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HomeMy WebLinkAboutSUBMITTED PAPPERSr error » 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 APPL]CANT 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 A-ITACHMENT_ OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning, Q�WNERICONTRACTOR SIGNATURE CO TRACTOR SIGNATURE STATE OF FLORIDA STATE OF FLORIDA COUNTY OF :Sr .LUUG- COUNTY OF 5r, L uc IC ..,, r 1. The foregoing instrument was acknowledged The foregoing instrument was acknowledged before me. this day of ' , 20>Zy' by b fore me this L([ day of Ncu, , 20pS, by PAVe T NRTTE o'asnersona v t _ TTG o tt nercnna v own tomPor who }as produced' own tom or who has produced as identification. as identification. e� SiSi anne of Notary Signature Notary (� /-L2��J St.IIAJso�.J Xf3Ccu L SWr uses'✓ Type or Print Name o- tNotnry f-e�Ke en �, Swi lson Type oc,Briot Na of Not�ry * Commission C6991758 > _Karen L, Swinson Commission No. P Co W MIB[S!1 �°91758 Eipires Jan 3, 2009 �,4� E(pires Jan 3 2009 NOTE; TWO (2) SIGNATURES ARE REQUIRED. EACH SIGNATURE MUST BE NOTARIZED_ IF APP PING FOR:BHS BUILING PERMIT AS AN OWNERIBUMDER, THE OWNER hfUST PERSONALLY APPEAR TO SIGNTHIS APPLICATION IN THE OFFICE LISTED ON THE FRONT OF THE APPLICATION_ 1`_ 4 V =,. Y'�-"•yY ^ta�.M �`' �m's�4j`2�1."�CY.rwiY..y \,+.{ F].�y ua' �l i���� 'a..3 T' y'�` .e�✓..�%%�Y eei Yt.: �'*�'^[LG �{ ar'y �"�. Tc.VG�'sfi�§„t4 ... -,. _ rv...>h _4le'tRen : ii� �� _t -. �,-i' 'vs�:..b��e. ..... Jr-� Y�'�tm�._a�'a! {uN -s v. L a. _[c'I'i u° ru��x>Mxb r`. g T �TrtT,tT'y. b �'ftvWEC �s{E�axY.i •_.3.�3��'�va ,.. '` C3. 'r� s¢ " 'Jsa%.. i..._. MAP NO. ,JD SECI70N D n TOWNSHIP /��/� RANGE fj ZONING LAND USE / LOT CVG% Additional Permits Yes - no REPORT CODE �% / / BIMS FEE $ M1SC FEES $ TOTAL FEES. $ REVIEWS ZONING ZONING IN PLANS MISC. VEGEf_ATION REVIEWED BY I EXAMING . DATE COhLPI.ETE S oQg INITIALS E� l✓ 7 . i OFFICE USE ONLY: DATE FILED: PLAN REVIEW FEE: RECEIPT NO.: CONCURRENCY FEE: RECEIPT NO.: pc V PERMIT NUMBER:, CERT. CAP. NOI 1FO MUST BE COMPLETE & FILLED IN TO BE ACCEPTED St. Lucie County Building and Zoning 2300 Virginia Avenue SCANNED Pierce, FL 34982-5652 BY 772-462-1553 St. Lucie C08Rty APPLICATION FOR BUILDING PERMIT FOR ALUMINUM STRUCTURES PROJECT INFORMATION 1. LOCATION/STT•EADDRESS: 730 y Sf;'LCKAJID pn 2. S/D NAME: LagEvioop PAREK SITE PLAN NAME: , — 8,20 i;y (r' 3. PROPERTY TAX ]D q: /301 - III - Oa6R - 0//00 - 3 4. LEGALDESCRIPTION (attach extra sheets ifnecessary),: L�� A(x,69 (AIiT( Lfi- CWoOD l`/1RY 5. PLAT 6_ PAGE 7. BLOCK 8_ LOT �— BOOK NO. NO_ NO. oZ 9. PARCEL SIZE: ACRES/SQ FT_ LOT DIMENSIONS 10. DESCRIPTION OF CONSTRUCTION PROJECT OR WORK ACTIVITY: (�[MI5T2tJcr J�oOL L—AJCLOSUi2C ' H. SETBACKS (ACTUAL) FRONT: BACK- RIGHT: LEFT- 42t 6 SIDE SIDE 12_ [X NEW CONSTRUCTION [ ] EXPANSION/ADDITION 13. TYPE OF STRUCTURE (Check all appropriate boxes). [ ] SCREENROOMS [ ] CARPORT/PATIO ROOF [I GLASS ROOM [ ] SHED [,X POOL ENCLOSURE [1 MOBILE HOME ROOF OVER [ j HANDRAILS/GUARDRAILS FOUNDATION [ ) SLAB ON GRADE [ ] RAISED SLAB W/FOOTER [ J RAISED WOOD DECK ON FOOTING 14. DESCRIPTION OFPROPOSED USE: C��T1I �- 15_ Sq_FtJCONSTRUCTION: 500- O; 16. VALUE OF CONSTRUCTION: $ 000 The vestnc of construction is used to detcrtnine the amount ofpetmit fees lobe assessed_ SLLucic Coanty reservesthe righ[to question and/or modify the iodigtcd value of construction if it is demonstrated that the submitted figures are not consistent with similar types of construction activities_ If the value is $2500 or more, a RECORDED Notice of Commeneemerd mist be submitted with this application. INIPORTANT 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 Rep. 5123102 ding OVVNFR 1"IPORMATION NAME: ADDRE CITY: rozs BC/ZGG STATE: PHONE (DAYTIME)- IF THE FEE SIMPLE TITLEHOLDER (PROPERTY OWNER) IS DIYTERE197 FROM THE OWNER LISTED ABOVE, PLEASE FILL IN NAME AND ADDRESS BELOW. FEE SIMPLE TITLEHOLDER: •_b�• CITY: PHONE (DAYTIME): STATE: L ZIP 3 y9s/ m CONTRACTOR INFORMATION ST_ of FL REG./CERT #:c+ ST. LUCIE COUNTY CERT #: t...7ti cf BUSINESS NAME: AEI 2oA)12&CGC SCREGAI i nl k' &C QUALIFIERS NAME: � ADDRESS: Jolft PHONE (DAYTIME): ARCHIT/ENGINEER: JC t E STATE: y0-T a70 7917 ADDRESS: f U u ox e[ 1 N 3 b a CITY: S. 1%94rONA PHONE (DAYTIME): ()'G 7 N 7 7 y 311983 email: STATE: r /r ZIP 3.2 Id- / DESIGN INFORMATION (Contractor has the option to provide site specific engineeringfor structure&Cladding Components) Produ:height [:IS- maximum Minimum Design Pressure Design Pressures Manufacture - Model Number Method of Attachment Asper 1707A.4.1 FBC 120 130 140 190C Component Table 1606.2B indows 37.7 40.7 47.2 57.1 wing Doors 32.438 44 53.2 liding Glass 32.4138 44 53.2 Structural Components • Table 16062E for enclosed structure only. All open I partially open structures refer to FBC Ch. 20 Roof * 0-10 degrees 54.2 63.6 73.8 893 all Table 1606.2A 22.8 26.s 31.1 37.6 ❑ Impact glazing will be provided Type of Surface attachment: wood Frame _ Aluminum or enclosed structures only Minimum Design Product Compliance Report # Method of Attachment SBCCI I Dade I Other jAnchorType DESIGN PROCEDURE Florida Building Code Exposure Wind Zone mph Attach all appropriate Engineering Designs and Specifications from ]Lawrence )Bennett, Robert Monsour, or other approved engineering manual