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HomeMy WebLinkAboutSUBMITTED PAPPERSY CERTIFICATION: This application is hereby made to obtain a permit to do the work and installations as indicated, and to obtain a certificate of capacity, if applicable, for the permitted work. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that separate permits may be required for ELECTRICAL, AND AIR CONDITIONERS, ETC., not otherwise included with this building permit application. NOTICE TO OWNER: - FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE TO APPLICANT: AS THE APPLICANT FOR THIS BUILDING PERMIT; IF IT IS NOT YOUR RIGHT TITLE AND INTEREST THAT IS SUBJECT TO ATTACHMENT; AS A CONDITION OF THIS PERMIT YOU PROMISE -IN GOOD FAITH TO DELIVER A COPY OF THE ATTACHED CONSTRUCTION LIEN LAW NOTICE TO THE PERSON WHOSE PROPERTY IS SUBJECT TO ATTACHMENT. OWNER'S A VIT: 'fy that all the foregoing information is accurate and that work will be done -in compliance with 11 applicable laws regulating construction and Zoning. 1 URE CO STATE OF FLORIDA COUNTY OF St Lu r ; e The foregoing ins entwas ckn wled i3y, 20V� by CHRM111NABROWN before me this of Notary Public, State of Florida Gary K. Whihaptvho is personally My Comm. Empires Feb. 17,2009 known to mS_or who has produced No. DD397778 as identification. I Ir _ signeureof Notary rt t Q CHRIEMNA ORMM / 1(} J� 1�% Notary public, State of Florida Type or Print N�Nq�__/ My Comm. Expires Feb, 17,2pp9 No. DD397778 Commissioneal) STATE OFFLORIDA COUNTYOF St. Lucie The foregoing in tr ent wa - ac owled before me this of 0 , 2L by Gary i gham , who is personally known to me or who has produced as identification. Signamrt of Notary or Print Name of Notary NOTE: TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE lyrUST BE NOTARIZED. IF APPLYING FOR THIS BUILING PERMIT AS AN OWNER/BUILDER, THE OWNER hIUST PERSONALLY APPEAR TO SIGN THIS APPLICATION IN THE OFFICE LISTED ON THE FRONT OF TILE APPLICATION. r r: -. 11 ti 'r iOl�'FHV iE,'O.i,IT 1��T (, , ! niti r < i �Sb ^+ �r �-is'•F.F �: f ,ram 1L - L � ✓S ..I.'t i u ..l _s SECTION 'a,l TOWNSHIP .S RANGE MAP NO. Additional Yes ZONING i?el LAND USE j� G LOT CVG % Permits no lJ�%b REPORT CODE / �4 j BIMS FEE $ bI1SC FEES $ TOTAL FEES $ ::.`z`.^ rx.... � .,,�:• 5 a� -.. a a + Ur ,,.3�� .ram �,.. a � ai x'f� w.R , n Y : .a .-_.�.. o. ,.::..:':'rc^ ..r �:.,ati9:.� : r... -.. �y :' SP:'_s -• �` s�� d � .x2:•t.T ,...... REVIEWS ZONING ZONING PLANS MISC. VEGETATION REVIEWED BY E&AMING DATE COMPLETE.1VI 7 OFFICE USE ONLY: DATE FILED: PLAN REVIEW FEE: RECEIPT NO.: �� PERMIT NUMBER: CONCURRENCY FEE: RECEIPT NO.: CERT. CAP. NO.: ALL INFO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED �Rr St. Lucie County Building and Zoning 2300 Virginia Avenue Ft. Pierce, FL 34982-5652 SCANNED 772-462-1553 BY St. Lucie County APPLICATION FOR BUILDING PERMIT FOR ALUMINUM STRUCTURES / PROJECT INFORMATION PROPERTY TAX ID il: PLAT BOOK NO- 7- BLOCK NO. 8. LOT r%7 NO. PARCEL SIZE: ACRES/SQ FT. LOT DIMENSIONS ��(J�����Z 4 - rJ X CONSTRUCTION PROJE�r OR WORK ACTIVITY: �GUy��o wony //_ T ,7 / _ z - . SETBACKS (ACTUAL) FRONT: Q BACK: ' RIGHT' 'J SIDE: Q _U SIDE [ ] NEW CONSTRUCTION [ )EXPANSION/.ADDITION 13. TYPE OF STRUCTURE (Check all appropriate boxes) [ ] SCREENROOMS (] CARPORTIPATIO ROOF `{POOL ENCLOSURE [ ] MOBILE HOME ROOF OVER FOUNDATION ON (�I�DE� = D SLryB W/FOOTER 14. DESCRIPTION OF PROPOSED USE: (] GLASS ROOM (] SHED [ ] HANDRAILS/GUARDRAILS [ ) RAISED WOOD DECK ON FOOTING !� ma 15. Sq. FtICONSTRUCTION: ADO% / 16. VALUE OF CONSTRUCTION: $ 'Me value of construction is used to determine tl¢ amount of permit fees to be assessed. St. Lucie County ruerva the right to quesdon and/or modify the indicated value of conswctioa if it is demonstrated tbu the submitted figures are not consistent with similar types of construction acdvifies. If the value is S25(7o or more, a RECORDED Notice of Commencement must be submitted with this application. IMPORTANT NOTICE: When a permit is ready to be issued and it is not picked up within 60 days after notification it will be voided and returned to you by mail. SLCCDV Form No.: 001-02 Rev. 5123102 dmg OyYNER INFORMATIO NAME: C f/ �����G ¢ . STATE: ?h— CIT's email: m PHONE (DAYTIME): (—) IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIFFERENT FROM THE OWNER LISTED ABOVE. PLEASE FILL IN NAME AND ADDRESS FEE SIMPLE TITLEHOLDER: ADDRESS: CITY: STATE: PHONE (DAYTIME): CONTRACTOR INFORMATION ZIP ST. of FL REG./CERT #: RR —0 0 6 7 3 6 7 ST. LUCIE COUNTY CERT #: 17720 South Florida Aluminium Products, Inc. BUSINESS NAME: QUALIFIERSNAME: Gary K. Whigham ADDRESS: 4801 South U.S. 1 CITY: Fort Pierce STATE: FL ZIP . PHONE (DAYTIME): (772) 466-0913 FAXNG. 772-466-1074 email: ARCHIT/ENGINEER: Lawrence E. Bennett 34982 ADDRESS: P.O. Box 214368 CITY: South Daytona STATE: FL ZIP 32121 PHONE (DAYTIME): (386 767-4774 nt=slGN INFORMATION (Contractor has the optiontoprorvlesitespecificengineeringforStructure&CladdingComponents) PTOdllCt t5' maximum height Minimum Design Pressure MPH Design Manufacture Model Number Method of Attachment As er 1707A.4.1 FBC p 120 130 140 140C Pressures Component Table 1606.2B indows 37.7 40.7 47.2 57.1 wing Doors liding Glass 32.4 32.4 38 44 38 44 53.2 53.2 l ('mmnnnPnt.9 • Tahle 1606.2B for enclosed structure only. All open / partially open structures refer to FBC Ch. 20 oof 0-10 degrees .63.6 542 73.8 893 1Table606.2A 122.8 1 26.8 1 31.11 37.6 ❑ Impact glazing will be provided Type of Surface attachment: wood Frame _ Aluminum _ For enclosed structures only Minimum Design Product Compliance Report # Method of Attachment hutterS Pressure MPH 120 30 140 140 C SBCCI Dade Other Anchor Type Spacing ype emovable Panels DESIGN PROCEDURE Florida Building Code Exposure Wind Zone mph Attach all appropriate Engineering Designs and Specifications from Lawrence Bennett, Robert M[onsour, or other approved engineering manual to the top of this sheet. . CHECKLIST Items needed:11 6 , 2 copies of site pia scale, with all dimensions of Existing and New structures, and showing front, sides, and rear set backs. 2 copies of clean, precise, and scaled plans, on a minimum of 8.5 x 11 and ma imum of 11 x 17 sheets. 77 Top View, showing beam sizes and span lengths, column locations, line indicating overhang, host attachment, and all dimensions. l�Front View, column location and distance between, beam sizes & length, girt locations, and all dimensions., -�^ •+ �n ide View, column location and distance between, beam sizes & length, girt locations, and all dimensions. sets of highlighted engineers sheets from appropriate manual for, all attachments. In I 2 copies of -the Design Procedure' Checklist from the AAF Manual ' OR the design component checklist from 2001 Bennett Engineering Manual ❑ All win d odoor re su es and attachments noted on plans & checklist. ❑ 2 copies r si ne a ment letter with lot and block number, and street adin all tion. r 41h wall design details. NOTE: If application, plans, or checklist are incomplete they will not be accepted at the counter or if received by mail they will be returned to the applicant. I, the Contractor, take full responsibility for submitted calculations of the design pressures for the openings of the structure being permitted. I certify that the components being used, fastener type, and fastening pattern meets the proper design pressures