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214 Borada Rd - 08-001583 (2008) SCREEN ENCLOSURE REPLACEMENTCITY OF SANFORP PERMIT APPLICATION Application # : VlJ S 3 J -• , ` ) Sob1mittal Date: ] t t t S 3%% Ffb 7 Job Address: / l O R_Q D,Q s'/1 "n ZValue of Work: $ OO- o 3 /G zoning:Historic District: Parcel ID: J ZO 3o So3 -U/ n- 1 d Sc 2EPi Yak/r1C Q Square Footage: 1/OG Description of Work •••••••••.. Sign Permit Type: Building M Electrical Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service - is 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 Commercial Occupancy Type: Residential Commercial Industrial Occupancy Use Group(s): M of Dwellin Units: Flood Zone: (FERIA form required) Construction Type: # of Stones: g e Contractor: Property Owner: 1 t 2 Address: O/ Ca2 Address: 17t-43i rAR5A F 1, Z7 Z3_ q,iTOA d Z6iS E-mail: Pbone: U - 11leState LicenseNumber: A)(COZ105- Phone: 4o 7'75" Mortgage Lender: Bonding Company: Address: Address: Architect/ Enginter: Phone: j8"6-767 Lf7741 Address: po r 1 t 3 6 Sb 066 yonA 3217_2 Fax: Plan Review Contact Person:1 ,4meil Smith _ Phone: afe7-3Z3-66/o Fax: *6 7 - 3z3 tSP E-mail do the work and installations as indicated. I certify that no work or installation has commenced prior to the Applicationisherebymadetoobtainapermittoissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permitmustbesecuredforELECTRICALWORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. g S gFFIDAVIT: 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. MAY RESULT IN. YOUR PAYING TWICE FOR WARNINGTO TO YOUR YOURFATYRATO NOTICE ORDANOTICE NCEME F MUST BE RECORDEDAND POSTEDN THE JOB SITE BEFORE THE IMPRO YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR FIRST INSPECTION. 1F NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of t" hispermit, there b` additional restrictions applicable to this property that may be found in the pul'tic re recordsofthis county, and there may be additional permits required from other N emmental entities sucb;as water managemem districts, state agencies, or federal agencies. Accep it is ve ' on I will notify the owner of theWo f uireme J FI ie w` 713. J Date Signature of Co rector/Agent Date Si t rlro weer/ ent r Pnnt p5 r,//Agent's e 10<tda li, // .ram _:A m ,a0 PrinvOwn Ae"'s ame *; ue of No No`nty G fir\ 001ri 00 arconally Known to MC FD: APPROVALS: Special Conditions: Rev 07. 07 Signature ofNbUq- Stat nc tcdh Od9 V : t` e+oua \ tn mo e11LIJ Contractor/Agent r nally Known to Me or Produced ID iiP ENG: BLDG: 2v, THIS INSTRUMENT PREPARED BY: Name: E4r)etz Address: 7oi Co izA,,,r ii p j S417,4on,,( F % 22223 State of Florida MARYANNE MORSEL CLERK 11t° CIRCUIT CUURT 3 SEMINOLE COUNTY BK 06989 Pg 08201 UPD) CLERK' S 0 , 0004054096 SEMINOLE COUNTY RECORDED 05/08/2m 11153110 PA FLOitiff), SNATURALCHOICE RECORDING FEES 10.00 RECORDED BY T Smith NOTICE OF COMMENCEMENT Permit Number Parcel ID Number (PID) /O —zo - 3 0 -:503 r 6/00 - 0 3jO The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal description of the property and street address if available) aYL 3/ A-Ullc7v ZItWc )Pi1%r l/ , uv-rr / i9,d.- Y /0 /.5 =-/7 GENERAL DESCRIPTION OF IMPROVEMENT OWNER INFORMATION Name and address: 2JG/ CONTRACTOR Name and address: eLt'/ L.a J Tip 9-L ,)L urs'Lr,rlu t 7v I' G/L` j 9i01ITN 'f' COUNTY, FLORIDA„ Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes., Name and address: In addition to himself, Owner Designates of To receive a copy of the Lienor's Notice as Provided in Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement: The expiration date is 1 year from date of recording unless a different date is specified. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVMENTS-TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. STATE OF FLQ x A COUNTY OF SEMINOLE OWNER§, ZIGNATURE OWNERS PRINTE NAME NOTE: Per Florida to 713. 1) (g), owner must sign...... and no one ewe may be permitted%sigkin is or her stead." C The foregoing instrument was acknowledged before me this 021'i`Dday of /t% 1 , 20C by R(5 iKlY Who is personally known tome Name of person making statement OR who has produced identification type of identification produced VERIFICATION PURSUANT TO SECTION 92.626, FLORIDA STATUTES. UNDER PENALTIES OF PERJURY, I DECLARE THAT 1 HAVE READ THE FOREGOING AND THAT THE FACTS STATED IN IT ARE TRUE T9 THE, -$%"OF MY K-NOWLEDGE AND BELIEF. 0 r\ I OF, NATURAL PERSON Poo`.`c gta NotaYSmith pg670 MY ° mp8t2612 Notary Seminole County Property Appraiser Get Information by Parcel Number Page 1 of 1 49 yl li 13 14 114 44. d8 dt 33 12_16 fl to 19 1,0. DAYID JONIUBON, CFA. ASA PROPERTY 108d75235 » 20RIA f M 34 .0- _ 1339 N G APPRAMER 6' 81 s' 67 d 4 94 4 27 24SEMINOLECOUNTYFL. 1101 E. FIRST 3 126 2d Y,3 r2 t 1 a O8004X*0- sT SANFIIRO, FL 32771-1468 t lil A 22 ;21 20 19 la 17 ld 407-665-7508 8 1U 13.0 2 3+. 31?1H 111 128L% - 2008 WORKING VALUE SUMMARY Amendment 1 impact not reflected. GENERAL Value Method: Market Parcel Id: 10-20-30-503-0100-0310 Number of Buildings: 1 Owner: GREGORY KELLY L Depreciated Bldg Value: $121,254 Mailing Address: 9843 MARSH POINT DR Depreciated EXFT Value: $7.335 City,State,ZipCode: ORLANDO FL 32832 Land Value (Market): $28.000 Property Address: 214 BORADA RD SANFORD 32773 Land Value Ag: $0 Subdivision Name: HIDDEN LAKE PH 2 UNIT 1 Just/Market Value; $156,589 Tax District: S1-SANFORD Assessed Value (SOH): $156.589 Exemptions: Exempt Value: $0 Dor: 01-SINGLE FAMILY Taxable Value: $156.589 Tax Estimator Portability Calculator SALES Deed Date Book Page Amount Vac/Imp Qualified 2007 VALUE SUMMARY CORRECTIVE DEED 09/1998 03605 1129 $100 Improved No 2007 Tax Bill Amount: $3,368 WARRANTY DEED 02/1998 03384 2001 $86.500 Improved Yes 2007 Taxable Value: $180,499 QUITCLAIM DEED 02/1982 01384 1070 $100 Improved No DOES NOT INCLUDE NON -AD VALOREM WARRANTY DEED 08/1981 01351 1921 $49,800 Improved Yes ASSESSMENTS Find Comparable Sales within this Subdivision LEGAL DESCRIPTION LAND PLATS: Pick... + Land Assess Method Frontage Depth Land Units Unit Price Land Value LOT 0 0 1.000 28.000.00 $28,000 LEG LOT 31 BLK 1 HIDDEN LAKE PHASE II UNIT I PB 24 PGS 15 TO 17 BUILDING INFORMATION Bid Bid Type Year Fixtures Base SF Gross SF Living SF Ext Wall Bid Value Est. Cost NewNumBit Building SINGLE CONC 1 1981 6 1.275 1.815 1.275 $121.254 $136.241 Sketch FAMILY BLOCK Appendage / Sgft OPEN PORCH FINISHED / 12 Appendage / Sgft GARAGE FINISHED / 528 NOTE: Appendage Codes included in Living Area: Base, Upper Story Base, Upper Story Finished. Apartment. Enclosed Porch Finished.Base Semi Finshed Permits EXTRA FEATURE Description Year Bit Units EXFT Value Est. Cost New GAS HEATER 1988 1 $440 $1,100 POOL GUNITE 1988 450 $4.500 $9,000 SCREEN ENCLOSURE 1988 1,752 $1.402 $3,504 ALUM PORCH W/CONC FL 1988 250 $650 $1.625 COOL DECK PATIO 1988 196 $343 $686 OTE: Assessed values shown are NOT certified values and therefore are subject to change before being finalized for ad valorem ax purposes. Ifyourecently purchased a homesteaded Eroperty your next ear's property tax will be based on Just/Market value. http:// www.scpafl.org/web/re__web.seiiiinole-. county title9parcel=10203050301000310&cp... 5/8/2008 F7en al Aluminum s REE.s R 70, Colrnwall Is Sanford. >I?Cor3da 32773 407) 323.6010 o (904) 77s-4768 POOL ENCLOSURES a PATIO ROOMS- CARPORTS • AWNINGS • VINYL WINDOWS a e LIC# AX0021055 Data Customer - Lot a Estimate O Blic. C3 Order Nailing Address . Sub. Job Address Phone f f'G7-7^•2 5Work' •,lld1 7'S `% SCREEN Mesh . K411- Color .. , ...... . RQOF Enamal ........ Color ...... ; DOOMS I.S. Swing . o.S.Swing . SPLASH Size....... Color ........... POST Size........... TEAM Size , Color .. , ...... . GUTTER Color . .. • .... . Size.........., Downspout ..... Color ...... • • • Job bescription Install pool Ert Insure "J4/2 e--P Aluminum , Roof Style Roof _,_ Box seams Fiberglass Screen _. .