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HomeMy WebLinkAboutWPO201200040 Calculations 2012-06-05Stillhouse Pump Station and Pipeline Tank Discharge Pipe Anchoring System The tank discharge pipe is designed as an 18" high density polyethylene (HDPE) DR 32.5 IPS pipe. All joints of the HDPE pipe will be fused. The pipe will be anchored to a manhole structure at the top of the hill through a concrete thrust wall. The slope of the pipeline averages approximately 34% (49 feet of fall over 144 feet horizontal distance). No concrete anchors are provided along the length of the pipe. All resistance to the pipe "slipping" downhill is provided by the concrete thrust wall at the manhole. An HDPE pipe wall anchor will be grouted in the manhole pipe penetration (see "HDPE Wail Anchor" detail on Sheet 13) and anchored with the thrust wall. The concrete thrust wall around the HDPE pipe wall anchor is tied to the manhole through four #4 rebar drilled and epoxied to the manhole per the "Typical Manhole Detail" on Sheet 13. The thrust wall is sized sufficiently to carry the weight of the entire length of the HDPE pipe as calculated below. Pipe Weight 1. Unit weight of 18" DR 32.5 HDPE pipe: 10.5 lb/foot. 2. Total length of pipe: 152 feet (stationing based on horizontal projection as shown on Sheet 13 is 144 feet. Horizontal projection at a slope of 34% results in a length of pipe of 152 feet (Length = [492 +144z]uz ) 3. Total weight of pipe =10.5 Ib/ft x 152 feet = 1,596 lb Thrust Wall Tensile Strenpth I. Number of epoxied #4 rebar provided = 4 2. Typical epoxy / concrete bond tensile capacity (lb) =1,405 lb (attached Hilti HIT-HY 10 Plus data sheet) 3. Total Tensile Capacity = 4 x.1,405 lb = 5,620 lb 4. Safety Factor = 5,620 lb / 1,596 lb = 3.5 Note: the calculated safety factor disregards the pipe to soil friction, which would significantly increase the safety factor 1.3 TechnIcat Data HIT-HY 10 PLUS AJkmable Bond/Concrate Capacity and Steel Strength for Reber In Normal Weight Concrete tiaaa 14rr--14Y 10 PLUS Allowable Anchor Enbedment Bond/Concroto Capacity pry B0 Reber Diameter Depth P a 2500 psi (a17 MPa) In (mm) In. (mm) Tensile Shear Yle1d Strength I I Tenslle Strength lb 0d 11 lb (M) lb (W) Ib OcNJ 2-1/4 7S0 1325 #3 (57) (3.3) {S.t3j 0600 9900 2140 (9•6) 4-1/2 4820 (29.4) (44.0) (114) (9.5) (27.4) 3 i406 2730 (6 Z) B4 [761 (i2.1) 52000 _ 18000 42M E676 ( 4) (12.7) 8 (80.1) (152J (19.iJ (38.i) 3-3J4 INN 4M #s M (8.6) (18.1) 186W 27900 6716 (1�9J 7.1/2 11430 (82.7) (124.1) (191) (25.4) (40.8) 4-112 2740 8065 fib (114) (12.2) (27.0) 28400 306M 700 9 14110 (117A) (178.1) (220) (31.4) (62.8) 1 CmoeO-dTOM 4ou.ae.GWW&Wdmld■.ud al...71.f—f aw wrs.b lob. 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C,4-lJti��s- PROJECT NAME: Stlllhouse Pump Station and Pipeline FILE #: WP0201200040 DATE APPROVED: 5-Jun-12 Item Unit Amount Unit Cost Subtotal site clearing acre 0.5 $7,100.00 $3,550.00 dam const.on site material cubic yard 0 $4.00 $0.00 dam const.off site material cubic yard 0 $15.00 $0.00 Trees & Shrubs seedlings planted with tubes 0 $12.50 $0 bioretention construction wq treatment volume in cf 0 $6.40 $0 trees & shrubs ball/buriap planted 21 $100.00 $2,100 wetland plants planted 0 $2.00 $0 wetland seed mix