to the top of this sheet. CE-IECIMST Items needed: ❑ 2 copies of site plans to scale, with all dimensions of Existing and New structures, and showing front, sides, and rear setbacks. D 2 copies of clean, precise, and scaled plans, on a minimum of 8.5 x 11 and maximum of 11 x 17 sheets- EI Top View, showing beam sizes and span lengths, colnin kl�c�` Jons, line indicating overhang, host attachment, and all dimensions. Q. Front View, column location and distance be'tr'veerr 4am size`s & length, girt locations, and all dimensions. Cl Side View, columni location and distance between, beam sizes & length, girt locations, and all dimensions. D 2 sets of highlighted engineers sbeets from appropriate manual for all-` attachments.. _. q 2 copies of the Design Procedure Checklist from the AAF Manual OR. the design component checklist from 2001 Bennett Engineering Manual ❑ All window and door pressures and attachments noted on plans & checklist. ❑ 2 copies of Dealer signed attachment letter with lot and block number, and, street address of installation. Or 4`.'' 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 located in the designated wind zones set by the county, along with applicable tables 1606.2A, 1606.2B, 1606.2C, and 1606.21) or chapter 20 of t �lodan(Building Code. - Contractor Name Signature Date 1900, to ula11W.11cl '.ylu.n!W '.I IO1'd -TWA YIIr.4j, immu uoa loud 4q llaMols Uollullw'all . /him •11r101i u4und uo volsunix. ts3nho11 C.)C) ^ I - t 1111(1 III III sluua(l : u.l aa»la�` i�~ spl!n ` apta(,� aaua�aadxa sdy auo! -13A?, {..p$�.." pig+ "W-L *Ayi-� OUM "Cif. ` LL � -_.� �� a► uaa � 10 'd _. 'ON xv� Nd 6P:90 IVS 900Z-10-'I(lf Code Compliance Division 2300 Virginia Avenue Ft Pierce, FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1148 Date: 30 December 2005 Job Address: 7304 SALERNO RD Received By: dpelton Paid With: CK Paid By: HARBOR BAY POOLS INC Building Receipt Sign: Receipt N: 0000030844 Permit Number: SLC- 0511-0846 Amount: $77.00 Credit Card Number: Check Number: 24851 EDWIN M. FRY, Jr., CLERK OF THE CIRCUIT FILE 0 2747119 OR BCC•-' -416 PAGE 1743, COURT - SAINT LUCIE COUNTY Recorded 11/19/2005 =t. 09:29 AM I.. NOTICE PERIM NO. STATEOF 6LoRitl& TARID.NQ /3ol-t: d6-d 1tS8'rpoO-1 CODNTYOF 579 LuuLr THE UNDERSIGNED hereby gtrea notice that Improvement will bemadeto certain reel property, and In accordance with Chapter 7t3.F1orlds Statmtea.thefallowing Information Is prodded in this Notice " of Commencement. „SrQEEs) Contractor _ ADBLONDACKSCREHN1NO. INC. Phane# 777.311A ]17n Address 1290BSWBB.TM0RBST.PU FL34953 FUN M-340-7857 Sorely Phone# Address N/A Fax# Amount of Bond $ Leader Phone# Address N/A Fax# Persons within the State ef39oride dedgarted by Owner upon whom -notices or other documents may he Served ss provided by Section 713.13 (1) (a) 7., Florida Statutes: Name Phone Addre s N/A Far# In addition to Mosel[, owner dedgamn, of Phone # Fax# to receive a copy ofNelimor's Notice as provided in Section 713.13 (I) (h), Florida Stadrtm. Expiration daft of notice of commencement D one yea fmm the date of recording unless a different date is specified. (Date) . 1 f mitt# OWNER'S SIGNATURE STATE OF FWRWA. COUNTY OF c E ' Swam to and Subscribed beforeme this 11 dayof Naa• .20ps •by �✓/LCIAM �6pQ,N(r lopersonallylmowntomeorwhohuprodoeed ,ei pERsou on identification. (reeq giat'moflklotary of A�"� L .qw/A.�., Type orPdnt Name of Notary Notary Public Title Commission No. Rut✓p1) %5 lirboi ftPooh.bn. 1919 SW & Maardo BMd. Part SL LCY, FL 34994 B""h Karen L. Swinson * * My Commission CC991758 ,r.,V Expires Jan 3, 2009 STATE OF FLORIDA Y.i L,1CIE COUNTY Tsi„c; 'r0 CERTIFY THAT THIS ISA feCCORRECTCOPY OFTHE tit"�I +,. FRY, JR., CLER1 Opoty Clerk Date. � �J �::�irGrGE (�O �crc�c Code Compliance Division 2300 Virginia Avenue Ft Pierce, FL 34982 Phone: (772) 462-1553 Fax: (772) 462-1148 Date: 29 November 2005 Job Address: 7304 SALERNO RD Received By: counselb Paid With: CK Paid By: HARBOR BAY POOLS INC Building Fee Receipt Receipt#: 0000028962 Permit Number. SLC- 0511-0846 Amount: 525.00 Credit Cud Number: Check Number: 24357 Sign: Property Appraiser - St.Lucie C,^^nty, FL Page 1 of 1 PROPERTY RECORD CARD William G Hearing Record: 1 of 1 <<Prev Next» Spec.Assmnt Taxes Exemptions Permits Home Print Property Identification Site Address: 7304 SALERNO RD ParcellD: yCIE C 1301-606.0268-000-3 ��'� �• �Gy Seclrown/Range: 02 :345 :39E Account #: 136869 y .. Map ID: 13/02S Land Use: SF Res Zoning: City/Cmy: ` ST. LUCIE COUNTY � c Ownership and Mailing Legal Description Owner: William G Hearing Nancy J Hearing LAKEWOOD PARK -UNIT 6- BLK 69 LOT12 (MAP 13/02S) (OR 2401- Address: 7304 Salerno Rd 2945) Fort Pierce FL 34951-1478 Sales Information Assessment FV Total Land and Building Date Price Code Deed Book/Page 2005 Val: 97300 Land Value: 42900 Acres: 0.27 10/27/2005 150000 00 WD 2401 12945 Assessed: 49541 Building Value: 54400 7/11/1997 44000 00 WD 1088/0551 Ag.Credit: 0 Finished Area: 1036 SgFt 8/12/1996 43000 00 WD 1030/1988 Exempt: 25000 2/9/1996 52000 00 WD 0998/2898 Taxable: 24541 TotalTax: 520.05 BUILDING INFORMATION Exterior Features View: - RoofCover: SA -Asph Shingle RoofStruct: GA - Gable ExtType: HC- -HC- YearBlt: 1986 Frame: - Grade: C- -C- EffYrBlt: 1986 PrimeWall: BS - CB Stucco StoryHght 0010 -1 Story No.Units: 1 SecWall: - Interior Features BedRooms: 2 Electric: MX-MAXIMUM PrmintWall: DW- Drywall FullBath: HeatType: FHA - FrcdHotAir AvgHt/FI: STD 1/2Bath: 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 SDSF - SITE DEV S-F Y 1 1 AV AV 2001 1 0100-SF Res 201 -Front Ft 90 131 THIS INFORMATION IS BELIEVED TO BE CORRECT AT THIS TIME BUT IT IS SUBJECT TO CHANGE AND IS NOT WARRANTED http://www.paslc.org/pre.asp?prclid=130160602680003 12/28/2005 OFFICE USE ONLY: DATE FILED: i I u 0-1 RESTAMP FEE: 50 • GfO COPY FEE: 4uo K oL ( •%lam • CU . 