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HomeMy WebLinkAbout128 Calabria Springs CovePermit #: Job Address: CITY OF SANFORD PERMIT APPLICATION "'04 i• %P Date: --ild J o Description of Work: Historic District: Zoning: Permit Type: Buildinr Electrical Electrical: New Service — # of AMPS Mechanical: Residential Non -Residential Plumbing/ New Commercial: # of Fixtures Plumbing/New Residential: # of Water Closets_ Occupancy Type: Residential Commercial Mechanical Plumbing Fire Sprinkler/Alarm Pool _ — Addition/Alteration Change of Service Temporary Pole _ Replacement New (Duct Layout & Energy Calc. Required) # of Water & Sewer Lines # of Gas Lines . Plumbing Repair — Residential or Commercial Industrial Total Square Footage: Construction Type: # of Stories: # ofDwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: 3R- f 9 - 3Q n -'SLY — OV 0 n U — 01;),0 (Attach Proof of Ownership & Legal Description) Owners Name & Address: I -I z Cglab)-1 a Contractor Name &Address Phone & Fax: Bonding Company: Address: ' Mortgage Lender: Address: Address: Phone: I U• Uf I 6?—If 2-2- State License Number: (J� U d JA Contact Person: 1 N n I Phone: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws repulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of it is verifi r n that I w'll notify the owner of th� perty o the req m is of Flo d ien FS 713. �, f r03 1-ljJ�J �o car Sign Lure o caner/Agent Date r ture of C ra for/Agent Date Al elo 1I o bro� NUtt�n $ 70ne'dAgent's N�ae, Prin r ctor/Agent's Name7 d5 v3 0 rgnature of No ry- af Florida Date ? Sig ure of Notary -S a of Date INIOwner/Agent is�( Personally Known to Me or Contractor/Agent is2� Personally Known to Me or • Produced ID SOW) ProducedID APPLICATION APPROVED BY: Bldg 1AF -1 3u-03Lonin : g (Initial & Date) (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) Special Conditions: 1.cyC� CUSTOM SCREENS ' & HOME IMPROVEMENTS; INC. 4881 Distribution Court 9 Orlando, Florida 32822 (407) 277-1028 • FAX (407) 277-1674 GiN GfSanford Florida Re: Screen Enclosure, G9 0 Cfa *q'.r1qS COW. TO WHOM IT MAY CONCERN: I,) NA, give power of attorney to Qn�]&N for the purpose of obtaining a building permit. for the above mentioned project. 1 . The foregoing itrument was acknowledgegl before a this day of JJl u , .-2003 by Kl Tarty M +� c M' TO; DDI 30431 ExpW93 J* 30.2008 VP PARCEL DETAIL fYYCQ4t'.--.a o a 111 ft I Rr. WOO' 7,71 M9 '' '• 2003 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 32-19-30-5LY-0000-0120 Tax District: Si -Number SANFORD of Buildings: 0 Depreciated Bldg Value: $0 KELLY RICHARD T & Owner: ANGELA T Exemptions: Depreciated EXFT Value: $0 Address: 128 CALABRIA SPRINGS CV Land Value (Market): $29,000 City,State,ZipCode: SANFORD FL 32771 Land Value Ag: $0 Property Address: Just/Market Value: $29,000 Subdivision Name: CALABRIA COVE Assessed Value (SON): $29,000 Dor: 00 -VACANT RESIDENTIAL Exempt Value: $0 Taxable Value: $29,000 SALES 2002 VALUE SUMMARY Deed Date Book Page Amount Vaclimp 2002 Tax Bill Amount: $586 WARRANTY DEED 01/2003 04701 1908 $224,700 Improved 2002 Taxable Value: $27,700 Find Compr able Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 12 CALABRIA COVE PB 60 PGS 8 THRU 10 LOT 0 0 1.000 29,000.00 $29,000 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. '&1)77 3 Prepared by: Q ► I I� i) h Florida Pools of Central Florida, Inc. 1 1123 Seminola Boulevard Rel-14rrn 1-0 : Casselberry, FL 32707 TM do , F� 3Z.