HomeMy WebLinkAboutCSU HEALTH CENTER / GF WAIRDS REPLAT & UTILITY PLAN - PDP/FDP - FDP150039 - SUBMITTAL DOCUMENTS - ROUND 1 - EROSION CONTROL LETTER/REPORTEROSION CONTROL REPORT
FOR
CSU HEALTH AND MEDICAL CENTER
AT
151 W. LAKE STREET
FORT COLLINS, CO 80524
PREPARED FOR
COLORADO STATE UNIVERSITY
Fort Collins, CO 80523
NOVEMBER 11, 2015
CSU Health and Medical Center - Erosion Control Report Page 1 of 10
ABLE OF CONTENTS
SECTION 1 – GENERAL LOCATION AND DESCRIPTION ................................................................. 2
SITE LOCATION .................................................................................................................... 2
DESCRIPTION OF PROPERTY .................................................................................................. 2
SECTION 2 – DRAINAGE BASINS AND HISTORIC RUNOFF .............................................................. 2
HISTORIC BASINS ................................................................................................................. 3
PROPOSED DEVELOPED BASINS ............................................................................................ 3
SECTION 3 – STORMWATER POLLUTION PREVENTION ................................................................... 4
TEMPORARY EROSION CONTROL .......................................................................................... 4
PERMANENT EROSION CONTROL........................................................................................... 4
STORMWATER MANAGEMENT CONTROLS .............................................................................. 4
SEQUENCE OF CONSTRUCTION ACTIVITIES .............................................................................. 7
SECTION 4 – CONCLUSIONS ..................................................................................................... 9
SECTION 5 – REFERENCES ....................................................................................................... 10
APPENDIX
APPENDIX A – UTILITY PLANS
1. EROSION CONTROL PLAN (CE1.0)
2. SWMP AND EROSION CONTROL DETAILS (CE1.1-1.2)
3. OVERALL GRADING PLAN (C1.0)
4. DETAILED GRADING PLANS (C1.1-1.6)
APPENDIX B – EROSION CONTROL ESCROW/SECURITY CALCULATIONS
APPENDIX C – SOIL DATA FROM CTL THOMPSON
CSU Health and Medical Center - Erosion Control Report Page 2 of 10
SECTION 1 – GENERAL LOCATION AND
DESCRIPTION
SITE LOCATION
The Colorado State University (CSU) Health and Medical Center (Medical Center), is located at
151 West Lake Street in the City of Fort Collins, Colorado.
DESCRIPTION OF PROPERTY
The site is owned by Colorado State University. The site is approximately 5.7 acres of developed
residential properties with an alley bisecting the lot from north to south. The site currently drains
in several directions with most of the flow directed to the south with slopes from 1.9% to 2.5%
and east at a slope of 1.2% to the intersection of Prospect Road and College Avenue. A smaller
portion of the site drains to the north at a 2.0% slope to Lake Street and to the west at a slopes
ranging from 1.8% to 3.8% to Mason Street. From the geotechnical report dated August 18, 2015
the soil is mainly sandy clay with areas of gravely sand and existing fill. Sandstone bedrock was
encountered at 18ft to 24ft below the ground surface with ground water being located at 12ft to
19ft below ground surface. The existing percent imperviousness of the property is approximately
31.3%. Type C soil was used for the rational calculations. The rainfall erodibility is K=0.24 for
type C soil and will cause rilling and gulling over longer distances and steeper slopes. Perimeter
control will be the primary means of minimizing the extent of gulling.
There are no irrigation canals passing through the site.
According to the FEMA Flood Insurance Rate Map Panel Number 08069C0979H dated
05/02/2012, the site is located outside of the 100-year floodplain area.
CSU Health and Medical Center - Erosion Control Report Page 3 of 10
SECTION 2 – DRAINAGE DESIGN
HISTORIC CONDITION
The existing system was modeled in SWMM by Ayres Associates for the CSU Medical Center
Project Drainage Memo dated July 30, 2015. The Ayres SWMM model was used for the existing
system analysis. See the Final Drainage Report for the results of the Ayres SWMM. The site was
divided into six historical basins. One basin drains to the north into Lake Street and is collected
by inlets on Lake Street. A second basin drains to the east onto College Avenue. The flow then
travels south along College Avenue until it turn west onto Prospect Road which has a set of sump
inlets approximately 50ft west of College Avenue. The third and fourth basins drain to the west
on the Mason Street Outfall (MSO) where inlets on the MSO collect the flow. The last two basins
drain south onto Prospect Road where there is a set of sump inlets. Currently the pipe system that
the Prospect Road inlets tie into is undersized and ponding occurs for larger storm events. There
is no existing onsite detention for the site.
DEVELOPED CONDITION
The developed drainage basins will not drastically alter the historical drainage paths, but do
decrease the peak flow rates. Flow to the Lake Street inlets decrease from 6.44cfs to 0.47cfs with
the installation of two inlets on the north and south sides of Lake Street. Flow to College Avenue
decreases from 8.82cfs to 1.86cfs with the addition of area drains in the plaza area and an inlet on
College Avenue. The inlet on College Avenue will be able to capture 3.52cfs, restricted by the
downstream 12inch pipe, which is more than the estimated runoff from the northeast undeveloped
portion of the site at 2.66cfs. Only a small portion of the site now flows onto Prospect Road, the
flow decreases from 20.48cfs to 4.06cfs. The proposed total 100-year peak runoff for the site is
51.0cfs with only 6.39cfs of that flow not being captured and conveyed to the detention pond. The
detention pond has a release rate of 10.76cfs. Therefore, the total flow off the site from the
detention pond and the non-captured flow is 17.15cfs. The existing site has a peak 100-year runoff
rate of 44.66cfs. In the event that the detention ponds outlet pipe is clogged and the pond overflow
the water will drain into Prospect Road and flow east towards College Avenue and the Prospect
Road inlets.
There will be no water quality control in the detention pond because it will be controlled in the
MSO’s regional detention pond. The development of the site will allow for all but 6.39cfs of
runoff from the site to be captured in the detention facility and reduce the runoff that currently
flows offsite. At this time the existing three properties on the northeast edge of the site will not be
developed. However, in the future the properties may be purchased by CSU and developed. The
current storm system and detention pond was sized to allow for the addition of this parking lot.
CSU Health and Medical Center - Erosion Control Report Page 4 of 10
SECTION 3 – STORMWATER POLLUTION
PREVENTION
TEMPORARY EROSION CONTROL
A temporary erosion control plan is to be implemented for the site during construction. Temporary
erosion control measures include, but are not limited to, slope and swale protection provided by
the use of erosion control wattles/sediment control logs, rock socks, erosion control blankets, and
sedimentation basins, etc. All temporary erosion control measures are to be removed after they are
deemed unnecessary. A general erosion control plan has been provided in Appendix A.
PERMANENT EROSION CONTROL
Chapter 2 of the Urban Drainage and Flood Control District’s Urban Storm Drainage Criteria
Manual Volume 3 (USDCM) provides guidelines for the selection of appropriate permanent
structural BMPs for a site that is to be developed or redeveloped. The Medical Center is best
characterized as a “conventional redevelopment” with over 1 acre of impervious area on the
project site. The BMP decision tree for such sites is provided in Figure 2-2 of the USDCM. As
previously stated, the site and surrounding vicinity is comprised of hydrologic soil group Type C
soils, per the NRCS soil survey, with a depth to bedrock of greater than 5 feet.
As stated by Shane Boyle with the City of Fort Collins, if the site remains a CSURF property then
the City’s low impact development (LID) and paver standards must be met. Since the entire site
will be CSU property, the LID and paver criteria is not required. The meeting minutes and notes
are attached in Appendix A. The MSO system includes 0.25acre-ft of water quality capture
volume (WQCV) for this site in the regional detention pond. This site has a WQCV of 0.129acre-
ft. Therefore, no water quality control is required on site. The minor storm event was also not
controlled on site and the system was designed to capture and convey the 100-year event with
flooding.
STORMWATER MANAGEMENT CONTROLS
The Stormwater Management Plan (SWMP) administrator will be determined at the time the
project is bid for construction.
According to the CDPHE Stormwater Fact Sheet – Construction, construction activities produce
many different kinds of pollutants which may cause stormwater contamination problems. The main
pollutant of concern at construction sites is sediment. Grading activities remove grass, rocks,
pavement, and other protective ground covers, resulting in the exposure of underlying soil to the
elements. The soil is then easily picked up by wind and/or washed away by rain or snowmelt.
In addition, construction activities often require the use of toxic or hazardous materials such as
fuel, fertilizers, pesticides, and herbicides, and building materials such as asphalt, sealants, and
CSU Health and Medical Center - Erosion Control Report Page 5 of 10
concrete, which may also pollute stormwater. These materials can be harmful to humans, plants,
and aquatic life.
