C05_04_J_2__Drawings.pdf

PDF 24 MB Posted Jul 7, 2026

Attached to: Leavenworth Fish Hatchery SWISP Phase II Federal contract opportunity
Solicitation number: 140R1026R0001
Issued by: Department of the Interior Bureau of Reclamation

About this file

Written by GovTribe AI · Jul 7, 2026

This file contains technical engineering drawings and specifications for the Leavenworth Fish Hatchery Surface Water Intake Fish Screens and Fish Passage Phase II Water Supply Pipeline Rehabilitation project in Washington State. The drawings depict the rehabilitation of an existing water supply pipeline serving the Leavenworth National Fish Hatchery, managed by the Bureau of Reclamation's Gravity Division in the Columbia Basin Project.

The project scope includes replacement of approximately 1.7 miles of existing concrete cylinder pipe (CCP) with new 42-inch high-density polyethylene (HDPE) DR41 pipe from Station 48+00.00 to Station 66+09.81, paralleling the existing pipeline. Key construction elements encompass open-cut excavation with minimum 3.5-foot earth cover (5.0 feet under roadways), pipe connections transitioning from existing CCP to new HDPE and from HDPE to new 36-inch steel pipe, concrete thrust blocks at pipe bends and bifurcation points, two concrete vaults (control valve vault and flowmeter vault) with equipment access hatches, temporary bypass pumping systems during construction, and mechanical/electrical infrastructure including motor-operated gate valves, air vent assemblies, flowmeters, and control systems. The drawings specify design criteria including structural load combinations per ACI 318-19 and AISC 325-18 standards, geotechnical analysis with active/passive earth pressures and seismic design parameters, pipe bedding and embedment using select material or controlled low-strength material (CLSM), and coordination with existing utilities and public access requirements. Construction must maintain continuous water flow through the existing pipeline except during designated low-flow work periods and preserve public access to parking facilities and bridge crossways during all phases of work.

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Other files attached to Leavenworth Fish Hatchery SWISP Phase II, newest first.
File	Type	Posted
Sol_140R1026R0001_Amd_0002.pdf	PDF	Aug 6, 2026
C06_01_Specification_Revisions_0002.pdf	PDF	Aug 6, 2026
C06_01_140R1026R0001_QA_Log_Final_0002.pdf	PDF	Aug 6, 2026
Sol_140R1026R0001_Amd_0001.pdf	PDF	Jul 26, 2026
Pre-Bid_Sign-In_Sheet_0001.pdf	PDF	Jul 26, 2026
C05_04_J_3__Drawings_Geology.pdf	PDF	Jul 7, 2026
Sol_140R1026R0001.pdf	PDF	Jul 7, 2026
C05_04_J_4__Wage_Determination_WA20260122.pdf	PDF	Jul 7, 2026
C05_04_J_1__Specifications.pdf	PDF	Jul 7, 2026
C05_04_J_5__Past_Performance_Questionnaire.pdf	PDF	Jul 7, 2026
C05_04_140R1026R0001.pdf	PDF	Jul 7, 2026

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Washington

Oregon

Idaho

Montana

O N

STATION

11301140115011601170118011901200 11301140115011601170118011901200

46+0050+0055+0060+0065+0068+00

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

K. PELZER

J. LORBERAU

K. PELZER, P.E.

A. MARNER

CIVIL ENGINEER

KEY MAP

NOT TO SCALE

T H

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KEY MAP, LOCATION

MAP, SITE MAP

DENVER, CO

222-D-60346

2020-12-16

Project Location

Chelan County

Project Site

LOCATION MAP

0 10,000' 20,000'

SITE MAP

0 400' 800'

LNFH PHASE II

WATER SUPPLY PIPELINE

ICICLE ROAD

NOTES

1. Contractor shall determine the voltage and clearance at all overhead power lines and share this information with the COR.

2. Stations are approximate and may be varied as directed by COR.

3. Minimum earth cover over the top of the pipe shall be 3.5 feet unless the line pipe is under a roadway or parking surface, and then the minimum cover is 5.0 feet, unless otherwise noted.

4. Where the line pipe crosses an existing pipe, a minimum clear distance of

2.0 feet outside-to-outside between line pipe and existing pipe shall be provided unless otherwise directed by COR.

5. Contractor to field verify alignment and depth of existing water supply pipeline prior to construction.

6. Contractor to field verify all features and existing utilities prior to construction.

7. Unknown elevations and sizes of existing utilities shall be determined by the contractor prior to work.

8. For contractor parking and temporary bypass pumping pipeline route partial site plans, see (60347).

9. For Vaults, see (60360) & (60361).

GEOLOGIC NOTES

For general Geologic information, see Specifications.

ABBREVIATIONS

CCP - Concrete Cylinder Pipe CL - Centerline CLSM - Controlled Low Strength Material COIC - Cascades Orchard Irrigation Company COR - Contracting Officer's Representative CUA - Contractor Use Area Dia. - Diameter HDPE - High Density Polyethylene I.D. - Inside Diameter LNFH - Leavenworth National Fish Hatchery O.D. - Outside Diameter ROW - Right-of-Way RSHS - Reclamation Safety and Health Standards Sta. - Station SWISP - Surface Water Intake Fish Screens and Fish Passage USFWS - US Fish and Wildlife Service

Buried Telecommunication Line Pipe

Construction ROW Culvert Electrical Powerline Fence Manhole Paved Road Centerline

SYMBOLS

O A D

R O

A D

USFWS LNFH Sand Settling Basin

Phase I SWISP Contract

(Completed)

Sta. 48+00.00 Phase II, begin open-cut excavation and new parallel pipe

COORDINATES

1. Horizontal grid coordinates are shown in Washington State Plane, North Zone, U.S. Survey Feet units, based on the NAD83 horizontal datum and use a 1.0000620 ground-to-grid correction factor.

2. Vertical elevations are based on the NAVD88 vertical datum and are in U.S. Survey Feet units.

Sta. 65+68.00 End open-cut excavation, Connection to existing water supply pipeline, see (60351)

End Phase II Control Valve and Vault, see Note 9

3.2 miles to Leavenworth, WA

ICICLE

CREE

FLO

Contractor Parking, see (60347)

New Flow Control Meter and Vault, see Note 9

SURVEY CONTROL POINTS

Name Description

P.N. 7103L Iron Pin In Monument Case

P.N. 7002L EA Control Rebar And Cap

P.N. 7103L N: 200784.63

E: 1676524.57 El: 1177.71'

P.N. 7002L N: 199819.61 E: 1675055.87 El: 1227.14'

NO 1

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FLOW

AutoCAD SHX Text Pipe

AutoCAD SHX Text T

AutoCAD SHX Text

N=203,583.00 E=1,680,218.69

N=203,459.42 E=1,680,167.66

N=203,193.54 E=1,679,929.24N=203,180.80

E=1,679,444.81

N=203,225.12 E=1,679,366.12

Sta. 65+68.00 End New HDPE Pipeline N=202,852.94 E=1,679,518.72

N=203,241.06 E=1,679,417.84

N=203,165.42 E=1,679,396.32

N=203,121.18 E=1,679,806.84

N=203,185.77 E=1,679,607.73

Begin temporary bypass pumping pipeline N=203,552.07 E=1,680,317.84

Sta.=66+09.81 End Phase II N=202,859.85 E=1,679,477.48

Road Name

Sta. 48+00.00 Begin New HDPE Pipeline N=201,891.13 E=1,678,359.53

N=201,793.98 E=1,678,653.15

N=201,694.53 E=1,678,640.02

N=201,793.06 E=1,678,366.86

N=201,712.41 E=1,678,406.34

Contractor Staging Area 3

Contractor Staging Area 2

E LEAVENWORTH Rd

N=204,901.41 E=1,679,689.25

N=205,142.45 E=1,679,726.01

N=205,142.45 E=1,680,073.98

N=204,872.44 E=1,680,110.62

N=204,456.15 E=1,679,664.33

N=204,397.26 E=1,679,991.84

N=204,104.01 E=1,679,867.51N=204,138.34

E=1,679,753.97

N=204,239.49 E=1,679,792.93

N=204,312.35 E=1,679,702.52

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

K. PELZER

J. LORBERAU

K. PELZER, P.E.

A. MARNER

CIVIL ENGINEER

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PARTIAL SITE MAPS

DENVER, CO

222-D-60347

2020-12-16

PARTIAL SITE MAP - TEMPORARY BYPASS PUMPING PIPELINE

0 160'80'

LNFH PHASE II

WATER SUPPLY PIPELINE

NOTES

1. Temporary bypass pumping system shall be in accordance with

Specifications and locations shown, unless otherwise approved by COR.