lacre $1,500,00 $0 stream stabilization Ilinearfoot 0 $50.00 $0 underdrain stone cubic yard 55 $17.00 $935 biofilter surface area / 27* V depth stone delivery load 5 $45.00 $225 underdrain pipe, 4" PVC linear foot 190 $1.35 $257 fitter fabric square yard 100 $10.00 $1,000 biofilter surface area 127* 1' de th sandisoil mixture cubic yard 55 $20.00 $1,100 biofilter surface area 127* 2' depth Filterra 4x6 each 0 $6,400.00 $0 Filterra 4x8 each 0 $6,900.00 $0 Filterra 6x6 each 0 $7,100.00 $0 Filterra 6x8 leach D $9,500.00 $0 Filterra Bx10 each 0 $12,100.00 $0 Filterra W2 leach 0 $14,200.00 $0 Filterra Installation I per Prolect 0 $0 EC-1 outlet protection each $200.00 $0 class 1 rip-rapdp-rap square yard 2 $55.00 $83 class 2 rip -rap square yard D $110.00 $0 48" concrete riser structure each 0 $1,000.00 $0 Stream Buffer Sign installed leach 0 $50.00 $0 EC-2 EC-3 ditch stabilization I linear foot 0.00 $10.00 $0 maintenance road Iinear foot 0.00 $8.00 $0 Concrete I linear foot $25.00 $D EC-3, EC-2 matting square yard 0.00 $10.00 $D abions, Gass 1 dp-rap Isquare yard 0.00 $165.00 $0 concrete anti vortex each 1$1,500.00 MOD paved concrete ditch linear foot 0.00 $55.00 $0 embankment improvements each 0.00 $5,000.00 $0 pavement demolition square yard $5.00 $0 Teen roof square foot 0.00 $12.00 $0 turf stone(porouspavement) square foot $5.00 $0 RCP underground detention I cubic foot installed 1 $7.04 $0 Conser Easement RR > 50% 1 acre 0.00 $39,000.00 $0 Conser Easement RR < 50% 1 acre 1 0.00 $25,000.00 $0 Pond drain pate valve 6' each 1 0.00 $500.00 $0 Delaware Sand Filter tlinear foot installed $706.00 $0 Flow SpIffler leach installed 2, 0 sutrtota $9,249 ro'ect ement $1,387 IT subtotal $10,636 10%Contingency $1,064 TOTAL $11,700 ROUNDED TOTAL $11,700 min total after reduction $2 340 A. g Fa�. s �f,GsliytJ' t"!,J�I'1i?r�E= COMMONWEALTH ®f VIRGINIA (QUTIty EAec,liv&'s Off Karen RemEey, MD, MBA, FAAP DEPARTMENT OF HEALTH 131 Walker Street State health Commissioner OFFICE OF DRINKING WATER Lexington, VA 24450 Phone:540-463-7I36 John J. Au[bach II, PE Lexington Field. Office Fax: 540-463-3892 Director, Office of Drinking Water October 25, 2012 SUBJECT: Albemarle County Waterworks — South Rivanna WTP PWSID No.: 2003725 Mr. David Tungate Rivanna Water & Sewer Authority 695 Moores Creek Lane Charlottesville, VA 22902-9016 Dear Mr. Tungate: On October 17, 2012, 1 conducted a sanitary survey of the waterworks with you. Enclosed is a copy of the report developed as a result of that survey. Please note our list of comments and recommendations in Part I of the inspection report. Additional items may. be found in the body of the report. If you have questions on the report or would like to discuss my findings, please do not hesitate to contact me. This office would like to thank you and the staff at the South Rivanna WTP for your assistance and professionalism during the inspection. Sincerely, Xxt Steven J. Kvech, P.E- District Engineer SJK/kI Attachments: ®Part II -A ❑PartII-B ❑PartII-C ❑Part II-D cc/Att: Mr. Randy Jones ®Part II -A ❑PartII-B . ❑PartlI-C ❑PartII-D cc:, Albemarle County Health Department — Attention: Dr. Lilian Peake, MD, MPH Albemarle County Executive — Mr. Thomas C. Foley VDH — ODW — Central Office VIRGINIA