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HomeMy WebLinkAbout101 Maplewood Dr1-22-204 12:18PM FROM P_1 RECEIVED CITY OF SANFORD:PERMrr APPLICATION JUL 2 2 2009 r Permit # : 1 (d Date: Job Address- 101 Maplewood Drive, Sanford, FL 32771 Description of Work: Screen enclosure for .in -ground, gunite swimming pool & spa. Historic District: Zoning: Value of Work: 5 6, 5 4 4, 0 0 Permit Type: Building Electrical Ivleeitanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non-Rmdcritial Replacement New(Duct Layout & Energy Calc. Required) Plumbing/ New Comrxtereial: # of Fixtures # of Water & Scwcr Lines # of Gas Lincs Plumbing/New Residential: #of Water dosm Plumbing Repair—Residential or Commercial Oecupmncy Type: Residential Corastltnaal Industrial Total Square Footage: Construction Type: # of Stories: # of Dwtlling Chits: Flood Zone- (FEMA form required for other than x) Parcel a: 3 3 -1 9 - 3 0 - 5 EM - 0 B 0 0 - 0 01 0 (Attach Proof of Ownership Legal Description) Owners Name & Address- Lillian Lord 101 Maplewood Drive, Sanford., FL 32771 N/A Contractor Name /& Address:/ t l I p�tJ�U T'✓ 1yt r7 ` �/» 1��- S 75- V 11,5 -f ' -- State License Number. 6�C-U 5-1 7 U 8 Phone & Fax: QT . S Contact Person: Alan I . Cooper pho>:a: 4 0 7 - 2 4 9 -1 7 64 Bonding Company: N/A Address: Mortgage Lender. N/A Address: ArchitcctlEnginccr_ (Phone: Address: Faz• Application is hereby tirade to trbtain a permit to do the work and jnstallatie^s itdi-�._,^ i ! .. f..' -o wv�i or it s�ii$uon has eotaunrnccd prior to the J wa. issuance of a permit sled that all work will be Per to meet standards of all laws regulating 0onstruction in this jurisdiction I untimtand t3tat a scparart Permit metal be secured for ELECTRICAL WORK, PLUMSrNG, SIGNS, WELLS. POOLS, FURNACES„ BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, ctc_ WNER' FID V : I certify thar:all of the foregoing in&"netion is accurate and that all work will be done in comp'liaticc with ell.applieable luws rrpiFlaiw.g construction and boning_ WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR Ki YING 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. NQ(jE= In addition to the requirements ofthis permit, there may bc:adRiitional rrstxiclions applicable to this property that tray be found in tits public tzcorti. of this county, and there may be addi4otul permits required from other govcrtunental entities such as water management districts, ststc agencies, or federal agencies. Acceptance of it IS verification that I will notify the owner of the property of the require f Florida L,069 Law FS 713_ Signature of Owner/Agent / Dire ig cure of Contt�=tor/Agtnc Date Print nee1Agents m / Print Contractor/Agent's Name / f 1 Owner/Agent i _ Produced IAw APPLICATION APPROVED BY: Bldg: a .,boa nds od DI 8R6GORr 4 I My cctn 6p: QUO C I[y Know t� 00laLU Zoning: (Iniiul & Datc} (Initial & Dau) Special Conditions: �eriFalSikAliiPf3QiiNN.aa Datc VICKY L. METTS h. ComMS DD0272875 Expires 12fl/2007 $cnBtAtd�l tlty$lrrn to Me or Lied IDpn0,�a Mots utilities - (initial & Date) (initial & Date) 111897 LEWTED POWER OF ATTORNEY I hereby name and appoint ' 111-4 ofj in fact to act for me and apply to for apermit for work to be performed at a location described as: Section Township Range Lot Block Subdivision C44, &/)WkoordDt� 7 � (Address of Job) Date: to be my lawful and to