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HomeMy WebLinkAbout234 Clydesdale Cir (5)R�8,REEN CITY OF SANFORD PERMIT APPLICATION F/V�D Permit # : 0 /� % / APR t. . Date: l 0 2007 Job Address: 234 Clydesdale Cir. Sanford, FL 32771 Description of Work: Screen enclosure for in -ground, rg�unite swimming pool Historic District: Zoning: Value of Work: S t �) Do Permit Type: Building ✓ Electrical Mechanical Plumbing Fire Sprinkler/Alarm pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair —Residential or Commercial Occupancy Type: Residential Commercial Industrial Total Square Footage: - Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: 10-20-31-506-0000-0670 (Attach Proof of 0w h' & r Owners Name &. Address: Juan Real nen p Legal Description) 234 Clydesdale Cir., Sanford, FL 32771 /►,�,, � Phone: N/A Contractor Name & Address: (/(JIUwe( 5 ft(uyy, •+'LoenWOe(�S I /J( L��7Z �t5� 12l�ju T a 0 C k NDS G( - ZzSic o41i's� i State License Number: Phone & Fax: 47-&!;$- 7CiZ3 /40Contact Person• Alan I. Cooper phone: 4 0 7- 2 4 9-1 764 Bonding Company: N/A Address: Mortgage Lender: N /A Address: Arch itecttEngineer: Address: Phone: Fax: 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 a permit and that all work will be perfor Permit must be. secured for ELECTRICAL Wmed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate AIR CONDITIONERS, etc. ORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and 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 managem;pt distr!5;s estate encies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the ;Sign/r�eo�Qwner/Agent Date Print Owner/Agent's Name Owner/Agent isv Pe Produced ID APPLICATION APPROVED BY: Bldg- Special ldg Special Conditions: 113Y J. CONW" Com"W taD0d"M E* M Inew0 mor ftu 000)4324norida Notary Assn.. Inc 0`p Print Contractor/Agent's Name �Fl.dSignature of to•••••••••• ••••••••••••rwe..•.......� BO�yf J. CONRAD ' P Caere/ 00017x e Contractor/Agent is � :F1�'t Y. V pe—nally F.t�YN 1/tOR010 ftu �2�; Produced ID _ Kato or i '"1 a° ...................... Florida NoMy AWL, Inc .................. i • Zoning: _CIA 5 ' x•07 Utilities: FD: Date) (Initial & Date) (Initial & Date) (Initial & Date) �.57. o0 BY 'Phis Instrument: Prepared Dy: NAME: Kelly Fenton ' 7347E. Colonial Drive Orlando, FG. 32807 Permit No. NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY Of SU t r4 4-C I Taal to CIO n au It NIB vpa O"i as al we in in to m a as I iaa MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 06651 Fq 0253; tipg) CLERK" S ## 2,+: 670517' 5 RECORDED 04/10/2007 10:08:43 AM RECORDING FEES 10.00 RECORDED BY T Smith Ti -IE UNDERSLGNED hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Con inencement. Full Legal Description of Property: 234 Clydesdale Cir., Sanford, FL 32771 ID## 18-20-31-506-0000-0670 Lot 67, Bakers Crossing Phase 2 as recorded in plat book 62, pages 97-99 of thr public records of Seminole County, Florida 2. General Description of Improvement: SCREEN ENCLOSURE FOR SWIMMING POOL 3. Owner Information: Juan Real 234 Clydesdale Circle Sanford, FL 32771 Interest in Property: N/A Name of Fee Simple Titleholder: N/A 4. Contractor: OA401,0 6-L' 5 it Lu, wi -4- SC,r ee�oo2�c�5 40C)Z Dj5 i i2t13Cu r0vl c -i . .:� CE 4 OCLr3-j\� Do f L 32-92,L Phone: 40,x_ to�;'g _-c) L3 Fax: 1A 67 - Co SS -'i 4 -7 1 5. Surety: N/A Phone: N/A Fax: N/A Amount of Bond: N/A 6. Lender: N/A Phone: N/A Fax: N/A 7. Persons within the State of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.12 (1) (a) 7., Florida Statutes: Alan 1. Cooper, 7347 L. Colonial Drive Orlando, FL. 32807 Phone: (407) 249-1764 Fax: (407) 277-1783 8. In addition to himself, Owner designates the following person to receive a copy of the Lienor's Notice as provided in Section 713.13 (1) (b), Florida Statutes: Alan 1. Cooper, 7347 E. Colonial Drive Orlando, FL. 32807 Phone: (407) 249-1764 Fax: (407) 277-1783 9. Expiration date of Notice of Coin mencement (the expiration is date is 1 year from the date of recording unless a different date is specified): I year from the dale of recording (Signature of Owner) 7A, (Owner's Printed Name) The foregoing instrument was acknowledged before me this 2—/6 20 0 CERTIFIED COPY by RYANNE MORrso�i SE peally kn , to mel who produced liners MA IRO IT COURT as identification and who did not take an oath. ,LE OF a....................................«..«..� 41NO Y, FLOR e BOBBY J. CONRAD �a Cannl► OOOgSI>,b — q ty 032 DE UTY CLERK i m n �glaodtlau(000)133A251= T Y PUBLIC i .....:::::....... Flonaa Naar Haan. Ana ; A/ 7 .............:..... T.. .® r400! 0 . CAP SEMINO.LfCOUNTY FLORIDAKS 1vATUM CHOICE Limited Power of Attorney Date: Z 113 1 o-7 hereby name and appoint CAT1-11 P-, CftD Z�&Lc (Name) of G9t�t,Ot;l 5 Al�cM+ 50,(eeHLoa�«S ISG to be my lawful (Company Name) attorney in fact to act for me and apply to Seminole County Building and Fire Division for a 0001 evn c-tostl r& permit for %(Type of Permit) work to be performed at the location described as: Parcel ID#: 1 � - 2,6 - 31 - b Lo - 0 000 00'70 Address of job: Z39 01 uJAC,4df ('LUJe, ,5���d�� 3077/ Property Owner:�- and to sign my name and do all things necessary to this appointment. (bignature OT Lontractor) Acknowledged: Sworn to and subscribed before me this /3 day of /,'J%aet�-A.D. ZO'7 Notary Public (Seal) My Commission expires on: X0-0 -1711-010 c� B�TT,oN#� �W EXPIRESX8/2010 80HOW T11Ru r-eM1110rARv1 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 http://www.scpafl.org/web/re—web.seminole—county—title?parcel=l 8203150600000670&cp... 4/9/2007 ao 81 � t'tv1 F SIAN WAY APP OOSA T" DAVID JOHNSON, CFA. ASA i PROPERTY &2 '17.3 121 121 120 APPRAISER 7169 68 a7 [OA SEMINOLE COUNTY FL. _ 1 TR F 1101 E. F1R5T sT TRA GTA ` R SANFORO, FL 32771-1468 Fi 407-665-7508 GIMWM ye 2007 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 18-20-31-506-0000-0670 Number of Buildings: 1 Owner: REAL JUAN C & VICTORIA J Depreciated Bldg Value: $200,781 Mailing Address: 234 CLYDESDALE CIR Depreciated EXFT Value: $0 City,State,ZipCode: SANFORD FL 32773 Land Value (Market): $38,000 Property Address: 234 CLYDESDALE CIR SANFORD 32771 Land Value Ag: $0 Subdivision Name: BAKERS CROSSING PHASE 2 Just/Market Value: $238,781 Tax District: S1-SANFORD Assessed Value (SOH): $196,338 Exemptions: 00 -HOMESTEAD (2005) Exempt Value: $25,000 Dor: 01 -SINGLE FAMILY Taxable Value: $171,338 Tax Estimator 2006 VALUE SUMMARY SALES Tax Amount(without SOH): $3,937 Deed Date Book Page Amount Vac/Imp Qualified 2006 Tax Bill Amount: $3,278 QUIT CLAIM DEED 02/2007 06609 0509 $100 Improved No Save Our Homes (SOH) $659 WARRANTY DEED 05/2004 05355 1308 $218,000 Improved Yes Savings: WARRANTY DEED 11/2003 05103 0539 $811,000 Vacant No 2006 Taxable Value: $166,549 Find Comparable Sales within this Subdivision DOES NOT INCLUDE NON -AD VALOREM ASSESSMENTS LAND LEGAL DESCRIPTION Land Assess Frontage Depth Land Unit Land PLATS: Pick... Method Units Price Value LOT 67 BAKERS CROSSING PHASE 2 PB 62 LOT 0 0 1.000 38,000.00 $38,000 PGS 97 - 99 BUILDING INFORMATION Bid Year Base Gross Living Est. Cost Bid Type Fixtures Ext Wall Bid Value Num Bit SF SF SF New 1 SINGLE 2004 10 1,703 3,287 2,862 CB/STUCCO $200,781 $203,839 FAMILY FINISH Appendage / Sgft GARAGE FINISHED / 399 Appendage / Sgft OPEN PORCH FINISHED/ 26 Appendage / Sgft UPPER STORY FINISHED / 1159 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished, Apartment, Enclosed Porch Finished, Base Semi Finshed Permits NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. *** If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http://www.scpafl.org/web/re—web.seminole—county—title?parcel=l 8203150600000670&cp... 4/9/2007 Code violations found during inspection are required to be corrected. Plan/permit issuance does not grant approval of a code violation. 2004 FBC109.1 J 1 '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 FRC R 4101'.17.1.9 Structural plan review is limited to a general survey for code compliance. No review is implied nor was taken to verify structural adequacy - --- k9l Caldwell's Aluminum & Screen Works, Inc. 4802 Distribution Court, Suite 9 Orlando, Florida 32822 407-658-7923 Fax 407-658-8471 cwellsalum().aol.com SCC049531 David Caldwell Printed Name 1'l %� E s \ i 1.1. Q Signature !7►ZfT-S/0sJ-P*/l/-09 Job Name; dA✓Llos�- Job Address: Z 34- e i,Qjf DAt �iy F 32773 Roof Beams Roof Purlins Zz`� Load Bearing Uprights Z X 57 Side wall Uprights 7—r-5 Cables 3/32 4// Z, S , Z -//1'P+ Knee Braces Zr 3 6/ o 1'l %� E s \ i 1.1. SECTION 1 QTDAD SCREENED ENCLOSURES SUPER OR EXTRUDED GUTTER SPACING / 2 * SPACING / 2 BEAM SET SPACING - SPACING/2 * SPACING/2 BEAM SET SPACING - STRAP LOCATION FOR SUPER OR EXTRUDED GUTTER REINFORCEMENT SCALE: 3/8" = I'-0" 2" S:M.S. OR LAG SCREWS .2"x EACH AND @ 1/ ECEIVING =E SECTION 9 CE FROM FASCIA ZUCTURE (SEE SCREW PATTERNS MAY VARY ALTERNATE CUT OFF BEAM & (SEE TABLES OR NOTES FOR CAP W/ RECEIVING CHANNEL SIZE AND NUMBER OF ALTERNATE FLAT BEAM SCREWS) SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING L� ((�� P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 � q `j� � O-F!SANF Email: lebpe@bellsouth.net PAGE @ COPYRIGHT2006 1-24 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES 2" x 6" SELF MATING BEAM. 1"x 2" OPEN BACK 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 SECTION' 1 MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) I ®-------a�i I F3.N� I ® (D ®®M I ®® I ALTERNATE FLAT ROOF I 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"= V-0" Lawrence 'E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net COPYRIGHT 20D6 I O NOT TO BE REPRODUCED PAGE ODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I 1-9 I SECTION 1 SCREENED ENCLOSURES Lawrence E. Bennett, P.E. FL # 16644D - PLANS VI CIVIL & STRUCTURAL ENGINEERING{{,�q� P.O. Box 214368, South Daytona, FI 32121 F N R� t3 Telephone #: (386) 767-4774 Fax #: (386) 767.6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2008 1-32 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. LU Co COMPOSITE 2"x 3" EAVE RAIL J W d BEAM - SCREEN ROOF 0.050"H -CHANNEL CL g > W G i z ® ® POST TO BEAM FASTENING OR GUSSETS � O W ®® I (SEE TABLE 1.6) ® POST (SEE TABLE 1.3) - - SCREEN 45°t I (MAY FACE IN OR OUT) REQUIRED KNEE BRACE MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) LENG OF IF KNEE BRACE LENGTH KNEE B E EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM ® CONNECTION DETAILS HOST STRUCTURE ROOFING ® ®� (2) 2" LAG SCREWS (SEE SECTION 9 FOR SIZE) 00 2" STRAP - LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-24 FASCIA AND SUB -FASCIA 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW ® SUPER OR SIZES) EACH SIDE TO BEAM TO SUPER OR EXTRUDED ® EXTRUDED MAX. DISTANCE TO J GUTTER GUTTER HOST STRUCTURE WALL (SEE TABLE 1.11) SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL AT FASCIA - DETAIL 4 SCALE: 3"= V-0" Lawrence E. Bennett, P.E. FL # 16644D - PLANS VI CIVIL & STRUCTURAL ENGINEERING{{,�q� P.O. Box 214368, South Daytona, FI 32121 F N R� t3 Telephone #: (386) 767-4774 Fax #: (386) 767.6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2008 1-32 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 BEAM (2) #10 x 1/2" S.M.S. TOE SCREW INTO BEAM AND/OR SIDE WALL RAIL ANGLE OR PLATE AT BOTTOM OF BRACE �\ WIND BRACE' 2"x 2" EXTRUSION W/ 1" x 2" EXTRUSION EAVE RAIL WIND BRACE CONNECTION DETAIL SCALE: 3". = V-0" NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than (4) panels from host structure. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214366, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-43 SCREENED ENCLOSURES HEADER --\ WIND BRACE CONNECTION DETAIL SCALE: 3" = V-0" SECTION 1 ,DIAGONAL PURLIN NOTES: 1. Wind bracing shall be provided at each side wall panel when enclosure projects more than three panels from host structure. Structures of four or more panels shall be spaced for even number of panels for opposing wind bracing. 2. Cut brace parts with min. 12" lap of larger and smaller brace. 