DEPARTMENT ID OF HEALTH Protecting You and Your Environment WWW.VDH.VIRGINIA.GOV COMPLIANCE HISTORY Shaded boxes I indicate a potential Significant Deficiency . TOTAL COLIFORM RULE DATE • BSSR Approved: Yes 7/3/1991 • R ort current & appropriate for service population? Yes, 1 per month for WTP • Sampled in accordance with approvedplan? Yes DDBP RULE - STAGE 1(Community & NTNC DATE • Stage 1 Monitoring Plana roved? No, wholesaler NA • Monitoring Plan current? NA • Monitoring frequency required? Consecutives collect all samples DDBP RULE - STAGE 2(Community & NTNC DATE • Stage 2 Monitoring Plan approved and current? NA, wholesaler • Compliance Extension Requested? Yes for ACSA and City o If "Yes", granted? Under review o If "Yes", effective exemption dates: ENHANCED SWT RULES DATE • Disinfection Profile submitted with Operation Reports or available for review? Yes _ • LT2 - Cryptosporidium or E. coli sampling complete? Yes Grandfathered • _ LT2 - Bin Determination Made? Yes 10/7/2008 • LT2 - Bin # 1 • Treatment upgrades required? No • If yes, describe: Grandfathered data approved 6/19/2007 PHASE HN RULE • Waivers current for all entrypoints? Yes, Diquat only 12/31/2013 CONSUMER CONFIDENCE REPORTS (Community only) • Final reportissued by deadline? NA, wholesaler • Certification Statement Received? NA, wholesaler LEAD & COPPER RULE(Community & NTN DATE • Materials Serve /Saaling Plan Approved: No, wholesaler NA • Action Level. Exceedance 90% ? - • Optimized Corrosion Control Treatment (OCCT) required? Yes, since consecutive is large • All consumer notice requirements met? CROSS -CONNECTION CONTROL PROGRAM DATE • Approved: Yes 1/13/1978 • Inspected Records This Visit' No o Pro am Active 2 NI o Satisfactory, NI ' See Part C for additional questions 2 Based on Part C questions 3 Based on Part C questions South Rivanna WTP - 2003725 PART I MONITORING HISTORY EP001 WATER TREATfdIENT PLANT fEP EP004 FINISHED (WATER TAP Waiver Grp Last Sample Frew, Next Sample Exp,Date SOCs - Diquat 1213112013 Inorganics 1-dGtals Nitrate. + Nitrite (Combined) VOC Cyanide SOCs - Carbarnates SOCs - Chlorinated Acidic herbicides SOCe.- Semi -Volatile Organic Chemical SOCs -Volatile Fumigants Radiological TP001 L 8001 Group Frio& Split 10I18.1 2011 12 10 18.�2012 1U1812011 12 1Oil 8 2012 1 OJ1 a'2011 12 1Oil 8.12012 10/ 1812011 12 10 it 812012 6i1312005 108 211.12014 12t31?2019 1?17�2012 38 2i1i 2014 1/1712012 36 2.11..+2014 V17,2012 36 2J112014 1I17!2012 36 2.f 1?2014 1 Oil 812011 108 10 i18;2020 WATER TREATrAENT PLANT LAB TAP VE.Iaiver Last Sample Frew. Next Samole Exp, Date 9.flZ2012 1 1011212012 R i V00I RAW K/A TER G ro Lip TOC-Alkalinity (Ravi) UP001 C01,1B.11VED F1.TER EFF Grog TOG -Love (Finished) Note: Freq. is in months waiver Last Sample F. rep. Next Sample ExpDate gi 12;2012 1 10112i2012 Vifaiv e r Last Sample Fra, Next Sample Exp. Date 9112.Q012 1 1Oil 2I2012 South Rivanna WTP - 2003725 PART I comparison checks of the various online turbidimeters (raw, settled, filters, finished). Online units are acceptable for compliance but regular benchtop checks should be done to verify the online units are performing well. Benchtop readings can also serve as a backup compliance data set in the event that an online unit shows an erroneous high reading. South Rivanna WTP 2003725 PART I MICHAEL%,.AKER JR., INC. Project IM-M DESIGN PAD Designed by Pr` Date S �z ► t� CO- 0", Rx G, 0 of -6 ►7 / �5unr• x�yT�Nt� !