2. Existing parking lot to be shared with the general public and remain open at all times. All necessary safety devices, signage, traffic controls, or other features to protect the general public shall be installed and maintained in and around the Contractor Parking Area to the satisfaction of the COR.

3. For LNFH Phase II Water Supply Pipeline plan and profile, see (60354).

4. Unimpeded vehicle access across the spillway bridge shall be maintained in accordance with Specifications.

5. A 5.0 foot wide temporary pipe corridor shall be used, centered on the

Temporary Bypass Pumping Pipeline alignment shown. The temporary system across the spillway bridge shall be as close to the northern bridge rail as practical.

6. Place pump screens in location shown, but no closer than 1.0 foot from downstream edge of concrete apron.

7. For Control Valve Vault and Flow Control Vault, see (60360) & (60361)

USFWS Sand Settling Basin

Control Valve and Vault, see Note 7

TEMPORARY BYPASS

PUMPING PIPELINE

ALIGNMENTUSFWS Hatchery Screen

End temporary bypass pumping pipeline

N=203,256.78 E=1,679,609.09

Contractor Staging Area 1

Contractor parking area, see Note 2

R O

A D

PARTIAL SITE MAP - CONTRACTOR PARKING AREA

0 160'80'

LNFH PHASE II

WATER SUPPLY PIPELINE

Existing spillway bridge, see Note 5

PUMP SCREEN COORDINATES TABLE

Point Number

Northing Easting

27 203,589.31 1,680,289.28

28 203,583.69 1,680,331.17

29 203,574.09 1,680,305.67

30 203,579.71 1,680,286.47

PUMP UNIT COORDINATES TABLE

Point Number

Northing Easting

31 203,578.94 1,680,331.17

32 203,565.61 1,680,358.04

33 203,538.73 1,680,344.71

34 203,552.07 1,680,317.84

Pump screen location, see

PUMP SCREEN COORDINATES

TABLE

Pump unit location, see PUMP UNIT

COORDINATES TABLE

Spillway pool and concrete apron (not shown)

New Flow Control Meter and Vault, see Note 7

PARTIAL SITE MAP - CONTRACTOR STAGING AREA

0 300'150'

NO 1

-1

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LEGEND

Contractor staging area

Contractor parking area

Temporary pumping system

PARTIAL PLAN VIEW - EXISTING CCP TO NEW HDPE PIPE CONNECTION

NOT TO SCALE

A New HDPE pipe, (size varies), see Note 4

Flange bolt

Existing CCP HDPE flange

Water Supply Pipeline, typ.

Restraint ring

FLOW

Existing CCP

New 42" HDPE pipe

Seal gasket (not shown)

Restraint ring

Actuating screw

Flange bolt

SECTION - EXISTING CCP TO NEW HDPE CONNECTION

A NOT TO SCALE

Water Supply Pipeline, typ.

PARTIAL PLAN VIEW - HDPE FLANGE TO STEEL FLANGE CONNECTION

NOT TO SCALE

New 36" Steel pipe, see Note 3

New 42" to 36" HDPE pipe reducer

Flange bolt

HDPE stub flange

FLOW

36" AWWA Class D flange

Backing flange

HDPE pipe fused to HDPE stub flange

New 42" Dia. HDPE pipeline

New HDPE to Steel transition flange connection

New 36" Steel Wye, see (60365)

36" AWWA Class D flange

Seal gasket (not shown)

Flange bolt

SECTION - NEW HDPE FLANGE TO STEEL FLANGE CONNECTION

B NOT TO SCALE

36" New Steel pipe

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

J. LORBERAU

P. APPIAH

K. PELZER

J. LORBERAU P.E.

WYLIE DUKE

MANAGER, WATER CONVEYANCE GROUP

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PIPE CONNECTIONS

PARTIAL PLANS AND

SECTIONS

DENVER, CO

222-D-60351

2020-12-11

NOTES

1. Contractor shall field verify all dimensions prior to fabrication and installation of components.

2. Pipe connections shall be designed by Contractor and submitted for approval in accordance with the Specifications.

3. Connection near Station 48+00.00 is existing CCP to new 42DR41 HDPE pipe. Connection near Station 65+48.00 is new 42DR41 HDPE pipe reducer to new Steel pipe, see (60347) & (60348).

4. Pipe walls not shown for clarity.

NO 1

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AutoCAD SHX Text Water Supply

Water Supply

LNFH PHASE II NEW

WATER SUPPLY PIPELINE

75'

75' 19', typ.

BEGIN

OPEN-CUT

EXCAVATION

Connection to Existing CCP see (60351) Sta.=48+00 N=201,891.13 E=1,678,359.53 Δ=60° PI New bifurcation Sta.=65+56.95 N=202,845.33 E=1,679,525.44

End open-cut excavation, Connection to existing Water Supply Pipeline Sta.=65+67.99 N=202,852.94 E=1,679,518.72

Miter Bend Sta.=54+92.50 Δ=12°42'04" N=201,937.30 E=1,679,027.14

Bend Sta.=55+75.42 Δ=9°04'11" N=201,989.44 E=1,679,091.61

Bend Sta.=56+69.74 Δ=9°46'47" N=202,059.58 E=1,679,154.68

Miter Bend Sta.=53+04.55 Δ=12°21'51" N=201,868.88 E=1,678,852.74

Bend Sta.=53+63.19 Δ=3°56'23" N=201,884.81 E=1,678,909.16

Bend Sta.=52+30.71 Δ=5°14'08" N=201,864.50 E=1,678,779.02

Miter Bend Sta.=48+21.97 Δ=59°44'34" N=201,872.02 E=1,678,370.36

Miter Bend Sta.=65+66.51 Δ=45°00'00" N=202,852.70 E=1,679,520.18

Bend Sta.=63+12.10 Δ=8°42'14" N=202,616.36 E=1,679,474.43

Bend Sta.=64+37.06 Δ=1°04'02" N=202,735.20 E=1,679,513.04

Bend Sta.=63+73.38 Δ=0°38'02" N=202,674.53 E=1,679,493.69

Bend Sta.=54+08.20 Δ=6°33'30" N=201,900.00 E=1,678,951.55

Bend Sta.=59+20.80 Δ=2°59'19" N=202,276.55 E=1,679,280.69

Bend Sta.=60+23.18 Δ=1°27'33" N=202,365.32 E=1,679,331.70

Bend Sta.=57+57.79 Δ=1°44'48" N=202,134.11 E=1,679,201.58

Bend Sta.=58+56.77 Δ=3°32'36" N=202,219.44 E=1,679,251.72

Bend Sta.=62+32.66 Δ=2°22'59" N=202,545.60 E=1,679,438.33

Bend Sta.=61+52.41 Δ=1°55'52" N=202,475.69 E=1,679,398.92

Miter Bend Sta.=65+28.29 Δ=54°15'08" N=202,821.58 E=1,679,542.38

66+09.80

60+

65+00

115011

Existing Water Supply Pipeline

CONSTRUCTION ROW,

typ.

