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HomeMy WebLinkAbout155 Bristol Forest TrlCITY OF SANFORD PERMIT APPLICATION Permit # .. / VIDate: '- ` b Job Address:TrS1Q Description of Work: lJet2eef e til C-L 05 U i2 e ZZ X % C DnC) 06' Historic District: Zoning: Value of Work: S Le n 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 #: ;S Attach Proof of Ownership & Legal Description) Owners Namr & A dress: it Z I Phone: Contractor Name & Address: L U /AI N V rA 5. 0 44 C to License Number: Cf-7 rcl S-3 C U Phone & Fax: "%Y `o'Wf' Contact Person: k -bb E Jolt ar Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/En veer: Phone: Address: EL 3 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: 1 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 additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. permit is verificati R II tify the owner of property of the nature of Owner/Agen ate v Z,, r, g ont'sName lob BIoC Date a1 STEVEN L PERION MY COMMISSION t nn 349679 EXPIRES: August 24, 2 008 n / IlCWN0110ifyr Contractor/Ag t' w er Produc W f EXPIRES: S. # Df2oD7:17fr APPLICATION APPROVED BY: Bldg: Zoni U Initial & Date) (Initial & a ) (lmtia ate) Special Conditions: NOTICE OF COMMENCEMENT CERTIFIED COPY T NO MARYANNE MORSE Permit No. Tax Folio No. CLERK OF IR UIT COURT State of Florida t l URI I County of Seminole BY OGIZUW CLEW The undersigned hereby gives notice that improvement will be made to certain real property, and in ce with Chapter 713, Florida;Statutes, the following information is provided in this Notice of CommencementApR 2 5 2006 ascription of rop (legal r ! % M, 9 3. Owner information a. Named add b. Interest in property c. Name and address 4 of the property and street address if L— other than IV.-, Contractor a. Name and address _ ACTION ALUMINUM PROD4CTS, INC. 2698 South Orange Blomns Trail b. Phone number Orlando. Florida 32805 Fax number 5. Surety 407) 648.9948 Fax (407) 648-9949 a. Name and address THIS INSTRUMENT PREPARED BY: b. Phone number Fax number c. Amount of bond 6. Lender 1( a. Name and address b. Phone number Fax number 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., FF1 tatutes: a. Name and address b. Phone number Fax number 8. Qn addition to himself or herself, Owner desites of to receive a copy of the Lienor's Notice as provided in Section 713. 13(1)(b), Florida Statutes. a. Phone number Fax number 9. Expiration date of notice of commencement (the expiration date is 1 year m the date of recordi' unle a different date is specified) ) C) Signature or Owner Sworn to-ffirmed) sosc bed before me this day of M ( n°' ma 20mJ --, \\ A r ri z r m" m oz m m Personally Known OR Produced Identification ?L U'J uo 0 0 Type of Identification Produced r 4W m oPI" 3- o a, m m C/ 1 n©N Si atur of Notary Public, State of Vlorida r T o Commission Expires: 0 7"•. STEVEN L. PERKINS m MY COMMISSION M DD 349679 o EXPIRES: August 24, 2008 3 Bor ded TTw Notary Public Underwriters n GC Seminole County Property Appraiser Get Information by Parcel Number Page 1 of DAYIDJoHNSoN,CFA,ASA ga.' it i 3534PROPERTYe, <•,;' APPRAISER r `r_ SEMINOLE COUNTY FL. 24 e7 1101 E. FIRsT sT SANFORD, FL 32771.1468 407.665-7506 I•i 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 22-19-30-502-0000-0650 Number of Buildings: 1 Owner: TAITANO IMELDA & JUAN Depreciated Bldg Value: $168,806 Mailing Address: 155 BRISTOL FOREST TRL Depreciated EXFT Value: $0 City,State,ZipCode: SANFORD FL 32771 Land Value (Market): $29,500 Property Address: 155 BRISTOL FOREST TRL SANFORD 32771 Land Value Ag: $0 Subdivision Name: PRESERVE AT LAKE MONROE Just/Market Value: $198,306 Tax District: S3-SANFORD-WATERFRONT REDVDST Assessed Value (SOH): $184,098 