HomeMy WebLinkAboutBID - 7405 TURNBERRY ROAD IMPROVEMENTS PROJECTADDENDUM No. 2
SPECIFICATIONS AND CONTRACT DOCUMENTS
Description of BID 7405: Turnberry Road Improvements Project
OPENING DATE: 3:00 PM (Our Clock) July 11, 2012
To all prospective bidders under the specifications and contract documents described
above, the following changes/additions are hereby made and detailed in the following
sections of this addendum:
Exhibit 1 – Revised Bid Tab
Exhibit 2 – Clarifications from the Prebid
Exhibit 3 – Revised Specifications
Please contact John Stephen, CPPO, LEED AP, Senior Buyer at (970) 221-6777 with
any questions regarding this addendum.
RECEIPT OF THIS ADDENDUM MUST BE ACKNOWLEDGED BY A WRITTEN
STATEMENT ENCLOSED WITH THE BID/QUOTE STATING THAT THIS
ADDENDUM HAS BEEN RECEIVED.
Financial Services
Purchasing Division
215 N. Mason St. 2nd Floor
PO Box 580
Fort Collins, CO 80522
970.221.6775
970.221.6707
fcgov.com/purchasing
7405 Turnberry Road Improvements Project Page 1 of 16
EXHIBIT 1 – REVISED BID TAB
Revisions to the Plans/Bid Tab:
A. The ELCO Waterline Relocation work has been added back to the project
as a bid alternative. This work will not be awarded as part of the City’s
contract. ELCO may choose to develop a separate agreement with a
contractor to perform this work based on submitted line item costs. All
waterline removal and relocation work associated with the 14” AC line
must meet ELCO specifications. ELCO’s Contractor will be responsible to
coordinate with the City’s Contractor to ensure the waterline will be
removed and replaced in a timely matter.
B. The pedestrian underpass finish shall be a Class 5 Finish, Davis Color
San Diego Buff. This work shall be incidental to the line item:
Pedestrian Underpass 1 LS
C. Public art will be attached to the walls of the pedestrian underpass after
the underpass has been constructed. To accommodate the art, 0.5”
blockouts will need to be installed. Six blockouts on the inside face of the
furthest west wall (Wall H on page 43) ranging from 7’x1’ to 5’x1’ will need
to be installed while nine blockouts on the wingwalls and headwall ranging
from 3’x1’ to 3’x5’ will be installed. Please see the attached artist rendition
and sheet metal cut plan. This work shall be incidental to the line item:
Pedestrian Underpass 1 LS
Art will be installed by the Contractor and consists of placing painted sheet
metal panels per the artist’s direction. The art will be mounted with
concrete expansion bolts supplied by the Contractor. Bolts shall be 3/8”
expansion bolts and should be pan head or round head, with an allen key
head. Anticipate 98 anchor bolts.
D. Line item 203-07 Subgrade Preparations within the Bid Alternative –
Concrete Pavement has been eliminated. The subgrade preparation
(scarifying and compacting) shall not be paid for separately but shall be
included in the cost of the earthwork.
E. Replace previous bid tab with attached revised bid tab. Please note that
the bid tab has also been uploaded as a separate Microsoft Excel file.
7405 Turnberry Road Improvements Project Page 2 of 16
7405 Turnberry Road Improvements Project Page 3 of 16
39 214-04 Street Trees (Bur Oak, 2" Cal.)
21 EA $ -
40 214-05 Street Trees (Chinkapin Oak, 2" Cal.)
14 EA $ -
41 214-06 Street Trees (Greenspire Linden, 2" Cal.)
20 EA $ -
42 214-07 Street Trees (Redmond Linden, 2" Cal.)
6EA $ -
43 214-08 Street Trees (Accoloade Elm, 2" Cal.)
12 EA $ -
44 214-09 Trees (evergreen 6' height)
21 EA $ -
45 214-10 Shrubs (5 Gallons)
661 EA $ -
46 214-11 Ornamental Grasses (1 Gallon)
304 EA $ -
47 214-12 Perrenials (1 Gallon)
170 EA $ -
48 214-13 Landscape Maintenance
1LS $ -
49 304-01 Aggregate Base Course (Class 5 or 6) (6" Depth - CIP)
1,800 TON $ -
50 304-02 Shouldering (Class 5 or 6) (4" Depth)
130 TON $ -
51 403-01 Hot Mix Asphalt (Grading S) (100) (PG64-28) (Modified Binder) (2" Depth)
600 TON $ -
52 403-02 Hot Mix Asphalt (Grading S) (100) (PG58-28)(2" Depth)
600 TON $ -
53 403-03 Hot Mix Asphalt (Grading SG) (100) (PG58-28)(3.5" Depth)
1,050 TON $ -
54 506-01 Geogrid Reinforcing
200 SY $ -
55 601-01 Pedestrian Underpass
1LS $ -
56 603-01 18 Inch Reinforced Concrete Pipe (Class III)
825 LF $ -
57 603-02 21 Inch Reinforced Concrete Pipe (Class III)
45 LF $ -
58 603-03 27 Inch Reinforced Concrete Pipe (Class III)
32 LF $ -
59 603-04 30 Inch Reinforced Concrete Pipe (Class III)
100 LF $ -
60 603-05 42 Inch Reinforced Concrete Pipe (Class III)
645 LF $ -
61 604-01 Inlet, Type R (5 Foot)
2EA $ -
62 604-02 Inlet, Type R (15 Foot)
1EA $ -
63 604-03 Inlet, Type R (20 Foot)
1EA $ -
64 604-04 Inlet, Type R (25 Foot)
1EA $ -
65 604-05 Inlet, Type R (30 Foot)
1EA $ -
66 604-06 Manhole (5 Foot Dia.)
7EA $ -
67 604-07 Connect pipe to inlet
3EA $ -
68 604-08 Clean out Inlets
4EA $ -
81 623-04 Design/Build Irrigation (Maple Hills)
1LS $ -
82 623-05 Design/Build Irrigation (Lind Property)
1LS $ -
83 623-06 Design/Build Irrigation (Richards Lake)
1LS $ -
84 626-01 Mobilization
1LS $ -
$ -
Bid Alternative B - Hot Mix Asphalt Pavement
Ref # Item # Item Description Quantity Unit Unit Cost Total Cost
1 203-02 Unclassified Excavation
3,893 CY $ -
2 203-04 Haul Material
3,893 CY $ -
3 304-01 Aggregate Base Course (Class 5 or 6) (6" Depth - CIP)
7,400 TON $ -
4 403-01 Hot Mix Asphalt (Grading S) (100) (PG64-28) (Modified Binder)
2,515 TON $ -
5 403-02 Hot Mix Asphalt (Grading S) (100) (PG58-28)
2,515 TON $ -
6 403-03 Hot Mix Asphalt (Grading SG) (100) (PG58-28)
4,400 TON $ -
$ -
$ 75,000.00
In
Words
Bid Alternative B - Concrete Pavement
Ref # Item # Item Description Quantity Unit Unit Cost Total Cost
1 412-01 Concrete Pavement (7")(Class P)
23,980 SY $ -
2 609-02 Additional 1" thickness added to Curb and Gutter
7,600 LF $ -
$ -
$ -
In
Words
Ref # Item # Item Description Quantity Unit Unit Cost Total Cost
1 202-E-01 Remove and dispose 14" AC pipe (Friable Pipe)
272 LF $ -
2 202-E-02 Remove and dispose 14" AC pipe (Non-Friable Pipe)
272 LF $ -
3 203-E-01 Excavation outside ped underpass limits
33 CY $ -
4 619-E-01 14" PVC (C-900) pipe (Install Only)
272 LF $ -
5 619-E-02 New Butterfly Valve on 14" PVC (w/ Foster Adapter, Restrained to "T") (Ins
1EA $ -
6 619-E-03 Transition Coupling 14" AC to 14" PVC (Install Only)
1EA $ -
Total for Bid Alternative - ELCO Waterline Relocation: $ -
Bid Alternative - ELCO Waterline Relocation
Total Base Bid with Bid Alternative B - Concrete Pavement :
Total Construction Bid Items
Total Base Bid with Alternative B - HMA and Maintenance Considerations :
Add. for long term maintenance considerations (not part of bid, just on determining award):
Total for Bid Alternative - Hot Mix Asphalt Pavement:
Total for Bid Alternative - Concrete Pavement:
7405 Turnberry Road Improvements Project Page 5 of 16
EXHIBIT 2 – CLARIFICATIONS FROM THE PREBID
Pre-Bid Clarifications:
Q. It is unclear within the plan set which storm sewer pipes are already installed or
are to be installed with this project. Not knowing which pipes are already
installed makes it difficult to verify the bid tab. Should the Contractor solely rely
on the bid tab for the storm sewer line items?
A. The following storm sewer runs are to be constructed as part of this
project:
ST-4G (page 32)
ST-4H (page 32)
ST-10 (from Inlet 10A to Inlet 10B, in addition to 6’ of 21” RCP east
of Inlet 10A to tie into existing pipe)(page 33)
ST-10A (page 33)
ST-10A-1 (from manhole 10A-1 to Inlet 10C)(page 33)
ST-4 (approximately 100 feet of 30” RCP to tie into existing
manhole)
The bid items were calculated from the above and have been verified.
Q. Can the 21” and 27” reinforced concrete pipe (RCP) be upsized to 24” and 30”?
The 21” and 27” RCP are unusual sizes and may be difficult to find resulting in
higher prices.
A. The City has verified that upsizing these two pipe sizes to 24” and 30” will
meet the intent of the design. It is anticipated some 21” pipe will be
required for the project as it ties into existing infrastructure. An exact
quantity will be determined in the field. For bidding purposes, the pipe
sizes for the 21” and 27” pipe will not change. The City will consider the
use of the larger pipes after the project has been awarded.
Q. Is the removed asphalt to be returned to the City, and if so, is it to be sent to
Hoffman Mill Road? If so, does the asphalt need to be broken up into small
pieces?
A. No, the milled asphalt will become the property of the Contractor. If the
Contractor so chooses, it can be disposed of at the Hoffman Mill Road
facility. The facility asks that large slabs not be delivered to the site.
7405 Turnberry Road Improvements Project Page 6 of 16
Q. Can the City verify the quantity for item 209-01 Water (Landscaping)? This
quantity seems low.
A. The line item 209-01 Water (Landscaping) is to be used to water sections
of existing landscaping on the east side of Turnberry Road between
Country Club Road and Brightwater Road. These areas are irrigated. It is
the City’s intent to keep the existing irrigation systems intact during the
construction of the project. If the systems are damaged during the
construction process, it will be the Contractor’s responsibility to repair the
system to an operable state as soon as possible so as to minimally impact
the existing landscaping. This line item will be used as directed by the
City to water in the case the existing systems cannot be operational for a
period of time. The method of watering will be suitable to water existing
landscaping and must be approved prior to by the City. The following line
item has been adjusted to include additional watering capacity:
Water (Landscaping) 20,000 GAL
Q. Where are the locations for the three design/build irrigation systems?
A. The three design/build irrigation systems are located along the frontages
of the following subdivisions:
Maple Hills – East side of Turnberry Road between Country Club
Road and Richards Lake Road
Brightwater Landsings – East side of Turnberry Road between
Richards Lake Road and Brightwater Drive
Richards Lake – West side of Turnberry Road between Richards
Lake Road and Brightwater Drive
The design/build irrigation systems will primarily serve a sod/tree parkway
except at the pedestrian underpass where additional shrubs, ornamental
grasses, and perennials will be planted. Please reference the plans for
planting locations and details. All new work will be tied into existing
system with existing controllers and existing backflow prevention. The
proposed work includes all work necessary for installation of irrigation
mainline, valve boxes, sprinkler heads, tree bubblers, drip systems,
laterals, and wiring within the work areas shown on the attached map.
See attached map for additional info.
Q. How will power to the construction trailer be handled? Will the construction trailer
need to have internet access?
A. The City will coordinate with their Light and Power Department to provide
electricity to the construction trailer. Monthly electric bills will be handled
by the City. Internet will not need to be provided to the construction trailer.
7405 Turnberry Road Improvements Project Page 7 of 16
Location of the trailer, and securing this location, will be handled by the
Contractor.
Q. Can 20% Recycled Asphalt Pavement be used in the top lift of the hot mix
asphalt pavement?
A. Yes, 20% RAP can be used in the top lift of the asphalt pavement. An
updated project specification has been included with this addendum.
Q. Will the City be requiring a paving machine for the concrete pavement?
A. No, the City will not be requiring a paving machine for the concrete
pavement. However, the City will be using CDOT’s smoothness criteria
for concrete pavement. Pavement grinding will be performed in
accordance with LCUASS 25.5. Pavement grinding limits will be
performed in accordance with LCUASS 25.5.2 and Figure 25-1. The City
would encourage the use of a paving machine in order to meet the
smoothness specifications.
Q. A curb with a 7” thick pan will be required if concrete pavement is used. This is
not reflected in the bid tab. The curb and gutter should be included in the
pavement alternatives since the pan thickness is specific to the pavement
selected
A. A line item has been added to the concrete pavement alternative reflecting
this difference. The line item is as follows:
Additional 1” thickness added to Curb and Gutter 7600 LF
The line item 609-01 Curb and Gutter Type 2 (Section IIB) will remain in
the base bid.
Q. Preformed concrete pavement sealants should not be applicable to this project.
Would the City consider the use of a silicone sealer?
A. The City agrees with this statement. A cold applied silicone sealer, gray in
color, shall be used to seal the concrete pavement. Both the backer rod
and silicone sealer will be incidental to the line item:
Concrete Pavement (7”)(Class P)
Q. The earthwork calculations are unclear. Please clarify the earthwork calculations
for both the asphalt and concrete pavement sections.
A. In an effort to clarify the earthwork quantities, the bid tab now reflects
earthwork quantities more specific to the pavement sections. The project
is no longer being bid as Unclassified Excavation (Complete in Place).
7405 Turnberry Road Improvements Project Page 8 of 16
Instead, Unclassified Excavation, Embankment, and Haul Material will be
bid.
Please reference the revised project special for Section 203.
Q. Will dowels be required in the concrete pavement or does the concrete mix
design require No. 467 aggregate.
A. Dowels will be required regardless of the concrete mix design.
Clarifications Not Resulting in Changes to the Bid Documents:
Q. Will the City supply the bid schedule in Excel format?
A. Yes, the City will supply the bid schedule in Excel.
7405 Turnberry Road Improvements Project Page 9 of 16
EXHIBIT 3 – REVISED SPECIFICATIONS
Revisions to the Project Specifications:
The following specifications have been updated or added to the project:
Revision of Section 203, Unclassified Excavation and Embankment
Revision of Section 401, Reclaimed Asphalt Pavement
7405 Turnberry Road Improvements Project Page 10 of 16
REVISION OF SECTION 203
UNCLASSIFIED EXCAVATION (COMPLETE IN PLACE)
Section 203 of the Standard Specifications is hereby revised for this project as follows:
Subsection 203.02(a) delete and replace with the following:
(a) Unclassified Excavation. Unclassified excavation shall consist of the excavation
to final grades of all materials of whatever character required for the work, obtained
within the project limits as shown on the plans or at locations directed by the Engineer,
including excavation for ditches and channels that is not removed under some other item.
Subsection 203.03 shall include the following:
(c) Haul Material. Haul Material shall consist of all work necessary to load, haul,
and appropriately dispose of excess material not able to be used within the project created
from unclassified excavation. This material will become the property of the Contractor.
Engineer’s Earthwork Calculations for Hot Mix Asphalt Pavement:
Earthwork south of Country Club Road (STA 20+00 to STA 25+50):
Top Soil Stripping: 325 CY
Roadway Embankment 2000CY
Earthwork between Country Club Road and Richard’s Lake Road (STA 26+00 to
52+00):
Topsoil Stripping: 5,284 CY
Earthwork between existing and proposed contours (as shown on grading plan):
6,973 CY CUT 4,571 CY
FILL
Street Core: +6,645 CY CUT
Fill required to replace strippings taken from cut areas 1759 CY FILL
Cut Material due to lost strippings taken from cut area:
-3,525 CY CUT
SUBTOTAL: 10,093 CY CUT 6,330 CY
FILL
Compaction Factor: 18% 10,093 CY CUT 7469 CY FILL
Unusable Fill to be Hauled off site: 0 CY HAUL
Total Useable Cut: 10,093 CY CUT
Total Required Fill: 7,469 CY
Earthwork between Richard’s Lake Road and Brightwater Drive (STA 10+50 to STA
21+00):
7405 Turnberry Road Improvements Project Page 11 of 16
REVISION OF SECTION 203
UNCLASSIFIED EXCAVATION, EMBANKEMENT, & HAUL MATERIAL
Topsoil Stripping: (2100-1050) x 0.5 x 25’ / 27 = 408 CY
Note on Existing Conditions: Earthwork has been completed in this location. Aside from
topsoil stripping & asphalt removal, it is anticipated that an additional 6 inches of
material will need to be removed for the roadway section.
That amounts to: 54’ x (2100-1050) x 0.5 / 27 = 1,050 CY CUT
Location Topsoil Unclassified Ex Embankment
South of Country Club Road 325 CY 0 CY 2000 CY
Country Club Rd. to Richards Lake Rd. 5284 CY 10,093 CY 7469 CY
Richards Lake Rd to Brightwater Dr. 408 CY 1050 CY 0 CY
Totals 6017 CY 11,143 CY 9469 CY
Engineer’s Earthwork Calculations for Concrete Pavement:
Earthwork south of Country Club Road (STA 20+00 to STA 25+50):
Top Soil Stripping: 325 CY
Roadway Embankment 2000CY
Earthwork between Country Club Road and Richard’s Lake Road (STA 26+00 to
52+00):
Topsoil Stripping: 5,284 CY
Earthwork between existing and proposed contours (as shown on grading plan):
6,973 CY CUT 4,571 CY
FILL
Street Core: +3,628 CY CUT
Fill required to replace strippings taken from cut areas 1759 CY FILL
Cut Material due to lost strippings taken from cut area:
-3,525 CY CUT
SUBTOTAL: 7,076 CY CUT 6,330 CY
FILL
Compaction Factor: 18% 7,076 CY CUT 7469 CY FILL
Unusable Fill to be Hauled off site: 0 CY HAUL
Total Useable Cut: 7,076 CY CUT
Total Required Fill: 7,469 CY
7405 Turnberry Road Improvements Project Page 12 of 16
REVISION OF SECTION 203
UNCLASSIFIED EXCAVATION, EMBANKEMENT, & HAUL MATERIAL
Earthwork between Richard’s Lake Road and Brightwater Drive (STA 10+50 to STA
21+00):
Topsoil Stripping: (2100-1050) x 0.5 x 25’ / 27 = 408 CY
Note on Existing Conditions: Earthwork has been completed in this location. Aside from
topsoil stripping & asphalt removal, it is anticipated that an additional 1 inch of material
will need to be removed for the roadway section.
That amounts to: 54’ x (2100-1050) x 0.083 / 27 = 174 CY CUT
Location Topsoil Unclassified Ex Embankment
South of Country Club Road 325 CY 0 CY 2000 CY
Country Club Rd. to Richards Lake Rd. 5284 CY 7076 CY 7469 CY
Richards Lake Rd to Brightwater Dr. 408 CY 174 CY 0 CY
Totals 6017 CY 7250 CY 9469 CY
When including the Structural Excavation and Structural Backfill (Class II) into the
earthwork calculations the following becomes apparent:
Description Base Bid Asphalt Pavement Concrete Pavement
Unclassified Excavation 7250 CY 3893 CY 0 CY
Embankment 9469 CY 0 CY 0 CY
Structural Excavation 4000 CY 0 CY 0 CY
Structural Backfill (Class II) 1360 CY 0 CY 0 CY
Haul Material 421 CY 3893 0 CY
The bid tab has been modified to reflect the above.
Subsection 203.14 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Unclassified Excavation Cubic Yard
Embankment Cubic Yard
Haul Material Cubic Yard
Unclassified Excavation, Embankment, and Haul Material will not be measured in the
field but will be paid per plan quantity.
7405 Turnberry Road Improvements Project Page 13 of 16
REVISION OF SECTION 203
UNCLASSIFIED EXCAVATION, EMBANKEMENT, & HAUL MATERIAL
Work shall include all material, equipment, labor, and disposal of materials to complete
the work, including haul, stockpiling, dust control, soil moisture control, compaction,
proof rolling, finish grading and disposal of unsuitable materials. Excess Material will
become the property of the contractor to dispose.
7405 Turnberry Road Improvements Project Page 14 of 16
7405 Turnberry Road Improvements Project Page 15 of 16
The proposed artwork for the pedestrian underpass represents “windows” into the past, alluding to a walk
through the past, reminiscing the use of the landscape in this area’s history.
Materials: Painted steel panels, set into concrete insets that will be pre-poured into the concrete walls of the un-
derpass. Mural grade acrylic paint will be used wtih outdoor grade sealers/graffiti barrier as the final coat.
TURNBERRY ROAD PROJECT
ARTIST SUSAN DAILEY
East End Of Tunnel
This area as it may have looked as a farm in the early 1900’s at
hay harvesting time, with horse teams and farm kids helping out.
Details include a horse in the field, a hawk on a fence post, geese grazing in the field, sunflowers in
bloom (can still be seen today). With the Northern “Front Range” Mountains in the background.
West End Of Tunnel
In the finished product, the artist will further refine the composition and coloration of the piece. The figures will fit into
the scene in terms of size, relation to each other, lighting and color etc.
A retaining wall on the west end
of the tunnel will have a scene of
the prairie depicting a possible scene from the mid 1800’s when this area was the hunting domain of Native tribes.
Bison are shown roaming in large herds, and antelope were present then as well as today.
3
3
4
7 5
7405 Turnberry Road Improvements Project Page 16 of 16
Addendum 1 – 7405 Turnberry Road Improvements Project Page 1 of 1
ADDENDUM No. 1
SPECIFICATIONS AND CONTRACT DOCUMENTS
Description of BID 7405: Turnberry Road Improvements Project
OPENING DATE: 3:00 PM (Our Clock) July 11, 2012
To all prospective bidders under the specifications and contract documents described
above, the following changes/additions are hereby made and detailed in the following
sections of this addendum:
1. The Opening Date has been changed to July 11, 2012 at 3:00 PM (our clock)
Please contact John Stephen, CPPO, LEED AP, Senior Buyer at (970) 221-6777 with
any questions regarding this addendum.
RECEIPT OF THIS ADDENDUM MUST BE ACKNOWLEDGED BY A WRITTEN
STATEMENT ENCLOSED WITH THE BID/QUOTE STATING THAT THIS
ADDENDUM HAS BEEN RECEIVED.
Financial Services
Purchasing Division
215 N. Mason St. 2nd Floor
PO Box 580
Fort Collins, CO 80522
970.221.6775
970.221.6707
fcgov.com/purchasing
Financial Services
Purchasing Division
215 N. Mason St. 2nd Floor
PO Box 580
Fort Collins, CO 80522
970.221.6775
970.221.6707
fcgov.com/purchasing
SPECIFICATIONS
AND
CONTRACT DOCUMENTS
FOR
TURNBERRY ROAD IMPROVEMENTS PROJECT
BID NO. 7405
PURCHASING DIVISION
215 NORTH MASON STREET, 2ND FLOOR, FORT COLLINS
July 9, 2012 – 3:00 P.M. (OUR CLOCK)
CONTRACT DOCUMENTS TABLE OF CONTENTS
Section Pages
BID INFORMATION
00020 Notice Inviting Bids 00020-1 - 00020-2
00100 Instruction to Bidders 00100-1 - 00100-9
00300 Bid Form 00300-1 - 00300-3
00400 Supplements to Bid Forms 00400-1
00410 Bid Bond 00410-1 - 00410-2
00420 Statements of Bidders Qualifications 00420-1 - 00420-3
00430 Schedule of Major Subcontractors 00430-1
CONTRACT DOCUMENTS
00500 Agreement Forms 00500-1
00510 Notice of Award 00510-0
00520 Agreement 00520-1 - 00520-6
00530 Notice to Proceed 00530-1
00600 Bonds and Certificates 00600-1
00610 Performance Bond 00610-1 - 00610-2
00615 Payment Bond 00615-1 - 00615-2
00630 Certificate of Insurance 00630-1
00635 Certificate of Substantial Completion 00635-1
00640 Certificate of Final Acceptance 00640-1
00650 Lien Waiver Release (Contractor) 00650-1 - 00650-2
00660 Consent of Surety 00660-1
00670 Application for Exemption Certificate 00670-1 - 00670-2
CONDITIONS OF THE CONTRACT
00700 General Conditions 00700-1 - 00700-34
Exhibit GC-A GC-A1 - GC-A2
00800 Supplementary Conditions 00800-1 - 00800-2
00900 Addenda, Modifications, and Payment 00900-1
00950 Contract Change Order 00950-1 - 00950-2
00960 Application for Payment 00960-1 - 00960-4
SPECIFICATIONS
SOILS REPORT
SECTION 00020
INVITATION TO BID
SECTION 00020
INVITATION TO BID
Date: June 15, 2012
Sealed Bids will be received by the City of Fort Collins (hereinafter referred to as
OWNER), at the office of the Purchasing Division, 3:00 P.M., our clock, on July 9, 2012,
for the Turnberry Road Improvements Project; BID NO. 7405. If delivered, they are to
be delivered to 215 North Mason Street, 2nd Floor, Fort Collins, Colorado, 80524. If
mailed, the mailing address is P. O. Box 580, Fort Collins, CO 80522-0580.
At said place and time, and promptly thereafter, all Bids that have been duly received
will be publicly opened and read aloud.
The Contract Documents provide for the construction of Bid 7405 Turnberry Road
Improvements Project. The Work includes the construction of a new two lane arterial
roadway along Turnberry Road from approximately 500’ south of Country Club Road to
Brightwater Drive. Along with the roadway construction, a pedestrian underpass
crossing beneath Turnberry Road will be installed just north of Richards Lake Road.
The project includes but is not limited to: removals as defined in the plans, earthwork,
erosion control, stormsewer installation, utilities coordination (Xcel, Comcast, and
Century Link will either be relocated or exposed during the project), construction of a
pedestrian underpass, curb & gutter, sidewalk, asphalt pavement, landscaping, and
irrigation installation. Signing, striping, street light installation, traffic control, and
surveying will be provided by the City of Fort Collins.
The City is also proposing two bid alternatives, the first constructing the roadway with
concrete pavement as opposed to asphalt pavement, and the second being the removal
and replacement of an East Larimer County (ELCO) 14” AC waterline. The concrete
pavement section will be 7” of Class P concrete pavement over 12” of scarified and
recompacted subgrade. The limits of the pavement will not differ from the proposed
limits of asphalt pavement. Please reference the plans, project special, and attached
geotechnical report for additional information on the concrete pavement requirements.
In order to construct the footing for the west retaining wall associated with the
pedestrian underpass, a 14” AC waterline pipe will need to be removed. Once the
footing and wall have been constructed, the waterline will need to be replaced with a 14”
PVC line. ELCO has requested the City gather a competitive bid price to complete this
work. If ELCO feels that a competitive price was not achieved, the work will not be
awarded with the project. Instead, the line will be removed and replaced by ELCO
during the roadway project.
All Bids must be in accordance with the Contract Documents on file with the City of Fort
Collins, 215 North Mason St., 2nd floor, Fort Collins, Colorado 80524.
A prebid conference and job walk with representatives of prospective Bidders will
be held at 2:00 pm, on June 27, 2012 in the Training Room (Conference Room 2E)
at 215 N Mason, Fort Collins.
Prospective Bidders are invited to present their questions relative to this Bid proposal at
this meeting.
The Contract Documents and Construction Drawings may be examined online at:
City of Fort Collins BuySpeed: https://www.fcgov.com/eprocurement
Bids will be received as set forth in the Bidding Documents.
The Work is expected to be commenced within the time as required by Section 2.3 of
General Conditions. Substantial Completion of the Work is required as specified in the
Agreement.
The successful Bidder will be required to furnish a Performance Bond and a Payment
Bond guaranteeing faithful performance and the payment of all bills and obligations
arising from the performance of the Contract.
No Bid may be withdrawn within a period of forty-five (45) days after the date fixed for
opening Bids.
The OWNER reserves the right to reject any and all Bids, and to waive any informalities
and irregularities therein.
Bid security in the amount of not less than 5% of the total Bid must accompany each Bid
in the form specified in the Instructions to Bidders.
Sales Prohibited/Conflict of Interest: No officer, employee, or member of City Council,
shall have a financial interest in the sale to the City of any real or personal property,
equipment, material, supplies or services where such officer or employee exercises
directly or indirectly any decision-making authority concerning such sale or any
supervisory authority over the services to be rendered. This rule also applies to
subcontracts with the City. Soliciting or accepting any gift, gratuity favor, entertainment,
kickback or any items of monetary value from any person who has or is seeking to do
business with the City of Fort Collins is prohibited.
City of Fort Collins
James B. O'Neill, II, CPPO, FNIGP
Purchasing & Risk Management Director
SECTION 00100
INSTRUCTIONS TO BIDDERS
SECTION 00100
INSTRUCTIONS TO BIDDERS
1.0 DEFINED TERMS
Terms used in these Instructions to Bidders which are defined in the Standard
General Conditions of the Construction Contract (No. 1910-8, 1990 ed.) have the
meanings assigned to them in the General Conditions. The term "Bidder" means
one who submits a Bid to OWNER, as distinct from a sub-bidder, who submits a
Bid to Bidder. The terms "Successful Bidder" means the lowest, qualified,
responsible and responsive Bidder to whom OWNER (on basis of OWNER's
evaluation as hereinafter provided) makes an award. The term "Bidding
Documents" includes the Advertisement or Invitation to Bid, Instructions to
Bidders, the Bid Form, and the proposed Contract Documents (including all
Addenda issued prior to receipt of Bids).
2.0 COPIES OF BIDDING DOCUMENTS
2.1. Complete sets of Bidding Documents may be obtained as stated in the
Invitation to Bid. No partial sets will be issued. The Bidding Documents may be
examined at the locations identified in the Invitation to Bid.
2.2. Complete sets of Bidding Documents shall be used in preparing Bids; neither
OWNER nor Engineer assumes any responsibility for errors or misinterpretations
resulting from the use of incomplete sets of Bidding Documents.
2.3. The submitted Bid proposal shall include Sections 00300, 00410, 00420, and
00430 fully executed.
2.4. OWNER and Engineer, in making copies of Bidding Documents available on
the above terms, do so only for the purpose of obtaining Bids on the Work and do
not confer a license or grant for any other use.
3.0 QUALIFICATION OF BIDDERS
3.1 To demonstrate qualifications to perform the Work, each Bidder must submit
at the time of the Bid opening, a written statement of qualifications including
financial data, a summary of previous experience, previous commitments and
evidence of authority to conduct business in the jurisdiction where the Project is
located. Each Bid must contain evidence of Bidder's qualification to do business
in the state where the Project is located or covenant to obtain such qualification
prior to award of the contract. The Statement of Qualifications shall be prepared
on the form provided in Section 00420.
3.2. In accordance with Section 8-160 of the Code of the City of Fort Collins in
determining whether a bidder is responsible, the following shall be considered:
(1) The ability, capacity and skill of the bidder to perform the contract or provide
the services required, (2) whether the bidder can perform the contract or provide
the service promptly and within the time specified without delay or interference,
(3) the character, integrity, reputation, judgment, experience and efficiency of the
bidder, (4) the quality of the bidder's performance of previous contracts or
services, (5) the previous and existing compliance by the bidder with laws and
ordinances relating to the contract or service, (6) the sufficiency of the financial
resources and ability of the bidder to perform the contract or provide the service,
(7) the quality, availability and adaptability of the materials and services to the
particular use required, (8) the ability of the bidder to provide future maintenance
and service for the use of the subject of the contract, and
(9) any other circumstances which will affect the bidder's performance of the
contract.
3.3. Each Bidder may be required to show that he has handled former Work so
that no just claims are pending against such Work. No Bid will be accepted from
a Bidder who is engaged on any other Work which would impair his ability to
perform or finance this Work.
3.4 No Bidder shall be in default on the performance of any other contract with
the City or in the payment of any taxes, licenses or other monies due to the City.
4.0 EXAMINATION OF CONTRACT DOCUMENTS AND SITE
4.1. It is the responsibility of each Bidder, before submitting a Bid, to (a) examine
the Contract Documents thoroughly, (b) visit the site to familiarize himself with
local conditions that may in any manner affect cost, progress or performance of
the Work, (c) familiarize himself with federal, state and local laws, ordinances,
rules and regulations that may in any manner affect cost, progress or
performance of the Work, (d) study and carefully correlate Bidder's observations
with the Contract Documents, and (e) notify Engineer of all conflicts, errors or
discrepancies in the Contract Documents.
4.2. Reference is made to the Supplementary Conditions for identification of:
Subsurface and Physical Conditions SC-4.2.
4.3. The submission of a Bid will constitute an incontrovertible representation by
Bidder that Bidder has complied with every requirement of this Article 4, that
without exception the Bid is premised upon performing and furnishing the Work
required by the Contract Documents and such means, methods, techniques,
sequences or procedures of construction as may be indicated in or required by
the Contract Documents, and that the Contract Documents are sufficient in scope
and detail to indicate and convey understanding of all terms and conditions for
performance and furnishing of the Work.
5.0 INTERPRETATIONS AND ADDENDA.
5.1. All questions about the meaning or intent of the Bidding Documents are to
be submitted in writing to the Engineer and the OWNER. Interpretation or
clarifications considered necessary in response to such questions will be issued
only by Addenda. Questions received less than seven days prior to the date for
opening of the Bids may not be answered. Only questions answered by formal
written Addenda will be binding. Oral and other interpretations or clarifications will
be without legal effect.
5.2. All questions concerning the scope of this project should be directed to the
Engineer. Questions regarding submittal of bids should be directed to the City of
Fort Collins' Purchasing Division.
5.3. Addenda may also be issued to modify the Bidding Documents as deemed
advisable by OWNER or Engineer.
5.4. Addenda will be mailed or delivered to all parties recorded by the OWNER
as having received the Bidding documents.
6.0 BID SECURITY
6.1. Each Bid must be accompanied by Bid Security made payable to OWNER in
the amount stated in the Invitation to Bid. The required security must be in the
form of a certified or bank cashier's check payable to OWNER or a Bid Bond on
the form enclosed herewith. The Bid Bond must be executed by a surety meeting
the requirements of the General Conditions for surety bonds.
6.2. The Bid Security of the successful Bidder will be retained until such Bidder
has executed the Agreement and furnished the required contract security,
whereupon Bid Security will be returned. If the successful Bidder fails to execute
and deliver the Agreement and furnish the required contract security within 15
days of the Notice of Award, OWNER may annul the Notice of Award and the Bid
Security of that Bidder will be forfeited. The Bid Security of other Bidders whom
OWNER believes to have reasonable chance receiving the award may be
retained by OWNER until the earlier of the seventh day after the effective date of
the Agreement or the thirty-first day after the Bid Opening, whereupon Bid
Security furnished by such Bidders will be returned. Bid Security with Bids which
are not competitive will be returned within seven days after the Bid opening.
7.0 CONTRACT TIME.
The number of days within which, or the date by which the Work is to be
substantially complete and also completed and ready for Final Payment (the
Contract Times) are set forth in the Agreement.
8.0 LIQUIDATED DAMAGES.
Provisions for liquidated damages are set forth in the Agreement.
9.0 SUBSTITUTE ("OR EQUAL") MATERIAL AND EQUIPMENT
The Contract, if awarded, will be on the basis of material and equipment
described on the Drawings or specified in the Specifications without
consideration of possible substitute or "or equal" items. Whenever it is indicated
on the Drawings or specified in the Specifications that a substitute or "or equal"
item of material or equipment may be furnished or used by CONTRACTOR if
acceptable to Engineer, application for such acceptance will not be considered
by Engineer until after the "effective date of the Agreement". The procedure for
submittal of any such application by CONTRACTOR and consideration by
Engineer is set forth in the General Conditions which may be supplemented in
the General Requirements.
10.0 SUBCONTRACTORS, SUPPLIERS AND OTHERS
10.1. Each Bidder shall submit at the Bid opening to OWNER a list of principal
subcontractors he proposes to use in the Work. Refer to Section 00430
contained within these Documents.
10.2. If OWNER or Engineer after due investigation has reasonable objection to
any proposed Subcontractor, either may, before the Notice of Award is given,
request the apparent successful Bidder to submit an acceptable substitute
without an increase in Bid price. If the apparent successful Bidder declines to
make any substitution, OWNER may award the contract to the next lowest
responsive and responsible Bidder that proposes to use acceptable
subcontractors. Subcontractors, suppliers, other persons or organization listed
and to whom OWNER or Engineer does not make written objection prior to the
giving of the Notice of Award will be deemed acceptable to OWNER and
ENGINEER subject to revocation of such acceptance after the effective date of
the Agreement as provided in the General Conditions.
10.3. CONTRACTOR shall not be required to employ any subcontractor, supplier
or other persons or organizations against whom he has reasonable objection.
The use of subcontractors listed by the Bidder and accepted by OWNER prior to
the Notice of Award will be required in the performance of the Work.
11.0 BID FORM.
11.1. A copy of the Bid Form is bound in the Contract Documents which may be
retained by the Bidder. A separate unbound copy is enclosed for submission with
the Bid.
11.2. Bid Forms must be complete in ink or typed. All lump sum prices on the
form must be stated in words and numerals; in case of conflict, words will take
precedence. Unit prices shall govern over extensions of sums.
11.3. Bids by corporations must be executed in the corporate name by the
president or a vice-president (or other appropriate officer accompanied by
evidence of authority to sign) and the corporate seal shall be affixed and attested
by the secretary or an assistant secretary. The corporate address and state of
incorporation shall be shown below the corporate name.
11.4. Bids by partnerships must be executed in the partnership name and signed
by a partner, his title must appear under his signature and the official address of
the partnership must be shown below the signature.
11.5. Bids by joint venture shall be signed by each participant in the joint venture
or by an authorized agent of each participant. The full name of each person or
company interested in the Bid shall be listed on the Bid Form.
11.6. The Bid shall contain an acknowledgement of receipt of all Addenda (the
numbers of which must be filled in on the Bid Form).
11.7. No alterations in Bids, or in the printed forms therefore, by erasures,
interpolations, or otherwise will be acceptable unless each such alteration is
signed or initialed by the Bidder; if initialed, OWNER may require the Bidder to
identify any alteration so initialed.
11.8. The address and telephone number for communications regarding the Bid
shall be shown.
12.0 BID PRICING.
Bids must be priced as set forth in the Bid Schedule or Schedules.
13.0 SUBMISSION OF BIDS.
13.1. Bids shall be submitted at the time and place indicated in the Invitation to
Bid and shall be enclosed in an opaque sealed envelope marked with the Project
title, Bid No., and name and address of the Bidder and accompanied by the Bid
Security, Bid Form, Bid Bond, Statement of Bidders Qualifications, and Schedule
of Subcontractors as required in Section 00430. If the Bid is sent through the mail
or other delivery system, the sealed envelope shall be enclosed in a separate
envelope with the notation "BID ENCLOSED" on the face of it.
13.2. Bids shall be deposited at the designated location prior to the time and date
for receipt of Bids indicated in the Invitation to Bid, or any extension thereof made
by addendum. Bids received after the time and date for receipt of Bids will be
returned unopened. Bidder shall assume full responsibility for timely delivery at
the location designated for receipt of Bids.
13.3. Oral, telephonic, telegraphic, or facsimile Bids are invalid and will not
receive consideration.
13.4. No Bidder may submit more than one Bid. Multiple Bids under different
names will not be accepted from one firm or association.
14.0 MODIFICATION AND WITHDRAWAL OF BIDS.
14.1. Bids may be modified or withdrawn by an appropriate document duly
executed (in a manner that a Bid must be executed) and delivered to the place
where Bids are to be submitted at any time prior to the opening of Bids.
14.2. Bids may also be modified or withdrawn in person by the Bidder or an
authorized representative provided he can prove his identity and authority at any
time prior to the opening of Bids.
14.3. Withdrawn Bids may be resubmitted up to the time designated for the
receipt of Bids provided that they are then fully in conformance with these
Instructions to Bidders.
15.0 OPENINGS OF BIDS.
Bids will be opened and (unless obviously non-responsive) read aloud publicly as
indicated in the Invitation to Bid. An abstract of the amounts of the Base Bids and
major alternates (if any) will be made available after the opening of Bids.
16.0 BIDS TO REMAIN OPEN SUBJECT TO ACCEPTANCE.
All Bids shall remain open for forty-five (45) days after the day of the Bid
Opening, but OWNER may, in his sole discretion, release any Bid and return the
Bid Security prior to that date.
17.0 AWARD OF CONTRACT.
17.1. OWNER reserves the right to reject any and all Bids, to waive any and all
informalities not involving price, time or changes in the Work, to negotiate
contract terms with the Successful Bidder, and the right to disregard all
nonconforming, nonresponsive, unbalanced or conditional Bids. Also, OWNER
reserves the right to reject the Bid of any Bidder if OWNER believes that it would
not be in the best interest of the Project to make an award to that Bidder, whether
because the Bid is not responsive or the Bidder is unqualified or of doubtful
financial ability or fails to meet any other pertinent standard or criteria established
by OWNER. Discrepancies between the indicated sum of any column of figures
and the correct sum thereof will be resolved in favor of the correct sum.
17.2. In evaluating Bids, OWNER will consider the qualifications of the Bidders,
whether or not the Bids comply with the prescribed requirements, and such
alternates, unit prices and other data, as may be requested in the Bid Form or
prior to the Notice of Award.
17.3. OWNER may consider the qualification and experience of Subcontractors,
Suppliers, and other persons and organizations proposed for those portions of
the Work as to which the identity of Subcontractors, Suppliers, and other persons
and organizations is submitted as requested by OWNER. OWNER also may
consider the operating costs, maintenance requirements, performance data and
guarantees of major items of materials and equipment proposed for incorporation
in the Work when such data is required to be submitted prior to the Notice of
Award.
17.4. OWNER may conduct such investigations as OWNER deems necessary to
assist in the evaluation of any Bid and to establish the responsibility,
qualifications and financial ability of the Bidder's proposed Subcontractors,
Suppliers and other persons and organizations to do the Work in accordance
with the Contract Documents to OWNER's satisfaction within the prescribed time.
17.5. If the Contract is to be awarded, it will be awarded to the lowest responsive
and responsible Bidder whose evaluation by OWNER indicates to OWNER that
the award will be in the best interest of the OWNER. Award shall be made on the
evaluated lowest base bid excluding alternates. The basis for award shall be the
lowest Bid total for the Schedule or, in the case of more than one schedule, for
sum of all schedules. Only one contract will be awarded.
17.6. If the Contract is to be awarded, OWNER will give the Successful Bidder a
Notice of Award within forty-five (45) days after the date of the Bid opening.
18.0 CONTRACT SECURITY.
The General Conditions and the Supplementary Conditions set forth OWNER's
requirements as to performance and other Bonds. When the Successful Bidder
delivers the executed Agreement to the OWNER, it shall be accompanied by the
required Contract Security.
19.0 SIGNING OF AGREEMENT.
When OWNER gives a Notice of Award to the Successful Bidder, it will be
accompanied by the required number of unsigned counterparts of the Agreement
with all other written Contract Documents attached. Within fifteen (15) days
thereafter, CONTRACTOR shall sign and deliver the required number of
counterparts of the Agreement and attached documents to OWNER with the
required Bonds. Within ten (10) days thereafter, OWNER hall deliver one fully
signed counterpart to CONTRACTOR. Each counterpart is to be accompanied by
a complete set of the Drawings with appropriate identification.
20.0 TAXES.
OWNER is exempt from Colorado State Sales and Use Taxes on materials and
equipment to be incorporated in the Work. Said taxes shall not be included in the
Contract Price. Reference is made to the General and Supplementary
Conditions.
21.0 RETAINAGE.
Provisions concerning retainage are set forth in the Agreement.
22.0 PURCHASING RESTRICTIONS.
Purchasing restrictions: The Bidder's authorized signature of this Bid assures the
Bidder's compliance with the City's purchasing restrictions. A copy of the
resolutions is available for review in the Purchasing and Risk Management
Division or the City Clerk's office.
A. Cement Restrictions: City of Fort Collins Resolution 91-121 requires
that suppliers and producers of cement or products containing cement
to certify that the cement was not made in cement kilns that burn
hazardous waste as a fuel.
23.0 COLLUSIVE OR SHAM BIDS.
Any Bid deemed by the City in its sole discretion to be a collusive or sham Bid
will be rejected and reported to authorities as such. Your authorized signature of
this Bid assures that such Bid is genuine and is not a collusive or sham Bid.
24.0 BID RESULTS.
For information regarding results for individual Bids send a self-addressed, self-
stamped envelope and a Bid tally will be mailed to you. Bid results will be posted
in the Purchasing office seven (7) days after the Bid Opening.
END OF SECTION
SECTION 00300
BID FORM
SECTION 00300
BID FORM
PROJECT: 7405 Turnberry Road Improvements Project
Place:
Date:
1. In compliance with your Invitation to Bid dated June 15, 2012 and subject to all
conditions thereof, the undersigned a (Corporation, Limited Liability Company,
Partnership, Joint Venture, or Sole Proprietor) authorized to do business in the
State of Colorado hereby proposes to furnish and do everything required by the
Contract Documents to which this refers for the construction of all items listed on
the following Bid Schedule or Bid Schedules.
2. The undersigned Bidder does hereby declare and stipulate that this proposal is
made in good faith, without collusion or connection with any other person or
persons Bidding for the same Work, and that it is made in pursuance of and
subject to all the terms and conditions of the Invitation to Bid and Instructions to
Bidders, the Agreement, the detailed Specifications, and the Drawings pertaining
to the Work to be done, all of which have been examined by the undersigned.
3. Accompanying this Bid is a certified or cashier's check or standard Bid bond in
the sum of
($ ) in accordance with the Invitation To Bid and Instructions to
Bidders.
4. The undersigned Bidder agrees to execute the Agreement and a Performance
Bond and a Payment Bond for the amount of the total of this Bid within fifteen
(15) calendar days from the date when the written notice of the award of the
contract is delivered to him at the address given on this Bid. The name and
address of the corporate surety with which the Bidder proposes to furnish the
specified performance and payment Bonds is as follows:
.
5. All the various phases of Work enumerated in the Contract Documents with their
individual jobs and overhead, whether specifically mentioned, included by
implication or appurtenant thereto, are to be performed by the CONTRACTOR
under one of the items listed in the Bid Schedule, irrespective of whether it is
named in said list.
6. Payment for Work performed will be in accordance with the Bid Schedule or Bid
Schedules subject to changes as provided in the Contract Documents.
7. The undersigned Bidder hereby acknowledges receipt of Addenda No.
through .
8. BID SCHEDULE (Base Bid)
Ref # Item # Item Description Quantity Unit Unit Cost Total Cost
1 201-01 Clearing and Grubbing 1 LS $ -
2 202-01 Removal of Pipe (RCP, PVC, CMP) 100 LF $ -
3 202-02 Removal of Curb and Gutter 600 LF $ -
4 202-03 Removal of Sidewalk 120 SF $ -
5 202-05 Removal of Asphalt Pavement (4"-8" Depth) 14,000 SY $ -
6 202-06 Removal of Abandoned Irrigation Structures 4 EA $ -
7 202-07 Plug Pipe 1LS $ -
8 202-08 Removal of Inlet (10' Type R) 1 EA $ -
9 203-01 Excavation around existing Century Link fiber 1 LS $ -
10 203-02 Unclassified Excavation (Complete in Place) 1,674 CY $ -
11 203-03 Muck Excavation 100 CY $ -
12 203-04 Potholing 1LS $ -
13 206-01 Structure Excavation 4,000 CY $ -
14 206-02 Structure Backfill (Class II) 1,360 CY $ -
15 206-03 Structure Backfill (Flow Fill) 100 CY $ -
16 206-04 Structure Backfill (Class I) 200 CY $ -
17 206-05 Bed Course Material (ABC Class 6 - 6" Depth) 40 TON $ -
18 206-06 Shoring 1LS $ -
19 207-01 Topsoil (Striping, Stockpiling, Placing, Haul Unused) (Top 6") 6,017 CY $ -
20 207-02 Topsoil (Special) - Amend Topsoil On-site (6") 1,850 CY $ -
21 208-01 Erosion Control 1 LS $ -
22 209-01 Water (Landscaping) 2,500 GAL $ -
23 210-01 Adjust Manhole Frame 5 EA $ -
24 210-02 Modify Manhole 1 EA $ -
25 210-03 Adjust Valve Box 17 EA $ -
26 210-04 Adjust Fire Hydrant 1 EA $ -
27 210-05 Tie in to Existing Manhole (5' Dia. Maple Hill Drive) (10' Depth) 1 EA $ -
28 210-06 Relocate existing Mailbox 1 EA $ -
29 211-01 Dewatering 10 Day $ -
30 212-01 Sod 55,492 SF $ -
31 212-02 Dryland Seeding 0.2 ACRE $ -
32 213-01 Mulch (1.5" River Rock, 3" Depth, Fabric Included) 17,592 SF $ -
33 213-02 Mulch (Organic, Haul and Place only) 700 SF $ -
34 214-01 Street Trees (Western Catalpa, 2" Cal.) 21 EA $ -
35 214-02 Street Trees (Skyline Honeylocust, 2"Cal.) 23 EA $ -
36 214-03 Street Trees (Kentucky Coffee Tree, 2" Cal) 20 EA $ -
37 214-04 Street Trees (Bur Oak, 2" Cal.) 21 EA $ -
38 214-05 Street Trees (Chinkapin Oak, 2" Cal.) 14 EA $ -
39 214-06 Street Trees (Greenspire Linden, 2" Cal.) 20 EA $ -
40 214-07 Street Trees (Redmond Linden, 2" Cal.) 6 EA $ -
42 214-09 Trees (evergreen 6' height) 21 EA $ -
43 214-10 Shrubs (5 Gallons) 661 EA $ -
44 214-11 Ornamental Grasses (1 Gallon) 304 EA $ -
45 214-12 Perrenials (1 Gallon) 170 EA $ -
46 214-13 Landscape Maintenance 1 LS $ -
47 304-01 Aggregate Base Course (Class 5 or 6) (6" Depth - CIP) 9,200 TON $ -
48 304-02 Shouldering (Class 5 or 6) (4" Depth) 130 TON $ -
49 403-01 Hot Mix Asphalt (Grading S) (100) (PG64-28) (Modified Binder) (2" Depth) 3,100 TON $ -
50 403-02 Hot Mix Asphalt (Grading S) (100) (PG58-28)(2" Depth) 3,100 TON $ -
51 403-03 Hot Mix Asphalt (Grading SG) (100) (PG58-28)(3.5" Depth) 5,400 TON $ -
52 506-01 Geogrid Reinforcing 200 SY $ -
53 601-01 Pedestrian Underpass 1 LS $ -
54 603-01 18 Inch Reinforced Concrete Pipe (Class III) 825 LF $ -
55 603-02 21 Inch Reinforced Concrete Pipe (Class III) 45 LF $ -
56 603-03 27 Inch Reinforced Concrete Pipe (Class III) 32 LF $ -
57 603-04 30 Inch Reinforced Concrete Pipe (Class III) 100 LF $ -
58 603-05 42 Inch Reinforced Concrete Pipe (Class III) 645 LF $ -
59 604-01 Inlet, Type R (5 Foot) 2 EA $ -
60 604-02 Inlet, Type R (15 Foot) 1 EA $ -
61 604-03 Inlet, Type R (20 Foot) 1 EA $ -
62 604-04 Inlet, Type R (25 Foot) 1 EA $ -
63 604-05 Inlet, Type R (30 Foot) 1 EA $ -
64 604-06 Manhole (5 Foot Dia.) 7 EA $ -
65 604-07 Connect pipe to inlet 3 EA $ -
66 604-08 Clean out Inlets 4 EA $ -
67 607-01 Fence (3 Rail Dowel) 460 LF $ -
68 608-01 Concrete Sidewalk (6") 31,000 SF $ -
69 608-02 Concrete Access Ramp (8" w/ Truncated Domes) 1,560 SF $ -
70 608-03 Concrete Crosspan and Apron (9") 1,000 SF $ -
71 608-04 Concrete Drive (8") 130 SY $ -
72 608-05 Yosemite Brown Concrete Bike Path (5" Fibermesh)(Class DT) 5,470 SF $ -
73 609-01 Curb and Gutter Type 2 (Section IIB) 7,600 LF $ -
74 619-01 Water Service with meter pit 1 EA $ -
75 620-01 Construction Trailer 1 LS $ -
76 623-01 Traffic Conduit (Two 2" and Two 3")(Sch 80) 640 LF $ -
77 623-02 3" PVC Pipe (Sch 40) 200 LF $ -
78 623-03 Irrigation for Country Club 1 LS $ -
79 623-04 Design/Build Irrigation (Maple Hills) 1 LS $ -
80 623-05 Design/Build Irrigation (Lind Property) 1 LS $ -
81 623-06 Design/Build Irrigation (Richards Lake) 1 LS $ -
82 626-01 Mobilization 1 LS $ -
$ -
Dollars and Cents
Total Base Bid :
In Words:
Bid Alternative - ELCO Waterline Relocation
1 202-E-01 Remove and dispose 14" AC pipe (Friable Pipe) 272 LF $ -
2 202-E-02 Remove and dispose 14" AC pipe (Non-Friable Pipe) 272 LF $ -
3 203-E-01 Excavation outside ped underpass limits 33 CY $ -
4 619-E-01 14" PVC (C-900) pipe (Install Only) 272 LF $ -
5 619-E-02 New Butterfly Valve on 14" PVC (w/ Foster Adapter, Restrained to "T") 1 EA $ -
6 619-E-03 Transition Coupling 14" AC to 14" PVC 1 EA $ -
Total for Bid Alternative - ELCO Waterline Relocation: $ -
Bid Alternative - Concrete Pavement
1 203-07 Subgrade Preparations 25,388 SY $ -
2 203-08 Embankment (Complete in Place) 2,875 CY $ -
3 304-01 Aggregate Base Course (Class 5 or 6) (9" Depth - CIP) 500 TON $ -
4 403-01 Hot Mix Asphalt (Grading S) (100) (PG64-28) (Modified Binder) 0 TON $ -
5 403-02 Hot Mix Asphalt (Grading S) (100) (PG58-28) 0 TON $ -
6 403-03 Hot Mix Asphalt (Grading SG) (100) (PG58-28) 0 TON $ -
7 420-01 Concrete Pavement (7")(Class P) 25,388 SY $ -
Total for Bid Alternative - Concrete Pavement: $ -
9. PRICES
The foregoing prices shall include all labor, materials, transportation, shoring, removal,
dewatering, overhead, profit, insurance, etc., to cover the complete Work in place of the
several kinds called for.