� 2_2. NOTICE OF COMMENCEMENT State: FLORIDA j County: Sernp n o THE UNDERSIGNED hereby gives notice that Improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statures, the following information is provided in this Notice of Commencement. MARYANNE MORSE, CLERK OF CIRCUIT COURT SEMINOLE COUNTY BK 04936 DG 0051 CLERK'S # 2003129996 RECORDED 07/28/2003 10t18s31 AM RECORDING FEES 6.00 RECORDED BY L McKinley 1. Description of ro erty: (legal description of property, and street address if mailable) br in o A. 2. General description of Improvements: 3• Owner Information: I Ch Q C [� 11Q A. Name and Address: 1@(s C a l a h Y 1 G1 s Y I ►'1 S (o v e B. Interest in property: S Y- - L all 7 C. Name and address of fee simple titleholder (if other than owner): CERTIFIED COPY MARYANNE iV OWE CLERK OF CIRCUIT C URF SEM LE COUN11f. FL RIDA 4. Contractor: (name & address): ' 0 Gi�;��'r1 Scr��is q�� I D b v�IOh 5. Surety: 0y) Ft A. Name and address: N/A B. Amount of bond: N/A 6. Lender: (name and address) 7. Persons within the State,of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 713.13 (1)(a)7, Florida Statures: (name and address) M N/A 8. In addition to himself, Owner designates the following person(s) to receive a copy of the Lienor's Notice as proved in Section 713.13 (1)(1)), Florida Statues. (name and address) ABOVE NAMES CONTRACTOR 9. Expiration date of Notice of Commencement (the expiration (late is 1 year, for the (late of recording unless a ferent date is specified) Signatures of O ner Drivers License #:06 V 77Ub cr2 I Owner's Name: 1�400 01 1- 03 -16q - 0 FL Owner's Address: (G b !A- All information must be printed legibly to comply with recording requirements. STATE OF FLORIDA COUNTY OF SEMINOLE The foregoing instrument was acknowledged before me is [�.5'U 3 by I (h Q Q � I who is personally known to me or who has produced as identification and who did (did not) take and oath. (Signature of person taking acknowledgement) ---w.= (Name of officer taking acknowledgement - typed or stamped) G GARY D. ROSSER m Notary Public, State of Florida (Tile or rank) o I My comm. expires .iarr.15,2006 '�, Comm No. DD 084250 SI'.913 P . SNS REVIEWED CITY OF SANFORD Herx & Associates Inc. L a n d S u r v e y I n g 76,0 Douglas Avonue, Altamonte Springs, Florida. 32793 (407)788-8808 A4ember of Cho Florida SL7wyvV and MeppkV Society and American Congress on Swvownp and MepPsnY Maj? of Survey LINE BEARING 01STANCE L 1 N 89°40'49-W 55.00' L 2 S 89"52'4(-E 55.00 ' N07 PLA F'TED FD 1 R. i CAP �S•;C SSC t8 5738 LOr 12 '8' GRADING 1J 7,057 $0. FT. 1 N 7.5.1 t 1 7 5 O.A f.0 0 C/L EL 61.7 N 89°40 49"+V 1954.46 P C`--! REFERENCED SCARING CIL C.�LA3R1A SPRINGS COBE !-50' RIN) TRACT F PR i VA TE ROAD d UTILITY EASEMENT CITY OF SANFORD 5CT84rxS A00RE35: 128 CALABRIA SPRJNGS COVE From 25' Rear 0' Sde 75 Corner 25' LEG4 CE5CRPTK,! Lor 12. ' CALAaA4 COVE " or;cordn4 to rtw per thereof M recta ff n ('3r 8oah G0. Note: Beery qs Thom herecn are referenced rc If,e CIL of poges 8 • 1 0 of 11's Pibk Reccrds of Semno(e Cowy. F- xtd, of CAL.d�R(A,5p�CG'lE as berg N 89-4049w FL OCD P42AFO OA IA. i he Rbcs! 4,o- hereon lea ■Ihn F.i^od ZcnR .f . Verlicd a6l4o a bored on per Eiprwerna .vrnre6j In 'hn F6 1rf narmrP RWP MIT, (Cmnnfy Pnne(:'"iw c:arafrvct�cn piens by Su kelt E.-xlrtearnq nc. I' 0? 8 9 0 0 4 0 E Daled 0 4/ 17 / 9 5. F}o1e r A(o. 9/09-3 c � Legend o5 09"1 General Notes: 1 2 . �r� iIMMarr dommmark o.na cfikw Amcaed_B039 I i h.� :a a 2CUN�.4RY Grrvey nwkrmati m Me :rNrf nn i �'�n1 �e trot poo+ :. No 303f, Surface or St1 Urfacs UOMY fln5f3lialions, undv vMU",( k—w--k n. Bow eaf � toe —kit _ . _ 1kN womi. FP -64 u xx LOT 13 ra SMItY *(SIDEMCF LOT 11 < hIN. Cr,� Fl. Et£Y.:6J.,? ' t to iy O O N W WW n� O 7.5 to 7' —a O o 4O a� CY) 10.1' 7.5 rn � M � s I O.A f.0 0 C/L EL 61.7 N 89°40 49"+V 1954.46 P C`--! REFERENCED SCARING CIL C.�LA3R1A SPRINGS COBE !-50' RIN) TRACT F PR i VA TE ROAD d UTILITY EASEMENT CITY OF SANFORD 5CT84rxS A00RE35: 128 CALABRIA SPRJNGS COVE From 25' Rear 0' Sde 75 Corner 25' LEG4 CE5CRPTK,! Lor 12. ' CALAaA4 COVE " or;cordn4 to rtw per thereof M recta ff n ('3r 8oah G0. Note: Beery qs Thom herecn are referenced rc If,e CIL of poges 8 • 1 0 of 11's Pibk Reccrds of Semno(e Cowy. F- xtd, of CAL.d�R(A,5p�CG'lE as berg N 89-4049w FL OCD P42AFO OA IA. i he Rbcs! 4,o- hereon lea ■Ihn F.i^od ZcnR .f . Verlicd a6l4o a bored on per Eiprwerna .vrnre6j In 'hn F6 1rf narmrP RWP MIT, (Cmnnfy Pnne(:'"iw c:arafrvct�cn piens by Su kelt E.-xlrtearnq nc. I' 0? 8 9 0 0 4 0 E Daled 0 4/ 17 / 9 5. F}o1e r A(o. 9/09-3 c � Legend o5 09"1 General Notes: 1 2 . �r� iIMMarr dommmark o.na cfikw Amcaed_B039 I i h.