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HomeMy WebLinkAbout130 Carmel Bay Dr (2)RECEIVED APR 0 9 2007 Owners Name & Address: Contractor Name & Address: Phone & Fax: LJL Bonding Company: Address: Mortgage Lender: Address: Architect Address: �T* �fll �O7`V ■ IZ��iI�Z�y1���— I (Attach Proof of Ownership & Legal Description) Phone: Number- S(-' C 0 9jQ/ r) QP— I2QUJI'lione: 1� —L� d� v q. Application is hereby trade 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 may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance ofpermitv !eatlohat l 'll notify the owner of the property of the requirements logffFlorida �Lien %Law. FSS 7I3. r� `�. • � ems' ` 7/ • � ��:/ , ��./Y l_X.�S � 1 � /a � }~NNn� rgn f er g Date I Signature Contractor/Agent Date ���� "• 151GehI _ *y` p,, caner Agent ane _ Print Contractor/Aeent's Name Special Conditions: a e FIX COMMISSION # DD493178 EXPIRES: Nov -21,2009 is Personally Known to Me or C tradl9�AA�At%. s IED BY: Bldg: Zoning: `�� 2'0% Utilities: (Initia & Date) (Initial & Date) FD: (Initial & Date) w Q-� Date or (initial & D -ate) *�i CITY OF SANFORD PERMIT APPLICATION Permit #: .. / Date: 4/00 — .lob Address: r � Description of Wot'a�kav,: 2 X2 Historic District: Zoning: Value of Work: S 2 Permit Type: Building—Z 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) Plumbingt 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 'z Commercial industrial Total Square Footage: 102 Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for outer than X) Owners Name & Address: Contractor Name & Address: Phone & Fax: LJL Bonding Company: Address: Mortgage Lender: Address: Architect Address: �T* �fll �O7`V ■ IZ��iI�Z�y1���— I (Attach Proof of Ownership & Legal Description) Phone: Number- S(-' C 0 9jQ/ r) QP— I2QUJI'lione: 1� —L� d� v q. Application is hereby trade 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 may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance ofpermitv !eatlohat l 'll notify the owner of the property of the requirements logffFlorida �Lien %Law. FSS 7I3. r� `�. • � ems' ` 7/ • � ��:/ , ��./Y l_X.�S � 1 � /a � }~NNn� rgn f er g Date I Signature Contractor/Agent Date ���� "• 151GehI _ *y` p,, caner Agent ane _ Print Contractor/Aeent's Name Special Conditions: a e FIX COMMISSION # DD493178 EXPIRES: Nov -21,2009 is Personally Known to Me or C tradl9�AA�At%. s IED BY: Bldg: Zoning: `�� 2'0% Utilities: (Initia & Date) (Initial & Date) FD: (Initial & Date) w Q-� Date or (initial & D -ate) *�i [HIS INSTRUMENT PREPARED BY. NAME ADDR.� 7,PHYD, �?�%'k-�QTICE OF COMMENCEMENT Peratt Tax .Folio No. _7 1 C' 30 5 I C1 D000 " State of Florida 0310 County of Sem nole 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. 1. Description of property: (legal description of the property and street address if available) L n+ 3-7 2. General description of improvement: l r1CQr i z n rP S w i ►-,r m i✓ q p on I W i fjo _ Sc r o, r2. 3. Owner information. a. Name and address b. Interest in property c. Name and address of fee simple titleholder (if other than Owner) &a. ontractor Name and address b. Phone number 3&0' Fa c iiudmber 3900 C461 - L4 (D Z (.p -- 5. Surety a. Name and address I INT 1111111 IN111111 II III II III 1i 11118 111111111111111Ili 11111 b. . Phone number Fax nun WANNE h1C] E , CLERK OF C I RCU 1 T COURT c. f -mount of bond SEMINOI E COUNTY 6, Lender T PK 06631 Rg 0781; t1pg) a. Na.ine and address _ CLE R 1 ,S # 2007042479 RECORDED 031211/2007 11:43: i l AN b. Phone number Fax nurnf4Mp Nu FEES MOO 7. Persons within the State of Florida designated by Owner upon whom notic Mbgj0W1#V** may be served as provided by Section 713.13(l)(a)7., Florida Statutes: a. %carne and address b. Phone number _ Fax numberS. In addition to himself or herself, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.1.3(1)(b), Florida Statutes. a. Phone number Fax number 9. Expiration date of notice of commencement (the expiration date is I year from the date of nless a different date is specified) Signature wnef �7 Sworn to or affirmed) and subscribed before me this 19 day of M Q rck) , 20 Q-7 , by -7 Personally Known OR Produced. Identification Type of Identification Produced F L D1_ Signa-ofNotaryPubfi to of Florida Conlnlisslon Expires: Crystal Spitaer " Commission #.DD445274 J9T e� Expires June 27, 2009 OF F 0 4onlad T,oy Faro -Insurance, Inc. 80 0-35:`i-7019 rl Date ' o I hereby and appoint K -e o m o f row of American Aluminum & Window, Inc. To be my lawful attorney in fact to act for me and apply to Jw�om Building Dept. for a Screen permit for work to be performed at a location described As: Section: Township: Range: 1 Block: Lot No., Address: 1 ">� �' Pj City: j�� �, State: For the following Owner: CoiZA to Subdivision: i�l v C' Zip: And to sign my name and do all things necessary to this appointment. Leonard I Breehl, SCC056737 Name of Certified Contractor, License Number ai Signature of Acknowledged: Sworn to and subscribed before me this 1�j j� Day of � `�� �. A.D. 2007 (Seal) KATW LEE =o& IMAM �,DMW.SK)N #DNIW4 o @(PINES: DEC 04,2010 OF 80,,W gy # 1st Etre Insurance "nature, ry Public, State of FL Seminole County Property Appraiser Get Information by Parcel Number DAVID JOHNSON. CFA. ASA 143 94 Iga 192 1 PROPERTY APPRAISER �z SEMINOLE COUNTY FL. CARMEL BAY 6R 1101 E. F•lRST ST + SANFORD. FL 32771-1468 - 407-665-7506 [.52 Fa bi b5 bo Ei Fn Page 1 of 1 SALES Deed Date Book Page Amount Vac/Imp SPECIAL 03/2001 04042 1562 $128,700 Improved WARRANTY DEED WARRANTY DEED 11/2000 03964 0434 $289,000 Vacant Find Comparable Sales within this Subdivision LAND Land Assess Frontage Depth Land Unit Method Units Price LOT 0 0 1.000 44,000.00 Tax Estimator 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 33-19-30-519-0000-0370 Number of Buildings: 1 Owner: CORLEY CLIFF A 8+ REBEKAH B No Depreciated Bldg Value: $189,825 Mailing Address: 130 CARMEL BAY DR Depreciated EXFT Value: $0 City,State,ZipCode: SANFORD FL 32771 Land Land Value (Market): $44,000 Property Address: 130 CARMEL BAY DR SANFORD 32771 $44,000 Land Value Ag: $0 Subdivision Name: MONTEREY OAKS PH 2 REPLAT Just/Market Value: $233,825 Tax District: S1-SANFORD Assessed Value (SOH): $122,013 Exemptions: 00 -HOMESTEAD (2002) Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $97,013 SALES Deed Date Book Page Amount Vac/Imp SPECIAL 03/2001 04042 1562 $128,700 Improved WARRANTY DEED WARRANTY DEED 11/2000 03964 0434 $289,000 Vacant Find Comparable Sales within this Subdivision LAND Land Assess Frontage Depth Land Unit Method Units Price LOT 0 0 1.000 44,000.00 BUILDING INFORMATION Bid Year Base Gross Living Est. Cost Num Bid Type Bit Fixtures SF SF SF Ext Wall Bid Value New 1 SINGLE 2001 9 1,120 2,614 2,170 CB/STUCCO $189,825 $195,696 FAMILY FINISH Appendage / Sgft OPEN PORCH FINISHED / 24 Appendage / Sgft GARAGE FINISHED 1420 Appendage / Sgft UPPER STORY FINISHED / 1050 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed Permits OTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad I valorem tax purposes. '" If you recently purchased a homesteaded property your next year's property tax will be based on Just/Market value. http://www.scpafl.org/web/re_web.seminole_county_title?PARCEL=33193051900000370... 3/21/2007 Tax Estimator 2006 VALUE SUMMARY Tax Amount(without SOH): $3,853 Qualified 2006 Tax Bill Amount: $1,851 Yes Save Our Homes (SOH) Savings: $2,002 No 2006 Taxable Value: $94,037 DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LEGAL DESCRIPTION Land PLATS: Pick... Value LOT 37 MONTEREY OAKS PH 2 REPLAT PB $44,000 58 PGS 22-23 BUILDING INFORMATION Bid Year Base Gross Living Est. Cost Num Bid Type Bit Fixtures SF SF SF Ext Wall Bid Value New 1 SINGLE 2001 9 1,120 2,614 2,170 CB/STUCCO $189,825 $195,696 FAMILY FINISH Appendage / Sgft OPEN PORCH FINISHED / 24 Appendage / Sgft GARAGE FINISHED 1420 Appendage / Sgft UPPER STORY FINISHED / 1050 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed Permits OTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad I valorem tax purposes. '" If you recently purchased a homesteaded property your next year's property tax will be based on Just/Market value. http://www.scpafl.org/web/re_web.seminole_county_title?PARCEL=33193051900000370... 3/21/2007 Code violations found during inspection are required to be corrected. Plan/permit issuance does not grant approval of a code violation. 2004 FBC109.1 Structural plan review is limited to a general survey for code compliance. No review is implied nor was taken to verify structural adequacy 2x2 `3 M Windows and doors that open into the swimming pool/spas area without a fence barrier to prevent direct access shall be protected in accordance with FR§ R 4101.17.1.9 X x 62' X A N X A N X A N X A 63' V29 .29 .29 N .£9 N .E9 \2x7 62' 62' 2x7 63' 63' 2x7 N 2x7 N NNX % x X N \ 27' X U 0 K U 62' 62' 63' 63' 63' N N NNX % Tx- X X A A A \ 27' X U 0 K U ti PLAT OF BOUNDARY SURVEY for: MAWNDA HO DESCRIP770N. LOT 37 MONTEREY CAI RECOMM nM PLAT DOCK =� PAW.(S) 22 aw 23 o U 0 0 to �5!1 ixl c-10�� Y - Mc. R � � COMM FLORIDA c �o.l�sz�v e ...�. T.M7-3. 11A dG_ LOT 36 Pa." to 0. IP 5690;474206-�-5601� p`1. $ wee CAMEL_ BAY ®_ PJVE _ ND. LH 28.