There are no other known potential pollution sources. However, this condition should be confirmed
by the owner/operator or SWMP administrator. Other pollution sources that could be present
include: runoff from vehicle washing, vehicle maintenance and/or fueling, There are no known
existing non-stormwater components of discharge (i.e., springs, landscape irrigation return flow,
and etc.), or any anticipated during construction.
1. All Disturbed and Stored Soil:
The total disturbed area will be approximately 5.7 acres. Soil stockpiles should be kept
below the locally mandated maximum height of 10 feet and surrounded with sediment
control devices. If the storage of these soils occurs over a period greater than 30 days,
then consider temporarily seeding the soil to minimize soil loss to wind and water
erosion.
2. Vehicle Tracking of Sediments:
The existing site is developed residential properties with a bisecting gravel/asphalt
alley. A temporary stabilized stone pad and/or Trackout Plate (Vehicle Tracking
Control pad, VTC) will be provided at points of ingress and egress onto the unpaved
area. The VTC is designed to reduce the amount of mud transported onto the public
roads by construction traffic. If the site is extraordinarily muddy, then consider
designating an area to wash construction vehicles before they leave the site and enter
the public right-of-way. A BMP such as this is a good way to avoid the costs associated
with street cleaning or accidentally discharging large amounts of sediment into other
storm drain systems.
When in doubt, choose methods that prevent pollution rather than ones that force
clean-up at the downstream end just before the stormwater enters the receiving
waters. In other words, the most efficient construction site BMPs are those that
prevent erosion from happening.
3. Inlet Protection (IP): gravel inlet protection will be used on all existing downstream
inlets to prevent sediment and debris from entering the storm drain system.
4. Street sweeping will be conducted as necessary to remove sediment tracked on to
pavement and adjacent streets.
5. Management of Contaminated Soils:
There are contaminated soils on site and have been mitigated using a clay liner above
the contaminated soils. All grading and construction activities will be conducted
above the depth of the clay liner and the contaminated soils will not be disturbed. If
additional contaminated soils are found, the contractor shall report to the SWMP
administrator.
6. Loading and Unloading Operations:
CSU Health and Medical Center - Erosion Control Report Page 6 of 10
The existing entrance to the site is currently paved and loading/unloading activities
will occur within the paved area of the site or a temporary gravel staging area will be
provided.
7. Outdoor Storage Activities:
Materials storage, waste disposal, and vehicle maintenance and fueling can occur
within an enclosed and secure area.
8. Vehicle and Equipment Maintenance and Fueling:
Materials should be stored and handled in covered areas to prevent contact with
stormwater, and chemicals should be stored within berms or secondary containment
devices to prevent leaks and spills from entering stormwater runoff.
Spill Management
In general, spill prevention and response should include the following:
a) Notification procedures to be used in the event of an accident. At the very
least, the SWMP Administrator should be notified. Depending on the nature
of the spill and the material involved, the Colorado Department of Health,
downstream water users, or other agencies may also need to be notified.
b) Instructions for clean-up procedures.
c) Provisions for absorbents are to be made available for use in fuel areas, and
for containers to be available for used absorbents.
d) Procedures for properly washing out concrete trucks and other equipment in a
manner and location so that the materials and wash water cannot discharge
from the site, and never into a storm drain system or stream.
9. Significant Dust or Particulate Generating Processes:
Disturbed areas not yet ready to be seeded, landscaped, paved, or otherwise stabilized
shall be watered, or ripped as necessary to preclude visible dust emissions. Contractor
shall make every effort to minimize particulate emissions from vehicles performing the
work, including but not limited to regular maintenance of construction equipment.
10. Routine Maintenance Activates Involving Fertilizer, Pesticides, Detergents, Fuels,
Solvents, Oils, Etc:
Materials should be stored and handled in covered areas to prevent contact with
stormwater, and chemicals should be stored within berms or secondary containment
devices to prevent leaks and spills from entering stormwater runoff.
11. On-site Waste management Practices (Waste Piles, Liquid Wastes, Dumpsters, etc):
Materials storage, waste disposal, and vehicle maintenance and fueling can occur
within an enclosed and secure area. The area can be enclosed with temporary fencing
and accessed through a gate with a lock.
12. Concrete Truck/Equipment Washing:
CSU Health and Medical Center - Erosion Control Report Page 7 of 10
A concrete washout facility will be provided onsite. Properly wash out concrete trucks
and other equipment in a manner and location (a minimum of 50 feet away from any
inlet structures) so that the materials and wash water cannot discharge from the site,
and never into a storm drain system or stream.
13. Dedicated Asphalt and Concrete Batch Plants:
There will be no dedicated batch plant on site.
14. Non-Industrial Waste Source Such as Workers Trash And Portable Toilets:
Garbage cans shall be located at break areas and portable toilets shall be provided if
onsite bathroom facilities cannot be used. Locate dumpsters and portable toilets away
from drainage courses (minimum 50 feet from any inlet structures) and stake down
toilets to prevent tipping.
15. Other Areas or Procedures where Potential Spills can Occur:
Records of spills, leaks, or overflows that result in the discharge of pollutants must be
documented and maintained. Record all spills that are responded to, even if they do
not result in a discharge of pollutants. Information that should be recorded for all
occurrences includes the time and date, weather conditions, reasons for the spill, etc.
Some spills may need to be reported to immediately. Specifically, a release of any
chemical, oil, petroleum product, sewage, etc., which may enter waters of the State of
Colorado (which include surface water, ground water and dry gullies or storm sewers
leading to surface water) must be reported. More guidance is available on the web at
www.colorado.gov. The Division’s toll-free 24-hour number for environmental
hazards and chemical spills and releases is 1-877-518-5608.
SEQUENCE OF CONSTRUCTION ACTIVITIES
Construction Start Date (This is the day you expect to begin disturbing soils, including grubbing,
stockpiling, excavating, demolition, and grading activities): January 1, 2016.
Final Stabilization Date (this is when the site is finally stabilized. This means that all disturbed
areas have been either built on, paved, or a uniform vegetative cover reaching over 70% of the
initial vegetative density has been established.) Even if you are doing one part of the project, the
estimated completion date must be for the overall project: June 2017.
Construction Sequencing: (Detailed construction sequencing to be determined by the contractor)
1. Installation of temporary erosion and sediment control measures.
This includes all sediment control logs, rock socks, erosion control blankets, and silt fence
where all land disturbing activities will occur.
2. Sequence of all land disturbing activity.
Overlot grading in preparation for the pouring of new sidewalks will occur early in the
construction schedule. Additional land disturbance will occur around the site for utility
installation and the construction of the new bandstand/stage structure.
3. Drainage facility construction.
CSU Health and Medical Center - Erosion Control Report Page 8 of 10
No new drainage facilities are proposed for this project.
4. Sediment basins, temporary channel stabilization.
Sediment control logs or erosion control blankets will be installed on the banks of the
vegetated detention pond and swale on the west part the site.
5. Seeding
All disturbed areas will be seeded upon completing of finish grading. Refer to the landscape
plans for detailed planting and seeding schedule.
6. Mulching.
Spread straw mulch uniformly over seeded areas at a rate of 90 lbs per 1000 square feet of
ground. No more than 25% of the ground should be visible. Crimp or pinch mulch into
soil 2-4 inches by using either a mulch anchoring tool, a farm disk operating on the contour
of the slope, or by cleating with bulldozer tracks operating up and down the slopes (to
prevent tracks from forming gullies).
7. Required maintenance activities (e.g. after-storm checks of all BMPs, etc.).
All temporary sediment control BMPs shall be inspected after each rain event to ensure
proper protection and to determine if cleaning is necessary. Final cleaning of all storm
facilities shall be provided upon final stabilization of site.
CSU Health and Medical Center - Erosion Control Report Page 9 of 10
SECTION 4 – CONCLUSIONS
The goal of the erosion control report is to describe appropriate controls and measures to
improve water quality by reducing pollutants in stormwater discharges and ensure compliance
with the requirements of the City of Fort Collins Erosion Control Standards.
The proposed improvements for the Medical Center will increase the overall imperviousness of
the site over the existing condition. However, total storm water runoff discharging into Mason
Street Outfall will be decreased from the historic flow rates. Both the existing and proposed
permanent structural BMP’s on site, including the detention pond, capture the majority of the
runoff discharged from the site and will improve storm water quality by facilitating
sedimentation and filtering of runoff.
Temporary BMP’s to be employed during the construction of the proposed improvements
include straw wattles and rock socks at the downstream limits of disturbance, slope protection on
the vegetated swale if necessary, a concrete washout facility on site, street sweeping practices to
eliminate tracked sediment, and vehicle tracking control.