—_.1------- 2 x 2 Purlins Wallt; Posts, 2 x 2 Chairail, Doors r ee pagM.tfi . t _ 040t,4S OPW Oaf Total L Less Down Payment IFIED Amount BItLANCE PAYABLE UPON GUMrt_t 1-1111" vr.... _ ..._- ove apedficatlone' for the sum We. CtT}7Ulre. hereby to turn sh material and labor — complete in accordance with abdollars $ Peymunl to by, made at lollow$ z Ad utal9uPl is duanulBAll to bea5=PecitiµJ. All wadi to be eom0leted in a wotkmentNW manf+ar according sipneturo loyit to opw,dard urrclrcn:;. An, 'JI10100 O wgvb ecomo nn extra don 'ram eq,d01n eve and be ralhooat`immalry- All Nola, Title DrcV r mny ba %• u.acua,d onry utwn written orders, awalWrawn by ua d nol occeplod within Gays epn)nmenw ,=lI0att uMu, etrNweI ecoldantc, ordelaycovered by Wodmwn a6omP eallal U Ins -dance. _ -------......... .............................I............ an4 odter naceaea,yIr,Gu,e,.ce. our workarl t am Ib{P/ Y.....................................:............................ ire. tance Of VraTpo%aI — The above prices, speClticatlons, and Conditions TentYouareauthorizedtodotheworkasSpecitled. paymentsatisfactoryandherebyacceptec. will be made as outlined above. Slgnature signature Permit#: Project Name: 08-1583 Screen Enclosure with 9 x 23 composite roof area Address: 214 Borado Road Plans Reviewed By: Richard Denman 407.330.5656 The gaa:umit Hs Subject To The (F®gRowing Comments THE FOLLOWING ARE STANDARD COMMENTS: Notice: In addition to the requirements of the Permit, there may be additional restrictions applicable to this property that may 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. l . Any connections that may be hidden during the installation shall be inspected prior to covering. 2. Inspections shall not be given unless the Approved Plans and Permit are posted in a prominent location and protected from against the elements until all inspections are complete. 3. All permits require final inspection. Failure to do so may result in charges being filed with the Department of Business And Professional Regulation. 4. Permits shall expire if work has not begun within six months of date of issuance. 5. All current Florida Building Codes are to be complied with. 6. Any error or omission in this plan review shall not be construed -to grant approval of any violation of any adopted Codes or Municipal Ordinances of this Jurisdiction. 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 YOUR LENDER OR AN F. RF_ RE.CORIDING YOUR NOTICE OF COSRIE NIL « SECTION 713. 35 FLORIDA STATfiftsla PIT # C 1 d 3 AlumCentral inum SCREEN SERVICE 701 Cornwall 9 Sanford, Florida 32773 407) 323-6010 o (386) 775-4751 ASSO License Numbers RX-0021055 and SC-005 01 0RotD FOR ADDRESS JOB# PORCH O DOORS COLOR SCREEN CUSTOMER A GUTTER & ACC. ROOF ANGLEAN K/P COLOR ly X BRACING CABLE BENNETT ENGINEERING 0, V/ 4- 0, of axS Ora X 0 M 667OX 00 41-4 F9,9p,1111D 6005-- 7-6 "9//,Oy V) LAMS REVIEWED ITY 01: SANFORD Al V I PERMIT # 6e- 6Q_:_3 DATE., SCREENED ENCLOSURES K— X1, — H SEE TABLI 1.3 OR 1.6 K-BRACING (OPTIONAL) GIRT (TYP.) TYPICAL DOME ROOF - FRONT WALL SCALE: N.T.S. SECTION 1 PURLINS (TYp.) SCREEN (TYP,) CABLE CONNECTION SEE DETAILS SECTION 1) ALTERNATE CABLE 1" x 2" (TYP.) GRADE CABLE CONNECTION SEE DETAILS SECTION 1) LEVATION EXISTING STRUCTURE ALUMINUM BEAM RISER WALL WHERETABLES1.3, 1.4 & 1.6) VVV Tw REQUIRED SIZE MEMBERS PER L PURLINS (TYp.) APPROPRIATE TABLES DIAGONAL ROOF BRACING SEE SCHEMATIC SECTION 1) CABLE BRACING H K-BRACING (OPTIONAL) GIRT (TYP.) SCREEN (TYP.) FRONT WALL ALUMINUM SW COLUMNS (TYP.) TABLES 1.3, 1.4 & 1.6) SIDE WALL FRAMING (SEE1" x 2" (TYP.) TABLES 1.3, 1.4 & 1.6) TYPICAL DOME ROOF - ISOMETRIC CONNECTION DETAILS AND NOTES ARE. FOUND IN THE SUBSEQUENT PAGES. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214,368, South Daytona; Fl32121Telephone #: (386) 767-4774 Fax #: (386) 76 -65M Email: labpaCbell aoulh.net COPYRIGHT2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRfTTEN PERMISSION OF LAWRENCE E. BENNETT, RE. PAGE 1-3 SCREENED ENCLOSURES SELF MATING BEAM 1" x 2" OPEN BACK SECTIONSATTACHEDTO2" 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 FASTENEDTOPOSTW/ (2) #10 X 1-1/2" S.M.S. ATTACH 2",x 2" PURLINS TOSELFMATINGBEAMSW/ (2) 10 x 1-1/2" S.M.S.INTO SCREW BOSSES SECTION 1 MINIMUM POST SIZES REQUIRED FOR EACH BEAMSIZE (SEE TABLE 1,6) J ALTERNATE FLAT ROOF al 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 PARTIALSCALE: 3" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERINGP.O,Box 214388. South Daytona, Fl32121Telephone #:, (388) 767-4771 Fax 11: (386) 767.6SM Email: lehpe ®be0aouth.nel COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF tAWRENCE E. BENNETT, P.E. PAGE 1-9 PURLIN 2" X 3" MAX. ATTACH GUSSET PLATES TO PURLIN & POSTS 2" X 2" EXTRUSION i 6 1 X 2„ OPEN BACK EXTRUSION —tea ALL GUSSET PLATES SHALL1) #10 X 1-1/2" S.M.S. 24" O.C. BE A MINIMUM OF 5052 H-32ALLOYORHAVEAULTIMATEYEILDSTRENGTHOF30KSI. NOTCH POST 1/16" RECEIVINGICHANNELORGUSSETPLATES 4) #10 S.M.S. EACH SIDE COLUMN PER.TABLE 1.3 OR 1.42" X 4" MAXIMUM FOR LARGER UPRIGHT USEDETAILPAGES1-18, 1-107'& 1-108 AND MIN, PURLIN TOaUPRIGHTSAMEASMIN. UPRIGHT TO.BEAM TABLE 1.6LE: 2" z 7" UPRIGHT REQUIRES'2" x 4" BEAM) R SIDE WALL TO PURLIN DETAIL`` SCALE: 3" Lawrence E. Bennett, P.E. FL # 16644CIVIL & STRUCTURAL ENGINEERINGP.O. Box 214368, South Daytona, FI 32121Telephoneq: (366) 767-4774 Fax #: (388).767.6556 COPYRIGHT2008 Email: , Iebpe@beilpoulh.net . a NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT. P.E. PAGE 1-13 i I I SECTLON 1 SCREENED_ ENCLOSURES J z w Q a ,Q r - COMPOSITE 2" x 3" EAVE GIRT2x6BEAM - SCREEN ROOF a Op > I ILC= w ® ® SCREW SIZE C = I ® ® (SEE TABLE 1.6) 451, t POST SEE TABLE 1..3) i SCREEN. , . MAY FACE 1N OR OUT) IF KNEE BRACE LENGTHLENGTOFKNEECEEXCEEDSTABLE1.7 USECANTILEVEREDBEAMCONNECTIONDETAILS2" SCREWSSEESECTION9)FOR SIZES) 2 STRAP - LOCATE AND FASTEN PER STRAP rLOCATIONDETAILPAGE1_24 REQUIRED KNEE BRACE MINIMUM SIZE ANDCONNECTION (SEE TABLE 1.7) KNEE BRACE ATTACHMENT ® SUPER OR6"ABOVE TOP OF GUTTER I EXTRUDED SOFFITp MAX.) GUTTER2" x 2" ANGLE WITH (4) S-M.S, SEE.SECTION 9 FOR SCREWSIZES) EACH:SIDE TO BEAMTOSUPEROREXTRUDED GUTTER FASCIA AND SUB -FASCIA MAX. DISTANCE TOHOSTSTRUCTURE SEE TABLE 1.11) SUPERIOR EXTRUDED GUTTERRISER .OR TRANSOM), WALL AT FASCIA - DETAIL 2SCALE. 3" _ Lawrence E. Bennett, P.E.. FL # 16644CIVIL & STRUCTURgL ENGINEERINGP.O. Box 214368; South Daytona, A 32121Telephoneq; (386) 767-4774 Fax #: (366) 767-6556Email: lebpe(gbe1130uth,pet PACE COPYRIGHT 20061-3 O NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSI ON OF LAWRENCE E. BENNETT, P.E. I SCREENED ENCLOSURES BEAM 2) #10 x 112" S.M.S. TOESCREWINTOBEAMAND/OR SIDE WALL RAIL SECTION 1 ANGLE OR PLATE AT BOTTOMOFBRACE WIND BRACE 2" x 2" EXTRUSION W/ 1" x 2" EXTRUSIONPAVERAIL WIND_ BRACE CONNECTION DETAIL. SCALE: 3" NOTES: Wind bracing shall be provided at each side wall panel when enclosure projects more than ( 4)panels fromhoststructure. h Lawrence E. Bennett, P.E. FL # 16644CIVIL & STRUCTURAL ENGINEERINGP.O. Box 214368, South Daylone, FI 32121Telephone #; (388) 767-4774 Fax #: (366) 767-6556Email: IebpeCb aBaouth.netCOPYRIGHT2008 NOT To BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. PAGE 1-43 SCREENED ENCLOSURES' SECTION 1 HOST STRUCTURE z D S a. O U C/) IL m TYPICAL LAYOUT — BEAMS OR PUR NS WIND BRACING PATTERNTYPICAL,FOR EVEN NUMBER OF SIDE PANELS OVSCALE: 3/16" s ,_0„ ER 4 . HOSTSTRUCTURE Z Sa oQ U Q W m. TYPICAL LAYOUT BEAMS OR PURLINS WIN BRACING PATTERNTYPICALFORODDNMBEROFSIDEPANELS OVER 4SCALE: 3/16" Lawrence E. Bennett, P.E. FL # 16644CIVIL & STRUCTURgL ENGINEERINGP.O. Box 214368. South Daytona, FI 32121Telephonep: (380) M-4774 Fax k: (3w') 76L.8556 COPYRIGHT2006 Email: labpe@b8f13Outh.net NOT TO BE REPRODUCED IN WHOLE OR -IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. PAGE 1.49 SECTION 1 SCREENED ENCLOSURES CABLE BRACING General Notes and Specifications: 1) The following shall apply to the installation of cables as additional bracingenclosures: a.) FRONT WALL Cto DIAGONAL bracing for pool CABLES - 7 x 19 STAINLESS STEEL CABLEDIAMETERTOTALALLOWABLEWALLAREA 3/32" 233 Sq. Ft. /PAIR OF,CABLES TOTAL 445 Sq. Ft. / PAIR.OF CABLES WgLLAREA = 100% OF FRONT WALL + 50% OF ONE SIDE WALL EXAMPLE: FRONT WALL AREA @ 100% (8, x 32' SIDEWALLAREA@50% (8' x 201) - 256 80 Sq. Ft. TOTALWALLAREA = q 233 Sq. Ft. x 2 sets = 336 Sq. Ft. 466Sq. Ft. > 336 S b) SIDE W q• FL; thus two sets of 3/32" cables is required. ALLCABLES - 7 x 19 STAINLESS STEEL CABLEDIAMETERSIDEWALLCABLE ** 3/32" QNE PER 233 Sq. Ft. OF WALL ONE PER 445 Sq. Ft. OF WALL SIDEWALLCABLESARENOTREQUIREDFORSIDEWc) To calculate the required pair of cables for free standingWALLS LESS THAN 233 Sq. Ft. 