RFB937600-01 - Addendum #01.pdf

Addendum 01 for RFB937600-01

Project Name: CC Parking Lot 15 Replacement

DAS RFB #: 937600-01

DAS Project #: 9376.00 Date: 4/10/2024

Bids Due: April 23, 2024 at 2:00 PM CST

Contents:

• Cover Page – Table of Contents and Revisions (1 page)

• Pre-Bid Meeting Minutes & Sign-In Sheet (5 pages)

• Section 00 0110 Table of Contents (2 pages)

• Section 00 3132 Existing Geotechnical Information (20 pages)

• Section 00 4116 Bid Forms (5 pages)

• Section 01 1200 Contract Summary (7 pages)

• Section 01 1201 General Work Requirements (5 pages)

• Section 01 1202 Special Work Requirements (2 pages)

1. REVISIONS:

1.1. REPLACE section 00 0110 Table of Contents

1.2. ADD section 00 3132 Existing Geotechnical Information

1.3. REPLACE section 00 4116 Bid Forms (Added addition unit prices)

1.4. ADD section 01 1200 Contract Summary (This section was included in the Table of Contents but omitted for the specifications.)

1.5. ADD section 01 1201 General Work Requirements

1.6. ADD section 01 1202 Special Work Requirements

State of Iowa - Department of Administrative Services 109 SE 13th St.

Des Moines, Iowa 50319 P: (515) 281-7260

Project: 9376.00 DAS CC Parking Lot 15 Replacement 109 SE 13th Street

Des Moines, Iowa 50319 P: 515-360-7718

RFB Pre-Bid Minutes: Meeting #1

Meeting Date Apr 9, 2024 Meeting Time 9:00 AM - 10:00 AM Central Time (US & Canada)

Meeting Location Lucas Building

Overview Meeting to allow prospective bidders to visit the site, when possible, and learn more about the project.

Notes

Attachments

Scheduled Attendees

Name Company Phone Number Email Attendance

Brad Meister Capitol Complex Maintenance brad.meister@iowa.gov For Distribution Only

Kurt Fisher DCI Group P: (515) 244-5043 kurtf@dcigroup-us.com Present

Travis Hoyle DCI Group P: (515) 244-5043 travish@dcigroup-us.com For Distribution Only

Jacob MacVey DCI Group P: (515) 244-5043 jacobm@dcigroup-us.com Present

Michael Steen DCI Group P: (515) 244-5043 michaels@dcigroup-us.com Present

Chris Bauer Shive Hattery Inc. P: (515) 223-8104 cbauer@shive-hattery.com For Distribution Only

Brad Tonyan State of Iowa - Department of Administrative Services

P: 515-360-7718 brad.tonyan@iowa.gov Present

Introduction

No. Mtg Origin Title Assignment Due Date Priority Status

1.1 1 Introductions Open

Description Attendees - Please Sign In

Official Documented Meeting Minutes See attached sign in sheet

Project Overview

2.1 1 Project Description Open

Description

- Addendum #01 will be issued following this meeting to include the 01 1200 Contract Summary and revised sheet E101

State of Iowa - Department of Administrative Services Page 1 of 8 Printed On: Apr 10, 2024 12:00 AM CDT

1. Bid Package #01 – Parking Lot Replacement: Trade Contractor shall include all of the following, but not limited to, as part of the contract:

1. General

1. Temporary restroom and handwashing facilities to be provided by this contractor for the duration of construction in accordance with OSHA guidelines.

2. Contractor to coordinate with City of Des Moines for any sidewalk or driving lane closures.

3. It shall be the responsibility of this contractor to coordinate a joint locate meeting with DAS, Iowa

OneCall, DCI Group, and the contractor.

4. Contractors shall store construction equipment within the work area whenever feasible. Additional staging can be made available by request if required.

5. The contractor shall be responsible for controlling track off to existing pavement. This shall include sweeping existing roads to remove all track off as needed and at minimum daily.

6. This contractor shall install and maintain 4-foot-tall green construction fencing at all areas of construction Contractor shall assume pedestrian traffic will be in the area throughout the project duration. This includes closing off sidewalks and drive lanes as shown in the contract documents.

7. Contractor shall keep equipment and materials off existing landscaping and turf. Any damage to existing conditions that are to remain will be repaired at this contractor’s expense.

8. This Contractor is responsible to dispose of all construction debris. The contractor shall coordinate with the Construction Manager on placement of dumpsters if needed.

9. This Contractor is responsible to keep adjacent paving and sidewalks clear and free of debris. This Contractor shall clean up any track out on a daily basis.

10. This Contractor is responsible for all pedestrian and traffic control and signage as needed to maintain a safe route of access to building and public pathways.

11. Road closed signs and directional signage will be required at all drives, sidewalks, and lot entrances closed as part of this work.

1. Erosion Control

1. This Contractor is responsible for the installation of silt fence, straw waddle, and inlet protection.

Contractor to plan on providing both perimeter controls and coordinate with owners rep at adjust controls as required.

2. Erosion control measures per the SWPPP. Includes installation, maintenance, modifications and updating as needed, and removal.

3. Inspections and documentation of the erosions control measures weekly and after rain events.

1. Demolition

1. The contractor will be responsible for surveying, staking, and layout.

2. Provide all labor, materials, and equipment necessary to conduct all demolition as required for this project. This shall include, but not necessarily be limited to, the complete removal and disposal of existing paving, sidewalks, bollards, pavement saw cutting, drains, existing subgrade and soils removals.

3. Contractor shall protect existing camera poles footings and handholes on north side of the parking lot.

Meeting #1 - RFB Pre-Bid Project: 9376.00 DAS CC Parking Lot 15 Replacement

State of Iowa - Department of Administrative Services Page 2 of 8 Printed On: Apr 10, 2024 12:00 AM CDT

4. The contractor shall protect existing electrical vaults, sidewalks, curbs, storm sewers, tunnel walls and lid, steps paving as noted in the contract documents.

