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HomeMy WebLinkAbout107 Wilson Bay Ct1 I A Permit # : Job Address: Description of Work: -_ creel, Historic District: 'f ' CITY OF SANFORD PERMIT APPLICATION RECEIVE® 2009 Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (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: # of Stories: # of D/welling Units: Flood Zone: (FEMA form required for other than X) Parcel #: �1 — 5^ 3 " —,;k Elf Attach Proof of Ownership & Legal Description) Owners Name & Address: U C)/+Q L Phone: ® Contractor Name & Address:—PLcMoJ2 _ r//��,�, QLICULVA, PA � pp p,,//pp Phone & Fax: t }O�— �� 0� / TAJ State License ^Number: l rll-�M."ny Contact Person �lC'g Ri1S Phone,: qQ7 6V (/VX Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: LIOL Rlo—n— Phone: (-� Address: ` �CJJ ZI 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 t re firemen s f this permit, there maybe additional restrictions applicable to this property that maybe found in the public r��,pNldiiNllJl//l� this county, and there a be dition [nits required from other governmental entities such as water management districts, state agencies, or fedi Acceptance of permit s ri a'o th t I wit otify the caner of the property of the req ire en of Fl a Lie a 7 •o��M`et 2S�FrA O Si nature of 0 er/A ent s. �a ; 7i St. g Date igna re of Contractor/A e t Dag 6'r1 n8 z #DD 255071 o¢d k vis % Print Owner/Agent's Na Print Contractor/A ent's Name 9` �;�ryp°ndetlthN���e;.• pQ` unds Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date �dar Eric Heileson �P� My Commission DD317772 Owner/Agent is � Personally Known f6 et•$r fires July 09, 2008 Contractor/Agent is Xpersonally Known to Me or _ Produced ID Produced ID APPLICATION APPROVED BY: Bldg: I / V� Zoning: Utilities: FD: Date) (Initial & Date) (Initial & Daie) (initial & Date) Special Conditions: 7Vi InsUumc.1 I'r j Y. t!nme Addre« C 7i5 Pennit No. MRRYANNE Ptt , CLERK OF CIRCUIT MIRT SEMINOLE` COUNIN BK. 0579"92 PC 1252 CLERK'S # 2005196122 RECORDED 11/1WcM te%N.54 'T RECORDING FEES I& W RECORDED BY L McKinley NO110E OF COMMENCEMENT OF: CtRCU3+ CJR7! SEMI LE COUNTY. FLORIN; E . UT.Lf .. et�i STATE OF Florida COUNTY OF �SQ.!>1.i�L_1 e „� IV UV 10 zoos_ THE UNDERSIGNED hereby gives notice that Improvement will be mnde 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 p petty: (Icgn des:j�lption of property, and street address if available) T 5 � ! L /�1O1�1� U ev LT a�% � �S f 0 - I i � 2 tot 5-g",3 6 ' Uu e' - S�4n3 L 3,;471 2. General description of impr0ement: SCREEN ENCLOSURE 3. Owner information a: Name and address: �9A�T.O—X HCXV9_6 ,�AU6 IAS A69- b. Interest in property: Owner/Bui l der c. Namc and address of fee simple titleholder (if other than o%vncr): 4. Contractor: (name and address) Action Aluminum 2698•S. Orange Blossom Trail izorlando, FL 32805- 5. Surety a. Name and address: b. Amount of bond S , 6..Lcnder: (name and Address) 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(l)(a)7., Florida Statutes: (name and address) 8. In addition to himself, Owitcr designates the following Person(s) to.reccivc a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes: (name and address) 9. expiration (laic of notice of commencement (the expiration date Is 1 year fro t the date of rcconlinp unless a different date is specified) _ a �� Sworn to nnd'euhscrihcd fore me EA this _ Sday of iatucoUn"(gn (Signatule of Nutaiy Public) Owners Namc Eft HB1leson Owner's Address Notary's Norne ` My commission DD317772 Notary's Commission Expires: -- State of Florida, County bf ' �Nw+� The fore Ing tstru _ nt was acknowledged before me this - - (date) by_ L----�� - (name of,Nerson acknowledging who is persatially known to me or has pro�luchd _(type of identification) as iderithfhcatloll and who. linole County Property Appraiser Get Information by Parcel Number ,ItPP DAVID JOHNfom. CFA. A5A �1 PROPERTY APPEMI5ER BEMrtvoLE counrTr F1. r, , 1101E. FIRST ST SANFORD. FL 