�S'� �c�-�,c�,r,�r(, uL�. /'tom ia% 6wPG; (45) `FliVL O 64 e�-o �0 50 16" R VE (p (z 3).5) ( We Y�= ©•013 G►55un-.� ,,.,-+wh, Cc�+Sc �•f�,p, O� G TS c1 u 3} f -wo— -rb tP.fff;6 3.15-3 t�J illy✓ CAA tift600U Vow l7Cr� nvr M,,,,,,,s��h��tW (0 A= 1 r�c,c� (Cf�rbe6da�v� ,rv-•�H�u�C, � U 0) (0,30)(a,o 3) ( 1) 0.� , �10 Ube 1'lrjThrdh ��� l aC)3.0 fl- l Short Version BMP Computations Por Worksheets 2 - 6 Albemarle County Water protection Ordinance: Modified Simple Method Plan: Stillhouse Pump Station Water Resources Area: Development Area Preparer: Michael Baker Jr. Date: 10-A r-12 Project Drainage Area Designation DA# 2 L storm pollutant export in pounds, L = [P(Pj)Rv/12 ] [ C(A)2.72 ] Rv mean runoff coefficient, Rv = 0.05 + 0.009(I) Pi small storm correction factor, 0.9 1 percent imperviousness P annual precipitation, 43" in Albemarle _ A project area in acres in subject drainage area, C pollutant concentration, mg/1 or ppm target phosphorus f factor applied to RR V required treatment volume in cy, 0.5" over imperv. area = A(1)43560(0.5/12)/27 RR required removal , L(post) - f x L(pre) %RR removal efficiency, RR100/L(post) Impervinus Cover Comnutatlon (values In feet & square feed item pre -development JArea post -development JArea Roads Length Width subtotal 0 01 0 0 0 0 0 0 0 Length Width subtotal 0 0 201 0 0 0 0 0 01 0 1 0 Driveways Length Width no. subtotal 0 0 0 and walks �-�00 0.- -A . .... .... 0 0 0 0 Len th no. subtotal 0 _Width 0 0 0 0 0 EE�o 0 0 Parking Lots 1 2 3 4 01 0 1 2 3 4 0 0 o Gravel areas Area I 2800 x 0.70 = 1960 1000 Area _ 3100 x 0.70 = _ Area no. subtotal 2170 Structures Area no. subtotal 1000 1 1000 0 0 0 0 0 0 1 2500 10001 11 1000 15001 11 1500 0 Actively -grazed pasture & Area yards and cultivated turf ]x 0.08 = o Area x 0.08 = 0 Active crop land Area x0.25= Q Area Ix0.25= 0 Other Impervious Areas o D Impervious Cover _ 3%- 1tpre) Rv(post) 0.10 7.2� New Develooment (For Develonment Areas. existino imnervious cover <= 20%) C f I (pre) * Rv(pre) ':;•. ' N E Qj 0.23 �.' �7 40. �i! 0.08 ' 1 4Q-:_ :`$:;; 0.08 J.t...i :.. ._�C'..a.� L(pre) L(post) RR % RR I Area Type 2.97 1.24 -1.73 -140% Development Area 0.51 0.62 0.11 18%°� Drinking Water Watersheds _ 0.58 0.71 0.12 18"/ Other Rura] Land ..r _ - min. values Redevelopment For Develop C 1 f I Yore)* cover > 20% RR I % RR Area 0.23 2.97 1 1.241 -1.431 11fi%' Development Area 0.08 0.51 0.62 Q.18 30.% D nking Water Watersheds 0.08 0.58 0.71 Q.21 ky 30%0 Other Rural Land - Interim Manual, Page 70 rev. 16 Feb 1998 GEB 1(post) L. l Flow Through Existing 18" RCP .Project Descriptlon f Friction Method Manning Formula Solve For Discharge 'Input Data Roughness Coefficient Channel Slope Normal Depth Diameter :Results Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Speck Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type ,GVF Input_ Data Downstream Depth Length Number Of Steps °GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity SuperCritical 0.013 0.06000 ft/ft 0.70 ft 1.40 ft 10.70 ft'/s 0.77 W 2.20 ft 0.35 ft 1.40 ft 1.25 ft 50.0 % 0.01328 ftlft 13.91 fUs 3.00 ft 