Downtown Topeka Foundation Plaza Site Demolition Package...D101 – Demolition Site Plan D102 –...

Contract Documents © 2018 HTK Architects

Downtown Topeka Foundation

Downtown Topeka Foundation Plaza – Site Demolition Package

612 – 632 S. Kansas Ave.

Topeka, KS 66603

Project Manual Project No. 1511.03-002

November 21, 2018

PROJECT MANUAL

Project No. 1511.03-002

November 21, 2018

PROJECT

Downtown Topeka Foundation Plaza

612-632 S. Kansas Ave.

Topeka, KS 66603

OWNER


120 SE 6th Ave. #110

Topeka, KS 66603

ARCHITECT

HTK Architects

900 S. Kansas Ave., Suite 200

Topeka, KS 66612

(785) 266-5373

STRUCTURAL ENGINEER

Certus Structural Engineers

900 S Kansas Ave. Suite 400

Topeka, KS 66612

(785) 291-0400

MEP ENGINEERS

Latimer Sommers & Associates, P.A.

3639 SW Summerfield Drive, STE A

Topeka, KS 66614

(785)233-3232

CIVIL ENGINEER

Schmidt Beck & Boyd Engineering, LLC

1415 SW Topeka Blvd.

Topeka, KS 66612

(785) 215-8630

LANDSCAPE ARCHITECT

Bartlett & West

1200 SW Executive Drive

Topeka, KS 66615

(785) 272-2252

CONSTRUCTION MANAGER

McPherson Contractors, Inc.

3501 SW Fairlawn Rd.

Topeka, KS 66614

(785) 273-3880

Contract Documents © 2018 HTK Architects

Downtown Topeka Plaza – Site Demolition HTK Project No. 1511.03-002

ARCHITECTS AND ENGINEERS PROFESSIONAL SEALS PS - 1

ARCHITECT'S PROFESSIONAL SEAL

The drawings, specifications, and other documents referenced in the enclosed Table of Contents for this project (identified in

the header above) have been prepared by or under the direct supervision of the following licensed architect(s), with the

exception of the following: portions of Divisions 3, 5, 11, and 31-33 specifications, the entire Divisions 21-28 specifications,

and the drawings identified as “Civil”, "Structural", "Mechanical" and "Electrical". Those documents pertain directly to the

work of the consultants involved with this project, who will separately identify and seal the work for which they are responsible.


TABLE OF CONTENTS TC-1

PROJECT MANUAL TABLE OF CONTENTS NO. OF PAGES

FRONT END

Title Page

Architect's & Engineer's Professional Seals

Table of Contents

BIDDING REQUIREMENTS & CONTRACT CONDITIONS

Instruction to Bidders

Bid Form - General (Single Contract)

SPECIFICATION

DIVISION 1 - GENERAL REQUIREMENTS

SECTION 011000 – SUMMARY

SECTION 015000 – TEMPORARY FACILITIES AND CONTROLS

SECTION 017329 – CUTTING AND PATCHING

SECTION 017419 – CONSTRUCTION WASTE MANAGEMENT & DISPOSAL

DIVISION 2 – EXISTING CONDITIONS

SECTION 024119 – SELECTIVE STRUCTURE DEMOLITION

ADDITIONAL INFORMATION

GEOTECHNICAL REPORT

DRAWING INDEX:

D101 – Demolition Site Plan

D102 – Demolition Plans

End of Table of Contents


INSTRUCTIONS TO BIDDERS B-1

INSTRUCTIONS TO BIDDERS

DATE: November 30, 2018

PROJECT:

Downtown Topeka Foundation Plaza – Site Demolition Package

612-632 S. Kansas Ave.

Topeka, KS 66603

DEFINITIONS

Definitions set forth in the General Conditions of the Contract for Construction, A.I.A. Document A-201, 2007 Edition,

are applicable to these Instructions to Bidders.

Bidding documents include the Advertisement to Bid, Instructions to Bidders, Bid Form and the Contract Documents,

including any Addenda issued prior to receipt of bids.

ADDENDA

Addenda are written or graphic instruments issued prior to the execution of the Contract, which modify or interpret the

bidding documents, including drawings and specifications, by additions, deletions, clarifications, or corrections.

Addenda will become part of the Contract Documents when the construction contract is executed.

Prior to the receipt of bids, Addenda will be posted McPherson Contractors Online Plan Room. Notifications of Addenda

will be e-mailed only to those who have registered and are tracking the project through the online plan room.

Bidders shall acknowledge receipt of Addenda in the space provided on the Bid Form.

EXAMINATION OF BIDDING DOCUMENTS

Each Bidder shall examine the bidding documents carefully and, not later than ten (10) days prior to the date for receipt

of bids, shall make written request to the Architect for interpretation or correction of any ambiguity, inconsistency or

error therein which he may discover. Any interpretation or correction will be issued as an Addendum by the Architect.

ONLY A WRITTEN INTERPRETATION OR CORRECTION BY ADDENDUM SHALL BE BINDING.

Bidding Documents will be available in PDF format to bidders.

SUBSTITUTION

Should Bidder wish to incorporate in the Base Proposal brands or products other than those named in the specifications,

he shall submit written request for substitution approval to the Architect a minimum of ten (10) days prior to date

proposals are due. Approved substitutions will be set forth in an Addendum. Bidders shall not rely upon approvals made

in any other manner.

BID PREPARATION

Demolition bids shall be submitted to the Construction Manager via email or fax..

Bids shall be made upon the BID FORM included with these specifications. Fill in all blanks on the BID FORM clearly

with typewriter or ink. Erasures or other changes in a bid must be explained or noted over the signature of the Bidder.

Signature shall be in longhand by a principal duly authorized to sign contracts; the signature shall be accompanied by the

corporate seal impression if bid is by a corporation. Bids shall contain no alterations, nor recapitulation of the work.

BOND / INSURANCE REQUIREMENTS

Within seven (7) days of the notification of intent to issue a contract, the selected Bidder may furnish the following:

1) A Performance Bond in the amount of 100 percent of the contract price. (SEE BID FORM FOR LINE ITEM)

Furnish bonds on forms and with sureties approved by the Owner, and authorized to transact business in Kansas.

Furnish Owner, through the Construction Manager, with two copies each of the Performance Bond and Insurance



Certificate.

COORDINATOR

The Construction Manager assumes general coordination and direction of the project. Each contractor shall cooperate

with other contractors on the work and install his work sequence to facilitate and not delay the installation of such other

contractors. The Architect is not the coordinator nor the expeditor of the work of the various contracts. Ref:

Specification Section 013100.

ALTERNATE BIDS

Each Bidder shall bid all alternates included on the Bid Form, except that should he desire not to bid an alternate, he may

insert the words "no bid" in the space provided for prices for such alternate. When a Bidder writes "no bid" for one or

more alternates, he thereby waives any claim to the contract award if that alternate (or those alternates) becomes the basis

for determining the low bid and/or changes the contract award. If an alternate price called for involves no change in

price, Bidder shall so indicate by writing the words "no change" in the space provided. If the space provided for an

alternate price is blank, that shall mean "no bid."

SALES TAX

Sales tax shall be paid on applicable work. SEE BID FORM FOR BREAKOUTS

BIDDER'S REPRESENTATION

Each Bidder, by making his bid, represents:

1) That he has read and understands the Instructions to Bidders.

2) That he has carefully examined all bidding documents pertaining to the project.

3) That he has visited the site and familiarized himself with the local conditions under which the work is to be

performed, including pertinent state and local codes and the conditions of labor and material markets.

4) That he understands time is of the essence in the award and prosecution of the work.

PRE-BID CONFERENCE

A pre-bid conference will be held at the time and location indicated below for all interested bidders to acquaint

themselves with the site and to discuss the project with the Architect, the Mechanical/Electrical Engineer and the Owner.

Attendance is encouraged, but is not mandatory. Any material changes or clarifications to the Bid documents discussed

at this conference will only be binding when issued to all Bidders by addenda.

Location: 612 S Kansas Ave. (two story building on site)

Day & Time: December 6th, 2018 at 1:00 PM

Flash lights are recommended as the building has no power.

SITE VISITS

Contractors may make arrangements to visit the site and examine the existing building by contacting Darren Younker at

McPherson Contractors at 785-273-3880, [email protected]. Site visits shall occur between the hours of

9:30pm and 3:30pm Monday through Friday.

BID RECEIVING

The Construction Manager will receive and privately open and read proposals as follows:

Date: December 13th, 2018

Time: 2:00 PM

Place: McPherson Contractors, Inc. Office

Proposal shall include furnishing all labor, materials, equipment, and performing the work for the project in strict

accordance with the Contract Documents as entitled above, dated November 21, 2018 No oral, telephonic or faxed bids

or modifications will be considered. No telephonic bids will be considered, but modifications by telegraph of bids

already submitted will be considered if received prior to time set for bid receiving.

A bid is invalid if it has not been deposited at the designated location prior to the time and date for receipt of bids

mailto:[email protected]



indicated above, or prior to any extension thereof issued to the Bidder.

BID WITHDRAWAL

A bid may be withdrawn on written, faxed or telegraphic request received by Owner from Bidder prior to time fixed for

bid receiving. Faxed bid withdrawal requests will be accepted only if Bidder confirms by telephone that faxed request

was received by Owner prior to bid opening time.

Unless otherwise provided in any supplement to these Instructions to Bidders, no Bidder shall modify, withdraw or cancel

his bid or any part thereof for thirty (30) days after the opening time of bids.

SPECIAL PROVISION

The Owner prefers that Contractors employ local subcontractors where possible. This is not a requirement.

SUBMISSION OF POST BID INFORMATION

Within seven (7) days of notification of intent to issue a contract, the Bidder shall submit the following:

1) A designation of the work to be performed by the Bidder with his own forces.

2) The names and resumes, including related experience, of the Project Manager and Field Superintendent

proposed by the Contractor for this project.

3) A list of names of the subcontractors proposed for the principal portions of the work and other persons or

organizations who are to furnish materials or equipment fabricated to a special design.

The Bidder will be required to establish to the satisfaction of the Architect and the Owner the reliability and

responsibility of the proposed subcontractors to furnish and perform the work described in the sections of the

specifications pertaining to such proposed subcontractor's respective trades.

Subcontractors and other persons and organizations proposed by the Bidder and accepted by the Owner and the Architect

must be used on the work for which they were proposed and accepted and shall not be changed except with written

approval of the Owner and the Architect.

CONTRACT

The demolition package will be awarded as a contract between McPherson Contractors and the successful bidder.

AWARD OF CONTRACT

Contract will be awarded as soon as possible to the responsible Bidder submitting the lowest acceptable bid (i.e.

combination of Base Bid and accepted alternates, with due consideration to unit prices), provided:

1) Evidence of the experience, qualifications and financial responsibility of each Bidder and his subcontractors and

the time of completion are all acceptable to the Owner.

2) The total of acceptable bids is within the Owner's financial budget for the project.

REJECTION OF BIDS

The Bidder acknowledges the right of the Construction Manager to reject any or all bids and to waive any formality or

irregularity in any bid received. In addition, the Bidder recognizes the right of the Construction Manager to reject a bid if

the Bidder failed to furnish any required bid security, or to submit the data required by the bidding documents, or if the

bid is in any way incomplete or irregular.

End of Instructions to Bidders


SUMMARY 011000 - 1

SECTION 011000 - SUMMARY

PART 1 - GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and

other Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. This Section includes the following:

1. Project Information.

2. Work covered by the Contract Documents.

3. Type of the Contract.

4. Work phases.

5. Work under other contracts.

6. Owner-furnished products.

7. Use of premises

8. Owner’s occupancy requirements

9. Work restrictions

10. Specification formats and conventions

B. Related Sections include the following:

1. Division 01 Section "Temporary Facilities and Controls" for limitations and procedures governing

temporary use of Owner's facilities.

1.3 WORK COVERED BY CONTRACT DOCUMENTS

A. Project Identification: Downtown Topeka Foundation Plaza – Site Demolition Package

1. Project Location: 612 – 632 S. Kansas Ave, Topeka, Kansas 66603

B. Owner: Downtown Topeka Foundation

1. Owner's Address: 120 SE 6th Ave #110, Topeka, KS 66603

2. Owner’s Representative: Kurt Young

C. Architect: HTK Architects, 900 Kansas Ave., Suite 200, Topeka, KS 66612

D. Construction Manager: McPherson Contractors, Inc

E. The Work consists of the following:

1. The Work in the Site Demolition Package includes site, building and selective demolition as

indicated on Drawings.


SUMMARY 011000 - 2

1.4 TYPE OF CONTRACT

A. Project will be constructed under a single prime contract with the Construction Manager.

1.5 WORK PHASES

A. The phasing of demolition activities shall be directed by the Construction Manager.

B. Before commencing Work of each phase, submit a schedule showing the sequence, commencement and

completion dates, and move-out and -in dates of Owner's personnel for all phases of the Work.

C. Overall project work and demolition activities shall be coordinated with City of Topeka in public right of

ways adjacent to the site.

1.6 WORK UNDER OTHER CONTRACTS

A. General: Cooperate fully with separate contractors so work on those contracts may be carried out

smoothly, without interfering with or delaying work under this Contract. Coordinate the Work of this

Contract with work performed under separate contracts.

B. Concurrent Work: The Construction Manager shall manage concurrent utility work by the City of

Topeka in the adjacent public right of ways.

1.7 USE OF PREMISES

A. General: Contractor shall have full use of premises for construction operations.

B. Use of Site: Limit use of premises to areas within the Contract limits indicated. Do not disturb portions

of Project site beyond areas in which the Work is indicated.

