APPENDIX IV PERMITS & REVIEW LETTERS - BidNet

STATE OF MICHIGAN (OWNER AND CONTRACTOR) APPENDIX III FEDERAL FUNDING REQUIREMENTS

MICHSPEC DTMB Appendix IV 00800 − 1 (Rev. 03/21)

APPENDIX IV

PERMITS & REVIEW LETTERS

GRETCHEN WHITMER GOVERNOR

STATE OF MICHIGAN DEPARTMENT OF TECHNOLOGY, MANAGEMENT & BUDGET

LANSING BROM STIBITZ

DIRECTOR

DESIGN & CONSTRUCTION DIVISION

3111 W. ST. JOSEPH STREET ● LANSING, MICHIGAN 48917

www.michigan.gov/dtmb ● 517-284-7910

October 4th, 2021 Beckett & Raeder, Inc. 535 W William St, Suite 101 Ann Arbor MI 48103 Dear: Christy Summers, SUBJECT: File No. 751/17289.MNB

DNR – Clinton River Cut-Off Boating Access Site Improvements Plan Review for Soil Erosion & Sedimentation Control (SESC)

The Dept. of Technology, Management & Budget (DTMB), Design and Construction Division, Soil Erosion and Sedimentation Control Program, has received the project drawings and specifications for the DNR - Clinton River Cut-Off Boating Access Site Improvements. Upon review, the following comments are issued for your consideration. Project Specifications/Drawings

1. As an Authorized Public Agency (APA), DTMB is responsible for controlling erosion and off-site sedimentation on DTMB construction projects. Following the award of a contract, the contractor shall prepare and issue for approval an “SESC Implementation Plan”, which indicates the contractor’s intended implementation of the SESC on the project, including a schedule. The SESC Program, upon approval of the implementation plan, will issue the contractor an “Authorization to Proceed with Earth Change”, which is to be posted at the jobsite. This document is issued in lieu of a permit from the county.

2. This project is over 5 acres and will require a Notice of Coverage Permit (NOC). Please allow for 3 weeks for review when contractor is submitting for Authorization to Proceed.

If you have any questions or concerns, please contact me at (517) 388-3045 or

email me at [email protected]

Sincerely, Christopher J. McGarry SESC, Health & Safety Administrator Enclosure C: Chris Bahjet, DTMB SESC File

mailto:[email protected]

MICHIGAN DEPARTMENT OF ENVIRONMENT, GREAT LAKES, AND ENERGYWATER RESOURCES DIVISION

PERMIT

Issued To:

Michigan Department of Natural Resources, Attn: John Terpstra28681 Old North River RoadHarrison Twp, MI 48045

Permit No: WRP028200 v.1Submission No.: HP4-BXRF-AJ4H6Site Name: 50-36110 Jefferson Ave-Harrison TwpIssued: April 6, 2021Revised:Expires: April 6, 2026

This permit is being issued by the Michigan Department of Environment, Great Lakes, and Energy (EGLE), Water Resources Division, under the provisions of the Natural Resources and Environmental Protection Act, 1994 PA 451, as amended (NREPA); specifically:

Part 301, Inland Lakes and Streams Part 323, Shorelands Protection and Management Part 303, Wetlands Protection Part 325, Great Lakes Submerged Lands Part 315, Dam Safety Part 353, Sand Dunes Protection and Management Part 31, Water Resources Protection (Floodplain Regulatory Authority)

Permission is hereby granted, based on permittee assurance of adherence to State of Michigan requirements and permit conditions, to:

Authorized Activity:Remove a concrete boat launch and place 16 cubic yard of rock for to install a 107-foot-long revetment in its place. Remove a historic concrete loading dock and loading ramp. Place one 48 foot by 15-foot floating canoe and kayak launch in Great Lakes bottomland.

Remove 549 feet of existing seawall and install 524 feet of new and replacement steel seawall in a historically-dredged boat canal known as the Admiral Marine Boat canal.Excavate 3,668 cubic yards and fill 354 cubic yards of fill in Lake. St. Clair bottomland. Excavate 279 cubic yards and fill 359 cubic yards of fill in wetland, for the purpose of creating a boat launch and navigation channel in the Admiral Marine boat canal.

Permanently impact 0.23 acres of emergent wetland and 1.12 acres of Great Lakes bottomland in Lake St. Clair.This permit under P31 authorizes 3,995 cubic yards of cut and 2,424 cubic yards of fill within the regulated floodplain of the Clinton River Spillway and Lake St Clair Coastal floodplain for the purposes of constructing a boat launch, revetment, seawalls, and parking lot improvements.

All work shall be in accordance with the attached approved plans and the specific terms and conditions of this permit.

EGLE-WRDWRP028200 v1.0

ApprovedIssued On:04/06/2021

Expires On:04/06/2026

Michigan Department of Natural ResourcesAttn: John Terpstra 2 WRP028200 v.1

Waterbody Affected: Lake St. Clair, Unnamed WetlandProperty Location: Macomb County, Harrison Township, Town/Range/Section, Property Tax No. 12-30-327-

008, 12-30-327-001, 12-30-327-015, 12-30-327-016

Authority granted by this permit is subject to the following limitations:A. Initiation of any work on the permitted project confirms the permittee's acceptance and agreement to comply

with all terms and conditions of this permit.B. The permittee, in exercising the authority granted by this permit, shall not cause unlawful pollution as defined by

Part 31 of the NREPA.C. This permit shall be kept at the site of the work and available for inspection at all times during the duration of the

project or until its date of expiration.D. All work shall be completed in accordance with the approved plans and specifications submitted with the

application and/or plans and specifications attached to this permit.E. No attempt shall be made by the permittee to forbid the full and free use by the public of public waters at or

adjacent to the structure or work approved.F. It is made a requirement of this permit that the permittee give notice to public utilities in accordance with 2013

PA 174 (Act 174) and comply with each of the requirements of Act 174.G. This permit does not convey property rights in either real estate or material, nor does it authorize any injury to

private property or invasion of public or private rights, nor does it waive the necessity of seeking federal assent, all local permits, or complying with other state statutes.

H. This permit does not prejudice or limit the right of a riparian owner or other person to institute proceedings in any circuit court of this state when necessary to protect his rights.

I. Permittee shall notify EGLE within one week after the completion of the activity authorized by this permit by completing and forwarding the attached preaddressed postcard to the office addressed thereon.

J. This permit shall not be assigned or transferred without the written approval of EGLE.K. Failure to comply with conditions of this permit may subject the permittee to revocation of permit and criminal

and/or civil action as cited by the specific state act, federal act, and/or rule under which this permit is granted.L. All dredged or excavated materials shall be disposed of in an upland site (outside of floodplains, unless exempt

under Part 31 of the NREPA, and wetlands).M. In issuing this permit, EGLE has relied on the information and data that the permittee has provided in connection

with the submitted application for permit. If, subsequent to the issuance of a permit, such information and data prove to be false, incomplete, or inaccurate, EGLE may modify, revoke, or suspend the permit, in whole or in part, in accordance with the new information.

N. The permittee shall indemnify and hold harmless the State of Michigan and its departments, agencies, officials, employees, agents, and representatives for any and all claims or causes of action arising from acts or omissions of the permittee, or employees, agents, or representative of the permittee, undertaken in connection with this permit. The permittee's obligation to indemnify the State of Michigan applies only if the state: (1) provides the permittee or its designated representative written notice of the claim or cause of action within 30 days after it is received by the state, and (2) consents to the permittee's participation in the proceeding on the claim or cause of action. It does not apply to contested case proceedings under the Administrative Procedures Act, 1969 PA 306, as amended, challenging the permit. This permit shall not be construed as an indemnity by the State of Michigan for the benefit of the permittee or any other person.

O. Noncompliance with these terms and conditions and/or the initiation of other regulated activities not specifically authorized shall be cause for the modification, suspension, or revocation of this permit, in whole or in part. Further, EGLE may initiate criminal and/or civil proceedings as may be deemed necessary to correct project deficiencies, protect natural resource values, and secure compliance with statutes.

P. If any change or deviation from the permitted activity becomes necessary, the permittee shall request, in writing, a revision of the permitted activity from EGLE. Such revision request shall include complete documentation supporting the modification and revised plans detailing the proposed modification. Proposed modifications must be approved, in writing, by EGLE prior to being implemented.

Q. This permit may be transferred to another person upon written approval of EGLE. The permittee must submit a written request to EGLE to transfer the permit to the new owner. The new owner must also submit a written request to EGLE to accept transfer. The new owner must agree, in writing, to accept all conditions of the permit. A single letter signed by both parties that includes all the above information may be provided to EGLE. EGLE will review the request and, if approved, will provide written notification to the new owner.





R. Prior to initiating permitted construction, the permittee is required to provide a copy of the permit to the contractor(s) for review. The property owner, contractor(s), and any agent involved in exercising the permit are held responsible to ensure that the project is constructed in accordance with all drawings and specifications. The contractor is required to provide a copy of the permit to all subcontractors doing work authorized by the permit.

S. Construction must be undertaken and completed during the dry period of the wetland. If the area does not dry out, construction shall be done on equipment mats to prevent compaction of the soil.

T. Authority granted by this permit does not waive permit requirements under Part 91, Soil Erosion and Sedimentation Control, of the NREPA, or the need to acquire applicable permits from the County Enforcing Agent (CEA).

U. Authority granted by this permit does not waive permit requirements under the authority of Part 305, Natural Rivers, of the NREPA. A Natural Rivers Zoning Permit may be required for construction, land alteration, streambank stabilization, or vegetation removal along or near a natural river.

V. The permittee is cautioned that grade changes resulting in increased runoff onto adjacent property is subject to civil damage litigation.

W. Unless specifically stated in this permit, construction pads, haul roads, temporary structures, or other structural appurtenances to be placed in a wetland or on bottomland of the water body are not authorized and shall not be constructed unless authorized by a separate permit or permit revision granted in accordance with the applicable law.

X. For projects with potential impacts to fish spawning or migration, no work shall occur within fish spawning or migration timelines (i.e., windows) unless otherwise approved in writing by the Michigan Department of Natural Resources, Fisheries Division.

Y. Work to be done under authority of this permit is further subject to the following special instructions and specifications:

1. Authority granted by this permit does not waive permit or program requirements under Part 91 of the NREPA or the need to acquire applicable permits from the CEA. To locate the Soil Erosion Program Administrator for your county, visit www.mi.gov/eglestormwater and select "Soil Erosion and Sedimentation Control Program" under "Related Links."

2. The authority to conduct the activity as authorized by this permit is granted solely under the provisions of the governing act as identified above. This permit does not convey, provide, or otherwise imply approval of any other governing act, ordinance, or regulation, nor does it waive the permittee's obligation to acquire any local, county, state, or federal approval or authorization necessary to conduct the activity.

3. No fill, excess soil, or other material shall be placed in any wetland, floodplain, or surface water area not specifically authorized by this permit, its plans, and specifications.

4. This permit does not authorize or sanction work that has been completed in violation of applicable federal, state, or local statutes.

5. The permit placard shall be kept posted at the work site in a prominent location at all times for the duration of the project or until permit expiration.

6. This permit is being issued for the maximum time allowed and no extensions of this permit will be granted. Initiation of the construction work authorized by this permit indicates the permittee's acceptance of this condition. The permit, when signed by EGLE, will be for a five-year period beginning on the date of issuance. If the project is not completed by the expiration date, a new permit must be sought.

7. Prior to commencing installation of the shore protection structure, the entire lakeward perimeter of project site shall be isolated with a turbidity curtain to prevent movement of suspended sediments. The turbidity curtain shall be installed to extend from the bed of the waterbody to a point above the existing water’s surface. The turbidity curtain shall be maintained for the duration of the project and shall be left in place after completion until all disturbed sediments have settled.




www.mi.gov/eglestormwater


8. All raw areas in uplands resulting from the permitted construction activity shall be effectively stabilized with sod and/or seed and mulch (or other technology specified by this permit or project plans) in a sufficient quantity and manner to prevent erosion and any potential siltation to surface waters or wetlands. Temporary stabilization measures shall be installed before or upon commencement of the permitted activity, and shall be maintained until permanent measures are in place. Permanent measures shall be in place within five (5) days of achieving final grade.

9. Unless authorized by the attached plans, the seawall, bulkhead, or revetment structure shall be placed at or above (landward) of the Ordinary High-Water Mark in the location shown on the attached approved plans. Any variation from the approved location must be authorized in writing by the Water Resources Division prior to the initiation of these activities.

10. All fill/backfill material shall consist of clean inert material which will not cause siltation nor contain soluble chemicals, organic matter, pollutants, or contaminants. All fill shall be contained in such a manner so as not to erode into any surface water, floodplain, or wetland. All raw areas associated with the permitted activity shall be stabilized with sod and/or seed and mulch, riprap, or other technically effective methods as necessary to prevent erosion.

11. If the project, or any portion of the project, is stopped and lies incomplete for any length of time, other than that encountered in a normal work week, every precaution shall be taken to protect the incomplete work from erosion, including the placement of temporary gravel bag riprap, temporary seed and mulch, or other acceptable temporary protection.

12. Prior to the initiation of any permitted construction activity, a sedimentation barrier shall be installed along the entire route of the disturbed wetland area and maintained in good working order until permanent stabilization and re-vegetation of all disturbed areas has occurred. The sedimentation barrier shall be removed after re-vegetation.

13. Upon completion of the project, any disturbed wetland areas shall be restored to the original contour elevation, revegetated, and reseeded with species native to Michigan appropriate to the site, and mulched to prevent erosion.

14. This permit is limited to authorizing the construction as specified above and carries with it no assurances or implications that associated wetland or floodplain areas can be developed and serviced by the structures authorized by this permit.

15. No fill is authorized within the floodway or within structures authorized by this permit.

16. The design flood or 1% annual chance (100-year) floodplain elevation at this location on Lake St Clair is located in a Coastal Floodplain is 579.0 feet NAVD 88.

17. Under Appendix G of the Michigan Building Code 2009, a local building permit is required for development located in flood hazard areas.

18. The project is located within a community that participates in the National Flood Insurance Program (NFIP). As a participant in the NFIP, the community must comply with the Michigan Building Code (including Appendix G and listed supporting materials); the Michigan Residential Code; and Title 44 of the Code of Federal Regulations, Part 60, Criteria for Land Management and Use. The community is also responsible to ensure that its floodplain maps and studies are maintained to show changes to flood elevations and flood delineations as described in 44 CFR, Part 65, Identification and Mapping of Special Hazard Areas.

19. All work shall be in accordance with the approved attached plans and the specific terms and conditions of this permit.





Issued By:Robert PrimeauWarren District OfficeWater Resources Division586-256-7274

cc: Harrison Township ClerkMacomb County SESCMacomb CountyChristy Summers, Beckett & Raeder, IncChris Antieau, EGLEPat Durack, EGLEUSACE




This notice must be displayed at the site of work.Laminating this notice or utilizing sheet protectors is recommended.

Please refer to the above permit number with any questions or concerns.

NOTICE OF AUTHORIZATION

Permit Number: WRP028200 v. 1 Issued Date: April 6, 2021Site Name: 50-36110 Jefferson Ave-Harrison Twp Expiration Date: April 6, 2026

The Michigan Department of Environment, Great Lakes, and Energy (EGLE), Water Resources Division, P.O. Box 30458, Lansing, Michigan 48909-7958, under provisions of the Natural Resources and Environmental Protection Act, 1994 PA 451, as amended; specifically:

Part 31, Floodplain Regulatory Authority of the Water Resources Protection.

Part 303, Wetlands Protection.

Part 323, Shorelands Protection and Management.

Authorized activity:Remove a concrete boat launch and place 16 cubic yard of rock for to install a 107-foot-long revetment in its place. Remove a historic concrete loading dock and loading ramp. Place one 48 foot by 15-foot floating canoe and kayak launch in Great Lakes bottomland.

Remove 549 feet of existing seawall and install 524 feet of new and replacement steel seawall in a historically-dredged boat canal known as the Admiral Marine Boat canal.Excavate 3,668 cubic yards and fill 354 cubic yards of fill in Lake. St. Clair bottomland. Excavate 279 cubic yards and fill 359 cubic yards of fill in wetland, for the purpose of creating a boat launch and navigation channel in the Admiral Marine boat canal.

Permanently impact 0.23 acres of emergent wetland and 1.12 acres of Great Lakes bottomland in Lake St. Clair.This permit under P31 authorizes 3,995 cubic yards of cut and 2,424 cubic yards of fill within the regulated floodplain of the Clinton River Spillway and Lake St Clair Coastal floodplain for the purposes of constructing a boat launch, revetment, seawalls, and parking lot improvements.

All work shall be in accordance with the attached approved plans and the specific terms and conditions of this permit.

To be conducted at property located in: Macomb County, Waterbody: Lake St. Clair, Unnamed WetlandProperty Tax No. 12-30-327-008, 12-30-327-001, 12-30-327-015, 12-30-327-016, Harrison Township

Permittee:

Christy Summers, Beckett & Raeder, Inc.535 W William StSTE 101Ann Arbor, MI 48103

Robert PrimeauWarren District OfficeWater Resources Division586-256-7274




ENG FORM 1721, NOV 86 EDITION OF SEP 82 IS OBSOLETE. (33 CFR 325 (Appendix A)) (Proponent CECW-OR) 1

DEPARTMENT OF THE ARMY PERMIT Permittee Michigan Department of Natural Resources Permit No. LRE-1997-100991-S20 Issuing Office U.S. Army Engineer District, Detroit NOTE: The term "you" and its derivatives, as used in this permit, means the permittee or any future transferee. The term "this office" refers to the appropriate district or division office of the Corps of Engineers having jurisdiction over the permitted activity or the appropriate official of that office acting under the authority of the commanding officer. You are authorized to perform work in accordance with the terms and conditions specified below. Project Description: Remove and relocate a boat launch. In the area of the existing launch ramp: Remove existing concrete launch ramp and restore to a revetment condition. Remove approximately 89 cubic yards of existing concrete launch ramp and approximately 165 cubic yards of aggregate base from a 107.5-foot wide by 38.8-foot long (length waterward of the Ordinary High Water Mark (OHWM)) area. Mechanically dredge approximately 88 cubic yards of soil from a 22-foot long by 107.5-foot wide area beneath the existing launch ramp to a depth of approximately 0.3 feet below the Low Water Datum (LWD) elevation of 572.3 feet IGLD 1985. Discharge approximately 20 cubic yards of soil in a 25.3-foot long by 107.5-foot wide area waterward of the existing launch ramp. Discharge approximately 91 cubic yards of stone revetment in a 107.5-foot wide by 8-foot long (length waterward of the OHWM) area in place of the removed launch ramp. In the area of the canal: Remove approximately 549 lineal feet of deteriorated wood seawall within the existing canal. Place approximately 524 lineal feet of new steel sheet pile seawall near the location of the existing seawall. Mechanically dredge approximately 3,836 cubic yards material from a 127-foot wide (width varies) x 715-foot long area within the existing canal to a maximum depth of approximately 2.3 feet below the LWD. Discharge approximately 558 cubic yards of clean fill material in an 84-foot wide by 60-foot long area beneath the proposed concrete launch ramp. Discharge approximately 107 cubic yards of concrete to create a boat launch ramp in a 108-foot wide by 39.5-foot long area. Discharge approximately 168 cubic yards aggregate base material in a 108-foot wide by 41-foot long area. Project Location: In lake St. Clair, offshore property at 36610 Jefferson Avenue, Harrison Township, Michigan. Permit Conditions: General Conditions: 1. The time limit for completing the work authorized ends on December 31, 2026. If you find that you need more time to


complete the authorized activity, submit your request for a time extension to this office for consideration at least one month before the above date is reached. 2. You must maintain the activity authorized by this permit in good condition and in conformance with the terms and conditions of this permit. You are not relieved of this requirement if you abandon the permitted activity, although you may make a good faith transfer to a third party in compliance with General Condition 4 below. Should you wish to cease to maintain the authorized activity or should you desire to abandon it without a good faith transfer, you must obtain a modification of this permit from this office, which may require restoration of the area. 3. If you discover any unknown historic or archeological remains while accomplishing the activity authorized by this permit, you must immediately stop work in that area and notify this office of what you have found. We will initiate the Federal and state coordination required to determine if the remains warrant a recovery effort or if the site is eligible for listing in the National Register of Historic Places. 4. If you sell the property associated with this permit, you must obtain the signature of the new owner in the space provided and forward a copy of the permit to this office to validate the transfer of this authorization. 5. If a conditioned water quality certification has been issued for your project, you must comply with the conditions specified in the certification as special conditions to this permit. For your convenience, a copy of the certification is attached if it contains such conditions. 6. You must allow representatives from this office to inspect the authorized activity at any time deemed necessary to ensure that it is being or has been accomplished in accordance with the terms and conditions of your permit. Special Conditions: 1. Your signature, as permittee, indicates that, as consideration for the issuance of this permit,

you voluntarily accept and agree to comply with all of the terms and conditions of this permit. 2. The permittee understands and agrees that, if future operations by the United States require

the removal, relocation, or other alteration, of the structure or work herein authorized, or if, in the opinion of the Secretary of the Army or his authorized representative, said structure or work shall cause unreasonable obstruction to the free navigation of the navigable waters, the permittee will be required, upon due notice from the Corps of Engineers, to remove, relocate, or alter the structural work or obstructions caused thereby, without expense to the United States. No claim shall be made against the United States on account of any such removal or alteration.