% S07—M FLOOD CM71RCA770M �. BEAD ARE BASED GYM 7NE CEVMWu t OF GRA SAY DOW MM SWV7'4Zt DASED ON TME FEaeAL EWRMWCf uANACEWNT AGV Cr FLOOD )M"AMX LMMMWUPM AVIROMOE MM a0W oVeft4NyS AW � SMV L RAZE MAP, Dit S7ftUCnM CERTIFIED Tb 110T Lor ELEV ARE 1JdA�IAtL CWO 7JC WRACAL DARN OF tM OW HAAZIM AREA Cliff A. S Rebekah B. Corey L MMDM M ARE TO f'OLA04WM L MM STRWW LIES 1N 20WE " x - Bank of America COAli►tM PANEL W 1202N OM C B UM AW rDr M 9E USED To CONSMCT GM OR PLATTED UMrx EFFEGTlYE DAM AF'RH n, IM Kampf Title S Guaranty Carp, WP REAM DAT ti BEAR= AND DISTANCM SWCW NERE(�M ARE KAMMo (SZ ;PF I (t{Alftt; V Adnoram Title Company, I nC. N0-AM7M Chicago Title Insurance Co, 4E VMXq=M AM CxuaAtE a-- L-0 RMWMS Ow MAVM UAVE No R£St74bAAM Op CVARAWTEEs A5 10 1T1E A alldv RfgtEC1� 1#7dEOW . orrAau 7!7 EASE ENTEi 'VM'SQF Stli1; SOVAM IN= AC fTS AWD OTMER DWT7M AMD Ft1RD M DOS YX= OR SET $WW ALL 9JW AMTS Sta7t CMFG1�tM71pSt 6@rEWA77WS/1fGEMl1: �r f5 Nm WENDED m SR�RD W OBrANED Alta CWMNW Sr ODDS PfR0Wt APPRVPRM7E MM VCW=71M -100 g3 Design Check List for Pool Enclosures (Page 1 of 4) 1. Design Statement: These plans have been designed in accordance with the Aluminum Structures Design Manual by Lawrence E. Bennett and are in compliance with the 2004 Florida Building Code Edition with 2006 Supplem is, Chapter 20, ASM35 and The 2000 Aluminum Design Manual Part I -A & II -A; Exposure B' or'C'_ or'D'�; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher, Negative I.P.C. 0.00; 150 MPH Roof Load & 120 MPH or MPH Wall Load, 3 second gust velocity load; Basic Wind Pressure ; Design pressures are 10 PSF for roofs & 14 PSF or PSF for walls. Notes: Wind velocity zones and exposure category is determined by local code. Minimum design load of 10 PSF for all roof loads prevents any conversion of roof loads, Design pressures and conversion multipliers are on page 1 -ii. 2. Host Structure Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. ! LC6v4ej 7. Phone: "td''(88-0am&7cF Contra for /Authorize Rep* Name ( lease print) Dale: 31.240? tractor / Authori Rep` Signature I C e 13o C u 8 �. �%PL�d �L Job Njn4e & Address Note: If the total of beam span & upright height exceeds 45' or upright height exceeds 16', site specific engineering is required. 3. Building Permit Application Package contains the following: Yes No A. Project name & address on plans .......... B. Site plan or survey with enclosure location C. Contractor's / Designer's name address hone number R. t I p signa ure on p ans D. Site exposure form . . _ i E. Enclosure layout drawing @ 118" or 1/10" scale with the following: 1. Plan view with host structure, enclosure length, projection from host structure, and all dimensions 2. Front and side elevation views with all dimensions & heights Note: All mansard wall drawings shall include mansard panel at the top of the v,all. , 3. Beam location (show in plan & elevation view) & size (Table 1.1 & 1.6) 4. Upright location (show in plan & elevation view) & size (Table 1.3 & 1.6) --- Upright & wall member allowable height / span conversions from 120 MPH wind zone, 'B' Exposure to MPH wind zone and/or'C' Exposure for load width Look up span on 120 MPH table nd apply the following formula: Span / Height NA — — Required Converted @ 120 MPH Span / Height or _MPH (b or d) x (b or d) x (b or d) _ Wind Zone Multiplier " Exposure Multiplier " 5. Chair rail & girt size, length, & spacing .. (Table 1.4) 6. Eave rail size, length, spacing and stitching of ....... (Table 1.2) " Must havo attended Engineer's Continuing Education Class withiNqqLEn th.e t cryI�,o Appropriate multiplier from Page 1 -ii and Page b-15. PLA b-1 @� w� Atl���L{11� ' Design Check List for Pool Enclosures (Page 2 of 4) 7. Enclosure roof diagonal bracing in plan view ................................. - 8. Knee braces length, location, & size ........................................ (Table 1.7) 9. Wall cables or K -bracing sizes shown in wall views ...................... 4. Highlight details from the Aluminum Structures Design Manual: Yes A. Beam & purlin tables with size, thickness, spacing, & spans / lengths ............. (Tables 1.1 & 1.2 or 1.8 & 1.9) B. Upright & girt tables with size, thickness, spacing, & spans / lengths .............. (Tables 1.3 & 1.4) C. Table 1.6 with beam & upright combination ......... ....... ................ .. D. Connection details to be use such as: 1. Beam to upright........................................................... 2. Beam to wall.............................................................. 3. Beam to beam............................................................. 4. Chair rail, purlins, & knee braces ..................... ... ...... ... 5. Extruded gutter connections ........ ... ... .. ... ... ... 6. Angle to deck and / or sole plate .............................. .. .. .... 7. 'Anchors go through pavers into concrete .............. ... ... .. ... ... 8. Minimum footing and I or knee wall details ............. ....... ... ... ... 