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HomeMy WebLinkAbout321 Willowbay Ridge St (3)Permit #: + �1 r Job Address: •+ ��• �5 ��I:id - Description of Work: Historic District: Zonine: CITY OF SANFORD PERMIT APPLICATION RECEIVED W2 2 2009 Permit Type: Building Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: ( i!PW 1.7p�� C� (Attach Proof of Ownership & Legal Description) Owners Name Si Adddrnessr: ' I S 6 L74 $ f � - A � _ � Phone: ?_ Contractor Name & Address: M=y loxi r'1-k—U. WX IOu yyu C!>L(D 1,5 A)U • U 4 DO I • U i C State License Number: Phone &Fax: y Q 0 `s�� T� Contact Person-.. b )l'1 TO k e\ `), Phone: Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: 'Y, 1 1 Y\, DC7 Phone: Address: Fax: X ZOY Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR. PA PING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR ANT ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the require nts of this. permit, there maybe additional restrictions applicable to this property that maybe found in the public records of this countyAtherema dit o al permits required from other governmentalentities such as water management districts, state agencies, or federal agencies. Acceptanceti that I will notify the owner ofthe property ofthe require414 Z5_ OYAge Date Signature ofContractor/A ensDate L- ( um Print Owner/Agent's ame Print n t r/ gent's Na e Signature of Notary -State of Florida Date Signature of Not ry-State of Flo da Date twEric Neileson_ m■1°O My CommissionDD317772 pfillLIPWA�Owner/Agent is Personally Known Expires July 09, 2008 Contractor/Agent is ersonally r iMY COMMISSION ON # DD 255066 6 _ Produced ID _ Produced ID EXPIRES:�tr1�ore { .d, YOndei.Thnt�otaryPtac APPLICATION APPROVED BY: Bldg, !' Zoning: Utilities: FD: (initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: 00, 'lliLi Inslrumc t NCL)aicd _ t!nrne �mmiR2 Addrem L 7iy (,tills qi 1! w i.y�p,R�`,yR-, w S�1I�i�E t,a[39l_�44F. t'e 6F—R-0457 PG CLERK" S Al 20, REMMEA II/12A./ t-W811*3 FK9 10. i WRIki-D BY t hold I'crnrit No. $� .Cr NO110E OF CUh1MCNCEMENT STATE OF _ Florida COUNTY OFsemi pole THE UNDERSIGNED hereby.gives notice thni Improvement will be tnnde to car and fnaccordance with Ciraptcr 713, Florida Statutes, tite following information is proviuea in oris Notice of Commencement. 1. Description opropert •., (Ic girl description of property, and street ad ress if available) L,ar a/�1 /� 7' c�4iE-"M/2��to , AJ,(r-A P-9 G6 G& 1rs 2. encral description of iml ovement: SCREEN ENCLOSURE 3. Owner inforination a: Nnrne and address: _K 1-tb Yly f -S b.- Interest in property: Owner/Builderi� c. Name and address of fee simple titleholder (if ether than owner): 4. Contractor: (name and address) Action Aluminum 2698-S, Orange Blossom Trail Orlando, FL 32805, 5. Surety a. Nainc and address: b. Amount of bond S 6.1ender: (name and address) 7. Persons within the State of Florida designated by Owner upon whom notices or other documents iniy be served as provided by Section 713.13(t)(a)7., Florida Statutes: (narue and address) 8. ]n addition to himself, Owtrcrdesignates the following person(s) to.receive a copy of -the Lienor's Notice as provided In Section/713.13(1)(b), Florida Statutes: (name and address) 9. F.xplrnlion (laic of notice of commencement (the expiration dnie is 1 year from the date of recortlinp unless a different date Is specified) .1 P Swnrn to nn(I•suhscribed before me this d n y V Vigna re [ Will Owner's Name �� v (Sibnawie of Nutaq Public) Enc Heileson - ---- � • � My Commission DD31777 _ -- owner s Address TVS "10oL,4m Notary's Nnnic Notary's Commission Expires: ��J�c The foregoing n truine t was State of Florida, County pf r1C 9i acknowledged before me this (dat( ► (name of ,person acknowledging , who i persona y sown to w, or has prod s... $i��e: tmormanon oy rall G1 ivu114�c1 nole County Property Appraiser (Jet L .