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HomeMy WebLinkAbout374 Fairfield Dr (2)Permit # :tt� Job Address. 7 �i 1i'? �Ieaae ) I Jen wKkn IV CITY OF SANFORD PERMIT APPLICATION cl -JV �- 91- Date: Date- l Y Lf�l�J Description of Work: �� j7 RECEIVE Historic District: Zoning: Value of Work: $ MAR 3 0 7 Permit Type: BuildingElectrical Mechanical Plumbing Fire Sprinkler/Alarm pool Electrical: New Service — # of AMPS Addition/Alterationlacement Change of Service Temporary pole Mechanical: Residential. Non -Residential Re New Replacement (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # oCStories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: — 19-31-5 14 ©CO" 0 (Attach Proof of Ownership &Legal Description) Owners Name & Address: l f V 1 ( I n Name & Address: Phone & Fax: 4C Bonding Company: Address: Mortgage Lender: Address: Architec Engineer" Address: i Phone: y,� State License Number. �fttact Person:i'�`—) Phone: Phone: F` 01 I Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate Permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this pr pe that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water manag fent dis to agencies, or federal agencies. i Acceptance of pe ven1'cation that I wit�noti e own r of the property of there uirem\ o F �. n S 1 . Signature ofOwner/A ate y SiQ eofCnntrac r/ Owner/Agent's t4a ������� ......gsgrug Print IFER K. GIBSON Comma J2DN24387 _ ExpireDmi2oog Sign Bonded thru (800)132.4254 Florida Notary Assn„ the O er/Agent is _ Personall Known t Me or "� Produced IDCO� t 06Y�6 Contractor/Agent ent is _ (rye 1 _Produced ID ♦���4� APPLICATION APPROVED BY: Bldg: Zoni Z% (f , (Initial Date) Initial & D te) VN Special Conditions: of Florida / / Date Ily Known to Me or L' 1MRY tJR. iLIC -STATE OF FLORIDA 51 N rO)D484466 (mural.&Dato)S 9Q/i3k[nivj & Date) SG ,,,BoIED THRU 1_AAA_atnretzvx Seminole County Property Appraiser Get Information by Parcel Number [)"m JOHlisom CFA, ASA PROPERTY APPRAISER SEMINOLE COUNTY FL 1101E. FIRST sT SAHFMO, FL 32771-1468 407-665-7508 GENERAL Parcel id: 32-19-31-516-0000-0470 Owner: CORTEZ FREDDY H Mailing Address: 374 FAIRFIELD DR City,State,ZipCode: SANFORD FL 32771 Property Address: 374 FAIRFIELD DR SANFORD 3277 Subdivision Name: CELERY LAKES PHASE 2 Tax District: S1-SANFORD Exemptions: 00 -HOMESTEAD (2006) Dor: 01 -SINGLE FAMILY �1- CP 2007 WORKING VALUE SUMMARY Value Method: Market Number of Buildings: 1 Depreciated Bldg Value: $161,142 Depreciated EXFT Value: $0 Land Value (Market): $34,000 1 Land Value Ag: $0 Just/Market Value: $195,142 Assessed Value (SOH): $188,645 Exempt Value: $25,000 Taxable Value: $163,645 Tax Estimator 2006 VALUE SUMMARY Tax Amount(without SOH): $3,131 2006 Tax Bill Amount: $3,131 Save Our Homes (SOH) $0 Savings: 2006 Taxable Value: $159,044 DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LEGAL DESCRIPTION Land PLATS:r Pick... -w Value LOT 47 CELERY LAKES PHASE 2 P6 65 PGS $34,000129 & 30 SALES Deed Date Book Page Amount Vac/Imp Qualified SPECIAL 09/2005 05927 1239 $271,800 Improved Yes WARRANTY DEED Find Comparable Sales within this Subdivision LAND Land Assess Frontage Depth Land Unit Method Units Price LOT 0 0 1.000 34,000.00 BUILDING INFORMATION Bid Bid T Year Fixtures Base Gross Living Ext Wall Bid Value Est. Cost Num Type Bit SF SF SF New 1 SINGLE 2005 13 1,364 3,424 3,012 CB/STUCCO $161,142 $162,770 FAMILY FINISH Appendage / Sgft GARAGE FINISHED / 396 Appendage / Sgft OPEN PORCH FINISHED/ 16 Appendage / Sgft UPPER STORY FINISHED / 1648 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed Permits rOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. 1 If you recently purchased a homesteaded property your next yeaes property tax will be based on Just/Market value. http://www.scpafl.org/web/re web.seminole county title?parcel=32193151600000470&cpad=FAIRFIELD.. Page 1 of i 3/19/2007 D� --CD q LIMITED POWER OF ATTORNEY Date: 2 I hereby name and appointy rn �1 S to be my lawful attorney in fact to act for me and apply for a permit for work to be performed at the location described as: ' (Address of job) -, Of And to sign my name and do all things necessary to this appointment. 0a,'W E Qj��- (Signature of Certified. Contractor) r-- gu a� (Printed name of Contractor and License N bcr) STATE OF FLORIDA COUNTY OF SeW I Y)0 - The fore Ding ins ent was acknowledged before me this ay of _�Y arra, 20 b �Y�� who is ersonally known to me or has. ❑ produced (type of identification) as identification. y Publ , tate of Florida n ,n (Seal) Nam of No PUbIIC ��• "® NOTARY PUBLIC - STATE OF FLORIDA ;'0Mrd1eSSIOP1 # DD484466 EXPIRES 10123/2009 •+" "•• BONDED THRU 1-888-NOTARYI 11 This Instrument Prepared By: Name E. Michael Holland Address 125 West Pine Ave. Longwood, FL 32750 Permit No. o%3*7- Cor+e2- STATE OF Florida. COUNTY OF SEMINOLE --- -- .. .. ............ ... .... ....r r.n n .n wr n■ r nwr ti MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY 89 06618 Aq 1158; (1pg) CLERKIS # 2007036541 REC0000 0/05/800/ 01:80:89 FSM RECORDING FEES 10.00 RECORDED BY L McKinley NOTICE OF COMMENCEMENT 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. 1. Description of property: Lot 47 Celery Lakes PH 2 PB 65 PGS 29-30 374 Fairfield Dr. Sanford, Fl 32771 Parcel #: 32-19-31-516-0000-0470 2. General description of improvement: Swimming pool and screen enclosure 3. Owner Information a. Name and address: b. Interest in property: Freddy Cortez 374 Fairfield Dr. Sanford, F132771 Owner c. Name and address of fee simple titleholder (if other than owner): 'A Contractor: (name and address) 5. Surety N/A a. Name and address: b. Amount of bond $ 6. Lender: (name and address) N/A Holland Pools 115 W. Pine Ave Longwood, FL 32750 CERT IriED COPi IWARYANNE iWORS,E CLERK JF CIRCUIT COURT SEMI 0 Y, FLORIDA By EP . v lF_.... MAR 0 9 2001, 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes: (name and address) 8. In addition to himself, Owner designated the following person(s) to received a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes: (name and address) 9. Expiration date of notice of commencement (the expiration date is 1 year from the date of recording unless a different date is specified) The forgoing instrument was acknowledged before me this 0) l o L l c by who is personally known to me/ who produced . (Signature of Owner) Owner's Name: Freddy Cortez identification and who did not take an oath. (� bt4t C 661-10-603U -0 Owner's Address: 374 Fairfield Dr. Notary as to Owner OAt� Commission # State of FL County of _ My Commission expires: _...........0� ALLIE „„r�rr„r,,% ARNOLD...........i C*M” DD0421313 : EW83 421r408 • - off,: e«,aec 0ut+(800}1,i2r251 s•••••:::::,. Pcritla Notary Man.. Inc Sanford, F132771 t 110-101 „S -,8T C5 p m O X N 0 O I Cl M T v F o I!e?J �ie4J CO o CO c N a�ejg aauX ,Z O u, Q V) o