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20110116 Permit Pkg 01052011City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Applicant: Name: CITY OF YELM (I) Address: 105 YELM AVE W YELM WA 98597 Permit No.: 20110116 Issue Date: 1/05!2011 (Work must be completed within 180 days) Phone: 360-458-3244 Property Information: Site Address: 204 2ND ST SE Owner: Assessor Parcel No.: 64420500100 Subdivision: Contractor Information: Name: CITY OF YELM (I) Address: 105 YELM AVE W YELM WA 98597 Contractor License No.: Phone: Expires: 0/00/0000 Project Information: Project: COMMERCIAL REMODEL Description of Work: CITY OF YELM DOWNTOWN ELEVATED WATER TOWER FOOTING MODIFICATION Sq. Ft. per floor: First Heat Type (Electric, Gas, Other): Second Third Garage Basement Fees: Item BUILDING Applicant's I certify that to be true ar Yelm regula easements registered it Contractor Fees CITY OF YELM (I) $ 0.00 TOTAL FEES: S 0.00 lave read and examined the information contained within the application and know the same correct. I also certify that the proposed structure is in conformity with all applicable City of ns i~cluding those v ruing zoning and land subdivision, and in addition, all covenants, ~ re trillions of cor If applying as a contractor, I further certify that I am currently CITY OF YELM Lot: OFFICIAL USE ONLY Sets of Prints: final Inspection: Date ~ .~j • ~(` I Date: By: _ ~~ CITY OF YELM ~-~J~ J ~J` COM ERCIAL BUILDING PERMIT APPLICATION FORM • Project Address:~(,~ ~ ~~~~ Parcel #: Zoning; Current Use: Proposed Use: New Construction Re-Model / Re-Roof /Tenant Improvement Plumbing Mechanical J Fire Prevent/Suppress/Alarm_~ -Other Project Description/Scope of Work: W~ Project Value: _ G Building Area (sq. ft) Parking Garage 1s` Floor 2nd Floor 3 or Building Height Are there any environmentally sensitive areas located on the parcel? It yes, a ~ completed environmental checklist must accompany permit application. CITY, ARCI ADDF CITY GENE ADDF • CITY_ CON" PLUMBING CONTRACTOR TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # EXP LICENSE MECHANICAL CONTRACTOR TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # Copy of City Mitigation documentation (TFC). I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be in accordance with the laws, rules and regulations of the State of Washington and the City of Yelm. Applicant's Signature Date Owner /Contractor !Owner's Agent /Contractor's Agent !Tenant (Please circle one.) All permits are non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days 105 Yelm Avenue West (360) 458-3835 PO Sox 479 (360) 458-3144 FAX Yelm, WA 98597 www.ci.yelm.wa.us / .r-~ / / STRUCTURAL CALCULATIONS FOR City of Yelm Downtown Elevated Water Tower Footing Modification Yelm, WA CLIENT: City of Yelm SEI PROJECT NO. A10117.02 BY: A.L.Packard December 2010 EXTENT OF ANALYSIS: The Structural Calculations and Drawings included with this submittal have been prepared exclusively for the above referenced project. The scope of this submittal has been limited to the pedestal foundations of the elevated tank. No other elements of the structure have been observed, designed, or analyzed by Sargent Engineers, Inc. ~ F ~. ~~~z~~z~,i~ :~ SdNZGENT Sargent Engineers, Inc. 320 Ronlee Ln NW Olympia, WA 98502 • Tel 360 867-9284 • Fax 360 867-9318 _-+ ~~~ Sargent Engineers, Inc. 320 Ronlee Ln NW Olympia, WA 98502 Tel (360) 867-9284 Fax (360) 867-9318 Project: Yelm Tank Foundation Location: Yelm, WA Design By: A.L.Packard SEI #A10117.02 Yelm Downtown Tank Foundation: Adding Concrete Hau Foundation Dimensions: - per sketches provided by the city of Yelm a := 40in b := 70in nc~n'= 80in d := 12in ~= 61.8in Volume Calculation: 2 Atop := a 2 '`~bot ~= b e Vped :_ (Atop + Abot + Atop''`t`bot)' 3 2 afoot = c •d Vtot ~= Vped + afoot 3 VCey := 299ft u~„ Square width of pedestal at top Square width of pedestal at bottom Square width of footing at bottom Height of footing Height of pedestal Atop = 1600.0•in2 Plan area of top of pedestal Abot = 4900.0• in2 Plan area of bottom of pedestal Vped = 110.9•ft3 Volume of pedestal Vfoot = 44.4•ft3 Volume of footing Vtot = 155.3•ft3 Total volume of foundation in ft3 Revised Total volume required per lateral analysis See Column Support CheckR MCD VolumeLncrease.xmcd Page I 12/27/2010 .