ter Nc^ rjn. Produced If /%� /t IlioducA 11) AVITO ALS: ZONING:. q i... .._'l' _�l;'ill,: 11) E'.NCi' .... 1:31 ,f Special (; iniiiliitn5: Rev 07a)7 �-73 9000 Altamonte Springs, Casselberry,.Lake Mary, I,ongwood, Sanford, Seminole County, Winter Springs Date-, . . . . .............. I hereby name and appoint: --- --- . ................. .............................. ................. .......... . ..... ....... ... ............... ...... ........... .. . .. ...... ...................... . ............. an agent of : (Name, of company} to be niy lawful attorney-inAhct to act .tor me to applyfor, receipt for,, sign 1'(-.)r and do all things necessary to this appointment for (check only one option): All permits and applications submitted by this contractor. The specific permit and application for work located at: (Stree,: Address) Expiration.Date for This Limited Power o I'Attor­2010ricy:_ License Holder Name:0- B/21 ... ............... . . ..... � _11 ......... State License Number: C G C) Signature of License [folder: STATE OF FLORIDA COUNTY OF The foregoing iristrument was acknowledged before me thIs2*ayof '�OV6 2007'', by, Aptr-y Ss- personally who is kvown. to irie or is j who has produced. identification and -who (lid (did not) take • oath.. . . ...................... siognatUr: (Notary Seal) ---------- Print or type narne 7070 M Notary Public -State of' LUIS FELIPE DEBI I ROS 's Notary Public -S teofF a Conimission.No. Y State Florida .............. W9 JMY Commission Expires Apr pr 17, 2009 MV ('01TITY.I.ission Expires: CY D4 9424 W Commission # DD 419424 ,d I t SIF OFi Bonded By National Notary Assn. Grey. 3112T07) F Parcel .IdentT;;gtif r Number -�V'I / "- c' Sj„occo-,oc,c Prepared by: I Brad Johnson Return to: Johnson's Screen Enclosures 1313 Green Forest Ct. 207 Winter Garden, FL 34787 NOTICE OF COMMENCEMENT State of Florida Iloll 111111110IIH1Hill III 111IIillIINMEN 11011 IN MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY 8K 06M2 Pg 02-184; (1 pg ) CLE REQ' S # 'a 4D 7 135✓t953 REwf;iaWD 09/1912007 11:35:16 AN RECORDING FEES 10.(* Py RE MRDE D BY T Stla>t h.. �ER11F1ED ° Ft`'a )U RJ 4 t F IA AR aN ru1T C, C�F0` 0V Cntli��yi O01 .`PUTY�RK Countyof 'laic– The i The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 13, Florida Statutes, the following information is provided in this Notice of Commencement: 1. Property Legal Description: zo.T / /`��`S C�%/l.t�7 —) 2. General Description of Improvement: 3. Property Owner Name: �G('�c-( fG� �A n Telephone Number:(� % 7 - L�/Z Address: 121 Pd BUY ^'r� Fax Number: ` r4I I Interest in Property: 4. Fee Simple Title Holder (if other than the owner shown above) Zme: Telephone Number: Address: Fax Number: 5. Contractor h Y,SI Name: �yGt Telephone Number: ( ~y V 9I Address:/ 3 J 3 Fax Number: C (� `7) '-j q �`�2'4G rte» v 6. Surety (if any) Name: Telephone Number: j 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 Section 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 Section 713.13(1)(b), Florida Statutes. Name: Telephone Number: Fax Number: 10. Expiration date of notice of commencement (the expiration date is one year from the date of recording unless a different date is specified): Signature of Owner [Note: per sect 713.13(1 )."owner Date Signed must sign...and no one else may be per ' ted to gh in his or her stead."] Sworn to and subscribed before me this 4-2cZ day of —, 20 0 by boe it 1(L ri U i/ who is personally known to me or produced PC'y' 0 In 6, l 1 y IL= r 0 vs fJi as identification. lZ� U E:= lic State of Florida Loyerignatu of Notary (notary eal m appear)sion pp5476355/2010 Permit #:Project Name: 07-3270 1 wimming Pool Screen Enclosure, Plan pages 1— 31 of 31 attached Address: 209 Porchester Dr. Plans Reviewed By: Richard Denman 10/12/2007 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. PERMIT # 8 7- 32 7() DATE; �� Z Page 1 of 1 I:7AV[I JOHNSOHt C1°A, ASA P,R0P'ERALhn 4 s S 3. SEM1146LE COUNTY FII— FIRST ST. 3#NFKARri, FL.:3277t • i q,�g,'. 2007 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 1 Parcel Id: 34-19-30-519-0000-0030 Depreciated Bldg Value: $255,662 Owner: GAGNON DONALD L & DONNA D Depreciated EXFT Value: $0 Mailing Address: 209 PORCHESTER DR Land Value (Market): $62,000 City,State,ZipCode: SANFORD FL 32771 Land Value Ag: $0 Property Address: 209 PORCHESTER DR SANFORD 32771 Jus .Market._Valu_e $317,662 Subdivision Name: KAYS LANDING PHASE 1 Assessed Value (SOH): $317,662 Tax District: S1-SANFORD Exempt Value: $25,000 Exemptions: 00 -HOMESTEAD (2007) Taxable Value: $292,662 Dor: 01 -SINGLE FAMILY Tax Estimator Tax Reform Anaivi 2007_Notice _of_Pro.posed_ Property Tax SALES Deed Date Book Page Amount Vac/Imp Qualified 2006 VALUE SUMMARY WARRANTY DEED 03/2006 06181 1623 $442,000 Improved Yes 2006 Tax Bill