� :a a 2CUN�.4RY Grrvey nwkrmati m Me :rNrf nn i �'�n1 �e trot poo+ :. No 303f, Surface or St1 Urfacs UOMY fln5f3lialions, undv vMU",( k—w--k n. Bow eaf � toe —kit _ . _ 1kN C SCREENED ENCLOSURES I (SEE TA SECTION 1 PURLINS (TYP.) SCREEN (TYP.) CABLE CONNECTION (SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) ' GRADE CABLE CONNECTION K -BRACING (OPTIONAL) (SEE DETAILS SECTION 1) GIRT (TYP.) TYPICAL DOME ROOF - ELEVATION SCALE: N.T.S. EXISTING STRUCTURE ALUMINUM BEAM (TABLE 1.1 OR 1.8) SIZE MEMBERS PER APPROPRIATE TABLES H I K -BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) ALUMINUM COLUMNS (TYP.) (TABLE 1.3 OR 1.6) 1" x 2" (IYR-) RISER WALL WHERE :QUIRED )RLINS (TYP.) 4G0NAL ROOF BRACING EE SCHEMATIC SECTION 1) kBLE BRACING :RIMETER WALLS FRAMING EE TABLES 1.3 AND 1.4) TYPICAL DOME ROOF - ISOMETRIC SCALE: N.T.S. CONNECTION DETAILS AND NOTES ARE FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Sennett, P.E. C;VIL E:NG;NEER . 0E� ELCPSIENT CONSULTANT P O BOX 215268. SCUTH CAYTONA. FL 2212' TELEPHCNE (=861 -67-4-74 FAX (386) '67-6556 PAGE © COPYRIGHT'.003� -3 NOT TO BE REPROCUCED IN WHCLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNET', P E. �w" 1'X2'X1/[I' ANGLE [IR I'FLAT BAR A[:C%7-PTF" I) RL[NFURCING ANGLF 5/16 N " 4- -- Cur SECTION FROM WELBED O 7r LAP DEAM EYEB❑LT WITII WASHER & NU F c� 10 EA, 010 X 3/4' %HS - 1/9' CABLE 2 EACH SLEEVE f1VEIZ Ill7Ul)L.F LCICIPED CABLE 1/4' SLFF_VE ANCIIURS UR 1/4 TAPCONS lip `,�•. /fir �r11,.� •: • �: r SECTION 1 SCREENED ENCLOSURES MINIMUM POST SIZES REQUIRED FOR EACH BEAM SIZE (SEE TABLE 1.6) 2"x4"OR2"x6" SELF MATING BEAM V x 2" SNAP SECTIONS 2 X 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 ALTERNATE FLAT ROOF TO POST W/ (2) #10 x 1-1/2" S.M.S. I SELECT FASTENER SIZE, NUMBER AND PATTERN ATTACH 2" x 2" PURLINS TO (SEE TABLE 1.6 & 9.5A OR 9.513) SELF MATING BEAMS W/ (2) #10 x 1-1/2" S.M.S. INTO 2" x 3" HOLLOW OR SNAP SCREW BOSSES SECTION SLOPING BEAM TO UPRIGHT CONNECTION DETAIL (PARTIAL LAP) SCALE. 3" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE 1-8 © COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. y C SCREENED ENCLOSURES SECTION 1 Table 1.6 Minimum Upright Sizes and Number of Screws for Anchoring System 0' - 2' 0" 2" x 2" 2" H -Channel With 31 #10 x 1/2" EACH SIDE Connection of Roof Beams To Wall Uprights or Beam Splicing 2" H- Channel With (3) #10 x 1/2" EACH SIDE BeamUpright 2" x 4" x 0.044" x 0.12" Minimum Purlin, Girt Deck Notes Minimum Number of Screws' Beam Stitching Size Size & Knee Brace Size" Anchors #8 x'/z" #10 x'/i" #12 x'/z" 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 La 10 8 6 #10 2" x 6" 2" x 4" 2" x 2" x 0.044" 4 Partial La 10 8 6 #10 2" x 7" 2" x 4" 2" x 2" x 0.044" 4 Partial Lap 14 12 10 #12 2" x 8" 2" x 5" 2" x 3" x 0.044" 6 Partial Lao 16 14 12 #14 2" x 9" 2"x 6" 2" x 3" x 0.045" 6 Partial Lap 18 16 14 1 #14 2^ x g"'• 2" x 7' 2" x 4" x 0.050" 8 Partial Lao 20 18 16 #14 2" x 10" 2"x 8" 2" x 4" x 0.050" 10 Partial Lap 20 18 16 #14 Minimum Distance and Spacing of Screws Gusset Plate Thickness Screw Size Edqe To Center Center To Center Beam Size Thickness 5/8" 2" x 7" x 0.055" x 0.120" 1/16" = 0.063" #8 5/16" 3/4" 2" x 8" x 0.072" x 0.224" 1/8" = 0.125" #10 3/8" 1" 2" x 9" x 0.072" x 0.224" 1/8" = 0.125" #12 1/2" 1-1/2" 1 2" x 9" x 0.082" x 0..306" 1/8" = 0.125" #14 or 1/4" 3/4" 1-3/4" 2" x 10" x 0.092" x 0.369" 1/4" = 0.25" 5/16" 7/8" 3/8" 1 1" 1 4 I 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 out. 