USFWS

Property Line

City of Leavenworth Property Line, typ.

USFWS

Property Line

New Flow Control Meter and Vault, see Note 7

USFWS LNFH Sand Settling Basin

Control Valve and Vault, see Note 7

Existing Flow Control Meter and Vault.

abandon in-place

CUA #5,

see Note 6

Existing pipe, abandon in-place

O N

STATION

46+00 50+00 55+00 60+00 65+00 68+00

S=0.00000

S=-0.00538

S=-0.00113 S=-0.00242

En d

Ph as e

0°

'3 0"

B eg in C on tr ol V al ve

V au lt, se e (6

-0 °1

0°

'4 3"

C on ne ct io n to E xi st in g

C C P

B eg in H

P ip e se e (6

0°

'2 5"

El. 1143.10

El. 1143.10El. 1143.80El. 1147.20

El. 1144.30

En d

H D

P ip e, C on ne ct io n to n ew s te el se e (6

C em et ar y R oa d

Fl ow m et er

El. 1143.12

H G

L El

H G

L El

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

K. PELZER

P. APPIAH

J. LORBERAU

K. PELZER P.E.

WYLIE DUKE

MANAGER, WATER CONVEYANCE GROUP

PARTIAL PLAN (STA. 48+00.00 TO STA. 66+09.81)

PIPELINE

42" HDPE DR41

0 100' 200'

PROFILE

Note: Vertical scale exaggerated 10x for clarity

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PLAN AND PROFILE

STA. 48+00.00

STA. 66+09.81

DENVER, CO

222-D-60354

2020-12-11

Existing Ground Surface

NOTES

1. All elevations are to centerline of pipeline.

2. For pipe trench details, see (60355) & (60356).

3. For thrust blocks, see (60357) and Specifications.

4. For connection details to existing water supply pipeline, see (60351).

5. Open-cut trench excavation and pipe replacement from Sta. 48+00.00 to Sta. 65+68.00 parallel to existing pipe alignment.

6. Public access to the existing asphalt surfaced parking lot from Cyo Road shall be maintained around Contractor Use Area #5 at all times. All necessary safety devices, signage, traffic controls, or other features to protect the general public shall be installed and maintained to the satisfaction of the

COR.

7. For Vaults, see (60360) & (60361).

Existing CCP

Connection to existing pipe and downstream features, see

(60351)

Compacted Backfill for Parking Lot

Compacted Backfill for Road Crossing

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CEMETARY ROAD

ICICLE ROAD

AutoCAD SHX Text

LNFH PHASE II NEW

AutoCAD SHX Text Existing Water Supply Pipeline

PIPELINE

O.D

Backfill to limits shown on drawings, or as directed by COR

See Note 1

Optional bench, where allowed by Specifications.

Compacted backfill or undisturbed earth

Select material compacted per Specifications

Optional bench, where allowed by safety requirements in Specfications

Existing ground surface

See Note 1

Pipeline, symmetrical about centerline

Maximum height between benches varies as allowed by safety requirements in the Specifications

Maximum height between benches varies as allowed by safety requirements in

Specifications

4" M in ty p.Additional excavation as required in unsuitable material as directed by COR.

Replace with compacted backfill as directed by COR

Restricted size backfill, see Specifications

TYPICAL SECTION - PIPELINE TRENCH

C NOT TO SCALE

New Parallel Pipeline

Pipe springline

TYPICAL SECTION - PARALLEL PIPELINE INSTALLATION TRENCH

E NOT TO SCALE

See Note 4

4" M in ty p.

O.D.

Existing Pipeline, see Note 3

Select Material, compacted per specifications

O .D

Minimum side clearance is the horizontal distance between the trench wall and the pipe measured at the springline, see SIDE CLEARANCE

TABLE

Compacted backfill where shown on drawings or as directed by COR

5.0 ' M in.

Trench Wall, see Note 1

Pipe springline

Embedment

Bedding

O .D

TYPICAL SECTION - PIPELINE INSTALLATION TRENCH

D NOT TO SCALE

Minimum side clearance is the horizontal distance between the trench wall and the pipe measured at the springline, see SIDE CLEARANCE TABLE

4" M in ty p.

Compacted backfill where shown on drawings or as directed by COR

Pipeline, symmetric about centerline

Select Material placed & compacted per Specifications

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

K. PELZER

P. APPIAH

J. LORBERAU

K. PELZER, P.E.

W. DUKE

MANAGER, WATER CONVEYANCE GROUP

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SELECT MATERIAL PIPE

TRENCHES

TYPICAL SECTIONS

DENVER, CO

222-D-60355

2020-12-11

NOTES

1. Slope or shore as required for safety in accordance with Specifications.

2. Warning tape and tracer wire not shown for HDPE pipe types, but are required. See Specifications for details.

3. Existing pipeline shall have continuous flow, except during Low-Flow

Work Period. See Specifications.

4. Minimum distance between pipes as shown on (60354).

5. Parallel pipes may not be on the same springline elevation even though it is drawn as such.

6. Side clearance measurement is at pipe springline.

SIDE CLEARANCE TABLE

Minimum Side Clearance

ONE O.D.

AutoCAD SHX Text Pipeline, symmetrical about centerline

AutoCAD SHX Text New Parallel Pipeline

AutoCAD SHX Text Existing Pipeline, Pipeline, symmetric about centerline

O.D

Backfill to limits shown on drawings, or as directed by COR

See Note 1

Compacted backfill or undisturbed earth

CLSM

Existing ground surface

See Note 1

Pipeline

Maximum height between benches varies as allowed by safety requirements in Specifications

Additional excavation as required in unsuitable material and as directed by the COR. Replace with compacted backfill as directed by the COR

Restricted size backfill, see

Specifications

TYPICAL SECTION - PIPELINE TRENCH

F NOT TO SCALE

3" M in ty p.

Maximum height between benches varies as allowed by safety requirements in the Specifications

Optional bench, where allowed by Specifications

Optional bench, where allowed by safety requirements in Specifications

New Parallel Pipeline

Pipe springline, see Note 5

TYPICAL SECTION - PARALLEL PIPE INSTALLATION TRENCH CLSM OPTION

H NOT TO SCALE

See Note 4

O.D.

Existing Pipeline

5.0' min.

CLSM

O .D

3" Min., typ.

3" M in ty p.

Minimum side clearance is the horizontal distance between the trench wall and the pipe measured at the springline, see

SIDE CLEARANCE TABLE

Compacted backfill where shown on profile or where directed by

COR

See Note 3

Trench Wall, see Note 1

CLSM

Pipeline

1'-0" Min.0.25*O.D.

EMBEDMENT

BEDDING

O .D

3" M in.

ty p.

TYPICAL SECTION - PIPE INSTALLATION CLSM TRENCH

G NOT TO SCALE

Minimum side clearance is the horizontal distance between the trench wall and the pipe measured at the spring line, see SIDE CLEARANCE TABLE

3" M in ty p.

CLSM BEDDING ONLY

OPTION

CLSM BEDDING &

EMBEDMENT OPTION

Select Material or Native Material, compacted per Specifications

Compacted backfill where shown on profile or where directed by

COR

Pipe springline

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

K. PELZER

P. APPIAH

J. LORBERAU

K. PELZER P.E.

WYLIE DUKE

MANAGER, WATER CONVEYANCE GROUP

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

Managing

LAR M TA IOCE N

W intheWa estter C A D

A ut oC A D

0s C A D

A M

2- D

-6

-R

D -1

.D W

S T

S A V

D A

-1 2-

S T

S A V

B Y

M H

C O

B A S

P R O

C T

G R A V

Y D

A V

W O

H H

N G

W A

R S

A B

O N

CLSM PIPE TRENCHES

TYPICAL SECTIONS

DENVER, CO

222-D-60356

2020-12-11

NOTES

1. Slope or shore as required for safety, in accordance with specifications.

2. Warning tape and tracer wire not shown for HDPE pipe, but are required.

See specifications for details.

