Loading...
HomeMy WebLinkAbout151 Bristol Forest TrlIZ OOd Permit #: C=) Joe Job Address—'. 161 Description of Work: _ Historic District: Zoning: CITY OF SANFORD PERMIT APPLICATION Date: 6-,76 d, f a 77I As—'22,\->1-LJO` nve. ot" Value of Work: $_541 K , 0o 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 Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: t2-Z — 19 - —r DO 2 ," Of Owners Name & Address: Contractor Name & Address:—i Phone & Fax: Lf 0`1— !o Bonding Company: Attach Proof of Ownership & Legal Description) Phone: V13% — 491,o l - Address: Mortgage Lender: MAR ^— Address: ArchitectlEngineer: Y =2 FJ3 h e: Address: . U(j 10 Q Yla L :7a--J'ax Application is hereby made to obtain a permit to do the work and installations as indic a 6cernfy 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 regulatingconstruction in this jurisdiction..I understand that a separate . permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be addi ' al permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permi is a ica that I will notify the owner of the property of the require M12 lZ'° 2-G Signatur of ner/A ent Date Signature ofConn^ttrractor/Agent ate r G Vim.: cbbm,—f' Print O r/Agent's N e Prin Contractor/Agent's Name Z 7-0l\111111111111/p i COSignature of Notary- tate of Florida Date f Sign off N ary-State of Florida `~> ......... V%, v M Eric Helleson _ >c,bet 25,e FrA9• MY Commission DD317772 Owner/ Agent is _Personally Knowr jo r Contractor/Agent is Personally Known to Meor : ®• Produced 1 D J Expires July 09. 2008 Produced [ D #DD 255071 ; O 9` •': publied cUnd;.`•• Q'OQl` APPLICATION APPROVED BY: Bldg v Zoning: Utilities: FD:"'AU4(jr,•nTA(E l rr^ iti^ & Dar l ) (Initiate& MIe) (Initial Date` Initial & Dale _.144? Via. Special Conditions: mb Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL 4: { <1 Back P )0- r. V 5entin file vtKi nth+ J 017CJ'!M O lif17J18 J'YJG[i t iSrl 13. t Sf. Saarard fli 3y771 407- 565-7 5"h GENERAL 2005 WORKING VALUE SUMMARY S3- SANFORD- Value Method: Market Parcel Id: 0000- 0670 30- 502- Tax District: WATERFRONT 000- Number of Buildings: 0 REDVDST Depreciated Bldg Value: $0 Owner: CENTEX Exemptions: HOMESDepreciated EXFT Value: $0 Land Value (Market): $26,000 Address: 385 DOUGLAS AVE STE 2000 Land Value Ag: $0 City, State,ZipCode: ALTAMONTE SPRINGS FL 32714 Just/ Market Value: $26,000 Property Address: 151 BRISTOL FOREST TRL SANFORD 32771 Assessed Value (SOH): $26,000Exempt SubdivisionName: PRESERVE AT LAKE MONROE Value: $ 0 Dor: 00-VACANT RESIDENTIAL Taxable Value: $26,000 2004 VALUE SUMMARY SALES 2004 Tax Bill Amount: $533 Deed Data Book Page Amount Vaclimp 2004 Taxable Value: $26,000 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 67 PRESERVE AT LAKE MONROE PB 62 LOT 0 0 1.000 26,000.00 $26,000 PGS 12 -15 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax urposes. ff you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. h4:// www.scpafl.org/pls/web/re web.seminole_County_title?PARCEL=2219305020000... 12/16/2004 AACTION ALUMINUMPRODUCTS, INC 2698 South Orange Blossom Trail Orlando, Florida 32805 I hereby name and appoi t Patty Johns to be my lavxful a orney, in fact to act for me and apply t the , uilding Department fora screen permit permit to be performed at a location described as: 40 7 to -7 @ ZIY In,9 66 c And to sign my name and do all things necessary to this appointment. SUBSCRIBED BEFORE ME THIS DAY OF /' IK 20 o-r Notary as to Contr\Gtlffff f,,,,, My Commission`,.