1 1: . oslko •'r IJ V ' al ST. LUCIE COUNTY E COMPLIANCE DEPARTMENT PERMITTING & ZONING 2300 VIRGINIA AVENUE ORT PIERCE; FL 34982-5652 561-462-1553 APPLICATION FOR RESTAMP OF PLANS & COPIES PROJECT INFORMATION 1. JOB LOCATION/SITE 2. PERSON REQUESTING RESTAMP/COPIES: CONTACT PHONE 3. CONTRACTOR INFORMATION: ST. OF FL REGJCERT# BUSINESS NAME: A3 i;r p 4cic Qualifiers Name: `p4uL In ADDRESS: y � ST. LUCIE COUNTY CERT.# is- qcl CITY: dcTSs. - STATE: Vu PHONE (DAYTIME): 346-7Mn0 FAX# 716- THERE IS A $50.00 BASE FEE FOR RESTAMP OF PLANS. CUSTOMERS REQUESTING INFORMATION WHICH REQUIRES RESEARCH WILL BE CHARGED $20.00 PER HOUR. THERE WILL BE AN ADDITIONAL FEE FOR ALL COPIES MADE. 1 L� I 5 u } 9a � S_ Goa Building Code compliance Division Receipt 2300 Virginia Avenue Ft Pierce, FL 34982 Phone: (772) 462-1553 Fax: (772) 462-2522 http://stiucieco.gov/ce Date: 16 January 2007 Receipt #: 0000049969 Jab Address: 7304 SALERNO RD 'ermit Number: SLC- 0511-0846 Received By: serranab Amount: $75.00 Paid With: CK ::redit Card Number: Check Number: 1331 Paid By: ADIRONDACK SCREENING Sign: �' LOT 16 LOT 15 LOT 14. -FOEMW 4aj�M AAV -CAP (5590) S8938'37T 90.00 RW PONER to, 1 mmaE unu7r msmewr PaE LOT 11 LOT 12 BLOCK 69 01 I "N- SETBACK FRONT DES CNR. SIDES REAR MAD E7E 4'x4" TECH CaVCA mavuwvr (wo 10) 589158'37-wE 90.06" S A L E R 0 A D 20'ASPHALT PA WMMT - 70, RioHr OF WAY LOT li 154a CT�d oNu°°�b's hoLL G \ Ir �x 2 alp AX2 BOtlW 3p 111fA NOly,O3dBNl ON . NO 00P No 0Nv o' V dnW 81tlC ZII O7N�l�b O OA 6�161A�fR'�tl uNnpp atom, "a r B , jfc 2 Eft 2XZ \ E72 F � V ,b 4 L72 s42 T rZ iZ TZ 2 Z f xZ 'kxZ 0 '11tl H11M A'1dW00 9tl01�ddtl 9 AtlW ,tM®®01ti�Qtlo NI Ap1AIGia d ti 34 Slno3e 01 3 3N1 PdSI LOS4H0 Itl aNy strgl N01103 �00M0aS0d01id "a0l0,aN00 wn"IVIM slid; }lvllslSNOdS31i 3" GIAV I tl SN.100 ONl 3NNOo 3'Igl .SlivIacl hIlAo s molrl SionaOlid(11,0 a — y0d lJoLlo3dSNl NO1SW } Design Check List for Pool Enclosures (page 1 of 2) 1. Design Statement These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Butt and are in compliance with the Florida Building Code; 2001 Edition, Chapter 20; Exposure'B' / or'C'_; Open Building; Importance Factor 0.77; Negative I.P.C. 0.00; 150 MPH Roof Load & 120 MPH or 130 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. 4r3ut 1• M�hCCo71t* Phone:���Z�oi�O^`fCS(p Contractor (please print) Date:' ontractor Signature Note: 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. Contractors! 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 ....... I ..,... 1 . _ Note: All mansard wall drawings shall include mansard panel at the top of the wall.. . ................... ............... I ...... ........................ .. -- 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 andlor'C' Exposure for load width_ Look up span on 120 MPH table and apply the following formula: Span / Height ' Required Converted @ 120 MPH ,fvlSpan 11 11 (b or d) x. (b or d) x_(b' or d)=~ Wind Zone 1 Multiplier' —J Exposure Multiplier' Appropriate multiplier from page 1-ii. 5. Chair rail & girt size, length, & spacing (i.e. 2" x 2" x 0.044" x T-0" @ 6'-0" O.C.) .................................... , A 6. Eave rail size, length, spacing and stitching of ✓ (i.e. 1" x 2" to 2" x 2" x T-0" @ 6'-10" O.C.) ....... ' .............. ..... ..... . 7. Enclosure roof diagonal bracing in plan view..... ... . 8. Knee braces length, location, & size (i.e. 2" x 3" x 0.045" for 2" x 6" x 0.072" x 0.224" SMB) ... . b-FILE Copy 9. Wall cables or K-bracing sizes shown in wall views 4. Highlight details from the Aluminum Structures Design Manual: A. Beam & purlin tables with size, thickness, spacing, & spans 1 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.-Chairrail; purlins.-& knee braces 5. Extruded gutter connections 6. Angle to deck and I or sole plate 7: Anchors go through pavers into concrete- 8. Minimum footing and / or knee wall details .... 9, Cabfe or K- brace detail, pages 34, 36. 27, or 36 - - Wall area calculations for cables: W = wall width, H = wall height, R = rise W1 = width @ top of mansard, W2 = width @ top of wall . Example 1: Flat Roof Front wall @ eave: ft. x _ft. _ - 100 W H Largest side wall: ft. x ft. = ft.2 @ 50 % _ W H b Total area 1 (233 ft.2 / cable f , 132") _ _cable pairs TOTAL = or .. Total area / (445 ft.' / able for 118") _____cable pairs Side wall cab] alculation: ft.2 @ 100 % b Side w area / (233 ft.' /cable for 3132") _ _cable(s) or Side wall area / (445 ft.2 / cable for 118") _ cable(s) .s Example 2: Gable Roof Front wall @eave: ft. x ft. = ft.2 0 % _ W H a Front gable rise': ft. x 1/2(ft. ft.2 @ 100 % _ _ R W b Largest side wall: ft. x = (l 2 @ 50 % _ ' W c Largest side gable rise': ft. x 112Cft. + _ft.) _ ft.2 @ 50 %° _ R W H d TOTAL = Total area /Z45 / cable for 3/32") _ _cable pairs or Total area / / cable for 1/8") __cable pairs S/wcable calculation: ft 2 + ft 2 = ft.2 @ 100 %c d Srea / (233 11.21 cable for 3/32") _ _cable(s) Side wall area 1(445 ft.2 / cable for 1/8") _ cable(s) b-2 Yes No ft.2 ft.2 ft.2 f1.2 ft.2 ft.2 ft.2 ft.2 ft.' d Enclosures 3: Mansard Roof Fr of wall @eave: 36 ft. x ft. _ 2p ft.' @ 100 % _ W H a Front mansard rise': 3 ft. x 1/2�ft. + 1 Y ft.) _ —1 ft' @ 100 % _ R W1 W2 b Largest side wall aq ft. x = l 2 ft.' @ 50 % _ W H c J Largest side mansard rise': 7_ft. x 1/2( a -I ft. + tL ft.) _ -d—ft.' @ 50 % _ R W1 W2 d TOTAL = Total area / (233 ft.' / cable for 3/32") _ _cable pairs or Total area / (445 ft.' / cable for 118") = a cable pairs Side wall cable calculation: 19L;Z ft.