o bb0'OxZxZ o vii o� C E bb0'OxZXZ O 00 O 00 �X O O 00 OX 00 N+ 0 N 6 x - N O X x o N C 7 ^ 00 C> � CQ Q N O U@� 2 � a:)ejg aauX ,Z 9WS OZT'Ox O C � a 'b M Y `o M C O Sb0'Ox£XZ L _ U O M- O y p lu Um M /A Cd � Z k. �O 0 W 4" ry DCd O O - O O O E O ('0 x +d+ O N O U N 6. N CLX .x -I 7 N N (V + C41 oaxis Cd aauX ,Z 9WS OZI'Ox weig aau)i ,£ MbbO.Oxzxz z OSO'Ox9xZ E 0 9WS OZT'OX ip N 4; cxd NpOw •� r -M M m a:)ejg aauX ,£ cMxx Q Q ^ Sb0'Oxw D G p U')L 9'O ZXT + M Z_.9 —— .,Z-,9 ---k- -,9. M d G U G 1X11% M a A 0 s.S C6 0 X ,.0,0£ 110-101 „S -,8T C5 •9.0 QXT) C5 O x+ O X N 0 O I 7 m 0 M T v F o I!e?J �ie4J CO o CO c N a�ejg aauX ,Z O u, Q V) o o bb0'OxZxZ o vii o� X~ bb0'OxZXZ O 00 O 00 �X O Sb0'Ox£xZ O 00 OX 00 N+ O N 6 x - N O X x o N 81Qe3 N X X OSO'Ox9xZ N X. Om E O V) m NO I IT MW # 0 MMO =M Required emergency escape and rescue openings are not allowed to open into this screen room unless a screen door leading away from the residence is provided. FRC R310.1 • t+O'OXZXZ k7z Mm� gob N Structural plan review is limited to a general survey for code compliance. No review is implied nor was taken to verify structural adequacy 00 0 X .g.0 ZXT + bb0'OXZXZ MsOOT'0- 9b0'OxbxZ WS OOT'0) Cd 110-101 „S -,8T C5 O C5 O x+ O X N 'e'0 ZXT + O I bb0'OxZXZ 0 0 a�ejg aauX ,Z a�e�g aauX ,£ 0 o bb0'OxZXZ Sb0'Ox£xZ 9WS OZT'OX OSO'Ox9xZ OJ a:)ejg aauX ,Z 9WS OZT'Ox a:)e,g aaUN ,£ � a bb0'OxZXZ `o OSO'Ox9xZ Sb0'Ox£XZ O K N i Cd O O M XO O O C O C O O - O O O E O ('0 x N O N O U N 6. N CLX .x -I 7 N N (V + oaxis aauX ,Z 9WS OZI'Ox weig aau)i ,£ MbbO.Oxzxz OSO'Ox9xZ Sb0'Ox£xZ 0 9WS OZT'OX ip x OSO'Ox9xZ a:)ejg aauX ,Z a:)ejg aauX ,£ cMxx bb0'OxZxZ Sb0'Oxw 0 9'O ZXT + bb0'OXZXZ Z_.9 —— .,Z-,9 ---k- -,9. Structural plan review is limited to a general survey for code compliance. No review is implied nor was taken to verify structural adequacy 00 0 X .g.0 ZXT + bb0'OXZXZ MsOOT'0- 9b0'OxbxZ WS OOT'0) Cd 7 O O Cr C5 O C5 O x+ O X N O i X NI O I .',^ io;- � --ft Code violations found during inspection are required to be corrected. Plan/permit issuance does not grant approval of a code violation. 2004 MOIBC109_1 be 4 O 0 O (2 N N N .y X N } O M 9b0'Oxtlxz 3WS OOTV d M '9'0 Z I + U bb0'0 XZ M -31-1t, -.4 „O-.£ Windows and doors that open into the swimming pool/spas area without a fence barrier to prevent direct access shall be protected in accordance with FRC R 4101.17.1.9 11 E; E�'ISLN� ils and Abbreviations: �S 45/E✓%ITION5(PIpRaCnsEoJ REROD: Steel Reinforcing Rod ,ery Line Brg. :Bearing Field :Field Measured P.G.P. Permanent Control Point P.T. :Point of Tangency ,erline Calc. Calculated Fnd. Found P. Point of Intersection R Radius • : Concrete Block Gov'I. ' Government P.LL .S. Professional Land Surveyor R.L.S. : Registered land Surveyor )hl-of4py Line C.B. %verhead Utility Line Ch. Chord L.B. Licensed Business P.O.B. :Point of Beginning - R/W :Right-of-way + .. P.O.C. :Point of Commencement S4."':: - Section• Easement Line Conc.: Concrete 0. R. Official Records .f. Central Angle Const.: Construction Pav't. Pavement P.R.C. Point of Reverse Curve S/%+; r:- Septic Tank Arc Length c/s : Concrete Slab P. C, Point of Curve P.R.M. Permanent Reference Monument T.B.M.: TemporaryBench Mark Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ : With rdary Survey: �OI fvo. ' I FND .UA/t REeod I eEe r : A4. -f. y / Ggv 0• r 2.9/ 3736 � P 373 L•g I �p' 40 /1/ 85 3 8 /'7 PL Gr i FIELD. I y8.:. 2� 1p, 5 I I / �� I � Q D.Q9/.NAGE �f'� h � m1 3 FT {f. 198 13' a P6` o `` lll2 Qj --- N ------------------------ \ 19 _- 111`"4ry II'�'t i � 1 it on W yG� � v' O� i I i I' i E`1 •'Y I h Q E.. 7`G � � v /orES = eD F,ece+.e EaE✓ L3 9 8 Q h � N t 0) 3'74- fA/,eFiEco IJ,�ivE � 1V� 0_N o X374 a I ` 1v� h �y,3TE/>N, !a/.9 rF,P /Yl�r6,e "d- �: I • , I ' E/ -E✓• .3/•25 '�` g I _,,a r s �'/EL D 1 oil o0 Eos 4o.>a)o, T,_/j mw& ! TA-4� RE 4• G O 3 W L.S. 2414o \ / 0�z 0 ��t✓/ CAP �4 R[,o. or-P.L. j\ 3 �• �. o �,s, 4a4 eE e o o y 2ii f) of t �v. W/ CAP L.S. 2494PLA REVIEWED STAB-' c� AT R C. 29 Z i N Q ,yy R I �3� 0 00 �f OF S6'R1Ei Y4 FO R � a 2 1 S 9c' 3V '/7'W SLAT ! A33UMFO �lil /6LD BEN ¢A✓6 F.vD• 0/,- NA/G fET NA/G + TAO 2494 P A r G . So',e u/• Z4'�ifY.ACTPAy'T� z 'Cat/• G✓,-rEes� FLOOD CERTIFICATION: According to the Federal Emergency Management Agency's T" Insurance Rate Map'; Comihunity Panel Number /24Z9f-oOGS E Revised 19P/ell /7, : the property described and depicted hereon lies in Zone 'X' ("Areas determined to be outside 500 year flood plain"), DESC2/oT/D�l/ = and does not lie within any 'Special Flood Hazard Area'. GaT 9 % j CEL.E/PY L 4�� S �Nf�56 2 fi �SvdD/✓/S/a�+/ / zcto POi�t/G To MA.c /-/ /SLAT B --C �S , /AGES Z9 ANO 30 j PURL/G 2EcoeOS of SEM/,i10L6 CovN7y /CLOP/.04- :ERTIFIED TO: S57-25 t//9RT T GC' N I hereby certify that this map depicts a survey performed under my supervi- sion, �� �//>yfgR�iVTY � �X>/7AT/O/� and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical standards set forth by the Florida /YJ /'z,E C'orJ .vN -/�• Board of Professional Land Survevors in Chapter 61G17-6, Florida cr R p/e /�LQ/�'/O� Administrative CodegRegistered 472.027, Florida Stalu SMITH DRAFTING & SURVEYING, INC. 7 311 E. RICH AVE. DELAND. FL DELTONA, FL Smith (386) 734-7047 (386) 789-2855 Land Surveyor ,DRAWN BY: f / Goop eicN REVISIONS: nA� GeAoE Notes Certificate Number 3736 S•E•_" rN L:L• �..c zr Z CREW CHIEF: AQ //1. D. LiTW/N1EC o Zoos K NOT VALID UNLESS SEAL IS EMBOSSED SCALE: _ �i ✓i9G dE e. 77 v1�: /" — ZO , t� /, 23 a 5 Note: No instruments of record reflecting easements, limitations, owner- ships, reservations, restrictions and/or right-of-ways, if any, have been pro - DATE: FEB e//RR y 9 2 0o S vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. Wo 4 z - January 01, 2007 LAWRENCE E. SENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering "ALUMINUM STRUCTURES DESIGN MANUAL" 2004 edition & 2006 edition Dear Building Official/Plans Examiner, This is to certify that the following contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" during the year 2007. When we publish and distribute the 2006 ed of the "ALUMINUM STRUCTURES DESIGN MANUAL", they will be authorized to use that manual for the remainder of 2007. Our authorization is based on a January to January basis requardless of the edition of the manual. This authorization also applies to contractor master file drawings, " ONE PERMIT ONLY" drawings or any "site specific" drawings that I may furnish the contractor. James Armstrong RX0066490 Armstrong Aluminum, Inc 2227 Mercator Dr Orlando, FL 32807 They are hereby adde,A to my 2007 MASTERFILE LIST 4 (Armstrong Aluminum) 07-096, CORTEZ, 374 FAIRFIELD DR I SCREENED ENCLOSURES H (SEE TABLE 1.3) K -BRACING (OPTIONAL) GIRT (TYP_) TYPICAL DOME ROOF - ELEVATION EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES I H 1' K -BRACING (OPTIONAL) GIRT (TYP-) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) 1"x 2" (TYP.) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. SECTION 1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) RISF,R WALL WHERE UIRED LINS (TYP.) TONAL ROOF BRACING SCHEMATIC SECTION 1) _E BRACING METER WALLS FRAMING TABLES 1.3 AND 1.41 SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES PLANS �E�0EWE Lawrence�E. Bene etot, P.E. FL #x16644 P,O, BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386)767-6556 © PAGE COPYRIGHT2004 AI WEOWMDOGF7TE LR,1&3"IRAIRFIELE DCMN PERt,41SSION OF LAWRENCE C.BLNNETT. P.E. 1-3 SECTION 1 1 SCREENED ENCLOSURES WIND BRACE CONNECTION DETAIL SCALE: 3" = V-0" S.M.S. TOE BEAM AND/OR AIL ISION ISION NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than (4) panels from host structure. Lawrence E. Bennett, P.E. FL # 16644 FOLA CIVIL ENGINEER -DEVELOPMENT CONSULTANT ^T ;- 5 F SAN FO R D P.O. BOX 214368, SOUTH DAYTONA, FL 32121 9GJ= J TELEPHONE: (386) 7674774 FAX: (386) 767.6556 PAGE © COPYRIGHHT2004 rmstb�PAlum nU WRrTTEN PERMISSION OF LAWRENCE £. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 CONNECTOR MAY BE (2) `✓ ANGLES, INTERNAL'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM Wl SCREWS (PER SECTION 9) CARRIER BEAM (SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 314" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) EXTRUSIONS W1 INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-112" INTERNALLY PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) PAGE @ COPYRIGHT 2M (Arrnst ong�I�aBN��T,PITliII6(3TQIdZPERMIS5I0NOFLAWRENCEE.BENNE..TT,P.E. 1'37 CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = V-0" BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ALTERNATE: ANGLES ATTACHED TO WOOD 1" x 2", 1" x 3" OR 2" x 2" FRAME WALL W/ MIN. (2) 318" x -' ATTACHED TO WALL Wl #10 x 2" LAG SCREWS PER SIDE OR 2" S.M.S. @ 16" O.G. TO CONCRETE W/ (2) 114" x 2-114" ANCHORS OR MASONRY ® WALL ADD (1) ANCHOR PER Lu SIDE FOR EACH INCH OF BEAN HOST STRUCTURE MA50NRY3:DD ® DEPTH LARGER THAN 3" OR FRAMED WALL F_ Q w _ (SELECT FASTENERS FROM ® ALTERNATE CONNECTION: SECTION 9 TABLES) W® _ (1) 1-314" x 1-314" x 1-314" x 1/8" ® INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME WALL WI MIN. (3) 318". x 2" LAG PRIMARY OR MISC. FRAMING SCREWS OR TO CONCRETE BEAM (SIZE PER TABLES) OR MASONRY WALL WI (3) 1/4" ANGLE OR RECEIVING x 2-114" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = V-0" 11-05'LAN P.E. FL # 16644 Lawrence E. Bennett, FJA { I{Ire �� CIVIL ENGINEER - DEVELOPMENT CONSULTANT �"' �°°�!1't� C P,O, BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX; (386) 767-6556 PAGE @ COPYRIGHT 2M (Arrnst ong�I�aBN��T,PITliII6(3TQIdZPERMIS5I0NOFLAWRENCEE.BENNE..TT,P.E. 1'37 SCREENED ENCLOSURES PANELS/ELEMENTS UNBRACED BY HOST STRUCTURE TO BE BRACED BY DIAGONALS IN PERIMETER PANELS (MIN.) ELEMENTS BRACED BY HOST Q STRUCTURE CONNECTION BEAMS AND / OR PURLINS TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR K—BRACING (IN WALLS) SECTION 1 HOST STRUCTURE OELEMENTS BRACED BY DIAGONALS ALTERNATE BRACING — -- — PATTERN, CORNER BRACES STILL REQUIRED CABLE OR K -BRACING (IN WALLS) . I �. p z V} J Q 00 v CABLE OR K—BRACING (IN WALLS) EACH DIAGONAL TO BE 2 X 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) AT CORNERS (TYP.) (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/8" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 214368; SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 7676556 PAGE © COPYRIGHT 2004 Cid 15t�GlTlt�i MV;E V�I�N OOP,-Pl�� P5V4vFNWFF flELI DfRPERMISSION OF LAWRENCE E. BENNETT. P.E. �'39 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 " 233 Sq. Ft. / PAIR OF CABLES 1f8 w 445 Sq. Ft. / PAIR OF CABLES TOTAL%REA =100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8' x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50%(8'x20')= 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft, x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE" ONE PER 233 Sq. Ft. OF WALL ONE PER 445 Sq. Ft. OF WALL "* SID ABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for free standing pool enclosures use 100 % of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail., 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. Lawrence E. Bennett, P.E. FL # 16644 W _ _ _ FORD c1VfL ENGINEER - OEVEL OPMENT CONSUI.TRNT � � P.O. BOX 214366, SOUTH OAYTONA, FL 32121 TELEPHONE: (366) 767-4774 FAX: (366) 7676556 PAGE © COPYRIGHT 2404 n1Str�ti �il1ET11 Uril)M1tb7a� t3� C �?IN AI�IQLFf�f���13JL�r I`7HEWRITTEN PERMISSION OFLAWRENCE E.BENNETT.PE. .'4%,.,e SCREENED ENCLOSURES -- (5) #10 S.M.S. (MIN,) - 1/8" 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 EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B #10 x 3/4" S.M.S. EACH SIDE FOR CABLES SECTION 1 0 0 0 A ALTERNATE: USE (1) 114" x 1-114" FENDER \ WASHER EACH SIDE OF �l gra i FRAME MEMBER MIN. (2) CLAMPS REQUIRED ® /_ (TYP.) 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 OF SAN P.O. SOX TELEPHONE: SOUTH 6) 7674 A, FL 32121 �`� GGG��� TELEPHONE: (386) 767-0774 FAX; (366) 767-6556 PAGE QC COPYRIGHT 2004 once Ap6fflj E 1691Wp nfftt'PT1 WFFF}pWT ftfl-ITFEN-PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-41 SECTION 1 SCREENED ENCLOSURES ;LAB MIN. (2) 1/4" OR 5/16" x 1-3/4" CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" CABLE FOR 3/32" CABLE 5/16" x 2" CONCRETE ANCHOR W/ CABLE THIMBLE AND WASHER 3-1/2" (4" NOMINAL) SLAB (MIN.) SCALE: 3"= 1'-0" SLAB FOR 1/8" CABLE SHALL HAVE A THICKENED EDGE TO ACHIEVE 5d MIN. AND A 3/8" x 2" ANCHOR 5d (MIN.) 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A SCALE: 3"= 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 ml tUm) 0 YMR@jMRgq IN MLFMItI pELloT T THE WRITTEN PERMISSION OF LAWRENCE E, 8ENNETT, P.E. (Armstr0 SCREENED ENCLOSURES STAINLESS STEEL CABLE CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-41 FOR NUMBER OF CABLES REQUIRED SECTION 1 2"x 2"x 0.125" ANGLE 112" CONCRETE i (MIN.) FROM EDGE OF )) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 213 SCALE: 3" = l'-0" 5-1/2" (6" NOMINAL) SLAB (MIN.) SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR 3/32" GABLE AND 594# FOR 1/8" CABLE, FOR 3/32" CABLE (1) 1/4" x 1-1/2" CONCRETE ANCHOR (MIN.) @ 5d MIN. \ \ \ \ 5d (MIN.) v S 5d (MIN.) \ 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE MAN` '500 # 16644 Lawrence E. Bennett, P.E. FL SANcrvrt>NsrNE-DE to vrcanrsutrcnrr �I P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.66558 PAGE RrcomW-096, CORTEZ, 374 FAIR FIELD DR 4 moi'! I SECTION 1 SCREENED ENCLOSURES SCREEN 'd' VARIES 4" SHOW IV 1"x 2" O.B. BASE PLATE (TYP.) SECONDARY ® GI 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 S.M.S. (SEE SCHEDULE NEXT PAGE) ;'" d e CONCRETE ANCHOR (SEE SCHEDULE NEXT PAGE) a ' e . NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN 2" 5d CONNECTION (MIN.) (MIN.) e»e�r a nrui SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES { d e a e NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 L6" (MAX.) ..._ 6" (MAX.) 3000 P.S.I. CONCRETE 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE NEXT PAGE) 5d'° MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 ' 5d DISTANCE 1/4" 1-9f4" 318" 1-7l8" GRADE 1-114" MIN. CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN (2) #10 x 3/4" S.M.S. EACH SIDE PRIMARY 2" x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK 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 - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4774 FAX: (386) 767.6556 PAGE © COPYRIGHT 28{M umi IN WHOLE OR IN PART R I -rill U4 THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. m SCREENED ENCLOSURES CONCRETE DECK EDGE 2" x 2" PRIMARY ANGLE VARIES 5d (MIN.)' 2-1/2" (MIN.) BOLT O ` 5d DISTANCE 114" 1-114" 3/8 1-718" I" x 2" O.B. BASE PLATE (TYP.) #10 x 3/4" S.M.S. (TYP.) 2 " x S.M.B. COLUMN TOP VIEW POST TO DECK DETAIL SCALE: 3"= V-0" Secondary Anchor Schedule Column Size S.M.B. or S.B. Total Concrete Anchors Total #10 x 314" S.M.S. 2 x 4 4)114" 6 2 x 5 (4) 114" 8 2 x 6 (4) 114" 10 2 x 7 4) 114" 12 2 x 8 (6) 1/4" 14 2 x 9 (6)114' 16 2 x 10 (10) 1/4" 18 SECTION 1 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 information. 2. Secondary anchor schedule applies to side walls with uprights that are 2" x 5" and larger. . 1111111�ljiii It! , 1,11 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4T74 FAX: (386) 767.6556 PAGE ® COPYRIGHT 2004 r AItf+9'ill` $iF l �@I �Q� ,iQF7f�t'fl'M/�liP&fffik& lE i N PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-51 SCREENED ENCLOSURES SECTION 1 ALUMINUM FRAME SCREEN WALL ANCHOR ALUMINUM FRAME CONCRETE CAP BLOCK OR TO WALL OR SLAB W/ BRICK (OPTIONAL) 114" x 2-114" MASONRY ANCHOR WI IN 6" OF POST 8" x 8" x 16" BLOCK WALL AND @ 24" O.C. MAXIMUM (MAX.. 32") (1 ) #5 0 BAR CONTINUOUS (1) #5 BAR @ CORNERS AND CONCRETE ANCHORS SHALL 4 10'-0" O.C. FILL CELLS AND EMBED INTO CONC. THROUGH .. _ KNOCK OUT BLOCK TOP CAP BLOCK OR BRICK 1-112" NCOURSE Wl 3000 PSI PEA MIN. M ROCK CONCRETE DECK OR GROUND LEVEL ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR a. BRICK OR OTHER NON- _ GRADE RIBBOMONOLITHIC FOOTING STRUCTURAL KNEE WALL 1" $ MONOLITHIC WIDE x 0.063" THICK STRAP @ SLAB IS USED (SEE NOTES OF EACH POST FROM POST TO •6 a DETAILS NEXT PAGE) FOOTING Wl (2) #10 x 3/4" (2) #5 0 BARS MIN. 2-112" OFF S.M.S. STRAP TO POST AND (1) GROUND 1/4" x 1-314" TAPCON TO SLAB OR FOOTING KNEE WALL FOOTING FOR SCREENED ENCLOSURES SCALE: 314" = 1'-0" ALUMINUM STRUCTURE (SIDE WALL ONLY) FOOTING 2500 PSI CONCRETE Wl (1) #50 OR (2) #30 CONT. BARS MIN. 2-112" OFF GROUND RIBBON FOOTING - TYPE 1 SCALE; 3/4" = l'-0" d ALUMINUM STRUCTURE (ALL FRONT WALLS) FOOTING 2500 PSI CONCRETE Wl (3) #30 OR (2) #50 BARS CONTINUOUS BARS MIN. 2-112" OFF GROUND RIBBON FOOTING -TYPE 2 SCALE: 314" = T-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE! (386) 767-0774 FAX; (386) 767-6W PAGE © COPYRIGHT 2004 C g AitoTii u e? Ci ti4W[eK!0?sir f�dAl ppI��I� PFRMISSION OF LAWRENCE E, BENNETT, P.E. 1 -553 SCREENED ENCLOSURES 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 (1) 1/4" x 1-3/4" CONCRETE ANCHOR TO SLAB OR FOOTING ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) (3) #30 BARS OR (1) #50 BAR W/ 2-1/2" COVER (TYP. ) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = 1'-0" (2) #3 BAR CONT, OR 2'-0" MIN. 3-1/2" (TYP. (1) #5 BAR CONT. BEFORE SLOPE ALL SLABS) TYPEI FLAT SLOPE / NO FOOTING 0-2" / 12" Notes for all foundation types: 00 TYPE 11 MODERATE SLOPE FOOTING 2" / 12" - 1'-10" 1 #5 BAR CONT. 3 #3 BAR CONT. OR TYPE III STEEP SLOPE FOOTING > 1'-10" 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" 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 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, InForceTu e3lm (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 4= r SCALE: 3/4" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767AT74 FAX: (386) 767.6556 PAGE @ COPYRIGHT 2004 ng .. R TIEZP J74VlMI,Rlnl ER MI SS ION OF LAWRENCE E. BENNETT, P.E. J SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) Hollow Sections 3'-0" Tributary Load Width W' = Beam Spacing . 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" I B'-0" Allowable Span 'L" 1 bending 'b' or deflection 'd' 1 9'-0" 2" x 2" x 0,044" 9'-10" b I 8'-7" b T-8" bj 6-11" bl 6-6" b 6'-1" b 5'4" b 2" x 2" x 0.055" 10'-9" b 9'4" b 84' b 7'-T" b T-1" b 6'-7" b 6'4" b 2" x 3" x 0,045" 13'-4" b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b 7'-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 11'4" b 10'4" b 9'-7" b T-11" b 8'-5" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 4'-0" 1 5'-0"1 6'-0" 7'-0" 1 8'-0" Allowable Span 'L' 1 bending 'b' or deflection'd' 2" x 4" x 0.044 x 0.100" 19'-11" b IT -4" b 15-6" bP14'.22- 13'-1" b 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b16'-2" b 18-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" 18'-9" b 1T-6" b 16'-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 27'-11" b 24'-11" b21'-1" b 19'-9" b 18'-7" b 2" x 7" x 0.055" w/ insert 42'-10" b 37'-1" b 33'-2' b 28'-1" b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1' b 32'-3" b 27'-3" b 25-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" _ b 34'-11" b 31'-11" b 29'-6" b 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 9'-6" 4b39'-`!" 42'-11" b 38'-4" b 35'-0" b 32'-5" b 30'-42" x 10" x0.092" x 0.369" 59'-6" 51'-7" b 46-1" b I 42'-1" b I Snap Sections 3'-0" Tributary Load Width 'W' _ Beam Spacing 1 4'-0" 1 5'-0" 1 6'4" 7'-0" 1 8'4" Allowable Span V1 bending'b' or deflection "d' 1 9'-0" 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b 7'4" b T-2" b 6'-9" b 2" x 3" x 0.045" 16-1' b 13'-1" b 1 V-8" b 10'-8" b T-10" b 9'-3" b 8'-8" b 2" x 4" x0.045" 18'-5" b 15'-11" b 14'-Y b 13'-0" b 12'-1" b 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 19'-2" b 18'-0" b 1 2" x 7" x 0.062" 34'-9" b 30'-1" b 26'-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" 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 V-8". For beam spans greater than 40'-0" the beam at 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 pudin and (2) purlins each side of center purlin need lateral bracing. 