7061 - Change Order 3 Executed
Docusign Transmittal Coversheet
File Name
Purchasing Contact
Contract Expiration
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
Crystal Westbrook
RFP
HICKORY CREEK DETENTION FACILITY CONSTRUCTION CO #3
NA
7061
CHANGE ORDER/CONTRACT REVISION
CITY OF DENTON, TEXAS - OWNER
BID/RFP # P.O. # CHANGE ORDER #:
PROJECT:
DATED:
CONTRACTOR:
CONTRACT DATE:
JDE ACCT #
THIS CHANGE ORDER/REVISION MAKES THE FOLLOWING CHANGES IN THIS CONTRACT:
(written description or attach back up)
THE ORIGINAL(CONTRACT SUM)……………………………………………………$14,458,000.00
NET CHANGE BY PREVIOUSLY AUTHORIZED CHANGE ORDERS……………$129,635.62
THE(CONTRACT SUM)PRIOR TO THIS CHANGE ORDER ……………$14,587,635.62
THE (CONTRACT SUM) WILL BE(INCREASED)BY THIS CHANGE
ORDER…………………………………………………………………………………………………………$22,045.62
THE NEW(CONTRACT SUM)INCLUDING THIS CHANGE ORDER WILL
BE…………………………………………………………………………………………………………………$14,609,681.24
THE CONTRACT TIME WILL BE (INCREASED)BY……………………………………NA
THE DATE OF SUBSTANTIAL COMPLETION AS OF THE DATE OF
THIS CHANGE ORDER THEREFORE IS…………………………………………………………………
City of Denton
CONTRACTOR (as above) OWNER
901-B Texas Str.
ADDRESS ADDRESS
Denton, TX 76209
SIGNATURE SIGNATURE
PRINT NAME PRINT NAME AND TITLE
DATE DATE
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
IRVING, TX 75038
14110 GREENWAY DRIVE 640163541.1360.40100
ARCHER WESTERN CONSTRUCTION
4/28/2022
7061
01/26/2020
3
HICKORY CREEK DETENTION FACILITY CONSTRUCTION
192392
Scott Smiley
5/4/2022
Irving Texas 75038
Archer Western Construction
1411 Greenway Drive
Senior Buyer
5/4/2022
Crystal Westbrook
5/4/2022
THIS AGREEMENT HAS BEEN
BOTH REVIEWED AND APPROVED
as to financial and operational
obligations and business terms.
_______________ ________________
SIGNATURE PRINTED NAME
__________________________________
TITLE
__________________________________
DEPARTMENT
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
Water Utilities
Director
Stephen D. Gay
OWNER:City of Denton April 11, 2022
CONTRACTOR:Archer Western Construction Ltd.Revision 0
ENGINEER:Hazen and Sawyer
MANHOURS LABOR MATERIAL EQUIPMENT SUBCONTRACT OTHER TOTAL
Labor, Materials & Equipment 132 $3,300.00 $0.00 $0.00 $17,000.00 ($2,945.84)$17,354.16
Minor Tools and expendables $165.00 $165.00
(5% of labor)
Safety Supplies $132.00 $132.00
(4% of labor)
Payroll Tax ,Workers Comp.$1,980.00 $0.00 $1,980.00
(60.0% of Labor)
SUBTOTALS:132 $5,280.00 $297.00 $0.00 $17,000.00 ($2,945.84)$19,631.16
Contractor Markup $792.00 $44.55 $0.00 $850.00 $0.00 $1,686.55
SUBTOTALS:132 $6,072.00 $341.55 $0.00 $17,850.00 ($2,945.84)$21,317.71
Bond ,Insurance $182.16 $10.25 $0.00 $535.50 $0.00 $727.91
(3.0% all)
TOTALS:$6,254.16 $351.80 $0.00 $18,385.50 ($2,945.84)$22,045.62
Time Extension - 0
Hickory Creek Detention Facility and Pecan Creek Water Reclamation Plant West Peak Flow Pump Station
Add Retaining Wall per Building Inspection Review.
PCM-17
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
OWNER:City of Denton 0 04/11/22
CONTRACTOR:Archer Western Construction Ltd.Revision 0
ENGINEER:Hazen and Sawyer
MH MH Labor Labor Total Unit Total
Description Unit QTY ST OT R ST R OT Labor Material Material Equipment Subcontract Other TotalInstall Retaining Wall per
Permit Drawings and attached
quote EA 1 0 0 25 37.5 0 $0.00 $0.00 $17,000.00 $17,000.00
Additional Grade Prep and
Backfill EA 1 132 25 37.5 3300 $3,300.00
Credit from Previous Changes EA 1 -$2,945.84 -$2,945.84
SUBTOTALS:132 0 $3,300.00 $0.00 $0.00 $17,000.00 -$2,945.84 $17,354.16
Hickory Creek Detention Facility and Pecan Creek Water Reclamation Plant West Peak Flow Pump Station
Add Retaining Wall per Building Inspection Review.
PCM-17
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
Page 1 of 3
Corporate Office Texas Division
3033 S Parker Rd – Suite 1150 860 Airport Freeway, Suite 675
Aurora, Colorado 80014 Hurst, Texas 76054
Office (303)-806-8160 * Fax (303)-806-8183 (817) 857-6536
www.slatonbros.com www.slatonbros.com
PROPOSAL
BID DATE 12/1/2021 REVISED 12/2/2021 Submitted To: Archer Western ATTN: Kevin Sullivan Job Name: Hickory Creek Detention Facility Denton, TX We are pleased to submit a proposal for labor, material, and equipment as detailed herein to construct the MSE Block Retaining Wall.
Pricing for Line Items
Item No. Description Estimated
Quantity Unit Unit Price Estimated Total
Price
1 Anchor Dimond Pro Retaining Wall 1 LS $14,150.00 $14,150.00
Work Included MSE Block Retaining Wall:
• Furnish and install block facing and caps as required. Standard Colors only – i.e. Anchor Dimond Pro. (Custom colors, concrete coatings, stains, or sealers are additional)
• Excavation for level pad only (mass excavation excluded grade to be left +/- 1 tenth top of level pad elevation)
• Furnish and install crushed rock leveling pad as required.