3. Existing pipeline shall have continuous flow, except during Low-Flow

Work Period. See Specifications.

4. Minimum distance between pipes as shown on (60354).

5. Parallel pipes may not be on the same springline even though it is drawn as such.

6. For Pipe Supports, see (40-D-6552).

7. Side clearance measurement is at pipe springline.

SIDE CLEARANCE TABLE

Minimum Side Clearance (Inches)

12"

NO 1

-1

D R

S S U

N D

O N

A C T.

AutoCAD SHX Text Pipeline

AutoCAD SHX Text New Parallel Pipeline

AutoCAD SHX Text Existing Pipeline

Pipeline

Pipeline, typ.

Concrete Thrust Block

PARTIAL PLAN VIEW - CONCRETE THRUST BLOCK

NOT TO SCALE

Face of concrete thrust block shall be perpendicular to pipe at all ends, typ.

Centerline of concrete thrust block, see

CONCRETE THRUST

BLOCK TABLE for stations

Bend angle as shown on

CONCRETE

THRUST BLOCK

TABLE

#4 @ 1'-0" o.c., e.f., e.w.

Se e

N ot e 2, ty p.

TYPICAL SECTION - CONCRETE THRUST BLOCK, BEND

J NOT TO SCALE

Ground Surface

Compacted backfill

9" Min., typ.

9" M in

Pipe bedding, see (60355)

Concrete Thrust Block

See Note 1

O.D.

Reinforcement not shown, see Partial Plan

PARTIAL PLAN VIEW - CONCRETE THRUST BLOCK WYE

NOT TO SCALE

Concrete Thrust Block

Wye bend angle as shown on CONCRETE

THRUST BLOCK

TABLE

Pipeline, typ.

Centerline of thrust block, see CONCRETE

THRUST BLOCK TABLE

for station

#4 @ 1'-0" o.c., e.f., e.w.

Ground Surface

9" M in

9" Min.

Pipe bedding, see

(60355)

TYPICAL SECTION - CONCRETE THRUST BLOCK, WYE

K NOT TO SCALE

Concrete Thrust Block

Pipeline

See Note 1

O.D..

Compacted backfill

Reinforcement not shown, see Partial Plan

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

PEER REVIEWER -

J. LORBERAU

P. APPIAH

K. PELZER

J. LORBERAU

WYLIE DUKE

MANAGER, WATER CONVEYANCE GROUP

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

Managing

LAR M TA IOCE N

W intheWa estter C A D

A ut oC A D

0s C A D

A M

2- D

-6

-R

D -1

.D W

S T

S A V

D A

-1 2-

S T

S A V

B Y

M H

C O

B A S

P R O

C T

G R A V

Y D

A V

W O

H H

N G

W A

R S

A B

O N

CONCRETE THRUST

BLOCK

PARTIAL PLAN AND

TYPICAL SECTIONS

DENVER, CO

222-D-60357

2020-12-11

NOTES

1. Concrete thrust blocks may be flush with the bottom of pipe or invert of trench, and shall fully encapsulate the pipe on all sides and top by 9 inches minimum.

2. Thrust blocks only required in select material pipe trench installations.

Thrust blocks are not required in CLSM pipe trench installations.

3. See CONCRETE THRUST BLOCK TABLE for dimensions.

CONCRETE THRUST BLOCK TABLE

STATION Δ (Deg.) Dia. (FT) L1 (FT) W (FT) H (FT)

48+00.00 60 3'-6" 4'-6" 5'-0" 4'-6"

48+21.97 60 3'-6" 4'-6" 5'-0" 5'-6"

53+04.55 12d21'51" 3'-6" 2'-6" 5'-0" 4'-6"

54+92.50 13d42'4" 3'-6" 2'-6" 5'-0" 4'-6"

65+28.30 60 3'-6" 4'-6" 5'-0" 5'-6"

65+56.95 (WYE) 60 3'-6" 8'-0" 5'-0" 4'-6"

NO 1

-1

D R

S S U

N D

O N

A C T.

AutoCAD SHX Text Pipeline, typ.

Pipeline

B U

U O

F R

N U

O F

DESIGNED

CHECKED

DRAWN

TECH. APPR.

APPROVED

C O

B A S

P R O

C T

G R A V

Y D

A V

W O

S H

H A

N G

W A

R S

A B

O N

CLARK E LARSEN

JON MULLIGAN

CLARK LARSEN,

JASON WAGNER,

DENVER, CO 12/11/2020

VAULTS

STRUCTURAL DESIGN

DATA - GENERAL

222-D-60359

DESIGN CRITERIA LOAD DESIGNATIONS AND EXPLANATIONS

BASIC LOAD COMBINATIONS

LOAD COMBINATIONS USING STRENGTH DESIGN OR

LOAD RESISTANCE FACTOR DESIGN (LRFD)

U = 1.4(D + F) U = 1.2(D + F) + 1.6(L) + 1.6(H) + 0.5(Lr or S or R) U = 1.2(D + F) + 1.6(Lr or S or R) + 1.6(H) + (L or 0.5W) U = 1.2(D + F) + 1.6(H) + 1.0W + L + + 0.5(Lr or S or R) U = 1.2D + 1.6(H) + 1.0E + L + 0.2S U = 0.9D + 1.6(H) + 1.0W U = 0.9D + 1.6(H) + 1.0E

NOTES:

1. For symbols and notation refer to ASCE 7-16, Section 2.2.

2. Refer to ACI 318-19 Section 5.3, IBC 2018, Section 1605, and ASCE

7-16, Section 2.3 for load combinations.

3. Omit roof live loads (Lr), snow loads (S), or wind loads (W) where or when they do not occur.

4. Include fluid weight or pressure loads (F) or lateral earth pressure loads

(H) when they occur.

5. Earthquake load (E) for the substructure consists of the pseudo static lateral force produced by applying the peak horizontal ground acceleration to the mass of the structure.

6. The value of H to be used in combination with E for the substructure consists of the earthquake loads from backfill and water that are applied to the substructure. Refer to Bureau of Reclamation publication, "Design Criteria for Concrete Retaining Walls - 1977".

7. Earthquake load (E) shown in these equations developed using IBC 2018, Section 1613.

REINFORCED CONCRETE DESIGN

DESIGN STANDARDS

• American Concrete Institute (ACI) 318-19, "Building Code Requirements or

Structural Concrete".

• Bureau of Reclamation Design Standards No. 9, "Buildings and Other

Structures".

• Bureau of Reclamation "Design Criteria for Concrete Retaining Walls", 1977.

DESIGN METHOD

Strength Design

MATERIALS

CONCRETE - 28 day compressive strength (f'c) = 4,500 lb/in2

REINFORCEMENT - Minimum yield strength (fy) = 60,000 lb/in2

MINIMUM SHRINKAGE AND TEMPERATURE REINFORCEMENT

Building foundation and other structures----------------------------------- 0.003

Shrinkage and temperature reinforcement shall be spaced not farther apart than five times the slab thickness, nor farther apart than 18 in.

STRUCTURAL STEEL DESIGN

DESIGN STANDARDS

• American Institute of Steel Construction (AISC) 325-18, "Steel

Construction Manual, Fifteenth Edition".