Amount: $6,426 SPECIAL WARRANTY DEED 10/2005 05994 .1.729 $373,000 Improved Yes 2006 Taxable Value: $326,464 SPECIAL DOES NOT INCLUDE NON -AD VALOREM WARRANTY DEED 10/2005 05977 1215 $694,300 Vacant No ASSESSMENTS Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS Pick.. Method Units Price Value LOT 3 KAYS LANDING PHASE 1 PB 67 PGS LOT 0 0 1.000 62,000.00 $62,000 41 - 43 BUILDING INFORMATION Bld Bid Type Year Fixtures Base Gross Living Ext Wall Bid Value Est. Cost Num Bit SF SF SF New 1 SINGLE 2005 12 2,546 3,428 2,546 CB/STUCCO $255,662 $258,244 FAMILY FINISH Appendage / Sgft OPEN PORCH FINISHED/ 248 Appendage / Sgft OPEN PORCH FINISHED/ 28 Appendage / Sgft GARAGE FINISHED / 606 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished,Base Semi Finshed Permits 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. e CCL CONSULTANTS, INC. AUTHORIZATION #L135610 ENGINEERS SURVEYORS PLANNERS 2603 MAITLAND CENTER PARKWAY SUITE C MAITLAND, FL 32751 (407) 660-2120 POMPANO BEACH ORLANDO TAMPA JUPITER WWW. CCL -POMPANO. COAT WWW. CCG -ORLANDO. CAM NATIONAL FLOOD INSURANCE PROGRAM COMMUNITY NUMBER 12117C PANEL NUMBER 0040 E MAP REVISION 41171*1995 f1000 ZONE X L 6 C[ N D: R- RAMS L- ARC DISTANCE A- CENTRAL ANGLE A/C M COIiD1 TIER SLQ �.E"DRAINAGE EASEMENT LM. E. - LAKE MAMJTEN T"CE EASEMENT U.E. - UTILItt IFASEMEN f.F. #WISH DOR rn 30' D.E. 0 0 O 0 O1Ln ;;m V (l1 O t0. KA Y'S LANDING PHA BEARINGS BASED ON TH£ WFST L/NE OF THE NORTHEAST 1/4 OF SECAON 34, TOWNSHIP 19 SOUTH, RANGE 30 EAST, SEANNOIE COUNTY. FLORIDA, BEWC N0074'40"W, AN ASSUMED MERIDIAN 0 INDICATES 51C IRON ROD SET VATN NUMBER 183610 CAP. UNLESS OTNERYASE NOTED LB. . LICENSED BUSINESS N&D SET NAIL AND DISC LB/5610 PC - POINT OF CURVATURE PCC - POINT OF COMPOUND CURVATURE PI - POINT OF WTE*XCTMN PRC - PONT OF REVERSE CURVATURE ® - EXISTING LOT ELEVATKIN SCAN: I' = 30' 12,930tsq.ft. 3' !"WA11( N 89'52'58" E 49.43' WHLEN ROAD N (50' RIGHT—OF WAY) LEGAL DfSCR/PT/0N.- L0CAT10N SKETCH (NOT TO SCALE) o�'�. 1�yQ/��1J0 C A / R=125 00 / L=71.94 i G � d=3258'J6" C1: a=-16'34'11 " R=125.00' L=36.15' CER)7fIED TO• ROBERT STAPLETON TOUSA HOMES dNe "ElYCLE HOi!£SjGRLA1v00, INC, UNIVERSAL LAND I7TL£/S7E'WART GUARANTY COMPANY RG CROWN BANK, ITS SUCCESSORS AND/OR ASSIGNS A 17MA Lot J, Kays Landing Phase 1, according 10 the Plat thereof, as recorded in Plat Book ??, at NOTES: Page ?-?? of the Public ROCOrdS, Seminole County, Florida. I. UNLESS IT BEARS THE SIGNATURE AND INC ORIGINAL RAISED 4, LANDS SHOWN HEREON WERE NOT ABSTRACTED BY SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER THIS CCL CONSULTANTS INC FOR EASEMENTS AND OR RI CH1$- DRAWNG. SKETCH. PLAT OR MAP IS FOR INFORMATIONAL OF -WAY OF RECORD, PURPOSES ONLY AND IS NOT VALID. ADDITIONS OR DELETIONS 5 LOCATIONS ARE LIAOTED TO 1MPROVEMEN ONLY. TO SURVEY MAPS OR REPORTS BY OTHER THAN THE SIGNING 6. THIS SURVEY DOCS NOT ECT OR DET£RM/N OMIV£RSNTP. PARTY OR PARTIES /S PRON1BIlED iNTHOUT WRITTEN 7 .TI:TS SURVEY EXC THE M/N/MUM CL OSU ACCURACY CONSENT OF THE SIGNING PARTY OR PARTIES FOR A Sl,`BUR RVLY MI JUU14 REO 61ACCUR ACCURACY 2. 17ES ARE TO THE ABOVE GROUND FOUNDATION OF BUILDING J. PLAT AND RECORDED DIMENSIONS ARE THE SAME 00Fl•OrP/0 7TMUM E[ iNICA1 STAND OS. AS MEASURED UNLESS OTHERWISE NOTED. R, ELF�Vy4 S BASED LOCAL Sl fNCH MARKS AS REVISIONS DATE BY PR D �� PLOT PLAN 3/17/05 JAM FOUNDATION LOCATION 09/01/05 BGH FINAL 10/5/05 JAM ADDED CERTIFICATION10/25/05 ,H 0 O 0 Ln U W --UAVIU M. URUNO, P.S.M PROFf'j� S`$I/9N7CC SURVEYOR and MAPPER #5670 STATE OF FLORIDA ap z GATE OF S'JRWY DRAWN CHECKED FIELD a 10/4/0 f BY JAM BY OMB BOOK 610/16 e ' •09-18-2007. Cage Master 2005 Copyright 1991-2004 Wilson Software Corp. Englewood, Florida Wall Layout, custo'�eW- Scale;..1 /8 = 1 1z 14 -0 2x5 -0" 14 3MB 2x5 -0" 14 3MB 2x5 -0" 14 3MB 1x2 MB 2x5 2x2 Rail 2 2x2 Rail L5' 11-0" 6'0-0" 6 ' 0-0" 5 ' 10-0" - ---=--- L - - ----- - L - - - - -- --L - - ----- - I < 24'0-0" Wall (B 1 14 2x2 -0" 107-0" 35-0" P DATE,' 32'7 o I /0 /z 7 9 1..6 -0.. x5 MB C 16 -0" 2x5 MB 2x5 M8 2x5 MB 2x5 MB 2 0" 14 of 2x2 2x2 Ra' r a 2x2 Rail ----6 100 - L---6 10-0'--L---6 10-0 --L---6 10-0 --L---6 10-0"-=L---6'10-0" < 41 0-0" > Wall I C 1 PKIII e CA- Z 5 D� �� �� 0° 01 107-0" 35-0" -W 14-0" 2x5 14, M 2x5 -0" 14, M ' 2x5 -0" 14 3MB /2x2 � 7 2x2 R ZX2 —Rail L5' 10-0" 6' 0-0' 6'0-0" --------L--------L--------L--------I < 24'0-0" Wall [ D I -0.1 lol 107-0" 35-0" 09-18-2007 Cage Master 2005 Copyright 1991-2004 Wilson Software Corp. Englewood, Florida Roof Layout Customer: Scale: 178 = 1+ 1x3 2x3 2x3 2x3 2x3 2x3 B# 7 2x3 2x3 2x3 2x3 2x3 g y2x3 )2x3 2x3 2x3 2x3 \2x3 2x3 2x3 2x3 2x3 2x3 2x3 2x3 3 2x3 2x3 2x3 2x3 2x3 2x3 3 2x3 B# 1 # 2 B# 3 B# 4 B# 5 B# 6 1x3 2x3 2x3 2x3 2x3 2x3 B# 7 January 01, 2007 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4.774 