• Sargent Engineers, Inc. Project: Yelm Tank Foundation 320 Ronlee Ln NW Location: Yetm, WA Olympia, WA 98502 Design By: A.L.Packard Tel (360) 867-9284 SEI #A10117.02 Fax (360) 867-9318 Encase each existing pedestal footing with a square concrete ring. ~= 30•in Proposed depth of the concrete ring to be added to the existing pedestals b-a 2 a2 :_ •2•in•2 + a a~ = 41.0•in Width of the existing pedestal at 2" below e its top face. b-a Z Width of the existin edestal at + 2 " b,(g) :_ •(g + tin) 2 + a b,(g) = 55.5•in g P g e below its top face. Atop, := az2 Atop2 = 1678.6•in2 Plan area of the existing pedestal at 2" below its to face 2 2 Abo~ := b2(g) Abot3 = 3084.0•in Plan area of the existing pedestal at g +2" below its top face. Vreq - Vtot Atop2 + Abot2 + Atop2'Abot2 f(g) :_ + g 3 Volume Check 2 '`~top2 + Abot2 ~" Atop2' Abot2 2 3.0 Vped2 ~= g'f(g) - 3 'g g'f(g) = 184.4ft Vped2 = 143.7 ft3.0 Vreq - Vtot = 143.7 ft3'0 OK For depth of g, f =the total square width of concrete encasement ring for the existing pedestal footings. Calculation of "f' considers and excludes the mass of the existing f(g) = 103.1 •in pedestal. This encasement will create the mass of concrete needed to resist overturning for Condition 3, Empty with wind, per the orginal foundation evaluation calculations. SEI job A06143.00. See appendix Reinforcement for encasement The encasement concrete acts as a ring of mass around the existing footing. Reinforcement for shear or flexure is not provided. Minimum reinforcement shall be added for temperature and for toughness around the inner opening. rf~g) a2+b2(g) Atemp ~= I 2 - 2 2 •g•.002 Atemp = 1.6• in2 VolumeIncrease.xmcd Page 2 12/27/2010 Sargent Engineers, Inc. Project: Yelm Tank Foundation 320 Ronlee Ln NW Location: Yelm, WA Olympia, WA 98502 Design By: A.L.Packard Tel (360) 867-9284 SEI #A10117.02 Fax (360) 867-9318 Atemp = 5.3 0.3 I - in2 Provide (3) inner rings and (3) outer rings of # 5 hoops with # 5 verticals at 18" O.C., along each ring Bearing pressure checks 1'conc ~= 150•pcf 42.4•kip + VtoY'Yconc sexist =_ sexist = 1930.7•psf Abot If ring were to settle onto the existing footing bearing pressure would be Vped2'~Iconc Qwring ~_ sexist + Abot2 lbf SOOOOga] • 62.4 - µ'water ~= 4 µ'water = 780.0•kip "'water = 22.9•ksf Abot o'~ing = 2937.0•psf Weight of a full tank far exceeds added weight of conc. Based on history of the reservoir and no know propblems with settlement, the added concrete weight to the existing pedestals is insignificant. VolumeIncrease.xmcd Page 3 12/27/2010 x'11 ~ ~ h = X = °~ i~ ~~ I 11 ~~ tt ----~~ . ~ ~t- ~' n -~~ i-r la ~1~^ ~~ r 12/03/2010 FRI 15:09 FAX 3604588417 CityofYelm Public Works ~'~~~~-- r-- ~-- __---- `i ~~~ ~ r^^ ~ ~~~~ X002/002 J ~~~ • Downtown Reservoir Yelm, Washington A. L. Packard SEI# A06143.00 COLUMN DESIGN FOR COLUMN SUPPORTED TANK xREVISED 12/02/10 The calculations in this mathcad revise the amount of uplift at each footing. The weight of (2) column legs has been added to the total weight of the tank when used to determine uplift. P =sum of vertical dead loads, kips. Pempty := 22.18•k N := 4 =number of columns. nrw A := 3.18•deg =slope of columns M =overturning moment of wind or seismic forces about support base, ft-lbs. Ra := 43.6ft• 0.5 Radius of tank base. COLUMN LOAD: Wind Controls Case 1 -Tank Empty + Full Wind: P := Pempty M := 1604.3•k•ft PwEla ~= I N + R N) cos(9) PWEIa = 42.4•k PWE2a ~= I N R N) cos(h) PWE2a = -31.3•k (uplift) \ a Case 3 -Tank Empty + No Lateral: 1 ~~= Pempty• cos(h) = 0•k•ft P PF := N PF = 5.6•k COLUMN CHECK r := 4.613•in min column radius of gyration, see enercalc printout ~:_ 12.095 • in2 columms cross