DESIGN METHOD

Load Resistance Factor Design (LRFD)

MATERIALS

STRUCTURAL STEEL

ASTM A36 - Minimum yield strength (fy) = 36,000 lb/in² ASTM A992 - Minimum yield strength (fy) = 50,000 lb/in²

(D) DEAD LOADS

GEOTECHNICAL DESIGN

Concrete ------------------------------------------------------------------ 150 lb/ft3

Vertical earth loads Dry -------------------------------------------------------------------- 135 lb/ft3

Saturated -------------------------------------------------------------- 145 lb/ft3

Vertical water loads ------------------------------------------------------ 62.4 lb/ft3

Structural Steel ----------------------------------------------------------- 490 lb/ft3

(L) FLOOR LIVE LOADS

Walkways ---------------------------------------------------------------- 300 lb/ft2

Building Load (around perimter of vault) ------------------------------- 150 lb/ft

(Lr) ROOF LIVE LOADS Apply in accordance with IBC 2012, Section 1607 and ASCE 7-16, Chapter 4.

There is no roof loading for vault. USFW will place building on top of vault after vault is constructed. A snow load was assumed for the building roof using the ground snow load for the area.

(S) SNOW LOADS

Apply in accordance with IBC 2018, Section 1608 and ASCE 7-16, Chapter 7.

Snow Importance Factor (Is) = 1.00 Exposure Factor (Ce) = 0.9 Thermal Factor (Ct) = 1.2 Ground Snow Load (pg) = 20 psf Flat Roof Snow Load (pf) = 0 psf

(W) WIND LOADS

(E) SEISMIC LOADS

The seismic lateral earth pressures for below grade structures are based on ASCE 7-18, Chapter 11. Having a 2% chance of exceedance in 50 years (return period of 2,475 years). Seismic loads from backfill and water are applied in accordance with the Bureau of Reclamation publication, "Design Criteria for Concrete Retaining Walls - 1977"

Design Parameters (ASCE 7-16, Chapter 11) Mapped peak ground acceleration:

PGA = 0.240g Peak ground acceleration adjusted for Site Class effect:

PGAM = 0.326g Design peak ground acceleration:

PGA = 0.240g

The seismic analysis and design of structures above grade are based on IBC 2018, Section 1613 and ASCE 7-16, Chapter 11, and the Design Response Spectrum shown below. Having a 1% chance of collapse in 50 years (return period of 4,975 years).

Design Parameters (IBC 2018, Section 1613 and ASCE 7-16, Chapter 11) Risk category: I Seismic importance factor (Ie): 1.00 Site class: D Mapped spectral response coefficients:

Ss = 0.548, S1 = 0.217g Spectral response coefficient adjust for Site Class effects:

SMS = 0.747g, SM1 = 0.326g Design spectral response coefficients:

SDS = 0.498g , SD1 = 0.217g Seismic design category: D

(T) TEMPERATURE VARIATIONS

Allowable Bearing Capacity: 4,000 lb/ft2

Modulus of subgrade reaction: 173 lb/in3

At rest earth pressure coefficient (Ko): 0.500 Active earth pressure coefficient (Ka): 0.301 Passive earth pressure coefficient (Kp): 3

All geotech data is estimated.

DESIGN RESPONSE SPECTRUM

(H) LATERAL EARTH PRESSURES

Active Pressures

Dry -------------------------------------------------------------------- 40.6 lb/ft2/ft Saturated ------------------------------------------------------------- 43.6 lb/ft2/ft

At Rest Pressures Dry -------------------------------------------------------------------- 67.5 lb/ft2/ft Saturated ------------------------------------------------------------- 72.5 lb/ft2/ft

Note:

A surcharge equal to an additional 2 feet of dry earth is added where localized equipment loads can cause an increase in lateral earth pressures.

GENERAL DESIGN STANDARDS

DESIGN STANDARDS

• International Building Code (IBC) 2018.

• American Society of Civil Engineers (ASCE) 7-16, "Minimum Design Loads for Buildings and Other Structures".

(F) FLUID LOADS

Includes all situations where horizontal water loads may exist and corresponding uplift pressures where applicable.

Water Pressure ------------------------------------------------------- 62.4 lb/ft2/ft

Maximum water surface: El. 1151 ft (Field verify)

Apply in accordance with IBC 2018, Section 1609 and ASCE 7-16, Chapter 26.

Risk category: II Wind importance factor (Iw): 1.00 Basic wind speed (3-second gust): 115 mph Wind Exposure Category: C Internal Pressure Coefficient: GCpi = 0.00

HYDRAULIC EQUIPMENT

Gate Valve Equipment -------------------------------------------------- 5,000 lbs/ea.

Steel Pipe Pressure Head ----------------------------------------------- 58 ft

All members above grade: ------------------------------------------------- ±50° F All members below grade: ------------------------------------------------- ±20° F

Latitude: 47.555891°N, Longitude: 120.675020°W

Risk-Targeted Maximum Considered Earthquake (5% Damped)

STABILITY ANALYSIS CRITERIA

• Stability analysis include construction and completed conditions

• Vertical loads consist of structure dead loads, stationary equipment loads, hydrostatic and backfill loads, and uplift pressure.

• Horizontal loads consist of hydrostatic loads, lateral backfill pressures, surcharge loads, hydraulic thrusts, wind, and earthquake forces.

• Water does not penetrate construction joints in concrete

MINIMUM FACTOR

OF SAFETY EXTREMEUSUAL UNUSUAL

Overturning

Shear - Friction

Flotation

1.5

1.33

1.25

1.1

Note:

Usual

Includes live loads and lateral earth pressures Unusual

Includes usual loading as well as surcharge and construction loading Extreme

Includes usual loading and seismic loading for overturning and shear -friction Includes maximum water surface elevation for flotation

Peer Reviewer - Civil Structures Group

P.E.

N O

-1 1-

C la rk L ar se n, P

R ev is ed t itl eb lo ck s, r ef er en ce s, c al lo ut s, an d pl an v ie w t o in cl ud e m ul tip le v au lts

CLARK LARSEN, P.E.

JASON WAGNER, P.E.

60361

B 60361

El. A

FLOW

m in m in

10" min.

8' - 0" min.

10" min.

CL. pipe and hatch

4' m in m in

5'-6" X 5'-6" Equipment Access Hatch, centered over gate valve equipment

2'-6" X 3'-6" Ladder Access Hatch

1' m in

A 60361

B 60361

El. B

2' x 2' Sump

FLOW

10" min.

8' - 0" min.

10" min.

m in m in m in

Ladder (40-D-6601), see Note 6

Existing sand settling basin, do not disturb

Existing water supply pipeline

Bypass drain valve vault, do not disturb

Existing control valve vault, to be replaced

Existing water supply pipeline

LNFH Phase II new water supply line

New flowmeter vault

B U

U O

F R

N U

O F

DESIGNED

CHECKED

DRAWN

TECH. APPR.

APPROVED

C O

B A S

P R O

C T

G R A V

Y D

A V

W O

S H

H A

N G

W A

R S

A B

O N

CLARK LARSEN

JON MULLIGAN

CLARK LARSEN,

JASON WAGNER,

DENVER, CO 12/11/2020

VAULTS

PLANS AND GENERAL

NOTES

222-D-60360

Scale: 1/2" = 1'-0"

PLAN AT EL. A

NOTES

1. Pipe excavation not shown.

2. Not all miscellaneous metalwork, mechanical equipment, and/or electrical equipment are shown on this drawing. See reference drawings above for locations.

3. To seal pipe annulus, see specification sections.

4. Elevations are approximate. Field verify elevations

5. Verify vault locations with COR prior to placement.

6. Locate ladder in center of clear opening of ladder access hatch.

7. Contractor required to determine actual size and spacing of rebar needed for structure. But use a minimum of #5@1'-0" each way, each face for reinforcement.

