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HomeMy WebLinkAbout327 Willowbay Ridge StRECEIVED APR CITY OF SANFORD Pl`RMIT APPLICATION 2 9 2009 Permit # : -� ' Date: Job Address: 'k27 k�0(n/{'aq Description of Work: SCre 20 xd Historic District: Zoning: Value of Work: 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#: 7--L— lci- 30• Owners Name & Address: _kms Contractor Name & Address: Phone & Fax: - L16 r Bonding Company: Address: Mortgage Lender: Address: ^ Architect/Engineer: Lay Address: 1 o zyi--A (Attach Proof of Ownership &i Legal Description) Phone: U Vf) 7- til^ l - � . State License Number: �( 1: ,� Contact Person: l )40111 ri H /1 G nti,...,.. %1A 7. Phone: Z- ( Fax: 8 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 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 ma be addition4rmitsred from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permi is v riff tion the owner of the property of the requireme t fFlorid ien [,�w S7.. JC)Signatur f Owner/Agent Date Signature ofContractor/A t Date A Print Ow r/Agent's N Print Contra r/ is am Signature of Notary -State of Florida Date Signatu of Notary -State of Florida �� Eric Heileeort MY Commiaaion DD317772 PHWP WAYNE BELL V MY COSY IMM #I DO 2 Owner/Agent is _X Personally Known to eR7F Expires July 09, 2008 Contractor/Agent is Personally Known t EXPIRES: a1W 1, M07 Produced ID z _ Produced ID " ThruNotary pa* Ur4&V M APPLICATION. APPROVED BY: Bldg. N. ^ l - - �p Zoning: (Initial & Date) (Initial & Date) Special Conditions: 13 Utilities: FD: (Initial & Date) (Initial & Date) State of Florida Permit No, NOTICE OF COMMENCEMENT Tax Folio No. (PID) County of Seminole The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OFROPERTY ( egal description of the property and street address) r� ► r , -P &t_ s iLL to�-, L4 wi_� A vet d'L'A-' Z :5- A z i GENERAL DESCRIPTION OF IMPROVEMENT _ e&A e��S OWNER INFORMATION Name and address. Interest in property (Fee Simple, Partnership, etc.) Owner/builder. T r _1 ERTIFIE 'UUVT'- IMARYANNF MID CLERK !t LU11 t 1-1 "U11 I 1 -IT NAME AND ADDRESS OF FEESIMPLE TITLE HOLDER•(IF OTHER THAN OWNEP,1 � �` tTY. FLOR oa, 1p CONTRACTOR y Name and address Y 17OPe t' V57 SURETY (Bonding Company) Name and address Amount of Bond LENDER Name and address DOCUMENT PREPARED BY: K.,L, GA66oQy 31'S' b oc«71:5 AL -e 42 1 1 _ A f 70 - 99� APR 2� _ Persons within the State of Florida designated by -Owner upon whom notice or other documents may be served as provided by Section 713.13(i)(a)7., Florida Statutes; MIRRyANW� M1rlf61-1 q.r.W OF CIRCUIT UMT Name and address SEMINOLE G'iNTY BK 05705 Fps 0464 CLERK' S 0 2005070438 RECORDED 04/28/8fl45 04t18i24 PM **####*#*#**#*####################**##*####*####**##*###*##*RECORDING FEES I0.0 In addition to himself, Owner designates RECORDED BY t hoiden 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 pecified.) Signatdr6 of Owner Sworn to and subs ribed before me this f V Day of r" , h My Commission Expires: Notary PublicEric Heil"m !3N, Nv r.nmm1%Aion DD317772 The foregoing instrument was'Kakn m who has produced and who did / did not take an oath> me this ! V day of ;C4 - by (name of person acknowledged), who i personally known to (type of identification) as i enti kation ACTION ALUMINUM PRODUCTS, INC • South Orange Blossom Orlando,: c I hereby name and appoint Patty Johns to a my lawful attorney, in fact to act for me and apply t the 6 �'.9�i 2 Building Department for a screenj; ,� ewsu ec permit to be performed at a location described as: 40 f 2 !,5/ 7-h C- �r� se�2v� �,�� ltifa�d� And to sign my name and do all things necessary to this appointment. David Alla Johns CGC 053605 SUBSCRIBED BEFORE ME THIS 2-1 DAY OF 141aeiJ 200S— (Votary as to Contractor My Commission METRO ORLANDO (407) 648-9948 ® Fax (407) 648-9949 ® BREVARD (407) 532-0264 ® VOLUSIA (904) 252-7835 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 http://www.scpafl.org/pls/web/re web.seminole county title?parcel=22193050300002140... 