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 amid -rise girt), then the front wall shall have two cable pairs and they shall be attached to the andthemid -rise rail. If more than one additional girt is required between the top or eaveo t call ( rail chair rail, then there shall be an additional front wall cable pair at that girt also. top rail and the 2. Side walls do not require cables until the side wall area is greater than 233 Sq. Ft.. The side wall cablemaybeattachedatthemid -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 twocables; 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 beevenandpositionshallbealternating. Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214389, South Daytona, Fl 32121 Telephone #: (386) 767-4774 Fax k: M6) 767-655s EmaII: IebP8@bejI5outh.net PAGE COPYRIGHT 2005 1. 50 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES SECTION 1 5) #10 S.M.S. (MIN.) _ x 1-112" x 8" FLAT BAR 25" PLATE OUT ON 45° ANGLE 0 T OR TURNBUCKLE FORABLETENSION SS STEEL (SEE TABLE) IIMETER FRAMING MEMBER TYPICAL CABLE CONNECTIONS AT CORNER - DETAIL 1 A / ALTERNATE: USE (1) 1/4" x 1-1/4" FENDER f/ WASHER EACH SIDE OFFRAMEMEMBER EITHER A OR B 1" x 2" x 0.125" CLIP AND (4). 10 x 3/4" S.M.S. EACH SIDE B FOR CABLES F0 6) IN- (2) CLAMPS REQUIRED MIN. 1/4" EYE BOLT. WELD EYE ALTERNATE TOP CORNER OF CABLE CONNECTIONoSEDDEAI ) SCALE: 3"= 1'-0" L 1A Lawrence E. Bennett, P.E. FL # 16644CIVIL & STRUCTURAL ENGINEERINGP.D. Box 214368, South Daytona, FI32121Telephone #: (366) 767-4774 Fax #: (386)767-6556Email: lob bPef ellaoulh.nat COPYRIGHT 2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSIONOF LAWRENCE E. BENNETT, P.E. PAGE 1-51 SCREENED ENCLOSURES S.S. CABLE @ 40" TO 60° MAX. ANGLE TO SLAB CABLE CLAMP SEE TABLE) 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 2-1/4" x 1-1/2" CONCRETEANCHORS (MIN.) a M\N'6 ALTERNATE CLIP: 3" ASTM APRESSEDSTEELCLIPMAYBESSUBSTITUTEDFOR2" x 2" xa MIN. 3-3/4" 0.125" ANGLE4NOMINAL) SLAB DISTANCE FROM EDGE OFSLAB = 50) OF SCREW ALTERNATE CABLE CONNECTION AT SLAB DETAIL - DETAILSCALE: 3" 2Q 1/2" (6" NOMINAL) SLAB (MIN.) 5d (MIN.) S u 5d (MIN.) J SELECT ANCHOR FROM TABLE9-1, 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—QR FIBER MESHALTERNATECABLECONNECTIONSATFOUNDATIONDETAIL2CSCALE: 3" = V-0" Lawrence E. Bennett, P.E. FL # 16644CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI32121 Telephone N: (386) 767-4774 Fax M: (386) 767.6SMEmail: I ebpeQ b eIIaoulh. neI COPYRIGHT2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. PAGE 1-53 SECTION 1 SCREWS OR THRU-BOLTS SEE SECTION 9) 1" x 2" EXTRUSION ANCHOR TO CONCRETE WCONCRETEANCHORSWITHIN/ 6" OF EACH SIDE OF EACHPOSTAND@24" O.C. MAX. SELECT CONCRETE ANCHORS FROM SECTION 9 POST TO 2" x 2" x 0.063" ANGLE EACHSIDEATTACHTOPOSTANDCONCRETE@LOADBEARINGWALLW/ (2) MIN. S.M.S. (PER SECTION 9) EACH SIDE MIN-3-1/2" SLAB.2500 P.S.I. CONCRETE 6 x 6 - 10 x 10WELDEDWIREMESHORFIBERMESHCONCRETE ANGLES AS SHOWN ABOVEMAYBEUSEDTOCONNECT CHAIR RAILS AND PURLINS-- 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 ORFIBERMESHCONCRETE SIDE WALL PLATE TO CONCRETE DETAILSCALE: T" =1,-0" POST SIZE 2" x 4" MAX, SEE TABLE) 1" x 2" EXTRUSION ANCHOR TOCONCRETEW/ CONCRETE ANCHORS 6" MAX. EACH SIDE OF EACH POST AND @ 24" O.C. MAX. OR THRU PRIMARY ANGLE AND @ 24" O.C. MAX. SELECT CONCRETE ANCHORSFROMSECTION9 ALTERNATE POST TO BEASIDE WALL M AND PLATE TO CON CRETE DETAIL FOR WOOD DECKS (MIN. 2" NOMINAL THICKNESS) USE WOOD FASTENERS W/ THESE DETAILS Lawrence E. Bennett, P.E. FL # 16644CIVIL & STRUCTURAL ENGINEERINGP.O, Box 214368, South Daytona, A 32121Telephone #: (386) 767-4774 Fax #: (386) 767-6s56Email:. Iebpe0be Ilsouth.nel PAGE COPYRIGHT 4008 1 -60 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUTTHE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 SCREENED ENCLOSURES SCREEN 4SH 1"x 2" O.B. BASE PLATE (TYP.) SECONDARY2" x (D - 2 ") x 0.063" ANGLEEACHSIDEOFCOLUMNW/ #10( SEE SCHEDULE NEXT PAGE) CONCRETE ANCHOR ( SEE SCHEDULE PAGE 65) NOTE: DETAIL ILLUSTRATESPICAL2" x 4" S.M.B. COLUMN CONNECTION SCREEN CONCRETE ANCHOR THRU ANGLE OR WITHIN 6" OF UPRIGHT IF INTERNALSCREWSINTOSCREW BOSSES 4 a 4O NOTE: SELECT CONCRETE a ANCHOR FROM TABLE 9.1 6" (MAX,) 2" 5d MIN.) (MIN.) SIDEDEVIEW e E OQ C 4 . 6" (MAX.) 2" x 2" x 0.063" PRIMARY ANGIEACHSIDE 10 x 3/4" S.M.S. EACH SIDESEESCHEDULENEXTPAGE) 5d• MINIMUM EDGE DISTANCEFROMEXTERIOROFCOLUMNTOOUTSIDEEDGEOFSLAB BOLT 0 ' 5d DISTANCE1/4" 4d 1/4" 1" 3/8" 1-7/8" GRADE 1/2" 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT 2500 P.S.I. CONCRETE ORALTERNATE2" x DECK _WOOD TYPICAL S.M, OR SNAP SECTION COLUMN 10 x 3/4" S.M.S: EACH SIDE SEE SCHEDULE PAGE 1-65) PRIMARY 2" x 2" x 0.063" ANGLE 1" x 2" BASE PLATE (TYP.) 1-1/4" MIN. CONCRETE ANCHOR EMBEDMENT MAX. SPACING 24" O.C. FOR BOTH SIDES FRONT VIEW 2" x 4" OR LARGER SELF MATING OR SNAP SECTION POST TO DECNOTE: SCALE: 3" = 1--p" K DETAILS 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 # 16644CIVIL & STRUCTURAL ENGINEERINGP.O. Box 214368, South Daytona, FI 32121Telephone #: (366) 767-4774 Fax #: (386) 787-6556 Email: l eby elg bellsouth.nel 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 VARIE: 5d (MIN. 2-1/2"(MIN. V 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 GONC. 2-1/2d 4d 5d TOP VIEW POST TO DECK DETAIL SECTION 1 DETAIL ILLUSTRATES TYPICAL2" x 4" S.M.B. THRU 2" x 9" SUBCONNECTIONS SCREEN ABSOLUTE MINIMUM EDGEOFCONCRETETOC.O. FASTENER = 5d SECONDARY 2" x 2" x 0,063" ANGLE (SEE SECONDARY ANGLE ANCHOR SCHEDULEANDSECTION9) CONCRETE ANCHORS INTO PRIMARY AND SECONDARYANGLES S.M.S. STITCHING SCREWSQ24" O.C. FOR S.M.B. SEE TABLE 1.6 FOR SIZE) Primary and SecondarySCALE: 3" = 1'-0" Anchor ScheduleColumnSecondaAntoSizeAngleNumberofAnchors Maximum Number and S actn AnchorsLent "L" 1/4" 1/4" 5116" 3/8" # 5/.16" 2 x q.. B.. # "A" 2" ' 4 1 C" 3/8' 42x53„ 4,- 4 4 4 1" 1" 1" 4 1'" .. 8....q.. 5 8., 4, 4 4 1_ 1" 14" 1 1/2" 44442x71„ 6 4 2 x 8 6" 6 8 1n2x97' 6 6 42x108'1 8 Example; Calculate the number of anchors required: 1.5 x beam span / 2 x beamIf1.5 x 3072 x 6' x 10 PSF spacing x roof wind pressure (PSF) = total #; 1350# and 1/4" x 1/4" Tapcon In tensionthen1350# / 427# / ea. = 3.16 ea. use @ 5d = 427# / ea. see table 9.1) 3) ea., secondary angle not requiredActualEdgeDistanceExample: From edge of concrete to fastener = 2" / dia. of 0.25" = 8dNote: For attachment to wood deck substitute wood fasteners for concrete fastenersfromsection9. calculate the required number of fasteners using tables Lawrence E. Bennett, P.E. FL # 16644CIVIL &.STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121Telephone #: (388) 767-4774 Fax #: (386) 767.eS5g Email: IebPe@beHsoulh net COPYRIGHT2006 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENC7i--TPAGEETT, P.E. 1.65 SCREENED ENCLOSURES 1/4" x 6" RAWL TAPPER THROUGH 1" x 2" AND ROWLOCK INTO FIRST COURSE OF BRICKS ALTERNATE CONNECTION OF SCREENED ENCLOSURE FOR BRICK OR OTHER NON- STRUCTURAL KNEE WALL CY)i 1" WIDE x 0.063" THICK STRAP @ EACH POST FROM :POST TO LFOOTINGW/ (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 0 I CONCERNING FIBER MESH) a o V(3) #30 BARS OR (1) 50 BAR W/ 2-1/2" COVER TYP.) BRICK KNEEWALL AND FOUNDATION FOR SCREEN WALLS SCAT F• sid Viil 2 #3 BAR CONT OR 1" PER FT. MAX. FOR 3-1/2„ (T,P #5 BAR CONT. 2'-0° MIN. ALL SLABS) BEFORE SLOPE w l\\ex\ TYPE I TYPE.II FLAT SLOPE I NO FOOTING MODERATE SLOPE FOOTING 0-2" / 12" 2" / 12." - V-10" 1 #5:BAR CONT. 3) #3 BAR CONT. OR TYPE Itl STEEP SLOPE FOOTING V-10" Notes -;for all foundation types- 1 - The foundations shown are based on.a minimum soil:bearing pressure of 1.1500 PSf. Bearing capacity ofsoilshallbeverifiedpriortoplecingslabbyfieldsoiltest{soil penetrometer) or a soil .testing lab. 2. The slab / foundationshall be cleared of debris, roots and cOmpacted.priorto placement of concrete. 3 , _ No footing is•required excepfiwhen addressing erosion until the slab width in the direction of the primary beamsexceedsthespanpertableonpage1-6:9, than a type Il :slab is required under the load bearing wall onlyunlessthesidewall•exceeds 16' in height or the enclosure, is Ina "C" exposure catagory in which case a type11footingisrequired. 4: Monolithic slabs and footings shall be minimum 2,500'psi concrete with x.S - 10.x 10 welded wire mesh or crackcontrolfibermesh; Fibermesho Wsh, InForcew .e3TM (Formerly Flbermesh MD) per manufacturer's specificationmaybeused" inlleu of wire, i9sb. II slabs, footings shall+be .allowed "to cure for 7 days' before installinganchors. 