5. This Contractor shall protect all adjacent surfaces, trees, and plantings to remain.

6. This Contractor is responsible for all saw cutting needed to remove pavement and sidewalk as shown.

7. This Contractor is responsible to haul and remove all rubble off site.

8. This contractor shall demolish the foundations, light poles, and fixtures.

1. Paving

1. This Contractor is responsible for the complete paving scope including, but not limited to, surveying, stacking, subgrade prep, subbase, concrete, rebar, curbs, expansion joints, control joints and striping.

2. This contractor shall be responsible for subgrade preparation. This shall include wetting or drying as necessary, dewatering, compaction, and subgrade testing coordination with third-party agency contracted by Owner.

3. The contractor shall be responsible for the new 12” subgrade prep, 6” modified subbase and all new concrete.

4. The contractor shall provide all pavement markings as shown on the contract documents. The contractor shall provide all pavement markings in a groove in a single pass using stacked diamond cutting heads, groove to meet Iowa DOT specifications section 2527.03.H prior to applying pavement markings. Striping shall be 4” solid yellow lines unless noted otherwise. The contractor shall provide a layout that is approved by the owner prior to being applied. Pavement markings shall be completed after each phase.

5. The contractor shall note that the parking lot will be divided into two phases of construction.

6. Contractor shall provide detectable warning pads at new sections of sidewalk as shown in the contract documents.

7. This Contractor is responsible for new subdrains, piping as shown along with all cutting and fittings required to make connection to existing storm sewer.

8. This Contractor is responsible to repair any damage to existing subdrainage noted to remain.

9. The contractor shall provide material certifications to the Engineer.

10. Cracks and ponding in pavement that occur prior to turnover shall be corrected by the removal of pavement to the nearest joint and replacement at the contractor’s expense.

11. Contractor shall power wash all pavement after backfilling and sod but prior to parking lot stripping.

1. Storm Sewer

1. This Contractor is responsible for complete scope of work as necessary to adjust existing intakes.

2. This Contractor is responsible for complete scope of new utilities.

3. This Contractor is responsible to connect new utilities to existing structures.

4. Contractor shall install subdrain at slope necessary to achieve desired depth. Install inserta-tee or approved equal at pipe connection when necessary to achieve desired depth.

5. Contractor shall install temporary connections as needed to ensure positive drainage during construction.

6. Where existing utilities may be uncovered or disturbed during construction activities, contractors shall locate by hand to identify exact location and depth to avoid damage. This shall include communications and fiber optic cabling were shown beneath pavement and/or utility crossings.

State of Iowa - Department of Administrative Services Page 3 of 8 Printed On: Apr 10, 2024 12:00 AM CDT

1. Site Restoration

1. The contractor shall be responsible for backfilling all curbs after proper curing.

2. It shall be the responsibility of this contractor to repair all landscaping or existing conditions damaged by construction activities. This shall include sod with a minimum of 6” of top soil and initial watering of turf along the north and south edge of the parking lot. Contractor shall provide product data for sod prior to approval.

1. Alternate #01 – REMOVE Storm Sewer Removal and Replacement of Pipe ST 1.2: Trade Contractor shall provide a lump sum price to include all the following, but not limited to, as part of the alternate:

1. Remove the requirement to replace pipe ST 1.2 (225 LF of 15” Dual Wall HDPE) as shown on the Utility Plan Sheet C301. The existing ST 1.2 storm sewer pipe shall be left in place and connected to the proposed Intake INT 1.1. Removal and replacement of a small portion of the existing pipe west of INT 1.1 may be required for the intake construction and shall be considered incidental to the intake construction.

2. Removal and replacement requirements of the storm sewer pipe ST 1.1 are not revised as part of this Alternate and shall be included in the project.

3. Coordination: Provide a lump sum deduct amount as necessary to completely integrate work of the alternate into Project.

4. Include as part of this alternate the cost to protect the existing storm sewer piping and reconnect to the proposed intake.

5. Execute accepted alternates under the same conditions as other work of the Contract.

1. Alternate #02 – REVISE Specified Pavement Marking Requirements and Materials: Trade Contractor shall provide a lump sum price to include all the following, but not limited to, as part of the alternate:

1. Remove Pavement Marking Grooving requirement. Pavement markings to be surface installed according to IDOT specifications with no grooving.

2. Revise specifications for Durable Paint Pavement Marking material and replace with Iowa DOT approved Waterborne or Solvent based Paint material.

3. Coordination: Provide a lump sum deduct amount as necessary to completely integrate work of the alternate into Project.

4. Include as part of this alternate the cost to remove the grinding requirement for all pavement marking areas.

5. Include as part of this alternate the cost to revise the paint material specification requirements from Durable Paint Pavement Marking material to Iowa DOT approved Waterborne or Solvent based Paint material. All materials to be provided and installed according to Iowa DOT standard specification requirements including specified or manufacturer recommended surface cleaning and preparation.

6. Execute accepted alternates under the same conditions as other work of the Contract.

1. Unit Price #01 – Add an Additional 1,000 Sq/ft of Concrete For Sidewalk Replacement: Trade Contractor shall include all of the following, but not limited to, as part of the contract:

State of Iowa - Department of Administrative Services Page 4 of 8 Printed On: Apr 10, 2024 12:00 AM CDT

1. Provide a unit price cost, to add all work associated with adding 1,000 square feet of concrete sidewalk removal and replacement. Locations may be added to the project scope at the Owner’s discretion based on funding availability. All additional work and adjustments to the scope of work shall be pre-approved by the Owner.

2. Unit price cost shall include all overhead, insurance, profit, material, delivery, labor, and associated costs for the complete sidewalk removal and replacement.

3. Confirm specific locations of added sidewalk quantities and locations with the Construction Manager prior to executing this work. Additional sidewalk removal and replacement may be individual or multiple panels in locations within the same general location as the project site.

4. Unit Price sidewalk removal and replacement shall include all preparation, sawcutting, removals, disposal, subbase materials and preparation, concrete, joint sealant, and surface restoration adjacent to the additional patching areas.