sectional area, see enercalc printout Imo{ := 1.0 ~= 35.5•ft max unbraced length K• L - = 92.348 r Fa := 13.84•ksi allowable stress per ASD table C-36. PWE1 a ACeq . F a Column-SupportCheckR.xmcd Pages ~ 12/3/2010 Downtown Reservoir A.L.Packard Yelm, Washington SEI# A06143.00 Areq = 3.064•in2 > A:= 12.095•in2 columns ok LATERAL BRACING CHECK A := 0.994• in2 cross sectional are of l .125" diameter lateral rods iwv fu :- 58•ksi lateral rod ultimate fy := 36•ksi V3 := 0.5.16.4•k lateral load to bottom horiz member 83 := 51•deg bracing angle V3 F3 • cos~A~ F3 = 13.03•k lateral force 3 Fauow = 0.5•f„•A Fallow = 28.826•k F~~:= 0.6•fy•A Fa~~o~,,, = 21.47•k laterals ok ANCHOR BOLTS: Existing anchorage: (1) 2" A36 bolt per column base plate AS := 2.3in2 =root area of existing bolt ~:= 58•ksi ~:= 36•ksi Pbotc ~_ -PwE2a Pbolt = 31.299•k Anchor bolt uplift force Min. tensile area required: Pbolt P bolt 2 2 u = Amin.u = 1 Amin Amin.y= 1.087•in .079•ln Amin.y:= . 0.5•fu 0.8•fy existing anchor bolts are OK * FOUNDATION FOR UPLIFT a • ~''°'~^^ a;,,,°~°`^"" ^ ~ :''^" ~• ...,.. Cl P~:= 22.18•k + 17.64k Weight of the roof, shell, hemispher and ~ column legs ~~= Pempty , I~:= 1604.3•k•ft P 2•M 1 _ ~- ~N Ra N cos(A) PwEZa = -26.882•k max uplift to one footing 'Yconc ~= 150•pcf unit weight of concrete -PWE2a ureq 'yconc'0.6 Vieq = 298.692 ft3 volume of concrete required per footing Column-SupportCheckR.xmcd Paget ~ 12/3/2010 Downtown Reservoir A.L.Packard Yelm, Washington SEI# A06143.00 1 (Vre9/ 3 = 6.685 ft rough cubic dimesion required to satisfy uplift Column-SupportCheckR.xmcd Paged ~ 12/3/2010 .~ Q.~ s Y ~ ~ Footing Uplift Revision to May 2006 Evaluation Calculations ~ t ~ Downtown Reservoir Yelm, Washington A. L. Packard SEI# A06143.00 COLUMN DESIGN FOR COLUMN SUPPORTED TANK XREVISED 12/02/10 The calculations in this mathcad revise the amount of uplift at each footing. The weight of (2) column legs has been added to the total weight of the tank when used to determine uplift. P =sum of vertical dead loads, kips. pempTy := 22.18•k ~;= 4 =number of columns. 8 := 3.18• deg =slope of columns M =overturning moment of wind or seismic forces about support base, ft-lbs. Ra := 43.6ft• 0.5 Radius of tank base. COLUMN LOAD: Wind Controls Case 1 -Tank Empty + Full Wind: P := Pempty M := 1604.3•k•ft PwE1a == I N + R N) cos(9) PWEta = 42.4•k a PWE2a •-_ P 2•M 1 P~yE2a = -31.3•k (uplift) CN Ra N cos(9) Case 3 -Tank Emntv + No Lateral 1 P := Pem nrh pty COS(e) M := 0•k•ft pF:= N PF=5.6•k COLUMN CHECK r :- 4.613• in min column radius of gyration, see enercalc printout A := 12.095•in2 colunms cross sectional area, see enercalc printout nrov I~Cv:= 1.0 ~= 35.5•ft max unbraced length K~L - = 92.348 r Fa := 13.84•ksi allowable stress per ASD table C-36. PWEIa Aieq . F a Column-SupportCheckR.xmcd Pagel 12/3/2010 3 Downtown Reservoir ` Yelm, Washington ACeQ = 3.064•in2 > ~:= 12.095•in2 columns ok LATERAL BRACING CHECK ~i = 0.994• in2 cross sectional are of 1.125" diameter lateral rods fu := 58•ksi lateral rod ultimate fy := 36•ksi V3 := 0.5.16.4•k lateral load to bottom horiz member 83 := 51•deg bracing angle V3 F3 • cos~03~ F3 = 13.03•k lateral force Fallow ~= 0.5•fu•A Fallow = 28.826•k := 0.6•fyA Fallow = 21.47•k laterals ok ANCHOR BOLTS: Existing anchorage: (1) 2" A36 bolt per column base plate AS := 2.3in2 =root area of existing bolt ~:= 58•ksi ~y:= 36•ksi Pbolt ~_ -Pw&za Pbolt = 31.299•k Anchor bolt uplift force Min. tensile area required: Amin u ~= Pbolt Amin.u = 1.079• in2 0.5 • fu existing anchor bolts are OK * FOUNDATION FOR UPLIFT ~= 22.18•k + 17.64k 2 Amin.y := Pl1Oit Amin.y = 1.087•lR2 0.8•fy Weight of the roof, shell, hemispher and (2) column legs nPnn~= Pemph' M := 1604.3•k•ft P _ P 2•M 1 ~'~'' N Ra•N cos(A) PWE2a = -29.091 •k max uplift to one footing 7conc ~= 150•pcf unit weight of concrete -PWE2a Vfeq :_ 'Yconc' 0.6 V~eq = 323.23 ft3 volume of concrete required per footing A. L. Packard SEI# A06143.00 Column-SupportCheckR.xmcd