for the structure loc in the designated wind zones set by the county, along with applicable tables 160 ,160 ; 1606 C, and 1606.21) or chapter 2\I0 of the =JFlorida Building Code. SiePature 1e 5�r• Building Code Compliance Division Receipt 230D Virginia Avenue Ft. Pierce, FL 34982 Phone: (772) 462.1553 Fax: (772) 462-1148 Date: 14 February 2006 Job Address: 7806 LONG COVE WAY Received By: dpelton Paid With: ck Paid By: SOUTH FLORIDA ALUMINUM PRODUCTS INC Sign: Receipt#: 0000033301 Permit Number: SLC- 0512-0906 Amount: $77.00 Credit Card Number: Check Number: 1186 EDWIN M. FRY, Jr., CLERK OF THE CIRCUIT COURT - SAINT LUCIE COUNTY FILE # 2747027 OR HOt {416 PAGE 1347, Recorded 11/18/2005 f'^-08:48 AM ter¢ • • ' - - __._. �,. NOTICE OF COMMENCEMENT Permit No Tax ID No _ 0 - eavg-7 State of .. County of 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: LegRlPescription of property and street address, if, availpbleyZ,,� �% J, Fee Simple Title Holder (if other than owner) Address Contractor: South Florida Aluminum Products, Inc. Phone # 772 466-0913 Address : 4801 S. US Hwy I, Ft. Pierce, Florida 34982 Fax # 772 466-1074 Surety .9 , Phone# Address Fax # Amount of 6ofdS Fax # 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: Address Fax# In addition to himself, owner designates Of (Phone # Fax # to receive a copy of the Lienor's Notice as Provided in Section 713.13 (1)(b) Florida Statutes. Expiration date of notice of commencement is one year from the date of recording unless a different date is specified__ STATE OF FLORIDA, COUNTY OF Swopn to and subscribed before me this L y of C who is personally known to me or as dent aeon. (sea]) CHRHMNARROWN Notary Publb, Stab of Florin xyCORMI ERy=Feb.17,2009 No. DD397778 ISSION NO. STATE OF FLORIDA ST. LUCID COUNTY THIS TOM-JIFYTHAT THIS ISA RdUCi7RRECTCOPYOFTHE � O RIGINIGIPJAL. Z5 ST. LUCIE COUNTY CLER FCIRCUITCOURT N�s�s°eotyEtP°+,•'e By: c�FcnuN1 � `` Date:— �� '� Property Appraiser - St.Lucie ' --jnty, FL - . Page 1 of 2 PROPERTY RECORD CARD Paul E Next Kelly Record: 1 of <<Prev >> Spec.Assmnt Taxes Exemptions Permits Home Print 1 Property Identification Site Address: 7806 LONG COVE ParcellD: 3321-803-0087-000-3 �OCIE CO WAY y , Sec/Town/Range:21 :36S :39E Account #: 36008 Map ID: 33/21S Land Use: SF Res )CAPON Zoning: City/Cnty: ST. LUCIE COUNTY Ownership and Mailing Owner: Paul E Kelly Diane S Kelly Address: 7806 Long Cove Way Port St Lucie FL 34986- 3001 Legal Description RESERVE PLANTATION -PHASE IIA- LOT 83 (MAP 33/28N) (OR 1293-1504) Sales Information Assessment Total Land and Buildinc y FV Date Price Code Deed Book/Page2005 Land 227000 Acres: 4/17/2000 340000 00 WD 1293 / Val: 531000 Value: 1.05 1504 Assessed:313063 Building 304000 9/15/1993 65000 00 WD 0860 / Value: 1847 Finished 0734 / Ag.Credit: 0 Area: 2846 SgFt 4/16/1991 241200 02 WD 1524 Exempt: 25000 6/16/1989 377300 02 WD 0643 / Taxable: 288063 0986 TotalTax: 6104.46 BUILDING INFORMATION Exterior Features View: - RoofCover: ExtType: HA- - HA- YearBlt: Grade: A- - A- EffYrBlt: StoryHght: 0010 - 1 Story No.Units: Interior Features Bed Rooms: 4 Electric: TC - Clay Tile RoofStruct: 1994 Frame: 1994 PrimeWall: 1 SecWall: MX - PrmintWall HP - Hip BS - CB Stucco DW - Drywall http://www.pasle.org/pre.asp?prelid=332180300870003 11/8/2005 P_ roperty Appraiser - St.Lucie. °r. nty, FL Page 2 of 2 MAXIMUM FullBath: 3 HeatType: FHA - AvgHUFI: STD FrcdHotAir 1/213ath: HeatFuel: ELEC - Electric Prm.Flors: CU - Carpet %A/C: 100 %Heated: 100 %Sprinkled: 0 Special Features and Yard Items Land Information Type Y/S Qty. Units Qual. Cond. YrBlt. No. Land Use Type Measure Depth SWAV - RES Y 1 480 AV AV 1994 1 0100-SF Res F I -Front 150 305 POOL AVG Ft PA01 - POOL DK- Y 1 650 AV AV 1994 AVG ENC2 - POOL ENC- Y 1 1130 AV AV 1994 AVG 5AFT - 5AFT S 1 1 . AV AV 1994 3AFT - 3AFT S 1 1 AV AV 1994 3AFT - 3AFT S 1 1 AV AV 1994 SDSF - SITE Y 1 1 AV AV 2001 DEV S-F THIS INFORMATION IS BELIEVED TO BE CORRECT AT THIS TIME BUT IT IS SUBJECT TO CHANGE AND IS NOT WARRANTED. http://www.paslc.org/prc.asp?prelid=332180300870003 11/8/2005 Code Compliance Division 2300 Virginia Avenue Ft Pierce, FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1148 Date: 27 December 2005 Job Address: 7806 LONG COVE WAY Received By: humphreya Paid With: CK Building Receipt Paid By: SOUTH FLORIDA ALUMINUM PORDUCIS INC Sign: Receipt#: 0000030532 Permit Number: SLC- 0512-0906 Amount: $25.00 Credit Card Number: Check Number: 1139 List for Pool Enclosure 1 of 1. Design Stateme These plans have een designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Be nett and ar n ompliance with the Florida Building 200 dition, Chapter 20: Exposure'B'_ or'C' Op 0 Building; Importance Factor 0.77; Negative I.P.C. 0.00; 150 MPH Roof Load & t9OWPH or MPH Wall Load, 3 second gust velocity load, Design pressures are 10 PSF for roofs & 14 PSF or _PSF for walls. Notes: Wind velocity zones and exposure category is determined by local code. Minimum design load of 10 PSF for all roof loads prevents any conversion of roof loads. Design pressures and conversion multipliers are on page 1-ii. 2. Host Structure Adequacy Statement: I certify that I have inspected the host structure and it is in good repair and attachments made to the structure will be solid. Note: LOK Its_m .± {�oDPhone: %'Z. 7(n(�i- Contr t a plea print) Date: 7 D on ure If the total of beam span & upright height exceeds 55' or upright height exceeds 20', site specific engineering is required. 3. 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. Notice of consumer rights attached and initialed by consumer ....................� — 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 ✓ (i.e. 2" x 8" x 0.072" x 0.224")................... ............ ...........:.... — 4. Upright location (Show In plan & elevation view) & size (i.e. 2" x 8" x 0.072" x 0.224")....................................... . :....... — Upright & wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to _MPH wind zone and/or'C' Exposure for load width: Look up span on 120 MPH table and apply the following formula: Span / Height @120MPH � Required Converted Span (bord)x_(bord)x_(Id ord)= Wind Zone I y� 4 Exposure Multiplier' Multiplier • — .��C!^� ' Appropriate multiplier from page 1-il. 5. Chair rail & girt size, length, & spacing (i.e. 2" x 2" x 0.044" x T 0" @ 6'-0„ O.C.) ............. 6. Eave rail size, length, spacing and stitching of (i.e. 1"x2"to2"x2"xT-0"@6'-10"O.C.). ... ... ...... ... .. ... .... —/ — 7. Enclosure roof diagonal bracing in plan view. ... ..... .. .. .. �,L — 8. Knee braces length, location, & size (i e 2" x 3" x 0.045" for 2" x 8" x 0.072" x 0.224" SMB) ........ ... .. — Design Check List for Pool Enclosures (page 2 of 3) 9. Wall cables or K-bracing sizes shown in wall views -- - 4. Highlight details from the Aluminum Structures Design Manuel: Yes No A. Beam & pudin tables with size, thickness, spacing, & spans / lengths (tables 1.1 & 1.2 or 1.8 & 1.9) 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 footing and / or knee wall details - 9. Cable or K- brace details Section 1 - Wall area calculations for cables: W = wall width, H = wall height, R = rise W 1 = width @ top of mansard, W;- wid� @,t► of wall Example 1: Flat Roof P1`\ VVV Front wall @ eave: _ft. x 100 % = ft.. WeI18") Largest side wall: _ft= ft.2 @ 50 % WTOTALTotal area / (233 ft.2 / cabl_ cable pairs or Total area / (445 ft2/ cabl_cable pairs 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") 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' @ 100 % = ft.2 R W b Largest side wall: _ft. x = ft.2 @ 50 % = fl2 W H c Largest side gable rise': ft. x 1/2( ft. + ft.) = ft.2 @ 50 % = ft.2 R W H d TOTAL = ft.2 Total area / (233 fL2 / cable for 3/32") _ _cable pairs or Total area 1(445 ft.2 / cable for 1/8") _ _cable pairs Side wall cable calculation: _ft.2 + _ft.' _ _ft.2 @ 100 % = ft.2 c d Side wall area / (233 ft.2 / cable for 3/32") _ _cable(s) or pYSide wall area / (445 ft.2 / cable for 1/8") b 2 ca ILE . •:jth Florida Alundnwn roducte, Inc. 4801 South U.S. #1 Fort Pierce, FL 34982 sign Check List for Pool Enclosures (page 3 of Example 3 Mansard Roof If x_ft =a h'@. 100% =rent wall @ eaves yy H + ft) = —ft.' @ 100 % fi ' Front mansard rise'' tt x 112f—ft• b R W1 W2 = ft. Largest side wall: _hx - — ft,, @ 50 % W Fi c ft.' Largest side mansard rise'. R W1 W2 T A = If ' Total area / (233 ft. /cable for 3/32") _ cable pairs or Total area / (445 ft.' /'cable for VB") _ —c b airs Side wall cable calculation: z ,L ft.' @ 100 % = ft.' c Side wall area / (233 ft.' / cable f r 2'•T cable(s) or Side wall area / (445 ft.' / cable f ") Example 4: Dome of tt: x ft: _ _ft. @ 100 % Front dome II e v W H a Front dome ri ft. x 1/2( f1J = _ft.' @ 100 % W b U @ 50 % _ . . Largest side w If: Fi W ft.' @ 50 % _.. . = Largest side dome rise': R ft. x —ft. W d TOTAL = . q ft.' ft.' If ft.' Total area / (233 ft.' / cable for 3/32") _ _cable pairs or cable pairs Total area /,(445 ft.z / cable for 118-) _ — ft.'+ ft2= ft2@100%= ft.' Side wall cable calculation. a c Side wall area / (233 ft.- / cable for 3132") _ —cables) or Side wall area / (445 ft,' /cable for 1/8") _—cable(s) Notes: tf f .KMn i'7g SECTION I A s C RJ�F-N E D�i E Q.� N{)s u R ES ISEE TABLE 1.3) 1 K-BRACING (OPTIONAL] GIRT (TYP.; SCREEN (TYP.) EXISTING STR PURLINS (T-4P ) PERIMETER IAEMBEP CABLE CONNECTION (SEE DETAILS SECTION I I GIRT GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) NOTE, USE H2 FOR CABLE AREA CALCULATION TYPICAL MANSARD ROOF - ELEVATION . SCALE N.T.S. SCREEN P.) M K-BRACING (OPTION) ALUMINUM COLUMN (TABLE 1.3 AND I ALUMINUM BEAM (SEE TABLE 11 OR 1.8) PERIMETER WALL FRAME (TABLES 1.3 AND 1-4) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) GIRT (TYP.) SW CABLE BRACING V x 2" (TYP.) SIZE MEMBERS PER APPROPRIATE TABLES TYPICAL MANSARD ROOF - ISOMETRIC SCALE N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. lawrence E..Bennett, P.E. FL # 16644 C'"' E NG'"Ef R ?Jf:VCL OPMENT CONSIA T4NT PO BOX -4 14368 5VVTH DAYTON .FL 32111 TELEPHONE (J86)167,IM . pkr I 1 136) 167bsm COPYRIGHT 2004 1-2 11;7:, SECTION 1 I SCREENED ENCLOSURES I f MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2"x4"OR2"x6" SELF MATING BEAM 1" x 2" SNAP SECTIONS rl ATTACHED TO2"x2"W/ #10 x 1-1/2" S.M.S. @ 24" O.C. _ r OR CONTINUOUS SNAP i SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION ®� or r (D-eI-- ---has—� 1" x 2" OPEN BACK FASTENED ®® ALTERNATE FLAT ROOF TO POST W/ (2) #10 x 1-112'• S.M.S. SELECT FASTENER SIZE, NUMBER AND PATTERN ATTACH 2" x 2" PURLINS TO (SEE TABLE 1.6 & 9.5A OR 9.513) SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO 2" x 3" HOLLOW OR SNAP SCREW BOSSES SECTION SLOPING REAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP) SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 P CONSULTANT CIVIL ENGINEER � DEVELOPMENTV FILE T P O BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (386)7674T74 1" 13861 76I-6556 PAGE © COPYRIGHT 27 q 1 -A I NOT TT; BL REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE L BENNETT. P E SCREENED ENCLOSURES PURLIN (TYP.) SCREEN(TYP.) F H (SEE TABLE CABLE CONNECTION (SEE DETAILS SECTION 1) SECTION 1 CABLE CONNECTION (SEE DETAILS SECTION 1) GIRT (TYP.) 1" x 2" (TYP.) GRADE TYPICAL TWO STORY POOL ENCLOSURE - ELEVATION (ALL ROOF TYPES) SCALE: N.T.S. ` w PERIMETER WALLS FRAMING (SEE TABLE 1.3 OR 1.4) W K-BRACING (OPTIONAL) SCREEN (TYP.) 1"x 2" (TYP.) N (TYP.) NUM BEAM = 1.1 OR 1.8) DIAGITNAL ROOF BRACING (SEE SCHEMATIC SECTION 1) SIZE MEMBERS PER APPROPRIATE TABLES EXISTING STRUCTURE SIDE WALL CABLE ALUMINUM COLUMNS (TABLE 1.3 AND 1.6) (TYP.) TYPICAL TWO STORY POOL ENCLOSURE - ISOMETRIC (ALL ROOF TYPES) SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P O BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE (386)767-ATI4 FAX (386) T6T-6556 (7 COPYRIGHT 20W PAGE LNOT 10 51 REPRnDUCED IN V/HOLE OR IN PART INPHOUT TIME 1NPIrIFN PERWSSIDN OF LAWRENCE E BENNETT P E H p -7 SCREENED ENCLOSURES 2" x 2" PURLINS ATTACHED TO BEAM W/ MIN. ,3) # 10 x 1-V2" S.M.S- g ®®�® ®�-0 MINIMUM SPACING (PER TABLE 1.6) (SEE SPLICING DETAIL PAGE 1-17) SECTION 1 CUT 2" x 4". 2" x 5", OR 2" x 6" BEAMS TO SLIDE OVER EACH OTHER 2" x 7" & LARGER PROVIDE GUSSET PLATE (INSIDE OR OUTSIDE BEAM) SAME WALL THICKNESS AS BEAM WALLS OR LARGER (SEE TABLE 1.6) FASTENER SIZE, NUMBER AND SPACING PER PAGE 1-19 (SEE TABLE 1.6) TYPICAL SIDE PLATE CONNECTION DETAIL SCALE: 3" CUT 2" x 4", 2" x 5", OR 2" x 6", BEAMS TO SLIDE OVER EACH OTHER 2" x 7" & LARGER PROVIDE GUSSET PLATE (INSIDE OR OUTSIDE BEAM) SAME WALL THICKNESS BEAM WALLS OR LA R (SEE TA E 1.6) ®® ®® \ /® \® ® 4D FAS ER SIZE, NUMBER AND ACING PER PAGE 1-19 (SEE TABLE 1.6) ALL GUSSET PLATES SHALL BE A MINIMUM OF 5052 H-32 ALLOY OR HAVE A MINIMUM YIELD STRENGTH OF 23 ksi TYPICAL SIDE PLATE CONNECTION DETAIL - MANSARD ROOF SCALE: 3" = 1'-0" Y nce E. Bennett, P.E. FL # 16644 CIVIL ENGINEER = DEVELOPMENT CONSULTANT P 0 BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (386)767AT74 FAX (386)767-6556 PAGE 0 COPYRIGHT 2OD4 NOTTOBL RLPP0111/17DIN'rVHULE ORIN PART WITHOUT THE WPITTENPERM15SION OF L WRLNCFC BF NNL fI PE 1-17 SECTION 1 I SCREENED ENCLOSURES BEAM SPLICE SHALL BE MIN, SPLICE LOCATED 1/4 TO 1/3 BEAM HEIGHT MINUS 1/2" AND BEAM SPAN STAGGERED 2 x (d - .50") LENGTH EACH SIDE OF BEAM d = HEIGHT OF BEAM PLATE CAN BE INSIDE OR MIN. EDGE DISTANCE Fd-1.00" T d-1.00" OUTSIDE BEAM OR LAP CUT +-+t MAX. d -- --- 1„ + + + + + + + + MAX MIN. EDGE DISTANCE FASTENER SIZE, NUMBER AND DENOTES SCREW PATTERN SPACING (SEE TABLE 1.6) NOT NUMBER OF SCREWS Minimum fliefanen and Sna of Screw Size ds (in.) Edge To Center 2ds in. Center To Center 2-1/2ds in. ickness Gusse50.224"' Beam SizThickness #8 0.16 318 7/16 7"x0.055" 1/16"=0.063" #10 0.19 318 112 " x 8' 0.072" _ .12#12 Q21 7/16 9/16 2"x .072"x 1/8" = 0.125"#14 or 1/4" 0.25 1/2 518 2" x 9" x 0.082" x 1/8" = 0.125" 5/16" 0,313 5/8 3/4 2" x 10" x 0.092" x 0.369" 1/4" = 0.25" Refers to each side of splice. Use for 2" x 4" and 2" x 6" also Note: 1. All gusset plates shall be a minimum 5052 H-32 Alloy or have a minimum yield of 23 ksf TYPICAL BEAM SPLICE DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- OEVEL OPMENT CONSULTANT P O BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (366)7674774 FAX (386) 767-6556 'AGE COPYRIGHT 2004 F r CL 11t' TO 9E REPRODUCED 114 WHOLE OR IN PART 1NIIHOUT THE VVRII"TFN il4 ( n,n PEM: C L BEIIIdEl" F SCREENEDENCLOSURES 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1" x 2" OR 2" x 2" FOR SCREEN SELF -MATING BEAM (SIZE VARIES) i ANGLE, INTERIOR OR EXTERIOR RECEIVING CHANNEL (SEE SECTION 9) SECTION 1 )ENGI 0.0 "STRAP UP OR BE CONNECTION RUDED 2 AM SPACING W/ GUTTER 2" M.S..PER STRAP T NCE FROM FASCIA STRUCTURE WALL UT SITE SPECIFIC RING