4/27/2005 DAYID JOHNSON, CFA, ASA •. PROPERTY APPRAISER SEMINOLE COUNTY F1- 1101 E. F-iRST sT SANFORD. FL32771-1468 407-665-75M NARCISSUS AVE 2005 WORKING VALUE SUMMARY Value Method: Market GENERAL Number of Buildings: 0 Parcel Id: 22-19-30-503-0000-2140 Tax District: S1-SANFORD Depreciated Bldg Value: $0 Owner: CENTEX HOMES Exemptions: Depreciated EXFT Value: $0 Address: 385 DOUGLAS AVE STE 2000 Land Value (Market): $14,800 City,State,ZipCode: ALTAMONTE SPRINGS FL 32714 Land Value Ag: $0 Property Address: 327 WILLOWBAY RIDGE ST SANFORD 32771 Just/Market Value: $14,800 Subdivision Name: PRESERVE AT LAKE MONROE UNIT 2 Assessed Value (SOH): $14,800 Dor: 00 -VACANT RESIDENTIAL Exempt Value: $0 Taxable Value: $14,800 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 Method Frontage Depth Land Units Unit Price Land Value LOT 214 PRESERVE AT LAKE MONROE UNIT 2 PB 66 LOT 0 0 1.000 14,800.00 $14,800 PGS 10 & 11 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 ear's property tax will be based on Just/Market value. http://www.scpafl.org/pls/web/re web.seminole county title?parcel=22193050300002140... 4/27/2005 PLOT PLAN�� DESCRIPTION: (AS FURNISHED) LOT 214, PRESERVE AT LAKE MONROE UNIT 2 AS RECORDED IN PLAT BOOK 6b, PAGES 10, ) I OF THE PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA (UNRECORDED) NOTE: GRAPHIC SCALE 0 15 30 (DR= A=16'05''44" L=35.12' CB=S16'33'09"E C=35.00' LOT 215 IMPERVIOUS CALCIA ATInNS (I OT ON1 Y1 LOT 214 CONTAINS 7675 SQUARE FEET t (LOT ONLY) THIS STRUCTURE CONTAINS 2000 SQUARE FEET t TOTAL CONCRETE 519 (WITHIN LOT ONLY) SQ. FT. t TOTAL SOD 5156 SQ. FT. t PERCENT OF CONCRETE & STRUCTURE TO LOT 337 t SQUARE FOOTAGF (IIP Tn CI IRR) [THIS 214 UP TO CURB CONTAINS 8036 SQUARE FEET t STRUCTURE CONTAINS 2000 SQUARE FEETCRETE 789 SQ. FT, t INCLUDING (SIDEWALK/APRON) AL SOD 5247 SQ. FT. t BUILDING SETBACKS FRONT: 25' REAR: 20' SIDE: 5' CORNER: 15' PREPARED FOR: CENTEX HOMES C0tON/Zq qo/v p pt'l r p 94 WE DO NOT ACCEPT RESPONSIBILITY FOR ANY ERRORS THAT MAY OCCUR FROM THE USE OF THE UNRECORDED / PROPOSED PLAT THIS PLOT PLAN IS BASED ON. 7 -11 -IE DoT � Dokq/vE RIDA CqN 9 /' pq �E � ER Y p 41VD No0.06'705"w os o 129 �ANTq T/oN aw 213 LAMS R E�IEI NE SANE D0 BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH PT — CENTERLINE POB POINT ON BOUNDARY PCC POINT OF COMPOUND CURVATURE RIGHT F POC POINT N t. 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 BEARINGS SHOWN HEREON ARE BASED ON THE WESTERLY LINE OF LOT 214 BEING S00.06'05"E PER PLAT. (FIELD DATE:) SCALE: 1" = 30 FEET APPROVED BY: Si JOB N0. ASM45468 DRAWN BY: REVISED: PLAN 9/13/04 SOO . FIT 8-18-04 JML FIT 7/29/04 SOO 0 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 (M) MEASURED FND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD PB PLAT BOOK R RADIUS PGS PAGES AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBb6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 32789 (407) 426-7979 OR 0 CURVE OFFICIAL RECORD PD PLANNED DEVELOPMENT PROPbSED`'_"R,1 p0. 00 INLET INN dag. 00 R!)0039 ) W8)ASp9 'z I i�� Bb464'' C 6 p7f )643 �.0(4657g /- R=100.00 PRC DENOTES POINT OF REVERSE CURVATURE A-90'01'13" PC DENOTES POINT OF TANGENCY TYP C;=S412' C6S45'O6'41 "E A/C / C=141.45' CONCRETE BLOCK WALL RP WILLOWBAY RIDGE STREET CS /GE a 50' RIGHT-OF-WAY CHORD LENGTH SQ, FT. LEGEND NG BUILDING SETBACK LINE MLW MINIMUM LOT WIDTH PT — CENTERLINE POB POINT ON BOUNDARY PCC POINT OF COMPOUND CURVATURE RIGHT F POC POINT N t. 