sign. (Owner of Property and Address) and do all things necessary to this appointment. m4 S (Type Ce ed Contractor and Li -use #) of Certified Contractor) Acknowledged: Sworn to and subscribed bef, me s Day of A.D. c� Notary Public, State of Florida ............. '...... KIMBERLY D. MpHONEY (Seal)„umn� Comma D0030T210 . c�o�p'1 P°t Expires 211112008 Bonded Cw (8W)432-4254; My Commission E* Fbride NOtOly As;::.M •i I <ills I: s!nimeni YrCpayed By: NAME: Kelly Kroog 7347E. Colonial Drive. Orlando, FL. 32807 i Permit No. MRYPQE WRMv GLEN OF CIRCUIT COURT SENIKLE Ulm BK 65816 FOG 1843 CLERK'S 0 24.'W5121040 RECORDED 07120/2105 11:22:49 PM RECORDING FEES 10.00 RECORDED BY t holder NOTICE OF COMMENCEMENT STATE OF FLORIDA COUNTY OF ORANGE THE UNDERSIGNED 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 Commencement. 1. Full Legal Description of Property: 101 Maplewood Drive, Sanford, FL 32771 Tax ID#: 33-19-30-5EM—OB00-0010 Lot 1, Block B, Idyllwilde Of Loch Arbor Section -6, according to the plat thereof as recorded in Plat Book 21, Page 40, of the public records of Seminole County, Florida. 2. General Description of Improvement: SCREEN ENCLOSURE FOR SWIMMING POOL & SPA 3. Owner Information: Lillian Lord 101 Maplewood Drive Longwood, FL '32771 Interest in Property: N/A Name of Fee Simple Titleholder: N/A 4. Contractor: t' l l S'ULA Y-0' 4-tL .Vn I _FOC Phone: l_ 1O(�C�. Chis rr� Fax: 5• Surety: N/A Phone: N/A Amount of Bond: N/A Fax: 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 I. Cooper, 7347 E. 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 I. Cooper, 7347 E. Colonial Drive Orlando, FL. 32807 Phone: (407) 249-1764 Fax: (407) 277-1783 9• Expiration date of Notice of Commencement (the expiration is date is 1 year from the date of recording unless a different date is specified): 1 year from the date of recording CERTIFIED Copy MARyANNE MORSE CHER .SEM F OU C IT COURT Y, F RIDA� 8Y " ✓;purr C, ERK VUi, 2 0 (Signature of Owner) 144 (Owner's (Owner's Printed Name) The for oing instrument was acknowledged before me this L6 - '"7 20 a .b by iLL1�w who is personally known to / who produced as ide t' kation a d ho )did not take an oath. tl L No. DDo SECTION 1 1 SCREENED ENCLOSURES Table 1.3 Allowable Post / Upright Heights for Primary Screen Wall Frame Members Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.* Hollow Sections 3'4" Tributary Load Width W'= Upright Spacing 6'-0" = Upright Spacing 1 7%0" 1 8'-0" ding 'b' or deflection 'd' 3'4" 1 4'-0" 1 5'4" 1 6'4" 1 7'4" 1 8'4" 1 9'-0" Allowable Height'H' / bending'b' or deflection'd' 16'-11" 2" x 2" x 0.044" 8'4" b T-3" b 1 6'-6" bj 5'-11" b 5'-6" b 5'-1" b 4'-10" b 2" x 2" x 0.055" T-1" b T-11" b T-1" b 6'-5" b 5'-11" b T-7" b T-3" b 2" x 3" x 0.045" 11'-3" b 9'-9" b 8'-9" b T-11" b 1T-5" b 6'-11" b 6'-6" b 2" x 4" x 0.050" 12'-5" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b T-7" b T-2" b Self Mating Sections 3'4" Tributary Load 4'-0" 5%0" Allowable Heigh 6'-0" = Upright Spacing 1 7%0" 1 8'-0" ding 'b' or deflection 'd' 3'-0" 1 4'-0" 1 5%0" 1 6'-0" 1 7'4" 1 8'4" 2" x 4" x 0.044 x 0.100" 16'-11" b 14'-8" b 13'-1" b T-8" b 1'-11' b 11'-1" b 10'4" b 9'-9" b 2" x 5" x 0.050" x 0.100" 20'-11" b 18'-1" b 16'-2" b IFFor b 13'-8" b 12'-10" b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-1" b 15'-10" b 14'-10" b 13'-11" b 2" x 7" x 0.055" x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16'-8" b 15-9" b 2" x 7" x 0.055" w/ insert 36'-3" b 31'4" b 28'-1" b 254" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b 21'-6" b 20'-4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-0" b 26'-11" b 24'-11" b 23'4" b 22'-0" b 2" x 9" x 0.082" x 0.310" 41'-10" b 36'-3" b 32'-5" b 29'-7" b 27'-5" b 25'-8" b 24'-2" b 2" x 10" x 0.092" x 0.369" 50'x!" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1" b Snap Sections Tributary Load Width 'W'= Upright Spacing 3'-0" 1 4'-0" 1 5%0" 1 6'-0" 1 7'4" 1 8'4" Allowable Height 'H' / bending 'b' or deflection 'd' 2" x 2" x 0.044" 9'-11" b 8'-7" b T-8" b T-0" b 6'-6" b 6'-1" b 5'-9" b 2" x 3" x 0.045" 12'-9" b 11'-0" b 9'-10" b 9'-0" b 8'-4" b T-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) 7674774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 1-58 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1/ SECTION 1 SCREENED ENCLOSURES Table 1.10 Allowable Spans for 5" Super Gutter and Self Mating Beam Screened Enclosure One Side / Solid Roof Other Side Aluminum Alloy 6063 T-6 For Areas with Wind Loads 150 M.P.H. or Less and Latitudes Below 30'-30'-00" North 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0' and minus If the solid roof panel is smaller than 10'-0". 2. For span of "L' of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span. 4. Spans are based on a minimum of 10t/ / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans may be interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule 10' 07—T12' -O' 112 Screen Roof Beam Span 1 14'-0" 16'0" 1 18'-0" 1 20'-0" 1 22'-0" Beams And 5" Super Gutters Intermediate Post @ Chair Rail 5'-0" 1/2 Solid Roof Beam Span 5'4" 5'-0" 5'-0" 5'-0" 5'-0" 2" x 6" x 0.050" x 0.120"10'-11" 4 2 b 10'-7' b 10'-3" b 9'-11" b 9'-9" b 9'-6" b 2" x 7" x 0.055" x 0.120" R5'-3" 11'-8' b 11'4" b 10'-11" b 10'-8" b 10'-4" b 10'-1" b 2" x 7" x 0.055" w/ Insert 4 14'-8" b 14'-3" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 2" x 8" x 0.072" x 0.224" 12 1 14'-4" b 13'-10" b 13'-5" b 13'-1" b 12'-9" b 12'-5" b 2" x 9" x 0.072" x 0.224" 15-11 b 15'-5" b 14'-11' b 14'-6" b 14'-1" b 13'-8" b 13'-4" b 2" x 9" x 0.082" x 0.306" 1 17'4" b 1 16'-9" bi 16'-2" b 15'-9' b 15'-3" b 14'-10" b 14'-6' b 2" x 10" x 0. 2" x 0.369" 1 20'-7" bi 19'-11" b 1 19'-3" b 18'-8' b 1 18'-2" b 1 17'-8" b 17'-3" b Notes: 1. If the solid panel is greater or less than 10'-0", then the 1/2 the allowable screen roof beam span shall be adjusted by the factor of +/- 2 x 1/2 (the solid roof panel span difference between the actual and 10'-0"). The adjustment to the allowable screen roof panel width is applied as a plus if the solid roof panel is larger than 10'-0' and minus If the solid roof panel is smaller than 10'-0". 2. For span of "L' of beam; use screen panel width "W" from drawing. 3. Load span = 1/2 of screen beam length + 1/2 of solid roof span. 4. Spans are based on a minimum of 10t/ / Sq. Ft. for screen and up to a 150 M.P.H. wind load for solid roof portion. 5. Spans may be interpolated. 6. For minimum beam to upright sizes use Table 2.3. Table 1.11 K -Bracing Fastening Schedule Use front wail width when determining number of s.m.s. for the side wall K -bracing. Use side wall Width when determining number of s.m.s. for the front and / or back wall K -bracing. 