Loading...
HomeMy WebLinkAbout301 Willowbay Ridge St (3)Permit #: ©(Q - Job Address: Description of Work: _ (j'ee1L e Historic District: 7nnino- RECEIVE® CITY OF SANFORD PERMIT APPLICATION 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) `r, Parcel#: �A^ ^ �� a ^����. �� (AttafOwnership&LegalDescription) Owners Name & Address: , v u ch r foA 3.;),7,(c71 Phone: B %a� Contractor Name & Address:74�8 �/�^, ,© R �^ State License Number: l..(�(:©��CIjQ11 yon— �� �-s9�8 �` Phone &Fax: Contact Person: i (� To h /� S Phone: �{ O7 byg- Bonding Company: Address: Mortgage Lender: Address: _ — Architect/Engineer: n Phone: Address: �L L Fax: t , 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 regulatingconstruction 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 county, and there may be additional rmits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is io at I will notify the owner of the property of the require is of Flo 'd�iLwFS 713. /> /0-U5- 12 '(A— Signatur of wner/A ent Date Signature of Contract r Agent Date 2 J ' �S`\\� e n n /Agen N .PM P)CContractor/Agent'sam i NRN��o��,�` et 25 d& Date Signature of Notary -State of Florida _ a LP Y CHARLES J, RAW, JR. Y MY COMMI # DD 192438 2 #DD 255071 a —0 •�' : o E S: M h 2007 -:P �• O/ BondedW cue`•• QQ"Z' M r Contractor/Agent is Personally Known to •'•; Public Unde�:•�Q XN O��`` Produced [D A%�9fllltT ! APPLICATION APPROVED BY: Bldg: ` Zoning: Utilities: FD: (In"'^l & Date) (Initial ° Date) (Initial & Date) (Initiai & Date) Special Conditions: S9 - _ MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE-COUNTY '1111s Insrrumc 1r 1'rcjia-rul by: - Elk 06057 PG 1483 r!nrnc ( %! CLERK'S # 2005223304 Addrem '0 RECORDED 18/28/2045 03t32;35 RM AL&rnhaARECORDING FEES' 10.04 7/y RECORDED BY D Thonas CERI►tltD I:,'JW1 MA'rVANNE MORS r1RCUT C R' CLER4t 0, , I'cnnit No'', SEMiNOLE COUNSY. f.. _ Ry c� ERK N0110E OF COMMENCEMENT' of " 2��5 STATE OF Florida COUNT -f OFSemi Dole, THE UNDERSIGNED hereby.gives notice. (lint Improvement will be mnde to certain reel property, and In accordance with Chapter 713, Florida Statutes, the following Information Is provided In this Notice of Commencement. 4. Descte5ription o[ pro crty: (legal dcscriptlon of property, and street address ifPitt oREEN jc2. Gneal descriptio in ro cn.SCNLOUE FC 3. Owner fi fornintinn a: Nnine and address: C� ISS' VZr6S�FC 3-;k,2 b. Itrtcrest in property: Owner/But Lder c, Name and address of fee simple titleholder (if other than owner): AJ\A— f 4. Contractor: (nanle and address) Action Aluminum 2698•S. Orange Blossom Trail Orlando, FL 32805- 5. Surcty a. Name and address: b. Amount of bond 5. 6.1,ender: (name slid address) 7. Persons within the State of Florida designated by Owner upon whom notices or other doculrrerlts cony be served as provided by Section 713.13(l)(a)7., Florida Statutes: (name and address) ^� ✓vim B. In addition to himself, Ow, r designates the following persons) to.reccive a copy of.the Lienor's Notice as provided In Se '1* 713.13(1)(b), Florida Statutes: ((lame and address) 9. r-xpirrrtion (late of notice of commencement (Ilse expiration drite is ] year front the date of recot ling unless n different date is specified) A Sworn to n u 'suhscribed e e me this d n y of . M CI ARLES J. RAP Wile 01611atllle of NUI'UVIIIY tp COMMISSION # DD 192438 V EXPIRES: March 1 21+ 007 onded Thru Notary PUbYC Notary's (Signal Name — L (irCSS j2(Jto Notary's Commission Expires: --- State of Florida, County pf The forego g Instrument was acknowledged before me this - _ (date) by_ _& �-* (name of,person acknowledging), who is -personally known to me or has proAuced _(type of ldentlfkat loll) as Identlf Icatim'r -alld Hilo Neminofc : ounty rroperty Appraiser vet tntormation ny rarcei iwmner '`IRC i. CiE°tAIL 