Bidder acknowledges that the OWNER has the right to delete items in the Bid or change
quantities at his sole discretion without affecting the Agreement or prices of any item so
long as the deletion or change does not exceed twenty-five percent (25%) of the total
Agreement Price.
RESPECTFULLY SUBMITTED:
CONTRACTOR
BY:
Printed Date
Title
License Number (If Applicable)
(Seal - if Bid is by corporation) Attest:
Address
Telephone
Email
SECTION 00400
SUPPLEMENTS TO BID FORMS
00410 Bid Bond
00420 Statement of Bidder's Qualifications
00430 Schedule of Subcontractors
SECTION 00410
BID BOND
KNOW ALL MEN BY THESE PRESENTS: that we, the undersigned
as Principal, and as Surety, are hereby held and firmly bound unto the City of Fort
Collins, Colorado, as OWNER, in the sum of $ for the payment of which, well and truly
to be made, we hereby jointly and severally bind ourselves, successors, and assigns.
THE CONDITION of this obligation is such that whereas the Principal has submitted to
the City of Fort Collins, Colorado the accompanying Bid and hereby made a part hereof
to enter into a Construction Agreement for the construction of Fort Collins Project, 7405
Turnberry Road Improvements Project.
NOW THEREFORE,
(a) If said Bid shall be rejected, or
(b) If said Bid shall be accepted and the Principal shall execute and deliver a
Contract in the form of Contract attached hereto (properly completed in
accordance with said Bid) and shall furnish a BOND for his faithful performance
of said Contract, and for payment of all persons performing labor or furnishing
materials in connection therewith, and shall in all other respects perform the
Agreement created by the acceptance of said Bid, then this obligation shall be
void; otherwise the same shall remain in force and effect, it being expressly
understood and agreed that the liability of the Surety for any and all claims
hereunder shall, in no event, exceed the penal amount of this obligation as
herein stated.
The Surety, for value received, hereby stipulates and agrees that the obligations of said
Surety and its BOND shall be in no way impaired or affected by any extension of the
time within which the OWNER may accept such Bid; and said Surety does hereby waive
notice of any such extension.
Surety Companies executing bonds must be authorized to transact business in the
State of Colorado and be accepted by the OWNER.
IN WITNESS WHEREOF, the Principal and the Surety have hereunto set their hands
and seals this day of , 20__, and such of them as are corporations have
caused their corporate seals to be hereto affixed and these presents to be signed by
their proper officers, the day and year first set forth above.
PRINCIPAL SURETY
Name:
Address:
By: By:
Title: Title:
ATTEST:
By:
(SEAL) (SEAL)
SECTION 00420
STATEMENT OF BIDDER'S QUALIFICATIONS
All questions must be answered and the data given must be clear and comprehensive.
This statement must be notarized. If necessary, questions may be answered on
separate attached sheets. The Bidder may submit any additional information he desires.
1. Name of Bidder:
2. Permanent main office address:
3. When organized:
4. If a corporation, where incorporated:
5. How many years have you been engaged in the contracting business under your
present firm or trade name?
6. Contracts on hand: (Schedule these, showing the amount of each contract and
the appropriate anticipated dates of completion.)
7. General character of Work performed by your company:
8. Have you ever failed to complete any Work awarded to you?
If so, where and why?
9. Have you ever defaulted on a contract?
If so, where and why?
10. Are you debarred by any government agency?
If yes list agency name.
11. List the more important projects recently completed by your company, stating the
approximate cost of each, and the month and year completed, location and type
of construction.
12. List your major equipment available for this contract.
13. Experience in construction Work similar in importance to this project:
14. Background and experience of the principal members of your organization,
including officers:
15. Credit available: $
16. Bank Reference:
17. Will you, upon request, fill out a detailed financial statement and furnish any other
information that may be required by the OWNER?
18. Are you licensed as a General Contractor?
If yes, in what city, county and state?
What class, license and numbers?
19. Do you anticipate subcontracting Work under this Contract?
If yes, what percent of total contract?
And to whom?
20. Are any lawsuits pending against you or your firm at this time?
IF yes, DETAIL
21. What are the limits of your public liability? DETAIL
What company?
22. What are your company's bonding limitations?
23. The undersigned hereby authorizes and requests any person, firm or corporation
to furnish any information requested by the OWNER in verification of the recital
comprising this Statement of Bidder's Qualifications.
Dated at ________________ this ______ day of __________________, 20__.
Name of Bidder
By:
Title:
State of
County of
being duly sworn deposes and says that he
is of and that
(name of organization)
the answers to the foregoing questions and all statements therein contained are true
and correct.
Subscribed and sworn to before me this _______ day of____________, 20__.
(Seal)
Notary Public
My commission expires: .
SECTION 00430
SCHEDULE OF SUBCONTRACTORS
List all subcontractors for the work items listed below and all subcontractors performing
over 15% of the contract.
ITEM SUBCONTRACTOR
SECTION 00500
AGREEMENT FORMS
00510 Notice of Award
00520 Agreement
00530 Notice to Proceed
SECTION 00510
NOTICE OF AWARD
DATE:
TO:
PROJECT: 7405 Turnberry Road Improvements Project
OWNER: CITY OF FORT COLLINS (hereinafter referred to as "the OWNER")
You are hereby notified that your Bid dated , 20 for the above project has
been considered. You are the apparent successful Bidder and have been awarded an
Agreement for 7405 Turnberry Road Improvements Project.
The Price of your Agreement is ($ ).
Three (3) copies of each of the proposed Contract Documents (except Drawings)
accompany this Notice of Award. Three (3) sets of the Drawings will be delivered
separately or otherwise made available to you immediately.
You must comply with the following conditions precedent within fifteen (15) days of the
date of this Notice of Award, that is by , 20 .
1. You must deliver to the OWNER three (3) fully executed counterparts of the
Agreement including all the Contract Documents. Each of the Contract Documents must
bear your signature on the cover of the page.
2. You must deliver with the executed Agreement the Contract Security (Bonds) as
specified in the Instructions to Bidders, General Conditions (Article 5.1) and
Supplementary Conditions.
Failure to comply with these conditions within the time specified will entitle OWNER to
consider your Bid abandoned, to annul this Notice of Award and to declare your Bid
Security forfeited.
Within ten (10) days after you comply with those conditions, OWNER will return to you
one (1) fully-signed counterpart of the Agreement with the Contract Documents
attached.
City of Fort Collins
OWNER
By:
James B. O’Neill, II, CPPO, FNIGP
Director of Purchasing & Risk Management
SECTION 00520
AGREEMENT
THIS AGREEMENT is dated as of the day of in the year of 20 and
shall be effective on the date this AGREEMENT is signed by the City.
The City of Fort Collins (hereinafter called OWNER) and
(hereinafter called CONTRACTOR)
OWNER and CONTRACTOR, in consideration of the mutual covenants hereinafter set
forth, agree as follows:
ARTICLE 1. WORK
CONTRACTOR shall complete all Work as specified or indicated in the Contract
Documents. The Project for which the Work under the Contract Documents may
be the whole or only a part is defined as the construction of the 7405 Turnberry
Road Improvements Project and is generally described in Section 01010.
ARTICLE 2. ENGINEER
The Project has been designed by the City of Fort Collins Engineering, who is
hereinafter called ENGINEER and who will assume all duties and responsibilities
and will have the rights and authority assigned to ENGINEER in the Contract
Documents in connection with completion of the Work in accordance with the
Contract Documents.
ARTICLE 3. CONTRACT TIMES
3.1 The Work shall be Substantially Complete within ninety (90) calendar days
after the date when the Contract Times commence to run as provided in the
General Conditions and completed and ready for Final Payment and Acceptance
in accordance with the General Conditions within fourteen (14) calendar days
after the date when the Contract Times commence to run.
There is a 45 day road closure allowance for construction of the pedestrian
underpass and roadway improvements along Turnberry Road between Richards
Lake Drive and Brightwater Drive. Time count for this work starts as soon as this
section of the roadway is closed. Liquidated Damages will apply to this
milestone date.
3.2. Liquidated Damages. OWNER and CONTRACTOR recognize that time is of
the essence of this Agreement and that OWNER will suffer financial loss if the
Work is not completed within the times specified in paragraph 3.1. above, plus
any extensions thereof allowed in accordance with Article 12 of the General
Conditions.
They also recognize the delays, expenses and difficulties involved in proving in a
legal preceding the actual loss suffered by OWNER if the Work is not completed
on time. Accordingly, instead of requiring any such proof, OWNER and
CONTRACTOR agree that as Liquidated damages for delay (but not as penalty)
CONTRACTOR shall pay OWNER the amounts set forth hereafter.
1) Substantial Completion:
One Thousand Eight Hundred Dollars ($1,800) for each calendar
day or fraction thereof that expires after the ninety (90) calendar
day period for Substantial Completion of the Work until the Work is
Substantially Complete.
2) Final Acceptance:
After Substantial Completion, Five Hundred Dollars ($500) for each
calendar day or fraction thereof that expires after the fourteen (14)
calendar day period for Final Payment and Acceptance until the
Work is ready for Final Payment and Acceptance.
ARTICLE 4. CONTRACT PRICE
4.1. OWNER shall pay CONTRACTOR for performance of the Work in
accordance with the Contract Documents in current funds as follows:
Dollars ($ ), in accordance with Section 00300, attached and incorporated
herein by this reference.
ARTICLE 5. PAYMENT PROCEDURES
CONTRACTOR shall submit Applications for Payment in accordance with Article
14 of the General Conditions. Applications for Payment will be processed by
ENGINEER as provided in the General Conditions.
5.1. PROGRESS PAYMENTS. OWNER shall make progress payments on
account of the Contract Price on the basis of CONTRACTOR's Application for
Payment as recommended by ENGINEER, once each month during construction
as provided below. All progress payments will be on the basis of the progress of
the Work measured by the schedule of values established in paragraph 2.6 of the
General Conditions and in the case of Unit Price Work based on the number of
units completed, and in accordance with the General Requirements concerning
Unit Price Work.
5.1.1. Prior to Substantial Completion, Owner will be entitled to withhold as
contract retainage five percent (5%) of each progress payment, but, in each
case, less the aggregate of payments previously made and less such amounts
as ENGINEER shall determine, or OWNER may withhold, in accordance with
paragraph 14.7 of the General Conditions. If , in the sole discretion of Owner, on
recommendation of Engineer, Owner determines that the character and progress
of the Work have been satisfactory to OWNER and ENGINEER, OWNER may
determine that as long as the character and progress of the Work remain
satisfactory to them, there will be no additional retainage on account of Work
completed in which case the remaining progress payments prior to Substantial
Completion will be in an amount equal to 100% of the Work completed. 95% of
materials and equipment not incorporated in the Work (but delivered, suitably
stored and accompanied by documentation satisfactory to OWNER as provided
in paragraph 14.2 of the General Conditions) may be included in the application
Section 00520 Page 3 for payment.
5.1.2. Upon Substantial Completion payment will be made in an amount
sufficient, if necessary, to increase total payments to CONTRACTOR to 95% of
the Contract Price, less such amounts as ENGINEER shall determine or
OWNER may withhold in accordance with paragraph 14.7 of the General
Conditions or as provided by law.
5.2. FINAL PAYMENT. Upon Final Completion and Acceptance of the Work in
accordance with paragraph 14.13 of the General Conditions, OWNER shall pay
the remainder of the Contract Price as recommended by ENGINEER as provided
in said paragraph 14.13.
ARTICLE 6. CONTRACTOR'S REPRESENTATION
In order to induce OWNER to enter into this Agreement, CONTRACTOR makes
the following representations:
6.1. CONTRACTOR has familiarized himself with the nature and extent of the
Contract Documents, Work, site, locality, and with all local conditions and Laws
and Regulations that in any manner may affect cost, progress, performance or
furnishing of the Work.
6.2. CONTRACTOR has studied carefully all reports of explorations and tests of
subsurface conditions and drawings of physical conditions which are identified in
the Supplementary Conditions as provided in paragraph 4.2 of the General
Conditions.
6.3. CONTRACTOR has obtained and carefully studied (or assumes
responsibility for obtaining and carefully studying) all such examinations,
investigations, explorations, tests, reports, and studies (in addition to or to
supplement those referred to in paragraph 6.2 above) which pertain to the
subsurface or physical condition at or contiguous to the site or otherwise may
affect the cost, progress, performance or furnishing of the Work as
CONTRACTOR considers necessary for the performance or furnishing of the
Work at the Contract Price, within the Contract Times and in accordance with the
other terms and conditions of the Contract Documents, including specifically the
provisions of paragraph 4.2 of the General Conditions; and no additional
examinations, investigations, explorations, tests, reports, studies or similar
information or data are or will be required by CONTRACTOR for such purposes.
6.4. CONTRACTOR has reviewed and checked all information and data shown
or indicated on the Contract Documents with respect to existing Underground
Facilities at or contiguous to the site and assumes responsibility for the accurate
location of said Underground Facilities. No additional examinations,
investigations, explorations, tests, reports, studies or similar information or data
in respect of said Underground Facilities are or will be required by
CONTRACTOR in order to perform and furnish the Work at the Contract Price,
within the Contract Times and in accordance with the other terms and conditions
of the Contract Documents, including specifically the provision of paragraph 4.3.
of the General Conditions.
6.5. CONTRACTOR has correlated the results of all such observations,
examinations, investigations, tests, reports and data with the terms and
conditions of the Contract Documents.
6.6. CONTRACTOR has given ENGINEER written notice of all conflicts, errors or
discrepancies that he has discovered in the Contract Documents and the written
resolution thereof by ENGINEER is acceptable to CONTRACTOR.
ARTICLE 7. CONTRACT DOCUMENTS
7.1 The Contract Documents which comprise the entire Agreement between
OWNER and CONTRACTOR concerning the Work consist of the General
Conditions, Supplementary Conditions, those items included in the definition of
“Contract Documents” in Article 1.10 of the General Conditions, and such other
items as are referenced in this Article 7, all of which are incorporated herein by
this reference.
7.2 Forms for use by CONTRACTOR in performing the Work and related actions
in carrying out the terms of this Agreement are deemed Contract Documents and
incorporated herein by this reference, and include, but are not limited to, the
following:
7.2.1 Certificate of Substantial Completion
7.2.2 Certificate of Final Acceptance
7.2.3 Lien Waiver Releases
7.2.4 Consent of Surety
7.2.5 Application for Exemption Certificate
7.2.6 Application for Payment
7.3 Drawings, consisting of a cover sheet and sheets numbered as follows:
--- COVER SHEET
1 GENERAL NOTES
2 TYPICAL SECTIONS
3-4 REMOVAL PLANS
5-15 ROADWAY PLANS
16-22 GRADING PLANS
23-30 UTILITY PLANS
31 ELCO WATERLINE RELOCATION (AD ALTERNATIVE)
32-34 STORM SEWER PLANS
35-36 BAKER LATERAL INFORMATION
37-49 PEDESTRIAN UNDERPASS PLANS
50-51 EROSION CONTROL PLANS
52-55 SIGNING AND STRIPING
56-65 CROSS SECTIONS
66-100 LANDSCAPING
101-104 IRRIGATION
105-108 DETAIL SHEETS
The Contract Drawings shall be stamped "Final for Construction" and dated.
Any revisions made shall be clearly identified and dated.
7.4. Addenda Numbers to , inclusive.
7.5. The Contract Documents also include all written amendments and other
documents amending, modifying, or supplementing the Contract Documents
pursuant to paragraphs 3.5 and 3.6 of the General Conditions.
7.6. There are no Contract Documents other than those listed or incorporated by
reference in this Article 7. The Contract Documents may only be amended,
modified or supplemented as provided in paragraphs 3.5 and 3.6 of the General
Conditions.
ARTICLE 8. MISCELLANEOUS
8.1. Terms used in this Agreement which are defined in Article I of the
General Conditions shall have the meanings indicated in the General Conditions.
8.2. No assignment by a party hereto of any rights under or interests in the
Contract Documents will be binding on another party hereto without the written
consent of the party sought to be bound; and specifically but not without
limitations, moneys that may become due and moneys that are due may not be
assigned without such consent (except to the extent that the effect of this
restriction may be limited by law), and unless specifically stated to the contrary in
any written consent to an assignment no assignment will release or discharge
that assignor from any duty or responsibility under the Contract Document.
8.3. OWNER and CONTRACTOR each binds itself, its partners, successors,
assigns and legal representatives to the other party hereto, its partners,
successors, assigns and legal representatives in respect to all covenants,
Agreement and obligations contained in the Contract Document.
OWNER: CITY OF FORT COLLINS CONTRACTOR:
By: By:
DARIN ATTEBERRY, CITY MANAGER
By:
JAMES B. O’NEILL II, CPPO, FNIGP PRINTED
DIRECTOR OF PURCHASING
AND RISK MANAGEMENT
Title: Title:
Date: Date:
Attest: (CORPORATE SEAL)
City Clerk
Address for giving notices:
P. O. Box 580
Fort Collins, CO 80522 Attest:
Approved as to Form Address for giving notices:
Assistant City Attorney
License No.:
SECTION 00530
NOTICE TO PROCEED
Description of Work: 7405 Turnberry Road Improvements Project
To:
This notice is to advise you:
That the contract covering the above described Work has been fully executed by the
CONTRACTOR and the OWNER.
That the required CONTRACTOR's Performance Bond and Payment Bond have been
received by the OWNER.
That the OWNER has approved the said Contract Documents.
Therefore, as the CONTRACTOR for the above described Work, you are hereby
authorized and directed to proceed within ( ) calendar days from receipt of this notice as
required by the Agreement.
Dated this day of , 20 .
The dates for Substantial Completion and Final Acceptance shall be , 20_
and , 20__, respectively.
City of Fort Collins
OWNER
By:
Title:
ACKNOWLEDGMENT OF NOTICE
Receipt of the above Notice to Proceed is hereby acknowledged this day of
, 20__.
CONTRACTOR:
By:
Title:
SECTION 00600
BONDS AND CERTIFICATES
00610 Performance Bond
00615 Payment Bond
00630 Certificate of Insurance
00635 Certificate of Substantial Completion
00640 Certificate of Final Acceptance
00650 Lien Waiver Release (CONTRACTOR)
00660 Consent of Surety
00670 Application for Exemption Certificate
SECTION 00610
PERFORMANCE BOND
Bond No.
KNOW ALL MEN BY THESE PRESENTS: that
(firm)
(address)
(an Individual), (a Partnership), (a Corporation), hereinafter referred to as the "Principal" and
(Firm)
(Address)
hereinafter referred to as "the Surety", are held and firmly bound unto City of Fort Collins, 300
Laporte Ave, Fort Collins, Colorado 80522 a (Municipal Corporation) hereinafter referred to as
the "OWNER", in the penal sum of ____________
in lawful money of the United States, for the payment of which sum well and truly to be made,
we bind ourselves, successors and assigns, jointly and severally, firmly by these presents.
THE CONDITIONS OF THIS OBLIGATION are such that whereas the Principal entered into a
certain Agreement with the OWNER, dated the day of , 20 , a copy of which
is hereto attached and made a part hereof for the performance of The City of Fort Collins
Project, 7405 Turnberry Road Improvements Project.
NOW, THEREFORE, if the Principal shall well, truly and faithfully perform its duties, all the
undertakings, covenants, terms, conditions and agreements of said Agreement during the
original term thereof, and any extensions thereof which may be granted by the OWNER, with or
without Notice to the Surety and during the life of the guaranty period, and if the Principal shall
satisfy all claims and demands incurred under such Agreement, and shall fully indemnify and
save harmless the OWNER from all cost and damages which it may suffer by reason of failure
to do so, and shall reimburse and repay the OWNER all outlay and expense which the OWNER
may incur in making good any default then this obligation shall be void; otherwise to remain in
full force and effect.
PROVIDED, FURTHER, that the said Surety, for value received, hereby stipulates and agrees
that no change, extension of time, alteration or addition to the terms of the Agreement or to the
Work to be performed thereunder or the Specifications accompanying the same shall in any way
affect its obligation on this bond; and it does hereby waive notice of any such change, extension
of time, alteration or addition to the terms of the Agreement or to the Work or to the
Specifications.
PROVIDED, FURTHER, that no final settlement between the OWNER and the CONTRACTOR
shall abridge the right of any beneficiary hereunder, whose claim may be unsatisfied.
PROVIDED, FURTHER, that the Surety Company must be authorized to transact business in
the State of Colorado and be acceptable to the OWNER.
IN WITNESS WHEREOF, this instrument is executed in three (3) counterparts, each one of
which shall be deemed an original, this _____ day of _____ ____, 20__.
IN PRESENCE OF: Principal
(Title) (Title)
(Corporate Seal)
(Address)
IN PRESENCE OF: Other Partners
_____________________________ By:
_____________________________ By:
IN PRESENCE OF: Surety
_____________________________ By:_____________________________________
_____________________________
(Address)
(Surety Seal)
NOTE: Date of Bond must not be prior to date of Agreement.
If CONTRACTOR is Partnership, all partners should execute Bond.
SECTION 00615
PAYMENT BOND
Bond No.
KNOW ALL MEN BY THESE PRESENTS: that
(firm)
(address)
(an Individual), (a Partnership), (a Corporation), hereinafter referred to as the "Principal" and
(Firm)
(Address)
hereinafter referred to as "the Surety", are held and firmly bound unto the City of Fort Collins,
300 Laporte Ave., Fort Collins, Colorado 80522 a (Municipal Corporation) hereinafter referred to
as "the OWNER", in the penal sum of
in lawful money of the United States, for the payment of which sum well and truly to be made,
we bind ourselves, successors and assigns, jointly and severally, firmly by these presents.
THE CONDITIONS OF THIS OBLIGATION are such that whereas the Principal entered into a
certain Agreement with the OWNER, dated the day of , 20 , a copy of which
is hereto attached and made a part hereof for the performance of The City of Fort Collins
project, 7405 Turnberry Road Improvements Project.
NOW, THEREFORE, if the Principal shall make payment to all persons, firms, subcontractors,
and corporations furnishing materials for or performing labor in the prosecution of the Work
provided for in such Agreement and any authorized extension or modification thereof, including
all amounts due for materials, lubricants, repairs on machinery, equipment and tools,
consumed, rented or used in connection with the construction of such Work, and all insurance
premiums on said Work, and for all labor, performed in such Work whether by subcontractor or
otherwise, then this obligation shall be void; otherwise to remain in full force and effect.
PROVIDED, FURTHER, that the said Surety, for value received, hereby stipulates and agrees
that no change, extension of time, alteration or addition to the terms of the Agreement or to the
Work to be performed thereunder or the Specifications accompanying the same shall in any way
affect its obligation on this bond; and it does hereby waive notice of any such change, extension
of time, alteration or addition to the terms of the Agreement or to the Work or to the
Specifications.
PROVIDED, FURTHER, that no final settlement between the OWNER and the CONTRACTOR
shall abridge the right of any beneficiary hereunder, whose claim may be unsatisfied.
PROVIDED, FURTHER, that the Surety Company must be authorized to transact business in
the State of Colorado and be acceptable to the OWNER.
IN WITNESS WHEREOF, this instrument is executed in three (3) counterparts,
each one of which shall be deemed an original, this day of , 20__.
IN PRESENCE OF: Principal
(Title) (Title)
(Corporate Seal)
(Address)
IN PRESENCE OF: Other Partners
_____________________________ By:
_____________________________ By:
IN PRESENCE OF: Surety
_____________________________ By:_____________________________________
_____________________________
(Address)
(Surety Seal)
NOTE: Date of Bond must not be prior to date of Agreement.
If CONTRACTOR is Partnership, all partners should execute Bond.
SECTION 00630
CERTIFICATE OF INSURANCE
CONTRACTOR shall insert his own standard form for Certificate of Insurance.
SECTION 00635
CERTIFICATE OF SUBSTANTIAL COMPLETION
TO: CITY OF FORT COLLINS (OWNER)
DATE OF SUBSTANTIAL COMPLETION: PROJECT TITLE: 7405 Turnberry Road
Improvements Project
PROJECT OR SPECIFIED PART SHALL LOCATION: Fort Collins, Colorado
INCLUDE:
OWNER: City of Fort Collins
CONTRACTOR:
CONTRACT DATE:
The Work performed under this contract has been inspected by authorized
representatives of the OWNER, CONTRACTOR, and the ENGINEER and the project or
specified part of the project, as indicated above) is hereby declared to be substantially
completed on the above date.
A tentative list of items to be completed or corrected is appended hereto. This list may
not be exhaustive, and the failure to include an item on it does not alter the
responsibility of the CONTRACTOR to complete all the Work in accordance with the
Contract Documents.
ENGINEER AUTHORIZED REPRESENTATIVE
DATE
The CONTRACTOR accepts the above Certificate of Substantial Completion and
agrees to complete and correct the items on the tentative list within the time indicated.
CONTRACTOR AUTHORIZED REPRESENTATIVE
DATE
The OWNER accepts the project or specified area of the project as substantially
complete and will assume full possession of the project or specified area of the project
at 12:01 a.m., on . The responsibility for heat, utilities,
security, and insurance under the Contract Documents shall be as set forth under
"Remarks" below.
CITY OF FORT COLLINS, COLORADO By:
OWNER AUTHORIZED REPRESENTATIVE
DATE
REMARKS:
SECTION 00640
CERTIFICATE OF FINAL ACCEPTANCE
, 20__
TO:
Gentlemen:
You are hereby notified that on the day of , 20__, the City of
Fort Collins, Colorado, has accepted the Work completed by for the City of Fort
Collins project, 7405 Turnberry Road Improvements Project.
A check is attached hereto in the amount of $ as Final
Payment for all Work done, subject to the terms of the Contract Documents which are
dated , 20 .
In conformance with the Contract Documents for this project, your obligations and
guarantees will continue for the specified time from the following date:____________
__, 20__.
Sincerely,
OWNER: City of Fort Collins
By:
Title:
ATTEST:
Title:
SECTION 00650
LIEN WAIVER RELEASE
(CONTRACTOR)
TO: City of Fort Collins, Colorado (OWNER)
FROM: (CONTRACTOR)
PROJECT: 7405 Turnberry Road Improvements Project
1. The CONTRACTOR acknowledges having received payment, except retainage from
the OWNER for all work, labor, skill and material furnished, delivered and performed by
the CONTRACTOR for the OWNER or for anyone in the construction, design,
improvement, alteration, addition or repair of the above described project.
2. In consideration of such payment and other good and valuable consideration, the
receipt and adequacy of which are hereby acknowledged, the CONTRACTOR
voluntarily waives all rights, claims and liens, including but not limited to, mechanic's
liens, Miller Act claims (40 U.S.C.A. 270 a and b), stop notices, equitable liens and labor
and material bond rights which the CONTRACTOR may now or may afterward have,
claim or assert for all and any work, labor, skill or materials furnished, delivered or
performed for the construction, design, improvement, alteration, addition or repair of the
above described project, against the OWNER or its officers, agents, employees or
assigns, against any fund of or in the possession or control of the OWNER, against the
project or against all land and the buildings on and appurtenances to the land improved
by the project.
3. The CONTRACTOR affirms that all work, labor and materials, furnished, delivered or
performed to or for the construction, design, improvement, alteration, addition or repair
of the project were furnished, delivered or performed by the CONTRACTOR or its
agents, employees, and servants, or by and through the CONTRACTOR by various
Subcontractors or materialmen or their agents, employees and servants and further
affirms the same have been paid in full and have released in full any and all existing or
possible future mechanic's liens or rights or claims against the project or any funds in
the OWNER'S possession or control concerning the project or against the OWNER or
its officers, agents, employees or assigns arising out of the project.
4. The CONTRACTOR agrees to defend and hold harmless the OWNER, the lender, if
any, and the Surety on the project against and from any claim hereinafter made by the
CONTRACTOR'S Subcontractors, materialmen, employees, servants, agents or
assigns against the project or against the OWNER or its officers, employees, agents or
assigns arising out of the project for all loss, damage and costs, including reasonable
attorneys fees, incurred as a result of such claims.
5. The parties acknowledge that the description of the project set forth above constitutes
and adequate description of the property and improvements to which this Lien Waiver
Release pertains. It is further acknowledged that this Lien Waiver Release is for the
benefit of and may be relied upon by the OWNER, the lender, if any, and Surety on any
labor and material bonds for the project.
Signed this day of , 20__.
CONTRACTOR:
By:
Title:
ATTEST:
Secretary
STATE OF COLORADO )
)ss.
COUNTY OF LARIMER )
Subscribed and sworn to before me this day of 20__, by
.
Witness my hand and official seal.
My Commission Expires: Notary Public
SECTION 00660
CONSENT OF SURETY
TO: City of Fort Collins, Colorado (hereinafter referred to as the "OWNER")
CONTRACTOR:
PROJECT: 7405 Turnberry Road Improvements Project
CONTRACT DATE:
In accordance with the provisions of the Contract between the OWNER and the
CONTRACTOR as indicated above, for
(Surety)
on bond of
hereby approves of the Final Payment to the CONTRACTOR, and agrees that Final
Payment to the CONTRACTOR shall not relieve the Surety Company of any of its
obligations to the OWNER, as set forth in the said Surety Company's Bond.
IN WITNESS WHEREOF, the Surety Company has hereunto set its hand this
day of , 20____ .
(Surety Company)
By:
ATTACH: Power of Attorney and Certificate of Authority of Attorney(s)-in-Fact.
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Special Notice
Contractors who have completed this application in the past, please note the following
changes in procedure:
The Department will no longer issue individual Certificates of exemption to
subcontractors. Only prime contractors will receive a Contractor’s Exemption Certificate
on exempt projects.
Upon receipt of the Certificate, the prime contractor should make a copy for each
subcontractor involved in the project and complete it by filling in the subcontractor’s
name and address and signing it.
The original Certificate should always be retained by the prime contractor. Copies of all
Certificates that the prime contractor issued to subcontractors should be kept at the
prime contractor’s place of business for a minimum of three years and be available for
inspection in the event of an audit.
Once an 89# has been assigned to you, please use the next five numbers following it
for any applications submitted for future projects. This should be your permanent
number. For instance, if you were assigned 89-12345-0001, every application
submitted thereafter should contain 89-12345 on the application. The succeeding
numbers will be issued by the Department of Revenue. DO NOT enter what you
believe to be the next in sequence as this may delay processing of your application.
SECTION 00700
GENERAL CONDITIONS
SECTION 00800
SUPPLEMENTARY CONDITIONS
SECTION 00800
SUPPLEMENTARY CONDITIONS
Conditions of the Contract
These Supplementary Conditions amend or supplement the General Conditions of the
Construction Contract (EJCDC General Conditions 1910-8, 1990 edition with City of
Fort Collins modifications) and other provisions of the Contract Documents as indicated
below.
SC-4.2 Subsurface and Physical Conditions:
A. Add the following language to paragraph 4.2.1 of the General Conditions.
4.2.1.1.1 The following report(s) of exploration and tests of subsurface
conditions at the site of the Work:
Geotechnical Investigation by CTL Thompson dated February 2,
2010, Project No. FC05730-130
Contractor may rely upon the accuracy of the technical data contained in
the geotechnical documents, but not upon nontechnical data,
interpretations or opinions contained therein or upon the completeness of
any information in the report.
B. 4.2.1.2.1 No drawing of physical conditions in or relating to existing
surface or subsurface structures (except Underground Facilities referred
to in Paragraph 4.3) which are at or contiguous to the site have been
utilized by the Engineer in preparation of the Contract Documents, except
the following:
None
SC-5.4.8 Limits of Liability
A. Add the following language at the end of paragraph 5.4.8.
The limits of liability for the insurance required by the paragraph
numbers of the General Conditions listed below are as follows:
5.4.1 and 5.4.2
Coverage A - Statutory Limits
Coverage B - $100,000/$100,000/$500,000
5.4.3 and 5.4.5 Commercial General Liability policy will have
limits of $1,000,000 combined single limits (CSL). This policy
will include coverage for Explosion, Collapse, and
Underground coverage unless waived by the Owner.
5.4.6 The Comprehensive Automobile Liability Insurance
policy will have limits of $1,000,000 combined single limits
(CSL).
5.4.9 This policy will include completed operations
coverage/product liability coverage with limits of $1,000,000
combined single limits (CSL).
SECTION 00900
ADDENDA, MODIFICATIONS AND PAYMENT
00950 Contract Change Order
00960 Application for Payment
SECTION 00950
CHANGE ORDER NO.
PROJECT TITLE: Turnberry Road Improvements Project
CONTRACTOR:
PROJECT NUMBER: 7405
DESCRIPTION:
1. Reason for change:
2. Description of Change:
3. Change in Contract Cost:
4. Change in Contract Time:
ORIGINAL CONTRACT COST $ .00
TOTAL APPROVED CHANGE ORDER 0.00
TOTAL PENDING CHANGE ORDER 0.00
TOTAL THIS CHANGE ORDER 0.00
TOTAL % OF THIS CHANGE ORDER
TOTAL C.O.% OF ORIGNINAL CONTRACT
ADJUSTED CONTRACT COST $ 0.00
(Assuming all change orders approved)
ACCEPTED BY: DATE:
Contractor's Representative
ACCEPTED BY: DATE:
Project Manager
REVIEWED BY: DATE:
Title:
APPROVED BY: DATE:
Title:
APPROVED BY: DATE:
cc: City Clerk Contractor
Project File Architect
Engineer Purchasing
Section 00960
APPLICATION FOR PAYMENT PAGE 1 OF 4
OWNER: City of Fort Collins PROJECT: APPLICATION NUMBER:
APPLICATION DATE:
PERIOD BEGINNING:
ENGINEER: CONTRACTOR: PERIOD ENDING:
PROJECT NUMBER:
CHANGE ORDERS Application is made for Payment as shown below in connection with Contract
NUMBER DATE AMOUNT
The present status of the account for this Contract is as
follows:
1
2 Original Contract Amount:
3 Net Change by Change Order:
Current contract Amount: $0.00
Total Completed and Stored to Date:
Less Previous Applications:
Amount Due this Application - Before Retainage: $0.00
Less Retainage:
Net Change by Change Order $0.00 AMOUNT DUE THIS APPLICATION: $0.00
CERTIFICATION:
The undersigned CONTRACTOR certifies that all obligations of CONTRACTOR incurred in connection with
the Work have been satisfied as required in Paragraph 14.3. of the General Conditions of the Contract.
The above Amount Due This Application is requested by the CONTRACTOR.
Date: By:
Payment of the above Amount Due This Application is recommended by the ENGINEER.
Date: By:
Payment of the above Amount Due This Application has been reviewed by the OWNER'S Project Manager.
Date: By:
Payment of the above Amount Due This Application is approved by the OWNER.
Date: By:
CONTRACT AMOUNTS
APPLICATION FOR
PAYMENT PAGE 2 OF 4
Work
Completed
Work
Completed
Work
Completed Stored
Bid
This
Month
Previous
Periods
To
Date Materials Total
Item This Earned Percent
Number Description Quantity Units
Unit
Price Amount Qty. Amount Qty. Amount Qty. Amount Period To Date Billed
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
TOTALS $0.00 $0.00 $0.00 $0.00 $0.00
CHANGE ORDERS APPLICATION FOR PAYMENT PAGE 3 OF 4
Work Completed
Work
Completed
Work
Completed Stored
Bid
This
Month
Previous
Periods
To
Date Materials Total
Item This Earned Percent
Number Description Quantity Units
Unit
Price Amount Qty. Amount Qty. Amount Qty. Amount Period
To
Date Billed
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
$0.00 $0.00 $0.00 $0.00 $0.00
TOTALS CHANGE ORDERS $0.00 $0.00 $0.00 $0.00 $0.00
PROJECT TOTALS $0.00 $0.00 $0.00 $0.00 $0.00
STORED MATERIALS
SUMMARY PAGE 4 OF 4
On Hand Received Installed On Hand
Item Invoice Previous This This This
Number Number Description Application Period Period Application
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
TOTALS $0.00 $0.00 $0.00 $0.00
1
PROJECT AND STANDARD SPECIAL PROVISIONS
TURNBERRY ROAD IMPROVEMENTS PROJECT
Bid No. 7405
Prepared for:
City of Fort Collins
Engineering Department
281 North College Avenue
Fort Collins, CO 80522-0580
(970) 221-6605
June 13, 2012
2
PROJECT SPECIAL PROVISIONS
CITY OF FORT COLINS, COLORADO
TURNBERRY ROAD IMPROVEMENTS PROJECT
PROJECT SPECIAL PROVISIONS
The General Conditions of the Construction Contract and the Colorado Department of
Transportation’s (CDOT) 2005 Standard Specifications for Road and Bridge Construction
control construction of this project. Where there are conflicts between the two, the General
Conditions shall control.
The following Special Provisions supplement or modify the CDOT Standard Specifications and
take precedence over the Standard Specifications and plans. When specifications or special
provisions contain both English and metric (SI) units, the English units apply and are the
specification requirement.
Item Page
Index Pages 1-3
Commencement and Completion of Work 4-5
Revision of Section 100 - General Provisions 6
Revision of Section 101 - Definitions of Terms 7
Revision of Section 102 - Project Plans and Other Data 8
Revision of Section 104 - Scope of Work 9-12
Revision of Section 105 - Control of Work 13-18
Revision of Section 106 - Control of Material 19-22
Revision of Section 107 - Environmental Controls 23-24
Revision of Section 107 – Legal Relations and Responsibility To Public 25
Revision of Section 107 – Performance of Safety Critical Work 26-28
Revision of Section 107 – Dewatering 29
Revision of Section 107 – Removal and Disposal of Asbestos Cement Pipe 30
Revision of Section 101,107, & 208 – Water Quality Control 31-53
Revision of Section 108 - Prosecution and Progress 54-57
Revision of Section 201 – Clearing and Grubbing 58
Revision of Section 202 – Removal of Inlet 59
Revision of Section 202 - Removal of Pipe 60
Revision of Section 202 – Removal of Abanondoned Irrigation Structures 61
Revision of Section 202 - Removal of Sidewalk 62
Revision of Section 202 - Removal of Curb and Gutter 63
Revision of Section 202 - Removal of Asphalt Mat 64
Revision of Section 203 – Unclassified Excavation (CIP) 65-66
Revision of Section 203 - Proof Rolling 67
Revision of Section 203 – Muck Excavation 68
Revision of Section 206 – Structural Excavation & Backfill Material 69
3
PROJECT SPECIAL PROVISIONS
Item Page
Revision of Section 206 – Structure Excavation around CenturyLink Fiber 70
Revision of Section 207 – Topsoil 71
Revision of Section 207 – Topsoil (Special) Amended Onsite for Parkway 72-74
Revision of Section 208 – Erosion Control 75
Revision of Section 209 – Watering (Landscaping) 76
Revision of Section 210 – Adjust Fire Hydrant 77
Revision of Section 210 – Modify Manhole 78
Revision of Section 211 – Dewatering 79-80
Revision of Section 212 – Tree Protection 81-86
Revision of Section 214 – Plantings 87-100
Revision of Section 304 - Aggregate Base Course 101
Revision of Section 403 - Hot Mix Asphalt 102-104
Revision of Section 412 – Portland Cement Concrete Pavement 105
Revision of Section 506 – Geogrid 106-107
Revision of Section 601 – Waterproofing 108
Revision of Section 601 – Precast Box Culvert 109-114
Revision of Section 601 – External Joint Wrap 115-116
Revision of Section 603 – Reinforced Concrete Pipe 117
Revision of Section 608 – Sidewalks and Bikeways 118-119
Revision of Section 608 - Concrete Curb Ramp 120-121
Revision of Section 609 – Curb and Gutter 122
Revision of Section 623 - Irrigation 123-138
Revision of Section 625 - Construction Surveying 139-141
Revision of Section 627 - Pavement Marking 142
Revision of Section 630 – Construction Zone Traffic Control 143-145
Utilities 146
List of Project Standard Special Provisions 147
4
COMMENCEMENT AND COMPLETION OF WORK
The Contractor shall commence work under the Contract on or before the 14th day following the
date of award, unless such time for beginning the work is changed by the Chief Engineer in the
"Notice to Proceed." The Contractor shall reach Substantial Completion within one hundred and
ten calendar days in accordance with the "Notice to Proceed."
Stockpiling of materials before the beginning date is subject to the Engineer's approval. If such
approval is given, stockpiled material will be paid for in accordance with Sections l09 and 626.
Salient features to be shown on the Contractor's progress schedule are:
• Mobilization
• Construction Surveying (By City of Fort Collins Engineering – Survey Dept.)
• Construction Traffic Control
• Removals and Adjustments
• Roadway Earthwork
• Erosion Control
• Drainage System
• Curb, Gutter and Sidewalk
• Asphalt Pavement
• Concrete Pavement
• Landscaping & Irrigation
• Signing and Striping (By City of Fort Collins – Traffic Dept.)
• Utility Coordination and Relocations
Section 108 of the Standard Specifications is hereby revised for this project as follows:
Subsection 108.03 shall include the following:
The progress schedule shall consist of a Critical Path Method (CPM) schedule prepared using the
Microsoft Project software and submitted in hard and electronic formats.
The contractor shall be responsible for planning, scheduling, coordinating, and reporting the
progress of the work to be completed by City of Fort Collins Forces. The City of Fort Collins
Forces shall be considered as subcontractor for the purposes of scheduling the work. The City
will comment on the contractors initial schedule submittal for coordination of the completion of
their work items.
The Contractor shall complete the following discrete portions of the work (milestones) within the
specified time frames. Liquidated Damages will be assessed for failure to meet the milestones in
the amount of $2,000 per calendar day.
Milestone #1:
5
Reopening Turnberry Road between Richard’s Lake Road and Brightwater Drive. The City is
allowing a 45 calendar day closure of existing Turnberry Road between Richard’s Lake Road
and Brightwater Drive for the construction of the pedestrian underpass and realignment of
COMMENCEMENT AND COMPLETION OF WORK
Turnberry Road on the north side of the project. The roadway and the structure do not need to
be completed, but the roadway does need to be reopened for northbound and southbound
vehicular traffic within 45 calendar days of the beginning of the closure. Failure to reopen the
road after instituting the closure will result in liquidated damages of $1800 per calendar day for
each additional day that the closure is in place.
Substantial Completion is defined by:
• Traffic is following the lane arrangements shown on the plans for finished roadway
• All curb and gutter, sidewalk, drainage systems, pavement, and dirt work construction is
complete
• Traffic control devices and pavement markings are installed in their final positions.
• Off-peak hour lane closures (9:30 AM to 11:30 AM and 1:30 PM to 3:30 PM) will be
permitted for minor work required to reach final completion.
Final Completion is defined by:
• Final grading, landscaping, irrigation, site clean up, punch list items are completed.
• Project record documents shall be turned over to the owner and all processing of change
orders is completed.
• The work must be ready for final payment and acceptance.
Substantial Completion will be within 90 calendar days from the commencement of construction
date. Failure to meet the substantial completion date will result in liquidated damages assigned to
the Contractor of $1800 per calendar day.
Final completion will be within 14 calendar days of substantial completion date. Failure to meet
the final completion date will result in liquidated damages assigned to the Contractor of $500 per
calendar day.
6
REVISION OF SECTION 100
GENERAL PROVISIONS
Section 100 of the Standard Specifications is hereby revised for this project as follows:
Subsections 102 and 103 of the Standard Specifications are hereby deleted. See Contract
Documents for additional information.
7
REVISION OF SECTION 101
DEFINITIONS OF TERMS
Technical Specifications related to construction materials and methods for the work embraced
under this Contract shall consist of the “Colorado Department of Transportation, State of
Colorado, Standard Specifications for Road and Bridge Construction” dated 2011.
Certain terms utilized in the Specifications referred to in the paragraph above shall be interpreted
to have different meanings within the scope of this Contract. A summary of redefinitions
follows:
Where reference is made in the plans and specifications to Owner, Department, Chief Engineer,
Resident Engineer, Project Engineer, Engineer, and Inspection and Testing Agency it is
understood to mean the City of Fort Collins, Colorado or the City’s representative.
Where reference is made in the plans and specifications to Surveyor and Traffic Control
Supervisor it is understood to mean provided by the City of Fort Collins with City of Fort Collins
crews, but acting as a subcontractor to the project.
The sections shown on the following pages are revisions to the Technical Specifications for this
project.
8
REVISION OF SECTION 102
PROJECT PLANS AND OTHER DATA
Section 102 of the Standard Specifications is hereby revised for this project as follows:
Subsection 102.05 shall include the following:
A copy of the bid may be obtained as follows:
1. Download the Proposal/Bid from the BuySpeed Webpage,
www.fcgov.com/eprocurement
2. Come by Purchasing at 215 North Mason St. 2nd floor, Fort Collins, and request a copy
of the Bid
Upon receiving Concurrence to Award from Colorado Department of Transportation, the low
responsive, responsible bidder may obtain from the City of Fort Collins at no cost;
10 sets of plans and special provisions
9
REVISION OF SECTION 104
SCOPE OF WORK
Section 104 of the Standard Specifications is hereby revised for this project as follows:
Subsection 104.02 shall include:
Site Conditions
A. General:
1. The Contractor acknowledges that he has satisfied himself as to the nature and location of
the work, the general and local conditions, particularly those bearing upon access to the site;
handling, storage, and disposal of materials; availability of water, electricity and roads;
uncertainties of weather, river stages, or similar physical conditions at the site; the conformation
and conditions of the ground; the equipment and facilities needed preliminary to and during the
execution of the work; and all other matters which can in any way affect the work or the cost
thereof under this Contract.
2. The Contractor further acknowledges that he has satisfied himself as to the character,
quality and quantity of surface and subsurface materials to be encountered from his inspection of
the site and from reviewing any available records of exploratory work furnished by the Owner or
included in these Documents. Failure by the Contractor to acquaint himself with the physical
conditions of the site and all the available information will not relieve him from responsibility
for properly estimating the difficulty or cost of successfully performing the work.
3. The Contractor warrants that as a result of his examination and investigation of all the
aforesaid data that he can perform the work in a good and workmanlike manner and to the
satisfaction of the Owner. The Owner assumes no responsibility for any representations made by
any of its officers or agents during or prior to the execution of this Contract, unless (1) such
representations are expressly stated in the Contract and (2) the Contract expressly provides that
the responsibility therefore is assumed by the Owner.
B. Information on Site Conditions:
Any information obtained by the Engineer regarding site conditions, subsurface information,
groundwater elevations, existing construction of site facilities, and similar data will be available
for inspection, as applicable, at the office of the Engineer upon request. Such information is
offered as supplementary information only. Neither the Engineer nor the Owner assumes any
responsibility for the completeness or interpretation of such supplementary information.
1. Differing Subsurface Conditions:
10
a. In the event that the subsurface or latent physical conditions are found materially
different from those indicated in these Documents, and differing materially from those ordinarily
encountered and generally recognized as inherent in the character of work covered in these
REVISION OF SECTION 104
SCOPE OF WORK
Contract Documents, the Contractor shall promptly, and before such conditions are disturbed,
notify the Engineer in writing of such changed conditions.
b. The Engineer will investigate such conditions promptly and following this investigation,
the Contractor shall proceed with the work, unless otherwise instructed by the Engineer. If the
Engineer finds that such conditions do so materially differ and cause an increase or decrease in
the cost of or in the time required for performing the work, the Engineer will recommend to the
Owner the amount of adjustment in cost and time he considers reasonable. The Owner will
make the final decision on all Change Orders to the Contract regarding any adjustment in cost or
time for completion.
2. Underground Utilities: Known utilities and structures adjacent to or encountered in the
work are shown on the Drawings. The locations shown are taken from existing records and the
best information available from existing utility plans and potholing. However, it is expected that
there may be some discrepancies and omissions in the locations and quantities of utilities and
structures shown. Those shown are for the convenience of the Contractor only, and no
responsibility is assumed by either the Owner or the Engineer for their accuracy or completeness.
C. Execution:
1. Where the Contractor's operations could cause damage or inconvenience to railway,
telegraph, telephone, television, oil, gas, electricity, water, sewer, or irrigation systems, and the
operations shall be suspended until all arrangements necessary for the protection of these utilities
and services have been made by the Contractor.
2. Notify all utility offices which are affected by the construction operation at least 48 hours
in advance. Under no circumstances expose any utility without first obtaining permission from
the appropriate agency. Once permission has been granted, locate, expose, and provide
temporary support for all existing underground utilities.
3. The Contractor shall protect all utility poles from damage. If interfering power poles,
telephone poles, guy wires, or anchors are encountered, notify the Engineer and the appropriate
utility company at least 48 hours in advance of construction operations to permit the necessary
arrangements for protection or relocation of the interfering structure.
4. The Contractor shall be solely and directly responsible to the owner and operators of such
properties for any damage, injury, expense, loss, inconvenience, delay, suits, actions, or claims
of any character brought because of any injuries or damage which may result from the
construction operations under this Contract.
11
5. Neither the Owner nor its officers or agents shall be responsible to the Contractor for
damages as a result of the Contractor's failure to protect utilities encountered in the work.
REVISION OF SECTION 104
SCOPE OF WORK
6. If the Contractor, while performing the Contract, discovers utility facilities not identified
in the Drawings or Specifications, he shall immediately notify the Owner, utility, and the
Engineer in writing.