3. Prior to beginning any dredging, the permittee shall install commercial-grade silt curtains that extend from a floating boom on the lake surface down to the bed of the waterway. The silt curtain shall continuously and completely enclose the dredge area. The silt curtain shall be properly anchored onshore, and anchored offshore at 25-foot intervals to provide a stable and functional barrier. The silt curtain shall be maintained in effective working condition until all dredging is completed and turbidity has returned to background levels. In the event that the silt curtain remains in place overnight, the applicant will coordinate proper marking of the silt curtain with the USCG and their requirements (e.g. lighting, reflective paints, etc.) will become special conditions under this permit.

4. Temporary and/or permanent sidecasting of dredged material and/or placement of fill material into the waterway or wetland for any purpose, including operating and/or placing equipment, is not authorized.

5. All dredged and/or excavated materials will be disposed of in upland location(s) landward of the Ordinary High Water Mark with no placement in, or return to, any waterway or wetland.

6. The seawall shall be in place prior to the deposition of any fill material behind the seawall. 7. This permit does not authorize temporary fills for the operation of work equipment.


8. The permittee shall remove all temporary structures when project construction and the pre-fill discharge is complete.

Further Information: 1. Congressional Authorities: You have been so authorized to undertake the activity described above pursuant to: Section 10 of the Rivers and Harbors Act of 1899 and Section 404 of the Clean Water Act. 2. Limits of this authorization.

a. This permit does not obviate the need to obtain Federal, state, or local authorizations required by law. b. This permit does not grant any property rights or exclusive privileges. c. This permit does not authorize any injury to the property or rights of others. d. This permit does not authorize interference with any existing or proposed Federal project.

3. Limits of Federal Liability. In issuing this permit, the Federal Government does not assume any liability for the following:

a. Damages to the permitted project or uses thereof as a result of other permitted or unpermitted activities or from natural causes.

b. Damages to the permitted project or uses thereof as a result of current or future activities undertaken by or on behalf

of the United States in the public interest. c. Damages to persons, property, or to other permitted or unpermitted activities or structures caused by the activity

authorized by this permit. d. Design or construction deficiencies associated with the permitted work. e. Damage claims associated with any future modifications, suspension, or revocation of this permit.

4. Reliance on Applicant's Data: The determination of this office that issuance of this permit is not contrary to the public interest was made in reliance of the information you provided. 5. Reevaluation of Permit Decision. This office may reevaluate its decision on this permit at any time the circumstances warrant. Circumstances that could require a reevaluation include, but are not limited to, the following:

a. You fail to comply with the terms and conditions of this permit.

b. The information provided by you in support of your permit application proves to have been false, incomplete, or inaccurate (See 4 above).

c. Significant new information surfaces which this office did not consider in reaching the original public interest decision.

Such a reevaluation may result in a determination that it is appropriate to use the suspension, modification, and revocation procedures contained in 33 CFR 325.7 or enforcement procedures such as those contained in 33 CFR 326.4 and 326.5. The referenced enforcement procedures provide for the issuance of an administrative order requiring you to comply with the terms and conditions of your permit and for the initiation of legal action where appropriate. You will be required to pay for any corrective measures ordered by this office, and if you fail to comply with such directive, this office may in certain situations (such as those specified in 33 CFR 209.170) accomplish the

4 November 2021

STATE OF MICHIGAN (OWNER AND CONTRACTOR) PROGRESS SCHEDULE

MICHSPEC DTMB 01310 − 1 (Rev. 03/21)

SECTION 01310 PROGRESS SCHEDULE

PART 1 - GENERAL

1.01 SUMMARY A. The Contractor will submit CPM Progress Schedules to the Owner depicting its approach to prosecution of the Work. This includes, but is not limited to the Contractor’s approach to recovering schedule and managing the effect of changes, substitutions and Delays on Work sequencing. B. The Progress Schedule will include the Rev. 0 Submittal (par. 3.02), Update Submittals (par. 3.03) and Revision Submittals (par. 3.04). Each Submittal will be assigned a unique number. For a resubmission, the initial number will be modified by the letter A, B, C, etc., as appropriate. C. Through the Progress Schedule, the Owner will seek to stay current on progress, updated Activity and Milestone Dates, and the Contractor’s approach to Work remaining. D. References to the Critical Path Method (CPM) are to CPM construction industry standards that are consistent with the requirements of this Section 01310. 1.02 RELATED SECTIONS A. Section 00440 Schedule of Materials and Equipment; Section 00500 Agreement; Section 00700 General Conditions; and Section 00800 Supplementary Conditions. 1.03 GLOSSARY OF TERMS A. Capitalized terms not already defined in any Division 0 Specification have the following intent and meanings:

1. Milestone−A key point of progress, designating interim targets toward the Contract Times. They may pinpoint critical path foundations, key deliveries, building framing, start of MEP rough-in, building enclosure, partitions, interior finishes, conditioned space, commissioning stages, Substantial Completion and other events of like import. 2. Official Schedule−The most recent Revision Submittal returned to the Contractor as Resubmittal Not Required. The Rev. 0 Official Schedule is the As-Planned Schedule. 3. Revision 0 Submittal−Progress Schedule submitted by the Contractor depicting the entire Work as awarded. 4. Update Submittal−A monthly Progress Schedule update reflecting progress and minor adjustments on the Activities, sequencing and restraints for Work remaining.

1.04 QUALITY ASSURANCE A. The Contractor will obtain a written interpretation from the Professional, if the Contractor believes the selection of Activities, logic ties or restraints requires an interpretation of the Contract Documents. With each submission, the Contractor will point out by specific, written notation, any Progress Schedule feature that may reflect variations from any requirements of the Contract Documents. B. The Contractor is responsible to obtain information from each Subcontractor and Supplier when scoping their respective Activities, Values, logic ties and restraints C. No review of any Progress Schedule by or on behalf of the Owner will relieve the Contractor from complying with the Contract Times and any required sequence of Work or from

completing Work omitted from the Progress Schedule. No review will imply approval of any variation from or interpretation of the Contract Documents, unless approved by the Professional through a written interpretation or by means of a separate, written notation. 1.05 ALLOWANCES A. Work covered by Cash Allowances will be completed within the Contract Times. To the extent reasonable and consistent with the Contractor’s plan, Work authorized by contingency allowances will be completed within the Contract Times. The Progress Schedule will incorporate the Contractor's best estimate of the Activities, logic and restraints required, using the information in the Contract Documents or as indicated by the Professional in writing. 1.06 “OR EQUALS” AND SUBSTITUTIONS A. Activities in the Rev. 0 Progress Schedule will be based on materials and equipment required by the Contract Documents, and will not reflect any “or equal” or substitute materials or equipment, even if the Contractor intends to pursue “or equal” and substitution proposals. This limitation also applies to any Means and Methods indicated in or required by the Contract Documents. 1.07 MEASUREMENT AND PAYMENT A. The Schedule of Values will include a Progress Schedule pay item. Fifteen percent (15%) of this pay item will be eligible for payment upon delivery of the complete Rev. 0 Submittal. The balance of this pay item will be eligible for payment, on a prorated basis, with each Request for Payment attaching an Update Submittal. PART 2 - WORK PRODUCTS 2.01 PROGRESS SCHEDULE SUBMITTALS A. Each Progress Schedule Submittal will consist of an electronic disk with the Contractor's files, a narrative and three (3) copies of the required reports and plots. B. The CPM scheduling software will be Primavera Project Planner®, SureTrak® or Microsoft Project®. 2.02 PRINTOUTS A. Schedule Reports will include Activity (ID) code and description, duration, calendar, Early Dates, Late Dates and Total Float, all of which will comport with the requirements of paragraph 8.3.4 of Section 00700 General Conditions.

1. Late Finish Date for an Activity pinpointing a Contract Time will equal that Contract Time. Early Start Date for an Activity designating a Contract restraint will equal the proper Notice to Proceed date. Schedule Reports may or may not append CPM Plots (time-scaled Activity/logic). 2. For Precedence Diagram Method, separate Schedule Reports will tabulate, for each Activity, all preceding and succeeding logic types and lead times, whether CPM Plots displaying vertical logic ties are appended or not.

B. CPM Schedule Plots will be plotted on a suitable time scale and identify the Contract Times, Critical Paths and sub-Critical Paths. Activities will be shown on the Early Dates with Total Floats noted by Late Date flags.



C. Line of Balance Plots will reflect industry practice for repetitive construction, and will segregate the production lines for all trades within the hammock Activities. 2.03 NARRATIVE REQUIREMENTS A. In general, a narrative will describe the Contractor’s approach to prosecution of the Work, subject to the requirements of the Contract Documents. Further, each narrative will list the Critical Path Activities and compare Early and Late Dates with Contract Times and Milestone Dates. The basis for restraint dates will be explained. B. For each Update Submittal, the narrative will compare current Dates to the respective Milestone Dates, describe changes in crewing and construction equipment and identify new Delays. For each Revision Submittal, the narrative also will itemize changes in Activities, logic ties and restraint dates made necessary by each change, Delay, schedule recovery, substitution and Contractor-initiated revision occurring since the previous Submittal. 2.04 ACTIVITY REQUIREMENTS A. The Progress Schedule will detail Work sequencing only to the extent necessary to allow the Owner to correlate percent complete, compare actual dates with Milestones and Contract Times and the data in Requests for Payment. B. Separate Activities will designate permits, construction, Submittal preparation/review (and resubmission and re-review, for same); MEP coordination drawings; deliveries; commissioning; and Punch List. Separate Activities will designate Owner-furnished items, interface with other work and the Owner and Professional’s responsibilities. B. Activities will be detailed only to the extent required to show the transition of trade Work. Activities will detail the

progression through site/excavation, foundations, building framing, start/completion of interior partitions, MEP rough-in, building enclosure, interior finishes, conditioned space and commissioning.

1. Submittal Activities will segregate long-lead items, any item requiring structural access and other procurements that, in the Contractor’s judgment, may bear on the rate of progress. Separate MEP coordination drawing Activities will be used for each floor. Beyond these requirements, it is not necessary to burden the Progress Schedule with Activities for less significant Submittals and deliveries. 2. For multiunit Work (e.g., rough-in overhead MEP for each floor, etc.), detailed Activities will be shown for a typical (often, the first) unit). Other or follow-on units may be replicated, as appropriate, or modeled with a hammock Activity combining the sum total of the typical detailed Activities. Separate Activities, as may be suitable to the Divisions of Work involved, will be identified for single-unit Work. This requirement applies to such scope as Work in mechanical rooms, building framing, commissioning, etc. 3. Activities will not combine separate or non-concurrent items of Unit Price or lump sum Work, Work in separate structures and Work in distinct areas, locations or floors within an area or structure; or rough-in and finish Work.

C. Activity durations will equal the Business Days required to sufficiently complete the Work designated by the Activity (i.e., when finish-to-start successors may start, even if the Activity is not quite 100% complete). Installation Activities will last from twenty (20) to forty (40) Days. D. Activities will be assigned consistent descriptions and identification codes. Sort codes will group Activities by building or structure, floor or area, Change Order and Change Authorization and other meaningful scheme

PART 3 − EXECUTION 3.01 FLOAT TOLERANCES A. Any Progress Schedule with Early Dates after a Contract Time will yield negative Total and Contract Floats, whether shown/calculated or not. Any Revision Submittal with less than negative twenty (20) Days of Float will be returned as “Revise and Resubmit,” unless a time extension is requested or the Owner withholds liquidated damages or asserts intent to do so in the event schedule is not recovered. B. Floats calculated from the definitions given in Section 00020 Glossary supersede any conflicting Float values calculated within any early completion Progress Schedule. 3.02 REVISION 0 (Rev. 0) SUBMITTAL A. The complete Revision 0 Submittal will be due with the first Request for Payment. The Rev. 0 Submittal will show the Work as awarded, without Delays, “or equal” or substitutions, Change Orders or Change Authorizations.

1. The Rev. 0 narrative will detail the Contractor's management of the site (lay down, parking, etc.). Further, the Rev. o narrative will identify shifts, weekend Work, Activity calendars, Delays since award and all pending and anticipated “or equal” and substitution proposals.

E. Once endorsed by the Owner and returned as "Resubmittal Not Required,” the Rev. 0 Progress Schedule (or Rev. 0A, etc.) will be the As-Planned Schedule and the basis for Update Submittals until the Rev. 1 Official Schedule is established. Once the As-Planned Schedule is established, the Owner will select Milestones and note Milestone Early and Late Dates. As the Official Schedule evolves, Milestone Dates will be revised accordingly. F. If the Owner refuses to endorse the Rev. 0 Submittal (or Rev. 0A, for a resubmission) as "Resubmittal Not Required," the As-Planned Schedule will not be established. In that event, the Contractor will continue to submit Update and Revision Submittals reflecting progress and the Contractor's approach to remaining Work. The Owner will rely on the available Update and Revision Submittals, subject to whatever adjustments it determines appropriate. 3.03 UPDATE SUBMITTALS A. Update Submittals with progress up to the closing date and updated Early and Late Dates for progress and remaining Activities will be due with each Request for Payment. As-built data will consist of actual start dates, percent complete, actual finish dates, changes, Delays and other significant events occurring before the closing date. 3.04 REVISION SUBMITTALS



A. Progress Schedule Revisions will be submitted with the third Request for Payment and every two (2) months after that, or more often, if necessary due to schedule recovery or other Progress Schedule revisions. Revisions will revise the Update Submittal attached to the prior Request for Payment. B. Progress Schedule revisions will detail all impacts on pre-existing Activity scope, logic ties and restraint dates and reflect the Contractor's current approach to Work remaining. Revisions may be required because of changes in the Work, substitutions, schedule recovery and Delays. C. Once endorsed by the Owner and returned as "Resubmittal Not Required," a Revision Submittal becomes the Rev. 1, Rev. 2, etc. Official Schedule and the basis for subsequent Update Submittals until a more current Official Schedule is established. If the Owner refuses to endorse a Revision Submittal as

"Resubmittal Not Required," the Contractor will continue to submit Update and Revision Submittals when and as required in this Section. 3.05 RETROSPECTIVE DELAY ANALYSIS A. If the Owner refuses to endorse any Revision Submittal as “Resubmittal Not Required,” the Contractor and Owner will use the latest Official Schedule when evaluating the effect of Delays on Contract Time and/or Contract Price. The procedure will consist of progressively revising the latest Official Schedule at key Revision Submittal closing dates. For each Progress Schedule iteration, slippage between actual Milestone Dates and Rev. 0 Milestone Dates will be correlated to Delays occurring solely in that iteration. Revisions affecting Work after any iteration will be included only to the extent consented by the Owner at that time and/or if actually confirmed by as-built progress.

END OF SECTION 01310

This 01310 Specification uses the FORMSPEC Section 01310 Model Progress Schedule Specification (CPM Short Form). Title to and use of this Specification is strictly restricted. Except as may be appropriate for use in the bidding and execution of the Work, reproduction, translation or substantial use or quotation of any part of this Specification beyond that permitted by the 1976 United States Copyright Act without prior written permission of PMA Consultants LLC is unlawful.

Bidding and Contract Document (R 03/21) Project Name: Torch River Bridge BAS – Building Demolition File No. 751/20126.GAG

TECHNICAL SPECIFICATIONS

Michigan Department of Natural Resources File No. 751/17289.MNB Clinton River Cut-off Boating Access Site Improvements Issued for: Bidding January 11, 2022

TEMPORARY TREE AND PLANT PROTECTION 015639 - 1

SECTION 015639 - TEMPORARY TREE AND PLANT PROTECTION

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes general protection and pruning of existing trees and plants that are affected by execution of the Work, whether temporary or permanent construction.

1.2 DEFINITIONS

A. Protection Zone: Area surrounding individual trees or groups of trees to be remain post-construction, within the dripline of the tree(s).

1.3 ACTION SUBMITTALS

A. Product Data: For each type of product indicated.

B. Tree Pruning Schedule: Written schedule detailing scope and extent of pruning of trees to remain that interfere with or are affected by construction.

1.4 INFORMATIONAL SUBMITTALS

A. Certification: From arborist, certifying that trees indicated to remain have been protected during construction according to recognized standards and that trees were promptly and properly treated and repaired when damaged.

B. Maintenance Recommendations: From arborist, for care and protection of trees affected by construction during and after completing the Work.

C. Existing Conditions: Documentation of existing trees and plantings indicated to remain, which establishes preconstruction conditions that might be misconstrued as damage caused by construction activities.

1.5 QUALITY ASSURANCE

A. Arborist Qualifications: Certified Arborist as certified by ISA, licensed arborist in jurisdiction where Project is located, current member of ASCA, or registered Consulting Arborist as designated by ASCA.

B. Preinstallation Conference: Conduct conference at Project site.

1.6 PROJECT CONDITIONS

A. The following practices are prohibited within protection zones:

1. Storage of construction materials, debris, or excavated material. 2. Parking vehicles or equipment. 3. Foot traffic. 4. Erection of sheds or structures. 5. Impoundment of water.



6. Excavation or other digging unless otherwise indicated. 7. Attachment of signs to or wrapping materials around trees or plants unless otherwise indicated.

B. Do not direct vehicle or equipment exhaust toward protection zones.

C. Prohibit heat sources, flames, ignition sources, and smoking within or near protection zones and organic mulch.

PART 2 - PRODUCTS

2.1 MATERIALS

A. None.

PART 3 - EXECUTION

3.1 EXAMINATION AND PREPARATION

A. Erosion and Sedimentation Control: Examine the site to verify that temporary erosion- and sedimentation-control measures are in place. Verify that flows of water redirected from construction areas or generated by construction activity do not enter or cross protection zones.

B. Protect tree root systems from damage caused by runoff or spillage of noxious materials while mixing, placing, or storing construction materials. Protect root systems from ponding, eroding, or excessive wetting caused by dewatering operations.

3.2 PROTECTION ZONES

A. Repair or replace trees, shrubs, and other vegetation indicated to remain or be relocated that are damaged by construction operations, in a manner approved by Architect.

3.3 EXCAVATION

A. General: Excavate at edge of protection zones and for trenches indicated within protection zones according to requirements in Section 312000 "Earth Moving."

B. Excavating near Trees: Where excavation is required within protection zones, hand excavate under or around tree roots or tunnel under the roots by drilling, auger boring, or pipe jacking. Do not cut main lateral tree roots or taproots; cut only smaller roots that interfere with installation of utilities. Cut roots as required for root pruning.

