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103 Sand Pine Cir
CITY OF SANFORD PERMIT APPLICATION Permit #:-0-7-134,0 Date: 2 - ZO - O 7 F�e� VF Job Address: 103 Sf}naf Eine C; it . . fin �QLal 3 Z 7 3 4 oOr Description of Work: 2ci ' Y2' SC& -ten Pool AnG%Ta1Z� .,� 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: 9� Construction Type:_ # of Stories: —A_-# of Dwelling Units: ® Flood Zone: (FEMA form required for other than X) Parcel #: 02 - ZG - 3 0 - o T - 0000 — o Z /0 (Attach Proof of Ownership & Legal Description) Owners Name & Address: S4 A&on 5c hoar 103 S&ne / k �/3�/rd{L�/ f-% 3Z 773 /1 Phone: 1�07- J Z t- 3'5 -?-0 Contractor Name & Address: C en fP /9 Co An, y /% " 5',4,7 pond F-(. - 3.2%7` State License Number: 5CC05 0,21 Phone & Fax: 407-3Z3-6016 %-Ari 407-322401 Contact Person: /tl) 1c/%4A&1,) Phone: -902-3Z.34010 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: kAUAe/ic& nnPtf Phone: 3Sl�-76'7`It774- Address: _P© on>, :2114-392 So U A DAVAQ/7/a -3217-1 Fax: 3 g6 - 76'%-.665 6 i 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 may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies Acceptanc7ormit is verification tl at I will notify the owner of the property of the requirements of Ftoricla Lien Law, FS 713. Owner/Agent is _ Personally Known to Me or Contractor/Agent is _ Personally Known to Me or _ Produced ID Produced ID L APPLICATION APPROVED BY: Bldg: Zo ' g: ZZU/t/fs; FD: Be (Initial Date) (Initial & Date) (Initial & Date) (Initial & Date) Signature of Owner/Agent Date Signature of Co ctor/Agent Date Sc .A. l,t�� �M\ZN \o�\da Print Owner/Agent's Name f Print Con r/Agent's N o\ F 1VH Signator �>�9aofFlorida Date Signature ofNotary-StateofF m•8 My Comm. exp. June 27, 2007. My cod` m.No• Comm. No. DD 214746 �°0 Special Conditions: Special Conditions: PROPOSAL Central Aluminum SCREEN SERVICE 701 Cornwall • Sanford, Florida 32773 4' (407) 323-6010 • (904) 775-4751 9M 0 POOL ENCLOSURES • PATIO ROOMS • CARPORTS • AWNINGS • VINYL WINDOWS ``01'0' LIC# RX0021055 Date k Estimate El Order SCREEN Mesh.......... Color .......... ROOF Enamal ........ Color .......... DOORS I.S. Swing ...... O.S.Swing ...... SPLASH Size.......... Color .......:.. POST Size........... BEAM - Size ........... EAMSize........... Color .......... GUTTER Color .......... Size........... Downspout ..... Color .......... Customer fi,411641 .Sc )-)00,1 Mailing Address /c,3Gr- Job Address 61-1,21C^ H- U6 6 7- 3 2 4s - 4i. go Phone G' t46,7 i�32 -6"1162—_Work Lot Blk. Sub. Job Description I Amount Install Pool Enclosure Roof Style Fiberglass Screen Aluminum Roof Box Beams 2 x 2 Purlins Walls Posts, 2 x 2 Chairail, Doors -aq' Z ;�cE1;i2,j 3il-' 32/ Total Less Down Payment 25-7, CJ e o S rr I 116 BALANCE PAYABLE UPON COMPLETION UNLESS OTHERWISE SPECIFIED Pt, Vropose hereby to furnish material and labor — complete in accordance with above specifications, for the sum of: dollars $ Payment to be made as follows:u s �%%G ` 2_ J%�LIe� G'1i"1//c%/i 7 All material is guaranteed to be as specified. All work to be completed in a workmanlike manner according to standard practices. Any alteration or deviation from above specifications involving extra costs will be executed only upon written orders, and will become an extra charge over and above the estimate. All agreements conligent upon strikes, accidents, or delays beyond our control. Owner to carry fire, tornado, and other necessary insurance. Our workers are fully covered by Workman's Compensation Insurance. .................................................................................................................................................................... ,Acceptance of Prapasal — The above prices, specifications, and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. Data of arrpntanre Authorized Signature c% Q Note: This proposal may be withdrawn by us if not accepted within days ......................................................../..�..i...y...........,.......................:.......... Signatur Signature 1JR e A94.R IZA SE1v1lArOLE COLIAFTY FCORtD.iS ?WTLiRAL CtiO10E 1111111 ill II 111 II 111111111111111 III 11111 II II1 II 11111 III 11111 NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit No. Tax Folio No. (PID) 02 - zo -- 3o - So 9 - 6>c,c3 0 - o Z/C1 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the fbag information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (1,egal description of the property and /Jstreet address) dee/ I.o z1 g-'Jdell V,114S 1(5 clef © "3 !Lnit 12�Qd < 2 Tpn, Ilj 1=1 3 L 2,73 GENERAL DESCRIPTION OF IMPROVEMENT z q ' x 3z �cCer1 nacr/ - ,�C-rxkSj;ttw/fh f0074c-45 OWNER INFORMATION Name an &r &L6h LZon Sc h o, -)n /03 S 19'ri O I1& Li / . Lan-fel/1'w P-1- -3 z '1 -3z 773 Interest in property (Fee Simple, Partnership, etc.) NAME AND ADDRESS OF FEE SIMPLE TITLE HOLDER (IF OTHER THAN OWNER) Name and address (fernf /-'M/mrgUr''-\ ;_l 'f-57/-J SURETY (Bonding Company) Name and Amount ofBond Name and CERTIFIED%00y'! SEMIN06E aY r HURT ,,FLORIDA M . 