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Home My WebLink About100 Walnut CrestCITY OF SANFORD PERMIT APPLICATION Permit # Job Addr Descripfi CEIVED 16 2006 Historic District: Zoning: Value of Work: S r7 3 l- 0 0 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: lam# of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: 0Z `i a Attach Pro f of O nerthip & Legal Description) Owners Name & Address:Ew?' Phone: Contractor Name &Address: p p State License Number: Phone & Fax: y 1- %q O- (r _pp y0 Contact,Person: t1l D To Red S Phone: byg- t/ Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Phone: Address: Y. O, 6a/C & 3 Q 5. LLA-C,,=.4-79 - 3+2/s Fax: -- Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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. 1 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 countyA;own,,)IAgn. otn En" l permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptanceat I will notify the owner of the property of the requirettsofLornidaXLi.v 1 OS 4/L106 Date Signarure of Contractor/Agent Date a*4—:6an,A cl i Tot/ Print O /Agent; Name Print Con /Age is Name Signature of Notary -State of Florida Date Signature of Notary -State of Florida Date Erie Heilsaon ' Owner/Agent is _ PePAtlieWWon DD317772 Contractor/Agent is _ Personall a or PHU PWAYNEBBl Produced ID r pp 21100 _Produced ID$$# OriAdT sy kOr/FlrfiYr .1, 7 APPLICATION APPROVED BY: Bldg: `- Zoning: Utilities: Des initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 90 5, 59 State of Florida C rr- - Ncr3croI NOTICE OF COMMENCEMENT N I I btli io Ilpp gf!lNtslllm Permit No. Tax Folio No. (PID) xf . The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter n 713, Florida Statutes, the following information is provided in this Notice of Commencement. TI M m ' 1:! i' DESCRIPTION OF PROPERTYPERTY (Legal descriptionCDofthepropertyandstreetaddress) p A64 GYM% AV414, it / 17 S I Sar-0 CD P A% 3 271F r; n ZI GENERAL DESCRIPTION OF IMPROVEMENT ee\a t:o5u re_ o- r? 1 T r: f OWNER INFORMATION.. Name and address o .z 32 71 s Interest in property (Fee Simple, Partnership, etc.) Owner/builder 0 r I TI 0 NAME AND ADDRESS OF FEE SIMPLE TITLE HOLDER.(1F OTHER THAN OWNER RT MA 0 z SE E d CONT CTOR n - CLERKJameandaddressAt&rteij- YY1 I rn CrJ URETY (Bonding Company) Van)e and address nQ GKR i 6 I TCv- pry' Amount of Bond to DOCUMENT PREPARED BY: f-•. LENDER ass O t*s 4ve Vame and address ti It rnonf r:,nrd FL. 327111 v ram• ersons within the State•of Florida designated by Owner upon whom notice or other documents may be served as provided y Section 713.13(1)(a)7., Florida Statutes: lame and address U1 n addition to himself, Owner designates of to receive a copy of the Lienor's Notice as rovided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement The expiration date is 1 year from date of recording unless a CW4RlE8 J. POP, JR. f` '' MY COMMISSION A DD 197438EXPIRruES: March 11 ndgr MNen eaed Thd worn to su scriife , b for we Votary Public Signature of Ofter— Day of O2c*-5 . My Commission Expires: 5 the foregoing instrument was acknowledged before me this day of Q *)MS by Pir /ei 1 C— • Cx (name of person acknowledged), who ' ersonally know o no or who has produced (type of identification) as identification tnd who did / did not take an oath> PLAT OF SURVEY n1on7oo) DESCRIPTION: (AS FURNISHED) LOT 1, PRESERVE AT LAKE MONROE AS RECORDED IN PLAT BOOK 62, PAGES 12-15 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA LOT 10 r T LOT 2 D n y FORMBOARD 60 m FOUNDATION TOP OF FORM C1T (Jl n o ELEVATION a 13.48 LP 00 c o Co r O v Lo 5.0' N C G n m z y w N I 20.7' II I I I I I III I 10' UTILITY I+ EASEMENT I I n wI 19.49' I S00'01'41 "E rl^' N,N PT I v 7.52' 3.0_40'- SDWALNUT7 CREST RUN RIGHT OF WAY VARIES NOTE: 1. PROPERTY CORNERS SHOWN HEREON WERE SET/FOUND ON 09-20-05, UNLESS OTHERWISE SHOWN. 