9. Cable or K- brace details Section 1 .......... ...... Wall area calculations for cables: W = wall width, H = wall height, R = rise W1 = width @ top of mansard, W2 = width @ top of wall E. Select footing from examples in manual. Example 1: Flat Roof No Front wall @ eave: ft. x ft. = ft.2 @ 100% = ft' W H a Largest side wall ft. x ft. = ft? @ 50% = ft? W H b Total area / (233 ft.' / cable for 3/32") = cable pairs TOTAL = ft.' or Total area / (4-45 ft.' / cable for 1/8") = cable pairs Side wall cable calculation: ft? @ 100% b Side wall area / (233 ft.' / cable for 3/32") = cable(s) or Side wall area / (445 ft.' / cable for 1/8") = cables) b-2 I Design Check List for Pool Enclosures (Page 3 of 4) R VV H W HOST FRONT SIDE WALL WALL Example 2: Gable Roof Front wall @ eave: ft. x ft. = ft? @ 100% =z W H a ft. Front gable rise*: ft. x 1/2(_ft.) = ft? @ 100% = R W b ft? ........ ...... Largest side wall: ft. x = ft.2 @ 50% = ft? W H c Largest side gable rise*: ft. x ft. = ft? @ 50% = . , ft? R W d Total area / (233 ft? / cable for 3132") = cable pairs TOTAL = .. ....... or Total area /(445 ft.2 /cable for 118") = cable pairs Side wall cable calculation: ft.2 + ft.2 = ft? @ 100% _ c d Side wall area / (233 ft? / cable for 3/32") = cables) or Side wall area / (445 ft.2 / cable for 118") = cable(s) RxW R Rx(1/2)W W H HOST FRONT SIDE WALL WALL Example 3: Transverse Gable Roof Front wall @ eave: ft. x ft. = ft? @ 100% _ W H a Front gable rise*: ft. x ft. = ft.2 @ 100% _ R W b Largest side wall: ft. x = ft.2 @ 50% _ W H c Largest side gable rise*: ft. x 112 (ft.) = ft? @ 50% _. . R W d 13 Total area / (233 ft.2 / cable for 3/32") = cable pairs or Total area / (445 ft? / cable for 1/8") = cable pairs Side wall cable calculation: ft? + ft? = ft? @ 100% _ .... ........ c d Side wall area / (233 ft.' / cable for 3/32") = cables) or ft.2 ft.2 Side wall area / (445 ft? / cable for 1/8") = cables} MA VIEWED ft.2 ft.2 ft? ft? ft? ft? Design Check List for Pool Enclosures (Page 4 of 4) Example 4: Mansard Roof Front wall @ eave: ft. x ft. = ft.' @ 100% _ ....... .. ... ...... ft.2 W H a Front mansard rise*: ft. x 1/2(i_ft. + ft.) = ft.2 @ 100%= ft.2 R W1 W2 b Largest side wall:. ft. x = ft .2 @ 50% = ft.., ........................ W H c Largest side mansard rise*: ft. x 1/2(__ft. + ft.) = ft2 @ 50% = ft.2 R W1 W2 d = Total area / (233 ft2 / cable for 3/32") = cable pairs TOTAL .......... ft' or Total area / (445 ft.2 / cable for 118") = cable pairs Side wall cable calculation: ft.2 + ft2 = ft., @ 100% = ft2 C d Side wall area 1 (233 ft.2 / cable for 3132") = cables) or Side wall area / (445 ft? / cable for 1/8") = cable(s) Example 5: Dome Roof Front dome wall @ eave: 0Q to ft. x eft. _ 60ft. @ 100% = 0(00 ft2 W H a Front dome rise*: 3.5 ft. x 1/2( 6t( ft.) = y55ft.= @ 100% = 45.5 ft.= R VP/ b Largest side wall: -07 ft. x jO = aMft.2 @ 50% W H c Largest side dome rise`: _j�' ft. x 017ft. _ _�ft.2 @ 50% _ ft. R W d TOTAL= . O.�2 Total area / (233 ft.' / cable for 3132") = cable pairs or Total area / (445 ft.' / cable for 1/8") _ cable pairs Side wall cable calculation: azo ft,2 + ft.2 = 70ft.2 @ 100% = a- 76 ft2 C d Side wall area / (233 ft.' / cable for 3132") = cables) or Side wall area / (445 ft.2 / cable for 118") = I cable(s) Notes: b-4 I SCREENED ENCLOSURES SECTION 1 W �j ----- -- 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 EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES ; H I RISER WALL WHERE QUIRED JRLINS (TYP.) AGONAL ROOF BRACING EE SCHEMATIC SECTION 1) ABLE BRACING K -BRACING (OPTIONAL) --� GIRT (TYP.) ' SCREEN(TYP.) esw,,,> ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) 1"x 2" (TYP,) PERIMETER WALLS FRAMING (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. PANS" REVIEWE nLawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT 09P -0 } (01F ANF® !'D PO BO TELEPHONE:(366) 67-T74F132121 FAX: (386) 767-65,% © COPYRIGHT 2004 PAGE NOT TO 8E REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, PE. 1-3 SE&ION 1 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" 7'-0" Allowable Span 'L' I bending 'b' or deflection'd' 2" x 2" x 0.044" 9'-10" b 8'-7" b 7'-8" b 6'-11" b 6'-15" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 8'-4" b 7'-7" b 7'-1" b 6'-7" b 6'-3" b 2" x 3" x 0.045" 13'-4" b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b 7'-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 11'4' b 10'-4" b 9'-7" b 8'-11" b 8'-5" b Self Mating 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 V/ bending 'b' or deflection 'd' T= 4'-0" M 5'-0" Allows, ,x.. ,,;.r ., 6'-0" .. Beam Spacing 7'-0" 8'-0" or deflection 'd' 1 9'-0" b 6-9" b 2" x 4" x 0.044 x 0.100"W24 15'-1" b 13'-1" 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" " b 18'-0" b 2" x 7" x 0.062" 21'-5" b 19'-2" b 17'-6" b 16'-2" b 15'-2" b 14'-3" b „ 2' x 7" x 0.055" x 0.120" 24,-9" 27'-11" b b " 1" b „ 2- 18'-9" b 21'-1" b 17'-6" b 19'-9" b b 16'-6" 18'-7" b b 37'-1" b ,. .. 