ALTERNATE SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE- 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P O BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE. (386)7674774 FAX (386) 767.6556 PAGE 1E) COPYRIGHT 2004 1,01 TO BE REPRODUCED IN WHOLE OR IN PART `NIIHOUT THE WRITTEN PERMISSION OF LAWRENCE E BE NNE TT PE 1-23 SECTION 1 2-112" MIN. S.M.S. OR LAG SCREW INTO 2" x _ FASCIA OR IF NO SUB -FASCIA !NTO RAFTER TAILS 2" WIDE x 0.050" (MIN.) STRAP SPACING PER LOCATION DETAIL PAGE 1-21 SELF MATING BEAM (SIZE VARIES) 2" x 2" ANGLE W/ (4) S.M.S. EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER RECEIVING CHANNEL 2-1/8" x 1" W/ (2) #8 x 1/2" S.M.S. EACH SIDE OF BEAM SCREENED ENCLOSURES OR ® EXTRUDED 4SUPER ® GUTTER NOT MORE THAN 113 OF ® Q ® GUTTER HEIGF FOR SCREW SIZES SEE SECTION 9 FASCIA I SO IT 1" x 2 x 0.062" P.T. LUMBER BLOC ING W/ 0.024"BREAK FORM CAP OR 1" x 2" (ALLO ABLE ONLY W/ ROOF ANGL S LESS THAN 23" UP TO 5" IN 1 " ROOF SLOPES) FOR R OF SLOPES GREATER THAN " IN 12" USE 1/8" x 2" x ANG AS REQUIRED M DISTANCE FROM FASCIA TO CST STRUCTURE WALL 2 WITHOUT SITE SPECIFIC NGINEERING TYPICAL SELF (MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P 0. BOX 214368, SOUTH DAYTONA, FL 32121 -! TELEPHONE: (386)767-0T74 FAX (386)767-6666 PAGE -- yqq © COPYRIGHT20 1-24 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT PE SCREENED ENCLOSURES STAINLESS STEEL CABLE CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-41 FOR NUMBER OF CABLES REQUIRED ALTERNATE CABLE CONNE JO a 5-1/2" (6" NOMINAL) SLAB (MIN.) �7N SCALE: 3" = SECTION 1 2" x 2" x 0.125" ANGLE 2-1/4" x 1-1/2" CONCRETE ANCHORS (MIN.) a MIN. 3-3/4" (4" NOMINAL) SLAB \\ \\ 5d (MIN.) u S a�yi 5d (MIN.) ?i I DISTANCE FROM EDGE OF SLAB = 5(D) OF SCREW 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" = 1'-0" 4F`� y.. �h'F4. :nce E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- OEVELOPMENTCONSULTANT P.O BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386)7674T4 FAX: (386) 767 6556 PAGE © COPYRIGHT 20D4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE'NRITTEN PERMISSION OF LAWRENCE E BENNETT P E. 1-43 SECTION .t 1 SCREENED ENCLOSURES ®®1OX CHAIR RAIL EAVE RAIL 4" x 4" x 0.062" PLATE 2" x 2" x 0.044" BRACE (TYP.) 0 ®®® 0 00 00 1/4" x 1-1/4" EMBEDMENT EXPANSION BOLT @ 24" O.C. 1 x 2 SOLE PLATE SEE TABLE 1.11 FOR R€QUIRED QUANTITY OF #10 /4" S.M.S. -BRACING CONNECTION DETAILS NOTES: ((( SCALE: 3" =1'-0" 1. Can trim plat . , area. co ne/ 2. Alternate �t�s use bar cut to fit connections. � Lawrence E. Bennett, P.E. FL# 16644 J CNIL ENGINEER- OEVELOPMENTCONSOLTANT PO BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386)767AT74 FAX: (386) 767.65M PAGE p © COPYRIGHT 2004 1 -4�4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT. P E SCREENED ENCLOSURES PURLINS ANCHORED W/ CLIPS OR 410 SCREWS THROUGH PURLINS INTO SCREW BOSSES FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2-1/4" CONCRETE/MASONRY ANCHORS @ 6" FROM EACH POST AND 24" O.C. MAX. AND WALLS MIN. 1" FROM EDGE OF CONCRETE d SECTION 9 GIRTS ANCHORED W/ CLIPS OR THROUGH #10 SCREWS INTO SCREW BOSSES 1"x2"OR1"x3" G m e $ e d a Ga PURLIN & CHAIR RAIL DETAIL SCALE: 3 T-0" P Lawrence E. Bennett, P.E. FL # 16644 rilb"o CIVIL ENGINEER - DEVELOPMENT CONSUL TAN7 P.O. BOX TELEPHONE: SOUTH 6) 7674 7 FL 32121 TELEPHONE: (386)767-017° FILE GFA%: (386)767F556 PAGE © COPYRIGHT 200, NOT TO BE REPRODUCED IN WHOLE OR IN P.ART'NITHOUT THE Y/RITTEN PERMISSION OF LAWRENCE E BENNETT, P E 1-45 SECTION 1 CHAIR RAIL ATTACHED TO POST W/INTERNAL OR EXTERNAL'L' CLIP OR'U' CHANNEL W/ MIN. (4) #10 S.M.S. GIRT OR CHAIR RAIL 2" x 2" x 0.044" HOLLOW MIN. SCREENED ENCLOSURES 0 GIRT TO POST DET. SCALE: 3" = 1'-0" SCREW BOSSES OFOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TOO_C ATER__OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE BEAM AND GIRT ARE DECORATIVE SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES IF GIRT IS STRUCTURAL AND SCREW HEADS ARE REMOVED THEN THE OUTSIDE OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO BEAM WITH 0.050" x 1-3/4" x 4" STRAP AND (4) #10 x 3/4" S.M.S. SCREWS TO POSTAND 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 ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 21436IL SOUTH DAYTONA. FL 32121 TELEPHONE: (386)7674774 FAX: (386) 7671556 PAGE qq Q COPYRIGHT20M .p 1 _ 46 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E SCREENED ENCLOSURES 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 SECTION 1 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 SCALE: 3" = 1'-0" 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 PURL 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 THROUGH ANGLE C. SELECT CONCRETEANCHOR OM SIDE WALL ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER-DEVELOPMENT (38 ME674TT4 CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TEE COPYLEPHONE (386)767-4Tl4 FAX (386) 767E556 PAGE Q COPYRIGHT 20W NOT TO BE REPROGUCEO IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETI PE 1-47 I TO COIdCRE ih ,., _ i,17d CRE T E ANCHORS 6" MAX EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WE ED WIRE MEMT'6R FIB R MESH CONCRETE 1" x 2" EXTRUS ANCl16fi TO CONC. W/ CONC. H. 6" MAX. EA. SIDE OF EA. PO AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 G D POST TO PLATE TO CON SCALE: 3" = 1'-0" POST SIZE 2" x 4 MAX, 2�x 2", 2" x 3" OR 2" x 4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES (�J MASONRY ANCHOR @ 6" EA. MIN. 3-1/2" SLAB 2500 P.S.I. SIDE OF POST AND @ 24" O.C. CONC. b' x 6 - 10 x 10 W.W.M. p MAX. SELECT CONCRETE OR FIBER MESH CONC. D A ANCHORS FROM SECTION 9 SIDE WALL HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 112 the beam span x the beam spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF T USE: 1/2 x 17'-11" x Tx 10# If Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. in all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER-DEVEL OPMENT CONSUL TAN7 P O BOX 214366. SOUTH DAYTONA. FL 32121 TELEPHONE (386)767An4 FAX (386) 767�5% PAGE l q C, COPYRIGHT 2004 j Y'W Zt I FL; BE nFPRUDUCED IN WHOLE OR4F. ,R"NR ¢':r'- Fr P'AIS$ INl Lw�'Rc II;EF E_Nu'c7T PE I •d' VARIES �1 4" SHOWN/ . "x! UB BASE PL1ifP) j ;FC::!NDARY 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN VVl 410 - 10 S.M.S (SEE SCHEDULE NEIJ PAGE] a CONCRETE ANCHOR j (SEE SCHEDULE NEXT PAGE) NOTE: DETAIL ILLUSTRATES YPICAL 2" x 4" S.M.B. COLUMN CONNECTION SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 3000 P.S.I CONCRETE (D 0 5d (MIN SIDE VIEW YV YI�YYYYYIYY iYYYY�IYY�pY 2 x Tt0 * V4" S S EAC' SIDE (SEE SCHEDUI E NEXT PAGE) 5d" MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN 1-0 OUTSIDE EDGE OF SLAB BOLT 0 ' Sd DISTANCE 114" 1-1/4" 318" 1418" GRADE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN (2) #10 x 3/4" S.M.S. EACH SIDE PRIMARY 2" x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) 1-114" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIED/ 2" x 4" OR LARGER SELF MATING OR SNAP SECTION! POST TO DECK DETAILS SCALE: 3" = 1'-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER DEVELOPMENT CONSULTANT O BOX 21135E. SOUTH DAYTONA, FL 32121 TTELEPEP HONEONE 13 �J667 767.A724 PAX 1366) T6.6556 FIL.E--COF PAGE ...GMT 2004 I�UI,J .FF°:'FUCV,.