32771.1466 ' 407 - MIS - 7 906 r� b 2005 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 22-19-30-503-0000-2460 Tax District: S1-SANFORD Depreciated Bldg Value: $0 Owner: CENTEX HOMES Exemptions: Depreciated EXFT Value: $0 Address: 385 DOUGLAS AVE STE 2000 Land Value (Market): $14,800 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Land Value Ag: $0 Property Address: 107 WILSON BAY CT SANFORD 32771 Just/Market Value: $14,800 Subdivision Name: PRESERVE AT LAKE MONROE UNIT 2 Assessed Value (SOH): $14,800 Dor: 00 -VACANT RESIDENTIAL Exempt Value: $0 Taxable Value: $14,800 Tax Estimator 2004 VALUE SUMMARY SALES 2004 Tax Bill Amount: Deed Date Book Page Amount Vac/Imp 2004 Taxable Value: Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 246 PRESERVE AT LAKE MONROE UNH 2 LOT 0 0 1.000 14,800.00 $14,800 PB 66 PGS 10 & 11 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valor, -1 ax purposes. "` If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. Page 1 of 1 ACTION ALUMINUMPRODUCTS, INC 2698 South Orange Blossom Trail Orlando, Florida 32805 hereby name and appoint Debra Johns to be my lawful attorney, in fact to act for me and apply to the 'C4, Building Department for a Pnnl s r U permit to be performed at a location described as: (_,, fi 2 �-f (� ice/ 1�r�e-+- ve Lam- lyoh rc:).t And to sign my name and do all things necessary to this appointment. David Allag Johns CGC 053605 SUBSCRIBED BEFORE ME THIS Z) DAY OF 20_L:5:- V I /i�t��iwrJ `/ li✓�.'��Z �V \\PM B. i/i ���•''MISSION' Old i Notary as to Contractor b My Commission z S 6#DD 255071 � i 9 ' :ga Bcnded t \0 �e�:• OQ�a 9�A ,b1ic Urdu;: ST 1611 METRO ORLANDO (407) 648-9948 o Fax (407) 648-9949 o BREVARD (407) 632-0264 o VOLUSIA (904) 252-7835 MOA) PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 246, PRESERVE AT LAKE MONROE, UNIT 2 AS RECORDED IN PLAT BOOK 66, PAGES 10-11 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA IMPERVIOUS CALCULATIONS (LOT ONLY) LOT 246 CONTAINS 5925 SQUARE FEET t (LOT ONLY) THIS STRUCTURE CONTAINS 2136 SQUARE FEET t TOTAL CONCRETE 477 (WITHIN LOT ONLY) SO. FT, t TOTAL SOD 3312 SO. FT. t 15' PERCENT OF CONCRETE & STRUCTURE TO LOT 44% t 1`- 30' GRAPHIC SCALE 0 IS 30 SQUARE FOOTAGE (UP TO CURB) LOT.246 UP TO CURB CONTAINS 6475 SQUARE FEET THIS STRUCTURE CONTAINS 2136 SQUARE FEET t CONCRETE 810 SO. FT. t INCLUDING (SIDEWALK/APRON) TOTAL SOD 3529 SQ. FT, t LOT 234 I i LOT 235 LOT 236 20' SIDE: 50.00' CORNER: 15' --------------- S89'52'41 "W --------------- CENTERLINE ,n �2 MINIMUM LOT WIDTH RIGHT OF WAY UNE POB POINT ON BOUNDARY SC, POLPOINT ON LINE PROPOSED ELEVATION PCC POINT OF COMPOUND CURVATURE PROPOSED DRAINAGE FLOW POCPOINT OR ON CURVE OFFICIAL RECORD CONCRETE A PLANNED DEVELOPMENT 0 5.0' , 40.0' 5.0' w LB LICENSED BUSINESS L 40.00' a LS LICENSED SURVEYOR W W PRM PERMANENT REFERENCE MONUMENT OCT) PROPOSED a 3514C&D " PCP PERMANENT CONTROL POINT LOT 247 uo:– FINISH FLOOR n ELEVATION -16.90 0 LOT 245 PER PLAT Doo OG, n o0 MEASURED PT DENOTES PONT OF TANGENCY (CALC) CALCULATED O W 5.0' n o FOUND (nIx a 14.3' 0 Z CONCRETE WALK CBW Z '�' CtiVERED-s� o VW SIDEWALK RP RADIUS POINT CP CONCRETE PAD R o ' 5.0 in PB PLAT BOOK CS ri I PCS PAGES C .F 1 5.0. 20.7' ..._.J NG NATURAL GRADE R/W DRIVE- I SO. FT. SQUARE FEET ORB II .i �,°• I ----------U VY 10' DRAINAGE & — - - — - -14.3 :::'�;;•;a'�y:": UTILITY EASEMENT '4 1N89 ' O 50.00 777 I > PG _ pI --------------------------- CENTERLINE OF% RIGHT-OF-WAY WILSON BAY COURT m 50' RIGHT-OF-WAY , BUILDING SETBACKS FRON T: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X. AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL BEARINGS SHOWN HEREON ARE BASED ON THE WESTERLY LINE OF LOT 246 BEING S00'07'19"E PER PLAT. (FIELD DATE:) REVISED: SCALE: 1" = 30 FEET APPROVED BY: Si JOB NO. ASM45500 PLOT PLAN 3/1/05 SOD PLOT PLAN 2/22/05 SDO DRAWN BY: LOT FIT 7/31/04 SOD LO m AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBH6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE SIGNtTURE AND THE ORIGINAL RAISED SEAL OF A rLORIDA LICENSED SURVEYOR AND MAPPER. a y FOR THE FIRM Y JILES PSM !