3. Cut receiving channel with angle. a+q P1 V 'PLANS EV .w .. Lawrence E. Bennett, P.E. FL # 16644 per+ ttCIVIL & STRUCTURAL ENGINEERING LI y F R O P.O. Box 214368, South Daytona, FI 32121 L' Telephone M (386) 76714774 Fax M (386) 767-6556 Email: lebpe@bellsouth.net PAGE © COPYRIGHT 2006 A NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-45 SECTION 1 PANELS / ELEMENTS UNBRACED BY HOST STRUCTURE TO BE BRACED BY DIAGONALS IN PERIMETER PANELS (MIN.) ELEMENTS BRACED BY HOST A STRUCTURE CONNECTION BEAMS AND / OR PURLINS SCREENED ENCLOSURES EXAMPLE OF ALTERNATING BRACE POSITION CABLE OR TYPICAL LAYOUT K -BRACING BEAMS OR PURLINS (IN WALLS) HOST STRUCTURE OELEMENTS BRACED BY DIAGONALS ALTERNATE BRACING — — — PATTERN, CORNER BRACES STILL REQUIRED CABLE OR (� K -BRACING j (IN WALLS) X/\ I- z � J ga QofO U u) Ild � F- W m \ \ CABLE OR K -BRACING (IN WALLS) ADDITIONAL ROOF BRACING -IS REQUIRED FOR ALL SIDE EACH DIAGONAL TO BE WALLS LARGER THAN 4 2 x 2 (MIN) ROOF DIAGONAL, FASTENED EACH END W/ (2) PANELS. NUMBER OF PANELS MEET WALL AT WALL BRACING EACH #10 S.M.S. (MIN.) SHOULD BE EVEN TO PERMIT AT CORNERS (TYP.) POSITION OF BRACES ALTERNATING (POOL ENCLOSURE SCREEN ROOF MAY BE FLAT, GABLE, MANSARD, DOME, OR HIP) POOL ENCLOSURE DIAGONAL BRACING - SCHEMATIC PLAN VIEW SCALE: 3/8"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-65% Email: lebpe@bellsouth.net PAGE @ COPYRIGHT 2006 1-48 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES I S.S. CABLE @ 40° TO 60° MAX. ANGLE TO SLAB CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-50 FOR NUMBER OF CABLES REQUIRED 3-1/2" ASTM A-36 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2"x 0.125" ANGLE SECTION 1 2"x 2" x 0.125" ANGLE I I r(4�"N 2-1/4" x 1-1/2"CONCRETE ANCHORS (MIN.) a ALTERNATE CLIP: 3" ASTM A-3 PRESSED STEEL CLIP MAY BE SUBSTITUTED FOR 2" x 2" x 0.125"ANGLE L)/ DISTANCE FROM EDGE OF SLAB = 5(D) OF. SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 213 SCALE: 3" = V-0" 5-1/2" (6" NOMINAL) c SLAB (MIN.) \ \ L - 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. \ 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" = V-0" © COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (366) 7674774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net PAGE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. I 1-53 SCREENED ENCLOSURES I SECTION`1 - (5) #10 S.M.S. (MIN.) - 1/8" x 1-1/2" x 8" FLAT BAR WE q® - - - - - - - 0.125" PLATE OUT ON 45" ANGLE EYE -BOLT OR TURNBUCKLE FOR CABLE TENSION STAINLESS STEEL (SEE TABLE) PERIMETER FRAMING. _ MEMBER TYPICAL CABLE CONNECTIONS AT CORNER DETAIL 1 SCALE: 3" = V-0" EITHER A OR B 1 " x 2" x 0.125" CLIP AND (4) #10 x 3/4" S.M.S. EACH SIDE FOR CABLES A ALTERNATE: USE (1)1/4" x 1-1/4" FENDER WASHER EACH SIDE OF ® i FRAME MEMBER B MIN. (2) CLAMPS REQUIRED (TYP.) I I I MIN. 1/4" EYE BOLT. WELD EYE CLOSED (TYP.) ALTERNATE TOP CORNER OF: CABLE CONNECTION DETAIL 1A SCALE: 3"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767.6556 Email: lebpe@belisc>uth.net © COPYRIGHT 2006 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-51 SECTION 1 I 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 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA 3/32" 233 Sq. Ft. / PAIR OF CABLES 1/8" 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 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 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. 4. Additional roof bracing is required for all side walls larger than 4 panels. Number of panels shall be even and position shall be alternating. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368. South Daytona, FI 32121 Telephone M (386) 7674774 Fax #: (386) 767.6556 Email: lebpe@bellsouth.net z - I PAGEO 1-50 I NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT. THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 I SCREENED ENCLOSURES I. PURLINS ANCHORED W/ CLIPS OR #10 SCREWS THROUGH PURLINS INTO SCREW BOSSES EAVE RAILS SHALL BE STITCHED W/ #10 x 1-1/2" SMS @ 6" FROM EACH END AND 24" OC MAX. FRONT AND SIDE BOTTOM RAILS ATTACHED TO CONCRETE W/ 1/4" x 2-1/4" CONCRETE/MASONRY ANCHORS @ PRIMARY & SECONDARY ANGLES OR @ 6" FROM EACH POST AND 24" O.C. MAX. AND WALLS MIN. 1" FROM EDGE OF CONCRETE GIRTS ANCHORED W/ CLIPS OR THROUGH #10 SCREWS INTO SCREW BOSSES PURLIN & CHAIR RAIL DETAIL SCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone#: (386) 767-4774 Fax #: (386) 767.6556 Email: lebpe@bellsouth.net PAGE @ COPYRIGHT 2006 1-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION.OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES PURLIN OR CHAIR RAIL ATTACHED TO BEAM OR POST W/ INTERNAL OR EXTERNAL'L' CLIP OR'U' CHANNEL W/ MIN. (4) #10 S.M.S. PURLIN; GIRT, OR CHAIR RAIL SNAP OR SELF MATING BEAM ONLY SECTION 1 SCREW BOSSES SNAP OR SELF MATING BEAMS ONLY PURLIN TO BEAM OR GIRT TO POST DETAIL SCALE: 3"= 1'-0" O FOR WALLS LESS THAN 6'-8" FROM TOP OF PLATE TO CENTER OF BEAM CONNECTION OR BOTTOM OF TOP RAIL THE GIRT IS DECORATIVE AND SCREW HEADS MAY BE REMOVED AND INSTALLED IN PILOT HOLES O FOR ALL OTHER PURLINS AND GIRTS IF THE SCREW HEADS ARE REMOVED THEN THE OUTSIDE OF THE CONNECTION MUST BE STRAPPED FROM GIRT TO POST WITH 0.050"x 1-3/4"x 4" STRAP AND (4) #10 x 3/4" S.M.S. SCREWS TO POST AND GIRT IF GIRT IS ON BOTH SIDES OF THE POST THEN STRAP SHALL BE 6" LONG AND CENTERED ON THE POST AND HAVE A TOTAL (12) #10 x 3/4" S.M.S. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, Fl 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net I O NOT TO B REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 PAGE 1-59 SECTION 1 SCREENED ENCLOSURES 2" x 2" x 0.063" PRIMARY ANGLE EACH SIDE SCREEN 'd' VARIES #10 x 3/4" S.M.S. EACH SIDE � 4 -SH W (SEE SCHEDULE NEXT PAGE) 1"x 2" O.B. BASE PLATE (TYP.) 5d' MINIMUM EDGE DISTANCE SECONDARY ® ®� FROM EXTERIOR OF COLUMN 2" x (D - 2 ") x 0.063" ANGLE TO OUTSIDE EDGE OF SLAB EACH SIDE OF COLUMN W/ #10 — 1 G G BOLT 0 ' 5d DISTANCE 4d S.M.S. 1/4" 1-1/4" 1" (SEE SCHEDULE NEXT PAGE) ° d e 3/8" 1-7/8" 1-1/2" CONCRETE ANCHOR a, a GRADE (SEE SCHEDULE PAGE 65) ° e 1-1/4" MIN. CONCRETE NOTE: DETAIL ILLUSTRATES ANCHOR EMBEDMENT TYPICAL 2"x 4" S.M.B. COLUMN 2" 5d 2500 P.S.I. CONCRETE OR CONNECTION ALTERNATE 2"x WOOD (MIN.) (MIN.) _ DECK SIDE VIEW TYPICAL S.M. OR SNAP SCREEN SECTION COLUMN #10 x 3/4" S.M.S. EACH SIDE CONCRETE ANCHOR THRU (SEE SCHEDULE PAGE 1-65) ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNAL PRIMARY 2"x 2" x 0.063" ANGLE SCREWS INTO SCREW 1" x 2" BASE PLATE (TYP.) BOSSES a a e e ° e d ° n NOTE: SELECT CONCRETE ° 1-1/4" MIN. CONCRETE ANCHOR FROM TABLE 9.1 ANCHOR EMBEDMENT 6" (MAX.) 6" (MAX.) 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: 1. FOR SIDE WALLS OF 2" x 4" OR SMALLER ONLY ONE ANGLE IS REQUIRED. 