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. Table 1.7 Minimum Size Screen Enclosure Knee Braces And Anchoring Required Aluminum 6063 T-6 Brace Length ffE Anchoring System 0' - 2' 0" 2" x 2" 2" H -Channel With 31 #10 x 1/2" EACH SIDE To 3'-0" 2" x 3" x 0.045" 2" H- Channel With (3) #10 x 1/2" EACH SIDE To 4'-6" 2" x 4" x 0.044" x 0.12" 2" H -Channel With (4) 3/4" long screws (size to be determined by beam size, see table 9.6) (See Table 1.6 For Number And Size Of Screws) Note: 1. For required knee braces greater than X-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. CIVIL ENGINEER -DEVELOPMENT CONSUL TAN i P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE © COPYRIGHT 2003 1-59 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 BEAM -SCREEN ROOF Goo ENGTH EB HOST STRUCTURE ROOFING (2) 2" LAG SCREWS (SEE SECTION 9 FOR SCREW SIZES) ?" STRAP LOCATE AND FASTEN PER STRAP LOCATION DETAIL PAGE 1-20 2"x 2" x 0.062" ANGLE EACH SIDE (3) EACH #8 S.M.S. EACH LEG INTO POST BEAM CAP (SEE PAGE 1-20) OPTIONAL 3/8" LAG SCREW AND 3/4" FERRULE FASCIA AND SUB -FASCIA SCREENED ENCLOSURES 0.05" H -CHANNEL OR GUSS COMPOSITE 2 x 3 EAVE RAIL J z w POST TO BEAM FASTENING <j)f (SEE TABLE 1.6) �g> 0= w SCREEN U) Z (D ®® (MAY FACE IN OR OUT) _ ®® REQUIRED KNEE BRACE ®® MINIMUM SIZE AND CONNECTION (SEE TABLE 1.7) c) ATTACHED NO MORE THAN 6" ABOVE TOP OF GUTTER w RAC c~n an - 0 Q W u Ll Ole LM ,;I. slOR SUPE•DD 'GUTTER W70 MAX. DISTANCE TO HOST STRUCTURE WALL 24" WITHOUT SITE SPECIFIC ENGINEERING IF KNEE BRACE LENGTH EXCEEDS TABLE 1.7 USE CANTILEVERED BEAM CONNECTION DETAILS SUPER OR EXTRUDED GUTTER RISER (OR TRANSOM) WALL FASCIA - DETAIL 6 SCALE: 3" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX(386)767-6556 PAG 1 '20 I O NOT COPYRIGHT O BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREWS OR THRU-BOLTS (SEE SECTION 9) 1"x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS WITHIN 6" OF EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 SCREENED ENCLOSURES POST SIZE 2" x 4" MAX. MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 WELDED WIRE MESH OR FIB MESH CONCRETE POST TO PLATE TO CONCRETE DETAIL SCALE: 3" = V-0" 2" x 2" x 0.063" ANGLE EACH SIDE ATTACH TO POST AND CONCRETE @ LOAD BEARING WALL W/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6x6 -10x10 LDED WIRE MESH OR FIBER MESH CONCRETE ANGLES AS SHOWN ABOVE MAY BE USED TO CONNECT CHAIR RAILS AND PURLINS POST SIZE 2" x 4" MAX. (SEE TABLE) 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THROUGH ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 ALTERNATE POST TO BEAM AND PLATE TO CONCRETE DETAIL SCALE: 3" = 1'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P O. BOX 214368. SOUTH DAYTON,. FL 32121 TELEPHONE (386) 767-1773 FAX (386) 767-6556 PAGE © COPYRIGHT 2003 1-44 1 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P E SCREENED ENCLOSURES 1" x 2" EXTRUSION ANCHOR TO CONCRETE W/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONCRETE 6 x 6 - 10 x 10 LDED WIRE MESH OR FIBER MESH CONCRETE SECTION 1 POST SIZE 2" x 4" MAX. SIDE WALL POST TO PLATE TO CONCRETE DETAIL 1" x 2" EXTRUSION ANCHOR TO CONC. W/ CONC. ANCH. 6" MAX. EA. SIDE OF EA. POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 MIN. 3-1/2" SLAB 2500 P.S.I. CONC. 6 x 6 - 10 x 10 W.W.M. OR FIBER MESH CONC. SCALE: 3" = 1'-0" HOLLOW POST TO BASE DETAIL SCALE: 3" = V-0" 2" x 2", 2" x 3" OR 2" x 4" HOLLOW SECTION (SEE TABLES) MIN. (3) #10 x 1-1/2" S.M.S. INT SCREW BOSSES MASONRY ANCHOR @ 6" EA. SIDE OF POST AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 POOL ENCLOSURE UPRIGHT TO DECK ANCHOR REQUIREMENTS General Notes and Specifications: upright is calculated as 1/2 the beam span x the beam 1. The uplift load on a pool enclosure spacing x the screen load of 7# / Sq. Ft. EXAMPLE: FOR A 2"x 6" BEAM WITH A SPAN OF 23' AND A BEAM & UPRIGHT SPACING OF 7' USE: 1/2 x 17'-11" x 7' x 10# / Sq. Ft. = 627.2# UPLIFT 2. Table 1.6 of this manual uses the worst case loads for all cases. 3. In all cases there must be a primary anchor within 6" of each side of the upright. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P O. BOX 214368. SOUTH DA,'TONA. FL 32121 TELEPHONE (386) 767-4774 FAX (386) 7 67 -6556 PAGE © COPYRIGHT 2003 1-45 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. SENNETT, RE SECTION 1 SCREENED ENCLOSURES Table 1.1 Allowable Spans For Primary Screen Roof Frame Members Aluminum Alloy 6063 T-6 For Areas with Wind Loads up to 150 M.P.H. and Latitudes Below 30°-00'-00" North (Jacksonville, FL) Hollow Sections 3'-0" Tributary Load Width '1M = Beam Spacing -9'-0" 2" x 4" x 0.044 x 0.100" 3'-0" 4'-0" 5'-0" 1 6'-0" 7'-0" 1 8'-O 9'-0" b 17'-4" Allowable Span 'L' / bending 'b' or deflection 'd' b 14'-2" 1" x 2" x 0.044" 9'-10" b 8'-7" b I 7'-8" b 1 6'-11' b j 6'-6" b 6'-1" b 5'-8" b 2" x 2" x 0.055" 10'-9" b 9'-4" b 1 8'-4" b I 7'-7" b 1 '-1" b 6'-7" b 6'-3" b 2" x 3" x 0.045" 13'-4" b 11'-7 b 1 10'-4" b 9'-5" b 8'-9" b 8'-2" b 7'-8" b 2" x 4" x 0.050" T4 -78"b 127-8" b 1 11'-4" b 10'-4" b 9'-7" b 8'-11" b 8'-5" b Self Mating Sections 3'-0" Tributary Load Width W = Beam Spacing 1 4'-0" 1 5'-0" 1 6'-0" 7'-0" 18'-0" Allowable Span V/ 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" b 2" X 5" X 0.050" X 0.100" -T47-9--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'- i" b 19'-9" b 18'-7" b 2" x 7" x 0.055" w/ insert 42'-10" b 37'-1" b 33'-2" b 30'-4" b 28'-1" b 26'-3" b 24'-9" b 2" x 8" x 0.072" x 0.224" 41'-7" b 36'-1" b 32'-3" b 29'-5" b i 27'-3" b 25'-6" b 24'-0" b 2" x 9" x 0.072" x 0.224" 45'-1" b 39'-1" b 34'-11" b 31'-11" b 1 29'-6" b 27'-8" b 26-1" b 2" x 9" x 0.082" x 0.310" 49'-6" b 42'-11" b 38'-4" b 35'-0" b 32'-5" b 30'-4" b 28'-7" b 2" x 10" x 0.092" x 0.369" 1 59'-0" b 51'-7" b 46-1" b 42'-1" In 1 38'-11" b 36'-5" b 34'-4" b Snap Sections 3'-0" Tributary Load Width 'W' = Beam Spacing 4'-0" 5'-0" 6'-0" 7-0" 1 8'-00 Allowable Span V/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 11'-9" b 10'-2" b 1 9'-1" b 8'-4" b T-8" b T-2" b 6'-9" b 2" x 3" x 0.045" 15'-1" b 13'-1" b 11'-8" b 10'-8" b 9'-10" b 9'-3" b 8'-8" b i 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 Notes: 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 specilc 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 purlin for each 14'-0" on each side of the center purlin shall include lateral brac:ng 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. Example: Max. 'L' for 2" x 4" x 0.050" hollow section with 'W' = 5'-0" = 11'-4" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE1-54 I O NOT COPYRIGHT 0 BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 Table 1.3 SCREENED ENCLOSURES Allowable Post / Upright Heights For Primary Screen Wall Frame Members Aluminum Alloy 6063 T-0 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # / sq. ft.` Self Mating Sections 3'-0" Tributary Load Width 'W' = Upright Spacing T -V Hollow Sections 3'-0" 1 4--W 5'-0" 6'-0" 7'-0" 1 8'-0" 1 9--0- '-0"Allowable 13'-1" Allow ableHeight 'H' / bending 'b' or deflection 'd' b 11'-1" b 10'-4" 2" x 2" x 0.044" 2" x 2" x 0.055" 2" x 3" x 0.045" 2" x 4" x 0.050" 8'-4" 9'-1" 11'-3" 12'-5" b 7'-3- b 6'-6" b 5'-11' b 5-6" b 5-1" b T-11" b 7'-1" b 6-5" b 5'-11" b 5'-7" b T-9" b 8'-9' b T-11" b T-5" b 6'-11" b 10'-9" b 9'-7" b 8'-9" b 8'-1" b T-7" b 4'-10" b b 5'-3" b l b 6'-6" b b T-2" b Self Mating Sections 3'-0" Tributary Load Width 'W' = Upright Spacing 4'-0'" 5'-0" 6'-0" 7'-0" 8'-0" Allowable Height 'H' / bending 'b' or deflection 'd' T -V 2" x 4" x 0.044 To- 16--11" b 14'-8" b 13'-1" b 11'-11" b 11'-1" b 10'-4" b 9'-9" b 2" x 5" x 0.050"x 0.100" 20'-11" b 18'-1" b 16'-2" b 14'-9" b 13'-8" b 12'-10" b 12'-1" b 2" x 6" x 0.050" x 0.120" 24'-2" b 20'-11" b 18'-9" b 17'-1" b 15'-10" b 14'- 8" b 13'-11 b 2" x 7" x 0.055, x 0.120" 27'-3" b 23'-7" b 21'-1" b 19'-3" b 17'-10" b 16' 8" b 15' 9" b 2" x 7" x 0.055" w/ insert 36'-3" b 31'-4" b 28'-1" b 25-7" b 23'-9" b 22'-2" b 20'-11" b 2" x 8" x 0.072" x 0.224" 35'-2" b 30'-6" b 27'-3" b 24'-10" b 23'-0" b 21'-6" b 20'-4" b 2" x 9" x 0.072" x 0.224" 38'-2" b 33'-0" b 29'-6" In 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 12" x 10" x 0.092" x 0.369" 50'-4" b 43'-7" b 38'-11" b 35'-7" b 32'-11" b 30'-10" b 29'-1" b ' For allowable heights at wino veiocnieo Ul.