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. ALL INTERIOR DIMENSIONS WERE VERIFIED IN THE FIELD AND SHOWN UPON THIS DRAWING. 5. BUILDING TIES SHOWN HEREON ARE TO UNFINISHED FORMBOARD/FOUNDATION AND ARE NOT TO BE USED TO RECONSTRUCT THE BOUNDARY LINES. THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X AREA OUTSIDE 100 YEAR FLOOD PLAIN ACCORDING TO FEMA LETTER OF MAP REVISION CASE NUMBER 03-04-0020A DATED 10-02-03 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 SHOWN. BEARINGS SHOWN HEREON ARE BASED ON ITHENORTHERLYLINEOFLOT1 BEING N 89'58'19" E PER PLAT. FIELD DATE:) 09-20-05 REVISED: SCALE: 1 = 30 FEET APPROVED BY; SJ JOB NO. ASM39549 FORMBOARD 10/25/05/MH DRAWN BY: PLOT PLAN 06/19/05 SDO 1' = 30' GRAPHIC SCALE 0 IS 30 FOR THE BENEFIT AND EXCLUSIVE USE OF: COMMERCE TITLE COMPANY COMMERCE TITLE INSURANCE COMPANY CTX MORTGAGE COMPANY, LLC TRACT A z STORMWATER MANAGEMENT AREA CO Z Z ( ) UT A Q) 60 oN co AN O R=186,50' Z=9'24'58" L=30.65' CB=N04*44'10"W C=30.61' P CENTERLINE OF RIGHT-OF-WAY LEGEND OO RON ROD AIJD CAPLBD#1- 682(09/20/ 5) BUILDING SETBACK LINE Q FNO NAIL AND DISC LB #68 (09/20/05) CENTERLINE RIGHT OF WAY LINE ROO AND CAP lEYJSTIIJG ELEVATION LBTy63931RON 05 6 DENOTES DELTA ANGLE A/C AIR CONDITIONER P) PER PLAT CONCRETE PC DENOTES POINT OF CURVATURE PCC POINT OF COMPOUND CURVE C CHORD LENGTH PCP PERMANENT CONTROL POINT C.B. RINGCHORDBEARING PI DENOTES POINT OF INTERSECTION CBW CONCRETE WALL PK PARKER KA CNA CORNER NOT ACCESSIBLE POC POIFIT ON CURVE CP CONCRETE PAD POL POINT ON LINE CS CONCRETE SLAB PRC DENOTES POINT OF REVERSE CURVATURE r/W COICRETE WALK PRM PERMANENT REFERENCE MONUMENT F. E. M. A. FEDERAL EMERGENCY MANAGEMENT AGENCY PSM PROFESSIONAL SURVEYOR AND MAPPER FND FOUND PT DENOTES POINT OF TANGENCY10IDENTIFICATIONRRADIUS L ARC LENGTH RP RADIUSPOINT LB LICENSED BUSINESS S/W SIDEWALK LS LICENSED SURVEYOR TYP TYPICAL M) MEASURED UP UTILITY PAD OHU OVERHEAD UTILITY LINE AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBy6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 32789- (407) 426-7979 THIS IS A AS -BUILT SURVEY DELINEATING CONSTRUCTED IMPROVEMENTS ONLY. NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 1///PJ FOR THE FIRM JAMES JAY JILES PSM #4997 DATE Seminole County Property Appraiser Get Information by Parcel Number Page 1 of I'At*(_ .L DE_" AE, DAV1D JOM)1BON, CFA, A3/1 PROPERTY APPRAISER r. a:.T,, -- Tf. 5MkNN0LH OOU NTY FL f 1101 E.FmsTsT ti tBa i. AMFOR0,FL32771-146a a tn? w 407-OM- 7508 4 1) 2006 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 22-19-30-502-0000-0010 Number of Buildings: 0 Owner: CENTEX HOMES Depreciated Bldg Value: 0 Mailing Address: 385 DOUGLAS AVE STE 2000 Depreciated EXFT Value: 0 City,State, ZipCode: ALTAMONTE SPRINGS FL 32714 Land Value (Market): 29,500 Property Address: 100 WALNUT CREST RUN SANFORD 32771 Land Value Ag: 0 Subdivision Name: PRESERVE AT LAKE MONROE Just/Market Value: 29,500 Tax District: S3-SANFORD-WATERFRONT REDVDST Assessed Value (SOH): 29,500 Exemptions: Exempt Value: 0 Dor: 00- VACANT RESIDENTIAL Taxable Value: 29,500 SALES Deed Date Book Page Amount Vac/Imp Qualified Find Comparable Sales within this Subdivision LAND Land Assess Frontage Depth Land Unit Method Units Price LOT 0 0 1.000 29,500.00 NOTE: Assessed values shown are NOT certified values and th valorem tax purposes. If you recently purchased a homesteaded property your next Tax Estimator 2005 VALUE SUMMARY 2005 Tax Bill Amount: $589 2005 Taxable Value: $29,500 DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LEGAL DESCRIPTION Land PLATS: Pick... Value O T 1 PRESERVE AT LAKE MONROE PB 62 29,500 2S 12 - 15 ore are subject to change before being finalized for ad tax will be based on http://www. scpafl.org/pls/web/re web.seminole_ county _title?parcel =22193050200000010&cpad=walnut cre... 12/3/200. ACTION ALUMINUM PRODUCTS, INC 2698 South Orange Blossom Trail Orlando, Florida 32805 POWER OF ATTORNEY I hereby name and appoint Patty Johns to be my lawful a orney, in fact to act for me and apply to the S'em ` oc.E C'o r wilding Department for a l o oz- screen n)e .o s <c e' permit to be performed at a location described as: 0T / PR ;P C-4ve And to sign my name and do all things necessary to this appointment. U David Allan Yohns CGC 053605 SUBSCRIBED BEFORE ME THIS z^" 9 DAY OF iQ ,xu20 Q Notary as to Contract My Commission METRO ORLANDO (407) 648-9948 9 Fax (407) 648-9949 9 BREVARD (407) 632-0264 9 VOLUSIA (904) 252-7835 CENTEX POOLS & SPAS JOB No. PLL DNQQ l I WuP100 WALNUT CREST RUN i - i C,tvSANFngn i SubdIvISIOMPRESFRVE @ LKK_M_ONROE I s'- o• — s'-o• -- i 1 X 2 11 X 2 1 ZD 2 X 3 rum4om 12 X 3 I j t ZD X 31 CIDIME mmm Emil c2 X 3 u N N N N N X X X ALI X X X I I N N j X 3 Z 1 i 1 X 1 X 2 i 36'- 0' B'-0• i i I i X 2 17AIA Im f I I 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 MANUAL11 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, 11 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 hacve',a questions please contact me at yourconveniencef0114 Sincereljy;,ri r •(, C•r :'i• n •i Lawrenc • rf '33jeiine #16644 r,/ l fills, lrllt SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable S ns for..Primary Screen Roof F_ rampIM—em Aluminum Alto 063 T-6C For Areas with Wind Loads up to 150 M.P.H. and La 1 00" North (Jacksonville, FL) Tributary Load Width 'W' = Beam Spacing Hollow Sections 3'-0" 4'.0" 1 5'-0" 1 6%0" 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 7'-8" b I b'-1 I- b 6'-6" b 1 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" 01 b'-7" 01 6'-3" b 2" x 3" x 0.045" 13'-4" b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 1 8'-2" b 1 7'-8" b 2" x 4" x 0.050' 14'-8" b 12'-8" b 11'-4" b 10'-4" b 9' 7" •b 8'-11" b 8' S" b Self Mating Sections Tributary Load Width W' _ 3'.0" 1 4'-0" 5'4"1 6'- 7'-0"-- I • 8'-0" 0" Allowable Span 'L' l ben ' 'b' or deflection 2" x 4" x 0.044 x 0 19'-11" b 17'-4" b 15'-6" b 14'-2" b 13'-1 1 l'-6" b 2" 050" x 0.100" 4'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 14'-3" b x 6" x 0,050" x 0.120" / 7" b 24'-9" b 22'-2" b 20'-3" 9" b 17'-6" b 6'-6" b 2" X 32'-3" b 27'-11" b 24'-11" b 22'-9" b 18'-7" b 2 . 