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 BEARINGS SHOWN HEREON ARE BASED ON THE WESTERLY LINE OF LOT 214 BEING S00.06'05"E PER PLAT. (FIELD DATE:) SCALE: 1" = 30 FEET APPROVED BY: Si JOB N0. ASM45468 DRAWN BY: REVISED: PLAN 9/13/04 SOO . FIT 8-18-04 JML FIT 7/29/04 SOO 0 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 (M) MEASURED FND FOUND C/W CONCRETE WALK S/W SIDEWALK CP CONCRETE PAD PB PLAT BOOK R RADIUS PGS PAGES AMERICAN SURVEYING & MAPPING CERTIFICATION OF AUTHORIZATION NUMBER LBb6393 1030 N. ORLANDO AVENUE, SUITE B WINTER PARK, FLORIDA 32789 (407) 426-7979 OR 0 CURVE OFFICIAL RECORD PD PLANNED DEVELOPMENT In, 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 SQ, FT. SQUARE FEET NG NATURAL GRADE R/W RIGHT-OF-WAY 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 WITIR)UT THE S!GNA'IIJRE AND THE ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER. 1/ FOR THE FIRM JAMES JAY JILES PSM#4997DATE yaMa CENTEX POOLS & SPAS Address] 327 W I LLOWBAY RIDGE STREET c_t,,SANFORD L— 214 SubdivisiantERESERVE @ LAKE M❑NR❑E I to I m I zo 8'-0' k 0 I 0 N 40'-0' txa VA.- 3' COMPOSITE ROOF PA PVA WITH 2 X 7 MEAM & 2 - 3 X 3 COLUMNS F2-7-31 N NX X lCxuo X X X N N (U RJ N 0 2 X 3 M 2 X 2 40'-0' —.g1_0• 11 0• g 0• g 0• 8_0r— 8'-4' — ix2 j 0 I r F2—X-4 I CD 1X— rcxu X � CD 2 X 3 00 I zo 1 X 2 I JOB No. P(2M-QN?1 4 VA.- q* PA PVA —.g1_0• 11 0• g 0• g 0• 8_0r— 8'-4' — ix2 j 0 I r F2—X-4 I CD 1X— rcxu X � CD 2 X 3 00 I zo 1 X 2 I JOB No. P(2M-QN?1 4 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, 1 s:4 r' Lawrnc .'' B,enn4tt questions please contact me at your .E. ##16644 SECTION 1 I SCREENED ENCLOSURES Table 1.1 Allowable Spans for Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-30'-00" North (Jacksonville, FL) Hollow Sections 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' 9'-0" 2" x 4" x 0.044 x 0.100" 2" x 2" x 0.044" 9'-10" b 1 8'-7" b 1 T-8" b 1 6'-11" 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" b 6'-7" b 6'-3" b 2" x 3" x 0.045" 13'-4" . b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b T-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'-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" Allowable Span 'L' / bending'b' or deflection'd' 1 9'-0" 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" x0.120" 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 25'-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45-1" b 39'-1" b 34'-11" b 31'-11" b 29'-6" b 27'-8" b 26'-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 Snap Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" Allowable Span'L' / bending 'b' or deflection'd' 2" x 2" x 0.044" 11'-9" b 10'-2" b 9'-1" b 8'4" b T-8" b T-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 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 F2" 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b 2" x 7" x 0.062" 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. Puriin 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 puriin 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) 7674774 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. BENNETT. P.E. SECTION 1 BEAM -SCREEN ROOF J J Z LlJ QdQ �:g> �O� <w ® e LENGTH K EBR HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SCREW SIZES) 2" STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 2" x 2" x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH LEG INTO POST BEAM CAP (SEE PAGE 1-22) OPTIONAL 3/8" LAG SCREW AND 3/4" FERRULE FASCIA AND SUB -FASCIA SCREENED ENCLOSURES ® 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) 76711774 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 00 e e i M W O¢ � F - w ® uJ i ® 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) 76711774 FAX: (386)767-6556 PAGE © COPYRIGHT 2004 1-30 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 Table 1.2 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 300-30'-00" North (Jacksonville, FL) A_ Serfinns Fasfenari Tn R.