-+ Sjq ft.- _ �` ft.' @ 100 % _ c d Side wall area 1 (233 ft.' / cable for 3/32") _ cable(s) or Side wall area / (445 ft.'/ cable for 118") cable(s) Example 4: Dome Roof Front dome wall @ eave: ft. x ft. _ ft. @ 100 % _ W H a Front dome rise': _ft. x 1/2(ft.) =_ft.- @ 100 % _ R W b Largest side wall- ft. x _ _ft.' @ 50 % _ W H c Largest side dome rise': ft. x ft. = ft.- @ 50 % _. R W d TOTAL = Total area 1 (233 ft.' / cable for 3/32") _ _cable pairs or Total area / (445 ft.' / cable for 1/8") _ _cable pairs Side wall cable calculation: —ft.' + _ft.' _ ft.' @ 100 % _ c d Side wall area / (233 ft.'/ cable for 3/32") _ _cable(s) or Side wall area / (445 ft.' / cable for 1/8") _ _cable(s) Notes: a -to ft.' -ra ft? Cl (0 ft.. a -I ft.' ` '5- ft.' IqIP ft.' ft.' ft.' ft.' ft° F I , Section 1 Design Statement: The structures designed for Section 1 are framing systems with screen roofs & walls and are considered open structures with a negative internal pressure coefficient of 0.00. The design loads used are from Chapter 20 of the 2004 Florida Building Code. The loads assume a mean root height of less than 30'; roof slope of 0° to 20°; 1 = 0.77. All loads are based on 20 120 screen or larger. Wall heights may be increased when using 18 114 screen. All pressures shown in the below table are in PSF (#/SF). General Notes and Specifications for Section 1 Tables: SECTION 1 Design Loads for Structures with Screen Roof & Walls Wind Velocity Ex osure'B Exposure'C' Roofs Note 1 Walls Note 2 Roofs Note 1 Walls Note 2. 100 M.P.H 10 10 10 13 110 M.P.H 10 11 10 16 120 M.P.H •10 14 10 19 123 M.P.H 10 14.6 10 19.9 130 M.P.H 10 16 10 22 140 M,P.H 10 1B 10 26 15119 .P.H 1 10 21 10 30 Note 1: per Table 2002.4 or paragraph.1606.1.2 Note 2: Multipliers for'C' exposure catagory are for wall loads only. Conversion Table 1A Wind Zone Conversions for Screen Wall Frame Members Only From 120 MPH Wind Zone to Others: Exoosure'B' Wind Zone MPH Applied Load #1 Sq. Ft. Deflection 'd' Bending 'b' 100 10 1.12 1.18 110 11 1.08 1.13 120 14 1.00 1.00 123 15 0.99 0.98 �130 16 0.96 0194 140 18 0.92 0.88 150 21 0.87 0.82 Note: Multipliers are for wall loads only. Coversion Table I Conversion Based on Mean Height of Host Structure for Screen Wall Frame Members Mean Host Deflection Bonding Structure Height 'd' b' 0-is* 0.94 0.91 15' - 20' 0.92 0.88 20' - 25' 0.91 0,86 25'-30' 0.89 0.85 +„ G. ®mt� 5 ti SECTION 1 (SEE TABLE 1.3) 1 K-BRACING (OPTIONAL GIRT (TYP SCREEN (TYP.1 SCREENED ENCLOSURES PURLINS (TYP.) PERIMETER MEMBER CABLE CONNECTION (SEE DETAILS SECTION 1) GIRT .GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) NOTE: USE H2 FOR CABLE AREA CALCULATION - - TYPICAL MANSARD ROOF - ELEVATION: SCALE: N.T.S. EXISTING STRUCTURE SCREEN (TYP.) K-BRACING (OPTIONAL) ALUMINUM COLUMNS (TABLE 1.3 AND 1.6) GIRT (TYP.) 1" x 2" (TYP.) ALUMINUM BEAM (SEE TABLE 1.1 OR 1.8) PERIMETER WALL FRAME (TABLES 1:3 AND 1.4) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) CABLE BRACING 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 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (386)7674774 FAX: (386) 761-65M PAGE © COPYRIGHT 28O4 1-2 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNET I. P E, 1�10 SECTION 1 SCREENED ENCLOSURES OPTIONAL POSITION OF TOP RAIL W/ 1' x 2' XA 1" x 2' SNAP SECTIONS ATTACH T02".x2"W/; ----------- — T I #10 x 1-1/2' S.M.S. @ 24" O.C. — OR CONTINUOUS SNAP SECTIONS OR 2' x 3' (4) SECTION ® ® ® y r 0 J SPLINE GROOVE I 2�.r6 - ( - 2"x2"AND1'x2"MAYBE---- ---------'1 ROTATED TO RECEIVE ® i ALTERNATE FLAT ROOF SCREEN _ ®I I SELECT FASTENER SIZE, R NUMBER AND PATTERN ox (SEE TABLE 1.6 & 9.5A OR E C9 X N _ - i 'l 2" x 4" BEAM TO 2" x 3" UPRIGHT CONNECTION DETAIL (FULL LAP) SCALE: 3" = 1'-0'.. - Lawrence E. Bennett, P.E. FL# 16W- CN7L ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX TELEPHONE: SOUTH DAY 7-477 FL 32127 TELEPHONE: (38B)787�T7C { FAX: (388) 787856 r` B L, Lam "t:TdA" PAGE © COPYRIGHT20W 1-10 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I SECTION 1 SCREENED ENCLOSURES SELF -MATING BEAM-- — -- ---- (SIZE VARIES) 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. ® ® ® _ rFERRULE,WITH TAIL CUT OFF BEAM ® aae—an ava+(OPTIONAL) 2' x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW ® SUPER O"x 8" SIZES) EACH SIDE TO EXTRUDEDLAG SCREWS @ EACH BEAM - BEAM TO SUPER GUTTER -' GUTTER MAX. DISTANCE FROM FASCIA RECEIVING CHANNEL _ TO HOST STRUCTURE WALL 2-1/8" x 1' W/ (2) #8 x 1/2" S.M.S. 24" WITHOUT SITE SPECIFIC EACH SIDE OF BEAM ENGINEERING SUMMON _ N9xSURERmO RiEXT, RU