42'-10" b 37'-1" b 33'-2" b 30'-4" b 28'-l" b 26'-3" b 23'-9" b 2" x 8" x 0.072" x 0.224" 4V-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'-l" 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 1 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'-l" b 38'-11" b 35'-5" b 34'-4" b Snap Sections Tributary Load Width 'W' _ Beam Spacing 3'-0" 4'.0" 5'-0" 1 6'.0" 1 7'-0" 1 8'-0" 1 9'-0" Allowable Span 'L' 1 bending'b' or deflection 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'-4" b 7'-8" b 7'-2" bEOb2" x 3" x 0.045" 15'-1" b 13'-1" b 11'-8" b 10'-8" b 9'-10" b 9'-3" b 2" x 4" x 0.045. 18'-5" b 15'-11- b 14'-3" b 13'-0" b 12'-l" b 11'-3" b 2" x 6" x 0.062' 31'-3" b 27'A" b 24'-2" b 22'-l" b 20'-5" b 19'-2" b 2" x 7" x 0.062" 34'-9" b 30'-l" 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. Cj4 on a minimum P.H. wind load. n is measured fro er of beam and upright connection i fascia or wall connection. ve spans do include length of knee brace. Add h ' tal distance from upright to center of brace to beam tion to the above spans for total 6In spacing s a no 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 puriins 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" 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) 767-6556 -- PAGE COPYRIGHT 2004 1 -56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 I. BEAM -SCREEN ROOF Goo Gee LEN( K E 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 J Co J LU zLU QaQ g> O f- Lo Z C cc<_W SCREENED ENCLOSURES 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" ABOVE TOP OF GUTTER E e\ I e e GE SUPER OR SOFFIT EXTRUDED e 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 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 214365, SOUTH DAYTONA. FL 32121 TELEPHONE: (366) 767-4T74 FAX: (386) 767.6&% PAGE COPYRIGHT 20N 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 f econdary Screen Roof FrarnLMe ers Aluminum Alloy 60 T For Areas with Wind Loads up to 150 0'•00" North (Jacksonville, FL) A. Sections Fastened To Beams With Clips Hollow Sections Tributary Load Width 'W' = Purlin Spacing 3'-6" 4'-0" 1 4'-6" 1 5'•0" 1 5'-6" 1 6'-0" 1 6'78" Allowable Span'L'/ bending'b' or deflection'd' " 2" x 2" x 0.044" 7'-8" d 7'4" 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 T-9" d 7'•5" d 7'-2" d 6'-11" d 6'-9" d 6'-5" b 3" x 2" x 0.045" 8'-a" d 8'-3" d 7'-11" d 7'-8" d 7'-5" d 7' .33" d 6-11" d 2" x 3" x 0.045" 10'-9" d 10'-3" d 9'4" b 9'-3" b 8'-10" b 8'-5" b 8'-0" b 2" x 4" x 0.050" 12'-2" b 11' :" b 17-8" b 10' 2" b 9' 8" b 9'-3" b 8'-9" b Snap Sections Tributary Load Width 'W' = Purlin Spacing 3'•6" 1 4'-0" 1 4'-5" 1 5'-0" 5'-6" 1 6'-0" 1 6'-S" Allowable Span'L'/ bending'b' or deflection'd' 2" x 2" x 0.044 8'-5" d 8'-1" d 7'-9" d 7'-6" d 7'-3" d T-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" d 10--8" d 10'4" d 9'-11- b 9'-6" b 9'-0" ' b 2" x 4" x 0.045" 14'-5" d 14' 0" d 13'-6" d 12'.9" b 12'-2" b 11' 6" b 11' 1" b f( B. Sections Fastened Through Beam Webs Into Screw Bosses Hollow Sections Tribut ry Load Width 'W' = Purlin Sp, acing 3'•6" 1 4'-0" L 5'-0" 5'-5" (1 6'.0" 1 6'•8" Allowable Spar, `L' / bending 'd' x 2" x 0.044" 9'-2" b T" b I 8'- ' b 1 7'-8" b T-," 61 21i 1" b 6'-7" b 2" x 2' 11" b 10" b 8'-4" 7" b T3" b 2" x 3" x 0.050" 12' :" b 11'-7" b 10--11" b 10' :" b 9'-10" b 9'-5" b 8'-11" b 2" x 4" x 0.050" 13'-7" b 12'-8" In 11'-11" b 11'-" b 10'-10" b 17-1" b 9'-10" b Snap Sections Tributary Load Width Ys" = Purlin