Paget 12!3/2010 f r Downtown Reservoir A.L.Packard Yelm, Washington SEI# A06143.00 1 ~VCeq~ 3 = 6.863 ft rough cubic dimesion required to satisfy uplift Column-SupportCheckR.xmcd Page3 12/3/2010 f v Washlhgton Avenue SE 12-1'/, I rank babe i ' ~~\ ~. I \ 'J \ / E n 'm 0 I I Riser ~ ~\ \~O~ ~` .,, New cronaete cu7ar, typ. ~ i See Oetad e ~ Existing rnnaete plmth, fJp. N i TANK FOUNDATION PLAN BAR LIST S=Ba is included In E=Ba is fo be Epoxy Coated Substructure Quantifies V-Bar dimensions wry between F=Ba is to be Freld Welded dmensions shown on this Ime r=Re a Siimip. and tailoring Ime a olM~v.~oNS (our ro our 2 0 °~ ~ $ Length o, locotim ~ ~~ m~ a U W X Y Z 9r 82 3° 0 y ~ U~ a >< ,~ W ~aoC ~ h 2° ~ ' ~' ~ 2° Ft In. ft. In. ft. In. Ff. In. Ft. In. Deg Deg FC In. 1 HORIZ HOOP INTERIOR 5 6 61 V 3 5 0.0 3 6.D 3 6.0 0 0.0 0 0.0 11 9.0 4 0.5 3 O.D 3 0.0 D 0.0 0 0.0 9 10.0 66 2 HCitIZ EXTERIOR 5 6 61 1 8 1.0 5 0.5 5 D.5 0 0.0 0 0.0 17 11.0 112 3 VERT 5 3650 1 2 20 2 20 81 r REINFORCEMENT BENDING DIAGRAMS ~Yr~Zr gT i e6r TYPB 50 11 I '' F~ REINFORCING NOTES; t. AA reinforcing bars an this sheet shall be AASHrO M-31 Dade 6Q unless shown otherwise n = ?'-0' Minimum spike w ~~ ~ o .e I o S h W 0~~ n J~"w ~ {5 cert. 0 f8" max. O.C. ~~,a LJ ~~r es FOOTING RETROFIT PLAN A rap of existing conaefe plmfh Continuous meld flashing and sealant by afhas I r Top of new conaete e Maximum excvwfkn depfh. Utdibes are known to be kcated dose fo, a h excarotion areas Locating and hondmg of the existing ub7fties shall be the responsrbdity of the ca+trecfor. B' >• 02 /5 (exteriaJ eeenly spaced ~ (t~w`dl I $ BackAT with existing spoils 1 .^ 1 0 R h I 2 Ot /.5 (interkr) equally spaced .a-D <.i. D~ s ..DII~ D 0 I D I ,. 1' D 1 e D4 a D ~ r a D D \// - Da a D ~ ~ // D D D D ~ > D D p y ~~ ~. ~, ~,a a~. ~. D.D e a a / ~D. D ~D D D 03 f5 ®18" max. O.C, slope to match slope of exist plinth - 03 (5 vat. ®18' max. DG around perimeter STRUCTURAL NOTES fE~dLbh2ffS these genad safes ore to be ussd as a ayN'emait fa Me spedfxvfiont and spry k ~ sbvchsd txmpmsrk of the lnmdatim. My ~aepardn kind onmg Me dawig; hie ,gredficatiar; Mae geecd notes and Me site cardtiaua shah be rgxrted to the Regetaed Oeslgn Prokssa+a; woo shod axrxt arch drsa7pancy b writkq. My yak dare by Me Cmbxta aRa dscrorey d ardr deogsmny but prmr to axrectim of arch dsagxincg shaft be dme at Me (xntracfab ride fie Canbocfa h resprnsbk Rr ronfamhg to a4 OSHA and I16H,1 takty atadads fie Cmbacfa b rrspmsble b dl bahg and shahg dxhg arnbvcfkn 02~ A4 me6rad; materids amt waimmshp shill cadam k Me ?0V9 Mtanatimd buddsng Cede (A7CJ as amended and adcpkd by Me lead 6uddng aMaity Ad re(arrae to aMa Cods and Sfmxladt (AQ ASaI, eteJ dutl6e for the latest a mast amm,t edikn awdablG ertept as dnynated by the gowrrrhg a>ae. SfCACNE AID QE'JA,IS Secfram nrd details •howhg rankwoh0k bdLt baniig mamber~ and romectims me Mended to firs6vte spaei6a dekds No attempt hat been made to show dl denenh possdy M+aug7 a spw7rc mfiar a detag. Cansbvctim datads sat spee'tknVy.dwm as Me 6rorhgs shay tartar shlda 4efods of this projee$ ro ~prowd by Me Registered Dagn t}okssima: fie Conbxta shah lerify and/a cnaM6wte m9 dinmuats and caidffars thorn an the cmbact doamrarfs !( Me edsthg wndtkm wsy from Me hfmmtan h Me anbocf daaments the Canbxta shmP nobly Me Regtstsed Oesign Pmkssond o/ the andrtiars prig to proceedhg wHh eak h Maf ales Nhde pe6eming errk adpcmf k existhg aWcturaR safaguad a4 e+isthg sWchue; saeixA and uNitier Mat maybe aHecfed by Me work of Mis amtrect tt shop de Me respons+bdity o/ Me antracta to gaily the dsnentkns of Me edttkq laotirge ad H drHromb Me aantrata shag cmfoct Me Fiyeus pxv k /abrioaPog Me rtnlacmre~f. fie 6uddhg 0I6cd shill make sbvatad hrspxtialt as reglired by the kad,4risd'cfim. GansWctial hspecfMl shad be h occadnn ei6r Me hwawirg pmksians o/ Me 10;19 16tt Sectrcw 1044Inspectkns Sectias foglnpecb'ons - Rdnlachg ska' and plo~ement (,E1LPAt Ad cmoete sha0 meet Me