7. In the event of interruption to domestic water, sewer, storm drain, or other utility services
as a result of accidental breakage due to construction operations, promptly notify the proper
authority. Cooperate with said authority in the restoration of service as promptly as possible and
bear all costs of repair.
8. The Contractor shall replace, at his own expense, any and all other existing utilities or
structures removed or damaged during construction, unless otherwise provided for in these
Contract Documents or ordered by the Engineer.
9. Interfering Structures - The Contractor shall take necessary precautions to prevent
damage to existing structures whether on the surface, aboveground, or underground. An attempt
has been made to show major structures on the Drawings. The completeness and accuracy
cannot be guaranteed, and it is presented simply as a guide to avoid known possible difficulties.
10. Field Relocation - During the progress of construction, it is expected that minor
relocations of the work will be necessary. Such relocations shall be made only by direction of
the Engineer. If existing structures are encountered that prevent the construction, and that are
not properly shown on the Drawings, notify the Engineer before continuing with the construction
in order that the Engineer may make such field revision as necessary to avoid conflict with the
existing structures. If the Contractor shall fail to so notify the Engineer when an existing
structure is encountered, and shall proceed with the construction despite the interference, he shall
do so at his own risk.
D. Easements: Where portions of the work are located on public or private property,
easements and permits will be obtained by the Owner. Easements will provide for the use of the
property for construction purposes to the extent indicated on the easements. Copies of these
easements and permits are available upon request to the Owner. It shall be the Contractor's
responsibility to determine the adequacy of the easement obtained in every case and to abide by
all requirements and provisions of the easement. The Contractor shall confine his construction
operations to within the easement limits or make special arrangements with the property owners
or appropriate public agency for the additional area required. Any damage to property, either
inside or outside the limits of the easements provided by the Owner, shall be the responsibility of
the Contractor as specified herein. The Contractor shall remove, protect, and replace all fences
or other items encountered on public or private property. Before final payment will be
authorized by the Engineer, the Contractor will be required to furnish the Owner with written
releases from property owners or public agencies where side agreements or special easements
12
have been made by the Contractor or where the Contractor's operations, for any reason, have not
been kept within the construction right-of-way obtained by the Owner.
REVISION OF SECTION 104
SCOPE OF WORK
E. Land Monuments: The Contractor shall notify the Engineer of any existing Federal,
State, Town, County, and private land monuments encountered. Private monuments shall be
preserved, or replaced by a licensed surveyor at the Contractor's expense. When Government
monuments are encountered, the Contractor shall notify the Engineer at least two (2) weeks in
advance of the proposed construction in order that the Engineer will have ample opportunity to
notify the proper authority and reference these monuments for later replacement.
Subsection 104.05 shall include:
Contractors Use of Premises
The Contractor may use the Owner’s property designated within the construction limits shown
on the Plans for equipment and materials as long as he confines his operations to those permitted
by local laws, ordinance and permits and meet the following requirements:
1. Do not unreasonably encumber site with materials or equipment.
2. Assume full responsibility for protection and safekeeping of products stored on premise.
3. Move any stored products which interfere with operations of the Owner.
4. Obtain and pay for use of additional storage or work areas needed for operations.
Limits of Construction
The Contractor must maintain all of his construction activities within the Owner’s property
and/or construction easements and limits of the project, or other stated areas, unless permits
and/or written permission are obtained by the Contractor, from appropriate authorities or private
property owners, outside of these areas. Contractor to fence all easements and work areas. The
temporary permits must be secured and paid for by the Contractor at no extra cost to the Owner.
Any temporary permits secured must be in writing and a copy of same provided to the Engineer.
Security
The Contractor shall at all times be responsible for the security of his facilities and equipment.
The Owner will not take responsibility for missing or damaged equipment, tools, or personal
belongings of the Contractor.
13
REVISION OF SECTION 105
CONTROL OF WORK
Section 105 of the Standard Specifications is hereby revised for this project as follows:
Subsection 105.02 shall be replaced with:
Submittals
A. Requirements:
1. Where required by the Specifications, the Contractor shall submit descriptive information
that will enable the Engineer to determine whether the Contractor’s proposed materials,
equipment, methods of work are in general conformance to the design concept and in accordance
with the Drawings and Specifications. The information submitted may consist of drawings,
specifications, descriptive data, certificates, samples, test results, product data, and such other
information, all as specifically required in the Specifications. In some instances, specified
submittal information describes some, but not all features of the material, equipment, or method
of work.
2. The Contractor shall be responsible for the accuracy and completeness of the information
contained in each submittal and shall assure that the material, equipment, or method of work
shall be as described in the submittal. The Contractor shall verify that all features of all products
conform to the requirements of the Drawings and Specifications. The Contractor shall ensure
that there is no conflict with other submittals and notify the Engineer in each case where its
submittal may affect the work of another Contractor or the Owner. The Contractor shall ensure
coordination of submittals among the related crafts and subcontractors.
3. Submittals will be reviewed for overall design intent and returned to Contractor with
action to be indicated by the Engineer. It shall be the Contractor’s responsibility to assure that
previously accepted documents are destroyed when they are superseded by a resubmittal as such.
4. It shall be the Contractor’s responsibility to ensure that required items are corrected and
resubmitted. Any work done before approval shall be at the Contractor’s own risk.
B. Submittal Procedure:
1. Unless a different number is called for in the individual sections, four (4) copies of each
submittal and sample are required, two (2) of which will be retained by the Engineer. The
Contractor shall receive two (2) copies in return. Faxed submittals will not be accepted.
2. Submittals that are related to or affect each other shall be forwarded simultaneously as a
package to facilitate coordinated review. Uncoordinated submittals will be rejected.
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REVISION OF SECTION 105
CONTROL OF WORK
3. If the items or system proposed are acceptable but the major part of the individual
drawings or documents are incomplete or require revision, the submittal will be returned with
requirements for completion.
4. The right is reserved for the Engineer to require submittals in addition to those called for
in individual sections.
5. Submittals regarding material and equipment shall be submitted directly to the Engineer
and will be accompanied by a transmittal form. A separate form shall be used for each specific
item, class of material, equipment, and items specified in separate discrete sections for which the
submittal is required. Submittals for various items shall be made with a single form when the
items taken together constitute a manufacturer’s package or are so functionally related that
expediency indicates checking or review of the group or package as a whole.
6. A unique number, sequentially assigned, shall be noted on the transmittal form
accompanying each item submitted. Original submittal numbers shall have the following format:
“XXX-Y;” where “XXX” is the originally assigned submittal number and “Y” is a sequential
letter assigned for resubmittals (i.e., A, B, or C being the first, second and third resubmittals,
respectively). Submittal 25B, for example, is the second resubmittal of Submittal 25.
7. If the Contractor proposes to provide material, equipment, or method of work that
deviates from the Contract Documents, it shall indicate so under “deviations” on the transmittal
form accompanying the submittal copies.
8. Submittals that do not have all the information required to be submitted, including
deviations, are not acceptable and will be returned without review.
C. Review Procedure:
1. Submittals are specified for those features and characteristics of materials, equipment,
and methods of operation that can be selected based on the Contractor’s judgment of their
conformance to the requirements of the Drawing and Specifications. Other features and
characteristics are specified in a manner that enables the Contractor to determine acceptable
options without submittals. The review procedure is based on the Contractor’s guarantee that all
features and characteristics not requiring submittals conform to the Drawings and Specifications.
Review shall not extend to means, methods, techniques, sequences, or procedures of construction
or to verifying quantities, dimensions, weights or gages, or fabrication processes (except where
specifically indicated or required by the Specifications) of separate items, and as such, will not
indicate approval of the assembly in which the item functions.
15
2. Unless otherwise specified, within twenty-one (21) calendar days after receipt of the
submittal, the Engineer will review the submittal and return copies. The returned submittal will
indicate one of the following actions:
REVISION OF SECTION 105
CONTROL OF WORK
a. If the review indicates that the material, equipment, or work method complies with the
Specifications, submittal copies will be marked “NO EXCEPTIONS TAKEN”. In this event, the
Contractor may begin to implement the work method or incorporate the material or equipment
covered by the submittal.
b. If the review indicates limited corrections are required, copies will be marked
“REVIEWED, COMMENTS AS NOTED”. The Contractor may begin implementing the work
method or incorporating the material and equipment covered by the submittal in accordance with
the noted corrections.
Where submittal information will be incorporated in Operation and Maintenance data, a
corrected copy shall be provided.
c. If the review indicates that the submittal is insufficient or contains incorrect data, copies
will be marked “REVISE AND RESUBMIT”. Except at its own risk, the Contractor shall not
undertake work covered by this submittal until it has been revised, resubmitted and returned
marked either “NO EXCEPTIONS TAKEN” or “REVIEWED, COMMENTS AS NOTED”.
d. If the review indicates that the material, equipment, or work method do not comply with
the Specifications, copies of the submittal will be marked “REJECTED”. Submittals with
deviations that have not been identified clearly may be rejected. Except at its own risk, the
Contractor shall not undertake the work covered by such submittals until a new submittal is
made and returned marked either “NO EXCEPTIONS TAKEN” or “REVIEWED, COMMENTS
AS NOTED”.
D. Drawing:
1. The term “shop drawings” includes drawings, diagrams, layouts, schematic, descriptive
literature, illustrations schedules performance and test data, and similar materials furnished by
Contractor to explain in detail specific portions of the work required by the Contract.
2. Contractor shall coordinate all such drawings, and review them for legibility, accuracy,
completeness and compliance with contract requirements and shall indicate this approval thereon
as evidence of such coordination and review. Shop drawing submitted to the Engineer without
evidence of Contractor’s approval will be returned for resubmission.
3. Shop drawing shall be clearly identified with the name and project number of this
contract, and references to applicable specification paragraphs and contract drawings.
When catalog pages are submitted, applicable items shall be clearly identified.
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REVISION OF SECTION 105
CONTROL OF WORK
4. Contractor shall stamp his approval on shop drawings prior to submission to the Engineer
as indication of his checking and verification of dimensions and coordination with interrelated
items. Stamp shall read:
“(Contractor’s Name) represents that we have determined and verified all field
dimensions and measurements, field construction criteria, materials, catalog numbers and similar
data, and that we have checked with the requirements of the Specifications and Drawings, the
Contract Documents, and General Conditions”.
Marks on drawings by Contractor shall not be in red. Any marks by Contractor shall be
duplicated on all copies submitted.
5. If shop drawings show variations from contract requirements, Contractor shall describe
such variations in writing, separate from the drawings, at time of submission. All such variations
must be approved by the Engineer. If Engineer approves any such variations, he shall issue an
appropriate contract modification, except that, if the variation is minor and does not involve a
change in price or in time of performance, a modification need not be issued.
6. Should the Contractor propose any item on his shop drawings or incorporate an item into
the work, and that item should subsequently prove to be defective or otherwise unsatisfactory,
(regardless of the Engineer’s preliminary review), the Contractor shall, at his own expense,
replace the item with another item that will perform satisfactorily.
E. Certificates:
For those items called for in individual sections, furnish six (6) certificates of compliance
from manufacturers or suppliers certifying that materials or equipment being furnished under the
Contract comply with the requirements of these Specifications.
F. Samples:
Samples shall be sufficient in size to clearly illustrate functional characteristics and full range of
color, texture, and pattern.
G. Effect of Review of Contractor’s Submittals:
Review of drawings, data, methods of work, or information regarding materials or
equipment the Contractor proposes to provide, shall not relieve the contractor of its responsibility
for errors therein and shall not be regarded as an assumption of risks or liability by the Engineer
or the Owner, or by any officer or employee thereof, and the Contractor shall have no claim
17
under the Contract on account of the failure or partial failure, of the method of work, material, or
equipment so reviewed. A mark of “NO EXCEPTIONS TAKEN” or “REVIEWED,
REVISION OF SECTION 105
CONTROL OF WORK
COMMENTS AS NOTED” shall mean that the Owner has no objection to the Contractor upon
its own responsibility, using the plan or method of work proposed, or providing the materials or
equipment proposed.
Subsection 105.08 shall be revised as follows:
Delete the second paragraph and replace with the following:
In case of discrepancy the order of precedence is as follows:
(a) General Conditions of the Construction Contract
(b) Special Provisions
1. Project Special Specifications
2. Standard Special Provisions
(c) Plans
1. Detailed Plans
2. Standard Plans
Calculated dimensions will govern over scaled dimensions.
(d) Supplemental Specifications
(e) Standard Specifications
Subsection 105.09 shall include:
Coordination with Property Owners and Tenants
The City of Fort Collins is committed to maintaining a positive working relationship with the
businesses and residents in the project area. Every effort will be made to maintain pedestrian
and bicycle flow and to accommodate special events and holidays for businesses, pedestrians,
parking, and vehicle traffic. The Contractor shall be responsible to coordinate all work activities
with private property owners and tenants along the project corridor. Access shall be maintained
at all times. The Contractor shall be responsible for communicating accurate scheduling
information to the project team to assure proper notification of businesses and residents.
In particular, any proposed disruption or closure to an existing access must be communicated to
the property Owners and tenants with as much notice as possible. The minimum notice that will
be allowed for any proposed access change is 48 hours. The Contractor shall ensure that
18
adequate alternate access is in place for vehicles and pedestrians and any property-specific
access needs are addressed prior to any change in existing access. The Contractor shall
REVISION OF SECTION 105
CONTROL OF WORK
coordinate his method of maintaining these accesses with the City of Fort Collins Traffic
Operations Department. Coordination with Traffic Engineer and Traffic Control Supervisor
The Contractor shall coordinate with the Owner’s Traffic Engineer for all traffic control
activities. Requests for initial Setup of the major project phases (road closures) must be made 3
weeks prior to projected set up. Allow up to 10 days for advanced warning signs. Requests for
flaggers must be made and updated at the weekly progress meetings for the following week.
Requests for minor traffic control set ups (lane drops, etc.) must be made 72
hours in advance of set up. Increased Traffic Control costs caused by delays assessed to the
contractor will be the responsibility of the Contractor.
Subsection 105.12 shall include:
Surveying Coordination
A. The Owner will provide construction surveying for the project. City Survey Crews will
perform the surveying required.
B. The Contractor must submit a survey request form to the City Surveyors a minimum of
72 hours prior to needing surveying.
C. If the requested surveying cannot be accomplished in the time frame requested by the
Contractor, the survey personnel shall notify the Contractor with the date on which the requested
work will be completed.
D. Should a sudden change in the Contractor’s operations or schedule require the survey
personnel to work overtime, the Contractor shall pay the additional overtime expense.
E. The Contractor shall protect all survey monuments and construction stakes. If it is
unavoidable to remove a survey monument or construction stakes, the Contractor is responsible
for notifying the Surveyor and
allowing enough time for the monuments or stakes to be relocated. The Contractor will
be responsible for the cost of restaking construction stakes and for the cost of re-establishing a
destroyed monument.
F. The Contractor shall be responsible for transferring the information from the construction
staked to any necessary forms and for constructing all pipelines, drainage ways, pavements,
inlets, walls, and other structures in accordance with the information on the stakes and grade
sheets supplied by the Owner.
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REVISION OF SECTION 106
CONTROL OF MATERIAL
Section 106 of the Standard Specifications is hereby revised for this project as follows:
Subsection 106.01 shall include:
Substitutions and Product Options
A. Description:
1. This section describes the procedure required by the Contractor for product substitutions.
2. Requests for Substitution:
a. Base all bids on materials, equipment and procedures specified.
b. Certain types of equipment and kinds of material are described in specifications by means
of trade names and catalog numbers, and/or manufacturer’s names. Where this occurs, it is not
intended to exclude from consideration such types of equipment and kinds of material bearing
other trade names, catalog numbers and/or manufacturer’s names, capable of accomplishing
purpose of types of equipment or kinds of material specifically indicated.
c. Other types of equipment and kinds of material may be acceptable to the Owner and
Engineer.
d. Types of equipment, kinds of material and methods of construction, if not specifically
indicated must be approved in writing by Engineer and the Owner.
3. Submission of Requests for Substitution:
a. After Notice to Proceed, the Owner / Engineer will consider written requests for
substitutions of products, materials, systems or other items.
b. The Engineer reserves the right to require substitute items to comply color and pattern-
wise with base specified items, if necessary to secure “design intent”.
c. Submit six (6) copies of request for substitution. Include in request:
1) Complete data substantiating compliance of proposed substitute with Contract
Documents.
2) For products:
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i. Product identification, including manufacturer’s name.
REVISION OF SECTION 106
CONTROL OF MATERIAL
ii. Manufacturer’s literature, marked to indicate specific model, type, size, and options to be
considered: Product description; performance and test data; reference standards; difference in
power demand; dimensional differences for specified unit.
iii. Name and address of similar projects on which product were used date of installation and
field performance data.
3) For construction methods:
i. Detailed description of proposed method.
ii. Drawings illustrating methods.
4) Itemized comparison of proposed substitution with product or method specified.
5) Data relating to changes in construction schedule.
6) Relation to separate contracts.
7) Accurate cost data on proposed substitution in comparison with product or method
specified.
d. In making request for substitution, or in using an approved substitute item, Supplier /
Manufacturer represents:
1) He has personally investigated proposed product or method, and has determined that it is
equal or superior in all respects to that specified and that it will perform function for which it is
intended.
2) He will provide same guarantee for substitute item as for product or method specified.
3) He will coordinate installation of accepted substitution into work, to include building
modifications if necessary, making such changes as may be required for work to be complete in
all aspects.
4) He waives all claims for additional costs related to substitution which subsequently
become apparent.
4. Substitutions: Request sufficiently in advance to avoid delay in construction.
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5. Contractor’s Option:
REVISION OF SECTION 106
CONTROL OF MATERIAL
a. For products specified only by reference standards, select any product meeting standards
by any manufacturer indicate selected type in submission.
b. For products specified by naming several products or manufacturers, select any product
and manufacturer named, indicate selected type in submission.
c. For products specified by naming one or more products, but indicating option of selecting
equivalent products by stating “or equivalent” after specified product, Contractor must submit
request, as required for substitution, for any product not specifically named.
6. Rejection of Substitution or Optional Item: Substitutions and/or options will not be
considered if they are indicated or implied on shop drawings, or project data submittals, without
formal request submitted in accordance with this section.
Subsection 106.03 shall include:
Materials Testing
A. Provide such equipment and facilities as are required for conducting field tests and for
collecting and forwarding samples. Do not use any materials or equipment represented by
samples until tests, if required, have been made and the materials or equipment found to be
acceptable. Any product which becomes unfit for use after approval thereof shall not be
incorporated into the work.
B. Tests shall be made by an accredited testing laboratory selected by the Owner. Except as
otherwise provided, sampling and testing of all materials and the laboratory methods and testing
equipment shall be in accordance with the latest standards and tentative methods of the American
Society for Testing Materials (ASTM), and the American Association of Highway and
Transportation Officials (AASHTO).
C. Where additional or specific information concerning testing methods, sample sizes, etc.,
is required, such information is included under the applicable sections of the Specifications. Any
modification of, or elaboration on, these test procedures which may be included for specific
materials under their respective sections in the Specifications shall take precedence over these
procedures.
D. Owners Responsibilities
1. The Owner shall be responsible for and shall pay all costs in connection with the
following testing:
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a. Soils compaction tests.
REVISION OF SECTION 106
CONTROL OF MATERIAL
b. Trench backfill.
c. Pipe and structural bedding.
d. Tests not called for by the Specifications of materials delivered to the site.
e. Concrete tests.
f. Pavement tests
E. Contractors Responsibilities
1. In addition to those inspections and tests called for in the General Conditions, Contractor
shall also be responsible for and shall pay all costs in connection with testing required for the
following:
a. Concrete materials and mix designs.
b. Design of asphalt mixtures.
c. All performance and field-testing specifically called for by the Specifications.
d. All retesting for work or materials found defective or unsatisfactory, including tests
covered above.
F. Transmittal of Test Reports
Written reports of tests and engineering data furnished by Contractor for Engineer’s review of
materials and equipment proposed to be used in the work shall be submitted as specified for
Shop Drawings.
The testing laboratory retained by the Owner or Engineer will furnish three (3) copies of a
written report of each test performed by laboratory personnel in the field or laboratory. Two (2)
copies of each test report will be transmitted to the Engineer and one (1) copy to the Contractor
within seven (7) days after each test is completed.
Section 107.18 is hereby revised to read:
For this project all insurance certificates shall name the Colorado Department of Transportation
as an additionally insured party.
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REVISION OF SECTION 107
ENVIRONMENTAL CONTROLS
Section 107 of the Standard Specifications is hereby modified to include the following:
Environmental Controls
The work of this section consists of obtaining permits and providing environmental controls
consistent with regulatory permits through the duration of the work required under this project.
A. Dust Control Application:
1. The Contractor shall execute work by methods to minimize raising dust from
construction operations.
2. The Contractor shall provide and apply dust control at all times, including evenings,
holidays and weekends, as required to abate dust nuisance on and about the site that is a direct
result of construction activities. The use of non-approved chemicals, oil, or similar palliatives
will not be allowed. Dust control agents may be used only after prior approval of the Owner.
The Contractor shall be required to provide sufficient quantities of equipment and personnel for
dust control sufficient to prevent dust nuisance on and about the site.
3. The Owner will have authority to order dust control work whenever in its opinion it is
required, and there shall be no additional cost to the Owner. The Contractor shall be expected to
maintain dust control measures effectively whether the Owner or Engineer specifically orders
such Work.
B. Preservation of Natural Features: Confine operations as much as possible. Exercise
special care to maintain natural surroundings in an undamaged condition. Within the work
limits, barricade trees, rock outcroppings, and natural features to be preserved.
C. Housekeeping: Keep project neat, orderly, and in a safe condition at all times. Store and
use equipment, tools, and materials in a manner that does not present a hazard. Immediately
remove all rubbish. Do not allow rubbish to accumulate. Provide on-site containers for
collection of rubbish and dispose of it at frequent intervals during progress of work.
D. Disposal
1. Disposal of Waste (Unsuitable) Materials: All material determined by the Engineer to be
waste will be disposed of in approved landfill in a manner meeting all regulations. Dispose of
waste materials, legally, at public or private dumping areas. Do not bury wastes inside of the
limits of construction. All costs for dump fees, permits, etc., to be borne by the Contractor.
24
2. Disposal of Garbage and Other Construction Materials: Provide sanitary
containers/dumpsters and haul away contents such that no overflow exists.
REVISION OF SECTION 107
ENVIRONMENTAL CONTROLS
3. Excess excavation shall become the property of the Contractor and shall be legally
disposed of by him outside the limits of construction to an approved disposal site. Excess
excavated material suitable for backfill shall not be disposed of until all backfill operations are
complete.
4. The Contractor is to immediately inform Engineer of any hazardous materials
encountered during construction. Dispose of waste materials legally at private or public
facilities.
E. Burning: No burning of debris will be permitted.
F. Water Control: A portion of the project work is located within a natural drainage course
and is subject to periodic flooding due to rainfall and snowmelt, flows for adjacent developed
areas and storm water pipes and ground water flows from saturated soils or other ground water
sources. The Contractor is responsible for managing water within the construction site and
protecting property.
G. Noise Control: All mechanical equipment shall be equipped with the best available
mufflers to reduce noise. The Contractor shall be responsible for obtaining any necessary
permits and shall limit noise to the permitted levels. Noise level monitoring shall be performed
by the Contractor as necessary to show that the permitted levels are not being exceeded.
Permission from Owner must be obtained prior to the operation of any machinery and/or vehicles
between the hours of 6 p.m. and 7 a.m.
H. Erosion and Sediment Control: It shall be the responsibility of the Contractor to prepare
and obtain an approved Erosion and Sediment Control Plan from the Owner.
I. Permits:
1. All work must be performed in accordance with all applicable regulatory permits.
2. It shall be the responsibility of the Owner to prepare a Stormwater Management Plan
(SWMP), and submit the SWMP to the Colorado Department of Public Health and Environment
for review and approval. The SWMP shall be transferred to the Contractor’s possession prior to
beginning the Work. The Contractor shall also provide inspection reports as required by the
SWMP to the Owner upon completion of each inspection.
3. The Contractor shall be responsible for obtaining all other necessary permits associated
with the Work.
25
REVISION OF SECTION 107
LEGAL RELATIONS AND RESPONSIBILITY TO PUBLIC
Section 107 of the Standard Specifications is hereby revised for this project as follows:
Subsection 107.25 shall include the following:
This work consists of the proper treatment and disposal of ground water collected from
dewatering operations during excavation activities.
The Contractor shall obtain a construction dewatering permit from the Colorado Department of
Public Health and Environment (CDPHE). A completed application must be submitted to
CDPHE at least 30 days prior to dewatering operations. Dewatering operations shall be
conducted in a manner that avoids pollution and erosion. Water from dewatering operations shall
not be directly discharged into any state waters including wetlands, irrigation ditches, canals, or
storm sewers, unless allowed by a permit. Discharge into sanitary sewers will not be allowed
unless written permission is obtained from the owner or controlling authority and a copy of this
approval is submitted to the Engineer. Unless prohibited by law or otherwise specified in the
Contract, the water from dewatering operations shall be contained in basins for dissipation by
infiltration or evaporation, shall be hauled away from the project for disposal in accordance with
applicable laws and regulations, or shall be land applied to approved non-wetland vegetated
areas.
Depending upon the quality of the water, land application of water to vegetated areas may
require a written concurrence or permit from CDPHE and from the owner of the facility. Based
on guidelines and criteria from CDPHE, the Contractor shall determine the quality of the water,
obtain applicable concurrences or permits, and furnish copies of the concurrences or permits
obtained to the Engineer.
26
REVISION OF SECTION 107
PERFORMANCE OF SAFETY CRITICAL WORK
Section 107 of the Standard Specifications is hereby revised as follows:
Subsection 107.06 shall include the following:
The following work elements are considered safety critical work for this project:
(1) Temporary works: falsework, shoring that exceeds 5 feet in height, cofferdams, and
temporary bridges
(2) Work requiring the use of cranes or other lifting equipment
(3) Excavation and embankment adjacent to the roadway, especially if it requires shoring
that exceeds 5 feet in height
(4) Work operations such as pile driving and jack hammering which may create vibration
and cause debris to fall into traffic.
The Contractor shall submit, for record purposes only, an initial detailed construction plan that
addresses safe construction of each of the safety critical elements. When the specifications
already require an erection plan or a bridge removal plan, it shall be included as a part of this
plan. The detailed construction plan shall be submitted two weeks prior to the safety critical
element conference described below. The construction plan shall be stamped “Approved for
Construction” and signed by the Contractor. The construction plan will not be approved by the
Engineer.
The Construction Plan shall include the following:
(1) Safety Critical Element for which the plan is being prepared and submitted.
(2) Contractor or subcontractor responsible for the plan preparation and the work.
(3) Schedule, procedures, equipment, and sequence of operations, that comply with the
working hour limitations
(4) Temporary works required: falsework, bracing, shoring, etc.
(5) Additional actions that will be taken to ensure that the work will be performed safely.
(6) Names and qualifications of workers who will be in responsible charge of the work:
A. Years of experience performing similar work
B. Training taken in performing similar work
C. Certifications earned in performing similar work
(7) Names and qualifications of workers operating cranes or other lifting equipment
A. Years of experience performing similar work
B. Training taken in performing similar work
C. Certifications earned in performing similar work
(8) The construction plan shall address how the Contractor will handle contingencies such as:
A. Unplanned events (storms, traffic accidents, etc.)
27
B. Structural elements that don’t fit or line up
C. Work that cannot be completed in time for the roadway to be reopened to traffic
D. Replacement of workers who don’t perform the work safely
REVISION OF SECTION 107
PERFORMANCE OF SAFETY CRITICAL WORK
E. Equipment failure
F. Other potential difficulties inherent in the type of work being performed
(9) Name and qualifications of Contractor’s person designated to determine and notify the
Engineer in writing when it is safe to open a route to traffic after it has been closed for
safety critical work.
(10) Erection plan or bridge removal plan when submitted as required elsewhere by the
specifications. Plan requirements that overlap with above requirements may be submitted
only once.
A safety critical element conference shall be held two weeks prior to beginning construction on
each safety critical element. The Engineer, the Contractor, the safety critical element
subcontractors, and the Contractor’s Engineer shall attend the conference. Required pre-erection
conferences or bridge removal conferences may be included as a part of this conference.
After the safety critical element conference, and prior to beginning work on the safety critical
element, the Contractor shall submit a final construction plan to the Engineer for record purposes
only. The Contractor’s Engineer shall sign and seal temporary works related to construction
plans for the safety critical elements, Removal of Portion of Bridge and Temporary Works. The
final construction plan shall be stamped “Approved for Construction” and signed by the
Contractor.
The Contractor shall perform safety critical work only when the Engineer is on the project site.
The Contractor’s Engineer shall be on site to inspect and provide written approval of safety
critical work for which he provided stamped construction details. Unless otherwise directed or
approved, the Contractor’s Engineer need not be on site during the actual performance of safety
critical work, but shall be present to conduct inspection for written approval of the safety critical
work.
When ordered by the Engineer, the Contractor shall immediately stop safety critical work that is
being performed in an unsafe manner or will result in an unsafe situation for the traveling public.
Prior to stopping work, the Contractor shall make the situation safe for work stoppage. The
Contractor shall submit an acceptable plan to correct the unsafe process before the Engineer will
authorize resumption of the work.
When ordered by the Engineer, the Contractor shall remove workers from the project that are
performing the safety critical work in a manner that creates an unsafe situation for the public in
accordance with subsection 108.05.
Should an unplanned event occur or the safety critical operation deviate from the submitted plan,
the Contractor shall immediately cease operations on the safety critical element, except for
28
performing any work necessary to ensure worksite safety, and provide proper protection of the
work and the traveling public. If the Contractor intends to modify the submitted plan, he shall
submit a revised plan to the Engineer prior to resuming operations.
REVISION OF SECTION 107
PERFORMANCE OF SAFETY CRITICAL WORK
All costs associated with the preparation and implementation of each safety critical element
construction plan will not be measured and paid for separately, but shall be included in the work.
Nothing in the section shall be construed to relieve the Contractor from ultimate liability for
unsafe or negligent acts or to be a waiver of the Colorado Governmental Immunity Act on behalf
of the City.
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REVISION OF SECTION 107
DEWATERING
Section 107 of the Standard Specifications is hereby revised for this project as follows:
Delete Subsection 107.25 (c) 1 and replace it with the following:
The accepted quantities for dewatering shall be paid for at the contract unit price per day.
Dewatering costs shall include the work, materials and equipment required to dewater the site
prior to construction. This shall include, but is not limited to; pumps, pipe associated with
dewatering (perforated or non-perforated), power poles and power to the pumps, erosion control
for dewatering, disposal of water resulting from dewatering operations, and all permits required
for work associated with dewatering.
Pay Item Pay Unit
Dewatering Day
30
REVISION OF SECTION 107
REMOVAL AND DISPOSAL OF ASBESTOS CEMENT PIPE
This work includes removal and disposal of Asbestos Concrete waterline pipe in accordance with
the Colorado Department of Public Health and Environment (CDPHE) Air Quality Control
Commissions Regulation 8 Part B (5 CCR 1001-10, Part B) and Section 5.5 of the Hazardous
Materials and Waste Management Division Regulations Pertaining to Solid Waste Sites and
Facilities (6 CCR 1007-2).
This work includes excavation, cutting/snapping, and disposal of an existing ELCO 14”
waterline pipe that is known to contain asbestos. Additionally, the work includes the coupling of
12” PVC pipe to the existing AC-pipe. It is anticipated that the pipe can be removed and re-
coupled in a non-friable condition. The removal will require notification to the CDPHE, but will
not require a permit unless the pipe is determined to be friable or becomes friable during the
removal.
Disposal of the waste will require a waste manifest for the appropriate disposal; a copy of this
waste manifest must be provided to the City upon completion of disposal.
This work will be paid for based on non-friable and friable pipe condition. It is anticipated that
the pipe will be removed in a non-friable condition. However, if the pipe does become friable, a
CDPHE permit may be required and additional provisions may be required to meet regulatory
compliance standards established in CDPHE regulations. If the soil becomes contaminated with
friable asbestos material, Section 5.5 of the regulations pertaining to Solid Waste Sites and
Facilities may also apply.
The City anticipates that this work would be coordinated between the General Contractor (GC)
and a certified Colorado General Abatement Contractor (GAC), with the GC excavating, lifting
and loading the pipe, and the GAC performing general removal oversight, AC-pipe cutting,
hauling and disposal.
Pay Item Pay Unit
Remove and dispose 14” AC pipe (friable pipe) LF
Remove and dispose 14” AC pipe (non-friable pipe) LF
31
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
Sections 101, 107, and 208 of the Standard Specifications are hereby revised for this project as
follows:
Delete subsection 101.78 and replace it with the following:
101.92 Stormwater Management Plan (SWMP). The Stormwater Management Plan comprises
those contract documents containing the requirements necessary to protect and identify sensitive
environments (state waters, wetlands, habitat and existing vegetation), minimize the amount of
disturbed soil, control and minimize erosion and sedimentation during and after project
construction, prevent runoff from offsite areas from flowing across the site, slow down the
runoff, and reduce pollutants in stormwater runoff. The Contractor is responsible to obtain the
SWMP.
Delete subsection 107.25 (a)3 and replace it with the following:
3. State Waters. Based on 25-8-103 (19) CRS, state waters are defined to be any and all surface
and subsurface waters which are contained in or flow through the state, including, streams,
rivers, lakes, drainage ditches, storm drains, ground water, and wetlands, but not including
waters in sewage systems, waters in treatment works or disposal systems, waters in potable water
distribution systems, and all water withdrawn for use until use and treatment have been
completed.
Delete subsection 107.25(b) and replace it with the following:
(b) Construction Requirements.
1. The Contractor shall comply with the “Colorado Water Quality Control Act” (Title 25,
Article 8, CRS), the “Protection of Fishing Streams” (Title 33, Article 5, CRS), the “Clean Water
Act” (33 USC 1344), regulations promulgated, certifications or permits issued, and to the
requirements listed below. In the event of conflicts between these requirements and water quality
control laws, rules, or regulations of other Federal, or State agencies, the more restrictive laws,
rules, or regulations shall apply.
2. If the Contractor anticipates, or if construction activities result in any change from or
noncompliance with permits or certifications, then the Contractor shll detail the anticipated
changes or noncompliance in a written report to the Engineer, and revise existing permits or
certifications or obtain new permits or certifications as necessary. The report shall be submitted
within two days from the time the Contractor becomes aware of the change or noncompliance.
Within five days after receipt of the report, the Engineer will approve or reject the request for
change in writing, or detail a course of action.
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3. The Contractor may be legally required to obtain permits associated with specific
activities within, or off the right-of-way, such as borrow pits, concrete or asphalt plant sites,
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
waste disposal sites, or other facilities. It is the Contractor’s responsibility to obtain these
permits. The Contractor shall consult with the Engineer, and contact the Colorado Department of
Public Health and Environment or other appropriate federal, state, or local agency to determine
the need for any permit.
4. The Contractor shall conduct the work in a manner that minimizes pollution of any
adjacent waters, including wetlands. Erosion control work shall be performed in accordance with
Section 208 and this subsection.
5. At least ten days prior to the beginning of construction the Erosion Control Supervisor
(ECS) shall identify and describe all potential pollutant sources, including materials and
activities, and evaluate them for the potential to contribute pollutants to stormwater discharge.
The ECS shall assess the potential of these sources to contribute pollutants to stormwater
discharges associated with construction activities. At a minimum each of the following shall be
evaluated for the potential for contributing pollutants to stormwater discharges, and identified in
the SWMP if found to have such potential : all exposed and stored soils; vehicle tracking of
sediments; management of contaminated soils; vehicle and equipment maintenance and fueling;
outdoor storage activities (building materials, fertilizers, chemicals, etc.); significant dust or
particle generating processes; routine maintenance involving fertilizers, pesticides, detergents,
fuels, solvents, oils, etc.; on-site waste management practices (waste piles, dumpsters, etc.);
dedicated asphalt and concrete batch plants; concrete truck/equipment washing, including the
concrete truck chute and associated fixtures and equipment; non-industrial waste sources that
may be significant, such as worker trash and portable toilets; loading and unloading operations;
and other areas or procedures where potential spills can occur. The Contractor shall provide a
Spill Prevention, Control, and Countermeasure Plan (SPCC) for any petroleum product,
chemicals, solvents, or other hazardous materials in use, or in storage, at the work site. Work
shall not be started until the plan has been submitted to and approved by the Engineer.
The ECS shall record the location of potential pollutants on the site map. Descriptions may be
added to the site map or may be added as an addendum to the SWMP notebook.
6. Required dewatering of excavations shall be conducted in a manner that avoids pollution
and erosion. Water from dewatering operations shall not be directly discharged into any state
waters including wetlands, irrigation ditches, canals, or storm sewers, unless allowed by a
permit. Discharge into sanitary sewers will not be allowed unless written permission is obtained
from the owner or controlling authority and a copy of this approval submitted to the Engineer.
Unless prohibited by law or otherwise specified in the Contract, the water from dewatering
operations shall be contained in basins for dissipation by infiltration or evaporation, shall be
hauled away from the project for disposal in accordance with applicable laws and regulations, or
shall be land applied to approved non-wetland vegetated areas and allowed to soak into the soil.
Depending upon the quality of the water, land application of water to vegetated areas may
33
require a written concurrence or permit from the Colorado Department of Public Health and
Environment (CDPHE). Based on guidelines and criteria from CDPHE, the Contractor shall
determine the quality of the water, obtain applicable concurrences or permits, and furnish copies
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
of the concurrences or permits obtained to the Engineer. The Contractor is responsible to obtain
a Construction Dewatering (CDW) permit from the CDPHE
7. At least 15 days prior to commencing dredging or fill operations in a watercourse, the
Contractor shall provide written notification to owners or operators of domestic or public water
supply intakes or diversion facilities, if these facilities are within 5 miles downstream from the
dredging or fill operations.
8. Upon completion of wetland or in stream construction activities, all temporary fills shall
be removed in their entirety and disposed of in an upland location outside of flood plains unless
otherwise specified in the Contract. Affected areas shall be returned to their pre-existing
elevation unless otherwise specified in the Contract.
9. Construction operations in state waters, including wetlands, shall be restricted to:
(1) Channel change areas designated in the Contract.
(2) Areas designated in the Contract which must be entered to construct structures.
(3) Fording waters no more than four times per day. Whenever fording waters more than four
times per day is necessary, a temporary bridge or other structure shall be used.
(4) Areas authorized by the Corps of Engineers.
10. Work in, or near, wetlands shall be performed in a manner that will minimize harm to the
wetlands. Wetland areas outside of the right-of-way shall not be used for storage, parking, waste
disposal, access, borrow material, or any other construction support activity.
11. Pollutant by-products of highway construction, concrete, asphalt, solids, sludges,
pollutants removed in the course of treatment of wastewater, excavation or excess fill material,
and material from sediment traps shall be handled, stockpiled, and disposed of in a manner that
prevents entry into state waters, including wetlands. Removal of concrete waste and washout
water from mixer trucks, concrete finishing tools, concrete saw and all concrete material
removed in the course of construction operations or cleaning shall be performed in a manner that
prevents waste material from entering state waters. A minimum of ten days prior to the start of
concrete operations, the Contractor shall submit in writing a method for containing concrete
wastewater to the Engineer for approval.
12. The use of chemicals such as soil stabilizers dust palliatives, herbicides, growth
inhibitors, fertilizers, deicing salts, etc., during construction shall be in accordance with the
manufacturer’s recommended application rates, frequency, and instructions. These chemicals
shall not be used, stored, or stockpiled within 50 horizontal feet of the ordinary high water line of
any state waters, including wetlands, except when otherwise specified in the Contract.
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13. Construction waste or salvable material, excess excavated material, fill material,
construction equipment, fuels, lubricants, and other petroleum distillates shall not be stored or
stockpiled within 50 horizontal feet of any wetland, water impoundment area, or the ordinary
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
high water line of any watercourse. Equipment fueling and servicing shall occur only within
approved designated areas.
14. The quantity of materials stored on the project shall be limited, as much as practical, to
that quantity required to perform the work in an orderly sequence. All materials stored on-site
shall be stored in a neat, orderly manner, in their original containers, with the original
manufacturer’s label. Materials shall not be stored in a location where they may be carried into a
state water at any time.
15. Spill prevention and containment measures shall be used at storage, and equipment
fueling and servicing areas to prevent the pollution of any state waters, including wetlands. All
spills shall be cleaned up immediately after discovery, or contained until appropriate cleanup
methods can be employed. Manufacturer’s recommended methods for spill cleanup shall be
followed, along with proper disposal methods.
Use of heavy equipment in or around state waters, including wetlands, will not be allowed,
except as specified in the Contract, permits, and subsection 107.25(b)10. above, unless otherwise
directed by the Engineer. If any such work is allowed, the equipment shall be of such type that
will produce minimal environmental damage. For allowed work in wetlands, the equipment shall
be on fiber, wooden, earthen, or metallic mats to prevent undue disturbance and damage to the
wetlands area.
Where practical, equipment shall be operated from banks or shoulder above riparian and wetland
areas.
16. The Contractor shall prevent grass or brush fires that will expose areas of soil to erosion.
17. The construction activity shall not block the movement of those species of aquatic life
indigenous to the waterbody.
18. The construction activities shall not impair Indian tribal rights, including, but not limited
to, water rights, and treaty fishing and hunting rights.
19. Discharges of pollutants into breeding areas of migratory waterfowl, or into fish
spawning areas during spawning seasons shall not be permitted unless allowed by permits from
appropriate regulatory agencies.
20. The Contractor shall certify that construction equipment has been cleaned prior to site
arrival. Vehicles shall be free of soil and debris capable of transporting noxious weed seeds or
35
roots onto the site. Vehicle cleaning may occur on site, in approved areas, where wash water can
be properly contained.
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
21. At the end of each day the Contractor shall collect all trash and dispose of it in
appropriate containers. Containers shall be emptied as needed.
Delete Section 208 and replace it with the following:
208.01 This work consists of constructing, installing, maintaining, and removing when required,
erosion control measures during the life of the Contract to prevent or minimize erosion,
sedimentation, and pollution of any state waters as defined in subsection 107.25, including
wetlands. This work includes constructing a stabilized construction entrance, as shown on the
plans, or as directed by the Engineer. The Contractor shall coordinate the construction of
temporary erosion control measures with the construction of permanent erosion control measures
to assure economical, effective, and continuous erosion control throughout the construction
period.
208.02 The material for erosion control measures shall conform to the following:
(a) Erosion Bales: Material for erosion bales shall consist of Certified Weed Free hay or straw.
The hay or straw shall be certified under the Colorado Department of Agriculture Weed Free
Forage Certification Program and inspected as regulated by the Weed Free Forage Act, Title 35,
Article 27.5., CRS. Each certified weed free erosion bale shall be identified by one of the
following:
(1) One of the ties binding the bales shall consist of blue and orange twine, or
(2) One of the ties binding the bale shall consist of specially produced shiny galvanized wire, or
(3) The bale shall have a regional Forage Certification Program tag indicating the Regional
Forage Certification Program Number.
Erosion bales shall be inspected for and Regionally Certified as weed free based on the
Regionally Designated Noxious Weed and Undesirable Plant List for Colorado, Wyoming,
Montana, Nebraska, Utah, Idaho, Kansas, and South Dakota.
The Contractor shall not unload certified weed free erosion bales or remove their identifying
twine, wire or tags until the Engineer has inspected and accepted them.
The Contractor shall provide a certificate of compliance showing the transit certificate number or
a copy of the transit certificate as supplied from the forage producer.
36
The Contractor may obtain a current list of Colorado Weed Free Forage Crop Producers who
have completed certification by contacting the Colorado Department of Agriculture, Weed Free
Forage Program, 700 Kipling Street, Suite 4000, Lakewood, CO 80215, (303) 239-4177.
Bales shall be approximately 5 cubic feet of material and weigh not less than 35 pounds.
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
(b) Silt Fence. Silt fence posts shall be metal or wood with a minimum length of 42 inches. Metal
posts shall be “studded tee” or “U” type with minimum weight of 1.33 pounds per linear foot.
Wood posts shall have a minimum diameter or cross section dimension of 2 inches. Silt fence
geotextile shall conform to subsection 712.08(b). Geotextile shall be attached to posts with three
or more staples per post.
(c) Temporary Berms. Temporary berms, shall be constructed of compacted soil.
(d) Temporary Slope Drains. Temporary slope drains shall consist of fiber mats, plastic sheets,
stone, concrete or asphalt gutters, half round pipe, metal or plastic pipe, wood flume, flexible
rubber or other materials suitable to carry accumulated water down the slopes.
(e) Brush Barrier. Brush barriers shall consist of brush, limbs, root mat, vines, soil, rock, or
unmerchantable timber. The erosion control geotextile that covers the barrier shall conform to
subsection 712.08(b).
(f) Check Dam. Check dams shall be constructed of stone, logs, or wooden timbers. Stone shall
meet the requirements of Section 506.
(g) Outlet Protection. Outlet protection riprap shall conform to section 506. Erosion control
geotextile shall conform to subsection 712.08(b).
(h) Sediment Trap and Basin. In constructing an excavated Sediment Trap or Basin, excavated
soil may be used to construct the dam embankment, provided the soil meets the requirements of
Section 203.
(i) Erosion Logs. Erosion logs shall be curled aspen wood excelsior with a consistent width of
fibers evenly distributed throughout the log. The casing shall be seamless, photodegradable tube
netting and shall have minimum dimensions as shown in Table 208-1, based on the diameter of
the log called for in the plans. The curled aspen wood excelsior shall be fungus free, resin free
and shall be free of growth or germination inhibiting substances.
Table 208-1
NOMINAL DIMENSIONS OF EROSION LOGS
Diameter Length Weight (minimum) Stake Dimensions
37
8 inch 7-10 feet 1.6 pounds/foot 1.5 by 1.5 by 20 inches
12 inch 7-10 feet 1.5 pounds/foot 1.5 by 1.5 by 24inches
18 inch 7-10 feet 4 pounds/foot 1.5 by 1.5 by 30 inches
Stakes to secure erosion logs shall consist of pinewood or hardwood.
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
(j) Silt Dikes. Silt dikes shall be pre-manufactured triangular shaped urethane foam covered with
a woven geotextile fabric. The fabric aprons shall extend a minimum of two feet beyond each
side of the triangle.
Each silt dike shall have the following dimensions:
Center height 8 to 10 inches
Base 16 to 21 inches
Section length 3 to 7 feet
Section width including fabric extensions 5.6 feet
(k) Concrete Washout Structure. The Contractor shall design and construct a concrete washout
structure that will contain washout from concrete placement and construction equipment
cleaning operations. Embankment required for the concrete washout structure may be excavated
material, provided that this material meets the requirements of Section 203 for embankment.
When approved by the Engineer an “urban” concrete washout structure may be used. Urban
concrete washout examples are pre-manufactured containers designed to contain liquid and solid
waste from concrete washout, wooden boxes lined with heavy duty plastic or waterproof 55
gallon drums. After use structure must be removed from the project site and disposed of at the
Contractor’s expense.
(l) Stabilized Construction Entrance. Unless otherwise directed by the Engineer, aggregate for
the construction entrance shall be coarse material that meets the following gradation
requirements:
Sieve size Percent by weight Passing
Square Mesh Sieves
75 mm (3 inch) 100
50 mm (2 inch) 95-100
19.0 mm (¾ inch) 0-15
Geotextile shall conform to the requirements of subsection 420.02.
208.03 Project Review, Schedule, and Erosion Control Supervisor.
38
Prior to construction the Contractor shall implement erosion control measures in accordance with
the approved schedule.
Prior to construction the Contractor shall evaluate the project site for water draining into or
through it. If such drainage is identified, BMPs shall be used to prevent off-site water
(stormwater) from running on-site and becoming contaminated with sediment or other pollutants
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
via a temporary pipe or other conveyance to prevent water contamination. Run-on water that
cannot be diverted shall be treated as construction runoff and adequate BMPs shall be employed.
The ECS shall evaluate any non-stormwater coming onto the site, such as springs, seeps, and
landscape irrigation return flow. If such flow is identified, BMPs shall be used to protect off-site
water from running on-site and becoming contaminated with sediment or other pollutants.
The ECS shall review existing inlets and culverts to determine if inlet protection is needed due to
water flow patterns. Prior to construction commencing, inlets and culverts needing protection
shall be protected and the location of the implemented BMP added to the SWMP site map.
When additional BMPs are required the Contractor shall implement the additional BMPs and the
ECS shall record and describe them on the SWMP site map. Additional BMPs will be measured
and paid for in accordance with subsections 208.07 and 208.08.
(a) Project Review. The Contractor may submit modifications to the Contract’s erosion control
measures in a written proposal to the Engineer. Such proposed modifications shall be submitted
at least ten working days prior to the beginning of any construction work. The written proposal
shall include the following minimum information:
(1) Reasons for changing the erosion control measures.
(2) Diagrams showing details and locations of all proposed changes.
(3) List of appropriate pay items indicating new and revised quantities.
(4) Schedules for accomplishing all erosion and sediment control work.
(5) Effects on permits or certifications caused by the proposed changes.
The Engineer will approve or reject the written proposal in writing within two weeks after the
submittal. The Engineer may order additional control measures prior to approving the proposed
modifications. The Contractor shall obtain amendments to permits or certifications required as a
result of the approved changes. Modifications to the erosion control measures shall not be reason
for extension of contract time.
(b) Schedules. At least 10 working days prior to the beginning of any construction work, the
Contractor shall submit for approval a schedule for accomplishment of temporary and permanent
erosion control work. This schedule shall specifically indicate the sequence of clearing and
grubbing, earthwork operations, and construction of temporary and permanent erosion control
39
features. The schedule shall include erosion and sediment control work for all areas within the
project boundaries, including but not limited to, haul roads, borrow pits, and storage and plant
sites. Work shall not be started until the erosion and sediment control schedule has been
approved in writing by the Engineer.
Once the work has started, and during the active construction period, the Contractor shall update
the schedule for all erosion and sediment control work on a weekly basis, and submit the updated
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
schedule to the Engineer. If during construction the Contractor proposes changes which would
affect the Contract’s erosion and sediment control measures, the Contractor shall propose revised
erosion and sediment control measures to the Engineer for approval in writing. Revisions shall
not be implemented until the proposed measures have been approved in writing by the Engineer.
If necessary, the ECS shall update proposed sequencing of major activities in the SWMP.
(c) Erosion Control Supervisor. When included in the Contract, the Contractor shall assign to the
project an employee to serve in the capacity of the Erosion Control Supervisor (ECS). The ECS
shall be a person other than the Superintendent, unless otherwise approved by the Engineer. The
ECS shall be experienced in all aspects of construction and have satisfactorily completed an ECS
training program authorized by the Department. Proof that this requirement has been met shall be
submitted to the Engineer at least ten working days prior to the beginning of any construction
work. A list of authorized ECS training programs will be provided by the Engineer upon request
by the Contractor. The ECS shall act as the Stormwater Management Plan (SWMP)
Administrator on the project. The SWMP Administrator shall be responsible for oversight of the
implementation, maintenance, and revision of the SWMP for the duration of the project. The
ECS shall read, be familiar with, and use the information provided in CDOT’s Erosion Control
and Stormwater Quality Guide and the CDPS-SCP.
The ECS’s responsibilities shall be as follows:
(1) Ensure compliance with all water quality permits or certifications in effect during the
construction work.
(2) Directly supervise the installation, construction, and maintenance of all erosion control
measures specified in the Contract and coordinate the construction of erosion control measures
with all other construction operations.
(3) Direct the implementation of suitable temporary erosion and sediment control features as
necessary to correct unforeseen conditions or emergency situations. Direct the dismantling of
those features when their purpose has been fulfilled unless the Engineer directs that the features
be left in place.