These measures, along with the other standard Best Management Practices described in this
report, will serve to reduce pollutants in the storm water runoff and satisfy the requirements of
the City of Fort Collins Erosion Control Standards.
CSU Health and Medical Center - Erosion Control Report Page 10 of 10
SECTION 5 – REFERENCES
1. Urban Storm Drainage Criteria Manual (Volumes 1, 2, and 3), Urban Drainage and Flood
Control District, June 2001, Revised April 2008.
2. Storm Drainage Criteria Manual and Construction Standards, City of Fort Collins Storm
Water Utility, City of Fort Collins, Colorado, Updated January, 1997 with 2012
amendments.
3. “Geotechnical Investigation Propose Medical Center”, CTL Thompson, Incorporated.
Dated August 18, 2015
APPENDIX A – UTILITY PLANS
1. Erosion Control Plan (CE1.0)
2. SWMP and Erosion Control Details (CE1.1-1.2)
3. Overall Grading Plan (C1.0)
4. Detailed Grading Plans (C1.1-1.6)
LAKE STREET
SOUTH COLLEGE AVENUE
MASON CORRIDOR TRANSITWAY
WEST PROSPECT ROAD
CE1.0
EROSION CONTROL PLAN
Date
Drawn By
Checked By
Project Number
Sheet of
Issue
Revisions
OWNER'S REPRESENTATIVE
Colorado State University
Facilities Management
251 Edison Drive
Fort Collins, CO, 80523-6030
970.491.0080 - Phone
970.491.7572 - Fax
CIVIL ENGINEER
JVA Consulting Engineers
25 Old Town Square, Ste. 200
Fort Collins, CO 80524
303.444.1951
LANDSCAPE ARCHITECT
Design Workshop
1390 Lawrence St. Ste. 100
Denver, CO, 80204
303.623.2616
STRUCTURAL ENGINEER
JVA Consulting Engineers
1319 Spruce St.
Boulder, CO, 80302
303.444.1951
MECHANICAL / ELECTRICAL /
PLUMBING ENGINEERING
ME Engineers
14143 Denver West Parkway, Ste. 300
Golden, CO, 80401
303.421.6655
ELECTRICAL
Gregory Electric
3317 North Lincoln Ave
Loveland, CO, 80538
970-669-7609
MECHANICAL CONTRACTOR
US Engineering Co
1100 W. 120th Ave #900
Westminster, CO, 80234
303.964.8060
ENERGY / ENVIRONMENTAL
Ambient Energy
130 W. 5th Ave
Denver, CO, 80204
303.278.1532
SPECIFICATIONS
Specifications for Architects, Inc.
6560 West Alamo Drive
Littleton, CO, 80123
CE1.1
SWMP & EROSION CONTROL DETAILS
Date
Drawn By
Checked By
Project Number
Sheet of
Issue
Revisions
OWNER'S REPRESENTATIVE
Colorado State University
Facilities Management
251 Edison Drive
Fort Collins, CO, 80523-6030
970.491.0080 - Phone
970.491.7572 - Fax
CIVIL ENGINEER
JVA Consulting Engineers
25 Old Town Square, Ste. 200
Fort Collins, CO 80524
303.444.1951
LANDSCAPE ARCHITECT
Design Workshop
1390 Lawrence St. Ste. 100
Denver, CO, 80204
303.623.2616
STRUCTURAL ENGINEER
JVA Consulting Engineers
1319 Spruce St.
Boulder, CO, 80302
303.444.1951
MECHANICAL / ELECTRICAL /
PLUMBING ENGINEERING
ME Engineers
14143 Denver West Parkway, Ste. 300
Golden, CO, 80401
303.421.6655
ELECTRICAL
Gregory Electric
3317 North Lincoln Ave
Loveland, CO, 80538
970-669-7609
MECHANICAL CONTRACTOR
US Engineering Co
1100 W. 120th Ave #900
Westminster, CO, 80234
303.964.8060
ENERGY / ENVIRONMENTAL
Ambient Energy
130 W. 5th Ave
Denver, CO, 80204
303.278.1532
SPECIFICATIONS
Specifications for Architects, Inc.
6560 West Alamo Drive
Littleton, CO, 80123
303.927.8362
1301 Wazee . Suite 100
Denver . Colorado . 80204
303 . 623 . 7323
CE1.2
EROSION CONTROL DETAILS
Date
Drawn By
Checked By
Project Number
Sheet of
Issue
Revisions
OWNER'S REPRESENTATIVE
Colorado State University
Facilities Management
251 Edison Drive
Fort Collins, CO, 80523-6030
970.491.0080 - Phone
970.491.7572 - Fax
CIVIL ENGINEER
JVA Consulting Engineers
25 Old Town Square, Ste. 200
Fort Collins, CO 80524
303.444.1951
LANDSCAPE ARCHITECT
Design Workshop
1390 Lawrence St. Ste. 100
Denver, CO, 80204
303.623.2616
STRUCTURAL ENGINEER
JVA Consulting Engineers
1319 Spruce St.
Boulder, CO, 80302
303.444.1951
MECHANICAL / ELECTRICAL /
PLUMBING ENGINEERING
ME Engineers
14143 Denver West Parkway, Ste. 300
Golden, CO, 80401
303.421.6655
ELECTRICAL
Gregory Electric
3317 North Lincoln Ave
Loveland, CO, 80538
970-669-7609
MECHANICAL CONTRACTOR
US Engineering Co
1100 W. 120th Ave #900
Westminster, CO, 80234
303.964.8060
ENERGY / ENVIRONMENTAL
Ambient Energy
130 W. 5th Ave
Denver, CO, 80204
303.278.1532
SPECIFICATIONS
Specifications for Architects, Inc.
6560 West Alamo Drive
Littleton, CO, 80123
303.927.8362
1301 Wazee . Suite 100
Denver . Colorado . 80204
303 . 623 . 7323
LAKE STREET
SOUTH COLLEGE AVENUE
MASON CORRIDOR TRANSITWAY
WEST PROSPECT ROAD
C1.0
OVERALL GRADING PLAN
Date
Drawn By
Checked By
Project Number
Sheet of
Issue
Revisions
OWNER'S REPRESENTATIVE
Colorado State University
Facilities Management
251 Edison Drive
Fort Collins, CO, 80523-6030
970.491.0080 - Phone
970.491.7572 - Fax
CIVIL ENGINEER
JVA Consulting Engineers
25 Old Town Square, Ste. 200
Fort Collins, CO 80524
303.444.1951
LANDSCAPE ARCHITECT
Design Workshop
1390 Lawrence St. Ste. 100
Denver, CO, 80204
303.623.2616
STRUCTURAL ENGINEER
JVA Consulting Engineers
1319 Spruce St.
Boulder, CO, 80302
303.444.1951
MECHANICAL / ELECTRICAL /
PLUMBING ENGINEERING
ME Engineers
14143 Denver West Parkway, Ste. 300
Golden, CO, 80401
303.421.6655
ELECTRICAL
Gregory Electric
3317 North Lincoln Ave
Loveland, CO, 80538
970-669-7609
MECHANICAL CONTRACTOR
US Engineering Co
1100 W. 120th Ave #900
Westminster, CO, 80234
303.964.8060
ENERGY / ENVIRONMENTAL
Ambient Energy
130 W. 5th Ave
Denver, CO, 80204
303.278.1532
SPECIFICATIONS
Specifications for Architects, Inc.
6560 West Alamo Drive
Littleton, CO, 80123
MASON CORRIDOR TRANSITWAY
LAKE STREET
Date
Drawn By
Checked By
Project Number
Sheet of
Issue
Revisions
OWNER'S REPRESENTATIVE
Colorado State University
Facilities Management
251 Edison Drive
Fort Collins, CO, 80523-6030
970.491.0080 - Phone
970.491.7572 - Fax
CIVIL ENGINEER
JVA Consulting Engineers
25 Old Town Square, Ste. 200
Fort Collins, CO 80524
303.444.1951
LANDSCAPE ARCHITECT
Design Workshop
1390 Lawrence St. Ste. 100
Denver, CO, 80204
303.623.2616
STRUCTURAL ENGINEER
JVA Consulting Engineers
1319 Spruce St.
Boulder, CO, 80302
303.444.1951
MECHANICAL / ELECTRICAL /
PLUMBING ENGINEERING
ME Engineers
14143 Denver West Parkway, Ste. 300
Golden, CO, 80401
303.421.6655
ELECTRICAL
Gregory Electric
3317 North Lincoln Ave
Loveland, CO, 80538
970-669-7609
MECHANICAL CONTRACTOR
US Engineering Co
1100 W. 120th Ave #900
Westminster, CO, 80234
303.964.8060
ENERGY / ENVIRONMENTAL
Ambient Energy
130 W. 5th Ave
Denver, CO, 80204
303.278.1532
SPECIFICATIONS
Specifications for Architects, Inc.