1. Owner Occupancy: Owner will not occupy property during construction.

2. Driveways and Entrances: Keep driveways loading areas, and entrances serving premises clear

and available to Owner, Owner's employees, and emergency vehicles at all times. Do not use

these areas for parking or storage of materials.

a. Schedule deliveries to minimize use of driveways and entrances.

b. Schedule deliveries to minimize space and time requirements for storage of materials and

equipment on-site.

c. Schedule deliveries to not interfere with the owner’s bus drop off & pick up schedule.

C. Use of Existing Building: Maintain existing building in a weathertight condition throughout construction

period. Repair damage caused by construction operations. Protect building and its occupants during

construction period.

1.8 OWNER'S OCCUPANCY REQUIREMENTS

A. Owner Occupancy of Completed Areas of Construction: Owner reserves the right to occupy and to place

and install equipment in completed areas of building, before Substantial Completion, provided such

occupancy does not interfere with completion of the Work. Such placement of equipment and partial

occupancy shall not constitute acceptance of the total Work.


SUMMARY 011000 - 3

1. Architect will prepare a Certificate of Substantial Completion for each specific portion of the

Work to be occupied before Owner occupancy.

2. Obtain a Certificate of Occupancy from authorities having jurisdiction before Owner occupancy.

3. Before partial Owner occupancy, mechanical and electrical systems shall be fully operational, and

required tests and inspections shall be successfully completed. On occupancy, Owner will operate

and maintain mechanical and electrical systems serving occupied portions of building.

4. On occupancy, Owner will assume responsibility for maintenance and custodial service for

occupied portions of building.

1.9 SPECIFICATION FORMATS AND CONVENTIONS

A. Specification Content: The Specifications use certain conventions for the style of language and the

intended meaning of certain terms, words, and phrases when used in particular situations. These

conventions are as follows:

1. Imperative mood and streamlined language are generally used in the Specifications. The words

"shall," "shall be," or "shall comply with," depending on the context, are implied where a colon (:)

is used within a sentence or phrase.

2. Specification requirements are to be performed by Contractor unless specifically stated otherwise.

B. Division 01 General Requirements: Requirements of Sections in Division 01 apply to the Work of all

Sections in the Specifications.

C. Drawing Coordination: Requirements for materials and products identified on Drawings are described in

detail in the Specifications. One or more of the following are used on Drawings to identify materials and

products:

1. Terminology: Materials and products are identified by the typical generic terms used in the

individual Specifications Sections.

2. Abbreviations: Materials and products are identified by abbreviations published as part of the

U.S. National CAD Standard and scheduled on Drawings.

PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION (Not Used)

END OF SECTION 011000


TEMPORARY FACILITIES AND CONTROLS 01 5000 - 1

SECTION 015000 – TEMPORARY FACILITIES AND CONTROLS

PART 1 - GENERAL




1.2 SUMMARY

A. This Section includes requirements for temporary facilities and controls, including temporary utilities,

support facilities, and security and protection facilities.

B. Temporary utilities include, but are not limited to, the following:

1. Water service and distribution.

2. Sanitary facilities, including toilets, wash facilities, and drinking-water facilities.

3. Electric power service.

4. Lighting.

C. Support facilities include, but are not limited to, the following:

1. Waste disposal facilities.

2. Field offices.

3. Storage and fabrication sheds.

4. Construction aids and miscellaneous services and facilities.

D. Security and protection facilities include, but are not limited to, the following:

1. Environmental protection.

2. Stormwater control.

3. Tree and plant protection.

4. Site enclosure fence.

5. Security enclosure and lockup.

6. Barricades, warning signs, and lights.

7. Temporary enclosures.

8. Fire protection.

E. Related Sections include the following:

1. Division 1 Section "Execution" for progress cleaning requirements.

1.3 QUALITY ASSURANCE

A. Standards: Comply with ANSI A10.6, NECA's "Temporary Electrical Facilities," and NFPA 241.

1. Trade Jurisdictions: Assigned responsibilities for installation and operation of temporary utilities

are not intended to interfere with trade regulations and union jurisdictions.

2. Electric Service: Comply with NECA, NEMA, and UL standards and regulations for temporary

electric service. Install service to comply with NFPA 70.

B. Tests and Inspections: Arrange for authorities having jurisdiction to test and inspect each temporary

utility before use. Obtain required certifications and permits.



1.4 PROJECT CONDITIONS

A. Temporary Utilities: At earliest feasible time, change over from use of temporary service to use of

permanent service.

1. Temporary Use of Permanent Facilities: Installer of each permanent service shall assume

responsibility for operation, maintenance, and protection of each permanent service during its use

as a construction facility before Owner's acceptance, regardless of previously assigned

responsibilities.

B. Conditions of Use: The following conditions apply to use of temporary services and facilities by all

parties engaged in the Work:

1. Keep temporary services and facilities clean and neat.

2. Relocate temporary services and facilities as required by progress of the Work.

PART 2 - PRODUCTS

2.1 MATERIALS

A. General: Provide new materials. Undamaged, previously used materials in serviceable condition may be

used if approved by Owner’s Consultant. Provide materials suitable for use intended.

B. Portable Chain-Link Fencing: Minimum 2-inch 9-gage, galvanized steel, chain-link fabric fencing;

minimum 6 feet high with galvanized steel pipe posts; minimum 2-3/8-inch OD line posts and 2-7/8-inch

OD corner and pull posts, with 1-5/8-inch OD top and bottom rails. Provide concrete or steel bases for

supporting posts.

C. Lumber and Plywood: Comply with requirements in Division 6 Section "Rough Carpentry."

D. Gypsum Board: Minimum 1/2 inch thick by 48 inches wide by maximum available lengths; regular-type

panels with tapered edges. Comply with ASTM C 36.

E. Insulation: Unfaced mineral-fiber blanket, manufactured from glass, slag wool, or rock wool; with

maximum flame-spread and smoke-developed indices of 25 and 50, respectively.

F. Paint: Industry Standards.

G. Tarpaulins: Fire-resistive labeled with flame-spread rating of 15 or less.

H. Water: Potable.

2.2 EQUIPMENT

A. General: Provide equipment suitable for use intended.

B. Field Offices: Mobile units with lockable entrances, operable windows, and serviceable finishes; heated

and air conditioned; on foundations adequate for normal loading.

C. Fire Extinguishers: Hand carried, portable, UL rated. Provide class and extinguishing agent as indicated

or a combination of extinguishers of NFPA-recommended classes for exposures.

1. Comply with NFPA 10 and NFPA 241 for classification, extinguishing agent, and size required by

location and class of fire exposure.

D. Self-Contained Toilet Units: Single-occupant units of chemical, aerated recirculation, or combustion

type; vented; fully enclosed with a glass-fiber-reinforced polyester shell or similar nonabsorbent material.



E. Drinking-Water Fixtures: Containerized, tap-dispenser, bottled-water drinking-water units, including

paper cup supply.

F. Electrical Outlets: Properly configured, NEMA-polarized outlets to prevent insertion of 110- to 120-V

plugs into higher-voltage outlets; equipped with ground-fault circuit interrupters, reset button, and pilot

light.

G. Power Distribution System Circuits: Where permitted and overhead and exposed for surveillance, wiring

circuits, not exceeding 125-V ac, 20-A rating, and lighting circuits may be nonmetallic sheathed cable.

PART 3 - EXECUTION

3.1 INSTALLATION, GENERAL

A. Locate facilities where they will serve Project adequately and result in minimum interference with

performance of the Work. Relocate and modify facilities as required.

B. Provide each facility ready for use when needed to avoid delay. Maintain and modify as required. Do

not remove until facilities are no longer needed or are replaced by authorized use of completed permanent

facilities.

3.2 TEMPORARY UTILITY INSTALLATION

A. General: Engage appropriate local utility company to install temporary service or connect to existing

service. Where utility company provides only part of the service, provide the remainder with matching,

compatible materials and equipment. Comply with utility company recommendations.

1. Arrange with utility company to make connections for temporary services.

2. Provide adequate capacity at each stage of construction. Before temporary utility is available,

provide trucked-in services.

3. Obtain easements to bring temporary utilities to Project site where Owner's easements cannot be

used for that purpose.

B. Sewers and Drainage: If sewers are available, provide temporary connections to remove effluent that can

be discharged lawfully. If sewers cannot be lawfully used for discharge of effluent, provide containers to

remove and dispose of effluent off-site in a lawful manner.

1. Filter out excessive soil, construction debris, chemicals, oils, and similar contaminants that might

clog sewers or pollute waterways before discharge.

2. Connect temporary sewers to municipal system or private system as directed by sewer department

officials.

3. Maintain temporary sewers and drainage facilities in a clean, sanitary condition. After heavy use,

restore normal conditions promptly.

4. Provide temporary filter beds, settlement tanks, separators, and similar devices to purify effluent to

levels acceptable to authorities having jurisdiction.

C. Water Service: Owner will be responsible for all costs associated with connections to existing service.

At project completion, restore these facilities to condition existing before initial use.

1. Provide rubber hoses as necessary to serve Project site.

2. As soon as water is required, extend service to form a temporary water distribution system.

Provide yard hydrant and hose bib connections so that all areas of new construction can be reached

with a 100-foot hose.

3. Where installations below an outlet might be damaged by spillage or leakage, provide a drip pan

of suitable size to minimize water damage. Drain accumulated water promptly from pans.



D. Sanitary Facilities: Provide temporary toilets, wash facilities, and drinking-water fixtures. Comply with

regulations and health codes for type, number, location, operation, and maintenance of fixtures and

facilities.

1. Disposable Supplies: Provide toilet tissue, paper towels, paper cups, and similar disposable

materials for each facility. Maintain adequate supply. Provide covered waste containers for

disposal of used material.

2. Toilets: Install self-contained toilet units. Shield toilets to ensure privacy. Provide separate

facilities for male and female personnel.

3. Wash Facilities: Install wash facilities supplied with potable water at convenient locations for

personnel who handle materials that require wash up. Dispose of drainage properly. Supply

cleaning compounds appropriate for each type of material handled.

a. Provide safety showers, eyewash fountains, and similar facilities for convenience, safety,

and sanitation of personnel.

4. Drinking-Water Facilities: Provide bottled-water, drinking-water units.

E. Electric Distribution: Provide receptacle outlets adequate for connection of power tools and equipment.

1. Provide waterproof connectors to connect separate lengths of electrical power cords if single

lengths will not reach areas where construction activities are in progress. Do not exceed safe

length-voltage ratio.

2. Provide warning signs at power outlets other than 110 to 120 V.

3. Provide metal conduit, tubing, or metallic cable for wiring exposed to possible damage. Provide

rigid steel conduits for wiring exposed on grades, floors, decks, or other traffic areas.

4. Provide metal conduit enclosures or boxes for wiring devices.

5. Provide 4-gang outlets, spaced so 100-foot extension cord can reach each area for power hand

tools and task lighting. Provide a separate 125-V ac, 20-A circuit for each outlet.

F. Lighting: Provide temporary lighting with local switching that provides adequate illumination for

construction operations and traffic conditions.

1. Install and operate temporary lighting that fulfills security and protection requirements without

operating entire system.

2. Install exterior-yard site lighting that will provide adequate illumination for construction

operations, traffic conditions, and signage visibility when the Work is being performed.

3.3 SUPPORT FACILITIES INSTALLATION

A. General: Comply with the following:

1. Locate field offices, storage sheds, sanitary facilities, and other temporary construction and

support facilities for easy access.

2. Provide incombustible construction for offices, shops, and sheds located within construction area

or within 30 feet of building lines. Comply with NFPA 241.

3. Maintain support facilities until near Substantial Completion. Remove at Substantial Completion.

Personnel remaining after Substantial Completion will not be permitted to use permanent

facilities, unless arraignments are made with the Owner's Representative.

B. Waste Disposal Facilities: Provide waste-collection containers in sizes adequate to handle waste from

construction operations. Containerize and clearly label hazardous, dangerous, or unsanitary waste

materials separately from other waste. Comply with Division 1 Section "Execution" for progress

cleaning requirements.

1. If required by authorities having jurisdiction, provide separate containers, clearly labeled, for each

type of waste material to be deposited.



2. Develop a waste management plan for Work performed on Project. Indicate types of waste

materials Project will produce and estimate quantities of each type. Provide detailed information

for on-site waste storage and separation of recyclable materials. Provide information on

destination of each type of waste material and means to be used to dispose of all waste materials.

C. Storage and Fabrication Sheds: Provide sheds sized, furnished, and equipped to accommodate materials

and equipment involved, including temporary utility services. Sheds may be open shelters or fully

enclosed spaces within building or elsewhere on-site.

1. All storage and fabrication structures must be pre-approved by the Owner and Owner’s Consultant.

D. Lifts and Hoists: Provide facilities for hoisting materials and personnel. Truck cranes and similar

devices used for hoisting materials are considered "tools and equipment" and not temporary facilities.

3.4 SECURITY AND PROTECTION FACILITIES INSTALLATION

A. Environmental Protection: Provide protection, operate temporary facilities, and conduct construction in

ways and by methods that comply with environmental regulations and that minimize possible air,

waterway, and subsoil contamination or pollution or other undesirable effects. Avoid using tools and

equipment that produce harmful noise. Restrict use of noisemaking tools and equipment to hours that

will minimize complaints from persons or firms near Project site.

B. Stormwater Control: If required, provide earthen embankments and similar barriers in and around

excavations and subgrade construction, sufficient to prevent flooding by runoff of storm water from

heavy rains.

C. Site Enclosure Fencing: If required, and before construction operations begin, install portable chain-link

enclosure fencing with lockable entrance gates. Locate to accommodate construction operations. Install in a

manner that will prevent people, dogs, and other animals from easily entering site except by entrance gates.

1. Set fence posts in concrete or steel bases.

2. Provide gates in sizes and at locations necessary to accommodate delivery vehicles and other

construction operations.

3. Maintain security by limiting number of keys and restricting distribution to authorized personnel.

Provide Owner with one set of keys.