-�Itl WMOtF nF N�ARI i i' � IT" TEN SCREENED ENCLOSURES SECTION 1 ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT SECONDARY V I SCREEN 2" x (d - 2"1 x 0.063" ANGLE 'd' VARIES EACH SIDE OF COLUMN (4" SHOWN) PRIMARY 2" x 2" x 0.063" ANGU (SEE SCHEDULE PAGE 1-51) EACH SIDE 2-3/8" BRICK PAVERS I ® ®I (2) #10 x 3/4" S.M.S. EACH SIDE THIN SE r BETWEEN ® ® 1"x 2" CONCRETE AND PAVERS O.B. BASE PLATE (TYP.) d' MINIMUM EDGE DISTANCE OM EXTERIOR OF COLUMN T OUTSIDE EDGE OF SLAB CONCRETE ANCHOR BOLT r7 ' 5d DISTANCE � (SEE SCHEDULE PAGE 1-48) g va 4" , 3000 P.S.I. CONCRETE — NOTE: DETAIL ILLUSTRATES E' GRADE 1-1/4 (MIN.) CONCRETE TYPICAL 2" x 4" S.M.B. I ANC OR EMBEDMENT COLUMN CONNECTION 2" (MIN. k (MIN. 5d IDE VIEW PRIMARY 2" x 2" ANGLE TYPI AL SELF MATING OR (SEE SECTION 9) SNA SECTION CONCRETE ANCHOR THRU PRIMARY ANGLE (2) 10 x 3/4" S.M.S. EACH SIDE 1" x 2" BASE PLATE (TYP.) C NCRETE ANCHORS 24" O.C. a 4 1-1/4" 2-3/8" BRICK PAVERS THIN SET BETWEEN 6" (MAX.) MAX. SPACING 24" O.C. CONCRETE LAYERS FOR BOTH SIDES 3000 P.S.I. CONCRETE FRONT VIEW 1-1/4" (MIN.) CONCRETE ANCHOR EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER DETAILS SCALE: 3" = V-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER. DEVELOPMEN7 CONSULTANT P O BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE' (386) 767-0P4 FAX (386) 767.6556 © COPYRIGHT20M _ NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT P _ 4S SCREENED ENCLOSURES CONCRETE DECK EDGE 2" x 2" PRIMARY ANGLE VARIES 5d (MIN.)' 2-1/2" (MIN.) BOLT 0 ' 5d D13TANCE 1/4" 1-114" 3/8" 1-718" 1" x 2" O.B. BASE PLATE (TYP.) #10 x 3/4" S.M.S. (TYP.) 2 " x S.M.B. COLUMN - TOP VIED/ POST TO DECK DETAIL SCALE: 3" = 1'-0" Secondary Anchor Schedule Column Size S.M.B. or S.B. Total Concrete Anchors Total #10 x 3/4" S.M.S. 2 1/4" 2 (4) 1/ 6 2 x 6 1/4" 10 2 x 7 (4) 1/4" 12 2 x 8 (6) 1/4" 14 2 x 9 (6) 1/4" 16 2.x 10 (10) 1/4" 18 SECTION 9 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN 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) Notes: 1. See Section 9 for additional anchor infonnation. 2. Secondary anchor schedule applies to side walls with uprights that are 2" x 5" and larger. rence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P O BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE1386)7674T74 FAY (386) 767.6556 PAGE © COPYRIGHT 26e4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WWI Chi PERMISSION OF LAWRENCE E BENNETT PE 1-5 1 SECTION 1 SCREENED ENCLOSURES i I BREAK FORMED OR ( EXTRUDED END CAP W/ INSULATED PAN ROOF OR COMPOSITE ROOF PANEL. j OPEN WITH PAN ROOF. f ( ALUMINUM BREAK FORMED 0.040" X 2" Z STRAP OR STANDARD L STRAP W/ (2) #10 x 3/4" S.M.S. OR 1/4" THRU- SOLID COVER ATTACHED SECTION 7) BOLT AND 1/2" PVC OR EQUAL (PER FERRULE @ 24" O.C. - - _ _ S.M. OR SNAP SECTION VARIES (2) #10 x 1/2" S.M.S. (2) S REEN 'M ' ROO BE SUPER OR EXTRUDED GUTTER ATTACHED TO BEAM VARIES WITH 2-1/2" LONG S.M.S. SELECTED FROM SECTION 9 (2 3/4" CORROSION FOR BEAM SIZE SPACED AT R SISTIVE AND WASHER 24" O.C. H DED SCREWS (PER FOR ALLOWABLE SPANS OF SECTION 9) SUPER OR EXTRUDED GUTTER AND CARRIER BEAM (SEE TABLE 1.10) _ NOTE: BEAM MAY BE ATTACHED TO SUPER GUTTER AND SOLID ROOF TO S.M.B. PROVIDED A STRAP OR 1/2" P.V.C. OR EQUAL FERRULE IS PROVIDED AT EACH BEAM. SUPER OR EXTRUDED GUTTER - SOLID ROOF / SCREEN ROOF COMBINATION SCALE: 3" = 1'-O" Lawrence E. Bennett, P.E. FL # 16644 I CIVIL ENGINEER- DEVELOPMENT CONSULTANT i P O BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE '(3M)767A 74 FAX (386) 767.6556 PAGE © COPYRIGHT 2804 f q i -✓ppn 2 NOl TO BE REPRODUCED IN WHOLE 01 IN PART WITHOUT THE YJRR7EN PERMISSION OF LAWRENCE E BENNE77. P E S EGi N F rA C SCREENED ENCLOSURE, Szbka i Alia%vable Spans for Primary Screen Roof rrar:^:e 41en1bers Aluminum Alloy 6063 T-6 ..., L­" wJh V Ind t cs=.is ue to 150 M.P.H. and Latitudes Below 30"-30'40" North (Jacksonville, FL) a <._._.. _.._.._ _...-.-. Hollos Sections Tributary Load Width 'L<d' =Beam Spacing ' 3' D" 4' 0" 5'-0" 6' 0" T 0" 8' 0" 9' D•: Allowable Span'L' I bending W or deilection'd' T" 0.044" 9'-10" b 8'-7" b T-8" b b'-11" b 6'E" b 6' 1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'4" b 8'4" b 7' 7" b T-1" bo' 7" b 6'-3" b 2" x 3" x D.D45" 13-4" b 11'-7" b 1 10'4" b I 9'-5" b 8'-9" 2" x 4" x 0.050" 14'-8" b 12'-8" b 1 11.4" b 1 10'4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections Tributary Load Width'W' = Bea p ing 3'-0" 4--0" 1 5'-W - 6'-D" 7 -0" B'-0" 9'-0" Allowable Span'L'l bending 'b rdefleotion'd' "x 0.044x 0.100" 19'-11" b 17'4" b 15'-6" b 14'-2" b 13'-1" b 12'-" 11--6" b 2" 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 1 T-6" b "-2 b 5 -2' 14'-3" b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" b 20'-3" b -9" b -6" b 16'-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 27%11" b 24'-11" b 22%9" b 21'-1" b 19'-9" b 18'-7" b 2" .055" wl insert 42 I -On b 37'4' ti 33'-2" b 30'4" b 28'-1" b 26--3" b 24'-9" b ' x 8" .072" x 0.224" 41'-7" b 36-l" b 32'-3" b 2_9 5" b . '- 25'-6" b 24'-0" b 9" x 0.072"x 0.224" 45'-1" b 39'-1" b 34'-11" b 37'-11" b - b 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'-4" b 35'-0" b 32'-5" b 30'4" b 28'-7" b 2" x 1( x 0.092" x 0.369" 59'-6" b 51'-7" b 46'-1" b 1 42'-l" b 1 38'-11" b 36'-5" Snap Sections Tributary Load Width TV = Beam Spacing 3'-0" 1 4'-0" 1 5'-0" 6'-0.. 7--0" 8'-0" Allowable Span 'L' I bending'b' or deilection'd' 2" x 2" x 0.044" 1 l'-9" b 1 10'-2" , b_ 9--1" b 8'4" b T-8" b 7' 2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 1 IT-1" III 11'-8" L)l 10'-8" b 9'-10" b 9' 3" b 8'-8" b T' x 4" x 0.045" 18'-5" b 15'-11" b 14'-3" b I 13'-0" b I 12'-1" b 1'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27--l" b 24'-2" b 22'-1" b 20' S" b 19'-2" b 18'-0" b 2" x 7" x 0.062" 34'-9" b 1 30--l" b 1 26--11" b 1 24'-7" b 1 22 9" b 1 21'-3" b 20 1" b Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 10# 1 Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. 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. 6. Pudin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlin at 6- 8` o.c. center purlin and (2) purlins each side of center pudin need lateral bracing, 7. Spans may be interpolated. Example: Max..'L' for 7' x 4" x 0.050" hollow section wilh'W' = 5'-0" = 1 V-4" Lawrence E. Sennett; P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P 0 BOX 214M8, SOUTH DAYTONA. FL 32121 TELEPHONE (386)7674TT4 FAX (386)76746556 'AGE I it COPYRIGHT 20st q -56 ROT T 0 BE REPRODUCED! N WHOLE OR M PAR T WilHOUT rMCWRO-rEN PERMISSION Or LA APE NCE E SEW.ETT PE SCREENED EINCLOS;_RIFS TAPPER AND r:0\'JiCCK INTO FIRST COURSE OF BRICKS ALTERNATE I-0,NNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NOW STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOO`f ING 1N! (2) #10 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4" x 1-314' CONCRETE ANCHOR TO SLAB OR FOOTING I X Q e BRICK KNEEWALL/AND FOUNDATION [aOF SCA 3 #3 BAR CONT. 2'-0" MIN. 3-1 2" (TYP. 1 #5 BAR CONT. BEFORE SLOPE AL SLABS) _ co ° TYPE TYPE II FLAT SLOPE / NO FOOTING ERATE SLOPE Ft 0-2"! 12" 2" / 12" - i'-10" i $p _ WALL CAP BRICK: BRICK KNEEINA:_ l --- PE MORTAR REQUIRED FOR LOAD BEARING BRICK WALL Al" (NOMINAL) PATIO CONCRETE SLAB ISEE NOTES CONCERNING FIBER MJESH) (3) #30 BARS OR (1) #50 BAR W/ 2-1/2" COVER (TYP.) EEN WALLS (1) #5 BAR CONT. 3) #3 BAR CONT. OR TYPE II! STEEP SLOPE FOOTING > 1'10' Notes for all foundation types: 1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds 32 ft., then a Type 11 footing is required under the load bearing wall only unless the side wall exceeds 16 ft_ in height or the enclosure is in a "C" exposure catagory in which case a Type II footing is required for all walls. 