— With rli— Hollow Sections 3'-6" Tributary Load Width 'W'= Purlin Spacing Allowable Span ,'L' / bending'b' or deflection 'd' 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" T-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 T-5" d T-2" d 6'-11" d 6'-9" d 6'-6" b 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d 7'-8" d 7'-5" d 7' 3" d 6'-11" d 2" x 3" x 0.045" 10'-9" d 10'-3" d 9'-9" b 9'-3" b 8'-10" b 8' 5" b 8'-0" b 2" x 4" x 0.050" 12'-2" b 11'-4" b 1 10'-8" b 10--21" b 9'-8" b 9'-3" b 8'-9" b Snap Sections 3'-6" Tributary Load Width 'W' = Purlin Spacing 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" Allowable Span V/ bending 'b' or deflection 'd' Allowable Span ,'L' / bending'b' or deflection 'd' 2" x 2" x 0.044 8'-5" d 8'-1" d T-9" d T-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" bj 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 13'-6" d 12'-9" b 12'-2" b i l'-8" b 1 i'-1" b B. Sections Fastened Throunh Rp nm Wahe into S, -raw Rneer.e Hollow Sections Tributary Load Width 'VV' = Purlin Spacing Tributary Load Width 'W' = Purlin Spacing Allowable Span ,'L' / bending'b' or deflection 'd' 2" x 2" x 0.044" 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 6--8- Allowable Span V/ betiding 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b T-8" b 7'-4" b 6'-11" b 6'-7" b 2" x 2" x 0.055"9'-11" b 9'-4" b 8,_10„ b 8'-4" b T-11" b 7'-7" b b 2" x 3" x 0.050" E12'-4" b 11'-7" b 10'-11" b 10'-4" b T-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'- i 0" b 10'-4" b 9'- 10" b Snap Sections Tributary Load Width 'VV' = Purlin Spacing 3'-6" 4'-0" 1 4'-6" 5'-0" 5'=6" 1 6'-0" 6'-8" Allowable Span ,'L' / bending'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" bi 10'-2" b 1 9'-7" b 1 9'-1" b 1 8'-8" b 1 8' 4" b 7'-11" b NULe5: 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 10n / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or wall connection. 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Purlin spacing shall not exceed 6'-8". For beam spans greater than 40'-0" the beam at the center purlin and one purlin for each 14'-0" on each side of the center purlin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center purlin and (2) purlins each side of enter 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 r DEVELOPMENT CONSULTANT P.O. BOX 214358, 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. 1-57 SECTION 1 I 'SCREENED ENCLOSURES 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE SCREEN 'd' VARIES #10 x 3/4" S.M.S. EACH SIDE 4" SHOWN (SEE SCHEDULE NEXT PAGE) 1" x'2" O.B. BASE PLATE (TYP.) F5d' MINIMUM EDGE DISTANCE SECONDARYO 8; FROM EXTERIOR OF COLUMN 2" x (d - 2 ") x 0.063" ANGLE TO OUTSIDE EDGE OF SLAB EACH SIDE OF COLUMN W/ #10 8 ® BOAT O ' Sd DISTANCE S.M.S. 1/4" 1-1 '4„ (SEE SCHEDULE NEXT PAGE) :° a a 318" 1-7/8" I CONCRETEANCHOR .° °. a GRADE (SEE SCHEDULE NEXT PAGE) ° 1-1/4" MIN. CONCRETE d NOTE: DETAIL ILLUSTRATES ° I I ANCHOR EMBEDMENT TYPICAL 2" x 4" S:M.B. COLUMN 2" 5d CONNECTION (MIN.) (MIN.) SIDE VIEW TYPICAL S.M. OR SNAP SCREEN SECTION COLUMN (2) #10 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL PRIMARY 2" x 2" x 0.063" ANGLE SCREWS INTO SCREW 1- 1" x 2" BASE PLATE (TYP.) BOSSES d ° ° a' 4.1' d v n n I d ° 1-1/4" MIN. CONCRETE NOTE: SELECT CONCRETE i ANCHOR EMBEDMENT ANCHOR FROM TABLE 9.1 6" (MAX.) — L 6" (MAX.) { -- MAX. SPACING 24" O.C. 3000 P.S.I. CONCRETE FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3" = V-0" NOTE: FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767.1774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 /� 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LANRENCE 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 'W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'4" 1 8'4" AllowableHeight'H' 1 bending'b' or deflection'd' 1 9--0-- '-0"Allowable 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 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 T-7" b T-2" b Self Mating Sections 3'-0" Tributary Load Width NV = Upright Spacing 4'-0" 1 5'-0" 1 6'-0" 7'-0" 8'-0" AllowableHeight'H' I bending'b' or deflection'd' 1 9'.0-- '-0"Allowable 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 1T-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 34'-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 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 1 29'-6" b f 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" bj 32'-5" bi 29'-7" b 27'-5" bj 25'-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'4" b 43'-7" bj 38'-11" bi 35'-7" bj 32'-11" b 1 30'-10" b 29'-1" b Snap Sections 3'4" Tributary Load Width 'W'= Upright Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Height'H' / bending'b' or deflection'd' 1 9'-0" 2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b T-0" b 6'-6" b 6'-1" b 5'4" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'4" b 7'-10" b 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 IT -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 W. 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 PAGE p @ COPYRIGHT 2004 1-58 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, 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 SIDE WALL POST TO PLATE TO CONCRETE DETAIL 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 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 SCALE: 3" = V-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" = 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 © COPYRIGHT2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-47 SCREENED ENCLOSURES I SECTION Table 1.4 Allowable Post / 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 # I sq. ft.' A. Sections As Horizontals Fastened To Posts With Clips Hollow Sections 3'-6' 1 Tributary Load Width W' 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H'/ bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044" 2" x 2" x 0.044" 6'-10" d 6-6" b 6'-1" b 5-9" b 5'-6" b 1 5'-3" b 5'-0" b 2" x 2" x 0.055" 7'-3" d 6'-11" d 6'-8" b 6'-4" b 6-0" b 5'-9" b 5'-6" b 3" x 2" x 0.045" T-9" d T-5" d 7'-1" d 6'-10" d 6'-7" b 6'-4" b 5'-11" b 9'-2" b 8'-9" b 8'-4" 2" x 3" x 0.045" 9'-4" n , 8'-0" b 8'-3" b T-10" b 7'-5" b 7'-2" b 6'-9" Ibb 2" x 4" x 0.050" 10'-3" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b T-10" b T-5" Snap Sections I Allowable Heights 'H' I bending'b' or deflection 'd' 2" x 2" x 0.044" 1 7'-6" d 1 T-2" d 1 6'-11" d 1 6'-8" b 1 6-4- b 1 6'-"' b 1 5'-4" b B. Sections As Horizontals Fastened To Posts Through Side Into Screw Bosses 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'/ bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044" T-9" b T-3" b 6'-10" b 6-6" b 6-2" b 5'-11" b 5'-7" b 2" x 2" x 0.055" 8'-5" b 7'-11" b 7'-5" b 7'-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 T-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 T-1 i" b T-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9'-2" b 8'-9" b 8'-4" b Snap Sections Allowable Heights 'H'/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 1 8'-1" b 1 7'-8" b 1 7'4" b 1 7'-0" b 6'-8" b For allowable heights at wind velocities other than 120 MPH, see conversion table 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. © COPYRIGHT 2004 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 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-59 SECTION 1 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. SIDE WALL POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" 1" x 2" EXTRUSION ANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. 