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HomeMy WebLinkAbout278 Magnolia Park Trl1-22-204 1 2= 1 8PM FROM RECEIVED P 1 AIN ' 6 2006 r / T CITY OF SANFORD:PERMIT APPLICATION Permit # :_ v 1 0 �(� �/ Date.- Job ate:Job Address: 278 Magnolia Park Trail, Sanford, FL 32773 Description of Work: Screen enclosure for .in -ground, gunite swimming pool historic District: _ N1 A Zoning: Value of Work: 5 7 , 10 0 • 0 0 Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Selviee —#of AMPS Addition/Alteration Change of Service TernporaryPole Nfechatgical: Residential Nan-Rjt6dctitia1 Replacement New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: #,of Fixt== A of Water & Scwcr Lines # of Gas Lincs Plumbing/New Residential: # of Water dosm Plumbing Repair — Resfdtntial or Cprtttttctti7al Occupancy Type: Residential C,orslmOrcial . Industrial Total Square Footage: / Construction Type: of Stories; # of Dwelling Units; Flood Zone. (FEMA form required for other than X) Paroel #: 18-20-31-507-0000-0630 (Attach Proof or Ownership & Legal DeXtfptiou) Owners Name &Address- Barrvr Watts • 278 Magnolia Park Trail, Sanford, FL 32773 Phone- N/A Contractor Name & Address: I–") vv L Phone & Fax Hooding Company: Address: Mortgage Lender: Address: Abchitcct/Enginccr_ Address: N/A -- N/A -Contact Person: State Liccasc Number: rhonc: ,�Zr- Application is hcraby made to obtain a permit to do the work and instal !&tions ---indica­—_ Ice ; f • •�_. __ a off► or inStailarion has conuncncod prior to the Issuance of a permit and that all work will be performed to meet standards of all Iaws regulating construction in this jurisdiction_ I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBQdG, SIGNS. WL S, ?QOLS, FURNACES„ 80ILER$, HEATERS, TANKS, and AIR CONDITIONERS, etc OWNER'SFID V : I certify that:sll of tine f muting information is accurate and that All Wort will be done in eontp'lisrtrcc with all applicable laws rrprplal ob construction and honing_ WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR l'/�YYNC: TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU.INTHND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of -this penok there may bc:additional rmtrictions applic2blet is property that tray be found id. n the public recorof this County, acrd there may be addigonai pcnnitt required from other governmentalartistes such as wet management districtt, state agencies. or federal alLcnnes. Acceptance of permit is verification that 1 will notify the owner of lhG property of the rbquircmcW,- 13_u.�. ,t /-3 -,cnature ofer/AgcntfD&te Sign Print rter/Agent's'Namc P n[ ContractorlAgcnt's N e Signature o State offlorida I Date Signa re of ota ofFlagi { aaaMaeNwa i�NNN.Ni 8068Y� Ar'o OwncrlA$erit isContractor1Agcnt is etsonaAProduced ID = `Prodbccd IDA_ rj ......... ..... .1........I .NN .N....� WL�3NN.. .1..• APPLICATION APPROVED BY: Bldg= Zoning: Utilities: u & Date) (Initial & Dau) (initial & Datc) Special Conditions: Date J: CONRAD -COMWWOOMM - FD: (initial & Date) 4 (0 � 0 -0- F -- i 617'— 6 This Instrument Prepared By: NAME: Kelly Kroog 7347E. Colonial Drive Orlando, FL. 32807 Permit. No. NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF ORANGE 1 ItaB! i.� 4th Fii ilt`w� 6'J 4 9A I t•, t:r : c... 4,, kr{ r i.c,,.,i i`raI & ,'j 4 t esti. MARt't;Iilidt ` EMIWtL, DOLWi Y LIi QUI -75 P.4 l e2i Upg) CLERK9S #p065L a9#371 WUMI11) 0F_~� .NXX k4: !4106-F $ RFU09 I) BY t hrilijim THE UNDERSIGNED hereby gives notice that improvements 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. 