• Furnish and install drainage aggregate 12” behind the blocks as required.
• Install select backfill materials within reinforced zone.
• Furnish and install subdrain pipe as required. (Pipe to be outleted through wall face only. Extensions beyond this by others.)
• Furnish engineered shop drawing(s) and design calculations by Texas P.E. for internal stability only as
well as base sliding and overturning. Global Stability and Foundation Bearing Capacity shall be the
responsibility of the owner or his engineers.
• Coordinate with grading contractor for excavation/fill of wall area.
Estimated Total $14,150.00
REVISED 3/30/2022
$17,000.00 $17,000.00
$17,000.00
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
Page 2 of 3 Work Excluded:
• Any item not specifically included is excluded.
• Any fencing/railing, rail anchoring slabs, fence foundation, guard rail.
• Drainage swales at top of walls
• Foundation preparation or soil conditioning beneath the MSE walls.
• Excavation +/- .1’ (over excavation for leveling pad, reinforced foundation areas and reinforced zone including 1:1
behind reinforced zone). • Removal of any spoils from excavation • Handling of any hazardous material.
• Any temperature control admixtures
• Any excavation for leveling pad or under-drain found to be in rock shall be provided at a mutually agreed additional
cost.
• Soil Nailing, Drilled Shafts and Shotcrete----- - It is assumed that grading and all work is complete to begin level pad
installation at time of mobilization to wall location.
• Exports of any backfill material.
• Any soils testing, surveying and layouts of walls, subgrade preparation, toe slopes, concrete slope and ditch paving or
finish grading above, below or between wall tiers.
• Any landscaping or irrigation.
• Any concrete collars for storm line penetrations through wall
• Headwall, C.I.P. Pipe support, Rip-Rap, or fill material in front of wall.
• Architectural treatment, graffiti resistance treatment, structural concrete coating or concrete staining.
• De-watering, frost protection, snow removal, erosion control or dust control.
• Traffic Control
• Any temporary or permanent shoring.
• Purchase of Water.
• Permit and Fees
• Bond (can be provided for an additional cost) Site Access
SBI has assumed that the contractor will maintain clear, well drained, uninterrupted access ways and working platforms suitable for
SBI’s equipment to move under its own power. Access includes adequate ramps at suitable levels and should be available at the
time and to the extent necessary to suit SBI’s operations.
Notes:
• Any item not specifically included is excluded.
• The pricing contained herein is valid for a period of 30 days.
• Any alteration or deviation from this proposal involving extra costs will be executed only upon written change orders.
• Above price assumes a single mobilization. Additional move-ins will be negotiated.
• Slaton Bros., Inc. assumes no responsibility for accidents or work delays caused by acts of God or other activities
outside of our immediate control. If our work is suspended, delayed or postponed for any reason beyond our control,
SBI shall be compensated. • Quantities provided are based on the preliminary wall profile provided in the project plans.
• Preliminary design parameters (26 degrees, 120 pcf) for the retained and foundation soils were assumed.
• Assumed design soil parameters must be verified before construction and may change the estimated quantities.
• Quantities are estimated only. Invoicing will be based on the actual square footage of wall installed at the unit pricing contained herein.
• The estimated quantities are subject to change when final information has been provided and final engineering is completed.
• SBI and designer will need to know what the properties are of the onsite soil, so verification can be made during design to make sure that the onsite soil will meet the requirements of the design. Based on these soil properties and the effects that they may potentially have will be reason for this pricing to change.
• Select crushed limestone was assumed to be used in the reinforced fill
• SBI reserves the right to negotiate any and all contract terms at the time of project award.
• We will perform the work in a professional manner in cooperation with the owner/contractor. However, we cannot
accept liability on any further damage to structures, landscaping, utilities, french drains, septic systems, wells, etc.
and/or any consequential damages that may result from the normal performance of the work. All utilities and other
services left in place shall be located, exposed, and shown to our on-site representative prior to commencement of
work.
• SBI shall not be bound to any liquidated damage, delay damage or other time related penalties arising from delays
outside SBI’s scope of work.
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
Page 3 of 3
• If SBI during its work, encounters 1) subsurface conditions or latent physical conditions which differ from those
indicated in the contract documents, or 2) unknown physical conditions of an unusual nature, differing from those
ordinarily encountered, then SBI shall be entitled to an equitable price and schedule adjustment to compensate it for
such changed condition.
• For all work invoiced and completed by the 25th, payment in full is due no later than the 30th of the following month.
• Retainage not allowed.
_____________________________ ____________________________ Accepted by: Dustin Zulkoski Slaton Bros., Inc.
(303) 434-1057
Dustin Zulkoski
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
Field Order
Page 1 of 1 Job no Job no Field Order
No. 05
Date of Issuance: Effective Date:
Project: Hickory Creek Detention
Facility and Pecan Creek WRP
West Peak Flow Pump Station
Owner: City of Denton Owner's Contract No.: 7061
Contract: Hickory Creek Detention Facility and PCWRP
Construction Services
Date of Contract: 1/28/2020
Contractor: Archer Western Construction Engineer's Project No.:
60702-005
Attention:
You are hereby directed to promptly execute this Field Order issued in accordance with General
Provisions Paragraph 7.3, for minor changes in the Work without changes in Contract Price or
Contract Times. If you consider that a change in Contract Price or Contract Times is required,
please notify the Engineer immediately and before proceeding with this Work.
Reference: 31 34 19.13, 32 32 35 C-PC-01, C-PC-02, C-D-02
(Specification Section(s)) (Drawing(s) / Detail(s))
Description:
An MSE Retaining Wall at PCWRP West Peak Flow PS is indicated in the attached drawings
as previously revised for permitting. Retaining wall shall be in accordance with attached
Specification Sections 31 34 19.13 Geogrid Soil Reinforcement and 32 32 35 MSE Retaining
Walls, which are hereby issued.