D EDIGU,ITER-g-MN.NEC11ION SCALE: 3' = V-0"' 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 2' x _" x 0.050' STRAP @ BEAM SUPER\OR EACH BEAM CONNECTION (SIZE VARIES) EXTRUDED AND @ 1/2 BEAM SPACING W/ (D (2) #8 x 1/2' S.M.S. PER STRAP GUTTER ANGLE, INTERIOR OR MAX. DISTANCE FROM FASCIA EXTERIOR RECEIVING ® TO HOST STRUCTURE WALL CHANNEL (SEE SECTION 9) 24" WITHOUT SITE SPECIFIC ENGINEERING SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: W =1'-W Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- OEVELOPMENTCONSULTANT P.O. BOX 214388. SOUTH DAYTONA FL 32121 TELEPHONE: (386) 787.4774 - FAX: (386) 767-65H PAGE Q COPYRIGHT 20M 1 -22 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. ,n ' SECTION 1 SCREENED ENCLOSURES CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA 3132• 233 Sq. Ft. / PAIR OF CABLES 118" 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% (V x 2V) = 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER I SIDE WALL CABLE " 3132" -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. I 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. Lawrence E. Bennett, P.E. FL # 16644 - CIVIL ENGINEER - DEVELOPMENT CONSULTANT 0 PY P.O. Box 21a36B, SOUTH OAYTONA, FL 32121FT7j TELEPHONE: (: l3esl6558 F L • FAX: l3as)787�SSB PAGE - © 'COPYRIGHT 20W 1.40 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAW RENCE E. BENNETr, P.E. SCREENED ENCLOSURES I SECTION 1 (5) #10 S.M.S. (MIN.) �.4 118", x 1-1/2" x 8" FLAT BAR ` 0.125" PLATE OUT ON 45" ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING - MEMBER T70PG TS „." NNEC-1'.IONSYATrCORNER ,DETAIL 1 SCALE: 3" =_1'.-W - A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER \ ®®�WASHER EACH SIDE OF FRAME MEMBER EITHER A OR B ,. 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED /i10 x 3/4" S.M.S. EACH SIDE (TYP.) _ FOR CABLES _ MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386)7574T74 FAX: (386)767-65% PAGE © COPYRIGNT2604 1-41 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. R SCREENED ENCLOSURES STAINLESS STEEL CABLE CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-41 FOR NUMBER OF CABLES REQUIRED -SECTION 1 "" "' " 125" ANGLE IT CONCRETE (MIN.) - DISTANCE FROM EDGE OF SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B SCALE: 3' = 1I-W 5-12' (6- NOMINAL) 2 SLAB (MIN.) SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR 3/32' CABLE AND 594# FOR 1/6' CABLE, FOR 3/32- CABLE (1) '114" x 1-1/2' CONCRETE I e_, ANCHOR (MIN.) Q 5d MIN. \ \ \\ 5d (MIN.) V- 77' r1t 5d (MIN.) ' - % I \ 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE AWflERNAXET,CABLE G-CNNEW�,IDaS A=TT-OUND T-IIONL�DETAILF C----� - SCALE: 3' 0 wrence•,E. Bennett, F.E.' FL # 16644 I clBau�=TH o N7 P.O.'OX 214380.. SOUTH 13AYTCI44 FIL32111 TELEPHONE (388)TE1i774 FAX: (388) 787-6=LE - - Q COPYRIGHT304 - - - PAGE NOT TO BE REPROOUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. 9ENNETT. P.E.1 43 -SECTION 1- I _. SCREENED ENCLOSURES CHAIR RAIL ATTACHED TO POST W1 INTERNALOR EXTERNAL'L' CUP OR'U' CHANNEL Wf MIN. (4) #10 S.M.S. GIRT OR CHAIR RAIL 2- % 2- % 0.044- HOLLOW MIN. SCREW BOSSES YI f GIRT TO POST DETAIL SCALE. 7 - VIV .. , FOR WALLS LESS THAN V-W FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE BEAM AND GIRT ARE DECORATIVE - SCREW HEADS MAY BE REMOVED AND INSTALLED�IN PILOT ROLES IF GIRT IS STRUCTURALAND SCREW OF THE CONNECTION MUST BE STRAPPED'•FROHEADS RT TO BEAM WITH 0. 50" x 1-34 x 4E STRAP AND (4) #10 % 3W 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 % 314' S.MS. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BO%2T4788, SOUTHO A 21 TELEPHONE: (388) FAX: (3831 T7 W PAGE®COPYRIGNT2m6 - - - ' 1-46 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF IAWRENCE E BENNETT, P.E., SECTION 1 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE 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 WELDED WIRE MESH OR FIBER MESH CONCRETE SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. SIDE WALL POST TO PLATE TO CONCRETE DETAIL :, SCALE: 3" = T-0" . 1" x 2" EXTRUSION ANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. 2"x2",2"x3`OR2"x4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL HOLmOWIP. i ', A'SE`DEIT:A91�1 '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: 112 x 1T-11" x 7' x 10# / 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 "CNENGINEER TANT P.O.Box E8. SOUTH DAYTNA, FL 32121 TELEPHONE: (388)767-4774 FAX: (386)167.65W (COPY PAGE © COPVRIONT 20W 1-48 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. ISCREENED ENCLOSURES I SECTION 1 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER -NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPES' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES, CONCERNING FIBER MESH) (1) 1l4" x 1-3/4" CONCRETE - a (3) #30 BARS OR (1) ANCHOR TO SLAB OR • ° #5— BAR W/ 2-1/2" COVER FOOTING, ;, (TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = V-0" ((2) #3 BAR CONT. OR 2•-0" MIN. 3-1/2" (TYP (1) #5 BAR CONT. I1f�' BEFORE SLOPE ALL SLABS)' � / 4 7. 