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Home My WebLink AboutBLD95-01333 Evaluation of Firewater Storage Tank - BLD Engineering / Geo-tech Reports - 10/3/1995 i DER=:ON EHGIHEERI [AG 5n3.2:=_:757=9 P . Eil -To o G� J NE)ERSO N ENGINEERING ERIG E. ANDEfz50N, r.E. Bus./Fax: (503)287-5739 Kee: (503)287-5213 4651 NE 37th Avenue Portland, 0K 97211 DATE: October 3, 1995 TO: Tucker Smith Skookum Lumber Company FROM: Eric E. Anderson RE: Preliminary Evaluation of Firewater Storage Tank At your request,I have contacted the Mason County Building Department and spoke with Danna Herron(360- 427-9670 X352)concerning his requirements for the dismantling and reconstruction of the 55' diameter x 32' high Peabody TecTank. He indicated.that their resources are limited and they were unfamiliar with current storage tank construction standards. What information he had received in regards to the tank itself was sketchy at best. He did recognize that the tank was purchased from an Alaskan based company and it was possible the seismic and wind design loadings could be different than at your local site. It was his opinion that a person from the professional community should be involved in evaluating the structural aspects of the tanks,recommend modifications if necessary and likely be consulted during the erection and placement into service of this tank. I reviewed with him my role in this project and some of the data provided to me about the site, the tank itself and its proposed change of service. He indicated to me the seismic zone for the Skookum lumber mill site is zone 3 and the design snow load is 32 psf. He did not indicate that the tank needs to comply with any specific National Standards(ie AWWA,ASME or API),and he could not comment on any specific requirements by the local fire marshall. I have yet to speak with him. The firewater storage tank is considered essential and necessary for post-emergency operations. I have reviewed the ANSI/AWWA D103-87 standard for factory-coated bolted steel tanks for water storage, API 653-91 standard for tank inspection,repair, alteration and reconstruction and the principles outlined in API 650 and 12B. The AWWA D103 standard is a good baseline for my recommendations. My preliminary findings are as follows: SITE& FOUNDATION • The factor of safety of 2.25 shall be included based ultimate bearing capacity when all direct loads and earthquake is considered. Compaction test results should confirm this. • If their is any possibility for the foundation to be washed-out, it should be protected. • The edge of bottom outlet pipe connection should be located away from the bottom-to-shell corner joint 3 feet. • 3 to 4 inches of compacted course sand or fine gravel(not 2 inches)should be used as a final bedding material below the tank bottom. • Compaction testing should be conducted at the shell perimeter. Each test should not exceed a 10 foot distance from another. A test should be conducted at the center support location. • The outlet pipe under the shell should be tamped and well compacted to minimize localized discontinuity in the foundation. Page I i�N11ER'=:ON ENG I [JEER I NG 5032875739 P. 02 i IJ TANK SHELL CONSTRUCTION • The original design did not conform to AWWA or API construction standards. My preliminary calculations show the tank design as having a small margin of over-design capacity. • The shell,bolting and gasketing materials of construction are unspecified by the tank manufacturer. This information,or actual tensile testing results will need to be obtained for verification of minimum shell thickness. • Typical lower shell course(1/4" plate)vertical line bolt centerline spacing pattern and hole size needs to be accurately measured. The allowable stresses are to close to estimate! • Additional intermediate wind girders are not required. • I am currently evaluating the need for an annular ring under the 10 ga bottom,preliminary calculations do not indicate that one is required. • Tank does not require concrete ringwall or anchor bolts. However,do expect settling. ROOF • The snow load design of 32 psf exceeds the roofs ability and will require stiffening. 