Attachments: Specification Section 31 34 19.13 - Geogrid Soil Reinforcement
Specification Section 32 32 35 - MSE Retaining Walls
Drawings C-PC-01, C-PC-02, C-D-02, as previously revised during permitting
Engineer:
Receipt Acknowledged by Contractor: Date:
Copy to Owner
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
11-10-21 31 34 19.13-1 FIELD ORDER NO. 5
SECTION 31 34 19.13
GEOGRID SOIL REINFORCEMENT
PART 1 – GENERAL
1.01 THE REQUIREMENT
A. The Contractor shall furnish all Geogrid, including all necessary and incidental items as
detailed or required for the Contractor to complete Geogrid installation in accordance
with the Drawings and these Specifications.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Related Contract Work is described in the following Sections of the Specifications:
1. Section 02200 – Earthwork
2. Section 32 32 35 – Mechanically Stabilized Earth Retaining Wall
1.03 SUBMITTALS
A. Prior to shipping to the site, the Contractor shall submit to the Engineer a mill certificate
or affidavit signed by a legally authorized official of the Geogrid Manufacturer for each
type of Geogrid. The mill certificate or affidavit shall attest that the Geogrid meets the
chemical, physical and manufacturing requirements stated in the specifications.
B. The Geogrid Manufacturer shall provide connection details for joining new and existing
Geogrid, where applicable. Calculations and drawings required to demonstrate
conformance with joint requirements shall be provided.
C. The Contractor shall provide a panel layout plan showing the location of all Geogrid
panels, overlaps and connections, prior to installation. Where Geogrid is used in
conjunction with Mechanically Stabilized Earth (MSE) retaining walls, the layout plan
shall be provided as described for submittals in Section 32 32 35 – MSE Retaining Walls
of these Specifications.
PART 2 – MATERIALS
2.01 MATERIALS
A. Geogrid shall be defined as a geosynthetic used for reinforcement and is formed by a
regular network of tensile elements with apertures of sufficient size to allow penetration
and interlocking with surrounding soils.
B. The Geogrid shall be manufactured from polyethylene or high tenacity polyester with
PVC coating. The largest Geogrid roll width allowed shall be 25 feet. 011805 DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
11-10-21 31 34 19.13-2 FIELD ORDER NO. 5
C. Geogrid properties shall conform to the minimum properties shown on Table 1 –
Minimum Required Geogrid Properties, located in this Section of these Specifications.
PART 3 – EXECUTION
3.01 SHIPPING, HANDLING AND STORAGE
A. During periods of shipment and storage, all Geogrid shall be protected from direct
sunlight, temperature greater than 140°F. water, mud, dirt, dust, and debris. To the
extent possible, the Geogrid shall be maintained wrapped in heavy-duty protective
covering, if provided by the manufacturer, until use.
B. The Owner shall approve the shipping and delivery schedule prior to shipment. The
Owner shall designate the on-site storage area for the Geogrid. Unloading and storage
of Geogrid shall be the responsibility of the Contractor.
C. Geogrid that is damaged during shipping or storage shall be rejected and replaced at
Contractor expense.
3.02 SUBGRADE PREPARATION
A. Geogrid subgrade shall be maintained at the lines and grades shown on the Drawings.
Any structural fill placed to provide Geogrid subgrade or to replace unsuitable excavated
material shall conform to the requirements of Section 02200 – Earthwork of these
Specifications.
B. The Contractor shall provide all labor and materials necessary to protect the subgrade
surface from erosion. No Geogrid shall be installed until the subgrade has been
inspected and approved by the Engineer.
3.03 INSTALLATION
A. Geogrid shall be placed to the lines and grades shown on the Drawings. At the time of
installation, the Geogrid shall be rejected by the Engineer if it has defects, tears or other
damage.
B. Geogrid installation, including subgrade preparation, Geogrid placement, overlap at
edges and attachment to existing Geogrid shall be in accordance with the Drawings and
these Specifications.
C. Any Geogrid panel that is damaged during installation shall be repaired or replaced.
D. Where two orthogonal layers of Geogrid are indicated on the Drawings, the initial
Geogrid layer shall be placed in a direction perpendicular to the axis of the slope. The
overlying layer shall be placed in a direction perpendicular to the initial Geogrid layer.
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
11-10-21 31 34 19.13-3 FIELD ORDER NO. 5
E. Geogrid shall only be placed over subgrade that is at the proper density, has a relatively
smooth surface, is free from standing water. Geogrid shall be nominally pretensioned
during installation using temporary stakes, pins or other approved methods. Geogrid
shall be installed to maintain contact with the subgrade surface.
F. Adjacent Geogrid panels shall be overlapped a minimum of 6 inches and connected
using white nylon or polyethylene cable ties at 3-foot spacing. In the cross roll (cross
machine) direction, where approved in advance by the Engineer, adjacent panels shall
be overlapped a minimum of 2 feet and connected in such a fashion that the full required
tensile strength of the Geogrid is transferred across the joint.
G. Where Geogrid is used in construction of MSE retaining walls, overlap requirements for
overlap of adjacent panels may be waived by the Engineer.
H. The exposed Geogrid surface shall be off limits to construction vehicles. Overlying
backfill shall be backdumped and spread in a manner that minimizes development of
folds or wrinkles or otherwise damages the geosynthetic reinforcement. A minimum of
12 inches of overlying fill shall be in place prior to operation of construction equipment.
Table 1 – Minimum Required Geogrid Properties
Geogrid Property Minimum Value
Base Polymer High Tenacity Polyester
or Polyethylene
Construction Woven, Knitted or
Extruded
Aperture Size (In.) 0.5
Wide Width Tensile Strength* (lb/ft) at Break
ASTM D4595 4,500
Long Term Allowable Design Load*
(LTADL)(lb/ft) GRI GG-4a for Polyethylene
Geogrid or GRI GG-4b for Flexible Geogrid
1,400
* Tensile Property in Roll Direction
END OF SECTION
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
11-10-2021 32 32 35-1 FIELD ORDER NO. 5
SECTION 33 32 35
MECHANICALLY STABILIZED EARTH RETAINING WALLS
PART 1 – GENERAL
1.01 THE REQUIREMENT
A. Includes all labor, material, equipment, testing and submittals required to design and
complete construction of Mechanically Stabilized Earth (MSE) retaining walls, including
foundation preparation, drainage, reinforcement, facing, backfill and all necessary and
incidental items required to complete MSE retaining walls in accordance with the
Drawings and these Specifications.