C. Do not allow exposed roots to dry out before placing permanent backfill.

3.4 ROOT PRUNING

A. Prune roots that are affected by temporary and permanent construction. Prune roots as follows:

1. Cut roots manually by digging a trench and cutting exposed roots with sharp pruning instruments; do not break, tear, chop, or slant the cuts. Do not use a backhoe or other equipment that rips, tears, or pulls roots.



2. Temporarily support and protect roots from damage until they are permanently covered with soil. 3. Cover exposed roots with burlap and water regularly. 4. Backfill as soon as possible according to requirements in Section 312000 "Earth Moving."

3.5 CROWN PRUNING

A. Prune branches that are affected by temporary and permanent construction. Prune branches as follows:

1. Prune trees to remain to compensate for root loss caused by damaging or cutting root system. Provide subsequent maintenance during Contract period as recommended by arborist.

2. Pruning Standards: Prune trees according to ANSI A300 (Part 1). 3. Cut branches with sharp pruning instruments; do not break or chop. 4. Do not apply pruning paint to wounds.

B. Chip removed branches and dispose of off-site.

3.6 REGRADING

A. Lowering Grade: Where new finish grade is indicated below existing grade around trees, slope grade beyond the protection zone. Maintain existing grades within the protection zone.

B. Raising Grade: Where new finish grade is indicated above existing grade around trees, slope grade beyond the protection zone. Maintain existing grades within the protection zone.

C. Minor Fill within Protection Zone: Where existing grade is 2 inches (50 mm) or less below elevation of finish grade, fill with topsoil. Place topsoil in a single uncompacted layer and hand grade to required finish elevations.

3.7 FIELD QUALITY CONTROL

A. Inspections: Engage a qualified arborist to direct plant-protection measures in the vicinity of trees, shrubs, and other vegetation indicated to remain and to prepare inspection reports.

3.8 REPAIR AND REPLACEMENT

A. General: Repair or replace trees, shrubs, and other vegetation indicated to remain or be relocated that are damaged by construction operations, in a manner approved by Architect.

1. Have arborist perform the root cutting, branch pruning, and damage repair of trees and shrubs. 2. Treat damaged trunks, limbs, and roots according to arborist's written instructions. 3. Perform repairs within 24 hours. 4. Replace vegetation that cannot be repaired and restored to full-growth status, as determined by

Architect.

3.9 DISPOSAL OF SURPLUS AND WASTE MATERIALS

A. Disposal: Remove excess excavated material, displaced trees, trash and debris, and legally dispose of them off Owner's property.



MISCELLANEOUS CAST-IN-PLACE CONCRETE 033053 - 1

SECTION 033053 - MISCELLANEOUS CAST-IN-PLACE CONCRETE

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes cast-in-place concrete, including reinforcement, concrete materials, mixture design, placement procedures, and finishes.



B. Other Action Submittal:

1. Design Mixtures: For each concrete mixture.


A. Ready-Mix-Concrete Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C 94/C 94M requirements for production facilities and equipment.

B. Comply with ACI 301 (ACI 301M).

C. Comply with ACI 117, "Specifications for Tolerances for Concrete Construction and Materials."

PART 2 - PRODUCTS

2.1 FORMWORK

A. Furnish formwork and formwork accessories according to ACI 301 (ACI 301M).

2.2 STEEL REINFORCEMENT

A. Recycled Content of Steel Products: Postconsumer recycled content plus one-half of preconsumer recycled content not less than 25 percent.

B. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420), deformed.

C. Plain-Steel Wire: ASTM A 82/A 82M, as drawn.

D. Plain-Steel Welded Wire Reinforcement: ASTM A 185/A 185M, fabricated from as-drawn steel wire into flat sheets.

E. Deformed-Steel Welded Wire Reinforcement: ASTM A 497/A 497M, flat sheet.



2.3 CONCRETE MATERIALS

A. Cementitious Material: Use the following cementitious materials, of the same type, brand, and source throughout Project:

1. Portland Cement: ASTM C 150, Type I.

a. Fly Ash: ASTM C 618, Class C or F. b. Ground Granulated Blast-Furnace Slag: ASTM C 989, Grade 100 or 120.

B. Normal-Weight Aggregate: ASTM C 33, graded, [1-1/2-inch (38-mm)] nominal maximum aggregate size.

C. Water: ASTM C 94/C 94M.

2.4 ADMIXTURES

A. Air-Entraining Admixture: ASTM C 260.

B. Chemical Admixtures: Provide admixtures certified by manufacturer to be compatible with other admixtures and that will not contribute water-soluble chloride ions exceeding those permitted in hardened concrete. Do not use calcium chloride or admixtures containing calcium chloride.

1. Water-Reducing Admixture: ASTM C 494/C 494M, Type A. 2. Retarding Admixture: ASTM C 494/C 494M, Type B. 3. Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type D. 4. High-Range, Water-Reducing Admixture: ASTM C 494/C 494M, Type F. 5. High-Range, Water-Reducing and Retarding Admixture: ASTM C 494/C 494M, Type G. 6. Plasticizing and Retarding Admixture: ASTM C 1017/C 1017M, Type II.

2.5 RELATED MATERIALS

A. Vapor Retarder: Plastic sheet, ASTM E 1745, Class A or B.

B. Vapor Retarder: Polyethylene sheet, ASTM D 4397, not less than 10 mils (0.25 mm) thick; or plastic sheet, ASTM E 1745, Class C.

C. Joint-Filler Strips: ASTM D 1751, asphalt-saturated cellulosic fiber, or ASTM D 1752, cork or self-expanding cork.

2.6 CURING MATERIALS

A. Evaporation Retarder: Waterborne, monomolecular film forming; manufactured for application to fresh concrete.

B. Absorptive Cover: AASHTO M 182, Class 3, burlap cloth or cotton mats.

C. Moisture-Retaining Cover: ASTM C 171, polyethylene film or white burlap-polyethylene sheet.

D. Water: Potable.

E. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 1, Class B.



2.7 CONCRETE MIXTURES

A. Normal-Weight Concrete: Prepare design mixes, proportioned according to ACI 301 (ACI 301M), as follows:

1. Minimum Compressive Strength: 4000 psi at 28 days. 2. Maximum Water-Cementitious Materials Ratio: 0.45. 3. Cementitious Materials: Use fly ash, pozzolan, ground granulated blast-furnace slag, and silica

fume as needed to reduce the total amount of portland cement, which would otherwise be used, by not less than 40 percent.

4. Slump Limit: 5 inches, plus or minus 1 inch (25 mm). 5. Air Content: Maintain within range permitted by ACI 301 (ACI 301M).

2.8 CONCRETE MIXING

A. Ready-Mixed Concrete: Measure, batch, mix, and deliver concrete according to ASTM C 94/C 94M, and furnish batch ticket information.

1. When air temperature is above 90 deg F (32 deg C), reduce mixing and delivery time to 60 minutes.

PART 3 - EXECUTION

3.1 FORMWORK

A. Design, construct, erect, brace, and maintain formwork according to ACI 301 (ACI 301M).

3.2 EMBEDDED ITEMS

A. Place and secure anchorage devices and other embedded items required for adjoining work attached to or supported by cast-in-place concrete. Use setting drawings, templates, diagrams, instructions, and directions furnished with items to be embedded.


A. Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement.

1. Do not cut or puncture vapor retarder. Repair damage and reseal vapor retarder before placing concrete.

3.4 CONCRETE PLACEMENT

A. Comply with ACI 301 (ACI 301M)for placing concrete.

B. Before test sampling and placing concrete, water may be added at Project site, subject to limitations of ACI 301 (ACI 301M).

C. Do not add water to concrete during delivery, at Project site, or during placement.

D. Consolidate concrete with mechanical vibrating equipment.



3.5 FINISHING FORMED SURFACES

A. Rough-Formed Finish: As-cast concrete texture imparted by form-facing material with tie holes and defective areas repaired and patched. Remove fins and other projections exceeding 1/2 inch (13 mm).

1. Apply to concrete surfaces not exposed to view.

B. Smooth-Formed Finish: As-cast concrete texture imparted by form-facing material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and patch tie holes and defective areas. Remove fins and other projections exceeding 1/8 inch (3 mm).

1. Apply to concrete surfaces exposed to view.

3.6 CONCRETE PROTECTING AND CURING

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures. Comply with ACI 306.1 for cold-weather protection and with ACI 301 (ACI 301M) for hot-weather protection during curing.

B. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h (1 kg/sq. m x h) before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete, but before float finishing.

C. Begin curing after finishing concrete but not before free water has disappeared from concrete surface.

D. Curing Methods: Cure formed and unformed concrete for at least seven days by one or a combination of the following methods:

1. Moisture Curing: Keep surfaces continuously moist for not less than seven days with the following materials:

a. Water. b. Continuous water-fog spray. c. Absorptive cover, water saturated and kept continuously wet. Cover concrete surfaces and

edges with 12-inch (300-mm) lap over adjacent absorptive covers.

2. Moisture-Retaining-Cover Curing: Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in widest practicable width, with sides and ends lapped at least 12 inches (300 mm), and sealed by waterproof tape or adhesive. Cure for not less than seven days. Immediately repair any holes or tears during curing period using cover material and waterproof tape.

3. Curing Compound: Apply uniformly in continuous operation by power spray or roller according to manufacturer's written instructions. Recoat areas subjected to heavy rainfall within three hours after initial application. Maintain continuity of coating and repair damage during curing period.


A. Testing Agency: Owner will engage a qualified testing agency to perform tests and inspections.

B. Tests: Perform according to ACI 301 (ACI 301M).

1. Testing Frequency: One composite sample shall be obtained for each day's pour of each concrete mix exceeding 5 cu. yd. (4 cu. m) but less than 25 cu. yd. (19 cu. m), plus one set for each additional 50 cu. yd. (38 cu. m) or fraction thereof.

2. Testing Frequency: One composite sample shall be obtained for each 100 cu. yd. (76 cu. m) or fraction thereof of each concrete mix placed each day.



3.8 REPAIRS

A. Remove and replace concrete that does not comply with requirements in this Section.



SITE FURNISHINGS 129300 - 1

SECTION 129300 - SITE FURNISHINGS

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes project construction sign, regulatory traffic signs, contact station, solar light, and accessible canoe/kayak launch.


A. Product Data: For each type of product.

B. Samples: For each exposed product and for each color and texture specified.

C. Shop Drawings: For project construction sign and accessible canoe/kayak launch

1.3 CLOSEOUT SUBMITTALS

A. Maintenance data.

PART 2 - PRODUCTS

2.1 REGULATORY SIGNAGE

A. Regulatory signage meeting the Michigan Manual of Uniform Traffic Control Devices, signs as indicated on Drawings.

2.2 CONTACT STATION

A. Contact Station shall be Par-Kut ADA Booth QS-006, model 75HC, color MDNR Green or approved equal.

B. Caulk: Tremco Vulkem 116 general purpose sealant or approved equal.

2.3 SOLAR LIGHT

A. Products: Subject to compliance with requirements, provide the following: 1. SEPCO-Solar Electric Power Company Ltd, Stuart, FL. (phone 772.220.6615) or approved equal.

Product No. SEPA125PC-VPR24TIVPC-ALC4/2PC-ST-PZ3PC, 24 watt Viper Road Side Fixture powered by a 125 watt Solar Electric Power Assembly mounted to a 20’ aluminum anchor base pole. a. Fixture shall be Type 4 Distribution using acrylic directional lense and performing at 103

lumens per watt efficiency. b. Fixture shall be mounted on a 5” ST side tenon bracket. c. Fixture shall be warranted by the manufacturer for 10 years and rated for 100,000+ hours of

use. d. Solar Electric Power Assembly shall be designed for the light to turn on at dusk for 4 hours,

then off, then on again 2 hours pre-dawn.



e. Sizing of solar array shall be based on a 12 VDC 2 amp load for 6 hours per night with a 2.25 sun hour average in winter.

f. The battery shall be 112 amp hour to supply 9 nights of autonomy lighting in overcast conditions.

g. The battery shall be gel sealed, not freezable and warranted by the manufacturer for 5 years.

h. Pole shall be 20’ in height with the fixture at an 18’ mounting height and the Power Assembly mounted above the fixture.

2. Color of all Components: Powder Coat Bronze

2.4 ACCESSIBLE CANOE/KAYAK LAUNCH

A. Products: EZ Dock, OIM, Caro, MI (800.252.4448) floating accessible canoe/kayak launch of dimensions depicted on the plans, or approved equal. 1. Float and Deck Design Standard

a. The individual dock section shall consist of decking surface and the float structure, which are to be constructed as a single, integrated component. Each section shall provide for the support of the dead load plus a specified live load of 62.5 pounds per square foot (lb/ft2 ). This shall be accomplished without the use of foam for either structural integrity or floatation. The dock sections shall be manufactured by a rotational molding process and each dock section shall be subject to the specific parameters of the particular model.

b. The individual dock section shall consist of a specified number of interior, air filler pylons. These pylons shall provide for flotation in the event of a breach of an exterior wall of the dock section; as well as the structural support for the deck portion of the float. Each pylon shall support the dead load plus a live load of 55 pounds (lb). The volume of each pylon shall be no less that 1540 cubic inches (in3 ).

c. The individual dock sections shall be constructed of the following materials with the following general properties: 1) Virgin Polymer, Thermoplastic, Rotational Molding Grade Compounded Linear Low

Density Polyethylene-(LLDPE) 2) An ultraviolet inhibitor system (UV-16) or better spectrometer specification.

Laboratory testing conducted for 8000 hours yielded a 6.5% decrease in mechanical properties. The chart to the right shows the UV degradation trend line in relationship to mechanical property decrease over time. After the first 8000 hours the rate of decay is reduced significantly. Theoretical data indicated that the period of time between 8000 and 16000 hours yields an additional 0.7% decrease in mechanical properties. (Real life scenario- 8000 hours of UV exposure can be related to approximately 9 years and 16000 hours related to 18 years of outdoor usage in southern Florida. These results show that a life expectancy in excess of 30-40 years is attainable.)

3) A standard color of beige (or optional other) colorant in accordance with rotomolding standards.

4) The density of the section shall be approximately .932 grams per cubic centimeter (g/cm3 ) or .0338 pounds per cubic inch (lbs/in3 ) , per ASTM 792-00.

5) The dock section shall have a cold brittleness temperature equal to, or less than, -130o Fahrenheit (F), per ASTM D-746.

d. The properties of the exterior wall thickness of the dock sections shall be as follows: 1) The mean exterior material thickness shall be no less that .30 inches (in). 2) The corners shall be no less than .60 inches (in). 3) The exterior edge thickness shall be no less than 0.50 inches (in) at any particular

point. 4) The walls of the dock sections shall resist a shear of no less that 1900 pounds per

square inch (lb/ in2 ), per ASTM D-732, as well as having the capability of resisting a mean minimum impact of no less than 207 foot pounds (ft-lb), per ASTM D5420.

5) The tensile strength at average failure shall be no less than 2550 pounds per square inch (lb/in2 ) with 14% elongation at yield, per ASTM D-638-03.

e. The decking surface shall be composed of a textured or “orange peel” surface with a grid pattern for added adhesion during dry conditions. Drainage of the decking surface shall be accomplished through the use of troughs, which shall have a width of no more than 0.5 inches (in) and a depth of no more than 0.5 inches (in). The drainage troughs shall extend



over the width of the dock and shall be positioned at intervals of no less that 4.5 inches (in) and no greater than 6.5 inches (in) over the entire length of the deck 1) The deck shall have an approximate coefficient of friction equal to 0.35 during dry

conditions and 0.61 during wet conditions. Simply put, the decking surface is 37% less slick when wet than when dry per ASTM D2394.

2) The properties of the decking surface shall be as follows: 3) The mean deck thickness shall be no less that 0.3 inches (in). 4) The deck thickness shall be no less than 0.290 inches (in) at any particular point. 5) The deck shall resist a punching shear which is no less that 1900 pounds per square

inch (lb/in2 ), per ASTM D-732. 6) The deck shall resist a minimum impact of no less that 120 foot pounds (ft-lb) near

the center, or at the point where the deck is thinnest, per ASTM D-3029. 7) The deck shall resist a minimum impact of no less that 150 foot pounds (ft-lb) within

16 inches (in ) of the outside of the dock, per ASTM D-3029. 2. Floating Dock Structure

a. The dock structure, as a whole, shall consist of the individual sections, which are to be coupled together in the specific configuration desired by the purchaser. Any material used in the dock structure shall provide for resistance to rust, corrosion, and the effects of any fuel or gasoline. All material designed and selected for marine environment and the conditions there of.

b. A 2-D or 3-D layout drawing of the final configuration, including any accessories, shall be supplied for the purchaser if desired. Recommendations for anchorage can also be provided.

c. The dock structure shall act as one unit when assembled, so that wave and/or wind action shall produce a minimum amount of motion. The structure shall be secured with either piles, spuds, bottom anchors, or stiff arms. The securing shall allow the structure to rise and fall freely with any water level changes and allow the structure to span waves from crest to crest, while providing a stable walking surface.

3. Connections of Dock Sections a. Each dock section shall have molded-in female-type pockets spaced symmetrically along

the top and bottom edges, around the entire perimeter of the dock section. These pockets shall be spaced at 19.5 inch (in) intervals, center line to center line, from each other. All un-used pockets are to be filled with supplied EZ Dock pocket filler (PN # 201030).

b. The molded-in female-type pockets shall accept a male-type coupler which shall be secured into the female pocket with the use of a 0.5 inch (in) X 13 inch (in) coupler bolt and nut.

c. The purpose of such connections is to provide for simple assembly and disassembly, as well as providing for the securing of one section to another. The connection will also provide for the ability to attach EZ Dock accessories to the dock sections.

d. Each connection point shall allow for some slippage in the event that an extreme stress is applied. This slippage will allow for disconnection without causing damage either to the male-type couplers or the female-type pockets.

e. The dock sections shall be connected at increments of 19.5 inches (in), in relation to each other. These connections may be made from any one side of any dock section to any other side of another dock section. These connections may also be used to connect dock sections of differing dimensions and shall provide for ease of assembly, whether the sections are to be assembled on land or in the water.

f. The male-type coupler shall be constructed of recycled post/pre-consumer recycled tire rubber.

g. Each male-type coupler shall withstand a pullout force of no less than 2500 pounds (lb) before failure of coupler occurs.

h. Each of the molded in female connection pockets shall provide for a pullout strength of no less than 3500 pounds (lb), before damage is caused to the dock section.

i. The accessories shall be connected to the dock system through the use of molded in coupler pockets around the perimeter of the dock sections by the use of either male or female type half-couplers. The male-type half-coupler (hardware connector, PN # S21140SS) shall have a 3.625 inch “T”–bolt embedded within it. The female type half-coupler (hardware connector, PN # S21141SS) shall have a 3.625 inch “T”–nut embedded within it Both types of half-coupler shall withstand a pullout force of no less that 2600 pounds (lb) before failure occurs.

4. Cleats a. The tie up cleats shall be constructed of nylon 6,6 and shall have a length of 8-1/16 inches

(in) and a height of 1-1/2 inches (in). The cleats shall be connected to the dock sections by



two 5/16 inch (in) stainless steel bolts that are threaded into two stainless steel “T” nuts which are molded directly into the dock section. Each of the “T” nuts shall provide for a pull out force of no less that 2000 pounds (lb), so that the cleat may withstand a force of no less that 4000 pounds (lb).

b. T-nuts shall be molded in the dock sections in sets of two, with the distance between the two “T” nuts being 2-1/4 inches (in).

c. There shall be three sets of “T” nuts placed along the length of each side of the dock section. The sets of “T” nuts shall be placed at equal distances between the first and second pockets, between the third and fourth pockets, and between the fifth and sixth pockets, along both sides of the dock section.

d. There shall be one set of “T” nuts at one end of the 40 inch (in) wide dock section placed at equal distances between the two pockets.

e. There shall be two sets of “T” nuts at one end of the 60 inch (in) wide dock section placed at equal distances between the three pockets.

f. There shall be two sets of “T” nuts at both ends of the 80 inch (in) wide dock section. These “T” nuts shall be places at equal distance between the first and second pockets, and between the third and fourth pockets.