5. If local codes require a minimum footing use Type II footing or footing section required by local code..Local codesgovern. SLAB - FOOTING DETAILS SCALE: 3/4" = V-0" Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL.ENGINEERING P. Q. Box 214368. South Daytona.'FI 32121 Telephone M (366) 7674774 Fax #: (386) 767.6556 Email: letipe@bellsouth.net COPYRIGHT2006- PAGE MOTTO BE$EPRODUCED INWHOLE OR IN.PART WITHOUT THEWRITTEN eERMISSION OF LAWRENCEE. BENNETT, P.E. 1-71 SECTION 1 1 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 #/SF_ a Point Load of 300 #/SF nvpr /1l linpar ft is aien rnncidarad Hollow Sections Tributary Load Width 'W' = Beam Spacing 3'-0" 4'.0" 1 5'.0" 1 6'.0" 1 7'.0" 8'-0" 9'-0" Allowable Spon'L' I Point Load,(P) or Uniform Load U), bending (b), deflection d 2" x 2" x 0.044" 4'-5" Pb 4'-5" Pb 1 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" Pb 4'-5" 1 Pb 2" x 2" x 0.050" V-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb 5'-2" Pb2" x 2" x 0.090" 7'-6" Pb T-6" Pb 7' 6" Pb T 6" Pb T-6" Pb 7'-6" Pb 7' 6" x 3" x 0.045" T-7" Pb 7'-7" Pb 7'-7" Pb T-7" Pb 7'-7" Pb 7'-7" Pb 7'-7" lPb2" 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" 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" Self Mating Sections Tributary Load Width 'W' =Beam Spacing 3'-0" 4'-0" 5'.0" 6'-0" 7'-0" 9. Allowable Span 'L' / Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2" x 4" x 0.044 x 0.100" 11'-8" Pd 1 11'-8" Pd 11'-8" 1 Pd 11'-8" Pd 1 11'-8" Pd 11'-8" Pd 1 11'4" Pd 2" x.5" x 0,050" x 0.100 . 16'-1" Pd 16'-1" Pd 16'-1" Pd 16'-1" Pd 16'-l" Pd 15'-9" Ud 1 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 17'-8" Ud 2" x 7" x 0.055" x 0.120" 24'-9" Pd 24'-9" Pd 24'-6" Ud 27-1" Ud 21'-11'' Ud 20'-11" Ud 20'-2" Ud 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" 1 Ud 39'-1" Ud 37'-2" Ud 35'-6" Ud 34'-2" Ud Snap Sections Tributary Load Width 'W' = Beam Spacing 3'.0" 4'-0" 5'.0" 1 6'-0" 1 7'.0" 1 8'-0" 9'•0" Allowable Span 'L' /Point Load (P) or Uniform Load (U), bending (b), deflection (d) 2" x 2" x 0.044" 4'-10" 1 Pd 4'-10" Pd 4'-10" Pd 4'-10" Pd 4'-10" Pd 4'-10" Pd 4'-10" Pd 2" x 3" x 0.045" 7'-6" Pd 7'-6" Pd T-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' 1:0'-8" Pd 10'-8" Pd a....` 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 23'4' Ud 22'-0" Ud 21' IVULe: 1. Thicknesses shown are "nominal" industry. standard :tolerances. No wall thicknessshall 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 u .,ri ht connection to fascia orwall Connection. 4. _ Above spans do not include length,of knee ra _ . rid horizontal distance from upright to centerof 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" Im 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 PAGE .© COPYRIGHT 2006 1- 74 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SCREENED ENCLOSURES I SECTION 1 Table 1.2 120 Allowable Spans for Secondary Scree. n 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 #ISF over (1) linear ft. is also considered A. Sections Fastened To Beams With Cilos Hollow Sections .' Tributary -Load Width'W' =Purlin Spacin` 3 " 4%0" 4,„ 5,_0,; 5'-6" 6'=0". 6'-8•' Allowable Span,' 1 'Polnt•.Load..p or Uniform;Load(U), bending (b), deflection d . 2•' X 2" x 0:044" . 4'-5" . Pb::. 4'-5" Pb 4 -5" P6' 4'-5" : P4 V-5" Pb 4'= Pb 4'-5". Pb. 2 x 2" x 0.050" : _ 5 2" Pti 5'-2" Pk:. V-2" _. Pb. 5'-2" Pb,. 5'-2" Ph. 5'-2" Pb 5'-2" Pb2" x 2" x 0..090" 7'4" . Pd 1 7'4" ` Pd T-4" Pd . 7'-4" .:Pd. 7'-4" Pd 7'-4" Pd 7'=4" Pd 3" x 2" z 0.045" 5'-8" , Pb' 5'-8" Pb 5 8 ' - Pb 5'-8" , Pb: 5'-8" ;" Pb` 5' 8" Pb 64" Pb 3" x 2" x 0.070" T-$." . Pd' 7'4'.. Pd T-8." Pd 7'-8" Pd. 7-8" Pd 7'=8" Pd 7'=8" Pd2' x 3•• x 0:045" V Pd. 7'4" _ Pd' 7T77 d Pd 7'4.7 .:Pd T_4" Pd" T-4" Pd2" x 4" x:0.050" 9'-1" Pb 9'-1" tPb 9'-l" Ph 9'-1" Ph 9'-l" Ph 9'-1" Pb 9'-1" Pb2" x 5" x 0.062" 14'-1" : Pd 14'-1 11301`: 4 .1" ;.. Pd 1 14'-1 Pd 14'-i" 1 Pd'. 14'-1", Pii. 14'-1" Pd Snap Sections 2'x 2" x 0.044 2 .x T. x 0.045" 2" x 4" x 0.045" Tributary-LoadWidth 'W ="PurliriSpacin g+ " 4'.0" 4'-6" V' 5.,6... 6.-0" 6.4" Allowable Spar'L' /Point Load (P or.Uniforrn.Load, 4 11"; . Pb 1 4'-t1" 1 Ph 1"4'-11" 1 Pb 1 '4'-1'N Pb, 7'-3" Pd 1. -7 -3" : Pd' T-3" Pd .. P 9'-2"- : -Pd .9'-2" Pd 9'-2"- `Pd 9'-2" Pd° U bending,b ,deflection (d 4-11":' ;Pb" 4'-11" . Ph :, 4'-11" 7 3": .PdT-3" Pd T-3" 9 2", , :Pd 9'_2" Pd 9'22" Pb Pd Pd B. Sections Fastened Throuah Beam Webs Intn Srrau" nine -a Hollow Sections 2" x 3" x 0.0 2" x 4" x 0.050 .: 2" x 5" x 0:062".. Tributary, Load Width W Purlin Spacing 4 - 6" V-0 5'-6" 6'-0" Allowable. S` an L' / ;PolntLoad. P .or Uniform -Load. U , bending thl, deflection d 1I'-5, IPb 1`1'-5" Pb . V S" . Pb . a 1'-4" 'Uri ' 10 11"' :Ud . 10'=8" Ud ' 10'- 13'". Pb 13'-8." ' Pb ; 13'-8":::Pb •.13'-8" .Pt) 13'=i}" : 'pti "13'-8" Pb IT-8- 1Pb 22'-4" . Pd 22'=4 d ' 2 '-4' p '21'-7" Ud .'2V-11"': Ud 20 4„ Uri d Snap Sections 2 x 2" X 0, 4 Tributary Load Wldth'W' = Purlin S acln 3'- 6 A'-0" =0 5'•6" 6'-0" 6'-8" Allovable Spani'L' / Point'Load 4 . ; Pb 4' 4" Pb 1 4'4" P) or Uniform toad U ;.bendin b , deflection (d Pb 4'4''. Pb , '414Pb . 4'-4" Pb 1 4'-4" 1Pb 1. Thicknesses shownare`"nominel"industry;standsr oIerances,.NQtmall.thickness>shall.belest .than, .0.040". 2. Span ismeasuredfrom-n0nterof;beam and ..updght>Cgnnoctjon4ofo0c.6, rw6Q.connedign.. 3. Tables are' based qr):a maximum wall htllght of iV Including A .4' moxo . mansard or.gable: Other conditions may offer better spans w/ enclosure site specific engineering. 4. Spans maybe interpolated. 5. 2" x 4" lk 2" x.5'.` Hollow Girts:shall be connected w/'an.igternal or extemal;.l= /2` x 1-112"x 0 d !'-angle. 6. To convectsparjsto "C:and,"D" exposure cate otlgss6o BxPosure r0ultiptiers and exempla on;page a :11. CHECK TABLE 1AFORMINIMUMUPRIGHTSIZEFOFtSkAlirlS. Example:=Max.'L':far2";x * x0:050" hollowsect(pn:fastened to beam vuith;clips with'W',5'-0 t-awrence. E Bennett; P.E. FL # 16644 D-1V-1L.& STRUCTURALENGINEERINGP.O-119x 214368,, South, Daytona, Ft 32121 Telephone P. 1386) 7674774 Fax #: (386) 767-6556 Email: lebpaCbellsouth.net COPYRIGHT2006 PAGE NOT TO. BE REPRODUCED IN. WHOLE OR IN: PART WITHOUT THE WRITTEN PERMISSION OP LAWRENCE E. SENNETT, P.E. 1-77 SCREENED ENCLOSURES SECTION 1 Table 1.3120 Allowable .Post;/Upright Heights for Primary >Screen -:Wail :Frame Members Aluminum Alloy 6063 T-6 For 3 second wind.gust.;at a velocity of 120 MPH. -Exposure "B",or an annilad anted of 4R If/- . µ Hollow Sections'. 2" x 2" x 0,:044" 2" x 2".x 0.050" 2 x 2" x-0.090" 2"x 3" x 0.045" 2" x 4" x 0.050" 5" x0.062" TributaryLoad Width W = Uprighf Spacing3' 0„ 6 0 T-0" 8'.0" g•-0•. Allowable 6'=. 11 ' b :`.5 11 . , b T- 5.' d . ; 6'-7" b 8'- 7' d T-9" d T- 11' d' 'T-3" d 1. 0'-5" b 8'-1ll b: 16'- 0" b"1.3"-1p" Height " H" / bending (b), deflection (d) V- 3" b 4'-9 . ti . 4`-4" ti 3'-11" b. 5'- 10" b, 5'-3" :, b 4'-9 0" ` b 4 =5" b 4 -2 b 7'- 4" . d 6'-8':.: b. W-1,, b. 5:g" b . 5,`-4 6= 6" . d.:.5,_11" ..b 5 _g b 7'-2-- d'7'- Z' 7'-11:",. b . ti W4" b 6'-1" b2'x12-3" ` b'4' : b 10'-3" .b: 9'-7" Self Mating :Sectlons 0. 044 x 0.100 . 2 • x 5" x 0 05o"X--' " 2" x W, x 0 0.50" x 0.120" 2" x 7" x 0.055" x 0.120" 2' x 8" x 0.072" x. 0 224"_ . x 9"'x 0 072" x 0 224", x9' x.;0082"x0.310" x' 10" x 0 092" x 0.369"' Tributary Load Width 'W = IMP S acing 11' 4" 14'- 0" 1, 6'-5" 18'- 9 23'- 2 25'- 5 ".. 27'- 4" 31'- 9" d d d d d d d: d Allowable 1 b -4" 12'- 9" 14'- 1 <1 ": 16'- 3" 21'- 1" 23 1' 24 10 . 28 10 d' d: d 6. d . d: cl d Height 9 - T 11'- 10" - 13' 4" . 14' 4- 19'- 7" : 21- 6" 23'- 0": 26'- 9" d d b . b d d . d d H" b ending 8'- 9" 1, Z-2' .. 13'- 2" 1, 8,'v" : 20'- 2 21'- 8 b b :: b• d d. d b), deflection S'- 0" 11" 11'- 2" 12- 2" i- T=6°" 19 _ 2" 2p- 7'' ` b b, b d d d d T- 6" 9'= 3" 10'- 5" 11`- 4" 16:- 9,'" 17 1:1" 19' 8"it2" b b b, 6;- 11" g'" V- 10" . Wd b b' b b. d,: 2b2 d Snap Sections 2" x 2'• is 0 044 2" x 3" x 0 045'` .' 2" x 4" x 0.045" x 6"x 0.062" 2 x7"x 0:062" „ , NMI. 3 - 0" Tributary Load Width'W Upright Spacing 4' 0' 5'-0" 6' Allowable Height 'H' / bending b ,deflection (d) 10", d ., 5' 8" d 5'-4" .. d 4'-11" d "4-6" W6b d ...7r8,r d. 7,_2" d. s. fi„ b: '::5'-10".'-11" : 10'-8" d V-8 ; . d . 8 -6 tr . 7_ "- "- .2 1T-5' d '15` 40 1.4'-8" :" d'. IVi=1:0". d 1:3 1" ,'-°l.I"lb 19'-8' d,,,d° ..15=7" d.