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. Bradley Johnson SCC056812 Johnson's Screen Enclosures 1313 Green Forest CT #207 Winter Garden, FL 34787 They are hereby added to my 2007 MASTERFILE LIST Should you.,have convenience. Sincerely, -411"', Lawrence Beni questions please contact me at your , P.E. #1664 SCREENED ENCLOSURES (SEE l 1.3 C twj SECTION 1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE K -BRACING (OPTIONAL) CABLE CONNECTION SECTION 1) GIRT (TYP.) (SEE DETAILS TYPICAL DOME ROOF - FRONT WALL ELEVATION EXISTING STRUCTURE ALUMINUM BEAM (TABLES 1.3, 1.4 & 1.6) SIZE MEMBERS PER APPROPRIATE TABLES H II K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) FRONT WALL ALUMINUM COLUMNS (TYP.) (TABLES 1.3, 1.4 & 1.6 1" x 2" (TYP. SCALE: N.T.S. RISER WALL WHERE UIRED LINS (TYP.) 'ONAL ROOF BRACING SCHEMATIC SECTION 1) LE BRACING WALL FRAMING (SEE -ES 1.3, 1.4 & 1.6) 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 & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 . Telephone #: (386) 767-4774 Fax #: (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. 1-3 SCREENED ENCLOSURES 2"x6" SELF MATING BEAM 1" x 2" OPEN BACK SECTIONS ATTACHED TO 2" x 2" W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1" x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/2" S.M.S. ATTACH 2" x 2" PURLINS TO SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES SECTION 1 MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) ®�I ALTERNA_-TE_ELAT R O I I SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.513) 2" x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO. -UPRIGHT CONNECTION DETAIL (PARTIAL LA 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 #: (386) 767-6556 Email: lebpe@bellsouth.net © COPYRIGHT2006 I PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-9 /--/a Dg- / — / /—U aq40-- SECTION 1 I SCREENED ENCLOSURES BEAM NOTCHED AROUND --------------- — —I CONTINUOUS 2" x 2" OR (4) SPLINE GROOVE 2" x 3" ALTERNATE FLAT ROOF � 0 Cc MINIMUM POST SIZES REQUIRED FOR EACH BEAM ih SIZE (SEE TABLE 1.6) X N L 11 SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.513) 2" x 6" BEAM TO 2" x 3" UPRIGHT CONNECTION DETAIL (FULL LAP) 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 #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2008 1-10 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 OPTIONAL POSITION OF TOP RAIL W/ 1" x 2" 1" x 2" SNAP SECTIONS ATTACH TO2"x2"W/ -------------- --- #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) �EPM SPLINE GROOVE SECTION ® ® ® 2"x2"AND 1"x2"MAY BE ®� ROTATED TO RECEIVE SCREEN ® ®� ALTERNATE FLAT ROOF —�— ———————————— — ----� o SELECT FASTENER SIZE, o NUMBER AND PATTERN X (SEE TABLE 1.6 & 9.5A OR 9.5B) ih X I 04 I 2" x 6" BEAM TO 2" x 3" UPRIGHT CONNECTION DETAIL (FULL LAP) SCALE: 3" = V-0" 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) 767-6556 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 '11 SECTION 1 1" x 2" SNAP SECTIONS ATTACH TO 2" x 2" W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP -� SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION SCREENED ENCLOSURES I ®1 I 2,X6 I I _J ® ®I I I I lei ALTERNATE FLAT ROOF ® I®1 1 0 LO 0 0 x ih X V. GUSSETT PLATE 0.050" OR GREATER. GUSSET PLATE SHALL HAVE AN ULTIMATE YEILD STRENGTH OF 30 KSI OR HIGHER SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.5B) 2" x 6" BEAM TO 2" x 3" UPRIGHT CONNECTION WITH GUSSET PLATE DETAIL (FULL LAP) 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 #: (386) 767-6556 Email: I ebpe@ bellsouth. net PAGE © COPYRIGHT 2006 1-12 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETi, P.E. SCREENED ENCLOSURES 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 SIDE WALL TO PURLIN DETAIL SCALE: 3" = V-0" SECTION 1 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 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) Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 ' Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: leb pe@ bel I south. net PAGE © COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-13 SECTION 1 SCREENED ENCLOSURES STRAP SUPER OR EXTRUDED GUTTER HOST STRUCTURE SPACING 12 * SPACING 12 SPACING / 2 + SPACING 12 BEAM SET SPACING 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) Map - SELF SUPER OR MATING ®. EXTRUDED BEAM® GUTTER (SIZE ANGLE OR RECEIVING VARIES) CHANNEL (SEE SECTION 9 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 ALTERNATE FLAT BEAM SCREWS) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER 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@bellsouth.net PAGE @ COPYRIGHT 2006 1-24 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES J wU) J z W_ Q d XSELF MATING BEAM j (SIZE VARIES) p LU U) Dzc� af<w 45'1 LENGT KNEE B HOST STRUCTURE ROOFING (2) 2" SCREWS (SEE SECTION 9 FOR SCREW SIZES) 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 SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER to 0) 0 SECTION 1 COMPOSITE 2" x 3" EAVE GIRT I POST TO BEAM FASTENING (SEE TABLE 1.6) SCREEN (MAY FACE IN OR OUT) POST (SEE TABLE 1.3) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SOFFIT SUPER OR ® EXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCURE WALL (SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER RISER (OR -TRANSOM) WALL AT FASCIA - DETAIL 3 SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone M (386) 7674774 Fax #: (386) 767-6556 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. 