5. Anchorage a. The dock system shall be designed to allow for the use of piling of various sizes, spud

pipes, cables, or chains attached to a bottom anchor, or stiff-arm attachments for anchorage. Calculations can be supplied at purchaser’s request to support designed anchorage with the assumption that all collected data is accurate. Calculations, permitting, and licensed engineering design available at customers expense.

6. Hand Rail Attachment a. The dock structure shall have the ability to accept railing which is constructed to meet the

standards established by the Americans with Disabilities Act (ADA), States Organization for Boating Access (SOBA) and the National Uniform Building Code (NUBC). The railing shall be constructed of 1.5 inch (in) O. D., 14 gauge steel tubing. The steel tubing shall be finished either by a 0.003 inch (in) Hot-Dip Galvanizing or by powder coating painting process.

7. Gangways and Access a. Gangway shall be Dura-Ramp I (DR-1) Aluminum Gangway by GatorDock with slip-resistant

aluminum 9” deck planks, standard mid-rail railing, color Mill Finish Aluminum. b. All construction is to be accordance with the minimum provisions of States Organizations for

Boating Access (SOBA) and the guidelines stated by, “Marinas and Small Craft Harbors”. Gangways will be offered in several different material options but the offerings for loads, handrails, guardrails, transition plates, float mounts, shore mounts, and general designs will remain constant. Environmental conditions will influence the accessibility. Design layouts and advice can be supplied at request.

c. Gangways and Access Ramps shall be designed to support 90 pounds per linear foot (lbs/ftln). The deck and structural components shall be designed to support a concentrated load of 400 applied to any 12 inch X 12inch square. Lateral designed wind loads shall not exceed 77MPH.

d. Handrails shall be continuous along both sides of the of the walking surface and shall extend 12 inch past the walking surface on both ends. The top rail portion shall not be less than 34 inches nor more than 38 inches above the walking surface. The ends of the handrails shall be returned into the handrail body or terminate with no sharp or catching edges. The mounting and components of the handrails shall be capable of withstanding a lateral load of 50 pounds per linear foot.

8. Main Docks a. The main docks are the walkways which are subjected to the most amount of traffic. These

should be designed to provide for comfortable and easy walking widths. Design of the dock system for such things as pumps, power supplies, storage boxes, etc. to be attached to them, the overall width of the dock sections should have a minimum width of 60 inch (in) wide This will provide ample width for pedestrian traffic.

9. Wind Exposure a. Boat Profile Height – According to the American Society of Civil Engineers (ASCE) manual

published in 1969, for the average height profile compared to the length of the boat, the following will apply. 1) For a 10 foot (ft) long boat: ASCE average height is 3 feet (ft). For future

considerations, will assume average heights up to 6 feet (ft).



2) For a 20 foot (ft) long boat: ASCE average height is 3.5 feet (ft). For future considerations, will assume average heights up to 7 feet (ft).

3) For a 25 foot (ft) long boat: ASCE average height is 3.6 feet (ft). For future considerations: will assume average heights up to 7.2 feet (ft).

4) For all calculations done using the average boat profile heights, it will be considered that 100% of the boats using the dock will be twice the ASCE average profile.

b. Maximum Wind Exposure – From studies it has shown that forces caused by the maximum wind exposure comes from an angle to the boat, instead of directly to the side or to the front of the boat. Due to the non-feasibility of designing a dock system to handle a maximum tornado wind gust, it is suggested that a reasonable wind speed should be chosen. According to the design standards set up by the Army Corps of Engineers, the dock system should be designed to withstand wind speeds of up to 77 miles per hour (mph) or 15 pounds per square foot (lb/ft2 ).

c. Hidden Boats – It is a common practice to use load factors of 10% to 15% for each hidden boat affected by wind force. That is, every boat that is shielded by another boat, either in front of, or on the side of, will have a decrease in the amount of force which is applied to that boat due to the affect of the shielding boat. The use of a force factor of 15% per hidden boat shall be used in any calculations.

d. Load From Various Directions – In the designing of the boat dock system, if piles are to be used as the means of support, it is necessary to take into account the force being applied in the direction of the maximum wind exposure only. However; if chains, cables, or deadweights are to be used as the means of support, it would be necessary to take into account the wind exposure from all directions, when designing the dock system.

10. Load Design a. Dead Load

1) The dead load shall consist of the entire dock system plus any additional attachments to the dock system.

2) Each dock section, without additional attachments, shall provide a freeboard of approximately 12.75” inches (in).

3) The surfaces of adjacent deck surfaces shall have an elevation difference of no more than 0.125 inches (in).

4) The ends of the fingers shall have an elevation of no more that 1 inch (in) above that of the main dock.

5) The deck surface of each dock section shall not slope more than 0.5 inches (in) over the 10 foot (ft) length of the dock section.

6) The deck surface of each 80 inch (in) X 10 foot (ft) dock section shall not slope more that 0.35 inches (in) over the width of the dock section.

7) The deck surface of each 60 inch (in) X 10 foot (ft) dock section shall not slope more than 0.25 inches (in) over the width of the dock.

8) The deck surface of each 40 inch (in) X 10 foot (ft) dock section shall not slope more than 0.15 inches (in) over the width of the dock section.

b. Live Load Due to Vertical Loads 1) Under dead load conditions plus an additional 30 pounds per square foot (lb/ft2 ) of

uniform live load, flotation shall provide for a minimum of 7 inches (in) of freeboard. 2) The dock structure shall support a concentrated vertical load of up to 400 pounds

(lb) at any particular point on the surface of the deck. The structure shall accomplish this while maintaining flotation.

c. Live Load Due to Horizontal Loads 1) The dock system shall sustain the stated design loads applied by normal current

and/or debris which are normal to a particular location. (In extreme conditions other procedures such as additional anchorage, anchorage release, and/or dock system removal may be necessary.)

2) The dock system shall be capable of sustaining continuous wave action of up to 1 foot and occasional wave action not in excess of 3 feet during storm conditions.

3) The dock sections shall sustain any loads applied by non-moving ice without damage.

4) The dock system shall be compatible for the use of any boat or vessel size with a properly designed anchorage/mooring system. Boats or vessels over 35ft should be moored directly to the anchorage system.

5) The dock system and anchorage shall be capable of withstanding sustained wind loads of 77 miles per hour (mph), or 15 pounds per square foot (lb/ft2 ), at 100% boat occupancy, unless otherwise specified.



6) The dock system shall be capable of withstanding the impact force caused by a 35 foot boat striking the end of a finger at a speed of 2 miles per hour (mph) and at an angle of 10 degrees off center.

d. Designing for Layout 1) The dock system, anchorage, and connections shall be designed according to the

recommendations of the American Society of Civil Engineers Manual and Report on Engineering Practice Number 50, “Planning and Design Guidelines for Small Craft Harbors”, the revised edition.

PART 3 - EXECUTION

3.1 INSTALLATION

A. Comply with manufacturer's written installation instructions unless more stringent requirements are indicated. Complete field assembly of site furnishings where required.

B. Unless otherwise indicated, install site furnishings after landscaping and paving have been completed.

C. Install site furnishings level, plumb, true, and securely anchored at locations indicated on Drawings.

D. Install Contact Station per manufacturer’s written instructions. Surface mount to concrete slab using anchor bolts as required by manufacturer. Extend electrical service from previous contact station location using 2” Schedule 40 PVC conduit at 18” minimum cover. Compact conduit trench backfill in 8” lifts with MDOT Class II sand for any trench beneath proposed pavement. Contact Station lighting, HVAC, and electrical receptacles, and grounding shall be code compliant and in full working condition at time of final completion. Grout outer perimeter of contact station as recommended by manufacturer.



SITE CLEARING 311000 - 1

SECTION 311000 - SITE CLEARING

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes:

1. Protecting existing vegetation to remain. 2. Removing existing vegetation. 3. Clearing and grubbing. 4. Stripping and stockpiling topsoil. 5. Removing above- and below-grade site improvements. 6. Temporary erosion- and sedimentation-control measures.

1.2 MATERIAL OWNERSHIP

A. Except for stripped topsoil and other materials indicated to be stockpiled or otherwise remain Owner's property, cleared materials shall become Contractor's property and shall be removed from Project site.


A. Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during site-clearing operations.

1. Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction.

2. Provide alternate routes around closed or obstructed traffic ways if required by Owner or authorities having jurisdiction.

B. Salvable Improvements: Carefully remove items indicated to be salvaged and store on Owner's premises where indicated.

C. Utility Locator Service: Notify utility locator service for area where Project is located before site clearing.

D. Do not commence site clearing operations until temporary erosion- and sedimentation-control and plant-protection measures are in place.

E. The following practices are prohibited within protection zones:

1. Storage of construction materials, debris, or excavated material. 2. Parking vehicles or equipment. 3. Foot traffic. 4. Erection of sheds or structures. 5. Impoundment of water. 6. Excavation or other digging unless otherwise indicated. 7. Attachment of signs to or wrapping materials around trees or plants unless otherwise indicated.



PART 2 - PRODUCTS

2.1 MATERIALS

A. Satisfactory Soil Material: Requirements for satisfactory soil material are specified in Section 312000 "Earth Moving."

1. Obtain approved borrow soil material off-site when satisfactory soil material is not available on-site.

PART 3 - EXECUTION

3.1 PREPARATION

A. Protect and maintain benchmarks and survey control points from disturbance during construction.

B. Locate and clearly identify trees, shrubs, and other vegetation to remain or to be relocated.

C. Protect existing site improvements to remain from damage during construction.

1. Restore damaged improvements to their original condition, as acceptable to Owner.

3.2 TEMPORARY EROSION AND SEDIMENTATION CONTROL

A. Provide temporary erosion- and sedimentation-control measures to prevent soil erosion and discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways, according to erosion- and sedimentation-control Drawings and requirements of authorities having jurisdiction.

B. Verify that flows of water redirected from construction areas or generated by construction activity do not enter or cross protection zones.

C. Inspect, maintain, and repair erosion- and sedimentation-control measures during construction until permanent vegetation has been established.

D. Remove erosion and sedimentation controls and restore and stabilize areas disturbed during removal.

3.3 TREE AND PLANT PROTECTION

A. General: Protect trees and plants remaining on-site according to requirements in Section 015639 "Temporary Tree and Plant Protection."

B. Repair or replace trees, shrubs, and other vegetation indicated to remain or be relocated that are damaged by construction operations, in a manner approved by Architect.

3.4 EXISTING UTILITIES

A. Locate, identify, disconnect, and seal or cap utilities indicated to be removed or abandoned in place.

1. Arrange with utility companies to shut off indicated utilities.



B. Interrupting Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:

1. Notify Architect not less than two days in advance of proposed utility interruptions. 2. Do not proceed with utility interruptions without Architect's written permission.

3.5 CLEARING AND GRUBBING, TREE REMOVAL

A. Remove obstructions, trees, shrubs, and other vegetation to permit installation of new construction.

1. Grind down stumps and remove roots, obstructions, and debris to a depth of 18 inches (450 mm) below exposed subgrade.

2. Use only hand methods for grubbing within protection zones.

B. Fill depressions caused by clearing and grubbing operations with satisfactory soil material unless further excavation or earthwork is indicated.

1. Place fill material in horizontal layers not exceeding a loose depth of 8 inches (200 mm), and compact each layer to a density equal to adjacent original ground.

3.6 TOPSOIL STRIPPING

A. Remove sod and grass before stripping topsoil.

B. Strip topsoil to depth encountered, and as identified in the soil boring report, in a manner to prevent intermingling with underlying subsoil or other waste materials.

C. Stockpile topsoil away from edge of excavations without intermixing with subsoil. Grade and shape stockpiles to drain surface water. Cover to prevent windblown dust and erosion by water.

3.7 SITE IMPROVEMENTS

A. Remove existing above- and below-grade improvements as indicated and necessary to facilitate new construction.

B. Sawcut all pavement removals full depth and at nearest joint, if any.

C. Pavement removals shall include all sand and aggregate base materials that may be encountered.


A. Remove surplus soil material, unsuitable topsoil, obstructions, demolished materials, and waste materials including trash and debris, and legally dispose of them off Owner's property.

B. Separate recyclable materials produced during site clearing from other nonrecyclable materials. Store or stockpile without intermixing with other materials and transport them to recycling facilities. Do not interfere with other Project work.



EARTH MOVING 312000 - 1

SECTION 312000 - EARTH MOVING

PART 1 - GENERAL

1.1 SUMMARY


1. Preparing subgrades for slabs-on-grade, walks, pavements, turf and grasses, and plants. 2. Drainage course for concrete slabs-on-grade. 3. Subbase course for concrete pavements. 4. Subbase course and base course for asphalt paving. 5. Excavation for vault toilet vault. 6. Armor stone revetment.

1.2 DEFINITIONS

A. Backfill: Soil material used to fill an excavation.

1. Initial Backfill: Backfill placed beside and over pipe in a trench, including haunches to support sides of pipe.

2. Final Backfill: Backfill placed over initial backfill to fill an excavation.

B. Base Course/Gravel Drive: Aggregate layer placed between the subgrade and hot-mix asphalt paving and placed beneath concrete curb and gutter.

C. Bedding Course: Aggregate layer placed over the excavated subgrade in a trench before laying pipe.

D. Borrow Soil: Satisfactory soil imported from off-site for use as fill or backfill.

E. Drainage Course: Aggregate layer supporting the slab-on-grade that also minimizes upward capillary flow of pore water.

F. Excavation: Removal of material encountered above subgrade elevations and to lines and dimensions indicated.

1. Authorized Additional Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions as directed by Architect. Authorized additional excavation and replacement material will be paid for according to Contract provisions for changes in the Work.

2. Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated lines and dimensions without direction by Architect. Unauthorized excavation, as well as remedial work directed by Architect, shall be without additional compensation.

G. Fill: Soil materials used to raise existing grades.

H. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs, mechanical and electrical appurtenances, or other man-made stationary features constructed above or below the ground surface.

I. Subbase Course: Aggregate layer placed between the subgrade and a cement concrete pavement or a cement concrete or hot-mix asphalt walk.

J. Subgrade: Uppermost surface of an excavation or the top surface of a fill or backfill immediately below subbase, drainage fill, drainage course, or topsoil materials.



K. Utilities: On-site underground pipes, conduits, ducts, and cables, as well as underground services within buildings.


A. Preexcavation Conference: Conduct conference at Project site.


A. Utility Locator Service: Notify utility locator service for area where Project is located before beginning earth moving operations.

B. Do not commence earth moving operations until plant-protection measures specified in Section 015639 "Temporary Tree and Plant Protection" are in place.

PART 2 - PRODUCTS

2.1 SOIL MATERIALS

A. General: Provide borrow soil materials when sufficient satisfactory soil materials are not available from excavations.

B. Satisfactory Soils: Soil Classification Groups GW, GP, GM, SW, SP, and SM according to ASTM D 2487, or a combination of these groups; free of rock or gravel larger than 3 inches (75 mm) in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter.

C. Unsatisfactory Soils: Soil Classification Groups GC, SC, CL, ML, OL, CH, MH, OH, and PT according to ASTM D 2487, or a combination of these groups.

1. Unsatisfactory soils also include satisfactory soils not maintained within 2 percent of optimum moisture content at time of compaction.

D. Subbase Material: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch (37.5-mm) sieve and not more than 12 percent passing a No. 200 (0.075-mm) sieve.

E. Base Course for HMA and Concrete Curb & Gutter/Gravel Roadway: MDOT 21AA Limestone

F. Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch (37.5-mm) sieve and not more than 12 percent passing a No. 200 (0.075-mm) sieve.

G. Bedding Course and Base Course for Sidewalk and Heavy Duty Concrete Pavement: MDOT Class II Sand

H. Base Course for Concrete Curb & Gutter, and HMA Pavement: MDOT 21AA Limestone.

I. Base Course for Concrete Launch (MDOT Railroad 4A): shall be 100 percent crushed material prepared from stone or steel furnace slag and composed of hard, strong, and durable particles, free from excess deleterious substances. The processed material shall have an angular structure with all faces fractured, providing sharp corners with a minimum of flat and elongated pieces. Gradation testing shall be performed using ASTM C-136. Gradation shall be as follows:



2.5” Sieve: 100% 2” Sieve: 90-100 1.5” Sieve: 60-90 1” Sieve: 10-35 ¾” Sieve: 0-10 ½” Sieve: -- 3/8” Sieve: 0-3 #4 Sieve: -- 1. Soft Particles: Deleterious particle testing shall be performed using Michigan Test Method 110.

Soft particles include: shale, siltstone, friable sandstone, ochre, coal, and particles that are structurally weak (particles can be broken or crumbled by the fingers of one hand). Soft particles shall not exceed 5 percent.

2. Loss by Washing: Loss by wash testing shall be performed using ASTM C-117, Procedure A. Loss by washing shall not exceed 2 percent.

3. Abrasion Resistance: Abrasion resistance testing shall be performed using ASTM Method C-131. Prepared ballast shall have a loss not greater than 40 percent.

4. Soundness: Soundness testing shall be performed according to ASTM C-88, using either magnesium sulfate or sodium sulfate. When subjected to five cycles of soundness test, the ballast shall have a weighed loss of not more than 12 percent when sodium sulfate is used or 18 percent when magnesium sulfate is used.

J. Drainage Course: MDOT 6A, Washed

2.2 MATERIALS FOR REVETMENT

A. Quarried Armor Stone: Natural, quarried stone such as limestone or dolomite, 400 to 600 lbs per stone, in dimensions that would allow the stacking indicated on the drawings, meeting MDOT Standard Specifications for Construction Section 916.

B. Quarried Core Stone: Natural, quarried and crushed stone such as limestone or dolomite, 1 to 15 lbs per stone, meeting MDOT Standard Specifications for Construction Section 916.

C. Washed Bed Gravel: meeting gradation indicated on drawings.

D. Goetextile: Stabilization Geotextile, meeting MDOT Standard Specifications for Construction, section 910.

PART 3 - EXECUTION

3.1 PREPARATION

A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earth moving operations.

B. Protect and maintain erosion and sedimentation controls during earth moving operations.

C. Protect subgrades and foundation soils from freezing temperatures and frost. Remove temporary protection before placing subsequent materials.

3.2 EXCAVATION, GENERAL

A. Unclassified Excavation: Excavate to subgrade elevations regardless of the character of surface and subsurface conditions encountered. Unclassified excavated materials may include rock, soil materials, and obstructions. No changes in the Contract Sum or the Contract Time will be authorized for rock excavation or removal of obstructions.



1. If excavated materials intended for fill and backfill include unsatisfactory soil materials and rock, replace with satisfactory soil materials.

3.3 EXCAVATION FOR STRUCTURES

A. Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1 inch (25 mm). If applicable, extend excavations a sufficient distance from structures for placing and removing concrete formwork, for installing services and other construction, and for inspections.

1. Excavations for Vault Toilets: Do not disturb bottom of excavation. Excavate by hand to final grade just before placing concrete reinforcement. Trim bottoms to required lines and grades to leave solid base to receive other work.

B. Excavations at Edges of Tree- and Plant-Protection Zones:

1. Excavate by hand to indicated lines, cross sections, elevations, and subgrades. Use narrow-tine spading forks to comb soil and expose roots. Do not break, tear, or chop exposed roots. Do not use mechanical equipment that rips, tears, or pulls roots.

2. Cut and protect roots according to requirements in Section 015639 "Temporary Tree and Plant Protection."

3.4 EXCAVATION FOR WALKS AND PAVEMENTS

A. Excavate surfaces under walks and pavements to indicated lines, cross sections, elevations, and subgrades.

3.5 SUBGRADE INSPECTION

A. Proof-roll subgrade below the building slabs and pavements with a pneumatic-tired dump truck to identify soft pockets and areas of excess yielding. Do not proof-roll wet or saturated subgrades.

B. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water, or construction activities, as directed by Architect, without additional compensation.