D. Security Enclosure and Lockup: Install substantial temporary enclosure around partially completed areas

of construction. Provide lockable entrances to prevent unauthorized entrance, vandalism, theft, and

similar violations of security.

E. Barricades, Warning Signs, and Lights: Comply with standards and code requirements for erecting

structurally adequate barricades. Paint with appropriate colors, graphics, and warning signs to inform

personnel and public of possible hazard. Where appropriate and needed, provide lighting, including

flashing red or amber lights.

1. For safety barriers, sidewalk bridges, and similar uses, provide minimum 5/8-inch thick exterior plywood.

F. Temporary Fire Protection: Install and maintain temporary fire-protection facilities of types needed to

protect against reasonably predictable and controllable fire losses. Comply with NFPA 241.

1. Provide fire extinguishers, installed on walls on mounting brackets, visible and accessible from

space being served, with sign mounted above.

a. Field Offices: Class A stored-pressure water-type extinguishers.

b. Other Locations: Class ABC dry-chemical extinguishers or a combination of extinguishers

of NFPA-recommended classes for exposures.



c. Locate fire extinguishers where convenient and effective for their intended purpose;

provide not less than one extinguisher on each floor at or near each usable stairwell.

2. Store combustible materials in containers in fire-safe locations.

3. Maintain unobstructed access to fire extinguishers, fire hydrants, temporary fire-protection

facilities, stairways, and other access routes for firefighting. Prohibit smoking in hazardous fire-

exposure areas.

4. Supervise welding operations, combustion-type temporary heating units, and similar sources of

fire ignition.

5. Develop and supervise an overall fire-prevention and first-aid fire-protection program for

personnel at Project site. Review needs with local fire department and establish procedures to be

followed. Instruct personnel in methods and procedures. Post warnings and information.

3.5 OPERATION, TERMINATION, AND REMOVAL

A. Supervision: Enforce strict discipline in use of temporary facilities. To minimize waste and abuse, limit

availability of temporary facilities to essential and intended uses.

B. Maintenance: Maintain facilities in good operating condition until removal. Protect from damage caused

by freezing temperatures and similar elements.

1. Maintain operation of temporary enclosures, heating, cooling, humidity control, ventilation, and

similar facilities on a 24-hour basis where required to achieve indicated results and to avoid

possibility of damage.

C. Temporary Facility Changeover: Except for using permanent fire protection, as soon as available, do not

change over from using temporary security and protection facilities to permanent facilities until

Substantial Completion.

D. Termination and Removal: Remove each temporary facility when need for its service has ended, when it

has been replaced by authorized use of a permanent facility, or no later than Substantial Completion.

Complete or, if necessary, restore permanent construction that may have been delayed because of

interference with temporary facility. Repair damaged Work, clean exposed surfaces, and replace

construction that cannot be satisfactorily repaired.

1. Materials and facilities that constitute temporary facilities are the property of Contractor.

2. At Final Completion, clean and renovate permanent facilities used during construction period.

Comply with final cleaning requirements in Division 1 Section "Closeout Procedures."



CUTTING AND PATCHING 017329 - 1

SECTION 017329 - CUTTING AND PATCHING

PART 1 - GENERAL




1.2 SUMMARY

A. This Section includes procedural requirements for cutting and patching.


1. Divisions 02 through 49 Sections for specific requirements and limitations applicable to cutting

and patching individual parts of the Work.

1.3 DEFINITIONS

A. Cutting: Removal of in-place construction necessary to permit installation or performance of other Work.

B. Patching: Fitting and repair work required to restore surfaces to original conditions after installation of

other Work.


A. Structural Elements: Do not cut and patch structural elements in a manner that could change their load-

carrying capacity or load-deflection ratio.

B. Operational Elements: Do not cut and patch operating elements and related components in a manner that

results in reducing their capacity to perform as intended or that results in increased maintenance or

decreased operational life or safety. Operating elements include the following:

1. Primary operational systems and equipment.

2. Air or smoke barriers.

3. Fire-suppression systems.

4. Mechanical systems piping and ducts.

5. Control systems.

6. Communication systems.

7. Conveying systems.

8. Electrical wiring systems.

C. Miscellaneous Elements: Do not cut and patch miscellaneous elements or related components in a

manner that could change their load-carrying capacity, that results in reducing their capacity to perform

as intended, or that results in increased maintenance or decreased operational life or

safety. Miscellaneous elements include the following:

1. Water, moisture, or vapor barriers.

2. Membranes and flashings.

3. Exterior curtain-wall construction.

4. Equipment supports.

5. Piping, ductwork, vessels, and equipment.



D. Visual Requirements: Do not cut and patch construction in a manner that results in visual evidence of

cutting and patching. Do not cut and patch construction exposed on the exterior or in occupied spaces in

a manner that would, in Architect's opinion, reduce the building's aesthetic qualities. Remove and replace

construction that has been cut and patched in a visually unsatisfactory manner.

1.5 WARRANTY

A. Existing Warranties: Remove, replace, patch, and repair materials and surfaces cut or damaged during

cutting and patching operations, by methods and with materials so as not to void existing warranties.

PART 2 - PRODUCTS

2.1 MATERIALS

A. General: Comply with requirements specified in other Sections.

B. In-Place Materials: Use materials identical to in-place materials. For exposed surfaces, use materials that

visually match in-place adjacent surfaces to the fullest extent possible.

1. If identical materials are unavailable or cannot be used, use materials that, when installed, will

match the visual and functional performance of in-place materials.

PART 3 - EXECUTION

3.1 EXAMINATION

A. Examine surfaces to be cut and patched and conditions under which cutting and patching are to be

performed.

1. Compatibility: Before patching, verify compatibility with and suitability of substrates, including

compatibility with in-place finishes or primers.

2. Proceed with installation only after unsafe or unsatisfactory conditions have been corrected.

3.2 PREPARATION

A. Temporary Support: Provide temporary support of Work to be cut.

B. Protection: Protect in-place construction during cutting and patching to prevent damage. Provide

protection from adverse weather conditions for portions of Project that might be exposed during cutting

and patching operations.

C. Adjoining Areas: Avoid interference with use of adjoining areas or interruption of free passage to

adjoining areas.

D. Existing Utility Services and Mechanical/Electrical Systems: Where existing services/systems are

required to be removed, relocated, or abandoned, bypass such services/systems before cutting to prevent

interruption to occupied areas.

3.3 PERFORMANCE

A. General: Employ skilled workers to perform cutting and patching. Proceed with cutting and patching at

the earliest feasible time, and complete without delay.



1. Cut in-place construction to provide for installation of other components or performance of other

construction, and subsequently patch as required to restore surfaces to their original condition.

B. Cutting: Cut in-place construction by sawing, drilling, breaking, chipping, grinding, and similar

operations, including excavation, using methods least likely to damage elements retained or adjoining

construction. If possible, review proposed procedures with original Installer; comply with original

Installer's written recommendations.

1. In general, use hand or small power tools designed for sawing and grinding, not hammering and

chopping. Cut holes and slots as small as possible, neatly to size required, and with minimum

disturbance of adjacent surfaces. Temporarily cover openings when not in use.

2. Finished Surfaces: Cut or drill from the exposed or finished side into concealed surfaces.

3. Concrete and Masonry: Cut using a cutting machine, such as an abrasive saw or a diamond-core

drill.

4. Excavating and Backfilling: Comply with requirements in applicable Division 31 Sections where

required by cutting and patching operations.

5. Mechanical and Electrical Services: Cut off pipe or conduit in walls or partitions to be removed.

Cap, valve, or plug and seal remaining portion of pipe or conduit to prevent entrance of moisture

or other foreign matter after cutting.

6. Proceed with patching after construction operations requiring cutting are complete.

C. Patching: Patch construction by filling, repairing, refinishing, closing up, and similar operations

following performance of other Work. Patch with durable seams that are as invisible as possible.

Provide materials and comply with installation requirements specified in other Sections.

1. Inspection: Where feasible, test and inspect patched areas after completion to demonstrate

integrity of installation.

2. Exposed Finishes: Restore exposed finishes of patched areas and extend finish restoration into

retained adjoining construction in a manner that will eliminate evidence of patching and

refinishing.

a. Clean piping, conduit, and similar features before applying paint or other finishing

materials.

b. Restore damaged pipe covering to its original condition.

3. Floors and Walls: Where walls or partitions that are removed extend one finished area into

another, patch and repair floor and wall surfaces in the new space. Provide an even surface of

uniform finish, color, texture, and appearance. Remove in-place floor and wall coverings and

replace with new materials, if necessary, to achieve uniform color and appearance.

a. Where patching occurs in a painted surface, apply primer and intermediate paint coats over

the patch and apply final paint coat over entire unbroken surface containing the patch.

Provide additional coats until patch blends with adjacent surfaces.

4. Ceilings: Patch, repair, or rehang in-place ceilings as necessary to provide an even-plane surface

of uniform appearance.

5. Exterior Building Enclosure: Patch components in a manner that restores enclosure to a

weathertight condition.

D. Cleaning: Clean areas and spaces where cutting and patching are performed. Completely remove paint,

mortar, oils, putty, and similar materials.



CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL 01 7419 - 1

SECTION 01 7419 - CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL

PART 1 - GENERAL




1.2 SUMMARY

A. Section includes administrative and procedural requirements for the following:

1. Salvaging nonhazardous demolition and construction waste.

2. Recycling nonhazardous demolition and construction waste.

3. Disposing of nonhazardous demolition and construction waste.

1.3 DEFINITIONS

A. Construction Waste: Building and site improvement materials and other solid waste resulting from

construction, remodeling, renovation, or repair operations. Construction waste includes packaging.

B. Demolition Waste: Building and site improvement materials resulting from demolition or selective

demolition operations.

C. Disposal: Removal off-site of demolition and construction waste and subsequent sale, recycling, reuse, or

deposit in landfill or incinerator acceptable to authorities having jurisdiction.

D. Recycle: Recovery of demolition or construction waste for subsequent processing in preparation for

reuse.

E. Salvage: Recovery of demolition or construction waste and subsequent sale or reuse in another facility.

F. Salvage and Reuse: Recovery of demolition or construction waste and subsequent incorporation into the

Work.

1.4 WASTE MANAGEMENT PLAN

A. General: Develop a waste management plan. Plan shall consist of waste identification, waste reduction

work plan, and cost/revenue analysis. Indicate quantities by weight or volume, but use same units of

measure throughout waste management plan.

B. Construction waste shall be recycled at “Greenpoint C&D Processing Center” or approved equal. The

district wants debris recycled, however, the project is NOT a LEED project so paperwork for that does

NOT need to be submitted.

PART 2 - PRODUCTS (Not Used)


CONSTRUCTION WASTE MANAGEMENT AND DISPOSAL 01 7419 - 2

PART 3 - EXECUTION

3.1 PLAN IMPLEMENTATION

A. Site Access and Temporary Controls: Conduct waste management operations to ensure minimum

interference with roads, streets, walks, walkways, and other adjacent occupied and used facilities.

1. Designate and label specific areas on Project site necessary for separating materials that are to be

salvaged, recycled, reused, donated, and sold.

3.2 RECYCLING DEMOLITION AND CONSTRUCTION WASTE, GENERAL

A. General: Recycle paper and beverage containers used by on-site workers.

B. Preparation of Waste: Prepare and maintain recyclable waste materials according to recycling or reuse

facility requirements. Maintain materials free of dirt, adhesives, solvents, petroleum contamination, and

other substances deleterious to the recycling process.

C. Procedures: Separate recyclable waste from other waste materials, trash, and debris. Separate recyclable

waste by type at Project site to the maximum extent practical according to approved construction waste

management plan.

3.3 RECYCLING CONSTRUCTION WASTE

A. Packaging:

1. Cardboard and Boxes: Break down packaging into flat sheets. Bundle and store in a dry location.

2. Polystyrene Packaging: Separate and bag materials.

3. Pallets: As much as possible, require deliveries using pallets to remove pallets from Project site.

For pallets that remain on-site, break down pallets into component wood pieces and comply with

requirements for recycling wood.

4. Crates: Break down crates into component wood pieces and comply with requirements for

recycling wood.

3.4 DISPOSAL OF WASTE

A. General: Except for items or materials to be salvaged, recycled, or otherwise reused, remove waste

materials from Project site and legally dispose of them in a landfill or incinerator acceptable to authorities

having jurisdiction.

1. Except as otherwise specified, do not allow waste materials that are to be disposed of accumulate

on-site.

2. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas.

B. Burning: Do not burn waste materials.

C. Disposal: Remove waste materials and dispose of at designated spoil areas on Owner's property.

END OF SECTION 01 7419


SELECTIVE STRUCTURE DEMOLITION 024119 - 1

SECTION 024119 - SELECTIVE STRUCTURE DEMOLITION

PART 1 - GENERAL




1.2 SUMMARY

A. This Section includes the following:

1. Demolition and removal of selected portions of building or structure.

2. Salvage of existing items to be reused or recycled.


1. Division 01 Section "Summary" for use of premises, and phasing, and Owner-occupancy

requirements.

2. Division 01 Section "Temporary Facilities and Controls" for temporary construction and

environmental-protection measures for selective demolition operations.

3. Division 01 Section "Cutting and Patching" for cutting and patching procedures.

4. Hazardous material removal specifications.

1.3 DEFINITIONS

A. Remove: Detach items from existing construction and legally dispose of them off-site, unless indicated

to be removed and salvaged or removed and reinstalled.

B. Remove and Salvage: Detach items from existing construction and deliver them to Owner ready for

reuse.

C. Remove and Reinstall: Detach items from existing construction, prepare them for reuse, and reinstall

them where indicated.

D. Existing to Remain: Existing items of construction that are not to be removed and that are not otherwise

indicated to be removed, removed and salvaged, or removed and reinstalled.


A. Demolition Firm Qualifications: An experienced firm that has specialized in demolition work similar in

material and extent to that indicated for this Project.

