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Home My WebLink About35967-ZTown of Southold Annex 54375 Main Road Southold, New York 11971 12/27/2011 CERTIFICATE OF OCCUPANCY No: 35363 Date: 12/27/2011 THIS CERTIFIES that the building Location of Property: SCTM It: 473889 Subdivision: ABOVE GROUND POOL 400 WELLS RD LAUREL, Sec/Block/Lot: 126.-9-3 Fried Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this officed dated 10/25/2010 pursuant to which Building Permit No. 35967 dated 10/25/2010 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: accessory above ground swimmine pool and hot tub with fence to code as applied for. The certificate is issued to Noble, Joseph & Noble, Camille (OWNER) ofthe aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. PLUMBERS CERTIFICATION DATED 35967 12/27/11 FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. 35967 Z Date OCTOBER 25, 2010 Permission is hereby granted to: JOSEPH R & CAMILLE NOBLE 40 WELLS RD LAUREL,NY 11948 for : CONSTRUCTION OF AN ACCESSORY ABOVE GROUND SWIMMING POOL W/ FENCE TO CODE IN THE REQUIRED REAR YARD AREA AS APPLIED FOR.REPLACES EXP. BP # 25687 at premises located at 400 County Tax Map No. 473889 Section 126 pursuant to application dated OCTOBER Building Inspector to ex~pire on APRIL WELLS RD LAUREL Block 0009 Lot No. 003 25, 2010 and approved by the 25, 2012. Fee $ 250.00 ~ -~-Authorized Signature ORIGINAL Rev. 5/8/02 FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PERMIT NO. 25687 Z Date APRIL 22~ 1999 Permission is hereby granted to: JOSEPH R & CAMILLE NOBLE 40 WELLS RD LAUREL~NY 11948 for : CONSTRUCTION OF AN ACCESSORY ABOVE GROUND SWIMMING POOL WITH FENCE TO CODE IN THE REQUIRED REAR YARD AREA AS APPLIED FOR. at premises located at 400 WELLS RD LAUREL County Tax Map No. 473889 Section 126 Block 0009 Lot No. 003 pursuant to application dated APRIL 6 1999 and approved by the Building Inspector. Fee $ 50.00 ~S~l~ature ORIGINAL Rev. 2/19/98 Form No. 6 TOWN O~F SOU. TItOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings (prior to April 9, 1957) non-conforming uses, or buildings and "pre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy - New dwelling $50.00, Additions to dwelling $50.00, Alterations to dwelling $50.00, Swimming pool $50.00, Accessory building $50.00, Additions to accessory building $50.00, Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building - $100.00 3. Copy of Certificate of Occupancy - $.25 4. Updated Certificate of Occupancy - $50.00 5. Temporary Certificate of Occupancy - Residential $15.00, Cmnmercial $15.00 New Construction: Old or Pre-existing Building: Locationoferoperty: )-~l)t.) [,.~co(_~:~ ~?c'( House No. Street Owner or Owuers of eroperty: ~X) 6~ g /~--- Suffolk County Tax Map No 1000, Section J ~ Subdivision Permit No. Health Dept. Approval: Date of Permit. (check one) Block Filed Map. Applicant: Underwriters Approval: Lot Lot: Hamlet Planning Board Approval: Request for: Temporary Certificate Final Certificate: Fee Submitted: $ ] p 93--10 c ¥-'} / (check one) Applicant Signature Town Hall Annex 54375 Main Road P.O. Box I 179 Southold, NY 11971-0959 Telephone (631 ) 765-1802 Fax (631) 765-9502 ro.qer, r chert~,town, so uthold.ny, us BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Joseph Noble Address: 400 Wells Rd City: Laurel St: NY Zip: 11948 Building Permit #: 35967 Section: Block: Lot: WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: as built DBA: License No: SITE DETAILS office Use Only Residential ~ 'r~d°°r [X~ Basement ~ Service Only~ Commerical Outdoor 1st Floor Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 3 ph Hot Water GFCI Recpt Main Panel NC Condenser Single Recpt Sub Panel NC Blower Range Recpt Transformer Appliances Dryer Recpt Disconnect Switches Twist Lock Other Equipment: Ceiling Fixtures [~ HID Fixtures [] Wall Fixtures ~.~ Smoke Detectors Recessed Fixtures I'~ CO Detectors Fluorescent Fixtures~ Pumps Emergency Fixture Time Clocks Exit Fixtures [~l TVSS above ground swimming pool to include, bonding, switch, GFCI recpticle for pump Self contained GFCI protected hot tub to include emergency/service disconnect Notes: Inspector Signature: ¥ Date: Dec 27 2011 61-Ced[ Electrical Compliance Form TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ]FOUNDATION 2ND [ ]FRAMING / STRAPPING [ ]FIREPLACE & CHIMNEY [ ] ROUGH PLBG. [ ]INSULATION [ ]FINAL [ ]FIRE SA~-.' ~ 1~ INSPECTION ]FIRE RESlSl'ANT PENETRATION REMARKS: DATE TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION FOUNDATION 1ST [ ] ROUGH PLBG. FOUNDATION 2ND [ ] INSULATION FRAMING / STRAPPING ~]..FINAL FIREPLACE & CHIMNEY [ ] fiRE SAFETY INSPECTION REMARKS_~. DATE __ INSPECTOR ~"~f ~ TOWN OF Sou~LDING DEPT. INSPECTION FOUNDATION 1ST [ ~ ROUGH PLBG. FOUNDATION 2ND [ ] I~_ULATION FRAMING/STRAPPING [r"~FINAL FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION RIlE RESISTANT CONS111UCTION [ ] FIRE RESISTANT PENETRATION ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) DATE INSPECTOR TOWN OF SOUTHOLD BUILDING D . ~/ 765-t 802 INSPECTION FOUNDATION 1 ST FOUNDATION 2ND FRAMING / STRAPPING FIREPLACE & CHIMNEY [ FIRE RESISTAI~I' CONSTRUCTION [ [ ] ROUGH PLBG. [ ] INSULATION [ ] FINAL ] FIRE SAFETY INSPECTION ] FIRE RESISTANT PENETRATION ] ELECTRICAL (ROUGH) ~ ELECTRICAL (FINAL) REMARKS: DATE [!~ INSPECTION Ri~PORT OUNDATION (IST) OUNDATION (2ND) OUGH FRAME & DATE ~S NSULATION PER N. STATE ENERGY coo FORI, J NO. ! TOWN OF SOUTHOLD BUILDING DEPARTHENT TOWN HALL SOUTHOLD, N.Y. 1197 ~ TEL: 765-1802 Oie~p~, Dyed a/c .................................. BOARD OF BEALTD ............... 3 SETS OF PLANS ......... L ..... SURVEY ........................ CHECK ......................... SEPTIC FOR~4 ................... NOTIFY: APPLICATION FOR BUILDING PERI~IT Date ................ ,19 .... INSTRUCTIONS a. This applicatiou mtst be cmpletely filled in by typewriter or in ink and set~itted to the Building Inspector 3 sets of plus, accurate plot plan to scale. Fee occording to scbe~le. b. Plot plan sh~i~ locatim of lot a~d of buildings m preai~s, relatior~ti~ip to adjoining preaises or public streets or areas, and givln~ a detailed description of lal~ut of property ~ust be drama on the diagram ~aich is pert of ~his a~plication. c. The ~t4c co~ered by this application my not be e~i~-r~ed before issuance of Building Permit. d. UlXm ,~e~oval of this application, ~e l~ilding Inspector ~ill issue a Building Permit to the applicant. Such permit m~all be Impt on the premises available for inspection throughout the ~ork. e. No building shall be oc~ied or used in ~aole or in part for a~y pm-pose ~nateeer tmtil a ~ertificate of APPLICATI~I IS Be~.~ ~ to the Building Depar~,t for t~e issuance of a Building Permit pursuant to the Building Zone OtOinanee of the To~u of Sonthold, Suffolk ~ontT, ~ York, and other applicable La~, Ordinasees or Re~/dations, for the construction of Imildings, additions or alterations, or for t~al or ~lition, as hereia described. ~le applicant agrees to ~..ly ~4th all app'.