rtquremenk o/ Ap-701, SgedNaotlms Fa Sburoturd Coasts fa &rddngt.' Rgaabivrng al hgredrests Rr eacM aanaete and YwA 6e by YeMod 1 a Me alhmate pmctdrre glrei h Aa-7ot Nate aw,aete per Aa-J04 and ronlam k as-bad (ao6) la cdd rsoMa p'acernenf and AO'-6A5 (JRSJ la hot wmrla ptacanmt ass hferia marhmicd s>brvfat wiM 7,000 RPY minimum Irepumcy 00 not owr-xbrata Cmaete ~ be pMcsd mmadthicdly between carsbvcfim a anbd Phk Notecf d amaek ban p~anotwe Jyfiq, exawsdw hot a aYd femperolura fa serer Nys aRr p'acri¢ W]WACS csmmb Asnt Ct50. rpe t Coax wd /he aggregate ASDd C32 Nhta dyad be dear and pot~te. rwmty-dyht day canpretsna tb®,gM s1aR ba: S4mp: 4"! 1 hrh Yaorwm A4fa/cwnmt rofh: 046 Rernfaang sled shay caafarn to AS1M A615 Erode 60, new 661st stack, and seaurdy tied wfM /16 double aneded rJre Rekrlacrment shah be detailed h oarnrdonce wiM Ap 715 Reinforcement shah be placed in accadana wiM CRSr 'Peecommended Proctin Fa Pbdng Reinfadng Bars - Cmoek crow shill ba~ 7" Fo11ow reccmmmded practke to concrete lamwak (A(1-3f7J, ., ... ~ ..... ... ... ... ... ..... . ...... .. .. . .. ...... ~ All th bdlf C /~ sha~ng shall be a respona y of Me mfrocta Famwak TYPICAL SECTION ~ suppak and shorhg shat be designed to proede /medre0 concrete surfaces of df faces hrel, plumb, and true to tha dmmsions mrd - ekwtlms sham. rdaances and wiatians shop be as spedfied S~~~~ YELM DOWNTOWN RESERVOIR FOOTING RETROFIT DESIGNm BY:~gA~.L Pa kard ~~ ~ CHECI(m BY: A.S. Ar eris PRJ. DRAFTER K.S. Ketter ~ Sargent Engfneera, Ina. Yelm, Washington ~ 320 Ronlee Lane NW • Olympia, WA 98502 s6>-t5 Tel. 360 867-9264 • Fax 360 667-9318 PLAN /DETAILS /NOTES ~' ~ N0' ssuEO: A1om.a2 t Original Calculations from May 2006 Evaluation { L 5~1RGENT Structural Evaluation of the 50,000 Gallon Downtown Elevated Water Tank Yelm, WA For: The City of Yelm Public Works Department - Yelm, WA Prepared by: Andrew L. Packard May 2006 SEI Project No. A06143.00 ~~ Sargent Engineers, Inc. 320 Ronlee Ln NW Olympia, WA 98502 • Tel 360 867.9284 Fax 360 867-9318 1 S~RGENT Sargent Engineers,lnc. 320 Ronlee Lane NW Olympia, Washington 98502.9241 Tel 360 867-9284 Fax 360 867-9318 www.sargentengineers.com May 22, 2006 Mrs. Stephanie Ray City of Yelm 105 Yelm Avenue West P. O. Box 479 Yelm, WA 98597 RE: Downtown Elevated Reservoir Project No.: A06143.00 Dear Mrs. Stephanie Ray On May 4, 2006 I observed the condition of the exterior structural members of the Downtown elevated reservoir. During the inspection I did not find any additional deterioration than was noted during the 2005 inspection. Scope of Work To perform an inspection of the exterior of the reservoir to ensure no further deterioration or damage had occurred since the prior structural inspection in 2005. To perform a structural evaluation of the tank under "dry" conditions and determine what upgrades or repairs may be necessary for the structure to remain safely in place. Description of Structure The Downtown tank was constructed by Pittsburg-Des Moines Steel Company. It is an elevated steel welded structure with a maximum head of 124.5 feet, and is supported by four built-up steel columns and individual concrete footings. Results of Analysis All of the reservoir's structural members are adequate to support itself and to resist seismic and wind lateral forces under dry conditions with the following exception: The dimensions of the column footings are unknown at this time. Uplift calculations show that each footing requires a volume of 348 cubic feet of concrete. The footings are almost certainly much larger than this as they where designed for the much larger uplift loads under full conditions rather than dry conditions. • 561RGENT Recommendations Mrs. Stephanie Ray Page 2 May 22, 2006 • Because the footing dimensions are unknown it is necessary to determine if they are indeed large enough to resist current design uplift forces. (A minimum of 348 cubic feet). • Perform the cleaning, painting, and other maintenance items recommended in the October 2005 Condition Evaluation Report. If you have any questions or concerns about our findings or this letter, please do not hesitate to call. Sincerely, Sargent Engineers, Inc. "l Andrew Packard, Design Engineer ALP \1Sencr11Fi1cs106FiIcs1A0G143.00 Yclm Dwn Twn Tank Eval\L.cttcedoc Down Town Reservoir Yelm, WA SELF-SUPPORTING CONE ROOF DESIGN API 650, 10th Edition, Sec.3.10.5 Design Parameters C :=60•ft Hr.