B. This Specification Section applies to walls whose entire height does not exceed 25-feet.
This Section may not include all engineering requirements for walls exceeding 25-feet in
height.
C. Design of MSE Wall shall include internal and external static, hydrostatic and dynamic
loading conditions to establish minimum factors of safety against internal or global
failure. Design of the MSE Wall shall be conducted using soil properties for the soil
backfill to be used in wall construction. It is the intent of this Specification for all
components of the MSE Wall, with the exception of the foundation leveling pad and the
backfill, to be provided by an approved MSE Wall supplier. The MSE Wall Supplier shall
be responsible for preparation of the wall design based upon the details, including
dimensions for reinforcement, profiles and grading provided on the Drawings.
1. MSE Wall design shall be prepared and sealed by a Professional Engineer
licensed and registered to practice in Texas. The MSE Wall designer shall be
familiar with site conditions and proposed construction and shall be available to
provide technical assistance during review of design information and construction
of the MSE Wall, including foundation preparation. The Contractor shall be
responsible for submitting design and MSE Wall information to the Engineer for
review.
2. The MSE Wall Designer shall review and incorporate all property lines, clearing
limits, regulatory setbacks, jurisdictional areas, and other limits on construction.
The design shall include temporary shoring or other required means of maintaining
construction within specified limits.
D. For purposes of these Specifications, MSE wall height shall be measured from the base
of the lowest facing element to the top of the reinforced soil zone as shown on the
Drawings.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Section 02200 – Earthwork 01-10-20 DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
11-10-2021 32 32 35-2 FIELD ORDER NO. 5
B. Section 02274 – Geotextiles
C. Section 31 34 19.13 – Geogrid Soil Reinforcement
1.03 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
A. Without limiting the generality of the other requirements of the Specifications, all work
herein shall conform to the applicable requirements of the following documents. All
referenced Specifications, codes, and standards refer to the most current issue available
at the time of Bid.
1. US Department of Transportation Federal Highway Administration FHWA NHI
2009 “MSE Wall Manual Mechanically Stabilized Earth Walls and Reinforced Soil
Slopes Design and Construction Guidelines”
2. The National Concrete Masonry Association (NCMA) “Design Manual for
Segmental Retaining Walls (DMSRW)” third edition 2006
3. American Society for Testing and Materials (ASTM):
a. ASTM C-90 – Load Bearing Concrete Masonry Units.
b. ASTM C-140 – Sampling and Testing Concrete Masonry Units.
c. ASTM D-448 – Sizes of Aggregate for Road and Bridge Construction.
d. ASTM D-698 – Laboratory Compaction Characteristics using Standard
Effort.
1.04 SUBMITTALS
A. In accordance with the procedures and requirements set forth in Section 01300 –
Submittal Procedures, the Contractor shall submit the following:
1. Name and location of all material suppliers.
2. Certificate of compliance with the standards specified above for each source of
each material.
3. Plans, cross sections and design calculations for each MSE wall showing side
slopes and limits of the excavation at grade, , reinforcement locations, drainage
details, connection details, and other construction details. Design of MSE Walls
shall include complete static and dynamic earth loading, hydrostatic loading and
any uniform, strip or point loads applied to the backfill or reinforced zone. Where
no external loading is indicated within or adjacent to the top of the reinforced zone,
the designer shall assume that a vertical uniform compressive load of at least 200-
psf is applied to the entire surface of the reinforced zone.
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
11-10-2021 32 32 35-3 FIELD ORDER NO. 5
4. Design calculations and details for the MSE Wall, including vertical and horizontal
loads used, test data for select backfill soil, reinforcing elements and wall panel
material. Provide approved design method where required in 1.01 C.
5. Experience requirements of the MSE Wall installer and design Engineer. Both the
installer and design Engineer shall have completed 10 similar installations in the
states of Texas. For each reference installation; provide location, wall type, wall
size, date of installation, and owner contact information including name, phone
number and email address.
6. Complete installation details for the concrete modular facing units, connections,
guards, piping and appurtenances.
PART 2 – MATERIALS
2.01 MATERIALS
A. Concrete Modular Facing Units - a durable modular concrete facing unit, machine made
from portland cement, water and mineral aggregates manufactured in accordance with
ASTM C-90 and ASTM C-140.
1. Concrete wall units shall have a minimum 28-day compressive strength of 3,000
psi. Standard weight concrete shall have a maximum moisture absorption of 8%.
Dimensional tolerances shall be in accordance with ASTM C-90 except those
measured to the split face, which varies.
2. The color and finish of the Concrete Modular Facing Unit shall be selected by the
Owner. A minimum of five color selections for “premium block” and at least three
different block faces shall be available for Owner selection at no additional cost.
3. The nominal dimensions of the facing unit shall be 8-inches high, 18-inches wide
and 12-inches deep. End units shall be faced on both the primary side and return
side. Open cell units shall not be permitted at the top of the wall.
B. Geogrid – a geosynthetic formed by a regular network of integrally connected tensile
elements with apertures of sufficient size to allow interlocking with surrounding soil, rock,
or earth and function primarily as reinforcement. Geogrid shall have the properties
outlined in Section 31 34 19.13 – Geogrid Soil Reinforcement.
C. Facing Unit Connection – A mechanical connection between the concrete modular
facing unit and the geogrid to assure the required load transfer at minimum
displacement. The Contractor shall submit the facing unit manufacturer’s connection
details and performance demonstration to Engineer for approval. The Owner shall select
from available manufacturer’s styles meeting the requirements of these Specifications
shall select the unit color and finish.