~icabla la~s, ordi~ancee, ~uilding eode, haming ~de, and_ re~lat, _o_ns~._~:_l~t author,zed i~tors on v~t~ise, and in bui~:L~ssary i~- · ~ ,~ ~.-~ g' IMMEDIATELY"'~i&;Z?~ii;/:'i;'~,'i}'; ~o t- , ~ ;- ~.~.. ,~ /_.~ / e~cmse ~'OOLtO coo" ~ ~ e£FOa£ 'WATER (~aillng ~ess of applic~t' ~£ ............................... , '~i~~' ......................................... ~u~-¥~-~ (as on I~e tax poll or latest deed) ~OT~ ~UII~(~ /TaB-t80~ ~ AM 10 4 Iq~ FOR THE If apglica~t is a co~pu~ation, signature of dely authorized officer. FOU~ I~: 1 FOUNO~IOtl - TWO RE~UIREO .................. UL;L;U FAPtL/I UNLAWFUL ,. ,,NAL - ,ONS',U~,ON MUST ~,~= Li~.~ ~ ........... .U5£.i$. ,E ¢O~ ,OR ~.O. -W[THOUT CERTIFIC^T~ A,L CONSTRUCTION SHALL MEET Flmt~ers Li¢~t~e No ........... THE REOUlREMENTS OF THE N.Y. ~.,~,~,= Li~ ~ ....... OF-0~UPAHCY STATE CONSTRUCTION & ENERGY CODES. NOT RESPONSIBLE FOR Other Trade's License NO ..................... UNDERW~ITER,q ~[RTIFI~RI~ESI~N OR CONSTRUCTION ERRORS ~. n~tion of ~=d on ~id~ p~o~a ~ ~n be de~ .......... a.~.~'.d!a.~.~. ................... ~ ....................... a c~ ~!!~...~ ............ ~.e.! ........... ~..q ......................................... l~use Nmaber Street Dan1 et co~ ~ s~ ~. ~000 ~tion ..... k&.~..:... B~ .... :.~ ........ not ..=.~ ......... Snlxlivision ...................................... Filed t~ap No ................ Lo~ ............... 2. State existing use and occupen~ of premises and intended uae ~ occupancy of p~-n~sed construction: a. ~.,~ng u~ ~ oc~ ---~.~:1~-1 .... ~¢~:-~' .......................................... b. ~te~a ~ =a ~ .... ~6.~. ............................................ 3. F~ture of ~onk (check ~l~id~ applicable): Ne~ Building .......... /~ldition ......... ~ Alteratiun .......... ~epair Re.oval ............. Demolition ........... Oflmr ~lork ~[}escrlptlo~)f~f~ ~ ~ · ~. Estimated Cost ......................... fee .............................................. ~ (to be paid on filing this application) 5. If f~elling, nunber of duelling units ............ Number of d~lling units on each floor ................ If garage, ~ber of cara ...................................... 6. If business, cumercial or mi~d occupancy, specify nature and extent of each type of use .................... ~. 7. Dimensions of existing struc~ares, if any: Front ................ Rear ............... Depth ................. Reight ......................... lift,er of Stories ...................... Dimensions of sam structure with alterations or additions: Front ............... Rear ............... Depth .................... Beight .................... Nmber of Stories ............... 8. Dimensions of entire ne~ construction: Front ................ Rear ............... Depth .............. tleight ......................... li~her of Stories ..................... 9. Size of lot: ffrent .................... Rear .................... Depth .................... 10. !late of Pm-dm.se ..................... k~ne of Former Oaner ........................................ ! ~. Zone or use district in ~hlch premises are situated .............................................................. 12. Dnes proposed construction violate any zoning la~, ordinance or regulation: ..~J..O .................. 13. Nill lot be regraded .................... J/ill ex,ss fill be ~,~ed frcm premises: ~ NO 14. Nanes of Oaner of premises ........................... Nldrees .............................. Pbens No ............... ~ of Architect .................................... Nldress .............................. Phone No .............. Na~e of Contractor ................................... Address ............................... Ilmse No .............. 15. Is this vtuporty within 300 feet of a tidal ~etland? * ~ .......... NO .......... PLOT DIAGRAlt I~cate clearly and distinctly all buildings, vhether existing or proposed, and indicate all set-hack dhmnsions fr~ property lines. Give street and block r,~her or description according to deed, and sho~ street n~es and indicate ~ahether interior or corner lot. aHOfT3,:~cl~ DIMINO,,t JC~ ~rAlg~~ . ~AO~o t (~ of iMiv~ ..... .... ....... ................ ,. ..... .................................. ' (~ ~',)~ra~e o[[icer, e~c;); ' ' ~ ' ' of ~d ~r or ~rs, ~ is ~ly ~r[~ to ~rfonor ~ ~r[o~ ~ ~d~ ~ to~ ~ file this a~lJcati~; ~t ail stat~nts ~taJ~ in flint ~ ~ viii ~ ~rfo~ in ~m to ~fo~ ~ ~is ...... PATRICIA RICHERT Nolary ptrbrlc, ~taie of New Yo~ No. 20-4741154 Town Hall. 53095 Main Road P.O. Box 1179 Simthold. New York 11971 0050 Fax (631 ) 765-9502 Telephone (631 ) 765- 1802 BUILDING DEPARTMENT TOWN OF 8OUTHOLD October 13th, 2006 Joseph Noble 40 Wells Road Laurel, N.Y. 11948 RE: 400 Wells Rd SCTM# 126 0009 003 Dear Mr. Noble, Please be advised that your Building Permit #25687 issued April 22nd, 1999 has expired. According to the Code of the Town of Southold, a Certificate of Occupancy must be issued prior to use of the structure. To renew your Building Permit, please submit a fee of $150.00 at that time we can schedule an inspection by one of our Building Inspector's. If you have any questions, please call us at 631-765-1802. Respectfully, SOUTHOLD TOWN BUILDING DEPT. Town Hall Annex 54375 Main Road P.O. Box 1179 Southold, New York I 1971-0959 Telephone (631 ) 765-1802 Fax (631 ) 765-9502 BUILDING DEPARTMENT TOWN OF SOUTHOLD August 17th, 2009 FIRST NOTICE Joseph & Camille Noble 40 Wells Road Laurel, N.Y. 11948 RE: 400 Wells Rd. (Above-Ground Pool) SCTM: # 1000-126.-9-3 Dear Mr. & Mrs. Noble, Please be advised that your Building Permit # 25687 issued April 22nd, 1999 has expired. According to the Code of the Town of 5outhold, a Certificate of Occupancy must be issued before the use of the structure. To renew your Building Permit please submit a fee of $2§0.00; at that time we can Schedule an inspection by one of our Building Inspector's. If you have any questions, please calhas at 765-1802. Respectfully, $OUTHOLD TOWN BUILDIN~ DEPT. l'm~n Hall An]wx 51375 Main Road ILO. Box 117!1 mlhl)ld, NY l 1!t71-0939 '1 elcphouc (631) 76,3-1802 l"ax (ti3l) 763-9302 BUILI)IN(; I)I<I~ARTMI'2NT TOIqN OF SOUTHOLD April 26th, 2010 FZNAL NOT'ZeE 3'0seph & Camille Noble 40 Wells Rood Laurel, N.Y. 11948 RE: 400 Wells Rd. (ABoVE-GROUND SWZMMING POOl.) $CT~A: # 1000-126.-9-3 To Whom Zt May Concern: Please be advised that your Building Permit # 25687 issued April 22nd, 1999fhas expired. According to the Code of the Town of Southold, a Certificate of Occupancy must be issued before the use of the structure. PLEASE SEE ENCLOSED DOCUMENT RE6ARbTN6 SWIMMIN6 POOL CODES. To renew your Buildin9 Permit's please submit a fee of $250.00: at that time we can schedule an inspection by one of our Building ];nspector's. If you have any questions, please call us at 765-1802. Respectfully, 50UTHOLb TOWN BUILbING bEPT 137.5 Main I/oad 1'.