2" x 2", 2" x 3" OR 2" x 4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SIDE WALL HOLLOW POST TO BASE DETAIL SCALE: 3" = 1'-0" POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: 1. The uplift load on a pool enclosure upright is calculated as 1/2 the beam span x the beam spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2" x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF T USE: 1/2 x 17'-11" x 7'x 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) 767-6556 PAGE © COPYRIGHT 2904 J 1-48 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 Minimum Number of Screws' #8 x'/:" #10 x'/z" #12x'/2" Beam Stitching Screw @ 24" O.C. 2" x 3" 2" x 3" 2" x 2" x 0.044" 2 FullLap6 2" x 7" x 0.055" x 0.120" 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" 2" x 3" 1 2" x 2" x 0.044" 2 1 Full Lap 1 8 6 4 #8 2" x 6" 2" x 3" 2" x 2" x 0.044" 4 1 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 Lap 14 12 10 #12 2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial Lao 16 14 12 #14 2" x 9" 2" x 6" 2" x 3" x 0.045" 6 Partial Lae 18 16 14 #14 2" x 9-* 2" x 7" 2" x 4" x 0.050" 8 Partial Lao 20 18 16 #14 2" x 10" 2" x 8" 2" x 4" x 0.050" 10 Partial Lap 20 18 16 #114 Screw Size Minimum Distance and Spacing of Screws y Gusset Plate Thickness 0'- 2'-0" Edoe To Center v ` Center To Center 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.G72" x0.224" 1/8" = 0.125" #14 or 1L1" 3'4 2" x 9" x O.C32" x 0..306" 1/8" = 0.125" 5116" 718" 1-3/4" 2" x 10" x 0.092" x 0.369" 1/4" = 0.25" 3'8" 1" 2" Refers to each side of the connection of the beam and upright and each side of splice connection. 0.082" wall thickness, 0.310" flange thickness Note: 1. Connection of 2" x 6" to 2" x 3" shall use a full lap cut or 1/116" 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 shovm 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 112" EACH SIDE To 3'-0" 2" x 3" x 0.045" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H -Channel With (4) 3/4" long screws (size to be determined by beam size, see table 9:6) (See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6'. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-61 SECTION 1 1 '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) --------- „gam®I s s � e -ed- - - - - 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 SEAM 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 ,g p © COPYRIGHT 2004 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 �/ PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) H ALTERNATE CABLE (SEE TABLE 1.3) 1" x 2" (TYP.) GRADE K -BRACING (OPTIONAL) CABLE CONNECTION GIRT (TYP.) (SEE DETAILS SECTION 1) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE.1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H t RISFR WALL WHERE UIRED _INS (TYP.) TONAL ROOF BRACING SCHEMATIC SECTION 1) _E BRACING K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) sw ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (SEE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER -DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-3 SCREENED ENCLOSURES PURLIN (TYP.) SCREEN (TYP.) H (SEE TABLE 1 '.-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 L RISER WALL WHERE REQUIRED PURLIN (TYP.) ALUMINUM BEAM (TABLE 1.1 OR 1.8) DIAGONAL ROOF BRACING (SEE SCHEMATIC SECTION 1) K -BRACING (OPTIONAL) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) F SCREEN (TYP.) GIRT (TYP.) PERIMETER WALLS FRAMING 1" x 2" (TYP.) (TABLE 1.3 OR 1.4) CABLE BRACING TYPICAL TRANSVERSE GABLE ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 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. 