#4997 LEGEND m — — BUILDING SETBACK LINE PSM PROFESSIONAL SURVEYOR AND MAPPER CENTERLINE MLW MINIMUM LOT WIDTH RIGHT OF WAY UNE POB POINT ON BOUNDARY X POLPOINT ON LINE PROPOSED ELEVATION PCC POINT OF COMPOUND CURVATURE PROPOSED DRAINAGE FLOW POCPOINT OR ON CURVE OFFICIAL RECORD CONCRETE PD PLANNED DEVELOPMENT 0 DENOTES DELTA ANGLE LB LICENSED BUSINESS L DENOTES ARC LENGTH LS LICENSED SURVEYOR C.B. DENOTES CHORD BEARING PRM PERMANENT REFERENCE MONUMENT PC DENOTES POINT OF CURVATURE PCP PERMANENT CONTROL POINT pi DENOTES PONT OF INTERSECTION (P) PER PLAT PRC DENOTES POINT OF REVERSE CURVATURE (M) MEASURED PT DENOTES PONT OF TANGENCY (CALC) CALCULATED TYP TYPICAL FND FOUND A/C AIR CONDITIONER CONCRETE WALK CBW CONCRETE BLOCK WALL VW SIDEWALK RP RADIUS POINT CP CONCRETE PAD R RADIUS PB PLAT BOOK CS CONCRETE SLAB PCS PAGES C CHORD LENGTH NG NATURAL GRADE R/W RICHT-OF-WAY SO. FT. SQUARE FEET ORB OFFICIAL RECORDS BOOK AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBH6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WITHOUT THE SIGNtTURE AND THE ORIGINAL RAISED SEAL OF A rLORIDA LICENSED SURVEYOR AND MAPPER. a y FOR THE FIRM Y JILES PSM !#4997 Name CENTEX POOLS & SPAS O► PAY COURT •► n:D L- 246 uO'O -32' —0' NO KNEE BRACES 1 X 2 2 X 2 I o' I 00 — 8•—O• — 1 X 2 1 X 2 ao I F2—X72 =1 I OEM 2 X 3 rm-A OI�p �DI(>,uo< (Uxx O rC>u< lrxo lxm fU O (U 2 X 3 I cu 2 X 2 1 X 2 —81-00 — -32' —0' NO KNEE BRACES 1 X 2 2 X 2 I o' I 00 1 X 2 F2—X72 =1 I OEM I W, rm-A �DI(>,uo< (Uxx lrxo rC>u< Ic`Du< (1J cu 2 X 2 2 -712] -32' —0' NO KNEE BRACES 1 X 2 2 X 2 I o' I 00 —6' —6' 6' —6'-6' —0'-6' —6' 6' —6'— 8'-0' 1 X 2 1 I 2 X 3 I [(,XU,, [x—c" I 2 X 3 I 1 —X2 I 8'-0' JOB No,PRMONR46 =1 I OEM I W, rm-A —6' —6' 6' —6'-6' —0'-6' —6' 6' —6'— 8'-0' 1 X 2 1 I 2 X 3 I [(,XU,, [x—c" I 2 X 3 I 1 —X2 I 8'-0' JOB No,PRMONR46 January 01, 2005 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering 2004 "ALUMINUM STRUCTURES DESIGN MANUAL" Dear Building Official/Plans Examiner, This is to certify that the following contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" for the year 2005. This authorization also applies to contractor Master File Drawings, "ONE JOB ONLY" drawings, or any "SITE SPECIFIC" drawings that I may furnish for the contractor. David A. Johns Action Aluminum Products, Inc. 2698 South Orange Blossom Tr. Orlando, FL 32805 Should you have a questions please contact me at your convenience. Sincerely, i' Lawrnc� nndtt'9r.:P #16644 I., rN 4'N V r r • 'A:. 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" 1 8'-0" Allowable Span 'L' / bending 'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 2" x 2" x 0.044" 9'-10" b 8'-7" b 7'-8" b 6'-11" b 6'-6" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 8'-4" b 7'-7" b 7'-1" b 6'-7" 1 b 6'-3" 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 8'-11" b 8'-5" b Self Mating Sections 3'-0" Tributary Load Width 'W'= Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Span VI bending 'b' or deflection 'd' 1 9'-0" 2" x 2" x 0.044" 2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 15'-6" b 14'-2" b 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" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-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 7" x 0.055" w/ insert 42'-10" b 37'-1" b 33'-2" b 30'-4" b 28'-1" b 26-3" b 24'-9" b Tx 8" x 0.072" x 0.224" 41'-7" b 36'-1" b 32'-3" b 29'-5" b 27'-3" b 25'-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-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" 49'-6" b 42'-11" b 38'-4" b 35'-0" b 32'-5" b 30'-4" b 28'-7" b 2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46-1" b 42'-1" b 38'-11" b 36'-5" b 34'4" b Snap Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Span V/ 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 T-8" b T-2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-1" b 11'-8" b 10'-8" b 9'-10" b 9'-3" b 8'-8" b 2" x 4" x 0.045" 18'-5" b 15'-11" b 14'-3" b 13'-0" b 12'-1" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b 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# / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Pudin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one 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. 