2. PREDRILL PAVERS W/ MIN. 1/4" MASONRY BIT. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, Fl 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bells(mith.net PAGE © COPYRIGHT 2006 1-64 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.) 1"x 2" O.B. BASE PLATE (TYP.) #10 x 3/4" S.M.S. (TYP.) 2 " x S.M.B. COLUMN MIN. EDGE DISTANCE & O.C. ANCHOR SPACING ANCHOR ALUM. WOOD 2-1/2d 4d CONC. 5d 1/4" 5/8" 1" 1-1/4" 5/16" 25/32" 1-1/4" 1-9/16- 3/8" 15/16" 1-1/2" 1-7/8" TOP VIEW POST TO DECK DETAIL SCALE: 3"= V-0" Primary and Secondary Anchor Schedule SECTION 1 DETAIL ILLUSTRATES TYPICAL 2"x 4" S.M.B. THRU 2" x 9" SUB CONNECTIONS SCREEN * ABSOLUTE MINIMUM EDGE OF CONCRETE TO C.O. FASTENER = 5d 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. (SEE TABLE 1.6 FOR SIZE) Column Secondary Angle Maximum Number and Spacing Anchors Size Angle Length"L" Number of Anchors 1/4" 5/16" 3/8" # "A" 1/4" "B" ."C" # 5/16" "A" "B" C. # - "A., 3/8" "B" "C" 2 x 4 _ 2" .4 4 . 4 4 1" 11. 1" 4 1" 1" . 1" 4 1" 1" 1" 2 x 5 3" 4 4 4 4 1" 1-1/2" - 4 .. 1" 1-1/2" - 4, 1" 1-1/2" - 2 x 6 4" 4 4 4. 4 1" 2" - 4 1" 2" 4 1" 2" - 2 x 7 5" 1 6 4 4 6 1" 5/8" 1-7/8" 4 1" 2-1/2" - 4 1" 2-1/2" - 2 x 8 6" 6 4 1 4 6 1" 5/8" 2-3/8" 1 4 1" 3" 1 - 4 1 3" 2 x 9 7" 6 6 4 6 1" 5/8" 2-7/8" 6 1 1" 13/16" 2-7/8" 4 1 1" 3-1/2" 1 - 2 x 10 8" 8 6 6 8 1" 5/8" 1 2" 1 6 1 1" 113/16-13-3/16--1 6 1 1" 1 3/4" 3-1/4" Example: Calculate the number of anchors required: 1.5 x beam span /2 x beam spacing x roof wind pressure (PSF) = total #; if 1.5x 3072 x 6' x 10 PSF = = 1350# and 1/4"x 1/4" Tapcon in tension @ 5d = 427#/ ea. (see table 9.1) then 1350# / 427# / ea. = 3.16 ea. use (3) ea., secondary angle not required Actual Edge Distance Example: From edge of concrete to fastener = 2" / dia. of 0.25" = 8d Note: For attachment to wood deck substitute wood fasteners for concrete fasteners &calculate the required number of fasteners using tables from section 9. i -� til 4. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax M (386) 767-6556 Email: lebpe@bellsouth.net PAGE @ COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-65 SCREENED ENCLOSURES SECTION 1 OPTIONAL BRICK _ PAVERS CV v°d N ° r r Q . CO 00 O ' OR 12" x ALUMINUM STRUCTURE (16' MAX. HEIGHT 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" = 1'-0" ALUMINUM STRUCTURE (ALL FRONT WALLS) FOOTING 2500 PSI CONCRETE W/ (n1) #30 OR (n2) #50 BARS CONTINUOUS BARS MIN. 2-1/2" OFF GROUND RIBBON FOOTING -TYPE 2 Allowable Beam Saan for Wind Zone & Exoosure Catagory SCALE: 3/4"= 1'-0" Ribbon Footing Data 100-125 MPH 126-134 MPH 135-144 MPH 1457150 MPHI Areas sq. In. Number. of Bars Depth x n1" I n2"" B C B C B C B C I Footing Steel #30 #50 8" 8" 2 1 15.4' 12.8' 15.4' 11.0' 12.8' 9.5' 11.0' 8.5' 64 0.12 2 1 12" 8" 2 1 23.0' 19.2' 23.0' 16.5' 19.2' 14.4' 16.5' 12.8' 72 0.13 2 1 8" 12" 2 1 23.0' 19.2' 23.0' 16.5' 19.2' 14.4' 16.5' 12.8' 72 0.13 2 1 12" 12" 3 2 24.0' 20.0' 24.0' 17.1' 17.1' 15.0' 17.1' 13.3' 144 0.26 3 2 12" 16" 3 2 37.9' 26.6' 31.9' 21.9' 25.6' 19.2' 21.9' 17.1' 192 0.35. 4 2 12" 18" 1 3 2 36.0' 30.0' .36.0' 25.7' 30.0' 22.5 25.7' 20.0' 216 0.39 4 12" 24" 4 3 48.0' 40.0' 48.0' 34:3' 40.5' 30.0' 34.3' 26.T 288 0.52 - 12" 30 4 3 57.6' 48.0' 57.6' -41.1' 48.0' 36.0' 41.1' 32.0' 360 0.65 - �q3 12" 36" 5 4 69.1' 57.6' 69.1' 49.4' 57.6' 43.2' 49.4' 38.4' 432 0.78 - Nominal 4" Slab Depth 3-1/2" 100-125 MPH C 42.0' flW 126-134 MPH B C 50.4' 36.0' 135-144 MPH B C 42.0' 31.5' 145-150 MPH B C 36.0' 28.0' "n1 = number of #30 bars @ 0.11 sq. in. grade 60 steel ""n2 = number of #50 bars @ 0.31 sq. in grade 60 steel Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net Q COPYRIGHT 2000 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E.-BENNETT, P.E. 1-69 SCREENED ENCLOSURES 1/4"x 6" RAWL TAPPER THROUGH 1"x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NOW STRUCTURAL KNEE WALL 1"WIDE x 0.063" THICK STRAP @ EACH POST FROM POST TO FOOTING W/ (2) #10 x 3/4" S.M.S. STRAP TO POST AND (1) 1/4" x 1-3/4" CONCRETE ANCHOR TO SLAB OR FOOTING SECTION 1 ALUMINUM FRAME SCREEN WALL CAP BRICK BRICK KNEEWALL TYPE °S' MORTAR REQUIRED FOR LOAD BEARING BRICK WALL 4" (NOMINAL) PATIO CONCRETE SLAB (SEE NOTES CONCERNING FIBER MESH) (3) #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 1" PER FT. MAX. FOR 3-1/2" (TYP. 1 #5 BAR CONT. 2'-0" MIN. ALL SLABS) a TYPE FLAT SLOPE / NO FOOTING 0-2"/ 12" Notes for all foundation types: Oc. D\// v \ • //\\�/�\�/�< TYPE 11 MODERATE SLOPE FOOTING 2" 112" - V-10" (1) #5 BAR CONT. 3 #3 BAR CONT. OR e C14 ./G / .\/ / / /\/%� 1' 0" TYPE III STEEP SLOPE FOOTING > V-10" 1. The foundations shown are based on a minimum soil bearing pressure of 1,500 PSF. Bearing capacity of soil shall be verified prior to placing slab by field soil test (soil penetrometer) or a soil testing lab. 2. The slab / foundation shall be cleared of debris, roots and compacted prior to placement of concrete. 3. No footing is required except when addressing erosion until the slab width in the direction of the primary beams exceeds the span per table on page 1-69, then a type II slab is required under the load bearing wall only unless the side wall exceeds 16' in height or the enclosure is in a "C" exposure catagory in which case a type II footing:is required. 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;-Fibermesho Mesh, InForce- e3- (Formerly Fibermesh MD) per manufacturers specification may be used in lieu of wire mesh. All slabs I footings shall be allowed to cure for 7 days before installing anchors. 