B. Refrigerant Recovery Technician Qualifications: Certified by an EPA-approved certification program.

C. Regulatory Requirements: Comply with governing EPA notification regulations before beginning

selective demolition. Comply with hauling and disposal regulations of authorities having jurisdiction.

D. Standards: Comply with ANSI A10.6 and NFPA 241.

E. Refer to hazardous materials report from Construction Manager.



F. Predemolition Conference: Conduct conference at Project site to comply with requirements in

Division 01 Section "Project Management and Coordination." Review methods and procedures related to

selective demolition including, but not limited to, the following:

1. Inspect and discuss condition of construction to be selectively demolished.

2. Review structural load limitations of existing structure.

3. Review and finalize selective demolition schedule and verify availability of materials, demolition

personnel, equipment, and facilities needed to make progress and avoid delays.

4. Review requirements of work performed by other trades that rely on substrates exposed by

selective demolition operations.

5. Review areas where existing construction is to remain and requires protection.

6. Review environmental report.

1.5 PROJECT CONDITIONS

A. Conditions existing at time of inspection for bidding purpose will be maintained by Owner as far as

practical.

B. Notify Architect of discrepancies between existing conditions and Drawings before proceeding with

selective demolition.

C. Hazardous Materials: Refer to hazardous materials report from Construction Manager.

D. Storage or sale of removed items or materials on-site is not permitted.

E. Utility Service: Contractor shall be required for establishing utility service to building to perform required

work.

1.6 WARRANTY

A. Existing Warranties: None

PART 2 - EXECUTION

2.1 EXAMINATION

A. Verify that utilities have been disconnected and capped.

B. Survey existing conditions and correlate with requirements indicated to determine extent of selective

demolition required.

C. Inventory and record the condition of items to be removed and reinstalled and items to be removed and

salvaged.

D. When unanticipated mechanical, electrical, or structural elements that conflict with intended function or

design are encountered, investigate and measure the nature and extent of conflict. Promptly submit a

written report to Architect.

E. Perform surveys as the Work progresses to detect hazards resulting from selective demolition activities.

2.2 UTILITY SERVICES AND MECHANICAL/ELECTRICAL SYSTEMS

A. Existing Services/Systems: None exist. Contractor shall establish services necessary to complete the

work.



B. Service/System Requirements: Locate, identify, disconnect, and seal or cap off indicated utility services

and mechanical/electrical systems serving areas to be selectively demolished.

1. Owner will arrange to shut off indicated services/systems when requested by Contractor.

2. If services/systems are required to be removed, relocated, or abandoned, before proceeding with

selective demolition provide temporary services/systems that bypass area of selective demolition

and that maintain continuity of services/systems to other parts of building.

3. Cut off pipe or conduit in walls or partitions to be removed. Cap, valve, or plug and seal

remaining portion of pipe or conduit after bypassing.

a. Where entire wall is to be removed, existing services/systems may be removed with

removal of the wall.

2.3 PREPARATION

A. Temporary Facilities: Provide temporary barricades and other protection required to prevent injury to

people and damage to adjacent buildings and facilities to remain.

1. Provide protection to ensure safe passage of people around selective demolition area and to and

from occupied portions of building.

2. Provide temporary weather protection, during interval between selective demolition of existing

construction on exterior surfaces and new construction, to prevent water leakage and damage to

structure and interior areas.

3. Protect walls, ceilings, floors, and other existing finish work that are to remain or that are exposed

during selective demolition operations.

4. Cover and protect furniture, furnishings, and equipment that have not been removed.

5. Comply with requirements for temporary enclosures, dust control, heating, and cooling specified

in Division 01 Section "Temporary Facilities and Controls."

B. Temporary Shoring: Provide and maintain shoring, bracing, and structural supports as required to

preserve stability and prevent movement, settlement, or collapse of construction and finishes to remain,

and to prevent unexpected or uncontrolled movement or collapse of construction being demolished.

1. Strengthen or add new supports when required during progress of selective demolition.

2.4 SELECTIVE DEMOLITION, GENERAL

A. General: Demolish and remove existing construction only to the extent required by new construction and

as indicated. Use methods required to complete the Work within limitations of governing regulations and

as follows:

1. Proceed with selective demolition systematically, from higher to lower level. Complete selective

demolition operations above each floor or tier before disturbing supporting members on the next

lower level.

2. Neatly cut openings and holes plumb, square, and true to dimensions required. Use cutting

methods least likely to damage construction to remain or adjoining construction. Use hand tools

or small power tools designed for sawing or grinding, not hammering and chopping, to minimize

disturbance of adjacent surfaces. Temporarily cover openings to remain.

3. Cut or drill from the exposed or finished side into concealed surfaces to avoid marring existing

finished surfaces.

4. Do not use cutting torches until work area is cleared of flammable materials. At concealed spaces,

such as duct and pipe interiors, verify condition and contents of hidden space before starting

flame-cutting operations. Maintain fire watch and portable fire-suppression devices during flame-

cutting operations.

5. Maintain adequate ventilation when using cutting torches.



6. Remove decayed, vermin-infested, or otherwise dangerous or unsuitable materials and promptly

dispose of off-site.

7. Remove structural framing members and lower to ground by method suitable to avoid free fall and

to prevent ground impact or dust generation.

8. Locate selective demolition equipment and remove debris and materials so as not to impose

excessive loads on supporting walls, floors, or framing.

9. Dispose of demolished items and materials promptly.

B. Removed and Salvaged Items: None required.

1. Clean salvaged items.

2. Pack or crate items after cleaning. Identify contents of containers.

3. Store items in a secure area until delivery to Owner.

4. Transport items to Owner's storage area on-site designated by Owner, unless other storage area is

indicated.

5. Protect items from damage during transport and storage.

C. Removed and Reinstalled Items: None required.

1. Clean and repair items to functional condition adequate for intended reuse. Paint equipment to

match new equipment.

2. Pack or crate items after cleaning and repairing. Identify contents of containers.

3. Protect items from damage during transport and storage.

4. Reinstall items in locations indicated. Comply with installation requirements for new materials

and equipment. Provide connections, supports, and miscellaneous materials necessary to make

item functional for use indicated.

D. Existing Items to Remain: Protect construction indicated to remain against damage and soiling during

selective demolition. When permitted by Architect, items may be removed to a suitable, protected

storage location during selective demolition and cleaned and reinstalled in their original locations after

selective demolition operations are complete.

2.5 SELECTIVE DEMOLITION PROCEDURES FOR SPECIFIC MATERIALS

A. Concrete: Demolish in sections. Cut concrete full depth at junctures with construction to remain and at

regular intervals, using power-driven saw, then remove concrete between saw cuts.

B. Masonry: Demolish in small sections. Cut masonry at junctures with construction to remain, using

power-driven saw, then remove masonry between saw cuts.

C. Concrete Slabs-on-Grade: Saw-cut perimeter of area to be demolished, then break up and remove.

D. Resilient Floor Coverings: Remove floor coverings and adhesive according to recommendations in

RFCI-WP and its Addendum.

1. Remove residual adhesive and prepare substrate for new floor coverings by one of the methods

recommended by RFCI.

E. Roofing: Remove no more existing roofing than can be covered in one day by new roofing and so that

building interior remains watertight and weathertight. Refer to Division 07 for new roofing requirements.

F. Air-Conditioning Equipment: Remove equipment without releasing refrigerants.

2.6 DISPOSAL OF DEMOLISHED MATERIALS



A. General: Except for items or materials indicated to be recycled, reused, salvaged, reinstalled, or

otherwise indicated to remain Owner's property, remove demolished materials from Project site and

legally dispose of them in an EPA-approved landfill.

1. Do not allow demolished materials to accumulate on-site.

2. Remove and transport debris in a manner that will prevent spillage on adjacent surfaces and areas.

3. Remove debris from elevated portions of building by chute, hoist, or other device that will convey

debris to grade level in a controlled descent.

4. Comply with requirements specified in Division 01 Section "Construction Waste Management and

Disposal."

B. Burning: Do not burn demolished materials.

C. Disposal: Transport demolished materials off Owner's property and legally dispose of them.

2.7 CLEANING

A. Clean adjacent structures and improvements of dust, dirt, and debris caused by selective demolition

operations. Return adjacent areas to condition existing before selective demolition operations began.


REPORT COVER PAGE

Geotechnical Engineering ReportDowntown Topeka Plaza

Topeka, Kansas

October 12, 2018

Terracon Project No. 14185050

Prepared for:


Topeka, Kansas

Prepared by:

Terracon Consultants, Inc.

Topeka, Kansas

Terracon Consul tants, Inc. 3113 SW Van Buren Street Topeka, Kansas 66611

P (785) 267 3310 F (785) 267 3382 terracon.com

REPORT COVER LET TER T O SIGN

October 12, 2018


c/o HTK Architects

900 S. Kansas Avenue, Suite 200

Topeka, Kansas 66612

Attn: Mr. Charles Smith, AIA

P: (785) 266 5373

E: [email protected]

Re: Geotechnical Engineering Report

Downtown Topeka Plaza

7th and Kansas – 600 Block East

Topeka, Kansas

Terracon Project No. 14185050

Dear Mr. Smith:

We have completed the Geotechnical Engineering services for the above referenced project. This

study was performed in general accordance with Terracon Proposal No. P14185050 dated August

21, 2018. This report presents the findings of the subsurface exploration and provides geotechnical

recommendations concerning earthwork and the design and construction of foundation, floor slabs

and pavements for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions

concerning this report, or if we may be of further service, please contact us.

Sincerely,

Terracon Consultants, Inc.

Michael A. Snapp, E.I.T. Jamie M. Klein, P.E.

Staff Engineer Geotechnical Engineer

Kansas PE: 22112

Stephen B. Pretsch, P.E.

Principal

Kansas PE: 16602

for;

Responsive ■ Resourceful ■ Reliable

REPORT TOPICS

REPORT TOPICS

REPORT SUMMARY ....................................................................................................... IINTRODUCTION ............................................................................................................. 1SITE CONDITIONS ......................................................................................................... 1PROJECT DESCRIPTION .............................................................................................. 2GEOTECHNICAL CHARACTERIZATION ...................................................................... 4GEOTECHNICAL OVERVIEW ....................................................................................... 5EARTHWORK................................................................................................................. 7SHALLOW FOUNDATIONS ......................................................................................... 11SEISMIC CONSIDERATIONS ...................................................................................... 15FLOOR SLABS............................................................................................................. 15PAVEMENTS ................................................................................................................ 17GENERAL COMMENTS ............................................................................................... 20

Note: This report was originally delivered in a web-based format. Orange Bold text in the report indicates a referenced

section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the

logo will bring you back to this page. For more interactive features, please view your project online at

client.terracon.com.

ATTACHMENTS

EXPLORATION AND TESTING PROCEDURES

SITE LOCATION AND EXPLORATION PLANS

EXPLORATION RESULTS (Boring Logs with Laboratory Data and GeoModel)

SUPPORTING INFORMATION (General Notes and Unified Soil Classification System)

Geotechnical Engineering Report

Downtown Topeka Plaza ■ Topeka, Kansas

October 12, 2018 ■ Terracon Project No. 14185050

Responsive ■ Resourceful ■ Reliable i

REPORT SUMMARY

Topic1 Overview Statement

2

ProjectDescription

3 existing buildings and 1 parking lot will be demolished to accommodateconstruction of the following:

n Two-story expansion of the building at 612 Kansas Avenuen New public plaza which includes light/sound towers, stage, public

bathrooms, storage structures, and water features

GeotechnicalCharacterization

Existing fill encountered from previous development to depths of up to 11 feetNative fat clay was encountered below the fill to depths of up to about 24 feetLimestone bedrock was encountered in Boring B-2 at about 24 feet below existingground surfaceGroundwater was not observed during drilling operations

EarthworkRemover existing fill in areas to be improved with structuresFurther evaluate existing fill in planned pavement areas

ShallowFoundations

Shallow foundations can be used support of column and wall loads provided existingfill is remediated as recommended herein.Allowable bearing pressure = 2,500 psf for properly compacted fill extending tosuitable native materialsExpected settlements: ≤1 inch total, ≤¾ inch differential

Below GradeStructures

Components of the planned water features.

Retaining Walls Low decorative walls within the plaza.

Pavements

City of Topeka Standard Street section with subgrade prepared as noted inEarthworkConcrete: 6” PCCAsphalt: 8” AC

GeneralComments

This section contains important information about the limitations of this geotechnicalengineering report.

1. If the reader is reviewing this report as a pdf, the topics above can be used to access the appropriate sectionof the report by simply clicking on the topic itself.

2. This summary is for convenience only. It should be used in conjunction with the entire report for designpurposes.

Responsive ■ Resourceful ■ Reliable 1

INTRODUCTION


Downtown Topeka Plaza

7th and Kansas – 600 Block East

Topeka, KansasTerracon Project No. 14185050

October 12, 2018

INTRODUCTION

This report presents the results of our subsurface exploration and geotechnical engineering

services performed for the proposed downtown plaza to be located at 7th and Kansas – 600 Block

East in Topeka, Kansas. The purpose of these services is to provide information and geotechnical

engineering recommendations relative to:

■ Subsurface soil (and rock) conditions ■ Floor slab design and construction

■ Groundwater conditions ■ Seismic site classification per IBC

■ Site preparation and earthwork ■ Lateral earth pressures

■ Foundation design and construction ■ Pavement thickness considerations

The geotechnical engineering scope of services for this project included the advancement of 6

test borings to depths ranging from approximately 15 to 25 feet below existing site grades.

Maps showing the site and boring locations are shown in the Site Location and Exploration

Plan sections, respectively. The results of the laboratory testing performed on soil samples

obtained from the site during the field exploration are included on the boring logs in the

Exploration Results section of this report.