7. Spans may be interpolated. Example: Max.'L' for 2" x 4" x 0.050" hollow section with 'VV = 5'-0" = 11'4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSUL rANT P.O. SOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-56 NOTTP BE REPR IN WHOLE OR IN WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P E. N 1w� %1� (Arm SCREENED ENCLOSURES SECTION 1 Table 1.2 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30'-30'-00" North (Jacksonville, FL) A. Sections Fastened To Beams With Cllns Hollow Sections 3'•6" Tributary Load Width W'= Purlin Spacing 6'-8" 2" x 2." x 0.044 T-6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 6'-0" 1 6'-8" 8'-1" d T-9" d T-6" d T-3" d T-0" d Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 3" x 0,045" 2" x 2" x 0.044" T-8" d TA" d T-0" d 6--9` d 6'-6" b 6'3" b 5'-11" b 2" x 2" x 0.055" 8'-1" d T-9" d T-5" d 7'-2" d. 6-11" d 6'-9" d 6'-6" In 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d T-8` d 7'-5" d 7'-3" d 6'-11" d 2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" b 9'-W b 8'-10" b 8'-5" b 8'-0" b 2" x 4" x 0.050" 12'-2" b 11'-4" b 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b Snap Sections 3'•6" Tributary Load Width 'W' = Purl In Spacing 4'-0" 1 4'-6" 1 5'-0" 5'-6" 6'-0" 1 Allowable Span V/ bending 'b' or deflection 'd" 6'-8" 2" x 2." x 0.044 8'-5" d 8'-1" d T-9" d T-6" d T-3" d T-0" d 6'-9" d 2" x 3" x 0,045" 11'-7" d 11'-1" d 10'-8" d 10'4" d 9'-11" b 9'-6" b 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 13'-6" dl 12'-9" b 12'-2" bj 11'-8" bi 11'-1" b B. Sections Fastened Through Beam Webs Into Screw Bosses Hollow Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 1 4'4" 1 4'-6" 1 5'-0" 5'-6" 1 6%0" 1 Allowable Spa.n'L' ( betiding 'b' or deflec ' 6'-8" 2" x 2" x 0.044" 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b T-8" b TA' 6 11" . p 6'-7" b 2" x 2" x 0.055" 91-11• b 9'-4" b 8'-10" b 8'-4" b T-11" b T-3" b 2" x 3" x 0.050" 12'-4" b 11'-7" b 10'-11" b 10'-4" b 9'-10" b 9'-5" b 8'-11" b 2" x 4" x 0.050" 13'-7" b 12-8" b 11'-11" b 1 VA" b 10'-10" b 1 10'-4" b 1 9'-10" b Snap Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 1 4'-0" 1 4--6" 1 5' 0" 5'-6" 1 Allowable Span'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" bi 10'-2" bj 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-4" b 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. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wall connection, 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6-8". For beam spans greater than 40'-0" the beam at the renter 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" © COPYRIGHT 2004 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.D. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6558 PAGE OF LAWRENCE E. BENNETT. P.E. 1 1-57 SECTION 1 SCREENED ENCLOSURES Table 1.3 Allowable Post 1 upright Heights for Primary Screen Wall Frame Members Aluminum Allay 6063 T-0 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # 1 sq. ft' Hollow Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 9'-0" 3'-0" 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'4" 1 9'-0" Allowable Height'H' 1 bending'b' or deflection'd' 2" x 2" x 0.044" 8'A" b 1 7'-3" b 6'-6" bj 5'-11" bi 5-6" b 5'-1" b 1 4'-10" b 2" x 2" x 0.055" 9'-1" b7'-11" b T-1" b 6'-5" b 5'-11"" b 5'-7" b 5' 3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b T-11" b T-5" b 6'-11" b 6'-6" b 2" x 4" x 0,050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 6-1" b T-7" b T-2" b Self Mating Sections 3'-0" Tributary LoadWidth W'= Upright Spacing 1 4'.4" 1 5'-0" 6'-0" 7'-0" 1 8'4" Allowable Heigh ' 'b' or deflection 'd' 1 9'-0" 2" x 4" x 0.044 x 0.100" 16-11" b 1 14'-8" b 13'-1" b T-9" b 11'`:11" b 11'-1" b 10'A" b 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16-2" b b 8'-11" b 13'-8" b 12'-10" b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 1T-1" b 15'-10" b 14'-10" b 'IT -11" b 2" x 7" x 0.055" x 0.120" 2T-3" b 23'-7" b 21`-1" b 19'-3" b 1T-10" b 16'-8" b 15-9" b 2" x 7" x 0.055" wl insert 36'-3" b 3VA" b 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35-2" b 30'-6" b 27'-3" b 24'-10" 6 1 23'-0" b 21'-6" b 20'-4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 1 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'4" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'-4" b 1 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1" b Snap Sections 3'-0" Tributary Load Width W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 8'-0" Allowable Height'H' I bending W or deflectlon'd' 1 9'-0" 2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b 7'-0" b 6-6" b 6-1" b T-9" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'-4" b T-10" b T4" b 2" x 4" x 0.045" 15'-7" b 13'-6" b 12'-1" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 1T-3` b 16'-2" b 15-3" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b 17'-11" b 16-11" b ' For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040'. 2. Using screen panel width 'W select upright length 'H'. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height. 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 rain. (3) #10 x 1-112" S.M.S. into the screw bosses and do riot 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 ANDIOR.WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O.80X 214366, SOUTH DAYTONA. FL 32121 TELEPHONE: (366)767-0774 FAX: (386) 7674556 Int �. h='. � �•. t-1 � � i � �;; i� �.- , RIT li �rnistrdhg AGE © GQPY��RppIG�{IfT1R32DO�tg QtJ,��Jt�, y� Q�t jy ,ji Alu IriUnl � 1-U�b P{ OV FC I �Lw S F f�I NTTell 8 L){ HE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 Table 1A Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights for Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 1111 sq. ft.* A. Sections As Horizontals Fastened To Posts With Clips Hollow Sections 3'-6' Tributary Load Width 'VIP 1 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H' / bending 'b' or deflection 'd' 1 6'-B" 6'-8" 2" x 2" x 0.044" 6'-10" d 6'-6" b 6-1" b 5'-9" b 5'-6" b 5'-3" b 5'-0" b 2" x 2" x 0.055" 7'-3" d 6'-11" d 6'-8" b 64' b 6'-0" b 5=9" b 5'-6" b 3" x 2" x 0.045" 7`-9" d 7'-5" d 7'-1" d 6' 10" d 6'-7" b 6' 4" b 5'-11" b 2" x 3" x 0.045" 9'-4" b 8'-9" b 8'-3" b 7'-10" b 7'-5" b 7'-2" b 6-9" b 2" x 4" x 0.D50" 10'-3" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b 7'-10" b T-5'" b Snap Sections I Allowable Heights'H' l bending 'b' or deflection' d' Z" x 2" x 0.044" 1 7'-6" d 1 7'-2" d 1 U-11" d 1 6'-8" b 1 6'-4" b 1 6'-1" h 1 5'-9" b B. Sections As Horizontals Fastened To Posts Through Side Into Screw Bosses Hollow Sections 3'-6'1 4'-0" Tributary Load Width'W' 1 4'-6" 1 5'-D" 1 5'-6" 1 6'-0" ble Heights'H'I bending'b' ordeflection'd' 6'-8" 2" x 2" x 0.044" 7'-9" T-3"__ "b 6'-10" b 6'-6" b 6'-2" b 5'-11" b 5'-7" b 2" x 2" x 0.055" 8'-5" lb 7'-5" b 7'-1" b 6-9" b 6-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 7'-9" b 7'-5" b 7'-1 " b 6'-8" b 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9" b 8'-4" b T-11" b T-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b 8'4" b Snap Sections Allowable Heights 'H' / bending 'b' or deflection W 2" x 2" x 0.044" 9'-2" b 1 8'-7" b 1 8'-1" b 1 7'-8" b 1 7'4" b 1 7'-0" b 6'-8" b * For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specifications for tables page at the beginning of this section and example below. Notes: ,. 