2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF, Bearing capacity of soil shall be verified, using a pocket penetrometer, field soil lest, or by a soil testing lab, to be above 1.500 PSF prior to placing the slab. 3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement of concrete. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForce"m e3TM (Formerly Fibermesh MD) per maufacturers specification may be used in lieu of wire mesh. 5. If local building codes require a minimum footing, use Type II footing or footing sections required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENIG:NEER- OEVEL OPMENT CONSU, TANT P O BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386)767-077e FAX )366)7576556 © COPYRIGHT 2ON NO' 10 86 F['PRIDO ED iN WHOLE CIR IN "AFT WITi OU'. IHE' iN P,1i1 Ff FI,, 5SI,71. OF _AWRE,CE F K!llF PAGE I Allowa.bie Spans f r t_ ­1 > 7.:r col F" e Tbe:s Aluminum Alep 6063 7-ti _., gaze with Wind Loads up to 150 M.P.H. and Latitudes Seew 30`-30'-0v" North (Jacksonville, FL) ,­ o ,4 T- Rnomc With rlinc I Sections I i Tributan• Load Width W' = Puriin Spacing r_3'" 5'-0" 56• 46I -_5'•foiiow -64-0b Allowable Span `L' 1 bending V or deflection'd' 2" x 2" z 0.044" 1 T-8" di TA" d T v' o 69" d 1 o' 6" b 1 6-3" b 1 5--11" b 2" x 2" x 0.055" 1 8'-1" dl " o" d 1 T-5- d 1 T-2" d' 6-11" of 1 69" d 1 6 =6" b 3" x Z" x 0.045" 8'-8" d 1 8'-3" d T 11>. d¢,_'_ C 1 T 5" d _T3" d 6'-11" d 42' s: 3" x 0.045" 9' 3' b B'-tC' b 8_5" b 8'-n" b x 0.050" 12' 2" b 11'-4'" b 10 8" b 10'-2" b I y -8`-� b Q' .3 b . 8'-0" Snap Sections Tributary Load Width 'W' = Puriin Spacing 3'-6" 1 4'-0" 1 4'-6" 1 5--0" 1 5'-6" 6'A" 6'-8" .- Allowable Span'L' I bending'W or deFlectiort V 2" x 2" x 0.044 8'-5" d 8' 1" tl T-9" of T-6" d T-3" d T-0" d 1 6'-9" d 2" x 3" x 0.045" 11'-7" d 11 1" d 110 8" d 10'-4" d 9'-11" b 9'-6" b 1 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 13'-6" d 12'-9" b 12'-2" b I 11--B" b I 11--1" b R sa Hnn. Facienad Thrm,Hh Beam Webs Into Screw Bosses Ilow Sections Tributary Load Width 'W' = Puriin Spacing 3'.6" 1 4--0" 1 4'-S" 1 5'.0" 1 5'-6" 1 6--0" 1 6'-13" Allowable Span'L' I bending'b' or deffection 'd' 2" z 2" x 0 44" 9'-2" b 8' 7" b 8'-1' b T-8" b 7'4" b 6'-11" b 6' ,'. b „ 0.055' b g.A" b 2" x 3" .050" 12'-0" b 11'-7" b 110'-11 b 10'-0" b 9'-10" b 9' 5" b - b x 0.050'. 13'-7- b I 12'-W b 11'-11" b 1 11'-4" In I 10'-10" b 1 VA" b - 0" b Snap Sections Tributary Load Width 'YJ' = Purlin Spacing 3'-6" 1 4'-0" 1 4'.6" 1 T-0" 1 5'.6" 1 6'-0" 1 6'-8" Allowable Span 'L' I bending'b' or deflection'd' 10--11" b 1 10' 2" b 1 9'-7" b 1 9'-l" b 1 8'-B" b 1 8'4" b 1 7711" b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wail thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# 1 Sq. Fi. for up to a 150 M.P.H. wind load 3. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4, Pudin spacing shall not exceed 6-8". For beam spans greater than 40'-0" the beam al the center purlin and one pudin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o:c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with'W' = 5'-0" = 10'-2" avrrence Bennett, P.E. FL # 96644 G FILEFly BOTEL TELEPHONE (86' 655T4 L9 121rT PAGE CC/ COPYRiGHe 2(-04 NOT TO BP RP PR1_,;_11FDr1 WHOLE OR ",.APT •N!THp T iti cn"tl i .. r ! F':55 F4 E ," •` ? SECT`— ? r` dCREEMNED ENCLOSURES Allowable Past? Upright Heights for Primary Screen' tali 1=fame rvternbers Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # 1 sq. ft." Hollo'a Sections Tributary Load Width 'W' = Upright Spacing 3'-0" 4'-0" 5'-0" 16'-0" T-0" 8'-0'- 1 9'-0" ' Allowable Height'H'I bending'b'or deflection'd' 2" x 2" x 0.044" 8'4" b T-3" b 6'-0" b 5'-11" bj 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-l" b T-11" b 7'-1" b 6'-5" b 111" b 5-7" b 5'-3" b 2" x 3" x 0.U45" T7'-3" b 9'-9" b 8'-9" 6 T-11" bj T-5" b 6'-11" b 6'-6" b 2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 1 8'-l" b 1 T-7" b 1 T-2" b Self Mating Sections Tributary Load Width 'W' = Spacing 3'-0" 4'-0" 5'-0" 6'-0" 7%fl 8'-0" 9'-0" Allowable Height 'H' I bending'b r deflection'd' 2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-1" b 11'-11" b 11'-l" b 10'4" b 9'-9" b 0.050" x D.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 3'- b 12'-10" b 12'-1" b 2" x 6" x 0.050" x 0.120' 24'-2" b 20'-11" b 18'-9" b 17'-l" b 1- b 14'-10" b 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" . b 21'-l" b 19'-3" b 17'-10" b 16'-8" b 15'-9" b 2" x 7" x 0.055" w1 insert 36'-3" b 31'-4" b 28'-l" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b 21'-6" b 20'4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-0" b 26'-11" b 24'-11" b 23'4° b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b I 32'-5" b 29'-7° b 2T-5" b 25'-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'4" b 43'-7" b 38'-11" b 35'-T b 32'-11" b 30'-10" b 29'-1" b 62"x"0-045"'l Tributary Load Width W'= Upright Spacing '-0" 4%0" 5'-0" 6'4" 7'-0" 8'-0" 9'-0" Allowable Height'H't bending W or deflection'd' 1" b 8'-7" b T-8" b T-0" b 6'-6" b 6' 1" b 5' 9" b " b 11'-0" b 9'-10" b 9'-0" b " b 13'-6" b 12'-1" b 11'-0" b 10'-2" b 9' 7" b I 8'-11" b 2" x 6" x 0.062" 2U-5" b 22'-10" b 2b 173" b b 89" b 7" x 0.062" 9'-5" b 25-5" ' b -" b 193b12"x T6-'-21"" 20- 1165'-%131" b For anuwau+e heights at wino velocities other than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1: Thicknesses shown are "nominal" industry standard tolerances. No wail thickness shall be less than 0.040". 2. Using screen panel width'W'select upright length'H'. 3: Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean root height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) Ni 0 x 1-112" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P 0 BOX 214368. SOUTH DAYTONA, FL 32121 ' TELEPHONE (386)7674774 FAX (386) 767-6555 PAGE q Gg ) COPYRIGHT2W4 -58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF L4WRENCE E BENNETT. P E allowable Post, Girl .--.::mall R311 S1030s, rur Secondary Screen V'dall Frame Merlibe."s Aluminum Alloy 6063 T-6 °or 3 second wind gust at velocity of 120 NiPri or an apvi:e_d :0a0 ei 14 I+ ;q 1 �-rizrntals Fastened To Posts With Clips TY Tributary Load Width W' ._ ! .. sa .:ors 41--3-6' 4•-0' 4-6" 5, 0—�'--5. 6•• _� 6 0 1 eu.., Nia uelnhts 'H' 1 bendmo'b' or deflection c o. 1e1UU11X n Tributary idth'W' Ho ectior� 3'-6' 4'-0" 4'-6" 5'- W. 5'-6" 6'-0_ 6'-8" Allowable Heig ding'b' or deflection'a 2 x 2" x 44" 7'-9" b T-3" b 6'-10' b '-6" b 6' 2" b 5' 11" b 5'-7" b 2" x 2" x 0 8'-5" b T-11" b T-5" b -" b 6=9" b 6'-5" b 6'-i" b 3' z x 0.045" 9'-3" b 8'-8" b B'-2" b T-9" b 7 5" b T-1" b b'-b" b 2" x 3" x 0.045" 10'-5" b 9•_9" b 8'4" b 8'-0" b T-11" b 2" x 4" x 0.050" 1 t'-6" G 10'-9" b 10'-1" b 9'-7" b 9,_2•' b B'-9" b 1 8'-4" b Snap Sections Allowable Heights 'H' / bending'b' or deflection'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b T-6" b T-4" b T-0" b U-B" b For allowable heights at wino verocnres otner u:an :w n:r,., — -•-•• •--•- •• � _...— Specifications for tables page at the beginning of this section and example below. Notes: 1 Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040 2 Using screen panel width'W' select girt lengths. 3 Site specific engineering required for pool enclosures over 20' in mean roof height. 