1'r'I Z `r! 1. rn C) =I CD i? I'n tx, x! :A a 1P M r-} Persons within the State of Florida designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(lxa)7., Florida Statutes: Name and address All,") , In addition to nisei Owner designates provided in Section 713(l)(b), Florida Statutes. Of to receive a copy of the Lienors Notice as Expiration Date of Notice of Commencement (The expiration date is 1 year from date of recording unless a different date is ) e�" Signatme of Owner, �• S�f►t"(H e�aa Sworn o apd so , o me this 2 G 'r� Dap of reI3 i r+r 20 v ct SER ,State °t F120� 1 %i �i I�ilne My Commission Expires: NOta�Y Pub exP • 1 Al A6 Notary Public C°mm ° • The foregoing instrument was acknowledged before me this Z G f -ti day of Ff- 13 P U r r n,4 , 2067 by (name of person acknowledged), who is personally known to me or who has produced 0/` (type of identification) as inemification and who dididid not take an oath. Seminole County Property Appraiser Get Information by Parcel Number Pale 1 of 1 http://www.scpafl.org/web/re_web.seminole_county title?parcel=02203050900000210&c... 2/20/2007 DAVID JOHNSON. CFA, ASA 3 9192949696 97 37 PROPERTY �� APPRAISER �i� a W 26 23 Z 29 -' t ' SEMINOLE COUNTY FL. / 14 d= ad 1 101 E. FIRST 5T 1� 4 is 12.0 W <1 SAHFCMD, FL32771-1468 407-665-75M A6 97 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 02-20-30-509-0000-0210 Number of Buildings: 1 Owner: SCHOON SHARON W Depreciated Bldg Value: $107,129 Mailing Address: 103 SAND PINE CIR Depreciated EXFT Value: $4,250 City,State,ZipCode: SANFORD FL 32773 Land Value (Market): $22.000 Property Address: 103 SAND PINE CIR SANFORD 32773 Land Value Ag: $0 Subdivision Name: HIDDEN LAKE VILLAS PH 1 Just/Market Value: $133,379 Tax District: S1-SANFORD Assessed Value (SOH): $67.883 Exemptions: 00 -HOMESTEAD (2001) Exempt Value: $25.000 Dor: 0103-TOWNHOME Taxable Value: $42.883 Tax Estimator SALES 2006 VALUE SUMMARY Deed Date Book Page Amount Vacllmp Qualified Tax Value(without SOH): $1,992 WARRANTY DEED 06/2000 03873 1373 $63.900 Improved Yes 2006 Tax Bill Amount: $812 WARRANTY DEED 12/1997 03355 1643 $66,000 Improved Yes Save Our Homes (SOH) Savings: $1.180 WARRANTY DEED 08/1992 02476 0309 $59,900 Improved Yes 2006 Taxable Value: $41.227 WARRANTY DEED 07/1983 01471 0270 $39,900 Improved No DOES NOT INCLUDE NON -AD VALOREM Find Comparable Sales within this Subdivision ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Land Unit Land PLATS: Pick... Method Frontage Depth Units Price Value LEG LOT 21 HIDDEN LAKE VILLAS PH 1 PB LOT 0 0 1.000 22.000.00 $22.000 26 PGS 99 TO 101 BUILDING INFORMATION Bid Bid Type Year Fixtures Base Gross Living Ext Wall Bid Value Est. Cost Num Bit SF SF SF New 1 SINGLE 1983 6 1.020 1.443 1,020 CB/STUCCO $107,129 $118.375 FAMILY FINISH Appendage / Sgft OPEN PORCH FINISHED / 16 Appendage t Sqft ENCLOSED PORCH UNFINISHED / 121 Appendage 1 Sgft GARAGE FINISHED/ 286 NOTE: Appendage Codes included in Living Area: Base. Upper Story Base. Upper Story Finished. Apartment. Enclosed Porch Finished. Base Semi Finshed Permits EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New POOL GUNITE 1985 450 $4.050 $9.000 CONCRETE PATIO 1983 200 $200 $500 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *" If you recently purchased a homesteaded property your next ear's property tax will be based on JustlMarket value, http://www.scpafl.org/web/re_web.seminole_county title?parcel=02203050900000210&c... 2/20/2007 Architectural Control Committee (ACC) approval for impmvetrtextts to exterior of Hidden Lake Villas and Carlton Horses, Instructions: Phase complete the following information and mail or fax form to the address below. Upon approval, a signed copy will be forward to you. Visual inspection by ACC member or Managing Agent may be necessary. Some improvements may require a permit from the City of Sanford and application would be made after receipt of approval. (Please Print) Name: Address:�_ RILVC�/,�C� Telephone:-oZ �-' J �� Fax: Date:- 2,744 -677 - Description .744 -G77Description of Improvements: For Fences and additions: Applicant; trust submit drawing on Plat or Survey of property showing it is 10 (Ten) Poet from pro erty line. i For painting: Villas -Applicant mu provide color selection package number. Homes - Applicant m st provide paint color samples(s). Signature of Applicant: Mail to: Sanford Hidden L Villas HOA, Inc PO box 180004 Celberry, F1.32 18-10044 Fax: 407-290-8576 - Any uestians call the Managing agent on 407-340-0006. Approved by Representative of ACC r Association Hoard Member or Managing. Agent. Date: 7 `>3 -19;r OG�p$%O jy o IV OF Code violations found during inspection - Structural plan review is limited to a are required to be corrected. general survey for code compliance. No Plan/permit issuance does not grant review is implied nor was taken to approval of a code violation. 2004 verify structural adequacy FBC10"9.1 U TX 7 x kl .Nj x 0) x c� r 0) Cc Vj v o I 9 U 0 Ci 4 O i I i Zx r O f C7 z cc w Z z U CC CC O W z 0 m W I r 11' 0 ir 0 0 J J ^� V z Q J 0 �^ O a J i U U a T 0 z � 0 cc opo W a C7 DC co x Code violations found during inspection - Structural plan review is limited to a are required to be corrected. general survey for code compliance. No Plan/permit issuance does not grant review is implied nor was taken to approval of a code violation. 2004 verify structural adequacy FBC10"9.1 U zo N S f"C� TX 7 x kl .Nj x 0) x r moJN,._. 9 ..I Ci 4 i I i Zx r O f zo N S f"C� TX 7 x kl .Nj x 0) x moJN,._. zo N S f"C� .. f SCREENED ENCLOSURES SECTION 1 TYPICAL DOME ROOF - ELEVATION EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H II SCALE: N.T.S. RISER WALL WHERE QUIRED 1RLINS (TYP.) AGONAL ROOF BRACING EE SCHEMATIC SECTION 1) \BLE 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: LS REVIEWED Lawrence E. Bennett, P.E. FL # 16644 ��n S p® �NFORD CIVIL ENGINEER -DEVELOPMENT CONSULTANT !�1 4F 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. I 1-3 I © W PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) H 7-- 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 EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H II SCALE: N.T.S. RISER WALL WHERE QUIRED 1RLINS (TYP.) AGONAL ROOF BRACING EE SCHEMATIC SECTION 1) \BLE 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: LS REVIEWED Lawrence E. Bennett, P.E. FL # 16644 ��n S p® �NFORD CIVIL ENGINEER -DEVELOPMENT CONSULTANT !�1 4F 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. I 1-3 I © SECTION 1 SCREENED ENCLOSURES 2"x4"OR 2" 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 Y (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) _ �I � I eLed— r ®® ALTERNATE FLAT ROOF I SELECT FASTENER SIZE, NUMBER AND PATTERN. (SEE TABLE 1.6 & 9.5A OR 9.56) 2" x 3" HOLLOW OR SNAP SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT PLANS REVIEWED P.O. BOx 214368; SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 CITY OF SANFO"'IRD FAX: (386) 767.6556 PAGE © COPYRIGHT 2004 1-8 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 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 SCREENED ENCLOSURES I® 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 rn C-: ® SUPER OR ® 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" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 PLANS ��� �� CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX TELEPHONE: SOUTH DA TONA,67-477 FL 32121 SAN I� ® � TELEPHONE: (386)767-4774 Ij� FAX: (386)767-6556 PAGE © COPYRIGHT 2004 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. J J Z W uj Z d BEAM - SCREEN ROOF a g > ' WOE 0.050" H -CHANNEL UJ z OR GUSSETS Ei ®® 45°± LENG OF KNEE BR E HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 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 SCREENED ENCLOSURES I® 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 rn C-: ® SUPER OR ® 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" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 PLANS ��� �� CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX TELEPHONE: SOUTH DA TONA,67-477 FL 32121 SAN I� ® � TELEPHONE: (386)767-4774 Ij� FAX: (386)767-6556 PAGE © COPYRIGHT 2004 1-28 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 / \ I / \ o U) z � J W / CO / I TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K -BRACING K -BRACING (IN WALLS) (IN WALLS) EACH DIAGONAL TO BE 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) 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" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-39 