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height, 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min, and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-112" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6'-8". 7. Spans may be interpolated. IF HEIGHTS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214358, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6656 PAGE © COPYRIGHT ZW ng 4dur] �ffij&19% CORTEilpad4iFiALFR Fl it 'ERMISSION OF LAWRENCE E, BENNETT, P.E. 1-59 SCREENED ENCLOSURES SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing Beam Size Upright Size Minimum Purlin, Girt & Knee Brace Size** Deck Anchors Notes Minimum Number of Screws' #8 x %" #10 x'/V, #12x'/." Beam Stitching Screw @ 24" O.C. 2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4 - 2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #8 2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full Lap 8 6 4 910 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #8 2' x 2" x 0.044" 4 Full Lap 10 8 6 #10 2" x 6" w 2 -!i' 2" x 2" x 0.044" 4 Partial Lap 10 8 6 #10 2" x 2" x 0.044" 4 Partial Lap 14 12. 10 #12 2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial Lap 16 14 12 #14 2" x 9" 2" x 6" 1 2" x 3" x 0.045" 1 6 1 Partial La 18 16 14 #14 2" x 9""" 2" x 7" 2" x 4" x 0.050" 8 Partial Lap 20 18 16 1 #14 2" x 10" 1 2" x 8" 2" x 4" x 0.050" 10 Partial Lap 20 18 16 1 414 Screw Size Minimum Distance and Spacing of Screws Edge To Center Center To Center Gusset Plate Thickness Beam Size Thickness #8 5/16" 5/8" 2" x 7" x 0.055" x 0.120" 1/16" = 0.063" #10 318" 314" 2" x 8" x 0.072" x 0.224" 118" = 0.125" #12 112" 1" 2" x 9" x 0.072" x 0.224" 118" = 0.125" #14 or 114" 314" 1-112" 2" x 9" x 0.082" x 0.306" 118" = 0.125" 5116" 718" 1-3/4" 2" x 10" x 0.092" x 0.369" 1/4" = 0.25" 318" 1 1'" j 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 1 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. It a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut. 8. All beam to upright connections for 2"x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2" x 9" beams or larger use 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 spline with 1/2 the screws on each side of the cut. 12. For girt size use upright size (i.e. 2" x 6"). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0.044". Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T-6 Extrusion Anchoring System 0'. ", i;: 2 -C 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 1/2" EACH SIDE 2" x 4" x 0.044" x 0.12" 2" H -Channel With (4) 3/4" long screws (size to be determined by beam size, see table 9.6) (See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6". Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 PAGE @ COPYRIGHT2004 ng okkrmjM09P06@j OF LAWRENCE E. BENNErl-, RE, 1'61 SECTION 1 SCREENED ENCLOSURES Table 1-10 Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Side f Solid Roof Other Side Aluminum Alloy 6063 T-6 Cnr A- . ;#h WInA I nada i SIt tU 0 14 nr I aae and I atihidac r1PInW 3D' -3n'-00" North Notes: 1. If the solid panel is greater or less than 10'-0', then the 112 the allowable screen roof beam span shall be adjusted by the factor of +1- 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 V 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 -Bracing Fastening Schedule 10'-0" 1 12'-0" 112 Screen Roof Beam Span 1 14'4" 1 16'-0" 1 18%0" 1 20' Corner Post Diagonals (K) @ Top per End Beams And 5" Super Gutters Corner Post @ Bottom 5'4" 112 Solid Roof Beam Span 5'-0" 51-0" 5'-0" 5"-0" 5'-0" 2" x 6" x 0,050" x 0.120" 41-1',=4" '' b`.> U-11" b 10'-7" b 10'-3" b 9'-11" b 9'-9" b 9'-6" b 2" x 7" x 0.055" x 0.120" " 11'-8" b 11'-4" b 10'-11" b 10'-8" b 10'-4" b 10'-1" b 2" x 7" x 0.055" w/ Insert 15'-3" b 14'-0" b 14'-3" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 2" x 8" x 0.072" x 0.224" 14'-10" b 14'-4" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 12'-5" b 2" x 9" x 0.072" x 0.224" 15'-11" b 15'-5" b 14'-11" b 14'-6" b 14'-1" b 13'-8" b 13'4" b 2" x 9" x 0.082" x 0.306" 1 17'4" b 1 16'-9" b 16-2" b 1 15'-9" b 15-3" b 1 14,-10" b 14'-6" b 2" x 10" x 0.092" x 0.369" 1 20'-7" _bl 19'-11" b 19'-3" b 1 18'-8" b 1 18'-2" b 1 171-8" b 17'-3" b Notes: 1. If the solid panel is greater or less than 10'-0', then the 112 the allowable screen roof beam span shall be adjusted by the factor of +1- 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 V 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 -Bracing Fastening Schedule 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 1 or bark wall K -bracing. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: {386) 7674774 FAX: (386) 767.65M PAGE Q COPYRIGHT 2004 Aluminum THE WRITTEN PERMISSION OF LAWRENCE E. BENNE, P.E. Number of #10 x 3/4" S.M.S. Required Maximum Wall Width = Corner Post Diagonals (K) @ Top per End Intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate 20'-0" 2 2 4 2 2 30'4" 2 2 4 2 2 40'-0" 3 4 6 2 2 50'-0" 4 5 8 3 3 60'-0" 1 6 7 12 3 3 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 1 or bark wall K -bracing. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: {386) 7674774 FAX: (386) 767.65M PAGE Q COPYRIGHT 2004 Aluminum THE WRITTEN PERMISSION OF LAWRENCE E. BENNE, P.E. SCREEN, ACRYLIC & VINYL ROOMS INTERIOR BEAM (SEE TABLES 3A.1.3) H SECTION 3A HOST STRUCTURE OR FOURTH WALL FRAME PANS OR PANELS ALUMINUM ROOF SYSTEM PER SECTION 7 CARRIER BEAM POST TYPICAL SLOPED SOLID ROOF ENCLOSURE SCALE; N.T.S. ALUMINUM ROOF SYSTEM PER SECTION 7 RIDGE BEAM (SEE TABLES 3A.1.4) HOST STRUCTURE OR FOURTH WALL FRAME USE BEAM TO WALL DETAIL TYPICAL GABLE SOLID ROOF ENCLOSURE SCALE: N.T.S. EV�EF,n, Lawrence E. Bennett, P.E. FL # 16644 PLANS j��J P.O. BOX TELEPHONE: SOUTH OA TONA,67-477 Ft 3 121 TELEPHONE_ (386) 767-4774 FAX: (366) 767-6556 PAGE cQ COPYRIGHT 2904 } (AI mst iig 4p�yji}�tjg pt� Tc 9&tNQQ FR4 Ra94V&AiTA6I��EIY�RG� PERMISSION OF LAWRENCE E. SENNETT, RE. 3A' 1 SECTION 3A SCREEN, ACRYLIC & VINYL ROOMS UNIFORM LOAD l cx �— A B SINGLE SPAN CANTILEVER UNIFORM LOAD 2 SPAN UNIFORM LOAD UNIFORM LOAD L t A B C 2 SPAN UNIFORM LOAD UNIFORM LOAD UNIFORM LOAD 3 SPAN t l l A B C D UNIFORM LOAD 3 SPAN 4 SPAN NOTES: 1) l = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4774 FAX: (386) 767.6556 PAGE Q COPYRIGHT 2004 ( rmsUrjklumnum E qIEZ�EfDA1 1�tEL11�MTHE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P,E. I3 —1/ A B C D E 4 SPAN NOTES: 1) l = Span Length a = Overhang Length 2) All spans listed in the tables are for equally spaced distances between supports or anchor points. 3) Hollow extrusions shall not be spliced. 4) Single span beams shall only be spliced at the quarter points and splices shall be staggered. SPAN EXAMPLES FOR SECTION 3 TABLES SCALE: N.T.