`,;`.?MB ONRNO%, 25,F"rO9• PTO° i iZ #DD255071 = i 9 •' °fd Bondedm0 e; • OQi 9LA•; publicUndO;:• Il f 11 f 111 1 Off\\\\ METRO ORLANDO (407) 648-9948 a Fax (407) 648-9949 o BREVARD (407) 632-0264 e VOLUSIA (904) 252-7835 I loll If IIl ll 111 II All 1l All II IL ll all 11 ill II ail ti l i{ lii 1!111 MARYANNE.MORSE, CLERK OF CIRCUIT COURT SEMINOLE-COUNTY hill Insirumc i fro laled Uy: BK 65644 PG 1441 1!arne &A9 ! "CLERK'S # 2005041031 Addre" bOU54ATRECORDED 03/10JE005 04:01:05 PM RECORDING FEES 10.00 71y RECORDED BY t holden iVIARY".,r^1M RSc. 1' cnrrit No. CL K 7F IP(Ui7 OGURf SE` OL^_CO NT ,FLORID NO110E OF OMMENCEMENT Rv- e Uyg,' STATE OF Florida MQ r v 2 COUNTYOFSemipotg__. rn ( THE UNDERSIGNED hereby.gives notice that improvemen! will be tnnde to certain reel property, and in accordance with Chapter 713, Florida Statutes, the following Information Is provided in this NoticeofCommencement. . 1. Description of property: (Icgnl description of property and street a dress If available) 5- fo l 7-raV 5a ? ¢a-? , Cf 3a -7-7/ 2. General description of improvement: SCREEN ENCLOSURE 3. Owner information Carl. om a; Naine and address: 3g5 iQO AW C 4,?.m,-1'MLa "-Ola p b. Interest in property: Owner/gut Her' c. Maine and address of fee simple titleholder (if other than owner): 4.-Contractor: ( name and address) Action Aluminum 2698 S. Orange Blossom Trail Orlando, FL 32805- 5. Surety a. Narne and address: b. Amount of bond SP 6.•Lender. ( natne and liddress) 7. Persons within the State of Florida designated by Owner upon whom notices or other documents tnny be served as provided by Section 713.13(1)(a)7., Florida Statutes: name and address) 8. In addition to himself, Owner designates the following person(s) to.receive a copy, of the Lienor's Notice as provided in cction 713.13(1)(b), Florida Statutes: (name and address) 9. Expiration ( late of notice of commencement (the expiration date is I year from the date of recording unless n different date is specified) AI Sworn to rind -subscribed before me Ti/ this dnyrf , Z Signatuie of Nomy Public),p" Eric Heileson D/ty Commission DD31777^ Notary's Namea^ Expues July 09, 2008 SigtMurc 9f' Pw11 " Owner's Name 1a-i5 3 L- 5-77Owner's Address,. ot- Notary' s Commission Expires:_____,__,_ State of Florida, County of ' lite foregoing Instrument Has acknowledged before me this z- zz-o (date) by ef~ name of, person ac . knowledginjo, who 1s personally known to the or haspro(luced t_ytzerfIderit.IficatleO as 1deot:IFIC,doll mid Who. PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LOT 67, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA FOR THE BENEFIT OF AND EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC NOTE: 1. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 10-04-04, UNLESS OTHERWISE SHOWN. CSX RAILROAD R/W OLD MAIN LINE TRACK UNPLATTED PER THIS PLAT) 50.00' N54'23'11 V LOT 67 ir 6,250 SOFT. 3 U DI 0 DI V D m 1 jI m 1"= 30' GRAPHIC SCALE D Izi m 1 0 15 30 qT y I Dcn e m m D m m z m LOT 68 zti 5.0" 40.0' - — 0 LOT 66 z 10 4— CONCRETE FOUNDATION P m C,rN n C,J n TOP OF CONCRETE o CF) O0) ELEVATION=14.97 16 O PO p CO m 20.7 15.0' 13.0' 5.0' I I I I I I 11 I I I 1 in 1 I ci 1 1 10' UTILITY 1 EASEMENT Y O S54'23'11 "E w 50.00' I in Uul W V mlI01 1 m U) 75.52' I 355.55' P S 54'23'11" E CENTERLINE OF a31.0T RIGHT-OF-WAY 161 BRISTOL FOREST TRAIL 50' RIGHT-OF-WAY 2. 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. 3. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 4, NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 5. ALL INTERIOR DIMENSIONS WERE VERIFIED IN THE FIELD AND SHOWN UPON THIS DRAWING. 6. THIS IS AN AS -BUILT SURVEY DELINEATING CONSTRUCTED IMPROVEMENTS ONLY AND COMPLIES WITH SECTION 61G17-6.005 OF THE FLORIDA ADMINISTRATIVE CODE FOR AN AS -BUILT SURVEY. 