- .1--- 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. a. Site specific engineering required for pool enclosures over 20' in mean roof height. S. Height is to be measured from center of beam and upright connection to fascia or wail 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 intercalated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR 'C'EXPOSURE CATAGORY AND/OR WINOZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-1774 FAX (386) 767-6556 PAGE @ COPYRIGHT 2003 1 "56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P.E. Tributary Load Width 'W'= Upright Spacing Snap Sections 3'4" 4'4" 5'-0" 6'-0" 1 7'-0" 8'-0" 9'-0" Allowable Height'H' / bending 'b' or deflection'd' 2" x 2" x 0.044" 9' 11 " b 8'-7" b T-8" b 7'-0" b 6' 6" b 6-1 " b 5--9" b 2" x 3" x 0.045" 12'-9" b 117-0" b 9'-10" b 9'-0" In 8'-d" b T-10" b 7'-4" b 2" x 4" x 0.045" 15'-7" b --73-777--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 1T-1 I" ...tile 4 e - th. -prifiration pace ' For allowable heights at wino veiocnieo Ul.- .1--- 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. a. Site specific engineering required for pool enclosures over 20' in mean roof height. S. Height is to be measured from center of beam and upright connection to fascia or wail 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 intercalated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. IF SPANS FOR 'C'EXPOSURE CATAGORY AND/OR WINOZONES OTHER THAN 120 MPH ARE REQUIRED, SEE EXAMPLE ON SPECIFICATION PAGE FOR TABLES AT THE BEGINNING OF THIS SECTION. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-1774 FAX (386) 767-6556 PAGE @ COPYRIGHT 2003 1 "56 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E BENNETT, P.E. n I'. 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. Sections Fastened i o teams nun %,ilwz nrougn oua- Tributary Load Width'W' = Purlin Spacing, .•_�� •� �� �•• ______ Tributary Load Width 'W = Purlin Spacing 3'-6" 4'-0" 4'-6"1 5'-0" 5' 6" 6'-0" 1 Tributary Load Width '1M = Purlin Spacing Allowable Span 'L' 1 bending 'b' or deflection 'd' Hollow Sections 3'-0" 1 4'-0" 1 4'-0" 1 T-0" 5'-6" 1 6'-0" 6' 9" d T-0" b 11'-1" b Allowable Span 'L'/ bending 'b' or deflection 'd' Allowable Span V/ bending 'b' or deflection 'd' 9'-2" 9'-11" 12 '-4" 13'-7" b b b b 2" x 2" x 0.044" T-8" d 1 T-4" d T-0" d 6'-9" d 6'-6" b 6'-3" b 5'-11" b 2" x 2" x 0.055" 8'-1" d 7'-9" d 7'-5" d T-2" d 6'-11" d 6--9- d 6'-6" b 3" x 2" x 0.045" 8'-8" d 8'-3" d T-11" d 7'-8" d 7'-5" d T-3" d 6-11" d 2" x 3" x 0.045" 107-9" 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 73" b 8'-9" b Snap Sections nrougn oua- Tributary Load Width'W' = Purlin Spacing, .•_�� •� �� �•• ______ Tributary Load Width 'W = Purlin Spacing 3'-6" 4'-0" 4'-6"1 5'-0" 5' 6" 6'-0" 1 6'-8" Allowable Span 'L' 1 bending 'b' or deflection 'd' 2" x 2" x 0.044 2" x 3" x 0.045" 2" x 4" x 0.045" 8'-5" d 11'-7" d 14'-8" d 8'-1" d T-9" d 7'-6" d 7'-3" d 1 T-0" d I 11'-1" d 10'-8" d 10'-4" d 9'-11" bj 9'-6" bj 14'-0" d 13'-6" d 12'-9" b 12'-2" b 11'-8" b 6' 9" d T-0" b 11'-1" b B. Sections Pasteneo I nrougn oua- .•_�� •� �� �•• ______ Tributary Load Width 'W = Purlin Spacing Hollow Sections 3'-6" 4'-0" 1 4'-6" 5'-0" 5'-6" 6'-0" Allowable Span 'L'/ bending 'b' or deflection 'd' 2" x 2" x 0.044" 2" x 2" x 0.055" 2" x 3" x 0.050" 2" x 4" x 0.050" 9'-2" 9'-11" 12 '-4" 13'-7" b b b b 8' 7" b 8'-1" b T-8" b 7'-4"b 6'-11" 9'-4" b 8'-10" b 8'-4" b T-11" b T-7" 11'-7" b 10'-11" b 10'-4" b 9'-10" b 9'-5" 12'-8" b 11'-11" b 11'-4" b 10'-10" b 10'-4" b 6'-7" b b T-3" b b 8'-11" b b 9'-10" b Tributary Load Width 'W = Purlin Spacing Snap Sections 3'-8" 4'-0" 1 4'-6" 1 T -O" Allowable Span V/ bending 'b' or deflection 'd' !" x 2" x 0.044" 10'-11" b 10'-2" b 9'-7" b 9'-1" b 8'-8" b 8'-4' b 71-11 " t Notes: 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 pudin and one puriin for each 14'-0" on each side of the center pudin shall include lateral bracing as shown in detail (48'-0") span with purlins at 6'- 8" o.c. center puriin and (2) purlins each side of center pudin need lateral bracing. 5. Spans may be interpolated. CHECK TABLE 1.6 FOR MINIMUM UPRIGHT SIZE FOR BEAMS. Example: Max. 