0"m Jo►iusom. CTA, ASA ► ,; s ' PROPERTY RAM APPRAISER SEMINOLE COUNTY FL. sp. 1101 E. FIRST 5T sANFoRO. FL 327/1.1488 407•E6S-7508 S 2005 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 22-19-30-503-0000- Tax District: S1 2010 SANFORD Depreciated Bldg Value: $0 Depreciated EXFT Value: $0 pwner: CENTEX HOMES Exemptions: Land Value (Market): $29,500 Address: 385 DOUGLAS AVE STE 2000 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Land Value Ag: $0 Just/Market Value: $29,500 Property Address: 301 WILLOWBAY RIDGE ST SANFORD 32771 Assessed Value (SOH): $29,500 Subdivision Name: PRESERVE AT LAKE MONROE UNIT 2 Exempt Value: $0 Dor: 00 -VACANT RESIDENTIAL Taxable Value: $29,500 Tax Estimator 2004 VALUE SUMMARY SALES 2004 Tax Bill Amount: Deed Date Book Page Amount Vacllmp 2004 Taxable Value: Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION PLAT Land Assess Frontage Depth Land Unit Land Method Units Price Value LOT 201 PRESERVE AT LAKE MONROE 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 valor >„1 tax purposes. ,***)f ou recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. rage t of i http://www.scpafl.org/pls/web/re web. seminole__county_title?parcel=22193050300002010&cpad=wi11owbay&... 6/7/2005 ACTION ALUMINUMCTS, INC 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 Pr)t4 r 6 eh L-noicbc�,re permit to be performed at a location described as: Lofi- 20l p V'e-�;ory c 0+ Lqkq- o n e And to sign my name and do all things necessary to this appointment. Q- -Q �- David Allan, ohns CGC 053605 SUBSCRIBED BEFORE ME THIS 04 DAY OF 206�— (Votary as to Contractore�,�,;,,,111,,,,,,,z N:B�ARNO/���i� My Commission •c� bec 25, X00 9u> o? #DD 255871 0 i9•'��a BondedlhN ��e�e'pQ�`. / � s�%/ll is 1111r O,\ � era .�I METRO ORLANDO (407) 648-9948 o Fax (407) 648-9949 . BREVARD (407) 632-0264 . VOLUSIA (904) 252-7835 PLOT PLAN DESCRIPTION: (AS FURNISHED) LOT 201, PRESERVE AT LAKE MONROE, UNIT 2 AS RECORDED IN PLAT BOOK 66, PAGES 10-11 OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA GRAPHIC SCALE 0 15 30 BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES IMPERVIOUS CAI CUI ATIONS (I OT nw V) LOT 201 CONTAINS 10,214 SQUARE FEET t (LOT ONLY) THIS STRUCTURE CONTAINS 2169 SQUARE FEET f TOTAL CONCRETE 497 (WITHIN LOT ONLY) SQ. FT. t TOTAL SOD 7548 SQ. FT. t PERCENT OF CONCRETE & STRUCTURE TO LOT 26% t LOT 202 o� CD L6 Lo �rn 00 m S00'06'05 24.31' 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 I HAVE EXAMINED THE F.I.R.M. COMMUNITY PANEL NO 120294 0035 E DATED 4/17/95 AND FOUND THE SUBJECT PROPERTY APPEARS TO LIE IN ZONE X, AREA OUTSIDE 100 YEAR FLOOD PLAIN. THE SURVEYOR MAKES NO GUARANTEES AS TO THE ABOVE INFORMATION. PLEASE CONTACT THE LOCAL F FAA a A( r'IJT Fno vcomn..nu BEARINGS SHOWN HEREON ARE BASED ON THE WESTERLY LINE OF LOT 201 BEING S00'06'05"E PER PLAT. ELD DATE: SCALE: 1" = 30 FEET APPROVED BY: SJ JOB NO, ASM45455 DRAWN BY: REVISED: PLOT PLAN 5/25/05 SDO LOT FIT 7/27/04 SDO SQUARE FOOTAGE (UP TO CURB) LOT 201 UP TO CURB CONTAINS 12,312 SQUARE FEET t THIS STRUCTURE CONTAINS 2169 SQUARE FEET t CONCRETE 1372 SQ. FT. f INCLUDING (SIDEWALK/APRON) TOTAL SOD 8771 SQ. FT. t TRACT C DRAINAGE TRACT .2.a -„ D FLOOR ION=15.50 I ER ED 20.0' �' A 0 / � ' Oi \oG� RIGH R OF,WAY QR - 75.00 d=89'54'19" L=117.69 CB = S45'03' 15"E LEGEND C=105.98 BUILDING SETBACK UNE CENTERLINE RIGHT OF WAY LINE lX PROPOSED ELEVATION PROPOSED DRAINAGE FLOW 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 CP CONCRETE PAD P8 PLAT BOOK R RADIUS PGS PAGES AMERICAN SURVEYING &MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LB#6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 32789 (407) 426-7979 MLW MINIMUM LOT WIDTH POB POINT ON BOUNDARY PCC POINT OF COMPOUND CURVATURE POC POINT ON CURVE OR OFFICIAL RECORD PD PLANNED DEVELOPMENT 0 DENOTES DELTA ANGLE LDENOTES 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 UP UTILITY PAD CSW CONCRETE BLOCK WALL RP RADIUS POINT CS CONCRETE SLAB C CHORD LENGTH SQ. FT. SQUARE FEET NG NATURAL GRADE R/W RIGHT-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 WTI-IOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. y /elS.r FOR THE FIRM JAMES JAY JILES PSM#49970ATE CENTEX POOLS & SPAS a O2 XlC>u< Od.