1-5 SCREENED ENCLOSURES 5) #10 S.M.S. (MIN.) - x 1-1/2" x 8" FLAT BAR SECTION 1 125" PLATE OUT ON 0 45° ANGLE LT OR TURNBUCKLE FOR CABLE TENSION .ESS STEEL (SEE TABLE) :RIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" = l'-0" A ALTERNATE: USE (1) 114" x 1-1/4" FENDER WASHER EACH SIDE OF gra ® 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 ®®® r. ., 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) 767-4774 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. 1-41 SECTION 1 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 SCALE: 3" = l'-0" ANCHOR PER TABLE 9-1A MIN. SHEAR 607# FOR 3/32" CABLE AND 902# FOR 1/8" CABLE SLAB FOR 1/8" CABLE SHALL FOR 3/32" CABLE 5/16"x 2"HAVE �p A THICKENED EDGE TO CONCRETE ANCHOR W/ ACHIEVE 5d MIN. ANDA 3/8" x CABLE THIMBLE AND WASHER 2" ANCHOR 5d (MIN.) 3-1/2" (4" NOMINAL) SLAB (MIN.) I 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" = l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-1774 FAX: (386) 767.6556 PAGE q © 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 F#10 x 3 1/2" S.M.S. 16" O.C. PROPOSED 2" x 3" x 0.050" SMOOTH SIDE DOWN 118" x 2-314" x 8" GUSSET EACH SIDE OF POST AND BEAM Wl (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 C/VfL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (388) 767.6556 PAGE © COPYRIGHT 2804 1-14 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL 'U' CHANNEL OR EXTERNAL'U' CHANNEL EACH SIDE OF CONNECTING BEAM W/ SCREWS (PER SECTION 9) CARRIER BEAM (SEE TABLE 1.5) MINIMUM NUMBER S.M.S. 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH (SEE SECTION 9) n rdOu SECTION 17 EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY I PRIMARY BEAM (SEE TABLE 1.1 OR 1.8) CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" 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 WALL W/ MIN. (3) 3/8" x 2" LAG PRIMARY OR MISC. FRAMING SCREWS OR TO CONCRETE BEAM (SIZE PER TABLES) OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = 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 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. PAGE 1-37 BEAM TO WALL CONNECTION: (2) 2" x 2" x 0.060" EXTERNALLY MOUNTED ALTERNATE: ANGLES ATTACHED TO WOOD 1" x 2", 1" x 3" OR 2" x 2" FRAME WALL W/ MIN. (2) 3/8" x ATTACHED TO WALL W/ #10 x 2" LAG SCREWS PER SIDE OR 2" S.M.S. @ 16" O.C. TO CONCRETE W/ (2) 1/4" x 2-1/4" ANCHORS OR MASONRY L ® WALL ADD (1) ANCHOR PER HOST STRUCTURE MASONRY Lu r -� ` SIDE FOR EACH INCH OF BEAM OR FRAMED WALL ® a Q DEPTH LARGER THAN 3" (SELECT FASTENERS FROM w ~ 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 WALL W/ MIN. (3) 3/8" x 2" LAG PRIMARY OR MISC. FRAMING SCREWS OR TO CONCRETE BEAM (SIZE PER TABLES) OR MASONRY WALL W/ (3) 1/4" ANGLE OR RECEIVING x 2-1/4" ANCHORS OR ADD (1) CHANNEL ANCHOR PER SIDE FOR EACH INCH OF BEAM DEPTH LARGER THAN 3" BEAM TO WALL CONNECTION DETAIL SCALE: 3" = 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 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. PAGE 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 KNEEWALL TYPE'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) (3) 930 BARS OR (1) #50 BAR W1 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) 93 BAR CONT. OR . 1) #5 BAR CONT. 2'-0" MIN. 3-1/2" (TYP, a i — BEFORE SLOPE F ALL SLABS) ° N 00 \x TYPE I TYPE II TYPE III FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING STEEP SLOPE FOOTING 0-2" / 12" 2" / 12" - V-10" > V-10" Notes for all 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, InForceT"I e3 TM (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 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-55