HOST STRUCTURE PANELS/ELEMENTS O 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 AND / OR PURLINS / \ I / \ o U) z � J W / CO / I TYPICAL LAYOUT BEAMS OR PURLINS CABLE OR CABLE OR K -BRACING K -BRACING (IN WALLS) (IN WALLS) EACH DIAGONAL TO BE 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) 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" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7674774 FAX: (386) 767-6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-39 SECTION 1 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 Sq. Ft. / PAIR OF CABLES 1/8 ' 445 Sq. Ft. / PAIR OF CABLE -SD * TOTAL ALL AREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (B' 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 SIDE WALL CABLE ** 3/32" ONE PER 233 Sq. Ft. OF WALL 1/8' 'ONE PER 445 Sq. Ft. OF WAL , ** 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��® CIVIL ENGINEER - DEVELOPMENT CONSULTANT PLANS P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 CITY OF SANFOKU FAX: (386) 767-6556 PAGE A © COPYRIGHT 2004 1-40 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 ® 1 0.125" PLATE OUT ON 45° ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION STAINLESS STEEL (SEE TABLE) 0 PERIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 SECTION 1 A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER WASHER EACH SIDE OF ® / FRAME MEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4) B MIN. (2) CLAMPS REQUIRED #10 x 3/4" S.M.S. EACH SIDE FOR CABLES ®®®® (TYP.) o MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF CABLE CONNECTION - DETAIL 1A SCALE: 3" = 1'-0" PLANS REVIEWED Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT CM F SAN �� � ® P.O. BOX 214368, SOUTH DAYTONA, FL 32121 U 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 SCREENED ENCLOSURES STAINLESS STEEL CABLE CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-41 FOR NUMBER OF CABLES REQUIRED Mitt\ Sa SECTION 1 2" x 2" x 0.125" ANGLE 2-1/4" x 1-1/2" CONCRETE ANCHORS (MIN.) a 5 MIN. 3-3/4" (4" NOMINAL) SLAB i DISTANCE FROM EDGE OF SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL DETAIL 2B SCALE: 3" = 1'-0" 5-1/2" (6" NOMINAL) G SLAB (MIN.) \ \ \ \ 5d (MIN.) u S ar4,-� 5d (MIN.) 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. 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 27C Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386)767-4T74 FAX: (386) 767-6556 COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-43 SECTION 1 SCREENED ENCLOSURES SCREEN 'd' VARIES � 4" SHOW v 1" x 2" O.B. BASE PLATE (TYP.) SECONDARY ® ®� 2" x (d - 2 ") x 0.063" ANGLE EACH SIDE OF COLUMN W/ #10 S.M.S. (SEE SCHEDULE NEXT PAGE) °' d d ' CONCRETE ANCHOR ° °. A (SEE SCHEDULE NEXT PAGE) ° d . NOTE: DETAIL ILLUSTRATES TYPICAL 2" x 4" S.M.B. COLUMN 2" 5d CONNECTION (MIN.) (MIN.) SIDE VIEW SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL SCREWS INTO SCREW BOSSES NOTE: SELECT CONCRETE ANCHOR FROM TABLE 9.1 3000 P.S.I. CONCRETE 6" (MAX.) d ° d 6" (MAX.) 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE #10 x 3/4" S.M.S. EACH SIDE (SEE SCHEDULE.NEXT PAGE) 5d` MINIMUM EDGE DISTANCE FROM EXTERIOR OF COLUMN TO OUTSIDE EDGE OF SLAB BOLT 0 ' 5d DISTANCE 1/4" 1-1/4" To I 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.) 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT 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 PLANS REVIEWED P.O. BOX 214368, SOUTH DAYTONA, FL 32121 +� TELEPHONE: (386) 767-4774 CITY F SANFORD FAX: (386) 767.6556 PAGE © 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 SCALE: 3" = 1'-0" Secondary Anchor Schedule Column Size S.M.B. or S.B. DETAIL ILLUSTRATES TYPICAL Total #10 x 3/4" S.M.S. 2" x 4" S.M.B. THRU 2" x 9" SUB (4) 1/4" CONNECTIONS CONCRETE DECK EDGE (4) 1/4, 2" x 2" PRIMARY ANGLE SCREEN VARIES 10 2 x 7 (4) 1/4" 12 2 x 8 (6) 1/4" 14 5d (MIN.)* (6) 1/4" — — — — (10) 1/4" 2-1/2" (MIN.) f — — — SECONDARY 2" x 2" x 0.063" ANGLE (SEE SECONDARY BOLT 0 •5d DISTANCE ANGLE ANCHOR SCHEDULE 1/4" 1-1/4" ® ® AND SECTION 9) 3/8" 1-7/8" 1" x 2" O.B. BASE PLATE (TYP.) CONCRETE ANCHORS INTO ® ® PRIMARY AND SECONDARY ANGLES #10 x 3/4" S.M.S. (TYP.) S.M.S. STITCHING SCREWS 2 " x S.M.B. COLUMN @ 24" O.C. FOR S.M.B. (SEE TABLE 1.6 FOR SIZE) SCALE: 3" = 1'-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 2x6 T4T 1/4" 10 2 x 7 (4) 1/4" 12 2 x 8 (6) 1/4" 14 2 x 9 (6) 1/4" 16 2 x 10 (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. PLANS" REVIEWED Lawrence E. Bennett, P.E. FL # 16644 ��OF � n CIVIL ENGINEER - DEVELOPMENT CONSULTANT ®8�F8� 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. 