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4774 FAX: (386) 767.6556 PAGE Q COPYRIGHT 2004 ( rmsUrjklumnum E qIEZ�EfDA1 1�tEL11�MTHE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P,E. I3 —1/ SECTION 7 1 SOLID ROOF PANEL PRODUCTS COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUSS OR RAFTER #10 x 1-1/2" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL #10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12" O.C. EXISTING HOST STRUCTURE WOOD FRAME, MASONRY OR OTHER CONSTRUCTION FOR MASONRY USE 1/4" x 1-114" MASONRY 4CHOR OR EQUAL @ 24" O.C. FOR WOOD USE #10 x 17112" S.M.S. OR WOOD SCREWS @ 12" O.C. ROOF PANEL TO FASCIA DETAIL SCALE: 3" = 1"-0" ROOF PANEL TO WALL DETAIL SCALE: 3" = 1"-0" #8 x 1/2" S.M.S. SPACED @ 8" O.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXISTING FASCIA #8 x 112" S.M.S. SPACED @8'0.C. BOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL WOOD STRUCTURES SHOULD CONNECT TO TRUSS BUTTS OR THE SUB -FASCIA FRAMING WHERE POSSIBLE ONLY. 15% OF SCREWS CAN BE OUTSIDE THE TRUSS BUTTS. SUB -FASCIA AND THOSE AREAS SHALL HAVE DOUBLE ANCHORS. ALL SCREWS INTO THE HOST STRUCTURE SHALL HAVE MINIMUM 1-1/4" WASHERS OR SHALL BE WASHER HEADED SCREWS. HEADER INSIDE DIMENSION SHALL BE EQUAL TO PANEL OR PAN'S DEPTH "t". THE WALL THICKNESS SHALL BE THE THICKNESS OF THE ALUMINUM PAN OR COMPOSITE PANEL WALL THICKNESS. HEADERS SHALL BE ANCHORED TO THE HOST STRUCTURE WITH ANCHORS APPROPRIATE FOR THE MATERIAL CONNECTED TO. THE ANCHORS DETAILED ABOVE ARE BASED ON A LOAD FROM 120 M.P.H. FOR SBC SECTION 1606 FOR A MAXIMUM POSSIBLE SPAN OF THE ROOF PANEL FROM THE HOST STRUCTURE. ANCHORS BASED ON 120 MPH WIND VELOCITY. FOR HIGHER WIND ZONES USE THE FOLLOWING CONVERSION: 100 -1231 130 1 144 1 150 #8 1 #10 1 #12 1#12 Lawrence E. Bennett, P.E. FL # 16644 LANSREVIEWED CIVIL ENGINEER - DEVELOPMENT CONSULTANT P,O. BOX , SOUTH OA FL 32121 TELEPHONE: (386) 767-4774 C17Y OF AK FUR D FAX: (386) 767&5,56 PAGE © CO,TPYRIIGQHTf�28Q�4?Qj]I CE 1y YJ�If��E q N� �h p�J rmstrong All) II u6i Oti ?0491,rz! K I �2 S /i �f3liKINLT81 LI TH[ WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Design Check List for Screen / VEnyE Room (page 1 of 2) 1. Design Statement These plans have been designed in accordance with the Aluminum Structures [Design Manual by Lawrence E. Bennett and comply with the Florida Building Code, 2001 Edition, Chapter 20 and ASCE 7-98, Table 6-2; Importance Factor 0.77; Exposure'B'—or'C'—; 120 MPH or MPH fora second wind gust velocity (load; Open Design pressures can be found on page 3 -ii: a. 'B' exposure = PSF for Roofs & PSF for Walls b.'C' exposure = PSF for Roofs & PSF for Walls Negative I.P.C. 0.00 For'C' exposure design loads, multiply'B' exposure loads by 1.4. 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. Phone: Contractor Name (please print) Date: Contractor Signature Note: Projection of room from host structure shall not exceed 16'. 3. Building permit Application Package contains the following: YT No A. Project name & address on plans ................ . ............................. �f B. Site plan or survey with enclosure location ................... — C. Contractors / Designer's name, address, phone number, & signature an plans ..... - — DNotice of consumer rights attached and initialed by consumer ..................... 1/ — E.Proposed project layout drawing's 118" or 1/10" scale with the following:.......... — — 1. Plan view with host structure area of attachment, enclosure length, and projection from host structure.. ........... ..... . 2. Front and side elevation views with all dimensions & heights .................. — 3. Beam span, spacing, & size (i.e, 2" x 8" x 0.072" x 0.224") ..................... . 4. Upright height, spacing, & size (i.e. 2" x 9" x 0.072" x 0.224")................ — S. Chair rail or girls size, length, & spacing (I.e. 2" x 2" x 0.044"x 5'-0" @ 6'-0" O.C.) 6. Knee braces length, location, & size (i.e. 2" x 3" x 0.045" for 2" x 8"x 0.072"x 0.224"s.m.b.).............................................................- 4. Highlight details from Aluminum Structures Design Manual; Yes No A. Beam iii purlin tables w/ sizes, thickness, spacing, & spans / lengths. Indicate Section 3 tables used: ..:..... ................. ........ ... Beam allowable span conversions from 120 MPH wind zone,'$' 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 @ 120 MPH - F Required Span @ MPH (b or d) x (b or d) x (b or d) = Wind Zone Multiplier * — Exposure Multiplier" B. upright tables w/ sizes, thickness, spacing, & heights (Tables 3.2.1, 3.2.2, or 3.2.3)........................................................................ — — Upright or wall member allowable height / span conversions from 120 MPH wind zons,'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 I Height@ 120 MPH Required Spa w -@La R M v LE (b ord)x ¢¢ (b ord)x (b or d)OF = Wind Zone Multiplier* _�J Exposure M Itiplier* ANP®""' * Appropriate multiplier from page 3-11. (Armstrong Aluminum) 07-096, CORTEZ, 374 FAIRFIELD DR Desiqn Check List for Screen / Vinci Room {page 2 of 2 b•6 (Armstrong Aluminum) 07-096, CORTEZ, 374 FAIRFIELD DR Yes No C. Table 3.3 with beam & upright combination if applicable.... ..... ............... D. Connection details to be used such as: 1. Beam to upright........................................................... __.. 2. Beam to wall........................................................... 3. Beam to beam............................................................. — A. Chair rail, purlins, & knee braces to beams & uprights ........................ — S. Extruded gutter connection ................................................. " — 6. U -dip, angles and/or sole plate to deck ...................................... E. Foundatlon detail type & size .................................................. — Notes: b•6 (Armstrong Aluminum) 07-096, CORTEZ, 374 FAIRFIELD DR Design Check List for Pool Enclosures (Page 1 of 4) 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with the 2004 Florida Building Code Edition with 2006 Supplements, Chapter 20, ASM35 and The 2000 Aluminum Design Manual Part I -A & II -A; Exposure 'B'or'C'_ or'D' ; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; Negative I.P.C. 0.00; 150 MPH. Roof Load & 120 MPH or MPH Wall Load, 3 second gust velocity load; Basic Wind Pressure ; 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: have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. Phone: ��18-0(G 7 Contractor ! Authorized Rep* Name (please print) Date: o-) Contractor /Authorized Rep` Signature CCLtL.-., - 3 -1 Y 601 — Job Name & Address Note: If the total of beam span & upright height exceeds 45' or upright height exceeds 18', site specific engineering is required. 