6560 West Alamo Drive
Littleton, CO, 80123
303.927.8362
1301 Wazee . Suite 100
Denver . Colorado . 80204
303 . 623 . 7323
LAKE STREET
SOUTH COLLEGE AVENUE
Date
Drawn By
Checked By
Project Number
Sheet of
Issue
Revisions
OWNER'S REPRESENTATIVE
Colorado State University
Facilities Management
251 Edison Drive
Fort Collins, CO, 80523-6030
970.491.0080 - Phone
970.491.7572 - Fax
CIVIL ENGINEER
JVA Consulting Engineers
25 Old Town Square, Ste. 200
Fort Collins, CO 80524
303.444.1951
LANDSCAPE ARCHITECT
Design Workshop
1390 Lawrence St. Ste. 100
Denver, CO, 80204
303.623.2616
STRUCTURAL ENGINEER
JVA Consulting Engineers
1319 Spruce St.
Boulder, CO, 80302
303.444.1951
MECHANICAL / ELECTRICAL /
PLUMBING ENGINEERING
ME Engineers
14143 Denver West Parkway, Ste. 300
Golden, CO, 80401
303.421.6655
ELECTRICAL
Gregory Electric
3317 North Lincoln Ave
Loveland, CO, 80538
970-669-7609
MECHANICAL CONTRACTOR
US Engineering Co
1100 W. 120th Ave #900
Westminster, CO, 80234
303.964.8060
ENERGY / ENVIRONMENTAL
Ambient Energy
130 W. 5th Ave
Denver, CO, 80204
303.278.1532
SPECIFICATIONS
Specifications for Architects, Inc.
6560 West Alamo Drive
Littleton, CO, 80123
303.927.8362
1301 Wazee . Suite 100
Denver . Colorado . 80204
303 . 623 . 7323
MASON CORRIDOR TRANSITWAY
Date
Drawn By
Checked By
Project Number
Sheet of
Issue
Revisions
OWNER'S REPRESENTATIVE
Colorado State University
Facilities Management
251 Edison Drive
Fort Collins, CO, 80523-6030
970.491.0080 - Phone
970.491.7572 - Fax
CIVIL ENGINEER
JVA Consulting Engineers
25 Old Town Square, Ste. 200
Fort Collins, CO 80524
303.444.1951
LANDSCAPE ARCHITECT
Design Workshop
1390 Lawrence St. Ste. 100
Denver, CO, 80204
303.623.2616
STRUCTURAL ENGINEER
JVA Consulting Engineers
1319 Spruce St.
Boulder, CO, 80302
303.444.1951
MECHANICAL / ELECTRICAL /
PLUMBING ENGINEERING
ME Engineers
14143 Denver West Parkway, Ste. 300
Golden, CO, 80401
303.421.6655
ELECTRICAL
Gregory Electric
3317 North Lincoln Ave
Loveland, CO, 80538
970-669-7609
MECHANICAL CONTRACTOR
US Engineering Co
1100 W. 120th Ave #900
Westminster, CO, 80234
303.964.8060
ENERGY / ENVIRONMENTAL
Ambient Energy
130 W. 5th Ave
Denver, CO, 80204
303.278.1532
SPECIFICATIONS
Specifications for Architects, Inc.
6560 West Alamo Drive
Littleton, CO, 80123
303.927.8362
1301 Wazee . Suite 100
Denver . Colorado . 80204
303 . 623 . 7323
303 . 623 . 2836 Fax
Date
Drawn By
Checked By
Project Number
Sheet of
Issue
Revisions
OWNER'S REPRESENTATIVE
Colorado State University
Facilities Management
251 Edison Drive
Fort Collins, CO, 80523-6030
970.491.0080 - Phone
970.491.7572 - Fax
CIVIL ENGINEER
JVA Consulting Engineers
25 Old Town Square, Ste. 200
Fort Collins, CO 80524
303.444.1951
LANDSCAPE ARCHITECT
Design Workshop
1390 Lawrence St. Ste. 100
Denver, CO, 80204
303.623.2616
STRUCTURAL ENGINEER
JVA Consulting Engineers
1319 Spruce St.
Boulder, CO, 80302
303.444.1951
MECHANICAL / ELECTRICAL /
PLUMBING ENGINEERING
ME Engineers
14143 Denver West Parkway, Ste. 300
Golden, CO, 80401
303.421.6655
ELECTRICAL
Gregory Electric
3317 North Lincoln Ave
Loveland, CO, 80538
970-669-7609
MECHANICAL CONTRACTOR
US Engineering Co
1100 W. 120th Ave #900
Westminster, CO, 80234
303.964.8060
ENERGY / ENVIRONMENTAL
Ambient Energy
130 W. 5th Ave
Denver, CO, 80204
303.278.1532
SPECIFICATIONS
Specifications for Architects, Inc.
6560 West Alamo Drive
Littleton, CO, 80123
303.927.8362
1301 Wazee . Suite 100
Denver . Colorado . 80204
303 . 623 . 7323
303 . 623 . 2836 Fax
NOT FOR CONSTRUCTION
WEST PROSPECT ROAD
MASON CORRIDOR TRANSITWA
Date
Drawn By
Checked By
Project Number
Sheet of
Issue
Revisions
OWNER'S REPRESENTATIVE
Colorado State University
Facilities Management
251 Edison Drive
Fort Collins, CO, 80523-6030
970.491.0080 - Phone
970.491.7572 - Fax
CIVIL ENGINEER
JVA Consulting Engineers
25 Old Town Square, Ste. 200
Fort Collins, CO 80524
303.444.1951
LANDSCAPE ARCHITECT
Design Workshop
1390 Lawrence St. Ste. 100
Denver, CO, 80204
303.623.2616
STRUCTURAL ENGINEER
JVA Consulting Engineers
1319 Spruce St.
Boulder, CO, 80302
303.444.1951
MECHANICAL / ELECTRICAL /
PLUMBING ENGINEERING
ME Engineers
14143 Denver West Parkway, Ste. 300
Golden, CO, 80401
303.421.6655
ELECTRICAL
Gregory Electric
3317 North Lincoln Ave
Loveland, CO, 80538
970-669-7609
MECHANICAL CONTRACTOR
US Engineering Co
1100 W. 120th Ave #900
Westminster, CO, 80234
303.964.8060
ENERGY / ENVIRONMENTAL
Ambient Energy
130 W. 5th Ave
Denver, CO, 80204
303.278.1532
SPECIFICATIONS
Specifications for Architects, Inc.
6560 West Alamo Drive
Littleton, CO, 80123
303.927.8362
1301 Wazee . Suite 100
Denver . Colorado . 80204
303 . 623 . 7323
SOUTH COLLEGE AVENUE
WEST PROSPECT ROAD
Date
Drawn By
Checked By
Project Number
Sheet of
Issue
Revisions
OWNER'S REPRESENTATIVE
Colorado State University
Facilities Management
251 Edison Drive
Fort Collins, CO, 80523-6030
970.491.0080 - Phone
970.491.7572 - Fax
CIVIL ENGINEER
JVA Consulting Engineers
25 Old Town Square, Ste. 200
Fort Collins, CO 80524
303.444.1951
LANDSCAPE ARCHITECT
Design Workshop
1390 Lawrence St. Ste. 100
Denver, CO, 80204
303.623.2616
STRUCTURAL ENGINEER
JVA Consulting Engineers
1319 Spruce St.
Boulder, CO, 80302
303.444.1951
MECHANICAL / ELECTRICAL /
PLUMBING ENGINEERING
ME Engineers
14143 Denver West Parkway, Ste. 300
Golden, CO, 80401
303.421.6655
ELECTRICAL
Gregory Electric
3317 North Lincoln Ave
Loveland, CO, 80538
970-669-7609
MECHANICAL CONTRACTOR
US Engineering Co
1100 W. 120th Ave #900
Westminster, CO, 80234
303.964.8060
ENERGY / ENVIRONMENTAL
Ambient Energy
130 W. 5th Ave
Denver, CO, 80204
303.278.1532
SPECIFICATIONS
Specifications for Architects, Inc.