1-51 SCREENED ENCLOSURES ALUMINUM FRAME SCREEN WALL ANCHOR ALUMINUM FRAME TOWALL OR SLAB W/ 1/4" x 2-1/4" MASONRY ANCHOR W/ IN 6" OF POST AND @ 24" O.C. MAXIMUM (1) #5 0 BAR CONTINUOUS CONCRETE ANCHORS SHALL EMBED INTO CONIC. THROUGH CAP BLOCK OR BRICK 1-1/2" MIN. 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" Q.M.S. STRAP TO POST AND (1) 1/4" x 1-3/4" TAPCON TO SLAB OR FOOTING SECTION 1 CONCRETE CAP BLOCK OR BRICK (OPTIONAL) 8" x 8" x 16" BLOCK WALL (MAX. 32") (1) #5 BAR @ CORNERS AND 10'-0" O.C. FILL CELLS AND KNOCK OUT BLOCK TOP COURSE W/ 3000 PSI PEA ROCK CONCRETE DECK OR GROUND LEVEL RIBBON FOOTING OR MONOLITHIC IF MONOLITHIC SLAB IS USED (SEE NOTES OF DETAILS NEXT PAGE) (2) #5 0 BARS MIN. 2-1/2" OFF GROUND KNEE WALL FOOTING FOR SCREENED ENCLOSURES SCALE: 3/4" = l'-0" d 00 •v 8" ALUMINUM STRUCTURE (SIDE WALL ONLY) _ FOOTING 2500 PSI CONCRETE W/ (1) #50 OR (2) #30 CONT. BARS MIN. 2-1/2" OFF GROUND RIBBON FOOTING - TYPE 1 SCALE: 3/4 V-0" ° 00 12" --� ALUMINUM STRUCTURE (ALL FRONT WALLS) FOOTING 2500 PSI CONCRETE W/ (3) #30 OR L2) #5.0-BARS-C.O TINUOUS BARS=ItAI:- 1 2" OFF GROUND RLBBON FOOTING - TYPE 2 SCALE: 3/4" = 1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767.6556 © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 1-53 SCREENED ENCLOSURES 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4" x 1-3/4" CONCRETE ANCHOR TO SLAB OR FOOTING SECTION 1 ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE'S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) (3) #30 BARS OR (1) #50 BAR W/ 2-1/2" COVER (TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCALE: 3/4" = V-0" 2) #3 BAR CONT. OR 2'-0" MIN. 3-1/2" (TYP. (1) 45 BAR CONT, BEFORE SLOPE ALL SLABS) a ° �_ 00 8 TYPE I TYPE II FLAT SLOPE / NO FOOTING MODERATE SLOPE FOOTING 0-2" / 12" 2" / 12" - V-10" (1) #5 BAR CONT. (3 #3 BAR CONT. OR TYPE III STEEP SLOPE FOOTING > 1'-10" Notes for all foundation types: 1. No footing required except when addressing erosion until the slab width in the direction of the primary exceeds 32 ft., then a Type II footing is required under the load bearing wall only unless the side wall exceeds 16 ft. in height or the enclosure is in a "C" exposure catagory in which case a Type II footing is required for all walls. 2. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified, using a pocket penetrometer, field soil test, or by a soil testing lab, to be above 1,500 PSF prior to placing the slab. 3. The slab / foundation shall be cleared of debris and roots and compacted prior to placement of concrete. 4. Monolithic slabs and footings shall be minimum 2,500 psi concrete with 6 x 6 - 10 x 10 welded wire mesh or crack control fiber mesh: Fibermesh @ Mesh, InForceTM' 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" t1 Lawrence E. Bennett, P.E. FL # 16644 FI REVIEWED CIVIL ENGINEER - DEVELOPMENT CONSULTANT Lav �{/ E P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 i I T FAX: (386) 767.6556 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. P PAGE 1 -JCcJ I @ COPYRIGHT 2004 SECTION 1 b 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 9'-0" 2" x 4" x 0.044 x 0.100" 3'-0" 1 4'4" 5'-0" 1 6'-0" 1 7'-0" 1 8'4" 1 9'-0" b 17'-4" Allowable Span 'L' / bending 'b' or deflection 'd' b 14'-2" 2" x 2" x 0.044" 9'-10" b 8'-7" b 7'-8" b 6'-11" b 6'-6" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 8'4" b 7'-7" b 7'-1" b 6'-7" b 6'-3" b 2" x 3" x 0.045" 13'4" b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b 7'-8". b 17'-6" 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" lb Self Mating Sections 3'-0" Tributary Load Width 'W'= Beam Spacing 1 4'-0" 1 5'-0" 1 6'4" 1 7'-0" 1 8'4" 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 16-6" b 14'-2" b 13'-1" b 12'-3" b 11'-6" b 2" x 5" x 0.050" x 0.100" 24'-9" b 21'-5" b 19'-2" b 17'-6" b 16-2" b 15'-2" b 14'-3" b 2" x 6" x 0.050" x 0.120" 28'-7" b 24'-9" b 22'-2" b 20'-3" b 18'-9" b 17'-6" b 16'-6" b 2" x 7" x 0.055" x 0.120" 32'-3" b 27'-11" b 24'-11" b 22'-9" b 21'-1" b 19'-9" b 18'-7" b " x 7" x 0.055" I" x 8" x 0.072" x 0.224" ) 42'-10" 41'-7" b 37'-1" b 36-1" b 33'-2" b 32'-3" b 30'-4" b 29'-5" b -- " _b b 27'-3"!25'-6" 26'-3" b 24'4" b b 24'-0" b " x 9" x 0.0 x 45'-1" b 39'-1" b 34'-11" b 31'- 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 1 28'-7" b 2".x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46'-1" b 42'-1" ti 38'-11" b 36'-5" b 34'-4" b Snap Sections 3'-0" Tributary Load Width W'-- Beam Spacing 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 1 9'-0" 2" x 2" x 0.044" 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. S�Bniseasu a fro cen�oftbeam and upright connection to fascia or wall connection. 