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
11-10-2021 32 32 35-4 FIELD ORDER NO. 5
D. MSE Wall Backfill – Soil backfill in the reinforced zone shall be approved select clean
natural free draining granular soil free from organics and deleterious materials classified
as SW, SP or SM using the Unified Soil Classification System (USCS). MSE Wall backfill
shall have no particles greater than 4-inches in size, shall have no greater than 15-
percent by weight passing the No. 200 US Standard Sieve and shall not exhibit a
Plasticity Index (ASTM D4318) greater than 5.
1. This material is not available on the project site and it is anticipated that imported
soil aggregate, or processed aggregate will have to be provided by the Contractor.
The Contractor shall be responsible for identification and classification of imported
or on-site candidate MSE Wall Backfill, and for stockpiling and segregating
suitable material as required. The MSE Wall designer shall specify allowable
backfill soils. The Contractor shall refer to the subsurface information provided by
the Owner, and shall be responsible for assuring that suitable materials are
reserved for use as MSE Wall Backfill.
2. All backfill, regardless of source shall be placed in accordance with these
Specifications under strict Quality Control and Assurance programs.
E. Drainage Aggregate – Aggregate backfill against the facing unit and used to fill the core
of the facing units, where applicable, shall consist of AASHTO No. 57 stone.
PART 3 – EXECUTION
3.01 SHIPPING, HANDLING AND STORAGE
A. During periods of shipment and storage, all geosynthetic materials shall be protected
from direct sunlight, temperature greater than 140°F, water, dust, chemicals and debris.
Geosynthetic materials that are damaged during shipping, handling or storage will be
rejected and shall be replaced at Contractor expense.
B. Concrete Modular Facing Units shall be stored so as to be kept free of mud, chemicals
and debris. Units shall be handled and stored in accordance with manufacturer
recommendations. Damaged units shall be rejected and shall be replaced at Contractor
expense.
3.02 FOUNDATION PREPARATION
A. Contractor shall excavate to the lines and grades shown on the Drawings and outlined in
Section 02200 – Earthwork. Contractor shall not disturb areas outside established
excavation limits. Over-excavation may require placement of additional lengths of
reinforcement or additional facing units.
B. The Contractor shall protect the exposed foundation against the effects of water from
any source, desiccation, or disturbance from vehicles or equipment.
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
11-10-2021 32 32 35-5 FIELD ORDER NO. 5
3.03 FOUNDATION LAYER
A. A foundation layer, consisting of crushed stone aggregate or Class B concrete, shall be
placed on the approved foundation immediately prior to MSE wall construction in
accordance with the Drawings.
B. Aggregate material shall be compacted to provide a dense, level surface on which to
place the first course of facing units. Compaction shall be to 95% of Standard Maximum
Dry Density as determined in accordance with ASTM D698.
3.04 CONCRETE MODULAR FACING UNIT INSTALLATION
A. The initial course of concrete modular facing units shall be carefully placed on the
foundation layer in accordance with the approved Shop Submittals and shall be checked
for proper seating, level and alignment.
B. Install adjacent and overlying facing units in accordance with the approved installation
procedures and place aggregate fill within the units and drainage aggregate as shown
on the Drawings.
C. Rows of facing units installed with improper or inconsistent setback, rows that are not
level or units of improper finish, color or exhibiting damage shall be removed and
replaced by the Contractor at no cost to the Owner.
D. Where the base of the wall changes elevation, units can be stepped with the grade or
turned into the embankment where indicated on the Drawings. For the reinforced MSE
wall sections, base units shall be embedded the minimum distance shown on the
Drawings. In non-reinforced sections of the MSE wall, the minimum embedment shall be
approved by the Engineer.
E. Facing units that correspond to the elevation where reinforcement is to be installed shall
be verified for line and grade and clearly marked using surveyors’ paint (on the backfill
side of the unit) or other means.
F. The MSE Wall shall be constructed with adequate drainage both through the fall facing
units and behind the reinforced backfill as detailed on the Drawings and by the MSE
Wall Designer.
G. The MSE Wall shall match or exceed the geometry (profile and height) shown on the
Drawings.
3.05 INSTALLATION OF REINFORCEMENT
A. Geosynthetic reinforcement shall be a Geogrid meeting the requirements of Section 31
34 19.13 – Geogrid Soil Reinforcement and approved by the Engineer. Geogrid shall be
installed only after underlying soils have been compacted, leveled and approved by the
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
11-10-2021 32 32 35-6 FIELD ORDER NO. 5
Engineer or his representative. Geogrid shall not be installed over frozen subgrade or
standing water.
B. Geogrid shall be placed at the elevations and over the aerial extent shown on the
Drawings or approved by the Engineer. All Geogrid shall be installed such that the roll
direction is perpendicular to the axis of the wall. Overlap of adjacent Geogrid panels
shall be in accordance with approved shop submittals. No overlap shall be permitted in
the roll direction of the Geogrid.
C. Geogrid shall be mechanically connected to the facing units as shown in the approved
shop submittals. Pretension each Geogrid panel to minimize slack as outlined in Section
31 34 19.13 – Geogrid Soil Reinforcement.
D. Any Geogrid panel that has been damaged shall be removed from the construction area
and replaced with new Geogrid meeting the requirements of these Specifications.
Patching of the Geogrid shall be prohibited.
E. The exposed Geogrid shall be off limits to heavy construction equipment. Turning of light
duty vehicles on the exposed Geogrid is prohibited. Any Geogrid and facing units
damaged during installation shall be removed and replaced at Contractor expense.
3.06 BACKFILL
A. Soil backfill for MSE retaining walls shall meet the requirements of Paragraph 2.01D of
these Specifications.
1. Soils not meeting the requirements of Paragraph A above shall not be
incorporated into the MSE retaining wall construction. Imported soil shall be
approved by the Engineer in advance.
B. All soil backfill associated with MSE retaining wall construction shall be placed in
horizontal lifts not exceeding 8-inches in thickness (loose measure) in accordance with
Section 02200 – Earthwork. Backfill soil shall be compacted to a minimum in-place
density equal to 95% of the maximum Standard Maximum Dry Density (ASTM D698) at
moisture contents approximately equal to Optimum Moisture Content (ASTM D698). The
maximum lift thickness may be reduced by the Engineer to reflect the capability of the
on-site compaction equipment and methods employed by the Contractor to spread and
compact the soil.