SITE CONDITIONS

The following description of site conditions is derived from our site visit in association with the

field exploration and our review of publicly available geologic and topographic maps.

Item Description

Parcel InformationThe project is located at 7th and Kansas – 600 Block East in Topeka,

Kansas.





Item Description

Existing

Improvements

The general area of the project is improved with 3 existing buildings and a

parking lot as depicted below. As noted, two existing buildings to the west

and the existing parking lot will be demolished to accommodate the new

construction.

Current Ground Cover Varies: Buildings, asphalt pavements, concrete sidewalks

Existing Topography Relatively level

PROJECT DESCRIPTION

Our initial understanding of the project was provided in our proposal and was discussed in the

project planning stage. A period of collaboration has transpired since the project was initiated,

and our final understanding of the project conditions is as follows:

Item Description

Information ProvidedOur understanding of the project is from the Geotechnical RFP dated August

10, 2018 along with the attached AIA Document C202 and Site Plans.

Project Description

The project will consist of the demolition of 3 buildings and 1 parking lot, the

removal and replacement of public right-of-way paving sections, expansion

of the remaining building at 612 Kansas Ave., and construction of a public

plaza as shown below.





Item Description

Preliminary Site Plan

Proposed Structures

■ 612 Kansas Expansion: Two story additions to match existing using

steel frame and steel stud infill supported by shallow foundations

and grade supported floor slabs.

■ New Restrooms and Storage: Single story structures with load

bearing masonry wall with steel joists supported by shallow

foundations and grade supported floor slabs.

■ Light/Sound Towers: Light steel frame structure towners to support

sound and lighting approximately 24’ to 30’ in height.

■ Stage: Concrete slab-on-grade with structural steel canopy

supported by column foundations.

■ Water Features: Plaza water features will require a water storage

tank and below grade room/vault for pumps, equipment and

filtration. Water storage (approx. 1,000 gal.) may be located below

grade in plaza and/or stage area.

■ Plaza Construction: Will also have low retaining walls, pavers, and

concrete pavement.

Finished Floor

Elevation (FFE)

We understand the FFE of the planned improvements will match that of the

existing structures.

Maximum Loads

(Assumed by

Terracon)

■ Columns: 50 kips

■ Walls: 3 kips per linear foot

■ Slabs: 125 pounds per square foot





Item Description

Grading/Slopes

Detailed site grading plans were not available at the time of this report;

however, we anticipate site grading will be limited to approximately 2 feet of

cut and/or fill for surface grade modifications. Deeper excavations would be

required where existing fill is remediated.

Below Grade

StructuresBelow grade components for the planned water features.

Free-Standing

Retaining WallsLow decorative walls within plaza

PavementsNew drop off/food truck parking is planned west of the plaza currently

occupied by SE 7th Street.

Terracon should be notified if any of the above information is inconsistent with the planned

construction, especially the grading limits, as modifications to our recommendations may be

necessary.

GEOTECHNICAL CHARACTERIZATION

Subsurface Profile

We have developed a general characterization of the subsurface conditions based upon our

review of the field and laboratory data. A graphical representation of the characterization

(GeoModel) is provided in the Exploration Results section. Conditions encountered at each

boring location are indicated on the individual boring logs shown in the Exploration Results

section and are attached to this report. Stratification boundaries on the boring logs represent the

approximate location of changes in soil types; in situ, the transition between native materials may

be gradual and could be abrupt in existing fill.

Groundwater Conditions

The boreholes were observed while drilling and at the completion of drilling for the presence and

level of groundwater. Groundwater was not observed at these times. However, this does not

necessarily mean the remaining borings terminated above groundwater. Due to the low permeability

of the upper cohesive soils encountered in the borings, a relatively long period may be necessary for

a groundwater level to develop and stabilize in a borehole. Long term observations in piezometers

or observation wells sealed from the influence of surface water are often required to define

groundwater levels in materials of this type.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff

and other factors not evident at the time the borings were performed. Therefore, groundwater

levels during construction or at other times in the life of the structure may be higher or lower than





the observations indicated on the boring logs. The possibility of groundwater level fluctuations

should be considered when developing the design and construction plans for the project.

GEOTECHNICAL OVERVIEW

Existing fill was encountered at the site at all boring locations to depths of up to about 12 feet.

The fill consisted of highly variable materials including clay soils with sand and gravel, cobbles,

concrete and brick fragments, and other construction rubble. Two of the borings refused on a

slab or boulder at depths ranging from 9 to 10 feet, which suggests the previous development

may have had basement levels that were backfilled with uncontrolled materials. Based on the

results of the subsurface exploration, laboratory testing, and our analyses, it is our opinion the

proposed improvements should not be supported on or above the existing fill. Shallow

foundations could be considered provided they bear on newly placed compacted structural fill that

extends to suitable native materials and provided they are placed at elevations to limit impacts to

existing foundations as described in the section Construction Adjacent to Existing Buildings.

Depending upon the risk tolerance of the owner, consideration could be given towards leaving

existing fill materials in place for the support of pavements provided a minimum of 1 foot of

material is removed and the over-excavation is then further evaluated by Terracon during

construction.

Geotechnical considerations for this project include:

■ Existing uncontrolled fill

■ Existing utilities

■ Swell potential

Existing Fill

The existing fill materials as described above were highly variable with the following ranges of

tested/measured properties.

Item Range

Moisture Content (%) 4 – 28

SPT-N Value (bpf) 3 – 41

As noted, Borings B-1 and B-4 encountered apparent slabs or boulders that may be associated

with former basement levels. Based on the results of the borings, we anticipate these possible

lower levels were backfilled with materials generated during demolition.

In our opinion, structures supported over existing fill that has not been placed with strict moisture

and density control will not perform predictably. As such, we recommend the existing fill be





removed to full depth in the general plaza area where the proposed structures are planned (i.e.

non-pavement improvements) and within the footprint of the planned building additions. It is

unknown if foundations for adjacent buildings extend to similar elevations as the existing fill.

Therefore, we recommend the foundations for existing buildings that could be impacted by over-

excavations be exposed and evaluated prior to fill remediation. Underpinning or shoring of

existing buildings may be required prior to excavating if existing foundations do not extend deep

enough to accommodate the fill removal. The resulting over-excavations should be backfill with

engineered fill as described in the Earthwork section. Shallow foundations could then be

considered provided they bear on newly placed compacted structural fill that extends to suitable

native materials.

Depending on composition, the existing fill materials may be suitable to construct new engineered

fills provided the materials meet the criteria described in this report. Reuse of the existing fill

materials could require significant sorting and moisture conditioning (i.e. wetting or drying).

Unsuitable materials, such as construction debris or highly organic soils, should not be used to

construct new engineered fill. The depth and composition of the existing fill materials can vary

greatly over relatively small lateral and vertical distances. Caution should be exercised when

using the depth and composition of the fill observed at the discrete boring locations for estimating

purposes. Therefore, a contingency budget could be considered to provide for additional

earthwork items such as moisture conditioning subgrade soils, and repairing soft subgrade soils,

removal/export of unsuitable materials and import/placement of engineered fill.

Support of pavements on or above existing fill soils is discussed in this report. However, even

with the recommended construction testing services, there is an inherent risk for the owner that

compressible fill or unsuitable material within or buried by the fill will not be discovered. This risk

of unforeseen conditions cannot be eliminated without completely removing the existing fill or

supporting the improvements by foundations which extend through the fill, but can be reduced by

performing the recommended additional testing and evaluation.

Swell Potential

Moderate to high plasticity soils were encountered during this exploration. These types of clays are

commonly referred to as “expansive” or “swelling” soils because they expand or swell as their

moisture contents increase. However, these soils also “contract” or “shrink” as their moisture

contents decrease. Structures supported on expansive soils can move upward and downward

significantly and such movements can result in distortion of, cracking in and cosmetic as well as

structural damage to the structure.

To reduce the risk related to expansive soils on this site, we recommend low volume change

(LVC) materials be used to construct the subgrade beneath the grade-supported floor slab of the

restroom building and any other slab within the plaza area deemed sensitive to movement. The

LVC fill layer should be at least 24 inches thick and should meet the LVC material criteria outlined





in this report in the Earthwork section. We anticipate the LVC materials would be placed as the

final 24-inches of backfill after existing fill materials are removed.

This report provides recommendations to help mitigate the effects of soil shrinkage and

expansion. However, even if these procedures are followed, some movement and at least minor

cracking in the structure could still occur. The severity of cracking and other cosmetic damage

such as uneven floor slabs on grade will probably increase if any modification of the site results

in excessive wetting or drying of the expansive soils. Eliminating the risk of movement and

cosmetic distress may not be feasible, but it may be possible to further reduce the risk of

movement if significantly more expensive measures are used during construction. We would be

pleased to discuss other construction alternatives with you upon request.

Existing Utilities

Underground utilities are present throughout the project site. We recommend if any utilities are to

remain in place, the associated backfill be tested by a representative of Terracon at the time of

construction. For utilities which are being relocated, the resulting trenches should be over

excavated and backfilled properly and tested in accordance with the recommendations in this

report in section Earthwork or be backfilled with lean concrete or flowable fill. If lean concrete is

used as backfill, the contractor should refer to all of the new build Mechanical-Electrical-Plumbing

(MEP) and foundation drawings to confirm that the concrete backfill materials will not conflict with

any new item installations or construction. Any abandoned underground pipes, left in place,

should be fully grouted.

General

The recommendations presented in the following sections consider site grading, building loads

and the location of the structure are as outlined earlier within this report. Terracon should be

contacted immediately if conditions are different than described as this may impact our

recommendations. The General Comments section provides an understanding of the report

limitations.

EARTHWORK

Earthwork for the project is expected to consist of site clearing, remediation of existing fill

materials, and backfill of resulting over-excavation. The following sections provide

recommendations for use in the preparation of specifications for the work. Recommendations

include critical quality criteria as necessary to render the site in the state considered in our

geotechnical engineering evaluation for foundations, floor slabs and pavements.





Site Preparation

We recommend removal of all existing pavements, sidewalks, foundations and floor slabs from

areas that will include at-grade construction. In our opinion, any existing fill located in the plaza

area to be developed by structures should be removed to full depth.

Depending upon the risk tolerance of the owner, consideration could be given towards leaving

existing fill materials in place in pavement areas provided a minimum of 1 foot of material is

removed and the over-excavation is then further evaluated by Terracon during construction. This

evaluation should consist of observing test pit excavations, performing field density tests, and/or

possibly obtaining samples for additional laboratory testing. If unsuitable materials are

encountered at this time, they should be removed and replaced with controlled engineered fill.

After completion of these operations the subgrade should be proof-rolled where possible to aid in

locating loose or soft areas. Proof-rolling can be performed with a loaded tandem axle dump

truck. Areas that are inaccessible can be evaluated using hand equipment such as a steel T-

probe, Oakfield sampler and hand penetrometer. Soft, dry and low-density soil should be

removed or compacted in place prior to placing fill.

Fill Material Types

Materials used for engineered fill should meet the following material property requirements:

Soil Type1 USCS Classification Acceptable Locations

Lean clayCL

(LL<40)All locations and elevations

Moderate plasticity

lean clay2

CL

(40<LL<50)

> 24 inches below the base of

grade supported floor slabs

Fat clay2 CH

(LL≥50)

> 24 inches below the base of

grade supported floor slabs

Low Volume Change

Material

CL or GM 3

and

(LL<45 & PI<20)

All locations and elevations

Well graded granular GM 3 All locations and elevations

1. Engineered fill should consist of approved materials free of organic matter and debris. Frozen material

should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type

should be submitted to the Geotechnical Engineer for evaluation prior to use on this site.

2. Delineation of moderate to high plasticity clays should be performed in the field by the geotechnical

engineer or their representative, and may require additional laboratory testing.

3. Similar to KDOT Type AB-3, crushed limestone aggregate, limestone screenings, or other dense graded

granular material containing at least 18% low plasticity fines.





Fill Compaction Requirements

Engineered fill should meet the following compaction requirements.

Item Description

Fill Lift Thickness

9 inches or less in loose thickness when heavy, self-propelled compaction equipment is used

4 to 6 inches in loose thickness when material is placed inconfined spaces or hand-guided equipment (i.e. jumpingjack or plate compactor) is used

Compaction Requirements1

At least 95% of the materials maximum standard Proctordry density (ASTM D 698), or

At least 70% of the materials maximum relative density(ASTM D4253 and D4254) for cohesionless soils

Moisture ContentCohesive Soil

LL≥45Within the range of optimum moisture content to 4% aboveoptimum moisture content as determined by the standardProctor test during placement and compaction

LL<45

Within the range of 2% below optimum moisture contentto 2% above the optimum moisture content value asdetermined by the standard Proctor test at the time ofplacement and compaction

Moisture Content Granular Material2 Workable moisture levels

1. We recommend that engineered fill be tested for moisture content and compaction during placement.Should the results of the in-place density tests indicate the specified moisture or compaction limits have notbeen met, the area represented by the test should be reworked and retested as required until the specifiedmoisture and compaction requirements are achieved.

2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to beachieved without the cohesionless fill material pumping when proofrolled.

Utility Trench Backfill

For low permeability subgrades, utility trenches are a common source of water infiltration and

migration. Utility trenches penetrating beneath any slab-on-grade development, if any, should be

effectively sealed to restrict water intrusion and flow through the trenches, which could migrate

below the building. The trench should provide an effective trench plug that extends at least 5 feet

from the face of the building exterior. The plug material should consist of cementitious flowable

fill or low permeability clay. The trench plug material should be placed to surround the utility line.

If used, the clay trench plug material should be placed and compacted to comply with the water

content and compaction recommendations for structural fill stated previously in this report.

Grading and Drainage

All grades must provide effective drainage away from the improvements during and after

construction and should be maintained throughout the life of the structure. Water retained next to





the improvements can result in soil movements greater than those discussed in this report.