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) 767-6558 PAGE © COPYRIGHT 2004 1-64 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. Number of 010 x 3/4" S.M.S. Re uired Maximum Wall Width = Corner Post @ Top Diagonals (K) per End Intermediate Post @ Chair Rail Corner Post @ Bottom Plate to Sole Plate 20'-0" 2 2 4 2 2 30'-0" 2 2 4 2 2 40'-0" 3 4 6 2 2 50'-0" 4 5 8 3 3 60'-0" 6 1 7 12 1 3 3 Note: Maximum front wall heiaht = 10'-0" Use front wail width when determining number of s.m.s. for the side wall K -bracing. Use side wall Width when determining number of s.m.s. for the front and / or back wall K -bracing. 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) 767-6558 PAGE © COPYRIGHT 2004 1-64 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 V � 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 9'-0" 3'-0" 4'-0" 1 5'-0" 1 6'-0" 7'-0" 1 8'-0" 9--01- '-0"Allowable 19'-11" AllowableSpan 'L' / bending 'b' or deflection 'd' b 15'-6" 2" x 2" x 0.044" 9'-10" b 8'-7" b 1 7'-8" b 1 6'-11" b 1 6'-6" b 1 6'-1" b I 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 15-2" b 11'-7" b 10'-4" b 9'-5" b 8'-9" b 8'-2" b 7'-8" b 2" x 4" x 0.050" 14'-8" b 12'-8" b 11' 4" b 10' 4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" Tributary ad Width 'W'= Beam Spacing 4'-0" 1 5'-0" 7'-0" 8'-0" Allowable Span 'L' / bending 'b' or deflection 'd' 9'-0" 2" x 4" x 0.044 x 0.100" 19'-11" b 17'4" b 15'-6" b 14'-2" b 13'-1" b 12'-3" b 11--6-- 1'-6"2" b 11'-8" b 10'-8" b 9'-10" b 9'-3" 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 21'-1" b 19'-9" b 18'-7" b 2" x 7" x 0.055" w/ Insert 42'-10" b 37'-1" b 33'-2" b 30'1" 28'-1" b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1" b 32'-3" b 29'-5" b 1 27'-3" b 25'-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1" b 34'-11" b 31'-11" bi 29'-6" bi 27'-8" b 1 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" b28'-7" b 2" x 10" x 0.092" x 0.369" 59'-6" b 51'-7" b 46'-1" b 42'-1" b 38'-11" b 36'-5" b 34'-4" b Snap Sections 3'-0" Tributary Load Width W'"- Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 1 7'-0" 1 8'-0" AllowableSpan 'L' / bending 'b' or deflection 'd' 1 9--0-- '-0"Allowable 2" x 2" x 0.044" 11'-9" b 1 10'-2" b 9'-1" b 8'-4" b 7'-8" b 772" 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. 4. Span is measured from center of beam and upright connection to fascia or wall connection. 5. Above spans do not include length of knee brace. Add horizontal distance from upright to center of brace to beam connection to the above spans for total beam spans. 6. Purlin spacing shall not exceed 6'- 8" . For beam spans greater than 40'-0" the beam at the center purlin and one purtin 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 I © COPYRIGHT 2004 1-56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. SECTION 1 I SCREENED ENCLOSURES 40, ' S.M.S. TOE ) BEAM AND/OR AIL SION BION WIND BRACE CONNECTION DETAIL SCALE: 3" 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 ENPINEER - DEVELOPMENT CONSULTANT P.O. BOX 214388, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 787.4774 FAX: (388) 7876558 PAGE © COPYRIGHT 2004 1.36 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES r: 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 Deck & Knee Brace Size" Anchors Notes Minimum Number of Screws' #8 x Y." #10 