Attachment_05_00_00_01_Specifications_5of9_LeadvilleWTP-B3_11-07-2023_1.pdf

PDF 45 MB Posted Dec 29, 2023

Attached to: Leadville Water Treatment Plant
Solicitation number: 140R6024R0009
Issued by: Department of the Interior Bureau of Reclamation

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Written by GovTribe AI · Dec 29, 2023

This document provides details on a federal contract opportunity for the Leadville Water Treatment Plant. The solicitation number is 140R6024R0009 and is being issued by the Department of the Interior Bureau of Reclamation for pre-solicitation purposes. The opportunity involves work on the Leadville Water Treatment Plant and will require potential contractors to provide products and services to upgrade and improve the existing water treatment infrastructure and systems. The pre-solicitation notice does not include pricing terms or response deadlines but indicates the Bureau of Reclamation is seeking information from contractors in advance of a full solicitation to refine the agency's requirements for the Leadville Water Treatment Plant project.

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Leadville Mine Treatment Plant and Facilities Water Treatment Plant Replacement Leadville Mine Drainage Tunnel Project, Colorado Solicitation No. 140R6024R0009

Membrane Filtration System (MFS) Supply Contract Approval Drawings and Data

51 46 61 - 1

SECTION 51 46 61

MEMBRANE FILTRATION SYSTEM (MFS)

SUPPLY CONTRACT APPROVAL DRAWINGS AND DATA

PART 1 GENERAL

1.01 APPROVED SUBMITTAL

A. Attached following this End of Section. This specification is a total of 866 pages.

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

Not Used

END OF SECTION

Leadville Mine Treatment Plant and Facilities Water Treatment Plant Replacement Leadville Mine Drainage Tunnel Project, Colorado Solicitation No. 140R6024R0009

Solid Contact Clarifiers (SCC) Supply Contract Approval Drawings and Data

51 46 43 - 2

This page intentionally left blank.

IN REPLY REFER TO:

United States Department of the Interior

BUREAU OF RECLAMATION

Missouri Basin Regional Office

P.O. Box 36900 Billings, MT 59107-6900

MB-2600

2.2.4.22

SENT VIA ELECTRONIC MAIL ONLY

Ms. Jordan Stahn Wigen Companies, Inc.

302 Lake Hazeltine Dr Chaska, MN 55318

Subject: RSN 466133-1 – Membrane Filtration System (Approval Drawings and Data), Contract

No. 140R6022C0005, Supply of Membrane Filtration System, Leadville Mine Treatment Plant and Facilities, Leadville Mine Drainage Tunnel Project, Colorado (Your Transmittal Dated March 7, 2023, Received March 15, 2023)

Dear Ms. Stahn:

Your submittal has been reviewed and is approved.

RSN 466133-1 is complete.

Sincerely, Juanita Tuttle Alt. Contracting Officer’s Representative

JUANITA

TUTTLE

Digitally signed by

JUANITA TUTTLE

Date: 2023.03.28 10:59:00 -06'00'

Title *Action Code

12.29.2022 Wigen Submittal Responses

2022-11-02 Wigen Leadville Seismic Skids Calculations

Anchorage for Inge Modules

GA- UF Skid #1

GA- CIP Skid

P&ID- Legend

P&ID- UF Skid #1

P&ID- UF Skid #2

P&ID- UF Skid #3

P&ID- CIP Skid

Electrical- Main PLC

Electrical- UF #1 Skid RO Panel

Electrical- UF #1 Feed Pump VFD Panel

Electrical- CIP

Electrical- CIP VFD Panel

Frame Weldment - Lower UF Train (Typical 3 Trains)

Frame Weldment - CIP Skid / Neutralization Skid

Taglist- UF #1 Skid

Taglist- UF #2 Skid

Taglist- UF #3 Skid

Taglist- CIP Skid

I/O List- Main Control Panel

I/O List- UF Skid #1

I/O List- CIP Skid

Enclosure Door Alignment

Enclosure Mounting Instructions

Enclosure Sealing Washers

Enclosure Wall Mount w Hardware

HMI Sample Screens inge UF T-Rack® 3․0 Seismic Concepts Product Information

Leadville Electrical Cut Sheet Binder - Rev D

Leadville Electrical Load List - REV B

Leadville Engraving Schedule

Leadville Mechanical Cutsheet Binder_REV 03

C-3553-802-1-C

C-3553-803-1-C

C-3553-203-1-C

C-3553-204-1-C

C-3553-300-1-C

C-3553-301-1-C

C-3553-301-2-D

N/A

TRANSMITTAL LETTER

Supply of Membrane Filtration System

140R6022C0005

RSN 466133-6

Wigen Water Technologies

DATE: 3/7/2023

CITY'S NAME: Leadville, CO

PROJECT NAME:

CONTRACT NO.:

MFES:

TYPE RESUBMITTAL

TRANSMITTAL NO.: 07

C-3553-200-1-B

C-3553-850-1-B

C-3553-851-1-B

C-3553-854-1-B

C-3553-201-1-C

C-3553-202-1-C

C-3553-401-1-B

C-3553-404-1-B

N/A

C-3553-804-1-C

C-3553-304-1-C

C-3553-304-2-D

C-3553-801-1-C

MFES CONTACT: Jordan Stahn

C-3553-101-1-C

C-3553-104-1-C

C-3553-104-2-B

Drawing No.

N/A

Leadville Warranty Information

NDAA Statement

SCE-ELMFK4 Enclosure Mounting Kit

Seismic Calcs Comments_Wigen Response_11.4.2022

Snyder Cone Bottom Tank Seismic and Anchorage

N/A

*ACTION CODE:

COMMENTS:

1) No Exceptions Taken, 2) Revise and Re-Submit, 3) Rejected, and 4) Submit Specific Item.

Submittal Comment Wigen Response

Your submittal does not include all chemical supply requirements as required by specifications Section 466133, Paragraph

1.04 B.2.c.

Chemical supply requirements added to drawing C‐3553‐204‐1‐C. Operational setpoins will be configured to actual chemical concentrations supplied within specified range.

Your submittal does not include structural design data as required by specifications Section 466133, Paragraph 1.04 B 5. You did not include dimensioned drawings showing: anchorage, member sizes, dimensions, connections, etc., as well as stamped structural calculations for reactions at attachments. Correct the issues.

Drawings C‐3553‐401‐1‐B and C‐3553‐404‐1‐B are included that show structural frame details, and updated seismic calculations are also included.

3 Your submittal is missing warranty information as required by specifications Section 466133, paragraph 1.04 B 9. Warranty document included in resubmittal.

he following submitted components shall operate at an altitude of 10,000 feet as required in specifications Section 466133, Paragraph 1.07 A. Correct the following discrepancies: 1.Allen‐Bradley IEC Industrial Control Relay 700‐CF. 2. Allen‐Bradley PanelView Terminals. 3. Rosemount 8750W transmitters are rated for use per the manufacturer for elevations up to 2000 meters (6562‐feet).

Industry standard is to test at 2000 meters. Wigen's warranty applies for parts that experience failure due to altitude.

Your submittal did not include an engraving schedule and physical dimensions for nameplates as required by specifications Section 466133, Paragraph 1.04 B.3.g and Paragraph 2.08 F.

Engraving schedule document included in resubmittal.

5. The supplied graphic displays do not match the supplied Piping and Instrumentation Diagrams (P&IDs) or the functional requirements of specifications Section 466133, Paragraph 1.04 B.13.d.2. These include the following:

a.Equipment tag numbers and iden fiers shown on the graphic display do not match informa on on the supplied P&IDs.

b.Equipment configura on shown on the graphic displays doesn’t match informa on on the supplied P&IDs.

c.Func ons shown do not implement all func ons required in specifica ons Sec on 466133, Paragraph 2.02 D.10.b.

To be submitted after approval of all other submittal documents. To be addressed in MOD from TSC.

Page 45 of 881 of your submittal has a description of "CIP‐1…" for Tag Number LE/LIT 4001. It should show "CIP‐2…" in the description. Correct this discrepancy.

Corrected on C‐3553‐804‐1‐C.

1. Page 45 of 881 of your submittal has a description of "CIP‐2…" for Tag Number CIP‐3 4003. It should show "CIP‐3…" in the description. Correct this discrepancy.

Corrected on C‐3553‐804‐1‐C.

1. Boundary lines on your submittal drawings C‐3553‐201‐1, C‐3553‐202‐1, C‐3553‐203‐1 and C‐3553‐204‐1 do not clearly delineate boundaries of specific portions of the work as required by specifications Section 013300, Paragraph 1.02 C. Revise the submi al drawings to address the following boundaries: a.Contractor supplied equipment b.Contractor installed equipment c.Skid‐mounted equipment

Boundary lines added to drawings.