5. ans do not includef knee brace 'Add horizontal distance from upright to center of brace to beam conthe above spansbeam spans. 6. 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. 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) 7676556 PAGE © COPYRIGHT 2004 1-56 1 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 30°-30'-00" North (Jacksonville, FL) A. Secfinnc Facfan—1 T- Ia.— wo4a, ri:.._ Hollow Sections Tributary Load Width 'W' = Purlin Spacing --47--6-----T-5,-011 Tributary Load Width 'W' = Purlin Spacing Allowable Span V/ bending 'b' or deflection 'd' 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 1 6'-0" 1 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' Allowable Span VI bending 'b' or deflection 'd' 2" x 2" x 0.044 2" x 2" x 0.044" 7'-8" d 7'-4" d 7'-0" d 6'4" d 6'-6" b EFY 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 T-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 10'-8" b 10'-2" b 9'-8" b 9'-3" b 8'-9" b Snap Sections Tributary Load Width 'W' = Purlin Spacing --47--6-----T-5,-011 Tributary Load Width 'W' = Purlin Spacing Allowable Span V/ bending 'b' or deflection 'd' 3'-6" 1 4'-0" 1 4'-6" 1 5'-0" 5'-6" 1 6'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 1 6'-0" 1 6'-8" Allowable Span 'L' / 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 7'-9" d 7'-6" d 7'-3" d 7'-0" d 6'-9" d 2" x 3" x 0.045" 11'-7" d 11'-1" d 10'-8" d 10'-4" d 9'-11" b 9'-6" b 9'-0" b 2" x 4" x 0.045" 14'-8" d 14'-0" d 13'-6" d 12'-9" b 12'-2" bj 11'-8" b 11'-1" b B_ SPCfinnc Facfa narl Th --k Q...---, IAI— —_ n Hollow Sections Tributary Load Width 'W' = Purlin Spacing --47--6-----T-5,-011 Tributary Load Width 'W"= Purlin Spacing Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" unfa.• 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 1 6'-0" 1 6'-8" Allowable Span 'L' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-2" b 8'-7" b 8'-1" b 7'-8" b 7'4" b 6'-11" b 6'-7" b 2" x 2" x 0.055. _ 9'-11" b 9'-4" b 8'-10" b 8'4" b T-11" b b 7'-3" b 2" x 3" x 0.050"'1 2" x 4" x 0.050" 12'4" 13'-7" b 11'-7" b 10'-11" b 10'4" b 9'-10" b" 9'-5'b b 12'-8" b 11'-11" b 11'-4" b 10'-10" b b 8'-11'__d 9'-10" Snap Sections Tributary Load Width 'W' = Purlin Spacing --47--6-----T-5,-011 3'-6" 4'-0" 5'-6" 6'-0" 6'-8" Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" unfa.• 10'-11" b 10'-2" b 9'-7" b 1 9'-1" b 1 8'-8" 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Spans are based on a minimum of 10# / Sq. Ft. for up to a 150 M.P.H. wind load.3. Span is measured from center of beam and upright connection to fascia or 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" ( r roi 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 © COPYRIGHT2004 PAGE CI 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 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 9'-0" 3'4" 4'-0" 1 5'4" 1 6'-0" 7'4" 1 8'4" 1 9'-0" Allowable Height 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 8'-44b9'- '-3" b 6'-6" b T-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" 9'-1-11" b 9'-9" b b 7'-1" b 6'-5" b 5'-11" b 5'-7" b 5'-3" b 2" x 3" x 0.045" 11'-39" 16'-2" 18'-9" b 8'-9" b 7'-11" b 7'-5" b W-11" b 6'-6" b 2" x 4" x 0.050" 12'-50'-9" b 12'-1" b b 13'-11" b b 9'-7" b 8' 9" b 8'-1" b 7'-7" b 7'-2" b Self Mating Sections 3'-0" Tributary Load Width W'= Upright Spacing 1 4'-0" 1 5'-0" 6'-0" 1 7'-0" 8'-0" Allowable Height ' ing 'b' or deflection 'd' 1 9'-0" 2" x 4" x 0.044 x 0.1 2" x 2" x 0.044" 14'-8" b 13'-1" 11'-11" 11'-1" b 10'-4" b 9'-9" b 2" x 5" x 0.050'i ---- P .100 2" x 6" x 0.050" x 0.120" b 7'-4" 18'-1" 20'-11" b b 16'-2" 18'-9" b b 17'-1" - b 5'-10" "b b 12'-10" 14'-10" b 12'-1" b b 13'-11" b 2" x 7" x 0.055" x 0.120" t331" 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16'-8" b 15'-9" b2" x 7" x 0.055" w/ insert 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" 30'-6" b 2T-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 33'4" b 29'-6" b 26-11" b 24'-11" b23'-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[30'-1 25'-8" b 24'-2" b 1.2" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b0" 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" AllowableHeight 'H'/ bending 'b' or deflection 'd' 1 9--0--- '-0"Allowable 2" x 2" x 0.044" 9'-11" b 8'-7" b 7'-8" b 7'-0" b 6'-6" b 6'-1" b 5'-9" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'-4" b 7'-10" b 7'-4" b 2" x 4" x 0.045" 15'-7" b 13'-6" b 12'-1" b 11'-0" b 10'-2" b 9'-7" b 8'-11" b 2" x 6" x 0.062" 26'-5" b 22'-10" b 20'-5" b 18'-8" b 17'-3" b 16'-2" b 15'-3" b 2" x 7" x 0.062" 29'-5" b 25-5" b 22'-9" b 20'-9" b 19'-3" b 17'-11" b 16-11" b * For allowable heights at wind velocities other than 120 MPH, see conversion table 1A on the specification page for tables at the beginning of this section and example below. Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screen panel width 'W' select upright length 'H'. 3. Above heights do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 4. Site specific engineering required for pool enclosures over 20' in mean roof height. 5. Height is to be measured from center of beam and upright connection to fascia or wall connection. 6. Chair rails of 2" x 2" x 0.044" min. and set @ 36" in height can be considered as residential guardrails provided they are attached with min. (3) #10 x 1-1/2" S.M.S. into the screw bosses and do not exceed 8'-0" in span. 7. Heights may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR'C' EXPOSURE CATAGORY AND/OR WINDZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE @ COPYRIGHT 2004 1-58 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 Table 1.4 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights for Secondary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.* A. Sections As Horiznntalc Fnctanad Tn 13—ft wifh ri; . Hollow Sections 3'-6' Tributary Load Width 'W' 1 4'-0" 1 4'-6" 1 5'-0" 1 5'-6" 1 6'-0" Allowable Heights 'H'/ bending 'b' or deflection 'd' 1 6'-8" 2" x 2" x 0.044" 6'-10" d 6'-6" b 6'-1" b 5-9" b 5'-6" b 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•' 1 7'-9" d 7'-5" d 7'-1" d 6'-10" d 6-7" b 64" b 5'-11" b 11'-6" 9'-4" b 8'-9" b 8'-3" b 7'-10" b 7'-5" b T-2" b 6'-9" b 1 10'-3" b 9'-7" b 9'-0" b 8'-7" b 8'-2" b 7'-10" b T-5" b Snap Sections Allowable Heights 'H' / bending 'b' or deflection 'd' I L-- X z-- x U.1.144' I T-6" d 1 7'-2" d 1 6'-11" d 1 6'-8" bT 6'4" b 6'-1" b5'-9" b B. Sections As Horizontals Fastened To Posts Through Side Into Screw Bosses Hollow Sections 3'-6' Tributary Load Width `W' 4'-0" 4'-6" 1 5'-0" 1 5'-6" 6'-0" Allowable Heights 'H' / bending 'b' or deflection 'd' 6'-8" 2" z 2" x 0.04P) 44 b T - J" b 6'-10" b 6'-6" b 6'-2" b5'-11" b 5'-7" b x x. 8'-5" b 1" 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 7'-5" b 7'-1" b 6'-8" b 045" 10'-5" b 97 ' b 9'-2" b 8'-9" 'b8'-4" b T-11" b T-7" b 2" x 4" x. 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 8'-1" b 1 7'-8" b 1 7'-4" b 1 7'-0" b 6'-8" b - �ro•••� a• "14— -- —* UUMI roan .cU mrn, see conversion table lA 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. •� C-.. f-/� I �� 3� ��I III ,4�, f � i.'„ �W �; �'-'' Lawrence E. Bennett, P.E. FLY 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 7673774 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. 1-59 SCREENED ENCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams to Wall Uprights or Beam Splicing SECTION 1 Beam Size Upright Size Minimum Purlin, Girt & Knee Brace Size** Deck Anchors Notes Minimum Number of Screws* #8 x'/z' #10 x'h" #12x'/2" Beam Stitching Screw @ 24" O.C. 2" x 3" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 6 4 4 - 2" x 4" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #8 2" x 4" 2" x 4" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #10 2" x 5" 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #8 2" x 6" 2" x 3" 2" x 2" x 0.044" 4 Full Lap 10 8 6 #10 2" x 6" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 10 8 6 #10 2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 14 12 10 #12 2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial Lap 16 14 12 #14 2 x 9" 2' x 6" 2" x 3" x 0.045" 1 6 1 Partial Lap 18 16 14 #14 2" x 9"** 2" x 7" 2" x 4" x 0.050" 8 Partial Lap 20 18 1 16 #14 2" x 10" 2" x 8" 2" x 4" x 0.050" 10 Partial La 20 1 18 16 #14 Screw Size Minimum Distance and Spacing of Screws Edge To Center Center To Center Gusset Plate Thickness Beam Size Thickness #8 5/16" 5/8" 2" x 7" x 0.055" x 0.120" 1/16" = 0.063" #10 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" #12 1/2" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" #14 or 1/4" 3/4" 1-1/2" 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„ 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" x 2" _x0.044" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To T-0" 2" x 3" x 0.045' 2" H -Channel I 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". " . t 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 IO NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. !PAGE 1-61 ftiy Jour signatures) below signify that 11 we haVO, reviewed this (Survey ❑ Termite Report and ' .N .. - _o--- - - table Title Agency, Inc. ature �� � �' � � n,7 alw l nN OPEN P N ° POpO, O P. C. P. ( P. C.) 1 NO COR. SET OR FOUND a, REC. 5/8' 1. A. L. B. "3225 REC. 