3.6 UNAUTHORIZED EXCAVATION

A. Fill unauthorized excavation under foundations or wall footings by extending bottom elevation of concrete foundation or footing to excavation bottom, without altering top elevation. Lean concrete fill, with 28-day compressive strength of 2500 psi (17.2 MPa), may be used when approved by Architect.

1. Fill unauthorized excavations under other construction, pipe, or conduit as directed by Architect.

3.7 STORAGE OF SOIL MATERIALS

A. Stockpile borrow soil materials and excavated satisfactory soil materials without intermixing. Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust.

1. Stockpile soil materials away from edge of excavations. Do not store within drip line of remaining trees.

2. Protect stockpile materials with appropriate soil erosion control measures as indicated.



3.8 SOIL FILL

A. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so fill material will bond with existing material.

B. Place and compact fill material in layers to required elevations as follows:

1. Under grass and planted areas, use satisfactory soil material. 2. Under walks and pavements, use satisfactory soil material. 3. Under steps and ramps, use engineered fill. 4. Under building slabs, use engineered fill. 5. Under footings and foundations, use engineered fill.

3.9 SOIL MOISTURE CONTROL

A. Uniformly moisten or aerate subgrade and each subsequent fill or backfill soil layer before compaction to within 2 percent of optimum moisture content.

1. Do not place backfill or fill soil material on surfaces that are muddy, frozen, or contain frost or ice. 2. Remove and replace, or scarify and air dry, otherwise satisfactory soil material that exceeds

optimum moisture content by 2 percent and is too wet to compact to specified dry unit weight.

3.10 COMPACTION OF SOIL BACKFILLS AND FILLS

A. Place backfill and fill soil materials in layers not more than 8 inches (200 mm)in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches (100 mm) in loose depth for material compacted by hand-operated tampers.

B. Place backfill and fill soil materials evenly on all sides of structures to required elevations, and uniformly along the full length of each structure.

C. Compact soil materials to not less than the following percentages of maximum dry unit weight according to ASTM D 1557:

1. Under structures, building slabs, steps, and pavements, scarify and recompact top 12 inches (300 mm) of existing subgrade and each layer of backfill or fill soil material at 95 percent.

2. Under walkways, scarify and recompact top 6 inches (150 mm) below subgrade and compact each layer of backfill or fill soil material at 92 percent.

3. Under turf or unpaved areas, scarify and recompact top 6 inches (150 mm) below subgrade and compact each layer of backfill or fill soil material at 85 percent.

4. For utility trenches, compact each layer of initial and final backfill soil material at 85 percent.

3.11 GRADING

A. General: Uniformly grade areas to a smooth surface, free of irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated.

B. Site Rough Grading: Slope grades to direct water away from buildings and to prevent ponding. Finish subgrades to required elevations within the following tolerances:

1. Turf or Unpaved Areas: Plus or minus 1 inch (25 mm). 2. Walks: Plus or minus 1 inch (25 mm). 3. Pavements: Plus or minus 1/2 inch (13 mm).

C. Grading inside Building Lines: Finish subgrade to a tolerance of 1/2 inch (13 mm) when tested with a 10-foot (3-m) straightedge.



3.12 SUBBASE AND BASE COURSES UNDER PAVEMENTS AND WALKS

A. Place subbase course and base course on subgrades free of mud, frost, snow, or ice.

B. On prepared subgrade, place subbase course and base course under pavements and walks as follows:

1. Shape subbase course and base course to required crown elevations and cross-slope grades. 2. Place subbase course and base course that exceeds 6 inches (150 mm) in compacted thickness in

layers of equal thickness, with no compacted layer more than 6 inches (150 mm) thick or less than 3 inches (75 mm) thick.

3. Compact subbase course and base course at optimum moisture content to required grades, lines, cross sections, and thickness to not less than 95 percent of maximum dry unit weight according to ASTM D 1557.

3.13 DRAINAGE COURSE UNDER CONCRETE SLABS-ON-GRADE

A. Place drainage course on subgrades free of mud, frost, snow, or ice.

B. On prepared subgrade, place and compact drainage course under cast-in-place concrete slabs-on-grade as follows:

1. Place drainage course that exceeds 6 inches (150 mm) in compacted thickness in layers of equal thickness, with no compacted layer more than 6 inches (150 mm) thick or less than 3 inches (75 mm) thick.

2. Compact each layer of drainage course to required cross sections and thicknesses to not less than 95 percent of maximum dry unit weight according to ASTM D 698.

3.14 REVETMENT CONSTRUCTION

A. Place stones in a manner such that larger stones are at the base and smaller stones are used to knit the revetment together.


A. Testing Agency: Owner will engage a qualified geotechnical engineering testing agency to perform tests and inspections.

B. Allow testing agency to inspect and test subgrades and each fill or backfill layer. Proceed with subsequent earth moving only after test results for previously completed work comply with requirements.

C. Footing Subgrade: At footing subgrades, at least one test of each soil stratum will be performed to verify design bearing capacities. Subsequent verification and approval of other footing subgrades may be based on a visual comparison of subgrade with tested subgrade when approved by Architect.

D. When testing agency reports that subgrades, fills, or backfills have not achieved degree of compaction specified, scarify and moisten or aerate, or remove and replace soil materials to depth required; recompact and retest until specified compaction is obtained.

3.16 PROTECTION

A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion. Keep free of trash and debris.



B. Repair and reestablish grades to specified tolerances where completed or partially completed surfaces become eroded, rutted, settled, or where they lose compaction due to subsequent construction operations or weather conditions.

C. Where settling occurs before Project correction period elapses, remove finished surfacing, backfill with additional soil material, compact, and reconstruct surfacing.

1. Restore appearance, quality, and condition of finished surfacing to match adjacent work, and eliminate evidence of restoration to greatest extent possible.


A. Remove surplus satisfactory soil and waste materials, including unsatisfactory soil, trash, and debris, and legally dispose of them off Owner's property.



STEEL SHEET PILING 31 62 16 - 1

SECTION 316216 - STEEL SHEET PILES

PART 1 GENERAL

1.01 SECTION INCLUDES

A. This section covers all members to be used in the construction of steel sheet pile. This section of the SPECIFICATION also covers the installation of steel sheet piling and trimming of the sheet pile to the lines and grades shown on the DRAWINGS or as required. This WORK also includes pre-drilling and excavation to facilitate driving sheet pile to the designated elevations.

1.02 RELATED SECTIONS

A. The following is a list of SPECIFICATIONS which may be related to this section:

1. Section 311000, Site Clearing

2. Section 312000, Earth Moving

1.03 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1. American Concrete Institute (ACI): 318/318R, Building Code Requirements for Structural Concrete and Commentary.

2. American Petroleum Institute (API): Spec 5L, Specification for Line Pipe.

3. ASTM International (ASTM):

a. A36, Standard Specification for Carbon Structural Steel.

b. A53, Standard Specification for Pipe, Steel, Black and Hot-Dipped, ZincCoated, Welded and Seamless.

c. A139, Standard Specification for Electric-Fusion (ARC)-Welded Steel Pipe (NPS 4 and Over).

d. A252, Standard Specification for Welded and Seamless Steel Pipe Piles.

e. A328, Standard Specification for Steel Sheet Piling.

f. A572, Standard Specification for High-Strength Low-Alloy ColumbiumVanadium Structural Steel.

g. A690, Standard Specification for High-Strength Low-Alloy Nickel, Copper, Phosphorus Steel H-Piles and Sheet Piling with Atmospheric Corrosion Resistance for Use in Marine Environments.

h. A1011/A1011M, Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength LowAlloy with Improved Formability.



4. American Water Works Association (AWWA):

a. C200, Steel Water Pipe—6 in. (50 mm) and Larger.

5. American Welding Society (AWS):

a. D1.1, Structural Welding Code—Steel.

1.04 SUBMITTALS

A. Provide qualifications of proposed sheet pile installer.

B. CONTRACTOR shall provide information from the manufacturer that indicates the sheet piling meets or exceeds the SPECIFICATIONS listed in this section.

C. CONTRACTOR shall submit verification from the manufacturer that the hammer can deliver the required energy.

D. Splice locations, if necessary, shall be reviewed and accepted by ENGINEER prior to installation.


A. Installer Qualifications: Sheet piling installer shall have, as a minimum, three (3) successful past installations of sheet piling of comparable overall heights and sections and comparable penetration into soils similar to those found on the PROJECT.

PART 2 PRODUCTS

2.01 GENERAL

A. All steel sheet piling shall be new and unspliced material throughout, unless otherwise reviewed and accepted by ENGINEER.

B. Steel sheet piles and special fabricated shapes shall be of a design that ensures continuous interlock throughout the entire length when in place.

2.02 MATERIALS

A. Steel sheet piling shall meet the requirements of ASTM A328, (Grade 50).

B. Steel corners, tees, wyes, and crosses shall meet the requirements of ASTM A328 or ASTM A690.

C. Steel sheet piles required for the PROJECT shall be the type and weight shown on the DRAWINGS. Sheet piling shall be constructed with a weathering finish.

1. Additional length beyond those indicated on the DRAWINGS may be required to provide for trimming of tops of sheet piling.

D. The interlocks between steel sheet pile sections shall be configured such that the average width of the annular space between all contact points of the interlocks shall be a maximum of one-eighth (1/8) inch, as determined by ENGINEER.

E. Steel sheet piles and interlocks shall not have excessive kinks, camber or twist that would prevent the pile from reasonably free sliding to grade.



F. All fabricated connections shall be made with the use of angles or bent plates, as necessary, and shall be adequately welded or connected with high strength bolts as accepted by ENGINEER. G. Handling Holes:

1. If handling holes are provided, they shall be two (2) standard two and nine sixteenth (2-9/16) inch diameter handling holes located six (6) inches from one end.

2. The holes shall be plugged by welding a piece of steel over the hole prior to installing any riprap, backfill or drop structure cap.

3. The plated hole shall be watertight.

2.03 STORAGE AND HANDLING

1. Do not subject piles to damage by impact bending stresses in transporting to and storing piles onsite.

2. Store and handle piles such that corrosion protection coating will not be damaged.

PART 3 EXECUTION

3.01 EXAMINATION

A. Do not begin sheet pile installation until the earthwork in the area where the piles are to be driven has been completed to the extent that the grade elevation is at no more than twelve (12) inches above or below the top of the piling elevation as indicated on the DRAWINGS.

3.02 PREPARATION

A. Any fill along the alignment of the sheet pile must be in place to sub-grade elevations and compacted prior to driving the sheet pile.

B. Fill material (except riprap, boulders, bedding and grout) is not to be placed around the sheet pile after the sheet pile is in place.

3.03 INSTALLATION A.

General:

1. All welding or gas cutting shall be in accordance with the current standards of the American Welding Society.

2. Virtual Refusal:

a. Steel sheet piling shall be driven to the depths shown on the DRAWINGS or to virtual refusal.

b. Virtual refusal is defined as ten (10) blows per inch with an approved pile hammer.

A pile impact hammer shall be used to determine virtual refusal.

The hammer shall be operating at the manufacturer’s recommended stroke and speed when virtual refusal is measured.



B. Sheet Piling Driving:

Steel sheet piling shall be assembled before driving and then driven as a continuous wall, progressively in stages to keep the piles aligned correctly and minimize the danger of breaking the interlock between the sheets.

Steel sheet piling shall be driven to form a tight bulkhead.

A driving head shall be used and any piling which is damaged in driving or which has broken interlocks between sections shall be pulled and replaced at CONTRACTOR’s expense.

3. Tolerances: The piling shall be driven within the following tolerances:

a. Alignment:

1) Sheet pile shall be driven to form a relatively straight line between the termini points shown on the DRAWINGS.

2) Horizontal deviation of any point from a straight line connecting the two ends of the wall section shall be a maximum of six (6) inches.

b. Plumbness: Each individual sheet pile section shall be driven vertical, within a horizontal tolerance of two percent (2%) of any vertical length measured along the pile.

c. Elevation:

1) Tops of sheet pile sections shall be within a tolerance of one (1) inch from plan elevations.

2) CONTRACTOR shall not be paid for excess sheet pile trimmed off the end of the pile to meet final grade.

C. CONTRACTOR shall brace and/or provide soil grading as necessary during construction operations in order to provide lateral stability for the sheet pile wall. The sheet pile wall has been designed for the soil grades of the final configuration denoted on the DRAWINGS only. Other temporary configurations during the construction period shall not be allowed.

D. Care shall be taken during driving to keep from causing deformations of the top of the piles, splitting of section, or breaking of the interlock between sections. Care shall also be taken during driving to prevent and correct any tendency of steel sheet piles to twist or get out of plumb.

E. Steel Z piling shall be driven with the ball-end leading. Proper care and planning shall be used to allow for this construction procedure in both immediate and possible future walls.

F. Alternate Z piles shall be reversed end for end for proper interlocking in the “normal” position. Piles shall also be aligned properly to maintain a “normal” driving width.

G. For sheet piles driven into the native soil, pre-drilled soil, or excavated soil a vibratory driver may be used as long as the required depth is obtained.

H. For sheet piles being driven into bedrock, an approved hammer utilizing a minimum hammer energy of 19,000 foot-pounds per square inch of steel section shall be used to obtain the required depth or virtual refusal. The hammer shall be clearly marked so that it can be identified at the job site.



I. Steel sheet pile that is full length as shown on the DRAWINGS and is required to be driven below the specified cutoff elevation shall be spliced with additional steel sheet piling with a full penetration butt weld.

END OF SECTION


ASPHALT PAVING 321216 - 1

SECTION 321216 - ASPHALT PAVING

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes: 1. Hot-mix asphalt paving. 2. Pavement markings.

B. Related Requirements:

1. Section 312000 "Earth Moving" for subgrade preparation, fill material, unbound-aggregate subbase and base courses, and aggregate pavement shoulders.

1.2 PREINSTALLATION MEETINGS

A. Preinstallation Conference: Conduct conference at Project site.




A. Material Certificates: For each paving material.


A. Manufacturer Qualifications: A paving-mix manufacturer registered with and be approved by MDOT.

B. Regulatory Requirements: Comply with materials, workmanship, and other applicable requirements of MDOT for asphalt paving work.

1. Measurement and payment provisions and safety program submittals included in standard specifications do not apply to this Section.

PART 2 - PRODUCTS

2.1 AGGREGATES

A. Coarse Aggregate: ASTM D 692/D 692M, sound; angular crushed stone, crushed gravel, or cured, crushed blast-furnace slag.

B. Fine Aggregate: ASTM D 1073 or AASHTO M 29, sharp-edged natural sand or sand prepared from stone, gravel, cured blast-furnace slag, or combinations thereof.



C. Mineral Filler: ASTM D 242/D 242M or AASHTO M 17, rock or slag dust, hydraulic cement, or other inert material.

2.2 ASPHALT MATERIALS

A. Asphalt Binder: AASHTO M 320, PG 58-28.

B. Tack Coat: ASTM D 977 SS-1h emulsified asphalt, or ASTM D 2397 cationic emulsified asphalt, slow setting, diluted in water, of suitable grade and consistency for application.

2.3 AUXILIARY MATERIALS

A. Recycled Materials for Hot-Mix Asphalt Mixes: Reclaimed asphalt pavement; reclaimed, unbound-aggregate base material; and recycled tires, asphalt shingles, or glass from sources and gradations that have performed satisfactorily in previous installations, equal to performance of required hot-mix asphalt paving produced from all new materials.

B. Herbicide: Commercial chemical for weed control, registered by the EPA, and not classified as "restricted use" for locations and conditions of application. Provide in granular, liquid, or wettable powder form.

2.4 MIXES

A. Recycled Content of Hot-Mix Asphalt: Surface Course Limit no more than 17 percent by weight.

B. Hot-Mix Asphalt: Dense-graded, hot-laid, hot-mix asphalt plant mixes approved by authorities having jurisdiction and complying with the following requirements:

1. Provide mixes with a history of satisfactory performance in geographical area where Project is located.

2. Base Course: MDOT 13A. 3. Surface Course: MDOT 13A.

2.5 PAVEMENT MARKING

A. Oil base, White (for parking stripes), Blue (for barrier free parking stripes), as manufactured by Pittsburgh Paints, "Traffic and Zone Marking Paint" 11-4 or approved substitute.

B. White Thermoplastic for arrows and crosswalk striping.

PART 3 - EXECUTION

3.1 SURFACE PREPARATION

A. General: Immediately before placing asphalt materials, remove loose and deleterious material from substrate surfaces. Ensure that prepared subgrade is ready to receive paving.

B. Proof-roll subgrade below pavements with heavy pneumatic-tired equipment to identify soft pockets and areas of excess yielding. Do not proof-roll wet or saturated subgrades.



C. Herbicide Treatment: Apply herbicide according to manufacturer's recommended rates and written application instructions. Apply to dry, prepared subgrade or surface of compacted-aggregate base before applying paving materials.

D. Tack Coat: Apply uniformly to surfaces of existing pavement at a rate of 0.05 to 0.15 gal./sq. yd. (0.2 to 0.7 L/sq. m).

1. Allow tack coat to cure undisturbed before applying hot-mix asphalt paving. 2. Avoid smearing or staining adjoining surfaces, appurtenances, and surroundings. Remove

spillages and clean affected surfaces.

3.2 PLACING HOT-MIX ASPHALT

A. Machine place hot-mix asphalt on prepared surface, spread uniformly, and strike off. Place asphalt mix by hand in areas inaccessible to equipment in a manner that prevents segregation of mix. Place each course to required grade, cross section, and thickness when compacted.

1. Spread mix at a minimum temperature of 250 deg F (121 deg C). 2. Regulate paver machine speed to obtain smooth, continuous surface free of pulls and tears in

asphalt-paving mat.

B. Place paving in consecutive strips not less than 10 feet (3 m) wide unless infill edge strips of a lesser width are required.

C. Promptly correct surface irregularities in paving course behind paver. Use suitable hand tools to remove excess material forming high spots. Fill depressions with hot-mix asphalt to prevent segregation of mix; use suitable hand tools to smooth surface.

3.3 JOINTS

A. Construct joints to ensure a continuous bond between adjoining paving sections. Construct joints free of depressions, with same texture and smoothness as other sections of hot-mix asphalt course.

1. Clean contact surfaces and apply tack coat to joints. 2. Offset longitudinal joints, in successive courses, a minimum of 6 inches (150 mm). 3. Offset transverse joints, in successive courses, a minimum of 24 inches (600 mm). 4. Construct transverse joints at each point where paver ends a day's work and resumes work at a

subsequent time. Construct these joints using either "bulkhead" or "papered" method according to AI MS-22, for both "Ending a Lane" and "Resumption of Paving Operations."

3.4 COMPACTION

A. General: Begin compaction as soon as placed hot-mix paving will bear roller weight without excessive displacement. Compact hot-mix paving with hot, hand tampers or with vibratory-plate compactors in areas inaccessible to rollers.

1. Complete compaction before mix temperature cools to 185 deg F (85 deg C).

B. Breakdown Rolling: Complete breakdown or initial rolling immediately after rolling joints and outside edge. Examine surface immediately after breakdown rolling for indicated crown, grade, and smoothness. Correct laydown and rolling operations to comply with requirements.



C. Intermediate Rolling: Begin intermediate rolling immediately after breakdown rolling while hot-mix asphalt is still hot enough to achieve specified density. Continue rolling until hot-mix asphalt course has been uniformly compacted to the following density:

1. Average Density: 92 percent of reference maximum theoretical density according to ASTM D 2041, but not less than 90 percent or greater than 96 percent.

D. Finish Rolling: Finish roll paved surfaces to remove roller marks while hot-mix asphalt is still warm.

E. Edge Shaping: While surface is being compacted and finished, trim edges of pavement to proper alignment. Bevel edges while asphalt is still hot; compact thoroughly.

F. Protection: After final rolling, do not permit vehicular traffic on pavement until it has cooled and hardened.

G. Erect barricades to protect paving from traffic until mixture has cooled enough not to become marked.

3.5 PAVEMENT MARKING

A. Apply temporary and permanent pavement marking in accordance with manufacturer's instruction per layout of plans.

B. Pavement surface shall be clean and dry prior to temporary pavement marking and clean, dry and cured for 30 days prior to permanent painting.