8" TYPE I TYPE II FLAT SLOPE / NO FOOTING QERATJE SLOPE F007 0-2" / 12" 2" / 12" - T-10" l (1) #5 BAR CONT. 3 #3 BAR CONT, OR TYPE III STEEP SLOPE FOOTING > V-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 II 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" exposura;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,'usirig a pocket penetrometer, field soil test, 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, InForce14 e3TM (Formerly Fibermesh MD) per maufacturer's 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" =1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEYELOPMEN7 CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386)7674T74 FAX: (386) 767-6558 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I 1 -C C © COPYRIGHT20" PARE J V I SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-0 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'-30'-00' North (Jacksonville, FL) Hollow Sections Tributary Load Width W = Beam Spacing T-0" 4--0" 1 5'-0" I 6'-0" T-Q" ' 8--0" 1 9--0" 'Allowable Span'L' / bending'b' or deflectlon'd' 2" x 2" x 0.044" 9'-10- b 8'-7' h I T-8- bi 6'-11' 11 6'-6' b. 6'-1" _ D -5'-8' b 2' x 2" x 0.055" 10.9' b 9'4" 61 8'4- b I T-7" b I T-1- b1i 6'-7" b 1 6'-3" b 2" x 3" x 0.045" -174' -b 11'-7' N. 10'-4- b '. W-5" b 1 8'-9" b 1 8'-2- b-1 -7'-8" - b 2" x 4" x 0.050" 14'-W b 12'-W b 1 11.4- b -�10'4- b 9'-7" bi 8--11- bj 8'-5- b ' Self Mating Sections Tributary Load Width W'=Beam Spacing -- . - 3'-0" _ W-0" - I W-0" I &5LLD,-a� - 7'-0" - 8'-0"1 9'-0" -- - - Allowable Span'L' l bending'W or deflectlon'd' - - 2" x 4" x 0.044 x 0.100" - 19'-11" tr 1 17'4' • b 15'{' b 1 14'.2` -b 13'-1" b 12'-3- bl 11'E" b 2" x 5" x.0.050" IT 0.100" 24'-9" b 1 21'-5" b 19'-2' b 1 17'•6" b 16'-2" b 15.2" b 14'-3' b 2" x 6" x 0.050" x 0.120" 28W- b 24'-9'- - b -2T-2- - : b 20'-3" - b- 18'-9- • b 17'-6- b 16'-6" b 2" x 7". x 0.055" x 0.120" - 32'-3' b 27'-11" - b 24'-11" b 22'-9" • b 21'.1" b 19'-9" b 18--7- b 2" x T" X 0.055". w/Insert_- 42'-10' b 3T-1' b 33'-2" ' b 30'-0" b 28'-1' b 26'-3' 6 24'-9" D ax-18-wW5.072-.70M4".!<k° 41'-7' b 36'-l" ' b 327-3"_ b 29'S:6;Ob 27'-3- b 2V-6- b 24'-0"- b 2'-x 9" x 0.072": 0.224" 45'-l" b 39'-l' b 34'-11- b 31'.11- b 29'-6' b 2T-8' b 26'-1' b 2" x 9" x 0.082" x 0.310" 49'•6- b 42'-11" b 38'-0" b 35'-0° b 32'-5- b 30'4' _ b. 28'-7- b 2" x 10" x 0.092' x 0.369" 59'-0" b 51--7- b 46'-1" b 42'-1", b 36'-11" b 36'-5'.-.b 34'4"- b Snap Sections Tributary Load Width W- Beam Spacing "- • T-0" 4'-0" 5'-0" 6'-0" 7'•0" 8'-0" 9'-0" Allowable Span VI bending b' or deffectlon'd' 2" x 2" x 0.044" 1.1'-9" b 10'-2' b 9'-l" b 1 8'4" b 1 T-8" b 1. 7'.2° b F 6'-9" . b 2" x 3" x 0.045" 15'-1" b 13'-1" b 11'-8" b 10'-8" b 9'-10" b 1 9'-3" b 8'-8" _ b 2" x 4' x-0.045" 18'-5' b 15'-11' b 14'•3' b 13'-0" b b 1 11'-3"' b 10'-8" , b 2" x 6" x 0.062" : 31'-3" b 2T-1' b 24'-2" b 22'-1" b 20'-5" - b 1 19'-2" b 18'-0- b 2" x 7' x 0.062" 34'-9' b 30'-1' b 26'-11" b 24'-7" b I 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 10M 1 Sq. Ft.7or 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 Indude length of knee brace. Add horizontal distance from upright to center of brace to beam' connection to the above spans for total beam spans. 1. • • 6. PuMn spacing shag not exceed 6'. 8' . For beam spans greater than 40'-0" the beam at the center purtin and one pudin for each 14'-0' on each side of the center pudin shall Include lateral bracing as shown in detail (48'-0") span with pudins at 6'- 8" o.c. center pudin and (2) purlins each side of center purlin need lateralbracing: - 7. Spans may be Interpolated. Example: Max.'L' for 2' x 4' x 0.050'hollow section with = 5'-0" = 11'L41" - Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER-OEYFIOPMENTCONSULTAM LIS "'OP P.O. Box 21436e• SOUTH DAYTONA. FL 32121 TELEPHONE: (7110)70T-4774' FAX (380) 767$SS6 PAGE © COPYRIGHT2004 1-56 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 Allowable Spans for Secondary Screen Roof Frame Members __Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30"-30'-00" North (Jacksonville, FL) A. Sections Fastened To Beams With Clfos -: Hollow Sections Tributary Load Width W' - Purlln Spacing - 3'-6" 1 4'-0"1 4'-6" 1 5'-0" 1 5'•81 1 65" 6'-8" Allowable Span'L' 1 bendfng'b' or deffectlori 2" x 2" x 0.044" -- 7'-8- d T. d 7'-0" d 6'=9" d 6'-6" b 6'-3" b T-11' b 2" x 2" x 0.055" -8'-1" d T-9" It- T-5' -d -7'-2" d S'-11' d 6'4" d. 6'-6' b 3' x.2" It 0.045" 8'-8" 'd 8'-3" d T-11'- d- 7'-8" A T-5' d T-3" d 6'-11" d 2" x 3" x 0.045" 10'-9"_ d. 10'-3' d 9'-9- b 9'-3" b 8'-10' b 8'-5' b 8'-0' b 2" x 4" x 0.050"_. _ 12--2" b 11'-4- b 10'-8'- b- 10'-2- b 9'-8" b 1 9--3" b 8'•9" b .- _ Snap Sections- _ - Tributary Load Width W = Purlln Spacing 3'•6" 4'-0" 4'-6" 51 5'b" - -6--0" 6'-8"- -' -Allowable Span'L' I bendfng W or defection V - 2" It 2" It 0.044 - 8'-5" d 8'-1- - - d - 7'-9" d 1 7'-6• d 7-3" d T-0' It 6'-9' - d 2" x 3" x 0.045" 11'-7" d 11'-1" d -1 O'-8" 11 10'-4" d 9'-11" b 97-6" b 9'-0" b 2" x 4" it 0.045" 1 T8' d 14'-0' d 13'_6' d 12'-9" b 12'-2" - b 1 11'=8" b 11--l" b B. Sections Fastened Throunh Beam Webs Into Screw Bosses . - - -Hollow Sections - - - " -- - ' - Tributary Load Width W = Purlin Spacing ' T•6" . --0 :4'" -- r -4'-6" - 5'-0" 5'•6" & _OW 6'-8" - Allowable Span'L' I bending W or.deflection'd' 2" x 2" IID.044" -• T' 12 - b 8'-T b 8'-1" II T-B" b T-0" b 6'-11- b 6'-7' b 2" x 2" x 0.055'. - 9'-11' b 9'-4' b 8'-10" b 8'-0"' b 7'-11" b 7'-7" b T-3" b 2:813W0'-050" 12'4" 111 11'-7- b 1 10'-11" b I 10'4', -b-1 9'-10- b IN91'S" 8'-11" b 2" x 4" x 0.050"' 13'-7" b I I Z-8" b 1 11'-11' b 1 11'-4° ti 1 10'-10" b 1 10'-0" b 1 W-10" b Snap Sections L - Tributary Load Width W' ="Purlin Spacing ' 3'-0" 4--0" 4--6" T-0" 5'-6" 6'-0" 6'-8" _ Allowable Span,'L' I bending W or deflection *d' 2" x 2" It 0.044" 10'-11" 111 10'-2" bi 9'-7' b 9'-1' bl 8'-8" b 81•4" b 1 T-11', b Notes: 1. Thicknesses shown are "nominal' industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Spans are based on a, minimum of 10# 1 Sq. FL for up to a 150 M.P.H, wind load.3: Span is measured from center of beam and upright connection to fascia mwall connection., 3. Span Is measured from center of beam and upright connection to fascia or wall connection. 