5. Additional sidewalk replacement is only for additional locations requested by the Owner and shall not apply to replacement locations where damage occurred as part of the base scope of work. Contractor is responsible for replacement of all pavement and sidewalks damaged by construction activities at no additional cost to the Owner.

6. Additional sidewalk replacement quantity can be increased by 50% before either party has the right to renegotiate the unit price.

7. Method of Measurement: The Contractor shall measure and submit additional pre-approved sidewalk removal and replacement quantities to the Construction Manager. Actual quantities of sidewalk removal and replacement will be paid at a prorated unit price amount for quantities constructed.

1. Bid Package #02 – Electrical: Trade Contractor shall include all of the following, but not limited to, as part of the contract:

1. Contractor shall Disconnect Electrical services as part of this project.

2. Contractor to reuse existing electrical manhole per note E1 on sheet E101. Providing splices for conductions in manhole. New conductors shall be installed from manhole to the lights.

3. Contractor shall coordinate electrical installation with all trades prior to installation. If electrical work installed interferes with other trader after installation, the contractor shall make all necessary changes to correct the condition at no additional cost to the owner.

4. Contractor shall reuse existing conduit under the roadway. Provide all new conduit from the roadway to the lights. The plan specifies conduit size, type and general locations. The exact location will be determined in the field.

5. Contractor shall be responsible for providing Type A light pole foundations for new light poles. Foundations to have 3 each, 1” conduits as outlined in the contract documents.

1. Work Performed by Owner: DAS/CCM will perform the following work items:

1. Remove and reinstall all signage after construction is completed.

State of Iowa - Department of Administrative Services Page 5 of 8 Printed On: Apr 10, 2024 12:00 AM CDT

2.2 1 Project Schedule Open

Description

• Contract(s) Issued: April 24th and executed by May 7th

• Construction: Spring 2024

• Closeout: September 2024

A pull-plan session will be held with the successful bid package contractors to finalize the construction schedule.

State Holidays: New Year's Day, Martin Luther King Day, Memorial Day, 4th of July, Labor Day, Veterans Day, Thanksgiving and day after Thanksgiving, Christmas Day

2.3 1 Site Rules Open

Description

• Onsite supervision by Prime Contractor is required at all times when work by that contractor or their subcontractors/suppliers is taking place.

• Contractors shall provide daily logs for each day they are on site.

• Construction progress meeting will be established once construction starts.

• It is of the utmost importance to show respect and courtesy to all staff at all times.

• Clean all debris, materials, and bring all finishes back to existing conditions in the area they were working in prior to moving to the next area.

• No smoking, vaping or smokeless tobacco use onsite.

• Temporary facilities:

o Contractor will be required to supply and maintain

• Tool control:

o All tools and equipment shall be monitored and secured at all times. No vehicles shall be left unlocked when unattended at at no times shall keys be left in vehicles when unoccupied.

• Work hours:

o Typical hours are 7 AM - 5 PM Monday-Friday. Other hours can be arranged on an as needed basis.

• View Specification 01 1200 - Contract Summary for more information. - Addendum #01

RFB Overview

3.1 1 Bid Submission Open

Description

• Bids are due April 23rd 2024 at 2:00 pm.

• The Bid shall be submitted to the Issuing Officer through the IMPACS Electronic Procurement System.

o Link and information is in the project manual o Contractors will need to register prior to bidding o Bidders will need to register regardless of whether it has already done business with the State of Iowa.

o Bidders should complete the registration process and ensure the ability to log in as soon as possible to ensure Bids can be submitted on the due date.

State of Iowa - Department of Administrative Services Page 6 of 8 Printed On: Apr 10, 2024 12:00 AM CDT o Please make sure the electronic documents submitted contain any required signatures. Digital signatures will be accepted.

• Bid Opening will be held via conference call on April 23rd 2024 at 3:00 pm.

• Contractor shall reference section 00 0116 for the bid submittal checklist o Bid Proposal Information o Non Discrimination Clause Information o Contractor Targeted Small Business Enterprise Pre-Bid Contract Information o Bid Security – 5% of total Bid amount

• Apparent low bidder will be required to submit subcontractor/supplier list 48hrs after the bid opening

3.2 1 Bid Schedule Open

Description

• Questions/Substitutions Due in Writing to Construction.Procurement@iowa.gov: 2:00 PM on April 12th, 2024

• Addendum Issued: Final addendum no later than April 19th

• Bids Due: April 23rd 2024 at 2:00 PM CST

• Tentative NOI Issued: April 24th 2024

3.3 1 Administrative Details Open

Description

• Contractors will sign a modified ConsensusDocs 802. Example in the project manual.

• Project-specific Certificate of Insurance must be provided prior to contract execution. Follow example in the project manual and limits in the 802.

• Project-specific P&P bonds must be provided prior to contract execution.

• Successful contractor must turn in their list of subcontractors and suppliers within 48 hours of the bid.

• DAS will provide tax exempt certificates upon request.

• Procore will be used for all project management, at no cost to the trade contractor.

o Submittals, Invoicing, RFIs, ASIs, PRs, RFQs o Contracts, Change Orders and Certificates of Substantial and Final Completion will also use Docusign

• Contractor Schedule of Values shall be broken out as specified in the project manual.

o SOV must contain a closeout line item for at least 1% of the total contract value.

o This line item can only be invoiced once the certificate of final completion has been signed by all parties.

3.4 1 Pre-Bid Site Visits Open

Description Contractors can walk the existing parking lot following the conclusion of this meeting.

Questions

State of Iowa - Department of Administrative Services Page 7 of 8 Printed On: Apr 10, 2024 12:00 AM CDT mailto:Construction.Procurement@iowa.gov:

4.1 1 Questions Open

Description Submit all questions in writing to construction.procurement@iowa.gov.

These meeting minutes are believed to be an accurate reflection of those items discussed and the conclusions that were reached during the referenced meeting.

Please contact State of Iowa - Department of Administrative Services if there are any discrepancies or questions with the content of these minutes.