Spacing 3'- 6" 1 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" 10'-11" bI 10'-2" bi 9'-7" b 1 9'-l" b 1 8' 8" b 1 8'-4" bj 7'-11" b Notes: 1. Thicknesses shown are "nominal" industri standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 104 / Sq. Ft. for up t:) a 150 I.1.P.H. v.:nd 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 spars greater than 40'-0" the beam at the center pullin 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 cen:er 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 214358, SOUTH DAYTONA, FL 32121 TELEPHONE: ( 386) 767-4T74 FAX: ( 386) 767.6556 I PAGE COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BE`:r:ETT, RE1-57 I SECTION 1 SCREENED ENCLOSURES SCREEN ' d' VARIES 4" SHOW 1" x 2" O.B. BASE PLATE (TYP.) II SECONDARY 2" x (d - 2 ") x 0.063" ANGLE e e EACH SIDE OF COLUMN W/ #10 --o- e e S.M.S. SEE SCHEDULE NEXT PAGE) CONCRETEANCHOR SEE SCHEDULE NEXT PAGE) ®— . L NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN r CONNECTION 2" 5d MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL L SCREWS INTO SCREW / BOSSES t-- e e e . a —I a 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE 910 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 O . 5d DISTANCE GRADE 1-1/4" MIN. CONCRETE ANCHOR.EMBEDiMENT 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.) r NOTE: SELECT CONCRETE L 1-1/4" MIN. CONCRETE ANCHOR FROM TABLE 9.1 ( MAX.) 'i L 6" (MAX.) ANCHOR ED I3E 6" DMENTI o- 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 DFTAII S 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) 757-4774 FAX: (386) 767.6556 PAGE Q COPYRIGHT 2004 1-50 NOT TO BE REPROOUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAA'RENCE E. BEN'NETT. P.E. SECTION 1 SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights f r Primary Screen Wall Fra a Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of ./-sq. ft.' Hollow Sections Tributary Load Width 'W' = Upright Spacing 3'•0" 1 4'•0" 1 5'•0" 1 6'•0" 7'•0" 1 8'-0" 9'-0" Allowable Height'H' I 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'.1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b 7'•11" b 7'-1" b 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 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8%1" b 7'-7" b 1 -7'-2" b jSelfMating Sections Tributary Load Width 'W' = Upri 3'- 01, 4'.0" 5'-0" 6'-D" 0" 8'•0Allowable Height'H'/ bendin' x. 044 x 0.100" 16'-11" b 14'-8" b 13'-1•' b 1 V-11" b 1'-1" b 10'4' 9'-9". b 050" x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13 - b 12'-1" b 2" x x b 20'-11" b 18'.9" b 17'-1" b 15%10" b 14'-10" b 13'.11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16'-8" b 15'-9" b 2" x 7" x 0.055" w/ insert 36'-3" b 31'-4" b 28'-1" b 254" 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 1 21'-6" b 20'-4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33%0" b 29'-6" b 26'-11" b 24'-11" b 23'-4" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25-8" b 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" bl 29'-1" b Snap Sections Tr) buta Lo Width 'W'= Upright Spacing 3'- 0" 4'-0" 5'-0" 6'.0" 7'.0" 8'-0" 9%0" Allowab ding'b' or deflection'd' 2" x 9'-11" b 8'-7" b 7'-B" b b 6'-6" b 6'-1" b 5'-9" b x. 3" x 0.045" 12'-9" b 11'-0" b 10" b 9'-0" b b 7'-10" b 7'4" b 15'- 7" b 1 T-6" b 2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'7 