28'1"b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 36'-1" b 32'-3" b 29'-5" b 27'-3" b 25'-6" b 24'-0" b 2" x 9" x 0.077"x 0.224" 45'-1" b 39'-1" b 34'-11" b 31'-11"lb 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" 32'-5" b 30'-4" 1 b 28'-7" b 2" x 10" x 0.092"x 0.369" 59'-6" b 51'-7"b46'-1" b 42'-1"38'-11" b 36'-5" b 34'11" b Snap 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 V/ bending 'b' or deflection 'd' 9'-0" 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 13'-0" b 12'-1" b 11'-3" b 10'-8" b 2" x 6" x 0.062" 31'-3" b 27'-1" b 24'-2" b 22'-1" b 20'-5" b 19'-2" b 18'-0" b 2" x 7" x 0.062" 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. 0pan is measured from center of beam and upright connection to fascia or wall connection. ° 5. bove spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam vection 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 puriin 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 214366, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 PAGE c 5 © COPYRIGHT 2004 1 -6 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P E. SECTION 1 Table 1.3 SCREENED ENCLOSURES Allowable Post I 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 aonlied load of 1 d it I sn ft Hollow Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 4'-0"1 5'-0" 6'-0" 1 7'-0" 1 8'-0" Allowable Helght'H' I bending'b' or deflection'd' 9' -0 - 2" x 2" x 0.044" 8'-4" b 7'-3" b 6'-6" b 5'-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1" b 7'-11" b 7'-1" b 6' 5" b 5'-11" b 5'-7" b 5'-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b 7'-11" b 7'-5" b 6'-11" b 6'-6" b 2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b 7'-7" b 23'-7" Self Mating Sections 2" x 4" x 0.044 x 0.100" 3'-0" 6'-11" " 0'-11" Tr' 4'-0" Allo' b 14'-8" b 18'-1" b ryWidth 5'4)" 13'-1" - " b 'W' = Upright Spacing 61"""' 7'-0" 1 8'-0" 'b' or deflection 'd' 11'-11" b 11'-1" b 10'4" 13'-8" b 12'-10" b 9'-9" b 12'-1" b b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-1" b 15'-10" b 14'-10" b 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16'-8" b 15'-9" b- .2" x 7" x 0.055" w/ insert 36'-3" b 31'-4" b 28'-1" b 25'-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b 21'-6" b 20'-4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-0" b 26'-11" b 24'-11" b 23'4" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25'-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50' 4" b 43'-7" b 38'-11" b 35' 7" b 32'-11" b 30'-10" b 29'-1" b Snap 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 Helght'H' I bending'b' or deflection'd' 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-8" b 7'-0" b 6'-6" b 6'-1" b 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" 1 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- -3"2" ] 2" x 7" x 0.062" 29'-5" b 25'-5" b 22'-9" b 20'4" b 19'-3" b 17'-11" b 16'-11" b - a: Ram o V yiiw ai wuiu velocmes orner man izu mvh, 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". 0n, sing screen panel width 'W' select upright length'H'.bove heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam ection 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 N REVIEWED P.O. BOX 214368, SOUTH DAYTONA. FL 32121 ? TELEPHONE: (386)767774 ®�D FAX: (366) 767{556 C1 F SF PAGE COPYRIGHT 2004 1-58 © NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 11 SCREENED ENCLOSURES SECTION1 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 Tn Rn— Wivh ru- - Hollow Sections 3'-6" Tributary Load Width `W' = Purlin Spacing 4'-0" 1 4'-6" 5'-0" 5'-6" 16'-0" Allowable Span V/ bending'b' or deflection'd' 6'.8'. 2" x 2" x 0.044 2" x 2" x 0.044" 7'-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'-9" d 6'-6" b 3" x 2" x 0.045" 8'-8" d 8'-3" d 7'-11" d 7'-8" d T-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 10'-8" b 10'-2- b 9'-8" b 9'-3" 9'-11" Snap Sections 3'-6" Tributary Load Width 'W'= Purlin Spacing 4'-0" 1 4'-6" 5'-0" 5'-6" 6'-0" 1 Allowable Span 'L' / bending 'b' or deflection 'd' 6'-8" 2" x 2" x 0.044 8'-5" d 8'-1" d 7'-9" d 7'-6" d T-3" d 7'-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-8" d 10' 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 1279" b 12'-2" b I 11'-8" b B. Sectinns Fastened Thrnur"h G— IAI .�._ 1— c_-_... n Tributary Load Width 'W' = Purlin Spacing Snap Sections 3'-6" 1 4'-0" 1 4'-6" 5'-0" 5'-6" 1 6'-0" 1 6'-8" Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" bi 10'-2" b 1 9'-7" b 9'-1" b I b I 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 6.040". 