7. Spans may be interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5-0" = 11'-4" 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) 7676556 PAGE © COPYRIGHT 2004 1-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 BEAM -SCREEN ROOF J _jzw Qa< j SCREENED ENCLOSURES I SECTION 1 Table 1.2 Allowable Spans for SecondaryScreen 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 Clios Hollow Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 4'-0" 4'•6" 5'-0" 5'-6" 1 6'-0" Allowable Span 'L' I bending 'b' or deflection "d' 6'-8" 2" x 2" x 0.044" 7'-8" d 7'-4" d 7'-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" b 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d 7'-8" d 7'-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 9'-3" b 8'-9" b Snap Sections 3'-6" 1 Tributary Load Width 'W' = Purlin Spacing 4'.0" 1 4'-6" 1 5'-0" 5'-6" 6'-0" I Allowable Span 'L' f bending'b' or deflection'd' 6'-S" 2" x 2" x 0.044 8'-5" d 8'-1" d T-9" d 7'-6" d 7'-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" d 12'-9" b 12'-2" b 11'-S" b 11'-1" b B. Sections Fastened Through Beam Webs Into Screw Bosses Hollow Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 4'-0"1 4'-6" 1 5'-0" 5'-6" 1 6'-0" AllowableSpan 'L* I bending'b' or deflection V. 5--8-- '-8"Allowable 2" x 2" x 0.044" 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 7'-8" b 1 T-4" b 6'-11" b 6'-7" b 2" x 2" x 0.055" 9'-11" b 9'4" b 8'-10" b 8'-4" b T-11" b T-7" b 7'-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 I 11'-11" b 11'-4" b 10'-10" b 10'4" b 9'- i 0" b Snap Sections Tributary Load Width `W' = Purlin Spacing 3'-6" 4'-0" 1 4'-6" 1 5'•0" 5'-6" 1 6'-0" 6'•8" Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" b7 10'-2" b 1 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 10m / 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 center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with 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" © COPYRIGHT2004 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 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-57 SECTION 1 SCREENED ENCLOSURES _ 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE SCREEN i 'd' VARIES #10 x 3/4" S.M.S. EACH SIDE 4" SHOWN I (SEE SCHEDULE NEXT PAGE) 1" x'2" O.B. BASE PLATE (TYP.) I 5d' MINIMUM EDGE DISTANCE SECONDARY 8 ®I FROM EXTERIOR OF COLUMN 2" x (d - 2 ") x 0.063" ANGLE TO OUTSIDE EDGE OF SLAB EACH SIDE OF COLUMN W/ #10 — e e BOLT 0 ' 5d DISTANCE S.M.S. (SEE SCHEDULE NEXT PAGE) :� d a 318"-7t8° CONCRETEANCHORL �. GRADE (SEE SCHEDULE NEXT PAGE) 1-1/4" MIN. CONCRETE d � ANCHOR EMBEDMENT NOTE: DETAIL ILLUSTRATES f, ! TYPICAL 2" x 4" S.M.B. COLUMN 2" 5d CONNECTION (MIN.) (MIN.) TYPICAL S.M. OR SNAP SCREEN SECTION COLUMN CONCRETE ANCHOR THRU (2) #10 x 3/4" S.M.S. EACH SIDE ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL PRIMARY 2" x 2" x 0.063" ANGLE SCREWS INTO SCREW t= 1" x 2" BASE PLATE (TYP.) BOSSES dV.. a a e a LAdd a d 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ` i ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (MAX.) —k L 6" (MAX.) MAX. SPACING 24" O.C. 3000 P.S.I. CONCRETE FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3" = 1'-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 200-4 PAGE^ _C0 I NOT TO BETREPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAS^IRENCE E. BENNETT. P.E. L.