'L' for 2" x 4" x 0.050" hollow section fastened to beam with clips with 'W = 5'-0" = 10'-2" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX(386)767-6556 PAGE © COPYRIGHT 2003C55 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. - -J SCREENED. ENCLOSURES SECTION 1 � C)Table 1.4 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright Heights For Secondary Screen Wall Frame Members i Aluminum Alloy 6063 T-6 For 3 second wind gust at velocity of 120 MPH or an applied load of 14 # 1 sq. ft.' A. Sections AS Honzontalis rasceneu Iv rvaw •...•• ...r `Tributary Load Width 'W' 2" x 2" x 0.044" Hollow Sections 3'-6' 1 4'-0" 4'-6" 5'-0" 5' 6" 6'-0" 8'-5- 7--f7-1 I -- b 7'-5" b 7'-1" b 6'-9" b 6'-5" b Allowable Heights 'H'/ bending 'b' or deflection 'd' x 3" x 2" x 0.045" 2" x 2" x 0.044" 6-10" d 6'-6" b 6'-1" b 5'-9" b 6-6" b 5'-3" b 5'-0" b 2" x 2" x 0.055" T-3" U-67 -11d 6'-8" b 6'7 b 6'-0" b 5'-9" b 5'-6" b 3' x 2" x 0.045" T-9" 7-77-5-d 7'-1" d 6'-10" d 6'-7" b 6'-4" b 5'-11" b Snap Sections 8'-9" b 8'-3" b 7'-10" b 7-5" -7-7--b b 7'-2" b 9' 2" b 9'-0" b 8'-2" b T-10" b B. Sections As Honzontais rasceneu iu r•W�LQ • •�� •• �- - -- - - Tributary Load Width '1M Hollow Sections 3'-8' 4'-0" 4'-6" 5'-0" 5'-0" 1 6'4" Allowable Heights 'H'/ bending 'b' or deflection 'd' 2" x 2" x 0.044" T-9" b T-3" b 6'-10" b 6'-6" b 6'-2" b 5'-11" b 5'-7" b 2" 2" x 0.055" 8'-5- 7--f7-1 I -- b 7'-5" b 7'-1" b 6'-9" b 6'-5" b 6'-1" b x 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 T;—x--3- x 0.045" 10'-5" b 9'-9" b 9'-2" b 8'-9" b 8'-4" b 7'-11" b 7'-7" b 2" x 4" x 0.050" 11'-6" b 10'-9" b 10'-1" b 9'-7" b 9' 2" b 8'-9" b 'd' 8'-4" b Allowable Heights 'H' / bending 'b' or deflection Snap Sections b 8' 7" b 8' 1 " b T-8" b 7' 4" b 7' 0" b 6' 8" b 2" x 2" x 0.044" 9' 2" unu ----;— fnhIP 1 A nn the For allowable nelgnts at wuiu—1-11 — — -- ••... -- specifications for tables page at the beginning of this section and example below. Notes: industry standard tolerances. No wall thickness shall be less than 0.040". 1. Thicknesses shown are "nominal" 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. Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214366, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE © COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. 1 "•+C� � C SCREENED ENCLOSURES SECTION 1 SELF -MATING BEAM (SIZE VARIES) 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. ® ® ® _ TAIL CUT OFF BEAM - (OPTIONAL) 2" x 2" ANGLE WITH (4) S.M.S. (SEE SECTION 9 FOR SCREW ® SUPER OR 3/4" FERRULE WITH 3/8"x 8" IZES) EACH SIDE TO BEAM TO EXTRUDED GUTTER LAG SCREWS @ EACH BEAM SUPER GUTTER MAX. DISTANCE FROM FASCIA RECEIVING CHANNEL TO HOST STRUCTURE WALL 2-1/8" x 1" W/ (2) #8 x 1/2" S.M.S. 24" WITHOUT SITE SPECIFIC EACH SIDE OF BEAM ENGINEERING SELF MATING BEAM AND SUPER OR EXTRUDED GUTTER CONNECTION SCALE: 3" = 1'-0" 1/4" x 2" LAG SCREWS @ 24" O.C. OR #10 x 2" SCREWS @ 12" O.C. MIN. AND (2) @ EACH STRAP OPTIONAL 1"x 2" OR 2" x 2" FOR SCREEN v SELF -MATING 2" x _" x 0.050" STRAP @ EACH BEAM CONNECTION AND @ 1/2 BEAM SUPER OR (SIZE VARIES) EXTRUDED BEAM SPACING W/ (2) #8 x 1/2" ®-GUTTER S.M.S. PER STRAP ANGLE, INTERIOR OR MAX. DISTANCE FROM FASCIA EXTERIOR RECEIVING ® TO HOST STRUCTURE WALL CHANNEL (SEE SECTION 9)- 24" WITHOUT SITE SPECIFIC ENGINEERING SELF MATING BEAM CONNECTION TO SUPER OR EXTRUDED GUTTER SCALE: 3" = V-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER- DEVELOPMENT CONSULTANT P O. BOX 214368, SOUTH DAYTONA, FL 32121 TELEPHONE (386) 767-4774 FAX (386) 767-6556 PAGE © COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E. 1 '21 SCREENED ENCLOSURES CONNECTOR MAY BE (2) ANGLES, INTERNAL'U' I A i -Qi � I PRIMARY OR MISCELLANEOUS CHANNEL OR EXTERNAL 'U' ® ; FRAMING BEAM CHANNEL EACH SIDE OF ® W CONNECTING BEAM W/ ® SCREWS (PER SECTION 9) 6 PRIMARY BEAM ® o (SEE TABLE 1.1 OR 1.8) MINIMUM NUMBER S.M.S. @ ® a 3/4" LONG REQUIRED EQUAL TO BEAM DEPTH SECTION 1 (SEE SECTION 9) CARRIER BEAM NOTE: (SEE TABLE 1.5) EXTRUSIONS W/ INTERNAL SCREW BOSSES MAY BE y CONNECTED W/ (3) #10 x 1-1/2" INTERNALLY CARRIER BEAM TO BEAM CONNECTION DETAIL SCALE: 3" = l'-0" 1"x2"OR2"x2"ATTACHED TO WALL W/ #10 x 2" S.M.S. @ 16" O.C. HOST STRUCTURE MASONRY OR FRAMED WALL (SELECT FASTENERS FROM SECTION 9) BEAM TO WALL CONNECTION DETAIL SCALE. 3" = l'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-1774 FAX (386)767-6556 PAGE © COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E. 1-49 I A i -Qi � I PRIMARY OR MISCELLANEOUS Q ® ; FRAMING BEAM Q 6 ` (SIZE PER TABLES) W 6 6 BEAM TO WALL CONNECTION DETAIL SCALE. 3" = l'-0" Lawrence E. Bennett, P.E. CIVIL ENGINEER - DEVELOPMENT CONSULTANT P.O. BOX 214368. SOUTH DAYTONA. FL 32121 TELEPHONE (386) 767-1774 FAX (386)767-6556 PAGE © COPYRIGHT 2003 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P E. 1-49 Section 1 Design Statement: The structures designed for Section 1 are framing systems with screen roofs & walls and are considered open structures. The design loads used are from Chapter 20 of the 2001 Florida Building Code. The loads assume a mean roof height of less than 30'; roof slope of 0° to 20°; 1 = 0.77. All loads are based on 20 / 20 screen or larger. Wall heights may be increased when using 18 / 14 screen. All pressures shown in the below table are in PSF (#/SF). General Notes and Specifications for Section 1 Tables: Section 1 Design Loads fr.r Q+—Mnrnc wi4h Crrnon Rnnf P. Walls Wind Velocity Exposure 'B' Roofs Walls Note 1 Note 1 Exposure 'C' Roofs Walls Note 1 Note 1 100 M.P.H 10 10 10 13 110 M.P.H 10 11 10 16 120 M.P.H 10 14 10 19 123 M.P.H 10 14.6 10 19.9 130 M.P.H 10 16 10 22 140 M.P.H 10 18 10 26 150 M.P.H 10 21 10 30 Note 1: per Table 2002.4 or paragraph 1606.1.2 Note 2: Multipliers for'C' exposure catagory are for wall loads only. Conversion Table 1A Wind Zone Conversions for Screen Wail Frame Members Only c...... i m IUDW Winn 7nno to (ith P_r5 Note: Multipliers are for wall loads only, no conversions are necessary for roof frame members. Conversion Table 1 B Conversion Based on Mean Height of Host Structure for Screen Wall Frame Members From Exposure 'B' to 'C' Mean Host Deflection Bending Structure Height 'd' -b- b'0-15' 0-15, Exposure 'B' Wind Zone MPH Applied Load #1 Sq. Ft. Deflection Bending 'd' 'b' 100 10 1.12 1.18 110 11 1.08 1.13 120 14 1.00 1.00 123 15 0.99 0.98 130 16 0.96 0.94 140 18 0.92 0.88 150 21 0.87 0.82 Note: Multipliers are for wall loads only, no conversions are necessary for roof frame members. Conversion Table 1 B Conversion Based on Mean Height of Host Structure for Screen Wall Frame Members From Exposure 'B' to 'C' Mean Host Deflection Bending Structure Height 'd' -b- b'0-15' 0-15, 0.91 0.94 15'- 20' 0.88 0.92 20'- 25' 0.86 0.91 25' - 30' 0.85 0.89 er, 44e s ,` xz> ct qf8 n c, n C) rb to N N b 4,//(. 3S�so V zx 34-1 �r UAB ,2x3 C72 /-7 1 S�lrn � J,S Y1o4 GIS9//6 0A q5,9/.(t" 7 %6�.%rg- ft u �i VfD 40 DL�+ 1 u�-r J IRL -48'/?- rf)ro 4-4/1 Q 77t (1, 3 47/8 q o� CIA 3S�so V zx 34-1 Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 PARCEL DETAIL Ar Leh 4. �r•rninule C +xtnt x . r � . c�er�rrer . w��►'' (rll i. th rrl \I. 4107�n4-tSrk 2003 WORKING VALUE SUMMARY GENERAL Value Method: Market Parcel Id: 32-19-30-5LY-0000-0120 Tax District: Si -Number SANFORD of Buildings: 0 Depreciated Bldg Value: $0 KELLY RICHARD T & Owner: ANGELA T Exemptions: Depreciated EXFT Value: $0 Address: 128 CALABRIA SPRINGS CV Land Value (Market): $29,000 City,State,ZipCode: SANFORD FL 32771 Land Value Ag: $0 Property Address: Just/Market Value: $29,000 Subdivision Name: CALABRIA COVE Assessed Value (SOH): $29,000 Dor: 00 -VACANT RESIDENTIAL Exempt Value: $0 Taxable Value: $29,000 SALES 2002 VALUE SUMMARY Deed Date Book Page Amount Vac/Imp 2002 Tax Bill Amount: $586 WARRANTY DEED 01/2003 04701 1908 $224,700 Improved 2002 Taxable Value: $27,700 Find Comparable Sales within this Subdivision LAND LEGAL DESCRIPTION PLAT Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 12 CALABRIA COVE PB 60 PGS 8 THRU 10 LOT 0 0 1.000 29,000.00 $29,000 NOTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem tax purposes. "` If you recently purchased a homesteaded property your next ear's property tax will be based on Just/Market value. http ://www. scpafl.org/pls/web/re_web. seminole_county_title?PARCEL=3219305 LY000001... 8/4/2003