- .., jo ioa ,7 soN, CFA, ASA Value Method: Market t- 0 PROPERTY Depreciated Bldg Value: $0 Depreciated EXFT Value: APPRAISER Land Value (Market): ---- Land Value Ag: SEM4i..t- �_E R'ou NTY FL. Just/Market Value: $29,500 R 1101 E. FIRST ST Exempt Value: $0 m y SANFORD. FL 3277 1-1 468 Tax Estimator 4a7 -WS -7,908 GENERAL Parcel Id: 22-19-30-503-0000- Tax District: S1- 2110 SANFORD Owner: CENTEX HOMES Exemptions: Address: 385 DOUGLAS AVE STE 2000 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Propeaty Address: 321 WILLOWBAY RIDGE ST SANFORD 32771 Subdivision Name: PRESERVE AT LAKE MONROE UNIT 2 Dor: 00 -VACANT RESIDENTIAL SALES Deed Date Book Page Amount Vac/Imp Find Comparable Sales within this Subdivision U 2005 WORKING VALUE SUMMARY Value Method: Market Number of Buildings: 0 Depreciated Bldg Value: $0 Depreciated EXFT Value: $0 Land Value (Market): $29,500 Land Value Ag: $0 Just/Market Value: $29,500 Assessed Value (SOH): $29,500 Exempt Value: $0 Taxable Value: $29,500 Tax Estimator 2004 VALUE SUMMARY 2004 Tax Bill Amount: 2004 Taxable Value: DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Frontage Depth Land Unit Land LOT 211 PRESERVE AT LAKE MONROE Method Units Price Value UNIT 2 PB 66 PGS 10 & 11 LOT 0 0 1.000 29,500.00 $29,500 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/pis/web/re web. seminole_county_title?parcel=22193050300002110&cpad=WILLOW... 5/10/2005 ACTION ALUMINUM® 1 , INC 2698 South Orange Blossom Trail Orlando, Florida 32805 I hereby name and ap oint Debra Johns to be my lawful attorney, in fact to act for me and apply to the Se ►-t ,r Building Department for a 6-61 Green e-r&Ujre permit to be performed at a location described as: Presex v c Q Lakee Mvh,ro-ee And to sign my name and do all things necessary to this appointment. David Alla' Johns CGC 053605 SUBSCRIBED BEFORE ME THIS DAY OF � MMACaC 2007 Notary as to Contracto�,\ X ++►+��++++la,���j� My Commission � .•�,M\SSIONF • � �: ���obet2S,2 rO�•� o #DD 2550,71 oei' r 9 •' 40,d Bonded�o ��;•' OQ�� /////9P���lDlf+•! 401 � 0��� `Rw P METRO ORLANDO (407) 648-9948 a Fax (407) 648-9949 a BREVARD (407) 632-0264 o VOLUSIA (904) 252-7835 AS RECORDED IN 1" 30' GRAPHIC SCALE IS 30 PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 211, PRESERVE AT LAKE MONROE, UNIT 2 PLAT BOOK 66, PAGES 10-11 OF THE PUBLIC RECORDS OF SEMINOLE IMPERVIOUS CALCULATIONS (LOT ONLY) LOT 211 CONTAINS 5750 SQUARE FEET t (LOT ONLY) THIS STRUCTURE CONTAINS 2136 SQUARE FEET t TOTAL CONCRETE 513 (WITHIN LOT ONLY) SO. FT. t TOTAL SOD 4707 SQ. FT, t PERCENT OF CONCRETE & STRUCTURE TO LOT 46% t PERMIT # BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES SQUARE FOOTAGE (UP TO CURB) vw 6 (1 ZI l COUNTY, FLORIDA LOT 211 UP TO CURB CONTAINS 6300 SQUARE FEET f THIS STRUCTURE CONTAINS 2136 SQUARE FEET t CONCRETE 846 SO. FT, t INCLUDING (SIDEWALK/APRON) TOTAL SOD 3318 SO. FT. t LOT 7 PLAT OF THE FLORIDA LAND AND COLONIZATION COMPANY'S CELERY PLANTATION PLAT B\OK 1, P GE 129 ------------------ 5' WALL EASEMENT --------------- � OFFIC CENTERLINE OF RIGHT-OF-WAY_ - 1. ELEVATIONS SHOWN ARE PER LOT GRADING PLANS PROVIDED BY THE CLIENT. THIS PLOT PLAN IS INTENDED FOR PERMITTING PURPOSES ONLY. THIS IS NOT INTENDED FOR THE CONSTRUCTION OF THE PROPOSED HOUSE. REFER TO HOUSE PLAN AND OPTION LIST FOR CONSTRUCTION. ALL BUILDING SET BACK LINES SHOWN HEREON IS PER DATA FURNISHED BY CLIENT AND IS FOR INFORMATIONAL PURPOSES ONLY. THIS IS NOT A SURVEY THIS IS A PLOT PLAN ONLY 1 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.F.M.A. AGENT FOR VERIFICATION, I BEARINGS SHOWN HEREON ARE BASED ON I THE WESTERLY LINE OF LOT 211 BEING S00'06'05"E PER PLAT. DATE SCALE: I" = 30 FEET APPROVED BY: SJ REVISED: JOB N0. ASM45465 PLOT PLAN 3/31 05 SDO DRAWN BY: LOT FIT 7/29/04 SDO 3.