C. Apply paint using mechanical equipment for lines and stencils for painting directions and identification.

D. Paint edges shall be clean and sharp.

E. Protect fresh paint until it is dry.

F. All barrier free parking spaces shall have the handicap symbol (wheel chair).

3.6 INSTALLATION TOLERANCES

A. Pavement Thickness: Compact each course to produce the thickness indicated within the following tolerances:

1. Base Course: Plus or minus 1/2 inch (13 mm). 2. Surface Course: Plus 1/4 inch (6 mm), no minus.

B. Pavement Surface Smoothness: Compact each course to produce a surface smoothness within the following tolerances as determined by using a 10-foot (3-m) straightedge applied transversely or longitudinally to paved areas:

1. Base Course: 1/4 inch (6 mm). 2. Surface Course: 1/8 inch (3 mm). 3. Crowned Surfaces: Test with crowned template centered and at right angle to crown. Maximum

allowable variance from template is 1/4 inch (6 mm).





B. Replace and compact hot-mix asphalt where core tests were taken.

C. Remove and replace or install additional hot-mix asphalt where test results or measurements indicate that it does not comply with specified requirements.



CONCRETE PAVING 321313 - 1

SECTION 321313 - CONCRETE PAVING

PART 1 - GENERAL

1.1 SUMMARY

A. Section Includes: 1. Walks. 2. Concrete Curb and Gutter. 3. Concrete Pavement. 4. Poured-in-Place Concrete Launch 5. Concrete Bumper Blocks.



B. Other Action Submittals:

1. Design Mixtures: For each concrete paving mixture. Include alternate design mixtures when characteristics of materials, Project conditions, weather, test results, or other circumstances warrant adjustments.


A. Ready-Mix-Concrete Manufacturer Qualifications: A firm experienced in manufacturing ready-mixed concrete products and that complies with ASTM C 94/C 94M requirements for production facilities and equipment.

B. ACI Publications: Comply with ACI 301 (ACI 301M) unless otherwise indicated.

PART 2 - PRODUCTS


A. Recycled Content: Postconsumer recycled content plus one-half of preconsumer recycled content not less than 25 percent.

B. Plain-Steel Welded Wire Reinforcement: ASTM A 185/A 185M, fabricated from as-drawn steel wire into flat sheets.

C. Deformed-Steel Welded Wire Reinforcement: ASTM A 497/A 497M, flat sheet.

D. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (Grade 420); deformed.

E. Plain-Steel Wire: ASTM A 82/A 82M, as drawn.

F. Deformed-Steel Wire: ASTM A 496/A 496M.



G. Dowel Bars: ASTM A 615/A 615M, Grade 60 (Grade 420) plain-steel bars; zinc coated (galvanized) after fabrication according to ASTM A 767/A 767M, Class I coating. Cut bars true to length with ends square and free of burrs.

H. Bar Supports: Bolsters, chairs, spacers, and other devices for spacing, supporting, and fastening reinforcing bars, welded wire reinforcement, and dowels in place. Manufacture bar supports according to CRSI's "Manual of Standard Practice" from steel wire, plastic, or precast concrete of greater compressive strength than concrete specified.

2.2 CONCRETE MATERIALS

A. Cementitious Material: Use the following cementitious materials, of same type, brand, and source throughout Project:

1. Portland Cement: ASTM C 150, portland cement Type I.

a. Fly Ash: ASTM C 618, Class C or Class F. b. Ground Granulated Blast-Furnace Slag: ASTM C 989, Grade 100 or 120.

B. Normal-Weight Aggregates: ASTM C 33, Class 4S, uniformly graded. Provide aggregates from a single source.

C. Water: Potable and complying with ASTM C 94/C 94M.

D. Air-Entraining Admixture: ASTM C 260.

E. Chemical Admixtures: Admixtures certified by manufacturer to be compatible with other admixtures and to contain not more than 0.1 percent water-soluble chloride ions by mass of cementitious material.

2.3 FIBER REINFORCEMENT

A. Synthetic Fiber: Fibrillated polypropylene fibers engineered and designed for use in decorative concrete paving, complying with ASTM C1116/C1116M, Type III, 1/2 to 1-1/2 inches (13 to 38 mm) long.

2.4 CURING MATERIALS

A. Clear, Waterborne, Membrane-Forming Curing Compound: ASTM C 309, Type 2, Class B, dissipating.

2.5 RELATED MATERIALS

A. Joint Fillers: ASTM D 1751, asphalt-saturated cellulosic fiber in preformed strips.

2.6 WHEEL STOPS

A. Wheel Stops: Precast, air-entrained concrete.

1. Dowels: Galvanized steel, 3/4 inch (19 mm) in diameter, 10-inch (254-mm) minimum length. 2. Adhesive: As recommended by wheel stop manufacturer for application to concrete pavement.



2.7 CONCRETE MIXTURES

A. Prepare design mixtures, proportioned according to ACI 301 (ACI 301M), with the following properties:

1. Compressive Strength (28 Days): 3500 psi (24.1 MPa). 2. Maximum Water-Cementitious Materials Ratio at Point of Placement: 0.45. 3. Slump Limit: 5 inches (125 mm), plus or minus 1 inch (25 mm). 4. Air Content: 6 percent plus or minus 1.5 percent.

B. Chemical Admixtures: Use admixtures according to manufacturer's written instructions.

C. Synthetic Fiber: Uniformly disperse in concrete mixture at manufacturer's recommended rate, but not less than 1.0 lb/cu. yd. (0.60 kg/cu. m).

D. Synthetic Fiber: Uniformly disperse in concrete mixture at manufacturer's recommended rate, but not less than 1.5 lb/cu. yd. (0.90 kg/cu. m).

2.8 CONCRETE MIXING

A. Ready-Mixed Concrete: Measure, batch, and mix concrete materials and concrete according to ASTM C 94/C 94M. Furnish batch certificates for each batch discharged and used in the Work.

PART 3 - EXECUTION

3.1 EXAMINATION AND PREPARATION

A. Proof-roll prepared subbase surface below concrete paving to identify soft pockets and areas of excess yielding.

B. Remove loose material from compacted subbase surface immediately before placing concrete.

3.2 EDGE FORMS AND SCREED CONSTRUCTION

A. Set, brace, and secure edge forms, bulkheads, and intermediate screed guides to required lines, grades, and elevations. Install forms to allow continuous progress of work and so forms can remain in place at least 24 hours after concrete placement.

B. Clean forms after each use and coat with form-release agent to ensure separation from concrete without damage.


A. General: Comply with CRSI's "Manual of Standard Practice" for fabricating, placing, and supporting reinforcement.

3.4 JOINTS

A. General: Form construction, isolation, and contraction joints and tool edges true to line, with faces perpendicular to surface plane of concrete. Construct transverse joints at right angles to centerline unless otherwise indicated.



B. Construction Joints: Set construction joints at side and end terminations of paving and at locations where paving operations are stopped for more than one-half hour unless paving terminates at isolation joints.

C. Isolation Joints: Form isolation joints of preformed joint-filler strips abutting concrete curbs, catch basins, manholes, inlets, structures, other fixed objects, and where indicated.

D. Contraction Joints: Form weakened-plane contraction joints, sectioning concrete into areas as indicated. Construct contraction joints for a depth equal to at least one-fourth of the concrete thickness:

E. Edging: After initial floating, tool edges of paving, gutters, curbs, and joints in concrete with an edging tool to a 1/4-inch (6-mm) radius. Repeat tooling of edges after applying surface finishes. Eliminate edging-tool marks on concrete surfaces.


A. Moisten subbase to provide a uniform dampened condition at time concrete is placed.

B. Comply with ACI 301 (ACI 301M) requirements for measuring, mixing, transporting, placing, and consolidating concrete.

C. Deposit and spread concrete in a continuous operation between transverse joints. Do not push or drag concrete into place or use vibrators to move concrete into place.

D. Screed paving surface with a straightedge and strike off.

E. Commence initial floating using bull floats or darbies to impart an open-textured and uniform surface plane before excess moisture or bleed water appears on the surface. Do not further disturb concrete surfaces before beginning finishing operations or spreading surface treatments.

3.6 FLOAT FINISHING

A. General: Do not add water to concrete surfaces during finishing operations.

B. Float Finish: Begin the second floating operation when bleed-water sheen has disappeared and concrete surface has stiffened sufficiently to permit operations. Float surface with power-driven floats or by hand floating if area is small or inaccessible to power units. Finish surfaces to true planes. Cut down high spots and fill low spots. Refloat surface immediately to uniform granular texture.

1. Medium-to-Fine-Textured Broom Finish: Draw a soft-bristle broom across float-finished concrete surface perpendicular to line of traffic to provide a uniform, fine-line texture.

2. Medium-to-Coarse-Textured Broom Finish: Provide a coarse finish by striating float-finished concrete surface 1/16 to 1/8 inch (1.6 to 3 mm) deep with a stiff-bristled broom, perpendicular to line of traffic.

3.7 CONCRETE PROTECTION AND CURING

A. General: Protect freshly placed concrete from premature drying and excessive cold or hot temperatures.

B. Comply with ACI 306.1 for cold-weather protection.

C. Evaporation Retarder: Apply evaporation retarder to concrete surfaces if hot, dry, or windy conditions cause moisture loss approaching 0.2 lb/sq. ft. x h (1 kg/sq. m x h) before and during finishing operations. Apply according to manufacturer's written instructions after placing, screeding, and bull floating or darbying concrete but before float finishing.



D. Begin curing after finishing concrete but not before free water has disappeared from concrete surface.

E. Curing Methods: Cure concrete by curing compound.

3.8 PAVING TOLERANCES

A. Comply with tolerances in ACI 117 and as follows:

1. Elevation: 3/4 inch (19 mm). 2. Thickness: Plus 3/8 inch (10 mm), minus 1/4 inch (6 mm). 3. Surface: Gap below 10-foot- (3-m-) long, unleveled straightedge not to exceed 1/2 inch (13 mm). 4. Joint Spacing: 3 inches (75 mm). 5. Contraction Joint Depth: Plus 1/4 inch (6 mm), no minus. 6. Joint Width: Plus 1/8 inch (3 mm), no minus.

3.9 WHEEL STOPS

A. Install wheel stops in bed of adhesive applied as recommended by manufacturer.

B. Securely attach wheel stops to paving with not less than two galvanized-steel dowels located at one-quarter to one-third points. Install dowels in drilled holes in the paving and bond dowels to wheel stop. Recess head of dowel beneath top of wheel stop.

3.10 REPAIRS AND PROTECTION

A. Remove and replace concrete paving that is broken, damaged, or defective or that does not comply with requirements in this Section. Remove work in complete sections from joint to joint unless otherwise approved by Architect.

B. Protect concrete paving from damage. Exclude traffic from paving for at least 14 days after placement. When construction traffic is permitted, maintain paving as clean as possible by removing surface stains and spillage of materials as they occur.

C. Maintain concrete paving free of stains, discoloration, dirt, and other foreign material. Sweep paving not more than two days before date scheduled for Substantial Completion inspections.



SOIL PREPARATION 329113 - 1

SECTION 329113 - SOIL PREPARATION

PART 1 - GENERAL

1.1 SUMMARY

A. Section includes planting soils for lawns; bioretention plantings; tree; and shrub and perennial plantings.


1. Section 311000 "Site Clearing" for topsoil stripping and stockpiling.

1.2 DEFINITIONS

A. Duff Layer: A surface layer of soil, typical of forested areas, that is composed of mostly decayed leaves, twigs, and detritus.

B. Imported Soil: Soil that is transported to Project site for use.

C. Manufactured Soil: Soil produced by blending soils, sand, stabilized organic soil amendments, and other materials to produce planting soil.

D. Planting Soil: Existing, on-site soil; imported soil; or manufactured soil that has been modified as specified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth.

E. Subgrade: Surface or elevation of subsoil remaining after excavation is complete, or the top surface of a fill or backfill before planting soil is placed.

F. Subsoil: Soil beneath the level of subgrade; soil beneath the topsoil layers of a naturally occurring soil profile, typified by less than 1 percent organic matter and few soil organisms.

G. Surface Soil: Soil that is present at the top layer of the existing soil profile. In undisturbed areas, surface soil is typically called "topsoil"; but in disturbed areas such as urban environments, the surface soil can be subsoil.

H. USCC: U.S. Composting Council.






A. Testing Agency Qualifications: An independent, state-operated, or university-operated laboratory; experienced in soil science, soil testing, and plant nutrition; with the experience and capability to conduct the testing indicated; and that specializes in types of tests to be performed.



PART 2 - PRODUCTS

2.1 PLANTING SOILS

A. Planting-Soil for Lawns: Topsoil shall be existing, on-site, organic surface soil, with the duff layer retained, if any, free of subsoil, if sufficient quantity is available. Shred before spreading. 1. Imported topsoil, if needed, shall meet the following criteria, be confirmed through test results and

submitted to the Landscape Architect. Imported topsoil shall be weed-free and free of extraneous material (stones, sticks, etc.) larger than ½”. a. pH range between 5.5 and 6.5 b. Soluble salts content 500 ppm (parts per million) maximum c. Organic content between 5 and 30 percent d. Clay content between 5 and 25 percent

B. Planting-Soil for Trees: Topsoil as described in 2.1A and 2.1A.1 above, modified to produce viable planting soil. Blend topsoil with the following soil amendments and fertilizers in the following quantities to produce planting soil: 1. Ratio of Loose Peat to Soil: 1:4. Compost, per paragraph 2.3A, may be substituted for loose peat.

a. Peat shall be granulated raw Canadian peat or baled Canadian peat, containing not more than 9% mineral on a dry basis. For ericaceous plants, baled peat with a pH of 4.0 shall be used.

2. Superphosphate: 5 lbs per cubic yard. a. Superphosphate shall contain 40% of phosphoric acid.

2.2 INORGANIC SOIL AMENDMENTS

A. Lime: ASTM C 602, agricultural liming material containing a minimum of 80 percent calcium carbonate equivalent and as follows:

1. Class: T, with a minimum of 99 percent passing through a No. 8 (2.36-mm) sieve and a minimum of 75 percent passing through a No. 60 (0.25-mm) sieve.

2. Class: O, with a minimum of 95 percent passing through a No. 8 (2.36-mm) sieve and a minimum of 55 percent passing through a No. 60 (0.25-mm) sieve.

3. Form: Provide lime in form of ground dolomitic limestone.

B. Sulfur: Granular, biodegradable, and containing a minimum of 90 percent elemental sulfur, with a minimum of 99 percent passing through a No. 6 (3.35-mm) sieve and a maximum of 10 percent passing through a No. 40 (0.425-mm) sieve.

C. Iron Sulfate: Granulated ferrous sulfate containing a minimum of 20 percent iron and 10 percent sulfur.

D. Sand: Clean, washed, natural or manufactured, free of toxic materials, and according to ASTM C 33/C 33M.

2.3 ORGANIC SOIL AMENDMENTS

A. Compost: Well-composted, stable, and weed-free organic matter produced by composting feedstock, and bearing USCC's "Seal of Testing Assurance," and as follows:

1. Feedstock: Limited to leaves. 2. Reaction: pH of 5.5 to 8. 3. Soluble-Salt Concentration: Less than 4 dS/m. 4. Moisture Content: 35 to 55 percent by weight. 5. Organic-Matter Content: 50 to 60 percent of dry weight. 6. Particle Size: Minimum of 98 percent passing through a 1/2-inch (13-mm) sieve.



B. Wood Derivatives: Shredded and composted, nitrogen-treated sawdust, ground bark, or wood waste; of uniform texture and free of chips, stones, sticks, soil, or toxic materials.

2.4 FERTILIZERS

A. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character, consisting of fast- and slow-release nitrogen, 50 percent derived from natural organic sources of urea formaldehyde, phosphorous, and potassium in the following composition:

1. Composition: 1 lb/1000 sq. ft. (0.5 kg/100 sq. m) of actual nitrogen, 4 percent phosphorous, and 2 percent potassium, by weight.

2. Composition: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from a qualified testing agency.

B. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water-insoluble nitrogen, phosphorus, and potassium in the following composition:

1. Composition: 20 percent nitrogen, 10 percent phosphorous, and 10 percent potassium, by weight. 2. Composition: Nitrogen, phosphorous, and potassium in amounts recommended in soil reports from

a qualified testing agency.

PART 3 - EXECUTION

3.1 GENERAL

A. Place planting soil and fertilizers according to requirements in other Specification Sections.

B. Verify that no foreign or deleterious material or liquid such as paint, paint washout, concrete slurry, concrete layers or chunks, cement, plaster, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, or acid has been deposited in planting soil.

3.2 PREPARATION OF UNAMENDED, ON-SITE SOIL BEFORE AMENDING

A. Excavation: Excavate soil from designated area(s) to depth encountered and stockpile until amended.

B. Unacceptable Materials: Clean soil of concrete slurry, concrete layers or chunks, cement, plaster, building debris, oils, gasoline, diesel fuel, paint thinner, turpentine, tar, roofing compound, acid, and other extraneous materials that are harmful to plant growth.

C. Unsuitable Materials: Clean soil to contain a maximum of 8 percent by dry weight of stones, roots, plants, sod, clay lumps, and pockets of coarse sand.

D. Screening: Pass unamended soil through a 2-inch (50-mm) sieve to remove large materials.

3.3 PLACING PLANTING SOIL OVER EXPOSED SUBGRADE FOR LAWN

A. General: Apply and mix unamended soil with amendments on-site to produce required planting soil. Do not apply materials or till if existing soil or subgrade is frozen, muddy, or excessively wet.

B. Subgrade Preparation: Till subgrade to a minimum depth of 12 inches (300 mm). Remove stones larger than 2 inches (50 mm) in any dimension and sticks, roots, rubbish, and other extraneous matter and legally dispose of them off Owner's property.



C. Spreading topsoil for Lawns and Bioretention Seeded Areas: Spread screened, unamended soil to a minimum total depth of 4 inches (100 mm), but not less than required to meet finish grades after mixing with amendments and natural settlement. Do not spread if soil or subgrade is frozen, muddy, or excessively wet. 1. Till in 2” of compost in Bioretention Seeded Areas. 2. Ensure pH range of 5.5 to 6.5 in Bioretention Seeded Areas. Apply soil amendments to achieve

this pH range.

D. Compaction: Compact each blended lift of planting soil to 75 to 82 percent of maximum Standard Proctor density according to ASTM D 698 and tested in-place.

E. Finish Grading: Grade planting soil to a smooth, uniform surface plane with loose, uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades.



B. Perform the following tests:

1. Compaction: Test planting-soil compaction after placing each lift and at completion using a densitometer or soil-compaction meter calibrated to a reference test value based on laboratory testing according to ASTM D 698. Space tests at no less than one for each 2000 sq. ft. (200 sq. m) of in-place soil or part thereof.

C. Soil will be considered defective if it does not pass tests.

D. Prepare test reports.

E. Label each sample and test report with the date, location keyed to a site plan or other location system, visible conditions when and where sample was taken, and sampling depth.

3.5 PROTECTION AND CLEANING

A. Protection Zone: Identify protection zones according to Section 015639 "Temporary Tree and Plant Protection."

B. Protect areas of in-place soil from additional compaction, disturbance, and contamination. Prohibit the following practices within these areas except as required to perform planting operations:

1. Storage of construction materials, debris, or excavated material. 2. Parking vehicles or equipment. 3. Vehicle traffic. 4. Foot traffic. 5. Erection of sheds or structures. 6. Impoundment of water. 7. Excavation or other digging unless otherwise indicated.

C. Remove surplus soil and waste material including excess subsoil, unsuitable materials, trash, and debris and legally dispose of them off Owner's property unless otherwise indicated.