2 3 5 Full Legal Description of Property: 278 Magnolia Park Trail, Sanford, FL Tax.ID##: 18-20-31-507 0 — 000-0630 Lot 63, Magnolia Park, according to the plat thereof as recorded in Plat Book 63, Pages 54-59, of the public records of Seminole County, Florida. General Description of Improvement: SCREEN ENCLOSURE FOR SWIMMING POOL & Owner Information: Barry Watts 278 Magnolia Park Trail Sanford, FL 32773 Interest in Property: N/A Name of Fee Simple Titleholder: N/A Contractor: Fioti da Poll Enclosures inc., to,. "`"I13S 3 3+ Phone: Fax': Surety: N/A Phone: N/A Amount of Bond: N/A G. Lender: N/A Phone: N/A 32773 SPA CERTIFIED COPY MARt-CIR`,"Llk�I'COURT OtR CLERK SEMMO LORID, DEP i,�1dK Fax: N/A Fax: N/A 7. Persons within the State of Florida designated by Owner upon whom notices or other docu may be served as provided by Section 713.12 (1) (a) 7., Florida Statutes: ments Alan I. Cooper, 7347 E. Colonial Drive Orlando, FL. 32807 Phone: (407) 249-1764 Fax: (407)277-1783 8• In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes: Alan I. Cooper, 7347 E. Colonial Drive Orlando, FL. 32807 Phone: (407) 249-1764 Fax: (407)277-1783 9• Expiration date of Notice of Commencement (the expiration is date is 1 year from the date of recording unless a different date is specified): 1 year from the date of recording "JUIN 6 (S ature of Owner) =,P � � / ,� . f � fir. ;••'0•••••••wo•••p.•ove� (Owner's Printed Name) • 8088Yd• CD�RAD The foregoing instrument was acknowledged before me • �'"°'�`` this by Barr 20 06 y, Watts whs o i i.....:::' :....... r�e°.......a.° personally __ •."-.ome/ who produced as identification and who did not take an oath. NOTAR LIC POWER OF ATTORNEY THE UNDERSIGNED HERBY APPOINTS TAMI MCPHERSON AS ATTORNEY IN FACE TO APPLY AND RECEIVE A BUILDING PERMIT FOR THE FOLLOWING ADDRESS: 2�F MY ATTORNEY IS HEREBY AUTHORIZED TO DO EVERYTHING NECESSARY TO APPLY FOR AND RECEIVE THE BUILDING PERMIT AND I RATIF EVERYTHING THE SAID ATTORNEY SHALL DO ON MY BEHALF. pKe liemHoz lorida Pool Enclosures CC056689 STATE OF_ t COUNTY OF 0. THE FOREG ING INSTRUMENT WAS ACKNOWLEDGED THIS DAY OF ,2006, BY WHO PERSONALLY APPEARED BEFORE ME AND ACKNO LEDGED THAT HE/SHE SIGNED THE INSTRUMENT VOLUNTARILY FOR THE PUPOSE EXPRESSED IN IT. PERSONALLY KNOWN OR PRODUCED IDENTIFICATION TEALA RAGAN TYPE OF IDENTIFICTION „,s"PPVe �� TEARAGAN �0 �: LA Notary Public - State of Florida r ;My Commission Expires Aug 23, 2009 ,,'OF FL°Commission # DD464875 P `�` Bonded By National Notary Assn. PRINT NAME OF NOTARY TEALA RAGAN 04PRY PGe�i' Notary Public -Stale rf Florida •=my Commission Expires Aug 2.3, 2009' Commission # DD464875 °> ; '� Bonded By Nati,^,na I Notary Asso, Seminole County Property Appraiser (jet tntormation by Parcel Number Yage 1 of 1 148 hC4 TR.: r , DAVID JOHnsoN. CFA. ASA 75 PROPERTY APPRAISER,, SEMINOLE COUNTY FL BS 1 101 E. FIRST sT R P71 SANFOQZD, FL 32771-1468 407-665-7508 lJ F_f4d8 5? 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 18-20-31-507-0000-0630 Number of Buildings: 1 Owner: WATTS BARRY Depreciated Bldg Value: $176,891 Mailing Address: 278 MAGNOLIA PARK TRL Depreciated EXFT Value: $0 City,State,ZipCode: SANFORD FL 32773 Land Value (Market): $43,000 Property Address: 278 MAGNOLIA PARK TRL SANFORD 32771 Land Value Ag: $0 Subdivision Name: MAGNOLIA PARK Just/Market Value: $219,891 Tax District: S1-SANFORD Assessed Value (SOH): $219,891 Exemptions: 00 -HOMESTEAD Exempt Value: $30,000 Dor: 01 -SINGLE FAMILY Taxable Value: $189,891 Tax Estimator 2005 VALUE SUMMARY SALES Tax Value(without SOH): $619 Deed Date Book Page Amount Vac/Imp Qualified 2005 Tax Bill Amount: $619 WARRANTY DEED 03/2005 05698 1437 $238,900 Improved Yes Save Our Homes (SOH) Savings: $0 WARRANTY DEED 09/2004 05481 1606 $157,500 Vacant No 2005 Taxable Value: $31,000 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value LOT 0 0 1.000 43,000.00 $43,000 LOT 63 MAGNOLIA PARK PB 63 PGS 54 - 59 BUILDING INFORMATION Bid Bid Type Year Fixtures Base Gross Living Ext Wail Bid Value Est. Cost New Num Bit SF SF SF 1 SINGLE 2005 12 2,366 3,066 2,366 CB/STUCCO $176,891 $177,780 FAMILY FINISH Appendage / Sgft OPEN PORCH FINISHED / 162 Appendage / Sgft GARAGE FINISHED / 436 Appendage I Sqft OPEN PORCH FINISHED / 102 NOTE: Appendage Codes included in Living Area. Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. "' Ifyou recently purchased a homesteaded property your next yeaes property tax will be based on Just/Market value. January 01, 2006 LAWRENCE E. BENNETT, 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 2004 ed "ALUMINUM STRUCTURES DESIGN MANUAL" during the year 2006. 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 2006. 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. Mike Delahoz AAF Mid F1 Florida Pool Enclosures Inc P.O. Box 521136 Longwood, FL 32752 They are hereby added to my 2006 MASTERFILE LIST Should you have any quest ons please contact me at your convenience. ,A Sincerely, y At Y _ 16644 PLAT ®F SURVEY DESCRIPTION: (AS FURNISHED) LOT 63, MAGNOLIA PARK AS RECORDED IN PLAT BOOK 63, PAGES 54-59 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS,,THE P1TUDFIOLE COURT THE REQUIREMENTS SET FORTH"IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A), , LOT 62 I I LOT 61 �. 120.00' ' WnLI< IS � I 1 0.4' oFF I 2ajI 589'41'11 "E %_'--------- - I " 3' X 3' �;. 1 T� 1L GRAPHIC SCALE`- .. •:`. A/C PAD _ 25.6' -- CIL 0 A 15 30 LL) ; .mow 'D o 18.3' ONE STORY I cy) OlmCO z - �— .;+•,�' ,... �:� :..":..••.. CONCREIE LBLOCK in ,6<.:7;' ORESICOVERED LOT 64 ENTR f?: FPS-OORI 3.0' 0 t '.._." ELEVAIION=30.77 n F w � O z .-? i 9, • �' ",. PA 110.: I .. T t 3.4' i }. 12.T R -�s U) I �:n � � • I i s2 O A=48°11'23" 57.0' R=50.00 PT N89'41'11"W ,•• I � �''� 2`'S I% �,`� � � I --25.00'--_;{) L=42.05'' WALK Is CB=S66'13'19"W ' 0.4' OFF \s `V ° 7 I WALK IS \ 1 ON C — 40,8 2' \-------------- _ A= 90 oo'Do" ":= �, EASEMENT WALK IS O A 48*11'23" < ID' UTILITY ., I R=50:00' m I ` \ L=78.54' 0.3' OFF ylo R=25.00, ; w. CB=544'41'11"E ' • `, :•� :.• i ..�. ••,'.:. '•,' '. WIo L-21.03' 1 c=7D.71' 3 2 01 — \ O WALK IS N89'41'11 „W u3LIOFF O z 0.3' ON CB=S66"13'07"W 39.10' C=20.41' \_ PD I 0 A=90'00'00" _ N89.41'1_1"W _3s J R= 5.00' ------- 95.OD 9 FND PI< NAIL CENTERLINE OF� RP (10/17/04) RIGHT OF WAY FND 4s4 PK NAIL STRADLCR`_C L=39.27' LO /1.1671 (10/17/04) 1, MAGNOLIA PARK TRAIL C13=1\144'41'11"W TRACT "A" ` PRIVATE RIGI•11 OF WAY C=35.36' FOR THE BENEFIT AND EXCLUSIVE USE OF: DHI TFILE OF FLORIDA, INC. FIDELITY NATIONAL TITLE INSURANCE COMPANY OF NEW YORK LEGEND I D BARRY WAITSLG7�I AND RITA WATTS I DI -1I MORTGAGE COMPANY, INC. NOTE: 1. ALL DIRECTIONS AND DISTANCES HAVE BEEN FIELD VERIFIED AND ANY INCONSISTENCIES HAVE BEEN NOTED ON THE SURVEY, IF ANY. 2. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 02-17-05, UNLESS OTHERWISE SHOWN. 3. 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. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 5: NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 013.5 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 F•E.M.A. AGENT FOR VERIFICATION. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED. BEARINGS SHOWN HEREON ARE BASED ON THE EASTERLY LINE OF LOT 63 AS BEING NOO'18'49"E PER PLAT. (FIELD DATE:) 10-17-04 REVISED; SCALE: 1 = 30 FEET APPROVED BY: SJ REVISE CERTS 3/8/05 DD JOB NO. ASM45377 FINAL 2-17-05 CKB FORMBOARD 11-05-04/CC DRAWN BY: PLOT PLAN 7/1z/04 DLC I HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOIE� CONTAINED HEREON MEETS THE APPLICABLE "MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL . SURVEYORS AND MAPPERS IN, CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. AMERICAN SURVEYING & MAPPING 0 CERTIFICATION OF AUTHORIZATION NUMBER LB 6393 For? 1030 N. ORLANDO AVENUE, SUITE B THE WINTER PARK, FLORIDA FIRM 32789- (407) 426-7979 JAMES. JAY' JILES PSM /{4997 DALE LEGEND — BUILDING SETBACK LINE Q FIJD IJAII_ AND DISC — — CENTERLINE LB //-1671 (02/17%05) - — — RIGHT OF WAY LINE FND 1/2" IRON ROD AND CAI` EXISTING ELEVATION O LB #6393 (02./17/05) . CONCRETE CNA CORNER NOT ACCESSIBLE A DENOTES DELTA ANGLE LB LICENSED BUS114ESS L "I'll"ES Al2C LENGTH LS LICENSED SURVEYOR C. B. DENOTES CIiORD DEARING PRM PERMANEPT REFERENCE MONUMENT PC DENOTES POINT OF CURVATURE PCP PERMAHEIJT CONTROL POINT PI DENOTES POINT OF INTERSLCTION (P) PER PLAT PRC OC140TES