--- SECTION 1 1 SCREENED ENCLOSURES Table 1.3 Allowable Post 1 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 # 1 sq. ft' Hollow Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Height 'H' I bending 'b' or deflection 'd' 1 9'-0" 2" x 2" x 0.044" 8'-4" b 7'-3" b 6'-6" b 5-11" b 5'-6" b 5'-1" b 1 4'-10" b 2" x 2" x 0.055" 9'-1" b T-11" b T-1" b 6'-5" b 5'-11" b 5'-7" 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" jbb 6'-6" b 2"x 4" x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b 7'-7" T-2" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Height'H' I bending'b' or deflection'd' -9-0- 2" x 4" x 0.044 x 0.100" 16-11" b 14'-8" b 13'-1" b 11'-11" 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 16-2" b 14'-9" 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 17'-1" b 15'-10" b 14'-10" b 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16-8" b 15'-9" b 2" x 7" x 0.055" w/ insert 36-3" b 31'-4" 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 2T-3" ti 1 24'-10" b 1 23'-0" b 1 21'-6" b 20'-4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 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 1 24'-2" b 2" x 10" x 0.092" x 0.369" 50'4" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Height'H' / bending 'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b T-0" b 6'-6" b 6'-1" b 5'-9" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'-4" b 7'-10" b 7'-4" 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 2" x 6" x 0.062" 26'-5" b 22'-10" b W-5" b 18'-8" b 17'-3" b 16-2" b 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'-9" b 19'-3" b 1T-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 min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE I © COPYRIGHT 2004 i 1-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERIv11SSION OF LAWRENCE E. SENNETT, P.E. SCREENED ENCLOSURES SCREWS OR THRU-BOLTS (SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SECTION 1 POST SIZE 2" x 4" MAX. MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" 2" x 2" x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS POST SIZE 2" x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THROUGH ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = l'-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 @ COPYRIGHT2DO4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-47 L SCREENED ENCLOSURES I SECTION 1 Table 1.4 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 # I sq. ft.' A. Sections As Horizontals Fastened To Posts With Clips Hollow Sections 3'-6' Tributary Load Width 'W' 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H' I bending 'ti' or deflection 'd' Tributary Load Width 'W' 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 6'-0" Allowable Heights 'H'/ bending 'b' or deflection 'd' 1 6'-6" 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 6'-4" 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 5711" b 2" x 3" x 0.045" 9'-4" b. 8'-9" b 8'-3" b T-10" b 7'-5" b 7'-2" b 1 6'-9" b 2" x 4" x 0.050" 10'-3" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b 7'-, 0" b 1 7'-5" b Snap Sections I Allowable Heights 'H' / bending'b' or deflection'd' 2" x 2" x 0.044" 1 7'-6" d 1 7'-2" d 1 6'-11" d 1 6'-8" b 1 6'-4" b I 5'-1" b 1 5'-9" b B. Sections As Horizontals Fastened To Posts Through Side Into Screw Bosses Hollow Sections 3'-6' Tributary Load Width 'W' 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H' I bending 'ti' or deflection 'd' 6--g- 2" x 2" x 0.044" 7'-9" b 7'-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" b 7'-11" b 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 7'-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' I bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 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. @ COPYRIGHT 2004 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 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-59 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" = 1'-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" x 2", 2" x 3" OR 2" x 4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF T USE: . 