3. Building Permit Application Package contains the following: Yes No A. Project name & address on pians .. .......... ... .. .................. T B. Site plan or survey with enclosure location . ... ... .... ............ C. Contractor's / Designer's name, address, phone number, & signature on plans ... D. Site exposure form .................. ............. ........... .... ...... ... .. _ E. Enclosure layout drawing @ 1/8" or 1110" 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 ... ... ... .... Nate: All mansard wall drawings shall include mansard panel at the top of the wall / 3. Beam location (show in plan & elevation view) & size ......................... (Table 1.1 & 1.6) 4, Upright location (show in plan & elevation view) & size ........................ _ (Table 1.3 & 1,6) Upright & wall member allowable height / span conversions from 120 MPH wind zone, 'i3' 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 1 Height Required Converted @ 120 MPH Span / Height or _ MPH (b or d) x Wind Zone } t Exposure Multiplier *" Multiplier ** S. Chair rail & girt size, length, & spacing ...................... ... .... ...... (Table 1.4) 6. Eave rail size, length, spacing and stitching of ....... . ..... (Table 1.2) SLAREVEWF. * Must have attended Engineer's Continuing Education Class within the past, a x0:� FA��Jl��H® ;* Appropriate multiplier from Page 1 -ii and Page b-15. (Armstrong Aluminum) 07-096, CORTEZ, 374 FAIRFIELD UR1 Design Check List for Pool Enclosures (Page 2 of 4) 7. Enclosure roof diagonal bracing in plan view . . . . .... ...... . ... .. _ 8. Knee braces length, iocaiion, & size ......... ....... ... ...... ... .. ._ (Table 1.7) 9. Wall cables or K -bracing sizes shown in wail views .................. ... — 4. Highlight details from the Aluminum Structures Design Manual: Yes No A. Beam & purlin tables with size, thickness, spacing, & spans /lengths .. , . . (Tables 1.1 & 1.2 or 1.8 & 1.8) B. Upright & girt tables with size, thickness, spacing, & spans I 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 connec tions . ...... .......... .......................... . 6. Angle to deck and 1 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 W1 = width @ top of mansard, W2 = width @ top of wall E. Select footing from examples in manual. Example 1: Flat Roof Front wall @ eave: ft. x ft. = v @ 100% = x W H a Largest side wall: ft. x ft. = ft' @ 50% = ft.2 ..................... W H b TOTAL = ....... t.' Total area 1(233 fft.,'/ cable for 3132") = cable pairs -.____....__ or Total area 1(445 ft? 1 cable for 118") = cable pairs Side wall cable calculation: ft 2 @ 100% = ...........ft.' .............. b Side wall area I (233 ft.' 1 cable for 3132") = cabie(s) or Side wall area 1(445 ft.21 cable for 118") = cable(s) 7PLA N8 REVIEWED b-2 QC2NTY OF SA FORD (Armstrong Aluminum) 07-096, C;ORTEZ, 374 FAIRFIELD DR Design Check List for Pool Enclosures (Page 3 of 4) R W H W HOST FRONT SIDE WALL WALL Example 2: Gable Roof Front wall @ eave: ft. x ft. = ft., @ 100% _ .... . . ......... _..__. ft? W H a Front gable rise`: ft. x 1/2(_ft.) = ft.Z @ 100% = v_.........__ ft.z R W b Largest side wall: ft. x — ft.2 @ 50% W H c Largest side gable rise": ft. x - ft. = ft.2 @ 50% _ ... .. ... . ... . R W d TOTAL _ .. ....... _ ft? Total area / (233 ft? / cable for 3/32") _ cable pairs or Total area 1(445 ft? 1 cable for 1/8") = cable pairs Side wall cable calculation: ft? + ft.2 = ft? @ 100% = ft? c d Side wall area 1(233 ft? 1 cable for 3/32"):L cable(s) or Side wall area / (445 ft? / cable for 118") cable(s) RxW R W H FRONT WALL Example 3. Transverse Gable Roof R x (112) W W HOST SIDE WALL Front wall @ eave: ft. x ft. = ft x @ 100% = ft? ................. W H a Front gable rise": ft. x ft. = ft.' @ 100% = __..,.._ ft.z R W b Largest side wall: ft. x = ft.2 @ 50% = ft? ..................... W H c Largest side gable rise*: ft. x 1/2 (_ft.) =ft 2 @ 50%.=, .. . . . . . . . . .. ft? R W d TOTAL = .......... _..__-.._......._. ft.2 Total area 1(233 ft? 1 cable for 3/32") = cable pairs or Total area / (445 ft? / cable for 118") = cable pairs Side wall cable calculation:. ft.2 + ft.' = ft.' @ 100% = , .. , , , ft.2 c d Side wall area / (233 ft.2/ cable for 3/32") = cables) or Side wall area / (445 ft? 1 cable for 1/8") = cables) PLAN REAMED, b-3 �� OF S6`�!1`��®R!' (Armstrong Aluminum) 07-096, CORTEZ, 374 FAIRFIELD DR Design Check List for Pool Enclosures (Page 4 of 4) Example 4: Mansard Roof Front wall @ eave: ft. x ft. = ft? @ 100% = ft? W H a Front mansard rise*- ft. x 112(_ft. + ft.) @ 1100%= _ ft.2 R W1 W2 b Largest side wall: ft. x = ft? @ 50% = .. W H c Largest side mansard rise: ft. x 1/2(_,_ft. + ft.) = ft? @ 50°10 R W1 W2 d TOTAL = .......... ft.2 Total area / (233 V / cable for 3/32") = cable pairs or Total area / (445 t2/ cable for 118") = cable pairs Side wall cable calculation: ft2 + ft? = ft' @ 100% = f{,2 C d Side wall area 1(233 ft.2 f cable for 3/32") = cables) or Side wall area / (445 1`0 1 cable for 116") = cables) Example 5: Dome Roof Front dome wall @ eave: 30 ft. x 8 ft. = 240 ft @ 100% = 240 ft.2 .... WH a _w_Y__. Front dome rise*: 4 ft. x 1112(-3O ft.) = 60 ft.2 @ 100% = ..... 60 ft.2 R W b Largest side wall: 30 ft. x 8 = 240 ft.2 @ 50% = 120 ._ft 2 W H c —__. Largest side dome rises': ft. x ft. = ft.2 @ 50% R W d TOTAL = , ......... 420 ft.2 Total area / (233 ft? 1 cable for 3132") = cable pairs or Total area / (445 ft? 1 cable for 118") = 1 cable pairs Side wall cable calculation: 240 ft.2 + 0 ft.2 = 240 ft? @ 100%0 = 240 ft 2 c d Side wall area 1(233 ft."1 cable for 3132") = cable(s) or Side wall area / (445 ft' / cable for 1/8") = 1 cables) Notes: (Armstrong Aluminum) 07-096, CORTEZ, 374 FAIRFIELD 13" SITE EXPOSURE'EVALUATION FORMA F- — --._U_.__ ,--._---._......,.._—._._.._.._— � I I I I� I QUADRANTI 1500' i EXPOSURE B I I I � I —.— — 1500'— i 1 I 600' QUADRANT N I 40' I QUADRANT II I �}- 600' - 600' --� EXPOSURE B I 40,—` I EXPOSURE B 600' I 1 � I 1500' i I I QUADRANT III I 1500' EXPOSURE -L I I 4 NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE SCALE: 1" = 800' USING THE FOLLOWING CRITERIA, EVALUATE EACH QUADRANT AND MARK ITAS'B','C', OR'D' EXPOSURE. 'C'OR'D' EXPOSURE IN ANY QUADRANT MAKE THE SITE THAT EXPOSURE. EXPOSURE C: 1. OPEN TERRAIN FOR MORE THAN 1,500 FEET IN ANY QUADRANT, 2. ANY'C' EXPOSURE FOR GREATER THAN 600 FEET 1N ANY QUADRANT. 3. NO SHORT TERM CHANGES IN 'B', 2 YEARS BEFORE SITE EVALUATION AND BUILD OUT WITHIN 3 YEARS, SITE WILL BE B'. 4. FLAT, OPEN COUNTRY, GRASSLANDS, PONDS AND OCEAN OR SHORELINES IN ANY QUADRANT FOR GREATER THAN 1,500 FEET. EXPOSURE D: FLAT, UNOBSTRUCTED AREAS EXPOSED TO WI 9)LF06VIN�G�O INJA� @ R A DISTANCE OF AT LEAST 1 MILE. MTV OF SANFORD SITE IS EXPOSURE: EVALUATED BY: SIGNATURE: DATE: LICENSE #: '�x omo O(o (Armstrong Aluminum) 07-096, CORTEZ) 374 FAIRFIELD EP714