=.14.'-10'•'3'-2" ` b b 1. Thicknesses shown are "nominal!'.industry:standard.tolerancas.:No:wall#hfekness ihaU.bs:-Iessthan.0:040". 2.. Using screen panel width 'W select u ri ht len th H', 3. Above heights d9 not.inciude length of knee bra Alid vertical distance from: upr.10111toaenterof brace to beam connection totheabovespansfortotalbeamspans. 4. Site specific engineering required for po91 enclosurea•oyer30'.In mean roof height;, 5. Height-is.to be measured from center of beam and: PO lit,cpglecbpn tR fascia gr wall connection. 6. Chair:ra'Us of2",x:2" xD 044" min:. and set Q.38" In height aredesigned 0 be esidentlal guardrailsprovidad they are attachedwithniin. (3) #10 x 1-112"S.M.S. Into the strewbossas.agd;d9..no exce0:8'-D" in span. 7. Max. beam size for 2" x 5" is 2" x 7"' x;0.055" x 0:.1201' 8. Spansmaybe•lnterpolated. . 9. To convert spans3q''C" and T" exposure'categolles see exposure multipliers and example on pays 14: rv veas/ ah I"a/v 6006- tr rf2"". 00,90e 1-ill, jai X` 4 SCQar"/r McZ)$% 10, Lawrence E. Bennett, P.E. FL # 16644 CIVIL:_&STRUCTURAL ENGIN85RING p:Q•$ ox 214368 South -Daytona, 1`132121 Telephone.#:-1386). 767-4774 Fax.#:.(386)767-65W Email: lebpG@bellsouth. net COPYPJGHT2006 PAGE NOT TO BE REPRQDUCEp:IN WHOLE :O'RINPART WITHOUT THEWRITTEN PERMISSION .0FLAWRENCE E. BENNETT,:P.E. SCREENED ENCLOSURES SECTION 1 Table 1.4 120 Allowable Post / Girt / Chair Rail Spans, Header Spans & Upright HeightsforSecondaryScreenWallFrameMembersAluminumAlloy6063T-6 For 3 second wind gust at a velocity of 120 MPH, Exposure "B" or an applied load of 15 # / sq. ft. A. Sections As Horizontals Fastened To Posts With Clips Tributary Load Width W' =Upright SpacingE22" w Sections 3'-0" 4' 0" 5'-0" 6'-0" Allowable Height "H" or Span "L" / bending (b), deflection (d) 044" 6'-11" b 5'-11" b 5'-3" b 4'-9" b050" 4' 4" b 3'-11" 7'-5" d 6'-7" b 5'-10' b 5'-3" b 4'-10" 090" 8'-7" d T-9"d 7' 4" dx 0. 045" 7'-11" d U-10" b 6'-1" b 5'-5" b 4'-11" b 4'-7" b 4'-3" b 3" x2" x 0.070" 8'-11" d 8'-1" d 7'-3" b 6'-6" b 5'-11" b 5'-7" b 5'-2" b 2" x3" x 0.045" 7'-11" d 7'-3" d 7'-2" d 6' 6" d 5'-11" b 5'-6" b 5'-2" b 2" x4" x 0.050" 10'-5" b 8'-11" b 77 11" b 7'-2" b 6'-7" b 6'-1" b 5'-8" b 2" x5" x 0.062" 16'-0" b 13'-10" b 9'-7" b 8'-11" b Tributary Load Width 'W'= Upright Spacing Snap Sections X.0" 4'-0" 5'-0" 6'-0 7'-0" 8'-0" 9'-0" Allowable Height "H" or Span "L" / bending (b), deflection (d) 2" x2" x 0.044" 6'-3" 1 d 1 5'-8" d till d 4'-11" d 4'-6" B. SectionsAsHorizontalsFastenedToPostsThroughSideIntoScrewBossesTributaryLoad Width W' =Upright Spacing Hollow Sections3'-0" 4'-0" 5'-0" 6'-0" 7'-0" a'-0" Allowable Height " H" or Span "L" / bending (b), deflection (d) 2" x2" x 0.044" 7'-9" b 6'-8" b 5'-10" b " b 4'-10" b 4'-5" b 4'-2" b 3" x2" x 0.045" 8'-11" b 7'-8" b 6'-9" b 5'-7" b 5'-2" b 4'-9" b 3" x2" x 0.070" 10'-8" b 9'-1" b 8'-1" b 2" x3" x 0.045" 10'-7" b 9'-1" b 8'-1" b 2" x-4"x 0.050" 11'-8" b 10'-0" b 2" x 5" x 0.062" Tributary Load Width W'= Upright Spacing Snap Sections3'.0" 4,-0" 5'-0" 6'-0" 7'-0" 2" x 2" x 0.0Allowable Height "H" or Span "L" / bending (b), deflection (d) 44" 8'-5" Note: 1. Thicknesses shown are "nominal" industry standard tolerances. No wall thickness shall be less than 0.040". 2. Using screenpanelwidth 'W select girt lengths. 3. Site specific engineering required for pool enclosures over 30' in mean roof height. 4. Span/heightistobemeasuredfromcenterofbeamandUprightconnectiontofasciaorwallconnection. 5. Chair railsof2" x 2" x 0.044" min. and set @ 36" in height are designed to be residential gardrails provided they are attached withmin. (3) #10 x 1-1/2" s.m.s. into the screw bosses and do not exceed 8'-0o.c. 6. Girt spacing shallnotexceed6'-8 7. Max. beam size for 2" x 5" is 2" x 7" x 0.055" x 0.120" 8. 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. 9. Spans/heights maybeinterpolated. 10. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1-ii. REVISED APRIL 2007 Lawrence E. Bennett, P. E. FL # 16644 CIVIL & STRUCTURAL ,ENGINEERING P. O. Box 214368, South Daytona, Ft 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 -$ 5 SECTION 1 SCREENED ENCLOSURES Table 1.6 Minimum Upright Sizes and Number of Screws for Beam/Upright Connection of Roof Beams To Wall Uprights or Beam Splicing or Post Upright or Minimum Purlln, GirtPost/Beam 8 Knee Brace Size Notes Minimum NubNumber of Screws. 2 x 4 SMB 2 x 5 2 x 3 SMB or H 2" x 2" x 0.044" Partial La # 8 x /,' 10 x y," #12 x'/," Beam Stitching Screw at 24" OCmtj 2x6SMB 2x3SMBorH, 2"x2"x0.044" 2x3SMBorR. 8 Partial Lap g 4 82k7SMt32" x 2" x 0.044" 2 x 4 SMB or H 2" x 3" x 0.044" Partial Lap 10 8 4 8 g 2x8SMB 2 x 2x5SMBorH 2"x3"x0.044" Full Lap Full Lap 16 1? 10 12 22 x 9 SMB " 2 x C. SMB 2" x 3" 0.045" x 2 x 7 SMB 2" x 4" x 0.050" Full La p 18 14 12 16 14 14 2 x 10 SMB 2 x 8 SMB 2" x 5" x 0.050" Full Lap 20 Full Lap 18 16 14•• 14•• Screw Size 20 Minimum Distance and Spacing of Screws 18 16 14"• 8 Edge To Center Center To Center Gusset Plate Thickness 10 5/16" 3/8" 5/8" Beam Size 2" x 7" x 0.055" X 0.120" Thickness 412 1/2„ 3/4" 2" x 8" x 0.072" x 0.224" 0.063" 14 or 1/4" 1" 0.125" 3/4" 77 2 x 9 x 0.072" x 0.224" 0.125" 5/16" 718„ 1-1/2" 3/8" 1 1„ 2" x 10" x 0,092" x 0.369" 0.250" 0.082" wall thickness, 0.310" flange thickness 2 1) Stitching screw at 16" O.C. max. Connection Example: 2" x 7" beam & 2" x 5" at beam & gusset plate, (14) #8 x Note: 1I2" sms &upright &gusset plate14) #8 x 1/2" sms ea. side of beam & upright. 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. 3. 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 for 2,500 psi concrete and / or equal anchors maybeused. 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 ofthecut. 7. The side wall upright shall have a minimum beam size as shown above, le., a 2" x 4" upright shall have a 2" x 3" 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 Tall.) Lawrence E. Bennett, P.E. FL # 16644 CIVIL & STRUCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121Telephone #: (386) 767-4774 Fax #: (386) 767-6556 Email: Iebpe@ beIIsouth.net PAGE COPYRIGHT2006 1-94 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNETT, P.E. SECTION 1 1 SCREENED ENCLOSURES Table 1.10120 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 in Wind Zones of 120 M.P.H. Exposure "B", or Less and Latitudes Below 30°-30'-00" North Uniform Load on Screen = 4 #/SF, Solid Roof = 27.4 #/SF, 300# Point Load is Considered over (1) LF of Beam Single Self -Mating @eams Tributary Load Width 10'-0" 1 12'-0" 14'-0" 1 16'-0" 1 18'-0' 20'-0" 1 22'-0" Allowable Span 'L'/ Point Load (P) or Uniform Load (U), bending (b) or deflection (d) 2" x 6" x 0.050" x 0.120"^ 10'-9" Ub 10'-6" Ub 1 10'-3" Ub 10'-1" I Ub 9'-11" Ub 1 9'-8" Ub 9'-6" Ub 2" x 7" x 0.055" x 0.120" 11'-0" I Ub 10'-9" Ub 10'-6" Ub 10'-4" Ub 10'-2" Ub 9'-11" Ub 9'-9" Ub 2" x 8" x 0.072" x 0.224" 15'-7" Ub 15'-2" Ub 14'-11" Ub 14'-7" Ub 14'-4" Ub 14'-0" Ub 13'-9" Ub 2" x 9" x 0.072" x 0.224" 16-3" Ub 15'-10" Ub 157-6" Ub 15'-3" Ub 14'-11" Ub 14'-8" Ub 14'-5" Ub 2" x 9" x 0.082" x 0.306" 18'-9" Ub 18'-4" Ub 17'-11" Ub 17'-7" Ub 17'-3" Ub 16'-11" Ub 16'-7" Ub 2" x 10" x 0.092" x 0.369" 22' 6" Ub 22'-0" Ub 21'-7" Ub 21'-1" Ub 20'-9" Ub 20' 4" Ub 19'-11" Ub Note: 1. If the solid panel is greater or less than 10'-0", then the 112 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 may be interpolated. 5. For minimum beam to upright sizes use Table 2.3 6. To convert spans to "C" and "D" exposure categories see exposure multiplier's and example on page 1-ii. Example: The Maximum 'L' for a 2" x 6" x 0.050" x 0.120" Single Self -Mating Beam with Tributary Load Width = 22'-0" is 17'-0 " Table 1.10 130 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 In Wind Zons of 130 M.P.H. or Less, Exposure "B" and Latitudes Below 30°-30'-00" North Uniform Load on Screen = 5 #/SF, Solid Roof = 32.2 #/SF, 300# Point Load is Considered over (1) LF of Beam Single Self -Mating Beams Tributary Load Width 10'-0" 1 12'-0" 1 14'-0" 1 16'-0" 1 18'-0" 1 20'-0" 1 22'-0" Allowable Span 'L'/ Point Load (P) or Uniform Load U), bending (b) or deflection (d) 2" x 6" x 0.050" x 0.120" 9'-10" Ub 9'-7" Ub 9'-5" Ub 9'-2" Ub 9'-0" Ub 8'-10" Ub 8'-8" Ub 2" x 7" x 0.055" x 0.120" 10'-l" Ub 9'-10" Ub 9'-8" Ub 9'-5" Ub 9'-3" Ub 9'-l" Ub 8'-11" Ub 2" x 8" x 0.072" x 0.224" 14'-3" Ub 13'-11" Ub 13'-7" Ub 13'-4" Ub 13'-l" Ub 12'-10" Ub 12'-7" Ub 2" x 9" x 0.072" x 0.224" 14'-10" Ub 14'-6" Ub 14'-2" Ub 13'-11" Ub 13'-7" Ub 13'-4" Ub 13'-1" Ub 2" x 9" x 0.082" x 0.306" 17'-2" Ub 16'-9" Ub 16'-5" Ub 16-1" Ub 15'-9" Ub 15'-5" Ub 16-2" Ub 2" x 10" x 0.092" x 0.369" 1 20'-7" Ub 20'-2" Ub 19'-8" Ub 19'-3" Ub 18'-11" Ub 18'-6" Ub 18'-2" Ub Note: 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 may be interpolated. 