C. Compaction equipment shall not cause damage or excess deformation of the
geosynthetic reinforcement or Geosynthetic connection to wall facing units. Heavy
compaction equipment shall not be operated within 3-feet of the wall facing units. The
backfill within 3-feet of the wall facing units, including the drainage aggregate layer, shall
be compacted using light weight hand operated equipment approved by the Engineer.
D. Aggregate placed within and behind facing units shall be protected from mixing or fouling
by backfill soils. Contractor shall use Filter Geotextile or other means approved by the
Engineer to strictly segregate drainage media and backfill soils.
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
11-10-2021 32 32 35-7 FIELD ORDER NO. 5
E. Each lift of backfill soil shall be at the proper moisture, density, line and grade prior to
placement of overlying soil or geosynthetic reinforcement.
F. The exposed subgrade shall be protected from excessive damage due to weather,
precipitation or vehicles during construction. At the end of each workday, exposed soils
should be “seal rolled” using a smooth drum roller to minimize infiltration and softening.
The ground surface shall be sloped away from the wall face to the degree practical and
run-on to the MSE retaining wall section from adjacent areas shall be diverted by the
Contractor during construction.
G. The base and upper surface of the reinforced zone as well as the horizontal extent of the
face of the wall shall be surveyed by the Contractor’s surveyor to verify as-built lines and
grades.
END OF SECTION
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
1
3 4
5
6
7 8
910
11
12
13
14
15
16
17 18
19
20
22
23
24
25
26
R
1
0
'
R10'
STAKING TABLE
POINT #
1
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
22
23
24
25
26
NORTHING
7121321.4394
7121331.4394
7121331.4394
7121397.1176
7121397.1176
7121388.1916
7121388.1725
7121356.6725
7121356.6725
7121331.5967
7121331.5967
7121321.6176
7121348.0343
7121395.1176
7121359.6725
7121385.1725
7121376.6400
7121369.4805
7121373.0320
7121469.5240
7121482.2867
7121388.3584
7121416.0477
7121395.5672
EASTING
2403670.9368
2403670.9140
2403680.9140
2403680.9140
2403739.9140
2403739.9140
2403755.4140
2403755.4140
2403739.9140
2403739.9140
2403749.9140
2403749.2677
2403698.9140
2403725.9140
2403752.4140
2403739.9140
2403766.7484
2403772.7562
2403783.6136
2403861.4650
2403872.7159
2403848.3684
2403737.0817
2403771.6390
DESCRIPTION
EOP
RADIUS
EOP
EOP
EOP
EOP
EOP
EOP
EOP
EOP
RADIUS
EOP
EOB
EOB
EOC
EOC
EOC
EOC
POWER POLE
STRUCTURE
STRUCTURE
MH
RETAINING WALL
RETAINING WALL
15
1"=30'-0"
30 0 30'
IF THIS BAR DOES NOT
MEASURE 1" THEN DRAWING
IS NOT TO FULL SCALE
CHECKED BY:
DRAWN BY:
DESIGNED BY:
PROJECT
ENGINEER:
HAZEN AND SAWYER
8150 N. CENTRAL EXPRESSWAY, SUITE 700
DALLAS, TX 75206
HICKORY CREEK DETENTION FACILITY
AND PECAN CREEK WRP
WEST PEAK FLOW PUMP STATIONREVISSUED FOR DATE BY
CITY OF DENTON, TEXAS
0 1"1/2"
60702-001
5768CONTRACT N0.:
HAZEN NO.:
DATE:DECEMBER 2020
DRAWING
NUMBER:
B. MILLER
CITY PERMITTING
BIDDING 12/2018 BNM
B. MILLER
B. EDWARDS
C-PC-01
PECAN CREEK WRP WEST PEAK
FLOW PUMP STATION
CIVIL
STAKING AND PAVING PLAN
J. LONDON TREATMENT PLANT ROADTREATMENT PLANT ROAD
ZONE X
EX GRAVEL DRIVEEX PLANT GATE
EX BUILDING
EX METER VAULT
BENCHMARK ELEVATION DESCRIPTION
B.M.1 565.53 "X" CUT ON NORTHWEST CORNER OF CONCRETE
(NOT SHOWN)STRUCTURE ON WEST SIDE OF ENTRY ROAD, 280 FT
SOUTHEAST OF ENTRY GATE TO WATER RECLAMATION
PLANT.
B.M.2 562.75 "X" CUT ON EAST CURB OF ENTRY ROAD. 150 FT EAST OF
ENTRY GATE TO WATER RECLAMATION PLANT.
NOTE:
BEARING SYSTEM FOR THIS SURVEY IS BASED ON THE STATE PLANE COORDINATE SYSTEM,
NORTH AMERICAN DATUM OF 1983 (2011), TEXAS NORTH CENTRAL ZONE 4202.
ENVIRONMENTALLY
SENSITIVE AREA 3,
SEE C-G-05
FLEXBASE SEE SECTION C-HC-06
20' SLIDING ACCESS GATE
0244400
CHAIN LINK FENCE TO
BE INSTALLED 2' FROM
EDGE OF PAVEMENT
WPF PUMP
STATION
TOC = 567.00 TRANSFORMER
6' X 6' X 1' THICK SLAB
ELECTRICAL EQUIPMENT PAD
12.5' X 25.5' X 1' THICK
59'76'27'2'18'14'
ENVIRONMENTALLY
SENSITIVE AREA 3,
SEE C-G-05
RESTORE 514 SF SECTION OF
EXISTING ASPHALT PAVEMENT,
SEE TYPICAL HMAC SECTION,
THIS SHEET
RESTORE 671 SF SECTION OF
EXISTING GRAVEL PAVEMENT,
SEE TYPICAL FLEXBASE SECTION,
THIS SHEET
RESTORE 1,635 SF SECTION OF
EXISTING GRAVEL PAVEMENT,
SEE TYPICAL FLEXBASE
SECTION, THIS SHEET
SS MH
PP
DIVERSION
STRUCTURE
1' THICK
B.M.2
OVERHEAD ELECTRIC LINES
(BY OTHERS), SEE ELEC DRAWINGSEX GRAVEL DRIVE 0244400
ZONE AE
NOTES:
1.100-YR FLOODPLAIN SHOWN BASED ON FEMA MAP NUMBER
48121C0380G EFFECTIVE APRIL 18, 2011.