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 F.E.M.A. AGENT FOR VERIFICATION. ELEVATIONS SHOWN HEREON ARE BASED ON SEMINOLE COUNTY VERTICAL CONTROL AS FURNISHED, THE NORTHWESTERLY LINE OF LOT 57 BEING N35'36'49" E PER PLAT. FIELD DATE:) 10-4-04 SCALE:—'" = 30 FEET APPROVED BY: SJ REVISED: JDATION ii-13-04 CKB EL CHANGE 10/27/04 KLE PLAN 6/25/04 SDO FIT 12-12-02 CKB LEGEND BUILDING SETBACK LINE FND NAIL AND DISC CENTERLINE LB #68 (10/04/04) RIGHT OF WAY LINE SET 1/2" IRON ROD AND CAP 31.24 EXISTING ELEVATION O LB #6393 (10/04/04) CONCRETE LB LICENSED BUSINESS LS LICENSED SURVEYOR FIRM PERMANENT REFERENCE MONUMEN PCP PERMANENT CONTROL POINT P) PER PLAT M) MEASURED FND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH ELEV ELEVATION PK PARKER KALON R RADIUS CNA CORNER NOT ACCESSIBLE A DENOTES DELTA ANGLE L DENOTES ARC LENGTH C.B. DENOTES CHORD BEARING T PC DENOTES POINT OF CURVATURE PI DENOTES POINT OF INTERSECTION PRC DENOTES POINT OF REVERSE CURVATURE PT DENOTES POINT OF TANGENCY TYP TYPICAL A/C AIR CONDITIONER CBW CONCRETE BLOCK WALL RP RADIUS POINT CHU OVERHEAD UTILITY LINE ID IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE REV REVISED HEREBY CERTIFY, THAT THIS SURVEY, UBJECT TO THE SURVEYOR'S NOTES ONTAINED HEREON MEETS THE APPLICABLE diNIMUM TECHNICAL STANDARDS" SET FORTH Y THE. FLORIDA BOARD OF PROFESSIONAL URVEYORS AND MAPPERS IN CHAPTER 1C17-6, FLORIDA ADMINISTRATIVE CODE URSUANT TO CHAPTER 472.027, FLORIDA TA TU TES. JOB NO. ASM39681 DRAWN BY: AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 32789- (407) 426-7979 FOR THE FIRM JAMES JAY JILES PSM #4997 DATE Name, CENTEX POOLS & SPAS aftess-15l BR I STOL FOREST TRAIL Qit„,SANFORD L— 67 Subdivision E E S E R V E @ L K M O NR O E 10 1 8'-3"_ 1 X 2 2 X 31. offile; ED , py 2X3 8' —0' — CV) o L x tll M]( Xu lC>u< I(>u< 2 2 2 2 X X 3 2 2 X 2 0 t0 0 lC>u< Ic"u< l( Cxuu 2 2 X X 2 2 X 8'-3' — 40'-0' .—.. 81-0' ---- I I % CD I T x x x, r x R/- xoruicxu/ tU fU X ~ tLl LJ 00. 1 X 211 A 1 JOB No, LIBM INQE 7 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/companyisherebyauthorizedtousemy "ALUMINUM STRUCTURESDESIGNMANUAL" for the year 2005. This authorization also applies to contractor Master FileDrawings, "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 yourconvenience. Sincerely,,,, Lawrgnc:e, Bennett' P.E. #16644 SECTION 1 I 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 Tributary Load Width W' = Beam Spacing 3'-0" 1 4'-0" 1 5%0" 1 6'-0" 1 7'-0" 1 8'-0" 9'-0" Allowable Span 'L' I bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-10" b 8'-7" b T-8" b 6-11" b 6'-6" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b T-4" b 8'-4" b 7'-7" b 7'-1" b 6'-7" b 6'-3" b x 3" x 0.045" E2- IT-4" b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b 7'-8"bx4" 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 Tributary Load Width IN' = Beam Spacing 3'-0" 1 4'-0" 1 5'-0" 1 W-0" 7'-0" 1 8'-0" Allowable Span VI bending 'b' or deflection 'd' 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 I T-6" b 16-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 2T-11" b 24'-11" b 22'-9" b 21'-l" b 19'-9" b 18'-7" b 2" x 7" x 0.055" wI insert 42'-10" b 3T-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" b 34'-11" b 31'-11" b 29'-6" b 27'-8" b 26'-l" 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'-l" b 1 42'-1" b 38'-11" b 36'-S' b 34' 4" b Snap Sections Tributary Load Width IN',-- Beam Spacing 3'-0" 4'-0"1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 9'-0" Allowable Span 'L' I bending 'b' or deflection'd' 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'-l" b IT-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 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-l" b 20'-5" b 19'-2" 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 