���XX lxw r(xu rxcu ~ 2 X 2 r. J❑B No, PRLIpNR01 Nanet (1J (1J 1 X 2 Address, 301 WILL❑WBAY RIDGE C,tv,SANF❑RD XfU L— 201 swbdivislomRESFRVF P LK M❑NR❑E 2 X 2 2 X 1 X 2 1x2 1 X 2 a' 0 I 0 I I 2 X 3 2 X 2 2 X 3 I a 0 I a 0 I Lr) 2 X 3 0 2 X 2 0 2 X 3 Ln a r 11 (U[CXU lrx,)rxw 1. rxw I(xu l(Xu 1C>0< IXwo (U L(C>uu< X I(xu I I X 3 2 X I I I r) 1 X 2 1 X 2 40'-00 — 8'-0' — 1 X 2 21 co aa OO I OD CD 6,* -6. 6-6. T-0• 7'-0• 6'-6' 6'-6"P — 00 E M R I a O2 XlC>u< Od.���XX lxw r(xu rxcu ~ 2 X 2 r. ~ (1J (1J 1 X 2 XfU 2 X 2 2 X 2 a O2 XlC>u< Od.���XX lxw r(xu rxcu ~ 2 X 2 r. ~ (1J (1J 1 X 2 ?)� YIA 0 (\3 -a-rj � 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,.: Lawre'nc.. Bennett' questions please contact me at your P.E. ##16644 SECTION 7 I SCREENED ENCLOSURES Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) Hollow Sections 3'-0" Tributary Load Width 'W'= Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Span'L' / bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 9'-10" b 8'-7" b 7'-8" 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" 1 13'4" b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b 7'-8" b 2" x 4" x 0.050" 1 14'-8" b 12'4" b 11'4" b 10'4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" AllowableSpan V/ bending 'b' or deflection 'd' 1 9--0-- '-0"Allowable 2" x 4" x 0.044 x 0.100" 19'-11" b 17'-4" b 15'-6" b 14'-2" b 13'-1" b 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" b 20'-3" b 18'-9" b 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 26-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36-1" b 32'-3" b 29'-5" b 27'-3" b 26-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1" b 34'-11" b 31'-11" b 29'-6" b 27'-8" b 26'-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'4" b 35'4" 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 Snap Sections Tributary Load Width 'W' _ Beam Spacing 3'-0" 1 4'-0" 1 5'-0" 1 6'4" 7'-0" 1 8'-0" 1 9'.0" Allowable Span V/ bending 'b' or deflectlon'd' 2" x 2" 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 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 lb 13'-0" b 12'-1" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27'-1" 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b 2" x 7" x 0.062" 34'-9" b 30'-1" b 26-11" b 24'-7" b 22'-9" b 21'-3" b 20'-1" b Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. The structures designed using this section shall be limited to a maximum combined span and upright height of 55' and a maximum upright height of 20'. Structures larger than these limits shall have site specific engineering. 3. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Purlin 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 purlin and (2) purlins each side of center purlin need lateral bracing. 7. Spans may be interpolated. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5-0" = 11'-4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 PAGE 1-56 -CJ � © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 BEAM -SCREEN J w w ROOF ¢ d E j Of 0 U.1 U) 2 L Z 0 v ��w ® ®C ~ T ENGTH _ 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 SUPER OR EXTRUDED GUTTER 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) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-30 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 00 ®® 00M �m OQ a� ® LU w SUPER OR EXTRUDED GUTTER 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) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-30 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES I SECTION 1 Table 1.2 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) A. Sections Fastened To Beams With Clips Hollow Sections 3'-6" 1 Tributary Load Width 'W' = Purlin Spacing 6'-6" 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 6'-8" Allowable Span V/ bending'b' or deflection'd' 2" x 2" x 0.044" T-8" d 7'-4" d 7'-0" d 6'-9" d 6'-6" b 6'-3" b 5'-11" b 2" x 2" x 0.055" 8'-1" d 7'-9" d 7'-5" d 7'-2" d 6'-11" d 6'4" d 6'-6" b 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d 7'-8" d 7'75" 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 8'-10" b 8'-5" b 8'-0" b 2" x 4" x 0.050" 12'-2" b 11'-4" b 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b Snap Sections 3'-6" 1 Tributary Load Width 'W' = Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 Allowable Span 'L'/ bending 'b' or deflection 'd' 6'-6" 2" x 2" x 0.044 8'-5" d 8'-1" d 7'-9" d T-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'-4" d 9'-11" b 9'-6" b 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 13'-6" d 12'-9" b 12'-2" b 11'-8" b 11'-1" b B. Sections Fastened Through Beam Webs Into Screw Bosses Hollow Sections 3'-6" Tributary Load Width NY = Purlin Spacing 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" Allowable Span V/ bending'b' or deflection 'd' Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 7'-8" b 7'-4" b 6'-11" b 6'-7" b 2" x 2" x 0.055" 9'-11" b 9'-4" b 8'-10" b 8'-4" b 7'-11" b T-7" b 7'-3" b 2" x 3" x 0.050" 12'-4" b 11'-7" b 10'-11" b 10'-4" b 9'-10" b 9'-5" b 8'-11" b 2" x 4" x 0.050" 13'-7" b 12'-8" b 11'-11" b 11'-4" b 10'-10" b 10'-4" b 9'-10" b Snap Sections Tributary Load Width W'= Purlin Spacing 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 1 6'-8" Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" bj 10'-2" bj 9'-7" b 1 9'-1" b 1 8'-8" b 1 8'-4" b 1 7'-11" b Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wail connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of center purlin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with W'= 5'-0" = 10'-2" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4T74 FAX: (386) 767.8556 © COPYRIGHT 2004 PAGE 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 I 'd' VARIES 1" x 2" O.B. BASE PLATE (TYP.) � 4" SHOW SECONDARY 2" x (d - 2 ") x 0.063" ANGLE I 0 �� EACH SIDE OF COLUMN W/ #10le 0 S.M.S. � (SEE SCHEDULE NEXT PAGE) <. CONCRETE ANCHOR a (SEE SCHEDULE NEXT PAGE) , NOTE: DETAIL ILLUSTRATES FYPICAL 2" x 4" S.M.B. COLUMN CONNECTION 2" 5d (MIN.) (MIN.) C'IM17 \ftr-IAI SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES d e •1 d a Q I Id 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE NEXT PAGE) 5d` MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 ' 5d DISTANCE 1/4" 1 1-1/4" 3/8" 1 1-7/8" GRADE 1-1/4" MIN. 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 ANCHOR FROM TABLE 9.1 L L 6' {MAX.) --k 6„ (MAX.) 3000 P.S.I. CONCRETE 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIES! 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) 7674774 FAX: (386) 767.6556 PAGE © COPYRIGHT2004 1 ��� NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 1 SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft' Hollow Sections 3'-0" Tributary Load Width '1M' = Upright Spacing 1 9'-0" 3'-0" 1 4'-0" 1 5'-0" 1 6'-0" 7'.0" 1 8'-0" 1 9'-0" Allowable Height'H' I bending'b' or deflection'd' 2" x 2" x 0.044" 8'-4" b 7'-3" b 1 6-6" b 5'-11" b 5'-6" b 5'-1" bi 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 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 8'4" b 8'-1" b 7'-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"1 7'-0" 1 