Exemptions: 00-HOMESTEAD Exempt Value: $25,000 Dor: 01-SINGLE FAMILY Taxable Value: $159,098 Tax Estimator 2005 VALUE SUMMARY Tax Value(without SOH): $3,068 SALES 2005 Tax Bill Amount: $3,068 Deed Date Book Page Amount Vac/Imp Qualified Save Our Homes (SOH) WARRANTY DEED 12/2004 05565 1868 $209,000 Improved Yes Savings: $ 0 Find Comparable Sales within this Subdivision 2005 Taxable Value: $153,736 DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value LOT 65 PRESERVE AT LAKE MONROE PB LOT 0 0 1.000 29,500.00 $29,500 62 PGS 12 -15 BUILDING INFORMATION Bid Year Base Gross Living Est. Cost Bid Type Fixtures Ext Wall Bid Value Num Bit SF SF SF New 1 SINGLE 2004 9 1,447 3,157 2,721 CB/STUCCO $168,806 $170,511 FAMILY FINISH Appendage / Sgft OPEN PORCH FINISHED / 16 Appendage / Sgft GARAGE FINISHED / 420 Appendage / Sgft UPPER STORY FINISHED / 1274 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. If you recently purchased a homesteaded property your next year's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re web.seminolecountytitle?parcel=22193050200000650&cpad=Bristol Fore... 3/2/2006 ACTIONVM PRODUCTS, IC 2698 South Orange Blossom Trail Orlando, Florida 32805 I hereby name and appoint Debra Johns to be my lawful attorney, in fact to act for me and apply to the Building Department fora kjk_4t1 permit to be performed at a location described as: And to sign my name and do all things necessary to this appointment. David Allan Johns CGC 053605 SUBSCRIBED BEFORE ME THIS I DAY OF f 20- Q, Notary as to Contrac or My Commission VET" PHIWPWAYNEBELL MY COMMISSION # DD 255056 EXPIRES; October 1, 2007 9t;awaad Thor Notary pubs ttndanvi Om METRO ORLANDO (407) 648-9948 a Fax (407) 648-9949 a BREVARD (407) 632-0264 a VOLUSIA (904) 252-7835 T ik PLAT OF SURVEY DESCRIPTION: (AS FURNISHED) LO: 65, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA FOR THE BENEFIT AND EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC LOT 66 NOTE: THE FINISHED FLOOR ELEVATION OF THIS STRUCTURE MEETS OR EXCEEDS THE THE REQUIREMENTS SET FORTH IN THE CITY OF SANFORD CODE CHAPTER 6, SEC. 6-7(A). CSX RAILROAD R/W OLD MAIN LINE TRACK VNPLATTED PER THIS PLAT) is J N54' 3'11 "W 50.00' 1 4n II NI 7 ;z K ;> I"-30, GRAPHIC SCALE in LOT J,5 R. g 7 ° 15 3c r 7b I I m 733 i 150 z 5.0' 40.0' 5.0' U) W W 0, L o TWO STORY LOT 64 a o6 CONCRETE BLOCK Ln P, " & WOOD FRAME N CO R, RESIDENCE o W FINISH FLOOR n xa o Cn y ELEVATION- 14.44' nU O 3' t t COVERED 5.0 . ENTRY (T•1 m i ri 8 1 1I 7 5.0' 3' C W.•-: CONCRETE'.' QRIVEWAY?' I 10' UTILITY EASEMENT:'•: I _ , WALK IS 0.2' OFF 175.52' _ S 54'23'11" E 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 12-13-04. 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 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FL000 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 BEARINGS SHOWN HEREON ARE BASED ON THE NORTHWESTERLY LINE OF LOT 65 BEING N35'36'49"E PER PLAT. FIELD DATE:) 07-26-04 REVISED: SCALE: I" = 30 FEET APPROVED BY: Si S.W•"< 'a` WALK IS S54'23 11 E 50,000.2' OFF' 12 a3 431.07' CENTERLINE OF7_ PIRIGHT-OF-WAY BRISTOL FOREST TRAIL 50' RIGHT-OF-WAY LEGEND BUILDING SETBACK LINE CENTERLINE Q FND NAIL AND DISC RIGHT OF WAY LINE LB #68 (12/13/04) 1j1.24 EXISTING ELEVATION ® FND 1/2' IRON ROD AND CAP CONCRETE LB LICENSED BUSINESS LS LICENSED SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT P) PER PLAT M) .MEASURED FND FOUND C/W CONCRETE WALK S/W SIDEWALK C CONCRETE PAD CS CONCRETE SLAB C CHORD LENGTH PK PARKER KALON R RADIUS AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER L8N6393 1030 N. ORLANDO AVENUE, SUITE 8 WINTER PARK, FLORIDA 32789 (407) 426-7979 LB N6393 (12/13/04) CNA CORNER NOT ACCESSIBLE