5. If local codes require a minimum footing use Type II footing or footing section required by local code. Local codes govem. SLAB -FOOTING DETAILS SCALE: 3/4" = T -O" �ANS � Lawrence E. Bennett, P.E. FL # 16644 /� r� (j CIVIL & STRUCTURAL ENGINEERING n -T // F q * N F n I5 P:O. Box 214368, South Daytona, FI 32121 It�I C4?7 k�q,it F7 Telephone #: (386) 767.4774 Fax #: (386) 767-6556 Email: ,Iebpe@bellsouth.net PAGE © COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-71 SECTION 1 I SCREENED ENCLOSURES Table 1.1 120 Allowable Spans for Primary Screen Roof Frame Members . Aluminum Alloy 6063 T-6 For Wind Zones, up to 120 M.P.H., Exposure "B" and Latitudes Below 30"30'-00" North (Jacksonville, FL) Uniform Load = 4 #ISF,.a Point Load of 300 #ISF over (1) linear fL is also considered Hollow Sections Tributary Load Width W'= Beam Spacing 3'-0" 4'.0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" 9'-0" Allowable Span V I Point Load P or Uniform Load (U), bending (b), eflection d 2" x 2" x 0.044" 4'-5" Pb 4'-5" Pb 4'-5" Pb 1 4'-5" 1 Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 2" x 2" x 0.050" 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 2" x 2" x 0.090" 7'-6" Pb 7'-0" Pb 7'-6" Pb T-6" Pb 7'-6" Pb 7'-6" Pb 7'-6" Pb 2" x 3" x 0.045" _ 7'-7" Pb T-7" Pb 7'-7" Pb 7'-7" Pb 7'-7" Pb 7'-7" Pb 7'-7" Pb 2" x 4" x 0.050" 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 9'-1" Pb 2" x 5" x 0.062" 20'-5" Pb 20'-5" Pb 20'-5" Pb 20'-4" Ud 19'-4" Ud 18'-6" Ud 17'-9" Ud Self Mating Sections Tributary Load Width '1M = Beam Spacing 3'-0" 4'-0"' 5'4" 6'-0" 7'4" 8'-0" . 9'-0" Allowable Span 'L' I Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2"x 4" x 0.044 x 0.100" 11'-8" Pd 11'-8" Pd 11'-8" Pd 11'-8" Pd 11'-8" Pd 11' 8" Pd 11'-8" Pd _2" x_5" x_0.050" x 0.100" 16'-1" Pd 16'-1" Pd 16'-1" 'Pd 16'-1" Pd 16'-1" Pd 15'-9" Ud 15'-1" Ud 2" x 6" x 0.050" x 0.120" 20'-4" Pd 20'-4" Pd 20'-4" Pd 20'-3" Ud 19'-3" Ud 18'-5" Ud 1 T-8" Ud 2'_'x 7" x 0.055"x 0.120" 24'-9" Pd 24'-9" Pd 24'-6" Ud 23'-1" Ud 21'-11" Ud 20'-11" Ud 20'-2" -Lid- 2" x 8" x 0.072" x 0.224" 34'-2" Pd 32'-9" Ud 30'-5" Ud 28'-7" Ud 27'-2" Ud 25'-11" Ud 24'-11" Ud 2" x 9" x 0.072" x 0.224" 39'-3" Pd 35'-11" Ud 33'-4" Ud 31'-5" Ud 29'-10" Ud 28'-6" Ud 27'-5" Ud 2" x 9" x 0.082" x 0.310" 42'-5" Ud 38'-7" Ud 35'-10" Ud 33'-8" Ud 31'-11" Ud 30'-7" Ud 29'-5" Ud 2" x 10" x 0.092" x 0.369" 49'-3" Ud 44'-9" Ud 41'-7" Ud 1 39'-1" 1 Ud 37'-2" 1 Ud 1 35'-6" 1 Ud 34'-2" Ud Snap Sections Tributary Load Width W'= Beam Spacing 3'-0" 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" 9--0- Allowable Span 'L' I Point Load P or Uniform Load (U), bending (b), deflectlon (d) 2" x 2" x 0.044" 4'-10" Pd 4'-10" Pd 4'-10" 1 Pd 4'-10" Pd 1 4'-10" Pd 4'-10" Pd 4'=10" Pd 2" x 3" x 0.045" 7'-6" Pd 7'-6" Pd 7'-6" Pd 7'-6" Pd 7'-6" Pd 7'-6" Pd 7'-6" Pd 2" x 4" x 0.045" 10'-8" Pd 10'-8" Pd 10'-8" Pd 10'-8" Pd 10'-8" Pd 10'-8" Pd 10'-8" Pd 2" x 6" x 0.062" 22'-2" Pd 22'-2" Pd 22'-2" Pd 21'-5" Ud 20'-5" Ud 19'-6" Ud 18'-9" Ud 2" x 7" x 0.062" 26'-8" Pd 26'-8" Pd 25'-9" Ud 24'3" Ud 23'-0" Ud 22'-0" Ud 21'-2" Ud 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 50' and a maximum upright height of 16'. Structures larger than these limits shall have site specific engineering.' 3. Span is measured from center of beam and upright connection to fascia or wall connection. 4. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 5. Tables are based on a maximum wall height of 16' including a 4' max. mansard or gable. Other conditions may offer better spans w/ enclosure site specific engineering. 6. Spans may be interpolated. 7. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0" = 9'-1" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 7674774 Fax #: (386) 767-6556 Email: lebpe@tellsouth.net I PAGE1-74 _7A I O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SCREENED ENCLOSURES SECTION 1 Table 1.2 120 Allowable Spans for Secondary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Wind Zones up to 120 M.P.H., Exposure "B", and Latitudes Below 30'-30'-00" North (Jacksonville, FL) Uniform Load = 4 #/SF, a Point Load of 300 #/SF over (1) linear ft. is also considered A. Sections Fastened To Reams With rlinn Hollow Sections Tributary Load Width '1V11' = Purlin Spacing 3'-6" 4'-0"1 4'-6" 5'-0." 1 5'-6" 1 6'-0"6'-6" Allowable Span 'L' ./ .Point Load P or Uniform Load (U), bending (b), deflection (d) .Tributary Load Width W'= Purlin Spacing 2" x 2" x 0.044" 4'-5" Pb 4'-5" 1 Pb 4'-5" Pb 1 4'-5". .Pb 1 4'-5" Pb 4'-5" Pb 4'-5" Pb 2" x 2" x 0.050" 5'-2" Pb 5-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb_ : 5'-2" Pb 2" x 2" x 0.090" T.4" Pd 7'-4" Pd T-4" Pd T-4" Pd T-4" Pd T-4" :.Pd 7'-0." Pd 3" x 2" x 0.045" 5'-8" Pb . 5'-8" Pb 5'-8" Pb . 5'-8'' .. ;Pb 5'-8" Pb 6-8". Pb _ 5'-8" Pb 3" x 2" x 0.070" 7'-8" Pd T-8" Pd T-8" Pd . K. T-8" ... Pd T-8". Pd 7'-8" Pd T-8" Pd 2". x 3" x 0.045" 7'4" Pd T-4" Pd T-4" Pd 7'4" Fd 7'4", `Pd 7'4". . Pd Tom." Pd 2" x 4" x 0.050" 9'-1" Pb 9'-1" Pb P6 . 9'-1" Pb ', 9'-1" Pb 9'-1" Pb 2" x 5" x 0.062" 14'-1" Pd 14'-1" 1 14' 1" -Pd 14'-1" Pd 14'-1" 1 Pd I 14'-1" Pd Snap Sections Tributary. Load Width '1N' = Purlin Spacing 3'-6" 4'-0" 1. 4'-6" 5'-0" 1 5--6" 1 6'-0" 6'.8 - '-8"Allowable Span'L' / Point Load (P) or Uniform Load (U), bending (b). deflection d) Allo ble 2" x 2" x 0.044 4'-11" Pb 4'-11" lPbl 4'-11" IPb.1 4'41" Pb . 4'-11" Pb 4'41'" lPb 4'-11" I Pb 2" x 3" x 0.045" 7'-3" Pd 7'-3" Pd T-3" Pd. T-3" Pd T-3" Pd.. T-3" Pd T-3" Pd 2" x 4".x 0.045" 9'-2" Pd 9'-2" Pd 9'-2" Pd 9'-2" Pd 9'=2" Pd. 9'-2" .: Pd 8'-2" Pd $..Sections Fastened Through Ream Wahc Into Srraw Rnccac Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Span is measured from center of beam and upright connection to fascia or wall connection. 3.. Tables are based on a maximum wall height of 16' including a 4' max. mansard or gable. Other conditions may offer better spans w/ enclosure site spec engineering. 4. Spans may be interpolated. 5. 2" x 4" & 2" x 5" Hollow Girls shall be connected w/ an internal or external 1-1/2"x 1-1/2" x 0.044" angle. 6. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. 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 '1M = 5'-0" = 9'4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL &STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona. FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: labpe@bellsouth.net © COPYRIGHT2006 I PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-77 .Tributary Load Width W'= Purlin Spacing Hollow Sections 3'-6" 4'-0" 4'-6" 1 5'-0" 5'-6" 1 6'-0"' 6'-8" Allowable Span V /Point Load P or Uniform Load U , bending b ,.deflection d 2".x 3" x 0.050" 11`-5" Pb 11'-5" . Pb 11'-5" Pb , 11'-4" LUd` 10'-11" I Ud 1 10'-8'• , .Ud 10'-3" Ud 2" x 4" x 0.050" 13'-8" Pb 1 13'-8" 1 Pb 13'4" Pb: ,1 T-8- Pb 13'-0- .1 Pb 1 13'-8" lPb 1: 13'-8" 1 Pb 2" x 5" x 0.062" 22'4" Pd 1 22'-4" 1 Pd 22'4" Pd .21'-7" Ud 20'-11" 1 Ud 1 20'-4" 1 .Ud 1 19'-7" 1 Ud Tributary Load. Width W = Purlin. Spacing Snap Sections 3'-6" 4'-0" 1 4'-6" 1 5--0- 1 S'-6" 6'-0" 6--8- Allowable Span 'L' / Polnt.Load P or Uniform Load (U), bending (b), deflection (d) 2" x2" x 0.044" 4'-4" 1, Pb 4'4" Pb 4'4" 1 Pb 1, 4'-4" 1 Pb. 1 4'4" 1 Pb 1. 