x'/." #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" 1 2" x 3" 2" x 2" x 0.044" 2 Full Lap 8 6 4 #8 2" x 6" 2" x 3" 2" x 2" x 0.044" 4 Full Lap 10 8 6 #10 2" x 6" 2"x 4" 2" x 2" x 0.044" 4 Partial Lap 10 8 6 #10 2" x 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 1 18 16 14 #14 2" x 9"" 1 2" x 7" 2" x 4" x 0.050" 8 Partial Lap 20 1 18 1 16 #14 2" x 10" 2" x 8" 2" x 4" x 0.050" 10 Partial Lap 20 1 18 1 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 055" x 0.120" 1/16" = 0.063" #10 3/8" 3/4" 2" x 8" x M72" 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 - 2'-0" 2" x 2" x 0.044" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To 2" x 3" x 0.045" 2" H -Channel With 3 #10 x 1/2" EACH SIDE To 4'-0" " x 4" x 0.044" x 0.12" 2" H -Channel With (4) 3/4" long screws (size to be determined by beam size, see table 9.6) (See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than 4'-6" contact engineer for specifications and details. 2. Cantilever beam detail shown on page 1-32 shall be used for host structure attachment when knee brace length exceeds 4'-6". Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-61 SECTION 1 SOLID COVER ATTA (PER SECT (2) #10 x 1/2" SUPER OR EXTF GUTTER ATTACHED TC WITH 2-1/2" LONG SELECTED FROM SEC FOR BEAM SIZE SPA( 2 SCREENED ENCLOSURES BREAK FORMED OR EXTRUDED END CAP W/ IKICI a ATCn OAN ROOF OR )OF PANEL. ,N ROOF. EAK FORMED FRAP OR TRAP W/ (2) 3. OR 1/4" THRU- IPVC OR EQUAL I" O.C. SECTION FOR ALLOWABLE SPANS OF SUPER OR EXTRUDED GUTTER AND CARRIER BEAM (SEE TABLE 1.10) DSION ID WASHER _EWS (PER SECTION 9) NOTE: BEAM MAY BE ATTACHED TO SUPER GUTTER AND SOLID ROOF TO S.M.B. PROVIDED A STRAP OR 1/2" P.V.C. OR EQUAL FERRULE IS PROVIDED AT EACH BEAM. SUPER OR EXTRUDED GUTTER - SOLID ROOF I SCREEN ROOF COMBINATION SCALE: 3"= V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6566 PAGE © COPYRIGHT 2004 1-52 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES STAINLESS STEEL CABLE CABLE CLAMP (SEE TABLE) NOTE: SEE PAGE 1-41 FOR NUMBER OF CABLES REQUIRED SECTION 1 "' "" " 125" ANGLE 1/2" CONCRETE (MIN.) DISTANCE FROM EDGE OF SLAB = 5(D) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAIL 26 SCALE: 3" = 1'-0" 5-1/2" (6" NOMINAL) SLAB (MIN.) SELECT ANCHOR FROM TABLE 9-1, MIN. SHEAR 607# FOR 3/32" CABLE AND 594# FOR 1/8" �0 CABLE, FOR 3/32" CABLE (1) 2 1/4" x 1-1/2" CONCRETE ANCHOR (MIN.) Q 5d MIN. o� MIN.) u �•�i d (MIN.) I 2500 P.S.I. CONCRETE 6 x 6 -10 x 10 WELDED WIRE MESH OR FIBER MESH CONCRETE ALTERNATE CABLE CONNECTIONS AT FOUNDATION - DETAIL 2C SCALE: 3" =1'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE: (366) 7674774 FAX (388) 78743558 COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. 1-43 J SECTION 1 SCREENED ENCLOSURES t. �d-1l2"--�` I � 1-3/4" STRAP MADE FROM REQUIRED GUSSET PLATE MATERIAL (SEE TABLE FOR LENGTH AND # OF SCREWS REQUIRED) CONNECT 2"x 2" OR 2" x 3"TO BEAM W/ MIN. (3) #10 x 1-1/2" S.M.S. INTO SCREW BOSSES WHEN FASTENING 2" x 2" S �- THROUGH GUSSET PLATE USE #10 x 2" (3) EACH MIN. 1" x 2" OPEN BACK ATTACHED TO 2" x 2" W/ #10 x 1-1/2" S.M.S. @ 24" O.C. NOTCH GUSSETT PLATE TO FIT AROUND UPRIGHT 2" x 8" BEAM CUT TO ACCEPT SCREW LOCATIONS PER WALL UPRIGHT TAB FILL OUTSIDE 1-3/4" STRAP MADE FROM LOC S FIRST REQUIRED GUSSET PLATE L GUSSET PLATES ALL MATERIAL BE A d MM OF 5052 -32 (SEE TABLE FOR LENGTH AND ALLOY UM # OF SCREWS REQUIRED) YIELD STRENGTH OF 23 ksi STRAP TABLE SELF MATING UPRIGHT CUT TO MATCH BEAM ANGLE NOTE: 2" x 8" BEAM W/ 2" x 5" UPRIGHT SHOWN OTHER BEAM TO UPRIGHT COMBINATIONS PER ' ALL SCREWS 3/4" LONG TABLE 1.6 MAY BE USED NOTES: 1. FILL OUTER SCREW POSITIONS FIRST UNTIL REQUIRED NUMBER OF SCREWS IS ACHIEVED. 