DENOTES DELTA ANGLE L DENOTES ARC LENGTH C.B. DENOTES CHORD BEARING 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 OHU OVERHEAD UTILITY LINE ID IDENTIFICATION POL POINT ON LINE PCC POINT OF COMPOUND CURVE POO POINT ON BOUNDARY HEREBY CERTIFY, THAT THIS BOUNDARY URVEY, SUBJECT TO THE SURVEYOR'S NOTE: ONTAINED HERON MEETS THE APPLICABLE MINIMUM TECHNICAL STANDARDS" SET FORTH IY THE FLORIDA BOARD OF PROFESSIONAL URVEYORS AND MAPPERS IN CHAPTER 01317-6, FLORIDA ADMINISTRATIVE CODE URSUANT TO CHAPTER 472.027, FLORIDA f' FOR THE FIRMJOBNO. ASM39679 FORMBOARO 08-21-04 VH PLOT PLAN 4/27/04 SOO DRAWN 8Y: LOT FIT 12-12-02 CKB AMES JAY JILES PSM #4997 DATE Name CENTEX POOLS & SPAS JOB No, IL_IIANU Addresso 155 BR I ST L FOREST TRAIL cltylSANF RD L— 65 subdivisicaPRESERVE P LK M NROE ZD i 0. — 8'-0' — u 1 X 2 2 X 3 c r lrxorrxu X 3 1 X 1 X 2 2 X 2 2 X 2 l l(Xu lcxu E 2 X 2 2 X 2 40'-0' NO KNEE BRACES f F x 2x2 6'-6' 6'-6' 7'-0' 7'-0' 6'-6' 6'-6' — 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. David A. Johns Action Aluminum Products, Inc. 2698 South Orange Blossom Tr. Orlando, FL 32805 They are hereby added to my 2006 MASTERFILE LIST Should you have:,'a questions please contact me at your convenience Sincerelp+!i., a Sjenne;,1P.. #16644 G SECTION 1 _ SCREENED ENCLOSURES Table 1.1 - Allowable Spans for Primary Screen Roof Frame Members _ Aluminum Alloy 6063 T-6 Ar eranc with Wind t_nads un to 150 M.P.H. and Latitudes Below 3D°-30'-00" North (Jacksonville, FL) _ Hollow Sections Tributary Load Width 'W' = Beam Spacing 3'•0" 4'-0" 5'-W' 1 6'-0" 7'-0" 6'•0" 9'-0" Allowable Span 'L' I bending 'b' or deflection'd' 2" x 2" x 0.044" 9'-10" b 8'-7" b 7'4" 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" b 6'-3" b 2" x 3" x 0.045" 13' 4" b 11'-7" b 10'4" b 9'-5" b 8'4" b 8'-2" b 7%8" . b 2" x 4" x 0.05A" 14'-B" b 12'-8" b 11'4" b 10'-4" b 9'-7" b 8'-11" b 1 8'-5" b Self Mating Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 4'-0" 1 5'-0" 1 6'-0" 7'-0" 8'-0"1 9'-0" Allowable Span 'L' I 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 24'4- 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 20-3" 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 1 34'-11" b 31'-11" b I 29'-6" b I 27'-8" 01 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 1 38'-4" b 1 35'.0" b 32'-5" b 30'-4" b 1 28'-7" b 2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 1 46'-1" b 42'-1" b 38'-11" b 36'-5" b 1 34'4" b Snap Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" T 9'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'4" b 7%13" b 7'-2" b 6'-9" b 2" x 3" x 0,045" 15%1" b 13'-l" 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.D62" 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 wail 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 purlin for each 14'-0" on each side of the center puriin shall include lateral bracing as shown in detail (48'4") 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 VT = 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: (366) 767.6656 PAGE - Q COPYRIGHT 21104 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 SCREENED ENCLOSURES w cn - J Z W QaQ g> p f- W(n= 6 6 TZ0. CC Q W oft 6 ® 6 LENGTH K E 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 Le 0.05" H-CHANNEL OR GUSSETS COMPOSITE 2 x 3 EAVE RAIL POST TO BEAM FASTENING SEE TABLE 1.6) SCREEN MAY FACE IN OR OUT) . REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) ATTACHED NO MORE THAN 6" ui ABOVE TOP OF GUTTER F- J a Ia- w W - s rSOFFITRD IMAX. DISTANCE TO HOST STRUCTURE WALL 24" WITHOUT - SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GUTTER 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 