(4) Inspect and record with the Engineer or designated representative the stormwater
management system at least every 14 calendar days. Post storm event inspections must be
40
conducted within 24 hours after any precipitation or snow melt event that may cause surface
erosion. If no construction activities will occur following a storm event, post-storm event
inspections shall be conducted prior to commencing construction activities, but no later than 72
hours following the storm event. The occurrence of any such delayed inspection must be
documented in the inspection report. Recorded inspections still must be conducted at least every
14 calendar days; a time span greater than 14 calendar days is a violation of the CDPS-SCP.
CDOT Form 1176 shall be used for all inspections.
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
The project is subject to inspections by CDPHE, COE, EPA and CDOT at any time. If CDPHE
reviews the project site and requires additional measures to prevent and control erosion, sediment
or pollutants, the Contractor shall cease and desist activities resulting in pollutant discharge and
immediately implement these measures.
(5) Attend the Preconstruction Conference, all project scheduling meetings, and reviews by the
Erosion Control Advisory Team (ECAT) and Regional Erosion Control Advisory Team
(RECAT) as requested by the Engineer.
(6) Upon the Engineer’s request, implement necessary actions to reduce anticipated or presently
existing water quality or erosion problems resulting from construction activities. The criteria by
which the Engineer initiates this action may be based on water quality data derived from
monitoring operations or by any anticipated conditions (e.g., predicted storms) which the
Engineer believes could lead to unsuitable water quality situations.
(7) Make available, upon the Engineer’s request, all labor, material, and equipment judged
appropriate by the Engineer to install and maintain suitable erosion and sediment control
features.
(8) During construction the ECS shall update and record the following items on the site map
daily:
(i) Construction boundaries
(ii) Areas of disturbance, as they occur
(iii) Areas used for storage of construction materials, equipment, soils, or wastes
(iv) Location of any dedicated asphalt or concrete batch plants
(v) Location of work access routes during construction
(vi) Location of borrow and waste
(9) The ECS shall amend the SWMP whenever there are: additions, deletions, changing
locations of BMPs. SWMP revisions shall be recorded immediately. Items shall be dated and
signed at time of occurrence. Specifically, amendments shall include the following:
(1) A change in design, construction, operation or maintenance of the site, which would
require the implementation of new or revised BMPs; or
(2) Changes when the SWMP proves to be ineffective in achieving the general objectives of
controlling pollutants in stormwater discharges associated with construction activity.
(3) Changes when BMPs are no longer necessary and are removed.
41
(10) All inspection and maintenance activities or other repairs shall be documented by the
ECS and kept on the project site.
(11) The ECS shall modify the site map with arrows to indicate direction of water flowing
across the project site.
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
(12) When adding new BMPs to the SWMP the ECS shall add a narrative explaining where
and why the BMP is being used, a description of BMP application, and a detail to the SWMP
notebook.
(13) If using existing topography, vegetation, etc. as a BMP it shall be labeled as such on the
SWMP site map; the ECS shall add a narrative as to why and how the BMP is being used to the
SWMP site map.
(14) The ECS shall cross out all details and notes on the Department's Standard Plans and
SWMP that do not apply to the project. The ECS shall write an explanation as to why the detail
has been removed or what is being used instead as a BMP ("not applicable" is not an acceptable
explanation).
(15) The ECS shall develop, record on the SWMP, and implement a plan for saw cutting
containment to be approved by the Engineer.
(16) The ECS shall keep accurate and complete records; this is a requirement of the
Stormwater Construction Permit; enforcement action, including fines could result if records are
not adequate.
Completed 1176 reports shall be kept in the SWMP notebook.
All spills, leaks or overflows that result in the discharge of pollutants shall be documented and
maintained by the ECS. The ECS shall record the time and date, weather conditions, reasons for
spill, etc. Some spills may need to be reported to the Water Quality Control Division
immediately.
The Permittee shall report to CDPHE Water Quality Division the following instances of
noncompliance:
(1) Any noncompliance, which may endanger health or the environment;
(2) Any spills or discharge of hazardous substance or oil, which may cause pollution of the
waters of the state;
(3) Any discharge of stormwater, which may cause an exceedance of a water quality
standard.
42
For all instances of noncompliance based on environmental hazards and chemical spills and
releases, all needed information shall be provided orally to the Colorado Department of Public
Health and Environmental spill reporting line within 24 hours from the time the permittee
becomes aware of the circumstance. For all instances of noncompliance identified here, a
written submission shall also be provided within five calendar days of the time the permittee
becomes aware of the circumstances. The written submission shall contain a description of:
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
(1) The noncompliance and its cause;
(2) The period of noncompliance, including exact dates and times, and if the noncompliance
has not been corrected, the anticipated time it is expected to continue;
(3) Steps taken or planned to reduce, eliminate, and prevent recurrence of the
noncompliance.
After measures have been taken to correct any problems and recorded, or where a report does not
identify incidents of noncompliance, the report shall be signed indicating the site is in
compliance.
(d) Documentation Available on the Project. The following Contract documents and
references will be made available for reference at the CDOT field office during construction.
1. SWMP Notebook. The Engineer will provide a SWMP Notebook, which is and shall
remain the property of CDOT, in which the following Contract documents and reports shall be
kept:
(1) SWMP Plan Sheets
(2) SWMP site map and project plan title sheet
(3) Copies of subsection 107.25 and sections 207, 208, 212, 213, and 216 of the Standard
Specifications, and all of the standard and project special provisions that modify them
(4) Standard Plan M-208-1
(5) Details of BMPs used on the project not covered in Standard Plan M-208-1
(6) Narratives related to BMPs used on the project not covered on the SWMP plans or site
maps
(7) Calendar for marking when the regular 14 day inspections take place and when the storm
event inspections take place
(8) All project permits, including, CDPS-SCP, SB 40, Dewatering, and all other permits
applicable to the project.
(9) List of potential pollutions as described in subsection 107.25
(10) Spill Prevention, Control and Countermeasure Plan
(11) Form 1176 Inspection reports and RECAT reports
(12) Form 105s relating to water quality
(13) Description of inspection and maintenance methods implemented at the site to maintain
all erosion and sediment control practices identified in the SWMP
43
The Engineer will incorporate the documents and reports available at the time of award. The
Contractor shall provide and insert all other documents and reports as they become available
during construction.
2. Reference Materials
(1) CDOT Erosion Control and Stormwater Quality Guide
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
(2) CDOT Erosion Control and Stormwater Quality Field Guide
(3) Copy of biological opinion, if applicable
Prior to construction, an on-site environmental preconstruction conference shall be held. The
conference shall be attended by the Engineer, the Contractor's ECS, CDOT Region
Environmental personnel, the CDOT Landscape Architect, and a CDOT Hydraulics Engineer.
At this conference, the attendees shall discuss the stormwater management plan, sensitive
habitats on site, wetlands, and other vegetation to be protected.
208.04 Erosion Control.
The ECS shall modify the SWMP to clearly describe and locate all practices implemented at the
site to control potential sediment discharges from vehicle tracking.
Stabilized construction entrances shall be used at all vehicle exit and entrance points to the site to
prevent sediment exiting the project site onto paved public roads. Access shall be provided only
at a stabilized construction entrance. The ECS shall record required BMPs on the SWMP site
map. The Contractor will be responsible to remove construction drag-out within 24 hours of
street being contaminated. This work will be at the Contractor’s expense. If the street is not
cleaned within 24 hours, the City will contract a third party to remove the drag-out. The
Contractor will be responsible for payment of this work to the third party.
Perimeter control shall be established as the first BMP to be implemented on the SWMP.
Perimeter control shall be approved by the Engineer. The ECS shall describe and record
perimeter control on SWMP.
Newly constructed inlets and culverts shall be protected throughout construction and
immediately upon completion. When riprap is called for at the outlet of a culvert, it shall be
installed within 24 hours upon completion of each pipe. The Contractor shall remove sediment,
millings, debris and other pollutants from within the project drainage system, prior to use, at no
additional cost to the project.
(a) Unforeseen Conditions. The Contractor shall design and implement erosion and sediment
control measures for correcting conditions unforeseen during the design of the project, or for
emergency situations, that develop during construction. The Department’s “Erosion Control and
44
Stormwater Quality Guide” shall be used as a reference document for the purpose of designing
erosion and
sediment control measures. Measures and methods proposed by the Contractor shall be reviewed
and approved in writing by the Engineer prior to installation.
(b) Work Outside the Right of Way. In areas outside the right-of-way that are used by the
Contractor and which include, but are not limited to, borrow pits, haul roads, storage and
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
disposal areas, maintenance, batching areas, etc., erosion and sediment control work shall be
performed by the Contractor at the Contractor’s expense.
(c) Construction Implementation. The Contractor shall incorporate into the project all erosion
and sediment control features as outlined in the accepted schedule.
(d) Stabilization. Permanent stabilization is defined as the covering of disturbed areas with final
seed and mulch as indicated on the plans. When required by the plans, a soil retention blanket
shall be used in combination with the final seed and mulch. Temporary stabilization is defined as
the covering of disturbed areas with seed, mulch with a tackifier, soil roughening, soil binder, or
a combination thereof.
Other permanent or temporary soil stabilization techniques may be proposed, in writing, by the
Contractor and used upon approval, in writing, by the Engineer.
During the summer and winter when seeding is not allowed, temporary stabilization shall be
placed. Temporary stabilization will not be paid for the convenience of the Contractor.
Temporary stabilization shall consist of: surface roughening via scarifying surface to 2-4 inches
variation of surface or vertical tracking, 1.5 tons of certified weed free forage hay or straw
mulching per acre mechanically crimped into the soil in combination with an organic mulch
tackifier, soil binder, cellulose fiber mulch with tackifier, or a combination thereof as approved.
Surface roughening shall not be used alone.
The surface area of erodible earth material exposed at one time by clearing and grubbing, and
earthwork operations shall not exceed 34 acres: 17 acres for clearing and grubbing plus 17 acres
for earthwork operations. The Contractor shall permanently stabilize each 17 acre increment of
the project immediately upon completion of the grading of that section. Once earthwork has
begun on a section, it shall be pursued until completion. If approved by the Engineer, slopes
from the edge of pavement to the point of slope selection may be left unseeded until paving has
been completed but shall be temporarily stabilized as approved by Engineer.
The duration of the exposure of uncompleted construction to the elements shall be as short as
practicable. Completed areas shall be permanently stabilized immediately, but in no case more
than 48 hours after completion. Disturbed areas where work is temporarily halted shall be
temporarily stabilized immediately after the activity ceased. Temporary stabilization shall consist
of: surface roughening via scarifying surface to 2-4 inches variation of surface or vertical
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tracking, 1.5 tons of certified weed free forage hay or straw mulching per acre, mechanically
crimped into the soil in combination with an organic mulch tackifier, soil binder, cellulose fiber
mulch with tackifier, or a combination thereof as approved. Payment for temporary stabilization
will be made at the contract unit price if the work was interrupted due to no fault or negligence
of the Contractor. Payment will not be made for temporary stabilization required by Contractor’s
negligence, by the lack of proper Contractor scheduling or for the convenience of the Contractor.
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
Clearing and grubbing operations shall be scheduled and performed so that grading operations
and permanent stabilization measures can follow immediately thereafter if the project conditions
permit. Otherwise temporary stabilization measures may be required between successive
construction stages. No payment will be made for additional work required because the
Contractor has failed to properly coordinate the entire erosion control schedule, thus causing
previously seeded areas to be disturbed by operations that could have been performed prior to the
seeding. Upon failure of the Contractor to coordinate the permanent stabilization measures with
the grading operations in a manner to effectively control erosion and prevent water pollution, the
Engineer will suspend the Contractor’s grading operations and withhold monies due to the
Contractor on current estimates until such time that all aspects of the work are coordinated in an
acceptable manner.
(e) Maintenance. All erosion and sediment control practices and other protective measures
identified in the SWMP as BMPs for Stormwater Pollution Prevention shall be maintained in
effective operating condition. BMPs shall be continuously maintained in accordance with good
engineering, hydraulic and pollution control practices, including removal of collected sediment
when silt depth is 50 percent or more of the height of the erosion control device.
Complete site assessment shall be performed as part of comprehensive inspection and
maintenance procedures, to assess the adequacy of BMPs at the site and the necessity of changes
to those BMPs to ensure continued effective performance. Where site assessment results in the
determination that new or replacement BMPs are necessary, the BMPs shall be installed to
ensure continuous implementation. When identified, BMPs shall be added, modified or replaced
as soon as possible, immediately in most cases.
Where BMPs have failed, resulting in noncompliance, they shall be repaired or replaced as soon
as possible, immediately in most cases, to minimize the discharge of pollutants.
The Contractor shall update the SWMP Notebook by describing and recording new and
replacement BMPs.
New or replacement BMPs will be measured and paid for in accordance with subsections 208.07
and 208.08.
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From the time seeding and mulching work begins until the date the project is declared complete,
the Contractor shall keep all seeded areas in good condition at all times. Any damage to seeded
areas or to mulch materials shall be promptly repaired as directed.
If the Contractor fails to maintain the erosion and sediment control features in accordance with
the Contract, or as directed, the Engineer may at the expiration of a period of 48 hours, after
having given the Contractor written notice, proceed to maintain the features as deemed
necessary. The cost thereof will be deducted from any compensation due, or which may become
due to the Contractor under this contract.
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
Temporary erosion and sediment control measures shall remain upon completion of the project
unless otherwise directed by the Engineer. If removed, the area in which these features were
constructed shall be returned to a condition similar to that which existed prior to its disturbance.
At the completion of the Contract, removed salvageable temporary erosion control items shall
become the property of the Contractor.
(f) Disposal of Sediment. Sediment removed during maintenance of erosion control features shall
be used in or on embankment provided it meets conditions of Section 203, or it shall be wasted
in accordance with subsection 107.25.
Whenever sediment is transported onto the highway, the road shall be cleaned as needed. Street
washing will not be allowed. Storm drain inlet protection shall be in place prior to shoveling,
sweeping or vacuuming. Sweeping shall be completed with a pickup broom or equipment
capable of collecting sediment. Street cleaning will not be paid for separately, but shall be
included in the work.
(g) Material from saw cutting operations shall be cleaned from the roadway surface as soon as
possible, immediately in most cases, after operations. Particles shall be picked up with a pick up
broom or vacuum. Sweeping and street washing will not be allowed. Street cleaning will not be
paid for separately, but shall be included in the work.
208.05 Construction of Erosion Control Measures. Erosion control measures shall be constructed
in accordance with the following.
(a) Seeding, Mulching, Sodding, Soil Retention Blanket. Seeding, mulching, sodding, and soil
retention blanket shall be performed in accordance with Sections 212, 213, and 216.
(b) Erosion Bales. The bales shall be placed embedded into the soil and shall be anchored
securely to the ground with wood stakes. Stakes shall have a minimum diameter or cross section
dimension of 2 inches. Re-bars shall not be used. Gaps between bales shall be filled with
Certified Weed Free mulch to obtain tight joints.
(c) Silt Fence. Silt fence shall be installed in locations specified in the Contract prior to any
grubbing or grading activity. Sediment shall be removed from behind the silt fence when it
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accumulates to one half the exposed geotextile height and shall be disposed of in accordance
with subsection 208.04(f).
(d) Temporary Berms. Berms shall be constructed to the dimensions shown in the Contract,
graded to drain to a designated outlet, and compacted with a minimum of two passes of a rubber
tire vehicle, preferably a grader wheel.
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
(e) Temporary Diversion. Unless otherwise specified in the Contract or directed, the diversion’s
ridge and channel shall be stabilized within 14 calendar days of its installation. The diversion
shall be installed prior to any up slope land disturbance.
(f) Temporary Slope Drains. Temporary slope drains shall be installed prior to installation of
permanent facilities or growth of adequate ground cover on the slopes. All temporary slope
drains shall be securely anchored to the slope. The inlets and outlets of temporary slope drains
shall be protected to prevent erosion.
(g) Brush Barrier. The barrier shall be constructed at the time of clearing and shall be covered by
an erosion control geotextile.
(h) Check Dam. Logs shall be obtained, if possible, from clearing operations on the project.
Sediment shall be removed from behind the check dam when it has accumulated to one half of
the original height of the dam and shall be disposed of in accordance with subsection 208.04(f).
(i) Outlet Protection. Geotextile used shall be protected from cutting or tearing. Overlaps
between two pieces of geotextile shall be 1 foot minimum.
(j) Storm Drain Inlet Protection. Storm drain inlet protection measures shall be constructed in
locations and with materials and techniques specified in the Contract. Construction shall be in a
manner that will facilitate maintenance, and minimize interference with construction activities.
At excavated drop inlet sediment traps, sediment shall be removed when it has accumulated to
one-half the design dept of the trap and shall be disposed of in accordance with subsection
208.04(f).
The Contractor shall protect all storm drain facilities adjacent to locations where pavement
cutting operations involving wheel cutting, saw cutting, sand blasting or abrasive water jet
blasting are to take place.
(k) Sediment Trap and Basin. Sediment traps or basins shall be installed before any land
disturbance takes place in the drainage area.
Area under the embankment shall be cleared, grubbed, and stripped of all vegetation and root
mat. Embankment construction shall conform to Section 203.
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Sediment shall be removed from the trap or basin when it has accumulated to one half of the wet
storage depth of the trap or basin and shall be disposed of in accordance with subsection
208.04(f).
(l) Erosion Logs. The Contractor shall maintain the erosion logs during construction to prevent
sediment from passing over or under the logs or from sediment accumulation greater than 50
percent of the original exposed height of each erosion log.
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
Stakes shall be embedded to a minimum depth of 12 inches. At the discretion of the Engineer, a
shallower depth may be permitted if rock is encountered.
(m) Silt Dikes. Prior to installation of silt dikes, the Contractor shall prepare the surface of the
areas in which the dikes are to be installed such that they are free of materials greater than two
inches in diameter and are suitably smooth for the installation of the silt dikes, as approved by
the Engineer.
Dikes shall be secured with “U” staples, 8 inches in length and 11-gauge minimum, placed in
two rows per apron along edges one foot on center. The staple pattern shall be as shown on the
plans.
(n) Concrete Washout Structure Design. Washout areas shall be checked by the ECS and
maintained as required. On site permanent disposal of concrete washout waste is not authorized
by CDPS-SCP. The concrete washout structure shall be designed to meet or exceed the
dimensions shown on the plans At least ten days prior to start of concrete operations, the
Contractor shall submit in writing a method statement outlining the design, site location and
installation of a concrete structure that will contain washout from concrete placement operations.
Work on this structure shall not begin until written acceptance is provided by the Engineer.
The structure shall meet the following requirements:
(1) Structure shall contain all washout water.
(2) Stormwater shall not carry wastes from washout and disposal locations.
(3) The site shall be located a minimum of 50 horizontal feet from state waters and shall meet all
requirements for containment and disposal as defined in subsection 107.25.
(4) The site shall be signed as “Concrete Washout”.
(5) Each concrete truck driver and pumper operator shall be aware of site locations.
(6) The site shall be accessible to appropriate vehicles.
(7) The bottom of excavation shall be a minimum of five feet vertical above groundwater or,
alternatively, excavation must be lined with an impermeable synthetic liner that is designed to
control seepage to a maximum rate of 10-6 centimeters per second.
(8) Freeboard capacity shall be included into structure design to reasonably ensure the structure
will not overtop during or because of a precipitation event.
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(9) The Contractor shall prevent tracking of washout material onto the roadway surface.
(10)Solvents, flocculants, and acid shall not be added to wash water.
(11) The use of the concrete washout site shall be less than one year.
The structure shall be fenced with orange plastic construction fencing or equivalent fencing
material to provide a barrier to construction equipment and to aid in identification of the concrete
washout area.
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
The concrete washout structure shall be completed and ready for use prior to concrete placement
operations.
All liquid and solid wastes, including contaminated sediment and soils generated from concrete
washout shall be hauled away from the site. Removal shall be included in the price of the
concrete washout structure.
(o) Stabilized construction entrance. Stabilized construction entrances shall be constructed to the
minimum dimensions shown on the plans, unless otherwise directed by the Engineer.
Construction of approved stabilized construction entrances shall be completed before any
excavation or work is started between such entrances, as shown on the plans.
The Contractor shall maintain the stabilized construction entrance during the entire time that it is
in use in the project. The stabilized construction entrance shall be removed at the completion of
this project unless otherwise directed by the Engineer.
(q) Detention Pond. Permanent detention ponds shown in the construction plans may be
used as temporary BMPs if:
(1) The pond is designated as a construction BMP in the SWMP,
(2) the pond is designed and implemented for use as a BMP during construction in
accordance with good engineering, hydrologic and pollution control practices, and
(3) The pond is inspected and maintained
208.051 Materials Handling and Spill Prevention. The ECS shall clearly describe and record on
the SWMP, all practices implemented at the site to minimize impacts from procedures or
significant material that could contribute pollutants runoff. Areas or procedures where potential
spills can occur shall have spill procedures and responses specified in subsection 107.25.
(a) Bulk storage structures for petroleum products and any other chemicals shall have
secondary containment or equivalent adequate protection so as to contain all spills and prevent
any spilled material from entering state waters. If secondary containment is used and results in
accumulation of stormwater within the containment, a plan shall be implemented to properly
manage and dispose of accumulated stormwater.
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(b) The Contractor shall inspect and certify equipment and vehicles daily to ensure
petroleum, oils, and lubricants (POL) are not leaking onto the soil or pavement. Absorbent
material or containers approved by the Engineer shall be used to prevent leaking POL from
reaching the soil or pavement. The Contractor shall have onsite approved absorbent material or
containers of sufficient capacity to contain any POL leak that can reasonably be foreseen. All
materials resulting from POL leakage control and cleanup shall become the property of the
Contractor and shall be removed from the site. The cost for control, cleanup and removal of by-
products resulting from POL leaks will not be paid for separately, but shall be included in the
work.
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
(c) Spill Prevention, Control and Countermeasure Plan shall be developed and implemented
to establish operating procedures and the necessary employee training to minimize the accidental
releases of pollutants that can contaminate stormwater runoff.
The Spill Prevention, Control, and Countermeasure Plan shall contain the following information:
(1) Identification of the spill cleanup coordinators
(2) Location of cleanup kits
(3) Quantities of chemicals and locations stored on site.
(4) Label system for chemicals and Materials Safety Data Sheets (MSDS) for products
(5) Notification and clean up procedures to be implemented in the event of a spill for spills
which do not enter state waters or are under reporting limits of the chemical of concern (diesel
fuel, hydraulic fluid, motor oil, used hydraulic fluid and motor oil, tack oil).
(6) Significant spill procedures for spills of any size that enter state waters or have the
potential to do so. CDOT’s Erosion Control and Stormwater Quality Guide (current edition)
contains Spill notification contacts and phone numbers required in the SPCC.
Subsection 208.052 Stockpile Management. Material stockpiles shall be located away from
sensitive areas and shall be confined so that no material or their run-off will enter state waters or
conveyances to state waters (e.g., ditches). Locations shall be approved by the Engineer.
Erodible stockpiles (including topsoil) shall be contained by silt fence, berms, or other sediment
control devices at the toe (or just beyond toe) throughout construction. Control shall be approved
by the Engineer. The ECS shall describe, detail, and record the sediment control devices on the
SWMP.
There shall be no stockpiling or side casting of waste materials including but not limited to paint
chips, asphalt, and concrete that result from project activities within 50 horizontal feet of the
ordinary high water line of any state waters.
208.053 Grading and Slope Stabilization. The Contractor shall limit construction activities to
those areas within the limits of disturbance to toe of slope and top of cut and as otherwise shown
on the plans and cross-sections. Construction activities, in addition to the Contract work, shall
include the on-site parking of vehicles or equipment, on-site staging, on-site batch plants, haul
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roads or work access, and any other action which would disturb existing conditions. Off road
staging areas must be pre-approved by the Engineer, unless otherwise designated in the Contract.
Disturbances beyond these limits shall be restored to the original condition by the Contractor at
the Contractor’s expense. The ECS shall tabulate additional disturbances not identified in the
SWMP or documented in the permit and indicate locations and quantities on the SWMP and
report to the Engineer.
The Contractor shall pursue and stabilize all disturbances to completion. The Contractor shall
provide a stabilization schedule showing dates when areas are to be completed and stabilized.
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
The Contractor shall maintain revisions to the schedule and obtain approval for schedule changes
in accordance with subsection 108.03.
208.054 Surface Roughening and Vehicle Tracking. Disturbed surfaces shall be left in a
roughened condition at the end of each shift by equipment vertical tracking, scarifying, or
disking the surface on contour to create a 2 to 4 inch minimum variation in soil surface. Deep
sands or soils that are primarily rock need not be roughened.
208.06 Failure to Perform Erosion Control. Failure to implement the Stormwater Management
Plan puts the project in automatic violation of the CDPHE – SCP and CDOT specifications.
Penalties may be assessed to the Contractor by the appropriate agencies. All fines assessed to
the Department for the Contractor’s failure to implement the SWMP shall be deducted from
moneys due the Contractor in accordance with subsection 107.25(c) 2.
The Contractor will be subject to liquidated damages for incidents of failure to perform erosion
control as required by the Contract. Incidents to which these liquidated damages may be applied
include the following:
(1) Failure to submit an initial schedule or failure to submit a weekly schedule update as
specified in subsection 208.03(b).
(2) Failure of the Erosion Control Supervisor to perform the inspections required by subsection
208.03(c)4.
(3) Failure of the Erosion Control Supervisor to implement necessary actions requested by the
Engineer as required by subsection 208.03(c)6.
(4) Failure to design and implement erosion and sediment control measures for unforeseen
conditions as required by subsection 208.04(a).
(5) Failure to construct or implement erosion control or spill containment measures required by
the Contract, or failure to construct or implement them in accordance with the Contractor’s
approved schedule as required by subsection 208.04(c).
(6) Failure to limit the exposed surface area of erodible earth to 34 or fewer acres as required by
subsection 208.04(d).
(7) Failure to immediately stabilize disturbed areas where work is temporarily halted as
required by subsection 208.04(d).
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(8) Failure to replace or perform maintenance on an erosion control feature within 48 hours
after notice from the Engineer to replace or perform maintenance as required by subsection
208.04(e).
(9) Failure to remove and dispose of sediment from erosion control features as required by
subsection 208.04(f) and subsections 208.05(c), (h), (j), and (k).
(10) Failure to install and properly utilize a concrete washout structure for containing washout
from concrete placement operations
(11) Failure to perform permanent stabilization as required by subsection 208.04 (d).
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
The Engineer will immediately notify the Contractor in writing of each incident of failure to
perform erosion control items (1) through (11) above. The Contractor will be allowed 48 hours
but correction shall be made as soon as possible from the date of notification to correct the
failure. The Contractor will be charged liquidated damages in the amount of $500 for each
calendar day after the 48 hour period has expired, that one or more of the incidents of failure,
items (1) through (11) above, remains uncorrected. This deduction will not be considered a
penalty, but will be considered liquidated damages based on estimated additional construction
engineering costs. The liquidated damages will accumulate, for each cumulative day that one or
more of the incidents remain uncorrected. The number of days to which liquidated damages are
assessed will be cumulative for the duration of the project; that is: the damages for a particular
day will be added to the total number of days for which liquidated damages are accumulated on
the project. The liquidated damages will be deducted from any monies due the Contractor.
208.061 Items to Be Accomplished prior to Final Acceptance. After all concrete operations are
complete, all washout areas shall be reclaimed in accordance with subsection 208.05(n) by the
Contractor at no additional cost to the project
Prior to final acceptance, a final walk through of the project shall occur with the City Landscape
Architect, Engineer, Environmental, Hydraulics, and Maintenance, and CDOT Region
Environmental in attendance. At this time the BMPs shall be inspected for cleaning,
maintenance or removal. Areas will be inspected for any additional BMPs that may be required.
BMPs shall be removed when 70% of preexisting vegetative cover has been established within
the disturbed project limits. BMPs subject to removal shall be determined at the final walk
through of the project. The Contractor shall remove approved BMPs; cost of BMP removal will
be included in the BMP.
Upon completion of work required by walk through the ECS will modify the SWMP to provide
an accurate depiction of what remains on the project site.
208.07 Erosion bales and check dams will be measured by the unit.
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Silt fence, erosion logs, silt dikes, temporary berms, temporary diversions, temporary drains, and
brush barriers will be measured by the actual number of linear feet that are installed and
accepted. Stakes, anchors, connections and tie downs used for temporary slope drains will not be
measured and paid for separately, but shall be included in the work.
Concrete washout structure will be measured by the actual number of structures that are installed
and accepted, and will include excavation, embankment, concrete, liner, erosion bales, fencing,
and containment and disposal of concrete washout and all other associated waste material.
Storm drain inlet protection will be measured by the unit as specified in the Contract.
REVISION OF SECTIONS 101, 107, AND 208
WATER QUALITY CONTROL
Sediment trap and sediment basin quantities will be measured by the unit which shall include all
excavation and embankment required to construct the item. Other materials used to provide for
outlet and overflow will be measured and paid for separately.
The Erosion Control Supervisor will not be measured, but will be paid for on a lump sum basis.
The lump sum price bid will be full compensation for all work required to complete the item.
Excavation required for removal of accumulated sediment from traps, basins, areas adjacent to
silt fences and erosion bales, and other clean out excavation of accumulated sediment, and the
disposal of such sediment, will be paid for on a lump sum basis.
Stabilized construction entrance will be measured by the actual number constructed and
accepted.
208.08 Work to furnish, install, maintain, remove, and dispose of erosion and sediment control
features specified in the Contract will be paid for at the contract unit price.
Payment will be made under:
Pay Item Pay Unit
Erosion Control Lump Sum
Payment for stabilized construction entrance will be full compensation for all work, materials
and equipment required to construct, maintain, and remove the entrance upon completion of the
work. Aggregate and geotextile will not be measured and paid for separately, but shall be
included in the work.
Temporary erosion and pollution control measures required due to the Contractor’s negligence,
carelessness, or failure to install permanent controls as a part of the work as scheduled or ordered
by the Engineer or for the Contractor’s convenience, shall be performed at the Contractor’s
expense.
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In the case of repeated failures on the part of the Contractor in controlling erosion,
sedimentation, or water pollution, the Engineer reserves the right to employ outside assistance or
to use Department forces to provide the necessary corrective measures. Such incurred direct
costs, plus project engineering costs, will be charged to the Contractor, and appropriate
deduction will be made from the Contractor’s monthly progress estimate.
Accepted work performed to install measures for the control of erosion and sedimentation, and
water pollution, not originally included in the Contract will be paid for as extra work in
accordance with subsection 104.03. Seeding, sod, mulching, soil retention blanket, and riprap
will be measured and paid for in accordance with Sections 212, 213, 216, and 506.
REVISION OF SECTION 108
PROSECUTION AND PROGRESS
Section 108 of the Standard Specifications is hereby revised as follows:
Subsection 108.03 shall include the following:
Project Meetings
A. Pre-Construction Conference: A Pre-Construction Conference will be held after Notice
of Award and before the Notice to Proceed, the date, time and location will be determined after
Notice of Award.
The conference shall be attended by:
1. Contractor and Contractor’s Superintendent
2. Contractor’s Subcontractors (including the city provided Traffic Control Supervisor and
Surveyor)
3. Engineer
4. Owner
5. Utility Companies
6. Contractor or Contractor’s Superintendent from the Harmony Road Project
7. Others as requested by the Contractor, Owner, or Engineer.
Unless previously submitted to the Owner, the Contractor shall bring to the conference a
tentative schedule of the construction project, include in the schedule shop drawings and other
submittals. Any submittals requiring long lead times and therefore must be expedited shall be
submitted at the pre-construction conference, or as soon thereafter as possible.
The purpose of the conference is to designate responsible personnel and establish a working
relationship. Matters requiring coordination will be discussed and procedures for handling such
matters established. The agenda will include:
1. Contractor’s tentative Schedule
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2. Permit applications and submittals, including Dewatering Permit, Erosion and Sediment
Control Plan, and Traffic Control Plan
3. Transmittal, review and distribution of Contractor’s submittals
4. Processing applications for payment
5. Maintaining record documents
6. Critical work sequencing
7. Field decision and change orders
8. Use of premises, office and storage areas, staging area, security, housekeeping, and
Owner’s needs
9. Contractor’s assignment of safety and first aid
REVISION OF SECTION 108
PROSECUTION AND PROGRESS
B. Construction Progress Meetings for the Federal Aid Project No STU M455-077 (College/
Harmony Intersection Improvements Project): Progress meetings will be conducted weekly or at
some other frequency, if approved by the Engineer. These meetings shall be attended by the
Owner, the Engineer, the Contractor’s representative and any others invited by these people.
The Engineer will conduct the meeting and the Engineer will arrange for keeping the minutes
and distributing the minutes to all persons in attendance.
The agenda of these project meetings will include construction progress, the status of submittal
reviews, and the status of information requests, critical work sequencing, review of strategies for
connections into existing facilities, status of field orders and change orders, and any general
business.
The Contractor will prepare a “two week look ahead” schedule to facilitate coordination of work
items.
Modifications to Time of Completion in the Approved Schedule
The date of beginning and the time for completion of the work are essential conditions of the
Contract Documents and the work embraced shall be commenced on a date specified in the
Notice to Proceed.
The Contractor will proceed with the work at such rate of progress to ensure full completion
within the contract time. It is expressly understood and agreed, by and between the Contractor
and the Owner that the contract time for the completion of the work described herein is a
reasonable time, taking into consideration the climatic and other factors prevailing in the locality
of the work.
Every effort shall be made by the Contractor to complete the project within the "Contract Time"
shown in the proposal. The "Contract Time" anticipates "Normal" weather and climate
conditions in and around the vicinity of the Project site during the times of year that the
construction will be carried out. Extensions of time based upon weather conditions shall be
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granted only if the Contractor demonstrates clearly that such conditions were "unusually severe,"
would not have been reasonably anticipated, and that such conditions adversely affected the
Contractor’s work and thus required additional time to complete the work.
The following specifies the procedure for the determination of time extensions for unusually
severe weather. The listing below defines the anticipated number of calendar days lost to
adverse weather for each month and is based upon National Oceanic and Atmospheric
Administration (NOAA) or similar data for the geographic location of the project.
REVISION OF SECTION 108
PROSECUTION AND PROGRESS
Monthly Anticipated Calendar Days Lost to Adverse Weather Conditions
JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC
(7) (4) (4) (4) (6) (3) (4) (2) (3) (3) (2) (5)
The above schedule of anticipated adverse weather will constitute the base line for monthly (or
portion thereof) weather time evaluations. Upon acknowledgment of the Notice to Proceed and
continuing throughout the contract on a monthly basis, actual adverse weather days and the
impact of adverse weather days that delay the work will be recorded on a day-to-day basis. It is
assumed that the work will be carried out Mondays through Fridays (holidays accepted) unless
an approved construction schedule or written authorization from the Owner indicates otherwise.
The number of days of delayed work due to adverse weather or the impact thereof will then be
compared to the monthly adverse weather schedule above.
An actual adverse weather day must prevent work for 50 percent or more of the Contractor’s
workday, delay work critical to the timely completion of the project, and be documented by the
Contractor. The City Representative observing the construction shall determine on a daily basis
whether or not work can proceed or if work is delayed due to adverse weather or the effects
thereof. The Contractor shall notify the Engineer in writing of any disagreement as to whether or
not work can proceed on a given date, within 2 calendar days of that date. The
Owner will use the above written notification in determining the number of calendar days for
which work was delayed during each month.
At the end of each month, if the number of work days for which work was delayed due to
adverse weather exceeds that shown in the above schedule, a Change Order will be executed
which increases the Contract Time. The number of work days delayed due to adverse weather or
the impact thereof will then be converted to Calendar Days based on the contract completion day
and date. This conversion assumes a 5-day work week, Mondays through Fridays, holidays
excepted; should the Contractor have authorization to work weekends and/or holidays, and then
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the method of conversion of workdays to calendar days would take this into consideration. The
contract time period will then be increased by the number of calendar days calculated above and
a new contract completion day and date will be set.
The Contractor’s schedule must reflect the above-anticipated adverse weather delays on all
weather-dependent activities.
While extensions of time shall be granted for "unusually severe" weather or climate conditions,
the Owner shall make no monetary compensation for any costs to the Contractor arising out of
such delays. The Contractor shall comply with the portions of the Contract Documents relating
REVISION OF SECTION 108
PROSECUTION AND PROGRESS
to his project schedule and amendments thereto which result from the "unusually severe" weather
condition.
Breakdowns in equipment or lack of performance by the Contractor will not be considered
justification for an extension of time. Liquidated damages will be assessed as delineated
elsewhere.
The Contractor shall not be charged with liquidated damages or any excess cost when the delay
in completion of the work is due to the following, and the Contractor has promptly given written
notice of such delay to the Owner or Engineer.
1. To any preference, priority, or allocation order duly issued by the Owner.
2. To unforeseeable causes beyond the control and without the fault or negligence of the
Contractor, including but not restricted to, acts of God, or of the public enemy, acts of the
Owner, acts of another Contractor in the performance of a contract with the Owner, fires, floods,
epidemics, quarantine restrictions, strikes, freight embargoes, and abnormal and unforeseeable
weather as provided above.
3. To any delays of Subcontractors occasioned by any of the causes specified in paragraphs
1 and 2, above.
Subsection 108.04 shall include the following:
Work Hours: Work hours are 7 AM to 6 PM, Monday through Friday. Extended hours and
weekend work are anticipated and will be permitted with written approval from the Project
Manager. Night time work shall be permitted with written approval from Project Manager.
Work shall be permitted on holidays with written approval from the Project Manager. Work
requests beyond working hours must be submitted to the Project Manager a minimum of (5)
working days prior to the request date.
Night and weekend work will be allowed with 5 days prior notice to the Project Manager. All
costs associated with nighttime work will be incidental to the work.
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Demolition work will not be permitted before 7 AM or after 6 PM.
REVISION OF SECTION 201
CLEARING AND GRUBBING
Section 201 of the standard specifications is hereby revised for this project as follows:
Subsection 201.02 shall include the following:
Ralph Zentz, assistant city forester (970-221-6302), shall be responsible for identifying the
removal of tree branches, stumps, shrubs and/or other plant materials beyond those trees
identified in the removal plans for removal and/or transplant. Coordinate with the assistant city
forester to have tree branches, stumps, shrubs, and other plant materials marked for removal.
Clearing and grubbing shall include the removal of trees less than six (6) inches in diameter,
bushes and shrubs as identified by the engineer or the assistant city forester to be either removed
or trimmed. All removed debris shall become the property of the contractor and shall be
removed from the project site, not buried on-site.
There are 8 trees (under 6” diameter) on the east side of Turnberry Road between Richard’s Lake
Road and Brightwater Drive. The City will relocate 5 of these trees, the remaining 3 will be
removed via the contractor and included in “Clearing and Grubbing” line item.
Clearing and grubbing shall include the removal of landscape timbers as directed by the
engineer.
Subsection 201.04 shall include the following:
Pay Item Pay Unit
Clearing and Grubbing Lump Sum
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REVISION OF SECTION 202
REMOVAL OF INLET
Section 202 of the Standard Specifications is hereby revised for this project as follows:
Subsection 202.01 shall include the following:
This work includes removal and disposal of existing concrete inlet within the project limits as
shown on the plans or at locations directed by the Engineer.
In subsection 202.02 delete the seventh paragraph and replace with the following:
The inlet shall be removed in a manner that minimizes disturbance to the surrounding area. All
removed inlet materials shall become the property of the Contractor and shall be disposed of
outside the project site legally. The top three feet of the inlet will be removed and the remaining
inlet will be flowfilled to within three feet of finished grade.
Subsection 202.11 shall include the following:
The removal of the existing concrete inlet will be measured by the number of inlets removed,
and accepted.
Location of sawcutting shall be directed by the Engineer. Sawcutting, excavation and backfilling
will not be paid separately and shall be included in the cost for removal of inlet.
Subsection 202.12 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Removal of Inlet Each
Work shall include all material, equipment, labor, and disposal of materials to complete the
work.
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REVISION OF SECTION 202
REMOVAL OF PIPE
Section 202 of the Standard Specifications is hereby revised for this project as follows:
Subsection 202.01 shall include the following:
This work includes removal and disposal of existing concrete pipe within the project limits as
shown on the plans or at locations directed by the Engineer.
In subsection 202.02 delete the seventh paragraph and replace with the following:
The removed concrete pipe shall become the property of the Contractor and shall be disposed of
outside the project site legally.
Subsection 202.11 shall include the following:
The removal of the existing concrete pipe will be measured by the linear foot of concrete pipe
removed, and accepted.
Excavation and backfilling will not be paid separately and shall be included in the cost for
removal of concrete pipe.
Subsection 202.12 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Removal of pipe Linear Foot
Work shall include all material, equipment, labor, and disposal of materials to complete the
work.
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REVISION OF SECTION 202
REMOVAL OF ABANDONED IRRIGATION STRUCTURES
Section 202 of the Standard Specifications is hereby revised for this project as follows:
Subsection 202.01 shall include the following:
This work includes removal and disposal of existing concrete flumes, steel valves, bollards, and
blow off pipes. Concrete flumes will be removed entirely. Bollards will be removed entirely.
Steel Valves and blow off pipes shall be removed to 3 feet below finished surface elevations and
backfilled with flowable fill.
In subsection 202.02 delete the seventh paragraph and replace with the following:
The removed irrigation structures shall become the property of the Contractor and shall be
disposed of outside the project site legally.
Subsection 202.11 shall include the following:
Excavation, backfilling and flowable backfill will not be paid separately and shall be included in
the cost for removal of abandoned irrigation structures.
Subsection 202.12 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Removal of pipe Each
Work shall include all material, equipment, labor, and disposal of materials to complete the
work.
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REVISION OF SECTION 202
REMOVAL OF SIDEWALK
Section 202 of the Standard Specifications is hereby revised for this project as follows:
Subsection 202.01 shall include the following:
This work includes removal and disposal of existing sidewalk within the project limits as shown
on the plans or at locations directed by the Engineer. This item includes the removal of the
existing concrete drain and sidewalk drain as shown on the plans.
In subsection 202.02 delete the seventh paragraph and replace with the following:
The existing sidewalk (assumed 4-6 inches thick) shall be removed in a manner that minimizes
contamination of the removed sidewalk with underlying material. The removed sidewalk shall
become the property of the Contractor and shall be disposed of outside the project site legally.
The Contractor may dispose the removed sidewalk at the City of Fort Collins Recycling Center
at Hoffman Mill Road. It is the responsibility of the Contractor to be familiar with acceptable
disposal specifications of the City Recycling Center.
Subsection 202.11 shall include the following:
The removal of the existing sidewalk will be measured by the square yard of sidewalk removed
to the required depth, and accepted.
Sawcutting will not be paid separately and shall be included in the cost for removal of sidewalk.
Subsection 202.12 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Removal of Sidewalk Square Yard
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Work shall include all material, equipment, labor, and disposal of materials, including hauling, to
complete the work.
REVISION OF SECTION 202
REMOVAL OF CURB AND GUTTER
Section 202 of the Standard Specifications is hereby revised for this project as follows:
Subsection 202.01 shall include the following:
This work includes removal and disposal of existing curb within the project limits as shown on
the plans or at locations directed by the Engineer.
In subsection 202.02 delete the seventh paragraph and replace with the following:
The removed curb shall become the property of the Contractor and shall be disposed of outside
the project site legally. The Contractor may dispose the removed curb at the City of Fort Collins
Recycling Center at Hoffman Mill Road. It is the responsibility of the Contractor to be familiar
with acceptable disposal specifications of the City Recycling Center.
Subsection 202.11 shall include the following:
The removal of the existing curb will be measured by the linear foot of curb removed, and
accepted.
Sawcutting will not be paid separately and shall be included in the cost for removal of curb.
Subsection 202.12 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Removal of Curb and Gutter Linear Foot
Work shall include all material, equipment, labor, and disposal of materials, including hauling, to
complete the work.
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REVISION OF SECTION 202
REMOVAL OF ASPHALT MAT
Section 202 of the Standard Specifications is hereby revised for this project as follows:
Subsection 202.01 shall include the following:
This work includes removal and disposal of existing asphalt mat within the project limits as
shown on the plans or at locations directed by the Engineer.
In subsection 202.02 delete the seventh paragraph and replace with the following:
The existing asphalt mat (assumed 4-8 inch thick) shall be removed in a manner that minimizes
contamination of the removed asphalt with underlying material. The removed mat shall become
the property of the City and be disposed of by any one or more of the following described
methods:
1. Haul offsite to City of Fort Collins Recycling Center at:
1380 Hoffman Mill Road
Fort Collins, Colorado
(970)482-1249
It is the responsibility of the Contractor to be familiar with acceptable disposal specifications of
the City Recycling Center.
Subsection 202.09 shall include the following:
Asphalt planning will be variable depth from 0 to 3 inches in depth.
Subsection 202.11 shall include the following:
The removal of the existing asphalt mat will be measured by the square yard of mat removed to
the required depth, and accepted.
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Location of sawcutting shall be as directed by the Engineer. Sawcutting will not be paid
separately and shall be included in the cost for removal of asphalt mat.
Subsection 202.12 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Removal of Asphalt Pavement (4”-8”) Square Yard
Work shall include all material, equipment, labor, and disposal of materials, including hauling, to
complete the work.
REVISION OF SECTION 203
UNCLASSIFIED EXCAVATION (COMPLETE IN PLACE)
Section 203 of the Standard Specifications is hereby revised for this project as follows:
Subsection 203.02(a) delete and replace with the following:
(a) Unclassified Excavation (Complete in Place). Unclassified excavation (complete in
place) shall consist of the excavation to final grades of all materials of whatever character
required for the work, obtained within the project limits as shown on the plans or at locations
directed by the Engineer, including excavation for ditches and channels that is not removed
under some other item.
Engineer’s Earthwork Calculations:
Earthwork between Richard’s Lake Road and Brightwater Drive (STA 10+50 to STA 21+00):
Topsoil Stripping: (2100-1050) x 0.5 x 25’ / 27 = 408 CY
Note on Existing Conditions: Earthwork has been completed in this location. Aside from topsoil
stripping & asphalt removal, it is anticipated that an additional 6 inches of material will need to
be removed for the roadway section.
That amounts to: 54’ x (2100-1050) x 0.5 / 27 = 1,050 CY CUT
Earthwork between Country Club Road and Richard’s Lake Road (STA 26+00 to 52+00):
Topsoil Stripping: 5,284 CY
Earthwork between existing and proposed contours (as shown on grading plan):
6,973 CY CUT 4,571 CY FILL
Street Core: +6,645 CY CUT
Fill required to replace strippings taken from cut areas 1759 CY FILL
Cut Material due to lost strippings taken from cut area:
-3,525 CY CUT
SUBTOTAL: 10,093 CY CUT 6,330 CY FILL
Compaction Factor: 18% 10,093 CY CUT 7469 CY FILL
Unusable Fill to be Hauled off site: 0 CY HAUL
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Total Useable Cut: 10,093 CY CUT
Total Required Fill: 7,469 CY FILL
Excess Useable Cut: 2,624 CY CUT
Import Required: 0 CY
Earthwork south of Country Club Road (STA 20+00 to STA 25+50):
Top Soil Stripping: 325 CY
Roadway Embankment 2000 CY FILL
Net Top Soil Stripping: 6017 CY
Net Haul: 1674 CY HAUL
REVISION OF SECTION 203
UNCLASSIFIED EXCAVATION (COMPLETE IN PLACE)
Subsection 203.14 shall include the following:
Payment will be made under:
Pay Item
Pay Unit
Unclassified Excavation (Complete in Place) Cubic Yard
Unclassified Excavation (Complete in Place) will not be measured in the field but will be paid
per plan quantity.
Work shall include all material, equipment, labor, and disposal of materials to complete the
work, including haul, stockpiling, dust control, soil moisture control, compaction, proof rolling,
finish grading and disposal of unsuitable materials. Excess Material will become the property of
the contractor to dispose.
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REVISION OF SECTION 203
PROOF ROLLING
Section 203 of the Standard Specifications is hereby revised for this project as follows:
Subsection 203.13(f) delete and replace with the following:
Proof rolling will not be measured but shall be incidental to the work.
Subsection 203.14 shall include the following:
Proof rolling will not be measured and paid for separately, but shall be included in the work.
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REVISION OF SECTION 203
MUCK EXCAVATION
Item 203 Muck Excavation: Muck Excavation shall include removing and disposing of soft
unsuitable material that is underneath the proposed box culverts, roadway, sidewalks, and ramp
walls. This line item shall include removal of existing unsuitable material and backfilling with
approved 1 ½” washed rock on approved filter fabric under structures, and backfilling with ¾”
rock. Payment will be based on field measured quantities as directed by the City Project
Engineer. Payment will include all work associated with excavation and backfill of the muck
excavation area including haul, disposal, filter fabric, equipment and labor.
If Geogrid is used under the roadway for subgrade stabilization, it will be paid as the separate
line item “Geogrid Reinforcement”.
Line Item Pay Unit
Muck Excavation CY
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REVISION OF SECTION 206
STRUCTURE EXCAVATION & BACKFILL MATERIAL
Section 206 of the Standard Specifications is hereby revised for this project as follows:
In subsection 206.01, add the following:
High ground water may be encountered on this project. Dewatering shall be included in the
work for Revision of Section 211 Dewatering.
In subsection 206.03, add the following:
Excess material excavated on this project shall become property of the contractor.
In subsection 206.06, add the following:
The quantity for Structure Backfill (Class I) and Structure Backfill (Class II) will not be
measured, but will be the quantity designated in the Contract, unless field changes are ordered.
If field changes are ordered, the quantities will be calculated using the revised dimensions and
the additional volume of material shall be approved in writing by the Engineer prior to beginning
the work. No allowances shall be made for shrinkage, swell, subsidence due to compaction of
the existing ground or any other losses.
Payment will be made under:
Pay Item Pay Unit
Structural Excavation Cubic Yard
Structural Backfill (Class I) Cubic Yard
Structural Backfill (Class II) Cubic Yard
Structural Backfill (Flowfill) Cubic Yard
Work shall include all material, equipment, labor, and disposal of materials, including hauling, to
complete the work.
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REVISION OF SECTION 206
STRUCTURE EXCAVATION AROUND CENTURYLINK FIBER OPTIC CABLE
Section 206 of the Standard Specifications is hereby revised for this project as follows:
In subsection 206.03, add the following:
Structure excavation will require coordination with CenturyLink to expose and support the fiber
optic cable during the structure excavation. The fiber optic line will need to be supported and
protected during the installation of the precast box culvert sections and backfill operations. This
work will be performed by the contractor and will be paid as “Structural Excavation around
CenturyLink Fiber Optic Cable”.
In subsection 206.06, add the following:
Payment for Structural Excavation around CenturyLink Fiber Optic shall include the work,
material and equipment necessary to safely expose and support the existing fiber optic line.
Payment will be made under:
Line Item Pay Unit
Structural Excavation around CenturyLink Fiber Optic Cable Lump Sum
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REVISION OF SECTION 207
TOPSOIL
Section 207 of the standard specifications is hereby revised for this project as follows:
Delete Subsection 207.04 and replace with the following:
Topsoil placed behind the back of walk to the project limits shown on the plans shall be paid for
by the cubic yard per plan quantity.
The top six inches (6 “) of vegetation shall be stripped from the existing ground between the
project limits and the existing pavement and stockpiled onsite. This material shall be used for
the topsoil quantity and topsoil special – amended topsoil quantity unless otherwise directed by
the engineer. All excess material shall be hauled offsite at the Contractor’s expense. This
material shall be paid by the cubic yard per plan quantity as Topsoil (Stockpiling, Placing, Haul
Unused) (6”).
Subsection 207.05 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Topsoil (Stockpiling, Placing, Haul Unused) (6”) Cubic Yard
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REVISION OF SECTION 207
TOPSOIL (SPECIAL) - AMENDED ONSITE FOR MEDIAN AND PARKWAY AREAS
Section 207 of the standard specifications is hereby revised for this project as follows:
Subsection 207.01 shall be revised to include the following:
The Contractor will have the option to either purchase amended topsoil that meets the following
requirements or mix the existing material on-site to meet the requirements. If mixed on site, this
work shall consist of using the onsite stockpiled topsoil and mixing with the required imported
soil amending material to produce the standard 75/25 topsoil mix material. This material shall be
placed in the designated landscape medians and parkway areas indicated on the plans.