6560 West Alamo Drive
Littleton, CO, 80123
303.927.8362
1301 Wazee . Suite 100
Denver . Colorado . 80204
303 . 623 . 7323
APPENDIX B – EROSION CONTROL ESCROW
11/11/2015
Project: Disturbed Acres: 5.70
EROSION CONTROL BMPs Units
Estimated
Quantity
Unit
Price
Total
Price
each 2 $750.00 $1,500.00
each 6 $150.00 $900.00
L.F. 2000 $2.00 $4,000.00
each 1 $1,200.00 $1,200.00
each 15 $400.00 $6,000.00
each 2 $1,000.00 $2,000.00
LS 1 $2,000.00 $2,000.00
Sub-Total: $17,600.00
1.5 x Sub-Total: $26,400.00
Amount of security: $26,400.00
AC 0.75 $2,000.00 $1,500.00
Sub-Total: $1,500.00
1.5 x Sub-Total: $2,250.00
Amount to Re-seed: $2,250.00
Minimum escrow amount: $3,000.00
Erosion Control Escrow: $26,400.00
Erosion and Sediment Control Escrow/Security Calculation
for The City of Fort Collins
BMP Amount
Vehicle Tracking Control Pad
Concrete Washout
Street Sweeping and Cleaning
Reseeding Amount
Sediment Control Log
Miniumum Escrow Amount
Colorado State University Health and Medical Center
Seeding
“The amount of the security must be based on one and one-half times the estimate of the cost to install the approved measures, or one and one-half times
the cost to re-vegetate the disturbed land to dry land grasses based upon unit cost determined by the City's Annual Revegetation and Stabilization Bid,
whichever is greater. In no instance, will the amount of security be less than one thousand five hundred dollars ($1,500) for residential development or
three thousand dollars ($3,000) for commercial development”
Rock Sock
Final Escrow Amount (Maximum between BMP, Reseeding and Minimum Escrow)
Inlet Protection
Outlet Protection
11/11/2015 12:07 PM V:\2487c CSU Medical Building\Reports\Erosion Control Report\GoSC Erosion Control Escrow.xls
APPENDIX C – SOIL DATA FROM CTL THOMPSON
400 North Link Lane | Fort Collins, Colorado 80524
Telephone: 970-206-9455 Fax: 970-206-9441
GEOTECHNICAL INVESTIGATION
PROPOSED MEDICAL CENTER
COLORADO STATE UNIVERSITY
FORT COLLINS, COLORADO
COLORADO STATE UNIVERSITY
251 Edison, 6030 Campus Delivery
Fort Collins, Colorado 80526-6030
Attention: Mr. Milt Brown
Project Manager
Project No. FC07034-125
August 18, 2015
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
TABLE OF CONTENTS
SCOPE 1
SUMMARY OF CONCLUSIONS 1
SITE CONDITIONS AND PROPOSED CONSTRUCTION 2
INVESTIGATION 3
SUBSURFACE CONDITIONS 3
SITE DEVELOPMENT 4
Fill Placement 4
Excavations 6
FOUNDATIONS 6
Spread Footings with Minimum Deadload 6
Drilled Piers Bottomed in Bedrock 7
Laterally Loaded Piers 8
Closely Spaced Pier Reduction Factors 9
BELOW GRADE AREAS 10
FLOOR SYSTEMS 10
PAVEMENTS 13
Pavement Selection 14
Subgrade and Pavement Materials and Construction 14
Pavement Maintenance 14
WATER-SOLUBLE SULFATES 15
SURFACE DRAINAGE 16
FIGURE 1 – LOCATIONS OF EXPLORATORY BORINGS
FIGURES 2 THROUGH 4 – SUMMARY LOGS OF EXPLORATORY BORINGS
APPENDIX A – RESULTS OF LABORATORY TESTING
APPENDIX B – SAMPLE SITE GRADING SPECIFICATIONS
APPENDIX C – PAVEMENT CONSTRUCTION RECOMMENDATIONS
APPENDIX D – PAVEMENT MAINTENANCE PROGRAM
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
1
SCOPE
This report presents the results of our Geotechnical Investigation for the
proposed Colorado State University Medical Center in Fort Collins, Colorado.
The purpose of the investigation was to evaluate the subsurface conditions and
provide foundation recommendations and geotechnical design criteria for the pro-
ject. The scope was described in our Service Agreement (FC-15-0245, dated
July 8, 2015).
The report was prepared from data developed during field exploration, la-
boratory testing, engineering analysis and experience with similar conditions.
The report includes a description of subsurface conditions found in our explora-
tory borings and discussions of site development as influenced by geotechnical
considerations. Our opinions and recommendations regarding design criteria
and construction details for site development, foundations, floor systems, slabs-
on-grade, pavements and drainage are provided. If the proposed construction
changes, we should be requested to review our recommendations. Our conclu-
sions are summarized in the following paragraphs.
SUMMARY OF CONCLUSIONS
1. In general, soils encountered in our borings consisted of sandy
clay. A layer of gravelly sand was encountered in three of our bor-
ings below and/or within the clay layer. Sandstone bedrock was
encountered in eight of our borings at depths of 18 to 24 feet to the
depths explored.
2. Groundwater was encountered in eight borings at depths of 12 to
19 feet during drilling and 11 to 16½ feet when measured several
days later. Existing groundwater levels are not expected to signifi-
cantly affect the proposed construction, but may affect drilled pier
installation.
3. Existing fill was encountered in our borings. Several structures
were still located on the site that will be demolished prior to con-
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
2
struction. All structures should be completely removed below im-
provements. The existing fill should be completely removed and re-
compacted below the proposed building.
4. We believe the proposed structure can be constructed on spread
footing foundations with a minimum dead load placed on natural,
undisturbed soil and/or properly compacted fill or a drilled pier foun-
dation bottomed into bedrock. Foundation design and construction
recommendations are presented in this report.
5. The presence of expansive soils and bedrock constitutes a geologic
hazard. There is risk that slabs-on-grade and foundations will
heave or settle and be damaged. We believe the recommendations
presented in this report will help to control risk of damage; they will
not eliminate that risk. Slabs-on-grade and, in some instances,
foundations may be damaged.
6. We believe a slab-on-grade floor is appropriate for this site. Some
movement of slab-on-grade floors should be anticipated. We ex-
pect movements will be minor, on the order of 1 inch or less. If
movement cannot be tolerated, structural floors should be consid-
ered.
7. Pavement areas including parking and access drives are planned
for this project. Four borings were drilled in the area of the pro-
posed pavements. Pavement section recommendations are in-
cluded in this report.
SITE CONDITIONS AND PROPOSED CONSTRUCTION
The site is located northwest of Prospect Road and College Avenue in
Fort Collins, Colorado (Figure 1). Several vacant residences are located at the
site that are to be demolished. We understand the proposed construction will in-
clude a new Medical Center. The 4-story Medical Center will be approximately
120,000 square feet. Associated pavement areas will included parking and ac-
cess drives.
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
3
INVESTIGATION
Subsurface conditions were investigated by drilling twelve borings to
depths of approximately 10 to 35 feet. The approximate locations of the borings
are shown on Figure 1. Our field representative observed drilling, logged the
soils and bedrock found in the borings and obtained samples. Sampling was
performed by driving a 2.5-inch O.D. modified California sampler with blows of a
140-pound hammer falling 30 inches. This method is similar to the standard pen-
etration test, and is typical for local practice. Groundwater measurements were
taken during drilling and one, or more, days after drilling. Summary logs of the
borings, including results of field penetration resistance tests, are presented on
Figures 2 through 4.
Samples obtained during drilling were returned to our laboratory and visu-
ally examined by the geotechnical engineer for this project. Laboratory analyses
included moisture content, dry density, swell-consolidation, Atterberg limits, parti-
cle-size analysis and water-soluble sulfate tests. Results of laboratory tests are
presented in Appendix A and summarized in Table A-I.
SUBSURFACE CONDITIONS
In general, soils encountered in our borings consisted of sandy clay. The
upper 2½ to 15 feet of clay was considered man-placed fill. A layer of gravelly
sand was encountered in three of our borings below and/or within the clay layer.
Sandstone bedrock was encountered in eight of our borings at depths of 18 to 24
feet to the depths explored.
Groundwater was encountered in eight borings at depths of 12 to 19 feet
during drilling and 11 to 16½ feet when measured several days later. Groundwa-
ter levels are expected to fluctuate seasonally. Existing groundwater levels are
not expected to significantly affect the proposed construction, but may affect
drilled pier installation.
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
4
SEISMICITY
This area, like most of central Colorado, is subject to a low degree of seis-
mic risk. As in most areas of recognized low seismicity, the record of the past
earthquake activity in Colorado is incomplete.
According to the 2012 International Building Code and the subsurface con-
ditions encountered in our borings, this site probably classifies as a Site Class C.
Only minor damage to relatively new, properly designed and built buildings would
be expected. Wind loads, not seismic considerations, typically govern dynamic
structural design in this area.