=8.0•ft 8 := 40 •deg D :=19 •ft t~:=0.25•in t r := 0.1875 •in LL :=25•psf DL := t r•490•pcf Sum := DL + LL z Ar:=~ 1D1 (Dl +Hr2 Angle of Cone A.L. Packard SEI #A06143.00 Measured tank shell circumfrence Measured Roof Height Approximate Angle of the Cone Element to the Horizontal (Degrees) Nominal Diameter of Tank Shell Thickness of Tank Shell Thickness of Roof Plate Roof Live Load DL = 7.656q~sf Roof Dead Load Sum = 32.656 °psf Total Roof Load A r = 370.669 ~ft2 Maximum Allowable Angle = 37 Degrees Minimum Allowable Angle = 9.5 Degrees Thickness of Roof Shell Sum = 32.656 °psf < 45 psf, therefore no increase in thickness required. Maximum Thickness = 0.5 in Minimum Thickness = t min := D t min = 0.074°in (400 •sin(8) • 12 ) 0.074 in < 0.1875 in < 0.5 in Therefore, the Roof Shell Thickness is Okay. Roof Weight Wr:=Ar•tr•490pcf Wr=2.838~k ConRoof.mcd 1 5/22/2006 Y } Downtown Reservoir Yelm, WA Shell Thickness Check and Tank Weights C := 60•ft =measured tank circumfrence, ft. H :=18.0 •ft =measured height of tank shell, ft. D :=19•ft =tank diameter, ft. R :=0.5•D h := 0 •ft =height of water above base of shell, ft. t s :=0.25 •in =tank shell thickness, in. t h := 0.25 •in =tank hemisphere thickness, in. S d := 15000•psi =design stress, psi. E :=0.45 =joint efficiency CA := 0.0•in =corrosion allowance, in. Shell Thickness Calculations: t ;= 2.6•D•H• 12 pcf +- CA d S d•E Hemisphers Dimensions: Hh :=8.9•ft 4rcHh2 A h :_ 2 hemisphere height, ft. A h = 497.691 ftz Tank Weights: Wtroof :=2.84•k Wt shell ~= 490 •pcf •t s •(C •H) Wt hemisphere ~= 490 pcf •A h •t h t d = 0.132Qin > .1 ;min shell thickness t s = 0.25 min OKAY surface area of the hemisphere Wtringgrdr'=(490•pcf•0.375•in)•7ti•(Ri-R-}-22•in)•(R1-22•in- R) ... + 6.7 •plf •n •2 •R W total '= Wt roof ~ Wt shell + Wt hemisphere ~" Wtringgrdr Wtroof = 2.84~k Wt shell = 11.025=k A.L.Packard SEI# A06143.00 Wt hemisphere = 5.081 ~k Wt ringgrdr = 2.237~k W total = 21.183 ~k Shell Thickness and Weights.mcd Pagel 5/22/2006 a 1 Downtown Reservoir A.L.Packard Yelm, WA. SEI# A06143.00 LATERAL DESIGN ASCE 7-02, Sections 6 and 9 D :=19•ft =tank diameter, ft. h s :=18.0 •ft =height of tank shell, ft. R h := 8.9•ft =radius =height (HIi) of suspended hemisphere, ft. h r := 8.0 ft =measured height of cone roof, ft. t s := 0.25 •in =tank shell thickness, in. Weights, Areas, & Centroids Wt roof '- 2.84 •k =tank roof weight, kips X roof ~=127.16 ft =height to C.G. of roof, ft. A roof = 76 ft2 =surface area of roof for wind calculations Wt shell ~=11.03 •k+ 2.24 •k+ 1 •k =tank shell weight, ring girder ,and 1 misc. kip X shell ~=115.8•ft =height to C.G. of cylindrical tank shell, ft. A shell '=D'h s A shell = 342 ft2 =surface area of shell for wind calculations Wt hem '- 5.08 k =tank bottom hemisphere weight, kips c:=R 1- 4 h ~ 3 •~ X hem'-106.5•ft- (R h- c) X hem = 102.723 ft =height to C.G. of suspended hemisphere, ft. z '4 hem:=~•Rh •0.5 ~' hem = 124.423 ft2 =surface area of hemisphere for wind calculations X cols ~= 53.25 •ft =height to C.G. of legs/columns, ft. 