Subsection 207.02 shall include the following:
Topsoil for this project shall consist of loose friable loam amended with organic enhancements.
A. Amended Topsoil Onsite shall have the following characteristics:
Shall have a range of three to four percent organic matter as determined by the ignition of
moisture free sample dried to determine loss in accordance with current methods of the
Association of Official Agriculture Chemists.
Shall have a pH between 6.5 to 8.0.
Sodium Absorption Rate (SAR) and Electrical Conductivity (EC) readings are not to exceed
three mmhos/cm.
Particle Sizes: Topsoil shall be loam to sandy loam.
Must be weed free at the time of spreading operations. This can be achieved by following
subsection 217.03
B. Soil Amendment:
Onsite amended topsoil - Material brought to the site for amendment process shall meet the
amendments at the following rate:
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3 cubic yards per 1,000 square feet of organic amendment
The organic amendment shall include the following:
An organic product containing a mixture of composted cow or sheep manure and wood
residue that has been aerobically and naturally processed in such a manner as to maintain a
consistent temperature of 60 degrees Celsius (140 degrees Fahrenheit) or greater for a period of
time that is long enough to accomplish the following specifications:
1. The windrows of composted organic amendment (cow or sheep manure) have to be
composted for 70 to 90 days. Certification must be provided to prove the product has gone
through this process.
REVISION OF SECTION 207
TOPSOIL (SPECIAL) - AMENDED ONSITE FOR MEDIAN AND PARKWAY AREAS
2. Eradicate harmful pathogens, including coliform bacteria.
3. Create a carbon to nitrogen ratio of no less than 15/1 to 25/1
4. Contain no solid particle greater than ½ inch in diameter.
5. Have a non-offensive smell similar to fresh turned soil.
6. Contain no significant level of dirt or soil and contain a maximum of 30 percent
composted wood residue (pine or aspen wood).
The ph after composting shall be between 5.0 and 7.5 with an organic matter content of no less
than 30 percent. The contractor shall submit a 2 lb. Sample of the product four weeks before its
use on the project site revision for the Engineer’s approval. A Certificate of Compliance shall be
provided to the Engineer to verify the organic matter content, pH and carbon matter to nitrogen
ratio.
The Contractor shall submit two samples of topsoil to a soils laboratory for analysis. The cost of
the test shall be at the Contractor’s expense. The results will be submitted to the Engineer for
review at least 60 days prior to placement. Based on the results, the Engineer can request soil
amendments appropriate to have topsoil conform to these specifications at no cost to the project.
The organic amendment shall be an organic product containing a mixture of composted cow or
sheep manure and wood residue that has been aerobically and naturally processed in such a
manner as to maintain a consistent temperature of 140 degrees. Fahrenheit or greater for a period
of time of 70 to 90 days, and be approved by the Engineer.
Subsection 207.03 shall include the following:
All areas planted with shrubs behind the curb (parkway area) shall have the top 8 inches
of soil tilled. Upon completion of tilling, the Contractor shall disk soil so as to break up all dirt
clods to a size of two inches or smaller.
Topsoil placement shall occur immediately after disking is complete. All areas shall be
seeded or temporarily stabilized within seven calendar days after topsoil placement is completed.
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Spread topsoil over all areas to be planted with shrubs, to a depth of three inches. Begin
placement after all rough grading, tilling, and disking operations are complete.
Ten days before notice to proceed, Contractor shall submit a weed mitigation plan t the
Engineer for approval. This plan shall include a graphic time line showing milestone and
completion dates of herbicide treatment, topsoil stockpiling, topsoil spreading and all seeding
and planting times.
Delete Subsection 207.04 and replace with the following:
Topsoil salvaged from the roadway placed in stockpile shall paid by the cubic yard per plan
quantity as Topsoil (strip, stockpile, haul excess).
REVISION OF SECTION 207
TOPSOIL (SPECIAL) - AMENDED ONSITE FOR MEDIAN AND PARKWAY AREAS
Topsoil special shall be measured in place by measuring random depths of topsoil, and
computing the volume by multiplying the area times the average depth. Topsoil special includes
the amended material secured from a source outside the right-of-way, mixing the stockpiled
topsoil material with the amended material to meet the requirements for an approved 75/25 mix,
and placing in the designated areas.
Subsection 207.05 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Topsoil (Special) - Amended Onsite (6”) Cubic Yard
Tilling and disking operations will not be paid for separately, but shall be included in the work.
Organic amendment will not be paid for separately but shall also be included in the work.
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REVISION OF SECTION 208
EROSION CONTROL
Section 208 of the Standard Specifications is hereby revised for this project as follows:
Section 208.01 of the Standard Specifications is hereby revised for this project to include the
following:
Any loss of time or materials related to erosion shall be the sole responsibility of the Contractor.
Any damage to surrounding properties or facilities (either on site or off site) related to erosion
caused by construction of this project, will be the sole responsibility of the Contractor.
Subsection 208.05 shall include the following:
Silt fence shall be installed in accordance with City of Fort Collins stormwater detail D-28 and
maintained for the duration of the project.
Wattles shall be installed in accordance with detail in the plan set.
Storm drain inlet protection shall be installed in accordance with the details in the plans.
It shall be the responsibility of the contractor to ensure that all roadways near the project are kept
clean of construction debris.
Section 208.07 shall be deleted and replaced with the following:
All erosion control measures identified in the Contract and as directed by the Project Manager
will not be measured and paid for separately but will be included in “Erosion Control” Lump
Sum.. The Lump Sum price bid will be full compensation for all work required to complete the
item.
Excavation required for removal of accumulated sediment from traps, basins, areas adjacent to
silt fences and erosion bales, and other clean out excavation of accumulated sediment, and the
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disposal of such sediment, will be considered incidental to the work. Street sweeping will not
be measured but shall be incidental to the work.
Subsection 208.08 shall include the following:
Pay Item Pay Unit
Erosion Control Lump Sum
The travel time for the Erosion Control Supervisor shall be considered incidental to the work.
REVISION OF SECTION 209
WATERING
Section 209 of the Standard Specifications is hereby revised for this project as follows:
Subsection 209.06 shall include the following:
All landscaping including but not limited to the existing trees, shrubs, flower beds, and sod
planted at all locations on the project where the construction has affected the existing irrigation
system shall be watered as directed by the Engineer for the months of November through April.
This item will be measured by the gallon.
Pay Item Pay Unit
Water (Landscaping) Gallon
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REVISION OF SECTION 210
ADJUST FIRE HYDRANT
Section 210 of the Standard Specifications is hereby revised for this project as follows:
Section 210.01 shall include the following:
This work consists of adjusting existing fire hydrants to proposed grade as specified on the
construction plans.
Section 210.02 shall include the following:
Adjust fire hydrant includes adjusting the existing fire hydrant to the proposed grade shown on
the construction plans. The gate valve associated with the fire hydrant (located on the fire
hydrant line) shall also be adjusted to the proposed grade. Construction operations shall consist
of raising or lowering the existing fire hydrant and gate valve.
Section 210.12 shall include the following:
Adjust Fire Hydrants will be measured by the number adjusted per the construction plans.
Adjusting the gate valve associated with the fire hydrant will be included in the cost to adjust the
fire hydrant.
Section 210.13 shall include the following:
Payment for adjust fire hydrant shall include the work, material and equipment necessary to
adjust the fire hydrant to the proposed grade. This includes (but is not limited to) all necessary
adjustment to the existing traffic flange, gate valves, thrust blocks, traffic rod and fire hydrant as
necessary.
Pay Item Pay Unit
Adjust Fire Hydrant EA
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REVISION OF SECTION 210
MODIFY MANHOLE
Section 210 of the Standard Specifications is hereby revised for this project as follows:
Subsection 210.01 shall include the following:
Modify manholes consists of raising existing sanitary sewer manholes to the new grade lines
established with construction of roadway widening.
Subsection 210.02 shall include the following:
Modification of manholes shall be done in accordance with the details included in the plans and
in conformance with the appropriate M Standard Plan.
Subsection 210.12 shall include the following:
Modify manholes will be measured by the actual number modified which shall include all work
required to: remove portion of existing manholes to the top of the barrel, build new barrel to the
required height, build new eccentric cones to the required height, add additional steps as
required, and reset the manhole ring and cover to the finished grade. If the rings and covers are
destroyed or in the opinion of the Engineer cannot be reused, new manhole rings and covers shall
be provided.
Subsection 210.13 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Modify Manhole Each
Structure excavation and structure backfill required for "Modify Manhole" will not be measured
and paid for separately but shall be included in the work. Reinforcing steel, structural concrete,
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manhole rings and covers, as well as all other materials required to complete the item shall be
included in the work.
REVISION OF SECTION 211
DEWATERING
Section 211 is hereby added to the Standard Specifications for this project as follows:
DESCRIPTION
211.01 This work consists of dewatering to facilitate construction activities.
CONSTRUCTION REQUIREMENTS
211.02 The Contractor is advised that groundwater within the project limits may require
dewatering. The Contractor is advised to limit pumping of groundwater in all project
excavations, by careful scheduling, expediting the work and use of conscientious construction
methods. The Contractor shall conform to all applicable State and City of Fort Collins
requirements.
Permitting, removal, sample collection, analytical testing, containerization, transportation, and
disposal or treatment of all contaminated groundwater will be in accordance with Section 107.25
Water Quality Control and as described in Section 250 Environmental, Health and Safety
Management.
The Contractor shall:
(1) Minimize the disturbance of contaminated groundwater by avoidance.
(2) Limit intrusion of groundwater into excavations.
The Contractor shall obtain the appropriate Colorado Discharge Permit System (CDPS) general
permit for management of groundwater from CDPHE Water Quality Control Division, as
determined necessary. A completed application must be submitted to CDPHE at least four weeks
prior to dewatering operations.
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The Contractor shall measure the rate of groundwater discharge during the dewatering using an
inline flow device capable of measuring slow rates with an accuracy of plus or minus five (5)
gallons per minute. The Contractor shall record the rate of discharge daily and shall submit a
discharge report to the Engineer weekly or as approved by the Engineer.
The Contractor shall submit a Dewatering Plan to the Engineer at least four (4) weeks prior to
the proposed start of dewatering operations. This Plan shall detail the Contractor’s method of
dewatering for all major excavations including caisson construction. The Dewatering Plan shall
be stamped “Approved for Construction” and signed by the Contractor. The Dewatering Plan
will not be approved by the Engineer.
The Engineer will review the Dewatering Plan and issue a written acceptance letter or request for
changes within two (2) weeks of receiving the Plan. If changes are requested the Contractor shall
REVISION OF SECTION 211
DEWATERING
update the Plan and resubmit it to the Engineer within one (1) week after receiving the request
for changes.
The Engineer’s written acceptance of the Dewatering Plan is required before construction.
The Dewatering Plan shall provide complete details of the Contractor’s method for construction
dewatering including:
(1) Copies of all permits required for dewatering, treatment of and (or) disposing of water.
(2) If applicable, copies of agreements for disposing of water in storm sewers, sanitary
sewers etc.
(3) Method and details for minimizing dewatering in excavations and during caisson
construction.
(4) Method of measuring groundwater discharge.
(5) Equipment descriptions including size, number, type, capacity, and location of equipment
during dewatering operations.
(6) Methods of testing groundwater to determine appropriate disposal.
(7) Detailed methods for disposal of water.
(8) If applicable, name of facility where contaminated water is to be delivered to.
BASIS OF PAYMENT
211.03 Payment for all work for Dewatering including preparation of the Dewatering Plan and
all work for Section 250 will not be measured and paid for separately but shall be included in the
work. The payment will be based on the number of days that Dewatering is utilized.
Permitting, removal, sample collection, analytical testing, containerization, transportation, and
disposal or treatment of all contaminated groundwater will not be paid for separately but shall be
included in the work.
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Payment will be made under:
Pay Item Pay Unit
Dewatering Day
REVISION OF SECTION 212
TREE RETENTION AND PROTECTION
Section 212 of the Standard Specifications is hereby revised for this project as follows:
Subsection 212.01 shall include the following:
Tree Retention and protection includes general protection and pruning of existing trees and
plants that are affected by execution of the Work, whether temporary or permanent construction.
The following definitions apply:
1) Caliper: Diameter of a trunk measured by a diameter tape or the average of the smallest
and largest diameters at 6 inches above the ground for trees up to, and including, 4-inch size; and
12 inches above the ground for trees larger than 4-inch size.
2) Plant-Protection Zone: Area surrounding individual trees, groups of trees, shrubs, or
other vegetation to be protected during construction, and indicated on Drawings.
3) Tree-Protection Zone: Area surrounding individual trees or groups of trees to be
protected during construction, and defined by a circle concentric with each tree with a radius 1.5
times the diameter of the drip line unless otherwise indicated.
4) Vegetation: Trees, shrubs, groundcovers, grass, and other plants.
Subsection 212.02 shall include the following:
(d) Protection-Zone Fencing: Fencing fixed in position and meeting the following
requirements. Previously used materials may be used when approved by Engineer. Protection-
Zone fencing will be considered incidental to the “Tree Retention and Protection” line item and
will not be paid for separately.
1. Plastic Protection-Zone Fencing: Plastic construction fencing constructed of high-density
extruded and stretched polyethylene fabric with 2-inch maximum opening in pattern and
weighing a minimum of 0.4 lb/ft.; remaining flexible from minus 60 to plus 200 deg F; inert to
most chemicals and acids; minimum tensile yield strength of 2000 psi and ultimate tensile
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strength of 2680 psi; secured with plastic bands or galvanized-steel or stainless-steel wire ties;
and supported by tubular or T-shape galvanized-steel posts spaced not more than 8 feet apart.
a. Height: 5 feet
b. Color: High-visibility orange, nonfading.
Add Subsection 212.061 immediately following Subsection 212.06
212.061 Tree Retention and Protection
A. SUBMITTALS
1) Samples for Verification: For each type of the following:
a. Protection-Zone Fencing: Assembled Samples of manufacturer's standard size made
from full-size components.
REVISION OF SECTION 212
TREE RETENTION AND PROTECTION
2) Existing Conditions: Documentation of existing trees and plantings indicated to remain,
which establishes preconstruction conditions that might be misconstrued as damage caused by
construction activities.
a. Use sufficiently detailed photographs or videotape.
b. Include plans and notations to indicate specific wounds and damage conditions of each
tree or other plants designated to remain.
B. QUALITY ASSURANCE
1) Preinstallation Conference: Conduct conference at Project site.
a. Review methods and procedures related to temporary tree and plant protection including,
but not limited to, the following:
1. Construction schedule. Verify availability of materials, personnel, and equipment needed
to make progress and avoid delays.
2. Enforcing requirements for protection zones.
3. Field quality control.
C. PROJECT CONDITIONS
1. The following practices are prohibited within protection zones:
a. Storage of construction materials, debris, or excavated material.
b. Parking vehicles or equipment.
c. Foot traffic.
d. Erection of sheds or structures.
e. Impoundment of water.
f. Excavation or other digging unless otherwise indicated.
g. Attachment of signs to or wrapping materials around trees or plants unless otherwise
indicated.
2. Do not direct vehicle or equipment exhaust toward protection zones.
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3. Prohibit heat sources, flames, ignition sources, and smoking within or near protection
zones and organic mulch.
D. PREPARATION
Locate and clearly identify trees, shrubs, and other vegetation to remain or to be relocated. Tie a
1-inch blue-vinyl tape around each tree trunk at 54 inches above the ground.
Protect tree root systems from damage caused by runoff or spillage of noxious materials while
mixing, placing, or storing construction materials. Protect root systems from ponding, eroding,
or excessive wetting caused by dewatering operations.
Within the drip line of any protected existing tree, there shall be no cut or fill over a four-inch
depth unless a qualified arborist or forester has evaluated and approved the disturbance.
REVISION OF SECTION 212
TREE RETENTION AND PROTECTION
Prior and during construction, barriers shall be erected around all protected existing trees with
such barriers to be of orange fencing a minimum of (5) feet in height, secured with metal T-
Posts, no closer than six (6) feet from the trunk or at the drip line, whichever is greater. There
shall be no storage or movement of equipment, material, debris or fill within the fenced tree
protection zone. Modification of protective fence locations to accommodate construction shall
be approved by the
City Forester prior to moving or erecting a protective fence. Where the drip line of trees touch or
overlap, place fence around groups of trees.
During construction there shall be no cleaning of equipment or materials or the storage and
disposal of waste material such as paints, oils, solvents, asphalt, concrete, motor oil or any other
material harmful to the life of a tree within the drip line of any protected tree or group of trees.
No damaging attachments, wires, signs or permits may be fastened to any protected tree.
The installation of utilities, irrigation lines or any underground fixture requiring excavation
deeper than six (6) inches shall be accomplished by boring under the root system of protected
existing trees at a minimum depth of twenty-four (24) inches. The auger distance is established
from the face of the tree (outer bark) and is scaled from the tree diameter at breast height as
described in the tree protection chart of the Fort Collins Land use Code Section 3.2.1.
Construction shall be performed in a manner to not damage any existing tree. Clearance pruning
of any tree on site shall only be by a Fort Collins Licensed Arborist under the direction of the
City Forester.
Equipment access/drives shall be positioned to minimize travel over the root system of any
existing tree. Equipment drive locations over the root system of any significant tree shall be
approved by the City Forester with requirements to protect the compaction of exposed soil.
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Prior to construction the contractor shall meet the City Forester on site to verify protected
existing trees and the application of tree protection specifications.
The Contractor shall wrap protected trees with concrete blankets or equivalent treatment
whenever directed by the owner’s representative.
E. TREE- AND PLANT-PROTECTION ZONES
Protection-Zone Fencing: Install protection-zone fencing along edges of protection zones before
materials or equipment are brought on the site and construction operations begin in a manner that
will prevent people from easily entering protected. Construct fencing so as not to obstruct safe
passage or visibility at vehicle intersections where fencing is located adjacent to pedestrian
walkways or in close proximity to street intersections, drives, or other vehicular circulation.
REVISION OF SECTION 212
TREE RETENTION AND PROTECTION
Maintain protection zones free of weeds and trash.
Repair or replace trees, shrubs, and other vegetation indicated to remain or be relocated that are
damaged by construction operations, in a manner approved by Architect.
Maintain protection-zone fencing and signage in good condition as acceptable to Architect and
remove when construction operations are complete and equipment has been removed from the
site.
1) Do not remove protection-zone fencing, even temporarily, to allow deliveries or
equipment access through the protection zone.
F. EXCAVATION
General: Excavate at edge of protection zones and for trenches indicated within protection zones
according to requirements in Section 200 Earth Work.
Trenching near Trees: Where utility trenches are required within protection zones, hand
excavate under or around tree roots or tunnel under the roots by drilling, auger boring, or pipe
jacking. Do not cut main lateral tree roots or taproots; cut only smaller roots that interfere with
installation of utilities. Cut roots as required for root pruning.
Redirect roots in backfill areas where possible. If encountering large, main lateral roots, expose
roots beyond excavation limits as required to bend and redirect them without breaking. If
encountered immediately adjacent to location of new construction and redirection is not
practical, cut roots approximately 3 inches back from new construction and as required for root
pruning.
Do not allow exposed roots to dry out before placing permanent backfill. Provide temporary
earth cover or pack with peat moss and wrap with burlap. Water and maintain in a moist
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condition. Temporarily support and protect roots from damage until they are permanently
relocated and covered with soil.
G. ROOT PRUNING
Prune roots that are affected by temporary and permanent construction. Pruning roots 2” in
diameter or greater must be reviewed by City Forester prior to pruning. Prune roots as shown on
Drawings and as follows:
1. Cut roots manually by digging a trench and cutting exposed roots with sharp pruning
instruments; do not break, tear, chop, or slant the cuts. Do not use a backhoe or other equipment
that rips, tears, or pulls roots.
2. Temporarily support and protect roots from damage until they are permanently redirected
and covered with soil.
3. Cover exposed roots with burlap and water regularly.
4. Backfill as soon as possible according to requirements in Section 200 Earth Work.
REVISION OF SECTION 212
TREE RETENTION AND PROTECTION
Root Pruning at Edge of Protection Zone: Prune roots 12 inches outside of the protection zone,
by cleanly cutting all roots impacted to the depth of the required excavation.
H. CROWN PRUNING
Prune all existing trees retained on City property by cleaning and thinning the canopy. Prune
branches that are affected by temporary and permanent construction. Prune branches as shown
on the Drawings and as follows:
1. Pruning Standards: Prune trees according to the City of Fort Collins Tree Management
Standards
I. REGRADING
Lowering Grade: Where new finish grade is indicated below existing grade around trees, slope
grade beyond the protection zone. Maintain existing grades within the protection zone.
Raising Grade: Where new finish grade is indicated above existing grade around trees, slope
grade beyond the protection zone. Maintain existing grades within the protection zone.
J. REPAIR AND REPLACEMENT
General: Repair or replace trees, shrubs, and other vegetation indicated to remain or be relocated
that are damaged by construction operations, in a manner approved by Architect/Owner’s Rep.
1. Submit details of proposed root cutting and tree and shrub repairs.
2. Treat damaged trunks, limbs, and roots according to an ISA certified arborist's written
instructions.
3. Perform repairs within 24 hours.
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4. Replace vegetation that cannot be repaired and restored to full-growth status, as
determined by Landscape Architect/Owner’s Rep.
Protected trees that are damaged during construction will be appraised by a qualified arborist,
and the amount of damage appraised will be billed to the Contractor.
Trees: Remove and replace trees indicated to remain that are more than 25 percent dead or in an
unhealthy condition before the end of the corrections period or are damaged during construction
operations that Landscape Architect/Owner’s Rep determines are incapable of restoring to
normal growth pattern.
1. Provide new trees of same size and species as those being replaced for each tree that
measures 6 inches or smaller in caliper size.
K. DISPOSAL OF SURPLUS AND WASTE MATERIALS
REVISION OF SECTION 212
TREE RETENTION AND PROTECTION
Disposal: Remove excess excavated material, displaced trees, trash and debris, and legally
dispose of them off Owner's property.
Subsection 212.07 shall include the following:
Tree retention and protection will not be measured, but will be paid for on a lump sum basis. The
lump sum price bid will be full compensation for all work required to complete the item,
including installation and maintenance of protection-zone fencing.
Subsection 212.08 shall include the following:
Payment will be incidental to the project.
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REVISION OF SECTION 214
PLANTINGS
SECTION 02930 – EXTERIOR PLANTS PART 1 – GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.
1.2 SUMMARY
A. Section Includes
1. Trees.
2. Shrubs.
3. Ornamental Grass.
4. Perennials.
5. Tree stabilization (tree staking).
6. Organic mulch.
7. In-organic (Rock) mulch.
8. Weed barrier.
9. Planting Mix – topsoil/organic amendment/onsite soils.
10. Landscape headers (steel edging).
11. Warranty.
12. Maintenance. B. Related Sections
1. Division 2 Section “Irrigation System”.
1.3 UNIT PRICES
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A. Work of this Section is affected by Unit Prices specified in Division 1 Section "Unit
Prices."
1. Unit prices apply to authorized work covered by quantity allowances.
2. Unit prices apply to additions to and deletions from Work as authorized by Change
Orders.
1.4 DEFINITIONS
A. Backfill: The earth used to replace or the act of replacing earth in an excavation.
B. Balled and Burlapped Stock: Exterior plants dug with firm, natural balls of earth in which
they are grown, with ball size not less than diameter and depth recommended by ANSI Z60.1 for
type and size of tree or shrub required; wrapped, tied, rigidly supported, and drum laced as
recommended by ANSI Z60.1.
REVISION OF SECTION 214
PLANTINGS
C. Balled and Potted Stock: Exterior plants dug with firm, natural balls of earth in which
they are grown and placed, unbroken, in a container. Ball size is not less than diameter and depth
recommended by ANSI Z60.1 for type and size of exterior plant required.
D. Clump: Where three (3) or more young trees were planted in a group and have grown
together as a single tree having three (3) or more main stems or trunks.
E. Container-Grown Stock: Healthy, vigorous, well-rooted exterior plants grown in a
container with well-established root system reaching sides of container and maintaining a firm
ball when removed from container. Container shall be rigid enough to hold ball shape and protect
root mass during shipping and be sized according to ANSI Z60.1 for type and size of exterior
plant
required.
F. Finish Grade: Elevation of finished surface of planting soil.
G. Multi-Stem: Where three or more main stems arise from the ground from a single root
crown or at a point right above the root crown. Sub-grade: Surface or elevation of subsoil
remaining after completing excavation, or top surface of a fill or backfill, before placing planting
soil.
H. Sub-soil: All soil beneath the topsoil layer of the soil profile, and typified by the lack of
organic matter and soil organisms.
1.5 SUBMITTALS
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A. Product Data: For each type of product indicated. B. Samples for verification: for each of
the following:
1. Minimum 1 lb. of in-organic (rock) mulch for each type, color and texture of stone
required, in labeled plastic bags. Provide name of Supplier and product name.
2. Samples of proposed organic mulch type NOT required. Material specified shall be
provided by the City of Fort Collins Forestry Division. See 2.06 Mulches, this section for
additional information.
3. Imported Topsoil (for planting pits): Submit sample in a plastic baggie. Provide product
type, supplier and phone number. Product delivered to site shall match the submitted sample.
Submit delivery receipts to Owner's Representative for review.
4. Annual Planting Bed & Planter Pot Soil Mix: Submit sample in a plastic baggie. Provide
product type, supplier and phone number. Product delivered to site shall match the submitted
sample. Submit delivery receipts to Owner's Representative for review.
REVISION OF SECTION 214
PLANTINGS
5. Organic Amendment: Submit sample in a plastic baggie. Product delivered to site shall
match the submitted sample. Submit organic amendment delivery receipts to Owner's
Representative for review.
6. Organic Amendment Analysis: Submit copies of amendment analysis from qualified soil
testing laboratory.
7. Weed barrier: Submit brand name and model number/name of proposed weed barrier to
be used.
8. Tree Stakes, Webbing and Rubber Protective Cap: Submit sample of each.
C. Product Certificates: For each type of manufactured product, from Manufacturer, and
complying with the following:
1. Manufacturer's certified analysis for standard products.
2. Analysis of other materials by a recognized laboratory made according to methods
established by the Association of Official Analytical Chemists, where applicable.
D. Planting Schedule: Indicating anticipated planting dates for exterior plants. E.
Warranty: Sample of warranty.
1.6 QUALITY ASSURANCE
A. Installer Qualifications: A qualified landscape installer whose work has resulted in
successful establishment of exterior plants.
1. Installer's Field Supervision: Require Installer to maintain an experienced full-time
supervisor on Project site when planting is in progress.
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B. Topsoil Analysis: Furnish soil analysis by a qualified soil-testing laboratory stating
percentages of organic matter; gradation of sand, silt, and clay content; cation exchange capacity;
sodium absorption ratio; deleterious material; pH; and mineral and plant-nutrient content of
topsoil.
C. Provide quality, size, genus, species, and variety of exterior plants indicated, complying
with applicable requirements in ANSI Z60.1, "American Standard for Nursery Stock."
D. Tree and Shrub Measurements: Measure according to ANSI Z60.1 with branches and
trunks or canes in their normal position. Do not prune to obtain required sizes. Take caliper
measurements
6 inches above the ground for trees up to four-inch (4”) caliper size, and twelve inches (12”)
above the ground for larger sizes. Measure main body of tree or shrub for height and spread; do
not measure branches or roots tip-to-tip.
REVISION OF SECTION 214
PLANTINGS
E. Observation: The City of Fort Collins’ Forestry Department Representative will observe
trees and shrubs either at place of growth or at site before planting for compliance with
requirements for genus, species, variety, size, and quality. Representative retains right to observe
trees and shrubs further for size and condition of balls and root systems, insects, injuries, and
latent defects and to reject unsatisfactory or defective material at any time during progress of
work. Remove rejected trees or shrubs immediately from Project site.
1. Notify Forestry Department Representative of sources of planting materials seven (7)
days in advance of delivery to site.
1.7 DELIVERY, STORAGE AND HANDLING
A. Do not prune trees and shrubs before delivery except as approved by the Forestry
Department’s Representative. Protect bark, branches, and root systems from sun scald, drying,
sweating, whipping, and other handling and tying damage. Do not bend or bind-tie trees or
shrubs in such a manner as to destroy their natural shape. Provide protective covering of exterior
plants during delivery. Do not drop exterior plants during delivery and handling.
B. Handle planting stock by root ball.
C. Deliver exterior plants after preparations for planting have been completed and install
immediately. If planting is delayed more than six hours after delivery, set exterior plants and
trees in shade, protect from weather and mechanical damage, and keep roots moist.
1. Set balled stock on ground and cover ball with soil, peat moss, sawdust, or other
acceptable material.
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2. Do not remove container-grown stock from containers before time of planting.
3. Water root systems of exterior plants stored on-site with a fine-mist spray. Water as often
as necessary to maintain root systems in a moist condition.
1.8 PRODUCT CONDITIONS
A. Weather Limitations: Proceed with planting only when existing and forecasted weather
conditions permit planting to be performed according to manufacturer's written instructions and
warranty requirements.
B. Coordination with native seeding operations: Plant trees and shrubs after finish grades are
established and before native seeding unless otherwise acceptable to Owner’s Representative.
REVISION OF SECTION 214
PLANTINGS
1. When planting trees and shrubs after native seeding has been completed, protect areas
and promptly repair damage caused by planting operations.
1.9 INSPECTIONS
A. Site inspection:
1. Contractor will inspect existing site conditions and note irregularities affecting the work
of this section. Verify that grading operations have been satisfactorily completed and that topsoil
of adequate quantity and quality has been placed in areas as specified. Verify that the areas to be
re-vegetated are protected from concentrated runoff and sediment from adjacent areas. Note
previous treatments to the areas such as temporary seeding or mulching and discuss with the
Owner's Representative how these treatments will affect permanent re- vegetation. Report
irregularities affecting work of this section to the Owner’s Representative before initiating work.
When the Contractor begins work under this section, it implies acceptance of existing conditions.
2. Contractor shall notify Owner's Representative prior to start of work.
B. Pre-planting Inspections:
1. Plant material shall be inspected by an Owner's Representative before planting.
Inspection of materials may be sequenced by major planting areas to accommodate efficient
planting operations. Plants for inspection must be in a single location preferably on the project
site. Rejected materials must be removed from the site, replaced and reinspected before planting.
If the supplier is a local nursery, tagged plants may be inspected at the nursery. Photographs of
the plant materials to be obtained from nonlocal sources may be submitted to the Owner's
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Representative for preliminary inspection. This preliminary inspection is subject to final
approval of plants at the job site. The Owner’s Representative reserves the right to reject plant
material at any stage of construction or warranty period.
2. Soil amendments, backfill mixes and mulches will be inspected at the site by the Owner's
Representative before they are used in planting operations. Obtain Owner's Representatives
review of staked locations of trees before digging for those plants occurs. Obtain Owner's
Representatives review of the location of shrubs in their containers at the proposed locations
before digging commences. Contact Owner's
3. Representative at least two (2) days in advance. C. Substantial Completion Inspection:
1. As soon as all planting is completed, a review and preliminary inspection to determine
the condition of the vegetation will be held by the Owner's Representatives upon request by the
Contractor.
2. The inspection will occur only after the following conditions have been met:
REVISION OF SECTION 214
PLANTINGS
a. Landscape areas will be free of weeds and neatly cultivated;
b. Plant basins shall be in good repair;
c. Irrigation systems shall be fully operational with heads properly adjusted;
d. Debris and litter shall be cleaned up and walkways and curbs shall be cleaned of soil and
debris left from planting operations.
3. If, after the inspection, the Owner's Representative is of the opinion that the work has
been performed as per the Contract Documents, and that the vegetation is in satisfactory growing
condition, he will give the Contractor Written Notice of Acceptance and the Warranty period
shall begin.
4. Work requiring corrective action in the judgment of the Owner's Representative shall be
performed within the first ten (10) days of the warranty period. Any work not performed within
this time will require an equivalent extension of the warranty period. Corrective work and
materials replacement shall be in accordance with the Contract Documents, and shall be made by
the Contractor at no cost to the Owner.
5. On occasion, cold weather may preclude the opportunity to replace dead plants, or the
contractor may request replacement to be delayed to the following spring. The Owner's
Representative may grant this extension. In the event an extension is granted, the replacement
plants shall be installed no later than May 15th, and the warranty shall be extended to November
15th of the same year (one (1) growing season).
6. Final approval and Substantial Completion notice will be given when all deficiencies are
corrected.
1.10 WARRANTY
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A. Warranty: Installer's standard form in which Installer agrees to repair or replace plantings
and accessories that fail in materials, workmanship, or growth within specified warranty period.
1. Failures include, but are not limited to, the following:
a. Death and unsatisfactory growth, except for defects resulting from lack of adequate
maintenance, neglect, abuse by Owner, or incidents that are beyond Contractor's control.
b. Structural failures including plantings falling or blowing over. c. Faulty operation of
tree stabilization.
d. Deterioration of metals, metal finishes, and other materials beyond normal weathering.
2. Warranty Periods from Date of Substantial Completion:
a. Trees, Shrubs and Ornamental Grasses: Two (2) years.
3. Include the following remedial actions as a minimum:
REVISION OF SECTION 214
PLANTINGS
a. Remove dead exterior plants immediately. Replace immediately unless required to plant
in the succeeding planting season.
b. Replace exterior plants that are more than twenty-five percent (25%) dead or in an
unhealthy condition at end of warranty period.
c. Provide extended warranty for replaced plant materials; warranty period equal to original
warranty period.
1.11 MAINTENANCE SERVICE
A. Maintenance Service for Plant Material:
1. Provide full maintenance by skilled employees of landscape Installer from initial
installation for two full growing seasons. Maintenance will include mowing, trimming, weeding,
mulch replacement and irrigating, including winterization and spring startup. This will be paid as
“Landscape Maintenance” under CDOT section 214.04 and 214.05 Installation contractor will
held to the provisions described in 1.10 Warranty above.
PART 2 – PRODUCTS
2.1 TREE AND SHRUB MATERIAL
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A. General: Furnish nursery-grown trees and shrubs complying with ANSI Z60.1, with
healthy root systems developed by transplanting or root pruning. Provide well-shaped, fully
branched,
healthy, vigorous stock free of disease, insects, eggs, larvae, and defects such as knots, sun scald,
injuries, abrasions, and disfigurement.
B. Provide trees and shrubs of sizes, grades, and ball or container sizes complying with
ANSI Z60.1 for types and form of trees and shrubs required. Trees and shrubs of a larger size
may be used if acceptable to Owners Representative, with a proportionate increase in size of
roots or balls.
C. Root-Ball Depth: Furnish trees and shrubs with root balls measured from top of root ball,
which shall begin at root flare according to ANSI Z60.1
2.2 STREET AND ORNAMENTAL TREES
A. Street Trees: Single-stem trees with straight trunk, well-balanced crown, and intact
leader, of height and caliper indicated, complying with ANSI Z60.1 for type of trees required.
REVISION OF SECTION 214
PLANTINGS
1. Provide balled and burlapped, spaded trees as specified on the Plant List on the
Drawings. B. Ornamental Trees: Branched or pruned naturally according to species and type,
with relationship of caliper, height, and branching according to ANSI Z60.1; stem form as
follows:
1. Stem Form: Single trunk or Multi-trunk clump, see Plant List on the Drawings.
2. Provide balled and burlapped, container-grown, spaded trees as specified on the Plant
List on the Drawings.
2.3 DECIDUOUS SHRUBS
A. Form and Size: Shrubs with not less than the minimum number of canes required by and
measured according to ANSI Z60.1 for type, shape, and height of shrub.
1. Provide container-grown shrubs.
2.4 ORNAMENTAL GRASSES
A. Provide healthy, disease-free plants of species and variety shown or listed, with well-
established root systems reaching to sides of the container to maintain a firm ball, but not with
excessive root growth encircling the container. Provide only plants that are acclimated to outdoor
conditions before delivery.
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B. Plants: Provide healthy, field-grown plants from a commercial nursery, of species and
variety shown or listed, complying with requirements in ANSI Z60.1.
1. Size of plants/containers as specified on the Plant List located on the Drawings.
2.5 PLANTING MIX
A. Topsoil: ASTM D 5268, pH range of 5.5 to 7, a minimum of four percent (4%) organic
material content; free of stones one inch (1”) or larger in any dimension and other extraneous
materials harmful to plant growth. Submit a minimum of two (2) samples of soil to the Colorado
State University Soil Testing laboratory for analysis and fertilizer recommendations. Samples
shall be taken from widely varying sections of the site.
1. Supplement with imported or manufactured topsoil from off-site sources when quantities
are insufficient. Obtain topsoil displaced from naturally well-drained construction or mining sites
where topsoil occurs at least four inches (4”) deep; do not obtain from agricultural land, bogs or
marshes.
2. Topsoil shall be incidental to the installation of the plant material.
B. Organic Soil Amendment (Compost):
REVISION OF SECTION 214
PLANTINGS
1. Organic Amendment shall be Class 1, meeting the specifications and guidelines
established by the Rocky Mountain Organics Council.
C. Planting Pit Backfill Soil Mix: Two (2) parts on-site soil, one (1) part imported topsoil /
organic soil amendment.
2.6 MULCHES
A. Organic Mulch: Free from deleterious materials and suitable as a top dressing of trees and
shrubs, consisting of the following:
1. Ground or shredded – no weed barrier required.
a. Organic mulch material to be provided by the City of Fort Collins Forestry Division,
located at Parks Maintenance Shop, 413 S. Bryan Avenue (near the City Park Golf Course), Fort
Collins, 80521. Contact the City Forester (Tim Buchanan) at
970.221.6361, to schedule material pickup. City will load the material into the Contractors
vehicle for transport to the site. Contractor’s itemized pricing to include Contractor pickup at the
above address, hauling material to the site and installation only.
B. In-organic (Rock) Mulch: Hard, durable stone, washed free of loam, sand, clay, and other
foreign substances, of following type, size range, and color (weed barrier required):
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1. Rounded river rock .
2. Size Range Mix: 70% - 3/4” (minimum) to 1-1/2”, and 30% - 3” (minimum) to 6”
3. Color: Tan-beige color range. (No pinks, blacks, reds or whites).
2.7 WEED CONTROL BARRIERS
A. Mirafi 140, Typar 3341, or Polyspun 300 or approved equivalent.
2.8 TREE STABILIZATION MATERIALS
A. Tree Stakes – Eight foot (8’) long, metal ‘t’ stakes with Rubber End Protectors. B. Guy
Anchors – N/A.
C. Guying and Staking Cord - 14AWG wire with 1/2" X 12" PVC sleeves. D. Webbing: 2"
nylon webbing. Hose is not permitted.
2.9 LANDSCAPE HEADERS
A. Steel Edger: Standard commercial-steel header, rolled edge, fabricated in sections of
standard lengths, with loops stamped from or welded to face of sections to receive stakes.
1. Manufacturers: Ryerson or approved substitute.
REVISION OF SECTION 214
PLANTINGS
2. Size: 1/8 inch wide by 4 inches deep.
3. Stakes: Tapered steel, a minimum of twelve inches (12”).
4. Accessories: Standard tapered ends, corners, and splicers.
5. Finish: Standard green paint.
2.10 MISCELLANEOUS PRODUCTS
A. Trunk-Wrap Tape: Two (2) layers of crinkled paper cemented together with bituminous
material,
4-inch wide minimum, with stretch factor of thirty-three percent (33%).
PART 3 – EXECUTION
3.1 EXAMINATION
A. Examine areas to receive exterior plants for compliance with requirements and conditions
affecting installation and performance.
B. Proceed with installation only after unsatisfactory conditions have been corrected.
3.2 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities, and lawns and
existing exterior plants from damage caused by planting operations.
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B. Provide erosion-control measures to prevent erosion or displacement of soils and
discharge of soil-bearing water runoff or airborne dust to adjacent properties and walkways.
C. Lay out exterior plants at locations directed by Owner’s Representative. Stake locations
of individual trees and shrubs and outline areas for multiple plantings.
D. Trunk Wrapping: Inspect tree trunks for injury, improper pruning, and insect infestation;
take corrective measures required before wrapping. Wrap all deciduous single trunk trees with
trunk- wrap tape. Start at base of trunk and spiral cover trunk to height of first branches. Overlap
wrap, exposing half the width, and securely attach without causing girdling.
3.3 PLANTING BED ESTABLISHMENT
A. Loosen subgrade of planting beds to the depths detailed on the Drawings. Remove stones
larger than two (2) inches in any dimension and sticks, dirt clods, roots, rubbish, and other
extraneous matter and legally dispose of them off Owner's property.
REVISION OF SECTION 214
PLANTINGS
1. Spread topsoil / backfill mix and thoroughly blend planting soil mix.
B. Finish Grading: Grade planting beds to a smooth, uniform surface plane with loose,
uniformly fine texture. Roll and rake, remove ridges, and fill depressions to meet finish grades.
C. Before planting, restore planting beds if eroded or otherwise disturbed after finish
grading.
3.4 EXCAVATION FOR TREES AND SHRUBS
A. Pits and Trenches: Excavate circular pits with sides sloped inward. Trim base leaving
center area, raised slightly to support root ball and assist in drainage. Do not further disturb base.
Scarify sides of plant pit smeared or smoothed during excavation.
1. Excavate approximately two (2) times as wide as ball diameter for balled and burlapped
stock.
B. Sub-soil removed from excavations may be used as backfill.
C. Obstructions: Notify Owner’s Representative if unexpected rock or obstructions
detrimental to trees or shrubs are encountered in excavations.
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D. Drainage: Notify Owner’s Representative if subsoil conditions evidence unexpected
water seepage or retention in tree or shrub pits.
1. Fill excavations with water and allow to percolate away before positioning trees and
shrubs.
3.5 TREE AND SHRUB PLANTING
A. Before planting, verify that root flare is visible at top of root ball according to ANSI
Z60.1.
B. Set balled and burlapped stock plumb and in center of pit or trench with top of root ball
two inches (2”) adjacent finish grades.
1. Remove burlap from tops of root balls and partially from sides, but do not remove from
under root balls. Remove upper half of wire basket. Remove pallets, if any, before setting. Do
not use planting stock if root ball is cracked or broken before or during planting operation.
2. Place planting soil mix around root ball in layers, tamping to settle mix and eliminate
voids and air pockets. When pit is approximately one-half backfilled, water thoroughly before
placing remainder of backfill. Repeat watering until no more water is absorbed. Water again after
placing and tamping final layer of planting soil mix.
REVISION OF SECTION 214
PLANTINGS
C. Set container-grown stock plumb and in center of pit or trench with top of root ball two
inches (2”) above adjacent finish grades.
1. Carefully remove root ball from container without damaging root ball or plant.
2. Place planting soil mix around root ball in layers, tamping to settle mix and eliminate
voids and air pockets. When pit is approximately one-half backfilled, water thoroughly before
placing remainder of backfill. Repeat watering until no more water is absorbed. Water again after
placing and tamping final layer of planting soil mix.
D. Trunk Wrapping: Inspect tree trunks for injury, improper pruning, and insect infestation;
take corrective measures required before wrapping. Wrap trees of two-inch (2”) caliper and
larger with trunk-wrap tape in the Fall of 2012. Start at base of trunk and spiral cover trunk to
height of first branches. Overlap wrap, exposing half the width, and securely attach without
causing girdling.
3.6 TREE AND SHRUB PLANTING
A. Remove only dead, dying, or broken branches. Do not prune for shape.
3.7 PLANTING PLAN
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A. Planting Beds Staking - Prior to planting, stake, flag, or paint proposed beds scaling off
the plans to determine bed configuration and size. Contact the Owner's Representative for review
of extent and configuration.
B. Prepare soil as per Section 3.3 under Planting Bed Establishment.
C. Layout all planting pots prior to planting. Space plants equally within beds to ensure a
uniform appearance. Remove all pots prior to planting including peat pots.
D. Plant all plant material so that the plants are flush with finish grade (top of mulch) when
complete. This will require slightly mounding each plant. Lightly compact soil around base of
plant to ensure adequate root/ soil contact. Do not vigorously compact.
E. Re-establish fine grade by hand raking or smoothing grade by hand prior to placing
mulch.
F. Apply specified mulch taking care not to damage plants. Clear excess mulch from plant
foliage.
3.8 HEADER INSTALLATION
REVISION OF SECTION 214
PLANTINGS
A. Steel Header: Install by laying out beds scaled from the Drawings. Stake, flag, or paint
proposed beds prior to installation of header and obtain review of Owner's Representative of
layout prior to installation. Install header plumb with grade and stake at minimum ten (10) foot
intervals.
Establish top of header one inch (1") above finish grade in turf areas. Install using straight lines
or long smooth curves. Provide v-shaped drainage openings two inches (2”) wide and one inch
(1”) depth at low points in the bed, at outlet point for drainage appurtenances such as
downspouts including overflow drains and at ten (10) foot intervals maximum. Do not install
steel header around mulch rings in lawn areas.
3.9 PLANTING BED MULCHING
A. Install weed-control barriers before in-organic (rock) mulching (not required in organic
mulch areas) according to Manufacturer's written instructions. Completely cover area to be
mulched (or as described on the Drawings) overlapping edges a minimum of twelve inches
(12”).
1. Material and Seam Treatment: Non-woven fabric with seams pinned.
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B. Mulch backfilled surfaces of planting beds and other areas indicated. Provide mulch ring
around trees in lawn areas.
1. Organic Mulch: Apply three-inch (3”) average thickness of organic mulch, and finish
level with adjacent finish grades. Do not place mulch against plant stems. Install organic mulch
in all ornamental grass areas or as indicated on the Drawings. Landscape fabric is not required in
organic mulch areas.
2. In-organic (Rock) Mulch: Apply three-inch (3”) compacted average thickness of rock
mulch, and finish level with adjacent finish grades. Do not place mulch against plant stems.
Install rock mulch in areas in all deciduous shrub areas. Landscape fabric is required in all in-
organic mulch areas.
3. Tree Rings: Apply three-inch (3”) average thickness of organic mulch, a minimum of 48”
in diameter, and finish level with adjacent finish grades. Do not place mulch against plant stems.
Landscape fabric is not required within tree ring areas.
REVISION OF SECTION 214
PLANTINGS
Section 214 of the Standard Specifications is hereby revised for this project as follows:
In subsection 214.01, include the following:
In addition to the sod, the landscaping along the Maple Hill frontage adjacent to Turnberry Road
shall include the following:
Street Trees (Skyline Honeylocust, 2” Cal.) 10 EA
Street Trees (Kentucky Coffee Tree, 2” Cal.) 20 EA
Street Trees (Bur Oak, 2” Cal.) 13 EA
Street Trees (Chinkapin, Oak, 2” Cal.) 5 EA
Street Trees (Western Catalpa, 2” Cal.) 11 EA
The Palmore Ash and Patmore Ash originally shown on the landscape plans for Maple Hill have
been substituted with Skyline Honeylocust, Kentucky Coffee Tree, Bur Oak, and Chinkapin Oak.
The landscaping adjacent to the pedestrian underpass shall include the following:
Street Trees (Redmond Linden, 2” Cal.) 6 EA
Street Trees (Bur Oak, 2” Cal.) 3 EA
Shrubs (5 Gallons)
Buffalo Juniper 75 EA
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Bonica Rose 35 EA
Wayfaring Tree 17 EA
Nannyberry 3 EA
Golden Currant 9 EA
Russian Sage 10 EA
Ornamental Grasses (1 Gallon)
Karl Foerster Feather Reed Grass 55 EA
Perennials (1 Gallon)
Daylilly 23 EA
All remaining trees, shrubs, perennials, and ornamental grasses will be located on the west side
of Turnberry Road between Country Club Road and Richards Lake Road.
Please reference the project bid tab, planset, and other sections of the project specifications for
additional information on the landscaping quantities and how they are paid.
REVISION OF SECTION 304
AGGREGATE BASE COURSE
Section 304 of the Standard Specifications is hereby revised for this project as follows:
Subsection 304.02 shall include the following:
Materials for the base course shall be Aggregate Base Course (Class 5 or 6) as shown in
subsection 703.03
The aggregate base course (Class 5 or 6) must meet the gradation requirements and have a
resilient modulus of at least 32,883 psi or a resistance value, R 78 when tested by the Hveem
Stabilometer method.
Subsection 304.04 shall include the following:
Any excavation and fill required to place the aggregate base course and the preparation of the
subgrade will not be measure and paid for separately, but shall be included in the work. Any
access excavated material not used on site shall become the property of the Contractor and shall
be disposed of outside the project site.
Shouldering shall include excavation and installation of 4” of ABC (Class 5 or 6) along the edge
of asphalt south of Country Club Road along both sides of Turnberry Road.
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Subsection 304.08 shall include the following:
Payment will be made under:
Pay Item Pay Unit
Aggregate Base Course (Class 5 or 6) Ton
Shouldering (Class 5 or 6) (4” Depth) Ton
Work shall include all material, equipment, labor, and disposal of any access excavated
materials, including hauling, to complete the work.
REVISION OF SECTION 403
HOT MIX ASPHALT
Section 403 of the Standard Specifications is hereby revised for this project as follows:
Subsection 403.02 shall include the following:
The design mix for hot mix asphalt shall conform to the following:
TABLE 403-1
Property Test
Method
Value For Grading
S(100) SG(100)
Air Voids, percent at:
N (initial) [for information only]
N (design)
CPL 5115
>11.0
3.5 – 4.5
>11.0
3.5 – 4.5
Lab Compaction (Revolutions):
N (initial) [for information only]
N (design)
CPL 5115
8
100
8
100
Stability, minimum CPL 5106 30 30
Minimum % of the aggregate retained
on the 4.75 mm (No. 4) sieve having at
least 2 mechanically induced fractured
faces
CP 45 90 80
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Accelerated Moisture Susceptibility
Tensile Strength Ratio (Lottman),
minimum
CPL 5109
Method B
80
80
Minimum Dry Split Tensile Strength,
kPa (psi)
CPL 5109
Method B 205 (30) 205 (30)
Grade of Asphalt Cement, Top Layer PG 64-28
Grade of Asphalt Cement, Layers below
Top PG 58-28 PG 58-28
Voids in the Mineral Aggregate (VMA)
% minimum CP 48
See Table
403-2
See Table
403-2
Voids Filled with Asphalt (VFA), % AI MS-2 65-75 65-75
Dust to Asphalt Ratio
Fine Gradation
Coarse Gradation
CP 50
0.6 - 1.2
0.8 - 1.6
0.6 - 1.2
0.8 - 1.6
Note: AI MS-2 = Asphalt Institute Manual Series 2
Note: The current version of CPL 5115 is available from the Region Materials Engineer.
Note: Mixes with gradations having less than 40% passing the 4.75 mm (No. 4) sieve shall be approached
with caution because of constructability problems.
Note: Gradations for mixes with a nominal maximum aggregate size of one-inch or larger are considered
a coarse gradation if they pass below the maximum density line at the #4 screen.
Gradations for mixes with a nominal maximum aggregate size of ¾ inch or smaller are considered a
coarse gradation if they pass below the maximum density line at the #8 screen.
REVISION OF SECTION 403
HOT MIX ASPHALT
All mix designs shall be run with a gyratory compaction angle of 1.25 degrees and properties must satisfy
Table 403-1. Form 43 will establish construction targets for Asphalt Cement and all mix properties at Air
Voids up to 1.0 percent below the mix design optimum
TABLE 403-2
Minimum Voids in the Mineral Aggregate (VMA)
Nominal
Maximum Size*,
mm (inches)
***Design Air Voids **
3.5% 4.0% 4.5%
37.5 (1½) 11.5 12.0 12.5
25.0 (1) 12.5 13.0 13.5
19.0 (¾) 13.5 14.0 14.5
12.5 (½) 14.5 15.0 15.5
9.5 (⅜) 15.5 16.0 16.5
* The Nominal Maximum Size is defined as one sieve larger than the
first sieve to retain more than 10%.