1-31 SCREENED ENCLOSURES BEAM (2) #10 x 1/2" S.M.S. TOE SCREW INTO BEAM AND/OR SIDE WALL RAIL SECTION 1 ANGLE OR PLATE AT BOTTOM 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 #: (386) 767-4774 Fax #: (386) 767.6556 Email: lebpe(d bellsouth.net © COPYRIGHT 2008 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-43 De ��AT'7 SECTION 1 I SCREENED ENCLOSURES CUT RECEIVING CHANNEL TO 2" x 6" BEAM FIT BEAM AND BRACE ANGLE WIND BRACE i (3) MIN. #10 x 1/2" S.M.S. BRACE TELESCOPE MIN. 12" I --- - - ,I 12" MIN. \ 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, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: I ebpe@bell south. net PAGE © COPYRIGHT 2006 1-44 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES HEADER WIND BRACE CONNECTION DETAIL SCALE: 3" = T-0" SECTION 1 DIAGONAL PURLIN 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, FI 32121 ' Telephone #: (386) 767-4774 Fax #: (386) 767-6556 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. '1-45 SCREENED ENCLOSURES SECTION HOST STRUCTURE In F- z � J Oj g� J � Q O U U d � Q W �m I` TYPICAL LAYOUT BEAMS OR PURLINS WIND BRACING PATTERN TYPICAL FOR EVEN NUMBER OF SIDE PANELS OVER 4 SCALE: 3/16" = V-0" HOST STRUCTURE YZ �0 NL./U F -z 0 Er ga Qo U to _.z �¢ LU m -N TYPICAL LAYOUT BEAMS OR PURLINS WIND BRACING PATTERN TYPICAL FOR ODD NUMBER OF SIDE PANELS OVER 4 SCALE: 3/16" = 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) 767-6556 Email: lebpe@be llsouth.net © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-49 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 & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767.4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE I © COPYRIGHT 2006 1-50 1 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 TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = V-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER ®®� FRAWASME MEMBER HER EACH IDE OF EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED 410 x 3/4" S.M.S. EACH SIDE FOR CABLES _ _� ®� ® TYP.) MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 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 #: (386) 767-6556 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. 1-51 125" PLATE OUT ON 45° ANGLE LT OR TURNBUCKLE FOR CABLE TENSION ESS STEEL (SEE TABLE) :RIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = V-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER ®®� FRAWASME MEMBER HER EACH IDE OF EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED 410 x 3/4" S.M.S. EACH SIDE FOR CABLES _ _� ®� ® TYP.) MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 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 #: (386) 767-6556 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. 1-51 SECTION 1 . I SCREENED ENCLOSURES 3-1/2" ASTM A-36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2" x 0.125" ANGLE S.S. CABLE, @40- - 60° MAX. MIN. (2) 1/4" OR 5/16" x 1-3/4" ANGLE W/ SLAB MIN. 5d CONCRETE ANCHORS d ALTERNATE CLIP: \ M�\� 5 3" ASTM IN. 5d 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" �O HAVE A THICKENED EDGE TO CONCRETE ANCHOR W/ ACHIEVE 5d MIN. ANDA 3/8" x 2" ANCHOR CABLE THIMBLE AND WASHER s", 5d (MIN.) 3- 2500 P.S.I. CONCRETE 6x6- 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 #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.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 ?' x')" x 0.125" ANGLE ?-1/4" x 1-1/2" CONCRETE ANCHORS (MIN.) \LTERNATE CLIP: 3" ASTM A-36 'RESSED STEEL CLIP MAY BE >UBSTITUTED FOR 2" x 2" x ).125" ANGLE )ISTANCE FROM EDGE OF 'LAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 213 SCALE: 3" = V-0" 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. I i 5-1/2" (6" NOMINAL) c ~m -SLAB (MIN.) \ \ 5d (MIN.) u s 5d (MIN.) �J I \ 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C 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 #: (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. 