POINT OF REVERSE CURVARIRE (M) MEASURED PT DENOTES POINT OF TANOCNCY FND FOUND TYP TYPICAL. C/W CONCRETE WALK A/C AIR CONDITIONER S/W SIDEWALK CBW CONCK 11- BLOCK WALL CP COI,CRETE PAD RP RADIUS POINT CS CONCRETE SLAB OI IU OVERHEAD UTII.ITI' LINE C CHORD LENGTH ID IDEH NFICA111014 PK PARKER KALON POL POINT ON LINE: P. RADIUS PCC POIFIT OF COMI'OLIFID CLIRVE POC POINT OF CURVE - I HEREBY CERTIFY, THAT THIS BOUNDARY SURVEY, SUBJECT TO THE SURVEYOR'S NOIE� CONTAINED HEREON MEETS THE APPLICABLE "MINIMUM TECHNICAL STANDARDS" SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL . SURVEYORS AND MAPPERS IN, CHAPTER 61G17-6, FLORIDA ADMINISTRATIVE CODE PURSUANT TO CHAPTER 472.027, FLORIDA STATUTES. AMERICAN SURVEYING & MAPPING 0 CERTIFICATION OF AUTHORIZATION NUMBER LB 6393 For? 1030 N. ORLANDO AVENUE, SUITE B THE WINTER PARK, FLORIDA FIRM 32789- (407) 426-7979 JAMES. JAY' JILES PSM /{4997 DALE m 0 0 M 0 0 CCD m CO 0 0 cO 0 00 0v m r-- 0 Q rn 00 CO w e) w co d c_D J O 0 0 N 0) x a(p x e, x bsoa - gzt'(3N�G 7c?7 -I�t7� -yyZg7�t3 �� `iq�,a N G f�Zl'� osaoc�t .B8 fl�-7.�;_ Su �u{.Zfln a.�' OBP►" cfti`b lxz� 1 i t 1� E ;R� d- �s4� f 14'x3 -9 3tild ,s v.N 45 r �` CET. q5 oa.ar N 0 a° cL � 351 r. Yy►C,��E;tctQ K nc tbytGup Q9 IZpc z�xa4' a��.xaxa�`; 8 - 2dcz x 34 aX4X�4 Z_ �x3xsr'� Cf pca x4X �o C� cam, 24�, t5pc t V --*lx !e A 2 DOb195 CoLutU t: z pcx-Z4 0 0 U-Vls�� 1 6�jr �ti liars � r6 "Ci st `� LAX*' 4 / .9 -TI U ► Z -�-3 74 r S Tel- .9 �11B oy. Jam' 75 '` X34 Sr4 V16 I rxa) T1 At lx- - 3A 'B P ita � 3 ,so-",. PC- U -ACAS Cl z vin'eo Q'i SECTION 1 SCREENED ENCLOSURES 6 Ado" 3 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. FLT Hollow Sections 3'-0" Tributary Load Width W'= Beam Spacing 1 4'-0" 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Span 'L' 1 bending 'b' or deflection 'd' T-0'` acing 8'-0" ection 'd' 2" x 2" x 0.044" 9'-10" b 8'-7" b T-8" b 6-11" b 6'-6" b6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 8'-4" b T-7" b 7'-1" b 6'-7" 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 T-8" b L2".x 4" x 0.050" 14'-8" b 12'-8" b 11'4" b f0' 4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" Tributary Load 4'-0" 1 5'-0" 6'-0" Allowable Span 'L' T-0'` acing 8'-0" ection 'd' 9'-0" 11'-9" 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 b 10'-8" 15'-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" 20'-3" b 18'-9" 17'-6" b 16-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 2T-11" b 24'-11" 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 2" x 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" '-11" br46--l- b 31'-11" b 29'-6" b 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-0" b 42'-11" b8'-4" b 35'-0" b 32'-5" b 30' 3" b 28'-7" b 2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b b 42'-1" b 38'-11" b 36'-5" b 34'4" b Snap Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0"1 Allowable Span 'L' /bending 'b' or deflection 'd' 9'-0" 2" x 2" x 0.044" 11'-9" b 10'-2" 1 b 9'-1" b 8'-4" b 7'-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. Purfin 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. 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) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN, PERMISSION OF LAWRENCE E. SENNETT, P.E. SECTION 1 Table 1.3 SCREENED ENCLOSURES Allowable Post / Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.' Self Mating Sections 3'-0" Trib 4'-0" '-0" Allow_ ', Tributary Load Width W'= Upright Spacing T-0" Hollow Sections 3'-0" 1 4'-0" 5'-0" 6'-0" 1 7'-0"1 8'-0" 9'-0" b 14'-8"13'-1" b 18'-1" b b 11'-0" Allowable Height 'H' / bending 'b' or deflection 'd' b 11'=1" 2" x 2" x 0.044" 8'-4" b T-3" b 6'-6" b. 5'-11" b 5'-6" b 5'-1" b 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" b 5'-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b T-11" b 7'-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 8'-1" b T-7" b 7'-2" b Self Mating Sections 3'-0" Trib 4'-0" '-0" Allow_ ', 6'-0" T-0" pacing 18 -0' flection 'd' 9.