Greater movements can result in unacceptable differential floor slab and/or foundation

movements, cracked slabs and walls, and roof leaks. Roofs should have gutters/drains with

downspouts that discharge onto splash blocks at a distance of at least 10 feet from buildings.

Exposed ground should be sloped and maintained at a minimum 5 percent away from the building

for at least 10 feet beyond the perimeter of the building. Locally, flatter grades may be necessary

to transition ADA access requirements for flatwork. After construction and landscaping, final

grades should be verified to document effective drainage has been achieved. Grades around the

structures should also be periodically inspected and adjusted as necessary as part of the site

maintenance program. Where paving or flatwork abuts structures, a maintenance program should

be established to effectively seal and maintain joints and prevent surface water infiltration.

Earthwork Construction Considerations

Based on the results of our exploration, excavation of cohesionless uncontrolled fill soils may

occur at the site during fill remediation. Continued confinement is required for cohesionless soils

(native or when used as engineered fill) to remain in a dense state. Therefore, caution should be

used where existing or new improvements are supported over existing fill comprised of

cohesionless soils (foundations, sidewalks, pavements, existing utilities, etc.) and new adjacent

excavations are performed as undermining could quickly occur. In addition, temporary trench

excavations that encounter cohesionless materials typically require flatter cut slopes than trench

excavations within cohesive soils. Further, any water present within the cohesionless soils,

perched or from surface drainage, would significantly complicate excavation and backfilling efforts

and additional dewatering techniques may be required.

Upon completion of filling and grading, care should be taken to maintain the subgrade water

content prior to construction of floor slabs. Construction traffic over the completed subgrades

should be avoided. The site should also be graded to prevent ponding of surface water on the

prepared subgrades or in excavations. Water collecting over, or adjacent to, construction areas

should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected

material should be removed, or the materials should be scarified, moisture conditioned, and re-

compacted, prior to floor slab construction.

Upon completion of filling and grading, care should be taken to maintain the subgrade water

content prior to construction of grade supported improvements. Construction traffic over the

completed subgrades should be avoided. The site should also be graded to prevent ponding of

surface water on the prepared subgrades or in excavations. Water collecting over, or adjacent to,

construction areas should be removed. If the subgrade freezes, desiccates, saturates, or is

disturbed, the affected material should be removed, or the materials should be scarified, moisture

conditioned, and recompacted, prior to construction of grade supported improvements.





As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926,

Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or

state regulations.

Construction site safety is the sole responsibility of the contractor who controls the means,

methods, and sequencing of construction operations. Under no circumstances shall the

information provided herein be interpreted to mean Terracon is assuming responsibility for

construction site safety, or the contractor's activities; such responsibility shall neither be implied

nor inferred.

Construction Observation and Testing

The earthwork efforts should be monitored under the direction of the Geotechnical Engineer.

Monitoring should include documentation of adequate removal of vegetation and topsoil, proof-

rolling and mitigation of areas delineated by the proof-roll to require mitigation.

Each lift of compacted fill should be tested, evaluated, and reworked as necessary until approved

by the Geotechnical Engineer prior to placement of additional lifts. In areas of foundation

excavations, the bearing subgrade should be evaluated under the direction of the Geotechnical

Engineer. In the event unanticipated conditions are encountered, the Geotechnical Engineer

should prescribe mitigation options.

In addition to the documentation of the essential parameters necessary for construction, the

continuation of the Geotechnical Engineer into the construction phase of the project provides the

continuity to maintain the Geotechnical Engineer’s evaluation of subsurface conditions, including

assessing variations and associated design changes.

SHALLOW FOUNDATIONS

If the existing fill has been remediated in accordance with the requirements provided in

Earthwork, the following design parameters are applicable for shallow foundations.

Design Parameters – Compressive Loads

Description Column Wall

Suitable bearing materialNewly placed engineered fill extending

to suitable native soils

Maximum Net Allowable Bearing pressure1 2,500 psf 2,500 psf

Minimum dimensions 30 inches 16 inches





Description Column Wall

Minimum embedment below finished grade

for frost protection2 36 inches 36 inches

Estimated Total Settlement from Structural

Loads3 ≤ 1 inch ≤ 1 inch

Estimated Differential Settlement3 ≤ ¾ inch between columns ≤ ¾ inch over 40 feet

Ultimate passive pressure 4 290 pcf, equivalent fluid density

Ultimate coefficient of sliding friction 4 0.32

1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surroundingoverburden pressure at the footing base elevation. Assumes any unsuitable fill or soft soils, if encountered,will be undercut and replaced with engineered fill. Based upon a minimum Factor of Safety of 3.

2. The minimum embedment depth is also provided to reduce the effects of seasonal moisture variations in thesubgrade soils. For perimeter footings and footings beneath unheated areas.

3. The foundation settlement will depend upon the variations within the subsurface soil profile, the structuralloading conditions, the embedment depth of the footings, the thickness of compacted fill, and the quality ofthe earthwork operations. Additional foundation movements could occur if water from any source infiltratesthe foundation soils; therefore, proper drainage should be incorporated into the design and operation of thefacility. Differential settlement between new and existing construction could equal the estimated totalsettlement.

4. Use of the passive earth pressure requires the sides of the excavation for the spread footing foundation tobe nearly vertical and the concrete placed neat against these vertical faces or that the footing forms beremoved and compacted engineered fill be placed against the vertical footing face. Passive resistance in theupper 3 feet of the soil profile should be neglected. Some movement of the footing will be required to mobilizeresistance from passive pressure.

Construction Adjacent to Existing Building

We recommend the project structural engineer evaluate the foundation type and bearing elevation

supporting existing structures where additions are planned including the construction planned

adjacent to the parking structure. At a minimum, we recommend the interior and exterior spread

footings of the proposed building additions be stepped as necessary to match the bearing

elevation of foundations supporting the existing structures.

Care should be taken not to disturb the bearing soils beneath the existing foundations. We

recommend, where possible, excavations below existing footings not extend below an imaginary

plane extending out and down from the outside edge of existing footings at a slope of

approximately 1H:1V. Even with these criteria, excavations that extend below the level of existing

foundations should be backfilled the same day they are excavated. Where this is impractical,

shoring or underpinning of existing foundations may be required to prevent undermining or

movement of the existing structures.

Some overlap in stress distribution from new and existing footings may still occur, which may

cause some movement of the existing footings and the supported structures. Maintaining a clear





distance at least equal to the width of the new spread footings between the edges of the new and

existing footings could reduce this risk.

Connections between the new and existing structures should be designed to allow for the

anticipated differential movement. Expansion joints should be provided between the existing

building and the proposed addition to accommodate differential movements between the two

structures. Underground piping between the two structures should be designed with flexible

couplings and utility knockouts in foundation walls should be oversized, so minor deflections in

alignment do not result in breakage or distress.

Design Parameters - Uplift Loads

Uplift resistance of spread footings can be

developed from the effective weight of the

footing and the overlying soils. As illustrated on

the subsequent figure, the effective weight of

the soil prism defined by diagonal planes

extending up from the top of the perimeter of the

foundation to the ground surface at an angle, θ,

of 20 degrees from the vertical can be included

in uplift resistance. The maximum allowable

uplift capacity should be taken as a sum of the

effective weight of soil plus the dead weight of

the foundation, divided by an appropriate factor

of safety. A maximum total unit weight of 100

pcf should be used for the backfill. This unit

weight should be reduced to 40 pcf for portions

of the backfill or natural soils below the

groundwater elevation.

Foundation Construction Considerations

As noted in Earthwork, the footing excavations should be evaluated under the direction of the

Geotechnical Engineer. The base of all foundation excavations should be free of water and loose

soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing

soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during

construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the

footing excavations should be removed/reconditioned before foundation concrete is placed.





If unsuitable bearing soils are encountered at the base of the planned footing excavation, the

excavation should be extended deeper to suitable soils, and the footings could bear directly on

these soils at the lower level or on lean concrete backfill placed in the excavations. This is

illustrated on the sketch below.

Over-excavation for structural fill placement below footings should be conducted as shown below.

The over-excavation should be backfilled up to the footing base elevation as recommended in the

Earthwork section.





SEISMIC CONSIDERATIONS

The seismic design requirements for buildings and other structures are based on Seismic Design

Category. Site Classification is required to determine the Seismic Design Category for a structure.

Description Value

Seismic Site Classification1

D2

1. Seismic site classification in general accordance with the 2015 International Building Code (IBC), which

refers to ASCE 7-10.

2. The IBC site classification considers a site profile extending to a depth of 100 feet for seismic site

classification. Borings at this site were extended to a maximum depth of about 24feet. Subsurface properties

below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic

conditions of the general area. Performing additional deeper borings or geophysical testing could be

considered to supplement the current information. In some cases, these methods can also justify a more

favorable site classification.

FLOOR SLABS

Existing fill materials were encountered at the site to depths of 7 to 12 feet below existing grade.

As previously described, any existing fill present beneath floor slabs should be removed and

replaced with engineered fill.

We recommend the upper 24-inches of materials below floor slabs and any sensitive slabs areas

within the plaza consist of low volume change materials as described in the Earthwork section.

Design parameters for floor slabs assume the requirements for Earthwork have been followed.

Specific attention should be given to positive drainage away from the structure and. positive drainage

of the aggregate base beneath the floor slab.

Floor Slab Design Parameters

Item Description

Floor Slab Support1

Minimum 4 inches of free-draining crushed aggregate compacted to at least

70% relative density (ASTM D4253 and D4254)3

At least 24 inches of low plasticity cohesive or granular soils with at least 18%

passing the U.S. No. 200 sieve material should be present below floor slabs

where lean to fat clay or fat clay soils are present. The free-draining material

can be considered as part of the LVC zone.

Estimated Modulus of

Subgrade Reaction2 125 pounds per square inch per inch (psi/in) for point loads





Item Description

1. Floor slabs should be structurally independent of building footings or walls to reduce the possibility

of floor slab cracking caused by differential movements between the slab and foundation.

2. Modulus of subgrade reaction is an estimated value based upon our experience with the subgrade

condition, the requirements noted in Earthwork, and the floor slab support as noted in this table. It

is provided for point loads. For large area loads the modulus of subgrade reaction would be lower.

3. Free-draining granular material should have less than 5 percent fines (material passing the #200

sieve). Other design considerations such as cold temperatures and condensation development could

warrant more extensive design provisions.

The use of a vapor retarder should be considered beneath concrete slabs on grade covered with

wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will

support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder,

the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding

the use and placement of a vapor retarder.

Saw-cut control joints should be placed in the slab to help control the location and extent of

cracking. For additional recommendations refer to the ACI Design Manual. Joints or cracks should

be sealed with a water-proof, non-extruding compressible compound specifically recommended

for heavy duty concrete pavement and wet environments.

Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other

construction objectives, our experience indicates differential movement between the walls and

slabs will likely be observed in adjacent slab expansion joints or floor slab cracks beyond the

length of the structural dowels. The Structural Engineer should account for potential differential

settlement through use of sufficient control joints, appropriate reinforcing or other means.

Floor Slab Construction Considerations

Finished subgrade within and for at least 10 feet beyond the floor slab should be protected from

traffic, rutting, or other disturbance and maintained in a relatively moist condition until floor slabs are

constructed. If the subgrade should become damaged or desiccated prior to construction of floor

slabs, the affected material should be removed and structural fill should be added to replace the

resulting excavation. Final conditioning of the finished subgrade should be performed immediately

prior to placement of the floor slab support course.

The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately

prior to placement of the floor slab support course, reinforcing steel and concrete. Attention should

be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled

trenches are located.





PAVEMENTS

Pavement Subgrade Preparation

A critical aspect of pavement performance is site preparation. Pavement design considerations,

noted in this section, must be applied to the site, which has been prepared as recommended in

the Earthwork section, which includes a minimum removal of 1-foot of existing fill and further

evaluation by Terracon and proof-rolling depending upon the risk tolerance of the owner.

The liquid limit and/or plasticity index values determined from the Atterberg limits tests performed

on representative samples obtained at the site exceeds the City of Topeka/Shawnee County

Department of Public Work’s Liquid Limit and Plasticity Index requirements. In addition, we

understand the prepared pavement subgrade must perform satisfactory under construction loads

during the placement of the pavement surface. Based on our understanding of the requirements,

we recommend modifying the subgrade soils with fly ash or with hydrated lime or quick lime. As

an alternative, a zone of properly compacted crushed rock could be placed to improve subgrade

performance.

If fly ash modification is selected, we recommend incorporating 14 percent (dry weight basis)

Class “C” fly ash within the upper 8 inches of soil subgrade. The fly ash treated subgrade should

be constructed and tested using applicable methods as specified by Kansas Department of

Transportation (KDOT) Standard Specifications for State Road and Bridge Construction, Section

303, 2007 edition.

If lime modification is selected, we recommend subgrade modification be performed using either

slaked quicklime or pelletized hydrated lime. We recommend at least 5 percent lime by dry weight

of soil treated be used for modification within the upper 8 inches of soil subgrade. The lime treated

subgrade should be constructed using applicable methods as specified by KDOT Standard

Specifications for State Road and Bridge Construction, Section 302, 2007edition with the following

exceptions: 1) a 48-hour mellowing period should be allowed prior to the soil-lime mixture being

remixed and compacted as described within this report and 2) the moisture content of the final

mixture should be within the range determined by Terracon following laboratory testing of the soil-

lime mixture.

If crushed rock is selected, we recommend placing an 8-inch thick layer of dense graded crushed

limestone (KDOT AB-3 or AB-1 or similar) placed and compacted as described in section 4.2.4

Compaction Requirements. It should be noted this option would likely require the removal of

existing subgrade soils, which should be accounted for in budget estimates.

Pavement subgrades are susceptible to disturbance by repetitive heavy wheel loads that most often

occur during the pavement laydown operations. Loaded trucks back continuously over the same

route to an asphalt spreader. Repetitive traffic can result in deformation, pumping, and rutting.