SITE DEVELOPMENT
Fill Placement
The existing onsite soils are suitable for re-use as fill material provided de-
bris or deleterious organic materials are removed. If import material is used, it
should be tested and approved as acceptable fill by CTL|Thompson. In general,
import fill should meet or exceed the engineering qualities of the onsite soils. Ar-
eas to receive fill should be scarified, moisture-conditioned and compacted to at
least 95 percent of standard Proctor maximum dry density (ASTM D698,
AASHTO T99). Sand soils used as fill should be moistened to within 2 percent of
optimum moisture content. Clay soils should be moistened between optimum
and 3 percent above optimum moisture content. The fill should be moisture-con-
ditioned, placed in thin, loose lifts (8 inches or less) and compacted as described
above. We should observe placement and compaction of fill during construction.
Fill placement and compaction should not be conducted when the fill material is
frozen.
The upper 2½ to 15 feet of material encountered in seven of our borings
was considered existing fill. The fill was likely placed during construction of the
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
5
existing residences and infrastructure. Deeper fill areas may be encountered
during site development. The fill is of unknown origin and age. The fill presents
a risk of settlement or heave to improvements constructed on the fill. We recom-
mend the fill be removed and recompacted in the building area.
The fill removal area should extend beyond the building footprint at least 5
feet. The excavation can be filled with on-site soils, moisture-conditioned and
compacted as described above. This procedure should remove the existing fill
and provide more uniform support for improvements.
The existing fill can also affect pavements and exterior flatwork. The low-
est risk alternative for exterior pavement and flatwork would also be complete re-
moval and recompaction. The cost could be significant. If the owner can accept
a risk of some movement and distress in these areas then partial depth removal
is an alternative. We suggest removal of the existing fill to a depth of 2 feet be-
low existing grade, proof rolling the exposed subgrade, and additional removal or
stabilization of areas where soft, yielding or organic soils or debris is encoun-
tered. After this, fill placement can proceed to construction grades.
Site grading in areas of landscaping where no future improvements are
planned can be placed at a dry density of at least 90 percent of standard Proctor
maximum dry density (ASTM D 698, AASHTO T 99). Example site grading spec-
ifications are presented in Appendix B.
Water and sewer lines are often constructed beneath areas where im-
provements are planned. Compaction of trench backfill can have a significant ef-
fect on the life and serviceability overlying structures. We recommend trench
backfill be moisture conditioned and compacted as described in the Fill Place-
ment section of this report. Placement and compaction of fill and backfill should
be observed and tested by a representative of our firm during construction.
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
6
Excavations
The materials found in our borings can be excavated using conventional
heavy-duty excavation equipment. Excavations should be sloped or shored to
meet local, State and Federal safety regulations. Excavation slopes specified by
OSHA are dependent upon types of soil and groundwater conditions encoun-
tered. The contractor’s “competent person” should identify the soils and/or rock
encountered in the excavation and refer to OSHA standards to determine appro-
priate slopes.
FOUNDATIONS
Our investigation indicates low to moderate swelling soils are present at
the anticipated foundation levels. Spread footing foundations are considered ap-
propriate for the conditions encountered. A drilled pier foundation can also be
considered to minimize movements and for higher loads. Design criteria for
spread footing and drilled pier foundations developed from analysis of field and
laboratory data and our experience are presented below.
Spread Footings with Minimum Deadload
1. Footings should be constructed on undisturbed natural soils or
properly compacted fill (see the Fill Placement section of this re-
port). Where soil is loosened during excavation, it should be re-
moved and replaced with on-site soils compacted following the cri-
teria in the Fill Placement section of this report.
2. Footings constructed on the natural soils and/or engineered fill can
be designed for a net allowable soil pressure of 3,000 psf and a
minimum dead load pressure of 1,000 psf. The soil pressure can
be increased 33 percent for transient loads such as wind or seismic
loads.
3. Footings should have a minimum width of at least 16 inches. Foun-
dations for isolated columns should have minimum dimensions of
18 inches by 18 inches. Larger sizes may be required depending
on loads and the structural system used.
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
7
4. The soils beneath footing pads can be assigned an ultimate coeffi-
cient of friction of 0.45 to resist lateral loads. The ability of grade
beam or footing backfill to resist lateral loads can be calculated us-
ing a passive equivalent fluid pressure of 300 pcf. This assumes
the backfill is densely compacted and will not be removed. Backfill
should be placed and compacted to the criteria in the Fill Place-
ment section of this report.
5. To meet the minimum deadload criteria, a continuous void with min-
imum 4-inch thickness should be placed below grade beams, be-
tween pads to concentrate the load of the structures on the footing
pads.
6. Exterior footings should be protected from frost action. We believe
30 inches of frost cover is appropriate for this site.
7. Foundation walls and grade beams should be well reinforced both
top and bottom. We recommend the amount of steel equivalent to
that required for a simply supported span of 10 feet.
8. We should observe completed footing excavations to confirm that
the subsurface conditions are similar to those found in our borings.
Drilled Piers Bottomed in Bedrock
1. Piers should be designed for a maximum allowable end pressure of
30,000 psf and an allowable skin friction of 3,000 psf for the portion
of pier in bedrock. Skin friction should be neglected for the upper 3
feet of pier below grade beams. Pier end pressure can be in-
creased 30 percent for short duration live loads such as wind loads.
2. Piers should penetrate at least 6 feet into the comparatively fresh
sandstone bedrock.
3. Drilled piers should be designed to resist an ultimate uplift force cal-
culated as (30 kips x pier diameter in feet) to resist tension in the
event of swelling. Reinforcement should extend into grade beams
and foundation walls.
4. There should be a 4-inch (or thicker) continuous void beneath all
grade beams and foundation walls, between piers, to concentrate
the dead load of the structure onto the piers.
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
8
5. Foundation walls and grade beams should be well reinforced. A
qualified structural engineer should design the reinforcement. Lat-
eral earth pressures and the effects of large openings within base-
ment walls should be considered.
6. Pier borings should be drilled to a plumb tolerance of 1.5 percent
relative to the pier length.
7. Piers should be carefully cleaned prior to placement of concrete.
Groundwater was encountered during this investigation. Concrete
should not be placed by free fall if there is more than 3 inches of
water at the bottom of the hole. If more than 3 inches of ground wa-
ter collects in the bottom of the holes during pier installation, tempo-
rary casing, tremie equipment, and/or pumping may be necessary
for proper cleaning, dewatering, and concrete placement.
8. Concrete placed by the free fall method should have a slump be-
tween 5 inches and 7 inches. Concrete placed by pump, tremie or
when temporarily cased should have a slump between 6 inches
and 8 inches.
9. Formation of “mushrooms” or enlargements at the top of piers
should be avoided during pier drilling and subsequent construction
operations.
10. We should observe installation of drilled piers to confirm the sub-
surface conditions are those we anticipated from our borings.
Laterally Loaded Piers
Several methods are available to analyze laterally loaded piers. With a
pier length to diameter ratio of 7 or greater, we believe the method of analysis
developed by Matlock and Reese is most appropriate. The method is an iterative
procedure using applied loading and soil profile to develop deflection and mo-
ment versus depth curves. The computer programs LPILE and COM624 were
developed to perform this procedure. Suggested criteria for LPILE analysis are
presented in the following table.
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
9
TABLE A
SOIL INPUT DATA FOR LPILE or COM624
Clay Soils or
Clay Fill
Granular Soils
Sandstone
Soil Type
Stiff Clay w/o
Free Water
Sand Sand
Effective Unit Weight
(pci)
0.07 0.035 0.07
Cohesive Strength, c
(psi)
14 - -
Friction Angle
Degrees
- 35 45
Soil Strain, ε50 (in/in) 0.005 - -
p-y Modulus ks (pci) 1,000 60 225
The ε50 represents the strain corresponding to 50 percent of the maximum princi-
ple stress difference.
Closely Spaced Pier Reduction Factors
For axial loading, a minimum spacing of three diameters is recommended.
At one diameter (piers touching) the skin friction reduction factor for both piers
would be 0.5. End bearing values would not be reduced provided the bases of
the piers are at similar elevations. Linear interpolation can be used between one
and three diameters.
Piers in-line with the direction of the lateral load should have a minimum
spacing of six diameters (center-to-center) based upon the larger pier. If a closer
spacing is required, the modulus of subgrade reaction for initial and trailing piers
should be reduced. At a spacing of three diameters, the effective modulus of
subgrade reaction of the first pier can be estimated by multiplying the given mod-
ulus by 0.6. For trailing piers in a line at three-diameter spacing, the factor is 0.4.
Linear interpolation can be used for spacing between three and six diameters.