214366, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 _ FAX: (386) 767-M PAGE _ COPYRIGHT 2M 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 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 Q—tinne Fnctan—1 Tn Reame With reline Hollow Sections Tributary Load Width VT = Purlin Spacing 3'- 6" 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'•0" 1 6'-8" Allowable Span 'L' / bending'b' or deflection'd' 2" x 2" x 0.044" 7%8" d T-4" c T-0" d 5'-9" d 6'-6" b 6'•3" b 5'-1 1" b 2" x 2" x 0.055" 8'-l" d T-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 7'•11" d 7- "S.. 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 6'-10" b 8'-5" b 8'-0" b 2" x 4" x 0.050" 12'-2" t; 11'-4" b 10'-8". b 10' 2" b 8" b 9'•3" b 8'-9" b Snap Sections Tributary Load Width NY' = Purlin Spacing 3'• 6" 4'.0" 1 4'-5" 1 5'-0" 5'•15" 6'-0" G'-S" Allowable Span'L' / bending W or deflection'd' 2" x 2" x 0.044 8'-5" d 8'-1" d 7'-9" d 7'-6" d T-3" d 7'-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-8" d 10' — d 19'-11" b 9'-6" b I9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 13'-6" d 12'•9" b 1 12'-2" b 11'-S" b 11%1" b Ft Srar_tinns Fastened Threueh beam Webs Into Screw Bosses Hollow Sections Tributary Load Width'ff = Purlin Spacing 3'- 6" 1 4'-0" 1 4'-6" 1 5'-0" 5'•6" 1 6'.0" 1 6'-8" Allowable Saar, 'L' / bending'b' or deflection'd' 2" x 2" x 0.044" 9'-2" b 1 8'-7" b 8'-1" b 7'•8" b 7' ." 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 7'-11" b 7'-7" b 7'-3" b 2" x 3" x 0.050" 12'-4" b 1 1'-7" b 10'.11" b 10'-4" b 9'.1 V- b 9'-5" b 1 8'-1 V b 2" x 4" x 0.050" 13'-7" b 1 12'-6" b 11'-1 i" b 11'4" b 10'-10" b 10'-+" b 9'-10" b Snap Sections Tributary Load Width VP = Purlin Spacing 3'- 6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 1 6'-B" Allowable Span 'L' / bending 'b' or deflection'd' 2" x 2" x 0.044" 10'-11" bj 10'-2" bj 9'-7" b 1 9'-1- b I 8'-8" b 1 8'-4" bi 7'-11" b Notes: 1. Thicknesses shov.n are "nominal" industry standard tolerances. No wa!I thickness shall be less than 0.040". 2. Spans are based on a minimum of 104 / Sq. Ft. for up zo a 150 tA.P.H. %,:ind load.3. Span is measured from center of beam and upright connection to fascia or v.-all 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 shovrn in detail 8'• 0") span with purlins at 15% 8" o.c center purlin and (2)-urlins each side of G_^fer purlin need latera! 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 21436a. SOUTH DAYTONA, FL 32121 TELEPHONE: ( 386) 767-T74 FAX: ( 366) 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 -57 SECTION 1 SCREENED ENCLOSURES SCREEN ' d' VARIES 4" SHOWN 1" x 2" O.B. BASE PLATE (TYP.) II SECONDARY I 2" x (d - 22) x 0.063" ANGLE 6 6 EACH SIDE OF COLUMN W/ #10 ' 6 6 S.M.S. SEE SCHEDULE -NEXT PAGE) 14 m.. r Id CONCRETE ANCHOR ° ' SEE SCHEDULE NEXT PAGE) T. L NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION 2" 5d MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES d e e 4 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 GRADE P:11N, CONCRETE ANCHOR EMBEDMENT TYPICAL S.M. OR SNAP SECTION COLUMN 2) #10 x 3/4" S.M.S. EACH SIDE PRIMARY 2" x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) NOTE: SELECT CONCRETE I I — L 1-1/4" MIN. CONCRETE ANCHOR FROM TABLE 9.1 L ANCHOR EMBEDMENT 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 - OEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA• FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767.65% - PAGE Q COPYRIGHT 2004 ; 1 -50 NOT TO BE REPROOUCEO IN WHOLE OR IN PART WITHOUT THE WRITTEN PEPMISSI N F c c ' ' O O lA':lR NCE E. B-NNETT, P.E. ' SECTION 1 SCREENED ENCLOSURES Table 1.3 Allowable Post l 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.' Hollow Sections