° LiJ � o �o �UIi CF)� 00 z WILLOWBAY RIDGE STREET 50' RIGHT-OF-WAY LEGEND . - . - • - BUILDING SETBACK LINE CENTERLINE RIGHT OF WAY LINE %X PROPOSED ELEVATION PROPOSED DRAINAGE FLOW CONCRETE LB LICENSED BUSINESS LS LICENSED SURVEYOR PRM PERMANENT REFERENCE MONUMENT PCP PERMANENT CONTROL POINT (P) PER PLAT FIND FOUNDRED C/W CONCRETE WALK. S/W SIDEWALK CP CONCRETE PAD PB PLAT BOOK R RADIUS PGS PAGES AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBy6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA ';97R0 (4071 426-7979 LOT 210 MLW MINIMUM LOT WIDTH POB POINT ON BOUNDARY PCC POINT OF COMPOUND CURVATURE POC POINT ON CURVE OR OFFICIAL RECORD PD PLANNED DEVELOPMENT A 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 CS CONCRETE SLAB C CHORD LENGTH SO. FT. SQUARE FEET NG NATURAL GRADE R/W RICHT-OF-WAY pSM PROFESSIONAL SURVEYOR AND MAPPER 1. THE SURVEYOR HAS NOT ABSTRACTED THE LAND SHOWN HEREON FOR EASEMENTS, RIGHT OF WAY, RESTRICTIONS OF RECORD WHICH MAY AFFECT THE TITLE OR USE OF THE LAND 2. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED EXCEPT AS SHOWN. 3. NOT VALID WI fHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. A FOR THE FIRM JAMES JAY JILES PSM #4997 DATE CENTEX POOLS & SPAS JOB No. HRMONP.11 aadre:x, 321 W I LLOWBAY RIDGE cltxtSANFORD L— 211 s►Y�S��,�PRESERVE LK MONROE x x x x — 81_0• — fUNN �I 1 X 2 1 X 2 2 X 2 1 X 2 I 2 X 2 In t 2 X 312X3 2 X 2 I w t 2 X 3Ln 2 X 2 01 2 —X3 i t0 ~ N N i0 �D t0 �O -1 (U cU (tJ;>< x X x0i Ix X x lf) N iU X3 z xlx 1 X - I 8'_0r �— 36'-0r 1 X 2 2 X 2 I Q O dD 00 x x x x x fUNN 2 X 2 2 X 2 January 01, 2005 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering 2004 "ALUMINUM STRUCTURES DESIGN MANUAL" Dear Building Official/Plans Examiner, This is to certify that the following contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" for the year 2005. This authorization also applies to contractor Master File Drawings, "ONE JOB ONLY" drawings, or any "SITE SPECIFIC" drawings that I may furnish for the contractor. David A. Johns Action Aluminum Products, Inc. 2698 South Orange Blossom Tr. Orlando, FL 32805 Should you have a convenience. Sincerely,-,' Lawrence Bennett questions please contact me at your �-P.E.016644 El SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 #- , cn yu a u amtl I ntitudes Below 30°-30'-00" North (Jacksonville, FL) v yyV 3'-0' Tributary Loaidhl.lea' = Beam Spacing Tributary Load Width W' = Beam Spacing 9' 0" Hollow Sections 3'-0" 4'-0" 5'-0"7'-0"8'-0"9'-0"Allowable b 15--6-1 b 14'-2" Span g'b' or deflection 'd' 13'-1" b 2" x 2" x 0.044" 9'-10" b 8'-7" b T-8" b 6'-6" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9"b 9'�" b 8' 4" T-1" b 6'-7" b 6'-3" b 2" x 3" x 0.045" 13'-4" b 11'-7" b 10'-4" 8'-9" b 8'-2" b T-8" b 2" x 4"x 0.050" 14'-8" b 12'-8" b 11'-4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0' Tributary Load Width 'W'= Beam Spacing 4'-0" 5'-0" 6'-0" 7'-0" --F-8.770- Allowable Span 'L' / bending'b' or deflection'd' Tributary Load Width W' = Beam Spacing 9' 0" 2" x 4" x o.044 x 0.100" 19'-11 b 17'-4" b 15--6-1 b 14'-2" b 13'-1" b 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" b 20'-3" b 18'-9" b 17'-6" b 16' 6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 27'-11" b 24'-11" b 22'-9" b 21'-1" b 19 9" b 18'-7" b 2" x 7" x 0.055" wl insert 42'-10" b 37'-1" b 33'-2" b 30'x" 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 S" b 27'-3" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1" b 34'-11' b 31'-11" b 29'-6" b 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'-4" b 35'-0" b 32'-5" b 30'-4" b 28'-7" b 2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46'-1" b 42'-1" b 38'-11" b 36'-5" b 34'4" b Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Pudin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one pudin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center pudin and (2) purlins each side of center purlin need lateral bracing. 