4 Span Is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span 6. Gin spacing shall not exceed 6-8% 7. Spans may be interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. F 4fa I Lawrence E. Bennett, P.E. FL # 16644 C:4'IL ENGINEER OE'EI OPMENT CONSUL TANI P O BOX 214366. SOUTH DAYTONA. FL 32121 TELEPHONE !3B6t7672774 FAY ;38E)191$555 PAGE I LOP YRIGHL ?Ou= !.Gr Tj Bi P, I. - .., r`•:I .),. �N I. [,Fi .v.,l.ri'i' r.- ,rtn liT FN RFRln,55.r'::•.. r 4'/.:=nlf..: 1-a9 Table 1.5 Allowable Spans for Miscellaneous Framing Beams as Supporting Screen Roof Frame Members CD for Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL, 7 Aluminum Alloy 6063 T-6 n CD czi x Ill Single Self -Mating 9 Mating Beams Tributa Load 10'-0" 14'•p" 18'-0" n 22'-0" 26'-0" 30'-0" 34'42'-0" 46'-0" 50'-0" 54'-0" 10'-11b Allowable Span'L'/ bondinlon'd'$' „m m l77 A 2" x 4" x0044"x0.100" a fD i y o 7 2" x 5" x 0.050" 0.100" 9'-3" b8'-2b T-5" b 6'-9" b 6'-0" b 5'-1 ="b" 5'-0" b 5'-1" b 4'-11" b 4' 9" b _ x 2x 6x 0.050" x 0.120" 13'-7" b 15'-8" 11'-5" b 10'-1" b 9'-2' b 8'-5" b T-10" b T-4b 6' 7" b 6'-0" bb 6'-1'Rb 5'-10" byo x 7" x 0.055" x 0,120" b 1 T-8" b 133b 14'-11" b 118b 13' 2" 10'7b FT b 9'-l" b 8'-6b T-8" b 7'-4" b T-0" b 6'-9" b z m a t J �' ° rfl 2" x 9" x 0 072" x/0.224" 24.9, b 119''3"" b 116'i1 T' b 115-4'i b 114; 2'i b 13; 2" b 12'-4" b 1 P,8" b 8 1" b 10' 8" b 10,2" b 9'-10 b > m e 6" b T5_10" b 14'-7" b 13'-7" b 12'-9" b 12'-0" b 11'-5" b 10'-11" b 10' 6" b 10' l" b T 20 t b 18 S b 16-8 b 75'd b 14'•3 b 13'-5" b 12'-8" b 72'-1" b 11'-6" b 11'-t" b 10'-B" b v r. 2" x 9" x 0.082" x 0.306" 27'-1" b 22-11" b 20'-3" b 18'-3" b 16'-10' b 15' 8" b 14'-9" b 13'-11" b 13'-3" b 12'-8" b 12' 2" b 1 t'-8" b I v i 2" x 10" x 0.092" x 0.369" 32'-7" b 27'-7" b 24'-4" b 21'-11" b 20'-3" b 18'-10" b 17'-8" b 16'-9" b 15'-11" b 15' 2" b 14 7" b 74' 0" b Tributary Load Width Double Salf-Mating Beams 10'-0" 14'-0" 18'-0" 22'-0" 26'•0" 30'•0" 34'.0" -'-'- � 36'-0" 42'-0" 46' 0" 50' 0" Allowable Span'L' 1 banding'b' or deflection 'd' --- 2" x 8" x 0,072" x 0, 224" 32'-3" b 2T 3" b 24'-0" 1' 9" b 19'-11" b 18'-7" b 1T 6" b 16'-6" b 15'-9" b 15'-0" b 14'- " ---� 2" x 9" x 0, 072" x 0.224" - 5 b 13' 10" b 34'-11" b 29' 6" b 26', b-7" 21'-8" b 20'-2" b 18'-11" b 1T-11" b 1T 1" b 16'-4" b 15' B" b i;i 0' h 2" x 9" x 0.082" x 0.306" 38'-4" b 32'-5" b -7" b 25'-1 b 23'- 22'-2" b 20'-10" b 19'-8" b 18'-9" b 17'-11" b 1 T 2" b 1 E'-6" b 2" x 10" x 0.092" x 0.369" 46'-1" 6 38'-11" 4'-4" 31' V. b -7' b 26'-7" b 25'-0" b 23'-8" b 22' 6" b 21'-6" h 9n' r' h � . "'. , Double Self -Mating Beams with 2 x 4 SMB added Tributary Load Width to Top or Bottom 10'-U 14%0" 18'-0" 2 '-0" 26'•0" 1 30'-0" 3Perpendicular 38f'l-0c"o2' " to Webs) 4d - 00" 54'-0 Allowable SpanL/ be,, i4 ndng'b or deflection x 8" x 0.072" x 0.224" 2" x 9" x 0.072" x 0.224" 9 26" - 23-6b 21-8b 20-2b 18'-11" b 1 T-0" b 16'-3" b b -T" 15'-7" b 15'-0" b 2" x 9" x 0.082" x 0.306" 3T-9" b 40'-6" 31'-11" b 28'-2" b 25'•6" b 23'-5" b 21'-10" b 20'-6" b 19'-5" b 18'-5" b 1 T-7" b 1 b 16'-3" b 2" x 10" x 0.092" 0.369" b 34'•3" b 30'-3" b 27'-4" b 25'-2" b 23'•5" b 21'-11" b 20'-9" b 19'-9' b 18-11" b 18'-2" b 1 T-5"' b x Notes: 47'-11" b 40'-6" b 35'-9" b 32'-4" b 29'-9" b 2T-8" b 25'-11" b 24'-7" b 23'-5" b 22'-0" b 21'-5" b 20'-8" b rr is recommenaea that the engineer be consulted on any carrier beam that spans more than 55' 2. Spans are based on 150 M.P.H. wind load plus dead load for framing. 3. Span is measured from center of 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. Spans may be interpolated. Example: The Maximum'L' for a 2" x 4" x 0.044" x 0.100" Single Self -Mating Beam with Tributary Load Width = 22'-0" is 7'-5" 0 M 0 Z .,a k; s`=Er`e>w F1 F'r`-}"i :"�, ..�„"• •c`Roof Beams toWall iJpriyn;s_ j Mmmmu rtl Partin, Gut Dec k _.•d r Minimum 4un'b • el Screws oe i ej, hilly i S' d r' tee Brace Size" ' Anchors i hi 10 x #12 x i 'Screw @ 24' O.C. .._ _ v x 2" z 0.044" o F i r t 4 I 2- x 2" x 0.044 _ Full 5 o, t o,�_,`+ _ ! _ 4 1 #10 2 Full La x' x 2" x 0.044" 1 v" x 2" x 0,044" 2 Full Lap 3 o _..__ _ 4 i #8 T x 2' x 0.044" 4 Full Lao no V.__ _ _ 4_ 2" x 2 x 0.044" 4 aI Par La _ J 3 6_� #10 x 2, 4 Panay 1 a _ e _ 10 I #12 3' x 0.0%--__ ..__ 14 �1.4 ---^-- e x x 0.045' 5 _ rla. La n' _ -- 'b ���- I #14 x 4' x 0.050" 8 Partial La _ __..d-- E.--- #1' —_-16 2"%4 x0.050" 1C Partial La Lu #14 _ Gusset Plate Thickness Beam Size Thickness Screw Size Minimum Distance and Spacing of Screws � Center To Center Edge To Center __—^ #8 5116" 5/8, 2` x 7" x 0 055" x 0.120" 1116" = 0.063" 9 10 3!B" 314' 2" x 8" x 0 072" x 0.224" 1/8" = 0.125" #12 1/2" 1" 2" x 9" z 0.o72- x 0:224" 1/8" = 0.125- #14 or ti4" 3W' 1-112" 2" x 9" x 0 082" x 0..306" 1/8" = 0.125" 511"0" 718" 1-3/4" 2" x 10" x 0.092" x 0.369" 1!4" = 0,25" 2" Refers to each side of the connection of the beam and upright and each side of sptice connection. " 0.082" wall thickness, 0.310" flange thickness t Note: 1 Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/16" gusset plate. 2 AL gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3 For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the out. 4 The number of screws is based on the maximum allowable moment of the beam 5 The number of deck anchors is based on RAWL R Tapper allowable load data for 2.500 psi concrete and / or equal anchors may be used The number shown is the total use 112 per side. 6 Hollow splice connections can be made provided the connection is approved by the engineer. 7 If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut 8 All beam to upright connections for 2" x 7" beams or larger shall have an Infernal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9 For gusset plate connections 2" x 9" beams or larger use 314" long screws. 10 The side wall upright shall have a minimum beam size as shown above, is . a 2" x 4" upright shall have a 2" z 3" beam. 11 Connect beam to upright wl H-bar, gusset plate, or angle clips for each splice with 1 /2 the screws on each side of the cut. 12 For gin size use upright size (i.e. 2" x 6"). Read the 2" x 6" beam row for min. girl of 2" x 2" x 0 044". Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required dh,mimim C063 T-6 Brace Length Extrusion Anchoring System 0' - 2 -D" 2" x 2" x 0.044" 2" H-Channel With 3 #10 x 1/2" EACH SIDE To 3'-O" 2" x 3" x 0.045' 2" H-Channel With 3 #10 x 1/2" EACH SIDE To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H-Channel With (4) 3/4" long screws (size to be delermined by beam size, see table 9.6) (See I able 1.b ror Mal Ana Dice v, xlemr Note: 1 For required knee braces greater than 4'-6" contact engineer for specifications and details 2 Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6". Lawrence E. Bennett, P.E. FL # 16644 P�.NILENGINEER DEVELOPMENT CONSULTANT P O 60k 214368 NE (3 6) 7674IA FL 32121 TELEPHONE (386)76]-0T]4 FA% 1386)]67.6556 — —� PAGE (�; (JCv31GIiT 20M ,. bf PEPROf1U r . NH7rE OR N PART'NITHOW THE NP171'N FEPN155•: k -61 SECTION SCREENED ENCLOSURES Table 1.S Allowable Spans for Primary Screen Roof Frame Members for areas north of the latitude of 30°-30'-00" (Jacksonville, Florida) that are subject to ice on the screen & wind ?one of 150 MPH or greater Aluminum Allov 6061 T46 Hollow Sections 3'-0" Tributary Load Width ='W' 1 4'-0" 5'-0" 1 6'-0" 1 T-0" 1 8'-0" Allowable