-0. b 7'-8" b T-0" b 6'-6" b 6'-1" 2" x 4" x 0.044 x 0.100" 2" X 5" x 0.050" x 0.100" 16'-11" 20'-11" b 14'-8"13'-1" b 18'-1" b b 11'-0" b 11'-11" b 11'=1" 10' 4" b 9'-9" 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 1T-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 27'-3" b 24'-10" b 23'-0" b 21'-6" b 20'-4" b 2" x 9" x 0.072"x 0.224" 38'-2" b 33'-0" b 29'-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" 61 25'-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11'' b 35'-7" b 32'-11" b 30'-10" b 29'-1" b Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 1 4'-0" 5'-0" 6'-0" T-0"1 8'-0" Allowable Height 'H' / bending 'b' or deflection'd' 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-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 8'-11" b 2" x 6" x 0.062" 26-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16'-2" b 15'-3" b 2" x 7" x 0.062" 29'-5" b 1 25'-5" b 22'-9" b 20'-9" b 19'-3" b 1T-1 1 " b 16-11" b 01 allOivaule Ijelyrns at wind velockies other than 1ZU 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 © COPYRIGHT 2004 1-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E.,BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 Table 1.2 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_ Sarfinnc Fac4nna T- Q...,..... um. nr_- Snap Sections 3'-6" Tributary Load Width 'W' =Purl in Spacing 6'-8" 2" x 2" x 0.044 Hollow Sections 3'-6" 4'-0" 4'-.6" 1 5'-0'' 1 5'-6" 1 6'4" 6'-8" 11'-7" d 0' 4' d 9' 11" b 9'-6" b 11'-1" d 10' 8" Idl 9'-0" b Allowable Span 'L' / bending 'b' or deflection 'd' 14'-8" d 14'-0" d i 3'-6" 2'-9" b 12'-2" b 11'-8" b 2" x 2" x 0.044" T-8" d T-4" 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 7'-9" d T -6"--d T-2" d 6'-11" d 6'-9" d 6'-6" b 3" x 2" x0.045" 8'-8" d 8'-3" d T-11" d T-8" d 7'-5" d T-3" d 6'-11" d 2" x 3" x 0.045" 10'-9" d 1073" d 9'-9" b 9'-3" b T-10" b T-5" b 8'-0" b 2" x 4" x 0.050" 12'-2" b 1 11',4" b 1 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b Snap Sections 3'-6" Tributary Load Width `W'= Purlin Spacing 4'-0" 4'-6" 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 1 T-9" d 1 74-6" d 7'-3" d I 7'-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 0' 4' d 9' 11" b 9'-6" b 11'-1" d 10' 8" Idl 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d i 3'-6" 2'-9" b 12'-2" b 11'-8" b 11'-1" b B. Sections Fastened Through Beam Webs Into Screw Bosses Tributary Load Width W'= Purlin Spacing 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0" Hollow Sections 2" x 2" x 0.044" 3'-6" 9'-2" Tributary Load Width 'W' = P 4'-0" 4'-6" 5'-0" 5'-6" Allowable Span V/ bending 'b b 8'-7" b 8'-1" b T-8" T-4" b 6'-C'' 6'-11" 6'-8" 6'-7" b 2" x 2" x 0.055" 9'-11" '11" b 8'-10" b 8'-4" b - 7'-3" b 2`' x 3" x 0.050" 12'-4" V-7'' b 10'-11" b 10'-4" b 9'-10" b Tbl 9'-5" b 8'-11" b 2" x 4" x 0.050" 13'-7" 2'-8" b 11'-11" b 11'-4" b 10'-10" b 10'-4" b 9'-10" b Snap Sections Tributary Load Width W'= Purlin Spacing 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0" Allowable Span VI bending 'b' or deflection 'd' 2" x 2" x 0.044" Notes• 10'-11" bl 10'-2" b 1 9'-7" b 1 9'-1" b.1 8'-8" b 1 8'-4" bl T-11" b 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# / 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" 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 O NOT TO BE REPRODUCED PAGE ODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-57 L. . _ .. .. . .