1-53 SECTION 1 1/8" STAINLESS STEEL CABLE O� 400 TO 60° MAX. ANGLE TO SLAB 5-1/2" (6" NOMINAL) G SLAB (MIN.) SCREENED ENCLOSURES DOUBLE COMPRESSION SLEEVES 3" ASTM A-36 STEEL CLIP WITH CONCRETE ANCHORS TO CONCRETE DECK TE: 2500 P.S.I. CONCRETE CL AY ALSO B • NTED TO SIDE 6 x 6 - 10 x 10 WELDED WIRE OF SL IN 2" GE DISTANCE MESH OR FIBER MESH CONCRETE ALTERNATE BLE CONNECTIONS AT FOUNDATION - DETAIL 2D SCALE: 3" = 1'-0" f Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellwuth.net PAGE © COPYRIGHT 2008 1-54 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 PURLINS ANCHORED W/ CLIPS OR #10 SCREWS THROUGH PURLINS INTO SCREW BOSSES SAVE RAILS SHALL BE STITCHED W/#10 x 1-1/2" SMS @ 6" FROM EACH END AND 24" OC MAX. 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 SCREENED ENCLOSURES GIRTS ANCHORED W/ CLIPS OR THROUGH #10 SCREWS INTO SCREW BOSSES PURLIN. & CHAIR- RAIL DETAIL SCALE: 3" = V-0" 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) 767.6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2006 1-58 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 OR EXTERNAL'L' - CLIP OR'U' CHANNEL W/ MIN. (4) #10 S.M.S. PURLIN, GIRT, OR CHAIR RAIL - SECTION 1 SCREW BOSSES SNAP OR SELF MATING BEAMSI ONLY SNAP OR SELF MATING BEAM ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 3" = V-0" O FOR 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, F1 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 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 SCREENED ENCLOSURES 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE SCREEN 'd' VARIES #10 x 3/4" S.M.S. EACH SIDE � 4" SHOW (SEE SCHEDULE NEXT PAGE) 1" x 2" O.B. BASE PLATE (TYP.) 5d* MINIMUM EDGE DISTANCE SECONDARY ® ®� FROM EXTERIOR OF COLUMN 2" x (D - 2 ") x 0.063" ANGLE TO OUTSIDE EDGE OF SLAB EACH SIDE OF COLUMN W/ #10ID BOLT PJ 5d DISTANCE 4d S.M.S. 1/4" 1 1-114" 1" (SEE SCHEDULE NEXT PAGE) a a 3/8" 1a1$° 1-v2° CONCRETE ANCHOR a a GRADE (SEE SCHEDULE PAGE 65) a 1-1/4" MIN. CONCRETE NOTE: DETAIL ILLUSTRATES ANCHOR EMBEDMENT TYPICAL 2" x 4" S.M.B. COLUMN2" 2500 P.S.I. CONCRETE OR 5d CONNECTION ALTERNATE 2" x WOOD (MIN.) (MIN.) _ DECK SIDE ~VIEW TYPICAL S.M. OR SNAP SCREEN SECTION COLUMN #10 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHOR THRU (SEE SCHEDULE PAGE 1-65) ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL PRIMARY 2" x 2" x 0.063" ANGLE SCREWS INTO SCREW — 1" x 2" BASE PLATE (TYP.) BOSSES a a a a d o. NOTE: SELECT CONCRETE 1-114" MIN. CONCRETE ANCHOR FROM TABLE 9.1 ANCHOR EMBEDMENT 6" (MAX.) 6" (MAX.) , MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3" = 1'-0" NOTE: 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 #: (386) 767-6556 Email: lebpe@bellsouth.net 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 SECTION 1 DOOR HINGE LOCATION 2 x 2 EXTRUSION 2 x 2 EXTRUSION HINGE LOCATION HINGE LOCATION 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, FI 32121 • Telephone #: (386) 767-4774 Fax M (386) 767.6556 Email: I ebpe@ bell south. net © COPYRIGHT 2008 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-73 SECTION 1 I SCREENED ENCLOSURES Table 1.1 120 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-0 For Wind Zones up to 120 M.P.H., Exposure "B" and Latitudes Below 30°-00'-00" North (Jacksonville, FL) Uniform Load = 4 #/SF, a Point Load of 300 #/SF over (1) linear ft. is also considered Hollow Sections Tributary Load Width 'W' = Beam Spacin 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'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 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 5'-2" Pb 2" x 2" x 0.090" 7'-6" Pb 7'-6" Pb 7'-0" Pb 7'-6" Pb 7'-6" Pb 7'-6" Pb T-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" Pb 7'-7" Pb 2" x 4" x 0.050" 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'4" Pb 9'-1" Pb 9'-1" Pb 2" x 5" x 0.062" 20'-5" Pb 20'-5" Pb 20'-5" Pb 20'4" Ud 19'4" Ud 18'-6" Ud 17'-9" Ud Self Mating Sections Tributary Load Width V'- Beam Spacing 3'-0" 4'-0" 1 5'-0" 1 6'4" 7'-0" 1 8'-0" 9'-0" Allowable Span 'L' / 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 1 11'-8" Pd 11'-8" 1 Pd 2" x 5" x 0.050" x 0.100" 16-1" Pd 16-1" Pd 16'-1" Pd 16-1" Pd 16'-1" 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 17'-8" Ud 2" z'7" z 0:055':°.z-0.120" 24'-9" Pd 24'-9" Pd 24'-6" Ud 23-1" Ud 21'-11" Ud 20'-11" Ud 20'-2" Ud 2" x`8" x 0.072" x 0224" 34'-2" Pd 32'-9" Ud 30'-5" Ud 28'-7" Ud 27'-2" Ud 25'-11" Ud 24'-11" Ud 2" x 9" x 0.072" x 0.224" 39'-3" Pd 35'-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" Ud 37'-2" Ud 35'-6" Ud 34'-2" Ud Snap Sections Tributary Load Width 'W'= Beam Spacing 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 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" Pd 4'-10" Pd 4'-10" Pd 4'-10" 4'-10" Pd 2" x 3" x 0.045" 7'-6" Pd 7'-6" Pd 7'-0" Pd 7'-6" Pd 7'-6" Pd 7'-6" T-6" Pd 2"x 4" x 0.045" 10'-8" Pd 10'-8" Pd 10' 8" Pd 10' 8" Pd 10'-8" Pd 10'-8" dPd 10'-8" Pd 2" z 6" x 0.062" 22'-2" Pd 22'-2" Pd 22'-2" Pd 21'-5" Ud 20'-5" Ud 19'-6" 18'-9" Ud 2" x 7" x 0.062" 26'-8" Pd 26'-8" Pd 25'-9" Ud 24'-3" Ud 23'-0" Ud 22'-0" 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 14i. Example: Max. 