1. Dispose of excess subsoil and unsuitable materials on-site where directed by Owner.



TURF AND GRASSES 329200 - 1

SECTION 329200 - TURF AND GRASSES

PART 1 - GENERAL

1.1 SUMMARY


1. Seeding.

1.2 DEFINITIONS

A. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or mitigating a pest. This includes insecticides, miticides, herbicides, fungicides, rodenticides, and molluscicides. It also includes substances or mixtures intended for use as a plant regulator, defoliant, or desiccant.

B. Planting Soil: Existing, on-site soil; imported soil; or manufactured soil that has been modified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth. See Section 329113 "Soil Preparation" and drawing designations for planting soils.




A. Certification of grass seed.

1. Certification of each seed mixture for turfgrass sod.

B. Product certificates.


A. Installer Qualifications: A qualified landscape Installer whose work has resulted in successful turf establishment.

1. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when work is in progress.

2. Pesticide Applicator: State licensed, commercial.

1.6 DELIVERY, STORAGE, AND HANDLING

A. Seed and Other Packaged Materials: Deliver packaged materials in original, unopened containers showing weight, certified analysis, name and address of manufacturer, and indication of compliance with state and Federal laws, as applicable.



PART 2 - PRODUCTS

2.1 SEED

A. Grass Seed: Fresh, clean, dry, new-crop seed complying with AOSA's "Rules for Testing Seeds" for purity and germination tolerances.

B. Seed Species: 1. Quality: Seed of grass species as listed below with not more than 0.5 percent weed seed: 2. Mix: .

Minimum Seed Type Proportion Purity Germination Creeping Red Fescue 40% 95% 80% Common Kentucky Bluegrass 20% 90% 75% Merit Kentucky Bluegrass 20% 90% 80% Fiesta Perennial Rye 20% 90% 80%

2.2 FERTILIZERS

A. Commercial Fertilizer: Commercial-grade complete fertilizer of neutral character, consisting of fast- and slow-release nitrogen, 50 percent derived from natural organic sources of urea formaldehyde, phosphorous, and potassium in the following composition:

1. Composition: 1 lb/1000 sq. ft. (0.45 kg/92.9 sq. m) of actual nitrogen, 4 percent phosphorous, and 2 percent potassium, by weight.

B. Slow-Release Fertilizer: Granular or pelleted fertilizer consisting of 50 percent water-insoluble nitrogen, phosphorus, and potassium in the following composition:

1. Composition: 20 percent nitrogen, 10 percent phosphorous, and 10 percent potassium, by weight.

2.3 MULCHES

A. Straw Mulch: Provide air-dry, clean, mildew- and seed-free, salt hay or threshed straw of wheat, rye, oats, or barley.

2.4 PESTICIDES

A. General: Pesticide, registered and approved by the EPA, acceptable to authorities having jurisdiction, and of type recommended by manufacturer for each specific problem and as required for Project conditions and application. Do not use restricted pesticides unless authorized in writing by authorities having jurisdiction.

PART 3 - EXECUTION

3.1 TURF AREA PREPARATION

A. General: Prepare planting area for soil placement and mix planting soil according to Section 329113 "Soil Preparation."

B. Moisten prepared area before planting if soil is dry. Water thoroughly and allow surface to dry before planting. Do not create muddy soil.



C. Before planting, obtain Architect's acceptance of finish grading; restore planting areas if eroded or otherwise disturbed after finish grading.

3.2 SEEDING

A. Sow seed with spreader or seeding machine. Do not broadcast or drop seed when wind velocity exceeds 5 mph (8 km/h).

1. Evenly distribute seed by sowing equal quantities in two directions at right angles to each other. 2. Do not use wet seed or seed that is moldy or otherwise damaged. 3. Do not seed against existing trees. Limit extent of seed to outside edge of planting saucer.

B. Sow seed at a total rate of 250 lbs per acre.

C. Rake seed lightly into top 1/8 inch (3 mm) of soil, roll lightly, and water with fine spray.

D. Protect seeded areas with slopes not exceeding 1:6 by spreading straw mulch. Spread uniformly at a minimum rate of 2 tons/acre (42 kg/92.9 sq. m) to form a continuous blanket 1-1/2 inches (38 mm) in loose thickness over seeded areas.

1. Anchor straw mulch by crimping into soil with suitable mechanical equipment.

3.3 TURF MAINTENANCE

A. General: Maintain and establish turf by watering, fertilizing, weeding, mowing, trimming, replanting, and performing other operations as required to establish healthy, viable turf. Roll, regrade, and replant bare or eroded areas and remulch to produce a uniformly smooth turf. Provide materials and installation the same as those used in the original installation.

B. Mow turf as soon as top growth is tall enough to cut. Repeat mowing to maintain specified height without cutting more than one-third of grass height. Remove no more than one-third of grass-leaf growth in initial or subsequent mowings. Establishment period will require multiple mowings.

3.4 SATISFACTORY TURF

A. Turf installations shall meet the following criteria as determined by Architect:

1. Satisfactory Seeded Turf: At end of maintenance period, a healthy, uniform, close stand of grass has been established, free of weeds and surface irregularities, with coverage exceeding 90 percent over any 10 sq. ft. (0.92 sq. m) and bare spots not exceeding 5 by 5 inches (125 by 125 mm).

B. Use specified materials to reestablish turf that does not comply with requirements, and continue maintenance until turf is satisfactory.



PLANTS 329300 - 1

SECTION 329300 - PLANTS

PART 1 - GENERAL

1.1 SUMMARY


1. Plants.


1.2 DEFINITIONS

A. Backfill: The earth used to replace or the act of replacing earth in an excavation.

B. Pesticide: A substance or mixture intended for preventing, destroying, repelling, or mitigating a pest. Pesticides include insecticides, miticides, herbicides, fungicides, rodenticides, and molluscicides. They also include substances or mixtures intended for use as a plant regulator, defoliant, or desiccant. Some sources classify herbicides separately from pesticides.

C. Planting Soil: Existing, on-site soil; imported soil; or manufactured soil that has been modified with soil amendments and perhaps fertilizers to produce a soil mixture best for plant growth. See Section 329113 "Soil Preparation" for drawing designations for planting soils.

D. Root Flare: Also called "trunk flare." The area at the base of the plant's stem or trunk where the stem or trunk broadens to form roots; the area of transition between the root system and the stem or trunk.





B. Samples of each type of mulch.


A. Product certificates.

B. Sample warranty.

1.6 CLOSEOUT SUBMITTALS

A. Maintenance Data: Recommended procedures to be established by Owner for maintenance of plants during a calendar year.


PLANTS 329300 - 2


A. Installer's Field Supervision: Require Installer to maintain an experienced full-time supervisor on Project site when work is in progress.

1. Pesticide Applicator: State licensed, commercial.

B. Provide quality, size, genus, species, and variety of plants indicated, complying with applicable requirements in ANSI Z60.1.


A. Do not prune trees and shrubs before delivery. Protect bark, branches, and root systems from sun scald, drying, wind burn, sweating, whipping, and other handling and tying damage. Do not bend or bind-tie trees or shrubs in such a manner as to destroy their natural shape. Provide protective covering of plants during shipping and delivery. Do not drop plants during delivery and handling.

B. Handle planting stock by root ball.

C. Deliver plants after preparations for planting have been completed, and install immediately. If planting is delayed more than six hours after delivery, set plants and trees in their appropriate aspect (sun, filtered sun, or shade), protect from weather and mechanical damage, and keep roots moist.

1.9 WARRANTY

A. Special Warranty: Installer agrees to repair or replace plantings and accessories that fail in materials, workmanship, or growth within specified warranty period.

1. Failures include, but are not limited to, the following:

a. Death and unsatisfactory growth, except for defects resulting from abuse, lack of adequate maintenance, or neglect by Owner.

b. Structural failures including plantings falling or blowing over.

2. Warranty Periods: From date of Substantial Completion.

a. Trees,: 12 months.

PART 2 - PRODUCTS

2.1 PLANT MATERIAL

A. General: Furnish nursery-grown plants true to genus, species, variety, cultivar, stem form, shearing, and other features indicated in Plant List, Plant Schedule, or Plant Legend indicated on Drawings and complying with ANSI Z60.1; and with healthy root systems developed by transplanting or root pruning. Provide well-shaped, fully branched, healthy, vigorous stock, densely foliated when in leaf and free of disease, pests, eggs, larvae, and defects such as knots, sun scald, injuries, abrasions, and disfigurement.

B. Root-Ball Depth: Furnish trees and shrubs with root balls measured from top of root ball, which begins at root flare according to ANSI Z60.1. Root flare shall be visible before planting.


PLANTS 329300 - 3

2.2 FERTILIZERS

A. Planting Tablets: Tightly compressed chip-type, long-lasting, slow-release, commercial-grade planting fertilizer in tablet form. Tablets shall break down with soil bacteria, converting nutrients into a form that can be absorbed by plant roots.

1. Size: 10-gram tablets. 2. Nutrient Composition: 20 percent nitrogen, 10 percent phosphorous, and 5 percent potassium, by

weight plus micronutrients.

2.3 MULCHES

A. Organic Mulch: Shredded hardwood.

2.4 PESTICIDES

A. General: Pesticide registered and approved by the EPA, acceptable to authorities having jurisdiction, and of type recommended by manufacturer for each specific problem and as required for Project conditions and application. Do not use restricted pesticides unless authorized in writing by authorities having jurisdiction.

PART 3 - EXECUTION

3.1 PLANTING AREA ESTABLISHMENT

A. General: Prepare planting area for soil placement and mix planting soil according to Section 329113 "Soil Preparation."

B. Placing Planting Soil: Blend planting soil in place.

C. Before planting, obtain Architect's acceptance of finish grading; restore planting areas if eroded or otherwise disturbed after finish grading.

3.2 EXCAVATION FOR TREES

A. Planting Pits and Trenches: Excavate circular planting pits.

1. Excavate planting pits with sides sloping inward at a 45-degree angle. Excavations with vertical sides are unacceptable. Trim perimeter of bottom leaving center area of bottom raised slightly to support root ball and assist in drainage away from center. Do not further disturb base. Ensure that root ball will sit on undisturbed base soil to prevent settling. Scarify sides of planting pit smeared or smoothed during excavation.

2. Excavate approximately three times as wide as ball diameter. 3. Do not excavate deeper than depth of the root ball, measured from the root flare to the bottom of

the root ball.

B. Backfill Soil: Subsoil and topsoil removed from excavations may not be used as backfill soil unless otherwise indicated.


PLANTS 329300 - 4

3.3 TREE PLANTING

A. Inspection: At time of planting, verify that root flare is visible at top of root ball according to ANSI Z60.1. If root flare is not visible, remove soil in a level manner from the root ball to where the top-most root emerges from the trunk. After soil removal to expose the root flare, verify that root ball still meets size requirements.

B. Roots: Remove stem girdling roots and kinked roots. Remove injured roots by cutting cleanly; do not break.

C. Set each plant plumb and in center of planting pit or trench with root flare 1 inch (25 mm) above adjacent finish grades.

1. Backfill: Planting soil. 2. Balled and Burlapped Stock: After placing some backfill around root ball to stabilize plant, carefully

cut and remove burlap, rope, and wire baskets from tops of root balls and from sides, but do not remove from under root balls. Remove pallets, if any, before setting. Do not use planting stock if root ball is cracked or broken before or during planting operation.

3. Backfill around root ball in layers, tamping to settle soil and eliminate voids and air pockets. When planting pit is approximately one-half filled, water thoroughly before placing remainder of backfill. Repeat watering until no more water is absorbed.

4. Place planting tablets equally distributed around each planting pit when pit is approximately one-half filled. Place tablets beside the root ball about 1 inch (25 mm) from root tips; do not place tablets in bottom of the hole. a. Quantity: Two per plant.

5. Continue backfilling process. Water again after placing and tamping final layer of soil.

D. Slopes: When planting on slopes, set the plant so the root flare on the uphill side is flush with the surrounding soil on the slope; the edge of the root ball on the downhill side will be above the surrounding soil. Apply enough soil to cover the downhill side of the root ball.

3.4 TREE PRUNING

A. Remove only dead, dying, or broken branches. Do not prune for shape.

B. Prune, thin, and shape trees as directed by Architect.

C. Prune, thin, and shape trees according to standard professional horticultural and arboricultural practices. Unless otherwise indicated by Architect, do not cut tree leaders; remove only injured, dying, or dead branches from trees; and prune to retain natural character.

D. Do not apply pruning paint to wounds.

3.5 PLANTING AREA MULCHING

A. Mulch backfilled surfaces of planting areas and other areas indicated.

1. Trees in Turf Areas: Apply organic mulch ring of 4-inch (100-mm) average thickness, with 36-inch (900-mm) radius around trunks or stems. Do not place mulch within 3 inches (75 mm) of trunks or stems.

3.6 PLANT MAINTENANCE

A. Maintain plantings by pruning, cultivating, watering, weeding, fertilizing, mulching, restoring planting saucers, resetting to proper grades or vertical position, and performing other operations as required to establish healthy, viable plantings.


PLANTS 329300 - 5

B. Fill in, as necessary, soil subsidence that may occur because of settling or other processes. Replace mulch materials damaged or lost in areas of subsidence.

C. Apply treatments as required to keep plant materials, planted areas, and soils free of pests and pathogens or disease. Use integrated pest management practices when possible to minimize use of pesticides and reduce hazards. Treatments include physical controls such as hosing off foliage, mechanical controls such as traps, and biological control agents.

D. Apply pesticides and other chemical products and biological control agents according to authorities having jurisdiction and manufacturer's written recommendations. Coordinate applications with Owner's operations and others in proximity to the Work. Notify Owner before each application is performed.

E. Protect plants from damage due to landscape operations and operations of other contractors and trades. Maintain protection during installation and maintenance periods. Treat, repair, or replace damaged plantings.

3.7 MAINTENANCE SERVICE

A. Maintenance Service: Provide maintenance by skilled employees of landscape Installer. Maintain as required in "Plant Maintenance" Article. Begin maintenance immediately after plants are installed and continue until plantings are acceptably healthy and well established, but for not less than maintenance period below:

1. Maintenance Period for Trees: 12 months from date of Substantial Completion.



WATER MAINAGE UTILTIES 333100 - 1

SECTION 331400 – WATER UTILITY TRANSMISSION AND DISTRIBUTION

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Charter Township of Harrison Standard Water Main Notes and Details.

B. Latest Revision of AWWA C600

1.2 SUMMARY

A. This Section includes water-distribution piping and related components.




A. Interruption of Existing Water-Distribution Service: Do not interrupt service to facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary water-distribution service according to requirements indicated. Notify Construction Manager no fewer than two days in advance of proposed interruption of service.

1.5 COORDINATION

A. Coordinate connection to watermain service with Charter Township of Harrison

PART 2 - PRODUCTS

2.1 MATERIAL

A. Per Charter Township of Harrison Standard Water Main Notes and Details.

2.2 GATE VALVES


2.3 WATER METERS




2.4 FIRE HYDRANTS


PART 3 - EXECUTION

3.1 EARTHWORK

A. Refer to Section 312000 "Earth Moving" for excavating, trenching, and backfilling.

3.2 PIPING INSTALLATION


B. Water-Main Lead Connection: Arrange with the Charter Township of Harrison to be present for transfers of water main lead changes at the appropriate locations indicated on water main plan sheets.

C. Water-Main Connection: Tap water main according to requirements of the Charter Township of Harris.

D. Bury piping with depth of cover over top at least 5.0 feet deep.

E. Install underground piping with restrained joints at horizontal and vertical changes, use restrained-joint piping, thrust blocks, anchors, tie-rods and clamps, and other supports per Charter Township of Harrison Standard Water Main Notes and Details.

3.3 JOINT CONSTRUCTION


3.4 VALVE INSTALLATION


3.5 CONNECTIONS


3.6 Water Services


3.7 CLEANING AND TESTING

A. Clean, test, and disinfect water-distribution piping Per City of Caro Engineering Design Standards.




A. All pipe furnished shall be subject to inspection per the Charter Township of Harrison Standard Water Main Notes and Details.


A. Clean and air test gravity sewer pipe per Charter Township of Harrison Standard Water Main Notes and Details.



SANITARY SEWERAGE UTILTIES 333100 - 1

SECTION 333100 – SANITARY SEWERAGE UTILITIES

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Charter Township of Harrison Standard Sanitary Sewer Notes and Details.

1.2 SUMMARY

A. This Section includes gravity sanitary sewer piping and related components.




A. Interruption of Existing Sanitary Sewerage Service: Do not interrupt service to facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary bypass pumping according to requirements indicated. Notify Construction Manager no fewer than two days in advance of proposed interruption of service.

1.5 COORDINATION

A. Coordinate connection to sanitary sewer service with Charter Township of Harrison

PART 2 - PRODUCTS

2.1 MATERIAL

A. Per Charter Township of Harrison Standard Sanitary Sewer Notes and Details.

2.2 MANHOLES, FRAMES, AND COVERS


2.3 CLEANOUTS




PART 3 - EXECUTION

3.1 EARTHWORK

A. Refer to Section 312000 "Earth Moving" for excavating, trenching, and backfilling.



B. Install piping beginning at low point, true to grades and alignment indicated with unbroken continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and couplings according to manufacturer's written instructions for using lubricants, cements, and other installation requirements.

C. Install manholes for changes in direction unless fittings are indicated. Use fittings for branch connections unless direct tap into existing sewer is indicated.

D. Install proper size increasers, reducers, and couplings where different sizes or materials of pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited.

E. When installing pipe under streets or other obstructions that cannot be disturbed, use jack and bore installation method.

F. Install gravity-flow, nonpressure, drainage piping according to the Charter Township of Harrison Standard Sanitary Sewer Notes and Details.

3.3 JOINT CONSTRUCTION


3.4 MANHOLE INSTALLATION


3.5 CLEANOUT INSTALLATION


3.6 CONNECTIONS



A. All pipe furnished shall be subject to inspection per the Charter Township of Harrison Standard Sanitary Sewer Notes and Details.




A. Clean and air test gravity sewer pipe per Charter Township of Harrison Standard Sanitary Sewer Notes and Details.



STORM UTILITY DRAINAGE PIPING 334100 - 1

SECTION 334100 - STORM UTILITY DRAINAGE PIPING

PART 1 - GENERAL

1.1 SUMMARY


1. Pipe and fittings. 2. Manholes 3. Inlets and catch basins. 4. Nonpressure transition couplings. 5. Pipe outlets. 6. Sediment and debris capture unit



B. Shop Drawings: 1. Manholes: Include plans, elevations, sections, details, frames, and covers. 2. Catch basins and stormwater inlets: Include plans, elevations, sections, details, frames, covers,

and grates. 3. Sediment and debris capture units


A. Coordination Drawings: Show pipe sizes, locations, and elevations. Show other piping in same trench and clearances from storm drainage system piping. Indicate interface and spatial relationship between manholes, piping, and proximate structures.

B. Field quality-control reports.


A. Piping materials shall bear label, stamp, or other markings of specified testing agency.


A. Do not store plastic manholes, pipe, and fittings in direct sunlight.

B. Protect pipe, pipe fittings, and seals from dirt and damage.

C. Handle manholes in accordance with manufacturer's written instructions.

D. Handle catch basins and stormwater inlets in accordance with manufacturer's written instructions.




A. Interruption of Existing Storm Drainage Service: Do not interrupt service to facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary service according to requirements indicated:

1. Notify Construction Manager no fewer than two days in advance of proposed interruption of service.

2. Do not proceed with interruption of service without Construction Manager's written permission.


A. Piping materials shall bear label, stamp, or other markings of specified testing agency.

PART 2 - PRODUCTS

2.1 CONCRETE PIPE AND FITTINGS

A. Source Limitations: Obtain concrete pipe and fittings from single manufacturer.

B. Reinforced-Concrete Sewer Pipe and Fittings: ASTM C 76.

1. Bell-and-spigot ends and gasketed joints with ASTM C 443 (ASTM C 443M), rubber gaskets 2. Class IV.

2.2 NONPRESSURE TRANSITION COUPLINGS

A. Comply with ASTM C 1173, elastomeric, sleeve-type, reducing or transition coupling, for joining underground nonpressure piping. Include ends of same sizes as piping to be joined, and corrosion-resistant-metal tension band and tightening mechanism on each end.