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 17'-11" b 16-11" b For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness sha;l 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) 767.4T74 FAX: ( 386) 767.6&% IPAGE 1 -58 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE 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 I 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 TO BEAM AND PLATE TO CONCRETE 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) 7674556 _- O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE 1 w 7 I SCREENED ENCLOSURES SECTION 1 Table 1.4 a e Post / Girt / a ans, Header Spans & Upright Heights for Secondary Screen Wall F ej embers Aluminum Alloy 6063 or s on wind gust at velocity of 120 MPH or an applied load of 14 # I sq. ft.* A CactiNnri7nntale Fastened To Posts With CliDs Hollow Sections 2" x 2" x 0.044" Tributary Load Width'W' 3'- 6' 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-B" Allowable Heights 'H' / bending 'b' or deflection 'd' 6'- 10" d 6'-6" b 6'-1" b 5'-9" b 1 5'-6" b 1 5'-3" b 1 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'-5" -d 7'-5" d 7'-1" d 6'-10" d 6'-7" b 6-4" b 5--11" b 2" x 3" x 0.045" a'=" D 8'-0" b 8'-3" t. 7'-10" b 7'-5" b 7'-2" b 6'-9" b 2" x 4" x 0.050" 10' 3" b 1 9'-7" b 9'-0" b 8' 7" b 8'-2" b 7'-1U' b 1 T.5" b Snap Sections Al!owable Heights 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 7'-5" c 7'-2" d 6'-1' d 6'-8" b 6'-4" b C' b 1 s' 9" b e c, ti nc Ae unri-ntnic Factanod Te Pnsts Throuah Side Into Screw Bosses Hollow Sections Tributary Load Width IVY 3'- 6' 4'-0" 1 4'-6"1 5'-0" 1 5'.6" 6'-0" 6'-B" ble Heights 'H' / bending 'b' or deflection 'd' x 2" x 0.044" t 7'.9" 7'-3" b 10" b 6'-6" b 6'.2" b 5'-11" b 5'-7" b 2" x 2" x 0.055" 8' S" 5" b 7--l" b 6'-9" b b'-5" b 6'-1" b 9'- 3" b 8'-8" b 8'-2" b 7'-9" b 7'-5" b 1 7'-1" b 6'-8" b 2" x 3" x 0.045" 1 U'-5" b 9.9" b 9'-2" b 8'.9" b 8'-4" b 2" x 4" x 0.050" 11'-6" b 10'.9" b 10'-1" b Snap Sections Allowable Heights 'H' 1 bending'b' or deflection'd' 2" x 2" x 0.044" 9'-2" b 1 8'-7" b 1 8'-l" b 1 7'-8" b 1 7'-4" b 1 7'-0" b 1 6'-8" b For allowable heights at wind velocities other than 120 MPH, see conversion taoie 1A on the specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 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 214365, SOUTH DAYTONA. FL 32121 TELEPHONE: ( 386) 767.4774 FAX: ( 386) 767.6556 1 O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNET7. P.E. I PAGE 1 - 59 I 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 0 2" x 2", 2" x 3" OR 2" x 4" 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. HOLLOW SECTION SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTO ISCREWBOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF T USE: 1/2 x 17'-11" x Tx 10# / Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767.45M PAGE 9) COPYRIGHT 2M 1-4NOT 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'/," 10 x Za" 12 x'h" 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 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" 2" x 6" 2" x 4" 2" x 2" Y. 0.044" 4 a 0 1 Par-'ia;-LAR. 1G 10 8 8 6 10 10 nrtial LaP 14 12 12 2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial Lac 1 16 14 12 14 2" x 9" 2" x 6" 2" x 3" x 0.045' F Flartial Lao 18 i5 14 14 2" x 9"" 2" x 7" 2" x 4" x O.Ci50' IFa'ial Lac 20 18 16 14 2" x 10" 2" x 8" x 