'L' for 2" x 4" x 0.050" hollow section 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 #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGEA '7 A I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES I 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 _#/SF, a Point Load of 300 #/SF over (1) linear ft. is also considered A. Sns Fastened To Beams With Clins ^, ..T.- Hollow Sections 'Tributary Load Width 'W' = Purlin Spacing 3'4" 4'-0" `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 2" x 0.044" 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 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 6-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 2" x 2" x 0.090" 7'-4" Pd 7'-4" Pd 7'-4" Pd 7'4" Pd 7'4" Pd 7'-4" Pd 7'-4" Pd 3" x 2" x 0.045" 5'-8" Pb 6-8" Pb 5'-8" Pb 5-8" Pb 5'-8" Pb 5-8" Pb 5-8" Pb 3" x 2" x 0.070" T-8" Pd T-8" Pd T-8" Pd 7'-8" Pd 7'-8" Pd 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 T-4" ,Pd 7'-4" 77d- 2" x 4" x 0.050" 9'-1" Pb 9'-1" I Pb 9'-1" I Pb I 9'-1" Pb 1 9'-1" Pb 9'-1" I Pb 9'-1" Pb 2" x 5" x 0.062" 14'-1" Pd 14'-1" 1 Pd 14'-1" 1 Pd 1 14'-1" Pd 1 14'-1" Pd 14'-1" 1 Pd 14'-1" Pd Sectiohs EE Tributary Load Width 'W' = Purlin Spacing,; 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" - 6'-0"l 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" jPbj 4'-11" jPbj 4'-11" Pb 4'-11" iPbl 4'-11" , Pb 4'-11" jPb 2" x 3" x 0.045" T-3" jPdl 7'-3" jPdj 7'-3" jPdj T-3" lPdj 7'-3" lPdj 7'-3" ' Pd 7'-3" jPd 2" x 4" x 0.045" 9'-2" Pd 1 9'-2" 1 Pd 1 9'-2" 1 Pd 1 9'-2" 1 Pd 1 9'-2" 1 Pd 1 9'-2" Pd 1 9'-2" 1 Pd B. Sections FastenedThrough Beam Webs Into Screw Bosses 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 Girts 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 1 -ii. 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" @ COPYRIGHT 2006 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767 6556 Email: Iebpe@bell south net PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-77 Tributary Load Width 'W' =Purlin Spacing Hollow'S ons 3'-6" 4'-0" _ 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 6'-8" __ _ Allowable Span 'L' / Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2" x 3" x 0.050" C 11'-5" Pb 11'-5" Pb 11'-5" Pb 11'-4" Ud 1 10'-11" Ud 10'-8" 1 Ud 1 10'-3" 1 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 224" Pd 224" Pd 21'-7" Ud 20'-11" Ud 20'-4" Ud 19'-7" 1 Ud Tributary Load Width 'W'= Purlin Spacing Snap Sections 3'-6" 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 6--8-- '-8"Allowable AllowableSpan '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 1 4'4" 1 Pb 1 4'4" 1Pb 4' 4" Pb 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 Girts 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 1 -ii. 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" @ COPYRIGHT 2006 Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767 6556 Email: Iebpe@bell south net PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-77 SECTION 1 I SCREENED ENCLOSURES Table 1.3 110 Allowable Post/ Upright Heights for Primary Screen Wal( Frame Members Aluminum Alloy 6063 T-0 For 3 second wind gust at a velocity of 110 MPH, Exposure "B" or an applied load of 13 #/sq. ft. Hollow Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 4'-0" 1 5'-0" 6'-0" 1 7'-0" 1 8'-0" Allowable Height "H" / bending (b), deflection (d) 9'-0" 2" x 2" x 0.044" 7'-5" 1 d 6'-5" b 5'-8" b 5'-1" b 1 4'-8" b 4'-3" b 3'-11" b 2" x 2" x 0.050" T-10" d T-1" b 6'-3" b 6-8" b 5-2" b 4'-9" b 4'-5" b 2" x 2" x 0.090" 8'-11" d 8'-2" d 7'70" d 7'-1" b 6'-7" b U-1" b 5'-9" b 2" x 3" x 0.045" 8'4" d T-7" d 7'4" d 6-11" d 6'-5" d 5'-11" b 5'-0" b 2" x 4" x 0.050" 11'-2" b 9'-7" b 8'3" b 7'-9" b T-1" b 6-7" b 6'4" b 2" x 5" x 0.062" 17'-3" b 14'-10" b 13'-2" b 11'-11 " b 11'-0" b 10'-3" b 9'-7" b Self Mating Sections X -O" Tributary Load Width 'W'- Upright Spacing 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8--0-- '-0"Allowable Height "H" / ben ng (b), deflection (d) Allo able 2" x 4" x 0.044 x 0.100" 11'-11" d 10'-10" d 1 10'4" d 9'-5" b 8'-8" b 8'-0" b 7'-0" b 2" x 5" x 0.050" x 0.100" 14'-9" d 133" d 12'-5" d 11'-7" b 10'-8" 3 b 9'-11" b 9'-4" b 2" x 6" x 0.050" x 0.120" 17'-3" d 15-8" d 14'4" b 13'-1" b 12'-0" b 11'-3" b 10'-6" b 2" x 7" x 0.055" x 0.120" 19'-8" d 17'-6" b 15'-7" b 14'-2" b 13'-1" b 12'-2" b 11'-5" b 2" x 8" x 0.072" x 0.224" 24'-4" d 22'-1" d 20'-6" d 19'-4" d 18'-4" d 17'-6" d 16-10" d 2" x 9" x 0.072" x 0.224" 26-8" d 24'-3" d 22'-6" d 21'-2" d 20'-1" d 19'-3" d 18'-2" b 2" x 9" x 0.082" x 0.310" 28'-8" d 