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. Puriin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center puriin and one puriin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with puriins at 6'- 8" o.c. center puriin and (2) purlins each side of center puriin 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) 767-65% PAGE COPYRIGHT 2004 1-56 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. SECTION 1 BEAM -SCREEN ROOF e J w W Jzw QQ O(- wU)= Loz0 19i BRAC HOST STRUCTURE ROOFING 2) 2" LAG SCREWS (SEE SECTION 9 FOR SCREW SIZES) 2" STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 2" x 2" x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH LEG INTO POST BEAM CAP (SEE PAGE 1-22) OPTIONAL 3/8" LAG SCREW AND 3/4" FERRULE FASCIA AND SUB -FASCIA SCREENED ENCLOSURES 0.05" H-CHANNEL OR GUSSETSI COMPOSITE 2 x 3 EAVE RAIL POST TO BEAM FASTENING SEE TABLE 1.6) SCREEN 0 G - (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) ATTACHED NO MORE THAN 6" ru) ABOVE TOP OF GUTTER ar SOFFIT SUPER OR EXTRUDED GUTTER MAX. DISTANCE TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 6 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 _30 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. Sections Fastened To Beams With CH s Hollow Sections Tributary Load Width "W' = Purlin Spacing 3'-6" 4'-0" 4'-6" I 5'-0" 5'-6" 1 6'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 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 7'-9" d 7'-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 T-11" d 7'-8" d 7'-5" d 7'-3" d 6'-11" d 2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" b 9'-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 Tributary Load Width 'W' = Purlin Spacing 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 1 6'-0" 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044 8'-5" d I 8'-1" d 7'-9" d 1 7'-6" d 1 7'-3" d 7'-0" d I 6'-9" d 2" x 3" x 0.045" x 11'-7" d 11'-1" d 10'-81, d 10' 4" d 9'-11" b 9'-6" b 9'-0" b 2-4" x 0.045" 14'-8" d 14'-0" d 13'-6" d 12'-9" b.1 12'-2" b I V-8" b 11'-1" b B. Sections Fastened Throuoh Beam Webs Into Screw Rnscec Hollow Sections Tributary Load Width 'W' = Purlin Spacing 37-6" 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 6'-8" Allowable Spar. 'L' / bending 'b' or deftection 'd' 2" x 2" x 0.044" 9`-2" 7" b 8'-1" b 7'-8" b 7'-4" b 6'-11" b 6'-7" b 2" x 2" x 0.055" 9'-11" 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" 1'-7" bjb1 10'-11" b 10'-4" b 9'-10" b 9'-5" b 8'-11" b 2" x 4" x 0.050" 13'-7" 2'-8" b 11'-11" b 114" b 10'-10" b 10' d" b 9'-10" b Snap Sections Tributary Load Width 'W' = Purlin Spacing 3'- 6" 1 4'.0" 1 4'-6" 5'-0" 5'-6" 6'-0" 6'-8" Allowable Span 'L' / bending W or deflection 'd' 2" x 2" x 0.044" 10'-11" b 10'-2" b 9'-7" b 1 9'-l" b 8'-8" b 1 8%4" bf 7'-11" b 1V V ICJ. 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 puffins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. ' L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with 'W' = 5%0" = 10'-2" COPYRIGHT 2004 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P. 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 -57 SECTION 1 SCREENED ENCLOSURES SCREEN 'dVARIES 4" SHOW 1" x 2" O.B. BASE PLATE (TYP.) SECONDARY ® ® 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 le S. M.S. SEE SCHEDULE NEXT PAGE) d CONCRETE ANCHOR SEE SCHEDULE NEXT PAGE) a AA. 0NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN 2" 5d CONNECTION ( MIN.) ( MIN.) SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES > a rd a a Q,. .. d NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 L6" (MAX.) L 6" (MAX.) 3000 P. S.I. CONCRETE FRONT VIEW 