4" x 0 Dc.0" I 1. E Partial Lial 20 18 1f Screw Size 1 Minimum Distance and SFacine of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness 8 5/ 16" 5!3" 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" 412 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" V e or 1!4„ 31, I 9" O.C82" z 0..AVJ 1a" = 0.12 J., 5/16" 7/8" 1 /4" 2" x 10" x 0.092" x 0,369" 1/4" = 0.25" 3 8„ 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 allo:reble 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 sho•::n 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 2'-0" 2" x 2" x 0.044" 2" x 3" x 0.045" 2" H-Channel With 3 #10 x 1/2" EACH SIDETo3'-0" 41 3/4" Ion 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". 9) COPYRIGHT 2004 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4T74 FAX: (386) 767-6556 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1 -61 SECTION 1 SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 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 i ' SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 9 p 6" e 6. 0 1" x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/211 ALTERNATE FLAT ROOF S.M.S. I SELECT FASTENER SIZE, ATTACH 2" x 2" PURLINS TO NUMBER AND PATTERN SELF MATING BEAMS W/ (2) SEE TABLE 1.6 & 9.5A OR 9.56) 10 X 1-1/2" S.M.S. INTO SCREW BOSSES o 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 C!V!L ENGINEER- DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE. (386) 767-4774 FAX. (386) 767.6&% PAGE COPYRIGHT 4"4 1 _g NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES I . SECTION 1 W PURLINS (TYP.) SCREEN (TYP.) - CABLE CONNECTION 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) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE RISER WALL WHERE ALUMINUM BEAM W REQUIRED'. TABLE 1.1 OR 1.8) PURLINS (TYP.) L SIZE MEMBERS PER DIAGONAL ROOF BRACING APPROPRIATE TABLES (SEE SCHEMATIC SECTION 1) CABLE BRACING H K-BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) SW ALUMINUM COLUMNS (TYP.) I! TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (SEE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767.4T74 FAX: (385) 757.65M PAGE 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 PURLIN m SCREEN C SEE T1 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 STRUCTURE RISER WALL WHERE REQUIRED SIZE MEMBERS PER W PURLIN (TYP.) APPROPRIATE TABLES 4. ALUMINUM BEAM L TABLE 1.1 OR 1.8) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) H K-BRACING (OPTIONAL) ALUMINUM COLUMNS (TYP.) TABLE 1.3 OR 1.6) SCREEN (TYP.) SW PERIMETER WALLS FRAMING GIRT (TYP.) TABLE 1.3 OR 1.4) 1" x 2" (TYP.) 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) 767-4774 FAX: (386) 767$s6 COPYRIGHT 2004 PAGE I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E.. 1-5 i SCREENED ENCLOSURES 5) #10 S.M.S. (MIN.) - 1/8" x 1-1/2" x 8" FLAT BAR SECTION 1 e e e 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" = V-0" A ALTERNATE: USE (1)1/4" x 1-1/4" FENDER WASHER EACH SIDE OF FRAME MEMBER' EITHER A OR B 1" x 2" x 0.125" CLIP'AND (4) B MIN. (2) CLAMPS REQUIRED . 10 x 3/4" S.M.S. EACH SIDE ( TYP ) FOR CABLES ®®<L MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214365. SOUTH DAYTON& FL 32121 TELEPHONE: (386) 787.4T74 FAX:_(386)7674W . ---_ - PAGE Q COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. 