Span 'L' / bending'b' or deflection'd' 11 2" x 2" x 0.044" 8'-1" b 6'-11" b 6'-3" b 5'-8" b 5'-3" b 4'-11" b 4'-B" b 8'-10" b 7'-7" b 6'-10" b 6'-3" b 5'-9" b 5'-5" b 5'-1" b 2" x 3" x 0.045" - 10'-11" b 9'-5" b 8'-5" ti 7'-8" b 7'-2" b 6'-8" b 6'-3" b 2" x 4" x 0.050" 11'-11" b 10'-4" b 9'-3" b 8'-5" b 7'-10" b T-4" b 6'-1 T' b Self -Mating Sections Tribu ryLoad Width=W T-0" 0 4'-0" 1 5--0" 11 11 1 T-0" 1 8'-0" 1 9'-01, Allowable Span' / bending'b' or deflectiorl 2" x 4" x 0.044" x 0.100" 16'A" b 1 14'-2" IV 1 12'-8" b 1 1'-6" b 10'-8" b I 9'-11" bi 9'-5" b 2" x 5" x 0.050" x D.10D" 20'-2" bl 17'-6" 15 " b 1 4'-3" 61 IT-31" to I 12'A" b 1 11'-6" b 2" x 6" x 0.050" x 0.120" 23'-0" b 1 20'-3"1 bV 16 1" b 6'-6" 1 '-4" b I 14'-4" b 1 13'-6" b 2" x 7" x 0.D55" x 0.120" 26'-4" b 1 22'-91 b 1 2 -4" b 1 8'-7" b '-3" b 16'-l" b123'4" 2" x 7" x 0.055" w/ insert 34'-11" b 30' ' b 2 '-1" b 4'-9" b 22 " b 21'-5" b 2" x 8"x 0.072" x 0.224" 33'-11" b 29'- " b '-0" b 2 -3" 20'-10" b2" x 9" x 0,172" x D,224" 36'-10" b 31' 1" b 8'-6" b *Ob 2 -1" b 22-7" b40'-5" b 35'-0"1'-0b 26 6" b 24'-9" b 2" x 10" x 0.092" x 0.369" 48'-7" b 42'-1- b 37'-8" b 4'-0" b 331 10" b 29'4' b Snap Sections 1 3'-0" 4'-0" 5'-D" 6--0" 1 7'-0" 6'-0" 9'-0" Allowable Span' / bending'b' or deflection 2" x, 2" x 0.044" 12" 9'-7" b 1 8'-0" b T-5" b 6'-9" b 6'-3" b 5%11" b 5'-7" b 2" x 3" x 0.045" 12'A' b 10'-8" b 9'-6" b 8'-8• b 8'-l" b 7'-W b 1 T-1" b 2" x 4" x 0.045" 15'-1" b 13'-0" b 11'-8" b 10'-8" b 9'-10" to 9'-3" to 8'-8" b x 6" x 0.062" 25'-6" b 1 22'-1" b 1 19'-9" b 1 1 B'-O" b 1 16'-B" In 1 15'-7" b 1 14'-9" b 2" x 7" x 0A62" 28'-5" b 1 24'-7" b 1 2l'-11" b 1 20'-1" b 1 18'-7" ol 17'-5" 11 16'-5" b 1. For span of beam; Use screen panel spacing'W 2. Above spans do no! 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. 3. Purim spacing shall not exceed 6'-8" (40 x web thickness). For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center pudin shall include lateral bracing as shown in detail (48'-0" span with purlins at G'- 8• o.c. center purlin and (2) purins each side of center pudin need lateral bracing. 4. It is recommended that the engineer be consulted on any screen enclosure that spans more than 55'-0" and as a minimum the upright used for screen enclosures over 55-0" shall be one self -mating section smaller than the beam section. 5. Span is measured from center of beam and upright connection to fascia or wall connection. 6. Table may be used for roofs of Florida or glass rooms, or for solid material on frame. 7. Spans may be interpolated. Example: Max.'L'tor 2" x 4" x 0.050" hollow section with 'W' = 5'-0" is 9'-3". Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER DEVELOPMENT CONSULTANT P 0 BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE 1386)7674A4 FAX. (386)76765% PAGE -- © COPYRIGHT 2004 1 -62 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION nF LAWRENCE E RENNET'. PE SEA CEO 1 SCREENED ENCLOSURES Table 1.10 Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Side I Solid Roof Other Side Aluminum Alloy 6063 T-6 ..-to"-an•Jfn•• n1...sf. F;Or Areas wiln Trim lo-os rn ---- ---- 1/2 Screen - - - Roof Beam Span 14'-0" 1 16'-0" 1 18--0" I Zu­U 1 22'-0" Beams And 5" Super Gutters 2" x 6" x 0.050" x 0.129" 2" x 7" x 0.055" x 0.120" 2" x 7" x D.055" w/ insert 2" x 8" x 0.072" z 0.224" 2" x 9" x 0.072" x 0.224" 2" x 9" x D.OB2" x 0.306" - 2" x 10" x 0.09-2 x 0.369" 1/2 Solid Roof eam Span 5'-0" 11'-0" b 12'-1" b 15'-3" b 14'-10" b 15'-11" b 17'-0" b 20'-7" b 5'-0" 10'-11" b 11'-8' b 14'-W b 14'-0" h 15'-5" b 16'-9" b 19'-11" b 10'-7" b 11'-0" 14'- 13' 0" 14 b 16'-2" b 19'-3" b 10'-3" b 1'-11" 6 1 '-10' b 3'-5' b 14'- 15'- " 18'- " b 9'-1 b 1- b '- " b 1 1" b 15'-3" b 18'-2" b 9'-9" b 10'-4" b 13'-1" b -9" b 13'-8" b 14'-10" b 17'-8" b 9'-6" b 10'-1" b 12'-9" b 12'-5" b 13'-0" b 14'-6" b 17'-3" b Notes: 1. If the solid panel is greater or less than 10'-0"• then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 112 of solid roof span . 4. Spans are based on a minimum of 10# / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans may be interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1-11 K-Bracina Fastening Schedule Number of #10 x 3/4" S.M.S. Required p Diagonals (K) per End Intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate MmaximumjCo;rerPost 2 2 4 4 422 2 2 2 2 7 12 Note: Maximum front wall height = 10'-0" Use front wall width when determining number of s m.s. for the side wall K-bracing. Use side wall width when determining number of s.m s.. for the front and / or back wall K-bracing. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT F L P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386)767AT74 FAY (366)767.6556 PAGE CC) -4 20M 1-6i NO: TO BE REPRODUCED 114 WHOLE OR IN PAP.: — THOUT THE VVRITI EN PERMISSION OF IP.V/RE`.CF E BENNETT P E Page 1 of 1 Building Details Par ID: 3321-803-0087-000-3 Card Number: 1 Account Number: 36008 va° e a �o pn 0%006S o ��t t0�' Ic y Code zt\\o.�\e\� %q ��o1 � � d �e Description Area Pe �oe esP �a°® h�< BAS - t\pf%�p `� AREA BASE 2846 30 29 -'A 19 j GAA - NYSE '30 (1139) Garage 706 11 0 Attached SPAH } 1' Average (433) 38 I 12 ' • 5 NVSE - 9 59 fv� 7 1744 "1 Screen BAS (2849) z3b Enclosure for Sketch 1130 16 36 Only 41 s N� 24 0 (Valued in 1402 9 SFYI) 18 3 $ IL OPA}I 18 GAA OPAH - (84) 2 Open 3 10 25 10 Porch 84 40 Attached High SPAH - MIN.TSETSIACK REQ. I Screen FRONPorch 433 96 SIDES Attached CNR �_ High REAR TECH, /5d1 • wfiuro to E3e Ptaceq o foungan the Same n existinOwas g here ork uv3starrn darrtaeehat ei toot print be aq No o the e .istingstr originai ucture. e 7 F j%I.aFIL' yf fib•�. h t bx:c` http://www.paslc.orglbasearea.asp?sketch=\36000\8001.jpg&account=36008&card=l &p... 11/ 17/2005 ' 1 7t I• 1 +I !1�1p/ &Ae.II IAA., PARCEL'' 0 28, TOW NS HIP 3 6 •• �,�1 S,OIUT )7 , k� PRE PA r ,r , �,ry� t It •.. lAh'�'t�'rll�+•��1. ^•,y� i I'".' t 1' KARNER b' M1r rr ,. N PHASE i • 44 ea, '� ,� }� S,StO C.la. ,'2162 .RESERVE PARK TRACEa n �'�PORTST ' ?�`�yf�{ ��t�J ♦ rr�{t r1�1.M �Y/ 1� r + ' � ♦t' �'. { 't�15 F"�''R� ' ,'Y•!. •a'r4' [1i la.l ,t, ' M1 M1 1 a •�• •r .. /�'1{•'''•` `` f,l IF;;,�'� 1r41t}p5F�1 j1�i (1 ,p, rwl illy ` I17� 1L• }gip i •i: I'lh •'1.'; :�, i• I!, tl N ,• 1 q t J 1 i ' 1+ ,. ,/ , r d,74:,• � •'•.nf„it; 1! t t/5y I 3�, t 3 \Lii/ ,,. T M1 ♦ . M1 �' } 15.♦ I L11 II• 4f1.1 �5f� A'4 i5�1, 1 rY 40 Y,. 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'W g�� , >.:'t''. i ,,•° � -en`' ; VL \e�.. t�'�6 i ,.,.__, I�J.IO Structure to be placed on exisiing oundation the same sine that as prior to storm damage. No Cop other work will be added to original o Itoot print ofthe existing structure. • 5 [.oIJG ca1/E D9 S,L, laced on existing cture to be same 51ye t tjo tou tlon t storm dama9to ot'sinat nda was ptiot K W111 be added stNctuce. othef clot of the exist toot P South Florida Aluminum Products Inc• 4801 South U.S. #1 Fort Plerce, FL 34M T- D, W zo W4 BUILDINUM PRODUCTSINCLUDES ONLY ALUMTF VISI H DD N CONNECTIONS ANDAI ALL DETAILS T 0HE ALUMINUM CONTRACTOR T 10,5 Verification of the adequacy of the existing foundation is the responsibility of the contractor for replacement of structures lost due to hurriaeno damage, I � ncEDWORK , 04f THESEPLAN Y CORRECTIO�— ARESUB�ECT F E`. mspeCToRS T REQUIRED Y IN ORDERTo . uaCESSAR __.., m1ECODES• COlAW W� z y z X 2 X y >< k k a • I I -FILE C P W