'cols ~= 3.1 •ft• 106 •ft A cols = 318 ft2 =surface area of columns for wind calculations Wt cols ~=17.64•k W upper '= Wt roof t Wt shell i" Wt hem W upper = 22.19°k W total '- W upper+ Wt cols W total = 39.83 °k Laterall.mcd Pagel 5/22/2006 t Downtown Reservoir Yelm, WA. Wind Loadin¢: Per Section 6.5.13 Wind Speed - Wind Importance Factor - Exposure Category - Velocity Pressure Exposure Coefficient Wind Directionality Factor - Topograp/zic Factor - Gust Effect Factor - Net Force Coefficient - Velocity Pressure - (Per 6.5.10) V ~, := 85 mph (Per Figure 6-1) A. L. Packard SEI# A06143.00 I :=1.00 (Per Table 6-1) C (Per 6.5.6.3) K z :=1.36 (Per Table 6-3, height = 133 feet) K d := 0.95 (Per Table 6-4, Square Similar Structure) K zt :=1.00 (Per 6.5.7.2) G :=0.85 (Per 6.5.8) C f :=1.0 (Per Figure 6-19, Round, h/d =7.4, D'/D = 0.1, D*(qz) = 88 q z :=0.00256 •K z'K zt'K d •V Wz•I•psf Design Wirut Force - (Per 6.5.13) Wind design shear: F roof '- q z'C''C f'A roof q z = 23.897 ~psf F shell '= q z'G'C f'`~ shell F hemisphere '= q z'G'C f'A hem F cols '= q z'G'C f'p' cols F roof = 1.544~k F shell = 6.947~k F hemisphere = 2.527 ~k F cols = 6.459~k V 1 '= F roof + F shell t- F hemisphere + F cols' 6 V 1= 12.094~k 1 V 2 '= F roof + F shell + F hemisphere + F cols' 2 V 2 = 14.248 ~k 5 V 3 '= F roof ~ F shell + F hemisphere + F cols' 6 V 3 = 16.401 ~k M ~, := F roof'X roof + F shell'X shell + F hemisphere'X hem ~ F cols'X cols Laterall.mcd Paget Load to upper laterals Load to mid laterals Load to bottom laterals M ~, = 1604.313 ~k •ft ~.% 5/22/2006 t K t Downtown Reservoir A.L.Packard Yelm, WA. SEI# A06143.00 Seismic Loading: Per Section 9.14.5 Seismic Use Group - I; I e :=1.0 (Per IBC Table 1604.5) Site Seismicity - S s :=1.14 (Per USGS Printout) S 1 := 0.40 (Per USGS Printout) Site Classification - Class D (assumed) Site Coeff cients - F a :=1.1 (Per ASCE Table 9.4.1.2.4a) F v :=1.6 (Per ASCE Table 9.4.1.2.4b) Adjusted Max Spectral Response Accelerations - S MS '_ F a' S s S MS = 1.25 (ASCE 9.4.1.2.4-1) S M1 :=F v' S 1 S M1 = 0•~ (ASCE 9.4.1.2.4-2) Design Spectral Response Accelerations - S DS '- 3 'S MS S DS = 0.84 (ASCE 9.4.1.2.5-1) S D1 '=?'S Ml S D1 = 0.43 (ASCE 9.4.1.2.5-2) 3 Seismic Design Category - D (per ASCE Table 9.4.2.1a & b) Seismic Design Coefficients - (Per ASCE Table 9.5.2.2) R:=3.0 SZo;=2.0 Calculate Seismic Response Coefficient (Per ASCE 9.5.5) S DS•I e C sl := C sl = 0.279 R C smin '= 0.14 •S DS'I e C smin = 0.1170 C ;= C sl C = 0.199 <= Use this s 1.4 s Empty Tank: V :_ ~Wt + Wt + Wt + Wt 1 C sl s roof shell hem cols ~ 1.4 V s = 7,928~k M ;_ (Wt X + Wt X + Wt X + Wt X 1 C sl s roof' roof shell' shell hem' hem cols' cols/ ~ 1.4 M s = 691.643 ~k•ft Laterall.mcd Page3 0 5/22/2006 r ~ Downtown Reservoir Yelm, Washington COLUMN DESIGN FOR COLUNIN SUPPORTED TANK P =sum of vertical dead loads, kips. P empty :=22.18•k N := 4 =number of columns. B := 3.18 •deg =slope of columns M =overturning moment of wind or seismic forces about support base, ft-lbs. R a := 43.6 ft•0.5 Radius of tank base. COLUMN LOAD: Wind Controls Case 1 -Tank Empty + Full Wind: P '=P empty M :=1604.3 •k•ft P P WEIa'= + 2 M 1 N R a.N cos(6 ) _ P P WE2a ~ 2•M 1 . N R a•N cos(6 ) Case 3 -Tank Empt y + No Lateral: P :=P empty • 1 cos(A ) M :=0•k~ft P ;= P F N COLUMN CHECK r :=4.613•in A ;=12.095•inZ K ;=1.0 L : = 35.5 •ft K•L = 92.348 r F a :=13.84•ksi P WEla A Teq , F a A 1eq = 3.064~in2 Column-Supportl.mcd PWEla=42.4~k P WE2a =' 31.3 ~k (uplift) P F = 5.6~k min column radius of gyration, see enercalc printout colunms cross sectional area, see enercalc printout max unbraced length allowable stress per ASD table C-36. > A :=12.095 •in2 columns ok Pagel A. L. Packard SEI# A06143.00 ~J 5/22/2006 x 4 Downtown Reservoir A.L.Packard Yelm, Washington SEI# A06143.00 LATERAL $RACING CHECK A := 0.994•in2 cross sectional are of 1.125" diameter lateral rods f u := 58 •ksi lateral rod ultimate f y := 36 •ksi V 3 := 0.5.16.4 •k lateral load to bottom horiz member B 3 := 51 •deg bracing angle V3 F 3 • cos(A 3} F 3 =13.03~k lateral force Fallow ~= 0.5 •f u •A Fallow - 28.826 ~k Fallow :=0.6•f y•A F ~lo~,~, = 21.47~k laterals ok ANCHOR BOLTS: Existing anchorage: (1) 2" A36 bolt per column base plate A s := 2.3 inz =root area of existing bolt fu :=58•ksi f y := 36•ksi P bolt '--P WEZa P bolt = 31.299 ~k Anchor bolt uplift force Min. tensile area required: `°' min.u ~= P bolt A min.u = 1.079~in2 A min.y ;= P bolt A min.y =1.087~in2 0.5•f u 0.8•f y existing anchor bolts are OK . FOUNDATION FOR UPLIFT foundation dimensions are unkown. P WE2a =- 31.299~k max uplift to one footing Y cone ~=150•pcf unit weight of concrete V = - P WE2a req ' Y conc'0.6 V req = 347.767 ft3 volume of concrete required per footing t ~V req) s = 7.032 ft rough cubic dimesion required to satisfy uplift rte, Column-Supportl.mcd Paget 5/22/2006 r x ~~ Sargent Englnaan, Ine. 320 Ronlee is NYV Olympia. WA 98502 Ta! 360 867-9284 Fax 360 867.931 B ~. _ . u~~ ~ ~ 1la~j. a ~ BY~ ~S A Date: o~r(~z~ol Subj~~e~~ct: Cu ~ ~ vYti ~ each ~l n~ 15 riv~.