8'-0" Allowable Height'H' 1 bending'b' or deflection'd' 1 9'-0" 2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-1" b 11'-11" b 11'-1" b 10'-4" b 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-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" wl 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 1 27'-3" b 1 24'-10" b 1 23'-0" b 21'-6" b 1 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 1 2" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11" b 35-7" b 32'-11" b 30'-10" b 29'-1" b Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Height'H' I bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-8" b 7'-0" b 6'-6" b 6'-1" b 5'-9" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'-4" b 7'-10" b 7'-4" b 2" x 4" x 0.045" 15-7" b 13'-6" b 12'-1" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16-2" b 15-3" b 2" x 7" x 0.062" 29'-5" b 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: (366)767-4T74 FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 1-58 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SCREWS OR THRU-BOLTS (SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SECTION 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 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 6x6 -10x10 WELDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS SCALE_ 3" = 1'-0" 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) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E7BENNETT. P.E. A 7 A7 SCREENED ENCLOSURES I SECTION 1 Table 1.4 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights for Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft." A. Sections As Horiznntatc FacfAnnrl Tn Pnctc with rune Hollow Sections 3'-6' Tributary Load Width 'W' 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H' I bending 'b' or deflection 'd' Tributary Load Width W' 4'-0" 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H'I bending 'b' or deflection 'd' 1 6'-8" 7'-9" 2" x 2" x 0.044" 6'-10" d 1 6-6" In 1 6-1" b 5'-9" b 5'-6" b 5'-3" b 5-0" b 2" x 2" x 0.055" 7'-3" d 1 6'-11" d 6'-8" b 6-4' b 6-0" b 5'-9" b 5-6" b 3" x 2" x 0.045" 7'-9" d 1 T-5" d 7'-1" d 6'-10" d 6'-7" b 6'4" b 5'-11" b 2" x 3" x 0.045" 9'-4" b . 8'-9" b 8'-3" b 7'-10" b 7'-5" b 7'-2" b 6'-9" b 2" x 4" x 0.050" 10'-3" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b 7'-10" b 1 7'-5" b Snap Sections Allowable Heights 'H' I bending 'b' or deflection 'd' 2" x 2" x 0.044" 7'-6" d 1 7'-2" d 1 6'-11" d I 6'-8" b 1 6'-4" b 6'-1" b 1 5'-9" b Hollow Sections 3'-6' Tributary Load Width 'W' 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H' I bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044" 7'-9" b 7'-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 1 7'-11" b 7'-5" b T-1" b 6'-9" b 6'-5" b 6'-1" b 3" x 2" x 0.045" 9'-3" b 8'-8" b 8'-2" b 7'-9" b 7'-5" b 7'-1" b 6'-8" b 2" x 3" x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9" b 8'-4" b 7'-11" b 7'-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b B'4" b Snap Sections Allowable Heights 'H'I bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 1 8'-1" b 7'-8" b 1 7'-4" b 1 7'-0" b 1 6'-8" b — o.+^o.+i. — ki — as --v vcwcnms umdr man icu rvirn, see conversion tame 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 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) 7674774 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. I 1-59 © I J SECTION 'I 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) 4,10 x 1-1/2" S.M.S. INTO SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x. the beam spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF 7' USE: 1/2 x 17'-11" x 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) 7674774 FAX: (386) 767.8556 PAGE © COPYRIGHT2GG4 1 �� NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES i SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing Beam Size Upright Size Minimum Purlin, Girt & Knee Brace Size** Deck Anchors Notes Minimum Number of Screws* #8X%', #10X%', #12x%" Beam Stitching Screw @ 24" O.C. 2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4 - 2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #8 2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #10 2" x 5" 1 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 Full 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 Partial La 14 12 10 #12 2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial La 16 1 14 12 #14 2" x 9" 2" x 6" 2" x 3" x 0.045" 1 6 1 Partial Lao 1 18 ' 16 14 #14 `'" x 9"" 2" x 7" 2" x 4" x 0.050" 1 8 Pa ,ial LaE 20 18 16 #14 2" x 8" 2" x 4" x 0.050" 10 Partial La 20 i8 16 #14 Screw Size Minimum Distance and Spacing of Screws Edge To Center v Center To Center Gusset Plate Thickness Beam Size Thickness #8 5/16" 5!8" 2" x 7" x 0.055" x 0.120" 1/16" = 0.063" #10 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" #12 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" #14 or 114" 3'4" !.I?,. 2" x 9" x 0.012" x 0..306" 118" = 0.125" 5/16" 7/8" 1-3/4" 2" x 10" x 0.092"_x 0.369" 1 1/4" = 0.25" 318„ 1„ 2" Refers to each side of the connection of the beam and upright and each side of splice connection. "* 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1116" gusset plate. 2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut. 4. The number of screws is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper allowable load data for 2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 6. Hollow splice connections can be made provided the connection is approved by the engineer. 7. If a larger than minimum upright is used the number of screws is the same for each splice with 1/2 the screws on each side of the cut. 8. All beam to upright connections for 2" x 7" beams or larger shall have an internal or external gusset plates. Gusset plates are required for mansard or gable splice connections. 9. For gusset plate connections 2" x 9" beams or larger use 3/4" long screws. 10. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x 3" beam. 11. Connect beam to upright w/ H -bar, gusset plate, or angle clips for each splice with 1/2 the screws on each side of the cut. 12. For girt size use upright size (i.e. 2" x 6"). Read the 2" x 6" beam row for min. girt of 2" x 2" x 0.044". Table 1.7 Minimum Size Screen Enclosure Knee Braces and Anchoring Required Aluminum 6063 T-6 Brace Length Extrusion Anchoring System 0'- 2'-0" 2" x 2" x 0.044" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To T-0" 2" x 3" x 0.045" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H -Channel With (4) 314" long screws (size to be determined by beam size, see table 9.6) (See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6". @ COPYRIGHT 2004 Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-61 SECTION 1 I SCREENED ENCLOSURES 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 MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) r� ALTERNATE FLAT ROOF ®®®_,.® I I SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.56) 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) 767-4774 FAX: (386) 767.8556 PAGE © COPYRIGHT2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES I SECTION 1 W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) H 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 EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H II K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) 1" x 2" (TYP.) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. RISER WALL WHERE :QUIRED . .y, IRLINS (TYP.) 4GONAL ROOF BRACING EE SCHEMATIC SECTION 1) kBLE BRACING :RIMETER WALLS FRAMING EE TABLES 1.3 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) 767-4774 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 PURLIN (TYP,) SCREEN (- (SEE T/ �W 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 SIZE MEMBERS PER APPROPRIATE TABLES H K -BRACING (OPTIONAL) RISER WALL WHERE QUIRED JRLIN (TYP.) _UMINUM BEAM ABLE 1.1 OR 1.8) AGONAL ROOF BRACING EE SCHEMATIC SECTION 1) ALUMINUM COLUMNS (TYP.) rl (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) 7674774 FAX: (386) 767.6556 © COPYRIGHT 2004 - NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. PAGE 1-5 SCREENED ENCLOSURES i) #10 S.M.S. (MIN. x 1-1/2" x 8" FLAT I 125" PLATE OUT C 45° ANGLE _T OR TURNBUCK CABLE TENSION ESS STEEL (SEE' :RIMETER FRAMIt MEMBER TYPICAL CABLE CONNECTIONS AT CORNER -DETAIL 1 SECTION 1 SCALE: 3" = 1'-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF ®® FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED ® #10 x 3/4" S.M.S. EACH SIDE (TYP ) FOR CABLES ®® MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 76711774 - -FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE q NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-41 SECTION I SCREENED ENCLOSURES 'LAB 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.) 1 2500 P.S.f. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2A SCALE: 3" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767-6556 PAGE 1-42 © 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 OF BEAM / POST 1" x 2" OPEN BACK ATTACH TO 2" x 2" W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS 2" x 3" (4) SPLINE GROOVE SECTION CONNECT 2" x 2" OR 2"x 3" TO BEAM W/ MIN. OF (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES 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"= 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 © 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) SLR = J ® �m CL ® pry ® d W 0!j SECTION I 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" = V-0" FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION 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 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-37 BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" ALTERNATE: EXTERNALLY MOUNTED 1" x 2", 1" x 3" OR 2" x 2" ATTACHED TO WOOD FRAME ANGLES ATTACHED TO WOOD ATTACHED TO WALL W/ -� FRAME WALL W/ MIN. (2) 3/8" x 2" S.M.S. @ 16" O. O.C.x OR MASONRY WALL W/ (3) 1/4" 2" LAG SCREWS PER SIDE OR x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER elm 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,IN,CH OF.RFAhr OR FRAMED WALL DEPTH ¢ ® LARGER THAN 3" (SELECT FASTENERS FROMui c SECTION 9 TABLES) w ALTERNATE CONNECTION: FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION 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 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-37 ® (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 elm FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION 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 © 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 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) #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 KNEEWALL TYPE'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) (3) #30 BARS OR (1) #50 BAR W/ 2-1/2" COVER (TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = V-0" 1 #5 BAR CONT. 3 #3 BAR CONT. OR 2) #3 BAR CONT. OR -- 2'-0" MIN. — 3-1/2" (TYP. �1) #5 BAR CONT. ° j -r BEFORE SLOPE ALL SLABS) /\/\ g" 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" 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, InForceTm e3 T11 (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) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 C NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-55