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE 10 x 3/4" S.M.S. EACH SIDE SEE SCHEDULE NEXT PAGE) 5d` MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 5d DISTANCE 1/4" 1-1/4" 3/8" 1-7/8" GRADE 1- 1/ 4" MIN. CONCRETE ANCHOR EMBEDMENT TYPICAL S. M. OR SNAP SECTION COLUMN 2)#1(, x 3/4" S.M.S. EACH SIDE PRIMARY 2" x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) 1-1/ 4" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES 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) 767-66W PAGE g) COPYRIGHT 2004 1 -50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 1 SCREENED ENCLOSURES Table 1.3 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 # I sq. ft.* Hollow Sections Tributary Load Width 'W' = Upright Spacing 3'-0" 4'-0" j 5'-0" 1 6'-0" 7'.0" 1 8'-0" Allowable Height 'H' 1 bending 'b' or deflection 'd' 2" x 2" x 0.044" 8'-4" b 7'-3" b 6-6" b 5-11" b 5-6" b 5'- 1J"b 4'-10" b 2" x 2" x 0.055" 9'-1" b 7'-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 7'-11" b 7'-5" b 6'-16'-6"lb2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b 7'-7T-2" Self Mating Sections Tributary Load Width 'W' = Upright Spacing 3'-0" 4'-0" 5'-0" 6'-0" 7'.0" 1 8'.0" 9'•0" Allowable Height'H' 1 bending W or deflection 2" x 4" x 0.044 x 0.100" 16-11" b 14'-8" b 13'-1" b 1 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'-l" 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'-l" b 19'-3" b 17'-10" b 16'-8" b 15'-9" b 2" x 7" x 0.055" wl insert 36'-3" b 31'-4" b 28'-l" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b 21'-6" b 20'-4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" b 26'-11" b 24'-11" b 23'-4" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11" b 35-7" b 32'-11" b 30'-10' b 29'-l" b Snap Sections Tributary Load Width 'W'= Upright Spacing 3'"0" 1 4'-0" 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 9'-0" Allowable Height'H' I bending'b' or deflection'd' 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-8" b 7'-0" b 6'-6" b 6'-1" b 5'4" 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 T-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 25'-5" b 22'-9" b 20'-9" b 19'-3" b 1 T-11" b 16'-11" b For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select upright length 'H'. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with 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) 7674774 FAX: (386) 767-6556 PAGE COPYRIGHT 20U 1 -58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SCREWS OR THRU-BOLTS SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SECTION I 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" = V-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 BEAM AND PLATE TO CONCRETE DETAII 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 200+: NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 y1 -47 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 Allov 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.* A. Sectinns As Hnri7nntala FZ—f nrl Tn 0—+, %AII+k r'r - Hollow Sections Tributary Load Width'W' 3'-6' 4'-0" 4'-6" 1 5'-0" 5'-6" 1 6'-0" 6'-8" Allowable Heights 'H' / bending 'b' or deflection 'd' 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 T-5" d 7'-1" d 6'-10" d 6'-7" b 6'-4" b 5'-11" b 2" x 3" x 0.045" 9'-4" b 8'-9" b 8'-3" b 7'-10" b 7'-5" b 7'-2" b 6'-9" b 2" x 4" x 0,050" 10'-3" b 9 7 b 9' 0" b 8'-7" b 8'-2" b 7'-10" b 7'-5" b Snap Sections AI!,wable Heights 'H' ! bending 'b' or deflection 'd' 2" x 2" x 0.044" T-6" d I 7'-2" d 1 6'-11" d 6'-8" b1 6' 1" b 6'-i" b 5'-9" b R_ Sprtinnc Ac Hnri—fn Ic IZ—tn-4 T. 0—f, cu_ —_ o___._. I_____ Hollow Sections Tributary Load WidthVrkv 3'-6' 0" 4'-6" 5'-0" 4'-1 5'-6" 6'-0" 1 