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** Interpolate specified VMA values for design air voids between those
listed.
*** Air Void Criteria: A design air void range of 3.5 to 4.5% with a
target of 4.0% will be used on all mixes. The air void criteria will be
applied to the approval of the design mix.
The Contractor shall prepare a quality control plan outlining the steps taken to minimize segregation of
HMA. This plan shall be submitted to the Engineer and approved prior to beginning the paving
operations. When the Engineer determines that segregation is unacceptable, the paving shall stop and the
cause of segregation shall be corrected before paving operations will be allowed to resume.
The hot mix asphalt top layer shall not contain any reclaimed or recycled asphalt pavement.
Hot mix asphalt for patching shall conform to the gradation requirements for Hot Mix Asphalt (Grading
S) (100).
To prevent stripping, a minimum of 1 percent hydrated lime by weight of the combined aggregate shall be
added to the aggregate for all hot mix asphalt.
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REVISION OF SECTION 403
HOT MIX ASPHALT
Acceptance samples shall be taken as per CP-41.
Subsection 403.03 shall include the following:
The Contractor shall construct the work such that all roadway pavement placed prior to the time paving
operations end for the year, shall be completed to the full thickness required by the plans. The
Contractor's Progress Schedule shall show the methods to be used to comply with this requirement.
Delete subsection 403.05 and replace with the following:
403.05 The accepted quantities of hot mix asphalt will be paid for in accordance with subsection 401.22,
at the contract unit price per ton for the bituminous mixture.
Payment will be made under:
Pay Item Pay Unit
Hot Mix Asphalt (Grading SG) (100) (PG 58-28) (4”Depth) Ton
Hot Mix Asphalt (Grading S) (100) (PG 58-28) (2” Depth) Ton
Hot Mix Asphalt (Grading S) (100) (PG 64-28) (2” Depth) Ton
Aggregate, asphalt recycling agent, additives, hydrated lime, and all other work necessary to complete
each hot mix asphalt item will not be paid for separately, but shall be included in the unit price bid. When
the pay item includes the PG binder grade, the asphalt cement will not be measured and paid for
separately, but shall be included in the work. When the pay item does not include the PG binder grade,
asphalt cement will be measured and paid for in accordance with Section 411. Asphalt cement used in
Hot Mix Asphalt (Patching) will not be measured and paid for separately, but shall be included in the
work.
Excavation, preparation, and tack coat of areas to be patched will not be measured and paid for separately,
but shall be included in the work.
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REVISION OF SECTION 412
PORTLAND CEMENT CONCRETE PAVEMENT
Section 412 of the Standard Specifications is hereby revised for this project as follows:
Subsection 412.03 shall include the following:
Colored concrete paving as indicated on the plans shall be class P concrete in accordance with
Section 601.
• Concrete (7 inch): Concrete shall be Class “P” concrete. This is the bid alternate for PCC
roadway. Monolithic curb is optional and will be paid separately at the curb and gutter unit
price. The unit price shall include the entire cost of the installation. Price will include saw
cutting, furnishing and installing dowel bars and keyways; supplying, forming, placing,
finishing, and edging the concrete surface; curring and sealing materials, joint materials and
sealers.
Subsection 412.18 shall include the following:
The contractor shall cut the transverse and longitudinal joints to the width and depth required.
The cut shall be made with a power drive saw equipped with diamond blades. The residue from
sawing shall be removed from the pavement by the Contractor. The material shall be removed at
the time of the sawing operation using equipment designed for that purpose. Any damage to the
concrete pavement such as spalling or fracturing shall be repaired by the Contractor as directed
by the Engineer at no cost to the project. The joints shall be immediately flushed with water to
remove any sawing residue.
Cleaning, repairing, and proper curing of any spills, fractures, breaks, or voids in the concrete
surface of the joints shall be accomplished prior to installing the backer rod material or joint
sealant.
The backer rod shall be placed in such a manner that the grade for the proper depth of the seal
material is maintained.
Subsection 412.24(a) shall include the following:
Pay Item Pay Unit
Concrete Pavement (7 Inch) Square Yard
The price of all pay items shall be full compensation for furnishing and placing all materials
including test slabs, and demolition of test slabs, excavation, concrete, color additives, stamp
mold, forms, joint materials, reinforcement, tooling and finishing.
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REVISION OF SECTION 506
GEOGRID REINFORCEMENT FOR THE ROADWAY EMBANKMENT
Section 506 of the Standard Specifications is hereby revised for this project to include the following:
DESCRIPTION
This work consists of furnishing and installing geogrid reinforcement material, in accordance with these
specifications and in conformity with the lines and grades shown on the plans or established.
MATERIALS
Geogrid is a polymer grid structure specifically fabricated for use as a soil reinforcement.
Geogrid reinforcement material shall conform to the following:
GEOGRID
Physical Properties Unit *Characteristic Values
Roll Length m (feet)
Roll Width m (feet)
Roll Weight kg (lb)
Mass per Unit Area kg/m2
(oz/sq yd)
Grid Pitch, Transverse Direction mm (inch)
Grid Pitch, Longitudinal Direction mm (inch)
Mechanical Properties Unit Test Method *Minimum
Value
Peak Tensile Strength N/m (lb/ft) ASTM D 4595
Tensile Strength at 2% Strain,
Machine Direction N/m (lb/ft) ASTM D 4595
Tensile Strength at 2% Strain,
Cross-Machine Direction N/m (lb/ft) ASTM D 4595
Junction Efficiency percent GG2
The geogrid reinforcement shall be composed principally of polypropylene or high density polyethylene.
The geogrid reinforcement shall contain stabilizers or inhibitors to prevent degradation of properties due
to ultraviolet light exposure. The geogrid reinforcement shall be inert to all naturally occurring alkaline
and acidic soil conditions.
The manufacturer shall furnish certified test reports from an independent laboratory indicating that the
material meets the requirements of the specification.
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REVISION OF SECTION 506
GEOGRID REINFORCEMENT FOR THE ROADWAY EMBANKMENT
CONSTRUCTION REQUIREMENTS
Geogrid reinforcement shall be installed in accordance with the following:
(a)Delivery, Storage, and Handling. Upon delivery, the Contractor shall check the geogrid to assure
the proper material has been received. Special care shall be taken in the handling of geogrids
manufactured from polypropylene at temperatures at or below –18 °C (0 F).
(b)Geogrid Installation. Geogrid shall be laid at the proper elevation and alignment as shown on the
plans or as directed by the Engineer. Geogrid shall be oriented such that the roll length runs parallel
to the roadway alignment. Parallel rolls shall be overlapped 300 mm (1 foot). When a new roll is
started, a 600 mm (2 foot) overlap shall be made over the end of the previous roll. Care shall be taken
to ensure that geogrid sections do not separate at overlaps during construction. Placement of geogrid
around corners will require cutting of geogrid product and diagonal overlapping of same to ensure
that excessive buckling of grid material does not occur. Geogrid material shall be secured to the
ground surface by placement of loose fill at the corners and edges or as directed by the Engineer.
(c)Fill Placement Over Geogrid. Tracked construction equipment shall not operate directly upon the
geogrid. A minimum fill thickness of 8 inches is required prior to operation of tracked vehicles over
the geogrid. Rubber-tire equipment may pass over the geogrid at slow speeds, less than 15 km/h (10
mph), if the underlying material is capable of supporting the loads without excessive rutting or
causing damage to the mesh. Operators shall avoid sudden braking or sharp turning. Fill material
shall be back-dumped from trucks riding on top of the reinforced fill and bladed onto the geogrid in
such a manner that the fill rolls onto the grid ahead, e.g., by gradually raising dozer blade while
moving forward. Material placed over the geogrid shall be compacted in accordance with the
compaction requirements for embankment for this project or as directed. Care shall be taken to assure
the geogrid reinforcement is not damaged. Reinforced backfill shall be compacted to 95 percent of the
maximum density as determined by AASHTO T-99. The moisture content of the backfill material
prior to and during compaction shall be uniformly distributed throughout each layer and shall be
within two percent of optimum.
METHOD OF MEASUREMENT
Geogrid reinforcement will be measured in place by the square yard of surface area, completed and
accepted.
BASIS OF PAYMENT
The accepted quantities will be paid for at the contract unit price per square meter (square yard).
Payment will be made under:
Pay Item Pay Unit
Geogrid Reinforcement Square Meter Square Yard
Payment will be full compensation for all labor, materials, equipment, and other items necessary and
incidental to the completion of the work. Additional geogrid for overlaps will not be measured and paid
for, but shall be included in the work.
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REVISION OF SECTION 601
WATERPROOFING
Revision of 517.03
Waterproofing will be performed on the sides and top of the precast box culvert. Additionaly,
joint wrap will be installed on the sides and tops of all precast joints using a butyl based joint
wrap as specified in Section 601.
Revision of 517.05:
Waterproofing will be incidental to the cost of the pedestrian underpass.
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REVISION OF SECTION 601
CONCRETE PRECAST BOX CULVERT
Section 603 of the Standard Specifications is hereby revised for this project as follows:
DESCRIPTION
This work consists of designing, fabrication, and erection of precast concrete units, hereinafter
referred to as Precast Box Culvert and Precast Elements, in accordance with these specifications
and in conformity with the plan details.
MATERIALS
Concrete. Concrete shall meet the minimum requirements for Concrete Class D, Class S35, or
Class S40 in accordance with Section 601 and for Class PS in accordance with Section 618.
Reinforcing Steel. Reinforcing steel shall be deformed bars or smooth welded wire fabric in
accordance with Subsection 602, Reinforcing Steel. Deformed Welded Wire fabric maybe
supplied, at the contractor’s option, at no additional cost to the department. Galvanized Welded
Wire Fabric shall conform to AASHTO M111.
Structural Steel. Structural steel items shall conform to Section 509. Bolts shall be 7/8”F unless
shown otherwise in the plans. Bolts shall conform to Subsection 509.07. High strength bolts
shall conform to Subsection 509.08.
Prestressing Steel. Prestressing Steel shall conform to Subsection 714.01.
CONSTRUCTION
Design. Precast elements shall be designed in accordance with the following:
a. American Association of State Highway and Transportation Officials (AASHTO LRFD
Bridge Design Specifications.
b. CDOT Bridge Design Manual.
c. American Welding Society (A.W.S.)
d. Structural Welding Code – Structural Steel AWS D1.1
e. Structural Welding Code – Reinforcing Steel AWS D1.4
*A minimum of 5 years of similar welding experience is acceptable
Precast box culvert shall consist of a 4 sided box culvert with flat top and walls, a cast in place
walking surface, and cast in place end sections. Field welding of precast units shall not be
permitted.
If the Precaster elects to prestress the top slab of the culvert, work shall conform to Section 618
Prestressed Concrete. Prestressing shall be included in the work.
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REVISION OF SECTION 601
CONCRETE PRECAST BOX CULVERT
Precast elements that are designed as soil-structure systems shall provide at least two (2)
independently verified full scale load tests. This requirement will not apply to precast elements
designed as rigid frames.
Rating. A Load rating meeting the applicable requirements of the CDOT Rating Manual will be
required for the precast structure. All electronic files and hand calculations needed for each
structure rating shall be submitted with the rating package.
Shop Drawings. The Contractor shall submit three sets of shop drawings and oen set of design
computations to the engineer. Submittals shall conform to Subsection 105.02. Shop drawings
and design calculations shall be signed and sealed by a professional engineer licensed in the state
of Colorado. Shop drawings and design calculations shall be submitted to the Engineer within
10 calendar days after notice of low bidder.
Shop drawings shall include all details, dimensions, and quantities necessary to construction the
culvert, head walls wing walls, and foundations, and shall include, but not be limited to, the
following information:
a. Structure span and rise.
b. Footing details showing all concrete dimensions, elevations, and reinforcing steel
with bar size, length, and spacing’s indicated. Footing plan and section views
shall be provided. The actual soil bearing pressure shall be noted on the footing
details sheets.
c. Culvert section details.
d. Head wall design anchorage details, and computations. Head wall plan, elevation,
and section views shall be provided.
e. Prestressing submittals in accordance with Section 618.
f. Design computations for pedestals, when required.
g. Backfill limits and requirements.
h. Waterproofing requirements.
i. Handling and placement requirements.
j. Hydraulic or clearance box equivalency computations, when required.
Placement of Reinforcement. Placement of reinforcement in precast bridge units shall be in
accordance with ASTM C1504. Laps and Spacing for steel reinforcement in precast bridge units
shall be in accordance with ASTM C1504, with the exception that no welding shall be permitted.
Curing. Curing shall be in accordance with AASHTO M170.
Storage. Precast elements shall be stored in such a manner to prevent cracking or damage. Store
elements using adequate supports as appropriate. Units shall not be moved until concrete
compressive strength has reached a minimum of 2500 psi. Units shall not be stored in an
upright position unless approved by the engineer.
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REVISION OF SECTION 601
CONCRETE PRECAST BOX CULVERT
Handling. Handling devices shall be permitted in each precast element for the purpose of
handling and setting. Spreader beams may be required for lifting of precast concrete bridge
elements to preclude damage from bending or torsion forces.
Each box culvert unit shall be clearly marked by a waterproof means with the following
information:
Bridge Span X Bridge Rise
Date of Manufacture
Name or trademark of the manufacturer
ASTM Product Designation
Delivery. Precast concrete elements shall not be shipped until concrete has attained specified
design compressive strength, or as directed by the Engineer. Precast concrete elements may be
unloaded and placed on the ground at the site until installed. Store elements using timber
supports as appropriate.
Quality Control/Assurance. The Precaster shall be certified by the National Precast Concrete
Association (NPCA) and the prestressing, if used, shall be performed by a firm certified by the
Prestressed Concrete Institute (PCI). The precaster shall have a minimum of 5 years experience
in the production of 3-sided bridges or have fabricated at least 10 three-sided structures greater
of similar length to the plans, and have previous demonstrated experience in designing and
providing railroad precast components. The precaster shall maintain a permanent quality control
department and employ qualified technicians.
Qualifications, Testing and Inspection
The Precaster shall employ a Quality Control (QC) unit with an ACI certified employee. In lieu
of a QC unit the Precaster may retain the services of a CCRL certified independent inspection
and testing agency (throughout the duration of production). The test agency shall issue reports,
certified by a licensed engineer, detailing the Precaster’s setup, forming, casting and curing
operations. The agency shall provide concrete test reports showing CDOT required physical
results for plastic concrete properties, and test strength results for specified test ages.
The Owner may designate QA fabrication inspection at the fabrication site. Reports and
documentation shall be provided to the Engineer upon request.
The Precaster shall perform the following tests according to the ASTM standards as listed:
Air Content: C231 or C173
Compressive Strength: C31, C39, C192, C497
Slump: C143 or Spread Test if using SCC
Unit Weight: C138
The precaster shall provide documentation demonstrating compliance with this section if
requested by Fort Collins.
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REVISION OF SECTION 601
CONCRETE PRECAST BOX CULVERT
Fort Collins may place an inspector in the plant when the products covered in this specification
are being manufactured.
Permissible Variations. Permissible variations shall conform to ASTM C1504.
Testing/ Inspection. Testing and inspection shall conform to these specifications and ASTM
C1504; see “Physical Requirements” and “Inspection”.
Installation assistance. A representative from the manufacturer or the design engineer of record
shall be onsite during the installation or the precast bridge units.
Installation Preparation. Support areas for bridge units and headwall elements, shall be formed
to ensure correct installation of the precast bridge system.
Footings:
a. Soil sub-grade and compaction shall be performed in accordance to the
geotechnical recommendations or the precast manufacturer’s recommendations.
b. Do not over excavate foundations unless directed by the Engineer to remove
unsuitable soil.
c. A copy of the geotechnical report will be provided by the Engineer prior to the
design of the precast concrete elements. The Contractor’s Engineer shall certify
in writing that the bearing capacity meets or exceeds the footing design
requirements, prior to placement of the footings.
d. Concrete footings shall be cast in place. The size and elevation of the footings
shall meet the design of the Contractor’s Engineer but not to exceed the plan
dimensions without prior approval.
e. Footing surfaces shall be constructed in accordance with grades shown on the
plans. When tested with a 10-foot straight edge, surfaces shall not vary more than
1/4 inch in 10 feet.
Lifting. Crane lifting capacity, crane placement, and safe worksite conditions are the sole
responsibility of the Contractor. Lift anchors or holes provided for each unit shall be the only
means allowed for lifting precast elements. Elements shall only be supported or raised by
procedures listed in approved manuals, erection plans, or drawings approved by the Precaster.
Placement of Precast Units. Precast units and headwalls shall be placed as shown on approved
plans or drawings. Line and grade shall be checked as often as necessary to meet plan
requirements.
a. The contractor shall devise an erection and placement method to ensure lateral
spreading of bridge elements does not occur. The final clearance between
adjacent precast elements shall not exceed that shown on the plans.
114
REVISION OF SECTION 601
CONCRETE PRECAST BOX CULVERT
Grouting. Grout shall have a maximum aggregate size of ¼” inch. Minimum 28-day compressive
strength shall be 4500 psi. Grouting shall not be performed when temperatures are expected to
fall below 40° F for a period of 72 hours after grout placement. A heating system may be used to
keep the curing temperature above 40° if pre-approved by the Engineer.
Vibrate grout as necessary to ensure that entire key around the bridge element is completely
filled. If bridge elements have been set with temporary ties (cables, bars, etc.) grout shall attain a
minimum compressive strength of 1500 psi before ties can be removed.
Lifting and erection anchor recesses shall be filled with grout prior to backfilling.
Joints. Joints shall be constructed in accordance with ASTM C1504. Sections for flat-topped
structures shall be produced with a connection joint as show on the plans. The joint shall be
sealed with a grout that attains a minimum 3000 psi within the time period allowed.
All butt joints between structure sections shall be covered with a joint wrap conforming to
ASTM C877, Type II. Surfaces shall be free of dirt before joint material is applied. The entire
joint shall be continuously covered. Joints between structure sections and retaining walls shall
be covered with either the same wrap used between structure sections or with a non-woven
Geotextile with a minimum of 1-foot lap on each side of the joint (horizontally).
Joint wrap shall be maintained in proper location over joints, and shall not be damaged during
backfilling operations.
In addition to joints between bridge units, joints between end units and headwalls shall also be
sealed as described above. All lift holes shall be primed and covered with a 9" x 9" square of
joint wrap.
Workmanship/ Finish. Precast units shall be substantially free of fractures. Joints between
precast units shall not exceed the dimensions shown on the plans Surface defects larger than 1
sq. in. and defects deeper than 1 inch, shall be patched with durable non-shrink grout.
Rejection. Precast elements may be subject to rejection if any of the following discrepancies
exist:
Fractures or cracks passing through walls or decks, except for a single end crack that does not
exceed one half the thickness of the wall.
Defects such as segregation, voids, open texture, or heavy honeycomb indicate that concrete
proportioning, mixing, and placement did not comply with specifications.
Damaged or spalled ends, where such damage would prevent making a satisfactory joint.
Repairs. Precast elements with significant or major damage may be repaired, if pre-approved by
the Engineer. The Contractor shall submit written proposal of repair for approval, prior to
starting repair work.
115
REVISION OF SECTION 601
CONCRETE PRECAST BOX CULVERT
Excavation and Backfill. Structure excavation and backfill shall be in accordance with Section
206 and the Project Special Provisions and Standard Special Provisions.
Construction equipment weight restrictions: Operating equipment shall not exceed the design
load permitted on bridge units unless pre-approved by the Engineer.
In the immediate area of the bridge units, the following restrictions for use of heavy construction
machinery during backfilling operations apply: Construction equipment shall not cross bare
precast concrete bridge units.
Monitoring. The contractor shall measure settlements and horizontal displacement of foundation
to ensure that they are within the allowable limits as determined by the Precaster (approximately
1 inch). These measurements shall give an indication of settlements and deformations along the
length of the foundations. The first measurement row shall take place after erection of all precast
bridge system elements; a second measurement after completion of backfilling; and a third
measurement before opening the bridge to traffic. Additional measurements may be needed due
to local conditions. The maximum difference in vertical displacements 'v' should not exceed 1
inch along the length of one foundation.
METHOD OF MEASUREMENT
Concrete Precast Box Culvert will be measured as Lump Sum and included in the Lump Sum
cost for Pedestrian Underpass. Prestressing will not be measured and paid for separately but
shall be included in the work. Structure excavation and structure backfill will be measured and
paid for separately.
BASIS OF PAYMENT
The accepted quantity shall be paid for at the contract unit price for the pay unit listed below.
Pay Item Pay Unit
Pedestrain Underpass Lump Sum
Payment shall be full compensation for all work necessary to complete the item, which shall
include design, fabrication, transportation to the bridge site, compacted granular base material,
erection and precast foundation components. Structure excavation and structure backfill will be
measured and paid for in accordance with Subsection 206.
116
REVISION OF SECTION 601
EXTERNAL JOINT WRAP
Section 603 of the Standard Specifications is hereby revised for this project as follows:
Section 603.01 shall include the following
This specification covers the technical requirements for the external joint wrap of the storm
sewer when crossing over a water line. All materials used shall meet the requirements of this
specification, and all work shall be performed in accordance with the procedures provided herein
and the contract drawings.
Section 603.02 shall include the following
External joint wrap can be EZ-Wrap or an approved equal that meets the following:
BUTYL JOINT WRAP WITH PLASTIC BACKING
The joints and/or joining surfaces of the structures shall be sealed with a butyl-rubber-based tape.
The material shall be EZ-WRAP Plastic, or approved equal. The butyl component of the tape
shall consist of 50% (min.) butyl rubber, shall contain 2% or less volatile matter, and shall be
.050” thick. The backing component shall be high-density polyethylene film. A release paper
may be utilized.
For manholes, the tape width shall be 6” wide. The tape shall be overlapped at least twice its
width. The tape shall not be stretched during application. Primer and/or adhesive as
recommended by the tape supplier shall be employed for adverse, critical, or other applications.
BUTYL JOINT WRAP WITH RUBBER BACKING
The joints and/or joining surfaces of the structures shall be sealed with a butyl-rubber-based tape.
The material shall be EZ-WRAP Rubber as supplied by PRESS-SEAL GAS- KET
CORPORATION, Fort Wayne, Indiana, or approved equal. The butyl component of the tape
shall consist of 50% (min.) butyl rubber, shall contain 2% or less volatile matter, and shall be
.050” thick. The backing component shall be EPDM rubber, and shall be .045” thick. A release
paper may be utilized.
For manholes, the tape width shall be 6” wide. The tape shall be overlapped at least twice its
width. The tape shall not be stretched during application. Primer and/or adhesive as
recommended by the tape supplier shall be employed for adverse, critical, or other applications
Section 603.03 shall include the following
Testing of joints and compliance with construction requirements shall be conducted in strict
conformance with the requirements of the sealant supplier.
The joint wrap shall be installed in accordance with manufacturer’s written installation and
operation manual and approved submittals.
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REVISION OF SECTION 601
EXTERNAL JOINT WRAP
EZ-WRAP PLASTIC
HDPE Plastic
Backing
.004” Thick
Butyl Compound
Paper Release
.050” Thick
EZ-WRAP RUBBER
Release Paper
Butyl
EPDM Rubber Backing Compound
.045” Thick
.050” Thick
Step 1: Use a brush or wet cloth to thoroughly clean the outside surface at the point where the ez-
wrap is to be applied.
Step 2: With a paint brush, apply a thin even coat of ez-stik #4 primer all the way around the
pipe. Allow the primer to dry. The primer is used to ensure a clean, smooth surface for the ez-
wrap to adhere to.
Step 3: The butyl sealant side of ez-wrap is protected by white release paper. Wrap the butyl
tape (butyl side down) around the structure, removing the white release paper as you go. Press
the ez-wrap firmly against the primed pipe surface when applying.
Caution: do not stretch when applying
Step 4: overlap the tape 6 inches. Cut off excess tape with a razor knife.
Section 603.11 shall include the following:
External joint wrap of the storm sewer over the waterline crossings shall not be measured but
shall be paid for with the cost of the reinforced concrete pipe or the reinforced concrete pipe
elliptical.
118
REVISION OF SECTION 603
REINFORCED CONCRETE PIPE
Section 603 of the Standard Specifications is hereby revised for this project as follows:
Section 603.07 shall include the following:
For direct tie-ins, contractor to miter cut lateral pipe to match storm sewer main without
protrusion and grout to form smooth connection.
Section 603.09 shall include the following:
Trenches for placement of pipe within the right-of-way will be backfilled with flowfill to within
six inches below the bottom of the concrete pavement. Flowfill will not be paid for separately
but will be incidental to the installation of the pipe.
Section 603.12 shall include the following:
The following items (including equipment, labor and materials associated with each item) shall
be included with the cost of the reinforced concrete pipe: external joint seals, internal joint seals,
direct tie-ins, plug abandoned storm sewer, connection of the existing storm sewer to the
proposed storm sewer system, grouting, bedding, excavation, backfill, placing and joining
conduit and any other item (work equipment and material) necessary for a complete installation
of the reinforced concrete pipe.
Pay Item Pay Unit
__ inch Reinforced Concrete pipe LF
119
REVISION OF SECTION 608
SIDEWALKS AND BIKEWAYS
Section 608 of the Standard Specifications is hereby revised for this project as follows:
Section 608.01 shall include the following:
This work consists of the construction of the paving for concrete sidewalks, and concrete curb
ramps.
In subsection 608.02 delete the second paragraph and replace with the following:
Concrete for sidewalks, bikeways and shall be Class B, and meet the requirements in Section
601.
Subsection 608.03 shall include the following:
Finished products that do not match the approved test slab shall be removed and replaced by the
Contractor at no cost to the Owner.
Record date, location, and quantity of pour, as well as air temperature at time of pour.
Subsection 608.03(b) shall include the following:
For Surfaces Exposed to View: Form faces must be free from raised grain, tears, worn edges,
patches, dents, or other defects which would impair texture of the concrete surfaces. Minimize
number of seams in form material, and arrange seams in an orderly fashion.
To minimize potential cracking, no section of concrete shall have any angle less than 90 degrees.
After stripping of the forms, if any concrete is found to be not formed as shown on the drawings,
is out of alignment of level, or shows a defective surface, it will be considered as not conforming
with the intent of these standards and specifications, and shall be removed and replaced at the
Contractor’s expense, unless the Engineer gives permission to patch the defective area.
Delete subsection 608.03(d) and replace with the following:
Sidewalk: Concrete sidewalks trails shall be medium broom finished with joints located per
drawings.
All outside edges of the slab and all joints shall be edged with a 1/4-inch radius edging tool.
Thoroughly wash the surface with water prior to acceptance.
Surface Planeness for Concrete Paving. Unless otherwise specified, produce slabs with the
following tolerance.
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REVISION OF SECTION 608
SIDEWALKS AND BIKEWAYS
Finishes shall be true planes within 1/4-inch in 10 feet, as determined by a 10 foot straight edge
placed anywhere on the slab in any direction.
Subsection 608.03(e) shall include the following:
A. Expansion joints/construction joints/ for concrete paving:
1. Expansion joints to be spaced no greater than every 300 feet.
2. Extend joint filler the full depth of the slab. Hold back filler 1/2-inch from top of
slab.
3. Joint sealant or caulk shall match color of concrete; caulking shall not extend
above level of pavement.
B. Score Joints.
1. Construct sawcut and tooled score joints as detailed on the plans.
2. Score joints shall be ¼ of paving depth.
3. Tooled joints to have a 1/4-inch radius and shall not incorporate a trowelled edge
except where indicated on the drawings. Score joints into plastic concrete during
finishing operations.
• Yosemite Brown Concrete Bike Path (5” Fibermesh): The concrete shall be integrally
colored with the required lbs. of Davis Color “Yosemite Brown” per sack of cement. Price will
include jointing, supplying, forming, placing, finishing, and edging the concrete surface; curring
and sealing materials, joint materials and sealers.
• Concrete Curb Ramp: Price will include truncated domes, jointing, forming, placing,
finishing, and edging the concrete surface; curring and sealing materials, joint materials and
sealers.
Subsection 608.06 shall include the following:
Pay Item Pay Unit
Concrete Sidewalk (6”) SY
Concrete Access Ramp *8” w/ truncated Domes) SY
Concrete Crosspan and Apron (9”) SY
Concrete Drive (8”) SY
Yosemite Brown Concrete Bike Path (5” Fibermesh) SY
The price all pay items shall be full compensation for furnishing and placing all materials
including test slabs, and demolition of test slabs, excavation, concrete, forms, joint materials,
reinforcement, tooling and finishing. Areas requiring a thickened edge walk shall not be paid
separately but will be incidental to the work.
121
REVISION OF SECTION 608
CONCRETE CURB RAMP
Section 608 of the Standard Specifications is hereby revised for this project as follows:
Subsection 608.01 shall include the following:
This work includes the installation of detectable warnings on concrete curb ramps at the
locations shown on the plans and in accordance with the plans.
Subsection 608.02 shall include the following:
Detectable warnings on curb ramps shall be truncated domes of the dimensions shown on the
plans. Domes shall be prefabricated by the manufacturer as a pattern on cast steel pavers.
Pavers shall meet all Americans with Disabilities Act (ADA) requirements for truncated domes,
and when installed, shall be capable of producing the pattern of domes as shown on the plans.
Pavers shall meet the requirements of ASTM C 902 or ASTM C 936.
Alternate materials may be used, if pre-approved by the Engineer. The Contractor shall submit a
sample of the product, the name of the selected supplier, and documentation that the product
meets all contrast requirements and will be fully compatible with the curb ramp surface to the
Engineer for approval prior to start of work. Known vendors of alternate products include but
are not limited to the following:
Vendor Name Product Phone Numbers
TMA Construction Supply CAST in TACT Warning Panels 303-295-6050
East Jordan Iron Works, Inc. Truncated Dome Plates 800-626-4653
Neenah Foundry Detectable Warning Plate 800-558-5075
The domes and the underlying surface shall have a minimum of 70% contrast with the light
reflectivity of the adjoining surface. The contrast shall be verified using the following equation:
Where = Light Reflectance Value (LRV) of the lighter area
= LRV of the darker area
Absolute black and white will not be permitted.
The contrast shall be achieved by adding pigment during the fabrication of the paver. Prior to
start of work, the Contractor shall submit appropriate documentation from the manufacturer
verifying that the contrast has been met, along with a sample paver, to the Engineer for approval.
122
REVISION OF SECTION 608
CONCRETE CURB RAMP
Bedding and joint sand shall be free of deleterious or foreign matter. The sand shall be natural or
manufactured from crushed rock. Limestone screenings or stone dust shall not be used. Sand for
bedding material shall conform to ASTM C 33. Sand that is to be placed between joints shall
conform to ASTM C 144.
Subsection 608.03 shall include the following:
(g) Detectable Warnings. Pre-fabricated pavers for detectable warnings shall be brought to
the site in steel banded, plastic banded or plastic wrapped cubes capable of being transported by
a fork lift or clamp lift. Pavers shall be carefully removed and stacked in a manner which results
in the least amount of damage. All pavers that are damaged during transport or delivery will be
rejected and shall be replaced at the Contractor’s expense. Minor cracks or chipping due to
transport and handling that do not interfere with the structural integrity of the paver or the overall
pattern of truncated domes will not be deemed as grounds for rejection.
The Contractor shall spread the bedding sand evenly in the area defined and shall screed
the sand to an appropriate embedment depth as shown on the plans or as directed by the
Engineer. Sufficient sand should be placed to stay ahead of laid pavers
Pavers shall be placed in a running bond pattern. Domes shall be aligned to create a
square grid in the predominant direction of travel as shown in the plans. Pavers shall be installed
such that the base of the truncated dome is at the same elevation as the adjoining surface,
allowing for a smooth transition between the curb ramp and the detectable warning.
When cut pavers are required to fill gaps between the pavers and the edge of concrete, the
Contractor shall bevel portions of the truncated domes at a 45-degree angle to create a smooth
transition between the partial dome and the curb ramp surface. Unless otherwise directed by the
Engineer, pavers shall be cut and installed in such a manner that the domes on the cut sections
will not significantly impact the overall pattern of the truncated domes.
The Contractor shall use a plate vibrator to embed the pavers into the sand. The size and
type of plate vibrator shall be in accordance with manufacturer’s recommendations, or as
directed by the Engineer. All pavers that are damaged during embedment shall be replaced at the
Contractor’s expense.
Joint spacing between paver units shall be in accordance with the manufacturer’s
recommendations, or as approved by the Engineer. Joints shall be filled completely with joint
sand. Excess sand shall be removed by sweeping.
(h) Alternate products. Alternate materials shall be installed in accordance with
manufacturer’s recommendations.
123
REVISION OF SECTION 608
CONCRETE CURB RAMP
The concrete surface to which alternate materials are to be applied shall be prepared in
accordance with manufacturer’s recommendations. Material requirements, color and application
shall be in accordance with manufacturer’s recommendations and as approved by the Engineer.
Subsection 608.05 shall include the following:
Detectable warnings on curb ramps, including sand, pavers, alternate materials, and all other
work and materials necessary for fabrication, transport, and installation will not be measured and
paid for separately, but shall be included in the work.
REVISION OF SECTION 609
CURB AND GUTTER
Section 609 of the Standard Specifications is hereby revised for this project as follows:
Subsection 609.02 shall be deleted in its entirety and replaced with the following:
609.02 Materials shall meet the requirements specified in the following subsections:
Joint Fillers 705.01
Bed Course Material 703.07
All concrete used for Curb and Gutter shall be Class B and meet the requirements in Section 601.
All concrete mix designs utilized shall be submitted to the City representative and approved a
minimum of one week prior to the beginning of construction.
Concrete mixes will be subject to inspection and tests as required to assure compliance with
quality requirements.
Subsection 609.06 shall include the following:
Pay Item Pay Unit
Curb and Gutter Type 2 (Section II-B) LF
The price of all pay items shall be full compensation for all excavation, concrete, forms, joint
materials, reinforcement, tooling and finishing.
124
REVISIONS TO SECTION 623
IRRIGATION
SECTION 02810 - IRRIGATION
PART 1 - GENERAL
1.1 SCOPE
Furnish all labor, materials, supplies, equipment, tools and transportation, and perform all
operations in connection with and reasonably incidental to the complete installation of the
irrigation system, and guarantee/warranty as shown on the drawings, the installation details, and
as specified herein. Items of work specifically included are:
A. Procurement of all applicable licenses, permits, and fees.
B. Coordination of Utility Locates (“Call Before You Dig”).
C. Verification of existing static pressure.
D. Connection of electrical power supply to the irrigation control system.
E. Maintenance period.
F. Sidewalk sleeving for irrigation pipe and wire.
G. Connection to existing irrigation tap and meter, backflow, and or mainline.
H. Connection to existing controller.
1.2 WORK NOT INCLUDED
Items of work specifically excluded or covered under other sections are:
A. Payment of all development, plant investment, or any other fees and permits associated with
the purchase and installation of the tap.
B. Roadway sleeving.
1.3 RELATED WORK
A. Division 2 - Site Work:
1) Section 02920 - Fine Grading and Soil Preparation.
2) Section 02931 - Seeding.
3) Section 02932 - Sodding.
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REVISIONS TO SECTION 623
IRRIGATION
4) Section 02950 - Trees, Plants and Ground Cover.
1.4 SUBMITTALS
A. Deliver four (4) copies of all required submittals to the Owners’ Representative within 15
days from the date of Notice to Proceed.
B. Materials List: Include pipe, fittings, mainline components, water emission components,
control system components. Quantities of materials need not be included.
C. Manufacturers' Data: Submit manufacturers' catalog cuts, specifications, and operating
instructions for equipment shown on the materials list.
D. Shop Drawings: Submit shop drawings called for in the installation details. Show products
required for proper installation, their relative locations, and critical dimensions. Note
modifications to the installation detail.
E. Project Record Drawings: Submit project record (as-built) drawings to Owner prior to
commencement of maintenance period (refer to specification section 3.11 for specific
requirements).
1.5 RULES AND REGULATIONS
A. Work and materials shall be in accordance with the latest edition of the National Electric
Code, the Uniform Plumbing Code as published by the Western Plumbing Officials
Association, and applicable laws and regulations of the governing authorities.
B. When the contract documents call for materials or construction of a better quality or larger
size than required by the above-mentioned rules and regulations, provide the quality and size
required by the contract documents.
C. If quantities are provided either in these specifications or on the drawings, these quantities
are provided for information only. It is the Contractor's responsibility to determine the actual
quantities of all material, equipment, and supplies required by the project and to complete an
independent estimate of quantities and wastage.
1.6 TESTING
A. Notify the Owners’ Representative three days in advance of testing.
B. Pipelines jointed with rubber gaskets or threaded connections may be subjected to a pressure
test at any time after partial completion of backfill. Pipelines jointed with solvent-welded
PVC joints shall be allowed to cure at least 24 hours before testing.
C. Subsections of mainline pipe may be tested independently, subject to the review of the
Owners’ Representative.
D. Furnish clean, clear water, pumps, labor, fittings, and equipment necessary to conduct tests or
126
REVISIONS TO SECTION 623
IRRIGATION
retests.
E. Hydrostatic Pressure Test:
1) Subject mainline pipe to a hydrostatic pressure equal to the anticipated operating
pressure of 150 PSI for two hours. Test with mainline components installed. A 2 PSI
pressure variation is allowed.
2) Backfill to prevent pipe from moving under pressure. Expose couplings and fittings.
3) Leakage will be detected by visual inspection. Replace defective pipe, fitting, joint,
valve, or appurtenance. Repeat the test until the pipe passes test.
a. Cement or caulking to seal leaks is prohibited.
F. Operational Test:
1) Activate each remote control valve in sequence from controller. The Owners’
Representative will visually observe operation, water application patterns, and leakage.
2) Replace defective remote control valve, solenoid, wiring, or appurtenance to correct
operational deficiencies.
3) Replace, adjust, or move water emission devices to correct operational or coverage
deficiencies.
4) Replace defective pipe, fitting, joint, valve, sprinkler, or appurtenance to correct
leakage problems. Cement or caulking to seal leaks is prohibited.
5) Repeat test(s) until each lateral passes all tests.
1.7 CONSTRUCTION REVIEW
The purpose of on-site reviews by the Owners’ Representative is to periodically observe the work
in progress and the Contractor's interpretation of the construction documents and to address
questions with regards to the installation.
A. Scheduled reviews such as those for irrigation system layout or testing should be scheduled
with the Owners’ Representative as required by these specifications.
B. Impromptu reviews may occur at any time during the project.
C. Final review will occur at the completion of the irrigation system installation and Record
(As-Built) Drawing submittal.
1.8 GURANTEE/ WARRANTY AND REPLACEMENT
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REVISIONS TO SECTION 623
IRRIGATION
The purpose of this guarantee/warranty is to insure that the Owner receives irrigation materials of
prime quality, installed and maintained in a thorough and careful manner.
A. For a period of two years from substantial completion, guarantee/warranty irrigation
materials, equipment, and workmanship against defects. Fill and repair depressions. Restore
landscape or structural features damaged by the settlement of irrigation trenches or
excavations. Repair damage to the premises caused by a defective item. Make repairs within
seven days of notification from the Owners’ Representative.
1) Maintenance shall include winterization for fall of 2010 and startup for spring of 2011.
B. Contract documents govern replacements identically as with new work. Make replacements
at no additional cost to the contract price.
C. Guarantee/warranty applies to originally installed materials and equipment and replacements
made during the guarantee/warranty period.
PART 2 - MATERIALS
2.1 QUALITY
Use materials which are new and without flaws or defects of any type, and which are the best of
their class and kind.
2.2 SUBSTITUTIONS
Pipe sizes referenced in the construction documents are minimum sizes, and may be increased at
the option of the Contractor.
2.3 SLEEVING
A. Install separate sleeve beneath paved areas to route each run of irrigation pipe or wiring
bundle.
B. Sleeving material beneath pedestrian pavements shall be PVC Schedule 40 pipe with solvent
welded joints.
C. Sleeving diameter: as indicated on the drawings and installation details or equal to twice that
of the pipe or wiring bundle.
2.4 PIPE AND FITTINGS
A. Mainline Pipe and Fittings:
1) Use rigid, unplasticized polyvinyl chloride (PVC) 1120, 1220 National Sanitation
Foundation (NSF) approved pipe, extruded from material meeting the requirements of
Cell Classification 12454-A or 12454-B, ASTM Standard D1784, with an integral
belled end.
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REVISIONS TO SECTION 623
IRRIGATION
2) Use Class 200, SDR-21, rated at 200 PSI, conforming to the dimensions and tolerances
established by ASTM Standard D2241. Use PVC pipe rated at higher pressures than
Class 200 in the case of small nominal diameters which are not manufactured in Class
200.
a. Use solvent weld pipe for mainline pipe with a nominal diameter less than 3-inches
or where a pipe connection occurs in a sleeve. Use Schedule 40, Type 1, PVC
solvent weld fittings conforming to ASTM Standards D2466 and D1784. Use
primer approved by the pipe manufacturer. Solvent cement to conform to ASTM
Standard D2564.
B. Lateral Pipe and Fittings:
1) Use rigid, unplasticized polyvinyl chloride (PVC) 1120, 1220 National Sanitation
Foundation (NSF) approved pipe, extruded from material meeting the requirements of
Cell Classification 12454-A or 12454-B, ASTM Standard D1784, with an integral
belled end suitable for solvent welding.
2) Use Class 200, SDR-21, rated at 200 PSI, conforming to the dimensions and tolerances
established by ASTM Standard D2241. Use PVC pipe rated at higher pressures than
Class 200 in the case of small nominal diameters which are not manufactured in Class
200.
Use UV radiation resistant Schedule 80, Type 1, PVC solvent weld fittings conforming
to ASTM Standards D2466 and D1784 for PVC pipe.
3) Use primer approved by the pipe manufacturer. Solvent cement to conform to ASTM
Standard D2564, of a type approved by the pipe manufacturer.
4) For drip irrigation laterals downstream of control valves, use UV radiation resistant
polyethylene pipe manufactured from Prime Union Carbide G-resin 7510 Natural 7
manufactured by Union Carbide or a Union Carbide Licensee with a minimum of 2%
carbon black, and minimum nominal pipe ID dimension of 0.810" for 3/4 inch pipe. of
0.613" for ½-inch pipe.
Use PVC /compression line fittings compatible with the drip lateral pipe. Use tubing
stakes to hold above-ground pipe in place.
C. Specialized Pipe and Fittings:
1) Copper pipe: Use Type "K" rigid conforming to ASTM Standard B88.
Use wrought copper or cast bronze fittings, soldered or threaded per the installation
details. Use a 95% tin and 5% antimony solder.
2) Use a dielectric union wherever a copper-based metal (copper, brass, bronze) is joined
to an iron-based metal (iron, galvanized steel, stainless steel).
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REVISIONS TO SECTION 623
IRRIGATION
3) Assemblies calling for pre-fabricated double swing joints shall utilize LASCO Unitized
swing joints or approved equal. Swing joints shall be rated at 315 psi, and use O-ring
and street elbow construction.
4) Low Density Polyethylene Hose:
a. Use pipe specifically intended for use as a flexible swing joint.
Inside diameter: 0.490+0.010 inch.
Wall thickness: 0.100+0.010 inch.
Color: Black.
b. Use spiral barb fittings supplied by the same manufacturer as the hose.
5) Assemblies calling for threaded pipe connections shall utilize PVC Schedule 80 nipples
and PVC Schedule 40 or 80 threaded fittings.
6) Joint sealant:
Use only Teflon-type tape pipe joint sealant on plastic threads. Use nonhardening,
nontoxic pipe joint sealant formulated for use on water-carrying pipes on metal
threaded connections.
2.5 MAINLINE COMPONENTS
A. Main System Shutoff Valve: As per local practice and in compliance with local code.
B. Winterization Assembly: As per local practice and in compliance with local code.
C. Backflow Prevention Assembly: As presented in the installation details.
D. Master Valve Assembly: As presented in the installation details.
E. Isolation Gate Valve Assembly: As presented in the installation details. Install a separate
valve box over a 3-inch depth of 3/4-inch gravel for each assembly.
F. Quick Coupling Valve Assembly: Double swing joint arrangement as presented in the
installation details.
G. Manual Drain Valve Assembly: As presented in installation details.
2.6 SPRINKLER AND BUBBLER IRRIGATION COMPONENTS
A. Remote Control Valve (RCV) Assembly for Sprinkler and Bubbler Laterals:
As presented in the installation details. Use wire connectors and waterproofing sealant to join
control wires to solenoid valves. Install a separate valve box over a 3-inch depth of 3/4-inch
gravel for each assembly. Adjust flow control per manufacturer’s recommendations prior to
use.
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B. Sprinkler Assembly: As presented in the drawings and installation details.
C. Bubbler Assembly: As presented in the drawings and installation details.
2.7 DRIP IRRIGATION COMPONENTS
A. Remote Control Valve (RCV) Assembly for Drip Laterals: As presented in the installation
details. Use wire connectors and waterproofing sealant to join control wires to solenoid
valves. Install a separate valve box over a 3-inch depth of 3/4-inch gravel for each
assembly. Adjust flow control per manufacturer’s recommendations prior to use.
B. Drip Emitter Assembly:
1) Barb-mounted, vortex and/or pressure compensating emitter device as presented in the
installation details. The device shall be Rain Bird Xeri-bug XB-10pc series.
2) Install emitter types and quantities on the following schedule:
a. Ground cover plant: 1 single outlet emitter each or 1 single outlet emitter per
square foot of planting area, whichever is less.
b. Shrub: 2 single outlet emitters each.
c. Tree: 4 single outlet emitters each or 1 multi-outlet emitter each (with 4 outlets
open).
3) Use 1/4-inch diameter flexible plastic tubing to direct water from emitter outlet to
emission point. Length of emitter outlet tubing shall not exceed five feet. Secure
emitter outlet tubing with tubing stakes.
C. Pots drip system Assembly: As presented in the drawings and installation details.
1) Install 6” round emitter box within pot to house union and elbow transition from poly
riser to inline drip tubing.
D. Flush Cap Assembly: as presented in the installation details. Locate at the end of each drip
irrigation lateral pipe. Install a separate valve box over a 3-inch depth of 3/4-inch gravel for
each assembly.
2.8 CONTROL SYSTEM COMPONENTS
A. Irrigation Controller Unit:
1) As presented in the drawings and installation details.
2) Primary surge protection arrestors: Per Manufacturer’s recommendations.
3) Valve output surge protection arrestors: Per Manufacturer’s recommendations.
4) Lightning protection: 8-foot copper-clad grounding rod.
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5) Wire markers: Pre-numbered or labeled with indelible non-fading ink, made of
permanent, non-fading material.
B. Instrumentation:
1) As presented in the drawings and installation details.
2) RainBird ESP-SMT compatible weather sensor with rain tipping bucket and
temperature gauge.
C. Control Wire:
1) Use American Wire Gauge (AWG) No. 14 solid copper, Type UF or PE cable, UL
approved for direct underground burial from the controller unit to each remote control
valve. Use AWG No. 12 wire for common wire.
2) Color: Use white for common ground wire. Use easily distinguished colors for other
control wires. Spare control wires shall be of a color different from that of the active
control wire. Wire color shall be continuous over its entire length.
3) Splices: Use wire connector with waterproof sealant. Wire connector to be of plastic
construction consisting of two (2) pieces, one piece which snap locks into the other. A
copper crimp sleeve to be provided with connector. Utilize DBR6-300 splices.
4) Warning tape: Inert plastic film highly resistant to alkalis, acids, or other destructive
chemical components likely to be encountered in soils. Three inches wide, colored
yellow, and imprinted with "CAUTION: BURIED ELECTRIC LINE BELOW."
D. Existing Control Wire:
1) It is assumed that existing 24 VAC control wire between existing controller and
solenoid valves is in workable condition. Any concerns are to be brought to the
attention of the Owner prior to installation of the replacement controller.
2.9 OTHER COMPONENTS
A. Tools and Spare Parts: Provide operating keys, servicing tools, test equipment, other items,
and spare parts indicated in the General Notes of the drawings.
PART 3 - EXECUTION
3.1 INSPECTIONS AND REVIEWS
A. Site Inspections:
1) Verify site conditions and note irregularities affecting work of this section. Report
irregularities to the Owners’ Representative prior to beginning work.
2) Beginning work of this section implies acceptance of existing conditions.
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3) Contractor will be held responsible for coordination between landscape and irrigation
system installation.
4) Landscape material locations shown on the Landscape Plan shall take precedence over
the irrigation system equipment locations. If irrigation equipment is installed in
conflict with the landscape material locations shown on the Landscape Plan, the
Contractor will be required to relocate the irrigation equipment, as necessary, at
Contractor’s expense.
B. Utility Locates ("Call Before You Dig"):
1) Arrange for and coordinate with local authorities the location of all underground
utilities.
2) Repair any underground utilities damaged during construction. Make repairs at no
additional cost to the contract price.
C. Irrigation System Layout Review: Irrigation system layout review will occur after the staking
has been completed. Notify the Owners’ Representative two days in advance of review.
Modifications will be identified by the Owners’ Representative at this review.
3.2 LAYOUT OF WORK
A. Stake out the irrigation system. Items staked include: sprinklers, pipe, control valves,
controllers, and isolation valves.
B. Install all mainline pipe and mainline components inside of project property lines.
3.3 EXCAVATION, TRENCHING, AND BACKFILLING
A. Excavate to permit the pipes to be laid at the intended elevations and to permit work space for
installing connections and fittings.
B. Minimum cover (distance from top of pipe or control wire to finish grade):
1) 24-inch over mainline pipe and over electrical conduit.
2) 26-inch over control wire.
3) 18-inch over lateral pipe to sprinklers and bubblers.
4) 8-inch over drip lateral pipe in turf or paved areas downstream of drip system zone
control valves.
5) 3-inch minimum mulch cover over drip lateral pipe in planting beds downstream of
drip system zone control valves. PVC UV radiation resistant lateral pipe shall be
installed directly on the soil surface under landscape fabric.
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REVISIONS TO SECTION 623
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C. Backfill only after lines have been reviewed and tested.
D. Excavated material is generally satisfactory for backfill. Backfill shall be free from rubbish,
vegetable matter, frozen materials, and stones larger than 2-inches in maximum dimension.
Remove material not suitable for backfill. Backfill placed next to pipe shall be free of sharp
objects which may damage the pipe. Stones larger than 1-inch maximum dimension are not
permitted in first (deepest) 6-inches of backfill.
E. Backfill unsleeved pipe and sleeves in either of the following manners:
1) Backfill and puddle the lower half of the trench. Allow to dry 24 hours. Backfill the
remainder of the trench in 6-inch layers. Compact to density of surrounding soil.
2) Backfill the trench by depositing the backfill material equally on both sides of the pipe
in 6-inch layers and compacting to the density of surrounding soil.
F. Backfill unsleeved pipe by depositing the backfill material equally on both sides of the pipe
in 6-inch layers and compacting each layer to 90% Standard Proctor Density, ASTM D698-
78. Conduct one compaction test for every 300 feet of trench. Costs for such testing and any
necessary retesting shall be borne by the Contractor. Use of water for compaction,
"puddling", will not be permitted.
G. Enclose pipe and wiring beneath roadways, walks, curbs, etc. in sleeves. Minimum
compaction of backfill for sleeves shall be 95% Standard Proctor Density, ASTM D698-78.
Conduct one compaction test for each sleeved crossing less than 50 feet long. Conduct two
compaction tests for each sleeved crossing greater than 50 feet long. Costs for such testing
and any necessary retesting shall be borne by the Contractor. Use of water for compaction
around sleeves, "puddling", will not be permitted.
H. Dress backfilled areas to original grade. Incorporate excess backfill into existing site grades.
I. Where utilities conflict with irrigation trenching and pipe work, contact the Owners’
Representative for trench depth adjustments.
3.4 SLEEVING AND BORING
A. Install sleeving at a depth which permits the encased pipe or wiring to remain at the specified
burial depth.
B. Extend sleeve ends six inches beyond the edge of the paved surface. Cover pipe ends and
mark with stakes. Mark concrete with a chiseled "x" at sleeve end locations.