State of Iowa - Department of Administrative Services Page 8 of 8 Printed On: Apr 10, 2024 12:00 AM CDT

PROJECT 9376.00 TABLE OF CONTENTS 00 0110 - 1

SECTION 00 0110

TABLE OF CONTENTS

PROCUREMENT AND CONTRACTING REQUIREMENTS

1.01 DIVISION 00 – PROCUREMENT AND CONTRACTING REQUIREMENTS

A. 00 0101 Project Title Page

B. 00 0107 Seals Page C. 00 0110 Table of Contents (Addendum #01) D. 00 0115 List of Drawing Sheets E. 00 0116 Bid Submittal Checklist

F. 00 1113 Notice to Bidders G. 00 2113 Instructions to Bidders H. 00 2113.01 IMPACS Electronic Procurement System Instructions I. 00 2113.02 Sample Contractor Certificate of Insurance J. 00 3126 REMOVED (Addendum #01)

K. 00 3113 Preliminary Schedule L. 00 3132 Existing Geotechnical Information (Addendum #01) M. 00 3143 Permit Application N. 00 4116 Bid Form

O. 00 4116.01 Non-Discrimination Clause Information P. 00 4116.02 Targeted Small Business Information Q. 00 4313 Bid Security Forms R. 00 5200 Agreement Form

S. 00 6000 Payment Bond and Performance Bond Forms

SPECIFICATIONS

1.02 DIVISION 01 – GENERAL REQUIREMENTS

A. 01 1200 Contract Summary (Addendum #01) B. 01 1201 General Work Requirements (Addendum #01)

C. 01 1202 Special Work Requirements (Addendum #01) D. 01 2500 Substitution Procedures E. 01 2600 Contract Modification Procedures F. 01 2900 Payment Procedures G. 01 3100 Project Management and Coordination

H. 01 3100.01 Web Based Construction Management I. 01 3200 Construction Progress Documentation J. 01 3300 Submittal Procedures K. 01 4000 Quality Requirements

L. 01 5000 Temporary Facilities and Controls M. 01 6000 Product Requirements N. 01 7300 Execution O. 01 7700 Closeout Procedures

1.03 DIVISION 26 -- ELECTRICAL

A. 26 0500 Common Work Results for Electrical

PROJECT 9376.00 TABLE OF CONTENTS 00 0110 - 1

B. 26 0519 Low-Voltage Electrical Power Conductors and Cables C. 26 0526 Grounding and Bonding for Electrical Systems D. 26 0533.13 Conduit for Electrical Systems

E. 26 0553 Identification for Electrical Systems F. 26 5600 Exterior Lighting

END OF SECTION

PROJECT 9376.00 EXISTING GEOTECHNICAL INFORMATION 00 3132 - 1

SECTION 00 3132

EXISTING GEOTECHNICAL INFORMATION

PART 1 - GENERAL

1.01 EXISTING GEOTECHNICAL INFORMATION

A. This Document with its referenced attachments is part of the Procurement and Contracting

Requirements for Project. They provide Owner's information for Bidders' convenience and are intended to supplement rather than serve in lieu of Bidders' own investigations. They are made available for Bidders' convenience and information, but are not a warranty of existing conditions.

B. The existing geotechnical reports related to this Project, were prepared by:

1. Allender Butzke Engineers Inc.

PART 2 - PRODUCTS – NOT USED

PART 3 - EXECUTION – NOT USED

ALLENDER BUTZKE ENGINEERS INC.

GEOTECHNICAL • ENVIRONMENTAL • CONSTRUCTION Q. C.

3660 109TH STREET • URBANDALE, IOWA 50322 • PHONE 515-252-1885 • FAX 515-252-1888

DECEMBER 22, 2023 PN 231395

GEOTECHNICAL EXPLORATION

PARKING LOT IMPROVEMENTS - LUCAS BUILDING

321 E 12TH STREET

DES MOINES, IA

PERFORMED FOR

DCI GROUP

220 SE 6TH STREET - SUITE 200

DES MOINES, IA 50309

PN 231395

TABLE OF CONTENTS

PROJECT INFORMATION

FIELD EXPLORATION

SUBSURFACE CONDITIONS

Soil Profile

ANALYSES AND RECOMMENDATIONS

Pavement Subgrade Preparation

Pavement Subsurface Drainage Pavement Thicknesses Frost Heave

GENERAL

APPENDIX

Boring Log Description/Legend

Boring Logs

Profile of Borings

Site Plan

December 22, 2023

PROJECT INFORMATION

Plans are being prepared to replace the parking lot north of the Lucas building located at

321 East 12th Street in Des Moines, Iowa. It is our understanding that the traffic for the parking lot will consist primarily of passenger vehicles and light pickup trucks. We further understand the new parking lot pavement will include a 6-inch granular subbase with drains. Appurtenant construction will include the demolition and removal of the existing parking lot which consists of hot mix asphalt (HMA) overlaying Portland cement concrete (PCC).

Based on Light Detection and Ranging (LiDAR) elevation contours, existing grades vary between elevation 872 feet in the southeast portion of the parking lot and elevation 880 feet in the northwest portion of the parking lot. A proposed grading plan was unavailable at the time of this report; however, we assume that the final grades will be near existing grades.

FIELD EXPLORATION

The existing parking lot pavement was cored at 4 locations and Dual mass Dynamic Cone

Penetrometer (DCP) tests were conducted of the subgrade soils to depths between 3.6 and 4.2 feet below existing grades on December 5, 2023. Approximate locations of the test cores are shown on the enclosed Site Plan and were measured in the field from existing landmarks. In addition to DCP testing, shallow hand probes were conducted to depths of 3 feet in the underlying soil materials and disturbed samples were obtained for soil classification and to evaluate moisture conditions. A hand operated dynamic cone penetrometer (DCP) test (ASTM D6951) was also performed beneath the pavement to determine the consistencies of soil subgrade.