Removal of the rutted, disturbed subgrade during paving operations and replacement with thicker

asphalt results in a thicker section in some areas. While this remedial treatment is beneficial, it

results in non-uniform thickness. Even with a thicker asphalt section, the lift is often too thick to be

well compacted at the bottom. For these reasons, we recommend subgrades be repetitively

proofrolled with loaded trucks several days in advance of paving so that low density or otherwise

unsuitable areas can be corrected before paving begins. Particular attention should be paid to high

traffic areas that were rutted and disturbed earlier and to backfilled trenches. Areas that pump or rut

should be undercut and replaced with properly placed and compacted fill and then proofrolled again.

Pavement Thickness Considerations

The minimum pavement section thickness presented in the table below is based on The City of

Topeka’s street design criteria available for our review. Terracon should be notified if the street

classification exceeds the minor collector designation, which may then require a pavement design

using the AASHTO Guide for Design of Pavement Structures. Terracon can perform this design

upon request; however, traffic loading information would be required.

Minimum Pavement Section Thickness (inches)

Traffic Area Alternative

Asphalt

Concrete

Surface

Course

Asphalt

Concrete

Base

Course

Portland

Cement

Concrete1

Pavement

Subgrade

Improvements2

Total

Thickness

Minor

Collector

PCC -- -- 6.0 8.0 14.0

Asphaltic

Concrete2.0 6.0 -- 8.0 16.0

1. 4,000 psi at 28 days and 5 to 7 percent air entrained. Portland cement concrete pavement is preferable

in areas subject to repeated truck traffic.

2. The pavement subgrade should be improved with Class “C” flyash, lime or crushed rock as detailed in

section 4.3.1 Pavement Subgrade Improvements.

We recommend all portland cement concrete pavement details for joint spacing, joint

reinforcement (doweled or keyed), and joint sealing be prepared in accordance with American

Concrete Institute (ACI 330R-01 and ACI 325R.9-91). Control joints should be cut as soon as the

slab can support the weight of a man and saw (usually 24 hours). Expansion (isolation) joints

must be full depth and should only be used to isolate fixed objects abutting or within the paved

area.

The minimum pavement sections outlined above were determined based on the laboratory test

results and anticipated post-construction traffic loading conditions. These pavement sections do

not account for heavy construction traffic during the early stages of the development. A partially

constructed structural section may be subjected to heavy construction traffic that can result in

pavement deterioration and premature failure. Our experience indicates that this pavement





construction practice can result in pavements that will not perform as intended. Several

alternatives are available to mitigate the impact of heavy construction traffic on the pavement

construction. These include using thicker sections to account for the construction traffic, using

some method of soil stabilization to improve the support characteristics of the pavement

subgrade, or by routing heavy construction traffic around paved areas.

Pavement Drainage

Pavements should be sloped to provide rapid drainage of surface water. Water allowed to pond

on or adjacent to the pavements could saturate the subgrade and contribute to premature

pavement deterioration. In addition, the pavement subgrade should be graded to provide positive

drainage within the granular base section. Appropriate sub-drainage or connection to a suitable

daylight outlet should be provided to remove water from the granular subbase.

Pavement Maintenance

The pavement sections represent minimum recommended thicknesses and, as such, periodic

maintenance should be anticipated. Therefore, preventive maintenance should be planned and

provided for through an on-going pavement management program. Maintenance activities are

intended to slow the rate of pavement deterioration and to preserve the pavement investment.

Maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching)

and global maintenance (e.g. surface sealing). Preventive maintenance is usually the priority

when implementing a pavement maintenance program. Additional engineering observation is

recommended to determine the type and extent of a cost-effective program. Even with periodic

maintenance, some movements and related cracking may still occur and repairs may be required.

Pavement performance is affected by its surroundings. In addition to providing preventive

maintenance, the civil engineer should consider the following recommendations in the design and

layout of pavements:

■ Final grade adjacent to paved areas should slope down from the edges at a minimum 2%

■ Subgrade and pavement surfaces should have a minimum 2% slope to promote proper

surface drainage

■ Install below pavement drainage systems surrounding areas anticipated for frequent

wetting

■ Install joint sealant and seal cracks immediately

■ Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to

subgrade soils

■ Place compacted, low permeability backfill against the exterior side of curb and gutter;

and

■ Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on

unbound granular base course materials





GENERAL COMMENTS

Our analysis and opinions are based upon our understanding of the project, the geotechnical

conditions in the area, and the data obtained from our site exploration. Natural variations will occur

between exploration point locations or due to the modifying effects of construction or weather.

The nature and extent of such variations may not become evident until during or after construction.

Terracon should be retained as the Geotechnical Engineer, where noted in the final report, to

provide observation and testing services during pertinent construction phases. If variations

appear, we can provide further evaluation and supplemental recommendations. If variations are

noted in the absence of our observation and testing services on-site, we should be immediately

notified so that we can provide evaluation and supplemental recommendations.

Our scope of services does not include either specifically or by implication any environmental or

biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of

pollutants, hazardous materials or conditions. If the owner is concerned about the potential for

such contamination or pollution, other studies should be undertaken.

Our services and any correspondence or collaboration through this system are intended for the

sole benefit and exclusive use of our client for specific application to the project discussed and

are accomplished in accordance with generally accepted geotechnical engineering practices with

no third party beneficiaries intended. Any third party access to services or correspondence is

solely for information purposes to support the services provided by Terracon to our client. Reliance

upon the services and any work product is limited to our client, and is not intended for third parties.

Any use or reliance of the provided information by third parties is done solely at their own risk. No

warranties, either express or implied, are intended or made.

Site characteristics as provided are for design purposes and not to estimate excavation cost. Any

use of our report in that regard is done at the sole risk of the excavating cost estimator as there

may be variations on the site that are not apparent in the data that could significantly impact

excavation cost. Any parties charged with estimating excavation costs should seek their own site

characterization for specific purposes to obtain the specific level of detail necessary for costing.

Site safety, and cost estimating including, excavation support, and dewatering

requirements/design are the responsibility of others. If changes in the nature, design, or location

of the project are planned, our conclusions and recommendations shall not be considered valid

unless we review the changes and either verify or modify our conclusions in writing.

ATTACH MENTS

ATTACHMENTS





EXPLORATION AND TESTING PROCEDURES

Field Exploration

Based on input provided by the client, and our experience with similar projects in the vicinity of

the project site, the field exploration program consisted of the following:

Number of Borings Boring Depth (feet)1

Location2

2 103 and 25 Planned building expansion

2 15 and 20 New restroom and storage spaces

2 113and 20 Plaza area

1. Below ground surface.

2. The boring locations are shown on the attached Exploration Plan.

3. Borings B-1 and B-4 were terminated upon achieving practical auger refusal on an apparent slab or boulder

Boring Layout and Elevations: We used handheld GPS equipment and referenced existing site

features to locate borings. Field measurements from existing site features were also utilized.

Approximate ground surface elevations were obtained by the drill crew using a level and grade

rod and referencing an available temporary benchmark.

Subsurface Exploration Procedures: We advanced the borings with truck and track-mounted

rotary drill rigs using continuous flight solid stem. Three samples were obtained in the upper 10

feet of each boring and at intervals of 5 feet thereafter. In the thin-walled tube sampling procedure,

a thin-walled, seamless steel tube with a sharp cutting edge is pushed hydraulically into the soil to

obtain a relatively undisturbed sample. In the split-barrel sampling procedure, a standard 2-inch outer

diameter split-barrel sampling spoon is driven into the ground by a 140-pound automatic hammer

falling a distance of 30 inches. The number of blows required to advance the sampling spoon the

last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT)

resistance value. The SPT resistance values, also referred to as N-values, are indicated on the

boring logs at the test depths.

We also observed the boreholes while drilling and at the completion of drilling for the presence of

groundwater. Groundwater was not observed during this exploration.

Our exploration team prepared field boring logs during drilling operations which included sampling

depths, penetration distances, and other relevant sampling information. Field logs include visual

classifications of materials encountered during drilling, and our interpretation of subsurface

conditions between samples. Final boring logs, prepared from field logs, represent the

geotechnical engineer's interpretation, and include modifications based on observations and

laboratory tests.





Property Disturbance: We backfilled the borings with auger cuttings and bentonite chips after

completion. Borings performed in paved areas were patched with cold-mix asphalt OR hand-

mixed concrete or grout. Our services do not include repair of the site beyond backfilling our

boreholes and patching existing pavements where appropriate. Excess auger cuttings were

dispersed in the general vicinity of each borehole. Because backfill material often settles below

the surface after a period, we recommend boreholes be checked periodically and backfilled, if

necessary.

Laboratory Testing

The project engineer reviews field data and assigns laboratory tests. The laboratory testing

program included the following types of tests:

■ Moisture Content

■ Dry Unit Weight

■ Unconfined Compression

■ Atterberg Limits

Our laboratory testing program included examination of soil samples by an engineer. Based on

the material’s texture and plasticity, we described and classified soil samples in accordance with

the Unified Soil Classification System (USCS).

Rock classification was conducted using locally accepted practices for engineering purposes;

petrographic analysis, if performed, may reveal other rock types. Rock core samples typically

provide an improved specimen for this classification. Boring log rock classification is determined

using the attached Description of Rock Properties.

SITE LOCA TION AND EXPLORATI ON PLANS

SITE LOCATION AND EXPLORATION PLANS

SIT

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AL

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opeka P

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Topeka,

Kansas

Octo

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12, 2018■

Terr

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14185050

SIT

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IS

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PU

RP

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EX

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OR

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opeka P

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Topeka,

Kansas

Octo

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12, 2018■

Terr

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14185050

EX

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EXPLORATION RESULTS

EXPLORATION RESULTS

16

4

99

98

90.590

6-11-30N=41

50/0"N=50+

8

8

0

1

2

3

0.5

1.8

9.09.5

6 inches of topsoilFILL - LEAN TO FAT CLAY , trace sandand gravel, grayFILL - COBBLES, GRAVEL, AND ROCKFRAGMENTS , with sand, light brown

Apparent slab or boulderAuger Refusal at 9.5 Feet

Benchmark: Finished floor of existing building = 100.0 ft.

8000(HP)

8000(HP)

GR

APH

IC L

OG

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

THIS

BO

RIN

G L

OG

IS N

OT

VALI

D IF

SEP

ARAT

ED F

RO

M O

RIG

INAL

REP

OR

T. G

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MAR

T LO

G-N

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ELL

141

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OW

NTO

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TO

PEKA

P.G

PJ T

ERR

ACO

N_D

ATAT

EMPL

ATE.

GD

T 1

0/10

/18

UN

CO

NFI

NED

CO

MPR

ESSI

VEST

REN

GTH

(psf

)

WAT

ERC

ON

TEN

T (%

)

DR

Y U

NIT

WEI

GH

T (p

cf)

LL-PL-PI

ATTERBERGLIMITS

ELEVATION (Ft.)

Surface Elev.: 99.5 (Ft.)

WAT

ER L

EVEL

OBS

ERVA

TIO

NS

DEP

TH (F

t.)

5

SAM

PLE

TYPE

FIEL

D T

EST

RES

ULT

S

REC

OVE

RY

(In.)

SAM

PLE

NU

MBE

R

MO

DEL

LAY

ER

DEPTH

LOCATION See Exploration Plan

Latitude: 39.0511° Longitude: -95.6733°

Page 1 of 1

Advancement Method:Solid stem auger

Abandonment Method:Boring backfilled with Auger Cuttings and/or Bentonite

3113 SW Van Buren StTopeka, KS

Notes:

Project No.: 14185050

Drill Rig: CME 55

BORING LOG NO. B-1HTK ArchitectsCLIENT:Topeka, KS

Driller: SF

Boring Completed: 10-03-2018

PROJECT: Downtown Topeka Plaza

See Exploration and Testing Procedures for adescription of field and laboratory proceduresused and additional data (If any).

See Supporting Information for explanation ofsymbols and abbreviations.

618 S. Kansas Avenue Topeka, KSSITE:

Boring Started: 10-03-2018WATER LEVEL OBSERVATIONSNo free water observed

LABO

RAT

OR

YH

P (p

sf)

1

2

2

2

16

21

22

22

29

10

113

10099.5

99

93.5

89.5

77

76

8000(HP)

5500(HP)

3000(HP)

1-1-2N=3

1-6-5N=11

3-4-6N=10

2-2-2N=4

22-50/1"N=50+

10

10

10

18

18

8

1

2

3

4

5

6

0.61.11.6

7.0

11.0

23.5

24.5

7 inches of concrete6 inch void (driller's observation)6 inches of aggregate materialFILL - LEAN TO FAT CLAY , with rockfragments, gray to dark gray

FILL - RUBBLE FILL , with brick fragments

FAT CLAY (CH), tan and gray, soft to stiff

trace sand

LIMESTONE, tan, slightly weathered

Boring Terminated at 24.5 Feet


GR

APH

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(psf

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T (p

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LL-PL-PI

ATTERBERGLIMITS

ELEVATION (Ft.)


WAT

ER L

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OBS

ERVA

TIO

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WATER LEVEL OBSERVATIONSNo free water observed

LABO

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OR

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P (p

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DEP

TH (F

t.)

5

10

15

20

SAM

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TYPE

FIEL

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S

REC

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(In.)