5. For minimum beam to upright sizes use Table 2.3 6. To convert spans to "C" and "D" exposure categories see exposure multipliers and example on page 1-ii. Example: The Maximum 'L' for a 2" x 6" x 0.050" x 0.120" Single Self -Mating Beam with Tributary Load Width = 22'-0" is 17'-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 -98 NOT TO BE REPRODUCED IN WHOLE OR IN PART WITHOUT THE WRITTEN PERMISSION OF LAWRENCE E. BENNE?T. P.E. SECTION 2` 1: ATTACHED' & FREE-STANDING COVERS AND UTILITY SHEDS I BEAMS MAY. ANGLED FOR GABLED FRAME i i COLUMN NOTCHED TO SUIT ANCHOR PER DETAIL FOR PAI` OR COMPOSITE PANEL FOR NUMBER OF BOLTS AND SIZE OF POST (SEE TABLE 2.3) BEAM AND POST SIZES SEE TABLES SECTION 2) SIDE VOTCH'PQ:STiTO 13EAM.CbNNE.CTI0N BEAMS MAY BE ANGLED FOR GABLED FRAME— w ROORPANEL j SEE SECTION 7) 1... RECEIVING CHANNEL.THRII BOLTED TO POST W/ THRU .: o ANCHOR PER DETAIL FOR. PAN BOLTS FOR SIDE -BEAM 9R COMPOSITE PANEL SEE TABLE 2.3 FOR NUMBER' O.F. BOLTS) FOR.N,G)MBER OF BOLTS AND SIZE OF POST (SEE TABLE 2.3) BEAM AND POST SIZES COLUMN NOTCHED TO SUIT SEE TABLES SECTION 2) 0- `ENTE12 Nb.'TCH PO ST::Q;.BEAIVIbtNECTION SCALE: 3" = 1'-0" Lawrence E. bbhh6fit, P.E:'FL #48644 W114 & STRUCTIJRAL :ENGINEERING P.O. Box 214368, South Daytona, F132 21 Telephone M (386) 787 477 ' . _Fax#: (386) 767-6556 E all*"l6bpeQbellsouth.net PAGE COPYRIGHT2006 2-1 S NOTTO Bi: REPRODUt8D IN'WHOLE OR'IN PART WITHOUT THE WRITTENPrERNIISSION OF LAINRENCE E. BENNETT, P:E. SE':CTION 2' ACHED -A FREE-STANDING GO'VERS AND UTILITY SHEDS ANCHORS (SEE SECTION 9) CONCRETE SLAB OR FOOTING c u, J.Z W N. t .,ALUMIN.UM/STEEL:,COLUMN U' CHANNEL SEE' SECTION 9 FOR CONNECTIONS) MINX:>CON.CRETE ANCHORS SEE: TABLE -NEXT PAGE.)" FOR POST CONNECTIONS TO WOOD DECKS (2" NOMINAL LUMBER) USE THESE DETAILS W/ WOODFASTENERS (1-3/8" EMBEDMENT) 11 INTERNAL. 0R`EXTE-RNAL.;REC SCALE: 3" = V-0" NEL r ALUMINUM / STEEL COLUMN ANCHORS (SEE.;SECTIGN 9} 2" x 2" WITH WALL THICKNESS EQUAL TO OR GREATER THAN COLUMN WALLCONCRETE $LAE3'.021=0:OTING Q, Q MAX,°CONCRETE ANCHORS SEE TABLE-NEXT.'PAGE)* FOR POST CONNI=CTCONS 7O WOOD DECKS (2"°NOMINAL LUMBER):USE:THESE DETAILS W/ WOODFASTENERS (1-3/8",EMBED.MENT) POST: TO CONCRETE CONN,EGT1-- INTERNAL Q ,EXTERNAL ANGLE CLIPS SCALE: 3" = 1'-0" NOTE: ANGLES O.R U-CHANNELS'SHigLt RE A MINIM[7M OR2 1V'41 HEIGH I-:i4ND SHALL BE 0.125" 6063 T-6EXTRUDEDALLOYOR0:125" 5052 H-32`BREAK FORMED ALLOY Lawrence E..Bennett, PH:, F•L#-16644 CIVIL—& STRUCTURAL ENGINEERING PQ: Boz 214368•,Soutti Daytona, F132121 Telephone #: '(386) 767-4774 Fix•#: (386) 767-6556 Email' 1obpoUbellsouthmet PAGE © COPYRIGHT2006 2'20' NOT TO $E REPRODUCED•1N''WHOGE OIi IN PART WITHOUT THE:WRITTEN•PERMISSION•OF:LAWRENCE E BENNIFTLR:E. ATTACHED & FREE-STANDING COVERS AND UTILITY SHEDS I SECTION 2 Table 2.2.2 Allowable Attributable Roof Area per Post for Carports & Patio Covers ALUMINUM POSTS Alum' .. m:Post Wind Load (MPH)= 100 110 120,_= 123 130 1 140-1&2 1 150 16.6 #/SF 17.7 #/SF 21.1.. 22.2#/SF 1 24,8 #/SF I 28.7 #/SF 32.99 #/SF Maximum Allowable Roof Area In Square Feet for Various Loads on Post He' ht Load:(Ibs-); 3" x 3" x 0.090" Hollow: Extrusion -Aluminum Alloy 6063 T-61#"-t ' 5184 455 365 365: 326 307 3,888 t252 341 2897 274 274 245 23015'-10" 3,024 „' 265 224 1 213 V 213 190 1791T-10" 2,268 189 199 168 1 .160 160 143 134 Height Load.(Ibs.) 3" x 3" x 0.125" Hollow Extrusion - Aluminum Alloy 6063 T-613'-9" 6,912 . 676. 606 512 1 487 487 _ 435 0 95184432455384365365326409 18'-4" 4 032 336 354. 299 1, 284 1 284 1 254 23920'-7" 3 024 252 265 224 h 213 1, 213 1 190 1 179 Height Load (Ibs.) 4" x 4" x 0.125" Hollow,Extrusion -;Aluminum Alloy 60631-69,312 776 1 817 690 656 656 586 551 582 613 517 492 492 439 41321'-0' 5;432 453_ 476: 402. 383 383 342 32123'-8" 4,074 3411 357 302 287 `287 256 241 Steel Post Wind Load (MPH)'= 100 110 1 120%J.123 130 140-1$2 150 16.6 #/SF 17.7 41SF 1, 21.1 j 22.24/SF 1 24.8 IV/SF 1 28.7MaximumAllowableRoofAreaIn.Squzire:Feet for Varlous Loads on Post Height Load Ibs. 3" x 3" x`14 Gauge Post - 46 k.s:I. Steel 19'-101, 10,050 838 1 1882 44.4 708 632 54621'-9" 7,430 619 652 550523 467 404 44023'-9" 5 638 470 495 397 355 306 33425'-9" 4,371 232H4t364383 308 275 238 1 259Height .. Load lbs.) 3" x 3" x 11 Gauge Post- 46 k:s.l. Stool 19'-8" 15,870 1323 1392 1176 11,18 998 :: _ 863 93921'-7" 11,730 978 1029 869 ,826 738 >638 69423'-6" 8,970 748 787 664 %<632": 564 488 53125'-6" 6 900..... 575 605. 511 486- .1 4-3 .... .. 375 408HeightLoadIbs. 4" x 4" x 14 Gau e`Post - 46 k.sa. Steel 26'-8' 12 650 1054 1110 937 891 796.: 688. 4929'-3' 9,350" i , 779 820 693 65:8-. l 588- 508 55332'-0" 7150 „ 596 627 530450.:.. 389 42334'-8' 5 500 458 482 407 .. 387 . `. 346" 299 325 Example: Find Roof Area -Needed; Area 'A'; Post, Spacing =$'; Structure Projection.=W! A = S x (W/2 + O H ); If 'S =.20', W 24, and O H.:= 2 them 'Area` 280 5q. Ft. a. For a 13'-10 postand 120 m.p.h. wintl bail of-14 # f Sq.: Ft, post cf oices are: 1. 3".x 3" x 0.125" Hollow Extrusion 2. All post sizes listed:below the 3" x 3" x 0125"'HollowSeotion b. If job conditions dictate a post hieghtof 20W" •fqr A - 280 Sq., Ft. and 120 MPH wind -zone,. then a3" x 3" x ,0.125" Hollow Extrusion can -NOT .be used slnctd It can only support a roof area of 216 Sq. Ft. Thus, design 'must satisfy both height and area requirements. Note: 1. Spans may be interpolated. 2. For free standing covers, multiply above .roof areas by 1.25 (except for 106 MPH). 100",110., 120 °` 123 130 r"n mvn V^a71V CU 140-2 RV'tJiS 150 1.00' 1,20 1;27 125 1z23 1;27 1,23; 1.23 Lawrenee, E. Bennett, P.E. FL # 16644 CIVIL,&•STR.UCTURAL ENGINEERING P.O. Box 214368, South Daytona, FI 32121 Telephone #: (386) 767-4774 Fax,#: (386) 767-6556 Email: lebpe(ipbellsouth.net COPYRIGHT2006 PAGE NOT TO BE REPRODUCED IN; WHOLE OR-1N PART WITHOUT THE WRITTEN PERMISSION OFtAWRENCE E.;BENNETT,.P;E. 2-67 SECTION 7 SOLID- RO.0F:PANE;L PRODUCTS COMPOSITE ROOF ANCHORING DETAILS EXISTING TRUS5:01R. RAFTER 410 x 1-1/2" S.M.S. OR WOOD WOOD SCREW (2) PER RAFTER OR TRUSS TAIL , 10 X 3/4" S.M.S. OR WOOD SCREW SPACED @ 12", O.C. 8 X 1/2" S.M.S. SPACED @ 8' O.C.OBOTH SIDES CAULK ALL EXPOSED SCREW HEADS ROOF PANEL EXfSTING FASCIA n0dr- PAktL'fd-0 bE:'TA1_L EXISTING HOST STRUCTURE 4 ix1/2" WAFER HEADED WOOD FRAME, MASONRY OR S.M.t..SPACED 9`iZ' O.C. OTHERCONSTRUCTIONFOR MASONRY USE: . ......... 2) 1/4"x IA/4" MASONRY NCHOR OR EQUAL @ 127O.C' FdRWE3b.' D USE. SCREWS. @ 12" O.C. FLOOR PANEL 14 x 1-1/2" S.M.S. ORWOOD A A41 WOOD STRUCTQRES:-S OULDC J-f -- -FRAMING WHERE ONNECT.TO,; US$-RU,178j , , . PRTHE`SUB-;FASCIA POSSIBLE ONLY. 15% OF SCREWSCAN-.:'- f TRUSS 00SUB.-FASCIAI AND THO I SE AREAS EOU. SIDE:T' . HETR BUTTS. SHALL HAVE DOUBLE ANCHOIRS. ALL SCREWS INTO TH'E.HO`ST* TRO ,LL HAVE. MINIMUM 1-1/4 WASHERSORSHALL.8E WASHER HEADED SOREWS p EQUAL TO DEPTH .7iiii HEADERINSIDEDIMENSION - : - ..' 8 . HE WALL THICKNESS HALL9E'E PANEL DE T- SHALL. BE THE-,kTHIPKNt8S,I:OF.THE ,AI-umiN WALL THICKNESS. HEADERS RFE,,PA-NEUMPAN,OR P PANEL W SHALL. BE AN. TO THEMK, THE MATERIAL EA CONNECTEDTO. THE. ANCH6R9 bE'iiiLEbXb` V " " iiE-.W kb: bii b'.FR-bim` j'. SECTIONPAN,-" 'F-T.-Ht .20 M.P.H. FOR SBC 0 ' ROPFRANELf FROME.- T .,HP.SSTRUCTURE. ANCHORS BASED ON. 1-90 MPHWIND VELOCITY. F6 -PoL H ER'WINDZONE 8 08870E' LOWING CONVERSION: Lawrenc.6 E., Bennett, P.-E. CIVIL & STRUCTURAL. ENGINEERING P.O. Bdx 214368; Southbaytohh, Ff 32121 Telephone #:. (386) 767,4774 ' Fax M. (386)'767-40550 Email: AelapeQballsouthmet PAGE 9) COPYRIGHT2006 74 ':NOVr- 0 BE REPRODUCED INWHOLEORIN PART WITHOUT THE WRrn'FN PERMISSION -OF -P.E.' t. I . LAWRENCE E. BENNET17, 0 Z 0 r i Tattle 7.3,5 Metals USA Building Products L.P. Roof Panels Allowable Spans and Design / Applied Loads* (#/SF) o 0.024" PRO-FAB Composite Pan,efs. w/ EZ-LOCK for Various LoadsmManufacturersProprietaryProducts441uminumAlloy31d.5 AA4'or H25 Foammx m w to Cori-E.P.S. #1 Density3x48" x 0.034"_ Roof Pane! %w/ EZ t:0Fdi ': z V o D„ N 3 `- r. Wind O en Structures mono -Sloped 5 C 0 -4 Q m W V 7 J. j10Il• Q N Ol f :Gz f i rnw 0x- T c V N Q - o 1- o !Z r-. c J c . Z fi a C1 C w. D a r ' 4 x 48., x 0 024 Roof Pane' 'W/ EZ-LOCK Ww- g'. r O I2 N_A w o NA. N O V ai a C I lil a o O1Z m M 3 I.. X 5 48.,, x 0 024 Rpof Panel J,/ EZ-LOCK v o z n N s m 0 b ! .. rn ?F is m mw°, m N w n 6 x 48 ..x.0.024. Roof Pone! I- H LOCK m C V TACr` V.