The DCP test procedure involves driving a stainless steel rod (5/8 inch diameter) with a

0.79 inch diameter cone tip (60° angle) into the soil with a 10.1 pound slide hammer (drop height of 22.6 inches) to measure a penetration rate (inches per blow). An estimated in-situ California

Bearing Ratio (CBR) can be correlated with the penetration test measurements and soil types encountered based on research work conducted by the Army Corp of Engineers. The pavement cores were patched at the completion of our exploration. Methods of drilling, sampling, standard laboratory testing, and classifying of subsurface materials are discussed in the Boring Log

Description/Legend pages of the Appendix.

SUBSURFACE CONDITIONS

Soil Profile

Detailed descriptions of soils encountered by this exploration and DCP test results are provided on the Core Logs enclosed in the Appendix.

Hot mix asphalt (HMA) was present at the parking lot surface at all core locations. The

HMA varied in thickness between 4 ¾ and 8 ¾ inches. Portland cement concrete (PCC) pavement was encountered below the HMA pavement in Core Nos. 1, 3 and 4. Broken PCC, with a thickness of approximately 6 inches, underlaid the HMA in Core No. 1 while solid PCC with thicknesses of

5 and 4 ½ inches underlaid the HMA in Core Nos. 3 and 4, respectively. Six inches of crushed rock and gravel underlaid the HMA pavement in Core No. 2. Dark brown, brown, and brown-gray lean clay (CL) and lean to fat clay (CL-CH) fill underlaid the pavement in each of the borings. The fill was moist to very moist and soft to stiff. All borings terminated in existing fill between depths of 3.6 and 4.2 feet. A summary of the pavement cores and subgrade soils in shown in the following

Table A.

TABLE A

PAVEMENT CORE THICKNESSES

Pavement

Core No.

HMA Core

Thickness

PCC Core

Thickness Subgrade Material

1 6.0 6.0*

Brown-gray lean clay (CL) with sand and brick fragments over very dark brown lean to fat clay (CL-CH)

2 6.0 N/A

6 inches crushed rock and gravel over very dark brown lean to fat clay (CL-CH) with sandy lean clay (CL)

3 4 ¾ 5.0 Dark brown and brown sandy lean clay (CL) with brick fragments

4 8 ¾ 4 ½ Dark brown lean clay (CL) over dark brown sandy lean clay (CL)

*Broken PCC measurement

DCP testing indicates subgrade soils generally exhibited CBR of 2 to 5 within the upper foot of materials below the pavement (depth of approximately 2 feet below top of pavement). At most locations, DCP testing indicates a CBR value of 5 or higher below depths of 2 feet, indicating that 1 foot of subgrade preparation would be adequate in most areas. Subgrade soils at Core No. 3

(SE location) were consistently softer than other locations showing relatively low CBR values of

2 to 4 through the depth of testing, possibly suggesting deeper subgrade prep or other subgrade improvement options may be necessary in this area or other isolated areas.

ANALYSES AND RECOMMENDATIONS

Pavement Subgrade Preparation

Site preparation will include the removal of HMA and PCC pavement. Subgrade soils beneath the pavement consisted of varying material types including lean clay (CL), lean to fat clay

(CL-CH) and very moist sandy lean clay (CL). In our opinion, inorganic existing soil such as clean portions of the on-site lean clay (CL) fill (free of debris, low density rubble, and pieces/aggregates larger than 3 inches in size) would be suitable for use as a pavement subgrade, if moisture conditioned. The lean to fat clay (CL-CH) portions of the existing fill are moderately expansive.

In our experience, movements from moderately expansive soils are similar to movements that pavement commonly experience due to frost heave. Since pavements will be subject to frost heave, supporting pavements on lean to fat clay (CL-CH) may be acceptable to the owner.

Uniform subgrade support is critical in pavement performance. We recommend that the prepared subgrade depth be at least 1 foot deep after fine grading or trimming and extend 2 feet beyond the edge of the pavements. The recommended 1 foot of compacted subgrade will necessitate undercutting and reworking soils. Subgrade preparation to one-foot depths for some soil types, such as the moist to very moist and softer soils at Core No. 3, may not be suitable under heavy construction vehicle loads and may require stabilization to greater depths, chemical stabilization, or thicker crushed rock subbase. Conducting preliminary proof roll testing after removal of the pavement and prior to subgrade preparation could help to identify the extent of poor/soft subgrade soils which could warrant additional improvements during the subgrade preparation process.

Final subgrade should be proof-rolled to delineate zones of soft soils present near the surface which may require additional removal or compaction. The subgrade support should be relativity uniform with no sudden changes in the degree of support to provide satisfactory pavement performance. Transition between cut and fill areas, varying soil types, and improper subgrade preparation such as inadequate proof-rolling and compaction can result in non-information subgrade support. Subgrade preparation should be completed shortly before paving operations commence and is to be maintained in suitable condition until paved. Damages caused by construction traffic or deterioration due to adverse weather are to be repaired prior to paving.

Depending upon conditions encountered at the time of construction, it may be necessary to moisture condition existing soils to achieve the recommended moisture content range of -1 to +4 percent of optimum moisture content. Soils compacted closer to optimum moisture content will exhibit greater stability beneath construction traffic wheel loads. Suitable cohesive soil compacted to a minimum of 95 percent of maximum dry density determined by ASTM D698 would provide a design support capability equivalent to a CBR value of 3. Subgrade compaction, moisture content, and depth should be tested by an ABE representative.

Pavement Subsurface Drainage

We understand the new pavement will include a granular subbase such as 6 inches of IDOT

4121 granular subbase or 4123 modified subbase and recommend subsurface drain lines be installed to collect water that flows through joints or behind curbs. The permeable subbase should be hydraulically connected to the free draining granular backfill (similar to Iowa DOT

Specification 4131) in the subsurface drains. Subsurface drainage may be accomplished with the installation of drain lines similar to the Iowa DOT detail DR-303 or Iowa SUDAS Figure

4040.231. Subdrains beneath the parking lot should be spaced approximately 50 to 75 feet center to center and may be constructed to daylight or be connected to gravity flow storm drains capable of handling discharge.