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 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 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) 767-4774 FAX: (386) 767.65556 I O COPYRIGHT 2004 NOT TO BE REPAGE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I A -C7 I Tributary Loa- , ng Hollow Sections 3'-6" 4'-0" 1 4'-6" 5'-0" 5'-6" 6'-0" 6'-8" Allowable Span 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" ti —I 8" b T-4" b 6'-11" b 6'-7" b 9'-11" b 9'-4" b 8'-10" 7'-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 1 10'-4" b 9'-10" b Tributary Load Width 'W' = Purlin Spacing Snap Sections 3'-6" 1 4'-0" 1 4'-6" 5'-0" 5'-6" 1 6'-0" 1 6'-8" Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 10'-11" bi 10'-2" b 1 9'-7" b 9'-1" b I b I 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 6.040". 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 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 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) 767-4774 FAX: (386) 767.65556 I O COPYRIGHT 2004 NOT TO BE REPAGE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I A -C7 I SCREENED ENCLOSURES' SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing Beam Upright Minimum Purlin, Girt Deck Notes Minimum Number of Screws' Beam Stitching Size Size & Knee Brace Size'" Anchors #8 x'A" #10x'/:" #12x'/," 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" 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 . . ., r.�._Rul 611 4 Partial La 10 8 6 #10 2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 14 12 10 #12 6 Partial Lap 16 14 12 #14 2" x 9" 2" x 6" 2" x 3" x 0.045" 6 Partial Lap 1 18 16 14 #14 2" x 9- 2" x 7" 2" x 4" x 0.050" 8 Partial Lap 1 20 18 16 #14 2"x 10" 2" x 8" 2" x 4" x 0.050" 10 Partial La2l 20 1 18 1 16 914 Screw Size Minimum Distance and Spacing of Screws Gusset Plate Thickness Edge To Center Center To Center Beam Size Thickness #8 5/16" 518" 2" x 7" x 0.055" x 0.120" 1/16" = 0.063" 910 318" 314" 2" x 8" x 0.072" x 0.224" 118" = 0.125" #12 112" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" #14 or 1/4" 314" 1-112" 2" x 9" x 0.082" x 0..306" 1/8" = 0.125" 5/16" 7/8" 1-3/4" 2" x 10" x 0.092" x 0.369" 1/4" = 0.25" 3/8" 1.1 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 1/16" gusset plate. 2. All gusset plates shall be a minimum of 5052 H-32 Alloy or have a minimum yield strength of 23 ksi. 3. For beam splice connections the number of screws shown is the total for each splice with 1/2 the screws on each side of the cut. 4. The number of screws is based on the maximum allowable moment of the beam. 5. The number of deck anchors is based on RAWL R Tapper 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 112" EACH SIDE To T-0" 2" x 3" x 0.045" 2" H-Channel With 3 #10 x 112" EACH SIDE (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 `,, ua+ (7� CIVIL ENGINEER - DEVELOPMENT CONSULTANT IfFa \11th FO'LA,,, P.O. BOX 214368, SOUTH DAYTONA, FL 32121 �1�kj _E TELEPHONE: (386) 767-4774 FAX: (386) 7676556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-61 r SECTION 1 2"x4"OR2"x6" SELF MATING BEAM 1"x 2" SNAP SECTIONS ATTACHED TO 2"x 2"W/ #10 x 1-1/2" S.M.S. @ 24" O.C. OR CONTINUOUS SNAP SECTIONS OR 2"x 3"(4) SPLINE GROOVE SECTION 1"x 2" OPEN BACK FASTENED TO POST W/ (2) #10 x 1-1/2" S.M.S. ATTACH 2"x 2" PURLINS TO SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 0 o I 0 o I 0 o „ (D GD - - - r ®® ---- ALTERNATE FLAT ROOF I SELECT FASTENER SIZE, NUMBER AND PATTERN (SEE TABLE 1.6 & 9.5A OR 9.513) 2"x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL PARTIAL LAP SCALE: 3"= l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER • DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (386) 767.4774 FAX: (386) 767.6556 r, i PAGE Q © 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 STRAP SUPER OR EXTRUDED GUTTER HOST STRUCTURE SPACING/2 * SPACING/2 - BEAM SET SPACING - SPACING/2 * SPACING/2 - BEAM SET SPACING - SECTION 1 STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" I ALTERNATE TRANSOM UPRIGHT \ \® C SUPER OR EXTRUDED GUTTER 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SPACING W/ (2) S.M.S. PER STRAP (SEE SECTION 9) 2" S.M.S. OR LAG SCREWS (SEE SECTION 9) ANGLE ORRECEIVING CHANNEL (SEE SECTION 9 FOR DETAILS) SELF MATING BEAM \ (SIZE VARIES) MAX. DISTANCE FROM FASCIA BEAM CAP_- TO HOST STRUCTURE WALL SCREW PATTERNS MAY VARY 24" WITHOUT SITE SPECIFIC (SEE TABLES OR NOTES FOR ENGINEERING SIZE AND NUMBER OF SCREWS) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3"= l'-0" ""LANS f,VOED Lawrence E. Bennett, P.E. FL # 16644 !�®�� CIVIL ENGINEER - DEVELOPMENT CONSULTANT e� u �� P.O. BOX 214368, SOUTH DAYTONA, FL 32121 1 TELEPHONE: (386) 767-4774 FAX: (366) 767.6556 COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 PAGE _21 I SECTION 1 GGG t 45°t P LENG OF KNEE BR E SCREENED ENCLOSURES G G G G G G G G J J LLl HOST STRUCTURE W_ ROOFING Z d r BEAM - SCREEN ROOF IL g > 0.050" H -CHANNEL 1- � U �OR GUSSETS � � w .