6'-8" Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" T-9" b T-3" b 6'-10" b 6'-6" b 6'-2" b 5'-11" b 5'-7" b 2" x 2" x 0.055" 8' S" b 7'-11" b 7'-5" b T-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 7'-7" b Z" x 4" x 0.050" Snap Sections 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b Allowable Heights 'H' 1 bending 'b' or deflection 'd' 8' 4" b 2" x 2" x 0.044" 29'" b 78'" b 8'-1" FT 7'-8" b 7' 4" b 7'-0" b 6'-8" b L-11 14v mrn, see conversion laDie lA 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 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6'-8". 7. Spans may be interpolated. IF HEIGHTS FOR 'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 7674T74 FAX: (386) 767-6556 COPYRIGHT 20U PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 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 7' USE: 1/2 x 17'-11" x 7' x 10# / Sq. Ft. = 627.2# UPLIFT Table 1.6 of this manual uses the worst case loads for all cases. 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 COPYRIGHT2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES i SECTION 1 Table 1.6 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' Beam Stitching Screw @ 24" O.C. 8 x'/z'° 910 x',z" 12 x'/2" 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 B 6 4 10 2" x 5" 2" x 3" 2" x 2" x 0,044" 2 Full Lap 8 6 1 4 8 2" x 6" 2" x 3" 2" x 2" x 0.044" 4 1 Full Lap iG 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 Q044" 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 I Partial Lae 18 16 14 14 2" x 9""' 2" x 7" 2" x 4" x 0.050" 8 Pa ial La 20 18 16 14 2" x 8" L 10 Partial La 20 18 16 104 Screw Size Minimum Distance and Spacing of Screws i Gusset Plate Thickness Edge To Censer Ccnter To Center Beam Size Thickness 8 5/ 16" 518" 2" x 7" x 0.055" x 0.120" 1116" = 0.063" 10 3/8" 3/4" 2" x 8" x 0.072" x 0.22d" 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" 3/4" 1.1 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" 1 114" = 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 1116" 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 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 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 1-112" 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 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOF%4ENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674T74 FAX: (386) 767-65M PAGE SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) I r" ALTERNATE FLAT ROOF SELECT FASTENER SIZE, NUMBER AND PATTERN SEE TABLE 1.6 & 9.5A OR 9.5B) 2" x 3" HOLLOW OR SNAP SECTION @ COPYRIGHT 2u004 1 _8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION SEE DETAILS SECTION 1) 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 ALUMINUM BEAM TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES 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. RISER WALL WHERE UIRED . LINS (TYP.) ONAL ROOF BRACING SCHEMATIC SECTION 1) LE 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 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 (TYP.) SCREEN (TYP.) H SEE TABLE 1 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. EXISTING STRUCTUF SIZE MEMBERS PE APPROPRIATE TABLE K-BRACING (OPTIONA ALUMINUM COLUMNS (TYF TABLE 1.3 OR 1. SCREEN (TYF PERIMETER WALLS FRAMIN TABLE 1.3 OR 1. RISER WALL WHERE REQUIRED URLIN (TYP.) LUMINUM BEAM TABLE 1.1 OR 1.8) NAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) a IRT (TYP.) x 2" (TYP.) ABLE 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) 767-4774 FAX: (386) 767-6556 COPYRIGHT 2004 I PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-5 SCREENED ENCLOSURES SECTION 1 5) #10 S.M.S. (MIN.) - x 1-1/2" x 8" FLAT BAR e 125" PLATE OUT ON 45' ANGLE LT OR