7. Spans may be interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5-0" = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 1-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETr, P.E. Tributary Load Width W' = Beam Spacing Snap Sections 3'-0" 4'-0" 5'-0" 6'-1 7'-0" 8'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 2"x2 " x 0.044" 11'-9" b 10'-2" b 9' 1' b 8' 4" b 7'-8" b 7'-2" b 6' 9" b 2" x 3" x 0.045" 15'-1" b 13'-1" b 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 2" x 7" x 0.062" 34'-9" b 30'-1" b 26' 11" b 24'-7" b 22'-9" Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Pudin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one pudin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center pudin and (2) purlins each side of center purlin need lateral bracing. 7. Spans may be interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5-0" = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 1-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETr, P.E. SECTION 1 BEAM -SCREEN J W w ROOF Q d E j �OF- W U) Lz0 of <w ®Oen ~ 0 0 0 LENGTH _ K E BRAC HOST STRUCTURE ROOFING ..: (2) 2" LAG SCREWS (SEE ;ECTION 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 00 00 0 0 0 0 MR SUPER OR a'" 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 SOFFIT 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 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-0774 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. SECTION 1 SCREENED ENCLOSURES i h, 2"x 2" x 0.063" PRIMARY ANGLE EACH SIDE SCREEN d' VARIES #10 x 3'4" S.M.S. EACH SIDE ! 4" SHOW ii (SEE SCHEDULE NEXT PAGE) 1" x 2" O.B. BASE PLATE (TYP.) — 5d' MINIMUM EDGE DISTANCE SECONDARY 8 FROM EXTERIOR OF COLUMN 2" x (d - 2 ") x 0.063" ANGLE TO OUTSIDE EDGE OF SLAB EACH SIDE OF COLUMN W/ #10 S.A.S. BOLT 0 ' 5d DISTANCE � (SEE SCHEDULE NEXT PAGE) �, a. e .4 CONCRETE ANCHOR d i I GRADE (SEE SCHEDULE NEXT PAGE) 1-1/4" PAIN. CONCRETE NOTE: DETAIL ILLUSTRATES I ANCHOR EMBEDMENT I TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION 2" 5d (MIN.) (MIN.) TYPICAL S.M. OR SNAP SCREEN SECTION COLUMN CONCRETE ANCHOR THRU (2) #10 x 3/4" S.M.S. EACH SIDE ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL PRIMARY 2" x 2" x 0.063" ANGLE SCREWS INTO SCREW BOSSES_ 1" x 2" BASE PLATE (TYP.) d e e o Q9• - S 'd d .. e• NOTE: SELECT CONCRETE • v 1-1/4" MIN. CONCRETE ANCHOR FROM TABLE 9.1 6" (MAX.)— ANCHOR EMBEDMENT 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" = 1'-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT2004 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PER YISSION OF LAIV.RENCE E. BENNETT, P.E. SECTION 1 I 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 # / sq. ft' Hollow Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'4" Allowable Height 'H'I bending 'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 8'-4" b 7'-3" b 6-6" b 5'-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b 7'-11" b 7'-1" b 6'-5" b 5'-11" b 5'-7" b 5'-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b T-11" b T-5" b 6'-11" b 6'-6" b 2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b T-7" b 7'-2" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0"1 8'-0" Allowable Height 'H' / bending'b' or deflection'd' +I 9--0- 2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-1" b 11'-1 1" b 11'-1" b 10'-4" b 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-8" b 