® G G SPECIFIC ENGINEERING GGG t 45°t P LENG OF KNEE BR E SCREENED ENCLOSURES G G G G G G G G FASCIA AND SUB -FASCIA 2"x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS G I® V HOST STRUCTURE ROOFING SUPER OR G \(GD (2) 2" LAG SCREWS GUTTER HOST STRUCTURE (SEE SECTION 9 FOR SIZE) SPECIFIC ENGINEERING 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-21 FASCIA AND SUB -FASCIA 2"x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED GUTTER COMPOSITE 2" x 3" EAVE RAIL POST TO BEAM FASTENING (SEE TABLE 1.6) POST (SEE TABLE 1.3) SCREEN (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS G �- G ® SUPER OR G EXTRUDED MAX. DISTANCE TO GUTTER HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3"= V-0" Lawrence E. Bennett, P.E. FL # 16644 PKANkSi REVIEWED, CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX TELEPHONE: SOUTH 6) 7674 7 FL 32121 r5 O ® MNFORD TELEPHONE: (388) 767-4T7A FAX: (386) 767.65x8 PAGE © COPYRIGHT 2004 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. C SCREENED ENCLOSURES SECTION 1 oZ Co J Cr / LU m° I TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K -BRACING K -BRACING (IN WALLS) (IN WALLS) EACH DIAGONAL TO BE FASTENED EACH END W/ (2) EACH #10 S.M.S. (MIN.) 2 x 2 (MIN) ROOF DIAGONAL, MEET WALL AT WALL BRACING AT CORNERS (TYP.) (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/8" = 1'-0" LA VEWED Lawrence E. Bennett, P.E. FL # 16644 C1 E! F �AU FJ Fu" k7 t1� CIVIL ENGINEER • DEVELOPMENT CONSULTANT 6 ONP.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4774 FAX: (386) 767-6556 I OCOPYRIGHT NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 PAGE 1-39 I HOST STRUCTURE PANELS / ELEMENTSO ELEMENTS BRACED BY UNBRACED BY HOST DIAGONALS STRUCTURE TO BE BRACED ALTERNATE BRACING BY DIAGONALS IN - - - PATTERN, CORNER BRACES PERIMETER PANELS (MIN.) STILL REQUIRED ELEMENTS BRACED BY HOSTQ CABLE OR STRUCTURE CONNECTION K -BRACING (IN WALLS) BEAMS AIND OR PURLINS oZ Co J Cr / LU m° I TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K -BRACING K -BRACING (IN WALLS) (IN WALLS) EACH DIAGONAL TO BE FASTENED EACH END W/ (2) EACH #10 S.M.S. (MIN.) 2 x 2 (MIN) ROOF DIAGONAL, MEET WALL AT WALL BRACING AT CORNERS (TYP.) (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/8" = 1'-0" LA VEWED Lawrence E. Bennett, P.E. FL # 16644 C1 E! F �AU FJ Fu" k7 t1� CIVIL ENGINEER • DEVELOPMENT CONSULTANT 6 ONP.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4774 FAX: (386) 767-6556 I OCOPYRIGHT NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1 PAGE 1-39 I SECTION 1 SCREENED ENCLOSURES CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA 3/32" 233 S . Ft. / PAIR OF CABLES 445 Sq. Ft. !PAIR OF CABLES * TOTAL WALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8'x 32') = 256 Sq. Ft. SIDE WALL AREA @ 50% (8' x 20') = 80 Sq. Ft. TOTAL WALL AREA = 336 Sq. Ft. 233 Sq. Ft. x 2 sets = 466 Sq. Ft. > 336 Sq. Ft.; thus two sets of 3/32" cables is required. b) SIDE WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER I SIDE WALL CABLE ** 1I1)z I UNE PER 233 Sq. Ft. OF WALL 1/8" ONE PER 445 Sq. Ft. OF WALL SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for free standing pool enclosures use 100 % of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. Lawrence E. Bennett, P.E. FL # 16644 r� REVIEWED. CIVIL ENGINEER . DEVELOPMENT CONSULTANT 8�®� P.O. BOX 214388, SOUTH DAYTONA, FL 32121 TELEPHONE: (366) 767-4774 FAX: (366) 767.65x8 PAGE 1 A O © COPYRIGHT 2004 -4 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES (5)#10 S.M.S.(MIN.) - ® 1/8" x 1-1/2" x 8" FLAT BAR SECTION 1 0.125" PLATE OUT ON 45° ANGLE YE -BOLT OR TURNBUCKLE FOR CABLE TENSION _Z/ TAINLESS STEEL (SEE TABLE) , PERIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SCALE: 3" 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 #10 x 3/4" S.M.S. EACH SIDE MIN. (2) CLAMPS REQUIRED FOR CABLES ®®®® (TYP.) MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAII 1a SCALE: 3"= 1'-0" E>#I W� Lawrence E. Bennett, P.E. FL # 16644 PLANS, CIVIL ENGINEER - DEVELOPMENT CONSULTANT SAN p FORD P.O. BOX TELEPHONE: SOUTH 6) 767A 7 fl 32121 ►��®j TELEPHONE: (388) 787-4774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE A NOT TO BE REPRODUCED IN WHOLE OR0NPART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-41 SCREENED ENCLOSURES STAINLESS STEEL CABLE CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-41 FOR NUMBER OF CABLES REQUIRED SECTION 1 "" "" - 125" ANGLE /2" CONCRETE (MIN.) FROM EDGE OF )) OF SCREW 0 ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 2B SCALE: 3"= 1'-0" 5-1/2' (6" NOMINAL) L SLAB (MIN.) \ \ 5d (MIN.) u S 5d (MIN.) �J I SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR 3/32" CABLE AND 594# FOR 1/8" CABLE, FOR 3/32" CABLE (1) 1/4"x 1-1/2" CONCRETE ANCHOR (MIN.) @ 5d MIN. 0 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: 3" =1'-0" ���f [ Lawrence E. Bennett, P.E. FL # 16644 PLANS �� CIVIL ENGINEER - DEVELOPMENT CONSULTANT C !:]j 1� fr.,j ® P.O. BOX 214389, SOUTH DAYTONA, FL 32121 TELEPHONE. (388) 787-4774 