25 psf will work. Conversations with Pete Peterson indicate 25 psf was acceptable to Mike Byrne Mason County. Weather data indicates this area as located on the border between 32 and 25 psf. Owner needs to reach agreement with building officials for site standard. • Roof vent requires 1.6 sq ft of open area for adequate ventilation to prevent implosion during 2000 gpm draw-down from fire pump. Vent data indicates 0.83 sq ft of open vent area located 5 inches above roof. Our vent must stay frost-free and not buried in snow! Liquid level must remain below vent and rafter elevation. Recommend we remove screen in existing weatherhood, extend vent to 24 inches above roof and add one 12 inch diameter light gage stainless or fiberglass pipe with gooseneck. • Owner should consider attaching pad-eye near ridge and safety line to manhole hatch cover. • Drawings do not indicate handrailing near edge of tank at hatch cover. What provision does this tank have for freeze prevention? NFPA 22 suggest circulating pump and heater arrangement. • A 24 hour hydrostatic test for leakage and settlement will be required. As the tank is being erected, elevation survey should be made at the same 16 locations along the exterior of the tank bottom. Once after the second course,after the roof is complete,after the tank is 1/2 full of water, after 24 hours full of water, 30 days after full of water, 6 months and 1 year. I shall continue with calculations, correspondence with civil engineer and submit formal recommendations soon. If you have questions please call. Sincerely, Ic E. An erson Page 2 mNE) ERSON ENGINEERING ERIC E. ANDERSON.P.E. Bus./Fax: (503) 287-5739 0 Res.: (503) 287-5213 . 4651 NE 37th Avenue • Portland, OR 97211 DATE: October 18, 1995 TO: Tucker Smith/Floyd Brown Skookum Lumber Company FROM: Eric E. Anderson RE: Evaluation of Firewater Storage Tank I have reviewed the ANSFAWWA D103-87 standard for factory-coated bolted steel tanks for water storage, API 653-91 standard for tank inspection, repair, alteration and reconstruction and the principles outlined in API 650 and 12B. Enclosed are drawings provided by the tank manufacturer describing the 55'diameter x 32'high Peabody TecTank. This cover letter concludes my evaluation of the vessels integrity as it pertains to the change of service and relocation to the Skookum Lumber Mill Site as follows: SITE&FOUNDATION • Civil engineer has provided sufficient sub-base and foundation to support the tank with minimal expected settlement. • Soil compaction test results from Northwest Testing Company dated 10/3/95 confirm foundation stability. • Final foundation bedding material was increased to 4 inches of compacted course sand or fine gravel. TANK SHELL CONSTRUCTION • The original design did not conform to AWWA or API construction standards. Attached calculations were performed in accordance with AWWA D103-87 and found to be within acceptable limits. The calculations included minimum shell thickness, overturning moment due to seismic, resistance to overturning moment for unanchored tanks, shell compression, minimum roof rafter size and vent opening requirments. ROOF • The snow load design of 25 psf was provided by Floyd Brown 10/3/95. A point load of 2000 lb was not deemed practical for this roof structure. • Modification to the roof vent is required to accomodate the new 2000 gpm fire-pump. The existing vent should be raised 24 inches above the roof and the screen removed. An additional 12 inch diameter pipe with gooseneck shall be provided The opening of vent pipe, without screen, shall be 24 inches above roof. • Owner should consider attaching pad-eye near ridge and safety line to manhole hatch cover. • Handrailing with toe-board shall be provided near edge of tank at hatch cover. • A method of freeze prevention shall be provided See attached sketch as discussed with Floyd Brown. • A 24 hour hydrostatic test for leakage and settlement will be required. PIPING • MECHANICAL • HVAC • A tank elevation survey shall be made at the same 16 locations along the exterior of the tank bottom. Once after the roof is complete,after the tank is 1/2 full of water,after 24 hours full of water, 30 days after full of water, and 1 year. Owner shall submitt all survey information to Engineer upon completion of 24 hour hydrotest. If you have questions please call. Sincerely, Eric E. 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Ati � 5 PET E 12--M ;r,-1 F 4W-T A Nth .SGizcE t% *taco �prn /ZC Pv, � G4 Pig C ' 7-,y 26 7 �&-3 - Al iAl SFE / 6(07 6'5) ,4 a 1 .4 "I IrqwCT 62-614-0) I6� .s)VY eo opt� A2c-X► 2EGtl� /He9 Ck%sT \/,LYVT, V FIRE PROTECTION OA1FPAK DIMENSIONS: Diesel Driven Packaged Fire Pump -Max. i*) Suction Relief (MI2 PSI jf2SErh Width Discharge Header Valve Model 500 180 90 113 6 4 3 FPD-500-180 260 90 i13 6 4 3 FPD-50G-260 750 110 90 113 6 6 4 FPD-750-110 245 90 113 6 6 4 FPD-750-245 1000 185 105 142 8/6" 6 4 FPD--1000-185 220 105 142 8/6" 8 6 FPFr1000-220 1250 130 111 142 8 8 6 FPD-1250-130 169 ill 142 8 8 6 FFPD-1250-169 . 