Your submittal does not include a Bill of Material with unique reference numbers for each device or item of equipment on Equipment Layout Drawings and Manufacturer's Technical Catalog Data sheets, as required by specifications Section 013326, Paragraphs: 1.03 D.2.b., 1.03 D.3.b., and 1.03 D.7.e.

Tag numbers added to manufacturers cut sheets.

Your submittal, page 44 of 881, shows the eductor size as 3/4 inch, pages 337and 338 of 881 show the same eductor size as 1/2 inch. Revise this conflict with an eductor adequately sized to efficiently drain the clean in place (CIP) tank.

Eductor size updated to 1" on C‐3553‐804‐1‐C.

Leadville Submittal Comments_December 29, 2022

Seismic Design Criteria Provided by Wigen Design Team

Job

Comm #

PROJECT & SEISMIC INFO Date

Name

PROJECT LOCATION

Leadville, CO

CODE

ASCE 7-16

SITE CLASS D

SS = 0.307 SDS = 0.318

S1 = 0.076 SD1 = 0.122

PER ASCE 7-16, 15.3.3 -

"ARCHITECTURAL, MECHANICAL AND ELECTRICAL COMPONENTS SUPPORTED BY NON-BUILDING

STRUCTURES SHALL BE DESIGNED IN ACCORDANCE WITH CHAPTER 13"

PER ASCE 7-16, 13.5.2 -

"ALL ARCHITECTURAL COMPONENTS, AND THEIR SUPPORTS AND ATTACHMENTS, SHALL BE DESIGNED

FOR THE FORCES AND DISPLACEMENTS DETERMINED IN SECTION 13.3.1 AND 13.3.2"

ASCE 7-16 EQN 13.3-1 ASCE 7-16 EQN 13.3-1 ASCE 7-16 EQN 13.3-1

FP = FPMAX = FPMIN = (0.3)(SDS)(IP)WP

aP = 1.0

RP = 1.5

IP = 1.0

z = 0 GROUND MOUNTED h = 55

Wo = 1.5 FOR ANCHORAGE (EXCEPT FOR TANKS & VESSELS) ASCE 7-16 Sec. 15.7.5

FP = 0.085 WP FPMAX = 0.509 WP FPMIN = 0.095 WP

FV = (0.2)SDS = (0.2)(0.318) = 0.064 Wp

** MIN REQ'D VERTICAL LOAD PER ASCE 7-16 13.3.1

Wigen Leadville Seismic Skids

20221573

8/1/2022

(RP / IP)

(1.6)(SDS)(IP)WP(0.4)(aP)(SDS)WP(1 +2(z/h))

0.095FP = WP

OTHER MECHANICAL OR ELECTRICAL

COMPONENTS (ASCE 7-16 TABLE 13.6-1)

Page No

Comm. No.

Date

Name

Wigen Leadville Seismic Skids

20221573

MEMBER: UF TRAIN (TYPICIAL 3 TRAINS) (C-3553-101-1)

LOADING SUMMARY

DEAD:

SKID SW = 8,200 LBS (WP1)

SKID w/ MODULE RACK SW = 15,700 LBS (WP2)

SEISMIC:

FP_LONG = 0.0954 * WP2 = 0.0954 * 15,700 LBS = 1,497.8 LBS

FP_SHORT = 0.0954 * WP1 = 0.0954 * 8,200 LBS = 782.3 LBS

FV = 0.0636 * WP1 = 0.0636 * 8,200 LBS = 521.5 LBS

92"

LONG DIRECTION

SHORT DIRECTION

DESIGN NOTE:

MODULE RACK SHALL BE SEISMICALLY SELF

SUPPORTING IN ALL DIRECTIONS

DUE TO MINIMAL SEPARATE OF THE SKID AND

MODULE RACK IN THE LONG DIRECTION,

CONSERVATIVELY INCLUDE MODULE RACK WEIGHT

INTO SEISMIC WEIGHT IN THE LONG DIRECTION

MODULE SUPPORTING

ELEMENT DESIGNED

BY OTHERS

LATERAL FRAMES (LONG & SHORT DIRECTIONS):

MOMENT FRAMES

LATERAL FORCES:

FpLONG - LATERAL FORCE ACTING AT 2/3 OF THE FRAME HEIGHT IN THE DIRECTION OF THE RACK FpSHORT - LATERAL FORCE ACTING AT 2/3 OF THE FRAME HEIGHT IN THE TRANSVERSE DIRECTION

2/3*H

FpLONG

Fp S H O R T

2/3*H

Comm. No.

Date

Name

Wigen Leadville Seismic Skids

20221573

MEMBER CHECK: FRAME 101-1

SEISMIC FORCE CONSERVATIVELY APPLIED AT 2/3 OF FRAME HEIGHT

- FpLONG = 1,497.8 LBS

- FpSHORT = 782.3 LBS

- FV = 521.5 LBS

1) SHORT DIRECTION

CONSERVATIVELY APPLY FpSHORT TO THE TOP OF THE FRONT FRAME FpSHORT_TOP = (2/3)FpSHORT = 521.5 LBS

DISTRUBUTED = 521.5LBS/92" = 0.068 KLF

2) LONG DIRECTION

SPLIT FpLONG IN TWO FRAMES: AT THE SKID AND AT THE MODULE RACK.

CONSERVATIVELY APPLY FORCE AT THE TOP OF EACH FRAME

FpLONG_TOP = (2/3)FpLONG= 998.5 LBS FpLONG_TOP_SKID = (8,200/15,700)*998.5LBS = 521.5 LBS

DISTRIBUTED = 521.5LBS/131" = 0.048 KLF

FpLONG_TOP_RACK = (7,500/15,700)*998.5LBS = 477 LBS

DISTRIBUTED = 477LBS/131" = 0.044 KLF

3) OVERTURNING (RACK SIDE CONTROLS)

MOVT = Ω*FpLONG_TOP*H = 148.3 K-IN

MRES = (0.9*WP1 - FV)(W/2) = 377.2 K-IN

FS = MRES / MOVT = 2.54 . . . . NO TENSION ON ANCHORS

4) ANCHOR LOADS

RESULTS FROM 3D MODEL (INCLUDES Ω):

VANCHOR_x = 457.8 LBS VANCHOR_y = 89.1 LBS

TANCHOR = 0 LBS

SEE HILTI ANALYSIS

FRAME GEOMETRY:

- H = 99"

- W = 110"

- D = 103"

- L = 131"

CONTROLLING ULTIMATE NODAL REACTIONS

Comm. No.

Date

Name

Wigen Leadville Seismic Skids

20221573

LATERAL FRAME ANALYSIS (LONG DIRECTION):

APPLIED LOADS

SERVICE DEFLECTION ULTIMATE CAPACITY CHECK

UNITYMAX = 0.39 < 1.00 ...OK

MODEL & SHAPES

∆MAX = 0.272"

h = 93" h/∆ = 341.6 ...OK

ΔMAX

Comm. No.

Date

Name

Wigen Leadville Seismic Skids

20221573

LATERAL FRAME ANALYSIS (SHORT DIRECTION):

APPLIED LOADS

SERVICE DEFLECTION ULTIMATE CAPACITY CHECK

UNITYMAX = 0.34 < 1.00 ...OK

MODEL & SHAPES

∆MAX = 0.343"

h = 93" h/∆ = 271.1 ...OK

Comm. No.

Date

Name

Wigen Leadville Seismic Skids

20221573

MEMBER: CIP / NEUT SKID (C-3553-102-1)

LOADING SUMMARY

DEAD:

SW = 2,000 LBS

SEISMIC:

FP = 0.0954 * WP = 0.0954 * 2,000 LBS = 190.8 LBS

FV = 0.0636 * WP = 0.0636 * 2,000 LBS = 127.2LBS

LONG DIRECTION

SHORT DIRECTION

LATERAL FRAMES (LONG & SHORT DIRECTIONS):

MOMENT FRAMES

LATERAL FORCES:

Fp - LATERAL FORCE ACTING AT 2/3 OF THE FRAME HEIGHT IN BOTH DIRECTIONS

2/3*H

Comm. No.

Date

Name

Wigen Leadville Seismic Skids

20221573

MEMBER CHECK: FRAME 102-1

SEISMIC FORCE CONSERVATIVELY APPLIED AT 2/3 OF FRAME HEIGHT

- SW = 2,000 LBS

- FP = 190.8 LBS

- FV = 127.2 LBS

1) SHORT DIRECTION

CONSERVATIVELY APPLY Fp TO THE TOP OF THE MIDDLE FRAME FpTOP = (2/3)Fp = 127.2 LBS

2) LONG DIRECTION

SPLIT Fp INTO THE TWO FRAMES AND CONSERVATIVELY APPLY

FORCE AT THE TOP OF EACH FRAME

FpTOP = (2/3Fp)/2 = 63.6 LBS

3) OVERTURNING (SHORT SIDE CONTROLS)

MOVT = Ω*FpTOP*H = 14.9 K-IN

MRES = (0.9*WP1 - FV)(W/2) = 38.5 K-IN

FS = MRES / MOVT = 2.59 . . . . NO TENSION ON ANCHORS

4) ANCHOR LOADS

RESULTS FROM 3D MODEL (INCLUDES Ω):

VANCHOR_x = 322.8 LBS VANCHOR_y = 63.5 LBS

TANCHOR = 0 LBS

SEE HILTI ANALYSIS

FRAME GEOMETRY:

- H = 78"

- W = 46"

- D = 39"

- L = 107"

CONTROLLING ULTIMATE NODAL REACTIONS

Comm. No.

Date

Name

Wigen Leadville Seismic Skids

20221573

LATERAL FRAME ANALYSIS (LONG DIRECTION):

APPLIED LOADS

SERVICE DEFLECTION ULTIMATE CAPACITY CHECK

UNITYMAX = 0.08 < 1.00 ...OK

MODEL & SHAPES

∆MAX = 0.034"

h = 74" h/∆ > 1000 ...OK

Comm. No.

Date

Name

Wigen Leadville Seismic Skids

20221573

LATERAL FRAME ANALYSIS (SHORT DIRECTION):

APPLIED LOADS

SERVICE DEFLECTION ULTIMATE CAPACITY CHECK

UNITYMAX = 0.12 < 1.00 ...OK

MODEL & SHAPES

∆MAX = 0.138"

h = 74" h/∆ = 536 ...OK

Comm. No.

Date

Name

NOTES:

1. USE 5/8" DIA STAINLESS STEEL KWIK BOLT TZ (4" EMBED).

STRUCTURALLY ACCEPTABLE ALTERNATE:

5/8" DIA STAINLESS STEEL HILTI KWIK BOLT TZ2 (4" EMBED)

2. PROVIDE 4" MIN EDGE DISTANCE.

3. CONCRETE SUPPORT SHALL BE 6" THICK MINIMUM & COMPLY WITH A MINIMUM

COMPRESSIVE STRENGTH OF 3000 PSI.

MEMBER DESIGN: ANCHORAGE (101-1, 102-1)

(SEE HILTI ANALYSIS)

Wigen Leadville Seismic Skids

20221573

www.hilti.com

Hilti PROFIS Engineering 3.0.81

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

ERA Structural Engineering

Wigen Leadville Anchorage Design

Page:

Specifier:

E-Mail:

Date:

11/1/2022

Specifier's comments:

1 Input data

Anchor type and diameter: Kwik Bolt TZ2 - SS 316 5/8 (4) hnom3

Item number: 2210306 KB-TZ2 5/8x6 SS316

Effective embedment depth: hef,act = 4.000 in., hnom = 4.500 in.

Material: AISI 316

Evaluation Service Report: ESR-4266

Issued I Valid: 12/17/2021 | 12/1/2023

Proof: Design Method ACI 318-14 / Mech

Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.250 in.

Anchor plateR : lx x ly x t = 4.000 in. x 4.000 in. x 0.250 in.; (Recommended plate thickness: not calculated)

Profile: no profile

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 6.000 in.

Installation: hammer drilled hole, Installation condition: Dry

Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) Tension load: no

Shear load: yes (17.2.3.5.3 (c))

R - The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, in.lb]

MIN 4" EDGE

DISTANCE

(FIELD VERIFY)

MIN 6" SLAB THICKNESS

(FIELD VERIFY)

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

ERA Structural Engineering

Wigen Leadville Anchorage Design

Page:

Specifier:

E-Mail:

Date:

11/1/2022

1.1 Design results

Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%]

1 Combination 1 N = 0; Vx = 458; Vy = 89;

Mx = 0; My = 0; Mz = 0;

yes 26

1 x y2 Load case/Resulting anchor forces

Anchor reactions [lb] Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y 1 0 467 458 89 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb]

Anchor forces are calculated based on the assumption of a rigid anchor plate.

3 Tension load

Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* N/A N/A N/A N/A

Pullout Strength* N/A N/A N/A N/A

Concrete Breakout Failure** N/A N/A N/A N/A

* highest loaded anchor **anchor group (anchors in tension)

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

ERA Structural Engineering

Wigen Leadville Anchorage Design

Page:

Specifier:

E-Mail:

Date:

11/1/2022

4 Shear load

Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 467 8,034 6 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength** 467 6,518 8 OK

Concrete edge failure in direction y+** 467 1,845 26 OK

* highest loaded anchor **anchor group (relevant anchors)

4.1 Steel Strength

Vsa [lb] aV,seis f f Vsa [lb] Vua [lb] 12,360 1.000 0.650 8,034 467

4.2 Pryout Strength

ANc [in.2] ANc0 [in.2] ca,min [in.] kcp cac [in.] y c,N

100.00 144.00 4.000 2 9.000 1.000 ec1,V [in.] y ec1,V ec2,V [in.] y ec2,V y ed,N y cp,N kcr

0.000 1.000 0.000 1.000 0.900 1.000 17 l a Nb [lb] f f seismic f Vcpg [lb] Vua [lb]

1.000 7,449 0.700 1.000 6,518 467

4.3 Concrete edge failure in direction y+

le [in.] da [in.] ca1 [in.] AVc [in.2] AVc0 [in.2]

4.000 0.625 4.000 60.00 72.00 y ed,V y parallel,V ec,V [in.] y ec,V y c,V y h,V

0.900 1.000 0.000 1.000 1.000 1.000 l a Vb [lb] f f seismic f Vcbg [lb] Vua [lb]

1.000 3,515 0.700 1.000 1,845 467

Shear capacity of 5/8 diameter stainless steel KWIK BOLT TZ (ESR 1917), 4" effective embed, is:

ΦVn = 0.24*0.62*10,430 lbs = 1,552 lbs < 6,080 lbs ΦVn = 1,552 lbs > 458 lbs . . . OK

Input data and results must be checked for conformity with the existing conditions and for plausibility!

PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:

Address:

Phone I Fax:

Design:

Fastening point:

ERA Structural Engineering

Wigen Leadville Anchorage Design

Page:

Specifier:

E-Mail:

Date:

11/1/2022

5 Warnings

• The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations (AS 5216:2021, ETAG 001/Annex C, EOTA TR029 etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.

• Refer to the manufacturer's product literature for cleaning and installation instructions.

• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/

• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17. The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).

• Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.5.3 (b) waive the ductility requirements and requires that the anchors shall be designed for the maximum shear that can be transmitted to the anchors by a non-yielding attachment. Section

17.2.3.5.3 (c) waives the ductility requirements and requires the design strength of the anchors to equal or exceed the maximum shear obtained from design load combinations that include E, with E increased by w0.

• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1.

Fastening meets the design criteria!

Anchor Fastening Technical Guide, Edition 19

3.3.5

Table 15 - Hilti KWIK Bolt TZ stainless steel design strength with concrete / pullout failure in uncracked concrete1,2,3,4,5

Nominal anchor diameter in .

Effective embed .

in . (mm)

Nominal embed .

in . (mm)

Tension - фNn Shear - фVn ƒ'c = 2,500 psi lb (kN) ƒ'c = 3,000 psi lb (kN) ƒ'c = 4,000 psi lb (kN) ƒ'c = 6,000 psi lb (kN) ƒ'c = 2,500 psi lb (kN) ƒ'c = 3,000 psi lb (kN) ƒ'c = 4,000 psi lb (kN) ƒ'c = 6,000 psi lb (kN)

3/8 2 2-5/16 1,710 1,875 2,160 2,650 2,375 2,605 3,005 3,680

(51) (59) (7 .6) (8 .3) (9 .6) (11 .8) (10 .6) (11 .6) (13 .4) (16 .4)

1/2

2 2-3/8 1,865 2,045 2,360 2,890 2,375 2,605 3,005 3,680

(51) (60) (8 .3) (9 .1) (10 .5) (12 .9) (10 .6) (11 .6) (13 .4) (16 .4)

3-1/4 3-5/8 3,745 4,100 4,735 5,800 9,845 10,785 12,450 15,250

(83) (91) (16 .7) (18 .2) (21 .1) (25 .8) (43 .8) (48 .0) (55 .4) (67 .8)

5/8

3-1/8 3-9/16 4,310 4,720 5,450 6,675 9,280 10,165 11,740 14,380

(79) (91) (19 .2) (21 .0) (24 .2) (29 .7) (41 .3) (45 .2) (52 .2) (64 .0)

4 4-7/16 6,240 6,835 7,895 9,665 13,440 14,725 17,000 20,820

(102) (113) (27 .8) (30 .4) (35 .1) (43 .0) (59 .8) (65 .5) (75 .6) (92 .6)

3/4

3-3/4 4-5/16 5,665 6,205 7,165 8,775 12,200 13,365 15,430 18,900

(95) (110) (25 .2) (27 .6) (31 .9) (39 .0) (54 .3) (59 .5) (68 .6) (84 .1)

4-3/4 5-9/16 7,825 8,575 9,900 12,125 17,390 19,050 22,000 26,945

(121) (142) (34 .8) (38 .1) (44 .0) (53 .9) (77 .4) (84 .7) (97 .9) (119 .9)

Table 16 - Hilti KWIK Bolt TZ stainless steel design strength with concrete / pullout failure in cracked concrete1,2,3,4,5

Nominal anchor diameter in .

Effective embed .

in . (mm)

Nominal embed .

in . (mm)

3/8 2 2-5/16 1,520 1,665 1,925 2,355 1,685 1,845 2,130 2,605

(51) (59) (6 .8) (7 .4) (8 .6) (10 .5) (7 .5) (8 .2) (9 .5) (11 .6)

1/2

2 2-3/8 1,750 1,915 2,210 2,710 2,375 2,605 3,005 3,680

(51) (60) (7 .8) (8 .5) (9 .8) (12 .1) (10 .6) (11 .6) (13 .4) (16 .4)

3-1/4 3-5/8 3,235 3,545 4,095 5,015 6,970 7,640 8,820 10,800

(83) (91) (14 .4) (15 .8) (18 .2) (22 .3) (31 .0) (34 .0) (39 .2) (48 .0)

5/8

3-1/8 3-9/16 3,050 3,345 3,860 4,730 6,575 7,200 8,315 10,185

(79) (91) (13 .6) (14 .9) (17 .2) (21 .0) (29 .2) (32 .0) (37 .0) (45 .3)

4 4-7/16 3,795 4,160 4,800 5,880 9,520 10,430 12,040 14,750

(102) (113) (16 .9) (18 .5) (21 .4) (26 .2) (42 .3) (46 .4) (53 .6) (65 .6)

3/4

3-3/4 4-5/16 5,270 5,775 6,670 8,165 12,200 13,365 15,430 18,900

(95) (110) (23 .4) (25 .7) (29 .7) (36 .3) (54 .3) (59 .5) (68 .6) (84 .1)

4-3/4 5-9/16 5,720 6,265 7,235 8,860 12,320 13,495 15,585 19,085

(121) (142) (25 .4) (27 .9) (32 .2) (39 .4) (54 .8) (60 .0) (69 .3) (84 .9)

1 See section 3 .1 .8 to convert design strength value to ASD value .

2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted .

3 Apply spacing, edge distance, and concrete thickness factors in tables 19 to 26 as necessary . Compare to the steel values in table 17 .

The lesser of the values is to be used for the design .

4 Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength by λa as follows:

for sand-lightweight, λa = 0.68; for all-lightweight, λa = 0 .60 5 Tabular values are for static loads only . Seismic design is not permitted for uncracked concrete . For seismic tension loads, multiply cracked concrete tabular values in tension by the following reduction factors:

1/2-in diameter by 2-in effective embedment depth - αN,seis = 0 .64 All other sizes - αN,seis = 0 .75 No reduction needed for seismic shear . See Section 3 .1 .8 for additional information on seismic applications .

ANCHOR CAPACITY:

10,430 X 0.42 X 0.62

= 1552 LBS

Table 18 - Stainless steel Hilti KWIK Bolt TZ installation parameters1

Setting information Symbol Units

Nominal anchor diameter do

3/8 1/2 5/8 3/4 Effective minimum embedment1 hef in . 2 2 3-1/4 3-1/8 4 3-3/4 4-3/4

(mm) (51) (51) (83) (79) (102) (95) (121)

Min . member thickness hmin in . 4 5 4 6 6 8 5 6 8 6 8 8

(mm) (102) (127) (102) (152) (152) (203) (127) (152) (203) (152) (203) (203)

Case 1 cmin,1 in . 2-1/2 2-7/8 2-1/8 3-1/4 2-3/8 4-1/4 4

(mm) (64) (73) (54) (83) (60) (108) (102) for smin,1 ≥ in . 5 5-3/4 5-1/4 5-1/2 5-1/2 10 8-1/2

(mm) (127) (146) (133) (140) (140) (254) (216)

Case 2 cmin,2 in . 3-1/2 4-1/2 3-1/4 4-1/8 4-1/4 9-1/2 7

(mm) (89) (114) (83) (105) (108) (241) (178) for smin,2 ≥ in . 2-1/4 2-7/8 2 2-3/4 2-3/8 5 4

(mm) (57) (73) (51) (70) (60) (127) (102)

1 Linear interpolation is permitted to establish an edge distance and spacing combination between Case 1 and Case 2 .

Linear interpolation for a specific edge distance c, where cmin,1 < c < cmin,2, will determine the permissible spacings .

Table 17 - Steel strength for Hilti KWIK Bolt TZ stainless steel anchors1,2

Nominal anchor diameter in .

Tensile фNsa lb (kN) Shear фVsa lb (kN) Seismic shear фVsa,eq lb (kN)

3/8 4,475 3,070 1,835

(19 .9) (13 .7) (8 .2)

1/2 8,665 4,470 4,470

(38 .5) (19 .9) (19 .9)

5/8 13,410 6,415 6,080

(59 .7) (28 .5) (27 .0)

3/4 18,040 10,210 8,380

(80 .2) (45 .4) (37 .3)

1 See section 3 .1 .8 to convert design strength value to ASD value .

2 Hilti KWIK Bolt TZ stainless steel anchors are to be considered ductile steel elements .

3 Tensile фNsa = ф Ase,N futa as noted in ACI 318-14 Chapter 17 .

4 Shear values determined by static shear tests with фVsa < ф 0.60 Ase,V futa as noted in ACI 318-14 Chapter 17 .

5 Seismic shear values determined by seismic shear tests with фVsa,eq < ф 0.60 Ase,V futa as noted in ACI 318-14

Chapter 17 . See section 3 .1 .8 for additional information on seismic applications .

Figure 3 For a specific edge distance, the permitted spacing is calculated as follows:

(smin,1 – smin,2) s ≥ smin,2 + ___________ (c – cmin,2) (cmin,1 – cmin,2)

Concrete Edge

Anchors not permitted in shaded area smin,2 smin,1 c m in

,1 c m in ,2

Case 1

Case 2 cdesign edge distance c cmin,1 at smin,1 cmin,2 at smin,2 sdesign sp ac in g s

DOES NOT CONTROL

OVER CONC CAPACITY

Anchor Fastening Technical Guide, Edition 19

3.3.5

Table 23 - Load adjustment factors for 5/8-in. diameter stainless steel Hilti KWIK Bolt TZ in uncracked concrete1,2

5/8-in . KB-TZ SS uncracked concrete

Spacing factor in tension ƒAN

Edge distance factor in tension ƒRN

Spacing factor in shear3 ƒAV

Edge distance in shear Conc . thickness fac-tor in shear4 ƒHV

⊥ toward edge ƒRV

II to and away from edge ƒRV

Effective embed . hef in . 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4

(mm) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102)

Nominal embed . hnom in . 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16

(mm) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113)

Sp ac in g

(s e dg e di st an ce (c

a) / c on cr et e th ic kn es s (h in m m

2-3/8 (60) n/a 0 .60 n/a 0 .39 n/a 0 .54 n/a 0 .11 n/a 0 .21 n/a n/a 2-3/4 (70) 0 .65 0 .61 n/a 0 .41 0 .55 0 .54 n/a 0 .13 n/a 0 .27 n/a n/a

3 (76) 0 .66 0 .63 n/a 0 .43 0 .56 0 .55 n/a 0 .15 n/a 0 .30 n/a n/a 3-1/4 (83) 0 .67 0 .64 0 .51 0 .45 0 .56 0 .55 0 .24 0 .17 0 .47 0 .34 n/a n/a 3-1/2 (89) 0 .69 0 .65 0 .54 0 .47 0 .57 0 .56 0 .26 0 .19 0 .53 0 .38 n/a n/a

4 (102) 0 .71 0 .67 0 .59 0 .51 0 .58 0 .56 0 .32 0 .23 0 .59 0 .47 n/a n/a 4-1/2 (114) 0 .74 0 .69 0 .65 0 .55 0 .59 0 .57 0 .38 0 .28 0 .65 0 .55 n/a n/a

5 (127) 0 .77 0 .71 0 .71 0 .59 0 .60 0 .58 0 .45 0 .33 0 .71 0 .59 0 .63 n/a 5-1/2 (140) 0 .79 0 .73 0 .79 0 .63 0 .61 0 .59 0 .52 0 .38 0 .79 0 .63 0 .66 n/a

6 (152) 0 .82 0 .75 0 .86 0 .68 0 .62 0 .59 0 .59 0 .43 0 .86 0 .68 0 .69 0 .62 7 (178) 0 .87 0 .79 1 .00 0 .79 0 .64 0 .61 0 .75 0 .54 1 .00 0 .79 0 .74 0 .67 8 (203) 0 .93 0 .83 0 .90 0 .66 0 .63 0 .91 0 .66 0 .90 0 .79 0 .71

10 (254) 1 .00 0 .92 1 .00 0 .70 0 .66 1 .00 0 .92 1 .00 0 .89 0 .80 12 (305) 1 .00 0 .74 0 .69 1 .00 0 .97 0 .87 14 (356) 0 .77 0 .72 1 .00 0 .94 16 (406) 0 .81 0 .75 1 .00 18 (457) 0 .85 0 .78 20 (508) 0 .89 0 .82 22 (559) 0 .93 0 .85

> 24 (610) 0 .97 0 .88

Table 24 - Load adjustment factors for 5/8-in. diameter stainless steel Hilti KWIK Bolt TZ in cracked concrete1,2

5/8-in . KB-TZ SS cracked concrete

Spacing factor in tension ƒAN

Edge distance factor in tension ƒRN

Spacing factor in shear3 ƒAV

Edge distance in shear Conc . thickness fac-tor in shear4 ƒHV

⊥ toward edge ƒRV

II to and away from edge ƒRV

Effective embed . hef in . 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4 3-1/8 4

(mm) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102) (79) (102)

Nominal embed . hnom in . 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16 3-9/16 4-7/16

(mm) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113) (90) (113)

Sp ac in g

(s e dg e di st an ce (c

a) / c on cr et e th ic kn es s (h in m m

2-3/8 (60) n/a 0 .60 n/a 0 .57 n/a 0 .54 n/a 011 n/a 0 .22 n/a n/a 2-3/4 (70) n/a 0 .61 n/a 0 .61 n/a 0 .54 n/a 0 .13 n/a 0 .27 n/a n/a

3 (76) 0 .66 0 .63 n/a 0 .64 0 .56 0 .55 n/a 0 .15 n/a 0 .31 n/a n/a 3-1/4 (83) 0 .67 0 .64 0 .77 0 .66 0 .56 0 .55 0 .24 0 .17 0 .48 0 .35 n/a n/a 3-1/2 (89) 0 .69 0 .65 0 .81 0 .69 0 .57 0 .56 0 .27 0 .19 0 .53 0 .39 n/a n/a

4 (102) 0 .71 0 .67 0 .89 0 .75 0 .58 0 .56 0 .33 0 .24 0 .65 0 .47 n/a n/a 4-1/2 (114) 0 .74 0 .69 0 .97 0 .81 0 .59 0 .57 0 .39 0 .28 0 .78 0 .56 n/a n/a

5 (127) 0 .77 0 .71 1 .00 0 .87 0 .60 0 .58 0 .45 0 .33 0 .91 0 .66 0 .63 n/a 5-1/2 (140) 0 .79 0 .73 0 .93 0 .61 0 .59 0 .52 0 .38 1 .00 0 .76 0 .66 n/a

6 (152) 0 .82 0 .75 1 .00 0 .62 0 .60 0 .60 0 .43 0 .87 0 .69 0 .62 7 (178) 0 .87 0 .79 0 .64 0 .61 0 .75 0 .55 1 .00 0 .74 0 .67 8 (203) 0 .93 0 .83 0 .66 0 .63 0 .92 0 .67 0 .79 0 .71

10 (254) 1 .00 0 .92 0 .70 0 .66 1 .00 0 .93 0 .89 0 .80 12 (305) 1 .00 0 .74 0 .69 1 .00 0 .97 0 .87 14 (356) 0 .78 0 .72 1 .00 0 .94 16 (406) 0 .82 0 .75 1 .00 18 (457) 0 .85 0 .79 20 (508) 0 .89 0 .82 22 (559) 0 .93 0 .85

> 24 (610) 0 .97 0 .88 1 Linear interpolation not permitted .

2 When combining multiple load adjustment factors (e .g . for a 4 anchor pattern in a corner with thin concrete member) the design can become very conservative .

To optimize the design, use Hilti PROFIS Anchor Design software or perform anchor calculation using design equations from ACI 318-14 Chapter 17 .

3 Spacing factor reduction in shear, ƒAV, assumes an influence of a nearby edge. If no edge exists, then ƒAV = ƒAN .

4 Concrete thickness reduction factor in shear, ƒHV, assumes an influence of a nearby edge. If no edge exists, then ƒHV = 1 .0 .

If a reduction factor value is in a shaded cell, this indicates that this specific edge distance may not be permitted with a certain spacing (or vice versa).

Check with table 17 and figure 3 of this section to calculate permissable edge distance, spacing and concrete thickness combinations.

CONTROLS

Our reference / prepared on: IS-ETK4/14/184_en / 2016-02-19 Document: BB_IS-ETK4_500602110_Rev00_160201_en.docx

3.3 Calculation of anchorage

The following load combinations are applied to the structural analysis of the anchorage

LC3: )zEQyorxEQ(0.1DL9.0

The weight of the module of 590 kg (filled with water) and the calculated maximum horizontal accelerations (cf. Table 3-1) result in the following maximum anchorage forces:

Assumptions:

Mass (4 modules filled): kg590

A maximum of 6 modules on 4 feet

Mass (6 modules filled): kgkg 885590

Horizontal load acting on anchorage:

Horizontal force per foot: Nkg s m 161588581.9186.0

Vertical load acting on anchorage:

Vertical force per foot from dead weight: N kg s m

88581.9

Vertical force per foot from horizontal acceleration: N mm mmN

12621615

Vertical force per foot from vertical acceleration: Nkg s m 71888581.9

25.2

186.0

Min Vertical force per foot: N5807718N3136N21709.0

Max Vertical force per foot: N1901718N3136N21709.0

The correct type of anchor follows from Annex A – Anchor design

Anchor: FIS A / RG M: FIS A M16x175 (8.8), hef = 80 mm (or equivalent) max.smith Text Box Note: Anchors with greater effective embedment length can be used. 80 mm is minimum embedment required.

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SUPPLY OF MEMBRANE FILTRATION SYSTEM, LEADVILLE MINE TREATMENT PLANT

AND FACILITIES, LEADVILLE MINE DRAINAGE TUNNEL PROJECT, COLORADO

GENERAL ARRANGEMENT

UF TRAIN (TYPICAL 3 TRAINS)

BUREAU OF RECLAMATION

LEADVILLE MINE DRAINAGE TUNNEL PROJECT, CO

C-3553-0122 C-3553-101-1 1 OF 2 CACAD

MMS 4/2/22

TJS 4/4/22

NONE

8/8/22

MMS TJS REVISED PER SUBMITTAL COMMENTS RECEIVED ON 6.20.22

12/29/22

MMS TJC UPDATED PER SUBMITTAL COMMENTS RECEIVED ON 10.20.2022NOTE 1. SKID SHIPPING WEIGHT: 5,300 LBS

NOTE 2. MAXIMUM SKID OPERATING WEIGHT: 8,200 LBS

NOTE 3. MAXIMUM SKID OPERATING WEIGHT W/MODULE RACK: 15,700 LBS

NOTE 4. FRAME POWDERCOAT COLOR: TBD

NOTE 5. 48" OF CLEARANCE REQUIRED AROUND ALL EXTENTS OF EQUIPMENT.

NOTE 6.

1/2"

AutoCAD SHX Text 6'-0"

AutoCAD SHX Text

(REF PERSON)

AutoCAD SHX Text

%%UFRONT ELEVATION

AutoCAD SHX Text

%%UPLAN VIEW

AutoCAD SHX Text

T-RACKS TO COME SEPARATELY, ASSEMBLED ON SITE.

AutoCAD SHX Text

%%UL. END ELEVATION

AutoCAD SHX Text 2" ELEVATION DIFFERENCE REQUIRED BETWEEN BASE OF SKID, AND BASE OF T-RACK SUPPORT LEGS.

AutoCAD SHX Text

CONNECTION SCHEDULE

AutoCAD SHX Text

DESCRIPTION

AutoCAD SHX Text

TYPE

AutoCAD SHX Text

SIZE

AutoCAD SHX Text

UF FEED FROM PRETREATMENT

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 10.00

AutoCAD SHX Text

STRAINER FLUSH TO DRAIN

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 3.00

AutoCAD SHX Text

CIP FEED

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 6.00

AutoCAD SHX Text

AIR FEED FROM COMPRESSORS

AutoCAD SHX Text

NFPT

AutoCAD SHX Text 0.50

AutoCAD SHX Text

BACKWASH OUTLET TO WASTE

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 8.00

AutoCAD SHX Text

CIP RETURN TO TANK

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 6.00

AutoCAD SHX Text

FILTRATE OUTLET

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 8.00

AutoCAD SHX Text

VFD PANEL

AutoCAD SHX Text

REMOTE I/O PANEL

AutoCAD SHX Text

EACH ROW EXPANDABLE TO (9) MODULES FOR 10% EXPANSION.

AutoCAD SHX Text C-3553-301-1

AutoCAD SHX Text C-3553-301-2

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3E-140-F-D Size Title Block_REV C

THIS DOCUMENT IN ALL MEDIA FORMATS IS

THE SOLE PROPERTY OF WIGEN WATER

TECHNOLOGIES, INC. REPRODUCTION IS

STRICTLY PROHIBITED WITHOUT PRIOR

WRITTEN CONSENT, WITH THE EXCEPTION

OF CONTRACTS UNDER GOV'T CLAUSE

FAR 52.236-21

4201 NOREX DRIVE

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952-448-4884

WWW.WIGEN.COM

WATER TECHNOLOGIES

REVIEW STAMP BELOW

CONTRACT #140R6022C0005

SUPPLY OF MEMBRANE FILTRATION SYSTEM, LEADVILLE MINE TREATMENT PLANT

AND FACILITIES, LEADVILLE MINE DRAINAGE TUNNEL PROJECT, COLORADO

GENERAL ARRANGEMENT

UF TRAIN (TYPICAL 3 TRAINS)

BUREAU OF RECLAMATION

LEADVILLE MINE DRAINAGE TUNNEL PROJECT, CO

C-3553-0122 C-3553-101-1 2 OF 2 CACAD

MMS 4/2/22

TJS 4/4/22

NONE

8/8/22

MMS TJS REVISED PER SUBMITTAL COMMENTS RECEIVED ON 6.20.22

12/29/22

MMS TJC UPDATED PER SUBMITTAL COMMENTS RECEIVED ON 10.20.2022NOTE 1. SKID SHIPPING WEIGHT: 5,300 LBS

NOTE 2. MAXIMUM SKID OPERATING WEIGHT: 8,200 LBS

NOTE 3. MAXIMUM SKID OPERATING WEIGHT W/MODULE RACK: 15,700 LBS

NOTE 4. FRAME POWDERCOAT COLOR: TBD

NOTE 5. 48" OF CLEARANCE REQUIRED AROUND ALL EXTENTS OF EQUIPMENT.

NOTE 6.

1/2"

AutoCAD SHX Text

HV-1000

AutoCAD SHX Text

CV-1001

AutoCAD SHX Text

PMP-1000

AutoCAD SHX Text

STR-1004

AutoCAD SHX Text

HV-1002

AutoCAD SHX Text

AV-1005

AutoCAD SHX Text

HV-1007

AutoCAD SHX Text

AV-1009

AutoCAD SHX Text

HV-1060

AutoCAD SHX Text

PRV-1061, PI-1061

AutoCAD SHX Text

PRV-1065, PI-1065

AutoCAD SHX Text

HV-1064

AutoCAD SHX Text

FE-1011

AutoCAD SHX Text

AV-1050

AutoCAD SHX Text

AV-1047

AutoCAD SHX Text

AV-1054

AutoCAD SHX Text

AV-1026

AutoCAD SHX Text

AV-1027

AutoCAD SHX Text

AV-1028

AutoCAD SHX Text

AV-1029

AutoCAD SHX Text

AV-1030

AutoCAD SHX Text

AV-1031

AutoCAD SHX Text

AV-1025

AutoCAD SHX Text

AV-1024

AutoCAD SHX Text

AV-1023

AutoCAD SHX Text

AV-1022

AutoCAD SHX Text

AV-1021

AutoCAD SHX Text

AV-1020

AutoCAD SHX Text

AV-1015

AutoCAD SHX Text

AV-1013

AutoCAD SHX Text

AV-1012

AutoCAD SHX Text

AV-1014

AutoCAD SHX Text

SV-1062

AutoCAD SHX Text

SV-1063

AutoCAD SHX Text

AV-1053

AutoCAD SHX Text

UF MODULES REMOVED FROM THIS PAGE FOR CLARITY.

COMPONENT IDENTIFIERS ON THIS PAGE CAN BE FOUND IN TAGLIST DOCUMENT C-3553-801-1.

6 5

8 6 5

DRAWING NUMBER

DATE

SCALE

FILE TYPE

NOTICE ON REPRODUCTIONS

4 3

DRAWN BY

CHK'D BY

PROJECT NUMBER

CLIENT NAME

TITLE

SHEET REV

34 2

DESCRIPTIONDWNREV DATE APVD

SIZE

UNCONTROLLED IF PRINTED (UNLESS STAMPED OTHERWISE)

TOLERANCES UNLESS NOTED

ANGLES

FRAC

.XX ±

DECIMALS

.XXX ±

±.X ±

3E-140-F-D Size Title Block_REV C

THIS DOCUMENT IN ALL MEDIA FORMATS IS

THE SOLE PROPERTY OF WIGEN WATER

TECHNOLOGIES, INC. REPRODUCTION IS

STRICTLY PROHIBITED WITHOUT PRIOR

WRITTEN CONSENT, WITH THE EXCEPTION

OF CONTRACTS UNDER GOV'T CLAUSE

FAR 52.236-21

4201 NOREX DRIVE

CHASKA, MN 55318 USA

952-448-4884

WWW.WIGEN.COM

WATER TECHNOLOGIES

REVIEW STAMP BELOW

CONTRACT #140R6022C0005

SUPPLY OF MEMBRANE FILTRATION SYSTEM, LEADVILLE MINE TREATMENT PLANT

AND FACILITIES, LEADVILLE MINE DRAINAGE TUNNEL PROJECT, COLORADO

GENERAL ARRANGEMENT

CIP / NEUT SKID

BUREAU OF RECLAMATION

LEADVILLE MINE DRAINAGE TUNNEL PROJECT, CO

C-3553-0122 C-3553-104-1 1 OF 1 CACAD

JDH 4/1/22

MMS 4/1/22

NONE

8/8/22

MMS TJS REVISED PER SUBMITTAL COMMENTS RECEIVED ON 6.20.22

12/29/22

MMS JDH REVISED PER SUBMITTAL COMMENTS RECEIVED ON 10.20.22NOTE 1. SKID SHIPPING WEIGHT: 1,850 LBS

NOTE 2. MAXIMUM SKID OPERATING WEIGHT: 2,000 LBS

NOTE 3. FRAME POWDERCOAT COLOR: TBD

NOTE 4. 48" OF CLEARANCE REQUIRED AROUND ALL EXTENTS OF EQUIPMENT.

NOTE 5.

NOTE 6.

1/2"

AutoCAD SHX Text 6'-0"

AutoCAD SHX Text

(REF PERSON)

AutoCAD SHX Text

%%UFRONT ELEVATION

AutoCAD SHX Text

%%UR. END ELEVATION

AutoCAD SHX Text

%%UPLAN VIEW

AutoCAD SHX Text

CONNECTION SCHEDULE

AutoCAD SHX Text

DESCRIPTION

AutoCAD SHX Text

TYPE

AutoCAD SHX Text

SIZE

AutoCAD SHX Text

CIP TANK PUMP SUCTION

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 6.00

AutoCAD SHX Text

UF CIP FEED

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 6.00

AutoCAD SHX Text

RECIRC TO CIP TANK

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 6.00

AutoCAD SHX Text

CIP CHEMICAL TANK

AutoCAD SHX Text

FNPT

AutoCAD SHX Text 0.50

AutoCAD SHX Text

MINERAL ACID

AutoCAD SHX Text

FNPT

AutoCAD SHX Text 0.50

AutoCAD SHX Text

CAUSTIC

AutoCAD SHX Text

FNPT

AutoCAD SHX Text 0.50

AutoCAD SHX Text

INSTRUMENT AIR LINLET

AutoCAD SHX Text

FNPT

AutoCAD SHX Text 0.50

AutoCAD SHX Text

BPV-3011, CV-3013

AutoCAD SHX Text

BPV-3010, CV-3012

AutoCAD SHX Text

HV-3114

AutoCAD SHX Text

HV-3014

AutoCAD SHX Text

CV-3116

AutoCAD SHX Text

CV-3016

AutoCAD SHX Text

PMP-3115

AutoCAD SHX Text

PMP-3015

AutoCAD SHX Text

HV-3117

AutoCAD SHX Text

HV-3017

AutoCAD SHX Text

AE-3022

AutoCAD SHX Text

PI-3018, HV-3019

AutoCAD SHX Text

HV-3020

AutoCAD SHX Text

HV-3023

AutoCAD SHX Text

HV-3027

AutoCAD SHX Text

EDR-3026

AutoCAD SHX Text

HV-3025

AutoCAD SHX Text

HV-3030

AutoCAD SHX Text

PRV-3031, PI-3031

AutoCAD SHX Text

REMOTE I/O PANEL

AutoCAD SHX Text

VFD PANEL

AutoCAD SHX Text

COMPONENT IDENTIFIERS ON THIS PAGE

AutoCAD SHX Text

CAN BE FOUND IN TAGLIST DOCUMENT

AutoCAD SHX Text C-3553-804-1.

AutoCAD SHX Text C-3553-304-1

C-3553-304-2

6 5

8 6 5

DRAWING NUMBER

DATE

SCALE

FILE TYPE

NOTICE ON REPRODUCTIONS

4 3

DRAWN BY

CHK'D BY

PROJECT NUMBER

CLIENT NAME

TITLE

SHEET REV

34 2

DESCRIPTIONDWNREV DATE APVD

SIZE

UNCONTROLLED IF PRINTED (UNLESS STAMPED OTHERWISE)

TOLERANCES UNLESS NOTED

ANGLES

FRAC

.XX ±

DECIMALS

.XXX ±

±.X ±

3E-140-F-D Size Title Block_REV C

THIS DOCUMENT IN ALL MEDIA FORMATS IS

THE SOLE PROPERTY OF WIGEN WATER

TECHNOLOGIES, INC. REPRODUCTION IS

STRICTLY PROHIBITED WITHOUT PRIOR

WRITTEN CONSENT, WITH THE EXCEPTION

OF CONTRACTS UNDER GOV'T CLAUSE

FAR 52.236-21

4201 NOREX DRIVE

CHASKA, MN 55318 USA

952-448-4884

WWW.WIGEN.COM

WATER TECHNOLOGIES

REVIEW STAMP BELOW

CONTRACT #140R6022C0005

SUPPLY OF MEMBRANE FILTRATION SYSTEM, LEADVILLE MINE TREATMENT PLANT

AND FACILITIES, LEADVILLE MINE DRAINAGE TUNNEL PROJECT, COLORADO

GENERAL ARRANGEMENT - 2000 GALLON CIP TANK (TYP. 2)

CIP / NEUT SKID

BUREAU OF RECLAMATION

LEADVILLE MINE DRAINAGE TUNNEL PROJECT, CO

C-3553-0122 C-3553-104-2 1 OF 1 BACAD

JDH 3/31/22

MMS 4/1/22

NONE

8/8/22

MMS TJS REVISED PER SUBMITTAL COMMENTS RECEIVED ON 6.20.22

NOTE 1. TANK SHIPPING WEIGHT: 750 LBS

NOTE 2. MAXIMUM TANK OPERATING WEIGHT: 14,000 LBS

NOTE 3. FRAME POWDERCOAT COLOR: TBD

NOTE 4. 48" OF CLEARANCE REQUIRED AROUND ALL EXTENTS OF EQUIPMENT.

NOTE 5.

NOTE 6.

1/2"

AutoCAD SHX Text 225°

AutoCAD SHX Text

AutoCAD SHX Text 0°

AutoCAD SHX Text 90°

AutoCAD SHX Text 270°

AutoCAD SHX Text

CONNECTION SCHEDULE

AutoCAD SHX Text

DESCRIPTION

AutoCAD SHX Text

TYPE

AutoCAD SHX Text

SIZE

AutoCAD SHX Text

OUTLET TO CIP PUMP

AutoCAD SHX Text

SOCKET

AutoCAD SHX Text 6.00

AutoCAD SHX Text

LEVEL TRANSMITTER

AutoCAD SHX Text

FNPT

AutoCAD SHX Text 0.50

AutoCAD SHX Text

RECIRC FROM CIP/NEUT SKID

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 6.00

AutoCAD SHX Text

VENT

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 8.00

AutoCAD SHX Text

MANWAY

AutoCAD SHX Text

FNPT

AutoCAD SHX Text 18.00

AutoCAD SHX Text

UF FILTRATE FILL

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 6.00

AutoCAD SHX Text

CIP RETURN FROM UF SKIDS

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 6.00

AutoCAD SHX Text

OVERFLOW

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 6.00

AutoCAD SHX Text

HEATER

AutoCAD SHX Text

150# FLANGE

AutoCAD SHX Text 6.00

AutoCAD SHX Text

%%UFRONT ELEVATION

AutoCAD SHX Text

%%UR. END ELEVATION

AutoCAD SHX Text

%%UL. END ELEVATION

%%UPLAN VIEW

6 5

8 6 5

DRAWING NUMBER

DATE

SCALE

FILE TYPE

NOTICE ON REPRODUCTIONS

4 3

DRAWN BY

CHK'D BY

PROJECT NUMBER

CLIENT NAME

TITLE

SHEET REV

34 2

DESCRIPTIONDWNREV DATE APVD

SIZE

UNCONTROLLED IF PRINTED (UNLESS STAMPED OTHERWISE)

3E-140-F-D Size Title Block_REV C

THIS DOCUMENT IN ALL MEDIA FORMATS IS

THE SOLE PROPERTY OF WIGEN WATER

TECHNOLOGIES, INC. REPRODUCTION IS

STRICTLY PROHIBITED WITHOUT PRIOR

WRITTEN CONSENT, WITH THE EXCEPTION

OF CONTRACTS UNDER GOV'T CLAUSE

FAR 52.236-21

4201 NOREX DRIVE

CHASKA, MN 55318 USA

952-448-4884

WWW.WIGEN.COM

WATER TECHNOLOGIES

REVIEW STAMP BELOW

CONTRACT #140R6022C0005

SUPPLY OF MEMBRANE FILTRATION SYSTEM, LEADVILLE MINE TREATMENT PLANT

AND FACILITIES, LEADVILLE MINE DRAINAGE TUNNEL PROJECT, COLORADO

PROCESS & INSTRUMENTATION DIAGRAM

P&ID LEGEN

BUREAU OF RECLAMATION

LEADVILLE MINE DRAINAGE TUNNEL PROJECT, CO

CONTRACT NO. - LEADVILLE

C-3553-0122 C-3553-200-1 1 OF 1 BACAD

TJS 3/9/2022

SAB 3/12/2022

NONE

8/8/2022

TJS UPDATED TITLE BLOCK

NOTE 1.

NOTE 2.

NOTE 3.

NOTE 4.

NOTE 5.

NOTE 6.

AutoCAD SHX Text

BALL VALVE OPEN DURING NORMAL OPERATION

AutoCAD SHX Text

BALL VALVE CLOSED DURING NORMAL OPERATION

AutoCAD SHX Text

BUTTERFLY VALVE CLOSED DURING NORMAL OPERATION

AutoCAD SHX Text

CHECK VALVE

AutoCAD SHX Text

BUTTERFLY VALVE OPEN DURING NORMAL OPERATION

AutoCAD SHX Text

GLOBE VALVE OPEN DURING NORMAL OPERATION

AutoCAD SHX Text T

AutoCAD SHX Text

THREADED CONNECTION

AutoCAD SHX Text

SOCKET CONNECTION

AutoCAD SHX Text

GROOVED CONNECTION

AutoCAD SHX Text

SIZE

AutoCAD SHX Text S

AutoCAD SHX Text

SIZE

AutoCAD SHX Text G

AutoCAD SHX Text

SIZE

AutoCAD SHX Text

FLANGE CONNECTION

AutoCAD SHX Text

PLUG CONNECTION

AutoCAD SHX Text

SYMBOLS

AutoCAD SHX Text

PLUMBING CONNECTION

AutoCAD SHX Text P

AutoCAD SHX Text

SIZE

AutoCAD SHX Text F

AutoCAD SHX Text

SIZE

AutoCAD SHX Text

SUPPLIED BY WWT/INSTALLED BY OTHERS

AutoCAD SHX Text

OTHERS

AutoCAD SHX Text Y

AutoCAD SHX Text

AND INSTALLED B

AutoCAD SHX Text

SUPPLIED

AutoCAD SHX Text

TUBE CONNECTION

AutoCAD SHX Text

SIZE

AutoCAD SHX Text

INPUT / OUTPUT MOUNTED ON OUTSIDE OF PANEL

AutoCAD SHX Text

INPUT / OUTPUT MOUNTED INSIDE PANEL

AutoCAD SHX Text

INPUT / OUTPUT MOUNTED AT POINT OF MEASUREMENT

AutoCAD SHX Text

PLC

AutoCAD SHX Text

INPUT TO

AutoCAD SHX Text

DIGITAL

AutoCAD SHX Text

PLC

AutoCAD SHX Text

INPUT TO

AutoCAD SHX Text

ANALOG

AutoCAD SHX Text

PLC

AutoCAD SHX Text

OUTPUT FROM

AutoCAD SHX Text

ANALOG

AutoCAD SHX Text

XCV

AutoCAD SHX Text

LSC

AutoCAD SHX Text

LSO

AutoCAD SHX Text

DPS

AutoCAD SHX Text

AutoCAD SHX Text pH

AutoCAD SHX Text

COND/TEMP

AutoCAD SHX Text

SOLENOID VALVE MOUNTED INSIDE PANEL

AutoCAD SHX Text

AUTOMATIC VALVE NORMALLY CLOSED

AutoCAD SHX Text

PRESSURE GAUGE

AutoCAD SHX Text

PULSATION DAMPENER

AutoCAD SHX Text

LIMIT SWITCH CLOSED MOUNTED ON VALVE

AutoCAD SHX Text

LIMIT SWITCH OPEN MOUNTED ON VALVE

AutoCAD SHX Text

HAND VALVE

AutoCAD SHX Text

DIFFERENTIAL PRESSURE SWITCH

AutoCAD SHX Text

CARTRIDGE FILTER HOUSING

AutoCAD SHX Text

FLOW ELEMENT

AutoCAD SHX Text

FLOW INDICATING TRANSMITTER MOUNTED ON ELEMENT

AutoCAD SHX Text

ANALOG ELEMENT FOR PH

AutoCAD SHX Text

ANALOG INDICATING TRANSMITTER MOUNTED ON PANEL DOOR

AutoCAD SHX Text

ANALOG ELEMENT FOR CONDUCTIVITY / TEMP

AutoCAD SHX Text

PRESSURE SWITCH

AutoCAD SHX Text

CHECK VALVE

AutoCAD SHX Text

PUMP

AutoCAD SHX Text

MOTOR CONTACTOR MOUNTED INSIDE PANEL

AutoCAD SHX Text

MOTOR OVER AMP SWITCH MOUNTED INSIDE PANEL

AutoCAD SHX Text

VARIABLE SPEED DRIVE RUN SIGNAL

AutoCAD SHX Text

VARIABLE SPEED DRIVE AUX. SIGNAL

AutoCAD SHX Text

RO PRESSURE VESSLE HOUSING

AutoCAD SHX Text

STATIC MIXER

AutoCAD SHX Text

CURRENT / PNEUMATIC POSITIONER

AutoCAD SHX Text

TANK

AutoCAD SHX Text

CALIBRATION COLUMN

AutoCAD SHX Text

PULSATION DAMPENER

AutoCAD SHX Text

PRESSURE RELIEF VALVE

AutoCAD SHX Text

TEMPERATURE CONTROLLED SWITCH

AutoCAD SHX Text

HEATER CONTROL

AutoCAD SHX Text

HEATING ELEMENT

AutoCAD SHX Text

TEMPERATURE GAUGE

AutoCAD SHX Text

VARIABLE SPEED DRIVE SPEED SIGNAL

AutoCAD SHX Text

GEAR OPERATOR ON VALVE

AutoCAD SHX Text

PRESSURE ELEMENT

AutoCAD SHX Text

PRESSURE INDICATING TRANSMITTER

AutoCAD SHX Text

BLOCK AND BLEED VALVE

AutoCAD SHX Text P

AutoCAD SHX Text

VFDR

AutoCAD SHX Text

VFDA

AutoCAD SHX Text

VFDS

AutoCAD SHX Text

GEAR

AutoCAD SHX Text

BBV

AutoCAD SHX Text

HSG

AutoCAD SHX Text

MIX

AutoCAD SHX Text

AutoCAD SHX Text T

AutoCAD SHX Text

HTR

AutoCAD SHX Text

FLOW CONTROLLER

AutoCAD SHX Text

DIAPHRAGM METERING PUMP

AutoCAD SHX Text

CALIBRATION COLUMN

AutoCAD SHX Text

CENTRIFUGAL PUMP

AutoCAD SHX Text

MEMBRANE SEPARATION

AutoCAD SHX Text

IN LINE MIXER

AutoCAD SHX Text

VARIABLE AREA FLOW INDICATOR / ROTAMETER

AutoCAD SHX Text

LINE 1

AutoCAD SHX Text

LINE 2

AutoCAD SHX Text

LINE 3

AutoCAD SHX Text

LINE 1

AutoCAD SHX Text

LINE 2

AutoCAD SHX Text

LINE 3

AutoCAD SHX Text A

AutoCAD SHX Text

LINE 1

AutoCAD SHX Text

LINE 2

AutoCAD SHX Text

LINE 3

AutoCAD SHX Text A

AutoCAD SHX Text

GLOBE VALVE CLOSED DURING NORMAL OPERATION

AutoCAD SHX Text

NEEDLE VALVE OPEN DURING NORMAL OPERATION

AutoCAD SHX Text

NEEDLE VALVE CLOSED DURING NORMAL OPERATION

AutoCAD SHX Text

V-NOTCH (CHARACTERIZED) BALL VALVE

AutoCAD SHX Text

SOLENOID VALVE OPEN DURING NORMAL OPERATION

AutoCAD SHX Text

SOLENOID VALVE CLOSED DURING NORMAL OPERATION

AutoCAD SHX Text

VACUUM RELIEF VALVE

AutoCAD SHX Text

PRESSURE RELIEF VALVE

AutoCAD SHX Text

PRESSURE & VACUUM RELIEF VALVE

AutoCAD SHX Text

PRESSURE REGULATING VALVE - PILOT

AutoCAD SHX Text

PRESSURE REDUCING VALVE - PILOT

AutoCAD SHX Text

PRESSURE REDUCING VALVE - SELF ACT

AutoCAD SHX Text

PRESSURE REGULATING VALVE - SELF ACT

AutoCAD SHX Text

3-WAY VALVE

AutoCAD SHX Text

4-WAY VALVE

AutoCAD SHX Text

ULTRAVIOLET

AutoCAD SHX Text

PACKAGED AIR COMPRESOR

AutoCAD SHX Text

DIAPHRAGM SEAL

AutoCAD SHX Text

TURBINE FLOW SENSOR

AutoCAD SHX Text

ELECTROMAGNETIC FLOW SENSOR

AutoCAD SHX Text

VACUUM BREAKER

AutoCAD SHX Text

EDUCTOR

AutoCAD SHX Text

CONCENTRIC REDUCER

AutoCAD SHX Text

ECCENTRIC REDUCER

AutoCAD SHX Text

DIELECTRIC UNION

AutoCAD SHX Text

STRAINER Y - TYPE

AutoCAD SHX Text

ARROW EQUIPMENT/SKID CONNECTION

AutoCAD SHX Text

ARROW PROCESS TO OTHER PAGE

AutoCAD SHX Text

ARROW PROCESS TO SAME PAGE

AutoCAD SHX Text

VORTEX FLOW SENSOR

AutoCAD SHX Text

PADDLE WHEEL FLOW SENSOR

AutoCAD SHX Text

AIR RELEASE VALVE

AutoCAD SHX Text

COMBINATION RELIEF VALVE

AutoCAD SHX Text

CRV

AutoCAD SHX Text

PLC

AutoCAD SHX Text

OUTPUT TO

AutoCAD SHX Text

DIGITAL

AutoCAD SHX Text

TAG LOCAL MOUNT

AutoCAD SHX Text

TAG PANEL MOUNT

AutoCAD SHX Text

TAG BACK MOUNT

AutoCAD SHX Text

PLUG VALVE

AutoCAD SHX Text

FLOW ORIFICE

AutoCAD SHX Text

MUFFLER

AutoCAD SHX Text

EQUIPMENT BOUNDARYQUIPMENT BOUNDARY BOUNDARY

This is the start of the file's text. The full file is on GovTribe.

File details come from the government source that posted it. Updated Dec 29, 2023.