'X' CUT A3 Ag, "38� E S3 A' pig w DRIVEWAY ENCROACHES v 1.0' ON LOT 2 Z ` LOT 21 0.4' o OFF o REC. 'X' CUT CONC. 3' C. B. W. m I DRIVE C:)I v D v to N WCONC ALK Q; LOT 20 I o LOT 22 o TYP. o C. B. W.14I 20.0 d -4 .4 TYP, o 0. 4' 3.3 COV, APARRENT ON CONC. N PARTY HALL 1 STORY C. B. N w MSW `/1-r�1i•J NEIGHBORS NSW. F. VILLA O.4' GHBORS 11 VILLA 0.4' N • 103 °N Q, VILLA 316 OFF 37.6 LCA 0.01 l 0. 7' I N En ON 3 GROUND 0.7' 1 07 POOL II OFF L In CONC. LP e TYP. N 0. 7' 6' N. F. o ON 0.3' 10' U. E. ON SB40 59' 590 W REC. 5/8' I. R. I SET 1/2' I. R. / 39.33' / L. B. •3225 L. B. "5953 I LOT i9 LOT 17 LOT i8 / PLANS RE�IE'WED CITY OF SANFORD NOTE: THERE MAY BE ADDITIONAL NOTE: THIS SURVEY 'NOT VALID WITHOUT RESTRICTIONS THAT ARE NOT SHOWN ON THE THE SIGNATURE AND THE ORIGINAL RAISED SCALE 1 INCH a 30 FEET PLAT THAT MAY BE FOUND IN THE PUBLIC SEAL OF A FLORIDA LICENSED SURVEYOR RECORDS OF THIS COUNTY. AND MAPPER.' 0 15 30 LEGENAND D: PLAT OF SURVEY FOR: SHARON WEBS-SCHOON NCO; DISK MEAMEASURE LEGAL DESCRIPTION: LOT 21, HIDDEN LAKE VILLAS, PHASE I, AS TYP. • TYPICAL RECORDED IN PLAT BOOK 26, PAGE 99- (01, PUBLIC RECORDS OF SEM I NOLE C. B. N. - CONCRETE BLOCK WALL q • CENTERLINE COUNTY, FLOR IDA P. 1. - POINT OF INTERSECTION R. C. - POINT OF REVERSE CURVE PW.;.14000 M/F • MOOD FRAME ALSO CERTIFIED T0: SHARON WEBB-SCHOON DATE roe ' P. C. B- POINT NOF CUOF RVE EQUITABLE TITLE AGENCY, INC. P, C. P. • PERMANENT CONTROL POINT OLD REPUBLIC NATIONAL TITLE INSURANCE CO. 6/9/2000 00647 MONUMENT OCEIINKFENCE C. L. F• CONCRETE L TR I STAR LENDING GROUP W. F. - NooO FENCE P. C. C. - POINT OF COMPOUND CURVE THIS IS TO CERTIFY THAT I HAVE REVIEWED THE RES'•RIGHT_ R SIDENCEAY FLOOD INSURANCE RATING MAP PANEL NUMBER CERTIFICATION IN •PLAT INN - MEASURED 12ii7C 0045 E_ DATED APAIlJ1,-J-5 P,T.• POINT OF TANGENCY AND DETERMINED THAT THIS PROPERTY LIES IN I HEREBY CERTIFY THAT THIS SURVEY MEETS OR EXCEEDS THE MINIMUM OESC. OROI •NLINIPTION P. a'PoINT ON LINE FLOOD ZONE TECHNICAL STANDARDS SET FORTH BY U.E• UTILITY EASEMENT ____X"---- TYPE of SURVEY: THE FLORIDA BOARD OF PROFESSIONAL R -'RADIUS BOUNDARY C IMPROVEMENTS LAND SURVEYORS IN CHAPTER 61G(7-6 A - LENGHT OF ARC J. R. • IRON POO AND LEGAL DESCRIPTION FLORIDA ADMINISTRATIVE CODE, PERSUANT ,,P, . IRON PIPE A 'ENGINEERING SURVEYI NG, I NC. PROVIDED BY CLIENT TO SECTION 472.027 FLORIDA STATUTES. COR. - COMER 570 HORATIO AVENUE BEARINGS BASED ON THE NORTH LINE OFCOV. "CONC. - COVERED - CONCRETE MA 1 TLAND, FLORIDA 32751 LOT 21, AS N74' 49' 3B' E ! ----- NEVIL A. CAMPBELL, P. L. S. 3355 C. 0. • CONCRETE BLOCK (407) 677-1411 UNDERGROUND IMPROVEMENTS P, R. M. PERMANEN7 REFERENCE MONUMENT REC. • RECOVERED FAX 677-1406 1 . R. . 5953 NOT LOCATED NOT VALID UNLESS SIGNED AND SEALED 0.G U.E. - DRAINAGE G UTILITY EASEMENT January 01, 2007 LAWRENCE E. BENNETT, P.E. P.O. BOX 214368 SOUTH DAYTONA, FL 32121 386-767-4774 TO ALL BUILDING DEPARTMENTS Re: Master File Engineering "ALUMINUM STRUCTURES DESIGN MANUAL" 2004 edition & 2006 edition Dear Building Official/Plans Examiner, This is to certify that the following contractor/company is hereby authorized to use my "ALUMINUM STRUCTURES DESIGN MANUAL" during the year 2007. When we publish and distribute the 2006 ed of the "ALUMINUM STRUCTURES DESIGN MANUAL" they will be authorized to use that manual for the remainder of 2007. Our authorization is based on a January to January basis requardless of the edition of the manual. This authorization also applies to contractor master file drawings, " ONE PERMIT ONLY" drawings or any "site specific" drawings that I may furnish the contractor. Elmer Smith T. McMahon RX0021055 SCC056754 Central Aluminum Screen Service 701 Cornwall Rd Sanford, FL 32773 They are hereby added to my 2007 MASTERFILE LIST Should you have questions please contact me at your convenience. Sincerely,". Lawrence Ben tt,;M'P E. #16644