210 ill 142 8 8 6 FPD-1250-2 00 1500 130 113 142 8 8 6 FPD-1500-130 160 113 142 8 8 6 FPD-1500-160 205 113 142 8 8 6 FPD-1500-205 �r •2000 115 131 159 10 10 6 FPD-2000-115 170 131 159 10 10 6 FPD-2000-170 210 131 159 10 10 6 FPD-2000-210 2500 90 131 159 10 10 6 FPD--2500-90 125 131 159 10 10 6 FPD-2500-125 202 131 159 10 10 6 FPD-2500-202 Note: Systems are available for 3000, 4000, 4500, and 5000 CPM. Consult your r r.1 -PAK representative or Fln-PAK for sizes. * If bypass piping is required, add the follawing to the length above: GPM Add to Leagth 500 32" 750 32n 1000 34" 1250 36" 1500 36" 2000 44" 2500 44" FP91-T)i Electric Motor Driven—Standard Equipment Options Available • UL/FM approved fire pump with motor, - Bypass line witb check valve coupling and guard Flow meter line with FM approved flow meter and flow • ULJFM approved fire pump controller, measuring element ac ross--tbe-line or reduced voltage type - Fuel tank spM reservoir Icy Pump Suction pressure control valve ' Jockey pump controller with minimum ran timer High pressure discharge Piping • Suction and discharge prtsstnc gauges Special controls/controllers • Casing relief valve Complete firs pump house • Automatic air release valve (additional data below) • All suction piping per N.F.P.A 20 • All discharge piping per N.1'.P.A.20 *Fire Pump Houses • Hose valve header with valves,caps,and chains • Structural steel base suitable for grouting FLC3-PAg offers pre-engineered complete fire pinup houses in accordance with the requirements of N.FPA 20 and N.F.P.A.70_All fee pump houses are complete with: Diesel Engine Driven—Standard Equipment All metal 2(l-ye2r life building • UL/FM approved fire pump with UL) M Wall insulation approved dliesd engine,coupling and guard Interior wall liner ULJFM approved diesel fire pump controllerwith - Ceiling insulation battery charm,dual batteries,battery rack lutcrior ceiling liner Jay pump - Steel base with recessed support members to follow for • Jockey pump controller with run minimum timer pouring of the floor • Suction and disehargt prts =gauges Eltctric or gas unit heater with controls Casing relief valve - Ventilation fan • Automatic air release valve Motorized louver • Hose valve header with valves,caps,and chains - Lights,incandescent or fluorescent with dism-buticra • Main system relief valve with overflow cone panel • UL approved fail tank sized per N.F.P.A..20 Spruikler system per N.F.P.A..13 Semi:-residential muffler(furnished unmounted) Through wall or floor penetration • Flexible exhaust connector(furuisbed Unmounted) • Engine jacket water piping FLO-PAK's-House Pali'is totally assembled,requiring • All suction piping per N.F.P.A-20 only piping connections,power connections,and the • All discharge piping per NFpA 20 pouring of the floor. • Structural steel base suitable for grouting Special houses are available for large systems,field crazed tanks,eta Represented by: II' Ld PAKINC >~LO--PAK INCORPORATED •TFLEPHONE(404) 441-1015 •FAX(404) 441-0234 FP 91-Mi Sk.c�otzv van L� ri �p11-71�cs ,TT WA.TErz i Lev EL i Colo o» o� �o J 2 TA N!L OVC12f~I,n� 1 , TLMPEYLAru(ZE -T7Z,4r lSM tT!`2 *IS Loe-aT-En (nN OiPi">pS► TE 5, r)e tom I-�o T- 2 � wt-+Etj 7I_MpvaAT-u2E tZCA� b} E5 Z-7 Wa7E2 SOT W4-rI~IZ IS 12ECt(ZC V LAT ED INTO TAN414 , OVE12 FLOW iS LOGAT-IED AI:� JAG (�:n1T TO TEMP" /aTv2E -r(2AN `.M % rTE2. O W14E t4 TE M ICU(ZA TU i'ZE fZt=-Ac,+ L S 3S P Ar4 I� 2wt 5t N A IS S NT" Tv ,� rnl 0PL2.A7'C�r Northwest Testing Company CONSTRUCTION TESTING AND INSPECTION ENVIRONMENTAL CONSULTATION AND ASSESSMENT i FIELD REPORT Project: Skookum Lumber 572,000 gallon tank Job No: 9510.01 Contractor: D&G Enterprises Date: October 3, 1995 I I I � i Inspector Mark Robinson on site, 10:20 am, for inspection of soils placement and compaction. Partly cloudy, 64 degrees. The contractor has completed placement and compaction of the first 24" (approximately) of imported structural fill for the building pad. Sub-grade is approximately 4" below final grade. At this time, inspector notes that all areas appear firmly and uniformly compacted. A 1/2" pointed probe bar cannot penetrate any area beyond 1.25" depth. The material used is a 1" minus crushed