12'-10" b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-1" b 15-10" b 14'-10" b 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16-8" b 15-9" b 2" x 7" x 0.055" w/ insert 36'-3" b 31'-4" b 28'-1" b 25-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 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 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-5" t32'-11" 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 b 30'-10" b 29'-1" b Snap Sections Tributary Load Width 'W'= Upright Spacing 3'-0" 1 4'-0" 1 5'-0" 6'-0" 1 7'-0" 8'-0" 1 9--0-- '-0"Allowable AllowableHeight 'H' / bending'b' or deflection'd' 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-8" b T-0" b 6'-6" b 6'-1" b 5-9" b 2" x 3" x 0.045' 12'-9" b 11'-0" b ' 9`=1'0=---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 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 shall be less than 0.040". 2. Using screen panel width 'W' select upright length 'H'. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR'C' EXPOSURE CATAGORY AND/OR WiNDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767.6556 IPAGE1 -58 I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. 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 SIDE WALL 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 POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = l'-0" 2" x 2" x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS POST SIZE 2" x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THROUGH ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767.6556 © COPYRIGHT 2004 I PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-47 SCREENED ENCLOSURES SECTION 1 Table 1.4 Allowable Post 1 Girt I 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 # 1 sq. ft.' H. JeCnunS HD r1Vlcv,naia , - - Tributary Load Width 'W' Hollow Sections 3'-6' Hollow Sections 3'-6' 4'-0" 4'-6" 5'-0" 5'-6" 6'.0" 6'-8" [2" Allowable Heights 'H' I bending 'b' or deflection'd' 'b' or deflection 'd' x 2" x 0.044" 6'-10" d 6' 6" '-9" b 5'.6" b 6' 1bPIT- b 5'-3" b 5'-0" b " x 2" x 0.055" 7'-3" 6' 1 i" d 6 8 b'-+" b 6'-0" b 5'-9" b S-6" b " x 2" x 0.045" 7'-9" d 1 -5" d 7'-1" d_10.. d 6'-7" b 6' 9'-3" 2" x 3" x 0.045" o'- " b . 8'-9" b 8' 3" b10" b 7'-5" b 7'-2" b 1 6'-9" b 2" x 4" x 0.050" 1 10'-3" b 9'-7" to I 9'-0" h I 6--v b 1 8%2" b 7'-10" b 1 T-5" b Snap Sections Aliowable Heights 'H' I bending 'b' or deflection 'd' -- 2'x2'x004-4" 1 7'r,, d 1 T-2° d 6, 1 „, d 1 6'-8 b 6'-4„ b l �•' '" b I 59" b l ti. sections As nOrl[UnlalD roatc ucv , •• --- ---- --- Tributary Load - Width 'W' Hollow Sections 3'-6' 4'-0" 4'-6" 5'-0" 5'-6" 1 6'-0" Allowable Heights 'H' I bending 'b' or deflection 'd' 2" x 2" x 0.044" 7'-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'-5" b T-11 1 " b 7'-5" b 7'-i" b 6'-9" b 6'-5' b 1 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'-1 1" b 7'-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b i0' 1" b 9'_7" b 9'-2" b 8' 9" b 8'-4" b Snap Sections Allowable Heights 'H'/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 1 7'-8" b 7'-4" b I 7'-0" b 1 6'-8" b For allowable heights at wino velocities ouiet Lila„ -•_.. -__._ - _ --- specifications for tables page at the beginning of this section and example below. Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select girt lengths. 3. Site specific engineering required for pool enclosures over 20' in mean roof height. 4. Span is to be measured from center of beam and upright connection to fascia or wall connection. 5. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-112" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 6. Girt spacing shall not exceed 6'-8". 7. Spans may be interpolated. IF HEIGHTS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. 