-Fmmvr ZmmG)ma,„ Nm mD 0 m Z 1 Note: 0 1. Total roof panel width = room width + wall width + overhang. *Design or applied load based on the affective area of the panel. Z ed Roof ;,r. ,$c ooms 8 Attached Covers. Glass &Modular Rooms Enclosed* OverhangZone. MPH 1:82 s aNload•; 3 s an/toad', 4 s an/loa n/lo 3 s" anfload* 4 s anfload' 181 s an/load' 3 s n/load` 4 s an/load'!. Cantilever. 100 ;• 1,8't0"' 13 21 1 .:13 20'-5 1b:-3'.. 17 17-8 ; 17 12`-1,1" 2Z 15'-8" 23 1.5'-2". 23. 4'-0" 48110` 1'8'1' 14 20=6'. '.14 18 17=9"' 18 17-2" `18- 11'=11" 32 13`1l" 32 12'-'10" 32., 4'-0" 5512016',7 1 18 T , ;l7 17 t ,. 17: 37 16'-1 22, 15-0 :. 22 10'-9"...39 12'-1" ` 39 11'-8" - 39 A``-0" • 65123 "':, i6 2' . ?1t 18`=•1;!,' 't;7. i7`5`. t;Z' :='_ 28 1:5'-8 23. 15 1.': 23 10'-7" 41; 11'-10" 41 11'-5" ,4:1 4'-0" • 69130:: 1T," .2 r 0 t2=1", 31 1.3'=6" 31_ 13'-1" 9'-5" 51 11'-3" 45 10'-10". 45 3-10" 77140.18 2 y.2;1:,1 .. 27 15 36 36: 31 1 F2."; 36 8'-9" 59 10'.d" . 53 59:- 3'=7" 8915012'-0! 32,32 12-1;1 3210'-5" 42 42'. 8'-2" 68 9'-2" 68 8.`-6",., VA 0". 3'-4"' 1p211-0 Wind•. Open Structures MonoSloloped Roof. Screen Rooms 8 Attache rovers Glass 8 Modular Roptrl§ Enclosed` Overhang'/ Zone._ MPH) 182 s an/load', 3 a an/load' 4', s an/toad* 1&2 s • n/load'- 3 aMoaii` 4: span 1&2 s anpoad' 3: s :an/load' 74 'Cantilever s anlload' 1QO-= 20'-8." 13 23'-2" 13 22'-4 . 13 17 11'. 17 ` 20'-1" 17 19'-4" 17 15'-5".:. 23: 17-3" 23 16'=8". 23 4=A" 45: 20-1' '14 22'-t" 14 21'-9' 14 1T 5"' 18. 19'-6" 18• 18`=10" 18 13`1" • 32` 15 'F4"`. 2T 15'-4" ' 27: 4' -0" 55120182', . 17 20'-4" , 17 . 19'-8, 17.. 22 1 T-7" 727 1:T-0" . 22 11'-10" 39 13 -3" - 39 39 4:'v0"' 65 := 17 17 19 -2".•,15 4' ; .23 1 T-2" 23 6 7"= 23 11'-7": 41 12:=1Y" 4ti 12'-9." . 12'(i" 41:.. 4'-0" ' 69. 130;i 16'-9," 7" 18'-9°. 20 20. 13'-3"_ 31 16'-2" 26. 15'-8" 26 11'-0" 45 12'-4" 45 11'-11" 45 7714074A2, 15 "23. 17- 5" ' 23 16:.='. 2$ 36 15.'-1" 30 . 13'-4" 36 9'-7" : 59 11'-4"- 53 10'=.11' 53 3'..2"T.'3Z 16'-4" 26 15-=1.0"..; 26; 11e,5". 42 12'-9"..: 42 12'-4" 42 8'-.11'<_ 68: 10'-8" 60: 10'cd" 60 3',8" 102.: Wind, O en Structures.Mono O en Structures"Mono-Slo ed Roof Screen Rooms 8 Attached Covers Glass 8 Modular Rooms:Enclosed•.. Overhang,/. Zone . 182 3 4 3 4. 1&2 4 CantileVe'rMpWsanlload' s an/load" s"ar!/ioad', s a'n/load" an/load'. s anlload"' s aNfoad` s aMoad•. s an/load• 100 ..: 25'-9", 13 28 9° 13 2T=10" 13: 22'" 17' 24'-11" IZ 24'-1" 17: 19'-2" 23 21'-5". 23 20'-8" 23 4'-0" 4511025'-0" . 14 27-11" 14 2T-0'' 14 21'-8" 18 24'-3" 18`. 23'-5" 18 1Z'-8" 27 19'-9" 2T 19'-1" -27. 5512022'-7" 17 25'-4" 17 24:-5".' 17 19'-7" 22 21'-11" 22 . 21'-2" 22 16'-3" 18'-2" 32 1T-7" 32 4'-0" 4'-0" 65123': . 22'-0" 17 24=8", 17 23'-10"' 17 19 1."_. 23 21'=4" 23 20'-7" 23 32 15'- 10" 34 1T-8" 34 1'T-1" 34: 4'-0" 69. 130 ' 20'-10" 20 20 22`-6" 20 18'-0" 26 20'-2" 26 19'-6" 26 1.3'-8" 45 16'-8" 38 16'-1" 38 4'-0" 77 140=182` 19'-4" 23 ' 21'-8," 23 20'-11 " W. 16 - 9 30 18'-9" 30 . 18'-2" 30 12'-7" 53 15'-6" 44 . 13'-8" 53 4',0" 89 150t8'-2" 26 1H'-8" 26' 15 9.. 34 1T-7" 34 1T-0" 34 11'-10". 60 13'-3" 60 12'-10" 60 4'-0" 102 Section 1 Design Statement:, The structures designed for Section 1 are framing systems with screen roofs & walls and loads have been determined by wind'tunnel test that include any negative internal pressure coefficient. Since these structures are open; the negative•intemal pressure coefficient is considered to. be 0.00. The design loads used are from Chapter 20 of the 2004 Florida Building Code w/ 2006 Supplements. The loads assume a mean roof height of less than 30'; roof slope of 0° to 20°; I = 0.87 for 100 MPH and;0.77 for 110 or higher. All loads are based on 20 / 20 screen or larger, Multiply walFheights by 1.10 for members controlled by bending(b) and 1.07 for members controlled by deflection(d) when using 18 / 14 screen. All pressures shown in the below table are in PSF (#/SF). All framing components are considered to be 6063-T6 alloy. For components of 6005-T5 and 6061-T6 multiply spans by 1.13. General (Votes and Specifications for Section 1 Tables: SECTION .1 Uniform Loads=for Structure&with Screen Roof & Walls Wind Velocity MPH Basic Wind Pressure Exposure.'B.' Exposura..'C' . Roofs Windward Wails LeewardIWalls Roofs Windward Walls Leeward Walls 100 13 . 3 12 10 5 17 13 1 10 14 4 13 9 5 18 14' 123 18 4.3 15 15.9 13 6.:. 21 .: :: 17 13.3 6.3 22.2 17.6 130 20 5 18 14 7 25 19 1401& 2 23 6 21 1'6 8 29: 23 ' 150 26 7 24 18 9 33, 27 Loads per table 2002.4 Multipliers only appiy'to members•when spans / heights are controlled by wind pressure, not'by pointload. Conversion Table 1A Wind `Zone Conversion Fact6.rs for'Screen Roof,or- Wall frarrre `Mombers . from 120 MPH Wlnd,Zono to Others. Ex osure'B:•: Roofs;, Walls Wind Zone MPH Applied :: Load WSF Conversion Factor Applied. LoadV/ SF" Conversion. Factor 100 3 1.15 12 1.12. 110 4` 1:Q0 : 1Y7 .. 1707 . 120 4 1.00 15 .:•: i0 123 4.3. 0.961 15:9. ', 0:97 130 5 0.89 18 0.91 1401 &,2 6 ::.:... 0:82 ... 21, .:. , ::, 0.85 n<76. < 21:.;-_. ,' 0.79 Note: . . Multipliers are for wall loads:only. p 9 y pMultipliersonlyapPlytomemberswhenspans /hei hteaFe ioritiidlled b wind ressr re nofby ` point load: Conversion Table 1B Load Conversion Factors Based on Mean Roof Height from Exposure Exposure "B" "D•" Mean Roof Height" ...:. Load Cpnversion 1=actoi Span -Multiplier Load CoCoflVarsion factor Span Miiltipiter..""' Betiding" Dbflaction Sending'' Deflection 0-15' 1.21 0.94 1.47 0.83 0.88':":'': 15' - 20.' 1,29 0;88 0.92. .. 1 '54 20' - 25'._. . 134 0,86. .. 0.91 1:60-. 0:79. 0.86 1 A0 D.85 0.89 66 0.78 ` 0.85 ' 30' = 40' 1.37. 0:85 0.90 . ,. 1a61' 0.79 Or85 `.. Use larger mean roof height of hoststructure orenclosure ' Values lore from ASCE 7-02 Multipliers only apply to members when spans / heights are controlled bywind pressure, not by point load. Conversion Example (Convert span for Exposure "B" to "C"): If max span found from span tables for Exposure "B" = 31'-11" = 31.92' and the mean roof height of the structure is 0-15' then multiply span by 0.91 the span for Exposure "C" Is 31.92" 0.91 = 29.05' = 29'-1" Den'Check List°for Pool Enclosures (Page 1of4) I. Design Statement: These plans have been designed in accordance with:the AluniihUm: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'. or'D' ; Importance Factor 0.87 for 100 MPH and 0.77 for 110 MPH and higher; Negative I.P.C. 0.00; 2:LC MPH Wind Zone for 3 second wind gust; :Basic Wind Pressure 17 Design pressures are Z/, PSF for roofs & A57 PSF for walls. (see page 1 ii for wind loads and design pressures) A 3l)0 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 Structu re -Adequacy Statement: I have inspected and verify that the host structure is in good repair and attachments made to the structure will be solid. M ufhy P• /77L177,41(©n Phone: 40e;7 3Z,3 Uri Contractor / Authorized Rep* Name (pl.ease print) C Date: - -O S-- mntra / Authorized Rep* Signature i 2Epio 2 y Ids , g 11-1 P"d .S ,-4nS'o & of Job Name &"Address i Note: If the total of beam span & upright height exceeds 50',or upright height exceeds 16; site specific engineering is required. Ill. Building Permit Application Package contains the following: Yes No A. Project name & address on plans .:...........................................:... B. Site plan or survey with enclosure location ..................: ....... , ........ C. Contractor's / Designer's name, address; phone number, & signature on plans .. D. Site exposure form completed ................. ....... E. Enclosure layout drawing @ 1/8" or 1/10" scale with, the following:.........,.:.... , 1. P.lanview with host structure:, enclosure length; proje'ction:from,host structure, and all dimensions. 