26-0" d 24'-2" d 22'-9" d 21'-7" d 20'-8" d 19'-10" d 2" x 10" x 0.092" x 0.369" 33'-3" d 30'4" 1 d 1 28'-1" d 26'-5" d 25'-1" d 23'-11" d 23'-1" d Snap Sections 3'-0" Tributary Load Width 'W = Upright Spacing 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Height "H" / bendin (b), deflection (d) 9'-0" 2" x 2" x 0.044" 6'-7" d 5'-11" d 5'-7" d 5'4" d 1 4'-10" b 1 4'-5" b 4'-1" b 2" x 3" x 0.045" 8'-10" d 8'-1" d 7'-6" d 6-11" b 6'-3" b 5'-9" b 5'4" b 2" x 4" x 0.045" 11'-2" d 10'-2" d 9'-2" b 8'-2" b 7'-5" b 6'-9" b 6'-2" b 2" x 6" x 0.062" 18'-3" d 16'-7" d 15'-5" d 14'-6" d 13'-9" d 13'-2" 12 d '-8" d 2" x 7" x 0.062" 20'-7" d 18'-9" d 17'-5" d 164" d 15-7" d 14'-10" d 14'-2" b 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 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 @ 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 -ii. Lawrence E. Bennett; P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767.6556 Email: l e b pe @ be I I so uth .net PAGE © COPYRIGHT 2006 1 '80 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 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` #8x,/7 7 #10 x Y." #12 x'A" Beam Stitching Screw at 24" OC 2 x 4 SMB 2 x 3 SMB or H 2" x 2" x 0.044" 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 2x6SMB 2x3SMS orH 2"x2"x0.044" Partial Lap 10 8 6 #10 2x7SMB 2x4 SMB orH 2"x3"x0.044" Full Lap 14 12 10 #12 2x8SMB 2x5SMB orH 2"x3"x0.044" Full Lap 16 14 12 #14 2x9SMB 2x6SMB 2"x3"x0.045" Full Lap 18 16 14 #14" 2 x 9 SMB' 2 x 7 SMB 2" x 4" x 0.050" Full Lap 20 18 16 #14" 2 x 10 SMB 2 x 8 SMB 2" x 5" x 0.050" Full Lap 1 20 1 18 16 #14" Screw Size Minimum Distance and Spacing of Screws Edge To Center Center To Center Gusset Plate Thickness Beam Size Thickness #8 5/16" 5/8" 2" x 7" x 0.055" x 0.120" 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 screw 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 girt size 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, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2006 1-94 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T-6 SECTION 1 Brace Length' Extrusion Anchoring System 0'- 2'-0" 2" x 2" x 0.044" 2" H -Channel With 3 #10 x 1/2" each leg of channel To 3'-0" 2" x 3" x 0.045" 2" H -Channel With 3 #10 x 1/2" each leg of channel To 6'-0" 2" x 4" x 0.044" x 0.125" 2" H -Channel With 4 #10 x 1/2" each leg of channel ' Knee brace length shall be the horizontal and vertical length @ a 45° angle from the center of the connection to the face of the beam or upright. Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-40 shall be used for transom wall to host structure attachment when knee brace length exceeds 6-0". Table 1.8 K -Bracing Fastening Schedule Use front wall width when determining number of s.m.s. for the side wall K -bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: I ebpe@ 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. 1-95 Number of #10 x 3/4" S.M.S. Required Maximum Wall Width = Corner Post @ Top Diagonals (K) per End Intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate 20'-0" 2 2 4 2 2 30'-0" 2 2 4 2 2 40'-0" 3 4 6 2 2 50'-0" 4 5 8 3 3 60'-0" 6 7 12 3 3 Use front wall width when determining number of s.m.s. for the side wall K -bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: I ebpe@ 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. 1-95 Design Check List for Pool Enclosures (Page 1 of 4) I. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with the 2004 Florida Building Code Edition with 2006 Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure 'B' L- or'C' or'D' Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and igher; Negative I.P.C. 0.00; V MPH Wind Zone for 3 second wind gust; Basic Wind Pressured " ; Design pressures are L- PSF for roofs:&(9 PSF for walls. (seepage Iii for wind loads and design 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: have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. �)OhA) Phone: t ` "' v COHLract r / a ho�ri�zedRep* Name (please print) J Date: 1 Contractor / thorize?d Rep* Signature', 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 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: SpanRequired Converted @ 120 MPH ___� F- Span / Height ,4 (b or d) x (b or d) x(b or d) _ Wind Zone Multiplier Exposure Multiplier (see page 1 ii) . (see page 1 ii) L 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 I g................... I ........... I... 9. Cable or K- brace details Section f .......................................... 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 @ eaves ft. x ft. = ft.- @ 100% _ ...................... W H a Largest side wall: ft. x ft. = ft.- @ 50% _ W H b Total area / (233 ft.2 / cable for 3/32") = cable pairs TOTAL = .......... or Total area / (445 ft? / cable for 1/8") = cable pairs Side wall cable calculation: u @ 100% _ .................................. b Side wall area / (233 ft.' / cable for 3/32") = cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = cable(s) MIJ ft.2 ft.2 ft.2 ft.2 Design Check List for Pool Enclosures (Page 2 of 4) Wall frame member allowable span conversions from 120 MPH wind zone, "B" Exposure to 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 Span / Height or _ MPH (b or d) x (b or d) x (b or d) _ Wind Zone ** �— Exposure Multiplier Multiplier (see page 1 ii) 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: Yee No A. Beam & purlin 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 ............................... ................... ....... 2. Beam to wall. ..............:......................... ................ 3. Beam to beam..................:.......................................... 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 .................................... ; 8 Minimum footin and / or knee wall'details g................... I ........... I... 9. Cable or K- brace details Section f .......................................... 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 @ eaves ft. x ft. = ft.- @ 100% _ ...................... W H a Largest side wall: ft. x ft. = ft.- @ 50% _ W H b Total area / (233 ft.2 / cable for 3/32") = cable pairs TOTAL = .......... or Total area / (445 ft? / cable for 1/8") = cable pairs Side wall cable calculation: u @ 100% _ .................................. b Side wall area / (233 ft.' / cable for 3/32") = cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = cable(s) MIJ ft.2 ft.2 ft.2 ft.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? ................ . W H a Front gable rise: ft. x 112( ft.) = ft' @ 100% = ft.2 R W b Largest side wall: ft.'x = ft_2 @ 50% = 2 W H c Largest side gable rise: ft. x ft. = ft.2 @ 50% = z R W d TOTAL = .......... ft 2 Total area / (233 ft.' / cable for 3/32") = cable pairs or Total area / (445 ft.' / 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.? / 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% _ W '' H a Front gable rise: ft. x ft. = ft.2 @ 100% = ft? R W b Largest side wall: ft. x = ft.2 @ 50% = ft? .................... W H c Largest side gable rise: ft. x 112 (_ft.) = ft 2 @ 50% = ft? ............... R W d TOTAL = ft.2 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: ft.Z + ft.2 = ft.2 @ 100% _ .... ....... ft.2 C d Side wall area / (233 ft.' / cable for 3/32") = cables) or Side wall area / (445 ft.' / 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% _ ................... W H'' a Front mansard rise: ft. x 1/2( ft. + ft.) = ft.2 @ 100% _ R W1 W2 b Largest side wall: ft. x =' ft.' @ 50% _ W H `" c ....................... Largest side mansard rise: ft. :x 1/2( ft. + ft.) = ft.2 @ 50% R W1 W2 d TOTAL = ..... 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- ft zi;+ ft.2 = ft.2 @ 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) Example 5: Dome Roof � 3 Front dome wall @ eave: L ft. x' ft. _ �� f' `fL @ 100% _ r W H ft.2 ft.2 ft.2 ft.2 ft.2 Front dome rise: `' ` ft. x 1/2("10, ft.) _ f�W2 @ 100% _ Z ft.2 t RW X-ft. Largest side wall ` ft.x 2@50%= .......... .... W H`'' c Largest side dome rise: ft. x ft. = ft.2 @ 50% _ ............. .. ft.2 ... R W d 3 �3% TOTAL — ........... ft.2_ Total area / (233 ft.' / cable for 3/32")-,= cable pairs or Total area / (445 ft.2 / cable for 1/8"{{) cable pairs LjVSide wall cable calculation: ',It. I + ft.2 = fay j.2 @ 100% _ ft.2 c d Side wall area / (233 ft.2 1 cable for 3/32") _ cable(s) or T Side wall area / (445 ft.2 / cable for 1/8") = cable(s) Notes: b-4 SITE EXPOSURE EVALUATION FORM j I I I QUADRANTI 1500' EXPOSURE I I I I I - - -- 1500'- 1 600' QUADRANT IVI' 40' I QUADRANT 11 I- 600' 600' j EXPOSURE 40'� 1 EXPOSURE 7- 1 1 j 6010' I I 1500' � I QUADRANT III 1 1 EXPOSURE;! 1500' I I � 1 � L- - -- -- ---- - - -- -- ---------- - - .J NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE SCALE: 1" = 800' USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK IT AS'B', 'C', OR'D' EXPOSURE. 'C' OR'D' EXPOSURE IN ANY QUADRANT MAKE THE SITE THAT EXPOSURE. EXPOSURE C: 1. OPEN TERRAIN FOR: MORE THAN 1,500 FEET IN ANY QUADRANT. 2. ANY'C' EXPOSURE FOR GREATER THAN 600 FEET IN ANY QUADRANT. 3. NO SHORT TERM CHANGES IN 'B', 2 YEARS BEFORE SITE EVALUATION AND BUILD OUT WITHIN 3 YEARS, SITE WILL BE'B'. 4. FLAT, OPEN COUNTRY, GRASSLANDS, PONDS AND OCEAN OR SHORELINES IN ANY QUADRANT FOR GREATER THAN 1,500 FEET. EXPOSURE D: FLAT, UNOBSTRUCTED AREAS THAT ARE 1,500 FT INLAND FROM THE SHORE LINE AND ARE EXPOSED TO WIND FLOWING OVER WATER FOR A DISTANCE OF AT LEAST 1 MILE. 1� SITE IS EXPOSURE: EVAL ATED' BY: DATE: SIGNATURE: E �. �Ci "� " LICENSE #: b-14 0