(). Box 1179 Soulhohl, NY 119714)9.59 Telephone (631) 76,5-1802 Fax (631) 76,5-9,302 ,Toseph & Camille Noble 40 Wells Road Laurel, N.Y. 11948 Re: 400 Wells Rd. / Violation SCTM # 1000-126.-9-3 1½1 IIIJ)IN(; I)b;ISM/TMI~;NT TOWN OF $OUTHOLD October 19*h, 2010 bear Mr. & Mrs. Noble, You're BUILDIN~ PERM_VT # 25687 for construction of an IN-&ROUND SWIMMINI~ POOL has been referred to me because you have not responded to requests to obtain your Certificate of Occupancy as required by Southold Town code. Pursuant to 144-15A, of the Southold Town Code, "No building hereafter erected shall be used or occupied in whole or in part until a certificate of occupancy shall have been issued by the Building Inspector. Therefore, you have ten days from the receipt of this letter to submit a check made out to the Town of Southold in the amount of $250.00 to renew the building permit, or legal action will be taken against you. Should you have any questions, call the building deportment between the hours of 8:00 a.m. and 4:00 p.m Michael Verity: Chief Building Inspector Southold Building Department cc: Damon Rollis Zo~ OWNER TOWN OF souTHOLD PROPERTY RECORD CARD FORMER OWNER RES. ~i~ lc) j SEAS. LAND IMP. NEW FARM ~_illable AGE ~Voodland TOTAL Meadowland House Plot Total STREET /~7/6~' N S FARM DATE ~ BUILDING CONDITION NORMAL BELOW ABOVE Acre Value Per Vclue Ac re VI LLAGE E W DIST. SUB. LOT ACI~. ~ >4 ~ TYPE OF BUILDING REMARKS FRONTAGE ON WATER FRONTAGE ON ROAD DEPTH BULKHEAD COMM. CB. MlCS. Mkt. Value OR TRIM ) ~-¢e,4. M. Bldg. Extension Extension Extension ~ C' Bath Porch ~Xc~nxl , ~O Floors '7 2. Breezeway Garage ~X l( Zo-- 2 HO Patio Foundation Basement I EXt. Walls Fire Place iType Roof i Recreation Room I Dormer Interior Finish Heat Rooms 1st Floor Rooms 2nd Floor Driveway Total Dinette Towa Hall Annex 54375 Main Road P.O. Box 1179 Southold, NY 11971-0959 Telephone (631) 765-1802 ro.qer d chert(~,t~w(~n !s) o7 u~-~5oq~.ny, us BUII,I~ING DEPARTMENT TOWN OF $OUTHOLD APPLICATION FOP, ELECTRICAL INSPECTIOI~ REQUESTED BY: Company Name: Date: Name: License No.: Address: Phone No.: JOBSITE INFORMATION: *Name: *Address': *Cross Street: *Phone No.: y Permit No.: Tax Map District: (*Indicates required information) 1000 Section: Block: Lot: *BRIEF DESCRIPTION OF WORK (Please Print Cleady) (Please Circle Ali That Apply) *Is job ready for inspection: *Do you need a Temp Certificate: Temp Information (If needed] *Service Size: I Phase *New Service: Re-connect Additional Information: YES / NO Rough In YES / NO 3Phase 100 150 200 300 350 400 Underground Number of Meters Change of Service PAYMENT DUE WITH APPLICATION 82-Request for Inspection Form Final Other Town Hall Annex 54375 Main Road P.O. Box 1179 Southold, NY I 19714)959 Telephone (631 ) 765-1802 Fax (631) 765-9502 BUILDING DEPARTMENT TOWN OF I~IOUTHOLD December 13, 2011 Joseph Noble 40 Wells Rd Laurel, NY 11948 TO WHOM IT MAY CONCERN: The Following Item(s) Are Needed To Complete Your Certificate of Occupancy: A fee of $50.00. Final Health Department Approval. Plumbers Solder Certificate. (All permits involving plumbing after 4/1/84) Trustees Certificate of Compliance. (Town Trustees #765-1892) Final Planning Board Approval. Final Fire Inspection from Fire Marshall. - Bob Fisher Final Landmark Preservation approval. BUILDING PERMIT: 35967- Swimming Pool 0 -'4!_ GLI .NN CONSULTANTS, INC. STRL CTURAL-CIVIL ENGINEERS 2701 EAST THOMAS ROAD, SUITE G PHOE ~IIX, ARIZONA 85016 TELEPI~ONE: ¥OICE (602) 055-148! FACSIMILE (602) 955-1022 July 24, 1996 JAMES I. MCCAUSLAND, PRESIOENT EDWARD $. GLENN, SECRETARY Mr. Jeff Hood, Sales Manager HAUGH'S PRODUCTS LIMITED 10 Atlas Court Brampton, Ontario L6T 5C1 SUBJECT: Review of Structural Adequacy Report As Revised May, 1996 Haugh's Above Ground Pools Dear Mr. Hood: We have completed our revie,.~z of tile excellent Structural Adequacy Report as revised in May of 1996 by P. C. Meade$, Meedes Engine~ ring Limited, Barrie, Ontario. We find that the report addresses those areas that we consider critical to structural stability and compliance with the various codes, and determines that the stress levels are rasonable. We further find that the resolution of stresse~'; will satisfy the U.S. Regional Codes ICBO, BOCA AND SBCC. A copy of this letter of review should be attached to a copy of Meades Structural Adequacy Report when submitting for an installatiol!~ permit. We appreciate this opportunilty to provide the assistance you required. If our services can help you in the future, please call. Respectfully submitted, ~/~ ~ ~al Engineer HAUGH'S ABOVE GROUND POOLS revision 0 May.96 Structural Adequacy keport PREPARED FOR HAUGWS PRODUCTS LIMITED~ BRAMPTON~ ONTARIO MEADES ENGINEEKING LIMITED BARRIE, ONTARIO. INDEX 1.0 2.0 3.0 · ABOVE 3ROUND POOLS 1.1. DESIGN CRITERIA 1.2 POOL BALL 1.2.2 POOL WALL MATERIAL 1.2.3 WALL £ APACITY 1.2.4 SERVICE pANgL 1.2.5 WALL (OiNNECTION 1.3 ELECTi;ICAL, WATER HOOK-UPS 1.4 GENER kL NOTES 2.1 2.2 3.1 3.2 3.3 3.3.1 3.3.2 3.4 3.5 3.5.1 3.5,2 3,5.3 3.5.4 3.5.5 3.5,6 3.6 3.6.1 3.6.2 3.6.3 3.6.4 3.6.5 3:6.6 ROUNI~ POOL STRUCTURE EXPLO )ED VIEW STRUC ~URAL REQUIRENtENTS OVAL ]'OOL8 EXPLODED VIEW OF OVAL GENEiUkL AllllANGEME I'~' BUTTRESSES GENEKAL STRUCTURAL MODEL RESERVED ELEVE;N INCH OVAL SYSTEM IIESERVED VERTIiCAL POST DIAGONAL BiL~CE SUPPORT BASE CONN ,SCTING ST1LkP RESIS I'ANCE TO UPLIFT FIA~T~ -T~~, O INCH OVAL SYSTEM RESERVED VERT]CAL POST DIAG()NAL BRACE SUPP )RT BASE CONr ECTING STRAP RESISTANCE TO UPLLFT APPENDIX Page #1 Page #3 Page #4 Page #4 Page #5 Page #5 Page #9 Page #10 Page #11 Page #11 Page #12 Page #13 Page #13 Page #14 Page #14 Page #14 Page #15 Page #16 Page #16 Page #16 Page #19 Page #21 Page #22 Page #23 Page #24 Page #24 Page #24 Page #27 Page #29 Page #30 Page .#31 ~,.'4'cc n~ cs'X/ 1.1 DESIGN CRITERIA In Canada, the design of many manufactured products are governed by staudards published by the C. SA - CANADIAN STANDARDS ASSOCIATION. Unfortunately, no specific standard pertaining to above ground pool structure has been developed. CSA does have standards for underwater lighting, "C22.2 No.89- 1776 (R1992) Swimming Pool Luminaries" and pumps, "CAN/CSA-C22.2 No. 108- M89-Liquid Pmnps." Above ground pools are structural systems which safely retain water so that users Call enjoy wading and swimming without fear of failure or danger to personal safety. To fidfil this purpose it must be demonstrated, though rational engineering analysis, that components are structurally sound. CSA Standard S136-94 "Cold Formed Steel Structural Members" is the standard which has been selected to support this proof since it applies to thin wall structural sections and it uses the limit state approach. This code is very similar to the "Load and Resistauce Factor Design Specification for Cold-Formed Steel, Structural Member" as published by the /unericau Iron and Steel Institute. In both of these standards the performance of structural members