2.ALL PAD THICKNESSES ARE PROVIDED FOR PERMIT REVIEW
REFERENCE. SEE STRUCTURAL SHEETS FOR DETAILS.
3.APPROXIMATE DIMENSIONS SHOWN; CONTRACTOR SHALL RESTORE
ALL EXISTING PAVED AND GRAVEL AREAS IMPACTED BY THE LIMITS
OF DISTURBANCE.
CONFORMED 01/2020 BNM
CITY PERMTTING BNM3
100 YEAR FLOODPLAIN
(EFFECTIVE)24'23'1' THICK
2.42' THICK
8'-4"14'-10"05/2020
PERMITTING MODIFICATIONS BNM401/2021
4
4
4
4
4 27'19'
49'41'39'47'4
4
4
4
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
55
5
556
557
558
5
5
9
565564
566
567
5
6
8
565
554
555
556
557
558
559
562
56
3
564564
5
6
5
5
6
9 567566555556565
566
567565565565563
561
563563569
570
5
7
1
5
7
2
573
571
5
7
2
5705
69 568567566570571570
TREE NO. 1 REMOVE
LIMITS OF DISTURBANCE, TYP
(DEVELOPMENT IMPACT AREA)
LIMITS OF DISTURBANCE, TYP
(DEVELOPMENT IMPACT AREA)
TREE NO. 2 REMOVE
NOTES:
1.100-YR FLOODPLAIN SHOWN BASED ON
CORRECTED EFFECTIVE LOCATION IN FEMA
CLOMR 16-06-3314R DATED NOVEMBER 11,
2016.
2.NATIVE PLANT MATERIAL WITHIN THE ESA
SHALL INCLUDE A RIPARIAN RECOVERY SEED
MIX OR SIMILAR VEGETATION. CONTRACTOR TO
CONSULT WITH WATERSHED PROTECTION STAFF
WHEN SELECTING SEED MIX OR PLANT
MATERIAL.
10 20'020
1"=20'-0"
IF THIS BAR DOES NOT
MEASURE 1" THEN DRAWING
IS NOT TO FULL SCALE
CHECKED BY:
DRAWN BY:
DESIGNED BY:
PROJECT
ENGINEER:
HAZEN AND SAWYER
8150 N. CENTRAL EXPRESSWAY, SUITE 700
DALLAS, TX 75206
HICKORY CREEK DETENTION FACILITY
AND PECAN CREEK WRP
WEST PEAK FLOW PUMP STATIONREVISSUED FOR DATE BY
CITY OF DENTON, TEXAS
0 1"1/2"
60702-001
5768CONTRACT N0.:
HAZEN NO.:
DATE:DECEMBER 2020
DRAWING
NUMBER:
B. MILLER
CITY PERMITTING
BIDDING 12/2018 BNM
B. MILLER
B. EDWARDS
C-PC-02
PECAN CREEK WRP WEST PEAK
FLOW PUMP STATION
CIVIL
GRADING AND EROSION CONTROL
PLAN
J. LONDON
TREATMENT PLANT ROAD
EX BUILDING
WPF
PUMP STATION
TOC=567.00
GRAVEL ACCESS DRIVE
POWER POLE (BY OTHERS),
SEE ELEC DRAWINGS
TRANSFORMER
ELEC EQUIPMENT PAD
SS MH
DIVERSION
STRUCTURE
CONSTRUCTION
STAGING
AREA
EX PLANT GATE
3'
TREE PROTECTION FENCE, TYP
SILT FENCE, TYP
MATCH-LINE, SEE LEFT
MATCH-LINE, SEE RIGHT
SILT FENCE, TYP
0227000
SECTION OF EXISTING GRAVEL
ROADWAY TO BE RESTORED
0227000
0227033
0257701
TEMPORARY SLOPE MATTING
1
C-D-04
100 YEAR FLOOD
ELEVATION (FEMA)
ENVIRONMENTALLY
SENSITIVE AREA 3,
SEE C-G-05
STABILIZED CONSTRUCTION
ENTRANCE
LIMITS OF DISTURBANCE, TYP
SILT FENCE, TYP
0227000
ENVIRONMENTALLY
SENSITIVE AREA 3,
SEE C-G-05
100 YEAR FLOODPLAIN
(CORRECTED EFFECTIVE,
SEE NOTE 1)
EX METER VAULTEX GRAVEL DRIVEEX G
R
A
V
E
L
D
RI
V
E
ZONE X, N
O
B
F
E
ZONE AE,
B
F
E
5
5
9
.
0
0
CONFORMED 01/2020 BNM
SCALE: 1"=20'
PLAN
566.50
566.30
566.50566.30
566.50 566.40566.32566.50
CITY PERMTTING BNM3
566.30
566.30 566.10
566.10
05/2020
TREE INVENTORY
TREE
NUMBER
COMMON NAME
OF TREE
AVG. CANOPY
SPREAD (SQFT.)