SAM

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Page 1 of 1


Abandonment Method:Boring backfilled with Auger Cuttings and/or BentoniteSurface capped with concrete


Notes:


Drill Rig: CME 75


Driller: JW






Boring Started: 10-01-2018

111

2

2

3

4

4530

14

24

25

24

27

120

99

41-19-22

100

93.5

80.5

2-2-2N=4

3-4-5N=9

1-3-1N=4

20

8

14

18

18

1

2

3

4

5

0.5

7.0

20.0

6 inches of topsoilFILL - LEAN CLAY , with silt and sand,dark gray to gray and dark brown to brown

FAT CLAY (CH), brown and gray withorange brown, medium stiff to very stiff

trace sand and rock fragments

Boring Terminated at 20 Feet


4500(HP)

3500(HP)

6500(HP)

6000(HP)

2000(HP)

GR

APH

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LL-PL-PI

ATTERBERGLIMITS

ELEVATION (Ft.)


WAT

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OBS

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DEP

TH (F

t.)

5

10

15

20

SAM

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TYPE

FIEL

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S

REC

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(In.)

SAM

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Page 1 of 1


Abandonment Method:Boring backfilled with auger cuttings upon completion.


Notes:


Drill Rig: CME 75


Driller: JW







LABO

RAT

OR

YH

P (p

sf)

1

2

3

28

23

24

54-23-31

99.5

90

89

1-2-3N=5

3-2-27N=29

10

5

12

1

2

3

0.3

10.0

11.0

4 inches of asphaltFILL - FAT CLAY , trace sand, dark graywith red brown

gray to dark gray

with rock fragments

apparent slab or boulder

Auger Refusal at 11 Feet


5000(HP)

4000(HP)

5000(HP)

GR

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TEN

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T (p

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LL-PL-PI

ATTERBERGLIMITS

ELEVATION (Ft.)


WAT

ER L

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OBS

ERVA

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DEP

TH (F

t.)

5

10

SAM

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TYPE

FIEL

D T

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RES

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S

REC

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(In.)

SAM

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NU

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LAY

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Page 1 of 1


Abandonment Method:Boring backfilled with Auger Cuttings and/or BentoniteSurface Capped with Asphalt


Notes:


Drill Rig: CME 75


Driller: JW







LABO

RAT

OR

YH

P (p

sf)

1

2

2

17

25

25

24

21

98

91.5

78.5

5-3-6N=9

1-3-4N=7

3-4-6N=10

3-5-6N=11

3-3-4N=7

2

12

18

18

18

1

2

3

4

5

0.4

7.0

20.0

5 inches of asphaltFILL - RUBBLE FILL , with brick and rockfragments and clay, gray to dark gray

FAT CLAY (CH), red brown and gray,medium stiff to stiff

tan and gray

trace sand



3500(HP)

5500(HP)

7500(HP)

7500(HP)

GR

APH

IC L

OG


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(psf

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TEN

T (%

)

DR

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T (p

cf)

LL-PL-PI

ATTERBERGLIMITS

ELEVATION (Ft.)


WAT

ER L

EVEL

OBS

ERVA

TIO

NS

DEP

TH (F

t.)

5

10

15

20

SAM

PLE

TYPE

FIEL

D T

EST

RES

ULT

S

REC

OVE

RY

(In.)

SAM

PLE

NU

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MO

DEL

LAY

ER

DEPTH



Page 1 of 1


Abandonment Method:Boring backfilled with Auger Cuttings and/or BentoniteSurface Capped with Asphalt


Notes:


Drill Rig: CME 75


Driller: JW







LABO

RAT

OR

YH

P (p

sf)

1

2

3

12

27

26

19

98

91.5

83.5

6-6-6N=12

1-2-4N=6

3-4-6N=10

4-6-9N=15

10

10

18

18

1

2

3

4

0.3

7.0

15.0

4 inches of topsoilFILL - LEAN TO FAT CLAY , with sandand silt, dark gray to gray

FAT CLAY (CH), tan brown, red brown andgray, stiff to very stiff

gray with tan, shaley



7000(HP)

3000(HP)

6000(HP)

9000+(HP)

GR

APH

IC L

OG


THIS

BO

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VALI

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(psf

)

WAT

ERC

ON

TEN

T (%

)

DR

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WEI

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T (p

cf)

LL-PL-PI

ATTERBERGLIMITS

ELEVATION (Ft.)


WAT

ER L

EVEL

OBS

ERVA

TIO

NS

DEP

TH (F

t.)

5

10

15

SAM

PLE

TYPE

FIEL

D T

EST

RES

ULT

S

REC

OVE

RY

(In.)

SAM

PLE

NU

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R

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DEL

LAY

ER

DEPTH



Page 1 of 1


Abandonment Method:Boring backfilled with auger cuttings upon completion.


Notes:


Drill Rig: CME 75


Driller: JW







LABO

RAT

OR

YH

P (p

sf)

1

2

3

76

78

80

82

84

86

88

90

92

94

96

98

100

102

This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions.

ELEV

ATI

ON

(MSL

) (fe

et)

Downtown Topeka Plaza Topeka, KS10/10/2018 Terracon Project No. 14185050

First Water Observation Second Water Observation Final Water Observation

Topsoil

Fill (made ground)

Concrete

ABC

Fat Clay

Limestone

Asphalt

Topsoil, asphalt, or concrete with void and aggregatematerial

Varrying plasticity clays, rubble fill, or cobbles, gravel, androck fragments.

Soft to very stiff, with varying amounts fo sand and rockfragments

Slightly weathered

LEGENDUSCS Soil Classification

Layering shown on this figure has been developed by the geotechnicalengineer for purposes of modeling the subsurface conditions asrequired for the subsequent geotechnical engineering for this project.Numbers adjacent to soil column indicate depth below ground surface.

NOTES:

GEOMODEL

Groundwater levels are temporal. The levels shown are representative of the dateand time of our exploration. Significant changes are possible over time.Water levels shown are as measured during and/or after drilling. In some cases,boring advancement methods mask the presence/absence of groundwater. Seeindividual logs for details.

General DescriptionDescription

1

Model Layer

2

3

4

Surface

Fill Material

Fat Clay

Limestone Bedrock

12

0.5

9.5

B-11

2

3

4

1.58

11

23.5

24.5

B-2

1

2

3

0.5

7

20

B-3

1

2

0.33

11

B-4

1

2

3

0.42

7

20

B-5

1

2

3

0.33

7

15

B-6

SUPPORTING INFORMA TION

SUPPORTING INFORMATION

GENERAL NOTESDESCRIPTION OF SYMBOLS AND ABBREVIATIONS


October 12, 2018 ■ Terracon Project No. 14185050GENERAL NOTES

SAMPLING WATER LEVEL FIELD TESTS

Water levels indicated on the soil boring logsare the levels measured in the borehole atthe times indicated. Groundwater levelvariations will occur over time. In lowpermeability soils, accurate determination ofgroundwater levels is not possible with shortterm water level observations.

N Standard Penetration TestResistance (Blows/Ft.)

(HP) Hand Penetrometer

(T) Torvane

(DCP) Dynamic Cone Penetrometer

UC Unconfined CompressiveStrength

(PID) Photo-Ionization Detector

(OVA) Organic Vapor Analyzer

DESCRIPTIVE SOIL CLASSIFICATION

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retainedon a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weightretained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Majorconstituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. Inaddition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis oftheir consistency.

LOCATION AND ELEVATION NOTES

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devicesis variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surfaceelevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

STRENGTH TERMS

RELATIVE DENSITY OF COARSE-GRAINED SOILS

(More than 50% retained on No. 200 sieve.)Density determined by Standard Penetration Resistance

CONSISTENCY OF FINE-GRAINED SOILS

(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing, field visual-manual

procedures or standard penetration resistance

Descriptive Term(Density)

Standard Penetration orN-Value

Blows/Ft.

Descriptive Term(Consistency)

Unconfined Compressive StrengthQu (psf)

Standard Penetration orN-Value

Blows/Ft.

Very Loose 0 – 3 Very Soft less than 500 0 – 1

Loose 4 – 9 Soft 500 to 1,000 2 – 4

Medium Dense 10 – 29 Medium Stiff 1,000 to 2,000 4 – 8

Dense 30 – 50 Stiff 2,000 to 4,000 8 – 15

Very Dense > 50 Very Stiff 4,000 to 8,000 15 – 30

Hard > 8,000 > 30

RELATIVE PROPORTIONS OF SAND AND GRAVEL RELATIVE PROPORTIONS OF FINES

Descriptive Term(s) ofother constituents

Percent ofDry Weight

Descriptive Term(s) ofother constituents

Percent ofDry Weight

Trace < 15 Trace < 5

With 15 – 29 With 5 – 12

Modifier > 30 Modifier > 12

GRAIN SIZE TERMINOLOGY PLASTICITY DESCRIPTION

Major Component of Sample Particle Size Term Plasticity Index

Boulder Over 12 in. (300 mm) Non-plastic 0

Cobbles 12 in. to 3 in. (300 mm to 75 mm) Low 1 – 10

Gravel 3 in. to #4 sieve (4.75mm to 0.075mm) Medium 11 – 30

Sand #4 to #200 sieve (4.75mm to 0.075mm) High > 30

Silt or Clay Passing #200 sieve (0.075 mm)

UNIFIED SOIL CLASSIFICATION SYSTEM


October 12, 2018 ■ Terracon Project No. 14185050UNIFIED SOI L CLASSI FICATI ON SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A

Soil Classification

Group

SymbolGroup Name B

Coarse-Grained Soils:

More than 50% retained

on No. 200 sieve

Gravels:

More than 50% of

coarse fraction

retained on No. 4 sieve

Clean Gravels:

Less than 5% fines C

Cu ≥ 4 and 1 ≤ Cc ≤ 3 E GW Well-graded gravel F

Cu < 4 and/or 1 > Cc > 3 E GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F, G, H

Fines classify as CL or CH GC Clayey gravel F, G, H

Sands:

50% or more of coarse

fraction passes No. 4

sieve

Clean Sands:

Less than 5% fines D

Cu ≥ 6 and 1 ≤ Cc ≤ 3 E SW Well-graded sand I

Cu < 6 and/or 1 > Cc > 3 E SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sand G, H, I

Fines classify as CL or CH SC Clayey sand G, H, I

Fine-Grained Soils:

50% or more passes the

No. 200 sieve

Silts and Clays:

Liquid limit less than 50

Inorganic:PI > 7 and plots on or above “A”

line J

CL Lean clay K , L, M

PI < 4 or plots below “A” line J ML Silt K, L, M

Organic:Liquid limit - oven dried

< 0.75 OLOrganic clay K, L, M, N

Liquid limit - not dried Organic silt K, L, M, O

Silts and Clays:

Liquid limit 50 or more

Inorganic:PI plots on or above “A” line CH Fat clay K , L, M

PI plots below “A” line MH Elastic Silt K, L, M

Organic:Liquid limit - oven dried

< 0.75 OHOrganic clay K, L, M, P

Liquid limit - not dried Organic silt K, L, M, Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-inch (75-mm) sieve

B If field sample contained cobbles or boulders, or both, add “with cobbles

or boulders, or both” to group name.

C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded

gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorlygraded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded

sand with silt, SW-SC well-graded sand with clay, SP-SM poorly gradedsand with silt, SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc =

6010

2

30

DxD

)(D

F If soil contains ≥ 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains ≥ 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add “with sand” or “with

gravel,” whichever is predominant.

L If soil contains ≥ 30% plus No. 200 predominantly sand, add

“sandy” to group name.

M If soil contains ≥ 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.

N PI ≥ 4 and plots on or above “A” line.

O PI < 4 or plots below “A” line.

P PI plots on or above “A” line.

Q PI plots below “A” line.

DESCRIPTION OF ROCK PROPERTIES


October 12, 2018 ■ Terracon Project No. 14185050ROCK VERSION 2

WEATHERING

Fresh Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline.

Very slightRock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright.Rock rings under hammer if crystalline.

SlightRock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. Ingranitoid rocks some occasional feldspar crystals are dull and discolored. Crystall ine rocks ring under hammer.

ModerateSignificant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dulland discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strengthas compared with fresh rock.

Moderately severeAll rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majorityshow kaolinization. Rock shows severe loss of strength and can be excavated with geologist’s pick.

SevereAll rock except quartz discolored or stained. Rock “fabric” clear and evident, but reduced in strength to strongsoil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left.

Very severeAll rock except quartz discolored or stained. Rock “fabric” discernible, but mass effectively reduced to “soil” withonly fragments of strong rock remaining.

CompleteRock reduced to “soil”. Rock “fabric” no discernible or discernible only in small, scattered locations. Quartz maybe present as dikes or stringers.

HARDNESS (for engineering description of rock – not to be confused with Moh’s scale for minerals)

Very hardCannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows ofgeologist’s pick.

Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen.

Moderately hardCan be scratched with knife or pick. Gouges or grooves to ¼ in. deep can be excavated by hard blow of point ofa geologist’s pick. Hand specimens can be detached by moderate blow.

MediumCan be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small chipsto pieces about 1-in. maximum size by hard blows of the point of a geologist’s pick.

SoftCan be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inchesin size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure.

Very softCan be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can bebroken with finger pressure. Can be scratched readily by fingernail.

Joint, Bedding, and Foliation Spacing in Rock 1

Spacing Joints Bedding/Foliation

Less than 2 in. Very close Very thin

2 in. – 1 ft. Close Thin

1 ft. – 3 ft. Moderately close Medium

3 ft. – 10 ft. Wide Thick

More than 10 ft. Very wide Very thick

1. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so.

Rock Quality Designator (RQD) 1 Joint Openness Descriptors

RQD, as a percentage Diagnostic description Openness Descriptor

Exceeding 90 Excellent No Visible Separation Tight

90 – 75 Good Less than 1/32 in. Slightly Open

75 – 50 Fair 1/32 to 1/8 in. Moderately Open

50 – 25 Poor 1/8 to 3/8 in. Open

Less than 25 Very poor 3/8 in. to 0.1 ft. Moderately Wide

1. RQD (given as a percentage) = length of core in pieces 4inches and longer / length of run

Greater than 0.1 ft. Wide

References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice - No. 56. Subsurface Investigation forDesign and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976. U.S.Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual.

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