is determined by comparing factored loads with ultimate resistances. In simple terms: where aL < +~bR a = load factor L = loads on members such combination = capacity reduction factor R = ultimate resistance of member. as compression, tension, bending or For above ground pools two load cases are considered. One is normal operation which has water to the skimmer elevation at 140mm (5.5 inches) fi'om the top of the pool and flooded condition which has water depth to overflow conditious. The load factor, ot is 1.5 for normal operation and 1.25 for flooded condition. In S136-94 a equals 1.5 for live loads and this includes hydrostatic pressure. For flooded condition a has been set to 1.25 since this is au improbable load case and water pressure is a consistantly definable quantity. Structural Adequacy Report for Haugh's Products Page #1 The capacity reduction factor qb, generally is 0.9 for axial force, shear and bending and 0.67 for connections. Safety factor against failure is the load factor, a, divided by the capacity reduction factor, qb. For axial force, shear and bending, the safety factors for normal operation is 1.67 and for flood conditions is 1.39. For connections these values are 2.24 and 1.87 respectively. It must be pointed out that safety factors are not precise numbers due to variations in material properties, such as strength and tolerances on thicknesses and variation of loadings. Our analysis is based on minimum material thicknesses as given by the manufacturer of rolled steel products. The advantage of limit state design is that load factors, a, and capacity ]'eduction factor, qb, have been calibrated so that a safe, reliable structural system is achieved. ON MEMBER LOADING ~LOADINGS ULTIMATE ~-~ RESISTANCE I OF MEMBERS AREA UNDER CURVES IS VCrIERE FAILURE OCCURS The above diagram illustrates the general philosophy: of limit state design. ~There is a distribution of probabilities of loadings and probabilities of member resistauce. The area under the intersection of these curves is where failure would occur. Since water pressure is a precise quantity, the width o[ the design load curve is vel), narrow. For this reason the use of a equals 1.25 for the flooding condition is justifiable. Structural Adequacy Report for II~ugh'~ Products [:)age #2 1.2 POOL WALL 1.2.1 Introduction The purpose of the pool wall is to support the lateral fluid pressure applied by the water. In circular pools, the wall including connections is the only prime structural member. It acts as a tension ring similar to pressure vessels or pipes. For oval pools, semi-circular sections are located at each end with straight sections in . between. On the straight sides buttresses are used to support, the pool wall. At the base tension ties are provided under the floor of the pool to pull the sides together. TENSION RINC~t-WATER T I T WATER ~'T PRESSURE DIAME~R TENSION RING __~ m PRESSURE T PRESSURE I T CIRCULAR POOL OVAL POOL Structural Adequacy Report for Ilaugh's Products Page #3 1.2.2 Pool Wall Material All pool sizes, maaufactured by Haugh's Products are fabricated fi'om commercial quality steel ASTM-A653 G60 with the following properties: Yield Strength Fy = 295 MPa (43 ksi) Ultimate Strength Fu = 365 MPa (53 ksi) The minimmn steel thicknesses are 0.33mm (0.013 in.) for the.48" pool and 0.41nun (0.016 in.) for the 52" model. 1.23 Wall Capacity For each depth of pool, tile maximum diameter that is produced is 27'-0". The following table smnmarizes the design parameters. For both pool depths normal operation conditions governs the design. 48" MODEL 52" MODEL WATER DEPTH -normal operation 1067mm (42") MAXIMUM WATER PRESSURE -normal operation 10.47 kPa (219 psf) MAXIMUM TENSION REACTION (T,) -uormal operation 43.1 kN/m (2953 lb./fo DESIGN FACTORED LOAD (Tr) -normal operation (a= 1.5) 64.6 kN/m (4427 lb./R) l168mm (46") 11.46 kPa (239 pst') 47.2 kN/m (3234 lb./ft) 70.8 kNhn (4851 Ib./ft) The factored tensile resistance of the pool wall, T~, would be the lesser of: Tr = 4' Ag F~ where As = gross cross sectional area Tr = 4'u Au Fu A~ = net cross sectional area 4' = 0.9 4'~ = 0.75 Structural Adequacy Report for llaugh's Products MIN. MATERIAL THICKNESS 48"MODEL 0.33mm (0.013 in.) 52"MODEL 0.4hmn (0.016 in.) 87.6 kN/m (6003 lb/fi) 109 kNhn (7469 lb/fO T, = 4, A,, Fu 67.9 kN/m (4653 lb/fi) 84.5 kNhn (5790 lb/ft) Since the tension resistance based on the net area at the end connections is less than the strength based on gross area, the net area governs. For tile pool wall to satisfy the requirements of the design criteria in Section 1.1, TrFFr must be equal or less thau one. 48" MODEL 52"MODEL TdTr normal operation 0.95 0.84 Since the ratio TfTr is less than 1.0 then the pool wall is structurally safe to retaia the water. 1.2.4 Service Panel For both depths of pools a stainless steel service panel is available as an optioa in the pool wall where the skimmer and return fittings are located. The steel grade is #304 with a minimum wall thickness of 0.42mm (0.0165") and has the following strength: Yield Strength Fy = 300 MPa (43.7 ksi) Ultimate Strength F~ = 665 MPa (96.9 ksi) Since tile service panel is thicker than tile prefinished pool wall for both tile 48" and 52" ~nodel and its yield and ultimate strengths are also higher, the structural design of this component as a tension ring does not govern. 1.2.5 Wall Connection Tile wall connection detail is similar for both tile 48 inch aad 52 iach pool depth. A stiffened hem is built into the ends with three folds in the pool wall. Bolts..~,,~.~ are 6.35mm (0.25") diameter and have threads along their fUll length. ~-'-,'~ At tile top and bottom of tile wall, the spacing is 1.25" centres and at the lniddle region is 2.5" centres. Structural Adequacy Report for llaucjll'tt Producta Page #~5 (a) Bolt Capacity in Shear The shear in each bolt is determined as follows: POOL WALL WITH ~/'~ BOL3EO END JOINI'S Bolt Shear Vt = Tf _+ Tf.e.y # of bolts I T~ = total factored tension in pool wall e = eccentricity of force with respect to ~nidheight y = distance of bolt from midheight I = moment of inertia of bolt group 48" POOL 52" POOL q'f (norlnal operation) No. of Bolts e - normal operation Veu°cT min. (top of wall) VtBOLT max. (bottom of wall) 34.5 KN (7,756 lb.) 27 248 mm (9.75") 0.03 KN (7 lb.) 2.53 KN (567 lb.) 41.4 Irdq (9,307 lb.) 31 265 m~n (10.4") 0.08 KN (18 lb.) 2.60 KN (585 lb.) The bolt resistance is computed as: Vr = (~bc0.6 A~ Fu*) x 0.7 where qbe = 0.67 Ab = 31.7mmz (0.049 iii:) Fa* = 380 MPa (55,000 psi' NOTE: 0.7 is used when threads are in shear plane. ~ o. v,: 0.0~ ~ 0.~ x 3,.~ 380/0.~ Vi-v~ /.