8. Building on top of each vault not shown. See Specifications for details.

ABBREVIATIONS

CL. Centerline Dim. Dimension El. Elevation I.D. Inner Diameter Max. Maximum Min. Minimum O.D. Outer Diameter S Slope Sta. Station Typ. Typical 60XXX Referenced Project Drawing Number

CONCRETE OUTLINE AND REINFORCEMENT

GENERAL NOTES

Not all embedded items are shown on the outline drawings.

Before placing concrete on grade, ensure all buried items below the concrete are in place, and foundation treatment has been completed.

Chamfer all permanently exposed concrete edges 3/4" with a 45-deg bevel unless otherwise noted on the drawings.

For details on the method of building forms for successive lifts, see 40- D-5246.

For construction joint, contraction joint and expansion joint details, see 40- D-5247.

For general notes and minimum requirements for detailing reinforcement, see 40-D-60003 and 60004.

Dimensions to reinforcement are to the center of bars.

Dimensions and elevations not shown are the same for identical details shown elsewhere on the drawings.

0 1' 2' 4'

Scale: 1/2" = 1'-0"

PLAN AT EL. B

REFERENCE DRAWINGS

Key, Location, & Vicinity Map......................... 222-D-60346 Vault Concrete Outline Sections...................... 222-D-60361 Vault Sump Pit Cover.....................................222-D-60363 Pipe Alignment Plan and Profile....................... 222-D-60354 Typical Pipe and Trench Sections..................... 222-D-60355 and 60356 Mechanical Equipment in Vault........................ 222-D-60365 through 60367 Electrical Equipment in Vault........................... 222-D-60369 and 60370

Location

Elevation (ft)*

El. A

El. B

1155.83

1141.00

Scale: Not to Scale

Peer Reviewer - Civil Structures Group

P.E.

N O

-1 1-

C la rk L ar se n, P

R ev is ed t itl eb lo ck s, r ef er en ce s, c al lo ut s, an d pl an v ie w t o in cl ud e m ul tip le v au lts

Control Valve Vault Flowmeter Vault

1140.00

1154.75

SITE PLAN

CLARK LARSEN, P.E.

JASON WAGNER, P.E.

*See Note 4

1.5

Finished ground surface

1.5

2'x2'x2' Sump.

See Note 9.

Slope to drain

See Note 3 m in

1' - 0" Typ.

Compacted backfill

Pipe and valving not shown, see (60365)

10" min. 10" min.

El. B

El. A

Existing ground surface, Typ.

12' - 2" min.

m in m in

Compacted backfill

Access hatch openings

3' m in

4' - 0" min.

CL. pipe

Finished ground surface

2' m in

2' - 0"

6' - 6" min.

6" T yp

5' - 6" 3' - 0"

Compacted backfill

1.5

Existing ground surface, Typ.

Steel grating

2'x2'x2' Sump.

See Note 9.

Slope to drain m in

10" min .

10" min.

1' - 0" Typ.

FLOW

9' - 8" min.

Compacted backfill

6" T yp . El. A

El. B m in

Ladder (40-D-6601), see Note 7

Finished ground surface

2' - 0"

2' m in

3' - 6"

Access hatch opening

B U

U O

F R

N U

O F

DESIGNED

CHECKED

DRAWN

TECH. APPR.

APPROVED

C O

B A S

P R O

C T

G R A V

Y D

A V

W O

S H

H A

N G

W A

R S

A B

O N

CLARK LARSEN

JON MULLIGAN

CLARK LARSEN,

JASON WAGNER,

DENVER, CO 12/11/2020

VAULTS

SECTIONS

222-D-60361

0 1' 2' 4'

Scale: 1/2" = 1'-0"

NOTES

1. Pipe excavation not shown.

2. Not all miscellaneous metalwork, mechanical equipment, and/or electrical equipment are shown on this drawing.

3. To seal pipe annulus, see respective specification sections.

4. See (60360) for elevation table. Elevations are approximate.

Field verify elevations.

5. Add extra fill or change slope of backfill based on actual elevations, as directed by COR.

6. When compacting within 3 horizontal feet of structures, use special compaction as listed in specifications.

7. Locate ladder in center of clear opening of ladder access hatch.

8. Contractor required to determine actual size and spacing of rebar needed for structure. But use a minimum of #5@1'-0" each way, each face for reinforcement.

9. For vault sump pit, see (60363).

10. Building on top of each vault not shown. See Specifications for details.

60360 Scale: 1/2" = 1'-0"

A SECTION

60360 Scale: 1/2" = 1'-0"

B SECTION

Peer Reviewer - Civil Structures Group

P.E.

N O

-1 1-

C la rk L ar se n, P

R ev is ed t itl eb lo ck s, r ef er en ce s, c al lo ut s, an d pl an v ie w t o in cl ud e m ul tip le v au lts

CLARK LARSEN, P.E.

JASON WAGNER, P.E.

El. B b to b o f c h a n n e ls concrete opening

2' - 0"

S P A N

Grating, see Note 1 (Typ.)

L3x2x1/2

PL 1/4x3 (Typ.)

(Typ.)

c o n c re te o p e n in g

Vault, see (60360)

L3x2x1/2

Face of concrete

PL 1/4x3

3/16

Grating, see Note 1

PL 1/4x3

1/2"

See Note 2

1/2"

L3x2x1/2

S A F E T Y

A L W

A Y S

T H

B U

R E A U

O F R

E C

L A M

A T

U .S

E P A R

T M

E N

T O

F T

H E I

N T E R

DESIGNED

CHECKED

DRAWN

TECH. APPR.

APPROVED

C O

L U

M B

A S

R O

G R

A V

Y D

L E A

V E N

W O

R T H

S T A T

H H

A T C

H E R

Y E X

G W

A T E R

S U

P P L Y P

E L

SARA PUTNAM

STERLING WESTFALL

Sterling Westfall, Kevin O'Shea, DENVER, CO 2025-11-07

MISCELLANEOUS

METALWORK

TYPICAL VAULT SUMP PIT

COVER - PLAN,

SECTIONS, AND DETAIL

222-D-60363

Scale: 1" = 1'-0"

TYPICAL VAULT SUMP COVER - PLAN

Scale: 3" = 1'-0"

DETAIL

Scale: 3" = 1'-0" A

SECTION

MISCELLANEOUS METALWORK GENERAL NOTES

All material is steel unless noted otherwise.

Galvanize all ferrous metalwork after fabrication unless noted otherwise. Provide vent holes in pipe as required for galvanizing.

Details, welds, and other connections shown are typical for all similar conditions.

Dimensions shown are typical for similar details.

Contractor field verifies locations and dimensions of new or existing structures prior to the fabrication of miscellaneous metalwork. Grout underneath or behind the plates as required to ensure that landings and supports are level and installed at elevations shown on drawings.

Structural Steel ASTM Specifications shall be as noted:

Angles and Channels---------------------------------------- A36 All other shapes, plates, or bars----------------------------A36

Fastener ASTM Specifications shall be as noted:

Bolts-------------------------------------------Group A (A325-N)

All structural bolts to include heavy hex nut and hardened washer.

All bolted connection bolt holes are standard 1/16" oversize unless noted otherwise.

Arc-Welding Electrodes: Filler metal and required shielding gases or fluxes shall be per AWS D1.1 and AWS D1.6, with filler metal for steel having a minimum tensile strength of 70,000 psi.

NOTES

1. Provide serrated steel grating with bearing bars 1 1/2" x 3/16" @ 1-3/16" on centers. Cross bars @ 4" on centers. Banding bars same size as bearing bars. Provide grating in panel widths not to exeed 3'-0". Allow 1/2" max. gaps between panels and 1" max. gaps between panels and mechanical equipment.

Fasten each grating panel with 4 std. saddle clips and 1/4" dia.

threaded stud bolts with hex. nuts and std. washers.