C. Bore for sleeves under obstructions which cannot be removed. Employ equipment and
methods designed for horizontal boring.
3.5 ASSEMBLING PIPE AND FITTINGS
A. General:
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REVISIONS TO SECTION 623
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1) Keep pipe free from dirt and pipe scale. Cut pipe ends square and debur. Clean pipe
ends.
2) Keep ends of assembled pipe capped. Remove caps only when necessary to continue
assembly.
B. Mainline Pipe and Fittings:
1) Use only strap-type friction wrenches for threaded plastic pipe.
2) PVC Solvent Weld Pipe:
a. Use primer and solvent cement. Join pipe in a manner recommended by the
manufacturer and in accordance with accepted industry practices.
b. Cure for 30 minutes before handling and 24 hours before allowing water in pipe.
c. Snake pipe from side to side within the trench.
3) Fittings: The use of cross type fittings is not permitted.
C. Lateral Pipe and Fittings:
1) Use only strap-type friction wrenches for threaded plastic pipe.
2) PVC Solvent Weld Pipe:
a. Use primer and solvent cement. Join pipe in the manner recommended by the
manufacturer and in accordance with accepted industry practices.
b. Cure for 30 minutes before handling and 24 hours before allowing water in the
pipe.
c. Snake pipe from side to side within the trench.
3) UV Radiation Resistant Polyethylene Pipe:
a. Join pipe in the manner recommended by manufacturer and in accordance with
accepted industry practices.
b. Snake pipe from side to side on the soil surface, and hold in place with tubing
stakes spaced every five feet.
4) Fittings: The use of cross type fittings is not permitted.
D. Specialized Pipe and Fittings:
1) Copper Pipe:
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REVISIONS TO SECTION 623
IRRIGATION
a. Buff surfaces to be joined to a bright finish. Coat with solder flux.
b. Solder so that a continuous bead shows around the joint circumference.
2) Insert a dielectric union wherever a copper-based metal (copper, brass, bronze) and an
iron-based metal (iron, galvanized steel, stainless steel) are joined.
3) Pre-fabricated double swing joints: Install per manufacturer's recommendations.
4) Low Density Polyethylene Hose: Install per manufacturer's recommendations.
5) PVC Threaded Connections:
a. Use only factory-formed threads. Field-cut threads are not permitted.
b. Use only Teflon-type tape.
c. When connection is plastic-to-metal, the plastic component shall have male threads
and the metal component shall have female threads.
6) Make metal-to-metal, threaded connections with Teflon-type tape or pipe joint
compound applied to the male threads only.
3.6 INSTALLATION OF MAINLINE COMPONENTS
A. Main System Shut Off Valve: Install where indicated on the drawings.
B. Winterization Assembly: Install where indicated on the drawings.
C. Backflow Prevention Assembly: Install where indicated on the drawings. Install assembly so that
its elevation, orientation, access, and drainage conform to the manufacturer's recommendations
and applicable health codes.
D. Master Valve Assembly: Install where indicated on the drawings.
E. Isolation Gate Valve Assembly:
1) Install where indicated on the drawings.
2) Locate at least 12-inches from and align with adjacent walls or edges of paved areas.
F. Quick Coupling Valve Assembly: Install where indicated on the drawings.
3.7 INSTALLATION OF SPRINKLER AND BUBBLER IRRIGATION COMPONENTS
A. Remote Control Valve (RCV) Assembly for Sprinkler and Bubbler Laterals:
1) Flush mainline before installation of RCV assembly.
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REVISIONS TO SECTION 623
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2) Install where indicated on the drawings. Wire connectors and waterproof sealant shall
be used to connect control wires to remote control valve wires. Install connectors and
sealant per the manufacturer's recommendations.
3) Install only one RCV to a valve box. Locate valve box at least 12-inches from and
align with nearby walls or edges of paved areas. Group RCV assemblies together
where practical. Arrange grouped valve boxes in rectangular patterns. Allow at least
12-inches between valve boxes.
4) Adjust RCV to regulate the downstream operating pressure.
5) Attach ID tag with controller station number to control wiring.
B. Sprinkler Assembly:
1) Flush lateral pipe before installing sprinkler assembly.
2) Install per the installation details at locations shown on the drawings.
3) Locate rotary sprinklers 6-inches from adjacent walls, fences, or edges of paved areas.
4) Locate spray sprinklers 3-inches from adjacent walls, fences, or edges of paved areas.
5) Set sprinklers perpendicular to the finish grade.
6) Supply appropriate nozzle or adjust arc of coverage of each sprinkler for best
performance.
7) Adjust the radius of throw of each sprinkler for best performance.
C. Bubbler Assembly:
1) Flush lateral pipe before installing bubbler assembly.
2) Install bubbler assembly per the installation details at locations shown on the drawings.
3) Adjust the output flow of each bubbler for best performance.
3.8 INSTALLATION OF DRIP IRRIGATION COMPONENTS
A. Remote Control Valve (RCV) Assembly for Drip Laterals:
1) Flush mainline pipe before installing RCV assembly.
2) Locate as shown on the drawings. Wire connectors and waterproof sealant shall be
used to connect control wires to remote control valve wires. Connectors and sealant
shall be installed as per the manufacturer's recommendations.
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REVISIONS TO SECTION 623
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3) Install only one RCV to valve box. Locate at least 12-inches from and align with
nearby walls or edges of paved areas. Group RCV assemblies together where practical.
4) Arrange grouped valve boxes in rectangular patterns.
B. Drip Emitter Assembly:
1) Locate as shown on the drawings and installation details.
2) Flush lateral pipe before installing emitter assembly.
3) Cut emitter outlet distribution tubing square.
4) Use tools and techniques recommended by the manufacturer.
Make openings for barb-mounted emitters with the emitter manufacturer's hole-
punching tool.
C. Flush Cap Assembly: Install at the end of each drip irrigation lateral pipe as shown on the
installation details.
3.9 INSTALLATION OF CONTROL SYSTEM COMPONENTS
A. Irrigation Controller Unit:
1) The location of the controller unit as depicted on the drawings is approximate; the
Owners’ Representative will determine the exact site location upon commencement of
contract.
2) Lightning protection: Ground rods are to have a minimum diameter of 5/8” and a
minimum length of 10 feet. These are to be driven into the ground in a vertical position
or an oblique angle not to exceed 45 degrees at a location 10 feet from the electronic
equipment, the ground plate, or the wires and cables connected to said equipment, as
shown in the irrigation details. The rod is to be stamped with the UL logo. A 6 AWG
solid bare copper wire (about 12 feet long) shall be connected to the ground rod by the
installer using a Cadweld GR1161G ”One-Shot” welding kit [Paige Electric part
number 1820037.] This wire shall be connected to the electronic equipment ground lug
as shown in the detail above.
3) Install primary surge protection arrestors on incoming power lines.
4) Install one valve output surge protection arrestor on each control wire and one for the
common wire.
5) Attach wire markers to the ends of control wires inside the controller unit housing.
Label wires with the identification number (see drawings) of the remote control valve
to which the control wire is connected.
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REVISIONS TO SECTION 623
IRRIGATION
6) nstall a 120-volt, 15 amp switched and grounded 3-prong receptacle with GFIC inside
the controller unit housing.
7) Connect control wires to the corresponding controller terminal.
B. Instrumentation:
1) Install sensors per the installation details and manufacturer's recommendations. Install
at locations shown on the drawings.
2) Install electrical connections between irrigation controller and sensors per
manufacturer's recommendations.
C. Control Wire:
1) Bundle control wires where two or more are in the same trench. Bundle with pipe
wrapping tape spaced at 10-foot intervals.
2) Provide a 24-inch excess length of wire in an 8-inch diameter loop at each 90 degree
change of direction, at both ends of sleeves, and at 100-foot intervals along continuous
runs of wiring. Make wiring loop by turning control wire 5 turns around 1-inch pipe.
Coil 24-inch length of wire within each remote control valve box.
3) Install common ground wire and one control wire for each remote control valve.
Multiple valves on a single control wire are not permitted.
4) If a control wire must be spliced, make splice with wire connectors and waterproof
sealant, installed per the manufacturer's instructions. Locate splice in a valve box
which contains an irrigation valve assembly, or in a separate 6-inch round valve box.
Use same procedure for connection to valves as for in-line splices.
5) Unless noted on plans, install wire parallel with and under PVC mainline pipe. If wire
is installed adjacent to section of metal pipe, separate wire from pipe minimum of 6-
inches and install wire in PVC conduit.
6) Protect wire not installed with PVC mainline pipe with a continuous run of warning
tape placed in the backfill six inches above the wiring.
3.10 INSTALLATION OF OTHER COMPONENTS
A. Tools and Spare Parts:
1) Prior to the Pre-Maintenance Review, supply to the Owner operating keys, servicing
tools, test equipment, and any other items indicated on the drawings.
2) Prior to Final Review, supply to the Owner the spare parts indicated in the General
Notes on the drawings.
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REVISIONS TO SECTION 623
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B. Other Materials: Install other materials or equipment shown on the drawings or installation
details to be part of the irrigation system, even though such items may not have been
referenced in these specifications.
3.11 Project Record (As-Built) Drawings
A. Maintain on-site and separate from documents used for construction, one complete set of
contract documents as Project Documents. Keep documents current. Do not permanently
cover work until as-built information is recorded.
B. Record pipe and wiring network alterations. Record work which is installed differently than
shown on the construction drawings. Record accurate reference dimensions, measured from
at least two permanent reference points, of each irrigation system valve, each backflow
prevention device, each controller or control unit, each sleeve end, and other irrigation
components enclosed within a valve box.
C. Prior to Final Review, purchase from the Owners’ Representative a reproducible mylar copy
of the drawings. Using technical drafting pen, duplicate information contained on the project
drawings maintained on site. Label each sheet "Record Drawing". Completion of the
Record Drawings will be a prerequisite for the Final Review.
3.12 MAINTENANCE
A. Install Contractor shall provide maintenance up to substantial completion. Individual
property owner and or City Maintenance Company shall be responsible for maintenance
thereafter.
B. Following completion of the Contractor's maintenance period, the Owner will be responsible
for maintaining the system in working order during the remainder of the guarantee/warranty
period, for performing necessary minor maintenance, for trimming around sprinklers, for
protecting against vandalism, and for preventing damage during the landscape maintenance
operation.
3.13 CLEAN-UP
A. Upon completion of work, remove from the site all machinery, tools, excess materials, and
rubbish.
END OF SECTION
140
REVISION OF SECTION 625
CONSTRUCTION SURVEYING
Section 625 of the Standard Specifications is hereby revised for this project as follows:
Subsection 625.01 is hereby revised to include the following:
The City of Fort Collins will provide all construction survey staking for the project. City Survey
Crews will perform the surveying required for the College/Harmony Intersection Improvement
Project No STU M455-077.
The Contractor must submit a survey request form to the City Surveyors a minimum of 72 hours
prior to needing any surveying.
If the requested survey cannot be accomplished in the time frame requested by the Contractor
and it will affect the critical path on the construction schedule, the City will utilize a Contract
Surveyor at the owner’s expense.
Should a sudden change in the Contractor’s operations or schedule require the survey personnel
to work overtime, the Contractor shall pay the additional overtime expense.
The Contractor shall specify the offsets required for each survey item. This information shall be
provided at the pre-construction meeting.
All survey staking destroyed by the Contractor, vandalism or by any other reason will be
replaced at the Contractor’s expense. The Contractor’s designated representative will be
required to authorize any requested re-staking or additional services at the time the services are
completed. Services designated as extra will be billed at an hourly rate per the prevailing rate
schedule of the surveyor.
The Contractor shall be responsible for transferring the information from the construction staked
to any necessary forms and for constructing all pipelines, drainage ways, pavements, inlets,
walls, and other structures in accordance with the information on the stakes and grade sheets
supplied by the owner.
All existing survey monuments and property corner located outside of the project grading limits
as defined on the plans that are damaged or destroyed by the Contractor will be replaced at the
Contractor’s expense.
The Contractor shall have supervision, knowledge of the project requirements and proper
installation, and construction procedures, available in the field at all times that work is
progressing.
All existing survey monuments and property corners located within the project grading limits
which are intended to remain in place and intact as defined on the plans shall be protected by the
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REVISION OF SECTION 625
CONSTRUCTION SURVEYING
Contractor. Where necessary monuments, property corners, and section corners will be adjusted
or replaced by the City for this project.
1. Control
Location of horizontal and vertical control points will be provided at approximately
1000-foot intervals. Monuments will be set outside the limits of construction.
2. Easements and Right of Way
Temporary construction easements (TCE) and those portions of right of way between TCE’s will
be staked at 100 foot intervals on tangents, PCs, 50 foot intervals on curves, angle points and
corner points.
3. Excavation and Embankment
a. One set of slope stakes at 50-foot intervals (stations) on each side of the proposed road
including intersections. Staking information to include cut/fill for
• “limit of cut” or “limit of fill” location
• decision point (ditch flowline or grade break)
• edge of pavement
• roadway centerline
b. One set of shoulder and/or curb stakes at 50-foot stations on each side of the road
including intersections.
c. One set of slope or shoulder stakes for the grading of each driveway and field access.
d. Ditch grades shall be defined by the slope staking described above.
1. Storm Drainage
One set of offset stakes for each storm drain pipe and inlets.
2. Utility Crossing
One set of offset stakes for the utility conduit crossings.
3. Subgrade and Paving
a. One set of blue top subgrade stakes at 50-foot stations on tangents, PCs and PT’s after
completion of the subgrade preparation. Stakes to be set at 25-foot stations for horizontal curves
with radius less than 1,000 feet and at all vertical curves. Blue tops will be set on centerline and
the edge of pavement on both sides of the roadway. These blue tops will remain in place to be
used for the aggregate base course or paving operations.
4. Signs
One set of stakes to locate each sign.
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REVISION OF SECTION 625
CONSTRUCTION SURVEYING
5. Delineators
No survey will be provided. The Contractor shall install delineators as specified in the plans.
6. Striping
The City of Fort Collins will provide layout of all temporary pavement striping. The City of Fort
Collins will provide layout for the permenant striping.
7. Mailboxes, Newspaper Boxes and Address Posts
No survey will be provided. The Contractor shall reset all mailboxes, newspaper boxes and
address posts per agreement with the property owner and approval by the Engineer.
8. Property Corners and Section Corners
Reset property corners located along the right of way and section corners within the project
grading limits.
143
REVISION OF 627
PAVEMENT MARKING
Section 627 of the Standard Specifications is hereby revised for this project as follows:
Subsection 627.01 shall include the following:
The City of Fort Collins will furnish and install all permanent pavement markings and signing
for the project. The Contractor is required to coordinate with the City for the completion of the
work.
144
REVISION OF 630
CONSTRUCTION ZONE TRAFFIC CONTROL
Section 630 of the Standard Specifications is hereby revised for this project as follows:
Subsection 630.01 shall include the following:
The City will be responsible for furnishing and maintaining construction zone traffic control.
All requests for initial setup of the major project phases must be made 3 weeks prior to
construction commencement. The Contractor shall allow five (5) days for advanced warning
signs.
All flagger hours must be discussed and updated at the weekly progress meetings for the
following week.
All minor traffic control set ups must be made 72 hours prior to construction operations.
Increased Traffic Control costs caused by delays assessed to the Contractor will be the
responsibility of the
Contractor.
TRAFFIC CONTROL PLAN – GENERAL
Special Traffic Control Plan requirements for this project are as follows:
A. The Contractor will coordinate all construction phasing and construction traffic control
requests with the City Traffic Dept. Submittals for major project phases shall be made at least
three weeks before implementation of any element of the plan. Adjustments to the approved plan
may be required by the Owner based on actual traffic operation.
B. No work interfering with traffic flow on existing Turnberry Road shall be permitted
during the hours of 7:00 AM to 6:00 PM unless authorized in writing by the Traffic Engineer.
C. The Contractor shall maintain pedestrian and bicycle movements through the project site
and the surrounding trails. The Traffic Control plan shall address the method of handling these
movements.
D. The Contractor shall, at all times, provide for emergency vehicle access into and through
the construction site.
E. Keep traffic areas free of excavated material, construction equipment, pipe, and other
materials and equipment.
F. Keep fire hydrants and water control valves free from obstruction and available for use at
all times.
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REVISION OF 630
CONSTRUCTION ZONE TRAFFIC CONTROL
G. Conduct operations in a manner to avoid unnecessary interference with public and private
roads and drives.
H. Provide and maintain continual temporary access for residences.
I. Roadway Usage Between Operations – At all times when work is not actually in
progress, Contractor shall make passable and shall open to traffic such portions of the project and
temporary roadways or portions thereof as may be agreed upon between Contractor and Owner
and all authorities having jurisdiction over any properties involved.
J. The Contractor shall not have construction equipment or materials in the lanes open to
traffic at any time, unless directed.
K. The Contractor shall coordinate Traffic Control activities with the City of Fort Collins
Light and Power Department to assure that their work activities are coordinated with the
Contractor’s activities. At the least 48 hours notice is required.
L. The Contractor shall maintain 11’ lanes throughout the project.
M. When deemed necessary by City Traffic, the City will provide a flagger for equipment,
trucks, or other pertinent construction equipment entering or leaving the construction area into
traffic.
O. During the construction of this project:
1.) Existing two lane Turnberry Road will be maintained as a 2-way street for all traffic
between Mountain Vista Road to Richard’s Lake Road. Turnberry Road will also be required to
handle traffic between Richard’s Lake Road and Brightwater Drive for the duration of the project
except as noted below.
2.) Turnberry Road will be allowed a 45 calendar day closure between Richard’s Lake Road
and Brightwater Drive for construction the precast box culvert and realignment of Turnberry
Road. This closure will be closely monitored and subject to liquidated damages if the closure
time exceeds 45 calendar days.
3.) The existing Turnberry Road / Country Club Road intersection will maintain full access
to NB, SB, EB and WB traffic west of Turnberry Road. Flagging of the intersection will be
necessary for construction and there will be the opportunity to close the intersection for a
weekend to finish grading and bottom lift asphalt work.
4.) The existing Turnberry Road / Richard’s Lake Road intersection will maintain full access
to NB, SB, EB, and WB traffic south of Richard’s Lake Road for the duration of the project.
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REVISION OF 630
CONSTRUCTION ZONE TRAFFIC CONTROL
5.) EB/WB access to Maple Hill Drive, Waterbury Lane, Summer Park Lane, and Country
Club Road will need to be coordinated as to allow full access to Turnberry Road to all homes
east of Turnberry Road. Lengthy detours sending all local traffic to Richard’s Lake Road will
not be considered.
The Contractor shall not have construction equipment or materials in the lanes open to traffic at
any time, unless directed.
Prior to starting construction, the Contractor shall notify the City of Fort Collins Traffic Engineer
of the date the Contractor intends to start construction.
147
UTILITIES
The following Utilities are known to be within the project limits:
Utility/Agency Contact Phone
Sanitary Sewer – City of Fort Collins Roger Buffington (970) 221-6854
Water – City of Fort Collins Roger Buffington (970) 221-6854
Elco - Water Jack Warner (970) 493-2044
Storm Water – City of Fort Collins Glen Schlueter (970) 224-6065
Forester – City of Fort Collins Ralph Zentz (970) 221-6302
Electric / Lighting - City of Fort Collins Janet McTague (970) 221-6700
Telephone – Centruy Link Bill Johnson 970) 377-6401
Electric and Gas Distribution – Xcel Stephanie Rich (970) 225-7828
High Pressure Gas – Xcel Matthew Griego (303) 571-3220
Cable – Comcast Don Kapperman (970) 567-0245
Level 3 Rick Miller (720) 888-7568
Traffic Operations – City of Fort Collins Joe Olson (970) 224-6062
The work described in these plans and specifications will require full coordination between the Contractor
and the Utility Companies, in accordance with Subsection 105.06 and while performing their respective
operations, so the utility work can be completed with minimum delays to all parties concerned.
The following utility work shall be performed by the Contractor:
The Contractor shall be responsible for coordinating the adjustment of all utilities on this project and
scheduling the work to coincide with construction activities.
The Contractor shall keep each utility company advised of any work being done to their facilities by the
contractor’s forces, so that each utility company can coordinate their inspections for final acceptance with
the Engineer.
Provide written notice to each utility company, with a copy to the Engineer, prior to any work by a utility
company that is to be coordinated with project construction. A minimum of three (3) calendar weeks of
prior notice is required. Contractor to obtain necessary permits form the City and utility companies prior
to starting construction activities.
If needed, or as directed by the Engineer, the Contractor shall provide traffic control for any
utility work to be coordinated with the project’s construction, in accordance with an approved
Method of Handling Traffic
(MHT).
The Contractor shall coordinate with the Fort Collins – Loveland Water District, when adjusting
water meter, and resetting and adjustment of fire hydrants.
The Contractor shall coordinate with the South Fort Collins Sanitation District for adjustment of
manhole.
The Contractor shall also coordinate with the City of Fort Collins Traffic Department regarding
the protection and adjustment of traffic signal equipment.
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UTILITIES
The following utility work shall be performed by the Utility Company or their agents:
Fiber Optic /Telephone – Century Link: Relocating, adjusting and resetting pedestals, lines and
manholes
Fiber Optic / Cable – Comcast: Relocating and resetting pedestals, lines and vaults
Lighting – City of Fort Collins: Relocate existing street light at NW corner of Richard’s
Lake/Tunrberry. Install new lights on east side of realigned Turnberry Road.
Electric – City of Fort Collins: Reset transformers, adjust manholes, and relocate boxes, if
necessary (not anticipated).
High Pressure Gas Line Lowering - XCEL : Remove and reset high pressure gas line at the
pedestrian underpass
General
The Contractor shall comply with Article 1.5 of Title 9, CRS (“Excavation Requirements”),
when excavation or grading is planned in the area of underground utility facilities. The
Contractor shall notify all affected utilities at least three (3) business days prior to commencing
such operations. Contact the Utility Notification Center of Colorado (UNCC) to have locations
of UNCC-registered lines marked by member companies. Call 1-800-922-1987 for locate
requests outside the Denver Metro area. All other underground facilities shall be located by
contacting the respective company. Utility service laterals shall also be located prior to
beginning excavation or grading.
The locations of utility facilities, as shown on the plans and profile sheets and described herein,
were obtained from the best available information.
All costs incidental to the foregoing requirements will not be paid for separately, but shall be
included in the work.
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COLORADO DEPARTMENT OF SPECIAL PROVISIONS
PROJECT STANDARD SPECIAL PROVISIONS
Standard Special Date Pages
Revision of Sections 105, 106, 412 and 601
Conformity to the Contract of Portland Cement
Concrete Pavement And Dowel Bars for Transverse
Weakened Plane Joints (April 26, 2012) 13
Revision of Section 106 – Certificates of Compliance
and Certified Test Reports (February 3, 2011) 1
Revision of Section 108 - Critical Path Method (August 19, 2011) 1
Revision of Section 108 – Liquidated Damages (Dec. 29, 2011) 1
Revision of Section 109 - Compensation for
Compensable Delays (May 5, 2011) 1
Revision of Section 109 – Measurement of Quantities (February 3, 2011)
Revision of Section 109 – Measurement of Water (January 06, 2012) 1
Revision of Section 206 – Structure Backfill (Flow-Fill) (April 26, 2012) 2
Revision of Sections 206 and 601 – Backfilling
Structures that Support Lateral Earth Pressures (July 29, 2011) 1
Revision of Section 212 – Seed (April 26, 2012) 1
Revision of Section 401 – Compaction of Hot Mix Asphalt (April 26, 2012) 1
Revision of Section 401 – Compaction Pavement
Test Section (CTS) (February 3, 2011) 1
Revision of Section 401 – Temperature Segregation (February 3, 2011) 1
Revision of Section 401 and 412 – Safety Edge (Sept. 23, 2011) 2
Revision of Sections 412 – Portland Cement Concrete
Pavement Finishing (February 3, 2011) 1
Revision of Sections 412, 601, and 711 –
Liquid Membrane-Forming (May 5, 2011) 1
Compounds for Curing Concrete
Revision of Sections 412 and 705 – Preformed
Compression Seals (February 3, 2011) 2
Revision of Section 601 – Concrete Batching (February 3, 2011) 1
Revision of Section 601 – Concrete Finishing (February 3, 2011) 1
Revision of Section 601 – Concrete Form and
Falsework Removal (July 28, 2011) 2
Revision of Section 601 – Concrete Slump Acceptance (July 29, 2011) 1
Revision of Sections 603, 624 and 705 – Drainage Pipe (April 26, 2012) 2
Revision of Section 630 – Construction Zone
Traffic Control (February 17, 2012) 1
Revision of Section 703 – Aggregate for Hot Mix Asphalt (June 16, 2011) 1
Revision of Section 703 – Concrete Aggregate (July 28, 2011) 1
Revision of Section 712 – Geotextiles (January 20, 2012) 1
Revision of Section 712 – Water for Mixing or
Curing Concrete (February 3, 2011) 1
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April 26, 2012
REVISION OF SECTIONS 105, 106, 412, AND 601
CONFORMITY TO THE CONTRACT OF
PORTLAND CEMENT CONCRETE PAVEMENT AND
DOWELL BARS FOR TRANSVERSE WEAKENED PLANE JOINTS
Sections 105, 106 and 601 of the Standard Specifications are hereby revised for this project as
follows:
Delete subsection 105.06 and replace with the following:
105.06 Conformity to the Contract of Portland Cement Concrete Pavement. Conformity to
the Contract of all Portland Cement Concrete Pavement, Item 412, will be determined in
accordance with the following:
When the Engineer finds that the materials furnished, the work performed, or the finished product
does not conform with the Contract, or the Pay Factor (PF) for an element's process is less than
0.75 but that reasonably acceptable work has been produced, the Engineer will determine the
extent of the work that will be accepted and remain in place. The Engineer will use a Contract
Modification Order to document the justification for allowing the work to remain in place and the
price adjustment that will be applied.
When the Engineer finds the materials furnished, work performed, or the finished product is not in
conformity with the Contract, or the PF for an element's process is less than 0.75 and has
resulted in an inferior or unsatisfactory product, the work or material shall be removed and
replaced or otherwise corrected by and at the expense of the Contractor. When the PF for any
process is 0.75 or greater, the finished quantity of work represented by the process will be
accepted at the calculated pay factor.
Materials will be sampled and tested by the Contractor and the Department in accordance with
subsection 106.06 and with procedures contained in the Department's Field Materials Manual.
The approximate quantity represented by each sample will be as set forth in subsection 106.06,
Tables 106-2 and 106-3. Additional samples may be selected and tested at the Engineer's
discretion.
(a) Incentive and Disincentive Payments (I/DP) will be made based on a statistical analysis that
yields Pay Factors (PF) and Quality Levels (QL). The PF and QL will be made based on test
results for the elements of compressive strength and pavement thickness (compressive
strength criteria) or the elements of flexural strength and pavement thickness (flexural
strength criteria). The Department will indicate in the plans whether compressive strength or
flexural strength criteria will be used.
Incentive or Disincentive payment will not be made for thickness of concrete pavement
furnished by the Contractor and placed by others.
When compressive strength criteria is indicated, then the QL will be calculated for the
elements of compressive strength and pavement thickness on a process basis. When
flexural strength criteria is indicated, then the QL will be calculated for the elements of flexural
strength and pavement thickness on a process basis. A separate process will be established
for an element when a change in the process affects that element. A process will consist of
the test results from a series of random samples. Test results determined to have sampling
or testing errors will not be used. All materials produced will be assigned to a process. A
change in process is defined as a change that affects the element involved. Changes in mix
design, material source, design pavement thickness, or the method being utilized to place the
pavement are considered changes in process. The following is provided to clarify changes in
processes for each element:
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1. Construction of mainline pavement, including the shoulders if placed with the mainline, is
a single process, providing there are no changes in process as described above.
2. Construction of ramps, acceleration and deceleration lanes, shoulders placed separately,
and areas requiring hand work are considered separate processes.
3. A change in the mix design is a process change for the compressive strength element or
the flexural strength element, but is not a process change for the pavement thickness
element.
(b) When it is necessary to represent material by one or two tests, each individual test shall have
a PF computed in accordance with the following:
If the value of the test is at or above the lower tolerance limit, then PF = 1.000. If the value
of the test is below the lower tolerance limit, then:
PF = 1.00 – [0.25(TL -T0)/V]
where: PF = pay factor.
V = V factor from Tables 105-4 or 105-5.
T0 = the individual test value.
TL= lower tolerance limit.
(c) The following procedures will be used to compute Incentive and Disincentive Payments
(I/DP), quality levels (QL), and pay factors (PF) for processes represented by three or more
tests:
1. Quality Level (QL) will be calculated according to CP-71.
2. Compute the PF for the process. When the process has been completed, the number of
tests (Pn) it includes shall determine the formula to be used to compute the final pay
factor in accordance with the following:
A. For compressive strength and pavement thickness:
When 3 ≤ Pn ≤ 5
If QL ≥ 85, then PF = 1.00 + (QL - 85)0.001333
If QL < 85, then PF = 1.00 + (QL - 85)0.005208
When 6 ≤ Pn ≤ 9
If QL ≥ 90, then PF = 1.00 + (QL - 90)0.002000
If QL < 90, then PF = 1.00 + (QL - 90)0.005682
When 10 ≤ Pn ≤ 25
If QL ≥ 93, then PF = 1.00 + (QL - 93)0.002857
If QL < 93, then PF = 1.00 + (QL - 93)0.006098
When Pn ≥ 26
If QL ≥ 95, then PF = 1.00 + (QL - 95)0.004000
If QL < 95, then PF = 1.00 + (QL - 95)0.006757
B. For flexural strength:
When 3 ≤ Pn ≤ 5
If QL ≥ 85, then PF = 1.00 + (QL - 85)0.002000
If QL < 85, then PF = 1.00 + (QL - 85)0.005208
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When 6 ≤ Pn ≤ 9
If QL ≥ 90, then PF = 1.00 + (QL - 90)0.003000
If QL < 90, then PF = 1.00 + (QL - 90)0.005682
When 10 ≤ Pn ≤ 25
If QL ≥ 93, then PF = 1.00 + (QL - 93)0.004286
If QL < 93, then PF = 1.00 + (QL - 93)0.006098
When Pn ≥ 26
If QL ≥ 95, then PF = 1.00 + (QL - 95)0.006000
If QL < 95, then PF = 1.00 + (QL - 95)0.006757
3. Compute the I/DP for the process:
I/DP = (PF-1)(QR)(UP)
where: QR = Quantity Represented by the process.
UP = Unit Price bid for the Item.
The total I/DP for an element shall be computed by accumulating the individual I/DP
for each process of that element.
(d) As acceptance test results become available, they will be used to calculate accumulated QL
and Incentive and Disincentive Payments (I/DP) for each element and for the item. The
Contractor's test results and the accumulated calculations shall be made available to the
Engineer upon request. The Engineer's test results and the calculations will be made
available to the Contractor as early as reasonably practical. Numbers from the calculations
shall be carried to significant figures and rounded according to AASHTO Standard
Recommended Practice R-11, Rounding Method.
I/DP will be made to the Contractor in accordance with subsection 412.24(a). During
production, interim I/DP will be computed for information only. The Pn will change as
production continues and test results accumulate. The Pn at the time an I/DP is computed
shall determine the formula to be used.
(e) The Contractor will not have the option of accepting a price reduction or disincentive in lieu of
producing specification material. Continued production of non-specification material will not
be permitted. Material which is obviously defective may be isolated and rejected without
regard to sampling sequence or location within a process.
Table 105-4
"V" FACTORS AND INCENTIVE PAYMENTS
COMPRESSIVE STRENGTH CRITERIA
Element V factor
Maximum
Incentive
Payment
Lower Tolerance
Limit, TL
Compressive Strength 400 psi 2.00 percent 4,500 psi
Pavement Thickness 0.4 inch 2.00 percent Plan Thickness
-0.4 inch
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Table 105-5
"V" FACTORS AND INCENTIVE PAYMENTS
FLEXURAL STRENGTH CRITERIA
Element
V factor
Maximum
Incentive
Payment
Lower Tolerance
Limit, TL
Flexural Strength 50 psi 3.00% 570 psi
Pavement Thickness 0.4 inch 2.00% Plan Thickness
-0.4"
Sand Equivalence. If compressive strength criteria is indicated then the sand equivalence (SE)
as determined by CP 37 will be considered acceptable when the running average of three
consecutive tests is greater than 80 percent and no individual test result is less than 75 percent.
When the running average of three consecutive SE tests falls below 80 percent or an individual
SE test result falls below 75 percent, paving operations shall be suspended. The Contractor shall
submit a written plan to correct the low SE test results to the Engineer for approval. The
Contractor shall not continue paving operations until the Engineer approves the plan in writing
and three SE test results from random samples in the stockpile are above 80 percent.
Delete subsection 106.06 and replace with the following:
106.06 Sampling and Testing of Portland Cement Concrete Paving. All Portland Cement
Concrete Pavement, Item 412, shall be tested in accordance with the following quality control and
acceptance testing procedures:
(a) Quality Control Testing. The Contractor shall be responsible for quality control testing of all
elements listed in Table 106-2 or 106-3. Quality control testing shall be performed at the
expense of the Contractor. The Contractor shall develop a quality control plan (QCP) in
accordance with the following:
1. Quality Control Plan. For each element listed in Tables 106-2 or 106-3, the QCP must
provide adequate details to ensure that the Contractor will perform quality control. The
Contractor shall submit the QCP to the Engineer at the preconstruction conference. The
Contractor shall not start any work on the project until the Engineer has approved the
QCP in writing.
A. Frequency of Tests or Measurements. The QCP shall indicate a random sampling
frequency, which shall be equal to or more frequent than that shown in Table 106-2
or 106-3. The quality control tests shall be independent of acceptance tests.
B. Test Result Chart. Each quality control test result, the appropriate area, volume, and
the tolerance limits shall be plotted. The chart shall be posted daily at a location
convenient for viewing by the Engineer.
C. Quality Level Chart. The QL for each element in Table 106-2 or 106-3 shall be
plotted. The QL shall be calculated in accordance with the procedure in CP 71 for
Determining Quality Level. The QL shall be calculated on tests 1 through 3, then
tests 1 through 4, then tests 1 through 5, then thereafter the last five consecutive test
results. The area of material represented by the last test result shall correspond to
the QL.
D. F-test and t-test Charts. If flexural strength criteria is indicated, then the results of F-
test and t-test analysis between the Department's verification tests of flexural
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strength and the Contractor's quality control tests of flexural strength shall be shown
on charts. The F-test and t-test shall be calculated in accordance with standard
statistical procedures using all verification tests and quality control tests completed to
date. When a verification test is completed, the F-test and t-test calculations shall be
redone. The area of material represented by the last test result shall correspond to
the F-test and t-test. A warning value of 5 percent and an alert value of 1 percent
shall be shown on each chart. The chart shall be posted daily at a location
convenient for viewing by the Engineer.
2. Point of Sampling. The material for quality control testing shall be sampled by the
Contractor using CP 61. The location where material samples will be taken shall be
indicated in the QCP.
3. Testing Standards. The QCP shall indicate which testing standards will be followed.
Acceptable standards are Colorado Procedures, AASHTO and ASTM. The order of
precedence is Colorado Procedures, AASHTO procedures and then ASTM procedures.
The compressive strength test for quality control will be the average strength of two test
cylinders cast in plastic molds from a single sample of concrete, cured under standard
laboratory conditions, and tested three to seven days after molding.
4. Testing Supervisor Qualifications. The person in charge of and responsible for the quality
control testing shall be identified in the QCP. This person shall be present on the project
and possess one or more of the following qualifications:
A. Registration as a Professional Engineer in the State of Colorado.
B. Registration as an Engineer in Training in the State of Colorado with two years of
paving experience.
C. A Bachelor of Science in Civil Engineering or Civil Engineering Technology with three
years of paving experience.
D. National Institute for Certification in Engineering (NICET) certification at level III or
higher in the subfields of Transportation Engineering Technology, Highway Materials,
or Construction Materials Testing Engineering Technology, Concrete and four years
of paving experience.
5. Technician Qualifications. Technicians performing tests shall meet the requirements of
Colorado Procedure 10.
6. Testing Equipment. All of the testing equipment used to conduct quality control testing
shall conform to the standards specified in the test procedures and be in good working
order. If flexural strength criteria is indicated, then the Contractor shall provide the
following equipment and supplies which will not be paid for separately but shall be
included in the work:
A. A separate, temperature controlled facility of at least 300 square feet usable space.
This facility shall be used exclusively for the molding, storage and testing of concrete
test specimens as required. This facility shall be provided in addition to other
facilities required in Section 620. The storage facility shall have sufficient water
storage capacity for curing all required test specimens. The storage facility shall
provide separate storage tanks for each type of required testing. Each storage tank
shall have a continuously recording thermometer and sufficient blank charts for the
project. Temperatures of each storage tank shall be recorded for the duration of the
project.
B. A machine for testing flexural strength of concrete specimens. The machine shall be
used only for flexural strength tests. The machine shall be model number FX-250
manufactured by Forney with a DR2001 digital monitor or an approved equal. Both
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the Contractor and the Engineer will use this machine for testing concrete specimens.
The machine shall meet the requirements of AASHTO T 97 and T 22 and the
following: The machine and the flexural strength assembly shall be of a rigid
construction. The applied vertical load shall be uniformly distributed to the third points
and uniformly across the width of the beam (transverse distribution). Uniform
distribution of the load is defined as less than a 3 percent variation in the load
between each of the nine strain gages placed in the middle third section of the
tension face for loads from 1,000 to 10,000 pounds. One firm that can evaluate and
assess the ability of the machine to distribute the load evenly is KPFF Consulting
Engineers, Chicago Illinois 847-859-7790 (Paul Okamoto). Other firms may be
capable of evaluating and assessing the load distribution of the machine. The
Engineer must approve the firm prior to assessing the machine. The machine shall
be ready for use and certified two days before paving begins. After the machine has
been certified and accepted by the Engineer it shall not be moved until all portland
cement concrete paving and flexural strength acceptance tests have been
completed.
C. Beam molds for molding all test specimens required. This shall include all testing
described in subsection 106.06.
7. Reporting and Record Keeping. The Contractor shall report the results of the tests to the
Engineer in writing at least once per day.
The Contractor shall assemble a Quality Control (QC) notebook and update it daily. This
notebook shall contain all worksheets, test results forms, test results charts and quality
level charts for each of the elements listed in Table 106-2 or 106-3. The Contractor shall
submit examples of worksheets, test result forms and test results charts in accordance
with CP 12B as part of the Contractor's Quality Control Plan (QCP). The Contractor
shall submit the QC notebook to the Engineer for review once a month on the date
agreed to at the Pre-Construction Conference.
The QC notebook will be returned to the Contractor with a list of recognized deficiencies
within two working days after submittal. Deficiencies may include, but are not limited to,
the failure to submit the notebook on time or an absence of the required reports. For any
month in which deficiencies are identified, the QC notebook will be submitted for review
two weeks after the QC notebook is returned. Upon the second recognized deficiency
the Engineer will notify the Contractor, and the pay estimate shall be withheld until the
Contractor submits, in writing, a report detailing the cause for the recognized deficiency.
The report shall include how the Contractor plans to resolve the deficiencies. Additional
recognized deficiencies will result in a delay of the pay estimate until the Contractor has
identified and resolved the deficiency along with revising and resubmitting his QCP to
address these issues. Once the Engineer has reviewed and approved the revised QCP
the estimate may be paid. Upon submittal of the QC notebook for the semi-final
estimate, the QC notebook shall become the property of the Department. The Contractor
shall make provisions such that the Engineer can inspect quality control work in progress,
including QC notebook, sampling, testing, plants, and the Contractor's testing facilities at
any time.
(b) Acceptance Testing. Acceptance testing frequencies shall be in accordance with the
Schedule (Quality Assurance) in the Department’s Field Materials Manual. Except for flexural
strength, acceptance tests will be conducted by and at the expense of the Department.
Acceptance sampling and testing procedures will be in accordance with the Department's
Field Materials Manual with the following exceptions and inclusions:
A split sample from an acceptance test shall not be used for a quality control test. The
Engineer will designate the location where samples are to be taken. Samples shall be taken
156
by the Contractor in accordance with CP 61. The Engineer will be present during the
sampling and take possession of all acceptance samples. Samples transported in different
containers will be combined and mixed before molding specimens. All materials are subject
to inspection and testing at all times.
Pavement thickness acceptance will be determined by cores.
The compressive strength test for acceptance will be the average compressive strength of
three test cylinders cast in plastic molds from a single sample of concrete and cured under
standard laboratory conditions prior to testing. If the compressive strength of any one
specimen differs from the average by more than 10 percent, that specimen will be deleted
and the average strength will be determined using the remaining two specimens. If the
compressive strength of more than one specimen differs from the average by more than 10
percent the average strength will be determined using all three specimens. Each set of three
cylinders will be tested at 28 days after molding.
Acceptance tests for flexural strength shall be the Contractor's quality control tests. The
flexural strength tests shall be the average flexural strength of four test beams. The test
beams shall be prepared according to AASHTO T 23 with the following additional
requirements: Specimens shall be consolidated by internal vibration without the vibrator
being inserted in the center six inches of the specimen's long dimension. The flexural
strength of each specimen shall be measured according to AASHTO T 97 with the following
additional requirements: If the flexural strength of only one specimen differs from the average
by more than 10 percent, that specimen shall be deleted and the average strength shall be
determined using the remaining three specimens. If the flexural strength of more than one
specimen differs from the average by more than 10 percent, the test value shall be the
average of all four specimens. Each set of four beams shall be tested at 28 days after
molding. Leather shims shall be used in each test.
(c) Verification Testing. Verification testing will be used only when flexural strength criteria is
indicated and is the responsibility of the Department. The Department will determine the
locations where samples or measurements are to be taken. The location of sampling shall be
based on a stratified random procedure.
Verification sampling and testing procedures will be in accordance with Sections 105, 106,
412, the Schedule for Minimum Materials Sampling, Testing and Inspection in the
Department's Field Materials Manual, and CP 13. Samples for verification and acceptance
testing shall be taken by the Contractor in accordance with CP 61 in the presence of the
Engineer.
An analysis of test results will be performed after all test results are known using the t-test
and F-test statistical methods with an alpha value set at 0.05. If either the above t-test and F-
test analysis shows a significant difference, then the following items shall be checked:
comparison of beam fracture locations and types, computations and flexural testing machine
outputs, curing tank temperature charts, slump and air contents, plant batch tickets for major
changes, review of sampling, molding, testing procedures, along with IAT check tests and
any other investigations that may clarify the significant differences. If after a review of the
data no reasons can be determined for the significant difference, the Department's test data
shall be used for determining Quality Levels and Incentive or Disincentive according to the
methods in this Section.
(d) Check Testing. The Contractor and the Engineer shall conduct a check testing program
(CTP) prior to the placement of any concrete pavement. The check testing program will
include a conference directed by the Region Materials Engineer of the Contractor's testers
and the Department's testers concerning methods, procedures and equipment for
compressive or flexural strength testing. Check testing shall be completed before any
portland cement concrete pavement is placed. A set of three cylinders or four beams will be
molded by both the Contractor and the Department's project testers from a split sample. The
157
specimens will be sampled, molded and cured for seven days and tested for compressive or
flexural strength according to the procedures of Section 106. The Department's Independent
Assurance Tester will also mold, cure and test a set of three cylinders or four beams, but the
Independent Assurance Test results will not be entered in the check testing analysis. If the
results of the check tests do not meet the following criteria, then the check testing will be
repeated until the following criteria are met:
(1) The average of the Contractor's test results and the average of the Department's test
results shall be within 10 percent of the average of all test results.
(2) Each specimen test result shall be within 15 percent of the average of all test results.
When compressive strength criteria is indicated, a check test must also be conducted on the
sand equivalent test. A set of 5 sand equivalents will be run by both the Contractor's and the
Department's project tester, from a split sample. The average of the absolute differences
between tests taken by the quality control personnel and the acceptance testing personnel
will be compared to the acceptable limits shown in Table 13-1 of CP 13. The CTP will be
continued until the acceptance and quality control test results are within the permissible
ranges shown in Table 13-1 of CP 13.
During production, split samples of randomly selected acceptance tests will be compared to
the permissible ranges shown in Table 13-1 of CP 13. The minimum frequency will be as
shown in Table 106-3.
If production has been suspended and then resumed, the Engineer may order a CTP
between tests taken by quality control and acceptance testing persons to assure the test
results are within the permissible ranges shown in Table 13-1 of CP 13. Check test results
shall not be included in quality control testing. The Region Materials Engineer shall be called
upon to resolve differences if a CTP shows unresolved differences beyond the ranges shown
in Table 13-1 of CP 13.
(e) Independent Assurance Testing. Independent Assurance Tests (IAT) for flexural strength will
be performed at a frequency of 1 per 50,000 sq. yds. The sample for the IAT will be a split
sample of the Contractor's quality control test. The Department's representative performing
verification tests shall also use a split sample of the Contractor's quality control test and
participate in the IAT. The IAT for flexural strength will be the average flexural strength of
four test beams prepared according to the requirements of Section 106 and cured for seven
days.
(f) Testing Schedule. All samples used to determine Incentive or Disincentive payment by
quality level formulas in accordance with Section 105, will be selected by a stratified random
process.
Table 106-2
TESTING SCHEDULE - ITEM 412
PORTLAND CEMENT CONCRETE
PAVEMENT, FLEXURAL STRENGTH CRITERIA
Element Minimum Testing Frequency
Contractor's Quality Control
Aggregate Gradation
and Sand Equivalent
For the first five days, minimum of 1/day, then
1/10,000 sq. yds. After 5 days, 1/40,000 sq. yds.
Slump First three loads each day, then as needed for control.
Water Cement Ratio First three loads each day, then 1/500 cu. yds.
Air Content and Yield Minimum of 1/day, then 1/2,500 sq. yds.
Flexural Strength Minimum of 1/day, then 1/2,500 sq. yds.
Compressive Strength 1/10,000 sq. yds.
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Table 106-3
TESTING SCHEDULE - ITEM 412
PORTLAND CEMENT CONCRETE
PAVEMENT, COMPRESSIVE STRENGTH CRITERIA
Subsection 412.10 shall include the following:
The Contractor shall provide a MIT-Scan-2 which is manufactured by MIT GmbH.
The Contractor shall ensure the MIT-Scan-2 is calibrated for the specific dowel bar size or load
transfer device being placed, and is operating within the manufacturer’s tolerances. The
Contractor shall also ensure that the operator of the MIT-Scan-2 is fully competent in the use of
the device. The Contractor shall supply the serial number of the device to be utilized on the
project.
Delete Subsection 412.13 (b) 2 and add replace with the following:
2. Transverse Weakened Plane Joints. When dowel bars are specified in the Contract, they shall
be installed within the tolerances and of the size, grade, and spacing specified. Horizontal support
Pavement Thickness In accordance with subsection 412.21.
Pull Test Joints
Minimum of six transverse and six longitudinal joint
locations for the 1st 2500 linear feet, then three
transverse and three longitudinal joints thereafter
Load Transfer Dowel
Bar Placement In accordance with subsection 412.13 (b) 2
Tining Depth 1 per 528 linear feet in each lane and shoulder wider
than 8 feet.
Element Minimum Testing Frequency
Contractor's Quality Control
Aggregate Gradation Minimum of 1/day, then 1/10,000 sq. yds.
Slump First three loads each day, then as needed for control.
Compressive Strength,
Air Content, Yield, and
Sand Equivalent
Minimum of 1/day, then 1/2,500 sq. yds.
Pavement Thickness In accordance with subsection 412.21.
Pull Test Joints
Minimum of six transverse and six longitudinal joint
locations for the 1st 2500 linear feet, then three
transverse and three longitudinal joints thereafter
Load Transfer Dowel
Bar Placement In accordance with subsection 412.13 (b) 2
Tining Depth 1 per 528 linear feet in each lane and shoulder wider
than 8 feet.
Water Cement Ratio First three loads each day, then 1/500 cu. yds.
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wires or shipping braces shall be non-deformed bars or wires with a diameter less than or equal
to 0.307 inches (gauge 0 wire). The number of horizontal support wires or shipping braces shall
be limited to five per assembly. The horizontal support wires or shipping braces shall not be cut
prior to concrete placement. The center of the dowel assembly or the insertion location shall be
marked on both sides of the pavement slab for reference in sawing the joint. Dowel bars shall be
furnished in a rigid welded assembly or placed by a dowel bar insertion (DBI) machine.
When a DBI is used, the Contractor shall submit details and specifications of the proposed slip-
form paver and DBI to the Engineer a minimum of 14 calendar days prior to the Concrete
Pavement Pre-Paving Conference. The Contractor shall detail his methodology for ensuring
correct marking of dowel bar insertion points and correct sawing of the joints. The Contractor
shall ensure that the slip-form paver is compatible with the DBI.
The rigid assembly shall be fabricated from number 1/0 wire or heavier with vertical support wires
every 1 foot. Assembly shall be securely fastened to the subbase and constructed to firmly hold
all the dowel bars at T/2 depth, parallel to each other and to the pavement grade and alignment.
See standard plan M-412-1 for schematic describing the measurement of each tolerance. Dowel
placement tolerances shall be as follows:
Target Tolerances:
Horizontal & Vertical Translation ≤ 1.0 inch,
Longitudinal (Side) Shift ≤ 2.1 inches,
Horizontal & Vertical Rotational Alignment ≤ 0.5 inch
Rejection Tolerance:
Horizontal & Vertical Translation > 1.5 inch,
Longitudinal (Side) Shift > 3.0 inches,
Horizontal & Vertical Rotational Alignment > 1.5 inch,
A weighted-score system will be used to conduct a joint-by-joint evaluation of rotational
misalignments of the dowel bars. The Joint Score, as defined in this evaluation, is a measure of
the combined effects of rotational misaligned dowel bars at a joint. A Joint Score is determined by
summing the product of the weights (given in Table 412-1) and the number of bars in each
misalignment category and adding 1. For example, if a joint has four misaligned bars in the 0.6 to
0.8 inch range, the joint score is 9; if a joint has one misaligned bar in the range 0.6 to 0.8 inch
and one bar in the 1 to 1.5 inch range, the score is 8. A Joint Score of 10 is the critical level,
above which the risk of joint locking is considered high.
Table 412-1
WEIGHTING FACTORS USED TO DETERMINE JOINT SCORE
Range of Rotational
Misalignment Weight
0.4 in < d < 0.6 in. 0
0.6 in < d < 0.8 in. 2
0.8 in < d < 1 in. 4
1 in < d < 1.5 in. 5
Rejection Criteria:
Horizontal and Vertical Rotational Alignment—
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Evaluate on joint-by-joint basis, using the Joint Score.
Isolated locked joints (as indicated by a Joint Score greater than 10) will be allowed,
provided the adjacent joints have Joint Scores 10 or less.
Reject any bars with misalignment greater than 1.5 in.
Longitudinal (side) shift—
Reject any joints with fewer than three bars with a minimum embedment length of 6
in. under each wheel path.
Depth—
Reject any bar with the concrete cover above the bar less than 3 in. or the saw-cut
depth.
Reject any joints with fewer than three bars with a minimum concrete cover below the
bar of 3 in. in each wheel path
Corrective Measures:
The following corrective measures will be considered for the bars or joints that fail to meet the
minimum standard as described by the Rejection Criteria. The Contractor shall submit his
method of repair to the Engineer for approval. All materials shall be preapproved.
Horizontal or Vertical misalignment.
Saw-cut the misaligned bars.
Retrofit dowel bars to ensure that at least three dowel bars are provided in each
wheel path that satisfy the Target Tolerances.
Longitudinal (side) Shift and missing bars.
Retrofit dowel bars to ensure that at least three dowel bars are provided in each
wheel path that satisfy the Target Tolerances.
Depth.
Inadequate cover over the bar—If the problem bar can be removed, remove the
entire bar and retrofit replacement bars to ensure that at least three dowel bars are
provided in each wheel path that satisfy the Target Tolerances. If the problem bar
cannot be removed, perform full-depth repair.