-_ _.. f I SCREENED ENCLOSURES SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Gusset Plate Thickness Edge To Center Center To Center Beam Size Connection of Roof Beams to Wall Uprights or Beam Splicing 5/16" 5/8" 2" x 7" x 0.055" x 0.120" 1/16" = 0.063" #10 inimum Purlin, Girt Deck Notes Minimum Number of Screws' Beam Stitching #12 112" Knee Brace Size" Anchors #8 x %" #10 x %" #12x%" Screw @ 24" O.0 jx3 Mx4 2" x 2" x 0.044" 2 Full La 6 4 4 1/4" _ 0 25" 3/8" 1" 2" x 2" x 0.044" 2 Full La 8 6 4 2" x 2" x 0.044" 2 Full La 8 6 4 #8 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full La 8 #10 6 4 #8 2" x 6" 2" x 4" 0"111 2" x 2" x 0,044" 4 Partial La 10 10 8 6 #10 8 6 #10 2" x 8" 2" x 3" x 0.044" 6 Partial Lao 14 16 12 14 10 12 #12 2" x 9" R"x 2" x 3" x 0.045" 6 Partial La 18 16 14 #14 2" x 9"" 2" x 4" x 0.050" 8 Partial La 20 18 16 #14 2" x 10" 2" x 4" x 0.050" 10 Partial Lap, 20 1I3 I #14 - Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness #8 5/16" 5/8" 2" x 7" x 0.055" x 0.120" 1/16" = 0.063" #10 3/8" 3/4' 2" x 8" x 0.072" x.0.224" 1/8" = 0.125" #12 112" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" #14 or 1/4" 3/4" 1-1/2" 2" x 9" x 0.082" x 0.306" 1/8" = 0.125" 5/16" 7/8" 1-3/4" 2" x 10" x,0.092" x 0.369" 1/4" _ 0 25" 3/8" 1" . 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 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 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 g" 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 gth Extrusion Anchoring System 0'- 2'-0" 2" x 2" x 0.044" 2" H -Channel With 3 #10 x 1/2" 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) 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 O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE 1-61 j SECTION 1 1 SCREENED ENCLOSURES Table 1.10 Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Side / Solid Roof Other Side Aluminum Alloy 6063 T-6 For Areas with Wind Loads 150 M.P.H. or Less and Latitudes Below 30°-30'-00" North 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 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 maybe interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule 10'-0" 1 12'-0" 1/2 Screen Roof Beam Span 1 14'-0" 1 16'-0" 1 18'-0" 1 20'-0" 1 22'-0" Diagonals (K) per End Beams And 5" Super Gutters 5'-0" 5'-0" 112 Solid Roof Beam Span 5'-0" 5'-0" 5'-0" 5'4" 5'4" 4 2" x 6" x 0.050" x 0.120" 11'-4" b 10'-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" 12'-1" b 1 V-8" b 11'-4" b 10'-1.1" b 10'-8" b 10'-4" b 10'-1" b 2"x 7" x 0.055" w/ insert 15'-3" b 14'-8" 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 T-4" b 16'-9" b 16-2" b 1 15'-9" b 151" b 1 14'-10" b 14'-6" b 2" x 10" x 0.092" x 0.369" 20'-7" b 19'-11" b 1 19'-3" b 1 18'-8" b 18'-2" b 1 17'-8" b 17'-3" . b 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0" and minus if the solid roof panel is smaller than 10'-0". 2. For span of "L" of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 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 maybe interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule noce; Maximum front wall height = 10'-0" Use front wall width when determining number of s.m.s. for the side wall K -bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE A ,q © COPYRIGHT 2004 .1 -64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Number of #10 x 3/4" S.M.S. Required Maximum Wall Width = Corner Post @ Top Diagonals (K) per End Intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate 20'-0" 2 2 4 2 2 30'-0" 2 2 4 2 2 40'-0" 3 4 6 2 2 50'-0" 4 5 8 3 3 60'-0" 6 1 7 1 12 1 3 1 3 noce; Maximum front wall height = 10'-0" Use front wall width when determining number of s.m.s. for the side wall K -bracing. Use side wall width when determining number of s.m.s. for the front and / or back wall K -bracing. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 PAGE A ,q © COPYRIGHT 2004 .1 -64 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 Column Size S.M.B, or S.B. DETAIL ILLUSTRATES TYPICAL Total #10 x 3/4" S.M.S. ,2x4 2" x 4" S.M.B. THRU 2" x 9" SUB 6 CONNECTIONS g CONCRETE DECK EDGE (4) 1/4" 10 2' 2" PRIMARY ANGLE SCREEN 12 VARIES (6) 1/4' 14 2 x 9 (6)114' 5d (MIN.)" 2x10 (D 18 (MIN.) — — — SECONDARY 2"x 2"x 0.063" BOLT 0 •5d DISTANCE I ANGLE (SEE SECONDARY 1/4" 1-1/4" ® ® ANGLE ANCHOR SCHEDULE 3/8" 1-7/8" AND SECTION 9) tl 1" x 2" 0. B., BASE PLATE (TYP) CONCRETE ANCHORS INTO i ® PRIMARY AND SECONDARY ANGLES e #10 x 3/4" S.M.S. (TYP.) s S.M.S: STITCHING SCREWS 2 " x S.M.B. COLUMN @ 24"'. O.C.. FOR S.M.B. a (SEE TABLE 1.6 FOR SIZE) TOP VIEW POST TO DECK DETAIL SCALE: 3" = V-0" + i Secondary Anchor Schedule Column Size S.M.B, or S.B. Total Concrete Anchors Total #10 x 3/4" S.M.S. ,2x4 (4) 1/4" 6 (4)1/4. g 2 x 6 L( E (4) 1/4" 10 . (4) 1/4" 12 2 x 8 (6) 1/4' 14 2 x 9 (6)114' 16 2x10 (10 1/4" 18 Notes: 1. See Section 9 for additional anchor information. 