2. CL. 3/8" ø x 4" Headed concrete anchor @ 1'-0" on centers.

0 3" 6" 9"

Scale: 3" = 1'-0"

Ensure grating panels are banded and bear fully on supports.

Design live load for grating and supports is 100 pounds per square foot unless noted otherwise.

ASTM - denotes American Society for Testing and Materials.

AWS - denotes American Welding Society.

PL/Pl. - denotes plate.

TYP. - denotes typical.

CL. - denotes centerline.

b. to b. - denoted back to back.

Scale: 3" = 1'-0" B

SECTION

0 1' 2'

Scale: 1" = 1'-0"

Peer Reviewer - Civil Structures Group

P.E.

Plant Structures Group

6' -0

PI Existing 36", 2-Cut miter bend, Δ = 45°, R = 6'-0"

PI Existing bifurcation

Location of existing 36" motor-operated gate valve with flanged jointsLocation of existing 30" motor-operated gate valve with flanged joints

Location of blind flange joint

PLAN

4'-71 2"

Unbolt and remove the existing 36" Dia. motor actuated gate valve and clean remaining flange face for the new flange

13'-813 16"

Existing valve vault, see NOTES

Field Verify*

FLOW

Existing Icicle Pipeline

Existing Leavenworth Fish Hatchery Sand Settling Basin

Existing valve house

Existing 24" Dia. steel pipe outlets inside the Leavenworth Fish Hatchery Sand Settling Basin

(EXISTING LAYOUT)

Existing 36" AWWA Class D flange

PLAN

Existing metal building

Existing steel piping

CL New flange to existing flange connection

13'-813 16"

(NEW ARRANGEMENT)

4'-7"

New 36" AWWA Class D flange

CL 36" Dia.

pipe coupling with restrained ends

New valve structure, see Dwg. (60360)

Field verify this distance, see Dwg. (60366)

FLOW

PI 36" steel wye, Δ = 60° * Field verify angle

New steel piping and control valve, see Detail 1, Dwg. (60366)

PI 36", 2-Cut miter bend, Δ = 45°, R = 7'-6"

36" steel pipe see Dwg. (60351)

36" x 30" steel reducer

Existing 30" butterfly valve

Existing 30" steel pipe

30" AWWA

Class D flange

30" steel pipe

1'-11"*

3'-6" *

1' -6

* Field verify

FLOW

2' 4' 6'0

Scale: 3/8" = 1'-0"

2' 4' 6'0

Scale: 3/8" = 1'-0"

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

C A D

A ut oC A D

S T

C A D

A M

2- D

-6

-R

D -1

.D W

S T

S A V

D A

-1 2-

S T

S A V

B Y

A R P

C O

B A S

P R O

C T

G R A V

Y D

A V

W O

H H

N G

W A

R S

A B

O N

STEEL PIPING AND

VALVES

PLANS

DENVER, CO

222-D-60365

2025-12-4

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

T. Sharp

T. Djigal

J. Hammond P.E.

C. Young P.E.

ALIGNMENT - PLAN AND PROFILE_____________222-D-60354

REFERENCE DRAWINGS

GENERAL NOTES

1. Provide nuts, bolts, and gaskets suitable for cold water service.

2. All flanges shall be AWWA Class D flanges.

3. Threaded fittings shall be 150 lb. MI.

4. Additional fittings, flanges, or welded joints added by the contractor to facillitate installation of the steel piping are subject to Government approval.

5. Rotate piping inside of grooved-end type couplings as needed for alignment.

6. Welding symbols apply to the joints of all members of similar identification.

7. All metal piping shall have a minimum wall thickness = 14" unless otherwise shown.

8. Hydrostatic test pressure for the new steel piping shall be 50 psig.

9. Contractor to field verify the location of the existing valve vault, pipes, and equipment as needed for the installation of the new steel pipe, valve, and associated equipment.

10. Field verify the centerline of the existing pipe.

FLANGE SUPPORT_____________________________40-D-7018

STANDARD REFERENCE DRAWINGS

STRUCTURAL - CONCRETE VAULT_____________222-D-60360

MECHANICAL - PIPE CONNECTIONS ___________222-D-60351

CL Restrained coupling, see detail , Dwg. (60367)

1'-11" 2'-8"

4'-7"

1" Gap

13'-8 13 16 "

(FIELD VERIFY)

CL Existing 36" X 24" steel pipe outlet

Existing 36" OD X 14" wall steel pipe, see NOTES

B (60367)

Edge of existing metal building, field verify location

Maximize distance between edges of existing building and new structure as much as possible to install new piping and valve

CL Connection to 3" air vent, see detail on Dwg. (60367)

36" Motor operated V-port knifegate valve with square bottom gate

36" OD X 14"

wall steel pipe

CL New flange to existing flange connection

11"

36" AWWA

Class D flange

Existing 36" AWWA Class D flange

DETAIL 1

(60365)

Install wall-boot seal, see specification 33 05 30

Install wall-boot seal, see specifications

CL Connection to 2" air valve assembly see detail on Dwg.(60367)

New valve vault, see Dwg. (60360)

FLOW

CL Flanged joint to 36" knifegate valve

1'-3" 1'-2"

1' 2'0

Scale: 1" = 1'-0"

V-Port

SECTION A-A

Body of square bottom knifegate valve

70°0'0"

Symmetrical about CL

Bottom of V-Port

Valve CL

Valve I.D.

Invert of 36" knifegate valve

(SEE NOTES)

1/2' 1' 1 1/2'0

Scale: 1 1/2" = 1'-0"

Valve actuator see dwg 60367

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

C A D

A ut oC A D

S T

C A D

A M

2- D

-6

-R

D -1

.D W

S T

S A V

D A

-1 2-

S T

S A V

B Y

A R P

C O

B A S

P R O

C T

G R A V

Y D

A V

W O

H H

N G

W A

R S

A B

O N

STEEL PIPING AND

VALVES

SECTION AND DETAIL

DENVER, CO

222-D-60366

2025-12-4

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

T. Sharp

T. Djigal

J. Hammond P.E.

C. Young P.E.

NOTES

1. For General Notes see Dwg. (60365).

2. Field verify the outside diameter of existing pipe.

SECTION A-A

(60366)

36" OD X 14"

wall steel pipe

CL 2" Air valve assembly, see detail

36" V-port knifegate valve with square bottom leaf and motor operator

CL Restrained coupling, see detail this sheet

4'-7"

1'-11"

CL Flanged joint to 36" knifegate valve

3' -6

CL Flanged joint

Field verify the elevation of the CL of the existing pipe

11"

Existing 36" AWWA Class D flange

36" OD X 14"

wall steel pipe

Existing steel pipingNew steel piping

New valve structure, see Detail Dwg. (60360)

Flange support, H = 3-4 12", see Dwg. 40-D-7018

Existing 36" OD X 14" wall steel pipe

Wall-boot seal, see specification 33 05 30

CL 3" Air vent, see detail this sheet

1" gap

FLOW

2'-8"

Wall-boot seal, see specification 33 05 30

1' 2'0

Scale: 1" = 1'-0"

2", 3000 Lb.

steel coupling

2" Extra strong nipple, 4" long

2" Combination air valve

2" - 90° Street elbow

2" Extra strong steel pipe

2" - 90° Threaded elbow

2" - Sch. 40 PVC pipe

Provide pipe to within 6" of floor

2" Ball valve

2-INCH AIR VALVE ASSEMBLY

2" Extra strong steel pipe

1'-2"

4" Nipple, 2" long

Pressure gauge

2" Tee 3 4" Elbow

4" Extra strong steel pipe2" Extra strong nipple, 4" long

Inside of 36" X 14" steel pipe

1' -0

1' 2'0

Scale: 1" = 1'-0"

2' -2

-0

1'-3"