2. SEE TABLE 1.6 FOR GUSSETT SIZE, SCREW SIZES, AND NUMBER. 3. GUSSET PLATES ARE REQUIRED ON ALL BEAMS 2" x 7" AND LARGER. 4. SCREW PATTERN LAYOUT W/ SPACING BETWEEN SCREWS GREATER THAN MINIMUM IS ALLOWED SO THAT EQUAL SPACING IS ACHIEVED. ALTERNATE BEAM TO GUSSET PLATE CONNECTION SCALE: 3"= l'-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 76713774 FAX: (386) 7676556 . PAGE © COPYRIGHT 2004 1-16 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. BEAM SCREWS STRAP SIZE # !SIZE LENGTH 2" x 7" (4) #12 2-314" 2" x 8" (4) #14 3-1/4" SECTION 1 SCREENED ENCLOSURES CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracing to DIAGONAL bracing for pool enclosures: a) FRONT WALL CABLES - 7 x 7 OR 7 x 19 STAINLESS STEEL CABLE DIAMETER TOTAL ALLOWABLE WALL AREA " 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'x20')= 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 8 ONE PER 445 Sq. Ft. OF WALL ** SIDE WALL CABLES ARE NOT REQUIRED FOR SIDE WALLS LESS THAN 233 Sq. Ft. c) To calculate the required pair of cables for free standing pool enclosures use 100 % of each wall area & 50% of the area of one adjacent wall. NOTES: 1. Where wall height is such that a girt is required between the top or eave rail and the chair.rail, (i.e. a mid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the top rail and the mid -rise rail. If more than one additional girt is required between the top or eave rail and the chair rail, then there shall be an additional front wall cable pair at that girt also. 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cable may be attached at the mid -rise girt or the top rail. 3. Standard rounding off rules apply. ie: if the number of cables calculated is less than 2.5 pairs use two cables; if the number of cables calculated is 2.5 pairs or greater use 3 pairs of cables. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER. DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6558 PAGE COPYRIGHT 2084 1 -40 © NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNET7, P E. i J Table 9.7 FASTENERS Rivet Diameter SECTION 9 ti- 118" 129 176 210 325 5132" 187 263 340 490 3116" 262 375 445 720 #12 Angle 1" x 1" x 1/8" (0. 125" v #12 Angle 1-1/2"x 1-1/2" 1/16"(0.062") 1/4" #12 Angle 1-112" x 1-1/2" 3/16"(0. 188" 1/4" #14 Angle 1-1/2"x 1-1/2" 1/8"(0.062") 114" Table 9.8 Alternative Angle and Anchor Systems for Beams Anchored to Walls, Uprights, or Carrier BeamsNWVjjftft 114" #14 Angle 2" x 2" x 0.093" 3/8" 3/8" 2" x 2" x 1/8"(0. 125" 5/16" 5/16" Angle 2" x 2" x 3/16"(0.313") 1/2' 112" U -channel 1-314"x 1-314"x 1-3/4"x 1/8" 3/8" #14 U -channel 1" x 2-1/8" x 1" x 0.050" 5116" 5/16 U -channel 1-112" x 2-1/8" x 1-1/2" x 0.043" 1/2" #14 Note: # of screws to beam, wall, and/or post equal to depth of beam Table 9.9 Minimum Anchor Size for Extrusions Note: Wail, beam and upright minimum anchor sizes shall be used for super gutter connections. Lawrence E. Bennett, P.E. FL # 16644 CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 FAX: (386) 767-6556 PAGE © COPYRIGHT 2004 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 9-7 Table 9.7 Aluminum Rivets with Aluminum or Steel Mandrel Aluminum Mandrel Steel Mandrel Rivet Diameter Tension (lbs. Shear Tension (lbs.) Shear 118" 129 176 210 325 5132" 187 263 340 490 3116" 262 375 445 720 Maximum Screw 1 Anchor Size Extrusion Type Size Description To Wall To Upright /Beam Angle 1" x 1" x 0.045" 3/16" #10 Angle 1" x 1" x 1116' 0.063" 3116" #12 Angle 1" x 1" x 1/8" (0. 