4-4-' ` '-4"Pb 1 4.'4" 1 Pb Notes: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Span is measured from center of beam and upright connection to fascia or wall connection. 3.. Tables are based on a maximum wall height of 16' including a 4' max. mansard or gable. Other conditions may offer better spans w/ enclosure site spec engineering. 4. Spans may be interpolated. 5. 2" x 4" & 2" x 5" Hollow Girls shall be connected w/ an internal or external 1-1/2"x 1-1/2" x 0.044" angle. 6. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. 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 '1M = 5'-0" = 9'4" Lawrence E. Bennett, P.E. FL # 16644 CIVIL &STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona. FI 32121 Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: labpe@bellsouth.net © COPYRIGHT2006 I PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-77 SCREENED ENCLOSURES :SECTION 1 Table 1.3 120 Allowable Post/ Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 #/sq. ft. Hollow Sections T-0" Tributary Load Width 'W' = Upright Spacing 4'-0" 5'-0" 1 6'-0" 1 7'4" 1 8'4" All able; Height "H" / bending (b), deflection (d) 1 9--0- '-0"Allow 2" x 2" x 0.044" V-11" b31"� 5'-3" b_ 4'-9" b 4'-4" b T-11"' b :. 3',8" b 2" x 2" x 0.050" 7'-5" d .5'-10" . 'b 5'-3" b 4'-10." b 4'-5". b . 4'-2"... b 2" x 2" x 0.090" 8'-7" d T-4" . d . ;6'-8" b 6'-1" b .5'-8" b 5'-4" b 2" x 3" x 0.045" 7'-11" d 7'-2" d 6'-6" d 5'-11" b . 5'-0" . .b ' - 5'-2" b 2" x 4" x 0.050" 10'-5' b 7'-11" b T-2" b . 6'-7" b 6_-1" b 5'-8" b2" x 5" x0.062" 16'-0" b 12'-3", b 11'-2" b 10'-3" b 9'-7" b ` 8'-11" b Self Mating Sections 3'-0" Tributary Load Width 'W' =.Upright Spacing 4'-0" 5'-0" 16'.-0" T-0'. 8'-0" Allowable Height "H" / bending (b), deflection (d) . 9'-0" .2" x 4" x 0.044 x 0.100" 11'-4" d 10'-4" d 9'-7" i,d EI -79- b 8'-0". b T-6" ... b 6'-11" b 2" x 5" x 0.050" x 0.100" 14'-0" d 12'-9" d 11'-10" d. 10'-10" b 9'-11" b. 9'-3" b 8'-8" b 2" x 6" x 0.050" x 0.120" 16'-5" d 14'-11" d 13'-4" b 12'-2" b 11'-2" b 10'-5" b ' 9'-10"' b 2" x 7" x 0.055" x 0.120" 18'-9" d 16'-3" b 14'-0" b 13'-2" b 12'72" , .b 11'4" : b 10'-8" : b 2" x 8" x 0.072" x 0.224" . 23'-2" d 21'-1" A .19'-7" . d 18'-5" d 17'-6" . d 16'-9" d 16'-1" d 2" x 9" x 0.072" x 0.224" 25'-5" d 23'-1" d > 21'-6". d ..20'-2" d 19'-2" 'd 1.17'-11" b' 16-11", 'b 2" x. 9" x 0.082" x 0.310" 27'4" d 24'-1.0" d 1 23'-0" d 21'-8" 1 d 1 20'77" 1A 1. 19'-8". d 18'-11." .d 2" x 10" x 0.092" x 0.369" 31'-9" d 28'-10" d I 26'=9" d 25'-2" 1 d 23--11"; 1 d.1 22'-10" d 21'-11" d Snap Sections 3'-0" Tributary Load Width 'W'= Upright Spacing 4'-0" 5'-0" 6'-0.'' ,. 1 .7'-0" 8%0" Allowable: Height "H" / bending (b)I,deflection (d) T 9'-0" 2" x 2" x 0.044" 6'-3'' d 5'-8" d 5-4" d 4'-11" d 4'-6" b 4'-2" b 3'-10" b 2" x 3" x 0.045" 8'-6" d 7'-8". d 7'-2" d 6'-0" b. 5'-10" b 5'-4".'. b 4'-11" . b 2" x 4" x 0.045" 10'-8" d 9'-8" .. d 8'-6" b 7'-7" .. b 6'-10" b 6'-3" b 5'-9" b 2" x 6" x 0.062" 17'-5" d. 15'.=10' d 14'-0" d 13'-10" d' 'IT -11", d 12'-7". d 11'-11" b 2"x 7" x 0.062" 19'-8" d 17'-10'' .d 16'-7" d 15'-7" d 14'-10" d 14'-1" b 13' 2" b 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 vertical 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 30' 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 Q 36" in height are designed to be 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. Max. beam size for 2" x 5" is 2" x 7" x 0.055" x 0.120" 8. Spans may be interpolated. 9. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1 -ii. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, Fl 32121 Telephone #: (386) 7674774 Fax #: (386) 767-6556 Email: lebpe@bellsouth.net © COPYRIGHT 2008 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. - 1 1-81 SECTION 1 SCREENED ENCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Connection of Roof Beams To Wall: Uprights or Beam Splicing Beam/Upright or Post Upright or Post/Beam Minimum Purlin, Girt & Knee Brace Size Notes Minimum Number of Screws* #8 x'/:" #10 x W, #12 x V Beam Stitching Screw at 24" OC 2 x 4 SMB 2 x 3 SMB or H 2" x 2" x 0.044" Partial Lap 8 6, 4 #10 2 x 5 SMB 2 x 3 SMB or H 2"x 2"x 0.044" Partial Lap 8 6 4 #8 2 x 6 SMB 2 x 3 SMB or H 2" x 2" x 0.044" Partial Lap 10. 8 6 #10 2x7SMB 2x4SMB orH 2"x3"x0.044" Full Lap 14 12 10 #12 2 x 8 SMB 2 x 5 SMB or H 2" x 3" x 0.044" Full Lap 16 14 12 #14 2 x 9 SMB 2 x 6 SMB 2"x 3" x 0.045" Full Lap 18 16 14 #14"" 2 x 9 SMB • 2 x 7 SMB 2" x 4" x 0.050" Full Lap 20 18 16 #14" 2 x 10 SMB 2 x 8 SMB 2" x 5" x 0.050" Full Lap 20 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". 0.063" #10 3/8" 3/4" 2" x 8" x 0.072" x 0.224" 0.125" #12 1/2" 1" 2" x 9" x 0.072" x 0.224" 0.125" #14 or 1/4" 3/4" 1-1/2" 2" x 9" x 0.082" x 0:.306" 0.190" 5116" 7/8" 1-3/4" 2" x 10" x 0.092" x-0.369" 0.250" 3/8" 1" 2" 0.082" wall thickness, 0.310" flange thickness '" (1) Stitching screw at 16" O.C. max. Connection Example: 2"x 7" beam & 2" x 5" at beam & gusset plate, (14) #8 x 1/2" sms & upright & gusset plate (14) #8 x 1/2" sms ea. side of beam & upright. Note: 1. Connection of 2"x 6" to 2" x 4" shall use a full lap cut or 1/16" gusset plate. 2. 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. I The number of screws is based on the maximum allowable moment of the -beam. 4. The number of deck anchors is based on RAWL R Tapper allowable load data.for2,500 psi concrete and / or equal anchors may be used. The number shown is the total use 1/2 per side. 5. Hollow splice connections can be made provided the connection is approved by the engineer. 6. 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. 7. The side wall upright shall have a minimum beam size as shown above, ie., a 2" x 4" upright shall have a 2" x3" beam. 8. For minimum girt size read upright size as a beam and purlin size is minimum girt size. (i.e. 2" x 9" x 0.072" x 0.224" s.m.b. w/ 2" x 6" x 0.050 x 0.120" s.m.b. upright requires a 2"x 3" x 0.045" girt / chair rail.) Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 7674774 Fax It: (386) 767-6556 Email: lebpe@bellsouth.net PAGE I © COPYRIGHT 2006 1-94 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. N !_F PLAT OF [" DFSCR1Fjii0N- (AS f ORMISIMW o) LOT 07, 13AIc�RS CROSSING I'IIAs;r, 2 A5 RECORDED Il! PLAT- BOOK 62, PAGES 9'7-99 OF THF' V1114111.'PFCORDS OF SEMINOLE COUNTY, FLORIDA CEIITIF'IED TO AM rOR THE "CL11SIVI_ USE OF: U,R,H, TITLE COMPANY OF FLURIUA INC; FIOWTY HATIONAL T11LE INSUpmCg OaMpRNY OF pENN3YLV/o141A UI MORTIIAGE COMPANY I , I_ll),, ) [L: A==89*41'1 g„ R-25.00' '_--=30.13' CB-S4533'06"W C-35.26" LOT' 68 We1X .IS 1 S' Orr BAKERS CROSSING PHASI_ PLAT BOOK 60, PAGES 27 N89736'i a"W 57.6 4-' MOM' CENTMIA Ol RIGHT -OF• -WAY_ .LL UIRQCTION5 ANI) DISTANCES HAVE q FIEL O VERIFIED ANO ANY )NSISTENCIE.S HAVE BEEN NOTED ON THE VEY, IF ANY. ROPERTY CORNERS SIiDWN HEREON WERE (FOUNO ON 03-19-04, UNLESS OTHL-RWFr W1. HE 5URvEYOR HAS NOT ABSTILACTED THE 5110"' HEREON FOR EASEMENTS, RIGIIY OF RESTRICTIONS OF RECORO WHICH 14AY :CT. THE TITLE OR USE OF THE LAND, 0 UNDERCROLINO IMPROVEIdOMIS HA qE BECK kTED EXCEPT A5 sllowN_ Of VAI.10 VOTIIOUT 'ME SIGNATURE AND ME INAI_ RAISED SEAL W A rLoRIDA LJCENarf--I) �EYOII AND MAYPQM_ KIN 100 wm ►L 'I.IO, IR H IrN£ A ei" 1MkE9 NO OUARARltksm I'm F"QM1 Y{ PL.CASE rUNTUr TH4,LOCAL kafgr 000 wjufxcAtjDeL 10 Mfuvm NiREOH AAF FASW IM RNMOLE MN17 M"1110L its MPH191E11. 3TERLY LINE OF to 6 iOV'1226`W PER PLAT; rr. CLY[)Ir:SDA[.F QRCL[ 11RACT -A'' Ur.RICIIT OF `TAY 11 AKE IC SCALE rCRm r- 3 NS REVIEW 61TY OF SALFORD PFyla DI{ ►' AT "u"fa1M w"Ir , I' ,nD IRµ1, 5rT9AVX DHE QFUG HAIL ANO o11C ' 111(411 IW WAY UNC ® r.;g'q 19 1rIM09 ILEVATM CNA [Lx_A "tImi1F1r L8 LANA wAvFrINO ow',41+I59 IS LAND 6URVEYM MIN PCP 1111MANF.)IF AUDI ICY' IA0M)I4&y, PQItNIWCNr 1'(N4rR1N POINT PU11EEfR PLAI �((�PI F'v U C/FI C7' CE 0 frirrXllle�u YNtt3 C0IJCREIE wA1h o01ic:FtI:IE vAl, MNCAEIE 5I Aif 0110111) MOM rit PARKER IIA1011 R POC (Awur PWTT OF 41HY`7 PFyla DI{ ►' AT "u"fa1M I NEAEUY CERTIFY, THAT 111I5 ANNUARY SURVEY. SUBJECT TO THE Sl1RVEY0IT'5 NOTI CONT14NEU HERFON MEETS THE APPLICABLJ9 "MINIMUM TECHNICAL. $TANVOW SFT FORT BY THE FLORIDA BOARD OF PRAPpsSlt)NAL SURVEYORS AND MAPPERS IN CHAPTER 61017-6, FLORIDA ADMINISTRATTVF CODE PURSUANY TO CHAf'101 472-027, PtOR)OA w"Ir , I' ►Fli Ji QFUG HAIL ANO o11C ' 1!I /14�071 (oa/turbo) ® LBmAI T IN OJ01)IIN CAV CNA CORIIIII NOr ACCE39MT n OFJOOIE9 KVA (IDLE 1. DI mm!f ARO UNCTII CN_ 0EN91E7 CHORD BEARING PC OOTOIE! I'Mt OF CMAVAPAIE Pt "I'VE11 POINT OF tN1U15L ill PRC MGM PCV41 OF REAJW CUAJAIOaF PI KNWI4!, rubil or "imm"cVTP r IUL ICONTIo1lI11 AIG R COW SOt1CREx 81,1)CK 4M1 AP JIMVX PCMT alu Ot- MFAD U11uIY LINE V fp'ee Irl TICAT1)o�N I'VINT or ICOidYfOlA1D cVRVE I NEAEUY CERTIFY, THAT 111I5 ANNUARY SURVEY. SUBJECT TO THE Sl1RVEY0IT'5 NOTI CONT14NEU HERFON MEETS THE APPLICABLJ9 "MINIMUM TECHNICAL. $TANVOW SFT FORT BY THE FLORIDA BOARD OF PRAPpsSlt)NAL SURVEYORS AND MAPPERS IN CHAPTER 61017-6, FLORIDA ADMINISTRATTVF CODE PURSUANY TO CHAf'101 472-027, PtOR)OA 4 Design Check List for Pool Enclosures I. 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 Supplements, Chapter 20, ASM35 and The 2005 Aluminum Design Manual Part I -A & II -A; Exposure 'B'-✓ or'C'II or'D'J::I; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; Negative I.P.C. 0.00; _ MPH Wind Zone for 3 second wind gust; Basic Wind Pressure ; Design pressures are —PSF for roofs & _ PSF for walls. (see page 1 ii for wind loads and design pressures) A 300 PLF point load is also considered for screen roof members. Notes: Wind velocity zones and exposure category is determined by local code. Design pressures and conversion multipliers are on page 1 -ii. II. 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. David Caldwell Phone: 407-658-7923 r/ j d Name (please print) Date: 4-09-07 Xbtfa'ct,o5rCAo ed Rep* Signature Carlos Real 234 Clydesdale Cir. Sanford FI.32773 Job Name & Address Note: If the total of beam span & upright height exceeds 50' or upright height exceeds 16', site specific engineering is required. III. Building Permit Application Package contains the following: Yes No A. Project name & address on plans . ......... r7V 0 B. Site plan or survey with enclosure location . ...... E C. Contractor's / Designer's name, address, phone number, & signature on plans IZI D. Site exposure form completed . .. .......... .... .... ... ......... r 7V E. Enclosure layout drawing @ 1/8" or 1/10" scale with the following: ED 1. Plan view with host structure, enclosure length, projection from host structure, E and all dimensions 0� 2. Front and side elevation views with all dimensions &heights Note: All mansard wall drawings shall include mansard panel at the top of the wall. 3. Beam location (show in plan &elevation view) &size (Table 1.1 & 1.6) Roof frame member allowable span conversions from 120 MPH wind zone, "B" Exposure to MPH wind zone and / orQ'C" orF_JD" Exposure for load width of Note: Conversion factors do not apply to members subject to point load (P). Look up span in appropriate 120 MPH span table and apply the following formula: Span Required Converted @ 120 MPH Span / Height 0.00 (b or d) x 1.00 (b or d) x 1.00 (b or d) _ Wind Zone Multiplier Exposure Multiplier (see page 1 ii) (see page 4. Upright location (show in plan &elevation view) &size D 0 (Table 1.3 & 1.6) 0 0 5. Chair rail &girt size, length, &spacing � (Table 1.4) 6. Eave rail size, length, spacing and stitching of 0 Q (Table 1.2) * Must have attended Engineer's Continuing Education Class within the past two years. b-1 Design Check List for Pool Enclosures (Page 2 of 4) Wall frame member allowable span conversions from 120 MPH wind zone, "B" Exposure to 0.00 MPH wind zone and / orQ'C" orF-I'D" Exposure for load width of 1.00 : Look up span in appropriate 120 MPH span table and apply the following formula: Span / Height Required Converted @ 120 MPH Span / Height or _ MPH 0.00 (b or d) x 1.00 (b or d) x 1.00 (b or d) _ Wind Zone Exposure Multiplier Multiplier'"' (see page 1ii) Yes No 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 .......................... r IV. Highlight details from the Aluminum Structures Design Manual: Yes No A. Beam & purlin tables with size, thickness, spacing, & spans / lengths ........... 