FAX- (388)787.6-W ® COPYRIGHT 2084 PAGE NOT TO BE REPRODUCED IN WHOLE OR 01 PART WrDJOUT THE WRITTEN PERMMION OF LAWRENCE E. BENNETT. P.E.1-43 'SECTION 1 SCREENED ENCLOSURES SCREEN11 d' VARIES 1" x 2" O.B. BASE PLATE (TYP.) 4" SHOW SECONDARY t® 2" x (d - 2 ") x 0.063" ANGLE ®� EACH SIDE OF COLUMN W/ #10 le G S.M.S. (SEE SCHEDULE NEXT PAGE) ,. a A . CONCRETE ANCHOR a (SEE SCHEDULE NEXT PAGE) a NOTE: DETAIL ILLUSTRATES a . TYPICAL 2" x 4" S.M.B. COLUMN CONNECTION 2" 5d MIN.) SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES r- 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 O ' 5d DISTANCE 1/4" 4" 3/8" 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.) a a a a NOTE: SELECT CONCRETE 1-1/4" MIN. CONCRETE ANCHOR FROM TABLE 9.1 ANCHOR EMBEDMENT 6" (MAX.) — + 6" (MAX.) 3000 P.S.I. CONCRETE MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECK DETAILS SCALE: 3"= V-0" NOTE: FOR SIDE WALLS OF 2"x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER . DEVELOPMENT CONSULTANT MAN � �„ � A� P.O. BOX TELEPHONE: SOUTH DA 67-477 FL 32121 �{j �(���jJ TELEPHONE: (388) 767 4774 FAX: (386)767.6556 fa® PAGE 5 © COPYRIGHT 2004 1-50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 ALL CONCRETE ANCHOR BOLTS TO BE RAWL EXPANSION BOLTS OR EQUIVALENT SECONDARY 2" x (d - 2") x 0.063" ANGLE EACH SIDE OF COLUMN (SEE SCHEDULE PAGE 1-51) 2-3/8" BRICK PAVERS THIN SET BETWEEN CONCRETE AND PAVERS CONCRETE ANCHOR (SEE SCHEDULE PAGE 1-48) 3000 P.S.I. CONCRETE NOTE: DETAIL ILLUSTRATES TYPICAL 2"x 4" S.M.B. COLUMN CONNECTION PRIMARY 2" x 2" ANGLE (SEE SECTION 9) CONCRETE ANCHOR THRU PRIMARY ANGLE 1"x 2" BASE PLATE (TYP.) TYPICAL SELF MATING OR SNAP SECTION (2) 410 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHORS @ 24" O.C. 0 2-3/8' BRICK PAVERS 4-:4 6" (MAX) THIN SET BETWEEN MAX. SPACING 24" O.C. CONCRETE LAYERS FOR BOTH SIDES 1-1/4" (MIN.) CONCRETE 3000 P.S.I. CONCRETE FRONT VIEW 1 -1/4 - EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER 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 214386, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-M I ® COPYRJOHT 2004 PAGE q ,,gg A NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNm. P.E. 1 - 49 SCREEN 'd' VARIES (4" SHOWN) PRIMARY 2"X 2" x 0.063" ANGLE EACH SIDE ® I (2) #10 x 3/4" S.M.S. EACH SIDE ® ® 1"x 2" O.B. BASE PLATE (TYP.) 5d' MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 • 5d DISTANCE tj d d 3/8" 1-7/6• _a J GRADE ° 1-1/4" (MIN.) CONCRETE ANCHOR EMBEDMENT 2" (MIN.) (MIN.) 5d CII1C \/ICu► ` TYPICAL SELF MATING OR SNAP SECTION (2) 410 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHORS @ 24" O.C. 0 2-3/8' BRICK PAVERS 4-:4 6" (MAX) THIN SET BETWEEN MAX. SPACING 24" O.C. CONCRETE LAYERS FOR BOTH SIDES 1-1/4" (MIN.) CONCRETE 3000 P.S.I. CONCRETE FRONT VIEW 1 -1/4 - EMBEDMENT 2" x 4" OR LARGER SELF MATING SECTION POST TO DECK/PAVER 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 214386, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-M I ® COPYRJOHT 2004 PAGE q ,,gg A NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNm. P.E. 1 - 49 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. IDE WALL HOLLOW POST—TO— BASE 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 I SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 a OUALt: i'= l' -U" 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 109 / Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. FL # 16644LAN VIE ' o CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX TELEPHONE: SOUTH DAYTONA,67-477 FL 32121 �B %(OF F AN F0 TELEPHONE: (388) 767-4774 � k� �/ �" �" FAX: (386) 767.6&% PAGE 1 BYw O o I © COPYRIGRT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES CONCRETE DECK EDGE 2" x 2" PRIMARY ANGLE VARIES 5d (MIN.)' 2-1/2" (MIN.) BOLT O • 5d DISTANCE 1/4" 1-1/4" 3/8" 1-7/8" 1" x 2" O.B. BASE PLATE (TYP.) #10 x 3/4" S.M.S. (TYP.) 2"x S.M.B. COLUMN SECTION 1 DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN SECONDARY 2" x 2" x 0.063" ANGLE (SEE SECONDARY ANGLE ANCHOR SCHEDULE AND SECTION 9) CONCRETE ANCHORS INTO PRIMARY AND SECONDARY ANGLES / S.M.S. STITCHING SCREWS @ 24" O.C. FOR S.M.B. TOP VIEW POST TO DECK DETAIL (SEE TABLE 1.6 FOR SIZE) SCALE: 3"= V-0" Secondary Anchor Schedule Column Size S.M.B. or S.B. Total Concrete Anchors Total #10 x 3/4" S.M.S. 2 x 4 (4)1/4' 6 2 x 5 (4)1/4' 8 2 x 6 (4)1/4" 10 2 x 7 (4)1/4' 12 2x8 (6)1/4' 14 2 x 9 6)1/4" 16 2x10 10)1/4" 18 Notes: 1. See Section 9 for additional anchor information. 2. Secondary anchor schedule applies to side walls with uprights that are 2" x 5" and larger. 0 9 Lawrence E. Bennett, P.E. FL # 16644 SAS R FORD CIVIL ENGINEER - DEVELOPMENT CONSULTANT ��ggg itiia�lJa P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 7676556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION Or LAWRENCE E. BENNETT. P.E. 1-51