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
10
Reductions to the modulus of subgrade reaction can be accomplished in
LPILE by inputting the appropriate modification factors for the p-y curves. Re-
ducing the modulus of subgrade reaction in trailing piers will result in greater
computed deflections on these piers. In practice, the grade beam can force de-
flections of piers to be equal. Load-deflection graphs can be generated for each
pier in the group using the appropriate p-multiplier values. The sum of the piers’
lateral load resistance at selected deflections can be used to develop a total lat-
eral load versus deflection relationship for the system of piers.
For lateral loads perpendicular to the line of piers a minimum spacing of
three diameters can be used with no capacity reduction. At one diameter (piers
touching) the piers can be analyzed as a single unit. Linear interpolation can be
used for intermediate conditions.
BELOW GRADE AREAS
No basement areas are planned for the buildings. For this condition, pe-
rimeter drains are not usually necessary. We should be contacted to provide
foundation drain recommendations if plans change to include basement areas.
FLOOR SYSTEMS
In our opinion, it is reasonable to use slab-on-grade floors for the pro-
posed construction. Any fill placed for the floor subgrade should be built with
densely compacted, engineered fill as discussed in the Fill Placement section of
this report. The existing fill is not an acceptable subgrade for a slab-on-grade
floor and should be completely removed from the subgrade under a floor.
It is impossible to construct slab-on-grade floors with no risk of movement.
We believe movements due to swell will be less than 1 inch at this site. If move-
ment cannot be tolerated, structural floors should be used. Structural floors can
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
11
be considered for specific areas that are particularly sensitive to movement or
where equipment on the floor is sensitive to movement.
Where structurally supported floors are selected, we recommend a mini-
mum void between the ground surface and the underside of the floor system of 4
inches. The minimum void should be constructed below beams and utilities that
penetrate the floor. The floor may be cast over void form. Void form should be
chosen to break down quickly after the slab is placed. We recommend against
the use of wax or plastic-coated void boxes.
Slabs may be subject to heavy point loads. The structural engineer
should design floor slab reinforcement. For design of slabs-on-grade, we recom-
mend a modulus of subgrade reaction of 90 pci for on-site soils.
If the owner elects to use slab-on-grade construction and accepts the risk
of movement and associated damage, we recommend the following precautions
for slab-on-grade construction at this site. These precautions can help reduce,
but not eliminate, damage or distress due to slab movement.
1. Slabs should be separated from exterior walls and interior bearing
members with a slip joint that allows free vertical movement of the
slabs. This can reduce cracking if some movement of the slab oc-
curs.
2. Slabs should be placed directly on exposed soils or properly mois-
ture conditioned, compacted fill. The 2012 International Building
Code (IBC) requires a vapor retarder be placed between the base
course or subgrade soils and the concrete slab-on-grade floor. The
merits of installation of a vapor retarder below floor slabs depend
on the sensitivity of floor coverings and building use to moisture. A
properly installed vapor retarder (10 mil minimum) is more benefi-
cial below concrete slab-on-grade floors where floor coverings,
painted floor surfaces or products stored on the floor will be sensi-
tive to moisture. The vapor retarder is most effective when con-
crete is placed directly on top of it, rather than placing a sand or
gravel leveling course between the vapor retarder and the floor
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
12
slab. The placement of concrete on the vapor retarder may in-
crease the risk of shrinkage cracking and curling. Use of concrete
with reduced shrinkage characteristics including minimized water
content, maximized coarse aggregate content, and reasonably low
slump will reduce the risk of shrinkage cracking and curling. Con-
siderations and recommendations for the installation of vapor re-
tarders below concrete slabs are outlined in Section 3.2.3 of the
2006 report of American Concrete Institute (ACI) Committee 302,
“Guide for Concrete Floor and Slab Construction (ACI 302.R1-04)”.
3. If slab-bearing partitions are used, they should be designed and
constructed to allow for slab movement. At least a 2-inch void
should be maintained below or above the partitions. If the “float” is
provided at the top of partitions, the connection between interior,
slab-supported partitions and exterior, foundation supported walls
should be detailed to allow differential movement.
4. Underslab plumbing should be eliminated where feasible. Where
such plumbing is unavoidable it should be thoroughly pressure
tested for leaks prior to slab construction and be provided with flexi-
ble couplings. Pressurized water supply lines should be brought
above the floors as quickly as possible.
5. Plumbing and utilities that pass through the slabs should be iso-
lated from the slabs and constructed with flexible couplings. Where
water and gas lines are connected to furnaces or heaters, the lines
should be constructed with sufficient flexibility to allow for move-
ment.
6. HVAC equipment supported on the slab should be provided with a
collapsible connection between the furnace and the ductwork, with
allowance for at least 2 inches of vertical movement.
7. The American Concrete Institute (ACI) recommends frequent con-
trol joints be provided in slabs to reduce problems associated with
shrinkage cracking and curling. To reduce curling, the concrete mix
should have a high aggregate content and a low slump. If desired,
a shrinkage compensating admixture could be added to the con-
crete to reduce the risk of shrinkage cracking. We can perform a
mix design or assist the design team in selecting a pre-existing mix.
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
13
PAVEMENTS
The project will include paved parking areas and access drives. The per-
formance of a pavement structure is dependent upon the characteristics of the
subgrade soil, traffic loading and frequency, climatic conditions, drainage and
pavement materials. As part of our investigation for this project, we drilled three
exploratory borings and conducted laboratory tests for characterization of the
subgrade soils in the area of the proposed pavements. Laboratory tests indi-
cated the subgrade soils generally classified as A-6 and A-7 soils with predicted
fair to poor subgrade support. If fill is needed, we have assumed it will be soils
with similar or better characteristics.
We understand flexible hot mix asphalt (HMA) pavement is planned for the
parking lot. Rigid portland cement concrete (PCC) pavement should be consid-
ered for trash enclosure areas and where the pavement will be subjected to fre-
quent turning of heavy vehicles. Alternatives that include each material are pro-
vided below. Our designs are based on the AASHTO design method and our ex-
perience. Using the criteria discussed above we recommend the minimum pave-
ment sections provided in Table B.
TABLE B
RECOMMENDED PAVEMENT SECTIONS
Classification
Hot Mix Asphalt
(HMA) + Aggre-
gate Base
Course (ABC)
Portland Cement
Concrete (PCC)
Parking Area
4" HMA +
6" ABC
6" PCC
Access Drives
5" HMA +
6" ABC
6" PCC
Trash Enclosures - 6" PCC
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
14
Pavement Selection
Composite HMA/ABC pavement over a stable subgrade is expected to
perform well at this site based on the recommendations provided. HMA provides
a stiff, stable pavement to withstand heavy loading and will provide a good fa-
tigue resistant pavement. However, HMA does not perform well where point
loads are subjected and in areas where heavy trucks turn and maneuver at slow
speeds. PCC pavement is also expected to perform well in this area. PCC
pavement has better performance in freeze-thaw conditions and should require
less long-term maintenance than HMA pavement. In any event, the performance
of the pavement structure depends partly on the stability of the subgrade soils.
Subgrade and Pavement Materials and Construction
The design of a pavement system is as much a function of the quality of
the paving materials and construction as the support characteristics of the sub-
grade. The construction materials are assumed to possess sufficient quality as
reflected by the strength factors used in our design calculations. Moisture treat-
ment criteria and additional criteria for materials and construction requirements
are presented in Appendix C of this report.
Pavement Maintenance
Routine maintenance, such as sealing and repair of cracks, is necessary
to achieve the long-term life of a pavement system. We recommend a preven-
tive maintenance program be developed and followed for all pavement systems
to assure the design life can be realized. Choosing to defer maintenance usually
results in accelerated deterioration leading to higher future maintenance costs,
and/or repair. A recommended maintenance program is outlined in Appendix D.
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
15
Excavation of completed pavement for utility construction or repair can de-
stroy the integrity of the pavement and result in a severe decrease in serviceabil-
ity. To restore the pavement top original serviceability, careful backfill compac-
tion before repaving is necessary.
WATER-SOLUBLE SULFATES
Concrete that comes into contact with soils can be subject to sulfate at-
tack. We measured water-soluble sulfate concentrations in seven samples from
this site. Concentrations measured were between 0.06 and 1.2 percent, with two
samples having sulfate concentrations greater than 0.2 percent. Water-soluble
sulfate concentrations between 0.2 and 2 percent indicate Class 2 sulfate expo-
sure, according to the American Concrete Institute (ACI). For sites with Class 2
sulfate exposure, ACI recommends using a cement meeting the requirements for
Type V (sulfate resistant) cement or the equivalent, with a maximum water-to-ce-
mentitious material ratio of 0.45 and air entrainment of 5 to 7 percent. As an al-
ternative, ACI allows the use of cement that conforms to ASTM C 150 Type II re-
quirements, if it meets the Type V performance requirements (ASTM C 1012) of
ACI 201, or ACI allows a blend of any type of portland cement and fly ash that
meets the performance requirements (ASTM C 1012) of ACI 201. In Colorado,
Type II cement with 20 percent Class F fly ash usually meets these performance
requirements. The fly ash content can be reduced to 15 percent for placement in
cold weather months, provided a water-to-cementitious material ratio of 0.45 or
less is maintained. ACI also indicates concrete with Class 2 sulfate exposure
should have a minimum compressive strength of 4,500 psi.