1 -41 SECTION 1 I SCREENED ENCLOSURES AB MIN. (2)1/4" OR 5/16" x 1-3/4- CONCRETE ANCHORS ALTERNATE CLIP: 3" ASTM A-36 PRESSED STEEL CLIP TYPICAL CABLE CONNECTION AT SLAB DETAIL - DETAIL 2 SCALE: '3" = 1'-0" ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE &. AND 902# FOR 118" CABLE SLAB FOR 1/8" CABLE SHALL FOR 3132" CABLE 5/16" x 2" O HAVE A THICKENED EDGE TO CONCRETE ANCHOR W/ ACHIEVE 5d MIN. AND A 3/8" x CABLE THIMBLE AND WASHER 2" ANCHOR I ao O 37-1/2" (4" NOMINAL) SLAB (MIN.) 5d (MIN.) I 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CML ENGINEER - DEVELOPMENrCONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (388) TV-4774 FAX: (386) 767.6556 PAGE _ COPYRIGHT 2M 1-42 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. i SECTION 1 ADDITIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 ;< 9.5 EXCEPT ALL SHADED LOCATIONS SHALL BE -FILLED MINIMUM OF ALL OUTER LOCATIONS 10) #8 x 1/2" S.M.S. EACH SIDE OF BEAM / POST 1" x 2" OPEN BACK ATTACH TO 2" x 2" W/ #10 x 1-112" S.M.S. @ 24" O.C. OR CONTINUOUS 2" x 3" (4) SPLINE GROOVE SECTION CONNECT 2"x2"OR2"x3"TO BEAM W/ MIN. OF (3) 10 x 1-1/2" S.M.S. INTO SCREW BOSSES SCREENED ENCLOSURES EXISTING 2" x 6" SELF MATING BEAM 10 x 3112" S.M.S. 16" O.C. PROPOSED 2" x 3" x 0.050" SMOOTH SIDE DOWN I 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" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214388, SOUTH DAYMKk FL 32121 TELEPHONE' (3M 787.4774 FAX: (388) M74M PAGE COPYRIGHT Z884 1-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' CHANNEL OR EXTERNALLU' 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) J SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY PRIMARY BEAM SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = V-0" BEAM TO WALL CONNECTION: 2) 2" x 2" x 0.060" ALTERNATE: EXTERNALLY MOUNTED 1" x 2", 1" x 3" OR 2" x 2" ANGLES ATTACHED TO WOOD ATTACHED TO WALL W/ #10 x FRAME WALL W/MIN. (2) 3/8" x 2" S.M.S. @ 16" O.C. 2" LAG SCREWS PER SIDE OR TO CONCRETE W/ (2)1/4" x 2-1/4" ANCHORS OR MASONRY L WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY SIDE FOR EACH INCH OF BEAM OR FRAMED WALL im DEPTH LARGER THAN 3" SELECT FASTENERS FROM a Ui SECTION 9 TABLES) w 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 WALL W/ MIN. (3) 3/8" x 2" LAG BEAM (SIZE PER TABLES) SCREWS OR TO CONCRETE ANGLE OR RECEIVING OR MASONRY WALL W/ (3) 1/4" 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 214358, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 _ FAX: (385) 767.6556 COPYRIGHT 2W4 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-37 SCREENED ENCLOSURES 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER 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 SECTION 1 ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALLTYPE'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 #3 BAR CONT. OR 2'-0" MIN. 3-1/2" (TYP. 1 #5 BAR CONT. BEFORE SLOPE ( ALL SLABS) i f ....... TYPE FLAT SLOPE / NO FOOTING 0-2" / 12" CO e Q 8" TYPE II MODERATE SLOPE FOOTING 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 0 Mesh, InForceTm e3l (Formerly Fibermesh MD) per maufacturel's specification may be used in lieu of wire mesh. 5. If local building codes require a minimum footing, use Type II footing or footing sections required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4T74 FAX: (386) 767-65N COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT. P.E. PAGE 1-55