Tributary Load Width 'W' = Upright Spacing 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" Allowable Height'H' I bending'b' or deflection 2" x 2" x 0.044" 814" b 7'-3" b 1 6'-6" bj 5'-11" b 1 5'-6" b 5'-1" DI 4'-10" b 2" x 2" x 0.055" 9'-1" b 7'-11" b 7'-l" 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 7'-11" b 7'-5" b 6'-11" b 6'-6" b 2" x 4" x O.D50" 12'-5" b 10'-9" b 9'-7" b 8'9" b 8'-1" b 7'-7" b I 7'-2" b Self Mating Sections Tributary Load Width W' = Upright Spacing 3'- 0" 4'.0" r 5'-0" 1 6'-0"' 7'-0" 1. B'-0" 9%0" Allowable Height 'H' / bending 'b' or deflection 'd' 2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-l" b 1 V-11" b 1 V-1" b 10'-4" b 9'4" • b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'5" b 13'-8" b 12'-10" b 12'-l" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-l" 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 16-13" b 15-9" b 2" x 7" x 0.055".wl irisert 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 I - 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-A- 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" 6'-0" 1 7'-0" 8'-0" 1 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 1 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'-l" 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'-W b IT-1 1" b 16'-11" b For allowable heights at wind velocities other than 120 MPH, see conversion ladle -ih on cne 5pt:011canve, payv 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 THAK120 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) 767-4T74 FAX: ( 386) 767-65M IPAGE 1 -58 I NOT TO BE E RODUCEDIN WHOLE OR IN PART WITHOUT THE WRITTEN PERkiISSION OF IAWRENCE E. SENNETT. P.E. I 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" = 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 - COPYRIGHT2004 - PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 -47 I SCREENED ENCLOSURES SECTION 1 Table 1.4 Allowable Post I 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.* M. JC4lIV 11 rla nv,IGv,1\a.a Tributary Load Width'W' Hollow Sections 3'-6' 4'-0" 4'.6" 5'.0" 1 5'•6" 1 6'-0" 6'-8" Allowable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 2" x 2" x 0.055" 3" x 2" x 0.045" 2" x 3" x 0.0Z-5" 2" x 4" x 0.050" 6'-10" d 9= 10' 3" d 1 o• b 1 6'-6" b 66'-11"d T. 5" d 8'- 9" b 9•- 7" b 6'- 1" b 6'- 8" b 7•- 1" d 8'- 3" b 9'- 0" b 5' 4" b 1 6'- 4" b 5'- 10" d T- 10" b 8 7" b 5'- 6" 6'- 0" 6'- 7" 7'- 5" 8'. 2" b b b b b 5-- 3" 5'- 9" 6'- a" 7'• 2" 7'- 10" b 1 5--0" b b - 6" b b 5'.11" b b 6'-9" b Snap Sections At!owabte Heights 'H' 1 bending 'b' or deflection 'd' , 2• 2" x 0.044" 7'-5" c 1 7'-2" d 6'-1" d 6'-8" b 6'-" b l 5'- b l Y-9" b l M. aut;%IVIM NS nV11GV11\O,i I Va,c..cv v . vv. ....__iz Tributary Load Width 'W' Hollow Sections 3'.6' 4'-0" 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 6'•8" Allowable Heights'H' / bending'b' or deflection'd' 2" x 2" x 0.044" T-9" b 1 T-9" b 6'-10" b 6'-6" b 6'-2" b 5'-11" bi 5'-7" b 2" x 2" x 0.055" 8'-5" b I T-11" b T-5" b T-1" b 6'-9" b 6'-5" b o -1" b 3" x 2" x 0.045" 9'-3" b 1 8%8" b 8'-2" b T-9" b 7'-5" b T-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'-1 1" 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' 1 bending'b' or deflection'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8%1" b T-8" b 7'-4" b 7'-0" b 6'-8" btj For allOWBDIe nelgnis at wlnu veloclu— —lal -- - .... ..,_-- 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, Ft. 32121 TELEPHONE: ( 386) 767-4774 FAX: ( 386) T67-6556 PAGE COPYRIGHT 2004 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"x2".2"x3"OR2"x4" HOLLOW SECTION SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MASONRY ANCHOR @ 6" EA, SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL 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 beamspacingxthescreenloadof7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACINGOF7' 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: (3a6) 767$5m - PAGE COPYBIGHT 2004 - 1 -48 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I SCREENED ENCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing SECTION 1 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'h" 10 x Y." 12 x'/." 