B. Sleeve Materials:

1. For Concrete Pipes: ASTM C 443, rubber.

2.3 CONCRETE

A. General: Cast-in-place concrete according to ACI 318, ACI 350/350R, and the following:

1. Cement: ASTM C 150, Type II. 2. Fine Aggregate: ASTM C 33, sand. 3. Coarse Aggregate: ASTM C 33, crushed gravel. 4. Water: Potable.

B. Portland Cement Design Mix: 4000 psi minimum, with 0.45 maximum water/cementitious materials ratio.

1. Reinforcing Fabric: ASTM A 185/A 185M, steel, welded wire fabric, plain. 2. Reinforcing Bars: ASTM A 615/A 615M, Grade 60 (420 MPa) deformed steel.

C. Ballast and Pipe Supports: Portland cement design mix, 3000 psi minimum, with 0.58 maximum water/cementitious materials ratio.



2.4 MANHOLES

A. Standard Precast Concrete Manholes: 1. Description: ASTM C478, precast, reinforced concrete, of depth indicated, with provision for sealant

joints. 2. Diameter: 48 inches minimum unless otherwise indicated. 3. Ballast: Increase thickness of precast concrete sections or add concrete to base section as

required to prevent flotation. 4. Base Section: 6-inch minimum thickness for floor slab and 4-inch minimum thickness for walls and

base riser section, and separate base slab or base section with integral floor. 5. Riser Sections: 4-inch minimum thickness, and lengths to provide depth indicated. 6. Top Section: Eccentric-cone type unless concentric-cone or flat-slab-top type is indicated, and top

of cone of size that matches grade rings. 7. Joint Sealant: ASTM C990, bitumen or butyl rubber. 8. Resilient Pipe Connectors: ASTM C923, cast or fitted into manhole walls, for each pipe connection. 9. Steps: Individual steps consisting of 1/2-inch steel reinforcing rods encased in ASTM D4101,

Polypropylene plastic wide enough to allow worker to place both feet on one step and designed to prevent lateral slippage off step. Cast or anchor steps into sidewalls at 12- to 16-inch intervals. Omit steps if total depth from floor of manhole to finished grade is less than 60 inches.

10. Adjusting Rings: Interlocking HDPE rings with level or sloped edge in thickness and diameter matching manhole frame and cover, and of height required to adjust manhole frame and cover to indicated elevation and slope. Include sealant recommended by ring manufacturer.

11. Grade Rings: Reinforced-concrete rings, 6- to 9-inch total thickness, to match diameter of manhole frame and cover, and height as required to adjust manhole frame and cover to indicated elevation and slope.

B. Manhole Frames and Covers: 1. Material: ASTM A48/A48M, Class 35 gray iron unless otherwise indicated. 2. Casting shall be EJIW 1040, Type A – Labeled “STORM”, Neenah R-1916F – Labeled “STORM”

or, Approved Equal.

2.5 CATCH BASINS

A. Standard Precast Concrete Catch Basins: 1. Description: ASTM C478, precast, reinforced concrete, of depth indicated, with provision for sealant

joints. 2. Base Section: 6-inch minimum thickness for floor slab and 4-inch minimum thickness for walls and

base riser section, and separate base slab or base section with integral floor. 3. Riser Sections: 4-inch minimum thickness, 48-inch diameter, and lengths to provide depth

indicated. 4. Top Section: Eccentric-cone type unless concentric-cone or flat-slab-top type is indicated. Top of

cone of size that matches grade rings. 5. Joint Sealant: ASTM C990, bitumen or butyl rubber. 6. Adjusting Rings: Interlocking rings with level or sloped edge in thickness and shape matching catch

basin frame and grate. Include sealant recommended by ring manufacturer. 7. Grade Rings: Include two or three reinforced-concrete rings, of 6- to 9-inch total thickness, that

match 24-inch-diameter frame and grate. 8. Steps: Individual steps consisting of 1/2-inch steel reinforcing rods encased in ASTM D4101,

Polypropylene plastic wide enough to allow worker to place both feet on one step and designed to prevent lateral slippage off step. Cast or anchor steps into sidewalls at 12- to 16-inch intervals. Omit steps if total depth from floor of manhole to finished grade is less than 60 inches.

9. Pipe Connectors: ASTM C923, resilient, of size required, for each pipe connecting to base section.

B. Catch Basin Frames and Covers: 1. Material: ASTM A48/A48M, Class 35 gray iron unless otherwise indicated. 2. Castings shall be as follows:

a. Round Inlet: EJIW 1040Z, with M1 grate, Neenah R-1916F, or Approved Equal b. Curb Inlet: EJIW 7045 with T2 Back and M1 grate Neenah R-3031-B, or Approved Equal



2.6 OUTLETS

A. Flared End Sections: Pre-cast Reinforced concrete flared end sections, with apron and tapered sides.

B. Riprap Basins: Natural stone, broken, irregularly sized and shaped, graded stone according to NSSGA's "Quarried Stone for Erosion and Sediment Control." 1. Average Size: NSSGA No. R-4, screen opening 3 inches.

2.7 Sediment Debris Capture Unit

A. Products: Rain Garden Turret, Anoka Conservation District, 1318 McKay Dr. NE, Suite 300, Ham Lake, MN 55304, www.RainGuardian.biz, 763-434-2030, or approved equal.

PART 3 - EXECUTION

3.1 EARTHWORK

A. Excavation, trenching, and backfilling are specified in Section 312000 "Earth Moving."


A. General Locations and Arrangements: Drawing plans and details indicate general location and arrangement of underground storm drainage piping. Location and arrangement of piping layout shall account for design considerations. Install piping as indicated, to extent practical. Where specific installation is not indicated, follow piping manufacturer's written instructions.

B. Install piping beginning at low point, true to grades and alignment indicated with unbroken continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and couplings according to manufacturer's written instructions for use of lubricants, cements, and other installation requirements.

C. Install manholes for changes in direction unless fittings are indicated. Use fittings for branch connections unless direct tap into existing sewer is indicated.

D. Install proper size increasers, reducers, and couplings where different sizes or materials of pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited.

E. When installing pipe under streets or other obstructions that cannot be disturbed, use pipe-jacking process of microtunneling.

F. Install gravity-flow, nonpressure drainage piping according to the following:

1. Install piping pitched down in direction of flow. 2. Install piping with 24” minimum cover, wherever possible. 3. Install reinforced-concrete sewer piping according to ASTM C 1479 and ACPA's "Concrete Pipe

Installation Manual."

3.3 PIPE JOINT CONSTRUCTION

A. Join gravity-flow, nonpressure drainage piping according to the following: 1. Join reinforced-concrete sewer piping according to ACPA's "Concrete Pipe Installation Manual" for

rubber-gasketed joints.



3.4 MANHOLE INSTALLATION

A. General: Install manholes, complete with appurtenances and accessories indicated.

B. Install precast concrete manhole sections with sealants in accordance with ASTM C891.

C. Where specific manhole construction is not indicated, follow manhole manufacturer's written instructions.

D. Set tops of frames and covers flush with finished surface of manholes that occur in pavements. Set tops 1 inches above finished surface elsewhere unless otherwise indicated.

3.5 CATCH BASIN INSTALLATION

A. Construct catch basins to sizes and shapes indicated.

B. Set frames and grates to elevations indicated.

3.6 STORMWATER OUTLET INSTALLATION

A. Install outlets that spill onto grade, with flared end sections that match pipe, where indicated.

B. Construct energy dissipaters at outlets, as indicated.

3.7 Sediment Debris Capture Unit

A. Install sediment debris capture unit in accordance with manufacturers specifications.


A. Place cast-in-place concrete according to ACI 318.

3.9 CONNECTIONS

A. Pipe couplings and expansion joints with pressure ratings at least equal to piping rating may be used in applications below unless otherwise indicated.

1. Use nonpressure-type flexible couplings where required to join gravity-flow, nonpressure sewer piping unless otherwise indicated.

a. Unshielded flexible couplings for same or minor difference OD pipes. b. Ring-type flexible couplings for piping of different sizes where annular space between

smaller piping's OD and larger piping's ID permits installation.


A. Inspect interior of piping to determine whether line displacement or other damage has occurred. Inspect after approximately 24 inches of backfill is in place, and again at completion of Project.

1. Defects requiring correction include the following:

a. Alignment: Less than full diameter of inside of pipe is visible between structures.



b. Deflection: Flexible piping with deflection that prevents passage of ball or cylinder of size not less than 92.5 percent of piping diameter.

c. Damage: Crushed, broken, cracked, or otherwise damaged piping. d. Infiltration: Water leakage into piping. e. Exfiltration: Water leakage from or around piping.

2. Replace defective piping using new materials and repeat inspections until defects are within tolerances specified.

3. Reinspect and repeat procedure until results are satisfactory.

B. Replace leaking piping using new materials and repeat testing until leakage is within tolerances specified.

3.11 CLEANING

A. Clean interior of piping of dirt and superfluous materials. Flush with water.



SUBDRAINAGE 334600 - 1

SECTION 334600 - SUBDRAINAGE

PART 1 - GENERAL

1.1 SUMMARY


1. Perforated-wall pipe and fittings. 2. Drainage conduits. 3. Geotextile filter fabrics.


A. Product Data: 1. Drainage conduits, including rated capacities. 2. Geotextile filter fabrics.

PART 2 - PRODUCTS

2.1 PERFORATED-WALL PIPES AND FITTINGS

A. Perforated PE Pipe and Fittings: 1. NPS 6 and Smaller: ASTM F 405 or AASHTO M 252, Type CP; corrugated, for coupled joints. 2. Couplings: Manufacturer's standard, band type.

2.2 SOIL MATERIALS

A. Soil materials are specified in Section 312000 "Earth Moving."

2.3 GEOTEXTILE FILTER FABRICS

A. Description: Fabric of PP or polyester fibers or combination of both, with flow rate range from 110 to 330 gpm/sq. ft. when tested according to ASTM D4491.

B. Structure Type: Nonwoven, needle-punched continuous filament. 1. Survivability: AASHTO M 288 Class 2. 2. Styles: Flat and sock.

C. Structure Type: Woven, to be used in areas of high velocity and subject to erosion as shown on plans. 1. Style: ADS 315ST or equal.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine surfaces and areas for suitable conditions where subdrainage systems are to be installed.



B. If subdrainage is required for landscaping, locate and mark existing utilities, underground structures, and aboveground obstructions before beginning installation and avoid disruption and damage of services.

C. Verify that drainage panels installed are properly positioned to drain into subdrainage system.

D. Proceed with installation only after unsatisfactory conditions have been corrected.

3.2 EARTHWORK

A. Excavating, trenching, and backfilling are specified in Section 312000 "Earth Moving."

3.3 UNDERDRAINAGE INSTALLATION

A. Excavate for underdrain drainage system after subgrade material has been compacted but before drainage course has been placed. Include horizontal distance of at least 6 inches between drainage pipe and trench walls. Grade bottom of trench excavations to required slope, and compact to firm, solid bed for drainage system.

B. Lay flat-style geotextile filter fabric in trench and overlap trench sides.

C. Place supporting layer of drainage course over compacted subgrade and geotextile filter fabric, to compacted depth as required by manufacturer and not less than 2 inches.

D. Add drainage course to width of at least 6 inches on side away from wall and to top of pipe to perform tests.

E. After satisfactory testing, cover drainage piping with drainage course to elevation shown on drawings and compact and wrap top of drainage course with flat-style geotextile filter fabric.


A. Install piping beginning at low points of system, true to grades and alignment indicated, with unbroken continuity of invert. Bed piping with full bearing in filtering material. Install gaskets, seals, sleeves, and couplings according to manufacturer's written instructions and other requirements indicated. 1. Lay perforated pipe with perforations down. 2. Excavate recesses in trench bottom for bell ends of pipe. Lay pipe with bells facing upslope and

with spigot end entered fully into adjacent bell.

B. Use increasers, reducers, and couplings made for different sizes or materials of pipes and fittings being connected. Reduction of pipe size in direction of flow is prohibited.

3.5 PIPE JOINT CONSTRUCTION

A. Join perforated PE pipe and fittings with couplings according to ASTM D3212 with loose banded, coupled, or push-on joints.

B. Special Pipe Couplings: Join piping made of different materials and dimensions with special couplings made for this application. Use couplings that are compatible with and fit materials and dimensions of both pipes.

3.6 CONNECTIONS

A. Comply with requirements for piping specified in Section 334100 "Storm Utility Drainage Piping." Drawings indicate general arrangement of piping, fittings, and specialties.



B. Connect low elevations of subdrainage system to building's solid-wall-piping storm drainage system.


A. Tests and Inspections:

1. After installing drainage course to top of piping, test drain piping with water to ensure free flow before backfilling.

2. Remove obstructions, replace damaged components, and repeat test until results are satisfactory.

B. Drain piping will be considered defective if it does not pass tests and inspections.

C. Prepare test and inspection reports.

3.8 CLEANING

A. Clear interior of installed piping and structures of dirt and other superfluous material as work progresses. Maintain swab or drag in piping and pull past each joint as it is completed. Place plugs in ends of uncompleted pipe at end of each day or when work stops.



DREDGING 352023 - 1

SECTION 352023 - DREDGING

PART 1 - GENERAL

1.1 SUMMARY


1. Removal of deposited sediment in vicinity of boat launch.

1.2 DEFINITIONS

A. Dredging: Excavating, transporting, and disposing of underwater materials.

B. Class A Material: solid rock requiring drilling and blasting to loosen, and boulders or rock fragments of individual volumes of 5 cubic feet or more.

C. Class B Material: loose or shale rock, silt, sand, quick sand, mud, shingle, gravel, clay, boulders, till, debris, or other organic and inorganic material not specified under Class A.

D. Debris: Pieces of wood, wood fiber, logs, wire, rope, tires, scrap, pieces of concrete, and other waste material.

E. Grade: Plane above which all material is to be dredged.

F. Side Slope: Inclined surface from grade depth at side limit of dredging area to intersect existing ground line outside of dredging area and to be expressed as a ratio of horizontal to vertical.

G. Drainage Course: Aggregate layer supporting the slab-on-grade that also minimizes upward capillary flow of pore water.

H. Cleared Areas Areas of dredging accepted as complying with plans and specifications.

I. Mechanical Sweep: Clearing all the dredged areas to the grade depth using a mechanical device suspended from a barge.

J. Datum: Permanently established plane from which soundings or elevations are referenced.

K. Coordinates: State Plane Coordinate System.

L. Mechanical Dredging: Dredging operation that uses mechanical equipment comprised of the following: clamshell, dragline, dipper or backhoe dredge with dump scows.

M. Hydraulic Dredging: Dredging operation that uses equipment that relies on the movement of water to excavate and transport underwater materials such as: cutter suction dredger, suction dredger, or trailing suction hopper dredger.


A. Preexcavation Conference: Conduct conference at Project site.


DREDGING 352023 - 2


A. Utility Locator Service: Notify utility locator service for area where Project is located before beginning dredging operations.

1.5 INTERFERENCE TO NAVIGATION

A. Do not impede navigation on Lake St. Clair during progress of work.

1.6 REQUIREMENTS OF REGULATORY AGENCIES

A. Adhere to requirements of USACE and EGLE (formerly MDEQ) for all dredging operation. Review permits issued for the work and included in this Project Manual.

B. Mark floating equipment with lights in accordance with navigational safety standards.

C. Install turbidty curtain to completely surround dredge limits. Maintain turbidity curtain during the entire dredge operation.

1.7 SITE INFORMATION

A. Material to be dredged consists of Class ‘B’ material, though may be mixed with remnants of the deteriorating wooden sea wall.

B. Site has been previously dredged to grade depth. Material to be dredged generally consists of silt, silty sand, sand, clay, and debris, though may be mixed with remnants of the deteriorating wooden sea wall.

C. Contractor shall clear debris and mud from boating access site and adjacent roadways during the hauling of materials to disposal site.

1.8 DREDGING SEQUENCE

A. Contractor shall supply Landscape Architect / Engineer with plan of dredging sequence and/or stages.

B. Landscape Architect / Engineer may direct Contractor to alter sequence of dredging operation.

1.9 MEASUREMENT AND PAYMENT

A. Mobilization, demobilization, and complete dredging operation, including legal offsite disposal of the material, will constitute completion of and the full cost of the work. Dredge quantities are anticipated to be within 10% plus or minus the quantities reflected in the permit.

B. Prior to commencement of dredge activities, Contractor shall verify current bathymetry as compared to the latest surveyed bathymetry. If the current bathymetry will result in dredge quantities that exceed 10% of that reflected in the permit, Contractor shall advise Landscape Architect / Engineer of this circumstance, affording the Owner the opportunity to decide whether to dredge the additional quantity (to be paid at the Contract Unit Price) or not. Identifying excess dredging after the dredge operation is complete will not be entertained for payment.

C. Contractor shall provide as-built survey drawing verifying that the intended proposed bathymetry has been met.


DREDGING 352023 - 3

1.10 DREDGING METHODOLOGY

A. Contractor shall determine required equipment, means and methods necessary to excavate material and to dispose of excavated material.

PART 2 - PRODUCTS

2.1 DREDGE EQUIPMENT

A. Contractor shall determine required equipment, means and methods necessary to excavate material and to dispose of excavated material.

PART 3 - EXECUTION

3.1 LAYOUT OF WORK

A. Immediately upon entering site for purpose of beginning work on this project, locate all reference points and take proper action necessary to prevent their disturbance.

B. The Contractor’s Surveyor shall identify the established horizontal control consisting of a baseline, coordinate system with reference control monuments and vertical control benchmarks to define the work.

C. Maintain the established horizontal and vertical control and lay out the work from these established references. Be responsible for the accuracy of work relative to established references. Provide and maintain electronic position fixing and distance measuring equipment as required for accurate dredging control. Provide, at own expense, survey vessel, equipment and crew to set up and maintain control for location of dredge limits.

D. Dredge the launch area to the grades indicated on the plan.

E. Remove dredged material and legally dispose of it offsite.

3.2 DISPOSAL OF DREDGED MATERIAL

A. Ensure truck boxes or dump scows are sealed and do not leak dredged material during transportation between dredging site, transfer area, and disposal site. If spillage or leakage of dredged material occurs, stop work until remedial measures are taken.

B. Do not bottom dump loaded dump scows in the lake.

C. Do not permit dredged material to spill or flow into waterways during the disposal of dredged material activities.

D. Maintain roadways and transfer area in a clean manner throughout the duration of the contract.

3.3 DISPOSAL OF DEBRIS

A. Do not dispose of debris in lake.

B. Dispose of debris legally offsite, pre requirements of the EGLE and USACE permits.


DREDGING 352023 - 4

3.4 MONITORING OF WORK

A. Contractor is responsible to monitor effectiveness and productivity of his own work on an ongoing basis.

B. The Landscape Architect / Engineer will monitor work as required to ensure work is being carried out as per the contract documents.

3.5 SWEEPING AND ACCEPTANCE OF WORK

A. Sweep entire dredged area in one continuous operation on completion of dredging to confirm that grade depth has been achieved. Landscape Architect / Engineer to be present during sweeping

B. Sweeping equipment to consist of heavy steel beam suspended from a barge at required depth. Beam to be capable of adjustment and calibration

C. Provide a minimum of 48 hours notice to Landscape Architect / Engineer for commencement of the mechanical sweeping of the site.

D. Upon successful completion of the mechanical sweep, as determined by the Landscape Architect / Engineer, provided that no high spots were encountered, acceptance of work will be provided.

3.6 RE-DREDGING

A. Re-dredge unsatisfactory work and verify depths with additional sounding or mechanical sweeping to approval of Engineer.

3.7 FINAL CLEANING

A. Remove surplus materials, excess materials, rubbish, tools and equipment.