-~s ~ o?,~" O.G.. _ 3 7 s ,. ~ ~ ~1SS (,erne. ~1 3 ~ S+e~e ~ l ~.- C/ Qj ~s~~ . I S~S" y' I V~ S ~ ~ 1'Gi.cl 2 r i .~ ~ ~EuJ P,M~,~ = yZ~IL ~t~I~q t Ol_~ ~v~npk~ ~ c~c~.I ~+ Y~ 3ca~~` - S k ~ . . ~ V~,~ S = JI 5 ~. `j~ ' (p0 ~ ~o r, •,rf s ! r i v~. i A6= (a~ll~(s~8'~ - ~5(v25 ~ rl (~,,, _ rr I S ~a ZS : ,~ : 1 (~ . ~-~ ~S S~ = ! l~, S15 ~ ~ ~-. 1_ r~o ~ PG` _f / ~-~ ` ~ ~ / l 1 i.~ / ~ -~, ~~ ~'') ~ ' 071 ~ / r~ (1 a J n / l "/O/r / ~, 5 3 I ~. -- Sh~~~ . ~~ . F,5 (.'>> ~~,~.) . ~s =~`a s~~)(37 S„~ _ j cj(~~s'`~~ 5~8`;f ~,~..1, =~8.~5 ft P c-~~A~~ - ~3 ~ - -. . .- --- -- ~ ~ r ~~ tr Sargent Engineers,lne. 320 Ronlee Lane Nlgf Olympia, WA 98502 (360) 867284 Fax (360) 867~3t 8 Rev: 560005 user: KW-0601469, Ver5.8.0, 1-Dec-2003 (c)7983-2003 ENERCALC Engineering Sof Description Column Title : Yelm Tanks Dsgnr: A.S. Argeris Description Job # A01129.00 Date: 12:07PM, 18 MAY 06 Scope: Built-Up Section Properties Page 1 General Information Type... X cg Y cg #1 Rectangular Height 0.2820 in Width 12.0000 in 6.0000 in 2.8000 in #2 Rectangular Height 0.2820 in Width 12.0000 in 6.0000 in 11.2000 in #3 Rectangular Height 2.6580 in Width 0.5010 in 0.2510 in 1.3300 in #4 Rectangular Height 2.6580 in Width 0.5010 in 0.2510 in 12.6700 in #5 Rectangular Height 2.6580 in Width 0.5010 in 11.7500 in 1.3300 in #6 Rectangular Height 2.6580 in Width 0.5010 in 11.7500 in 12.6700 in Total Area 12.0946 in2 Ixx 293.814 in4 r xx 4.9288 in lyy 257.409 in4 r yy 4.6133 in X cg Dist. 6.0002 in Edge Distances from CG... Y cg Dist. 7.0000 in +X 6.0003 in S left 42.8999 in3 -X -6.0002 in S right 42.8994 in3 +Y 6.9990 in Stop 41.9794 in3 -Y -6.9990 in S bottom 41.9794 in3 Ems. • Project: Subject: Sargent Engineers, Inc. 320 Ronlee Ln NW Olympia, WA 98502 Tel 360 867-9284 Fax 360 867-9318 By: Date: ~~ S5' ° ~- ~3 SI° 1p iet worldwide driving direction and street addresses- online maps, rou... http://www.maporama.com/sharelmap.asp?SESSIONID=EE37448B... - ,,, 'v s p ~^°~ nl"`"n aparama TA• wor1A Hr May Export the map By Email To PDA On printer Itineraries ~3 Drive Me From ~~ Drive Me To Personalise your map ~j M (370x263) ~ Standard Km ~ r No points of interest GO Information Lat-Long: 46° 56' , -122° 36' 46.942 , -122.607 105 yetm ave w - YELM (98597) -USA L' Store and retrieve' New search - ~ ` -~ ~ - ~.._J Cliek on the map to: ('j Recenter t'i- Recenler & Zoom in [' ~Aove the target Sponsored links Great Hotels Around the World from Ardters Direct Choose from a range of great value resoA holidays across the globe at Archers Direct. 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Hotel Ryeservations with (;~ Wahl IkstN;:grrn Hotel Reservations with (`^ ~: ~ venere .com Hotel Reservations with t'~ Hotel Reservations with ~' I GO ~ ® Maporama International 2004 -Copyrights- Send us your comments- Add to favorites of 1 5/ 17/2006 9:20 AM Company Solutions Products Servlees Technology Customers', News Your language: English ~ ' GO ;002 Lat/Lon Lookup Output! ~. '~ LOCATION 46 The interpolated Probabilis at the requested point are: 10~PE in 50 yr PGA 28.80 0.2 sec SA 63.48 1.0 sec SA 21.63 - - - - - - - - - - - - - - SEISMIC HAZARD: Hazard by LaUi.on, 2002 ~f 1 http://egint. cr. usgs. gov/eq-men/c gi-bin/find-11-2002-interp-06. c gi .942 Lat. -122.607 Long. tic ground motion values, in fig, 2~PE in 50 yr 51.36 114.08 39.94 - - - - - - - - - - - - - - - - ~% 5/17/2006 9:20