1/2 x 17'-11" x Tx 10# / Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767.6556 PAGE p © COPYRIGHT 2004 1-48 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES ( . SECTION 1 Table 1.6 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'/:" #12x' /z" 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 #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 2" x 0.044" 4 1 Full Lap 10 8 6 #10 2" x 6" 2" x 4' 2" x 2" x 0.044" 4 Partial Lap 10 8 6 #10 2" x 7" 2" x 4" 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" 2" x 3" x 0.045" 6 Partial Lao 18 16 14 #14 2" x, 9"" 2" x 7" 2" x 4" x 0.050" 8 Partial Lao 20 18 16 #14 2" x 10"2" X 8" 2" x 4" x 0.050" 10 Partial Lap 20 18 16 414 Screw Size Minimum Distance and Spacing of Screws V Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness n8 5i16" 518" 2" x 7" x 0.055" x 0.12C" 1/16" = 0.063" #10 3!8" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" #12 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" #14 or 1!4„3.', 1,,, 2 x o.x n .cn" x 0-30,6" 118" = 0.125., 5/16" 7/8" 13/4" 2" x 10" x 0.092" x 0.369" 1/4" = 0.25" 3,8" 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 totakfor each splice with 1/2 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 1/2 per side. 6. Hollow splice connections can be made provided the connection is approved by the engineer. 7. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut. 8. All beam to upright connections for 2" x 7" beams or lager 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 3/4" 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 (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 Brace Length Extrusion Anchoring System 0'- 2'-0" 2" x 2" x 0.044" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To T-0" 2" x 3" x 0.045" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H -Channel With (4) 3/4" long screws (size to be 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". @ COPYRIGHT 2004 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 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-61 SECTION 1 1 SCREENED ENCLOSURES 2"x4"OR2"x6" SELF MATING BEAM 1" x 2" SNAP SECTIONS ATTACHED TO 2" x 2" W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2"x 3" (4) SPLINE GROOVE SECTION 1"x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/2" S.M.S. ATTACH 2"x 2" PURLINS TO SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2 � ---------- 0 e — - ---------0e-- ------ r ALTERNATE FLAT ROOF -- —s— — — —aI I SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.513) 2" x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP SCALE: 3"= l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767.6556 PAGE L © COPYRIGHT 2004 1 _8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. r SCREENED ENCLOSURES SECTION 1 TYPICAL DOME ROOF = ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT - P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) H H ALTERNATE CABLE (SEE TABLE 1.3) 1" x 2" (TYP.) GRADE K -BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE RISER WALL WHERE ALUMINUM BEAM W REQUIRED (TABLE 1.1 OR 1.8) PURLINS (TYP.) SIZE MEMBERS PER L DIAGONAL ROOF BRACING APPROPRIATE TABLES - (SEE SCHEMATIC SECTION 1) CABLE BRACING H K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) Sw ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (SEE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF = ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT - P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 SCREENED ENCLOSURES PURLIN (T SCREEN J I (SEE T? SECTION 1 CABLE CONNECTION (SEE DETAILS SECTION 1) GIRT (TYP.) 1" x 2" (TYP.) " GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - ELEVATION SCALE: N.T.S. RISER WALL WHERE EXISTING STRUCTURE REQUIRED W PURLIN (TYP.) SIZE MEMBERS PER ALUMINUM BEAM APPROPRIATE TABLES (TABLE 1.1 OR 1.8) L i\ I DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) K -BRACING (OPTIONAL) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) SW SCREEN (TYP.) GIRT (TYP.) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (TABLE 1.3 OR 1.4) CABLE BRACING TYPICAL TRANSVERSE GABLE 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) 767-4T74 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-5 SCREENED ENCLOSURES 5) #10 S.M.S. (MIN. x 1-1/2" x 8" FLAT I 125" PLATE OUT C 45° ANGLE LT OR TURNBUCk CABLE TENSION ESS STEEL (SEE' :RIMETER FRAMI� MEMBER SECTION 1 TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = 1'-0" 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 #10 x 3/4" S.M.S. EACH SIDE (TMP.) FOR CABLES ®� �\ MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = l'-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 © COPYRIGHT2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN 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 SCALE: 3" = 1'-0" ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3132" CABLE SLAB FOR 1/8" CABLE SHALL AND 902# FOR 1/8" CABLE FOR 3/32" CABLE 5/16"x 2" �p HAVE A THICKENED EDGE TO CONCRETE ANCHOR W/ ACHIEVE 5d MIN. AND A 3/8" x CABLE THIMBLE AND WASHER 2" ANCHOR 5d (MIN.) 3-1/2" (4" NOMINAL) SLAB (MIN.) I I 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 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 1-42 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 ADDITIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 & 9.5 EXCEPT ALL SHADED LOCATIONS SHALL BE FILLED MINIMUM OF ALL OUTER LOCATIONS (10) #8 x 1/2" S.M.S. EACH SIDE OF BEAM / POST 1" x 2" OPEN BACK ATTACH TO 2" x 2" W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS 2" x 3" (4) SPLINE GROOVE SECTION CONNECT 2" x 2" OR 2" x 3" TO BEAM W/ MIN. OF (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES SCREENED ENCLOSURES EXISTING 2" x 6" SELF MATING BEAM F#10 x 31/2" S.M.S. 16" O.C. PROPOSED 2"x 3"x 0.050" SMOOTH SIDE DOWN 1/8" x 2-3/4" x 8" GUSSET EACH SIDE OF POST AND BEAM W/ (6) #8 x 1/2" S.M.S. EXISTING 2" x 4" ADDITION OF 2" x 3" TO EXISTING 2" x 6" S.M.B. SCALE: 3"= V-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 1-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL 'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) CARRIER BEAM (SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" ALTERNATE: 1 " x 2", 1 " x 3" OR 2" x 2" ATTACHED TO WALL W/ #10 x 2" S.M.S. @ 16" O.C. HOST STRUCTURE MASONRY OR FRAMED WALL (SELECT FASTENERS FROM r L J F- Q Uj ~ BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED \ ANGLES ATTACHED TO WOOD FRAME WALL W/ MIN. (2) 3/8" x 2" LAG SCREWS PER SIDE OR TO CONCRETE W/ (2)114" x 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF BEAM \ DEPTH LARGER THAN 3" p 0® \ ALTERNATE CONNECTION: SECTION 9 TABLES) LU „ 1. „ o ® (1) 1-3/4 x 1-3/4 x 1-3/4 x 110 INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME WALL W/ MIN. (3) 3/8" x 2" LAG PRIMARY OR MISC. FRAMING SCREWS OR TO CONCRETE BEAM (SIZE PER TABLES) OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = 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) 7676556 PAGE © COPYRIGHT 2004 ' NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-37 i _ L SCREENED ENCLOSURES 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 SECTION 1 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" = V-0" 1 #5 BAR CONT. 4 3 #3 BAR CONT. OR 3„BAR CANT. OR .0t 5'BAR`CONT: ° -� 2'-0".MIN. 3-1/2" (TYP'. a i — BEFORE SLOPE ,FALL SLABS) 00 A\/�\/��/ E 177 �717 777777 �X \fir; 0.1 TYPE I TYPE II TYPE III FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2" / 12" 2" / 12" - V-10" > 1'-10" Notes for all foundation types: 1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds 32 ft., then a Type 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 Il. 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, InForceTMl e3l" (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" = V-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 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-55