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 PERh11SSION 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 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. SCALE: 3" = 1'-0" 2" x 2", 2" x 3" OR 2" x 4" HOLLOW SECTION (SEE TABLES) MIN. (3) 910 x 1-1/2" S.M.S. INTO SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF T USE: 1/2 x 17'-11" x Tx 109 / 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 2143458, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE I18 I O 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 Deck & Knee Brace Size" Anchors Notes #8 Minimum Number of Screws' x#10x',4" #12 x'h" Beam Stitching Screw @ 24" O.C. 2"x3" 2"x3" 2"x2"x0.044" 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 1 8 6 4 #10 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full La 8 6 4 #8 2" x 6" 2" x 3" 2" x 2" x 0.044" 4 Fuii Lap 10 8 6 #10 2" x 6" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 10 8 6 #10 2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Par ial Lap 14 12 10 #12 2" x 8" 2" x 5" i 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 Pa ial Lac 18 16 14 #14 2" x 9" 2" x 7" 2" x 4" x 0.0:.0" c; Fa'ial Lao 20 18 16 14 2" x 10" 2" x 8" 4" x 0.050'• _j1r_._ P _al Lap 2G i8 i6 #i4 Screw Size _x Ahinimum Distance and Spacing y of Screws Gusset Plate Thickness Edoe To Center Center To Center Beam Size Thickness #8 51 16" 5!3• 1 1 2" x 7" x 0.055' x 0.120" 1116" = 0.063" #10 3!8" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" #12 1/2" 1" 2" x 9" x 0.072" x 0.224" 118" = 0.125" ;14 or 1r 3'4 I I z Q" x 0.0°2" x 0.. 0R" �" = 0.125' 5/16" 718" 1-3/4" 2" x 10" x 0.092" x 0.369" 1/4" = 0.25" 3,8., 1., Refers to each side of the connection of the beam and upright and each side of spike connection. " 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2" x 6" to 2" x 3" shall use a full lag cut or 1/16" cosset 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 shov:n 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 alioviable 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 she ,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 0'- 2'-0" 2" x 2" x 0.044" 2" H -Channel With 3 910 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) 767-4T74 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 2"x4"OR2"x6" SELF MATING BEAM 1"x 2" SNAP SECTIONS ATTACHED TO 2"x 2" W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2" x 3" (4) SPLINE GROOVE SECTION 1"x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/2" S.M.S. ATTACH 2"x 2" PURLINS TO SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) ------ ,.gm®I s ® r i M- - r ALTERNATE FLAT ROOF 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"= l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 PAGE 1_8 p I © COPYRIGHT2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF L4WRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION �F (SEE DETAILS SECTION 1) ALTERNATE CABLE H (SEE TABLE 1.3) 1" x 2" (TYP.) Ilk GRADE K—BRACING (OPTIONAL) �_ CABLE CONNECTION - GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES aE H I SCALE: N.T.S. RISER WALL WHERE :QUIRED IRLINS (TYP.) NGONAL ROOF BRACING =E SCHEMATIC SECTION 1) ABLE BRACING K—BRACING (OPTIONAL) -� GIRT (TYP.) I SCREEN (TYP.) SW ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING qu ., 011 rrvo N __.. (SEE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386)767-6556 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 PURI IN (Tv" SCREEN( - (SEE T/ SECTION 1 CABLE CONNECTION (SEE DETAILS SECTION 1) GIRT (TYP.) 1 " x 2" (TYP.) GRADE CABLE CONNECTION (SEE DETAILS SECTION 1) TYPICAL TRANSVERSE GABLE ROOF - ELEVATION SCALE: N.T.S. IN -6 I NUCTU SIZE NGSTRUCTU- SIZE MEMBERS P APPROPRIATE TABL RISER WALL WHERE REQUIRED PURLIN (TYP.) ALUMINUM