Sulfate attack problems are comparatively rare in this area when quality
concrete is used. Considering the range of test results, we believe risk of sulfate
attack is lower than indicated by the few laboratory tests performed. The risk is
also lowered to some extent by damp-proofing the surfaces of concrete walls in
contact with the soil. ACI indicates sulfate resistance for Class 1 exposure can
COLORADO STATE UNIVERSITY
CSU MEDICAL CENTER
CTLT PROJECT NO. FC07034-125
16
be achieved by using Type II cement, a maximum water-to-cementitious material
ratio of 0.50, and a minimum compressive strength of 4000 psi. We believe this
approach should be used as a minimum at this project. The more stringent
measures outlined in the previous paragraph will better control risk of sulfate at-
tack and are more in alignment with written industry standards.
SURFACE DRAINAGE
Performance of foundations, flatwork and pavements are influenced by
changes in subgrade moisture conditions. Carefully planned and maintained sur-
face grading can reduce the risk of wetting of the foundation soils and pavement
subgrade. Positive drainage should be provided away from foundations. Backfill
around foundations should be moisture treated and compacted as described in
Fill Placement. Roof drains should be directed away from buildings. Downspout
extensions and splash blocks should be provided at discharge points.
LIMITATIONS
Although our borings were spaced to obtain a reasonably accurate picture
of subsurface conditions, variations not indicated in our borings are possible.
We should observe footing excavations to confirm soils are similar to those found
in our borings or pier hole drilling to confirm adequate penetration into bedrock.
Placement and compaction of fill, backfill, subgrade and other fills should be ob-
served and tested by a representative of our firm during construction.
This report was prepared from data developed during our field exploration,
laboratory testing, engineering analysis and experience with similar conditions.
The recommendations contained in this report were based upon our understand-
ing of the planned construction. If plans change or differ from the assumptions
presented herein, we should be contacted to review our recommendations.
303 . 623 . 2836 Fax
NOT FOR CONSTRUCTION
797 Ventura St.
Aurora. Colorado. 80011
303 . 363 . 7101
303 . 363 . 9251 Fax
Owner Project Number
BENNETT WAGNER GRODY
ARCHITECTS
10/8/2015 12:22:27 PM
OCTOBER 30, 2015
14-023
151 W. Lake Street
Fort Collins, CO 80524
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Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
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Date
Environmental Planner
303 . 623 . 2836 Fax
NOT FOR CONSTRUCTION
797 Ventura St.
Aurora. Colorado. 80011
303 . 363 . 7101
303 . 363 . 9251 Fax
Owner Project Number
BENNETT WAGNER GRODY
ARCHITECTS
10/8/2015 12:22:27 PM
OCTOBER 30, 2015
14-023
151 W. Lake Street
Fort Collins, CO 80524
DD Core / Shell Progress
KRB
KAT
15042.00
CSU HEALTH AND MEDICAL CENTER
C1.5
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UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Date
Environmental Planner
797 Ventura St.
Aurora. Colorado. 80011
303 . 363 . 7101
303 . 363 . 9251 Fax
Owner Project Number
BENNETT WAGNER GRODY
ARCHITECTS
10/8/2015 12:22:27 PM
OCTOBER 30, 2015
14-023
151 W. Lake Street
Fort Collins, CO 80524
DD Core / Shell Progress
KRB
KAT
15042.00
CSU HEALTH AND MEDICAL CENTER
C1.4
DETAILED GRADING PLAN - EAST CENTER
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UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Date
Environmental Planner
NOT FOR CONSTRUCTION
797 Ventura St.
Aurora. Colorado. 80011
303 . 363 . 7101
303 . 363 . 9251 Fax
Owner Project Number
BENNETT WAGNER GRODY
ARCHITECTS
10/8/2015 12:22:27 PM
OCTOBER 30, 2015
14-023
151 W. Lake Street
Fort Collins, CO 80524
DD Core / Shell Progress
KRB
KAT
15042.00
CSU HEALTH AND MEDICAL CENTER
C1.3
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Date
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UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Date
Environmental Planner
303 . 623 . 2836 Fax
NOT FOR CONSTRUCTION
797 Ventura St.
Aurora. Colorado. 80011
303 . 363 . 7101
303 . 363 . 9251 Fax
Owner Project Number
BENNETT WAGNER GRODY
ARCHITECTS
10/8/2015 12:22:27 PM
OCTOBER 30, 2015
14-023
151 W. Lake Street
Fort Collins, CO 80524
DD Core / Shell Progress
KRB
KAT
15042.00
CSU HEALTH AND MEDICAL CENTER
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Date
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Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Date
Environmental Planner
303 . 623 . 2836 Fax
NOT FOR CONSTRUCTION
797 Ventura St.
Aurora. Colorado. 80011
303 . 363 . 7101
303 . 363 . 9251 Fax
Owner Project Number
BENNETT WAGNER GRODY
ARCHITECTS
10/8/2015 12:22:27 PM
OCTOBER 30, 2015
14-023
151 W. Lake Street
Fort Collins, CO 80524
DD Core / Shell Progress
KRB
KAT
15042.00
CSU HEALTH AND MEDICAL CENTER
C1.1
DETAILED GRADING PLAN - NORTHWEST
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Date
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UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Date
Environmental Planner
303.927.8362
1301 Wazee . Suite 100
Denver . Colorado . 80204
303 . 623 . 7323
303 . 623 . 2836 Fax
NOT FOR CONSTRUCTION
797 Ventura St.
Aurora. Colorado. 80011
303 . 363 . 7101
303 . 363 . 9251 Fax
Owner Project Number
BENNETT WAGNER GRODY
ARCHITECTS
10/8/2015 12:22:27 PM
OCTOBER 30, 2015
14-023
151 W. Lake Street
Fort Collins, CO 80524
DD Core / Shell Progress
KRB
KAT
15042.00
CSU HEALTH AND MEDICAL CENTER
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Date
Date
Date
Date
Date
Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Date
Environmental Planner
303 . 623 . 2836 Fax
NOT FOR CONSTRUCTION
797 Ventura St.
Aurora. Colorado. 80011
303 . 363 . 7101
303 . 363 . 9251 Fax
Owner Project Number
BENNETT WAGNER GRODY
ARCHITECTS
10/8/2015 12:22:27 PM
OCTOBER 30, 2015
14-023
151 W. Lake Street
Fort Collins, CO 80524
DD Core / Shell Progress
KRB
KAT
15042.00
CSU HEALTH AND MEDICAL CENTER
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Date
Date
Date
Date
Date
Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Date
Environmental Planner
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Date
Date
Date
Date
Date
Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Date
Environmental Planner
303 . 623 . 2836 Fax
NOT FOR CONSTRUCTION
797 Ventura St.
Aurora. Colorado. 80011
303 . 363 . 7101
303 . 363 . 9251 Fax
Owner Project Number
BENNETT WAGNER GRODY
ARCHITECTS
10/8/2015 12:22:27 PM
OCTOBER 30, 2015
14-023
151 W. Lake Street
Fort Collins, CO 80524
DD Core / Shell Progress
KRB
KAT
15042.00
CSU HEALTH AND MEDICAL CENTER
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Date
Date
Date
Date
Date
Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Date
Environmental Planner
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Date
Date
Date
Date
Date
Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Date
Environmental Planner
303.927.8362
1301 Wazee . Suite 100
Denver . Colorado . 80204
303 . 623 . 7323
303 . 623 . 2836 Fax
NOT FOR CONSTRUCTION
797 Ventura St.
Aurora. Colorado. 80011
303 . 363 . 7101
303 . 363 . 9251 Fax
Owner Project Number
BENNETT WAGNER GRODY
ARCHITECTS
10/8/2015 12:22:27 PM
OCTOBER 30, 2015
14-023
151 W. Lake Street
Fort Collins, CO 80524
DD Core / Shell Progress
KRB
KAT
15042.00
CSU HEALTH AND MEDICAL CENTER
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Date
Date
Date
Date
Date
Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Date
Environmental Planner
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
CHECKED BY:
Date
Date
Date
Date
Date
Date
City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
Parks and Recreation
Traffic Engineer
Stormwater Utility
Water & Wastewater Utility
City Engineer
CHECKED BY:
APPROVED:
Date
Environmental Planner