~/ '~ ~zz--- ~ 3.39 ~ (762 lbO Seructural ~dequae? Repore for llaugh'a Products Page ~6 Since the ratio: 48" POOL 52" POOL Vt = 2.53 V~ = 2.60 Vr 3.39 Vr 3.39 = 0.75 < 1.0 = 0.77< 1.0 The factored shear in the bolts is less than the ultimate resistance and therefore the design criteria is satisfied, the bolts are structurally sound. b) Bolt Capacity in Bearing In addition to shear, the bearing resistance of the bolts must be checked. This is the capability of the pool wall to resist the bearing force of the bolts on the edge of the hole in the wall steel. By = ~. C.d.t.Fu 2 for thiu wall coil sheets bolt dialneter lnember thiclmess ultimate strength of pool wall Br = 0.75 x 2 x 6.35 x 0.33 x 365/103 -- 1.147 kN (258 lb.) Fol' the 4 ply hem, Br = 1.147 x 4 = 4.59 kN (1.031 lb.) Since the shear resistance of the bolt is 3.39 kN, bearing resistance does not govern. c) Capacity of Folded Hem The folded hem acts as a stiffening to transfer the tensile forces in'the pool wall to the bolts connecting the ends together. Structurally it is modelled as a continuous bean] and the bolts are supports. The bolt spacing is 1.25" centres at the top and bottom and 2.5 centres in the middle. With three folds, the hem consists of four layers of sheet steel which has a width of 19mm (0.75")~ The first 2.5" span near the bottmn is the governing position and the normal opei-ation -load case is more critical. 2 16.0 kN-rnm 17.1 kN-mm 43.4 kN/mm 46.6 kN/mm 47.2 kN/mm ~ Structural Adequacy Report for }laugh's Producte 50.4 kN/mm ~ 12.7 kH-mm 52' POOL Page #7 48" POOL 0.9 x 295 x 73.7/10~ = 19.6 kN-mm Mt = 16.0 Mr 19.6 = 0.82 52" POOL = 0.9 x 295 x 91.6/10~ -- 24.3 kN-mm Mt = 17.1 Mr 24.3 = 0.70 Therefore for both heights of pools the folded hem can safely transfer the force in the walls to the bolted connection. Structural Adequacy Report for Haugh's Products Page #8 1.3 ELECTRICAL, WATER HOOK-UPS Structural Adequacy Report for aaugh's Products Page #9 1.4 GENERAL NOTES 11. Pool installation shall be per manufacturer's specifications. Water supply and disposal shall be arranged so there is no cross connection with a domestic water supply or water system. Disposal of pool water shall conform to local water building code. Pool turnover shall be 12 hours maximum. All electrical shall conform to article number 680 of the latest edition of the national electrical code no overhead wires shall pass within 10 feet of the pool. Pool site shall be level with clean soil and shall have a minimum bearing capacity of I000 p.s.£ The design engineer assumes no responsibility for pool construction in easements or required setback areas. Pool contractor and/or owner shall verify all dimensions in the field and establish lot lines if necessary. Pool contractor and/or o~vners shall verify layout shown and all dimensions prior to construction. All construction in accordance with these specifications shall comply with the local building codes and regulatory agencies having jurisdiction. The contractor or owner need not exceed the local building code or governing agency regulations should any portion of these specifications do so. All piping shall conform to the pump manufacturers burst pressure specifications. This specification remains the property of Haugh's Products. A ladder shall be provided for a means of entry/exit froln all pools. "No diving or jumping" warnings are located throughout the instructions and on the pool itself. Structural Adequacy Report for Ilaugh's Products Page #10 2.0 ROUND POOL STRUCTURE 2.1 Exploded View Overview ol VerlicaL Top Rail and Top Connector Assembly No Diving or Jumping. Observe all Safety Rules. Structural Adequacy Report for llaugh'. Products Page #11 2.2 Structural Requirements Round pools with respect to structural requirements are the simplest configuration. The pool wall is circular and acts as a tension ring to contain the water. The vinyl liner, which is placed on the ground surface and inside of the wall, creates a ~nembrane to prevent leakage. All other parts are for finishes only and do not assist in coataining the water. In the previous Section 1.2, the analysis of the pool wall was presented and proves that a safe structure ehsts. Structural Adequacy Report for Ilaugh's ProductD Page #12 3.0 OVAL POOLS 3.1 Exploded View of Oval Overview of Side Support Assembly No Diving or Jumping. Observe all Safely Rules. Structural Adequacy Report for Ilaugh'~ Products Page 3.2 General Arrangement Oval pools are an extension of the simple round pool. At each end are semicircular sections which structurally behave exactly the same as the round pools. In between are straight wall sections. Here the water pressure is contained by buttresses which have strap ties connecting them beneath the vinyl floor liner. Between the buttresses the pool wall must have some radius to it to allow transfer of the water pressure. Depending on the size of pool, the buttress spacing varies up to 914mm (3'-0") centres. 3.3 Buttresses 3.3.1 General The buttress is a retaining wall structure to contain water and the different stractural elements are illustrated in the sketch below. Like any retaining structure, this system lnust be both capable of resisting sliding and overturning forces. The connecting straps and holddown plate are provided for these purposes. There are two separate applications of the following oval system. These are the 11 inch oval which has a wall height of 48" and the 52" oval. They both use the same structural shapes as parts, but the 52" has longer sections and uses an additional reinforcing sleeve. The two applications are analyzed separately. POOL WALL -- VINYL LINER -- VERTICAL POST REINFORCING SLEEVE, OVAL SYSTEM ONLY DIAGONAL BRACE SUPPORT~x.X,,x PLATE SAND COVE SUPPORT HOLDDOWN PLATE CONNEC~NG STRAP Structural Adequacy Report for llaugh's Products Page #14 3.3.2 Structural Model Analysis of the buttress is done utilizing a plane frame model. All bolted connections are assumed to be hinged. The tie down of the frame is generated from the hold down plate. Since this is located at the inside face of the vertical post and also connected to the bottom support plate, an eccentricity exists between these two members. The computer model with coding for nodes and members is shown below. The roller support resists vertical loads only (Joint 5) and the pinned support (Joint 1) carries both vertical and horizontal reactions; the latter represeuting the com~ectiog strap across the width of the pool. Design water pressures are based on the ~naxilnum spacing of buttresses with is 914mm (3'-0"). JOINT NUMBER 3 MEMBER NUMBER TO T~E DOV~q Structural Adequac7 Report for IIaugh's Products Page #1§ 3.5 Eleven Inch Oval System, 48" Pool 3.5.1 Reserved 3.5.2 Vertical Post, 48" Pool The vertical posts resist the lateral water pressure acting on the pool wall. These n]embers are supported at the base by the connecting tension straps and by the diagonal brace, slightly above the midheight. (67,1 ft-lb) NORMAL OPERATION 0.332 kNm (245 It-lb) 0.226 kNm~ ~l (167 fl-lb) 0.344 kNm (254 It-lb) FLOODED CONDITION Two locations must be checked for strength. One is at the diagonal support and the other is at the midspan between the base and the diagonal. The above