Pavement Thicknesses

Either rigid (Portland cement concrete, PCC) or flexible (hot mix asphalt, HMA) pavement types could be constructed on the prepared cohesive subgrade. The following Table B summarizes alternate pavement thicknesses for typical lightly-loaded, moderately-loaded and heavily-loaded paved areas. If a minimum 6-inch-thick crushed rock base (such as IDOT 4123 Modified Subbase) with drains is constructed on the compacted subgrade to support the pavement, the recommended thicknesses of PCC or HMA pavement may be reduced by ½ and 1 inch, respectively. However, we recommend the lightly-loaded 5-inch-thick PCC pavement section not be reduced. A more specific pavement evaluation can be provided if traffic volume and loading information is available.

TABLE B

TYPICAL PAVEMENT THICKNESSES

Traffic Volume Rigid: PCC 1 Flexible: HMA 2

Lightly-Loaded 3 5" 4 6"

Moderately-Loaded 6" 7"

Heavily-Loaded 5 7" 8"

1) PCC - Flexural strength of 550 psi

2) Type A HMA - Structural coefficient of 0.44/inch

3) Automobile and 1 to 2 trucks average daily traffic

4) Thickness reduction due to crushed rock subbase does not apply

5) Entrances, delivery areas, dumpster areas or other areas of heavier truck traffic

(25 trucks or less per day)

The above pavement thicknesses are considered to be typical and would require periodic maintenance. This maintenance would consist of sealing cracks/joints and replacement of isolated distressed areas. Thicker pavement sections would reduce maintenance and increase the pavement service life. Likewise, thinner sections would be expected to have a shorter service life that still may satisfy particular project needs but may require more maintenance. Other criteria which influence pavement service life include surface drainage, subsurface drainage, paving material quality, reinforcement, and joint design. Construction procedures involving placement, finishing, curing, jointing and weather protection can significantly impact pavement performance.

Frost Heave

Key elements contributing to frost heave including freezing temperatures, available water, and fine-grained frost susceptible soils are generally present at sites in Iowa. As a result, frost heave problems are generally common (and most noticeable) in pavements or sidewalks adjacent to non-frost susceptible elements such as manholes, intakes, and light poles. Frost heave can cause pavement cracks to develop parallel to and several feet from pavement edges. This generally occurs where cleared paved areas exposed to freezing temperatures heave more than adjoining paved areas insulated by piled snow, especially in low-lying areas. Sometimes it is not readily apparent why frost heave problems occur at one location and not at another seemingly similar location.

While it is appropriate to implement measures to reduce frost heave such as replacing frost susceptible soils with less frost susceptible soils, sealing cracks/joints to reduce surface water infiltration, or drainage improvements (surface and subsurface), these measures may simply move the frost heave problem to a different location where preventative measures have not been implemented. Having a smooth transition between heaved and non-heaved areas is desirable, but may be difficult and/or costly to accomplish.

GENERAL

The analyses and recommendations in this report are based in part upon the data obtained from the soil borings performed at the indicated locations and from any other information discussed in this report. This report does not reflect any variations which may occur between borings or across the site. The nature and extent of such variations may not become evident until construction. If variations then appear evident, it will be necessary to reevaluate the recommendations of this report.

It is recommended that the geotechnical engineer be provided the opportunity to review the plans and specifications so that comments can be made regarding the interpretation and implementation of our geotechnical recommendations in the design and specifications. It is further recommended that the geotechnical engineer be retained for testing and observation during earthwork and foundation construction phases to help determine that the design requirements are fulfilled.

This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranty, expressed or implied, is made. In the event that any changes in the nature, design or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed, and the conclusions of this report modified or verified in writing by the geotechnical engineer.

The scope of our service was not intended to include any environmental assessment or exploration for the presence of hazardous or toxic materials in the soil, surface water, groundwater, or air on, below or adjacent to this site.

APPENDIX

BORING LOG DESCRIPTION/LEGEND

(page 1 of 3)

The material types encountered during the drilling operations were recorded on field logs. The profile represented on the

Boring Log is based on final classification performed by a geotechnical engineer using the field logs, laboratory observation and testing. The material stratigraphy demarcation lines shown on the Boring Logs indicate changes in soil characteristics, however, actual soil changes or variations may occur as a gradual transition. Soil profile discussion, Log Boring information, water levels and recommendations presented in this report are based upon measured depths below ground levels existing at time of the field exploration, unless otherwise specified.

DRILLING AND SAMPLING

The borings were conducted with either a truck or all-terrain rotary drill rig using the drilling methods indicated on each Boring Log. Soil sampling and/or in-situ testing such as Shelby Tube (ST), split-spoon (SS), drive cone (DC), or core (C) was conducted at depth intervals which were selected in consideration of the characteristics of the proposed construction. Generally undisturbed soil samples are taken at 5 foot depth intervals or change in soil types. Disturbed soil samples from the auger, either jar size or bulk size samples, may be taken at intermediate intervals for the purpose of soil classification or laboratory testing. Borings conducted for soil classification only, will show no designation of sampling although disturbed sampling is performed. Soil samples obtained in the field were identified and sealed for transportation to the laboratory for performance of pertinent physical testing and engineering classification.

Drilling Methods

CFA - Continuous Flight Auger: 4, 6, or 8-inch diameter (ASTM D1452).

RD - Rotary Drilling: Using drilling fluid in cased or uncased boring (ASTM D2113).

HSA - Hollow Stem Auger: 6 or 8-inch diameter, continuous flight auger remains in boring with soil removed from the hollow stem through which undisturbed sampling is conducted.

HA - Hand Auger: 4-inch or less diameter.

Sample Types

ST - Shelby Tube: Thin-walled tube samples of cohesive soils (ASTM D1587).

SS - Split Spoon with 140 lb. manual hammer: Standard penetration test and split-barrel samples (ASTM D1586).

SSA - Split Spoon with 140 lb. automatic hammer: Standard penetration test and split-barrel samples (ASTM D1586).

DC - Drive Cone: Dynamic in-place testing of soil using a 2-inch diameter cone with a 60 degree point driven into the soil for continuous 1-foot intervals in the same manner as Split Spoon, no sample is obtained.