125" 3/16" #12 Angle 1-1/2"x 1-1/2" 1/16"(0.062") 1/4" #12 Angle 1-112" x 1-1/2" 3/16"(0. 188" 1/4" #14 Angle 1-1/2"x 1-1/2" 1/8"(0.062") 114" #14 Angle 1-3/4"x 1-3/4"x 1/8"(0.125") 114" #14 Angle 2" x 2" x 0.093" 3/8" 3/8" 2" x 2" x 1/8"(0. 125" 5/16" 5/16" Angle 2" x 2" x 3/16"(0.313") 1/2' 112" U -channel 1-314"x 1-314"x 1-3/4"x 1/8" 3/8" #14 U -channel 1" x 2-1/8" x 1" x 0.050" 5116" 5/16 U -channel 1-112" x 2-1/8" x 1-1/2" x 0.043" 1/2" #14 Wall Connection Extrusions Wall Metal Upright Concrete Wood 2" x 10" 114" #14 1/4" 1/4" 2" x 9" 1/4" #14 1/4" 1!4" 2" x 8" 1/4" #12 1/4" #12 2" x 7" 3/16" #10 3/16" #10 2" x 6" or less 3/16" #8 3/16" #e SCREENED ENCLOSURES 7Q" S. M. (MIN.) - 8" FLAT B L 1-1 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 SCALE: 3" = V-0" A ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER ®� WASHER EACH IDE 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.) A /1 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 ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE: (386) 767-4774 ( FAX: (386) 767-6556 ` © COPYRIGHT 2004 PAGE NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1-41 �V I •LL , LL� Ak ���'•;... •?f•„ � ��� � '-'{ ' _ ..<.. .. �.:'=��` ..,.�•, .�^e ; t �;;---r.F�°'""�,�.'� r w��• r\$•\L Zvi ?IIt 4t Legal Description _ Lot 1, Block 13, IDYLLWILDE OF LOCH ARBOR SECTION -6. - t+ according to the plat thereof, as recorded in Plat Book 21. Pages) 40,n4 of the: Public Records of Seminole County, FL. Com,rnunity number: 120294 Panel: 0040 T as Saffix: E ,F.I.R.M Date: 121612000 flood Zone: X Date of field work: 1012012003 Completion Date: 1012212003 F; ' �_ •�. Certified to:� James Donahue; Lillian Lord; Brokers Title; American Pioneer Title f� Insurance Company; America's Wholesale Lender, its' successors and/or assigns - CURVE TABLE NQ RADIUS DELTA ARC rANGEW eNORO CHORD SCARING t 2a00, sr44 35- 39.16' 24.89' 35.28' N- 45.06 37W- FCC FAR LOr 2 BLOCK 8 FCC Iv. 89"59'4AV. 102,25(Ad) S.d9'59'48Z l02.14'(P) DOGWOOD DRIVE 50*R/W M_H. H-GEND N.T.S. Not to Scak L WOW fence CATV Citblc Alio A- Wire Pence W.M. Watcr Mtier 1. Pound Noii TEL. Ttlephonc F=Iitica PTor,crty Corncf cam-, Co-cred Area Rccoed R.R_ Heating Rdtrcnce DOGWOOD DRIVE nR S/4' i♦ D e Q T c e SCALE: t" = 30' = Property Address: rCW i4- 101 Maplewood Drive Sanford, FL 32771 Survey number. -,SL 25646 GENERAL MOTES 1. l..egal dt%dplion pmt i,4.d by ofl— j, Tb� li_y shown herein Wam nn� �h•+u�+cd to, c entrnr- or omrr rc�n.dc+l �nuuwD,.++eo no+ thowr on the p6t 50*R/W M_H. ManAok N.T.S. Not to Scak O -R. ofrwial Rccord> U.R.B. official RtWhu Book MY. Pefmmen{ Control Poial nR S/4' i♦ D e Q T c e SCALE: t" = 30' = Property Address: rCW i4- 101 Maplewood Drive Sanford, FL 32771 Survey number. -,SL 25646 GENERAL MOTES 1. l..egal dt%dplion pmt i,4.d by ofl— j, Tb� li_y shown herein Wam nn� �h•+u�+cd to, c entrnr- or omrr rc�n.dc+l �nuuwD,.++eo no+ thowr on the p6t