2. Secondary anchor schedule applies to side wails with uprights that are 2" x 5" and larger. Lawrence E. Bennett, P.E. FL # 16644 CIVIC ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 --1 © COPYRIGHT 2004 PAGE t NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-51 SECTION 1 SCREENED ENCLOSURES 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 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. W COMPOSITE 2" x 3" EAVE RAIL J w .n- a BEAM - SCREEN ROOF Q a > 0.050" H -CHANNEL 0 ®® POST TO BEAM FASTENING . OR OR GUSSETS W _ ®® TABLE 1.6) ® ®�. (D o POST (SEE TABLE 1.3) — — SCREEN 45°± o (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) LENG OF IF KNEE BRACE LENGTH KNEE B E EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM 1 ® CONNECTION DETAILS HOST STRUCTURE ROOFING \0 ®� 11 (2) 2 LAG SCREWS (SEE SECTION 9 FOR SIZE) 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 FASCIA AND SUB -FASCIA 2"x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW ® SUPER OR SIZES) EACH SIDE TO BEAM EXTRUDED TO SUPER OR EXTRUDED ® GUTTER MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL 24"' WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 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 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES CTDAD SUPER OR EXTRUDED GUTTER SECTION 1 STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8"= 1'-0" 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP T (SEE SECTION 9) I ALTERNATE 2" S.M.S. OR LAG SCREWS I TRANSOM (SEE SECTION 9) UPRIGHT N \ \ SUPER OR \ ® EXTRUDED . ®\ GUTTER ANGLE OR RECEIVING \ CHANNEL (SEE SECTION 9 FOR DETAILS) SELF MATING BEAM \ (SIZE VARIES) MAX. DISTANCE FROM FASCIA BEAM CAP_ TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC SCREW PATTERNS MAY VARY ENGINEERING (SEE TABLES OR NOTES FOR SIZE AND NUMBER OF. SCREWS) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3"= 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774. FAX: (386) 767-6556 I O NOT TO BE REPRODUCED AGE ODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.PEI 1-21 I SECTION 9 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 SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2° X � 6EPM i ALTERNATE FLAT ROOF 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"= 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 3 PAGE COPYRIGHT 2004 1-8, T@NOT TO BE REPRODUCED IN WHOLE OR W PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. a SECTION 1 SCREENED ENCLOSURES 2" x 2" x 0.063" PRIMARY ANGLE a o 4 4 Q .d .° V ' 4 - - 4 4 d 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (MAX.) 6" (MAX.) 3000 P.S.I. CONCRETE 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 2004 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E.BENNETT, P.E. I EACH SIDE SCREEN 'd' VARIES #10 x 3/4" S.M.S. EACH SIDE 4" SHOW (SEE SCHEDULE NEXT PAGE) 1" x 2" O.B. BASE PLATE (TYP.) 5d* MINIMUM EDGE DISTANCE SECONDARY ® ®� FROM EXTERIOR OF COLUMN 2" x (d - 2 ") x 0.063" ANGLE I TO OUTSIDE EDGE OF SLAB EACH SIDE OF COLUMN W/ #10 ---- ® BOLT 0 ` 5d DISTANCE S.M.S. 1/4" 1-1/4". (SEE SCHEDULE NEXT PAGE) a. a 3/8" 1-7/8" CONCRETE ANCHOR .' a. GRADE, (SEE SCHEDULE NEXT PAGE) a ' 4' 1-1/4" MIN. CONCRETE NOTE: DETAIL ILLUSTRATES_ ANCHOR EMBEDMENT TYPICAL 2",x 4" S.M.B. COLUMN 2" 5d CONNECTION (MIN.) (MIN.) SIDE VIEW 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 BOSSES - 1" x 2" BASE PLATE (TYP.) a o 4 4 Q .d .