C - Core: Sampling hard soil or bedrock with a diamond core barrel in a rotary drill boring (ASTM D2113).

SPT - Standard Penetration Test: Number of blows required to drive sampler (split spoon or drive cone) into the soil with a 140-pound weight dropping a distance of 30-inches (ASTM D1586), number of blows recorded for each 6-inch interval in an 18-inch (or more) penetration depth, values shown are for each 6-inch interval (if series of number sets are shown) or a total of the last two 6-inch intervals (if only one number is shown) which is commonly referred to as "N" in blows per foot. High resistance is indicated by a high number of blows for a lesser penetration depth listed in inches.

BS - Bulk Sample: Disturbed.

CPT - Cone Penetration Test: Quasi-static in-place testing of soils using a 60 degree cone and friction sleeve which are steadily pushed into the soil and measure skin friction and end bearing (ASTM D3441).

STANDARD LABORATORY TESTING

Representative undisturbed soil samples obtained by the Shelby Tube sampler were tested for moisture content (ASTM D2216), density (dry) and unconfined compressive strength (ASTM D2166) in the laboratory. Results of these tests appear on the respective Boring Logs. Additional soil testing including particle size analysis (ASTM D422) and Atterberg Limits (ASTM D4318) may be conducted, if necessary, to define in more detail pertinent soil characteristics for classification in accordance with the Unified Soil Classification System. Specialized laboratory tests (if conducted) to determine pertinent soil characteristics are discussed in the "Laboratory Testing" section of the report.

WATER LEVEL MEASUREMENT

Water levels indicated on the Boring Logs are the levels measured in the borings at the times indicated. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels is not possible with short term observations.

(page 2 of 3)

DESCRIPTIVE SOIL CLASSIFICATION

Soil description is based on the Unified Classification System as outlined in ASTM Designations D-2487 and D-2488. This classification is primarily based upon visual and apparent physical soil characteristics, comparison with other soil samples, and our experience with the soil. Additional laboratory testing may be conducted, if necessary to define in more detail pertinent soil characteristics. The Unified Soil Classification group symbol shown on the boring logs corresponds with the group names listed below. The description includes soil constituents, moisture conditions, color and any other appropriate descriptive terms.

Group Symbol

Group Name Group Symbol

Group Name Group Symbol

Group Name Group Symbol

Group Name

GW

Well-Graded

Gravel

SW

Well-Graded Sand

CL Lean Clay CH Fat Clay

GP

Poorly-Graded

Gravel

SP

Poorly-Graded Sand

ML Silt MH Elastic Silt

GM Silty Gravel SM Silty Sand OL Organic Clay Organic Silt

OH

Organic Clay Organic Silt

GC

Clayey Gravel

SC Clayey Sand PT Peat

RELATIVE PROPORTIONS

GRAIN SIZE TERMINOLOGY

Descriptive Term(s) (Of components also present in sample)

Sand and Gravel % of Dry Weight

Fines % of Dry Weight

Major Component of Sample

Size Range

Trace <15 <5 Cobbles 12 in. to 3 in.

(300mm to 75mm)

With 15-30 5-12 Gravel 3 in. to #4 sieve

(75mm to 4.75mm)

Modifier >30 >12 Sand #4 to #200 sieve

(4.75mm to 0.074mm)

Silt or Clay Passing #200 sieve

(.074 mm)

CONSISTENCY OF FINE-GRAINED SOILS

RELATIVE DENSITY OF

COARSE-GRAINED SOILS

Unconfined Compressive Strength, Qu, psf Consistency SPT, bpf SPT, bpf Relative Density

< 500 Very Soft 0-2 0-4 Very Loose

500-1,000 Soft 2-4 4-10 Loose

1,000-2,000 Medium Stiff 4-8 10-30 Medium Dense

2,000-4,000 Stiff 8-15 30-50 Dense

4,000-8,000 Very Stiff 15-30 50-80 Very Dense

8,000-16,000 Hard 30-100 80+ Extremely Dense

> 16,000 Very Hard >100

(page 3 of 3)

ABBREVIATIONS

COMMONLY USED ABBREVIATIONS

ft. or ' - feet elev. - Elevation

in. or " - inches

% - Percent psf - pounds per square foot

No. - Number plf - pound per lineal foot

TB - Test Boring pcf - pounds per cubic feet

N - blow count (SPT, bpf) kip - 1000 pounds

USCS - Unified Soil Classification System ksf - 1000 pounds per square foot

LL - Liquid Limit klf - 1000 pounds per lineal foot

PL - Plastic Limit tsf - tons per square foot

PI - Plasticity Index bpf - blows per foot (SPT, N)

22.0

24.6

HMA (6")

Broken PCC (6"±)

Brown-gray lean clay with sand and brick fragments, moist

FILL

Very dark brown lean to fat clay after 3.2'

End of Boring

CL

CL-

CH

0.5 877.5 1.0

877.0

4.2 873.8

CORE NO. 1 Project No.: 231395

Project:Parking Lot Improvements - Lucas Bldg

321 E 12th Street

Des Moines, Iowa

Client: DCI Group

220 SE 6th Street - Suite 200

Des Moines, IA 50309

Date Drilled: 12/05/2023

Drilling Method: Coring, DCP, and Hand Probe

Surface Elevation: 878'±

Datum: Estimated from LiDAR

Remarks:

*The stratification lines represent the approximate boundary lines between material types: in-situ, the transition may be gradual.

Water Level Observation

ALLENDER BUTZKE ENGINEERS, INC.Time: at completion hrs.

Depth to Geotechnical | Environmental | Construction Q.C.water: Dry ft. ft.