diagrams are for unfactored loads. The flooded condition governs the bending strength at the diagoual brace support and normal operation load condition governs at nfidspan be~eea the ~o support. ~~ a) Strength at Diagonal Support [4~~ Structural Adequacy Report for Haugh's Products Page #16 The section ultimate resisting bending moment Mr is: 0.9 x 295 x 4.171/106 1.107 kN-m (816 ft-lb) (p = 0.9 Fy = 295 MPa S,e = effective section modulus 0.283 1.107 0.256 < 1.0 Therefore the vertical at the diagonal support is structurally sound. b) Midspan of Vertical Post The strength check here is a combination of tension resistance and beuding resistance. Normal operatiou design values: Flooded conditions desigu values: T~ = 2.73xl,5 Tf =3.954xl.25 = 4.095 kN (921 lb) = 4.943 kN (1111 lb) Mr = 0.332 x 1.5 Mf = 0.344 x 1.25 = 0.498 kN-m (367 ft-lb) = 0.430 kN-m (317 ft-lb) The ultimate resistances of the section are as follows. (Note that the effective section modulus at midspan is not the same as at the brace support.) The ultimate resisting bending moment M, is: 0.9 x 295 x 3.902 x 103/10~ 1.036 kN-m (764 ft-lb) S~, = 2 x 1.951 x 10~ = 3.902103 nun3 The tensile resistance of the vertical post T, is the lesser of: ~A, Fy 0.9 x 226.4 x 295/10~ 60.1 kN (13,500 lb) Checking cmnbined tension and bending: T~ + Mi s 1.0 M, T,:= &, A,, F, T, = 0.75 x 226.4 x 365/10a = 62.0 kN Structural Adequacy Report for Ilau§h's Products l~tlge #17 For aormal operations: For flooded conditions: 4.095 + 0.498 60.1 1.036 = 0.068 + 0.481 = 0.549 < 1.0 4.943 + 0.430 -- 0.082 + 0.415 60.1 1.036 = 0.497 < 1.0 Since the interaction equation for combined bending and tension is less than 1.0 for ' both load cases, the vertical post is structurally sound. c) Com~ection to Vertical Post to Support Base The connection of the vertical post to the support base is made with 2-64mm (0.25") diameter bolts. Both uplift tension due to overturuing of lateral shear are applied to this joint. The flooded condition govern deslgu. T~ = 3.95 kN V, = 2.63 kN Flooded Condition V/ + T/) 0.~ (2.63z + 3.952)°J 4.75 kN (1067 lb.) 2.63 kN 3.95 kN · O R~ = 4.75 x 1.25 = 5.94 kN (1335 lb.) The ultimate shear resistance of the 2 bolts is: Cb = ns 11b Vr = 2 x 2 x 3.39 = 12.56 kN (3048 lb.) no. of shear planes no. of bolts Rt = 5.94 C~, 12.56 = 0.47 < 1.0 Since the factored shear applied to the bolts is less than the ulti~nate resistance o~ the connection, this is structurally sound. Structural Adequacy Report for Haugh'a Products Page #18 3.5.3 Diagonal Brace, 48" Pool Tile diagonal brace provides lateral support to the vertical post within the buttress system. Since it is connected with bolts at each end it is corrsidered a pimped sapported compression member with no bending moments. The following diagrams gives the unfactored compressive force in the brace. 673 (2'-2.5') ~'~ FLOODED CONDffK~N NORMAL Pi = aeP, = 1.5 x 3.833 = 5.75 kN (1293 lb) FLOODED Pi = = 1.25 x 5.55 -- 6.94 ~ (1560~b) Flooded governs The compressive resistance, Cr, of the stiffened channel section is determined by: where 0.75 effective cross-sectioaal area compressive stress limit when F,, > F/2 Fy = yield strength F. = 4 Fp Fp = 0.833 F, Fp = Critical elastic buckling stres . .,. = 0.833 x za E/(kL/r)z F~ Euler buckling stress ~~'~~}'x'x~ 0.833 x ~ (203,000)/(1.0 x 952/32.8)2 I,~ ~ ~ Structural Adequacy Report for llaugh's Products Page #19 296- (296)2/(4x1981) 285 Mpa CF = 0.75 x 226.4 x 285/10a = 48.4 kN (10,800 lb) -Pr- = 6.94 Ct 48.4 = 0.14 < 1.0 As a co~npl'essive lne~nber the diagonal is structurally sound. Tile connection of tile diagonal brace is with 2-6.35mm (0.25 inch) bolts at each end. The ultimate shear capacity Cb is: Cb = Ils UbVr =2x2x3.39kN = 13.56 kN (3050 lb) ilo. of shear planes no. of bolts Pr = 6.94 kN Cb 13.56 kN = 0.51 < 1.0 Therefore the bolted connection is structurally sound. Com~ection strengtll is also dependant on bearing resistance and tear-out resistance. These capacities are computed in the Appendix and show that shear resistance governs. Structural Adequacy Report for llaugh's Products Page #20 3.5.4 SUPPORT BASE, 48" POOL The support base is the bottom component of the buttress system. It has the vertical post, diagonal brace and tie strap all connected to it. This member is subject to tensile forces from the horizontal component of the diagonal brace pushing on it and some bending stresses from the vertical post tpjing t° lift up. 717 (2'- 4.25") 44_ (__1 .75") 673 (2'-2.5") 2.405 kH 2.890 kN 2.690 kN 2.525 kN B Er,IDIt IG MOMENT 3.895 kN 3.895 kN 3.656 kN NORMAL OPERATION FLOODED CONDITION Fo]' this n]enlber, the flooded condition governs its design. 6.521 x 1.25 = 8.151 k~ (1832 Mr = 0.161 x 1.25 = 0.201 kN-m (148 fl-lb) The ultimate tensile resistance, Tr of the support base is the lesser of: T, = &As Fy = 0.9 x 423.1 x 296/1¢ = 112.7 kin (25,340 lb) 'I'~ = (fi.A.F. = 0.75 x (423.1 - (2 x 7 x 2.65)) x 365/103 = 105.7 kN (23,755 lb) Ag = gross area The ultimate bending resistance is: M,. = ¢' Sy~ Fy = 0.9 x 2.54 x 103 x 296/106 = 0.677 kN-m (499 ft-lb) = net area Structural Adequacy Report for llfiugh's Products Page #21 Checking combined tension and bending: T_~. + Mr. < 1.0 Mr 8.15 + 0.201 = 0.077 + 0.297 105.7 0.677 = 0.374 < 1.0 Since the interaction equation for combined bending and tension is less than 1.0, the support base is structurally sound. 3.5.5 CONNECTING STRAP, 48" POOL The connection strap is the tension tie used between opposite pairs of buttresses. These keep the buttresses from displacing outward due to the water pressure along the straight sections of the pool wall. In Section 3.7, support base, the design factored tension in the connecting strap is 8.151 kN (1832 lb.). The connecting strap is made of 2.875" x 0.045" galvauized flat metal. Its tensile resistance is: T£ = 0.9 x 83.5 x 296/10~ = 22.2 kN (5,000 lb.) Tr = qbu A~ Fy = 0.75 (83.5-2x7xl.14) 365/103 = 18.5 kN (4156 lb.) 8.151 = 0.44 < 1.0 18.5 Therefore the specified connection strap resists the tension forces applied to it and is structurally sound. Four, 0.25 inch bolts connect the tension strap to the support bases. The shear resistance of this joint is: Cb = a~ nb Vr = 1 x 4 x 3.39 = 13.56 kN (3048 lb.) u, = no. of shear planes nb = no. of bolts Since the shear resistance is greater than the factored design force, the connecting strap is structurally sound. Structural Adequacy Report for Ilaugh's Products Page #22 3.5.6 Resistance to Uplift, 48" POOL Uplift happens on the straight side and is a direct result of the water pressure causiug tim butresses to pivot about their outer contact with the ground. The resistance to uplift comes from direct water pressure acting on the hold down plates and h'om tension in the connecting straps. When a pool is filled with water, there ' is a slight upward lifting of the wall, approximately 0.5 to 0.75inches. With this, the ends of the connecting strap are