rock(GM). A sample of the imported fill is taken to the laboratory for a moisture-density test. A series of compaction tests is taken in the center, the center ring, and the outside ring. Two areas are noted as soft, one being the location of the underground water line placed after pad compaction, and the other along the outer west side of the exterior ring. Both areas are re-compacted with a large self-propelled vibratory roller and tested. All compaction tests or respective re-tests are subsequently found to comply with project p ( P ) q Y PY P J specifications. See attached for test locations and results. NORTHWEST TESTING COMPANY Mark Robinson Engineering Geologist i MRR:eh i I { 1 I I i P. O. BOX 10354 OLYMPIA, WASHINGTON 98502 PHONE or FAX 360/866-3647 I northwest tinst Tesg Co�P�y CONSTRUCTION TESTING AND INSPECTION ENVIRONMENTAL CONSULTATION AND ASSESSMENT REPORT OF IN PLACE SOIL DENSITY TESTS Job# 9510.02 Date: October 3, 1995 Client! Skookum Lumber Company Project: 572,000 gallon water tower elationship: Imported crushed rock. 141.2 PCF @ Soil Description and Moisture Density R 7.2%. Method of Test: ASTM D-1557 (D) Field In-Plate Dennsit 0/0Corn . Test Moist. W No. - __--___--Tes- t location ------------ 9 6. 149.5 139.9 99.9 1 See attached for tes_ations. -- 97 8 12.6 155.5 138.1 2 ---- � 11.6 151.E 135.8 96.2 3 99.8 8.7 153.2 140.9 4 97 11.9 153.3 137.0 5 8.8 143.2 131.7 93.3 6 135 95.6 7.8 145.5 - 7 96.9 8.5 148.4 136.8 8 I : 95% compaction re Job Sp quired. All tests comply with specifications. I Remarks: Specifications laced under full time NTC supervision. Fill not p Northwest TestingCo. Inspector: Mark Robinson I IWASHINGTON 9B502 • PHONE or FAX 360i 866-3647 p. O. BOX 10354 - OLYMPIA, 1 Northwest Testing Company CONSTRUCTION TESTING AND INSPECTION ENVIRONMENTAL CONSULTATION AND ASSESSMENT i REPORT OF IN PLACE SOIL DENSITY TESTS Da te: October 3, 1995 Job # 9510.02 Client: Skookum Lumber Company Project: 572,000 gallon water tower Soil Description and Moisture / Density Relationship: Imported crushed rock. 141.2 PCF @ 7.2%. Method of Test: ASTM D-1557 (D) Test Field In-Place Density No. Test Location Moist. Wet D % Comp. 9 See attached for test locations. 5.2 144.9 137.7 97.5 10 6.8 145.7 136.4 96.6 I i Remarks: Job Specifications: 95% compaction required. All tests comply with specifications. i Fill not placed under full time NTC supervision. MInspector: Mark Robinson Northwest Testing Co_ II P. O. BOX 10354 - OLYMPIA, WASHINGTON 98502 • PHONE or FAX 360.'866-3647 SKao1CUM t urn of 10-3-Ojs � Compq<T,6N TES AoCATiods N .1 t {� t 3 � r i • TIN / 9 e ti a Peabody TecTank, Inc. 2101 S. 21 st St. I P.O. Box 996 1 Parsons,KS 673571316 421-0200 Fax 316 421-91 22 PeabodyTedank A10-00-0000-07 G�'.�F•`e a i-x t i rv.:*�.M REFERENCE NOTES - LIQUID TANKS ��n'`A 5tr�`II t DESIGN NOTES: 1. Do not field cut any openings in tank without authorization by the Engineering Department of Peabody TecTank. 2. Application of external loads to decks or sidewalls from equipment must be approved in writing by Peabody TecTank Engineering prior to installation. 3. This tank is designed as an atmospheric unit that operates on an equalized pressure internally and externally, unless otherwise stated on the erection drawing. Customer is to assure proper ventilation. 4. Tank is designed for liquids with specific gravity specified on erection drawing. 5. Tank is designed for wind and seismic loads as specified on erection drawing. 6. Tank shell must be adequately braced during, erection to eliminate damage which may be caused by wind. 7. Optional ladder & handrail is omitted from erection drawing for clarity only. 8. Foundations shall conform to AWWA D103-87 Standards. All necessary grout, fiberboard, sand, etc. to be furnished by others unless otherwise specified. ERECTION NOTES: 1. Use only bolts furnished with the tank. Bolts must meet special high strength requirements. 2. Tank staves and deck segments may be oriented to suit unless special orientation is supplied. 3. Touch-up all required areas on coated tanks with provided paint, following the procedure in the erection manual. 4. Do not touch-up any bolt heads inside of tank with paint. 5. Adequate blocking should be used to protect light gauge staves when stacked for erection. 6. For complete erection details, see Peabody TecTank' s Standard Liquid Tank. Erection Manual. 10-79 REV. A 02-85 REV. B 08-86 REV. C 05-86 REV. D - A PULLMAN COMPANY - I