E le v a ti o n ft

D e p th ft

M o is tu re

C o n te n t, Correlated from Dynamic Cone Penetrometer (ASTM D6951)

California Bearing Ratio

5 10 15 20

Material Description*

G ra p h ic

L o g

U S

C S

W a te r L e v e l

D e p th

E le v a ti o n ft

ABE_DCP_25

25.0

25.8

HMA (6")

Crushed Rock and Gravel (6"±)

Very dark brown lean to fat clay mixed with brown sandy lean clay, trace gravel, moist

FILL

End of Boring

CL-

CH

0.5 873.5 1.0

873.0

3.6 870.4

CORE NO. 2 Project No.: 231395

Project:Parking Lot Improvements - Lucas Bldg

321 E 12th Street

Des Moines, Iowa

Client: DCI Group

220 SE 6th Street - Suite 200

Des Moines, IA 50309

Date Drilled: 12/05/2023

Drilling Method: Coring, DCP, and Hand Probe

Surface Elevation: 874'±

Datum: Estimated from LiDAR

Remarks:

*The stratification lines represent the approximate boundary lines between material types: in-situ, the transition may be gradual.

Water Level Observation

ALLENDER BUTZKE ENGINEERS, INC.Time: at completion hrs.

Depth to Geotechnical | Environmental | Construction Q.C.water: Dry ft. ft.

E le v a ti o n ft

D e p th ft

M o is tu re

C o n te n t, Correlated from Dynamic Cone Penetrometer (ASTM D6951)

California Bearing Ratio

5 10 15 20

Material Description*

G ra p h ic

L o g

U S

C S

W a te r L e v e l

D e p th

E le v a ti o n ft

21.9

22.9

HMA (4.75")

PCC (5")

Dark brown and brown sandy lean clay with brick fragments, very moist

FILL

End of Boring

CL

0.4 873.6 0.8

873.2

3.7 870.3

CORE NO. 3 Project No.: 231395

Project:Parking Lot Improvements - Lucas Bldg

321 E 12th Street

Des Moines, Iowa

Client: DCI Group

220 SE 6th Street - Suite 200

Des Moines, IA 50309

Date Drilled: 12/05/2023

Drilling Method: Coring, DCP, and Hand Probe

Surface Elevation: 874'±

Datum: Estimated from LiDAR

Remarks:

*The stratification lines represent the approximate boundary lines between material types: in-situ, the transition may be gradual.

Water Level Observation

ALLENDER BUTZKE ENGINEERS, INC.Time: at completion hrs.

Depth to Geotechnical | Environmental | Construction Q.C.water: Dry ft. ft.

E le v a ti o n ft

D e p th ft

M o is tu re

C o n te n t, Correlated from Dynamic Cone Penetrometer (ASTM D6951)

California Bearing Ratio

5 10 15 20

Material Description*

G ra p h ic

L o g

U S

C S

W a te r L e v e l

D e p th

E le v a ti o n ft

23.2

20.1

HMA (8.75")

PCC (4.5")

Dark brown lean clay, trace sand and gravel, moist

FILL

Dark brown sandy lean clay, trace gravel after 3'

End of Boring

CL

0.7 876.3 1.1

875.9

4.1 872.9

CORE NO. 4 Project No.: 231395

Project:Parking Lot Improvements - Lucas Bldg

321 E 12th Street

Des Moines, Iowa

Client: DCI Group

220 SE 6th Street - Suite 200

Des Moines, IA 50309

Date Drilled: 12/05/2023

Drilling Method: Coring, DCP, and Hand Probe

Surface Elevation: 877'±

Datum: Estimated from LiDAR

Remarks:

*The stratification lines represent the approximate boundary lines between material types: in-situ, the transition may be gradual.

Water Level Observation

ALLENDER BUTZKE ENGINEERS, INC.Time: at completion hrs.

Depth to Geotechnical | Environmental | Construction Q.C.water: Dry ft. ft.

E le v a ti o n ft

D e p th ft

M o is tu re

C o n te n t, Correlated from Dynamic Cone Penetrometer (ASTM D6951)

California Bearing Ratio

5 10 15 20

Material Description*

G ra p h ic

L o g

U S

C S

W a te r L e v e l

D e p th

E le v a ti o n ft

Approximate Pavement Core Location

ALLENDER BUTZKE ENGINEERS INC.

Urbandale, IA 50322

3660 - 109th Street

PN 231395

Site Plan

Not To Scale

Parking Lot Improvements – Lucas Building 321 E 12th Street Des Moines, IA

Core No. 1

Core No. 4

Core No. 2

Core No. 3

NOTES

PROJECT 9376.00 BID FORM 00 4116 - 1

SECTION 00 4116

BID FORM

The Bid Form must be submitted online through the State’s IMPACS Electronic Procurement System.

RFB #937600-01

BID FORM for CONSTRUCTION CONTRACT for

Parking Lot #15 Replacement 321 E 12th St. Des Moines, IA

Project 9376.00

Iowa Department of Administrative Services Hoover State Office Building, Level 3 1305 East Walnut Street Des Moines, Iowa 50319-0105

The following information is to be completed and submitted with your bid..

1. Bid Form - Completed and Signed (to be uploaded with bid submission)

2. Non-Discrimination Clause Information

3. Contractor Targeted Small Business Enterprise Pre-Bid Contract Information

4. Bid Security – 5% of total Bid amount (to be uploaded with bid submission)

Authorized Representative:

The undersigned Bidder, in response to your Request for Bid for construction of the above project, having examined the Drawings, Specifications, and other Bidding Documents dated March 20th, 2024 and Addenda issued and acknowledged below as received and being familiar with all the conditions surrounding the construction of the proposed project including the availability of materials and labor, hereby proposes to furnish all labor, materials, equipment and supplies to perform all work to construct the project in strict accordance with the proposed Contract Documents, within the time and at the prices stated below. Prices are to cover all expenses incurred in performing the work required under the proposed Contract Documents, of which this bid is a part.

Bidder acknowledges receipt of the following Addenda which are a part of the Bidding Documents and for which any effect on cost of the Work is included in the bid amounts indicated:

Number ________ ________ ________ ________ ________

Dated ________ ________ ________ ________ ________

Note that the State of Iowa is exempt from State and Local sales and use taxes (including local option and school option) for this project. Taxes on construction materials shall NOT be included in the bid amounts.

https://bids.sciquest.com/apps/Router/PublicEvent?CustomerOrg=DASIowa…