3.70 ft 3.31 23.03 ft'/s 21.41 ft°/s 0.01500 ft/ft 0.00 ft 0.00 ft 0 0.00 ft 0.00 ft 0.00 % 50.00 % Infinity ft/s Bentley Systems, Inc. Haestad Methods So113tiodd)vF#&.wMaster V81 (SELECTseries 1) [08.11.01.03] 4/912012 3:55:54 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Flow Through Existing 18" RCP GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.70 ft Critical Depth 1.25 ft Channel Slope 0.06000 Rift Critical Slope 0.01328 fUft Bentley Systems, Inc. Haestad Methods SoINatIMaster V8I (SELECTseries 1) [08.11.01.03] 4/9/2012 3:56:54 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1,203-755-1666 Page 2 of 2 Discharge from Prop. 18" HDPE Project Description Friction Method Manning Formula Solve For Normal Depth input Data Roughness Coefficient Channel Slope Diameter Discharge Results Normal Depth Flow Area Wetted Perimeter Hydraulic Radius -fop Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type GVF input Data Downstream Depth Length Number Of Steps °GVF Output Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity 4/9/2012 4:02:54 PM SuperCritical 0.013 0.28000 ftlft 1.40 ft 23.03 ft"/s 0.70 ft 0.77 ft' 2.20 ft 0.35 ft 1.40 ft 1.39 ft 49.9 % 0.06501 ft/ft 30.02 ft/s 14.01 ft 14.70 ft 7.15 49.74 ft'/s 46.24 ft'/s 0.06945 ft/ft 0.00 ft 0.00 ft. 0 0.00 ft 0.00 ft 0.00 % 49.67 %, Infinity ft/s Bentley Systems, Inc. Haestad Methods So11ffiotfdy wMaster V8I (SELECTseries 1 ) [08.11.01.031 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Discharge from Prop. 1 S" HDPE GVF Output Data Upstream Velocity Infinity ftfs Normal Depth 0.70 ft Critical Depth 1.39 ft Channel Slope 0.28000 ftM Critical Slope 0.06501 ft/ft Bentley Systems, Inc. Haestad Methods SoIWafifydMmMaster V81 (SELECTseries 1 ) [08.11.01.03] 4/9/2012 4,02,54 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of. 2 Flow Through Proposed Channel iProl"ect Description Friction Method Manning Formula Solve For Normal Depth :Input Data° ... Roughness Coefficient 0.030 Channel Slope 0.28000 f i t Left Side Slope 2.00 ft/ft (H:V) Right Side Slope 2.00 Wit (H:V) Bottom Width 3.00 ft Discharge 0.61 ft3/s Results Normal Depth 0.05 ft Flow Area 0.17 fta Wetted Perimeter 3.24 ft Hydraulic Radius 0.05 ft Top Width 3.22 ft Critical Depth 0.11 ft Critical Slope 0.02885 ft/ft Velocity 3.64 ftls Velocity Head 0.21 ft Specific Energy 0.26 ft Froude Number 2.81 Flow Type Supercritical .GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 `GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ff/s Upstream Velocity Infinity ftfs Normal Depth 0.05 ft Critical Depth 0.11 ft Channel Slope 0.28000 ftlft Bentley Systems, Inc. Haestad Methods SolBliallegeFAawMaster V81(SELECTserles 1 ) [08.11,01.03] 4/912012 4:60:04 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1866 Page 1 of 2 !GVF Output Data Critical Slope Flow Through Proposed Channel 0.02885 fUft Bentley Systems, Inc. Haestad Methods So1B0ablEpe ibwMaster Vol (SELECTserles 1) [08.11.01,031 41912012 4:50:04 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 1992 3•18 3aaj `@ZLS d2jdtlt OS p " - RM &�ff- -m -Ewimm R MI Kim �rar. rar - ,ql �l�. !IA19. �► _ - SEEME � ■it: �i `�' iili�� � ��i kk ■�us�i�iiiw r� .. ,. .mitesIN -_ -- - ==____--_- _- _ --_�--_goo - C -7=---------���s� -- •