TURNBUCKLE FOR CABLE TENSION ESS STEEL (SEE TABLE) RIMETER FRAMING MEMBER 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 REQUIRED10x3/4" S.M.S. EACH SIDE ( TYPFORCABLES ®®®® ) 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 PAGE COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 Aq A1 SECTION 1 SCREENED ENCLOSURES i 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" = V-0" ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" CABLE SLAB FOR 1/8" CABLE SHALL 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 0 0 3-1/2" (4" NOMINAL) SLAB (MIN.) 5d (MIN.) 1 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" = 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 COPYRIGHT 2004 q1 -42 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. I SECTION 1 SCREENED ENCLOSURES 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 a EXISTING 2" x 6" SELF MATING BEAM 10 x 3 1/2" 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" = 1'-0" 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) 767-65M PAGE q .1 A © COPYRIGHT 20" 1 ` 14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE I- BENNETT, P.E. L 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) n SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE I CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY I I PRIMARY BEAM SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" 1 ,. BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ALTERNATE: ANGLES ATTACHED TO WOOD 1" x 2", 1" x 3" OR 2" x 2" FRAME WALL W/ MIN. (2) 3/8" x 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 r 2-1/4" ANCHORS OR MASONRY L WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY SIDE FOR EACH INCH OF BEAM OR FRAMED WALL a Co` DEPTH LARGER THAN 3" SELECT FASTENERS FROM w ~ SECTION 9 TABLES) w ALTERNATE CONNECTION: n 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) 3/8" x 2" LAG 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) 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 -37 SCREENED ENCLOSURES SECTION 1 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NOW STRUCTURAL .KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2)#10 x 3/4" S.M.S. STRAP TO POST AND 1) 1/4" x 1-3/4" CONCRETE ANCHOR TO SLAB OR FOOTING ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE 'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB. (SEE NOTES CONCERNING FIBER MESH) 3) #30 BARS OR (1) 50 BAR W/ 2-1/2" COVER TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = V-0" 2'-0" MIN 3-1/2" (TYP. 2) #3 BAR CONT. OR 1) #5 BAR CONT. BEFORE SLOPE ALL SLABS) j/%j17 17 8" — TYPEI TYPEII FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0-2" ! 12" 2" / 12" - V-10" 1 #5 BAR CONT. 3 #3 BAR CONT. OR TYPE III STEEP SLOPE FOOTING V-10" Notes for all foundation types: 1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds 32, ft., then a Type II footing is required under the load bearing wall only unless the side wall exceeds 16 ft. in height or the enclosure is in a "C"exposure catagory in which case a Type II footing is required for all walls. 2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified, using a pocket penetrometer, field soil test, or by a soil testing lab, to be above 1,500 PSF prior to placing.the slab. 3. The slab /foundation shall be cleared of debris and roots and compacted prior to placement of concrete. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh ® Mesh, InForceTm e3T1 (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 Il footing or footing sections required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 314" = 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 I PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 1 -55