Inadequate cover below the bar—Retrofit dowel bars to ensure that at least three
dowel bars are provided in each wheel path that satisfy the Target Tolerances.
In addition to the above written procedures, the Contractor may propose full depth removal and
replacement of the joint.
Regardless of the dowel bar placement method used, the Contractor shall demonstrate his ability
to place dowel bars in conformance with the specifications by placement of a test section.
The test section shall be a minimum of 300 feet in length. Following placement of the test section,
the Contractor shall shut down paving operations. During the shutdown period, the Contractor
shall evaluate all joints in the test section using the MIT-Scan-2, analyze the results and submit
the results to the Engineer. Paving operations shall not be restarted until the Engineer approves
the test section results. The test section will be found acceptable if 85% of the dowel bars placed
are found to be within the rejection criteria. All dowel bars exceeding the Rejection Criteria must
be addressed using the above suggested corrective measures.
If the Project has less than 500 linear feet of pavement, the test section will not be required. If a
Project does not have sections of continuous pavement greater than 45 linear feet, the test
section will not be required.
Upon completion of the test section(s) and for each week of production, the Contractor shall
prepare a report from the measurements obtained. All data shall be submitted in the
manufacturer’s native file format, along with the calibration files. The Contractor shall submit a
standard report generated using MagnoProof software (electronic Excel report) to the Engineer at
the start of each working week during production for the previous weeks work.
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The electronic report shall include the following:
(1) Contract number, date, highway number and direction of traffic.
(2) Joint number, lane number and station.
(3) Bar number and x-location of dowel bar.
(4) Horizontal and vertical misalignment in inches.
(5) Side shift in inches.
(6) Depth to center of dowel bars in inches.
(7) Joint Score
(8) All out-of-tolerance readings shall be highlighted in red.
Due to potential magnetic interference from tie bars, dowel bars located within 15 inches of a tied
joint shall not be included in the evaluation.
When the test section is found to be unacceptable, the Contractor shall perform corrective actions
and place a second test section. The Contractor shall develop a written plan outlining the steps
to be taken in order to pave a successful test section, this plan shall be submitted to the Engineer
for review and approval. If the second test section is found to be unacceptable, the Contractor
shall pave no more than 500 feet per day until an acceptable test section has been achieved.
Once a test section is successfully completed, Dowel Bar Placement testing frequency shall be a
minimum of one location per 1,250 linear feet of each continuous traffic lane including climbing
lanes, passing lanes, acceleration and deceleration lanes and ramps. Sections greater than 45
linear feet and less than 1,250 linear feet require a minimum one of test location. . Testing
locations shall be determined by a random procedure so that each area has a randomly selected
transverse joint location. At each location, five consecutive joints shall be tested.
Sections of continuous pavement constructed by the project less than 45 linear feet will not
require Dowel Bar Placement Testing.
When any joint score is above 10 or any one bar in a single joint exceeds the rejection criteria,
joints shall be tested in each direction from the affected location, until two consecutive joints are
found to be within specification. Standard testing frequency shall apply thereafter.
All delays or costs associated with proposed equipment being rejected for use, by the Engineer
will not be paid for by the Department, and will be considered an Non-excusable Delay in
accordance with subsection 108.08 (c) 2.
When concrete shoulders or widenings are constructed subsequent to the driving lanes,
transverse weakened plane joints shall immediately be formed in the plastic concrete of these
widenings to create an extension of the existing transverse joint. This tooled joint shall be formed
in such a manner that it controls the cracking and shall be sawed and sealed in accordance with
the above requirements.
In subsection 412.21, delete the first sentence in the sixth paragraph.
In subsection 601.02, delete Class E and P Concrete from Table 601-1 and replace with the
following:
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Concrete
Class
Required
Field
Compressive
Strength
(psi)
Cementitious
Material
Content:
Minimum or
Range
(lbs/yd3)
Air
Content:
% Range
(Total)
Water/Cementitio
us Material Ratio:
Maximum or
Range
E 4500 at 28
days 520 4 – 8 0.44
P 4500 at 28
days 520 4 – 8 0.44
In subsection 601.02, delete the sixth and ninth paragraphs and replace with the following:
Class E concrete may be used for fast track pavements needing early strength in order to open a
pavement to service soon after placement. Class E concrete shall meet the requirements of
Class P concrete. ASTM C150 Type III or ASTM C1157 Type HE cement may be used.
Class P concrete is used in pavements. Additional requirements are: The concrete mix shall
consist of a minimum 55 percent AASHTO M 43 size No. 357 or No. 467 coarse aggregate by
weight of total aggregate. If all transverse joints are doweled, the concrete mix shall consist of a
minimum 55 percent AASHTO M 43 sizes No. 57, No. 6, No. 67, No. 357, or No. 467 coarse
aggregate by weight of total aggregate. The laboratory trial mix shall produce a minimum
average 28 day flexural strength of 650 psi when flexural strength criteria is indicated and 700 psi
when compressive strength criteria is indicated.
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February 3, 2011
REVISION OF SECTION 106
CERTIFICATES OF COMPLIANCE AND
CERTIFIED TEST REPORTS
Section 106 of the Standard Specifications is hereby revised for this project as follows:
In subsection 106.12, delete the second paragraph and replace it with the following:
The original Certificate of Compliance shall include the Contractor’s original signature as directed
above. The original signature (including corporate title) on the Certificate of Compliance, under
penalty of perjury, shall be of a person having legal authority to act for the manufacturer. It shall
state that the product or assembly to be incorporated into the project has been sampled and
passed all specified tests in conformity to the plans and specifications for this project. One legible
copy of the fully signed Certificate of Compliance shall be furnished to the Engineer prior to
installation of material. The original shall be provided to the Engineer before payment for the
represented item will be made.
In subsection 106.13, delete the second paragraph and replace it with the following:
The Certified Test Report shall be a legible copy or an original document and shall include the
Contractor’s original signature as directed above. The signature (including corporate title) on the
Certified Test Report, under penalty of perjury, shall be of a person having legal authority to act
for the manufacturer or the independent testing laboratory. It shall state that the test results show
that the product or assembly to be incorporated into the project has been sampled and passed all
specified tests in conformity to the plans and specifications for this project. One legible copy or
original document of the fully signed Certified Test Report shall be furnished to the Engineer prior
to installation of material. Failure to comply may result in delays to the project or rejection of the
materials.
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August 19, 2011
REVISION OF SECTION 108
CRITICAL PATH METHOD
Section 108 of the Standard Specifications is hereby revised for this project as follows:
Subsection 108.03 shall include the following:
The Bar Chart or Initial Schedule shall be submitted at least 10 working days prior to the start of
the work. The Engineer’s review of the Schedule will not exceed two working days. Work shall not
begin until the Schedule is accepted in writing, unless otherwise approved by the Engineer
In subsection 108.03 (c), delete the third paragraph.
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December 29, 2011
REVISION OF SECTION 108
LIQUIDATED DAMAGES
Section 108 of the Standard Specifications is hereby revised for this project as follows:
In subsection 108.09 delete the schedule of liquidated damages and replace with the following:
Original Contract Amount ($) Liquidated Damages
From More Than To And Including per Calendar Day ($)
0 250,000 500
250,000 500,000 900
500,000 1,000,000 1,300
1,000,000 2,000,000 1,800
2,000,000 4,000,000 3,000
4,000,000 10,000,000 4,100
10,000,000
---------------
4,100 plus 300 Per Each
Additional 1,000,000
Contract Amount or Part
Thereof Over 10,000,000
166
May 5, 2011
REVISION OF SECTION 109
COMPENSATION FOR COMPENSABLE DELAYS
In subsection 109.10, delete the first two paragraphs and replace with the following:
109.10 Compensation for Compensable Delays. If the Engineer determines that a delay is
compensable in accordance with either subsection 105.22, 105.23, 105.24, or 108.08, monetary
compensation will be determined in accordance with this subsection.
(a) These categories represent the only costs that are recoverable by the Contractor. All other
costs or categories of costs are not recoverable:
(1) Actual wages and benefits, including FICA, paid for additional labor not otherwise
included in (5) below;
(2) Costs for additional bond, insurance and tax;
(3) Increased costs for materials;
(4) Equipment costs calculated in accordance with subsection 109.04(c) for Contractor
owned equipment and based on invoice costs for rented equipment;
(5) Costs of extended job site overhead;
(6) Costs of salaried employees not otherwise included in (1) or (5) above incurred as a
direct result of the delay;
(7) Claims from subcontractors and suppliers at any level (the same level of detail as
specified herein is required for all such claims);
(8) An additional 16 percent will be added to the total of items (1) through (7) as
compensation for items for which no specific allowance is provided, including profit and
home office overhead.
167
February 3, 2011
REVISION OF SECTION 109
MEASUREMENT OF QUANTITIES
Section 109 of the Standard Specifications is hereby revised for this project as follows:
In subsection 109.01, delete the 17th paragraph and replace it with the following:
Vehicles used to haul material being paid for by weight shall bear a plainly legible identification
mark. Each of these vehicles shall be weighed empty daily at times directed by the Engineer. The
Contractor shall furnish to the Engineer, in writing, a vehicle identification sheet that lists the
following for each delivery vehicle to be used on the project:
(1) identification mark
(2) vehicle length
(3) tare weight
(4) number of axles
(5) the distance between extreme axles
(6) information related to legal weight, including the Permit No. and permitted weight of each
vehicle for which the State has issued an overweight permit.
This information shall be furnished prior to time of delivery of the material and at any subsequent
time the Contractor changes vehicles, combination vehicles, axle length relationships, or
overweight permitting of vehicles.
168
January 6, 2012
REVISION OF SECTION 109
MEASUREMENT OF WATER
Section 109 of the Standard Specifications is hereby revised for this project as follows:
In subsection 109.01, delete the twenty-sixth paragraph and replace with the following:
Water may be measured either by volume or weight. Water meters shall be accurate within a
range of ± 3 percent. When water is metered, the Contractor shall use an approved metering
device and shall furnish the Engineer a certificate showing the meter has been accurately
calibrated within the time allowed in the following schedule:
2 inch 4 years
4 inch to 6 inch 2 years
8 inch to 10 inch 1 year
169
April 26, 2012
REVISION OF SECTION 206
STRUCTURE BACKFILL (FLOW-FILL)
Section 206 of the Standard Specifications is hereby revised for this project as follows:
Delete subsection 206.02 (a) and replace with the following:
(a) Structure Backfill. Class 1 and Class 2 structure backfill shall be composed of non-organic
mineral aggregates and soil from excavations, borrow pits, or other sources. Material shall
conform to the requirements of subsection 703.08. Class of material shall be as specified in
the Contract or as designated.
Structure backfill (Flow-Fill) meeting the following requirements shall be used to backfill
bridge abutments. The Contractor may substitute structure backfill (Flow-Fill) for structure
backfill (Class 1) or structure backfill (Class 2) to backfill culverts and sewer pipes.
Flow-Fill is a self-leveling low strength concrete material composed of cement, fly ash,
aggregates, water, chemical admixtures and/or cellular foam for air-entrainment. Flow-fill
shall have a slump of 7 to 10 inches, when tested in accordance with ASTM C143 or a
minimum flow consistency of 6 inches when tested in accordance with ASTM D6103. Flow-
Fill shall have a minimum compressive strength of 50 psi at 28 days, when tested in
accordance with ASTM D4832. Flash Fill shall not be used in lieu of Flow Fill.
Flow-Fill placed in areas that require future excavation, such as utility backfill shall have a
Removability Modulus (RM) of 1.5 or less.
Removability Modulus, RM, is calculated as follows:
RM = W1.5 x 104 x C0.5
106
where : W = unit weight (pcf)
C = 28-day compressive strength (psi)
Materials for structure backfill (Flow-Fill) shall meet the requirements specified in the
following subsections:
Fine Aggregate1, 4 703.01
Coarse Aggregate2, 4 703.02
Portland Cement 701.01
Fly Ash3, 4 701.02
Water 712.01
Air Entraining Admixture 711.02
Chemical Admixtures 711.03
1 Fine aggregate not meeting the requirements of subsection 703.01 may be used if testing
indicates acceptable results for strength and air content.
2 Coarse aggregate not meeting the requirements of subsection 703.02 may be used if testing
indicates acceptable results for strength and air content.
3 Fly ash not meeting the requirements of subsection 701.02 may be used if testing indicates
acceptable results for strength and air content.
4 Industrial by-product aggregates (foundry sand, bottom ash, etc..) and fly ash not meeting
the requirements of subsection 701.02 shall submit a report from the supplier documenting
the results of testing in accordance with the Toxicity Characteristic Leaching Procedure
(TCLP) described in 40 CFR 261. The report shall include the results of TCLP testing for
170
heavy metals and other contaminants. Materials shall not exceed the TCLP limits of 40 CFR
261.24 for heavy metals
Cellular foam shall conform to ASTM C869 and ASTM C796
Recycled broken glass (glass cullet) is acceptable as part or all of the aggregate. Aggregate
including glass must conform to the required gradations. All containers used to produce the
cullet shall be empty prior to processing. Chemical, pharmaceutical, insecticide, pesticide, or
other glass containers containing or having contained toxic or hazardous substances shall
not be allowed and shall be grounds for rejecting the glass cullet. The maximum debris level
in the cullet shall be 10 percent. Debris is defined as any deleterious material which impacts
the performance of the structure backfill (Flow-Fill) including all non-glass constituents.
The Contractor may use aggregate which does not meet the above specifications if the
aggregate conforms to the following gradation:
Sieve Size Percent Passing
25.0 mm (1 inch) 100
75 μm (No. 200) 0-101
1 The amount of material passing the 75 μm (No. 200) screen may exceed 10 percent if
testing indicates acceptable results for strength and air content.
The Contractor shall submit a structure backfill (Flow-Fill) mix design for approval prior to
placement. The mix design shall include the following laboratory test data:
(1) ASTM C231, Air content
(2) ASTM D6023, Unit Weight
(3) ASTM C143, Slump or ASTM D6103 flow consistency
(4) ASTM D4832 28-day Compressive Strength
(5) Removability Modulus (RM)
In subsection 206.03, delete the thirteenth through fifteenth paragraphs and replace with the
following:
Compaction of structure backfill (Flow-Fill) shall not be performed.
The maximum layer thickness for structure backfill (Flow-Fill) shall be 3 feet unless otherwise
approved by the Engineer. The Contractor shall not place structure backfill (Flow-Fill) in layers
that are too thick to cause damage to culverts, pipes and other structures, or that will cause
formwork or soil failures during placement. Structure backfill (Flow-Fill) shall have an indention
diameter less than 3 inches and the indention shall be free of visible water when tested in
accordance with ASTM D6024 by the Contractor prior to placing additional layers of structure
backfill (Flow-Fill).Testing structure backfill (Flow-Fill) in accordance with ASTM D6024 will be
witnessed by the Engineer. Damage resulting from placing structure backfill (Flow-Fill) in layers
that are too thick or from not allowing sufficient time between placements of layers shall be
repaired at the Contractor’s expense.
The Contractor shall secure culverts, pipes and other structures to prevent floating and
displacement of these items during the placement of the structure backfill (Flow-Fill).
Prior to the placement of structure backfill (Flow-Fill), the Contractor shall sample the structure
backfill (Flow-Fill) in accordance with ASTM D5971. The Contractor shall test the structure
backfill (Flow-Fill) unit weight in accordance with ASTM D6023. The Contractor shall test the
171
structure backfill (Flow-Fill) for slump in accordance with ASTM C143 or flow consistency
according to ASTM D6103.
The Contractor shall sample and test the first three loads of structure backfill (Flow-Fill) for each
placement and then randomly once every 50 cubic yards. Sampling and testing will be witnessed
by the Engineer
When structure backfill (Flow-Fill) is placed in areas that require future excavation, the unit weight
of the placed structure backfill (Flow-Fill) shall not exceed the unit weight of the approved mix
design by more than 2.0 pcf.
Structure backfill (Flow-Fill) shall not be allowed to freeze during placement and until it has set
sufficiently according to ASTM D6024. Frozen structure backfill (Flow-Fill) shall be removed and
replaced at the Contractor’s expense.
When the Contractor substitutes Structure Backfill (Flow-Fill) for Structure Backfill (Class 1) or
(Class 2), the trench width may be reduced to provide a minimum 6 inch clearance between the
outside diameter of the culvert and the trench wall.
172
July 29, 2011
REVISION OF SECTIONS 206 AND 601
BACKFILLING STRUCTURES THAT
SUPPORT LATERAL EARTH PRESSURES
Sections 206 and 601 of the Standard Specifications are hereby revised for this project as
follows:
In subsection 206.03, delete the ninth paragraph and replace with the following:
Backfill material shall not be deposited against newly constructed masonry or concrete structures,
until the concrete has developed a compressive strength of 0.8 f 'c, except in cases where the
structures support lateral earth pressure. Concrete compressive strength for structures
supporting lateral earth pressure shall conform to subsection 601.12 (o).
Subsection 601.12 shall include the following:
(o) Backfilling Structures that Support Lateral Earth Pressure. Concrete compressive strengths
shall reach f'c before backfilling operations can begin with heavy equipment, such as skid-
steers or self-powered riding compactors. Concrete compressive strengths shall reach 0.8 f'c
before backfilling operations can begin with hand operated equipment.
173
April 26, 2012
REVISION OF SECTION 212
SEED
Section 212 of the Standard Specifications is hereby revised for this project as follows:
In subsection 212.02 (a), delete the first paragraph and replace with the following:
(a) Seed. All seed shall be furnished in bags or containers clearly labeled to show the name and
address of the supplier, the seed name, the lot number, net weight, origin, the percent of
weed seed content, the guaranteed percentage of purity and germination, pounds of pure live
seed (PLS) of each seed species, and the total pounds of PLS in the container. All seeds
shall be free from noxious weed seeds in accordance with current state and local lists and as
indicated in Section 213. The Contractor shall furnish to the Engineer a signed statement
certifying that the seed is from a lot that has been tested by a recognized laboratory for seed
testing within thirteen months prior to the date of seeding. The Engineer may obtain seed
samples from the seed equipment, furnished bags or containers to test seed for species
identification, purity and germination. Seed tested and found to be less than 10 percent of the
labeled certified PLS and different than the specified species will not be accepted. Seed
which has become wet, moldy, or damaged in transit or in storage will not be accepted.
174
April 26, 2012
REVISION OF SECTION 401
COMPACTION OF HOT MIX ASPHALT
Section 401 of the Standard Specifications is hereby revised for this project as follows:
In subsection 401.17, delete the first paragraph and replace with the following:
401.17 Compaction. The hot mix asphalt shall be compacted by rolling. Both steel wheel and
pneumatic tire rollers will be required. The number, weight, and type of rollers furnished shall be
sufficient to obtain the required density while the mixture is in a workable condition. Compaction
shall begin immediately after the mixture is placed and be continuous until the required density is
obtained. When the mixture contains unmodified asphalt cement (PG 58-28 or PG 64-22) or
modified (PG 58-34), and the surface temperature falls below 185 °F, further compaction effort
shall not be applied unless approved, provided the Contractor can demonstrate that there is no
damage to the finished mat. If the mixture contains modified asphalt cement (PG 76-28, PG 70-
28 or PG 64-28) and the surface temperature falls below 230 °F, further compaction effort shall
not be applied unless approved, provided the Contractor can demonstrate that there is no
damage to the finished mat.
Warm Mix Asphalt compaction requirements shall conform to CP 59.
In subsection 401.17, delete the third paragraph and replace with the following:
SMA shall be compacted to a density of 93 to 97 percent of the daily theoretical maximum
specific gravity, determined according to CP 51. All other HMA shall be compacted to a density of
92 to 96 percent of the daily theoretical maximum specific gravity, determined according to CP
51. If more than one theoretical maximum specific gravity test is taken in a day, the average of
the theoretical maximum specific gravity results will be used to determine the percent
compaction. Field density determinations will be made in accordance with CP 44 or 81.
In subsection 401.17, second to last paragraph, delete the first sentence and replace with the
following:
After production paving work has begun, a new Roller Pattern shall be demonstrated when a
change in the compaction process is implemented.
175
February 3, 2011
REVISION OF SECTION 401
COMPACTION PAVEMENT TEST SECTION (CTS)
Section 401 of the Standard Specifications is hereby revised for this project as follows:
In subsection 401.17, delete the fifteenth paragraph and replace with the following:
Two sets of random cores shall be taken within the last 200 tons of the CTS. Each set shall
consist of a minimum of seven random cores. The Engineer will determine the coring locations
using a stratified random sampling process. The locations of these cores will be such that one
set can serve as a duplicate of the other. One set of these cores shall be immediately submitted
to the Engineer. This set will be used for determining acceptance of the CTS and determining
density correction factors for nuclear density equipment. Densities of the random samples will be
determined by cores according to CP 44. Density correction factors for nuclear density
equipment will be determined according to CP 81. Coring shall be performed under CDOT
observation. Coring will not be measured and paid for separately but shall be included in the
work. For SMA, a CTS is not used. The Contractor shall follow the requirements for the
demonstration control strip in accordance with the Revision of Section 403, Stone Matrix Asphalt
Pavement.
176
February 3, 2011
REVISION OF SECTION 401
TEMPERATURE SEGREGATION
Section 401 of the Standard Specifications is hereby revised for this project as follows:
In subsection 401.16 delete the twelfth (last) paragraph and replace it with the following:
The Engineer may evaluate the HMA for low density due to temperature segregation any time
industry best practices, as detailed on Form 1346, are not being followed or the Engineer
suspects temperature segregation is occurring. The Engineer will first meet with the Contractor to
discuss the paving practices that are triggering the temperature investigation. Areas across the
mat, excluding the outside 1 foot of both edges of the mat, that are more than 25 °F cooler than
other material across the width may be marked for density testing. Material for temperature
comparison will be evaluated in 3-foot intervals behind the paver across the width of the mat.
The material shall be marked and tested in accordance with CP 58. If four or more areas within a
lot of 500 tons have densities of less than 93 percent of the material’s maximum specific gravity
for SMA mixes or less than 92 percent of the material’s maximum specific gravity for all other
HMA mixes, a 5 percent price disincentive will be applied to the 500 ton lot. The 500 ton count
begins when the Engineer starts looking for cold areas, not when the first cold area is detected.
This price disincentive will be in addition to those described in Sections 105 and 106. Only one
area per delivered truck will be counted toward the number of low density areas. Temperature
segregation checks will be performed only in areas where continuous paving is possible.
177
September 23, 2011
REVISION OF SECTIONS 401 AND 412
SAFETY EDGE
Sections 401 and 412 of the Standard Specifications are hereby revised for this project as
follows:
Subsection 401.10 shall include the following:
The paver shall include an approved longitudinal paver wedge system to create a sloped safety
edge as shown on the plans. The wedge system shall be attached to the screed and shall
compact the HMA to a density at least as dense as the compaction imparted to the rest of the
HMA layer by the paving screed. The system shall provide a sloped Safety Edge equal to 32
degrees plus or minus 5 degrees measured from the pavement surface cross slope extended.
The use of a single plate strike off is not permitted. The system shall be adjustable to
accommodate varying paving thicknesses. The Engineer may allow the Contractor to use
handwork for short sections or to saw cut the sloped Safety Edge after paving operations are
completed in areas such as transitions at driveways, intersections, interchanges.
The Contractor shall submit the proposed system for approval at the Preconstruction
Conference. The Engineer may require proof that the system has been used on previous
projects with acceptable results or may require a test section constructed prior to the
beginning of work to demonstrate that it creates an acceptable wedge shape and
compaction. Paving shall not begin until the system is approved in writing by the Engineer.
The Safety Edge may be constructed on each lift of HMA or on the full specified plan depth
on the final lift. The finished shape of the Safety Edge shall extend for the full depth of the
asphalt pavement or for the top 5 inches whichever is less.
Subsection 401.22 shall include the following:
All costs associated with the construction of the Safety Edge will not be paid for separately,
but shall be included in the work.
Subsection 412.07 shall include the following:
The Contractor shall use an approved longitudinal paver wedge system to create a sloped
Safety Edge. The Contractor shall modify the paver screed to create a Safety Edge that
meets the final cross-section shown on the plans. The system shall provide a sloped Safety
Edge equal to 32 degrees plus or minus 5 degrees measured from the pavement surface
cross slope extended. There may be areas where it is not possible to place the Safety Edge
in conjunction with mainline paving but where the Safety Edge is required, such as
transitions at driveways, intersections, interchanges, etc. In these areas the Engineer may
allow the Contractor to use handwork for short sections or to saw cut the sloped Safety
Edge after paving operations are completed.
The Contractor shall submit the proposed system for approval at the Preconstruction
Conference. The Engineer may require proof that the system has been used on previous
projects with acceptable results or may require a test section constructed prior to the
beginning of work to demonstrate that it creates an acceptable wedge shape. Paving shall
not begin until the system is approved in writing by the Engineer. The finished shape of the
Safety Edge shall extend for the full depth of the concrete pavement or for the top 5 inches
whichever is less.
178
September 23, 2011
REVISION OF SECTIONS 401 AND 412
SAFETY EDGE
Subsection 412.23 shall include the following:
When a Safety Edge is required, the width for measurement will be the width of the
pavement shown on the typical cross section of the plans to the top outside edge at finished
grade. No payment will be made for the additional concrete required to construct the safety
edge.
Subsection 412.24 shall include the following:
All costs associated with the construction of the Safety Edge will not be paid for separately,
but shall be included in the work.
179
February 3, 2011
REVISION OF SECTION 412
PORTLAND CEMENT CONCRETE PAVEMENT FINISHING
Section 412 of the Standard Specifications is hereby revised for this project as follows:
Delete subsection 412.12(a) and replace it with the following:
(a) Hand Finishing. Hand finishing should be minimized wherever possible. The Engineer shall
be notified prior to hand finishing work and the proposed hand finished work shall be
addressed in the Quality Control Plan for concrete finishing. Unless otherwise specified, hand
finishing methods will be permitted only under the following conditions. Hand finished
concrete shall be struck off and screeded with a portable screed that is at least 2 feet longer
than the maximum width of the slab to be struck off. It shall be sufficiently rigid to retain its
shape. Concrete shall be thoroughly consolidated by hand vibrators. Hand finishing shall not
be allowed after concrete has been in-place for more than 30 minutes or when initial set has
begun unless otherwise approved by the Engineer. Finishing tools made of aluminum shall
not be used.
The Contractor shall provide a Quality Control Plan (QCP) to ensure that proper hand
finishing is accomplished in accordance with current Industry standards in the concrete
pavement placement. It shall also identify the Contractor’s method for ensuring that the
provisions of the QCP are met. The QCP shall be submitted to the Engineer at the
Preconstruction Conference. Paving operations shall not begin until the Engineer has
approved the QCP. The QCP shall identify and address issues affecting the quality of finished
concrete pavement including but not limited to:
(1) Timing of hand finishing operations
(2) Methodology to place and transport concrete
(3) Equipment and tools to be utilized
(4) Qualifications and training of finishers and supervisors
When the Engineer determines that any element of the approved QCP is not being
implemented or that hand finished concrete is unacceptable, work shall be suspended. The
Contractor shall supply a written plan to address improperly placed material and how to
remedy future hand finishing failures and bring the work into compliance with the QCP. The
Engineer will review the plan for acceptability prior to authorizing the resumption of
operations.
180
May 5, 2011
REVISION OF SECTIONS 412, 601 AND 711
LIQUID MEMBRANE-FORMING COMPOUNDS
FOR CURING CONCRETE
Sections 412, 601 and 711 of the Standard Specifications are hereby revised for this project as
follows:
In subsection 412.14, first paragraph, delete the second sentence and replace with the following:
The impervious membrane curing compound shall meet the requirements of ASTM C 309, Type 2
and shall be volatile organic content (VOC) compliant.
In subsection 601.13 (b), first paragraph, delete the second sentence and replace with the
following:
A volatile organic content (VOC) compliant curing compound conforming to ASTM C 309, Type 2
shall be used on surfaces where curing compound is allowed, except that Type 1 curing
compound shall be used on exposed aggregate or colored concrete, or when directed by the
Engineer.
In subsection 601.16 (a) 1., delete the first sentence and replace with the following:
1. Membrane Forming Curing Compound Method. A volatile organic content (VOC) compliant
curing compound conforming to ASTM C 309, Type 2 shall be uniformly applied to the
surface of the deck, curbs and sidewalks at the rate of 1 gallon per 100 square feet.
Delete subsection 711.01 and replace with the following:
711.01 Curing Materials. Curing materials shall conform to the following requirements:
Burlap Cloth made from Jute or Kenaf AASHTO M 182
Liquid Membrane-Forming Compounds for
Curing Concrete
ASTM C 309
Sheet Materials for Curing Concrete AASHTO M 171*
*Only the performance requirements of AASHTO M171 shall apply.
Straw used for curing shall consist of threshed straw of oats, barley, wheat, or rye. Clean field or
marsh hay may be substituted for straw when approved by the Engineer. Old dry straw or hay
which breaks readily in the spreading process will not be accepted.
181
February 3, 2011
REVISION OF SECTIONS 412 AND 705
PREFORMED COMPRESSION SEALS
Sections 412 and 705 of the Standard Specifications are hereby revised for this project as
follows:
Subsection 412.13 shall include the following:
Transverse and untied longitudinal joints shall be sawed and sealed as shown in the following
diagram for preformed compression seals. Installation shall conform to subsection 412.18, as
revised for this project, and the compression seal and lubricant materials shall conform to
subsection 705.01, as revised for this project.
Subsection 412.18 shall include the following:
Before installation of the preformed compression seal the following shall be completed:
(1) Repair of defective pavement slabs and repair and proper curing of cracks or spalls in
accordance with subsection 412.16.
(2) Corrective work for tining.
(3) Corrective work for smoothness in accordance with subsection 412.17(c).
Air temperature at the time of installation shall be from 40 to 80 °F or as recommended by the
manufacturer. The joint shall be air cleaned with oil free air at 100 psi minimum just before seal
installation. The preformed compression seal shall have an uncompressed width of 11/16 inch.
Installation shall be in conformance with the following diagram and shall follow the manufacturers
recommendations. A machine shall be used for installation which results in proper depth of the
seal without damage or twisting of the seal. Elongation during installation shall not exceed 5
percent.
Subsection 705.01 shall include the following:
(c) Preformed Compression Seals. Preformed compression seals shall conform to AASHTO M
220. The lubricant adhesive used for installation of the preformed compression seal shall
conform to ASTM D 2835. The Contractor shall provide the Engineer with certified test
reports that indicate conformance of the preformed compression seals and lubricant adhesive
with these specifications before installation begins.
182
February 3, 2011
JOINT SHAPE AND JOINT FILLER DETAILS FOR
TRANSVERSE SAWED CONTRACTION JOINT AND
UNTIED LONGITUDINAL CONTRACTION JOINT
*Saw Depth
T/4 for transverse sawed contraction joint
T/3 for untied longitudinal contraction joint
Where:
T = pavement thickness
Tolerances of all joint width dimensions: 0 to +1/16 inch
Installation of preformed compression joint seals shall be in accordance with
manufacturer’s recommendations.
The joint locations, spacing, and general notes on the standard for concrete
pavement joints for this project shall apply.
All materials and installation required for compression joint seals will be
included in the work.
All other joints shall be constructed in accordance with standard
specifications.
183
February 3, 2011
REVISION OF SECTION 601
CONCRETE BATCHING
Section 601 of the Standard Specifications is hereby revised for this project as follows:
In subsection 601.06, delete (13) and (17) and replace with the following:
(13) Gallons of water added by truck operator, the time the water was added and the quantity of
concrete in the truck each time water is added.
(17) Water to cementitious material ratio.
184
February 3, 2011
REVISION OF SECTIONS 601
CONCRETE FINISHING
Section 601of the Standard Specifications are hereby revised for this project as follows:
In subsection 601.12 (a) delete the fifth paragraph and replace it with the following:
Water shall not be added to the surface of the concrete to assist in finishing operations.
Hand finishing should be minimized wherever possible. The hand finishing methods shall be
addressed in the Quality Control Plan for concrete finishing. Hand finished concrete shall be
struck off and screeded with a portable screed that is at least 2 feet longer than the maximum
width of the surface to be struck off. It shall be sufficiently rigid to retain its shape. Concrete shall
be thoroughly consolidated by hand vibrators. Hand finishing shall not be allowed after concrete
has been in-place for more than 30 minutes or when initial set has begun. Finishing tools made
of aluminum shall not be used.
The Contractor shall provide a Quality Control Plan (QCP) to ensure that proper hand finishing is
accomplished in accordance with current Industry standards. It shall identify the Contractor’s
method for ensuring that the provisions of the QCP are met. The QCP shall be submitted to the
Engineer at the Preconstruction Conference. Concrete placement shall not begin until the
Engineer has approved the QCP. The QCP shall identify and address issues affecting the quality
finished concrete including but not limited to:
(5) Timing of hand finishing operations
(6) Methodology to place and transport concrete
(7) Equipment and tools to be utilized
(8) Qualifications and training of finishers and supervisors
When the Engineer determines that any element of the approved QCP is not being implemented
or that hand finished concrete is unacceptable, work shall be suspended. The Contractor shall
supply a written plan to address improperly placed material and how to remedy future hand
finishing failures and bring the work into compliance with the QCP. The Engineer will review the
plan for acceptability prior to authorizing the resumption of operations.
In subsection 601.14(a) delete the fourth paragraph.
185
July 28, 2011
REVISION OF SECTION 601
CONCRETE FORM AND FALSEWORK REMOVAL
Section 601 of the Standard Specifications is hereby revised for this project as follows:
In subsection 601.09, delete (h) and replace with the following:
(h) Removal of Forms. The forms for any portion of the structure shall not be removed until the
concrete is strong enough to withstand damage when the forms are removed.
Unless specified in the plans, forms shall remain in place for members that resist dead load
bending until concrete has reached a compressive strength of at least 80 percent of the required
28 day strength, 0.80f’c. Forms for columns shall remain in place until concrete has reached a
compressive strength of at least 1,000 psi. Forms for sides of beams, walls or other members
that do not resist dead load bending shall remain in place until concrete has reached a
compressive strength of at least 500 psi.
Forms and supports for cast-in-place concrete box culverts (CBCs) shall not be removed until the
concrete compressive strength exceeds 0.6 fc′ for CBCs with spans up to and including 12 feet,
and 0.67 fc′ for CBCs with spans exceeding 12 feet but not larger than 20 feet. Forms for CBCs
with spans larger than 20 feet shall not be removed until after all concrete has been placed in all
spans and has attained a compressive strength of at least 0.80f’c.
Concrete compressive strength shall be determined using information concrete cylinders or by
maturity meters. At the pre-pour conference, the Contractor shall submit the method of
determining the structure’s strength and the location where information cylinders will be taken or
maturity meters placed.
If information cylinders are used they shall be cast by the Contractor and cured in the same
manner as the structure. A set of information cylinders shall be taken for each concrete
placement on the structure. A set of information cylinders shall be taken for any load of concrete
that is being placed at the mid-span of beams and at support locations and other locations as
directed by the Engineer. Casting of the information cylinders will be witnessed by the Engineer.
The information cylinders shall remain in the molds and cured in the same manner as the
structure until they are tested in the laboratory by the Engineer. Compressive strength shall be
determined using the compressive strength of at least two information cylinders. The contractor
shall be responsible for protecting the information cylinders from damage.
Prior to placement of concrete whose strength will be determined with maturity meters, the
Contractor shall provide the Engineer a report of maturity relationships in accordance with CP 69.
The Contractor shall provide maturity meters and all necessary wires and connectors. The
Contractor shall be responsible for the placement and maintenance of the maturity meter and
wire. . At a minimum a maturity meter will be placed at the mid-span of beams and at support
locations. Placement shall be as directed by the Engineer.
For structures with multiple sets of information cylinders or maturity meters, the lowest
compressive strength shall determine when the forms can be removed.
Acceptance cylinders shall not be used for determining compressive strength to remove forms.
When field operations are controlled by information cylinder tests or maturity meter, the removal
of forms, supports and housing, and the discontinuance of heating and curing may begin when
the concrete is found to have the required compressive strength.
186
Forms for median barrier, railing or curbs, may be removed at the convenience of the Contractor
after the concrete has hardened.
All forms shall be removed except permanent steel bridge deck forms and forms used to support
hollow abutments or hollow piers when no permanent access is available into the cells. When
permanent access is provided into box girders, all interior forms and loose material shall be
removed, and the inside of box girders shall be cleaned.
In subsection 601.11, delete (e) and replace with the following:
(e) Falsework Removal. Unless specified in the plans or specifications, falsework shall remain in
place until concrete has attained a minimum compressive strength of 0.80f’c.
Falsework supporting any span of a simple span bridge shall not be released until after all
concrete, excluding concrete above the bridge deck, has attained a compressive strength of at
least 0.80f’c.
Falsework supporting any span of a continuous or rigid frame bridge shall not be released until
after all concrete, excluding concrete above the bridge deck, has been placed in all spans and
has attained the compressive strength of at least 0.80f’c.
Falsework for arch bridges shall be removed uniformly and gradually, beginning at the crown, to
permit the arch to take its load slowly and evenly.
Falsework supporting overhangs and deck slabs between girders shall not be released until the
deck concrete has attained a compressive strength of at least 0.80f’c.
Falsework for pier caps which will support steel or precast concrete girders shall not be released
until the concrete has attained a compressive strength of at least 0.80f’c. Girders shall not be
erected onto such pier caps until the concrete in the cap has attained the compressive strength of
at least 0.80f’c.
Falsework for cast-in-place prestressed portions of structures shall not be released until after the
pre-stressing steel has been tensioned.
Concrete compressive strength shall be determined using information concrete cylinders or by
maturity meters. At the pre-pour conference, the Contractor shall submit the method of
determining the structure’s strength and the location that information cylinders will be taken or
maturity meters placed.
If information cylinders are used they shall be cast by the Contractor and cured in the same
manner as the structure. A set of information cylinders shall be taken for each concrete
placement on the structure. A set of information cylinders shall be taken for any load of concrete
that is being placed at the mid-span of beams and at support locations and other locations as
directed by the Engineer. Casting of the information cylinders will be witnessed by the Engineer.
The information cylinders shall remain in the molds and cured in the same manner as the
structure until they are tested in the laboratory by the Engineer. Compressive strength shall be
determined using the compressive strength of at least two information cylinders. The Contractor
shall be responsible for protecting the information cylinders from damage.
Prior to placement of concrete whose strength will be determined with maturity meters, the
Contractor shall provide the Engineer a report of maturity relationships in accordance with CP 69.
The Contractor shall provide maturity meters and all necessary wires and connectors. The
Contractor shall be responsible for the placement and maintenance of the maturity meters and
187
wires. At a minimum a maturity meter will be placed at the mid-span of beams and at support
locations. Placement shall be as directed by the Engineer.
For structures with multiple sets of information cylinders or maturity meters, the lowest
compressive strength shall determine when the falsework can be removed.
Acceptance cylinders shall not be used for determining compressive strength to remove
falsework.
188
July 29, 2011
REVISION OF SECTION 601
CONCRETE SLUMP ACCEPTANCE
Section 601 of the Standard Specifications is hereby revised for this project as follows:
Delete the fifth paragraph of Subsection 601.05 and replace with the following:
Except for Class BZ concrete, the slump of the delivered concrete shall be the slump of the
approved concrete mix design plus or minus 2.0 inch. The laboratory trial mix must produce an
average compressive strength at least 115 percent of the required field compressive strength
specified in Table 601-1. When entrained air is specified in the Contract for Class BZ concrete, an
air entraining admixture may be added to an approved Class BZ mix design. A new trial mix will
not be required.
Delete Subsection 601.17 (b), 601.17 (d) and Table 601-3 and replace with the following:
(b) Slump. Slump acceptance, but not rejection, may be visually determined by the Engineer.
Any batch that exceeds the slump of the approved concrete mix design by 2.0 inches will be
retested. If the slump is exceeded a second time, that load is rejected. If the slump is
greater than 2 inches lower than the approved concrete mix design, the load can be adjusted
with a water reducer, or by adding water (if the w/cm allows) and retested.
Portions of loads incorporated into structures prior to determining test results which indicate
rejection as the correct course of action shall be subject to reduced payment or removal as
determined by the Engineer.
(d) Pay Factors. The pay factor for concrete which is allowed to remain in place at a reduced
price shall be according to Table 601-3 and shall be applied to the unit price bid for Item 601,
Structural Concrete.
If deviations occur in air content and strength within the same batch, the pay factor for the
batch shall be the product of the individual pay factors.
189
Table 601-3
PAY FACTORS
Percent Total Air Strength
Deviations
From
Specified
Air
(Percent)
Pay
Factor
(Percent)
Below
Specified
Strength (psi)
[ < 4500 psi
Concrete]
Pay
Factor
(Percent)
Below
Specified
Strength (psi)
[ ≥ 4500 psi
Concrete]
0.0-0.2 98 1-100 98 1-100
0.3-0.4 96 101-200 96 101-200
0.5-0.6 92 201-300 92 201-300
0.7-0.8 84 301-400 84 301-400
0.9-1.0 75 401-500 75 401-500
Over 1.0 Reject Over 500 Reject
65 501-600
54 601-700
42 701-800
29 801-900
15 901-1000
Reject Over 1000
190
April 26, 2012
REVISION OF SECTIONS 603, 624 AND 705
DRAINAGE PIPE
Sections 603, 624 and 705 of the Standard Specifications are hereby revised for this project as
follows:
Subsection 603.07 shall include the following:
Joint systems for siphons, irrigation systems, and storm drains shall be watertight.
Subsection 603.07(c) shall include the following:
Watertight joint systems for plastic pipe shall conform to subsection 705.03.
In subsection 624.02 delete the third paragraph and replace it with the following:
Connecting bands shall receive the same corrosion protection as the pipe with which they are
used. Coatings conforming to the requirements of Sections 706 and 707 will be permitted as
applicable. Connecting bands and pipe extensions shall be of similar metal, or of non-metallic
material, to avoid galvanic corrosion.
End sections for concrete or metal pipe shall be the same material as the pipe and meet the
requirements for the same class as that specified for the pipe in accordance with Table 624-1.
Plastic end sections shall not be used. When plastic pipe is to be installed with end sections,
steel or concrete end sections meeting the same class as that specified for the pipe in
accordance with Table 624-1 shall be used.
In subsection 624.02 delete the fourth paragraph and replace it with the following:
The Contractor may furnish any pipe material allowed in Table 624-1 for the class of pipe
specified in the Contract except for storm drains. The Contractor may furnish RCP or PVC
allowed in Table 624-1 for the class of pipe specified in the Contract for storm drains. The
Contractor shall state at the preconstruction conference the pipe materials intended to be
furnished.
In subsection 624.02 delete Table 624-1 and replace it with the following:
TABLE 624-1
Materials Allowed for Class of Pipe
Material
Allowed**
Class of Pipe*
0 1 2 3 4 5 64 7 8 9 104
CSP Y N N N N N N N N N N
Bit. Co. CSP Y Y1 N N N N N N N N N
A.F. Bo. CSP Y Y Y Y Y Y Y N N N N
CAP Y Y2 Y2 Y2 Y2 Y N N N N N
PCSP - both
sides Y Y Y Y N N N N N N N
PVC6 Y Y Y Y Y Y Y Y Y Y Y
191
PE6 Y Y Y Y Y Y Y Y Y Y Y
RCP (SP0)3,5 Y Y N N N N N Y N N N
RCP (SP1)3,5 Y Y Y N N N N Y Y N N
RCP (SP2)3,5 Y Y Y Y Y N N Y Y Y N
RCP (SP3)3,5 Y Y Y Y Y Y Y Y Y Y Y
* As determined by the Department in accordance with the CDOT Pipe Selection Guide.
Determination is based on abrasion and corrosion resistance.
** Y=Yes; N=No.
1 Coated Steel Structural Plate Pipe of equal or greater diameter, conforming to Section
510, may be substituted for Bit. Co. CSP at no additional cost to the project.
2 Aluminum Alloy Structural Plate Pipe of equal or greater diameter, conforming to
Section 510, may be substituted for CAP at no additional cost to the project.
3 SP= Class of Sulfate Protection required in accordance with subsection 601.04 as
revised for this project. RCP shall be manufactured using the cementitious material
required to meet the SP class specified.
4 For pipe classes 6 and 10, the RCP shall be coated in accordance with subsection
706.07 when the pH of either the soil or water is less than 5. The Contract will specify
when RCP is to be coated.
5 Concrete shall have a compressive strength of 4500 psi or greater.
6 In accordance with subsection 712.13.
Subsection 624.03 shall include the following:
Joint systems for siphons, irrigation systems, and storm drains shall be watertight. Watertight joint
systems for plastic pipe shall conform to subsection 705.03.
Subsection 705.03 shall include the following:
Watertight joint systems for plastic pipe shall be in accordance with ASTM D3212.
192
February 17,
2012
REVISION OF SECTION 630
CONSTRUCTION ZONE TRAFFIC CONTROL
Section 630 of the Standard Specifications is hereby revised for this project as follows:
In subsection 630.16 delete the fifth paragraph.
193
June 16, 2011
REVISION OF SECTION 703
AGGREGATE FOR HOT MIX ASPHALT
Section 703 of the Standard Specifications is hereby revised for this project as follows:
Subsection 703.04 shall include the following:
The aggregate for Hot Mix Asphalt (HMA) shall meet the requirements of Table 703-4A when
tested in accordance with CP-L 4211 Resistance of Coarse Aggregate to Degradation by
Abrasion in the Micro-Deval Apparatus. The Contractor shall be assessed a price reduction of
$1000 for each production sample of the combined aggregate with a value greater than 20
according to CP-L 4211.
Table 703-4A
AGGREGATE DEGRADATION BY ABRASION
IN THE MICRO-DEVAL CP-L 4211
Not to exceed
Combined Aggregate (Mix Design) 18
Combined Aggregate (1/10,000 tons, or fraction thereof
during production) 20
194
July 28, 2011
REVISION OF SECTION 703
CONCRETE AGGREGATES
Section 703 of the Standard Specifications is hereby revised for this project as follows:
Delete the second paragraph of subsection 703.00 and Table 703-1.
Delete subsections 703.01 and 703.02 and replace with the following:
703.01 Fine Aggregate for Concrete. Fine aggregate for concrete shall conform to the
requirements of AASHTO M 6, Class A. The minimum sand equivalent, as tested in accordance
with Colorado Procedure 37 shall be 80 unless otherwise specified. The fineness modulus, as
determined by AASHTO T 27, shall not be less than 2.50 or greater than 3.50 unless otherwise
approved.
703.02 Coarse Aggregate for Concrete. Coarse aggregate for concrete shall conform to the
requirements of AASHTO M 80, Class A aggregates, except that the percentage of wear shall not
exceed 45 when tested in accordance with AASHTO T 96.
195
January 20, 2012
REVISION OF SECTION 712
GEOTEXTILES
Section 712 of the Standard Specifications is hereby revised for this project as follows:
In subsection 712.08, third paragraph, delete the last sentence and replace with the following:
The current list of products that meet these requirements is located at: https://www.dot.ny.gov.
In subsection 712.08, delete Table 712-2 and replace with the following
196
Table 712-2
TYPICAL VALUES OF PERMEABILITY COEFFICIENTS1
Turbulent Flow
Particle
Size Range
Millimeters (inches)
Effective
Size Permeability
Coefficient k
D max D min cm/s
D 20 mm
(inches)
Derrick STONE 3000 (120) 900 (36) 1200 (48) 100
One-man STONE 300 (12) 100 (4) 150 (6) 30
Clean, fine to coarse
GRAVEL 80 (3) 10 (¼) 13 (½) 10
Fine, uniform
GRAVEL 8 (⅜) 1.5 (1/16) 3 (⅛) 5
Very coarse, clean,
uniform SAND 3 (⅛) 0.8 (1/32) 1.5 (1/16) 3
Laminar Flow
Uniform, coarse
SAND 2 (⅛) 0.5 (1/64) 0.6 0.4
Uniform, medium
SAND 0.5 0.25 0.3 0.1
Clean, well-graded
SAND & GRAVEL 10 0.05 0.1 0.01
Uniform, fine SAND 0.25 0.05 0.06 40 x 10-4
Well-graded, silty
SAND & GRAVEL 5 0.01 0.02 4 x 10-4
Silty SAND 2 0.005 0.01 1.0 x 10-4
Uniform SILT 0.05 0.005 0.006 0.5 x 10-4
Sandy CLAY 1.0 0.001 0.002 0.05 x 10-4
Silty CLAY 0.05 0.001 0.0015 0.01 x 10-4
CLAY (30% to 50%
clay sizes) 0.05 0.0005 0.0008 0.001 x 10-4
Colloidal CLAY (-2
μm 50%) 0.01 10 40 10-9
1 Basic Soils Engineering, R.K. Hough, 2nd Edition, Ronald Pess Co.; 1969,
Page 76.
Note: Since the permeability coefficient of the soil will be unknown in most non-
critical, non-severe applications for erosion control and drainage, the soil-
permeability coefficients listed in Table 712-2 may be used as a guide for
comparing the permeability coefficient of the fabric with that of the in-
place soil
197
February 3, 2011
REVISION OF SECTION 712
WATER FOR MIXING OR CURING CONCRETE
Section 712 of the Standard Specifications is hereby revised for this project as follows:
Delete subsection 712.01 and replace it with the following:
712.01 Water. Water used in mixing or curing concrete shall be reasonably clean and free of oil,
salt, acid, alkali, sugar, vegetation, or other substance injurious to the finished product. Concrete
mixing water shall meet the requirements of ASTM C1602. The Contractor shall perform and
submit tests to the Engineer at the frequencies listed in ASTM C1602. Potable water may be
used without testing. Where the source of water is relatively shallow, the intake shall be so
enclosed as to exclude silt, mud, grass, and other foreign materials.
For Information Only
For Information Only
For Information Only
For Information Only
For Information Only
For Information Only
For Information Only
For Information Only
For Information Only
For Information Only
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nt of Revenue.
APPLICATION
od
r, partner, or corpo
act Person
umber:
or agreement p
ignatures of c
ipal contact’s tele
County (ies) whe
ated
etion date:
at the statem
of corporate offic
APPLICA
OR
CERTIFIC
to Statute
.114(1)(a)
urchasing cons
rchase or renta
come part of th
certificate and
It is the respo
N TO BE DENI
0
orate name:
Bid amount
$
Colorado with
pages (1) iden
contracting pa
Exempt org
98 -
ephone number:
ere project is loc
ments mad
cer:
ATION
CATE
e
)(XIX)
6
DO NOT WR
struction and b
al of equipment
he structure, hig
d other penaltie
nsibility of the
IED.
0170-750 (9
for your contrac
hholding tax accoun
ntifying the co
arties must be
anization’s numb
:
cated)
Month Day
de in this ap
D
6
RITE IN THIS SP
building materia
t, supplies, and
ghway, road,
es provided by
prime contracto
999) $0.00
ct:
nt number:
ontracting part
e attached.
ber:
y Year
pplication a
Date:
PACE
als
d
y
or
ties
re
69 607-01 Fence (3 Rail Dowel)
460 LF $ -
70 608-01 Concrete Sidewalk (6")
31,000 SF $ -
71 608-02 Concrete Access Ramp (8" w/ Truncated Domes)
1,560 SF $ -
72 608-03 Concrete Crosspan and Apron (9")
1,000 SF $ -
73 608-04 Concrete Drive (8")
130 SY $ -
74 608-05 Yosemite Brown Concrete Bike Path (5" Fibermesh)(Class DT)
5,470 SF $ -
75 609-01 Curb and Gutter Type 2 (Section IIB)
7,600 LF $ -
76 619-01 Water Service with meter pit
1EA $ -
77 620-01 Construction Trailer
1LS $ -
78 623-01 Traffic Conduit (Two 2" and Two 3")(Sch 80)
640 LF $ -
79 623-02 3" PVC Pipe (Sch 40)
200 LF $ -
80 623-03 Irrigation for Country Club
1LS $ -
7405 Turnberry Road Improvements Project Page 4 of 16