° V ' 4 - - 4 4 d 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (MAX.) 6" (MAX.) 3000 P.S.I. CONCRETE 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 2004 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E.BENNETT, P.E. SCREENED ENCLOSURES - (5) #10 S.M.S. (MIN.) - 1/8" x 1-1/2" x 8" FLAT BAR SECTION 1 0.125" PLATE OUT ON 45° ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER. DETAIL 1 SCALE: 3" = 1'-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER j WASHER EACH SIDE OF ®®� FRAME MEMBER I EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B #10 x 3/4" S.M.S. EACH SIDE MIN. (2) CLAMPS REQUIRED FOR CABLES ®®®® (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 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. 1-41 SCREENED ENCLOSURES SECTION 1 2" x 2" x 0.125" ANGLE STAINLESS STEEL CABLE 2-1/4" x 1-1/2" CONCRETE %-- ANCHORS (MIN.) CABLE CLAMP (SEE TABLE) ya NOTE: MIN. 3-3/4* SEE PAGE 1-41 FOR NUMBER SC (4" NOMINAL) OF CABLES REQUIRED SLAB DISTANCI FROM EDGE OF SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B SCALE: 3"= T-0" I I s I SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR 3/32" CABLE AND 594# FOR 1/8" CABLE, FOR 3/32" CABLE (1) 2 1/4"x 1-1/2" CONCRETE o coo ANCHOR (MIN.) @ 5d MIN. I e � s \ \ 5d.(MIN.) j 5-1/2" (6" NOMINAL) SLAB (MIN.) �, V 5d (MIN.) 2J 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: 3" = T-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 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE IE BENNETT. P,E. 1-43 SCREENED ENCLOSURES SECTION 1 CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' EXTRUSIONS W/ INTERNAL CHANNEL OR EXTERNAL'U' SCREW BOSSES MAY BE CHANNEL EACH SIDE OF CONNECTED W/ (3) #10 x 1-1/2" CONNECTING BEAM W/ BEAM DEPTH INTERNALLY SCREWS (PER SECTION 9) (SEE SECTION 9) PRIMARY BEAM ® W CARRIER BEAM ---� ® m (SEE TABLE 1.5) ® CL I W10� SCALE: 3" = 1'-0" ® a I MINIMUM (2) 2" x 2" x 0.060" 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 1N PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P -E. 1-37 NUMBER S.M.S. 3/4 LONG REQUIRED EQUAL TO BEAM DEPTH �_ (SEE SECTION 9) PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL I SCALE: 3" = 1'-0" BEAM TO WALL CONNECTION: I . (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) 3/8"x I ATTACHED TO WALL W/ #10 x 2" LAG SCREWS PER SIDE OR 2" S.M.S. @ 16" O.C. TO CONCRETE W/ (2) 1/4" x ' I, L ® 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY W IL - SIDE FOR EACH INCH OF BEAM OR FRAMED WALL. d Q ® DEPTH LARGER THAN 3" (SELECT FASTENERS FROM W ® SECTION 9 TABLES) W ALTERNATE CONNECTION: W ® (1) 1-3/4" x 1-3/4" x 1-3/4" x.1 /8" ® INTERNAL U -CHANNEL ATTACHED TO WOOD FRAME PRIMARY OR MISC. FRAMING WALL W/ MIN. (3) 318"x 2" LAG BEAM (SIZE PER TABLES) SCREWS OR TO CONCRETE 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),767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR 1N PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P -E. 1-37 *SCREENED ENCLOSURB�l 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 445 Sq. Ft. / PAIR OF CABLES TOTAL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8'x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES - 7 x.7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER SIDE WALL CABLE ** ONE PER 233 Sq. Ft. OF WALL 1/8" ONE PER 445 Sq. Ft. OF WALL SIDE CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for free standing pool enclosures use 100 % of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. 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. 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 SECTION 1 HOST STRUCTURE 0 ELEMENTS BRACED BY DIAGONALS ALTERNATE BRACING - - - PATTERN, CORNER BRACES STILL REQUIRED CABLE OR K -BRACING (IN WALLS) \ \ o� \ oU) v) z w� m a- 0 TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K -BRACING K -BRACING (IN WALLS) (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) 767-4774 FAX: (386) 767-6556 O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN, PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE 1-39