not in the true horizontal position, but take on a parabolic profile. This generates a vertical force component which assists in the resistauce to uplift, pulls this butress down. The uplift position at 0.5 to 0.75 iuches above the level surface, is the equilibrium position. If somehow the wall was lifted to 2 or 3 inches above ground, the profile of the connecting strap becomes more inclined and the vertical component of its force becomes significantly larger. This pulls the pool wall back to its equilibrium state. In essence the structure is self correcting. It becomes impossible for buttress overturning to occur as long as the connecting straps continue to funcfion. The following sketch illustrates how the connecting strap contributes to resisting uplift. The strap is positioned under the hold down plate and with an effective width of 300mm (12") analysis indicates a predicted uplift of 12mm (0.5"). This has been confirmed with actual tests. TIE FORCE HORIZONTAL WEIGHT OF COMPONENT , , / Structural Adequacy Report for Ilaugh's Products Page #23 3.6 Fifty-two Inch Oval System 3.6.1 Reserved 3.6.2 Vertical Post, 52" Pool The vertical posts resist the lateral water pressure actiog ou the pool walls. These members are supported at the base by the connecting tension straps and by tile diagonal brace, slightly above the midheight. I0.5lB kNm (~s2 ft-~b) BENDING MOMENT .~.E ~.. BENOING ~z _ MOMENT FLOODED CONDITION Two locations must be checked for strength. One is at the diagonal support and the other is at tile midspan between the base and the diagonal. The above diagrams are for unfactored loads. The flooded condition governs the bending strength at the diagonal brace support and normal operation load condition governs at midspan between the two supports. a) Strength at Diagonal Support M~ (flooded) = 0.199 kN-m x 1.25 = 0.249 kN-m (183 ft.lb.) Structural Adequacy Report for llaugh's Products Page #24 The section ultimate resisting bending moment Mr is: = 0.9 x 295 x 4.171/106 = 1.107 kN-m (816 ft-lb) ~ = 0.9 Fy = 295 MPa S~e = effective section modulus Mf = 0.249 M, 1.107 = 0.225 < 1.0 Therefore strength of the vertical at the diagonal support is structurally sound. b) Midspan of Vertical Post Tile strength check here is a co~nbination of tension resistauce aud bending resistance. Normal operation design values: Flooded conditions design values: 2.99 x 1.5 Tr = 4.20 x 1.25 4.49 kN (1008 lb) = 5.25 kN (1180 lb) Mr = 0.518 x 1.5 = 0.777 kN-m (573 ft-lb) Mr = 0.562 x 1.25 = 0.703 kN-m (518 ft-lb) The midspaa section of the vertical post is reinforced with a drop-in sleeve. This sleeve is an unstiffened channel with a flange width of 86.5mm (3.407") and a web depth of 74.6mm (2.94"). The resistance to bending is shared between the two elements in proportion to their stiffi~ess. Ipo~t = 0.2442 x 10a mm4 (60%) Islceve = 0.1628 x 106 mm4 (40%) 0.4070 x 10~ mm~ (100%) The ultimate resistances of the sections are as follows. The drop-in sleeve does not contribute to the tensile resistance. The ultimate resisting bending moment of the vertical post is: M~ = qbF~S~, S~ =2xl.951x10~ = 0.9 x 295 x 3.902 x 103/10~ = 3.902103 nun~ = 1.036 kNqn (764 ft-lb) Structural Adequacy Report for llaugh's Products Page #2§ The ultimate resisting bending inoment of the drop-in sleeve is: Mr = ~bF~,S~, = 0.9 x 295 x 2.690 x 103/100 = 0.714 kN-m (527 ft-lb.) The tensile resistance of the vertical post T, is the lesser of.' Tr = qflA, Fy = 0.9 x 226.4 x 295/103 = 60.1 kN (13,500 lb) Tr = qb, A,,F,, Tr = 0.75 x 226.4 x 365/103 = 62.0 kN (13,900 lb) Checking combined tension and bending: T_f + Mt(post) + M__f (sleeve) Mr Mr For normal operations: < 1.0 For flooded conditions: 449 + 0.6 x 0.777 + 0.4 x 0.777 5.25 + 0.6 x 0.703 + 0.4 x 0.703 60.1 1.036 0.714 60.1 1.036 0.714 0.075 + 0.450 + 0.435 = 0.96 < 1.0 0.087 + 0.407 + 0.394 = 0.888 < 1.0 Since the interaction equation for combiued bending and tension is less than 1.0 for both load cases, the vertical post with the drop-in sleeve, is structurally souud. c) Colmection to Vertical Post to Support Base The connection of tim vertical post to the snpport base is made witli 2-64mm (0.25") diameter bol~s. Both uplift tension due to overturning of lateral shear are applied to this joint. The flooded condition governs design. T, = 4.20 kN 4.20 kN V, = 3.47 kN Flooded Condition 3.47 kN - O R, = V,2 + T/) 0.5 = (3.472 + 4.202)°'s = 5.45 kN (1224 lb.) Rt = 5.45 x 1.25 = 6.81 kin (1531 lb.) Structural Adequacy Report for llaugh's Products Page #20 The ultimate shear resistance of the 2 bolts is: Cb ~ ilsnb Vr = 2 x2 x 3.39 = 12.56 kN (3048 lb.) n, = no. of shear planes nb = no. of bolts R~ = 6.81 Cb 12.56 = 0.54 < 1.0 Since the factored shear applied to the bolts is less that] the ultimate resistance of the connection, this is a safe joint. 3.6.3 Diagonal Brace, 52" Pool The diagonal brace provides lateral support to the vertical post within the buttress system. Since it is connected with bolts at each end it is considered a pinned supported compression member with no bending molnents. The following diagrams gives the unfactored compressive force in the brace. 'x FLOIX:~D CONDFrK:~ = 1.5 x 4.23 = 6.35 kN (1426 lb) = 1.25 x 5.94 = 7.473kN (1669 lb) Flooded governs Tile compressive resistance, Cr, of the stiffened channel section is determined by: Cr = qb. A~ F, where qb. = 0.75 At = effective cross-sectional area F, = compressive stress limit when F,, >F/2F. =Fy-.~_y~ Fy =yield strength 4 F, Structural Adequacy Report for Ilaugh's Producta Page #27 4 Fp 0.833 F, F, = Critical elastic buckling stress 0.833 x ~r2 E/(kL/r)2 F, = Euler buckling stress 0.833 x ~ (203,000)/(1.0 x 1127/32.8)2 1414 MPa F~= 296-(296)~(4x1414) = 280Mpa Ct= ~ A, F~ = 0.75 x 226.4 x 280/103 = 47.5 kN (10,688 lb) ~u = 7.43 Cr 47.5 = 0.16 < 1.0 As a compression metnber the diagonal brace is structurally sound. The connection of the diagonal brace is with 2-6.35mm (0.25 inch) bolts at each end. The ultinmte shear capacity C~ is: Cb -- ils nbVr = 2x2x3.39 kN = 13.56 kN (3050 lb) n, = no. of shear planes ns = no. of bolts Since Cu = 13.56 kN > P~ = 7.43 kN, 2-6.35mm bolts are structurally sound. Connection strength is also dependant on bearing resistance and tear-out resistance. These capacities are co~nputed in the Appendix and show that shear resistance governs. Structural Adequacy Report for I{augh's Products Page #28 3.6.4 SUPPORT BASE, 52" POOL Tile support base is the bottom component of the buttress system. It bas tile vertical post, diagonal brace and tie strap all connected to it. This member is subject to tensile forces froln the horizontal component of the diagonal brace pushing on it and some bending stresses from the vertical post trying to lift up. 6.116 kN 2,831 kN 841 (2'-9.125") 797 (2'-7.375') Ii 2.987 kN ,% 2.988 kN BEN01NG MOMENT 2.988 kN 7.670 kN 9 kN llltlllllllllllllllllllllllll / BENDING MOMENT NORMAL OPERATION FLOODED CONDITION For this member, tile flooded condition governs its design. Tf = 7.670 x 1.25 = 9.588 kN (2155 lb) Mf = 0.175 x 1.25 = 0.219 kN-m (161 ft-lb) The ultimate tensile resistance, T~ of tile support base is the lesser of: T~ = 4'Ag Fy = 0.9 x 423.1 x 296/i03 = 112.7 kN (25,340 lb) = 0.75 x (423.1 - (2 x 7 x 2.65)) x 365/10~ = 105.7 kN (23,755 lb) gross area A,, = llet area Structural Adequacy Report for llaugh's Products Page The nlti~nate bending resistance is: M~ = ~b Sye Fy = 0.9 x 2.54 x 103 x 296/106 = 0.677 kN-m (499 ft-lb) Checking combined tension and bending: Tr_ + Mu -< 1.0 M~ 9.59 + 0.219. = 0.091 + 0.323 105.7 0.677 = 0.414 < 1.0 Since the interaction equation for co~nbined bending and tension is less than 1.0, the support base is structurally sound. 3.6.5 CONNECTING STRAP, 52" POOL The connection strap is the tension tie used between opposite pairs of buttresses. These keep the buttresses from displacing outward due to the water pressure aloug tile straight sectious of tile pool wall. In Section 3.7, support base, the design factored tension in the connecting strap is 9.59 kN (2155 lb.). The connecting strap is made of 2.875" x 0.045" galvanized flat metal. Its tensile resistance is: = 0.9 x 83.5 x 296/10~ = 22.2 kN (5,000 lb.) 0.75 (83.5-2x7xl.14) 365/10~ 18.5 kN (4156 lb.) Tf =9.59 =0.52< 1.0 T~ 18.5 Therefore the specified connection strap is safe to resist the tension forces applied to it and is structurally sound. Structural Adequacy Re~ort for ~taugh's Products Page #30 BOLT CAPACITY IN BU'ITRESS SYSTEM 'File resistance of the bolted connections in the buttress system will be the least of Vf, shear resistance of tbe bolt by itself, B,, bearing resistmlce oa the connected parts or Tf, tear-out resistance. Shear Resistance, Vr Vr = (qbc 0.6 AbFu*) x 0.7 where qb = 0.67 Ab = 31.7mm2 (0.049 in2) F,* = 380 MPa (55,000 psi) (Note that 0.7 is used when threads are in shear plane). 0.67 x 0.6 x 31.7 x 380 x 0.7/103 3.39 KN (762 lb.) Bearing Resistance, B~ B~ = qb, Cd tF, where -- 0.75 d = 6.35mm t = 0.813mm d/t -- 7.8, therefore C = 3 F, = 365 MPa (53,000 psi) = 0.75 x 3 x 6.35 x 0.813 x 365/103 = 4.24 kN (953 lb.) Tear-out Resistance, T~ Tr, tear-out resistance shall be the lesser of: T.. = qb Ag F~ qb = 0.9 T,. = qb. A.F. qb,, = 0.75 F~ = 296 MPa F. = 365 MPa Structural Adequacy Report for Raugh's Products Page When bolt holes are small relative to the width of tile member, the tear-out resistance, T,, based ou gross area will not govern. In additio t tear-out in the diagonal braces cmmot occur as these are compression members and their force is directed away from the fi-ee edge. Tear-out resistance based on net area is determined as follows: A,, = L,t where L~ = L,, + Li+ 0.6 L, Ln = failure path length i~ornlal to force =0 L~ = 0, if no staggered h~,les present L, = frilure path length p:~rallel to force. Therefore A,= (0 + 0 +2x10.7) x0'813 = 17.4 mm~ (0.0270 in~) T~ = 0.75 x 17.4 x 365/10~ = 4.76 kN (1071 lb.) Since the shear resistance of the bolt has the least capacity, this value govern for tile cmmections in the buttress. Structural Adequacy Report for 1laugh's Products Page #34 VERTICAL POST AT DIAGONAL SUPPORT ********* SECTION PROPERTIES OF COLD FORMED STEEL MENBERS IN BENDING **:******* *********** BASED ON S136-94 LINIT STATES DESI.(;N - METRIC 90.4 x 77.7 tlAT SECTION Fy=296 MPa Fu=365 MPa FDFL=0.626Fy CLDWK=NO Vert, i(;,:ti I'osL - Diagonal (;Itl)SS SECT]ON PROI'EI{TIES I, ]'i Dt area mass Ixg Sxg R×g lyg Syg mi,, mm nmi mm2 kg/m E6 mm4 E3 mm3 mm E6 mm4 E3 mm3 0.813 1.800 13.5 226.4 1.78 0.24423 ,1.577 32.8 0.28493 5.529 I Ryg '~cgg Xcgg m J Cw j xr, ro 0.813 35.5 37.0 51.5 43.4 0.04988 0.215770 91.2 80.0 93.5 EFI;ECT[VE SEC'FION PROPERTIES I, [xe Sxe Ixd Ycge Fyp IJlnl l~6 mll/'l E3 mm3 E6 mm4 mm MPa ,).R13 0.19906 4.170 0.21337 42.7 264 I,',\CTOIU,H) HF, HIIEB RES[STANCES IN BENDING (X AX1S) I. Vr Hrg Nre Lu mm kN kNm kNm mm ~).813 ll.121; 1.219 1.111 NA 1 Brl l'eof Piof PeLf PiLl n,,,, mm kN kN kN kN O.1~13 2(1 2.212 4,217 2.258 4.024 I'FItCENT EFJ.'ECT1VE I X-X Axis r-ii I,pe/Ll~ Fle/FI. Wbe/~b O.II13 ]00.0 51.4 97.7 13.5 (0.53")' 1[NSION COMPRESSION --3 13.5 = 0.032' R = $.Smm = 0.070" 77.7 VERTICAL POST AT DIAGONAL SUPPORT Structural Adequacy Report for Ilaugh's Produet~ Page VERTICAL POST AT M1DSPAN ********* SECTION PROPERTIES OF COLD FORMED STEEL MEHBERS IN BENDING ********* *********** BASED ON S136-94 - LIMIT STATES DESIGN - METRIC *********** 90.4 x 13.5 x 38.8 UNSTIFFENED ZEE SECTION Fy=296 MPa Fu=365 MPa FDFL=0.626Fy CLDWK=NO Vertical Post Hidspan GROSS SECTION PROPERTIES t ri Dc DL area mass Ixg Sxg I{xg lyg Syg ,,,m mm .un mm mm2 kg/m E6 mm4 E3 mm3 .,m E6 mm4 E3 mm3 0.813 1.80 0.0 0.0 113.2 0.89 0.12211 2.289 32.8 0.02430 0.590 [{yg Ycgg J Cw Ix2 Iy2 lxy Itmin ang ro mm mm E3 mm4 E9 mm6 E6 mm4 E6 mm4 E6 mm4 mm deg mm 1,1.7 5,').,I 0 02491 0.01351 0.01863 0.12778 0.02421 12.8 76.8 36.0 EFFECTIVE SECTION PItOPElt'rlES I [xe Sxe lxd Ycge Fyp ..n i':6 ,nm.I E3 mm3 E6 mm4 mm HPa 0.813 (I.11058 1.950 0.11898 56.7 296 FAC'I'ORED HEMIIER RESISTANCES IN BENDING (X AXIS) Cb=l.0O Kt= 1.00 Ky= 1.00 k Vr Hrg Mre Lu L Nrp Sxe ,u. kN kNm kNm mm mm kNm E3 mm3 0.813 5.563 0.610 0.519 504 504 0,519 1.950 I Brl Peof Piof Petf Pitf mm mm kN kN kN kN 0.813 20 0.782 2.085 0,765 1,989 PEI~¢;ENT EFFi{CTI VE 0.813 X-X Axis bl~e/Lp Fie/F1 Wbe/Wb 0.0 89.3 84.0 05-27-1996 COMPRESSION TENSION 77.7 (5.06") VERTICAL POST AT MIDSPAN Structural Adequacy Report for Saugh'~ Products (0.539 t = O,§lJmm = 0.032" R = 1.§mm = 0.070" Page #30 SUPPORT BASE SECTION PROPERTIES OF COLD FORHED STEEL HEHBF, BS IN BENDING *********** BASED ON 8136-94 - LIHiT STATES DESIGN - NETRIC 81.3 x 22.8 x 22.8 STIFFENED CDANNEI~ SECTION LIP ANGI, E=9Odeg Fy=296 HPa Fu=365 HPa FDFb=0.626Fy CLDWK=NO SupporL Base SECT[ON PI~OPERTI ES I ri l)c DL area mass lxg Sxg I{xg Iyg ro .u:t mm mm mm mm2 kg/m E6 mm4 E3 mm3 .tm E6 mm4 .u. 2.650 3.00D 25,,I 25.4 423.1 3.32 0.3,1225 8.'119 28.,t 0.03389 37.8 I Syg l{yg Ycgg Xcgg m J Uw ,i xo I,m 23 mm3 mfll mm mm mm 23 mm,I 29 nlnl[; mm film 2.650 2.5437 8.9 40.6 9.5 15.0 O.~Y050 0.090753 34.8 23.2 EI"I:ECT[VE SEC'['[ON PI~OPEBTiES I I xe Sxe ixd lye Sye ¥cge Xc'ge Fyp iiiitl 26 mlll;[ [,;3 mill3 26 mai4 26 mm4 23 rani3 rani mm bl['a 3.650 0.3t225 8.4~9 0.3,1225 0.03389 2.5,137 40.6 9.5 296 F,\CTOI{F,B 51EHB[,;I~ [tESiSTANCF, S IN BENDING (X AXIS) CD=[.00 Kt,= 1,00 Ky= [.00 V I' H l'g N re Lu b H t'p S:; ~, kN kNm kNm mm mm krlm 23 ,,,,3 650 31.627 2.213 2.243 677 50 2.2,13 8. If9 * Brl P('of Pier PeLf PiLl r,uu mm kN kN kN kN ;' , (;50 2(I ] [..178 26.263 14.677 35. ,l,l 1 I I~A LN r I';I;'I'*IfC. TI VE I X-X Axis Y-Y Axis ,,lin I,De/l,I, FIe/FI Wbe/Wb bpe/hp Fie/Fl Wbe/Wb 2.(;50 I00.0 100.0 i00,0 100.0 100.0 I00.0 SI31;-9,1 I'AIL~HETFI{ I, IHITS I = 2.65 LIP DI/W RATIO = 2.208696 > 0.8 (0.8 USED Fen I< CAI,C} (Cl. 5.6.2,31 D5-26-1996 t - 2.65mm Structural Adequacy Report for llaugh's Products Page #37