2. Front and side elevation views with all dimensions, & heights Note: All mansard wall drawings shall include mansard panel at the top::of-the:wall.. 3. Beam location (show in plan & elevation view) & size .... . ....... : . . :....... Fable 1.1 & 1.6). Roof frame member allowable span conversions from:120 MPH. wind zone; B".Exposure to _.MPH wind'zone and /.orT"C",.or _".D":.Exposure for load width of Note: Conye.rsion factors do not apply to•members-=subid6tto point I ad:(P). Look up span ,in appropriate 1.20 MPH span table and' apply the following formula: Span Required @ 120 MPH ' Converted Span / Height b :ord) x (ti oral) X (t or d) =, Wind Zone Multiplier _ q Exposure Multiplier see page :1ii) (see page 1ii) 4. Upright location (show in plan & elevation view) & size ....................... t Table 1.3 & 1.6) 5. Chair rail & girt size, length, & spacing ........................... . .......... Table 1.4) 6. Eave rail size, length, spacing and stitching of ................................ Table 1.2) Must have attended Engineer's Continuing Education Class within the past two years. b-1 Design Check Llstforftol Enclosures. (Page:2 of 4) Wall frame member allowable span conversions from 120 MPH wind zone, "B" Exposure to MPH wind zone and / or "C" or _"D" Exposure for load width of Look up span .in appropriate 120 MPH:span table and apply the .following.formula: Span / Height Required Converted @ 120MPH F Span./Height or _MPH (b or d) x (b or d) x (b ori Wind Zone: } Exposure MultiplierMultiplier'*" see page 1 ii) 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 ........................... IV. Highlight details from the Aluminum Structures Design Manual. Yes No A. Beam & purlin tables with size, thickness, spacing, & spans / lengths .:........... V Tables 1.1 & 1.2 or 1.9;1 B. Upright& girt tables with size, thicknes , spacing, & spans / lengths ............... V Tables 1.3 & 1.4) C. Table 1.6 with beam &upright combination ......................: . . . > .:.. , .::.... + D. Connection details to be use such -as: . 1. Beam to upright ...................... .... ....... ...:.. Ll 2. Beam to wall .............::.......... ........................... ..... 3. Beam to beam ............ 4. Chair rail, purlins, & knee braces ... . ..... . .. . . . 5. Extruded gutter connections :..:....... .. .... 6. Angle to deck and/ or sole plate ...................... . . ......... .... `:.. . :. 7. Anchors go through .pavers into concrete ....... . ............. 8. Minimum footing ,and / br.?kriee:.wall details... ; .. ; .... . 9. Cable or K- brace details Section 1 :....... .....................::..:.:.:..::... Wall area calculations for`caWe W = wall width, H = wall:height, R = rise W1 = width.@:top-of ma'nsard;°W2 width @ to.pnf wale E. Select footing from examples irf manual.` .` Example 1: flat Roof Front wal ;.@ gave ft x :, ft = ft' @ 1Q0% ft? a Largest side wall; ft.2 @.50% ft' WTotalarea / (233 ft:?-/ ccattle pairs:..,ft2 or VTotalarea / (445 ft. /ccable.Pairs Side wall cable talc 0%...... ft.2 Side wall area / 233 ft./ cablefor 3/32") or Side walla a / (445 ft:z / cable for 1/8") = cable(s) b= 2. Design ,Check' List for Pool Enclosures IPage 4 of 4) Example 4: Mansard Roof Front wall @ eav ft. x ft. = ft? @ ° - W H a Front mansard rise: ft. x 1/2(_ft. + ft:) = t.2 @ 100% = ft.2. R W1 W2 b Largest side wall: ft. x = ft.2 @ 50% - ............ ft.2 H c Largest side mansard ris ft. x 1/2 + ft.) = _ft.2 @ 50% = ft.2 R. W1 W2 d TOTAL = ............ ft.2 Total area / (233 ft.2 / cable for /32" - cable pairs or Total area /. (445 ft.? / cable 1/8 cable pairs Side wall cable calcul ion: ft.2 ft.2 = ft.2 @ 100% = ft.2 c d Side wall area / 33 ft? /cable for 3/32' = cable(s) or Side wall area / (445 ft.2 / cable for 1/8") = cable(s) Example 5: Dome Roof Front dome wall @ eave:.3T ft. x g ft. = 302 ft. @ 100% _ ..... . . . ... . . ...... 0eft.2 W H a Front dome rise: * ft. x 1/2( {q ft.) = 7 ft.2 @ 100% _ ............. 76 ft? R W b Largest side wall: 2.q ft. x S = 2 3 Zft? @ 50% _ ....................... . 6 ft.2 W H c Largest side dome rise: : 4. ft. x Lg. ft. = J/;Z. ft.2 @ 50% = ...... L ft.2 R Nj d.: TOTAL = ............. ft.2 Total area./ (233 ft.2. / cable for 3/32" ).= ; cable: pairs or Total area/ (445 ft.2 / cable for 1/8") = Z cable pairs Side wall cable calculation: 23 Z ,V + e i.Z ft.2 = 4,F :ft.2. @ 100%= .......... ft.2 c d Side wall area / (233 ft.2 / cable fors/32") = cable(s) or Side wall area / (445 ft.2 / cable for 1l8' ). [: cables) Notes: SITE EXPOSURE EVALUATION` FORM j QUADRANTI 1500' I. j EXPOSURE I 1500' 600' QUADRANT IV I 40, L. QUADRANT II I. EXPOSURE -- 6000' 600 — EXPOSURE _6 j 600, I j l0 1500'— I I I j QUADRANTIII 1500, EXPOSURE f I j I L. . . _-.—_.— --.-- — — --.J NOTE: ZONES ARE MEASURED FROM STRUCTURE OUTWARD SITE SCALE 1" = 800' USING THE FOLLOWING: CRITERIA; EVALUATE EACH QUADRANT AND MARK IT AS'B'; 'C', OR'D' EXPOSURE. 'C' OR'D' EXPOSURE:IN ANY QUADRANT MAKE THE SITE THAT.EXPOSURE. EXPOSURE C: 1. OPEN TERRAIN .FOR :MORE THAN.1-;500 FEET IN:ANY QUADRANT. 2. ANY'C'EXPOSURE:FOR GREATER THAN 600 FEET IN..ANY QUADRANT. 3. NO SHORT TERM CHANGES IN 'B', 2 YEARS BEFORE SITE.EVALUATION AND BUILD OUT WITHIN 3 YEARS, SITE' WILL'BE 'B'. 4. FLAT; OPEN COUNTRY, GRASSLANDS, PONDS AND OCEAN OR SHORELINES IN ANY QUADRANT FOR GREATER THAN 1.,500.,FEET. EXPOSURE D: FLAT, UNOBSTRUCTED AREAS: THAT ARE 1,500 FT INLAND' FROM THE SHORE LINE AND ARE EXPOSED TO WIND FLOWING OVER WATER FOR A DISTANCE OF AT LEAST 1 MILE. SITE IS EXPOSURE: I— EVALUATED BY: 1M . /Y}-_% 2qA on DATE: S-Fr-0 SIGNATURE: LICENSE #: ScG0,5ti7S5 . b-14 Lawrence E. Bennett, P.E. P.O. Box 214368 South Daytona, FL 32121 386-767-4774 fax: 386-767-6556 January 1, 2008 z TO ALL BUILDING DEPARTMENTS o Re: Master File Engineering ALUMINUM STRUCTURES DESIGN MANUAL" 2004 Florida Building Code with 2006 Supplements rDearBuildingOfficial/Plans Examiner: This is to certify that the following contractor/company is hereby authorized to use my ALUMINUM STRUCTURES DESIGN MANUAL" during the year 2008. Authorization is on a January to January basis regardless; of the edition of the manual. This authorization also applies to, contractor• master file drawings, "ONE PERMIT ONLY drawings or any "site specific" drawings that I may furnish the contractor. The following contractor/company is hereby added to my 2008 MASTERFILE LIST: Elmer Smith T. McMahon Central Aluminum Screen Service 701 Cornwall Rd Sanford, FL 32773 RX0021055 SCC056754 Should you have_ any',questions, please contact meat your convenience: Sncerel.. Lawrerie Bee ,E. #16644 MAP OF SURVEY 1V R A M B L E W O O D P L A T BOOK 2 3, PAGES 7 & 8 i L O T 3 2 L O T 5 7 ' LEGEND FOUND 4" CONC MONUMENT 11653 EAST (P.) 126.54'(P.) coNC = CONCRETECONRIW g 1 • N88'38'12'E.(M) 127.23'(M.) 108.87' I EAST R/CHT-OF-WAY PC = POINT OF CURVATURE 5 Le. — — Q.3 , f CONCi`923 CONC CONC 75' ORAO4AGf &UTILITY EASEMENT O = FOUND 1/2- O l 1 39.9' IRON ROD 12108 plP • ^ o. i FOUND 1- 11(1/4" IRO 100' A UNL£SSPN07E0. GoZ Plt CQLOT31 10 qw 2 jQ y adb, NOTE r5• C1WN LINK W . SET 5/8" IRON F£NC£ - W ROD /4887 CLC V h p v0pPo ' rf 26' , . T r MEN 2', CASE 1. BEARINGS BASED ON THE 0_ - y ., LLTY 726 Tl 1 S. LINE OF LOT 31 AS SHOWN. 2 p \ 4y G'py Df• ru / / RAINA6ED 2 NcP_ 9i Z—~ 24.6' ./ 7,5' Z. UNDERGROUND IMPROVE- 20 ' yC o i • l. MENTS NOT LOCATED. jNo 7.5' DRAINAGE & UTILITY EASEMENT 1• J. SUBJECT TO EASEMENTS AND RESTRICTIONS OF WEST 118.70' RECORD. o \ 3 0 4. SUBJECT PROPERTY LIES IN ZONE C" (AREA OF L MINIMAL FLOODING) PER FLOOD INSURANCE RATE MAP PANEL NUMBER 120294 0045 E, O DATED 4117195. 5. DATE OF FIELD SURVEY., 2/ 1J/98. BOUNDARY SURVEY DESCRIPTION; LOT 31, HIDDEN LAKE PHASE Il, UNIT 1, AS RECORDED IN PLAT BOOK 24, PAGES 15-17, PUBLIC RECORDS OF SEMINOLE COUNTY, FLORIDA m J Curve Nunber I Radius= 100.00' Delta= 17'1514' Arc= 30.1" Tongen t= 15.11, Chord= 30.00' Chord 6rg.= M22'22'34'V. CERTIFIED TO. HEREBY CERTIFY. DAB211JI98 KELLY L. GREGORY THAT THIS SURVEY MEETS THE 1 " = 30' MINIMUM TECHNICALSTANDARDSSCALE.• COUNTRYWIDE HOME SET FORTH BY THE FLORIDA LOANS, INC. BOARD OF LAND SURVEYORS IN Joe NO. 98-264,1012 CHAPTER 61 G 17 - 6, FLORIDA LANDSAFE TITLE OF ADMINISTATIVE CODE. FLORIDA, INC. CENTRAL FLORIDA CONSULTING SURVEYORS LAWYERS TITLE 961 E. ALTAMONTE DRIVE INSURANCE CORP. THOdAS J. BIGLEY ALTAMONTE SPRINGS, FL FL REG LAND SURVEYOR /4887 32701 (407) 767-0166 NOT VALID WITHOUT THE SIGNATURE AND ORIGINAL RAISED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER