biddoc.pdf

PROJECT MANUAL

Town of Wellington Water Treatment Plan: Lab & Administration Expansion

10691 N. CR 11

Wellington, CO 80549

August 28, 2026

Clark & Enersen Project No.: 699-001-25

Architect Civil Engineer

(Coordinating Professional)

Structural Engineer Mechanical Engineer Electrical Engineer

Town of Wellington Water Treatment Plant

Laboratory & Admin Expansion 08/26

Wellington, CO 100% CD DOCUMENTS

TABLE OF CONTENTS 00 00 03 - 1

SECTION 00 00 03 - TABLE OF CONTENTS

BIDDING REQUIREMENTS AND CONDITIONS OF THE CONTRACT

• 00 00 01 Cover Page

• 00 00 03 Table of Contents

• 00 11 13 Advertisement for Bids

• 00 21 13 Instructions to Bidders

• 00 22 13 Supplementary Instructions to Bidders

• 00 31 32 Geotechnical Data

• 00 31 32A Geotech Report 2018

• 00 31 32B Addendum to Geotech Report

• 00 31 32C Geotech Report 2026

• 00 42 00 Bid Form

• 00 72 00 General Conditions

• 00 72 00A AIA A201 -2017 General Conditions

• 00 72 00B AIA A101-2017 Owner Contractor Contract Sample

• 00 72 00C AIA A101-2017 Exhibit A Agreement Sample

• 00 72 00E AIA 702-1992 Pay Application Sample

• 00 72 00F AIA C106-2022 Digital Data Agreement

DIVISION 01 - GENERAL REQUIREMENTS

• 01 10 00 Summary

• 01 21 00 Allowances

• 01 23 00 Alternates

• 01 25 00 Substitution Procedures

• 01 26 00 Contract Modification Procedures

• 01 29 00 Payment Procedures

• 01 31 00 Project Management and Coordination

• 01 33 00 Submittal Procedures

• 01 40 00 Quality Requirements

• 01 50 00 Temporary Facilities and Controls

• 01 73 00 Execution

• 01 77 00 Closeout Procedures

• 01 78 23 Operation and Maintenance Data

• 01 78 39 Project Record Documents

• 01 79 00 Demonstration and Training

TABLE OF CONTENTS 00 00 03 - 2

DIVISION 02 - EXISTING CONDITIONS

• NOT USED

DIVISION 03 - CONCRETE

• 03 30 00 Cast-in-Place Concrete

• 03 34 45 Polished Concrete Finishing

DIVISION 04 - MASONRY

DIVISION 05 - METALS

• 05 12 00 Structural Steel Framing

• 05 21 00 Steel Joist Framing

• 05 31 00 Steel Decking

• 05 40 00 Cold-formed Metal Framing

• 05 50 00 Metal Fabrications

DIVISION 06 - WOODS, PLASTICS AND COMPOSITES

• 06 10 00 Rough Carpentry

• 06 40 23 Interior Architectural Woodwork

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

• 07 11 13 Bituminous Dampproofing

• 07 21 00 Thermal Insulation

• 07 42 19 Insulated Metal Wall Panels

• 07 54 19 Polyvinyl-Chloride (PVC) Roofing

• 07 62 00 Sheet Metal Flashing and Trim

• 07 71 00 Roof Specialties

• 07 72 53 Snow Guards

• 07 92 00 Joint Sealants

DIVISION 08 - DOORS AND WINDOWS

TABLE OF CONTENTS 00 00 03 - 3

• 08 11 13 Hollow Metal Doors and Frames

• 08 14 16 Flush Wood Doors

• 08 31 13 Access Doors

• 08 41 13 Aluminum-Framed Entrances and Storefronts

• 08 71 00 Door Hardware

• 08 80 00 Glazing

DIVISION 09 - FINISHES

• 09 22 16 Non-Structural Metal Framing

• 09 29 00 Gypsum Drywall

• 09 30 00 Tile

• 09 51 13 Acoustical Panel Ceilings

• 09 54 46 Acoustical Baffles

• 09 65 00 Resilient Flooring

• 09 91 13 Exterior Painting

• 09 91 23 Interior Painting

• 09 96 00 High-Performance Coatings

DIVISION 10 - SPECIALTIES

• 10 11 00 Visual Display Surfaces

• 10 14 23 Signage

• 10 26 00 Wall and Door Protection

• 10 28 00 Toilet, Bath, and Laundry Accessories

• 10 44 13 Fire Protection Cabinets

• 10 50 50 Phenolic Lockers

• 10 53 00 Aluminum Canopies

DIVISION 11 - EQUIPMENT

• 11 31 00 Residential Appliances

DIVISION 12 - FURNISHINGS

• 12 24 13 Roller Window Shades

• 12 35 53 Metal Laboratory Casework

TABLE OF CONTENTS 00 00 03 - 4

DIVISION 13 - SPECIAL CONSTRUCTION

DIVISION 14 - CONVEYING SYSTEMS

DIVISION 21 - FIRE SUPPRESSION

DIVISION 22 - PLUMBING

• 22 05 00 Basic Plumbing Requirements

• 22 05 19 Plumbing Meters and Gauges

• 22 05 29 Plumbing Hangers and Supports

• 22 05 53 Plumbing Identification

• 22 05 93 Testing, Adjusting and Balancing for Plumbing

• 22 07 16 Plumbing Equipment Insulation

• 22 07 19 Plumbing Piping Insulation

• 22 10 00 Plumbing Piping

• 22 11 13 Facility Water Distribution Piping

• 22 11 19 Plumbing Specialties

• 22 13 13 Facility Sanitary Sewers

• 22 21 23 Plumbing Pumps

• 22 30 00 Plumbing Equipment

• 22 40 00 Plumbing Fixtures

DIVISION 23 – HEATING VENTILATING AND AIR CONDITIONING

• 23 05 00 Basic HVAC Requirements

• 23 05 19 HVAC Meters and Gauges

• 23 05 29 HVAC Hangers and Supports

• 23 05 53 HVAC Identification

TABLE OF CONTENTS 00 00 03 - 5

• 23 05 93 Testing, Adjusting, and Balancing

• 23 07 13 Ductwork Insulation

• 23 09 00 Digital Control Equipment

• 23 09 01 Instrumentation and Control Elements

• 23 31 13 Ductwork

• 23 33 00 Ductwork Accessories

• 23 34 23 Power Ventilators

• 23 36 00 Air Terminal Units

• 23 37 00 Air Outlets and Inlets

• 23 74 16 Packaged Rooftop Heat Pump Units

• 23 82 39 Terminal Heat Transfer Units

DIVISION 26 - ELECTRICAL

• 26 05 00 Electrical General Provisions

• 26 05 01 Basic Materials and Methods

• 26 05 19 Conductors

• 26 05 26 Grounding System

• 26 05 33 Raceways

• 26 22 00 Dry-Type Transformers

• 26 24 16 Panelboards

• 26 27 26 Wiring Devices

• 26 41 13 Lightning Protection Systems

• 26 51 00 Lighting

DIVISION 27 - COMMUNICATIONS

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

DIVISION 31 - EARTHWORK

• 31 10 00 Site Clearing

• 31 20 00 Earth Moving

• 31 22 19 Site Grading

• 31 25 00 Erosion and Sedimentation Controls

• 31 31 16 Termite Control

TABLE OF CONTENTS 00 00 03 - 6

DIVISION 32 - EXTERIOR IMPROVEMENTS

• 32 13 13 Concrete Paving

• 32 13 73 Concrete Paving Joint Sealants

END OF SECTION 00 00 03

Laboratory & Admin Expansion 08/28

ADVERTISEMENT FOR BIDS 00 11 13 - 1

SECTION 00 11 13 - ADVERTISEMENT FOR BIDS

1.1 PROJECT INFORMATION

A. Notice to Bidders: Qualified bidders may submit bids for project as described in this Document.

Submit bids according to the Instructions to Bidders.

B. Project Identification: Town of Wellington Water Treatment Plant

1. Project Location: 10691N CR 11, Wellington, CO 80549

C. Owner: Town of Wellington, Colorado

1. Owner's Representative: Lucas Flax, Senior Engineer (970) 568-2119

D. Architect: Clark & Enersen. 123 N College Avenue, Suite 370, Fort Collins, CO 80524.

E. Project Description: Project consists of a new 2,300 sq. ft. building housing office and laboratory space.

F. Construction Contract: Bids will be received for the following Work:

1. General Contract (all trades).

1.2 BID SUBMITTAL AND OPENING

A. Owner will receive sealed lump bids until the bid time and date at the location given below. Owner will consider bids prepared in compliance with the Instructions to Bidders issued by Owner, and delivered as follows:

1. Bid Date: 10/9/2026

2. Bid Time: 12pm, local time. Any bids received after the closing time will be returned unopened.

3. Location: All Bids to be collected through BidNet.

4. Faxed Bids: Not Allowed.

B. Bids will be thereafter publicly opened and read aloud.

1.3 BID SECURITY

A. Bid security in the form of either surety bond or certified check payable to the Owner shall be submitted with each bid in the amount of 5 percent of the bid amount. No bids may be withdrawn for a period of 30 days after opening of bids. Owner reserves the right to reject any and all bids and to waive informalities and irregularities.

ADVERTISEMENT FOR BIDS 00 11 13 - 2

1.4 PREBID MEETING

A. Prebid Meeting: A Prebid meeting may be held for prospective bidders. Owner to provide additional information on time, date, and location. Prospective prime bidders are requested to attend.

1. Bidders' Questions: Architect will provide responses to bidders’ questions at Pre-Bid Conference by Addendum.

1.5 DOCUMENTS

A. Online Procurement and Contracting Documents

1. Procurement and Contracting Documents will be available electronically through BidNet Direct at www.bidnetdirect.com. Bidders shall locate the project solicitation and register with BidNet Direct to obtain access to the bidding documents.

2. Bidders are responsible for registering with BidNet Direct and following the project solicitation to receive notifications regarding Addenda and other project communications.

3. Procurement and Contracting Documents may be viewed and downloaded electronically through BidNet Direct. Only complete sets of documents should be used for bidding purposes.

4. Bidders are responsible for all costs associated with printing or reproducing Procurement and Contracting Documents.

B. Addenda:

1. Addenda will be issued electronically through BidNet Direct.

2. Bidders are responsible for monitoring the BidNet Direct solicitation for Addenda and other modifications to Procurement and Contracting Documents.

3. Bidders shall acknowledge receipt of all Addenda as required by the Bid Form.

C. Official Documents:

1. Procurement and Contracting Documents and Addenda issued through BidNet Direct constitute the official bidding documents for the Project.

1.6 TIME OF COMPLETION

A. Successful bidder shall begin the Work on receipt of the Notice to Proceed and shall complete the Work within the Contract Time.

http://www.bidnetdirect.com/ https://www.bidnetdirect.com/

ADVERTISEMENT FOR BIDS 00 11 13 - 3

1.7 BIDDER'S QUALIFICATIONS

A. Bidders must be provide qualifications, as outlined on BidNet.

B. Bidders must be properly licensed under the laws governing their respective trades and be able to obtain insurance and bonds required for the Work. A Performance Bond, separate Labor and Material Payment Bond, and Insurance in a form acceptable to Owner will be required of the successful Bidder.

END OF SECTION 00 11 13

INSTRUCTIONS TO BIDDERS 00 21 13 - 1

SECTION 00 21 13 – INSTRUCTIONS TO BIDDERS

AIA Document A701, Instructions to Bidders, 2018 edition, is hereby incorporated into the project manual by reference, and shall have the same force and effect upon the Contract as if here physically included in its entirety. A copy of A701 will be provided to plan holders upon request during the bidding process.

END OF SECTION 00 21 13

08/26

SUPPLEMENTARY INSTRUCTIONS TO BIDDERS 00 22 13 - 1

SECTION 00 22 13 – SUPPLEMENTARY INSTRUCTIONS TO BIDDERS

The following supplements modify the "Instructions to Bidders", A.I.A. Document A701, 2018. Where a portion of the Instructions to Bidders is modified or deleted by these Supplementary Instructions to Bidders, the unaltered portions of the Instructions to Bidders shall remain in effect.

ARTICLE 4

BIDDING PROCEDURES

4.1.1.1 Submit one executed Bid Form. Duplicates are not required.

4.2.1 Each Bid shall be accompanied by the following bid security:

A Surety Bond in the amount of 5% of the total bid amount.

4.4.1.1 Bids may not be modified, withdrawn or canceled for a period of forty-five (45) calendar days following the time and date designated for receipt of bids.

ARTICLE 5

CONSIDERATION OF BIDS

5.3.1 The Owner reserves the right to reject any and all bids.

END OF SECTION 00 22 13

GEOTECHNICAL DATA 00 31 32 - 1

SECTION 00 31 32 - GEOTECHNICAL DATA

1.1 GEOTECHNICAL DATA

A. A geotechnical investigation report for the Town of Wellington Water Treatment Plant Laboratory and Administration Expansion Project prepared by Soilogic, dated February 15, 2018 and an Addendum revising that report, dated July 7, 2021, in their entirety, are hereby specifically made a part of this Contract.

B. A geotechnical investigation report for the Town of Wellington Water Treatment Plant Laboratory and Administration Expansion Project prepared by Substrata, dated May 18,2026 in its entirety, is hereby specifically made a part of this Contract.

C.

D. Related Requirements:

1. Document 00 21 13 "Instructions to Bidders" for the Bidder's responsibilities for examination of Project site and existing conditions.

END OF SECTION 00 31 32

GEOTECHNICAL SUBSURFACE EXPLORATION REPORT

WELLINGTON WATER TREATMENT PLANT IMPROVEMENTS

LARIMER COUNTY (WELLINGTON), COLORADO

SOILOGIC # 18-1022

February 15, 2018

Soilogic, Inc.

3522 Draft Horse Court Loveland, CO 80538 (970) 535-6144

P.O. Box 1121 Hayden, CO 81639 (970) 276-2087

Stantec Consulting Services

3325 South Timberline Road, Suite 150

Fort Collins, Colorado 80525

Attn: Mr. Donald F. Silar, P.E.

Re: Geotechnical Subsurface Exploration Report

Wellington Water Treatment Plant Improvements

Larimer County (Wellington), Colorado

Soilogic Project # 18-1022

Mr. Silar:

Soilogic, Inc. (Soilogic) personnel have completed the geotechnical subsurface exploration you requested for the proposed Wellington Water Treatment Plant

Improvements to be constructed at the existing facility located southwest of the intersection of East Larimer County Road 68 and North County Road 11, northwest of

Wellington in unincorporated Larimer County, Colorado. The results of our subsurface exploration and pertinent geotechnical engineering recommendations are included with this report.

The subsurface materials encountered in the completed site borings consisted of a thin mantle of gravel surfacing or vegetation and topsoil underlain by brown clayey sand at the location of borings B-1 through B-8 and B-10. A portion of the near surface clayey sand encountered at the location of borings B-1 and B-6 appeared to be fill soils which may have been placed to develop finish site grades in those areas. The clayey sand varied from very loose to medium dense in terms of relative density, exhibited no to low swell potential and low to moderate settlement potential at in-situ moisture and density conditions and extended to depths ranging from approximately 3 to 8 feet below ground surface where it was underlain by rust/olive/grey, weathered to very hard sandstone/siltstone with interbedded claystone bedrock. Sandstone/siltstone with interbedded claystone bedrock was encountered underlying the vegetative soil layer at the location of boring B-9. The sandstone/siltstone exhibited no to low swell potential at in-situ moisture and density conditions and extended to the bottom of all borings at depths ranging from approximately 15 to 45 feet below present site grade. Groundwater was

Geotechnical Subsurface Exploration Report

Larimer County (Wellington), Colorado

Soilogic # 18-1022 encountered in borings B-1, B-2 and B-6 through B-10 at depths ranging from approximately 4 to 14 feet below ground surface at the time of drilling. Groundwater was not encountered in the remainder of the completed site borings to the depth explored at that time. When checked about 6 days after completion of drilling, groundwater was measured in borings B-1 through B-10 at depths of approximately 13½, 10, 14, 12½, 13, 10, 3½, 2½, 1½ and 8 feet below ground surface respectively.

Based on the subsurface conditions encountered, results of laboratory testing and type of construction proposed, it is our opinion the proposed treatment building could be supported by conventional spread footing foundations bearing on natural, undisturbed clayey sand, sandstone/siltstone bedrock, or a consistent thickness of properly placed and compacted fill or overexcavation/backfill. Sandstone/siltstone bedrock could be used for support of the solids pump vault and raw water pump station structures. Care will be needed at the time of construction to ensure all individual structure footing foundations bear on like materials with suitable strength and low volume change potential. The reconditioned near-surface site clayey sand and properly placed and compacted fill consisting of on-site or approved low volume change (LVC) import soils could be used for support of the building floor slab and concrete drying pad. The site clayey sand soils and sandstone/siltstone bedrock would be considered LVC and could be used as fill to develop the waste recovery pond embankments and other structural areas of the site.

Based on the installation depth of the solids pump vault and raw water pump station and depth to groundwater observed in the completed site borings, dewatering excavations during installation of these structures should be expected. Depending on bottom of pond design elevation, some dewatering of the waste recovery pond excavations may also be required. Other opinions and recommendations concerning design criteria and construction details for the proposed site improvements are included with this report.

Larimer County (Wellington), Colorado

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the enclosed information or if we can be of further service to you in any way, please do not hesitate to contact us.

Very Truly Yours, Soilogic, Inc. Reviewed by:

Wolf von Carlowitz, P.E. Darrel DiCarlo, P.E.

Principal Engineer Senior Project Engineer

36746 44271

GEOTECHNICAL SUBSURFACE EXPLORATION REPORT

WELLINGTON WATER TREATMENT PLANT IMPROVEMENTS

LARIMER COUNTY (WELLINGTON), COLORADO

SOILOGIC # 18-1022

INTRODUCTION

This report contains the results of the completed geotechnical subsurface exploration for the proposed Wellington Water Treatment Plant improvements to be constructed at the existing treatment plant site located southwest of the intersection of East Larimer County

Road 68 and North County Road 11, northwest of Wellington in unincorporated Larimer

County, Colorado. The purpose of our exploration was to describe the subsurface conditions encountered in the completed site borings and develop the test data necessary to provide recommendations concerning design and construction of the building, solids pump vault and raw water pump station foundations and support of floor slabs and the concrete drying pad. Recommendations concerning the construction of larger waste recovery ponds and results of corrosive soil characteristics tests with respect to buried yard piping and concrete elements are also provided. The conclusions and recommendations outlined in this report are based on the results of the completed field and laboratory testing and our experience with subsurface conditions in this area.

PROPOSED CONSTRUCTION

Based on the provided plan documents, we understand the proposed treatment building will have a plan area of approximately 7,680 square feet and be a single-story prefabricated steel structure constructed as slab-on-grade. The solids pump vault and raw water pump station are expected to bear approximately eight (8) and 35 feet below present site grade respectively. Foundation loads for the building, vault and raw water pump station are expected to be light, with continuous wall loads less than 3.5 kips per lineal foot and individual column loads less than 75 kips. Floor loads are expected to be light (less than 150 psf). As part of the proposed site improvements, a concrete drying pad will also be constructed. The drying pad is expected to be subject to low volumes of moderately loaded material handling equipment. Maximum cuts on the order of five (5) feet and maximum fills on the order of approximately ten (10) feet are anticipated to develop finish site grades in the improvement areas.

Larimer County (Wellington), Colorado

SITE DESCRIPTION

The project site is located southwest of the intersection of East Larimer County Road 68 and North County Road 11 and currently houses the existing Wellington water treatment plant facility which contains existing water storage tanks, treatment buildings, waste recovery ponds, raw water pump station and associated support equipment and underground utilities. Outside of the existing improvement areas, the site contained a moderate growth of grass vegetation, gravel-surfaced drive areas and various flatwork improvements. We understand an abandoned leach field may be present in a portion of the new treatment plant building footprint. Some berm construction developed through fill placement appears to have been completed at the southwest corner of the plant site where a burn pit was observed to be in-place. The site contained an overall downward slope to the southwest, with the maximum difference in ground surface elevation across the plant site estimated to be approximately 28 feet based on provided topographic maps of the area. The maximum difference in ground surface elevation across the proposed raw water pump station area was estimated to be less than two (2) feet.

SITE EXPLORATION

Field Exploration

To develop subsurface information for the proposed site improvements, a total of ten (10) soils borings were extended to depths ranging from approximately 15 to 45 feet below present site grade in the proposed improvement areas. The boring locations were established in the field by Soilogic personnel based on a provided site plan, using a mechanical surveyor’s wheel and estimating angles from identifiable site references. The boring locations should be considered accurate only to the degree implied by the methods used to make the field measurements. A diagram indicating the approximate boring locations is included with this report. Graphic logs of each of the auger borings are also included.

The test holes were advanced using 4-inch diameter, continuous-flight auger powered by a truck-mounted CME-45 drill rig. Samples of the subsurface materials were obtained at regular intervals using California barrel and split-spoon sampling procedures in general

Larimer County (Wellington), Colorado accordance with ASTM specification D-1586. As part of the D-1586 sampling procedure, standard sampling barrels are driven into the substrata using a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the samplers a distance of 12 inches is recorded and helpful in estimating the consistency, relative density and/or hardness of the soils and/or bedrock encountered. In the

California barrel sampling procedure, lesser disturbed samples are obtained in removable brass liners. Samples of the subsurface materials obtained in the field were sealed and returned to the laboratory for further evaluation, classification and testing.

Laboratory Testing

The samples collected were tested in the laboratory to measure natural moisture content and dry density and were visually and/or manually classified in accordance with the

Unified Soil Classification System (USCS). The USCS group symbols are indicated on the attached boring logs. An outline of the USCS classification system is included with this report. Classification of bedrock was completed through visual and tactual observation of disturbed samples. Other bedrock types could be revealed through petrographic analysis.

As part of the laboratory testing, a calibrated hand penetrometer (CHP) was used to estimate the unconfined compressive strength of essentially-cohesive specimens. The

CHP also provides a more reliable estimate of soil/bedrock consistency than tactual observation alone. Dry density, Atterberg limits, -200 wash and swell/consolidation tests were completed on selected samples to help establish specific soil/bedrock characteristics. Atterberg limits tests are used to determine soil/bedrock plasticity. The percent passing the #200 size sieve (-200 wash test) is used to determine the percentage of fine-grained materials (clay and silt) in a sample. Swell/consolidation tests are performed to evaluate soil/bedrock volume change potential with variation in moisture content. The results of the completed laboratory tests are outlined on the attached boring logs and swell/consolidation test summaries. As part of our evaluation, three (3) selected soil samples were submitted to a local chemistry laboratory for water-soluble sulfate, chloride, pH and resistivity testing to help evaluate corrosive soil characteristics with respect to buried concrete and ferrous metals. Results of the completed subcontracted laboratory testing are included and discussed subsequently in this report.

Larimer County (Wellington), Colorado

SUBSURFACE CONDITIONS

The subsurface materials encountered in the completed site borings can be summarized as follows. A thin mantle of gravel surfacing and/or vegetation and topsoil was encountered at the surface at the boring locations. The gravel surfacing and vegetative soil layers were underlain by brown clayey sand at the location of borings B-1 through B-8 and B-

10. A portion of the near surface clayey sand encountered at the location of borings B-1 and B-6 appeared to be fill soils which may have been placed to develop finish site grades in those areas. The clayey sand varied from very loose to medium dense in terms of relative density, exhibited no to low swell potential and low to moderate settlement potential at in-situ moisture and density conditions and extended to depths ranging from approximately 3 to 8 feet below ground surface, where it was underlain by rust/olive/grey, weathered to very hard sandstone/siltstone with interbedded claystone bedrock. A layer of well cemented sandstone bedrock was encountered in boring B-1 at depths extending from approximately 18 to 19 feet below present site grade.

Sandstone/siltstone with interbedded claystone bedrock was encountered underlying the vegetative soil layer at the location of boring B-9. The sandstone/siltstone exhibited no to low swell potential at in-situ moisture and density conditions and extended to the bottom of all borings at depths ranging from approximately 15 to 45 feet below present site grade.

The stratigraphy indicated on the included boring logs represents the approximate location of changes in soil and bedrock types. Actual changes may be more gradual than those indicated.

Groundwater was encountered in borings B-1, B-2 and B-6 through B-10 at depths ranging from approximately 4 to 14 feet below ground surface at the time of drilling.

Groundwater was not encountered in the remainder of the completed site borings to the depth explored at that time. When checked about 6 days after completion of drilling, groundwater was measured in borings B-1 through B-10 at depths of approximately 13½, 10, 14, 12½, 13, 10, 3½, 2½, 1½ and 8 feet below ground surface respectively.

Groundwater levels will vary seasonally and over time based on weather conditions, site development, irrigation practices and other hydrologic conditions. We expect water

Larimer County (Wellington), Colorado levels in those borings completed in close proximity to the waste recovery ponds, open-channel flow and other water features (most notably in borings B-7, B-8 and B-9) are being directly impacted by water levels in those features. In addition, based on our understanding of the history of the site, we expect a perched groundwater condition exists across the site at times throughout the year. Perched water is commonly encountered in soils overlying less permeable soil layers and/or bedrock. The location and amount of perched water can also vary over time.

Site Development

Within the new building, drying pad, waste recovery pond and any proposed fill areas, all existing gravel surfacing and vegetation/topsoil should be completely removed. All existing undocumented fill/backfill associated with any previous development in these areas should also be completely removed to natural undisturbed soil/bedrock level at this time. The depth and extent of required removal can best be established at the time of excavation through openhole observation. The excavated/removed materials should be replaced as controlled and compacted fill as outlined below. We understand an abandoned septic absorption field may be present in a portion of the new building footprint. All existing septic system components and disturbed soils associated with the abandoned absorption field should be completely removed to natural undisturbed soil/bedrock level from within the new building area. Removal excavations beneath structures and other surface improvements should extend 8 inches laterally past the exterior perimeter of the improvement footprints for every 12 inches of removal depth.

In the treatment building area, we recommend any removal procedures be completed to a consistent elevation in order to provide a uniform thickness of controlled and compacted fill beneath footing foundations and floor slabs in order to reduce the potential for excessive differential settlement. After stripping and completing all cuts and removal procedures, and prior to the placement of any new fill or removal area backfill, we recommend the exposed subgrade soils be scarified to a depth of 9 inches, adjusted in moisture content and compacted to at least 95% of the materials standard Proctor maximum dry density. The moisture content of the scarified subgrade soils should be adjusted to within the range of ±2% or standard Proctor optimum moisture content at the time of placement and compaction.

Larimer County (Wellington), Colorado

Fill and removal area backfill soils required to develop the site should consist of approved low volume change (LVC) soils free from organic matter, debris and other objectionable materials. Based on results of the completed laboratory testing, it is our opinion the site clayey sand and thoroughly processed sandstone/siltstone bedrock could be used as fill in structural areas of the site. Bedrock materials should be processed to less than 3-incehs in any dimension prior to use as fill and should contain sufficient fines in order to reduce the potential for stacking and development of voids in those materials.

We recommend the site clayey sand, thoroughly processed sandstone/siltstone bedrock and/or similar materials be placed in loose lifts not to exceed 9 inches thick, adjusted in moisture content and compacted as recommended for the scarified subgrade soils above.

Removal area excavations and existing slopes steeper than 4(H):1(V) expected to receive fill should be continuously benched during fill placement in order to reduce the potential for a shear plane between the existing site soils and placed fill. Slopes for the waste recovery ponds should be constructed at a 3:1 (H:V) or shallower slope configuration for long term stability.

Very loose clayey sand soils were encountered with depth in borings B-6 and B-7 completed at the south end of the waste recovery ponds. The very loose clayey sands would be easily disturbed by the construction activities. Care should be taken at the time of construction to avoid disturbing the pond cut banks or subgrade soils expected to receive fill.

Care should be taken to maintain the proper moisture content in the bearing/subgrade soils prior to placement of any overlying improvements. The reconditioned subgrade soils and placed fill soils should not be left exposed for extended periods of time. In the event that the reconditioned soils are allowed to dry out or if rain, snowmelt or water from any source is allowed to infiltrate the bearing/subgrade soils, reworking of those materials or removal/replacement procedures may be required.

Foundations

Based on the materials encountered in the completed site borings and results of field and laboratory testing, it is our opinion the proposed treatment building could be supported by continuous spread footing and isolated pad foundations bearing on a consistent thickness

Larimer County (Wellington), Colorado of controlled and compacted fill developed as outlined above or directly on sandstone/siltstone bedrock. All footing foundations should bear on like materials.

For design of footing foundations bearing on suitable fill soils compacted to at least 95% of the material’s standard Proctor maximum dry density natural, we recommend using a maximum net allowable soil bearing pressure of 1,500 psf. As a precaution, we recommend footing foundations be designed to maintain a minimum dead load pressure of 500 psf or as high as practical on the supporting soils. For design of footing foundations bearing directly on sandstone/siltstone bedrock, we recommend using a maximum net allowable soil bearing pressure of 3,000 psf with a minimum dead load pressure of 500 psf or as high as practical. Extending interior column pad foundations to bear on sandstone bedrock at greater depth may be required to develop consistent foundation bearing across the structure footprint.

Exterior footings should bear a minimum of 30 inches below finished adjacent exterior grade to provide frost protection. We recommend formed strip footings have a minimum width of 12 inches and isolated pad foundations have a minimum width of 24 inches in order to facilitate construction and reduce the potential for development of eccentrically loaded footings. Actual footing widths should be designed by a structural engineer.

For design of footing foundations and foundation walls to resist lateral movement, a passive equivalent fluid pressure value of 250 pcf could be used. The top 30 inches of subgrade could be considered a surcharge load but should not be used in the passive resistance calculations. A coefficient of friction of 0.35 could be used between foundation and floor slab concrete and the bearing soils to resist sliding. The recommended passive equivalent fluid pressure value and coefficient of friction do not include a factor of safety.

We estimate settlement of footing foundations designed and constructed as outlined above and resulting from the assumed structural loads would be less than 1 inch.

Differential settlement could approach the amount of total movement estimated above. If water from any source is allowed to infiltrate the foundation bearing soils, additional movement of the foundations could occur.

Larimer County (Wellington), Colorado

Seismicity

Based on our review of the International Building Code (2003), a soil profile type C could be used for the site strata. Based on our review of United States Geologic Survey

(USGS) mapped information, design spectral response acceleration values of SDS = .165

(16.5%) and SD1 = .065 (6.5%) could be used.

Treatment Building Floor Slab and Concrete Drying Pad

The treatment building floor slab could be supported directly on a consistent thickness of controlled and compacted fill developed above in the ‘Site Development’ section of this report. The concrete drying pad could be supported directly on reconditioned subgrade soils and/or properly placed and compacted fill soils also developed as outlined in that section. A modulus of subgrade reaction (k) value of 150 pci could be used for design of floor slabs and the concrete drying pad supported on reconditioned site soils/bedrock, properly placed and compacted fill/overexcavation backfill consisting of the site clayey sand, thoroughly processed sandstone bedrock and/or similar soils. Disturbed subgrades or subgrade soils that have been allowed to dry out or become wet and softened should be removed and replaced or reconditioned in place prior to floor slab construction.

Floor slabs should designed and constructed as floating slabs, separated from foundation walls, columns and plumbing and mechanical penetrations by the use of block outs or appropriate isolation material. Additionally, we recommend all partition walls supported above slabs-on-grade be constructed as floating walls to help reduce the potential for differential slab-to-foundation movement causing distress in upper sections of the structure. A minimum one and one-half (1½) inch void space is recommended beneath all floating walls. Special attention to door and stair framing, drywall installation and trim carpentry should be taken to isolate those elements from the floor slabs, allowing for some differential floor slab-to-foundation movement to occur without transmitting stresses to the overlying structure.

If floor coverings/adhesives will be installed in slab-on-grade areas, a vapor barrier may be required immediately beneath the floor slab in order to maintain flooring product manufacturer’s warranties. A vapor barrier would help reduce the transmission of

Larimer County (Wellington), Colorado moisture through the floor slab. However, the unilateral moisture release caused by placing concrete on an impermeable surface can increase slab curl. The amount of slab curl can be reduced by careful selection of an appropriate concrete mix. Slab curl cannot be eliminated. We recommend the owner, designer and flooring contractor consider the performance of the slab in conjunction with the proposed flooring products to help determine if a vapor barrier will be required and where best to position the vapor barrier in relation to the floor slab. Additional guidance and recommendations concerning slab on grade design can be found in American Concrete Institute (ACI) section 302.

Waste Recovery Ponds

Any waste recovery pond berm construction should be completed as outlined in the ‘Site

Development’ section of this report. The site clayey sand and sandstone/siltstone bedrock would be expected to be marginal with respect to use as low-permeability liner material. Importing of low permeability clay soils, use of a bentonite additive and/or synthetic liners could be considered to develop low or impermeable liner. We would be happy to complete permeability testing of any proposed import soils and/or a bentonite liner mix design should those options be pursued. All waste recovery pond soil slopes exposed to water should be protected from erosion from wave action.

We expect the waste recovery pond bottoms will extend below groundwater level.

Pressure relief valves or other approved methods should be employed to reduce the potential for floating of synthetic liners during periods when the ponds are drained.

Construction of a minimum 12-inch thick screened rock drainage blanket below the bottom of synthetic liners and extending a minimum of two (2) feet above the bedrock surface should be considered to help facilitate transmission of perched water to pressure relief valves.

Solids Pump Vault and Raw Water Pump Station

Very hard sandstone bedrock was encountered with depth in the solids pump vault and raw water pump station areas. Very well cemented sandstone was encountered in boring

B-1 completed in the raw water pump station area at depths extending from approximately 18 to 19 feet below present site grade. Heavy duty excavation equipment

Larimer County (Wellington), Colorado and/or chipping may be required to reach design bearing depths in these areas. Irregular excavations would be expected to result due to the very hard nature of the sandstone bedrock in these areas. Minor subexcavation and structural backfill of the solids pump vault and raw water pump station should be anticipated to produce uniform grades suitable for vault and pump station support. We recommend the solids pump vault and raw water pump station structure be supported directly on a minimum of six (6) inches of suitable bedding consisting of screened and crushed ¾ to 1½ rock and/or similar materials.

Where footing areas are over-excavated due to removal of bedrock, resulting voids should be filled with screened and crushed ¾ to 1½ rock. Materials consistent with

Colorado Department of Transportation (CDOT) Size # 57/67 coarse concrete aggregate could be considered for use as backfill and structure bedding in these areas. We recommend the screened rock be placed in maximum 9-inch loose lifts and uniformly compacted to at least 75% of the maximum relative density (ASTM D4253/4254).

Screened rock thicknesses should be limited to 1 foot or less. Screened rock fills should extend out from the edges of vault and pump station bottom at a 1(H) to 1(V) or flatter slope configuration.

The solids pump vault and raw water pump station will be installed below current groundwater levels. We recommend the solids pump vault and raw water pump station structure be designed to withstand hydrostatic and buoyant forces. Lateral earth pressure design parameters are outlined below in the ‘Lateral Earth Pressures’ section of this report.

We understand the raw water pump station will bear approximately 35 feet below present site grade. The materials encountered in boring B-1 completed in the raw water pump station area consisted of approximately six (6) feet of clayey sand underlain by sandstone/siltstone with interbedded claystone bedrock. Groundwater was measured at a depth of approximately 13½ feet below ground surface in this boring when checked about six (6) days after completion of drilling. Due to the proposed bearing depth of the raw water pump station, a shoring plan may be necessary to protect the adjacent sidewall slopes. The subsurface information provided for boring B-1 completed in the raw water pump station area could be used to properly design a mechanism for shoring protection, if

Larimer County (Wellington), Colorado necessary. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sidewalls and bottom. All excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards.

Backfill soils placed adjacent to the solids pump vault and raw water pump station should consist of approved LVC materials free from organic matter, debris and other objectionable materials. The site clayey sand and thoroughly processed sandstone/siltstone bedrock could be used as backfill in these areas provided a dry excavation can be maintained during placement and compaction of these materials.

Where difficulty maintaining a dry excavation is encountered and in areas with limited access, we recommend using a screened and crushed ¾ to 1½ rock or pea gravel which will be easier to place and compact in wet conditions and in areas of limited access. The site clayey sand soils and thoroughly processed sandstone/siltstone bedrock could be used as fill above the rock zone once a dry excavation can be developed and access with compaction equipment becomes possible. Essentially granular structural fill soils consistent with Colorado Department of Transportation (CDOT) class 5, 6 or 7 aggregate base course specifications could also be considered for use as backfill in these areas. A filter fabric should be employed between all screened rock and soil/structural fill backfill interfaces in order to reduce the potential for the migration of fines. Screened rock should be compacted to at least 75% of the materials relative density. When utilizing the site clayey sand, thoroughly processed sandstone/siltstone bedrock and/or imported structural fill, backfill depths of 10 feet or less should be compacted to at least 95% of the material’s standard Proctor maximum dry density. Fill depths greater than 10 feet which are anticipated in the raw water pump station area should be compacted to at least 100% of the material’s standard Proctor maximum dry density. The moisture content of placed fill soils should be adjusted to within ±2% of the materials standard Proctor optimum moisture content and the time of placement and compaction.

We estimate the long-term settlement of the solids pump vault and raw water pump station designed and constructed as outlined above would be less than 1 inch. Settlement on the order of 1 to 1½ inches for every 10 feet of backfill depth could be estimated for backfill soils placed as recommended above. Granular soils will settle essentially

Larimer County (Wellington), Colorado immediately upon placement of overlying loads. The site clayey sand and thoroughly processed sandstone/siltstone bedrock will settle/consolidate at a slower rate.

Dewatering

Dewatering of the solids pump vault, raw water pump station, waste recovery ponds and any other excavations extended below groundwater should be expected. Based on the materials encountered in the completed site borings, results of laboratory testing and observed depth to groundwater, we expect dewatering of smaller removal excavations could be completed through open pumping procedures from sumps and ditches. Multiple and/or high-head dewatering pumps may be required for the raw water pump station excavation depending on groundwater infiltration rates. Dewatering procedures would be expected to be facilitated if construction is completed during periods of seasonal low groundwater levels.

For open pumping dewatering procedures, care should be taken to construct a suitable sump outside of the improvement area. Fine-grained materials can be drawn to the sump area, creating unsuitable bearing conditions. A sump should consist of a slotted pipe large enough to house a submersible pump, extended deep enough such that when it is pumped out, the entire excavation will be drained. Pumps are typically suspended a minimum of 12 inches above the bottom of the pit in order to provide room for sediment.

The slotted pipe should be surrounded by a much larger mass of free-draining gravel. A

¾-inch screened rock could be considered to develop the sedimentation zone. A larger sedimentation zone will reduce water velocities, allowing fines to settle out prior to entering the slotted pipe and mechanical pump. Periodic cleaning and maintenance of the sump should be anticipated.

Drainage ditches should be constructed outside of the immediate work area to allow for collection of the infiltration waters and feeding of the sump. It may be necessary to construct shallow ditches around the perimeter of the foundation excavations in order to help intercept any infiltration water before it enters and flows laterally across the interior of the excavation to reach the drains. Ditches should be filled with free-draining gravel to reduce the potential for erosion and sloped to provide positive gravity drainage to the sump. For larger water infiltration rates, socked perforated pipe could be installed within

Larimer County (Wellington), Colorado the free draining aggregate in the collection ditches in order to facilitate drainage to the sump.

Careful observation of seepage waters should be completed at the start of pumping. If excessive fines are observed being transported up from the bottom or out of the sides of any excavation, pumping should be stopped and the excavation flooded until methods to reduce soil migration can be employed.

Lateral Earth Pressures

The solids pump vault and raw water pump station structures will be subjected to both hydrostatic and lateral earth pressures. Lateral earth pressure design parameters for various backfill materials and at-rest conditions are outlined below in Table I.

Table I – Lateral Earth Pressure Design Parameters

Parameters Site Clayey Sand/Bedrock

Backfill

Screened Rock/Granular

Backfill

In-Situ Unit Weight (pcf) 120 * 130

Saturated Unit Weight

(pcf) 135 * 140 *

Angle of Internal Friction 20 35

At-Rest Pressure

Coefficient

0.66 0.43

* Reduce values by 62.4 pcf when below water level

Variables that affect lateral earth pressures include, but are not limited to; the swell potential of the backfill soils, backfill compaction and geometry, wetting of the backfill soils, surcharge loads and point loads developed in the backfill materials. The recommended equivalent fluid pressure values do not include a factor of safety or an allowance for hydrostatic loads. Use of expansive or high plasticity soil backfill, excessive compaction of wall backfill or surcharge loads placed adjacent to the walls can

Larimer County (Wellington), Colorado add to the lateral earth pressures, causing the equivalent fluid pressure values used in design to be exceeded.

Yard Piping

Bedding around utility pipelines should be placed in accordance with recommendations from the pipeline designer. Backfill soils placed above pipelines should consist of approved materials which are free from organic matter, debris and other objectionable materials. The on-site clayey sand and thoroughly processed sandstone/siltstone bedrock could be used as pipeline backfill. Bedrock should be processed to less than 3 inches in any dimension prior to use as utility backfill. Pipeline backfill should be placed in maximum 9-inch loose lifts, adjusted to within ±2% of standard Proctor optimum moisture content and compacted to at least 95% of the materials standard Proctor maximum dry density. Wet soils encountered with depth would need to be dried out prior to placement as utility backfill.

Care will be needed to ensure utilities are not placed on or above disturbed or sloughed materials. Utility excavations will likely expose the overburden clayey sand and interbedded bedrock. Care will also be needed to develop stable side slopes in pipeline trenches excavated through some of the less cohesive and loose overburden soils. As such, we expect temporary shoring, bracing, or cutting of shallow slopes may be necessary in deeper excavations. Excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. As a safety measure, it is recommended that vehicles and soil stockpiles be kept to a minimum lateral distance from the top of the trench excavations equal to no less than the depth of the trench.

Cuts below groundwater elevation will require dewatering to facilitate proper construction. We expect a majority of the dewatering procedures could be completed through open pumping procedures in sumps fed from ditches or sloped trench excavations.

Larimer County (Wellington), Colorado

Corrosive Soil Characteristics

Water-soluble sulfates, water-soluble chloride, pH and resistivity tests were completed by a subcontracted laboratory on three (3) selected soil samples obtained from the site to help evaluate corrosive soil characteristics with respect to buried piping and concrete that will be in contact with the subgrade soils. Results of the subcontracted laboratory tests are summarized below in Table II.

TABLE II – WSS, CHLORIDE, pH & RESISTIVITY TEST RESULTS

Test Location Sample

Depth

Water-Soluble

Sulfates

(% by weight)

Water-Soluble

Chloride

(% by weight) pH

Measured

Resistivity

(ohm-cm)

Boring B-1 19' 0.006 0.0007 7.9 2,861

Boring B-2 4’ 0.004 0.0004 8.0 3,560

Boring B-3 2’ 0.005 0.003 7.8 1,777

The water-soluble sulfate, water-soluble chloride and pH tests fall within a corrosion level ‘0” classification as defined by the Colorado Department of Transportation

(CDOT). No special corrosion protection is recommended in accordance with CDOT criteria when test results fall within this classification.

The resistivity test results fall within moderately to very aggressive categories with respect to the degree of aggression for corrosion of buried ferrous metals.