3" Extra strong steel pipe

3" - 90° Threaded elbow

3" - 90° Threaded elbow, see NOTES

4" X 3" Threaded reducer

CL 3" Grooved-end coupling, ridgid ends

9" CL 36" Dia.Flanged joint, new flange to existing flange

3", 3000 Lb.

steel coupling

3-INCH AIR VENT

3" Extra strong nipple

CL 36" Steel pipe

Fi el d ve ri fy se e no te

1' 2'0

Scale: 1" = 1'-0"

RESTRAINED COUPLING

36" OD X 14"

Coupling Body wall steel pipe

36" OD X 14"

wall steel pipe

Inside of 36" OD X 14" wall steel pipe

1" Gap between pipe ends

Weld the restraint ring on the existing pipe as directed by coupling manufacturer

(30366, 30367)

Weld the restraint ring on the existing pipe as directed by coupling manufacturer

2' 4' 8'0

Scale: 1/4" = 1'-0"

T H

S A

SHEET

B U

U O

F R

O N

U .S

A R

O F

C A D

A ut oC A D

S T

C A D

A M

2- D

-6

-R

D -1

.D W

S T

S A V

D A

-1 2-

S T

S A V

B Y

A R P

C O

B A S

P R O

C T

G R A V

Y D

A V

W O

H H

N G

W A

R S

A B

O N

STEEL PIPING AND

VALVES

SECTION AND DETAILS

DENVER, CO

222-D-60367

2025-12-4

DESIGNED

DRAWN

CHECKED

TECH. APPR.

APPROVED

ADMIN APPROVAL -

T. Sharp

T. Djigal

J. Hammond P.E.

C. Young P.E.

NOTES

1. For General Notes see Dwg. (60365).

2. Ensure the elevation of the 3" Dia.

vent outlet is above the maximum water surface in the Sand Settling Basin.

3. Provide threaded unions and bushings to install piping.

R el ea se d

Text Control Valve Vault

Text Main Hatchery Facility

Text Communication/ Control PLC

Text Radio

Text Radio Modem

Text Valve operator

Text Radio Modem

Text MicroLogix PLC

Text Coaxial

Text Radio

Text Valve setpoint

Text Legend

Text Computer

Text Operator Local Interface

Text 4-20 mA

Text Networking cable

Text Modbus Serial

Text Existing Installation

Text Flowmeter

Text Flowmeter Vault

Text

ALWAYS THINK

Text

SAFETY

Text

SHEET

Text

PLOTTED BY

Text

CAD FILENAME

Text

DATE AND TIME PLOTTED

Text

CAD SYSTEM

Text

Text D

Text C

Text

Text B

Text A

Text

Text D

Text C

Text

Text B

Text A

Text

BUREAU OF RECLAMATION

Text

U.S. DEPARTMENT OF THE INTERIOR

Text Managing

Text L

Text A

Text R

Text M

Text T

Text A

Text I

Text O

Text C

Text E

Text N

Text W

Text in

Text the

Text W

Text a

Text est

Text ter

Text

COLUMBIA BASIN PROJECT

Text

GRAVITY DIVISION

Text

LEAVENWORTH STATION – FISH HATCHERY

Text

EXISTING WATER SUPPLY PIPELINE REHABILITATION

Text

CONTROL VALVE VAULT

Text

ELECTRICAL NETWORKING DIAGRAM

Text

DENVER, CO

Text 222-D-60369

Text 2020-12-11

Text

NOTES

Text

1. Radio signals must be encrypted if existing radio system is encrypted. 2. Contractor shall provide control interface to valve control PLC 3. Contractor shall interface all provided equipment with existing installation. Provide a fully-operating, turnkey solution for Contractor's scope of work, including reprogramming of existing equipment.

Text

DESIGNED

Text

DRAWN

Text

CHECKED

Text

TECH. APPR.

Text

APPROVED

Text

PEER REVIEWER -

Text Roland Cheng

Text Lisa Gentry, P.E.

Text Jay Boggess, P.E.

Text Manager, Electrical Controls Group

Text

(SEE NOTE 1)

Text

(SEE NOTE 2)

Text

(SEE NOTE 3)

Text

REV NO

Text

Text 2025-11-21

Text D

Text Cheng, Roland P.E.

Text REWORK FOR LEAVENWORTH PHASE II PIPELINE REHAB REDUX.; REVISED VAULT, ADDED CLOUD FOR EXISTING EQUIPMENT el ea se d

Text 120 V AC circuit fed from subpanel of EP 6 located on north end of Sand Settling Basin

Text

VALVE VAULT LIGHT

Text

SURGE SUPRESSOR

Text

ENCLOSURE HEATER

Text

VALVE VAULT ENCLOSURE

Text 1 A

Text 5 A

Text 2 A

Text

Text 20 A

Text

VALVE VAULT GFCI

Text

SPARE

Text

SPARE

Text

SPARE

Text

SPARE

Text

ENCLOSURE LIGHT

Text

RADIO MODEM POWER SUPPLY

Text

OIT

Text 2 A

Text 1 A

Text 2 A

Text

FLOWMETER VAULT LIGHT

Text

FLOWMETER

Text

PLC POWER SUPPLY

Text

120V-120V SUPPLY

Text

FLOWMETER VAULT GFCI

Text 1 A

Text

ALWAYS THINK

Text

SAFETY

Text

SHEET

Text

PLOTTED BY

Text

CAD FILENAME

Text

DATE AND TIME PLOTTED

Text

CAD SYSTEM

Text

Text D

Text C

Text

Text B

Text A

Text

Text D

Text C

Text

Text B

Text A

Text

BUREAU OF RECLAMATION

Text

U.S. DEPARTMENT OF THE INTERIOR

Text Managing

Text L

Text A

Text R

Text M

Text T

Text A

Text I

Text O

Text C

Text E

Text N

Text W

Text in

Text the

Text W

Text a

Text est

Text ter

Text

COLUMBIA BASIN PROJECT

Text

GRAVITY DIVISION

Text

LEAVENWORTH STATION – FISH HATCHERY

Text

EXISTING WATER SUPPLY PIPELINE REHABILITATION

Text

CONTROL VALVE VAULT

Text

ELECTRICAL SINGLE LINE DIAGRAM

Text

DENVER, CO

Text 222-D-60370

Text 2020-12-11

Text

NOTES

Text

1. Contractor to determine fuse sizing of each circuit .

Text

REV NO

Text

Text 2025-12-01

Text D

Text Cheng, Roland P.E.

Text REWORK FOR LEAVENWORTH PHASE II PIPELINE REHAB REDUX; REALLOCATED EQUIPMENT AND CHANGED FUSE SIZING

Text

DESIGNED

Text

DRAWN

Text

CHECKED

Text

TECH. APPR.

Text

APPROVED

Text

PEER REVIEWER -

Text Roland Cheng

Text Lisa Gentry, P.E.

Text Jay Boggess, P.E.

Text Manager, Electrical Controls Group

Text

(SEE NOTE 1)

FOR INFORMATION ONLY

R M

O N

CMagalong Line

R M

O N

CMagalong Line

A c:, c:, <!il_ • ,-J "' "!: ct:., - is:' SJ� �' !!I �" >- L,7" :s:R - "'"' "CE: ,.;?;; "') �::: Ct:

40-D-5370

Bare copper cable----

I \ I \

, -- <J � o - , Q !// - Q

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, Q, _· - o ·_ \\\' a_ - ,; ,' , Q, _- - o ·_ \\\' 4

DETAIL A

Termination at Type 'A' & 'B' Cable Trenches

Continue to terminal box mounted on steel structur,e------

Metal Conduit ------i

(Notes 1 & 5) Conduit Supporl Clamµ-__

(Note 6)

- , -;::; ' , 0 - _O…

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