0 (Tables 1.1 & 1.2 or 1.9.1 & 1.9.2) B. Upright &girt tables with size, thickness, spacing, &spans !lengths .............. _ (Tables 1.3 & 1.4) Z C. Table 1.6 with beam &upright combination ................................... D. Connection details to be use such as: 1. Beam to upright ............................. Q 2. Beam to wall ................................... ... .................... Q 3. Beam to beam............................................................. 4. Chair rail, purlins, & knee braces ......................................... . Q 5. Extruded gutter connections ................... ............. ......... 6. Angle to deck and / or sole plate ......... 19 0 7. Anchors go through pavers into concrete ....... 0 0 8. Minimum footing and / or knee wall details ............ 0 9. Cable or K- brace details Section 1 ..................... .... ...... 0 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 Front wall @ eaves ft. x ft.= 0.00 ft.2 @ 100% = 0.00 ft.2 W H a Largest side wall: ft. x ft.= 0.00 ft.2 @ 50% _ ..... . . ................ 0.00 ft.2 W H b Total area / (233 ft.2 / cable for 3/32") = 0 cable pairs or Total area / (445 ft.2 / cable for 1/8") = 0 cable pairs TOTAL = .......... 0.00 ft.2 Side wall cable calculation: 0.00 ft.2 @ 100% = 0.00 ft.2 b Side wall area / (233 ft.2 / cable for 3/32") = 0 cables) or Side wall area / (445 ft.2 / cable for 1/8") = 0 cable(s) b-2 a Design Check List for Pool Enclosures (Page 3 of 4) R W H W HOST FRONT SIDE WALL WALL Example 2: Gable Roof Front wall @ eave: ft. x ft.= 0.00 ft.2 @ 100% _ W H a Front gable rise: ft. x 1 /2( ft.) = 0,00 ft.2 @ 100% _ .................... R W b Largest side wall: ft. x 0.00 ft.2 @ 50% W H c Largest side gable rise: ft. x ft. = 0.00 ft.2 @ 50% _ R W d TOTAL = Total area / (233 ft.2 / cable for 3/32") = 0 cable pairs or Total area / (445 ft.2 / cable for 1/8") = 0 cable pairs Side wall cable calculation: 0.00 ft.2 + 0.00 ft.2 = 0.00 ft.2 @ 100% _ ............ c d Side wall area / (233 ft.2 / cable for 3/32") = 0 cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = 0 cable(s) RxW R Rx(1/2)W W H W HOST FRONT SIDE WALL WALL Example 3: Transverse Gable Roof 0.00 ft.2 0.00 ft.2 0.00 ft.2 0.00 ft.2 0.00 ft.2 0.00 ft.2 Front wall @ eave: ft. x ft. = 0.00 ft.2 @ 100% _ ..... . . . . .. . . . ...... 0.00 ft.2 W H a Front gable rise: ft. x ft. = 0.00 ft.2 @ 100% = 0.00 ft.2 R W b Largest side wall: ft. x = 0.00 ft.2 @ 50% _ ........... 0.00 ft.2 W H c Largest side gable rise: ft. x 1/2 ( ft.) = 0.00 ft.2 @ 50% _ ....... ..... . . 0.00 ft.2 R W d TOTAL = 0.00 ft.2 Total area / (233 ft.2 / cable for 3/32") = 0 cable pairs or Total area / (445 ft.2 / cable for 1/8") = 0 cable pairs Side wall cable calculation: 0.00 ft.2 + 0.00 ft.2 = 0.00 ft.2 @ 100% = 0.00 ft.2 c d Side wall area / (233 ft.2 / cable for 3/32") = 0 cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = 0 cable(s) b-3 " Desian Check List for Pool Enclosures (Paae 4 of 4 Example 4: Mansard Roof Front wall @ eave: ft. x ft.= 0.00 ft.2 @ 100% = 0.00 ft.2 W H a Front mansard rise: ft. x 1/2( ft. + ft.) = 0.00 ft.2 @ 100% = 0.00 ft.2 ........... R W1 W2 b Largest side wall: ft. x = 0.00 ft.2 @ 50% _ ........... 0.00 ft.2 W H c Largest side mansard rise: ft. x 1/2(ft. + ft.) = 0.00 ft.2 @ 50% = 0.00 ft.2 R W1 W2 d TOTAL = ..... 0.00 ft.2 Total area / (233 ft.2 / cable for 3/32") = 0 cable pairs or Total area / (445 ft.2 / cable for 1/8") = 0 cable pairs Side wall cable calculation: 0.00 ft.2 + 0.00 ft.2 = 0.00 ft.2 @ 100% _ ..... 0.00 ft.2 c d Side wall area / (233 ft.2 / cable for 3/32") = 0 cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = 0 cable(s) Example 5: Dome Roof Front dome wall @ eave: 40.00 ft. x 9.00 ft. = 360.00 ft. @ 100% = ..................... 360.00 ft.2 W H a Front dome rise: 4.50 ft. x 1/2 4( 0.00 ft.) = 90.00 ft.2 @ 100% = ....................... 90.00 ft.2 R W b Largest side wall: 25.00 ft, x 9.00 = 225.00 ft.2 @ 50% = 112.50 ft.2 W H c Largest side dome rise: ft. x ft. = 0.00 ft.2 @ 50% = ...................... 0.00 ft.2 R W d TOTAL = ...... 562.50 ft.2 Total area / (233 ft.2 / cable for 3/32") = 2 cable pairs or Total area / (445 ft.2 / cable for 1/8") = 1 cable pairs Side wall cable calculation: 225.00 ft.2 + 0.00 ft.2 = 225.00 ft.2 @ 100% = ............... 225.00 ft.2 c d Side wall area / (233 ft.2 / cable for 3/32") = 1 cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = 1 cable(s) Notes: b-4 i4 Code Layout Elevation: — 5' N/6eLe.0 { POOL PLAN SCALE 1/8 = 1'0" N145299 I ��e f-, 1, 0 L JIED �r ✓�C C. 11 I —r Sprr.aLi�- VO (loxc,s {0 1Z I I i l3 I� 3� p t S'u f. y Screen Enclosure Color kJ(' o1.;• Roof Style {yvlt. Doors _ Elite Roof Gutter Other ' WCA5 L�y_S X� A -cess f f i This drawing and it's principle design is the excluive property of Artesian Pools, it cannot be copied, loaned, or reproduced without thi written consent of Artesian Pools. Reference No. Length & Width Swimout Decking Type & Col Re -top Existing Color Band Pavers Color & Pat Paver Border Interior Finish Pump Size Filter Type & Size Cleaner Chlorinator Light (Type & Qty) Spa Therapy Jets Blower Heater & Type Box Waterfalls Deck Spouts Rockwork Depth / r Pool Gallons 65 Hand / Grabrail — s1 �Y- j n Tile Selection LIS -3 D 2 Step Tile C_filzm Deco Tiles .i Termite 0W,4C,yt' Barrier or Alarms f',it(Ml Job # 1UO Pool Returns 3 —' o✓rt (std light includes lens kit ) Granite -- Spa Fountain — Spa Light Controls Sprayers Fountain Solar (Includes Cover) Access Approval — Driveway Approv Dirt Removal Fence Removal V/rbto, Tree Removal — Fence Re -install Stump Removal Concrete Remov Skimmers, Dual Main Drains, Electrical, Time Clock, Test kit, Brush, Pole, Manual Vac, Vac Hose, Thermometer, Rope / Float/ Hooks are included. Broken sprinkler lines will be capped after pregrade and re-routed by H/O Other Options I AN ARTESIAN POOL FOR: ilcil Name 1 Vic, --fora rlU4 1 Address- 2.2py C11v de_s jgIc, ('�(/ - city San-pov-d 1_ zip 32-775 Phone (s) - Home yU 3612- _77/D Lot Co 7 Block Sub iLc,✓o 640, 61.1 Customer's Signature %r"•c .�-r.- �' Drawn By 6, C,, Date 2--/0-07