4. Puffin spacing shall not exceed 6'-8 For beam spans greater than 40'-0" the beam at the center puffin and one pudin for each 14'-0" on each side of -the center pudin shall include lateral bracing as shown in detail (48'-0") span with puffins at 6'- 8" o.c, center purlin and (2) puffins each side of center pudin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. W for 2" x 4" It 0.050" hollow section fastened to beam with clips with W' = 5'-O" - 10'-2" Lawrence E. Bennett, P.E. FL # 16644 _ CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 21436B, SOUTH DAYTON& FL 32121 TELEPHONE:.(386) 7674T74 FAX; (366) 767-6556 © COPYRIGHT 2004 J I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. PE. I PAGE 1 "e7 ' SECTION 1 Table 1.3 SCREENED ENCLOSURES Allowable Post / Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6, For 3 second wind gust at velocity of 120 MPH or an applied load of 14 01 sq. ft.' Hollow Sections Tributary. Loa_ d Width W = Upright Spacing 3'-0" 1 W-0" 5'-V 1 6'-0" , 7'-0" - 8'-0" Allowable Height 'H' 1 banding W or deflection ' 2" x 2" x 0.044" 8'4" b 1 T-3" b 6'-6" 6 f 15b" 5'S" b' 5'-1' b 4'-10" b 2" x 2" x 0.055" 9'-1' b T-11" b' T-1"' b 6'-' bl 5'-11" b 1 5'-7" b 5'-3' b 2" x 3" x'0.045" _- 11'_3" -.b - 9'-g" b 8'-9-. b -7'-11' . b. 7'S' b 6'-1I- b 6'S', b 2" x 4" x'0.050" =1Z-5-- b 10'-9" bf 9'4T -b I 8'-9" b 1 8'-1" b 1 -T-7" bl 7'-2" b _ - - - • -- - - --Self Mating Sections - - Tributary Load Width W = Upright Spacing 3'-0" 4';0" 1 - 5'-0" - 1 T-0" 1 8'•0" A1116 his Height `-1 bending W or deflection V ;7,yx 4" x f ! 16'-11- bj 14'-8" " b 19"1;Y b 11'-1" b 10'-4" b 9'-9' b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" - b 14'-9' b 13'�' b 12'-10" . b 1 T-1" b 2" x 6" x 0.050" x 0.120" 24'-2' b 20'-11 ", b 1 T-1" b 15'-10" b 14%10" b 13'-11' b 2"'x 7"x 0.055"5r 0.120" _ =27'-3" b 23'-7" l" b IV-3' _b 11PAD' b 16'-8" b 16-9" b 2" x 7" x 0.055'' Col Insert • -36'-3" b 3l'-4" •l" b E27'-3'-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 24'-10' b 23'-0" b .21'S" - b 20'-4" b 2-x 9" x 0.072" x D.224"-• -- -38-2' b 33'-0' " b 26'-1 P b 24'-1 P b 23=4" ' b 2Z-0" b 2"x9"x0.082"x0.310" - - -41'-10' b 36-3". ' b -29'-7" b 2T-5' b 25'-8" b 24'-2" b 2"x10"x 0.092"x0.369" --� - -50'-' b 43'-7' 1' b 35'47 - 6 32'-11' a b 30'-10bi 29'.1" b ,�- Snap Sections ' � •• -Tributary_Load Width W'- Upright Spacing ' T.0" ' 4'=U" 1 5'-0" 1 6'-0" 1 7'-0" 8'-0' • - 9'•0" 'Allowable Height'H' I bending'b' or de0ection'd' 2" x 2" x 0.044" W-11". b 8'-7", b T-8" b T-0' b 1 V-6" b 1 6'-1" b 5'•9" b 2" x 3" x 0.045" 12'-9" b I V-0" bb 0' b19'-0 b -0'b'•1'-2 80-0"" -'17 T4" b x 4" x 0.045" 15' -b 13'" 12"b bT-0 9b 8'-11" b2" 2" x 6" x 0.062" 26'S° b 22'-10'' b 20'-5' b 18'S' b 17'•3" �b 16'•2" b 15'-3' b 2" x T" x 0.062" 29'-5" b 25'-5" b 22'-9" b 21T-9- b 19'-3" b 17'-11- b 16'-11' b " For allowable heights at wind velocities other than'120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. - - Note: �., " 1. Thicknesses shown are "nominal" industry standard tolerances. No wat(thicknesa shalibe less than. 0.040.:' 2. Using screen panel idth W'select upright length'H'. ` - ' " `- .. ' -11 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of trace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height S. Haight is to be measured from center of beam and updght connection to fascia or wall Connection. 6. Chair rails of 2" x 2" x 0.044" min, and set Q 36" in height can be considered as residential guardrails pmvided 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. T. Heights maybe 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 A BEGINNING OF THIS SECTION. C,c rirX 7.-s"1It{t]i'r�dw� -a 'i1;i >"M-;"b, S•�,y hapr. Lawrence E. Bennett, P.E. FL # 16644 �lL� ('.r�rt�'ktUNC. 1'f• CN/L ENGINEER-DEVELOPMENI'CONSULTANT P.O. BOX 214366, SOUTH DAYTONA FL 32121 TELEPHONE (366) 7674774 FAX: (388) 7678 56 r1 PAGE '© COPYRIGHT2004 _ -1-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. SCREENED ENCLOSURES Table 1.4 Allowable Post f Girt / Chair Rail Spans, Header Spans %Up 1_hC�eights --for Secondary, Screen -Wall -Frame Members Aluminum Alloy 6063 T-6-- -'-- - .For 3 second wind gust at velocity of 120 MPH or an applied load of 14 a I sq. ft.' A Sections As Horizontals Fastened To Posts With Clips ' Tribute Load Width - - H6IIow Sections - -T:6` 4'-0" 4'f" — 5'-0" - 5'-6" 67•0" 6'.8" •Allowable Heights 'H' I bending'b' or deflectlon'd' - - •. V'-0". 2" x 2" x 0.044" 6-10". - d 6' 61" b 6'-1' b 5'-9" b . 5'bC b T-3" b b 2" x 2" x 0.055" `, 7'-3' * dl 6=1 A" d. 6'-8' b 6''b "6!