LANDMARK TREE
CIRCUMFERENCE
(INCH)
DIAMETER (DBH)PART OF 3+ TREE
CLUSTER
STATUS:
HEALTHY/ DEAD CLASSIFICATION
ACTION:
PRESERVE/
REMOVE
SITE LOCATION
1 Pecan 700 NA 12 No Healthy Quality Remove DIA
2 Pecan 960 NA 14 No Healthy Quality Remove DIA
3 Cedar Elm 450 NA 10 No Healthy Quality Preserve DIA
PERMITTING MODIFICATIONS BNM401/2021
4
TREE NO. 3 PRESERVE
4
4
4
RETAINING WALL561.50 TOW
563.50 TOW
561.50 TOW
60'25'15'
4
1
C-D-02
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
IF THIS BAR DOES NOT
MEASURE 1" THEN DRAWING
IS NOT TO FULL SCALE
CHECKED BY:
DRAWN BY:
DESIGNED BY:
PROJECT
ENGINEER:
HAZEN AND SAWYER
8150 N. CENTRAL EXPRESSWAY, SUITE 700
DALLAS, TX 75206
HICKORY CREEK DETENTION FACILITY
AND PECAN CREEK WRP
WEST PEAK FLOW PUMP STATIONREVISSUED FOR DATE BY
CITY OF DENTON, TEXAS
0 1"1/2"
60702-001
5768CONTRACT N0.:
HAZEN NO.:
DATE:DECEMBER 2020
DRAWING
NUMBER:
B. MILLER
CITY PERMITTING
BIDDING 12/2018 BNM
B. MILLER
C. BRITT
C-D-02
CIVIL
STANDARD DETAILS IID. NAILOR
CONFORMED 01/2020 BNM
CITY PERMTTING BNM308/2020
PERMITTING MODIFICATIONS BNM401/2021
DETAIL 1
N.T.S.
MSE RETAINING WALL
C-D-02
4
DocuSign Envelope ID: 48CF7D59-3108-4967-B9B3-63603EDDCE29
Certificate Of Completion
Envelope Id: 48CF7D5931084967B9B363603EDDCE29 Status: Completed
Subject: ***Purchasing Approval*** 7061-Change Order #3
Source Envelope:
Document Pages: 22 Signatures: 3 Envelope Originator:
Certificate Pages: 6 Initials: 0 Crystal Westbrook
AutoNav: Enabled
EnvelopeId Stamping: Enabled
Time Zone: (UTC-06:00) Central Time (US & Canada)
901B Texas Street
Denton, TX 76209
crystal.westbrook@cityofdenton.com
IP Address: 198.49.140.104
Record Tracking
Status: Original
4/28/2022 4:58:26 PM
Holder: Crystal Westbrook
crystal.westbrook@cityofdenton.com
Location: DocuSign
Signer Events Signature Timestamp
Crystal Westbrook
crystal.westbrook@cityofdenton.com
Senior Buyer
City of Denton
Security Level: Email, Account Authentication
(None)
Completed
Signed by link sent to
crystal.westbrook@cityofdenton.com
Using IP Address: 198.49.140.104
Sent: 4/28/2022 5:03:21 PM
Viewed: 4/28/2022 5:03:32 PM
Signed: 4/28/2022 5:05:02 PM
Electronic Record and Signature Disclosure:
Not Offered via DocuSign
Scott Smiley
ssmiley@walshgroup.com
Business Group Leader
Archer Western Construction
Security Level: Email, Account Authentication
(None)
Signature Adoption: Pre-selected Style
Signed by link sent to ssmiley@walshgroup.com
Using IP Address: 159.63.135.54
Sent: 4/28/2022 5:05:04 PM
Viewed: 5/4/2022 3:41:53 PM
Signed: 5/4/2022 5:21:30 PM
Electronic Record and Signature Disclosure:
Accepted: 9/17/2021 1:27:36 PM
ID: 612e2f60-0c1e-442a-9160-1028fb289061
Stephen D. Gay
stephen.gay@cityofdenton.com
Director
Security Level: Email, Account Authentication
(None)Signature Adoption: Pre-selected Style
Signed by link sent to
stephen.gay@cityofdenton.com
Using IP Address: 47.186.197.168
Signed using mobile
Sent: 5/4/2022 5:21:32 PM
Viewed: 5/4/2022 5:36:33 PM
Signed: 5/4/2022 5:54:25 PM
Electronic Record and Signature Disclosure:
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ID: 42348af1-316a-4ad4-8d84-d5b827c2fb82
Signer Events Signature Timestamp
Crystal Westbrook
crystal.westbrook@cityofdenton.com
Senior Buyer
City of Denton
Security Level: Email, Account Authentication
(None)
Signature Adoption: Pre-selected Style
Signed by link sent to
crystal.westbrook@cityofdenton.com
Using IP Address: 198.49.140.104
Sent: 5/4/2022 5:54:28 PM
Viewed: 5/4/2022 7:28:20 PM
Signed: 5/4/2022 7:28:30 PM
Electronic Record and Signature Disclosure:
Not Offered via DocuSign
In Person Signer Events Signature Timestamp
Editor Delivery Events Status Timestamp
Agent Delivery Events Status Timestamp
Intermediary Delivery Events Status Timestamp
Certified Delivery Events Status Timestamp
Carbon Copy Events Status Timestamp
Jewel Lanning
jewel.lanning@cityofdenton.com
Administrative Assistant III
City of Denton
Security Level: Email, Account Authentication
(None)
Sent: 5/4/2022 7:28:33 PM
Electronic Record and Signature Disclosure:
Not Offered via DocuSign
Cheyenne Defee
cheyenne.defee@cityofdenton.com
Procurement Administration Supervisor
City of Denton
Security Level: Email, Account Authentication
(None)
Sent: 5/4/2022 7:28:32 PM
Electronic Record and Signature Disclosure:
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Annie Bunger
annie.bunger@cityofdenton.com
Security Level: Email, Account Authentication
(None)
Sent: 5/4/2022 7:28:33 PM
Electronic Record and Signature Disclosure:
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Witness Events Signature Timestamp
Notary Events Signature Timestamp
Envelope Summary Events Status Timestamps
Envelope Sent Hashed/Encrypted 4/28/2022 5:03:21 PM
Certified Delivered Security Checked 5/4/2022 7:28:20 PM
Signing Complete Security Checked 5/4/2022 7:28:30 PM
Completed Security Checked 5/4/2022 7:28:33 PM
Payment Events Status Timestamps
Electronic Record and Signature Disclosure
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Electronic Record and Signature Disclosure created on: 7/21/2017 3:59:03 PM
Parties agreed to: Scott Smiley, Stephen D. Gay
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