2" x 3" 2" x 3" 2" z 2" x 0.044" 2 Fall Lap 6 4 4 2" x 4" 2" x 3" 2" x 2" x 0.04A" 2 Full Lap 8 6 4 8 2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full Lao 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 Fuli Lap 10 a 6 10 2" x 6" 2" x 4" 2" x 2" Y. 0.044" 4 Parial Lac 10 8 6 10 2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Parial Lap. 14 12 10 12 2" x 8" 2" x 5" 2" x 3" x 0.044" E Pahial Lac 16 11 12 14 2" x 9" 2" x 6" 2" x 3" x 0.045" F Par;al Lao i8 i5 14 14 2" r 9"" 2" x 7" 2" x 4" x 0.050" i Farial Lao 20 18 t6 14 2" x 10" 2" x 5" x a" x GA1u' I ice_ PaninI Lao 20 18 1e i4 Screw Size Minimum Distance and SFecine of Screws Gusset Plate Thickness Edge To Center ( v Center To Center Beam Size Thickness 8 5116" 5/9" 2" x 7" x 0.055" x 0.120" 1116" = 0.063" 10 3r8" 3/4" 2" x 8" x 0.072" x 0.224" 118" = 0.125" 0 2 112". 1" 2" x 9" x 0.0 7 2" x 0.224" 1 /8" = 0.125" 14 or 1 r•1" 3', O.C.2' z 0..3'vG" 8" = 0.125" era" 114' 2" x 10" x 0.092" x 0.369" 1/4" = 0.25" 3r8" I illI i" I 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" ousset 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 112 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 shot-:n above. ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Connect beam to upright wl 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 3'-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". 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. 1-61 SECTION 1 SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2" x-4" OR 2" x 6" - SELF MATING BEAM 1" x 2" SNAP SECTIONS ATTACHED TO 2" x 2" W/ it10x1-1/2" S.M.S. @ 24" O.C. - - - - - - - -- OR CONTINUOUS SNAP i SECTIONS OR 2" x 3" (4) i I 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 r ALTERNATE FLAT ROOF I I SELECT FASTENER SIZE, NUMBER AND PATTERN SEE TABLE 1.6 & 9.5A OR 9.5B) 2" x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL PARTIAL LAP 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) 757-4774 FAX: (386) 767.65M - PAGE p _ © COPYRIGHT 20041 _Q 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 I ( SEE DETAILS SECTION 1) ALTERNATE CABLE H SEE TABLE 1.3) 1" x 2" (TYP.) . GRADE K-BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) EXISTING STRUCTURE ALUMINUM BEAM TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES # H K-BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) 1" x 2" (TYP.) TYPICAL DOME ROOF - ISOMETRIC RISFR WALL WHERE JIRED INS (TYP.) ONAL ROOF BRACING SCHEMATIC SECTION 1) E BRACING METER WALLS FRAMING ITABLES1.3 AND 1.4) 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 PAGE Q COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-3 SCREENED ENCLOSURES SECTION 1 PURLIN (TYP.) W SCREEN (TYP.) CABLE CONNECTION SEE DETAILS SECTION 1) GIRT (TYP.) H SEE TABLE 1.3) 1" X-2" (TYP.) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE RISER WALL WHERE REQUIRED SIZE MEMBERS PER I W PURLIN (TYP.) APPROPRIATE TABLES ALUMIN MpE I • - a DIAGONAL ROOF K-BRACING (OPTIONAL) I i ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) SCREEN (TYP.) SW 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) 767-1774 FAX: (386) 767.6556 COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERLIISSIOt, OF LAWRENCE E. BENNETT. P.E. 1-5 SCREENED ENCLOSURES SECTION 1 5) #10 S.M.S_ (MIN.) T/8" x 1-1/2" x 8" FLAT BAR e e e e e e 0.125" PLATE OUT ON - e 45° ANGLE EYE -BOLT OR TURNBUCKLE FOR e CABLE TENSION STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = l'-0" EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) 10 x 3/4" S.M.S. EACH SIDE FOR CABLES ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF i FRAME MEMBER AMPS REQUIRED 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: (385) 7674T74 FAX: (386) 767-65% PAGE CO COPYRIGHT 2004 AA NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 -Y1 I SECTION 1 SCREENED ENCLOSURES SLAB 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 SHALLFOR3/32" CABLE 5/16" x 2" O HAVE A THICKENED EDGE TOCONCRETEANCHORW/ ACHIEVE 5d MIN. AND A 3/8" xCABLETHIMBLEANDWASHER - 2" ANCHOR e 3-1/2" (4" NOMINAL) SLAB (MIN.) 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: 1386)757-4774 FAX: (386) 767-65% PAGE _ ENO'T IGHT 20041-42O BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. 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 OFBEAM/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 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" = V-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) 787.65W - -- - PAGE _ - Q 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, INTERNALLU' 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. 314" LONG REQUIRED EQUAL TO BEAM DEPTH SEE SECTION 9) 6 I 6 w v B m Q e 0 a SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY- BE -CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY .- I PRIMARY_BEAM SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" ALTERNATE: 1"x2", 1"x3"OR2"x2" ATTACHED TO WALL W/ #10 x 2" S.M.S. @ 16" O.C. HOST STRUCTURE MASONRY OR FRAMED WALL SELECT FASTENERS FROM LXCo 6 J aF 6 re S BEAM 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) 1/4" x 2-1/4" ANCHORS OR MASONRY WALL ADD (1) ANCHOR PER SIDE FOR EACH INCH OF'BEAM DEPTH LARGER THAN 3" - •- SECTION 9 TABLES) w r ALTERNATE CONNECTION: a(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 -P WALL W/ MIN. (3) 3/8" 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" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTON& FL 32121 TELEPHONE: (386) 7574774 FAX: (386) 767-65% COPYRIGHT 2004 PAGE 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 WALL FRAME SCREEN WROWLOCKINTOFIRST _ WALL COURSE OF BRICKS CAP BRICK BRICK KNEEWALL TYPES' ALTERNATE CONNECTION OF X MORTAR REQUIRED FOR SCREENED ENCLOSURE FOR LOAD BEARING BRICK WALL BRICK OR OTHER NON- STRUCTURAL KNEE WALL 0 0 4" (NOMINAL) PATIO 1" WIDE x 0.063" THICK STRAP CONCRETE SLAB. (SEE NOTES @ EACH POST FROM POST TO I 0 0 9 i CONCERNING FIBER MESH) FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND 1) 1/4" x 1-3/4" CONCRETE 3) #30 BARS OR (1) ANCHOR TO SLAB OR ey BAR W/ 2-1/2" COVER FOOTING TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = 1'-0" 1 #5 BAR CONT. 3; #3 BAR CONT. OR S2) 93 BAR CONT. OR *. 2'-0" MIN. 3-1/2" (TYP. 11) #5 BAR CONT. BEFORE SLOPE I ALL SLABS)- cN 11 Co._ ij/ter // %jj / %>,////jam a e a TYPE I TYPE II TYPE III FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2" / 12" 2" / 12" - V-10" > V-10" Notes for all fourlda'don 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 o Mesh, InForceT"' e3TM (Formerly Fibermesh MD) per maufacturer's. specification may be used in lieu of wire mesh. 5. If local building codes require a minimum footing, use Type II footing or footing sections required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386)767A774 FAX: (386) 767.65% I O AGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.P.E I A_ -Cc I