-0, "b 5'-9' ` b, 5'-6" -.6` ,3" x 2"x 0.045" -_ - T-9" d T-5' .d. -T-1' d 1 -d. --6'4" _- b - W-4°- -0 - S-1 t' -b- 2" x 3" x 0.045" ..- - 9'-4' b -8'i9' - b 1 W-3" b - T-10" b. ---7'-5" b. -T-2". - b I "6'-9"--b- 2"x4"x.0.050'- 10'-3" _b. -=9:-7" - b 1 9'-0- b 1 8'-7" -b I. 8--2" b 1 T-10" b 1 T5" b R SArtlnne Ae Nnrbnntaic Faatennd Te Pnsts Thrnunh %IdA Into Armor Rn"m" ' Hallow Sections - Tributary Load Width Vv' T-6' , 4'-0" • 4'-6" 5'-0"-17:5'-6" 6T-0" ' - -- - — Allowable Heights l bending fb' or deflection'd' t_ ,T-9" - 2" x 2" x 0.044" -. _. "b 7•-3- II`V-10" . b -7W-6' b' .B'-2" _. b- -5'-11" --b 5'-7" ;.b 2" x 2" x 0.055".-� .8'-5' b -7'41' b1 -T-S" b T•1' b - 6'•9" - b 6'-5" b. - 6'•1" b 3" x 2"- x 0.045"c . g•-3"_ b. 8'-8, c -- 8'-2' b T.g^ b. .T'5^_- .b.. T-1" b g$., - b. 2"3_�t 0.045"'_. -_..b;-.,.9'-9' b:-__9'-2". b_8'-9" b 6=4" -_b. _-1,'L-;"b __7_T_'b :xf4.ixVO1050 ' 11'S" b 10'-9' b 10'-1" b` 9'-T b 9'-2" b - 8'_9"e b '8'-0"`'b. Snap Sections -9'-2° - Allowable. Bights,'H'.1 bending b' or. deflection 'd'_-__ 2" x 2" x-0.044" - " "- ii '- 8'-7" b- .8._1' b 7'-8" bi 7'-4" b 1 7'-0" bl 6'-8 b '-For allowable heights at Wind velocities other than 120 MPH, see conversion table 1A,onthe, -„ specifications _for tables page at the.beginning of this section and'example below. -:--Notes:. - -., _. -. -1. Thicknesses shown are'nominar industry standardtolerances.-No wall thicknessshall be less than 0.040'.t'- _ - 2. Using screen panel width `W`select girt lengths.. 3.' Site peci6c an �sIneering 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 wail connection. 1 ,. 5: Chairrails of 2" x 2" x 0.044"Irrlin. and set Q 36".in height can be considered.as residential( provided'--' racy are attached with min. #10 x 1 1I2" S;M.S: into the bosses and"do not exceed 8'- in, span. attached - -;> •, 6. Girt spacing shall not exceed 6'-8". „ 7. Spans maybe interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY ANDIOR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE'ON-SPECIFICATION PAGE FOR TABLES AT THE BEGINNING 'OF THIS.' SECTION. Cp &'C.C. _axZ- --�`'t"K 91a Lawrence E. ,Bennett, P.E. FL1 16644 CtVIL ENGI_NEER.- OEVELOPMENTCONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (388)7674774 FAX: (386) 767.6556 PAGE © COPYRIGHT 20M NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAW RENCE E. BENNETT• P.E. 1-59 SCREENED ENCLOSURES I SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing Beam size Upright Size Minimum Purlin, Girt 8 Knee Brace Size- Deck Anchors Notes Minimum Number of Screws' Beam Stitching Screw 24" O.C. #8 x h" I #lox X" I #12 x "/," 2'x3" 2'x 3" 2"x 2'x0.044' 2 Full Lap 6 1 4 1 4 2' x 4" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #8 2" x 4" 2" x 4" 2' x 2" x 0.044' 2 Full La 8 6 4 #10 2' x 5" 2" x 3' 2" x 2' x 0.044' 2 Full Lap 8 6 4 #8 2' x 6" 2" x 3" 2" x " x 0.044" 4 Full Lap 10 a 6 #10 2" x 6' 2" x 4" 2' x 2° x 0.044' 4 Partiaso 10 8 6 #10 2_x.2x.0.044' ➢ 4 6 Partial La Partial Lap 14 16 12 tt4ilsWis" 10 Atli #12 #14 2x 6" 2" x 3" x 0.045" 6 Partial La 18 16 14 #14 2" x 9" ' 2" x 7' 2' x 4" x 0.050" 8 Partial La 20 18 16 q14 2" x 8" 2' x 4' x 0.050" 10 Partial La 20 18 16 #14 Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness - Edge To Center Center To Center Beam Size Thickness #8 5116" 5/8" 2" x 7" x 0.055" x 0.120" 1116" = 0.063" #10 318" 314" 2" x 8" x 0.072" x 0.224" 118" = 0.125" 912 112" 1' 2" x 9" x 0.072" x 0.224" 118" = 0.125" #14 or 1/4' 3/4' 1-1/2" 2" x 9" x 0.082" x 0..306" 118" = 0.125' 5116" 718" 1.314" 2" x 10" x 0.092" x 0.369" 114' = 0.25" 318" 1" 2' Refers to each side of the connection of the beam and upright and each side of splice connection. 0.082" wall thickness, 0.310' flange thickness Note: 1. Connection of 2" x 6- to 2' x 3" shall use a full lap cut or 1/16" gusset plate. 2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown is the total for each splice with 112 the screws on each side of the cut. 4. The number of screws Is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 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. 6. All beam to upright connections for 2' x 7' beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. S. 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, ie., a 2" x 4' upright shall have a 2' x 3" beam. 11. Connect beam to upright w/ H-bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. 12. For girt size use upright size (Le. 2" x 6°). Read the 2' x 6' beam row for min. girt of 2" x 2" x 0.044'. Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T46 Brace Length Extrusion Anchoring System 0' - 2'-0° 2" x 2' x 0.044" 2' H-Channel With 3 #10 x 112' EACH SIDE To 3'-0" 2" x 3" x 0.045' 2" H-Channel With 3 #10 x 112" EACH SIDE To 4'-6' 2" x 4" x 0.044' x 0.12" 2" H-Channel With (4) 314" long screws (size to txs determined by beam size, see table 9.6) (See Table l.o For number And size Ur screws) Note: 1. For required knee braces greater than 4W contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shag be used for host structure attachment when knee brace length exceeds 4'-66. Lawrence E. Bennett, P.E. FL # 16644 V NGINEER• DEVELOPMENT CONSULTANT \\\ BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (388) 767-4774 FAX: (386) 767-6W COPYRIGHT20b4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I PAGE 1 -61 ©