BEAM ;TABLE 1.1 OR 1.8) DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) K -BRACING (OPTIONAL) r �I i IALUMINUM 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) 767-3774 FAX: (386) 767-6556 © COPYRIGHT 2004 1-5 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. PAGE SCREENED ENCLOSURES 3) 410 S.M.S. (MIN. x 1-1/2" x 8" FLAT E 125" PLATE OUT C 45° ANGLE LT OR TURNBUCH CABLE TENSION -ESS STEEL (SEE RIMETER FRAMIf MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SECTION 1 SCALE: 3" = l'-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF ,a ® 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 FOR CABLES �,iT !z (TYP ) L /- MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767-6556 PAGE I © COPYRIGHT 2004 I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-41 SECTION 1 SCREENED ENCLOSURES 11 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 ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" CABLE FOR 3/32" CABLE 5/16" x 2" CONCRETE ANCHOR W/ CABLE THIMBLE AND WASHER 3-1/2" (4" NOMINAL) SLAB (MIN.) SCALE: 3" = V-0" SLAB FOR 1/8" CABLE SHALL HAVE A THICKENED EDGE TO ACHIEVE 5d MIN. AND A 3/8" x 2" ANCHOR 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 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7673774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-42 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 ADDITIONAL FASTENING, NUMBER OF FASTENERS PER TABLE 1.6 & 9.5 EXCEPT ALL SHADED LOCATIONS SHALL BE FILLED MINIMUM OF ALL OUTER LOCATIONS (10) #8 x 1/2" S.M.S. EACH SIDE 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 SCREENED ENCLOSURES 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) 767-4774 FAX: (386) 7676556 PAGE © COPYRIGHT 2004 1-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, P.E. SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) CARRIER BEAM (SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) SECTION 1 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = 1'-0" ALTERNATE: 1 " x 2", 1 " x 3" OR 2" x 2" ATTACHED TO WALL W/ #10 x 2" S.M.S. @ 16" O.C. i r ®. L HOST STRUCTURE MASONRY ` OR FRAMED WALL Q (SELECT FASTENERS FROM a Lu g 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 \ 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" = 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 200.4 rl NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. -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 NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) 1110 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4" x 1-3/4" CONCRETE ANCHOR TO SLAB OR FOOTING SECTION 1 ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) (3) #30 BARS OR (1) #50 BAR VVI 2-1/2" COVER (TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = V-0" 1)#5 BAR CONT. 3) #3 BAR CONT. OR �2) #3 BAR CONT. OR �. a 1) #5 BAR CONT. 3-1 /2" TYP. 2'-0" MIN. ( BEFORE SLOPE ALL SLABS)Xy 8 TYPE I TYPE It TYPE III FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2" / 12" 2" / 12" - V-10" > 1'-10" Notes for all foundation types: 1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds 32 ft., then a Type II footing is required under the load bearing wall only unless the side wall exceeds 16 ft. in height or the enclosure is in a "C" exposure catagory in which case a Type 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 e3TIA (Formerly Fibermesh MD) per maufacturer's specification may be used in lieu of wire mesh. 5. If local building codes require a minimum footing, use Type II footing or footing sections required by local code. Local code governs. SLAB -FOOTING DETAILS SCALE: 3/4" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 PAGE @ COPYRIGHT 2004 1-55 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E.